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Home My WebLink AboutSDP 2021-0020; LEGOLAND PROJECT 2023; HYDROLOGY STUDY; 2022-03-21.. ... ... 1111111 1111111 ,.. 1111111 ... .... ... .. ,.. ... ... .... .... ... ... ... .. .. .. .. .. Ill 11111 March 21st, 2022 MAR 2 4 2022 CITY o:= CAi:~LSBAD __ j\!'hJH\JS !Jl'/!S!'Ji l HYDROLOGY STUDY FOR LEGOLAND: PROJECT 2023 1 Legoland Drive Carlsbad, CA 92008 SDP2021-0020 GR2021-0048 Prepared For: LEGOLAND 1 Legoland Drive Carlsbad, CA 92008 Contact: TBD Tel: (760) 918-4356 Prepared By: C~Commercial Development Resources Today's Ideas. Tomorrow's Reality. 695 Town Center Drive #110 Costa Mesa, CA 92626 Tel: (949) 610-8997 ~~=-,.../~1c.~=.~-1c:=:==---__:::::::, Aaron M. Albertson, P.E. R.C.E. 65513, Exp. 09/30/23 -... -... - ,.. ... -... - ,.. -... ,.. ... -... ,,. .... - ,,. ... .. .. .. .. .. .. .. .. .. .. Hydrology Study Legoland: Project 2023 SECTION TABLE OF CONTENTS I. INTRODUCTION .......................................................................................................... 1 11. DESIGN CRITERIA AND ASSUMPTIONS .................................................................. 2 111. 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 HYDROLOGY MAP & CALCULATIONS ATTACHMENT 3-PROPOSED HYDROLOGY MAP & CALCULATIONS ATTACHMENT 4-STORM DRAIN SIZING CALCULATIONS ATTACHMENT 5 -WATER QUALITY/HYDROMODIFICATION LETTER ATTACHMENT 6 -REFERENCED IMPROVEMENTS PLANS -i - ... ... ... ... ,.. 111111 .... ... .... ... ... ... .... ,.. 111111 .. 11111 ... 11111 ... ... .. 11111 ... .. .. 11111 .. 11111 .. 11111 .. 11111 .. Hydrology Study Legoland: Project 2023 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 area consists of approximately 0.59 acres and includes the proposed project footprint (0.48 acres). 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. The existing project site consists of a Legoland driving attraction and landscaped area . The proposed re-development consists of removing the northeast corner and revising the existing driving attraction, and the construction of one new building, concrete hardscape, retaining wall, and AC pavement. This will also include revised landscape areas and underground utilities. 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 SOP 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. -1 - -... ,... ... - -... ,.. ... ,.. ... ,.. ... -... ,.. ... ... ... ... ... ,.. ... ... ,... ... .. .. Ill .. .. .. .. Hydrology Study Legoland: Project 2023 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 Advanced Engineering Software (AES) . 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 (Ps): Per San Diego County Hydrology Manual (2003) Rainfall lsopluvial 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 the Advanced Engineering Software (AES) in conformance with the County and City's hydrology manuals. Printouts are included in Attachments 2 . -2 - ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... .. 1111 .. .. .. .. .. .. .. .. Hydrology Study Legoland: Project 2023 Ill. 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 studied area consists of 1 major drainage area with 23 subareas separated by ridges and localized low points. The studied area includes runoff flowing to storm drain lines west of the existing 12" PVC laterals, within the proposed limits of work for the proposed condition. This is approximately 0.593 acres. The existing condition is 47% impervious and 53% pervious surface. All stormwater runoff flows to the existing onsite storm drain system and is conveyed to Legoland's regional stormwater detention basin for hydromodification flow control and treatment BMPs south of the project site . 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 are summarized in Table 1 below . Proposed Condition The proposed condition consists of 1 major drainage area with 32 subareas separated by ridges and localized low points. The studied area includes project site areas flowing to new onsite inlets, which is approximately 0.593 acres. The proposed project alters existing drainage subareas. Proposed inlets and storm drain laterals are sized to convey flows from a 100-year storm event. The studied area is comprised of 56% impervious and 34% pervious area. All project site runoff flows to the existing onsite storm drain system and is conveyed to Legoland's regional BMP as it does in the existing condition. The proposed redevelopment will increase total impervious area for the project site. However, peak flow rates are expected to increase from existing conditions by less than 10%, which is considered insignificant. Additionally, the downstream water quality treatment system has already been sized to treat the anticipated increase in impervious area per letter from Luis Para dated 03/21/2022 (Attachment 5). 