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HomeMy WebLinkAboutSDP 2023-0012; LEGOLAND PROJECT 2025; FINAL HYDROLOGY STUDY FOR LEGOLAND CALIFORNIA PROJECT 2025; 2024-09-18- i - September 18, 2024 FINAL HYDROLOGY STUDY FOR LEGOLAND California Project 2025 1 Legoland Drive Carlsbad, CA 92008 SDP2023-0012 CDP2023-0022 (DEV2023-0061) GR2024-0009 DWG 547-7a Prepared For: Merlin Entertainments Group US Holdings, A Delaware Corporation 1 Legoland Drive Carlsbad, CA 92008 Contact: Tom Storer Tel: (858) 334-8938 Prepared By: Today’s Ideas. Tomorrow’s Reality. 695 Town Center Drive #110 _____________________________ Costa Mesa, CA 92626 Aaron M. Albertson, P.E. Tel: (949) 610-8997 R.C.E. 65513, Exp. 09/30/25 Hydrology Study LEGOLAND California Project 2025 - i - TABLE OF CONTENTS SECTION I. INTRODUCTION .......................................................................................................... 1 II. DESIGN CRITERIA AND ASSUMPTIONS .................................................................. 2 III. DISCUSSION ............................................................................................................. 3 A. EXISTING CONDITIONS ...................................................................................... 3 B. PROPOSED CONDITIONS ................................................................................... 3 IV. CONCLUSION ........................................................................................................... 4 V. DECLARATION OF RESPONSIBLE CHARGE .......................................................... 5 VI. REFERENCES ........................................................................................................... 6 ATTACHMENTS ATTACHMENT 1 – LOCATION, PRECIPITATION, AND SOIL MAPS ATTACHMENT 2 – EXISTING & PROPOSED HYDROLOGY MAP & CALCULATIONS ATTACHMENT 3 – HYDRAULIC GRADE LINE ANALYSIS &STORM DRAIN SIZING CALCULATIONS ATTACHMENT 4 – WATER QUALITY/HYDROMODIFICATION LETTER ATTACHMENT 5 – REFERENCED IMPROVEMENTS PLANS, EXISTING 24” SD CCTV UTILITY INSPECTION C~Commercial Development Resources Hydrology Study LEGOLAND California Project 2025 - 1 - I. INTRODUCTION Background/Purpose The purpose of this study is to determine stormwater runoff and site drainage for a 100- year storm event for a proposed redevelopment at Legoland in the city of Carlsbad, California. The proposed project is being completed by Legoland and is located at 1 Legoland Drive in the city Carlsbad, county of San Diego. The studied tributary area consists of 2.24 acres, which includes the project site area of 1.73 acres and approximately 0.51 acres of offsite tributary area. The project site is bounded by an existing restaurant patio to the north, existing Legoland attraction to the east and south, and private service road to the west. Existing project site consists of a Legoland driving attraction and landscaped area. Proposed re-development consists of removing the driving attraction as well as the sidewalks and railings on the east side of the attraction. Existing landscape areas and underground utilities will be revised as needed. Site elevations range from approximately 158 to 165 feet above mean sea level (MSL). See Site Location Map in Attachment 1. The project site is located within the Canyon de Las Encinas (904.4) hydrologic area of Carlsbad Watershed Management Area (WMA) of the San Diego Region (9). Legoland owns the storm drain network constructed per City Drawing No. 333-2Y and the regional BMPs adjacent to Palomar Airport Road that project runoff flows to constructed per SDP 15-26/CDP 15-50 dated 06/30/2018. The private storm drain system discharges to Canyon de las Encinas, then ultimately the Pacific Ocean. C~Commercial Development Resources Hydrology Study LEGOLAND California Project 2025 - 2 - II. DESIGN CRITERIA AND ASSUMPTIONS Hydrology Methodology Hydrologic calculations were performed to determine the 100-year discharges at critical locations using the Rational Method. A technical description of the rational method is provided in the San Diego County Hydrology Manual dated June 2003. As recommended in the Manual, the rational method was used to calculate the design discharge for the local drainage areas due to the watershed area to the proposed storm drain system being less than one square mile. Runoff calculations were performed in conformance with the requirements of the County of San Diego Drainage Design Manual dated July 2005 and the San Diego County Hydrology Manual dated June 2003 by use of Rational Method calculations using Advanced Engineering Software (AES) software. The results of the hydrologic calculations were used to design the required storm drain facilities. The design discharges were computed by generating a hydrologic “link-node” model which divides the area into subareas, each tributary to a concentration point or hydrologic “node” point determined by the proposed site layout. The results of the hydrologic calculations are used to design proposed storm drain facilities and are included in Section 3. Hydrologic Parameters/Assumptions Soil Type: Hydrologic soil ratings are based on a scale of A through D, where A is the most pervious, providing the least runoff. Per the soil map from NRCS (see Attachment 1), the study area consists entirely of Type B soils. 6-Hour Rainfall Precipitation (P6): Per San Diego County Hydrology Manual (2003) Rainfall Isopluvial Maps (see Attachment 1), the 6-hour rainfall precipitation for a 100- year event is 2.60 inches. The 24-hour rainfall precipitation for a 100-year event is 4.50 inches. The 6-hour rainfall precipitation is within 46-65% of the 24-hour rainfall values, so P6 does not need to be adjusted for the hydrology calculations. Runoff Coefficient (C): Runoff coefficients are per Table 3.1 in the San Diego County Hydrology Manual (2003). Time of Concentration (TC): The time of concentration is determined using CIVILDESIGN Engineering Software in conformance with the County and City’s hydrology manuals. Printouts are included in Attachments 2. C~Commercial Development Resources Hydrology Study LEGOLAND California Project 2025 - 3 - III. DISCUSSION Existing Condition The existing project site is developed as an outdoor driving attraction with AC pavement roads, concrete walkway, decorative pavers, landscaped areas, and underground utilities. The existing 2.24 AC studied area and tributary area consists of 2 major drainage areas, DA-A and DA-B. DA-A consists of 7 subdrainage areas and DA-B consists of 2 subdrainage areas. Existing condition is 74% impervious and 26% pervious surface. The majority of site runoff is directed to existing inlets and conveyed by the 24” storm drain line to Legoland’s regional stormwater detention basin for hydromodification flow control and treatment BMPs south of the project site. However, the eastern portion of the proposed project area will be directed to existing inlets and will be conveyed to a separate existing storm drain system as in the existing condition. Runoff is then conveyed to Canyon de las Encinas and ultimately the Pacific Ocean. A map of the existing drainage patterns and the runoff calculation results are included in Attachment 2. Peak flows for the existing studied area and greater tributary area are summarized in the tables below. Proposed Condition Proposed development consists of 3 major drainage areas (DA-A, DA-B, and DA-C). The studied area includes project site areas and offsite tributary area flowing to new onsite inlets, which is approximately 2.24 acres. Proposed project alters existing drainage subareas. Proposed inlets and storm drain laterals are sized to convey flows from a 100-year storm event. All post-development runoff is directed to the existing storm drain system and is conveyed to Legoland’s regional BMP as it does in the existing condition. The studied area is comprised of 85% impervious and 15% pervious area, while the project site is comprised of 83% impervious and 17% pervious area. Proposed redevelopment will increase total impervious area for the project site. Project overflows will be discharged to the existing 24” storm drain at the northwest corner of the site. Additionally, the downstream water quality treatment system has already been sized to treat the anticipated increase in impervious area per letter from Luis Parra (Attachment 4). Therefore, additional flow control or treatment BMPs do not need to be constructed for the proposed project. A map of the proposed drainage patterns and the runoff calculation results are included in Attachment 2. Peak flows for the proposed project site and tributary area condition, separated by point of confluence, are summarized in the tables below. C~Commercial Development Resources Hydrology Study LEGOLAND California Project 2025 - 4 - Table 1 – Summary of Upstream Tributary Area Unmitigated Peak Flowrates POC: Upstream Tributary Area Tributary Area (ac) % Imp. Q100 (cfs) Existing Condition (DMA-A1, A2, A3) 0.21 99% 1.14 Proposed Condition (DMA-A1, A2, A3) 0.21 99% 1.14 [Proposed – Existing] [Existing] 0% +0% +0% Table 2 – Summary of Onsite Tributary Area Unmitigated Peak Flowrates POC: Onsite Tributary Area Tributary Area (ac) % Imp. Q100 (cfs) Existing Condition (DMA-A4 thru A7) 1.91 70% 7.81 Proposed Condition (DMA-A4 to A12 and B1 to B30) 1.92 85% 8.97 [Proposed – Existing] [Existing] +0.05% +15% +15% Table 3 – Summary of Offsite Tributary Area Unmitigated Peak Flowrates POC: Offsite Tributary Area Tributary Area (ac) % Imp. Q100 (cfs) Existing Condition (DMA-B1, B2) 0.13 92% 0.68 Proposed Condition (DMA-C1, C2) 0.12 95% 0.64 [Proposed – Existing] [Existing] -7% +3% -6% Existing 24” CMP SD line will be abandoned and the proposed 24” HDPE SD line will convey existing/proposed runoff to the existing catch basin at the northwest corner of the site. The existing 24” CMP SD line was inspected by AIRX. The CCTV inspection is provided in Attachment 5. The existing 24” SD line shown in the referenced improvement plan in Attachment 5 was analyzed and determined to have less capacity than the proposed 24” HDPE SD line. Therefore, the proposed 24” HDPE line can convey existing/proposed runoff. See existing/proposed pipe capacity results in Table 4 below. Table 4 – EX 24” CMP Pipe and Prop 24” HDPE Pipe Capacity STA 11+37.71 to 13+70.13 New Alignment EX 24" CMP Pipe Proposed 24" HDPE Pipe Capacity Capacity Diameter(in) 24 A(ft2) 3.14 Diameter(in) 24 A(ft2) 3.14 n(CMP) 0.022 P(ft) 6.28 n(HDPE) 0.012 P(ft) 6.28 Slope 2.30% R(A/P) 0.5 Slope 1.00% R(A/P) 0.5 Q(ft3/s) 25.60 Q(ft3/s) 26.35 V (ft/s) 8.15 V (ft/s) 8.39 STA 13+70.13 to 17+68.30 EX 24" CMP Pipe Proposed 24" HDPE Pipe Capacity Capacity I I I I C~Commercial Development Resources Hydrology Study LEGOLAND California Project 2025 - 5 - Diameter(in) 24 A(ft2) 3.14 Diameter(in) 24 A(ft2) 3.14 n(CMP) 0.022 P(ft) 6.28 n(HDPE) 0.012 P(ft) 6.28 Slope 1.00% R(A/P) 0.5 Slope 1.00% R(A/P) 0.5 Q(ft3/s) 22.70 Q(ft3/s) 26.35 V (ft/s) 7.23 V (ft/s) 8.39 IV. CONCLUSION The project’s storm drain network is sized to convey flows from the 100-year storm event. Storm drain pipe and inlet capacity hydraulic calculations are included in Attachment 3. A portion of the existing 24” storm drain line will be abandoned and replaced with a 24” HDPE storm drain line. Project overflow locations will remain unchanged with runoff discharging to the existing 24” storm drain line at the northwest corner of the site. Using the LA County Flood Control District “Water Surface Pressure Gradient” Software, the hydraulic grade line for the proposed 24” HDPE pipe was determined to reach a maximum of 1.78 feet above the invert. (See Attachment 3) This means that the proposed runoff flows will not overflow from the proposed storm drain prior to being conveyed downstream away from the project area. As a result, it is recommended to install the storm drain with water tight seals. The increase of onsite runoff will not require any additional detention or flow control devices on site due to the implementation of the Regional BMP downstream of the site. The calculations provided by Luis Parra in Attachment 4 summarize the impacts from the proposed site runoff. I C~Commercial Development Resources Hydrology Study LEGOLAND California Project 2025 - 6 - V. 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 the 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 County of San Diego and City of Carlsbad is confined to a review only and does not relieve me, as Engineer of Work of my responsibility for project design. ENGINEER OF WORK: Commercial Development Resources 695 Town Center Drive #110 Costa Mesa, CA 91626 Tel: (949) 610-8997 09/18/2024 Aaron M. Albertson R.C.E. 65513, Exp. 09/30/25 Date C~Commercial Development Resources Hydrology Study LEGOLAND California Project 2025 - 7 - VI. REFERENCES 1. City of Carlsbad Storm Water Manual 2008. 2. San Diego County Hydrology Manual (June 2003). 3. San Diego County Drainage Design Manual (July 2005). 4. Web Soil Survey, San Diego Area, California. United States Natural Resource Conservation Service. 5. Advanced Engineering Software (AES), © 1983-2016 Version 23.0, San Diego County Hydrology Criterion. C~Commercial Development Resources Hydrology Study LEGOLAND California Project 2025 ATTACHMENT 1 Location Map Precipitation Maps & Soil Maps C~Commercial Development Resources VICINITY MAP: 1 Legoland Drive Carlsbad, CA 92008 (NOT TO SCALE) N I j ~--t-t-i-----t-----t-+-t-+-++-+-1-+- -----t-----t-+---l-----t-----t-+---1-+-+-+---1-+--+-;0r--t-----t----t-+-1-------t--+--+---+--+--+-+-+-l---t - 32°-80 9 U1? ~ ;TT" Ii--r-t ..,... ...,. 'T 'T I j j l() Q +-d CD If' 0 ...... Ii'--...... ...... ...... 9 C!) 0 Ii-..,... "T rb ~ s;I" C") 0 cp cp ..,... ';: ..,... UI) G!> s;I" ~ 01 tip up ...,.. ...,. 'T 'T <lei j- cp . 33 30' -f- 32°30' ---. ~ T 3 County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event-6 Hours lsopluvial (inches) 3 Miles I I _I j {.. _I ~ If) IA r' ...... CD s;I" d lj--i 0 0 lj--~ ...... ...... ...... ...... ..,... . 