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 3. Peak flows for the proposed project site condition are summarized in Table 1 below. Table 1 -Summary of Unmitigated Peak Flowrates Drainage Area: DA-1 Area (ac) %Imp. 0100 (cfs) Existing Condition 0.593 47% 2.02 Proposed Condition 0.593 56% 2.07 [Progosed -Existing] 0% +9% +2% rExistinal -3 - ,.. ... ,.. ... .... .... ... ,.. .... ... ... ... .. .... ... .... ... ... .... ... ... ... ... .. Ill .. ... .. .. .. .. .. Hydrology Study Legoland: Project 2023 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. The proposed redevelopment will increase the overall impervious area and unmitigated flowrates. However, the proposed peak flow rates are within 10% of the existing condition and the change is considered insignificant to downstream storm drain facilities . -4- ... Ill"" ,.. Ill"" ... Ill"" ... ... ... .... ... ... ... ... ... ... ,. ... -... .. ... Ill Ill ... Ill Hydrology Study Legoland: Project 2023 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 Aaron M. Albertson R.C.E. 65513, Exp. 09/30/23 03/21/2022 Date -5 - ... ,.. ... ,.. ,,. Hydrology Study Legoland: Project 2023 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),© 1982-2016 Version 23.0, San Diego ,.. County Control District 2003 Manual Rational Hydrology Study . ... ,,. ... .... ... ... ,,. II"' ,.. .... ... .. .. .. .. ... .. .. .. .. .. -6 - 11111 .. ... ,.. ,.. ,,,,,. ..... ,.. ,.. ... ... ... ... ,.. ... ,. .. ,. ... ... .. ,. Ill .. Ill .. .. Hydrology Study Legoland: Project 2023 ATTACHMENT 1 Location Map Precipitation Maps & Soil Maps I I I I I I I I I I I I b (") ;:__ in .... ;:__ .... b 0 . ,..._ .... in '<t . <D b (") . <D .... .... in .... . <D Orange r -· ~ I I I I I 33°30' 33•30• ·' • ~ 7 County . .fli .. •: '.... .... ,/ .. ··,. .. ~ ~ ... ·. "'. : ,.- ;i •· • c: ..••• ·~a · ...... ···· .. ..: ,..,:··.·.~~· .. . . I :s .......... ·· / ,..· ~· / ~ .q;. ' .· .~· .-··· __ ..... >•·;. Riverside County ·• J .-. .• ' ·-. ···-.. ··.... ···•-.::·· .. _ .... \. ..... '\ . . . ·. -~ (_····.;s:(j ·-~ ·-. ·~ ··. . ·-.. \ ~---\ \ \r ·~-: ~ ,.·· 1·---... ····-.. ,,,._ ~ ·--............ :· /··-.......... __ .. -•-.... .. ·• ••.. · •. iii ··--.: J··. 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'c:p ..• ~ .- ·o .. •·· ··. ~ : :'. . ..... -· .----·· ... ··::. ...... \. \ :, \" { ·. 1 o-··· .... .. . . ---·· . . ' ' · r· \~ ---~:·::,: .. ,. .. ,/ ) •,, ·,, , , , :· \ \ \ -. __ ----·:::::·--?::,::::: <t i:::,:_·-... ·-._ 33'00' ~-i : : \ -., I f I I ('l •.. : .' ... • I •• ••• / 0 ('l ~ ~ ,::, . . . A • fs.q.c;C?Yr-iTY •••• : ~--··· : 33°00' : ~~·:. '\"\\ .. ' ' . .. . -.... -.... 3 ......... : \\ .. ·• ""-q.-cl ... .. · .. t:P • •• f .-• • • ~ • • • • -~-...... _._. .... -· ·· .. :.·--.. ~ \.~·.-.::~---·· ... -... . • • •• •• • •• • I A,J •• .. . ... ,,. ·--~:-.. · .. --· .. .' .. 4:v ................. ----.. ':' "O CD -, o:;· (") 0 C :::, '< ' t ..... __ , ' , ----:::::<:~--.\:::\:::\ 32°45' -----1---------~~~~~J :.: \ \ \ \. . .. ...... ;$. . . 1\ -· .. : , ·. . r .-'" , ·-_:; .. :: .. :____ ( -.. , : _____ ·-t::;: :.) , ; :i,+-·-' i •,, \ -L . . . . -~·-.. ),.-~-.• .. . ·. 32°45' 32°30' b (") ;:.... in .... . r-.. ' .. -·· .. ... · 1 '""''"'-.~-~ . I:""""' : , "',• i ..... <o,,,. ->"=--. ·[ r .,• ,' fi,-,-:. f </:)" :' / .: / •• ·• <II , , , 1 L \' , • • , , • --. ·-. ·" -' : : . : ... -: . M b 0 ;:.... in .,. lo e X i C . . -·· -· ·. ·~·· .;····· .... 0. ., ··· ... _t· b (") . <O in .... . <O .... 32°30' County of San Diego Hydrology Manual •. e, if.. -,.. ' , ' ::: ' '/ " \~-~ Rainfall Isop/uvials 100 Year Rainfall Event -24 Hours lsopluvial (inches) DPW ~GIS N ~ ..... ,i/1\.:,,,ck'°.;ll'U --... ~.v ~""'-~~.., Srui.GIS We Hav~ San D1L~t1 C:ovln.d! f E THS M>P IS PRCMOEOWrTHOUTWARR>NTY OF NN l(INO EITHER EXPRESS OR IMPLIED INCLUDING. BUT NOT UMT£0 TO THE IMlt.EO WARRANTIES OF MEROWlT ABUTV AHO FITNESS FOR A PARTICULAR PURPOSE ~Sa,GIS All RtgN•ReMN.S n. produ::11,iMyaJl'Uln l'tbmailon from !he SANOAGRegow lnbmatlan 5)9,.m whch camat RM 19Pf'Odue::ed •foul Iha ._._,,peffl'IIIUJClndSANOAG n. prodl.ct mavcx:ncan lnt0l'melionWflM:h nm bNtlrepocuced liMf1 pennaacw, g,anled by l'hl:lmfl.t SrOlhtrl .,_ s 3 0 3 Miles ~ ~ Hydrologic Soil Group-San Diego County Area, California ~ ti ii ~ (21053 -Legoland Project 2023) ~ 3 3 41006'.l 4700D 470010 411'.ml 470710 470720 47[JT'JJ 4707'1J 47075) 47076:) 47Wl0 41\'.ll!D 410700 47IJD) 33" 74(7'N 3J" 7 4(7'N I I i i I i I 19 " ----t ' ; ., . I 1 ~ , ' / -. / J '!'!,~-=" "-7 I ,; -I : -""-.. --.... "'-\ R i 1-a ~;' ... : i', , -I ', I "; ·' . ·/ ~~: . -~ --, --, .. "' , I i i -1 33" 7JrN 33" 7JrN I I I I I I I I 41006'.l 471m> 470010 4700l) 47l&X> 470l00 470710 470720 47fJT'JJ 470740 47075) 47076:) 47Wl0 47018) 47U19J 411BX) ~ ~ ti Map Scale: 1: 742 r prrta1 on A iandsGlpe ( 11" X BS') sheet ~ ~ Meters ~ ~ N 0 10 al 40 00 3 A Feet 0 35 70 140 210 Map projection: Well Men:ator C'.aner roordnab!s: WGS84 Edge tics: lJTM l.ore l lN WGS84 USDA Natural Resources Web Soil Survey 10/1/2021 --iiF Conservation Service National Cooperative Soil Survey Page 1 of 4 ~ Hydrologic Soil Group-San Diego County Area, California (21053 -Legoland Project 2023) MAP LEGEND MAP INFORMATION Area of Interest (AOI) D Area of Interest (AOI) Soils Soil Rating Polygons D A D ND D B D BID D C D CID D D D Not rated or not available Soil Rating Lines A ND -B -BID C CID D • • Not rated or not available Soil Rating Points I] A I] ND ■ B ■ BID Natural Resources Conservation Service a C a CID I] D □ Not rated or not available Water Features Streams and Canals Transportation +++ Rails -Interstate Highways US Routes Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey 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. 10/1/2021 Page 2 of 4 VICINITY MAP: 1 Legoland Drive Carlsbad, CA 92008 (NOT TO SCALE) i N ,... ... ,... .... ... .... .... .... ... .... ... ,... ... ,... .... ,.. ... ... .. .. .. Ill .. .. ... .... ... .. .. Ill .. Ill .. .. -.. Hydrologic Soil Group-San Diego County Area, California 21053 -Legoland Project 2023 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres In AOI Percent of AOI CbB MIC Carlsbad gravelly loamy B sand, 2 to 5 percent slopes Marina loamy coarse B sand, 2 to 9 percent slopes 0.1 2.4 Totals for Area of Interest 2.5 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 (AID, 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 (AID, 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. USDA Natural Resources a.a Conservation Service Web Soil Survey National Cooperative Soil Survey 4.9% 95.1% 100.0% 10/1/2021 Page 3 of 4 ... ... ,.. ... -... ,... .... ... ... .... -... ... ... .. ... ... ... ... .... -... .... ... .. .. ... .. ... .. .. .. Hydrology Study Legoland: Project 2023 ATTACHMENT 2 Existing Condition Map & Hydrology Calculations ., I .. ii I 1 .. •• " .. , .. ' . . ' ._. I I I .-. .._. ... ~ .. u .. .. ...,, .. i I _j ~ :r: I i \ I " I I I ...... ~ ~~- ~ EX LANDSCAPE AREA © © © © EX CONCRETE PAT~ © © ...... ..,.. I ...... ....._....._ (@ I "-~___,._,._,.___,.~__,.___,._,._,._.,_._,._,.__,.......,..___,. ioo~009cfs EX6", •~ © / / X8'PVC / I I............ l '-I ....._ I ...... 'I-. ' ~ DE EX 24" PVC PRIVAIE SD -----T x-____ i __ .. --- . /PRIVAIE SD .................... 1r---------\""--1w~1 t , I Exi4• Ive.,_/ /;1 t l PR A IE SD j/1 7J JJ <. ~ rn t 0 rn Cf) Cf) JJ 0 t EX PROJECT SITE TOTAL A ·0.593 ac, I0100=2.02cfs \ I \' 00 ~, I \ \ EX BUILDING 1F ~ .. --___ ,,_ .__ ~~,'~1\ ,, ... -----1~ \ ~===Jl=--'l Ul0i ~ ~ t EXISTING ATTRACTION (NAP.) \ ' \ ' \ __ ). \ \ , ..... EXISTING ATTRACTION .... ........ -...., / / t " N~DE 1.02 1 .791G 157.43 INV 0,00·,Q.56cfs @l ~t t t t l EX 12" PVC f ~ t .......... .......... PRIVAIESD-.J l t~~~~ ~~~ t W 1~:;,o:sacts t t t EX LANDSCAPE AREA LEGEND: AC PAVEMENT CONCRETE LANDSCAPE ---DRAINAGE AREA (DA) BOUNDARY DRAINAGE SUB-AREA BOUNDARY PROPERTY LINE CENTERLINE EB DAID DA SIZE (ACRES) --FLOW LINE W/ FLOW DIRECTION STORM DRAIN LINE 0 10 20 i i ' GRAPHIC SCALE SCALE: 1~=20' PREPARED FOR: LEGOLAND 1 LEGOLAND DRIVE CARLSBAD. CA 92008 CONTACT TBD TEL (760) 918-4356 PREPARED BY: 40 ! COMMERCIAL DEVELOPMENT RESOURCES 695 TOWN CENTER DRIVE #110 COST A MESA CA 92626 CONTACT AARON ALBERTSON. PE TEL. (949) 610-8997 c,, ~ "O Q_ 0 ::!!' <I) c,, 0 C ·5 '-0 c,, s +-' (/) ·x w I +-' :9 .c: X w I ~ II I"') U') 0 N / >, c,, 0 0 '-~ :r: / <( () "O 0 _Q (/) 15 () I () _J _J I"') N 0 N I 0 z <( _J 0 0 w _J I [/) +-' u ~ .c: u ~ +-' .c: u Q) Q_ (/) I I"') -------------------U') HYDROLOGY EXHIBIT: EXISTING DRAINAGE MAP 0 N / N 0 -------------t;::!, LEGOLAND: PROJECT 2023 -f; Q) 1 LEGOLAND DRIVE l CARLSBAD, CA 92008 ~ L------~ ....... ----~~--....... ---1....1..1.-----------------------------------------------------------tii HYDROLOGY CALCULATION SUMMARY (Using San Diego County Hydrology Manual and AES) Constant Data· Storm Event (yr) 100 6-hr Precipitation (In) 2.60 24-hr Precipitation (In) 4.50 CHECK: P ,/P,. = {46"·65"] 58% Hydrologic Soll Group B EXISTING CONDITION: AES Data Input· Drainage Area Elevation AES Nodes Action ID (sf) (ac) Up Down lA 10,455 0.240 1.01 ➔ 1.02 initial subarea 162.20 158.79 ·-... .•. 1.02 ➔ 1.03 pipe flow (6" PVC) 157.43 157.35 18 803 0,018 1.03 ➔ 1.03 add subarea ... --· ·-... --1.03 ➔ 1.04 pipe flow (6" PVC) 157.35 156.86 1( 417 0.010 1.05 ➔ 1.06 initial subarea 161.82 161.45 ·----·--1.06 ➔ 1.07 pipe flow (8" PVC) 159.45 158.87 10 747 0,017 1.07 ➔ 1.07 add subarea ·-· --- -· ----· 1.07 ➔ 1.08 pipe flow (8" PVC) 158.87 157.32 1E 945 0.022 1.08 ➔ 1.08 add subarea ... ··- -· -... 