3£"i30 Q;) c. ;:.!._ -w ~ C!) s:i- Ii--0 0 1 I"/-~ up ..,.. ...,. ..,.. T "T ,-i J j 1--+-+---1--+-+-+-1--+-+---1--+-+-1--e ,-+--+-+->-+--+--+--+--+-+----<--+--+--1-1A"-+---+---+--+-+->-+--+---+--+--+-+----ar-1 ~ .... -+-+-+-l--+-+---l--+-+-+-1----+-+-+-cb c:, .... ---32 30' ~ ~ ~ 3 ~ ~ ...,. "T ,- County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event-24 Hours lsopluvial (inches) DPW ~GIS sffi=GIS s 0 Oeps.r'.menr oi P(itiiC Wo.'ks GGO_f}{Vpf/k. l11forrr,<1/kJ!1 &-rv,Y,;I')~ 'i;i/c Have San Diq;:() Covered! THIS MAP IS PROVIDED WITHOUT WARRANTY OF />NY KIND, EllHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMllED TO, lHE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. Copyright SanGIS. All Rights Reserved. This products may contain information from the SANDAG Regional Information System which cannot be reproduced without the written permission of SANDAG. This product may contain information which has been reproduced with permission granted by Thomas Brothers Maps. 3 Miles Hydrologic Soil Group—San Diego County Area, California (21053 - Legoland Project 2023) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/1/2021 Page 1 of 4 36 6 5 4 3 0 36 6 5 4 4 0 36 6 5 4 5 0 36 6 5 4 6 0 36 6 5 4 7 0 36 6 5 4 8 0 36 6 5 4 9 0 36 6 5 5 0 0 36 6 5 5 1 0 36 6 5 5 2 0 36 6 5 4 2 0 36 6 5 4 3 0 36 6 5 4 4 0 36 6 5 4 5 0 36 6 5 4 6 0 36 6 5 4 7 0 36 6 5 4 8 0 36 6 5 4 9 0 36 6 5 5 0 0 36 6 5 5 1 0 36 6 5 5 2 0 470650 470660 470670 470680 470690 470700 470710 470720 470730 470740 470750 470760 470770 470780 470790 470800 470650 470660 470670 470680 470690 470700 470710 470720 470730 470740 470750 470760 470770 470780 470790 470800 33° 7' 40'' N 11 7 ° 1 8 ' 5 2 ' ' W 33° 7' 40'' N 11 7 ° 1 8 ' 4 6 ' ' W 33° 7' 37'' N 11 7 ° 1 8 ' 5 2 ' ' W 33° 7' 37'' N 11 7 ° 1 8 ' 4 6 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 35 70 140 210Feet 0 10 20 40 60Meters Map Scale: 1:742 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. USDA = MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 16, Sep 13, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jan 23, 2020—Feb 13, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—San Diego County Area, California (21053 - Legoland Project 2023) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/1/2021 Page 2 of 4USDA = □ D D D D D D D D ,,..,,,. ,,..,,,. □ ■ ■ □ □ ,,..._., t-+-t ~ tllWI ,..,,. ~ • Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI CbB Carlsbad gravelly loamy sand, 2 to 5 percent slopes B 0.1 4.9% MlC Marina loamy coarse sand, 2 to 9 percent slopes B 2.4 95.1% Totals for Area of Interest 2.5 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Hydrologic Soil Group—San Diego County Area, California 21053 - Legoland Project 2023 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/1/2021 Page 3 of 4USDA = Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—San Diego County Area, California 21053 - Legoland Project 2023 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/1/2021 Page 4 of 4~ Hydrology Study LEGOLAND California Project 2025 ATTACHMENT 2 Existing & Proposed Condition Map & Hydrology Calculations C~Commercial Development Resources EX BUILDING (N.A.P) EX CONCRETE PATIO PR I V A T E A C C E S S R O A D EX LANDSCAPE AREA (N.A.P) EX BUILDING (N.A.P) EX BUILDING (N.A.P)EX BUILDING (N.A.P) EXISTING ATTRACTION EXISTING ATTRACTION L= 1 1 5 ' L=27 ' L= 6 9 ' EX CURB INLET EX 24" PVC PRIVATE SD SQ100=30.51cfs EX 12" PVC PRIVATE SD EX 6" PVC PRIVATE SD EX 24" PVCPRIVATE SD SQ100=22.7cfs EX 6" PVC PRIVATE SD EX 8" PVCPRIVATE SD L = 1 1 1 ' L=23 ' L = 8 5 ' L = 8 1 ' L= 1 1 1 ' L= 1 0 9 ' EX 24" PVC PRIVATE SD SQ100=30.51cfs A6 1.13 A4 0.34 A5 0.22 B1 0.11 B2 0.02 A7 0.22 A3 0.05 A1 0.14 A2 0.02 NODE 1.07 162.66 EL NODE 1.08 162.17 TG Q100=1.81cfs NODE 1.09 162.84 EL NODE 1.10 161.24 TG Q100=1.76cfs NODE 1.12 160.10 TG Q100=3.58cfs NODE 1.11 161.00 EL NODE 2.01 163.12 EL NODE 2.02 160.47 EL Q100=0.58cfs NODE 3.02 162.12 EL Q100=0.10cfs NODE 3.01 163.12 EL NODE 1.13 166.15 EL NODE 1.14 164.88 TG Q100=1.21cfs NODE 1.01166.20 EL NODE 1.02164.89TG Q100=0.74cfs NODE 1.05 165.10 EL NODE 1.06 162.40TG Q100=0.28cfs NODE 1.04 162.64TG Q100=0.12cfs NODE 1.03 165.10 EL PREPARED BY: HYDROLOGY EXHIBIT: EXISTING DRAINAGE MAP LEGOLAND: PROJECT MARS AC PAVEMENT CONCRETE LANDSCAPE DRAINAGE AREA (DA) BOUNDARY DRAINAGE SUB-AREA BOUNDARY PROPERTY LINE CENTERLINE PROP. CONTOUR DRAINAGE AREA ID ACREAGE STORM DRAIN LINE FLOW LINE W/ FLOW DIRECTION LEGEND: # # MERLIN ENTERTAINMENTS GROUP US HOLDINGS, A DELAWARE CORPORATION 1 LEGOLAND DRIVE CARLSBAD, CA 92008 CONTACT: TOM STORER TEL: (858) 334-8938 PREPARED FOR: XX COMMERCIAL DEVELOPMENT RESOURCES 695 TOWN CENTER DRIVE #110 COSTA MESA, CA 92626 CONTACT: AARON ALBERTSON, PE TEL: (949) 610-8997 TEM: PREPARED BY: EXISTING SITE RUNOFF TOTALS OFFSITE UPSTREAM RUNOFF IN EX. 24" STORM DRAIN 21.56 cfs UPSTREAM TRIBUTARY RUNOFF IN EX. 24" STORM DRAIN (DMA-A1, A2, A3)1.14 cfs EX ONSITE TRIBUTARY AREA 100-YEAR RUNOFF (DMA-A4 THRU A7)7.81 cfs RUNOFF IN EX 24" STORM DRAIN LEAVING SITE 30.51 cfs PROJECT SITE RUNOFF NOT DRAINING TO EX 24" STORM DRAIN (DMA-B1, B2)0.68 cfs Ill I II l \ \ \ \ \ I ' I I I I I I I I I I I I I ' I I I I I I I I I \' i I I i i i I I I I I I Today's Ideas. Tomorrow's Reality. Commercial Development Resources 695 Town Center c,rive #11 C, Coste Mesa CA 92626 T 949-610-8997 www CDRwestcorn / / • I ' ~ ' I ';ji I I I I I· . · • · .J 1.·.·.·.·.1 ---- -c;-- 8 E--E-- 20 0 20 GRAPHIC SCALE SCALE: 1" = 20' 40 HYDROLOGY CALCULATION SUMMARY PROJECT:Legoland Project 2025 (Using San Diego County Hydrology Manual and CivilDesign)LOCATION:Carlsbad, CA DATE:09/12/2024 Constant Data: EXISTING CONDITION: Data Input:Output/Results: FL Slope APERV AIMP ID (sf) (ac)Up Down (ft)(ft/ft) (sf) (%)t (min)Qsub (cfs) Qpeak (cfs) A1 5,888 0.135 1.01 → 1.02 initial subarea 166.20 164.89 81 0.016 47 99%General Commercial 5.00 0.74 0.74 A2 959 0.022 1.03 → 1.04 initial subarea 165.10 162.64 109 0.023 0 100%General Commercial 5.00 0.12 0.12 A3 2,233 0.051 1.05 → 1.06 initial subarea 165.10 162.40 111 0.024 85 96%General Commercial 5.00 0.28 0.28 Upstream Flows 9,079 0.21 132 99%5.00 1.14 A4 14,619 0.336 1.07 → 1.08 initial subarea 162.66 162.17 27 0.018 1,385 91%General Commercial 5.00 1.84 1.84 A5 9,447 0.217 1.09 → 1.10 initial subarea 162.84 161.24 115 0.014 979 90%General Commercial 5.00 1.19 1.19 A6 49,406 1.134 1.11 → 1.12 initial subarea 161.00 160.10 69 0.013 21,835 56%< 14.5 Dwelling/AC 5.00 3.57 3.57 A7 9,591 0.220 1.13 → 1.14 initial subarea 166.15 164.88 85 0.015 1,078 89%General Commercial 5.00 1.21 1.21 ΣPOC #1 83,063 1.91 25,276 70%5.00 7.81 B1 4,628 0.106 2.01 → 2.02 initial subarea 163.12 160.47 111 0.024 280 94%General Commercial 5.00 0.58 0.58 B2 840 0.019 3.01 → 3.02 initial subarea 163.12 162.12 23 0.043 144 83%General Commercial 5.00 0.10 0.10 ΣPOC #2 5,467 0.13 424 92%5.00 0.68 TOTAL 97,610 2.24 25,700 74%74% Impervious 5.00 9.63 Storm Event (yr)100 6-hr Precipitation (in)2.60 24-hr Precipitation (in)4.50 CHECK: P6/P24 = [46%-65%]58% Hydrologic Soil Group B Drainage Area Nodes * The runoff coefficient (C-value) for each subarea is determined by selecting the "Land Use" classification corresponding to the calculated percentage of impervious cover. The C-values with corresponding "Land Use" and impervious area ratios used are per Table 3.1 of SDCHM, which is included on the next page. Action Elevation Land Use Designation* 100-year storm I I ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1631 Analysis prepared by: Commercial Development Resources 695 Town Center Drive, Suite 110 Costa Mesa, CA 92626 ---------------------------------------------------------------------------- FILE NAME: 22156EX.DAT TIME/DATE OF STUDY: 12:07 08/14/2024 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 81.00 UPSTREAM ELEVATION(FEET) = 166.20 DOWNSTREAM ELEVATION(FEET) = 164.89 ELEVATION DIFFERENCE(FEET) = 1.31 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.829 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 69.26 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.04 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 109.00 UPSTREAM ELEVATION(FEET) = 165.10 DOWNSTREAM ELEVATION(FEET) = 162.64 ELEVATION DIFFERENCE(FEET) = 2.46 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.626 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.57 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.12 **************************************************************************** FLOW PROCESS FROM NODE 1.05 TO NODE 1.06 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 111.00 UPSTREAM ELEVATION(FEET) = 165.10 DOWNSTREAM ELEVATION(FEET) = 162.40 ELEVATION DIFFERENCE(FEET) = 2.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.576 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 79.32 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.28 **************************************************************************** FLOW PROCESS FROM NODE 1.07 TO NODE 1.08 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 27.00 UPSTREAM ELEVATION(FEET) = 162.66 DOWNSTREAM ELEVATION(FEET) = 162.17 ELEVATION DIFFERENCE(FEET) = 0.49 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.300 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 1.84 **************************************************************************** FLOW PROCESS FROM NODE 1.09 TO NODE 1.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 115.00 UPSTREAM ELEVATION(FEET) = 162.84 DOWNSTREAM ELEVATION(FEET) = 161.24 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.926 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 65.87 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 1.19 **************************************************************************** FLOW PROCESS FROM NODE 1.11 TO NODE 1.12 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ USER-SPECIFIED RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 69.00 UPSTREAM ELEVATION(FEET) = 161.00 DOWNSTREAM ELEVATION(FEET) = 160.10 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.116 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.456 SUBAREA RUNOFF(CFS) = 3.57 TOTAL AREA(ACRES) = 1.13 TOTAL RUNOFF(CFS) = 3.57 **************************************************************************** FLOW PROCESS FROM NODE 1.13 TO NODE 1.14 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 85.00 UPSTREAM ELEVATION(FEET) = 166.15 DOWNSTREAM ELEVATION(FEET) = 164.88 ELEVATION DIFFERENCE(FEET) = 1.27 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.878 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 67.41 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 1.21 **************************************************************************** FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 111.00 UPSTREAM ELEVATION(FEET) = 163.12 DOWNSTREAM ELEVATION(FEET) = 160.47 ELEVATION DIFFERENCE(FEET) = 2.65 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.588 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 78.87 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.58 **************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 23.00 UPSTREAM ELEVATION(FEET) = 163.12 DOWNSTREAM ELEVATION(FEET) = 162.12 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.587 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.10 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 1.59 PEAK FLOW RATE(CFS) = 0.10 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS   EX BUILDING (N.A.P.) EX CONCRETE PATIO EX LANDSCAPE AREA (N.A.P.) P R I V A T E A C C E S S R O A D L=3 2 ' L = 5 7 ' EX BUILDING (N.A.P) PROPOSED BUILDING L = 9 7 ' L = 8 1 ' L= 1 1 1 ' L= 1 0 9 ' NODE 3.01 162.68 FS NODE 2.02 162.30 TG 160.50 INV Q100=0.25cfs NODE 2.04 162.10TG159.38 INV Q100=0.46cfs SQ100=1.55cfs NODE 3.04a 162.29 TG 158.52INV Q100=0.09cfs NODE 3.09b 157.63 INV SQ100=1.22cfs NODE 3.18a 162.20TG151.32INV Q100=0.10cfs NODE 3.27b 158.27 INV SQ100=2.23cfs NODE 2.03 162.07 TG 160.03 INV Q100=0.84cfs SQ100=1.09cfs NODE 2.05b 159.21 INV SQ100=2.06cfs NODE 2.05a 160.19INV Q100=0.51cfs NODE 2.06a 162.35 TG 159.27 INV Q100=0.10cfsNODE 2.06b 162.30 TG159.00 INV Q100=0.27cfs SQ100=0.37cfs NODE 2.07a 159.00 INV Q100=0.21cfs NODE 2.08a 162.65 TG 160.65 INV Q100=0.20cfs NODE 2.08b 160.56 INV SQ100=0.27cfs NODE 2.07a 158.75 INV Q100=2.64cfs NODE 2.06c 158.97 INV SQ100=2.43cfs NODE 5.01 160.47 INV-N 157.72INV-S 149.60INV-OUT SQ100=3.11cfs NODE 3.02 162.12 TG 159.11 INV Q100=0.21cfs NODE 2.01 162.68 FS NODE 3.03 161.70 TG158.66 INVQ100=0.32cfs SQ100=0.54cfs NODE 3.20 160.24 INV Q100=0.14cfs NODE 3.04b 158.54 INV Q100=0.02cfs NODE 3.04c 158.46 INV SQ100=0.65cfs NODE 3.05a 158.38 INV Q100=0.03cfs NODE 3.05a 158.28 INV SQ100=0.68cfs NODE 3.06a 160.90 TG 158.36 INVQ100=0.40cfsNODE 3.06b 158.18 INV SQ100=1.08cfs NODE 3.07b 158.16 INV SQ100=1.11cfs NODE 3.07a 158.26 INV Q100=0.03cfs NODE 3.08a 158.06 INV Q100=0.02cfs NODE 3.08b 157.97 INV SQ100=1.13cfs NODE 3.09a 157.75 INV Q100=0.10cfs NODE 3.10a 157.58 INV Q100=0.11cfs NODE 3.10b 157.47 INV SQ100=1.31cfs NODE 3.11a 157.46 INV Q100=0.15cfs NODE 3.11b 157.34 INV SQ100=1.44cfs NODE 3.12a 156.77 INV Q100=0.45cfs NODE 3.12b 156.65 INV SQ100=1.80cfs NODE 3.13a 156.07 INV Q100=0.35cfs NODE 3.13b 155.95INV SQ100=2.10cfs NODE 3.15a158.92TG 154.00 INV Q100=0.81cfs NODE 3.14b 153.96 INV SQ100=2.28cfs NODE 3.14a 157.00 INV Q100=0.23cfs NODE 3.15b 153.82 INV SQ100=3.09cfs NODE 3.18b 151.28INV Q100=3.29cfs NODE 3.27a 158.32INV Q100=0.43cfs NODE 3.28 162.63TG 157.84INV Q100=0.04cfs SQ100=2.25cfs NODE 3.30a 155.94 INVQ100=0.24cfs NODE 3.29b 162.84TG 155.85INVQ100=0.02cfs SQ100=2.33cfs NODE 3.22a 159.78 INV Q100=0.72cfs NODE 3.21 160.08INV SQ100=0.14cfs NODE 3.25 162.75TG 159.27INV Q100=0.04cfs SQ100=1.81cfs NODE 3.26 162.85TG158.69INV Q100=0.03cfs SQ100=1.81cfs NODE 3.22b 159.72 INV SQ100=0.82cfs NODE 4.01 164.44 FS NODE 4.02 160.20FS Q100=0.52cfs NODE 4.03 162.48FS Q100=0.12cfs NODE 3.17b 152.17 INV SQ100=3.22cfsNODE 3.17a 162.04TG152.19INV Q100=0.10cfs NODE 3.24a ±159.75INV Q100=0.93cfs NODE 3.24b 159.43 INV SQ100=1.78cfs NODE 3.23 162.51TG 159.62INV Q100=0.05cfs SQ100=0.86cfs NODE 3.30b155.68 INV SQ100=2.55cfs NODE 3.19 154.80INV-N 151.11INV-E 144.42INV-OUT Q100=5.86cfs NODE 3.16a 161.69TG 152.78INV Q100=0.10cfs NODE 3.16b 152.76INV SQ100=3.14cfs NODE 3.29a 162.22TG 155.89INV Q100=0.10cfs NODE 3.31a162.22TG155.17INV Q100=0.03cfs NODE 3.31b 155.13 INV SQ100=2.57cfs EX CURB INLET EX 24" CMP TO BE ABANDONED EX 6" PVC PRIVATE SD PROP 24" HDPE SD LINE SQ100=25.81 CFS EX 24" CMP TO BE ABANDONED EX JUNCTION STRUCTURE EX JUNCTION STRUCTURE EX 24" PRIVATE STORM DRAIN SQ100=22.7cfs NODE 1.01 166.20 EL NODE 1.02 164.89TG Q100=0.74cfs NODE 1.05 165.10 EL NODE 1.06 162.40TG Q100=0.28cfs NODE 1.03 165.10 EL NODE 1.04 162.64TG Q100=0.12cfs A6 0.084 B20 0.160B25 0.098B29 0.054 B17 0.022 B1 0.039 B10 0.020 B12 0.090B13 0.073 B14 0.050 B15 0.174 B9 0.019 B4 0.004 B5 0.005 B7 0.006 B11 0.028 B3 0.017 A7 0.093 A12 0.049 A11 0.037 B8 0.003 B16 0.020 B18 0.023 B6 0.073 B2 0.059 A4 0.046 A10 0.038 B19 0.030 B21 0.011 A9 0.049 B23 0.009B24 0.006B26 0.010 C2 0.022 C1 0.094 B22 0.209 B28 0.023 B30 0.008 A8 0.018 B27 0.005 A3 0.051 A1 0.135 A2 0.022 A5 0.153 NODE 5.04 143.63INV-IN 143.30INV-OUT Q100=25.81cfs SQ100=31.67cfs EX 24" PRIVATE STORM DRAIN SQ100=31.67cfs NODE 5.02 147.25INV-IN 147.22INV-OUT SQ100=25.81cfs NODE 5.03 145.45INV SQ100=25.81cfs NODE 5.05 (132.22 FT WEST) 136.14INV SQ100=31.67cfs PREPARED BY: HYDROLOGY EXHIBIT: PROPOSED DRAINAGE MAP LEGOLAND: PROJECT MARS AC PAVEMENT CONCRETE LANDSCAPE DRAINAGE AREA (DA) BOUNDARY DRAINAGE SUB-AREA BOUNDARY PROPERTY LINE CENTERLINE PROP. CONTOUR DRAINAGE AREA ID ACREAGE STORM DRAIN LINE FLOW LINE W/ FLOW DIRECTION LEGEND: # # MERLIN ENTERTAINMENTS GROUP US HOLDINGS, A DELAWARE CORPORATION 1 LEGOLAND DRIVE CARLSBAD, CA 92008 CONTACT: TOM STORER TEL: (858) 334-8938 PREPARED FOR: XX COMMERCIAL DEVELOPMENT RESOURCES 695 TOWN CENTER DRIVE #110 COSTA MESA, CA 92626 CONTACT: AARON ALBERTSON, PE TEL: (949) 610-8997 TEM: PREPARED BY: II \ \ \ I I I I I • -,___ I \ • • - l ' "°''. i:~~,: :l)_:.: :> • \ " ., ,. ,. ,.