1.08 ➔ 1.09 pipe flow (8" PVC) 157.32 151.78 lf 1,132 0.026 1.10 ➔ 1.11 initial subarea 166.67 161.00 ·-·-·-1.11 ➔ 1.12 pipe flow (6" PVC) 159.00 156.86 1G 512 0.012 1.12 ➔ 1.12 add subarea ... -·· --· ·-... 1.12 ➔ 1.13 pipe flow (6" PVC) 156.86 155.78 1H 3,188 0.073 1.13 ➔ 1.13 add subarea ·-· ... ·-· ·-··-1.13 ➔ 1.14 pipe flow (6" PVC) 155.78 153.91 11 860 0.020 1.14 ➔ 1.14 add subarea ... ... u 715 0.016 1.16 ➔ 1.17 initial subarea 163.12 161.80 ... ... ··-1.17 ➔ 1.18 pipe flow (6" PVC) 154.80 151.46 lK 1,258 0.029 1.18 ➔ 1.18 add subarea ... ... ... ... ... 1.18 ➔ 1.19 pipe flow (6" PVC) 151.46 149.25 1l 1,075 0.025 1.19 ➔ 1.19 add subarea ... ... 1M 3,743 0.086 1.21 ➔ 1.22 initial subarea 161.00 158.70 TOTAL 25,850 0.593 Fl Slope Ap[RV A, .. , (ft) (ft/ft) (sf) (%) 104 0.033 6,955 33% 8 0.010 . .. ... -·-·--768 4% 47 0.010 --·-- 36 0.010 0 100% 12 0.050 --· --· -·--·· 197 74% 31 0.050 ---- ... . .. 152 84% 17 0.328 . .. -·- 56 0.102 611 46% 43 0.050 ~·•~ ... ... . .. 204 60% 22 0.050 ... ··- -·-... 1,498 53% 38 0.050 -·· ·-· ·-· . .. 93 89% 38 0.035 68 90% 33 0.100 -· ... . .. . .. 136 89% 22 0.100 --· ·-··-106 90% 49 0.047 2,908 22% 13,696 47% PROJECT: Legoland Project 2023 LOCATION: Carlsbad, CA DATE: 03/15/2022 AES Output/Results· AES Land Use 100-year storm Designation• t(mln) Q. •• (ds) Q...•k (cfs) 30% Impervious 7.71 0.56 (0.56) -· 7.74 ... (0.56) 0% Impervious 7.74 0.02 (0.58) -7.95 ·--0.58 100% Impervious 2.46 0.06 (0.06) -· 2.46 ---(0.06) 80% Impervious 2.46 0.09 (0.15) ... 2.58 -·-(0.15) 85% Impervious 2.58 0.12 (0.27) . .. 2.60 . .. 0.27 45% Impervious 3.50 0.10 (0.10) ... 3.50 ··-(0.10) 65% Impervious 3.50 0.06 (0.15) ·--3.58 ··-(0.15) 50% Impervious 3.58 0.29 (0.44) ... 3.68 . .. (0.44) 90% Impervious 3.68 0.12 0.56 90% Impervious 1.91 0.09 (0.09) -·-1.91 ··-(0.09) 90% Impervious 1.91 0.17 (0.26) ... 1.96 . .. (0.26) 90% Impervious 1.96 0.14 0.40 20% lmnervious 5.42 0.21 0.21 2.02 • The runoff coefficient (C-value) for each subarea is determined in AES 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 by AES are per Table 3.1 of SDCHM, which is included on the next page. Table 3-1 rw~o~F OU'FICIE 'T FOR RB,\:\ ARE s LanJ l'..: Ru0<;ff ('.,-,Oic1<nl "{- So1l ho., ',R(S l.lo:mcnl< Counr,, l-lcmcni, •• l\lr l R. " n ( I) L nJ,ml/tlcd l\a111rnl 1 <rrnn t '•"""'' Permanent ( 5J)J<C 11• 11211 0 2, U ltl 0 15 I ,,... 1>.,h1ly R.-, .. 1ni11al ( I DR I 1lt,tdcll11.:tl, 11 nu", .. 1.-, IO 0 17 012 0 ,,. 041 I""' f)..m11y R,-s1dc:n11al (I OR> R,-,d,"flh,1 I. 211UV A<o<lc;, 21) II 1-1 0 JS 042 (J 46 I cr,. lkll\llY K"'1<1n111al ( I Ill() l\t'1dWl1,ll 1 'I ll\J ,\ a,'"' 1, (J ,~ 041 0 4, 0-l'l \.1l-,h11m ll<."fl<it) Rt,i<k-n11.1I (\lllKl l<t'1dtnl!Ji 4 l DU A a, It" JO 041 04< U4X 0 '1 \tedium l>.'rl•II) Kc,,idt-nllal (MllRI Kc,1Jcn11al 1.3 IJU A a, le,, 40 U4X 0 ~I o.~ u 57 \1cdoum l>en,11> 1<.-.,dcn11al (\11)1() Rt,,drohJI II y Ill \ ur IC!tt. 4< 0 52 054 o q 0 fl) \kdoum llen>1I) l(,,.,1Jcn1ral (\ll)KI Rt>1dn11o•I 4 , Ill •\ or Ii.'"') '" O 55 0 5X ow (11,J I hid• 1.l<n'II) Rc-1Jtnhal (llllR ltA:,od,,ill•I 24 O Ill i\ or 1c~~ ~, OM 0 h7 (I (,'I 0 ,I 11,!(h Dtn"t) Rc-odtnh•I (IIIJR Rt,l(kn11al ~ l O Ill •\ '" ''"'' ~I) II 71, 0 "7 0 7X OJ'II lo1111n1..-~1.t1 lndu'iitr .ll(N loot r-..a),?;hhorhouJ C. t1-r11n~r~1J.I ~u O 76 0 77 0 7X 0 ;9 ( 11111=1~1 lnJu,tr ,11 ((, ('11111 C,cnttal ( 1)11 mcr<1JI •S o.~u O.Ml 0.XI 0 '2 ( 011in-."f\'tJ1 lndw.tr .11 (0 P (.'um) Otlkc Pruk,\1u,ul.tl onu11er,1.:al ,~, (Jl>.l 0~4 OX·l 0"5 ( 011111 .. ~<1,l Ind"" JI 11 m111cJ I J I 1111,tl·J l11dlt-U1a. <l<l (J ~ 1 0. J o.~.i 0 ' t onunc""i..1Jl lnJustr .:ii ((,i;ucr.11 l. I Ga101JI lndu-110,I 9, (I ~7 0.~7 0 X7 Ol<7 • n,c '·'"'" .. ,oct:lkd "11h O', ,mpen "'"' mJ) I'<' lb«l lor di~• calcJlauc>n of tile runc>tT c,>cfll,1cnI n, ,,~T1t,cd on S..'<'1 on l 1 2 (rq,n:,cn1ma the J)<r\lOU< Nl1Cll1 (odl'k1tnt ( r. fm lhc ,01I l)"J'X'l, or for 11~c 1h.11 ",II r~•na1n und,,1urhcd in r-:rp.1011') Ju...,.1fic:won mutt t,.., g1,ffl 1h.11 ttc W't• \\1II r('m:un na1urnl tflr..:u...'f (e g th.~ area ,, le><a<l'd ,n t'k'<lo1>d 1'~11.,n:,J I nn,,1) l)L'A d1<cll1111 u1,11> JlCT J<I< 'I.JRC ,uuun.il RQ4Wt~-.. .. ~ Con'4,:r\ .at1r1n S ... "f"\ 1ci: ... .. ... ... ... .. .. .. .. ... ,.. ,,. ... ... .. ~ .. ... .. ... .. ... ... ... ... .. 1111 .. .. .. 1111 .. 1111 .. .. **************************************************************************** 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 ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for LEGOLAND PROJECT 2023 * In the City of Carlsbad, CA * Existing Condition: 100-year Storm ************************************************************************** FILE NAME: 21053EX.DAT TIME/DATE OF STUDY: 15:00 03/15/2022 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<<<<< ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT= .4500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 72 INITIAL SUBAREA FLOW-LENGTH(FEET) = 104.00 UPSTREAM ELEVATION(FEET) = 162.20 DOWNSTREAM ELEVATION(FEET) = 158.79 ELEVATION DIFFERENCE(FEET) = 3.41 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.705 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 95.70 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.183 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.56 **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 157.43 DOWNSTREAM(FEET) = 157.35 FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.72 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 0.56 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.74 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.03 = 112.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.03 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ==================================================================-------=== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.168 LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT= .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 61 AREA-AVERAGE RUNOFF COEFFICIENT= 0.4360 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 0.58 TC(MIN.) = 7.74 -.. .. ... ... ... .. ... ... ,,.. ... - **************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.04 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 157.35 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.78 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= PIPE-FLOW(CFS) = 0.58 PIPE TRAVEL TIME(MIN.) = 0.21 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 1.01 TO NODE 7.95 1.04 = 1 156.86 159.00 FEET. ... **************************************************************************** ... .. -.. .. ... .... ... .... ,,. ... ,,. .. .. .. ... - FLOW PROCESS FROM NOOE 1.05 TO NODE 1.06 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ========================================================================-=== STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT= .8700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 36.00 UPSTREAM ELEVATION(FEET) = 161.82 DOWNSTREAM ELEVATION(FEET) = 161.45 ELEVATION DIFFERENCE(FEET) = 0.37 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.461 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.06 **************************************************************************** FLOW PROCESS FROM NODE 1.06 TO NODE 1.07 IS CODE= 41 ** WARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE. **************************************************************************** FLOW PROCESS FROM NODE 1.07 TO NODE 1.07 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. NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT= .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 91 .... ,.. ,.. AREA-AVERAGE RUNOFF COEFFICIENT= 0.8070 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.0 TOTAL RUNOFF(CFS) = TC(MIN.) = 2.46 0.09 0.15 ,... **************************************************************************** ... ... ... ,,.. .... ... .... ... ,.. ... ... ... ... ,.. ,.. ... ,.. -.. - FLOW PROCESS FROM NODE 1.07 TO NODE 1.08 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.87 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 31.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 8.0 INCH PIPE IS 1.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.54 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 0.15 157.32 PIPE TRAVEL TIME(MIN.) = 0.11 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 1.05 TO NODE 2.58 1.08 = 67.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.08 TO NODE 1.08 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. GENERAL COMMERCIAL RUNOFF COEFFICIENT= .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 92 AREA-AVERAGE RUNOFF COEFFICIENT= 0.8039 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.0 TOTAL RUNOFF(CFS) = TC(MIN.) = 2.58 0.12 0.27 **************************************************************************** FLOW PROCESS FROM NODE 1.08 TO NODE 1.09 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ================================================================---------=== ELEVATION DATA: UPSTREAM(FEET) = 157.32 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 8.0 INCH PIPE IS 1.