\ l , .. , .. .. .. ~ .. .. ♦ + .. ) //' "---·-· / "i . . ~4-• <( I i : ..... ""!"""!!I I 'vi'"<? I 1l -~- , : 1 ".d . 10 ,. 4. ,~---- _J / __ •i_•_:--"ll !~---8 I I I \ \ \ \ \ I I \ \ I \ I I I '\ \ I I I \ \ I \ \ I \ \ I \ • t I • • • 8 , I I ■ I I I ' I I , I ---r ~ -__.__ !S I .. ----------.. ' l 8 I ,' I I I I I I I I I I ......... ~ .. "..,".,"' ... .. , ............ .. .. --:.,_ ........ .. Today's Ideas Tomorrow's Reality Commercial Development Resources E:9~ Town Certer Drive #110 Costa Mesa CA 92626 -949-610-8997 1o1w,vCDR11•1estcom I I • I I \ \ --- ' _J I / \, ' if,x \ I • - I I \ j 1_ I \ I ·"" ' ----•'" I.; -- "" .. .. I \ / r, ( ... L I ( .. .. \ ;/ 1/ \ \ I I I 1-,.• . .J 1.·.·.·.·.1 ---- 8 20 0 20 ~•r• ~I GRAPHIC SCALE SCALE: 1" = 20' 40 HYDROLOGY CALCULATION SUMMARY PROJECT:Legoland Project 2025 (Using San Diego County Hydrology Manual and CivilDesign)LOCATION:Carlsbad, CA DATE:09/12/2024 Constant Data: PROPOSED CONDITION: Data Input:Output/Results: FL Slope APERV AIMP ID (sf) (ac)Up Down (ft)(ft/ft) (sf) (%)t (min)Qsub (cfs) Qpeak (cfs) A1 5,888 0.135 1.01 → 1.02 initial subarea 166.20 164.89 81 0.016 562 90%General Commercial 5.00 0.74 0.74 A2 959 0.022 1.03 → 1.04 initial subarea 165.10 162.64 109 0.023 0 100%General Commercial 5.00 0.12 0.12 A3 2,233 0.051 1.05 → 1.06 initial subarea 165.10 162.40 111 0.024 85 96%General Commercial 5.00 0.28 0.28 Upstream Flows 9,079 0.21 647 93%5.00 1.14 A4 2,023 0.046 2.01 → 2.02 initial subarea 162.68 162.30 32 0.012 28 99%General Commercial 5.00 0.25 (0.25) --- --- --- 2.02 → 2.03 pipe flow 160.50 160.03 47 0.010 --- ------5.00 --- (0.25) A5 6,664 0.153 2.03 → 2.03 add subarea --- --- --- --- 0 100%General Commercial 5.00 0.84 (1.09) --- --- --- 2.03 → 2.04 pipe flow 160.03 159.38 63 0.010 --- ------5.00 --- (1.09) A6 3,664 0.084 2.04 → 2.05 add subarea --- --- --- --- 518 86%General Commercial 5.00 0.46 (1.55) --- --- --- 2.05 → 2.05 pipe flow 159.38 159.21 18 0.010 --- ------5.00 --- (1.55) A7 4,064 0.093 2.05 → 2.05 add subarea --- --- --- --- 0 100%General Commercial 5.00 0.51 (2.06) --- --- --- 2.05 → 2.05 pipe flow 160.19 159.21 42 0.024 --- ------5.00 --- (2.06) --- --- --- 2.05 → 2.06 pipe flow 159.21 158.97 25 0.010 --- ------5.00 --- (2.06) A8 779 0.018 2.06 → 2.06 add subarea --- --- --- --- 41 95%General Commercial 5.00 0.10 (2.16) --- --- --- 2.06 → 2.06 pipe flow 159.27 159.00 26 0.010 --- ------5.00 --- (2.16) A9 2,146 0.049 2.06 → 2.06 add subarea --- --- --- --- 250 88%General Commercial 5.00 0.27 (2.43) --- --- --- 2.06 → 2.06 pipe flow 159.00 158.97 4 0.008 --- ------5.00 --- (2.43) --- --- --- 2.06 → 2.07 pipe flow 158.97 158.75 21 0.010 --- ------5.00 --- (2.43) A10 1,666 0.038 2.07 → 2.07 add subarea --- --- --- --- 0 100%General Commercial 5.00 0.21 (2.64) --- --- --- 2.07 → 2.07 pipe flow 159.00 158.75 26 0.010 --- ------5.00 --- (2.64) --- --- --- 2.07 → 2.08 pipe flow, conflunce 1/2 158.75 157.72 3 0.306 --- ------5.00 --- (2.64) A11 1,600 0.037 2.08 → 2.08 initial subarea --- --- --- --- 279 83%General Commercial 5.00 0.20 (2.84) --- --- --- 2.08 → 2.08 pipe flow 160.65 160.47 21 0.009 --- ------5.00 --- (2.84) A12 2,134 0.049 2.08 → 2.08 add subarea --- --- --- --- 0 100%General Commercial 5.00 0.27 (3.11) --- --- --- 2.08 → 5.01 pipe flow, conflunce 2/2 160.56 160.47 4 0.022 --- ------5.00 ---3.11 ΣPOC #1 24,741 0.57 2,410 90%5.00 3.11 B1 1,684 0.039 3.01 → 3.02 initial subarea 162.68 162.12 57 0.010 845 50%< 14.5 Dwelling/AC 5.00 0.21 (0.21) ---------3.02 →3.03 pipe flow 159.11 158.66 46 0.010 ---------5.00 ---(0.21) B2 2,549 0.059 3.03 →3.03 add subarea ------------304 88%General Commercial 5.00 0.32 (0.54) --- --- --- 3.03 → 3.04 pipe flow 158.66 158.46 22 0.009 --- ------5.00 --- (0.54) B3 761 0.017 3.04 → 3.04 add subarea --- --- --- --- 0 100%General Commercial 5.00 0.09 (0.63) --- --- --- 3.04 → 3.04 pipe flow 158.52 158.46 8 0.008 --- ------5.00 --- (0.63) B4 187 0.004 3.04 → 3.04 add subarea --- --- --- --- 0 100%General Commercial 5.00 0.02 (0.65) --- --- --- 3.04 → 3.04 pipe flow 158.54 158.46 9 0.009 --- ------5.00 --- (0.65) --- --- --- 3.04 → 3.05 pipe flow 158.46 158.28 16 0.011 --- ------5.00 --- (0.65) B5 215 0.005 3.05 → 3.05 add subarea --- --- --- --- 0 100%General Commercial 5.00 0.03 (0.68) --- --- --- 3.05 → 3.05 pipe flow 158.38 158.28 10 0.010 --- ------5.00 --- (0.68) --- --- --- 3.05 → 3.06 pipe flow 158.28 158.18 10 0.010 --- ------5.00 --- (0.68) B6 3,171 0.073 3.06 → 3.06 add subarea --- --- --- --- 2,508 21%< 2.0 Dwelling/AC 5.00 0.40 (1.08) --- --- --- 3.06 → 3.06 pipe flow 158.36 158.18 19 0.010 --- ------5.00 --- (1.08) --- --- --- 3.06 → 3.07 pipe flow 158.18 158.16 2 0.010 --- ------5.00 --- (1.08) B7 254 0.006 3.07 → 3.07 add subarea --- --- --- --- 0 100%General Commercial 5.00 0.03 (1.11) --- --- --- 3.07 → 3.07 pipe flow 158.26 158.16 10 0.010 --- ------5.00 --- (1.11) --- --- --- 3.07 → 3.08 pipe flow 158.16 157.97 19 0.010 --- ------5.00 --- (1.11) B8 147 0.003 3.08 → 3.08 add subarea --- --- --- --- 0 100%General Commercial 5.00 0.02 (1.13) --- --- --- 3.08 → 3.08 pipe flow 158.06 157.97 9 0.010 --- ------5.00 --- (1.13) --- --- --- 3.08 → 3.09 pipe flow 157.97 157.63 34 0.010 --- ------5.00 --- (1.13) B9 846 0.019 3.09 → 3.09 add subarea --- --- --- --- 0 100%General Commercial 5.00 0.10 (1.22) --- --- --- 3.09 → 3.09 pipe flow 157.75 157.63 12 0.010 --- ------5.05 --- (1.22) --- --- --- 3.09 → 3.10 pipe flow 157.63 157.47 17 0.010 --- ------5.11 --- (1.22) B10 882 0.020 3.10 → 3.10 add subarea --- --- --- --- 0 100%General Commercial 5.11 0.11 (1.31) --- --- --- 3.10 → 3.10 pipe flow 157.58 157.47 12 0.010 --- ------5.15 --- (1.31) --- --- --- 3.10 → 3.11 pipe flow 157.47 157.34 12 0.011 --- ------5.20 --- (1.31) B11 1,200 0.028 3.11 → 3.11 add subarea --- --- --- --- 0 100%General Commercial 5.24 0.15 (1.44) --- --- --- 3.11 → 3.11 pipe flow 157.46 157.34 12 0.010 --- ------5.24 --- (1.44) --- --- --- 3.11 → 3.12 pipe flow 157.34 156.65 69 0.010 --- ------5.28 --- (1.44) B12 3,912 0.090 3.12 → 3.12 add subarea --- --- --- --- 0 100%General Commercial 5.52 0.45 (1.80) --- --- --- 3.12 → 3.12 pipe flow 156.77 156.65 11 0.011 --- ------5.52 --- (1.80) Storm Event (yr)100 6-hr Precipitation (in)2.60 24-hr Precipitation (in)4.50 CHECK: P6/P24 = [46%-65%]58% Hydrologic Soil Group B Drainage Area Nodes Action Elevation Land Use Designation* 100-year storm I I I ---------3.12 →3.13 pipe flow 156.65 155.95 70 0.010 ---------5.56 ---(1.80) B13 3,164 0.073 3.13 → 3.13 add subarea --- --- --- --- 0 100%General Commercial 5.80 0.35 (2.10) --- --- --- 3.13 → 3.13 pipe flow 156.07 155.95 12 0.010 --- ------5.80 --- (2.10) --- --- --- 3.13 → 3.14 pipe flow 155.95 153.96 80 0.025 --- ------5.83 --- (2.10) B14 2,171 0.050 3.14 → 3.14 add subarea --- --- --- --- 0 100%General Commercial 6.01 0.23 (2.28) --- --- --- 3.14 → 3.14 pipe flow 157.00 153.96 5 0.563 --- ------6.01 --- (2.28) --- --- --- 3.14 → 3.15 pipe flow 153.96 153.82 6 0.024 --- ------6.00 --- (2.28) B15 7,592 0.174 3.15 → 3.15 add subarea --- --- --- --- 4,794 37%< 7.3 Dwelling/AC 6.03 0.81 (3.09) --- --- --- 3.15 → 3.15 pipe flow 154.00 153.82 17 0.010 --- ------6.03 --- (3.09) --- --- --- 3.15 → 3.16 pipe flow 153.82 152.76 42 0.025 --- ------6.08 --- (3.09) B16 874 0.020 3.16 → 3.16 add subarea --- --- --- --- 167 81%General Commercial 6.16 0.09 (3.14) --- --- --- 3.16 → 3.16 pipe flow 152.78 152.76 2 0.013 --- ------6.16 --- (3.14) ---------3.16 →3.17 pipe flow 152.76 152.17 28 0.021 ---------6.17 ---(3.14) B17 974 0.022 3.17 → 3.17 add subarea --- --- --- --- 0 100%General Commercial 6.23 0.10 (3.22) --- --- --- 3.17 → 3.17 pipe flow 152.19 152.17 2 0.011 --- ------6.23 --- (3.22) --- --- --- 3.17 → 3.18 pipe flow 152.17 151.28 42 0.021 --- ------6.24 --- (3.22) B18 998 0.023 3.18 → 3.18 add subarea --- --- --- --- 129 87%General Commercial 6.33 0.10 (3.29) --- --- --- 3.18 → 3.18 pipe flow 151.32 151.28 1 0.034 --- ------6.33 --- (3.29) --- --- --- 3.18 → 3.19 pipe flow 151.28 151.11 7 0.025 --- ------6.33 --- (3.29) B19 1,285 0.030 3.20 → 3.20 add subarea --- --- --- --- 0 100%General Commercial 6.34 0.14 (3.42) --- --- --- 3.20 → 3.21 pipe flow 160.24 160.08 22 0.007 --- ------6.34 --- (3.42) --- --- --- 3.21 → 3.22 pipe flow 160.08 159.72 14 0.025 --- ------6.41 --- (3.42) B20 6,988 0.160 3.22 → 3.22 add subarea --- --- --- --- 0 100%General Commercial 6.44 0.72 (4.11) --- --- --- 3.22 → 3.22 pipe flow 159.78 159.72 5 0.011 --- ------6.44 --- (4.11) --- --- --- 3.22 → 3.23 pipe flow 159.72 159.62 4 0.024 --- ------6.45 --- (4.11) B21 479 0.011 3.23 → 3.23 add subarea --- --- --- --- 185 61%< 24.0 Dwelling/AC 6.46 0.05 (4.15) --- --- --- 3.23 → 3.24 pipe flow 159.62 159.43 9 0.021 --- ------6.46 --- (4.15) B22 9,121 0.209 3.24 → 3.24 add subarea --- --- --- --- 596 93%General Commercial 6.48 0.93 (5.07) --- --- --- 3.24 → 3.24 pipe flow 159.75 159.43 7 0.044 --- ------6.48 --- (5.07) --- --- --- 3.24 → 3.25 pipe flow 159.43 159.27 7 0.023 --- ------6.48 --- (5.07) B23 398 0.009 3.25 → 3.25 add subarea --- --- --- --- 204 49%< 14.5 Dwelling/AC 6.50 0.04 (5.10) --- --- --- 3.25 → 3.26 pipe flow 159.27 158.69 26 0.022 --- ------6.50 --- (5.10) B24 275 0.006 3.26 → 3.26 add subarea --- --- --- --- 111 60%< 24.0 Dwelling/AC 6.55 0.03 (5.10) --- --- --- 3.26 → 3.27 pipe flow 158.69 158.27 18 0.023 --- ------6.55 --- (5.10) B25 4,258 0.098 3.27 → 3.27 add subarea --- --- --- --- 0 100%General Commercial 6.58 0.43 (5.52) --- --- --- 3.27 → 3.27 pipe flow 158.32 158.27 5 0.010 --- ------6.58 --- (5.52) --- --- --- 3.27 → 3.28 pipe flow 158.27 157.84 19 0.022 --- ------6.59 --- (5.52) B26 447 0.010 3.28 → 3.28 add subarea --- --- --- --- 168 62%< 24.0 Dwelling/AC 6.63 0.04 (5.54) --- --- --- 3.28 → 3.29 pipe flow 157.84 155.85 52 0.038 --- ------6.63 --- (5.54) B27 228 0.005 3.29 → 3.29 add subarea --- --- --- --- 0 100%General Commercial 6.71 0.02 (5.54) B28 983 0.023 3.29 → 3.29 add subarea --- --- --- --- 965 2%< 1.0 Dwelling/AC 6.71 0.10 (5.62) --- --- --- 3.29 → 3.29 pipe flow 155.89 155.85 4 0.011 --- ------6.71 --- (5.62) --- --- --- 3.29 → 3.30 pipe flow 155.85 155.68 4 0.038 --- ------6.72 --- (5.62) B29 2,343 0.054 3.30 → 3.30 add subarea --- --- --- --- 0 100%General Commercial 6.72 0.24 (5.84) --- --- --- 3.30 → 3.30 pipe flow 155.94 155.68 7 0.037 --- ------6.73 --- (5.84) --- --- --- 3.30 → 3.31 pipe flow 155.68 155.13 14 0.040 --- ------6.75 --- (5.84) B30 359 0.008 3.31 → 3.31 add subarea --- --- --- --- 338 6%< 1.0 Dwelling/AC 6.75 0.03 (5.86) --- --- --- 3.31 → 3.31 pipe flow 155.17 155.13 4 0.010 --- ------6.76 --- (5.86) --- --- --- 3.31 → 3.19 pipe flow 155.13 154.80 8 0.040 --- ------6.77 --- (5.86) --- --- --- 3.19 → 5.04 pipe flow 144.42 143.63 38 0.021 --- ------6.77 --- 5.86 ΣPOC #2 58,745 1.35 11,312 81% 6.77 5.86 C1 4,074 0.094 4.01 → 4.02 initial subarea 164.44 160.20 97 0.044 249 94%General Commercial 5.00 0.52 (0.52) C2 971 0.022 4.03 → 4.03 add subarea --- --- --- --- 0 100%General Commercial 5.00 0.12 0.64 ΣPOC #3 5,044 0.12 249 95% 5.00 0.64 TOTAL 97,610 2.24 13,971 86%86% Impervious 5.32 10.75 * The runoff coefficient (C-value) for each subarea is determined by selecting the "Land Use" classification corresponding to the calculated percentage of impervious cover. The C-values with corresponding "Land Use" and impervious area ratios used are per Table 3.1 of SDCHM, which is included on the next page. ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1631 Analysis prepared by: Commercial Development Resources 695 Town Center Drive, Suite 110 Costa Mesa, CA 92626 ---------------------------------------------------------------------------- FILE NAME: 22156PR.DAT TIME/DATE OF STUDY: 14:23 08/14/2024 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 81.00 UPSTREAM ELEVATION(FEET) = 166.20 DOWNSTREAM ELEVATION(FEET) = 164.89 ELEVATION DIFFERENCE(FEET) = 1.31 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.829 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 69.26 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.04 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 109.00 UPSTREAM ELEVATION(FEET) = 165.10 DOWNSTREAM ELEVATION(FEET) = 162.61 ELEVATION DIFFERENCE(FEET) = 2.49 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.618 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.84 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.12 **************************************************************************** FLOW PROCESS FROM NODE 1.05 TO NODE 1.06 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 111.00 UPSTREAM ELEVATION(FEET) = 165.10 DOWNSTREAM ELEVATION(FEET) = 162.40 ELEVATION DIFFERENCE(FEET) = 2.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.576 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 79.32 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.28 **************************************************************************** FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 32.00 UPSTREAM ELEVATION(FEET) = 162.68 DOWNSTREAM ELEVATION(FEET) = 162.30 ELEVATION DIFFERENCE(FEET) = 0.38 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.885 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 2.02 TO NODE 2.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 160.50 DOWNSTREAM(FEET) = 160.03 FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.88 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.25 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 3.16 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.03 = 79.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.84 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 1.09 TC(MIN.) = 3.16 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 160.03 DOWNSTREAM(FEET) = 159.38 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.21 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.09 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 3.41 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.04 = 142.