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.61 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 0.27 PIPE TRAVEL TIME(MIN.) = 0.03 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 1.05 TO NODE 2.60 1.09 = 151.78 84.00 FEET. .... ,,,. ,.. ,.. ,,,. ,.. .... **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.11 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT= .5400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 78 INITIAL SUBAREA FLOW-LENGTH(FEET) = 56.00 UPSTREAM ELEVATION(FEET) = 166.67 DOWNSTREAM ELEVATION(FEET) = 161.00 ELEVATION DIFFERENCE(FEET) = 5.67 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.502 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, 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) = 0.10 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 1.11 TO NODE 1.12 IS CODE= 41 ** WARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE. **************************************************************************** FLOW PROCESS FROM NODE 1.12 TO NODE 1.12 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. RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 85 AREA-AVERAGE RUNOFF COEFFICIENT= 0.5811 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.0 TOTAL RUNOFF(CFS) = TC(MIN.) = 3.50 .6700 0.06 0.15 **************************************************************************** FLOW PROCESS FROM NODE 1.12 TO NODE 1.13 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM{FEET) = 156.86 DOWNSTREAM(FEET) = FLOW LENGTH{FEET) = 22.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.3 INCHES PIPE-FLOW VELOCITY{FEET/SEC.) = 4.77 155.78 -- ---- -... -.. ,... ... - ----... -- ,,... -... - -.... .. -.. - GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 0.15 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 3.58 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.13 = 78.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.13 TO NODE 1.13 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. RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT= .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 80 AREA-AVERAGE RUNOFF COEFFICIENT= 0.5804 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.44 TC(MIN.) = 3.58 **************************************************************************** FLOW PROCESS FROM NODE 1.13 TO NODE 1.14 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 155.78 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 38.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.46 GIVEN PIPE DIAMETER(INCH) = 6.00 PIPE-FLOW(CFS) = 0.44 NUMBER OF PIPES= 3.68 1 153.91 PIPE TRAVEL TIME(MIN.) = 0.10 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 1.10 TO NODE 1.14 = 116.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.14 TO NODE 1.14 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. LIMITED INDUSTRIAL RUNOFF COEFFICIENT= .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 94 AREA-AVERAGE RUNOFF COEFFICIENT= 0.6200 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = TC(MIN.) = 3.68 0.12 0.56 ... ,,,.. ... ... ... ... ... ,.. ... ... ... ... ... ... ... ... ... Ill -.. -.. .. .. **************************************************************************** FLOW PROCESS FROM NODE 1.14 TO NODE 1.15 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 153.91 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.57 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 0.56 3.70 150.53 PIPE TRAVEL TIME(MIN.) = 0.02 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 1.10 TO NODE 1.15 = 132.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.16 TO NODE 1.17 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LIMITED INDUSTRIAL RUNOFF COEFFICIENT= .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 94 INITIAL SUBAREA FLOW-LENGTH(FEET) = 38.00 UPSTREAM ELEVATION(FEET) = 163.12 DOWNSTREAM ELEVATION(FEET) = 161.80 ELEVATION DIFFERENCE(FEET) = 1.32 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.905 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE . SUBAREA RUNOFF{CFS) = 0.09 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.09 **************************************************************************** FLOW PROCESS FROM NODE 1.17 TO NODE 1.18 IS CODE= 41 ** WARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE . **************************************************************************** FLOW PROCESS FROM NODE 1.18 TO NODE 1.18 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 . LIMITED INDUSTRIAL RUNOFF COEFFICIENT= .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 94 AREA-AVERAGE RUNOFF COEFFICIENT= 0.8400 -... ... ... .... .. ... -... ... ... ,.. ... ... -... ... - ... -.... --.. --.. ... ---- SUBAREA AREA(ACRES) = TOTAL AREA(ACRES) = TC(MIN.) = 1.90 0.03 SUBAREA RUNOFF(CFS) = 0.0 TOTAL RUNOFF(CFS) = 0.17 0.26 **************************************************************************** FLOW PROCESS FROM NODE 1.18 TO NODE 1.19 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 151.46 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 22.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.11 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= PIPE-FLOW(CFS) = 0.26 PIPE TRAVEL TIME(MIN.) = 0.05 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 1.16 TO NODE 1.96 1.19 = 1 149.25 60.