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.04 TO NODE 2.05 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 1.55 TC(MIN.) = 3.41 **************************************************************************** FLOW PROCESS FROM NODE 2.05 TO NODE 2.05 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 159.38 DOWNSTREAM(FEET) = 159.21 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.36 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.55 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 3.48 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.05 = 160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.05 TO NODE 2.05 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 2.06 TC(MIN.) = 3.48 **************************************************************************** FLOW PROCESS FROM NODE 2.05 TO NODE 2.05 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 160.19 DOWNSTREAM(FEET) = 159.21 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.66 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.06 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 3.58 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.05 = 202.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.05 TO NODE 2.06 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 159.21 DOWNSTREAM(FEET) = 158.97 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.82 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.06 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 3.67 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.06 = 227.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.06 TO NODE 2.06 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 2.16 TC(MIN.) = 3.67 **************************************************************************** FLOW PROCESS FROM NODE 2.06 TO NODE 2.06 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 159.27 DOWNSTREAM(FEET) = 159.00 FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.02 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.16 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 3.75 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.06 = 253.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.06 TO NODE 2.06 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 2.43 TC(MIN.) = 3.75 **************************************************************************** FLOW PROCESS FROM NODE 2.06 TO NODE 2.06 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 159.00 DOWNSTREAM(FEET) = 158.97 FLOW LENGTH(FEET) = 4.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.54 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.43 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 3.77 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.06 = 257.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.06 TO NODE 2.07 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.97 DOWNSTREAM(FEET) = 158.75 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.18 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.43 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 3.84 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.07 = 278.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.07 TO NODE 2.07 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 2.64 TC(MIN.) = 3.84 **************************************************************************** FLOW PROCESS FROM NODE 2.07 TO NODE 2.07 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 159.00 DOWNSTREAM(FEET) = 158.75 FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.11 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.64 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 3.92 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.07 = 304.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.07 TO NODE 2.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.75 DOWNSTREAM(FEET) = 157.72 FLOW LENGTH(FEET) = 3.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.44 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.64 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 3.92 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.08 = 307.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.08 TO NODE 2.08 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 2.84 TC(MIN.) = 3.92 **************************************************************************** FLOW PROCESS FROM NODE 2.08 TO NODE 2.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 160.65 DOWNSTREAM(FEET) = 160.47 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.95 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.84 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 3.99 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.08 = 328.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.08 TO NODE 2.08 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 3.11 TC(MIN.) = 3.99 **************************************************************************** FLOW PROCESS FROM NODE 2.08 TO NODE 2.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 160.54 DOWNSTREAM(FEET) = 160.47 FLOW LENGTH(FEET) = 4.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.69 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.11 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 4.00 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.08 = 332.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 57.00 UPSTREAM ELEVATION(FEET) = 162.68 DOWNSTREAM ELEVATION(FEET) = 162.12 ELEVATION DIFFERENCE(FEET) = 0.56 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.101 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 3.02 TO NODE 3.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 159.11 DOWNSTREAM(FEET) = 158.66 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.71 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.21 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 4.38 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 103.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.54 TC(MIN.) = 4.38 **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.66 DOWNSTREAM(FEET) = 158.46 FLOW LENGTH(FEET) = 22.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.28 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.54 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 4.50 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.04 = 125.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.04 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.63 TC(MIN.) = 4.50 **************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.52 DOWNSTREAM(FEET) = 158.46 FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.28 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.63 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 4.54 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.04 = 133.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.04 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.65 TC(MIN.) = 4.54 **************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.54 DOWNSTREAM(FEET) = 158.46 FLOW LENGTH(FEET) = 9.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.53 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.65 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 4.58 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.04 = 142.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.05 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.46 DOWNSTREAM(FEET) = 158.28 FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.83 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.65 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 4.65 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.05 = 158.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.05 TO NODE 3.05 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.68 TC(MIN.) = 4.65 **************************************************************************** FLOW PROCESS FROM NODE 3.05 TO NODE 3.05 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.38 DOWNSTREAM(FEET) = 158.28 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.73 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.68 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 4.69 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.05 = 168.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.05 TO NODE 3.06 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.28 DOWNSTREAM(FEET) = 158.18 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.73 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.68 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 4.74 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.06 = 178.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.06 TO NODE 3.06 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 1.08 TC(MIN.) = 4.74 **************************************************************************** FLOW PROCESS FROM NODE 3.06 TO NODE 3.06 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.36 DOWNSTREAM(FEET) = 158.18 FLOW LENGTH(FEET) = 19.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.07 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.08 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 4.82 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.06 = 197.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.06 TO NODE 3.07 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.18 DOWNSTREAM(FEET) = 158.16 FLOW LENGTH(FEET) = 2.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.17 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.08 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 4.82 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.07 = 199.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.07 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 1.11 TC(MIN.) = 4.82 **************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.07 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.26 DOWNSTREAM(FEET) = 158.16 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.18 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.11 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 4.86 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.07 = 209.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.16 DOWNSTREAM(FEET) = 157.97 FLOW LENGTH(FEET) = 19.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.18 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.11 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 4.94 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.08 = 228.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.08 TO NODE 3.08 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 1.13 TC(MIN.) = 4.94 **************************************************************************** FLOW PROCESS FROM NODE 3.08 TO NODE 3.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.06 DOWNSTREAM(FEET) = 157.97 FLOW LENGTH(FEET) = 9.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.20 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.13 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 4.98 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.08 = 237.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.08 TO NODE 3.09 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 157.97 DOWNSTREAM(FEET) = 157.63 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.20 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.13 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 5.11 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.09 = 271.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.09 TO NODE 3.09 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.755 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 1.22 TC(MIN.) = 5.11 **************************************************************************** FLOW PROCESS FROM NODE 3.09 TO NODE 3.09 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 157.75 DOWNSTREAM(FEET) = 157.63 FLOW LENGTH(FEET) = 12.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.26 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.22 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 5.16 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.09 = 283.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.09 TO NODE 3.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 157.63 DOWNSTREAM(FEET) = 157.47 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.17 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.22 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 5.22 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.10 = 300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.659 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 1.31 TC(MIN.) = 5.22 **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 157.58 DOWNSTREAM(FEET) = 157.47 FLOW LENGTH(FEET) = 12.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.19 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.31 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 5.27 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.10 = 312.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.11 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 157.47 DOWNSTREAM(FEET) = 157.34 FLOW LENGTH(FEET) = 12.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.48 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.31 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 5.32 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.11 = 324.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.11 TO NODE 3.11 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.584 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 1.44 TC(MIN.) = 5.32 **************************************************************************** FLOW PROCESS FROM NODE 3.11 TO NODE 3.11 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 157.34 DOWNSTREAM(FEET) = 156.65 FLOW LENGTH(FEET) = 69.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.41 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.44 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 5.58 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.11 = 393.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.11 TO NODE 3.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 156.65 DOWNSTREAM(FEET) = 155.95 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.41 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.44 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 5.84 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.12 = 463.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.12 TO NODE 3.12 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.196 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 1.80 TC(MIN.) = 5.84 **************************************************************************** FLOW PROCESS FROM NODE 3.12 TO NODE 3.