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.19 TO NODE 1.19 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 . LIMITED INDUSTRIAL RUNOFF COEFFICIENT= .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 94 AREA-AVERAGE RUNOFF COEFFICIENT= 0.8400 SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = TC(MIN.) = 1.96 0.14 0.40 **************************************************************************** FLOW PROCESS FROM NODE 1.21 TO NODE 1.22 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT= .3800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 68 INITIAL SUBAREA FLOW-LENGTH(FEET) = 49.00 UPSTREAM ELEVATION(FEET) = 161.00 DOWNSTREAM ELEVATION(FEET) = 158.70 ELEVATION DIFFERENCE(FEET) = 2.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.419 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.504 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.21 -.. ... ... -.. ... -... .. ,.. ... ... -... - ... ... .. ... - ... -.. ,.. .. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.1 0.21 TC(MIN.) = 5.42 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ... ... .... .... ,.,. ... ,.. ... ... ... ... ... ... ,.,. ... .. ... ... ... ... -.. -1111 --1111 -1111 -.. Hydrology Study Legoland: Project 2023 ATTACHMENT 3 Proposed Condition Map & Hydrology Calculations ' EX 24.PVC PRIVAI E SD \ V 7J l: :D < ~ rn A 0 rn (fl (fl :D 0 ES \ PROP. PROJECT SITE TOT AL: LU\ 00 \ ~) I ~DE1;-T I .62INV l: ·- ~ \ ~~ ~ -~ l\]~~1l,14a ~ ~ . ------00 ~ PROPOSED I --BUILDING - ROOF EX CONCRETE PATIO (NAP.) -------'""ffiuc: , ~ ,si110Ec -a:::;: ,oo= \...---' /' / a_ ,; w ....w.· ~ /t-'HIV ' EX~'PVC /PR0:I1?$D II ' ~ ' -......__ EX J~NCTION SIR CIDRE EX ATTRACTION TO REMAIN ,,. EX6' PVC / PRIVAIE $0 ... ---ro,'00~0.22cfs ---/ ~--- ~~ r \ EX BUILDING (NA.P l ---... .. '/ /,/" ..----..----..----..----..---- ~ v-- EX6• PVC / PRIVAIE So ' 00 ~ ,,. EXe•PVC /PR0:I1?$0 .........__ EX~NRTION SIC 0RE ~ I EX LANDSCAPE AREA (NAP.) I I LEGEND : I I AC PAVEMENT I I CONCRETE I I LANDSCAPE DRAINAGE AREA (DA) BOUNDARY ---DRAINAGE SUB-AREA BOUNDARY ----PROPERTY LINE ---CENTERLINE EB DAID DA SIZE (ACRES) t--t--FLOW LINE W/ FLOW DIRECTION ----STORM DRAIN LINE 0 10 20 I GRAPHIC SCALE SCALE: 1 "=20' PREPARED FOR : LEGOLAND 1 LEGOLAND DRIVE CARLSBAD. CA 92008 CONTACT TBD TEL: (760) 918-4356 PREPARED BY: 40 COMMERCIAL DEVELOPMENT RESOURCES 695 TOWN CENTER DRIVE #110 COSTA MESA, CA 92626 CONTACT AARON ALBERTSON. PE TEL (949) 610-8997 C)'1 3: "O 0.. 0 :::e Q) C)'1 0 .S 0 0 "O Q) "' 0 0.. 2 Q_ I ..., :9 .s:: X w I o'i:l II I') If) 0 N / >.. C)'1 0 0 I... "R 3-<( 0 "O 0 .n "' 15 0 I 0 ....J ....J I') N 0 N I 0 z <( ....J 0 ('.) w ....J I "' ..., u Q) ..., .s:: u I... <( .,_, .s:: u Q) 0.. (/) I I') ---------------1{) HYDROLOGY EXHIBIT: PROPOSED DRAINAGE MAP 0 N / N 0 1----------------N / LEGOLAND: PROJECT 2023 ,E Q) A=0.593ac. l:0,00=2.07cfs . ~-----~ 1 LEGOLAND DRIVE °e ~ CARLSBAD, CA 92008 '?, I ._ _________________________________________________________________________ _,_ _____________ __.~ HYDROLOGY CALCULATION SUMMARY /Using San Diego County Hydrology Manual and AES/ Constant Data· Storm Event (yr) 100 6-hr Precipitation (In) 2.60 24-hr Precipitation (In) 4.50 CHECK: P ,/P,. % {46"-65"] 58% Hydrologic Soll Group B PROPOSED CONDITION: AES Data Input: Drainage Area ID lA ... 18 ... lC ... 1D ... 1E lf lG lH -- 11 -- 1J -- lK ... 1l -- lM ... lN -- 10 ... lP lQ lR ··- 1S TOTAL fsfl 9,714 -- 682 ... 674 ... 2,435 -- 140 78 92 1,125 -- 830 -- 1,369 -- 379 ... 293 -- 461 ... 563 ... 855 ... 1,393 514 718 ·- 3,535 25,851 0 0% (ac) 0.223 ... 0.016 -- 0.015 -- 0.056 ... 0.003 0.002 0.002 0.026 -- 0.019 -- 0.031 ... 0.009 - 0.007 ... 0.011 ... 0.013 ... 0.020 -- 0.032 0.012 0.016 ... 0.081 0.593 AES Nodes Action 1.01 ➔ 1.02 initial subarea 1.02 ➔ 1.03 pipe flow (ex 6"PVC) 1.03 ➔ 1.03 add subarea 1.03 ➔ 1.04 pipe flow (ex 6"PVC) 1.05 ➔ 1.06 initial subarea 1.06 ➔ 1.07 pipe flow 1.07 ➔ 1.07 add subarea 1.07 ➔ 1.08 pipe flow 1.08 ➔ 1.08 add subarea 1.08 ➔ 1.08 add subarea 1.08 ➔ 1.08 add subarea 1.08 ➔ 1.08 add subarea 1.08 ➔ 1.09 pipe flow 1.10 ➔ 1.11 initial subarea 1.11 ➔ 1.12 pipe flow 1.13 ➔ 1.14 initial subarea 1.14 ➔ 1.15 pipe flow 1.15 ➔ 1.15 add subarea 1.15 ➔ 1.16 pipe flow 1.16 ➔ 1.16 add subarea 1.16 ➔ 1.17 pipe flow 1.17 ➔ 1.17 add subarea 1.17 ➔ 1.18 pipe flow 1.18 ➔ 1.18 add subarea 1.18 ➔ 1.19 pipe flow 1.19 ➔ 1.19 add subarea 1.19 ➔ 1.20 pipe flow 1.20 ➔ 1.20 add subarea 1.20 ➔ 1.20 add subarea 1.20 ➔ 1.20 add subarea 1.20 ➔ 1.21 pipe flow 1.22 ➔ 1.23 initial subarea Elevation Up Down 162.20 158.79 157.43 157.35 ... ... 157.35 156.86 161.95 161.10 157.73 157.61 -... 