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 156.77 DOWNSTREAM(FEET) = 156.65 FLOW LENGTH(FEET) = 11.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.72 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.80 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 5.88 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.12 = 474.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.12 TO NODE 3.13 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 156.65 DOWNSTREAM(FEET) = 155.95 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.73 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.80 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 6.13 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.13 = 544.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.13 TO NODE 3.13 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.008 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 2.10 TC(MIN.) = 6.13 **************************************************************************** FLOW PROCESS FROM NODE 3.13 TO NODE 3.13 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 156.07 DOWNSTREAM(FEET) = 155.95 FLOW LENGTH(FEET) = 12.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.93 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.10 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.17 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.13 = 556.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.13 TO NODE 3.14 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 155.95 DOWNSTREAM(FEET) = 153.96 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.87 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.10 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 6.36 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.14 = 636.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.14 TO NODE 3.14 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.864 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 2.28 TC(MIN.) = 6.36 **************************************************************************** FLOW PROCESS FROM NODE 3.14 TO NODE 3.14 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 157.00 DOWNSTREAM(FEET) = 153.96 FLOW LENGTH(FEET) = 5.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.45 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.28 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 6.37 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.14 = 641.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.14 TO NODE 3.15 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 153.96 DOWNSTREAM(FEET) = 153.82 FLOW LENGTH(FEET) = 6.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.78 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.28 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.38 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.15 = 647.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.15 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.853 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 3.09 TC(MIN.) = 6.38 **************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.15 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 154.00 DOWNSTREAM(FEET) = 153.82 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.48 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.09 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.43 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.15 = 664.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.16 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 153.82 DOWNSTREAM(FEET) = 152.76 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.67 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.09 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 6.52 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.16 = 706.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.16 TO NODE 3.16 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.770 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 3.14 TC(MIN.) = 6.52 **************************************************************************** FLOW PROCESS FROM NODE 3.16 TO NODE 3.16 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 152.78 DOWNSTREAM(FEET) = 152.76 FLOW LENGTH(FEET) = 2.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.37 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.14 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.53 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.16 = 708.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.16 TO NODE 3.17 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 152.76 DOWNSTREAM(FEET) = 152.17 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.19 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.14 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 6.59 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.17 = 736.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.17 TO NODE 3.17 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.730 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 3.22 TC(MIN.) = 6.59 **************************************************************************** FLOW PROCESS FROM NODE 3.17 TO NODE 3.17 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 152.19 DOWNSTREAM(FEET) = 152.17 FLOW LENGTH(FEET) = 2.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.38 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.22 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.60 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.17 = 738.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.17 TO NODE 3.18 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 152.17 DOWNSTREAM(FEET) = 151.28 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.25 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.22 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 6.70 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.18 = 780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.18 TO NODE 3.18 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.673 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 3.29 TC(MIN.) = 6.70 **************************************************************************** FLOW PROCESS FROM NODE 3.18 TO NODE 3.18 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 151.32 DOWNSTREAM(FEET) = 151.28 FLOW LENGTH(FEET) = 1.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.00 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.29 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 6.70 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.18 = 781.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.18 TO NODE 3.19 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 151.28 DOWNSTREAM(FEET) = 151.11 FLOW LENGTH(FEET) = 7.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.67 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.29 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 6.71 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.19 = 788.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.664 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 3.42 TC(MIN.) = 6.71 **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.21 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 160.24 DOWNSTREAM(FEET) = 160.08 FLOW LENGTH(FEET) = 22.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.93 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.42 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 6.79 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.21 = 810.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.21 TO NODE 3.22 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 160.08 DOWNSTREAM(FEET) = 159.72 FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.92 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.42 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.82 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.22 = 824.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.22 TO NODE 3.22 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.608 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 4.11 TC(MIN.) = 6.82 **************************************************************************** FLOW PROCESS FROM NODE 3.22 TO NODE 3.22 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 159.78 DOWNSTREAM(FEET) = 159.72 FLOW LENGTH(FEET) = 5.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.98 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.11 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.83 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.22 = 829.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.22 TO NODE 3.23 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 159.72 DOWNSTREAM(FEET) = 159.62 FLOW LENGTH(FEET) = 4.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.17 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.11 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.84 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.23 = 833.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.23 TO NODE 3.23 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.596 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 4.15 TC(MIN.) = 6.84 **************************************************************************** FLOW PROCESS FROM NODE 3.23 TO NODE 3.24 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 159.62 DOWNSTREAM(FEET) = 159.43 FLOW LENGTH(FEET) = 9.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.66 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.15 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 6.86 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.24 = 842.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.24 TO NODE 3.24 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.586 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.21 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) = 5.07 TC(MIN.) = 6.86 **************************************************************************** FLOW PROCESS FROM NODE 3.24 TO NODE 3.24 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 159.75 DOWNSTREAM(FEET) = 159.43 FLOW LENGTH(FEET) = 7.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.83 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.07 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.87 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.24 = 849.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.24 TO NODE 3.25 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 159.43 DOWNSTREAM(FEET) = 159.27 FLOW LENGTH(FEET) = 7.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.18 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.07 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.89 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.25 = 856.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.25 TO NODE 3.25 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.573 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) = 5.10 TC(MIN.) = 6.89 **************************************************************************** FLOW PROCESS FROM NODE 3.25 TO NODE 3.26 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 159.27 DOWNSTREAM(FEET) = 158.69 FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.11 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.10 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.94 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.26 = 882.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.26 TO NODE 3.26 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.545 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) = 5.10 TC(MIN.) = 6.94 **************************************************************************** FLOW PROCESS FROM NODE 3.26 TO NODE 3.27 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.69 DOWNSTREAM(FEET) = 158.27 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.26 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.10 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.97 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.27 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.27 TO NODE 3.27 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.527 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) = 5.52 TC(MIN.) = 6.97 **************************************************************************** FLOW PROCESS FROM NODE 3.27 TO NODE 3.27 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.32 DOWNSTREAM(FEET) = 158.27 FLOW LENGTH(FEET) = 5.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.19 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.52 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.99 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.27 = 905.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.27 TO NODE 3.28 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.27 DOWNSTREAM(FEET) = 157.84 FLOW LENGTH(FEET) = 19.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.21 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.52 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.03 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.28 = 924.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.28 TO NODE 3.28 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.500 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 5.54 TC(MIN.) = 7.03 **************************************************************************** FLOW PROCESS FROM NODE 3.28 TO NODE 3.29 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 157.84 DOWNSTREAM(FEET) = 155.85 FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.28 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.54 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.11 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.29 = 976.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.29 TO NODE 3.29 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.458 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 5.54 TC(MIN.) = 7.11 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 3.29 TO NODE 3.29 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.458 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 5.62 TC(MIN.) = 7.11 **************************************************************************** FLOW PROCESS FROM NODE 3.29 TO NODE 3.29 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 155.89 DOWNSTREAM(FEET) = 155.85 FLOW LENGTH(FEET) = 4.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.20 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.62 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 7.12 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.29 = 980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.29 TO NODE 3.30 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 155.85 DOWNSTREAM(FEET) = 155.68 FLOW LENGTH(FEET) = 4.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.76 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.62 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 7.13 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.30 = 984.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 3.30 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.450 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 5.84 TC(MIN.) = 7.13 **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 3.30 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 155.94 DOWNSTREAM(FEET) = 155.68 FLOW LENGTH(FEET) = 7.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.27 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.84 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 7.14 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.30 = 991.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 3.31 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 155.68 DOWNSTREAM(FEET) = 155.13 FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.50 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.84 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.16 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.31 = 1005.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.31 TO NODE 3.31 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.433 USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 5.86 TC(MIN.) = 7.16 **************************************************************************** FLOW PROCESS FROM NODE 3.31 TO NODE 3.31 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 155.17 DOWNSTREAM(FEET) = 155.13 FLOW LENGTH(FEET) = 4.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.25 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.86 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 7.17 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.31 = 1009.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.31 TO NODE 3.19 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 155.13 DOWNSTREAM(FEET) = 154.80 FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.73 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.86 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 7.18 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.19 = 1017.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.01 TO NODE 4.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00 UPSTREAM ELEVATION(FEET) = 164.44 DOWNSTREAM ELEVATION(FEET) = 160.20 ELEVATION DIFFERENCE(FEET) = 4.24 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.106 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 88.43 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. USER-SPECIFIED RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.64 TC(MIN.) = 3.11 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.1 TC(MIN.) = 3.11 PEAK FLOW RATE(CFS) = 0.64 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS   Hydrology Study LEGOLAND California Project 2025 ATTACHMENT 3 Storm Drain Sizing Hydraulic Calculations C~Commercial Development Resources A. MIN. SD PIPE CALCULATIONS PROJECT:Legoland Project 2025 *See Proposed Drainage Map for Node locations.LOCATION:Carlsbad, CA DATE:09/12/2024 For full flow in a circular storm drain:For minimum circular pipe size required: Qf = 1.49*(n-1)*(Af)*(Rf2/3)*(S01/2)Dr = [2.16*(n)*(Q)/(S01/2)]3/8 Where Qf = full flow rate (cfs)Where Dr = minimum size pipe required (ft) n = Manning's roughness factor n = Manning's roughness factor Af = (π*D2/4) = flow area at full flow (ft2)Q = flow rate (cfs) Rf = (D/4) = hydraulic radius at full flow (ft)S0 = longitudinal slope (ft/ft) S0 = longitudinal slope (ft/ft) SD DATA TABLE:Avg. Manning Roughness Coefficients for Closed Conduits: SIZE D (ft)Af (ft2)Rf (ft)Qf *n/(S0)1/2 PVC HDPE RCP CONC 4" PIPE 0.33 0.087 0.083 0.025 6" PIPE 0.50 0.196 0.125 0.073 8" PIPE 0.67 0.349 0.167 0.158 10" PIPE 0.83 0.545 0.208 0.286 12" PIPE 1.00 0.785 0.250 0.464 24" PIPE 2.00 3.142 0.500 2.949 PROPOSED STORM DRAIN LATERALS: Node Node S0 (ft/ft) Q100 (cfs)Material n Dr (ft) dr (in)Qf (cfs) 2.02 2.03 0.010 0.25 HDPE 0.012 0.36 4.29 0.61 YES 245% 2.03 2.04 0.010 1.66 HDPE 0.012 0.72 8.70 2.42 YES 146% 2.04 2.05b 0.010 2.12 HDPE 0.012 0.81 9.67 2.33 YES 110% 2.05a 2.05b 0.024 0.51 HDPE 0.012 0.40 4.78 0.94 YES 183% 2.05b 2.06c 0.010 2.63 HDPE 0.012 0.87 10.44 3.82 YES 145% 2.06a 2.06b 0.010 0.10 HDPE 0.012 0.25 3.03 0.21 YES 211% 2.06b 2.06c 0.008 0.37 HDPE 0.012 0.43 5.17 0.55 YES 149% 2.06c 2.07b 0.010 2.99 HDPE 0.012 0.90 10.82 3.95 YES 132% 2.07a 2.07b 0.010 0.21 HDPE 0.012 0.34 4.05 0.60 YES 287% 2.07b 2.08c 0.306 3.20 HDPE 0.012 0.49 5.89 3.37 YES 105% 2.08a 2.08c 0.009 0.18 HDPE 0.012 0.33 3.91 0.19 YES 107% 2.08b 5.01 0.022 0.45 HDPE 0.012 0.39 4.63 0.90 YES 200% 3.02 3.03 0.010 0.21 HDPE 0.012 0.34 4.05 0.60 YES 286% 3.03 3.04c 0.009 0.54 HDPE 0.012 0.49 5.82 0.59 YES 109% 3.04a 3.04c 0.008 0.09 HDPE 0.012 0.25 3.06 0.18 YES 205% 3.04b 3.04c 0.009 0.02 HDPE 0.012 0.14 1.72 0.19 YES 953% 3.04c 3.05b 0.011 0.65 HDPE 0.012 0.50 6.04 1.38 YES 212% 3.05a 3.05b 0.010 0.03 HDPE 0.012 0.16 1.93 0.21 YES 696% 3.05b 3.06b 0.010 0.68 HDPE 0.012 0.52 6.30 1.29 YES 190% 3.06a 3.06b 0.010 0.38 HDPE 0.012 0.42 5.07 0.60 YES 157% 3.06b 3.07b 0.010 1.06 HDPE 0.012 0.62 7.39 1.32 YES 124% 3.07a 3.07b 0.010 0.03 HDPE 0.012 0.16 1.94 0.21 YES 692% 3.07b 3.08b 0.010 1.10 HDPE 0.012 0.62 7.49 1.32 YES 120% 3.08a 3.08b 0.010 0.02 HDPE 0.012 0.14 1.68 0.20 YES 1008% 3.08b 3.09b 0.010 1.11 HDPE 0.012 0.63 7.52 1.31 YES 118% 3.09a 3.09b 0.010 0.10 HDPE 0.012 0.25 3.03 0.21 YES 211% 3.09b 3.10b 0.010 1.21 HDPE 0.012 0.65 7.81 1.29 YES 107% 3.10a 3.10b 0.010 0.11 HDPE 0.012 0.27 3.19 0.20 YES 184% 3.10b 3.11b 0.011 1.30 HDPE 0.012 0.66 7.91 1.35 YES 104% 3.11a 3.11b 0.010 0.15 HDPE 0.012 0.30 3.54 0.21 YES 138% 3.11b 3.12b 0.010 1.44 HDPE 0.012 0.69 8.30 2.37 YES 165% 3.12a 3.12b 0.011 0.46 HDPE 0.012 0.45 5.34 0.63 YES 137% 3.12b 3.13b 0.010 1.85 HDPE 0.012 0.76 9.11 2.38 YES 129% 3.13a 3.13b 0.010 0.36 HDPE 0.012 0.41 4.93 0.61 YES 169% 3.13b 3.14b 0.025 2.16 HDPE 0.012 0.68 8.14 3.75 YES 173% 3.14a 3.14b 0.563 0.24 HDPE 0.012 0.17 1.99 1.55 YES 646% 8" PIPE 6" PIPE 6" PIPE Pipe Material 0.011 0.012 12" PIPE 6" PIPE 6" PIPE 4" PIPE 6" PIPE MIN. PIPE SIZE 6" PIPE 10" PIPE 6" PIPE 0.013 0.014"n" Value 4" PIPE 12" PIPE 6" PIPE 10" PIPE CHECK: Qf > Q100 6" PIPE 4" PIPE 4" PIPE 8" PIPE 4" PIPE 8" PIPE 8" PIPE 4" PIPE 10" PIPE 4" PIPE 8" PIPE 4" PIPE 10" PIPE 6" PIPE 10" PIPE 6" PIPE 4" PIPE 8" PIPE 4" PIPE 8" PIPE 4" PIPE Page 1 of 2 I I I I 3.14b 3.15b 0.024 2.35 HDPE 0.012 0.70 8.43 3.72 YES 158% 3.15a 3.15b 0.563 0.85 HDPE 0.012 0.27 3.20 1.55 YES 182% 3.15b 3.16b 0.025 3.20 HDPE 0.012 0.78 9.40 3.78 YES 118% 3.16a 3.16b 0.013 0.10 HDPE 0.012 0.24 2.91 0.23 YES 233% 3.16b 3.17b 0.021 3.25 HDPE 0.012 0.81 9.76 3.48 YES 107% 3.17a 3.17b 0.011 0.10 HDPE 0.012 0.25 2.98 0.22 YES 220% 3.17b 3.18b 0.021 3.33 HDPE 0.012 0.82 9.86 3.47 YES 104% 3.18a 3.18b 0.034 0.11 HDPE 0.012 0.21 2.52 0.38 YES 345% 3.18b 3.19 0.025 3.41 HDPE 0.012 0.80 9.65 3.76 YES 110% 3.20 3.21 0.007 0.14 HDPE 0.012 0.31 3.69 0.17 YES 125% 3.21 3.22b 0.025 0.17 HDPE 0.012 0.26 3.12 0.33 YES 194% 3.22a 3.22b 0.011 0.74 HDPE 0.012 0.53 6.33 1.39 YES 187% 3.22b 3.23 0.024 0.91 HDPE 0.012 0.49 5.91 0.95 YES 105% 3.23 3.24b 0.021 0.96 HDPE 0.012 0.51 6.17 1.92 YES 200% 3.24a 3.24b 0.044 0.97 HDPE 0.012 0.45 5.41 1.28 YES 132% 3.24b 3.25 0.023 1.90 HDPE 0.012 0.66 7.90 1.97 YES 104% 3.25 3.26 0.022 1.93 HDPE 0.012 0.66 7.95 1.97 YES 102% 3.26 3.27b 0.023 1.93 HDPE 0.012 0.66 7.93 1.98 YES 103% 3.27a 3.27b 0.010 0.45 HDPE 0.012 0.45 5.41 0.59 YES 132% 3.27b 3.28 0.022 2.36 HDPE 0.012 0.71 8.58 3.56 YES 151% 3.28 3.29b 0.038 2.38 HDPE 0.012 0.65 7.78 2.57 YES 108% 3.29a 3.29b 0.011 0.10 HDPE 0.012 0.25 3.00 0.22 YES 216% 3.29b 3.30b 0.038 2.47 HDPE 0.012 0.66 7.91 2.56 YES 104% 3.30a 3.30b 0.037 0.24 HDPE 0.012 0.28 3.31 0.40 YES 166% 3.30b 3.31b 0.040 2.71 HDPE 0.012 0.67 8.09 4.78 YES 177% 3.31a 3.31b 0.010 0.04 HDPE 0.012 0.18 2.16 0.21 YES 519% 3.31b 3.19 0.040 2.59 HDPE 0.012 0.66 7.95 2.64 YES 102% 3.19 5.04 0.021 5.86 CMP 0.022 1.28 15.32 19.45 YES 332% *See separate Hydraulic Grade Line Analysis for Proposed 24" Storm Drain Hydraulic Calculations 4" PIPE 10" PIPE 4" PIPE 10" PIPE 4" PIPE 8" PIPE 10" PIPE 4" PIPE 10" PIPE 4" PIPE 4" PIPE 10" PIPE 4" PIPE 6" PIPE 8" PIPE 10" PIPE 8" PIPE 6" PIPE 6" PIPE 8" PIPE 8" PIPE 8" PIPE 8" PIPE 4" PIPE 8" PIPE 10" PIPE 4" PIPE 24" PIPE Page 2 of 2 B. INLET SIZING CALCULATIONS PROJECT:Legoland Project 2025 *See Proposed Drainage Map for Node locations.LOCATION:Carlsbad, CA DATE:09/12/2024 Per Section 2.3.2.2 of SDCHDM (2014) for GRATED INLETS IN SAG: (1) Capacity of grate inlet operating as a weir:(2) Capacity of grate inlet operating as an orifice: Where: Where: Qw = inlet capacity of the grated inlet (cfs)QO = inlet capacity of the grated inlet (cfs) Cw = weir coefficient (constant) =3.33 CO = orifice coefficient (constant) =0.67 Pe = effective grate perimeter length (ft)g = gravitational acceleration (ft/s) =32.2 ft/s d = flow depth approaching inlet (ft)d = flow depth above inlet, i.e. freeboard (ft) CL = clogging factor (constant) =50%Ae = effective (clogged) grate area (ft2) CA = area clogging factor (constant) =50% A = actual opening area of the grate inlet (ft2) (1) WEIR CONDITION (2) ORIFICE CONDITION USE: min[ QW, QO ] Q100 d L = W dia.P Pe Qw A*Ae QO Qinlet(cfs)(ft)(ft)(ft)(ft)(ft)(cfs)(in2)(ft2)(cfs)(cfs) 2.02 0.25 0.33 Catch Basin 12" x 12"1.00 ---0 4.00 2.00 1.28 50.76 0.176 0.55 0.55 YES 219% 2.03 1.40 0.33 Catch Basin 24" x 24"2.00 ---0 8.00 4.00 2.56 422.45 1.467 4.55 2.56 YES 183% 2.04 0.46 0.33 Catch Basin 12" x 12"1.00 ---0 4.00 2.00 1.26 50.76 0.176 0.54 0.54 YES 118% 2.06a 0.10 0.17 Catch Basin 12" x 12"1.00 ---0 4.00 2.00 0.45 50.76 0.176 0.39 0.39 YES 387% 2.06b 0.27 0.17 Catch Basin 12" x 12"1.00 ---0 4.00 2.00 0.45 50.76 0.176 0.39 0.39 YES 143% 2.08a 0.18 0.17 Catch Basin 12" x 12"1.00 ---0 4.00 2.00 0.45 50.76 0.176 0.39 0.39 YES 215% 3.02 0.21 0.17 Catch Basin 12" x 12" 1.00 --- 0 4.00 2.00 0.47 50.76 0.176 0.39 0.39 YES 186% 3.03 0.32 0.33 Catch Basin 12" x 12" 1.00 --- 0 4.00 2.00 1.28 50.76 0.176 0.55 0.55 YES 171% 3.04a 0.09 0.17 Catch Basin 12" x 12"1.00 ---0 4.00 2.00 0.47 50.76 0.176 0.39 0.39 YES 434% 3.06a 0.38 0.17 Catch Basin 12" x 12"1.00 ---0 4.00 2.00 0.45 50.76 0.176 0.39 0.39 YES 102% 3.15a 0.85 0.33 Catch Basin 18" x 18"1.50 ---0 6.00 3.00 1.92 86.31 0.300 0.93 0.93 YES 109% 3.16a 0.10 0.17 Catch Basin 12" x 12"1.00 ---0 4.00 2.00 0.47 50.76 0.176 0.39 0.39 YES 391% 3.17a 0.10 0.17 Catch Basin 12" x 12"1.00 ---0 4.00 2.00 0.45 50.76 0.176 0.39 0.39 YES 387% 3.18a 0.11 0.17 Catch Basin 12" x 12"1.00 ---0 4.00 2.00 0.47 50.76 0.176 0.39 0.39 YES 355% 3.23 0.05 0.17 Catch Basin 12" x 12"1.00 ---0 4.00 2.00 0.45 50.76 0.176 0.39 0.39 YES 774% 3.25 0.04 0.17 Catch Basin 12" x 12" 1.00 --- 0 4.00 2.00 0.45 50.76 0.176 0.39 0.39 YES 967% 3.26 0.03 0.17 Catch Basin 24" x 24"1.00 ---0 4.00 2.00 0.47 422.45 1.467 3.25 0.47 YES 1556% 3.28 0.05 0.17 Catch Basin 12" x 12"1.00 ---0 4.00 2.00 0.45 50.76 0.176 0.39 0.39 YES 774% 3.29a 0.10 0.33 Area Drain 8" Dia.---0.67 0 2.10 1.05 0.66 11.50 0.040 0.12 0.12 YES 123% 3.29b 0.02 0.17 Catch Basin 12" x 12"1.00 ---0 4.00 2.00 0.45 50.76 0.176 0.39 0.39 YES 1934% 3.31a 0.04 0.17 Area Drain 8" Dia. --- 0.67 0 2.10 1.05 0.24 11.50 0.040 0.09 0.09 YES 219% *Open Area (A) per Manufacturer's Catalog Size Make/Model Grate Type A* (sq-in) Equiv. Dia. (in) 4" Dia. NDS #910/917 Flat 5.25 6" Dia. NDS #40/50/60 Flat 9.10 6" Dia. A NDS #80/81/90 Atrium 28.40 8" Dia. NDS #10/20/30 Flat 11.50 9" x 9" NDS #980/990 Flat 37.49 10.16 12" Dia. NDS #1240/1250 Flat 46.00 12" x 12" NDS #1210/1211 Flat 50.76 13.54 18" x 18" NDS #1811/1812 Flat 86.31 20.31 24" x 24" NDS #2415 Flat 422.45 23.45 30" x 30" Old Castle #3030 Flat 490.00 30.28Catch Basin Area Drain Catch Basin Catch Basin Catch Basin Catch Basin Inlet Type Area Drain Area Drain Area Drain Area Drain CHECK: Qi > Q100 [Use LOWER of the two values] Qw = Cw x Pe x d3/2 and Pe = (1 - CL) x P QO = CO x Ae x (2gd)1/2 and Ae = (1 - CA) x A NODE Inlet Type Size No. Sides w/ Curb Page 1 of 1 EX BUILDING (N.A.P.) EX CONCRETE PATIO EX LANDSCAPE AREA (N.A.P.) P R I V A T E A C C E S S R O A D EX BUILDING (N.A.P) PROPOSED BUILDING EX 24" PRIVATE STORM DRAIN EX 24" CMP TO BE ABANDONED EX 6" PVC PRIVATE SD EX 24" CMP TO BE ABANDONED EX JUNCTION STRUCTURE EX JUNCTION STRUCTURE EX 24" PRIVATE STORM DRAIN SQ100=22.7cfs PROP 24" HDPE SD LINE NODE 5.01 HGL=151.38 149.60INV Q100=3.11 cfs SQ100=25.81 cfs NODE 5.02 HGL=149.01 147.25INV-IN 147.22INV-OUT SQ100=25.81cfs NODE 5.03 HGL=146.62 145.45INV SQ100=25.81cfs NODE 5.04 HGL=144.33 143.63INV-IN 143.30INV-OUT Q100=25.81cfs SQ100=31.67cfs NODE 3.19 144.42INV-OUT SQ100=5.86cfs EX CURB INLET NODE 5.05 (132.22 FT WEST) HGL=137.29 136.14INV SQ100=31.67cfs PREPARED BY: HYDROLOGY EXHIBIT: PROP. 24-INCH SD PIPE ANALYSIS LEGOLAND: PROJECT MARS AC PAVEMENT CONCRETE LANDSCAPE DRAINAGE AREA (DA) BOUNDARY DRAINAGE SUB-AREA BOUNDARY PROPERTY LINE CENTERLINE PROP. CONTOUR DRAINAGE AREA ID ACREAGE STORM DRAIN LINE FLOW LINE W/ FLOW DIRECTION LEGEND: # # MERLIN ENTERTAINMENTS GROUP US HOLDINGS, A DELAWARE CORPORATION 1 LEGOLAND DRIVE CARLSBAD, CA 92008 CONTACT: TOM STORER TEL: (858) 334-8938 PREPARED FOR: XX COMMERCIAL DEVELOPMENT RESOURCES 695 TOWN CENTER DRIVE #110 COSTA MESA, CA 92626 CONTACT: AARON ALBERTSON, PE TEL: (949) 610-8997 TEM: PREPARED BY: \ \ \ I \ \ \ II I I I I /6' 0 ' I I I I I \ \ I I \ I I \ I I I ., \ I I I I \ I I I I I I I I I I I t I I I /, I I I I I I-lb'-,· -tt-! I ' I I I t ' I • , I I ' • .; I ,. I t \ ___ _ 0 t '\ ' \_ 0 I I " • I I I I I I I I I I I I I • . . - .<!~ '"'.,•"' I"'<-_ _.._.-..,..----; ~ ;"'r.-A,!c,-'-. • • • • i' ~ ~~~~~~~~ I • ~ .~L,.J..,,J-c' • ..-Lc:t:A~-I I 4~k~0s ~o¥r-I-~ / • I I LI IT ip5; -.~ . . . ,-;;..:,._ 4 ·,/::J-'-----~-ir:- • I / I I I .. ----------.. ' " • !' I - --r'-r'-,-~"T~ 6 -,-,-1 "1 / I 11 1 .,/ I ·4 4 I 4 ·~ I I / i t 44 I I. . . . .. .. .. .., ' .......... .... ~ .... .., .. .,"' .... ,. , ........ .. ... . . . -·------...:~ ... • • I '\ \ I -~:"d= I I Today's Ideas Tomorrow's Reality I I ' I Commercial Development Resources E:9~ Town Certer Drive #110 Costa Mesa CA 92626 -949-610-8997 1o1w,vCDR11•1estcom I I ~ I /' ,\ m 0 .. I / I I I I I I I I I I I I "" "' .. I \ ' ) JI .. ... I I I L I ( .. .. I I \ \ I \ \ I I ~ \ \ \ ' \ \ I \ \ \ ( \ ;/ 1/ I \ I I I ,J ---- 8 20 0 20 ~•r• ~I GRAPHIC SCALE SCALE: 1" = 20' 40 I Scale 1 : 205.29 Node 5.02 Node 5.01 Node 5.03 24in H PE 3 Node 5.05b Node 5.04 ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 3.1 19/04/2012 Innovyze www.innovyze.com ************************************* INPUT FILE ************************************* C:\Program Files (x86)\wspg2018\Samples\2024.09.18_22156_24inch Pipe_HGL_v1.wsx Computed 09/18/24 14:22:41 TITLE INFORMATION ************************************* 22156 - Legoland Project 2025 - Hydraulic Grade Line Calculations WARNING SUMMARY ************************************* RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "Node 5.0" Outlet 0.00 136.03 154.25 137.211 1.181 31.67 1 16.41 4.18 141.39 0.000 1.886 0.000 0.00000 0.000 Circular Pipe "24in RCP" Reach 8.00 136.14 154.75 137.287 1.147 31.67 1 17.00 4.49 141.77 0.000 1.886 3.087 0.01375 2.000 Circular Pipe "i.p." 24.27 137.02 155.51 138.177 1.156 31.67 1 16.83 4.40 142.58 0.000 1.886 3.039 0.05415 1.118 Circular Pipe "i.p." 67.24 139.35 157.51 140.551 1.203 31.67 1 16.05 4.00 144.55 0.000 1.886 2.817 0.05415 1.118 Circular Pipe "i.p." 90.51 140.61 158.60 141.860 1.252 31.67 1 15.30 3.64 145.50 0.000 1.886 2.607 0.05415 1.118 Circular Pipe "i.p." 105.86 141.44 159.32 142.744 1.305 31.67 1 14.59 3.30 146.05 0.000 1.886 2.408 0.05415 1.118 Circular Pipe "i.p." 116.89 142.04 159.83 143.398 1.361 31.67 1 13.91 3.00 146.40 0.000 1.886 2.219 0.05415 1.118 Circular Pipe "i.p." 125.19 142.49 160.22 143.908 1.421 31.67 1 13.26 2.73 146.64 0.000 1.886 2.037 0.05415 1.118 Circular Pipe "i.p." 131.57 142.83 160.52 144.318 1.487 31.67 1 12.65 2.48 146.80 0.000 1.886 1.861 0.05415 1.118 Circular Pipe "i.p." 136.49 143.10 160.75 144.656 1.559 31.67 1 12.06 2.26 146.91 0.000 1.886 1.689 0.05415 1.118 Circular Pipe "24in RCP" Reach 140.22 143.30 160.92 144.939 1.639 31.67 1 11.50 2.05 146.99 0.000 1.886 1.514 0.05415 1.118 Circular Pipe "Node 5.0" Junction 140.22 143.30 160.92 144.333 1.033 25.81 1 15.76 3.86 148.19 0.000 1.782 0.000 0.00000 0.000 Circular Pipe "i.p." 142.25 143.41 160.97 144.452 1.037 25.81 1 15.68 3.82 148.27 0.000 1.782 3.046 0.05625 0.933 Circular Pipe "i.p." 158.10 144.31 161.36 145.384 1.078 25.81 1 14.95 3.47 148.86 0.000 1.782 2.833 0.05625 0.933 Circular Pipe "i.p." 169.63 144.95 161.64 146.074 1.120 25.81 1 14.26 3.16 149.23 0.000 1.782 2.632 0.05625 0.933 Circular Pipe "24in HDP" Reach 178.44 145.45 161.86 146.615 1.165 25.81 1 13.60 2.87 149.48 0.000 1.782 2.442 0.05625 0.933 Circular Pipe "i.p." 179.65 145.51 161.92 146.679 1.170 25.81 1 13.52 2.84 149.52 0.000 1.782 2.420 0.04862 0.974 Circular Pipe "i.p." 188.57 145.94 162.37 147.160 1.218 25.81 1 12.89 2.58 149.74 0.000 1.782 2.243 0.04862 0.974 Circular Pipe "i.p." 195.53 146.28 162.72 147.549 1.268 25.81 1 12.29 2.35 149.89 0.000 1.782 2.074 0.04862 0.974 Circular Pipe "i.p." 201.04 146.55 163.00 147.871 1.322 25.81 1 11.72 2.13 150.00 0.000 1.782 1.915 0.04862 0.974 Circular Pipe "i.p." 205.42 146.76 163.22 148.141 1.379 25.81 1 11.17 1.94 150.08 0.000 1.782 1.762 0.04862 0.974 Circular Pipe "i.p." 208.89 146.93 163.40 148.371 1.441 25.81 1 10.65 1.76 150.13 0.000 1.782 1.616 0.04862 0.974 Circular Pipe "i.p." 211.56 147.06 163.53 148.569 1.508 25.81 1 10.16 1.60 150.17 0.000 1.782 1.474 0.04862 0.974 Circular Pipe "i.p." 213.55 147.16 163.63 148.739 1.582 25.81 1 9.68 1.46 150.20 0.000 1.782 1.333 0.04862 0.974 Circular Pipe "i.p." 214.87 147.22 163.70 148.886 1.665 25.81 1 9.23 1.32 150.21 0.000 1.782 1.189 0.04862 0.974 Circular Pipe "24in HDP" Reach 215.46 147.25 163.73 149.013 1.763 25.81 1 8.80 1.20 150.22 0.000 1.782 1.030 0.04862 0.974 Circular Pipe "Node 5.0" Junction 215.46 147.25 163.73 149.013 1.763 25.81 1 8.80 1.20 150.22 0.000 1.782 0.000 0.00000 0.000 Circular Pipe "i.p." 440.22 149.49 162.54 151.252 1.763 25.81 1 8.80 1.20 152.46 0.000 1.782 1.030 0.00996 1.763 Circular Pipe "24in HDP" Reach 451.35 149.60 162.48 151.381 1.781 25.81 1 8.74 1.19 152.57 0.000 1.782 1.001 0.00996 1.763 Circular Pipe "Node 5.0" Headwrk 451.35 149.60 162.48 151.382 1.782 25.81 1 8.73 1.18 152.57 0.000 1.782 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches Hydrology Study LEGOLAND California Project 2025 ATTACHMENT4 Water Quality Treatment Letter C~Commercial Development Resources Page 1 of 4 ADDENDUM: LEGOLAND PROJECT 2025 (DEV2023-0061) 100-YEAR PEAK FLOW ESTIMATE AND COMPARISON WITH REGIONAL BMP ASSUMPTION Date: 08/21/2024 SUMMARY On 9/21/2017 REC finished the preparation of a study [1] to determine a relatively large scale 100-year Peak flow analysis for the Regional Drainage Facility at the downstream end of LEGOLAND (adjacent to Palomar Airport Drive). This facility became a Regional Water Quality, Hydromodification and Flood Control Facility for the LEGOLAND property. Because of that study [1], an overall C coefficient, drainage area and time of concentration were determined to ensure that the facility could safely convey the occurrence of a 100-year peak flow event. As LEGOLAND keeps updating their property with new projects and rides, the necessity to assess if those new project cause significant increment in the peak flow assumed originally has surfaced, and the City of Carlsbad is requesting an analysis of the 100-year peak flow for the LEGOLAND LLC 2025 project, as the percentage of imperviousness will increase in the area of the project once the project is completed. The purpose of this brief analysis is to demonstrate that the increment of peak flow occurring due to the change in percentage of imperviousness is negligible for impacts to the Regional Drainage Facility, and below the level accepted by the City of Carlsbad for LEGOLAND projects (10% increase). Thus, there is no need to design a detention facility at Project 2025 to reduce the peak to levels equal or lower than those assumed in the 9/21/2017 approved study [1]. ASSUMPTIONS • The pre-development C coefficient (C = 0.722) and the pre-development time of concentration for about 106 acres encompassing sub-areas A1, B1 and C1 of LEGOLAND (t = 15 min) are taken directly from [1]. Project 2025 belongs to that portion of the park (it is part of sub-area B1) and it has a time of concentration to the Regional Facility of approximately 15 minutes. • Changes in time of concentration because of Project 2025 and for regional purposes are considered negligible as (a) drainage will occur in very similar manner after the development and (b) the time of concentration of the pre-development study is regional in nature, and associated with the time it takes for the entire contributing area to reach the Regional LEGOLAND WQ- Hydromodification-Flood Control facility. • The post development C coefficient for Project 2025 is associated with a value of C = 0.9 for impervious area, and C = 0.25 for pervious areas under soil Type B, according to (a) the standard values of the County of San Diego Hydrology Manual [2] which were also used in [1], and (b) Project 2025 soil map, included in the Hydrology Study prepared by CDR. The overall C coefficient will be the weighted average of those values as a function of the impervious and pervious fraction. REC Consultants, Inc. Page 2 of 4 • The area analyzed is taken from the Hydrology Study and summarized in Table 1. This area is not the same area for the purposes of Hydromodification and Water Quality letter, because it is tied to a drainage boundary and not to a specific area of water quality impacts (DMA area). This approach is more appropriate for flood control purposes because the analysis is extended to a specific sub-drainage portion impacting conveyance peaks. • The 100-year intensity is also obtained from [1], which corresponds with the recommended NOAA intensity for a Tc of 15 minutes, which has not changed since 2016 according to the NOAA web page information (available at [3]). This value will be I = 2.67 in/hr. TABLE 1 CALCULATIONS AND RESULTS The peak flow will be obtained per the Rational Method as Q = C·I·A. Contributing Area, pre-development and post-development C coefficients, NOAA intensities (I100, in/hr) and peak flows (Q100) are shown in Table 2. TABLE 2. PEAK FLOW ANALYSIS Condition A (ac) % imperv Cperv Cimp C I100 (in/hr) Q100 (cfs) Pre 2.241 - 0.27 0.9 0.722 2.67 4.32 Post 2.241 85.02% 0.25 0.9 0.803 2.67 4.80 The peak flow has increased from 4.32 cfs to 4.80 cfs, or 0.48 cfs (11%). REC Consultants, Inc. Project 2025: POST-DEV. INFORMATION Sub-area Perv (ft2) lmperv (tt2) TOTAL (ft2) Al to A3 647 8432 9079 A4 t oA12 2410 22331 24741 Bl t o 830 11312 47433 58745 Cl+C2 249, 4795 5044 TOTAL 14618 82991 97609 A: 2.241 acres C: 0.803 (C = (0.25-~i-0.91·~)/AroTAL) I : %imp: I I 2.67 in/lu 85.02% I I I I Page 3 of 4 CONSIDERATIONS REGARDING PEAK FLOW VALUES AT REGIONAL AND HYDROLOGY STUDY LEVELS It is not appropriate to compare the peak flow obtained in this analysis for Regional Impacts of a project downstream with the peak flow obtained at project specific level (LEGOLAND California Project 2025 Hydrology Study). REC prepared the Regional Analysis based on NOAA intensities, County of San Diego C coefficient estimates (tied with percentage of imperviousness and soil type) and regional time of concentration consideration. At a project level, CDR Hydrology Study used a more conservative approach: it used San Diego County Hydrology Manual (SDCHM) precipitation maps (a valid approach, but not as current nor accurate as NOAA rainfall values) and it used the AES software for peak flow calculations, which uses the SDCHM Intensity equation defined as I = 7.44·P6·t-0.645 (which is much more conservative than NOAA intensities). Figure 1 of this letter shows differences between the NOAA intensities (blue line) and the extrapolated intensities from the intensity equation (orange line). For short time of concentrations, the difference in intensity exceeds 30% (for example the intensity equation is 51% larger than the NOAA intensity for a 5- minute duration, and 35% larger than NOAA for a 10-minute duration). A direct consequence of the difference in intensity is that peak flows at a project level are larger than peak flows at a regional level even if the area, time of concentration and C coefficients are the same because NOAA updated intensity values are smaller than those obtained with the SDCHM Intensity equation. CONCLUSIONS • As the C coefficient of the Project 2025 Drainage Area is slightly larger than the C coefficient for this area in the regional analysis (reference [1]), the increase in peak flow observed is 0.48 cfs, from 4.32 cfs in pre-development conditions to 4.80 cfs in post-development conditions, and this increment is considered minor, and about 0.05 cfs larger than the typical 10% increment allowed. • No attempt is made in this letter to evaluate the impact of Project 2025 at a more detailed level: in particular, this letter does not address the impact of Project 2025 in the conveyance system from Project 2025 areas downstream to the regional basin. REFERENCES [1] “Determination of Pre- and Post-Development 100-year Peak Flow”. LEGOLAND Regional Biofiltration, Hydromodification and 100-year Detention Facility. REC Consultants, 9/21/2017. SDP 15-26 / DWG 498-2C / GR2017-0025. [2] https://www.sandiegocounty.gov/content/sdc/dpw/flood/hydrologymanual.html : County of San Diego Hydrology Manual. [3] https://hdsc.nws.noaa.gov/pfds/pfds_map_cont.html?bkmrk=ca : NOAA rainfall data web page, where precipitation information is given at a given CA location / address. REC Consultants, Inc. Page 4 of 4 FIGURE 1. Comparison County Manual vs NOAA Intensities in LEGOLAND Prepared by: Luis Parra, PhD, CPSWQ, ToR, D.WRE. R.C.E. 66377 7.5 0 5 160% ~ 1.50% 0 z 0 140% ~ Ill 13()% "' "' > ~ UO% C: ., .... ·= 110% :e-,:; :::, 100% 8 0 ~ . ~ REC Consultants, Inc. SDCHM vs NOAA Average Intensity ... J •••• t t 50 500 Duration of rainfall (min) ····•··· NOAA ····•··· SDCHM SDCHM/NOM Average Intensity ··,. ..... .. . ...... -.·.., • • ♦• .... ••••I·•• I ••• • i I•• Ii • t •II •••·••• t •Ii . 30 60 90 uo Duration of Rainfall (min) • • .. • • SDa-tM/NOAA Hydrology Study LEGOLAND California Project 2025 ATTACHMENT 5 Referenced Improvement Plans C~Commercial Development Resources ( I = -: ___ ;== __ _ I= Iii = -=-- := -.:---=----_ __ ;1-~: ;:_ ~= t =1 ,-=_· :...==- ·,= =ct 1=::r -,:· _c· /. --,~~ __ ,: __ -=--:r:---_= t=--- -=-~----=-:- c== . :·F:;;,;' -~~ -f=~~~ --~~ ~----~ __ -_ -_-:::~t:--:-__::::-__ ::~·. - ---1=~ ·---- _t:;::· i----1=--= -2:_:_,~--~ ·-C ._:.:Jcfc ~""' "· --=--·,= =-"-'·-="c:: -~= ~~~ :::.:_ -----=:= .. :-1-,-. ; ==:.:L.=:::: _ 1·::-...::: 1-:::-_t·;:::- =..:::--=--- ·= :;:;_----- :.:: .. : :::::::·~ ::=::.:.._ ·_· __ --:::::: -_ --:.:.:~ ___ -·== :::::::- .,,, ·-"'"- _- ~~~ +-=+='+cc_=·➔• .,.,=,i=-,,==, --l-='+='+--+=+-=~ . .,-==·-~+-=l:=----.. -c1-1=·:'.:_➔-• . :, --c= . -·=-_- : ___ .:::; ::= :~i: =--~---== . :::;.;_=:=t::-=:::::= ~~-_:----_--,-_:._ -=c- . _--': ·_ -~ I== ::_·-=:, -=-~ .:.,. __ ·s=-,:-::_ -=·-i----=:-: -- -. =:·,.::_:::; ~~' ::':_____;r:::::, ~ =·;. '~ olc :·: -,, --"~"' ,: "),er:::.;::;;-=-- .:;:_ .. ~=~ !'.'S_:: =-r=_;. F·-::-• ~,c; "F=:=" I:= -:= __ : F=i= :...-i---=-:-::=-:·- _, ---· =f~ =. -= -· :c ... -" ::=.::-:::: ~ ==-----=:.=:. --_.., __ -.::__ __ ,:... .. ::::.::.:_··- ,, _: •:=•== _J::~: , ... • 1-.-.. :-= =: _:--=-,. :::;::- ~-:·:... .. ,: ·1-.::=-=---- :_."--:::::-;:::::·:: -:::-,--_ ::...-:::·:-. --,--=----t·::::::; __ "'-= -·-.f=F:--= ~~~lit i~~II: =- F= --••=-_c:·,~,:. --->-----:-_--:!-_ _ ·:;:-::-I:::::::;::.....::.. i-=-- _-.. -=:=:1-=-~--- __ ,,_-:-r:-:: --1--·- =- • -- == t-·::.-::: -~-~t,.;; . ..;,;, '.~ ·_::_::: 1-=---- -__ :~~ --~~.: -, ::,'j~ /1'1 ----------+-=- ·:'"''-·-· ...... _ -:----·:.--:~ 1:-= ----1---- _·::=.-. -· ':"-.-----_ ~~ •As BUILT• ,J rY..#f INSPW't□R DA TE CITY OF CARLSBAD ~ ENGINEERING DEPARTMENT ~ GRADING PLANS FOR: LOTS 18 and 19 of CT 94 09 CJ---1-----+-----------1-----+--+---+------"I CARLSBAD HANCH/1.EGOLAND CARi~ STORI,/ ORAIN PROFILES I i -_;:I==: __ ,_-·-=~:~ .. NOLTE and ASSOCIATES f.c!f=,!~'°--;1---+--+-----------t----+---+---+------'I: AP~ ~ ✓./ 6-:U--17; ~ Engineers / Planners / Surveyors 7-,.,.., _.._ 1/2\ NEW SHEET, REVISED TO CONFORM TO 17-k/J/7 .M.,..., Ci.TY ENGINWV PE 23889 EXPIRES 12/31/97 DATE I-~ ---~=- t-=---: -- -:;:._ "_-:·~:--~-::-:=:-..: SCALE.· HORIZ: 1'=40' VERT.· 1'=8' 54181Clim'YII.URD.,3tffl301i,SANDIIOO,CA.112123{4119)tl&--9392 07/08/97 DATE lN11lAL SOP 96 14 IOWN !;SY: Ill PROJECT NO. IIDRA'MNG Nyi, /4la....-~-~;"J..'::;;.."':.' -:,...,._,, f-D_AT_E~_IN_ITI_AL-+_D_ATE_~IN_ITI_AL__.i CJ;JKDIBY:~ CT 94-09-03 333-2 ·. --,,Jf'."".'; .... ~,~,;,_-.,,~m';.,:s,"!;1,~,~-'-\",'l'al __ ~,""""·""C'_,cc, "'oo:-,=--~;,!!:.,~,.---IS0033s ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL aTY APPROVAL i RY'IJD BY1--=---=--t- CMWD 94-2 11 ... w z 0 z r-----------------------l?t,, ______ _ .• 1?4 r------------=:...:::·----.:;:J;:,,,"'A1°tlc~NgRIU:L~';, EAA:5£~M'i!fl:or------- RANCH MAP 13408 -/7. ?, --: . ..:::-------- --12i ____ _ -------- ~ I I / , I I I 22 -----+------ 162------- 164------ 166-------168 ______ _ 110·------ 172------ 174 ____ _ STORM DRAIN DA TA TABLE UN£ OEL TA/BEARING RADIUS LENGTH REMARKS ,~ 17 N25'25'27"£ 13.51' 24" RCP 18 6117'/f" 45.00' 48.13' 24" RCP 19 N86"42'J7"E 70.58' 24" RCP 20 N89V9'/J"E 228.42 ' 24" PVC 21 28V9'J6" 45.00' 22.12' 24" RCP 22 N89'58'26"W 112.00' 24" RCP NOTES I. ALL LENGTHS SH0"1V ARE MEASURED FROM INSIDE FACE OF STRUCTURE TO INSIDE FACE OF STRUCTURE:. MANHOLE FRAME: ANO CO'IE:R VERIFY RIM £LEVA TION IN FIELD wm; LANDSCAPE SUPERINTc:NOENT PRIOR TD sunNG FINAL RIM ELEVA nON NOT£.· THIS OET.ML APPLIES TO INNER PARK STORM DRAINS ONLY INNER PARK STORM DRAIN CLEANOUTS NO SCALE LINE SHEET --"'.f!!.t:s ·---..::::::~===---- FOR FUTURE GRADES IN THIS f '/ 'ff o,c No ,n-w I GRAPHIC SC,¢£ O •-• _1.,,o•.,250'-'-'JO'--il!!!'!!!!'!j··#'.-.._' a;aa(j,;,O.,' !!'!!!!!'!!!'!!!'!"!91i,Oiii' iiiiiiiiiiiiiiii/20' I N I.. NOL TE and ASSOCIATES ZIS/Rca a.. Engineers / Planners / Surveyors OR"IIIN: ~~ KEIJUIY WU. RD.,SUnt ~. SAN DW',O. CA. 9ll~ (e.9) t7&-iml OAIT• ENCINCER~WORI':: 07/08/97 ,1 ~-~~ ?-/'J-97 JOB NO, ,;· JAM(S R. f4Em~~([)(P. 12-J1-005 DATE: SD0186 I I ( I I I ', ' I I I I ', I ' I ') I I ' ... , ·'.:·: --:.··. '<·' I •i / II ·:\ \ II r· -~~] \ PAD II U E c.22,,_· __ ,_· 1 II l ) r = = = ~~n/\<' \ I/ 117LF12· Pvc = .11 . ·' • ·1~ z• II \:: --- ~-4 !.:.£ I ~·s __ s_· __ ....;._ R-1 JOO. 00' _____ ____:__ ______ ~ I I -!-: I I ~ASsJMP'(ION Of rE.SfONSll?Lf_ o-1~"1 E." N, Of oc.,; 311 200!5 t He.;,.t;S'( J>6Sur-ic. Ri"-SPt>NSl~E-c.i-lAf"'IE-fO!" c.iNJc,E.s IHDl'-'A'f"P ..J11H &-fo 1H1,s PJ<A>AIIJc,. }<a;, II Ei"'-h•v•-, iec.E.<l 4'tdJ& f-X'I'' 9/Jf)/D~ ~t~ ~OWN At.JD C.AL'.DwU-L M)Df.!¾s, "!<Pi,:'> c+1C:SAIBAK£ 171,2., '.>LIITE; 201 5A>/ 1)1~, C-A 'j:Zl'l;';, BUIL T" INS z_-4-,_, DATE fsim7 CITY OF CARLSBAD I SHEETS I ~ ENGINEERING DEPARTMENT 47 GRADING PLANS FOR: LOTS 18 and 19 of CT 94-09 CARLSBAD RANCH/LEGOlAND CARLSBAD -faEfHOt,lf-' (e,,s<!,) '5!4·6t,i2-.FAX, ('to'/7) 1:514 ·Bt,':>':> ~i~ij§~~~~;;;~~~~~ii~2=:====f=='I~~I2~~[:'.&□ ~aa4!(!/1.:q;=;~~~= 8::/J.:fl '=-'=""'-"--'===-~===--=~-1-1-::!!i:'JL , 97 DATE PROJECT NO. DRAWING NO. ENGINEER Of WORI< REVISION DESCRIPTION 94-09-03 333-2Y CMWD 94-201 • "' CCCCTTVV IINNSSPPEECCTTIIOONNSS &&UUTTIILLIITTYY LLOOCCAATTIINNGG U T I L I T Y S U R V E Y O R S , I N C . PPRREEPPAARREEDD BBYY:: March 28, 2023 PPRREEPPAARREEDD FFOORR:: Royce Eklund CDR West 4395 E. Lowell St Suite G I Ontario, CA 91761 I P. (909) 906‐2119 I F.760.739.8034 I airxus.com Legoland One Legoland Dr, Carlsbad, CA 92008 AIRX Project # X230119 CCTV Utility Inspection 760-480-2341 Project Project X230119_1 3/28/2023 End Date 3/28/2023 Page C-1 ~ WinCan ~ WinCan Table of Contents Page T-1 3/28/2023ProjectX230119_1 Section Profile .......................................................................................................................................................................................P-1 Section Summary .......................................................................................................................................................................................P-2 Section: 1; MH 2 - MH 1 .......................................................................................................................................................................................1 WinCan .......................................................................................................................................................................................2 ~ WinCan I I Page P-1 Section Profile Nr.UpstreamMH DownstreamMH Date Street Media Label Material TotalLength LengthSurveyed 1 MH 2 MH 1 3/28/2023 One Legoland Dr CorrugatedMetal Pipe 223.70 223.70 1 x Circular 24 = 223.70 Total Length ( 223.70 Length Surveyed ) Total: 1 = 223.70 Total Length ( 223.70 Length Surveyed ) 3/28/2023ProjectX230119_1 ~ WinCan I Page P-2 Number of sections 1 Total length of sewer network 223.70 ft Inspected length of sewer network 223.70 ft Not inspected length of sewer network 0.00 ft Total abandoned inspections 0 Number of section inspection photos 0 Number of section inspection videos 1 Number of section inspection scans 0 Number of section inclination measurements 0 Pipe SegmentReference Upstream MH MH 2 City Carlsbad Downstream MH MH 1 Street One Legoland Dr Shape Circular 24inch Total Length 223.7 Material Corrugated Metal Pipe Distance PACP Code Observation 1 0.00 AMH Manhole 2 0.00 MWL Water Level, 0% of the vertical dimension 3 168.60 TFA Tap Factory Made Active at 2 o'clock, 12inch dim 4 176.20 TFA Tap Factory Made Active at 12 o'clock, 6inch dim 5 223.70 AMH Manhole Section Summary 3/28/2023ProjectX230119_1 ~ WinCan I l o Inspection report Date:Work Order:Pipe Segment Ref.:Weather:Surveyed By:Certificate Number: Year laid:Pre-cleaning:Pipe Joint Length:Direction:Total Length: Length Surveyed: X230119_1 // Page: 1 City:Carlsbad Drainage Area:Upstream MH:MH 2 Street:One Legoland Dr Media Label:Up Rim to Invert:0.0 Location Code:Flow Control:Downstream MH:MH 1 Location Details:Sheet Number:Down Rim to Invert:0.0 Pipe shape:Circular Sewer Use:Total gallons used:0.0 Pipe size:24 "Sewer Category:SEC Joints passed:0 Pipe material:Corrugated Metal Pipe Purpose:Joints failed:0 Lining Method:Owner: Additional Info: 1:1689 Distance Code Observation Counter Photo Grade 0.00 AMH Manhole / MH 1 0.00 MWL Water Level, 0% of the vertical dimension 00:00:00 168.60 TFA Tap Factory Made Active at 2 o'clock, 12inch dim 00:06:42 176.20 TFA Tap Factory Made Active at 12 o'clock, 6inch dim 00:07:16 223.70 AMH Manhole / MH 2 00:09:08 3/28/2023 Phillip Lagos No Pre-Cleaning Upstream 223.7 '223.7 ' QSR QMR SPR MPR OPR SPRI MPRI OPRI 0000 0000 0.0 0.0 0.0 0.0 0.00.0 QOR 0000 MH 1 MH 2 ~ WinCan 0 I~ c ~~ 0 I I I I l WinCan Notes: Thank you for choosing to use WinCan to carry out your drainage investigation works. The results and views carried in this report are those of the engineer(s) appointed to carry outthe investigation and are considered relevant on the day of the survey. Drain and sewerperformance is known to alter over time, so liability cannot be accepted for differences betweenthe recorded data and the actual data at a time after this report was generated. This survey has been created in accordance with the drainage standard used in the country andlanguage settings for this PC. If a DVD has been supplied with this report, please not that it can only be used in a Windowsbased PC. Please browse the DVD and navigate to the PDF folder to find project-baseddocuments such as drawings, engineer's site notes and survey specifications amongst others. CCTV subsidence investigations do not account for the water tightness of the pipes and aremerely a visual inspection of inside of the drains. CCTV drainage engineers are generally notqualified to comment on the causes of subsidence, and can only suggest required remedialactions for the pipes, and not the affected buildings. Subsidence is a building structural failure, which can occur for many reasons. Althoughdrainage failures can contribute to subsidence problems, other causes should always beinvestigated as part of a considered approach. In order to eliminate drains from suspicion,WinCan suggests that all pipes within at least 10m of the subsidence area be pressure testedover and above a CCTV inspection, and remedial suggestions considered based on thefindings. Unless otherwise specified in an associated task order (or similar), the data gathered in thisreport may not be suitable for use as a pre-lining investigation. WinCan are happy to carry outsuch surveys, but this must be agreed prior to the commencement of the works, and a theclient must specify the data they wish to capture and the acceptable tolerances. Where GPS coordinates and heights have been issued within this report, they are to 1maccuracy, and 2m accuracy for heights. Greater accuracy can be provided on request. 2 ~ WinCan Project Project 2023_03_28 3/28/2023 End Date 3/28/2023 Page C-1 ~ WinCan ~ WinCan Table of Contents Page T-1 3/28/2023Project2023_03_28 Section Profile .......................................................................................................................................................................................P-1 Section Summary .......................................................................................................................................................................................P-2 Section: 1; End of work area - MH 2 .......................................................................................................................................................................................1 WinCan .......................................................................................................................................................................................2 ~ WinCan I I Page P-1 Section Profile Total: 0 = 200.40 Total Length ( 0.00 Length Surveyed ) 3/28/2023Project2023_03_28 ~ WinCan I Page P-2 Number of sections 1 Total length of sewer network 200.40 ft Inspected length of sewer network 200.40 ft Not inspected length of sewer network 0.00 ft Total abandoned inspections 1 Number of section inspection photos 0 Number of section inspection videos 1 Number of section inspection scans 0 Number of section inclination measurements 0 Pipe SegmentReference Upstream MH End of work area City Carlsbad Downstream MH MH 2 Street One Legoland Dr Shape Circular 24inch Total Length 200.4 Material Corrugated Metal Pipe Distance PACP Code Observation 1 0.00 AMH Manhole 2 0.00 MWL Water Level, 0% of the vertical dimension 3 8.80 TFA Tap Factory Made Active at 12 o'clock, 6inch dim 4 39.00 TBA Tap Break-In Active at 10 o'clock, 12inch dim 5 39.00 TBA Tap Break-In Active at 3 o'clock, 12inch dim 6 62.00 TB Tap Break-In at 12 o'clock, 6inch dim 7 97.60 TBA Tap Break-In Active at 12 o'clock, 6inch dim 8 117.00 TBA Tap Break-In Active at 12 o'clock, 6inch dim 9 127.60 TBA Tap Break-In Active at 12 o'clock, 10inch dim 10 159.00 TBA Tap Break-In Active at 9 o'clock, 8inch dim 11 159.00 TBA Tap Break-In Active at 3 o'clock, 8inch dim 12 200.40 MSA Survey Abandoned Section Summary 3/28/2023Project2023_03_28 ~ WinCan I l o Inspection report Date:Work Order:Pipe Segment Ref.:Weather:Surveyed By:Certificate Number: Year laid:Pre-cleaning:Pipe Joint Length:Direction:Total Length: Length Surveyed: 2023_03_28 // Page: 1 City:Carlsbad Drainage Area:Upstream MH:End of work area Street:One Legoland Dr Media Label:Up Rim to Invert:0.0 Location Code:Flow Control:Downstream MH:MH 2 Location Details:Sheet Number:Down Rim to Invert:0.0 Pipe shape:Circular Sewer Use:Total gallons used:0.0 Pipe size:24 "Sewer Category:SEC Joints passed:0 Pipe material:Corrugated Metal Pipe Purpose:Joints failed:0 Lining Method:Owner: Additional Info: 1:1513 Distance Code Observation Counter Photo Grade 0.00 AMH Manhole / MH 2 0.00 MWL Water Level, 0% of the vertical dimension 00:00:00 8.80 TFA Tap Factory Made Active at 12 o'clock, 6inch dim 00:00:40 39.00 TBA Tap Break-In Active at 10 o'clock, 12inch dim 00:01:54 39.00 TBA Tap Break-In Active at 3 o'clock, 12inch dim 00:02:01 62.00 TB Tap Break-In at 12 o'clock, 6inch dim 00:03:14 97.60 TBA Tap Break-In Active at 12 o'clock, 6inch dim 00:04:54 117.00 TBA Tap Break-In Active at 12 o'clock, 6inch dim 00:06:18 127.60 TBA Tap Break-In Active at 12 o'clock, 10inch dim 00:06:49 159.00 TBA Tap Break-In Active at 9 o'clock, 8inch dim 00:08:29 159.00 TBA Tap Break-In Active at 3 o'clock, 8inch dim 00:08:37 200.40 MSA Survey Abandoned / End of work area 00:10:07 3/28/2023 Phillip Lagos No Pre-Cleaning Upstream 200.4 '200.4 ' QSR QMR SPR MPR OPR SPRI MPRI OPRI 0000 0000 0.0 0.0 0.0 0.0 0.00.0 QOR 0000 MH 2 ~ WinCan WinCan Notes: Thank you for choosing to use WinCan to carry out your drainage investigation works. The results and views carried in this report are those of the engineer(s) appointed to carry outthe investigation and are considered relevant on the day of the survey. Drain and sewerperformance is known to alter over time, so liability cannot be accepted for differences betweenthe recorded data and the actual data at a time after this report was generated. This survey has been created in accordance with the drainage standard used in the country andlanguage settings for this PC. If a DVD has been supplied with this report, please not that it can only be used in a Windowsbased PC. Please browse the DVD and navigate to the PDF folder to find project-baseddocuments such as drawings, engineer's site notes and survey specifications amongst others. CCTV subsidence investigations do not account for the water tightness of the pipes and aremerely a visual inspection of inside of the drains. CCTV drainage engineers are generally notqualified to comment on the causes of subsidence, and can only suggest required remedialactions for the pipes, and not the affected buildings. Subsidence is a building structural failure, which can occur for many reasons. Althoughdrainage failures can contribute to subsidence problems, other causes should always beinvestigated as part of a considered approach. In order to eliminate drains from suspicion,WinCan suggests that all pipes within at least 10m of the subsidence area be pressure testedover and above a CCTV inspection, and remedial suggestions considered based on thefindings. Unless otherwise specified in an associated task order (or similar), the data gathered in thisreport may not be suitable for use as a pre-lining investigation. WinCan are happy to carry outsuch surveys, but this must be agreed prior to the commencement of the works, and a theclient must specify the data they wish to capture and the acceptable tolerances. Where GPS coordinates and heights have been issued within this report, they are to 1maccuracy, and 2m accuracy for heights. Greater accuracy can be provided on request. 2 ~ WinCan Locating Area Map(s) A I R X U T I L I T Y S U R V E Y O R S , I N C . A[R}( , LOCATING AREA MAP 1: TL624-Z371356 1 Ke y M a p Key: Unknown/GPR Electric Water Gas/Petroleum Communication Storm Drain Legoland Storm Drain (CCTV) Storm Drain (165” from bottom of the pipe) MH 2MH 1 End of Work Area Storm Drain (166” from bottom of the pipe) Storm Drain (202” from bottom of the pipe)