157.61 156.76 ... ... --... ---... ... -- 152.15 151.98 162.83 162.20 150.93 148.75 200.24 200.00 159.00 158.67 ... ... 158.67 158.64 ... ... 158.64 157.89 ... ... 157.89 157.80 ... ... 157.80 157.35 ... -- 157.35 156.69 ... ... ... ... ... ... 156.69 146.62 161.96 158.37 Fl Slope A,1ov A1MP (ft) (ft/ft) (sf) (%) 104 0.033 6,728 31% 8 0.010 ... -----658 4% 47 0.010 --... 89 0.010 644 5% 6 0.021 -· -- ... ... 0 100% 43 0.020 ... --... ... 138 2% ... ·-74 5% ... ... 90 2% ... ... 0 100% 6 0.030 ---- 44 0.014 0 100% 8 0.257 --... 48 0.005 0 100% 17 0.020 --... ... ... 120 68% 2 0.020 ----... --0 100% 36 0.021 ... ... ... --0 100% 4 0.023 ... . .. ... ... 121 79% 22 0.020 --·- --... 54 94% 32 0.021 --. .. ... --435 69% ... --0 100% ... . .. 113 84% 29 0.347 ... ... 53 0.067 2,075 41% 11,249 56% -2,447 -18% PROJECT: Legoland Project 2023 LOCATION: Carlsbad, CA DATE: 03/21/2022 AES land Use Designation• 30% Impervious . .. 0% Impervious -- 10% Impervious -· 100% Impervious . .. 0% Impervious 10% Impervious 0% Impervious 100% Impervious ... 100% Impervious . .. 100% Impervious ... 65% Impervious -· 100% Impervious . .. 100% Impervious ... 80% Impervious ... 95% Impervious . .. 65% Impervious 100% Impervious 85% Impervious . .. 40% Impervious AES Output/Results: 100-rtar i torm t (min) 0.... (cfs) O..M (cfs) 7.71 0.52 7,74 ... 7.74 0.02 7.95 -- 11.77 0.03 11.77 . .. 11.77 0.19 11.97 ··- 11.97 0.004 11.97 0.004 11.97 0.004 11.97 0.09 11.99 -- 2.44 0.11 2.45 -- 2.84 0.18 2.92 ... 2.92 0.04 2.93 -- 2.93 0.04 3.07 ... 3.07 0.07 3.09 ... 3.09 0.07 3.17 ·- 3.17 0.12 3.28 ... 3.28 0.15 3.28 0.07 3.28 0.09 3.31 ··- 4.09 0.28 (0.52) (0.52) (0.54) 0.54 (0.03) (0.03) (0.22) (0.22) ... ... -- (0.31) 0.31 (0.11) 0.11 (0.18) (0.18) (0.23) (0.23) (0.27) (0.27) (0.33) (0.33) (0.40) (0.40) (0.52) (0.52) ... . .. (0.83) 0.83 0.28 2.07 0.05 2% • The runoff coefficient (C-value) for each subarea is determined in AES 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 by AES are per Table 3.1 of SDCHM, which is included on the next page. Table J-1 R NOffCOt:~FICI ENl S FOR URBAN AREAS I JnJ l><· RundT('...:lli.l<'nl -c.- SoilT·~- , RC'> I lcmcn1< ( ,,unn. I k>t~n\\ ~. I\H'I R A n ( 0 Undl\tUmed "•lurJI f <rr.11n , ,,tnl'ill) l'<rmatll"1ll ( lp<,, poc< 11• 0 211 0 2, II lO 0 IS lo-. I ><n,uy ltc:\ldm11alll lllt l ltc,1(k."1l1lJI. OIJU Aor lc-<, Ill on 012 0 lo 1141 Lo" Ocn,11) Rc,100111al(LOR) ltc,u:kn11;1I, ~.O UU Ao< 1,-<, 10 0 ).J 0.)8 041 0 46 I o" lk:n"I) R"'klmllal ( I l>R/ Rc,1den11al. ! 'I Oll A or k,< 2'.' 0 1~ OJI 045 04'1 \tcdrnm lk'n<il) Rrndcn101I (\lllRl Rc"dcnti;il 4 l llll \ or le-<, Ill 041 OJ~ 0-lll ll '\! \tcdm,~ lkn<tt) Rc,tcknual 1\I01t1 Rr>ld<'Tlt13L ' 3 l)U A or le., 41) OJ~ o SI 0~ (I ~7 \,tcd,um lkt1'11) RNdcntwl (~tl>K I Rc,,dcn11al. O.'/ IJL A ur k» 45 0 ~2 0.~4 0 57 0 (-0 \kd1ui, lkn,11) Kc:-,d<'fltml (.\tDR I Nc .. 1d4:mu,I. J 5 Ill A or Im ~(I o~s o s~ 1160 11 t\.l I h11h IJm,11) Rcsid<nual I lll>lt lt<,11kn11al. 24 0 l>l A or k\S <-S 0(,1, 067 0 (,'I 071 I h).'11 lk11,11i R.,..,d,n11al I II l>R R<>1<len11.1I. "·U l)l <\ ode"' ,o 0 7b o.n 0 7k Oi'l ( 0111m<mal lndllllr JI(',/ tom' ~ni;hbo<houJ ( 1>1m1,,rc1JI Ml 0 7C, 0.77 0 7~ O'l'I ( 0111n1er,;1al l11du,1nl ((,. \'om (,cncrJI l'on m,l\1JI ,5 o.~o 0. I) O.~I u ~2 ( onlflM.'"'\:laJ 'lniJu~tr JI (0 P l um) Otli1.:t:" PrutC"'ik'lul--C. 01m11e1t1JI ~n 0 ,.l o.~J o.,4 0"5 ('u11111k'f\t•I lndu,tr al (I tn1tteJ I) l.1m1tc-J lnd1t-1J 1.1 'kl 0 ~' 01<,l 0.-W 0 ,s ( Vlltm<'.iJI lnJ11>tr JI (ue,.,rJl 1.1 GC'll<1,tl lnd ... u,.1 ~s 0!17 o.~1 o.~; 01(! 'lltc ,nlu,,s 01.<0<:1.ilcd "llh n•, •ml""''""" ma) t>t, tt-c:d (.,. d11\'CI calcJlauon of t~c ni11n1l ro<:llic1cn1 a, ccsmhl'd ,n s«1 on 1 1 2 tr,~•m~ Ille l'Cf'1<>u, ninon \.ortlic1tn1. C-p. for 11\c \f\d l)J)I,•}. or for are,i 1hJ1 \\ Ill f\"'™'" und,,turtx'l.1 in f"..~·1t111) Ju,.utic1uion mu,1 ~ ~I\C'ft th3t 1h: .11\a \\1II rcnuin namrnl forf'\cr (c g th.~ arn:.a "local<\t ,n ( 1,-rl:rid 11.aMnal I or,.,I) ()L 1A d...,cllmp: u1.tt~ per ou.:u.· \JRCS ,,nwoal R~,uJCC') (."t,mr\'l\.llWII S.•f\u.:,.: --------------------.. ... -.. .. .. ... Ill -Ill .. Ill ... Ill ... Ill **************************************************************************** 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 ************************** DESCRIPTION OF STUDY************************** * Hydrology Study for LEGOLAND PROJECT 2023 * In the City of Carlsbad, CA * Proposed Condition: 100-year Storm ************************************************************************** FILE NAME: 21053PR.DAT TIME/DATE OF STUDY: 15:48 03/21/2022 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 "("-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<<<<< ============================================================================ RESIDENTIAL {4.3 DU/AC OR LESS) RUNOFF COEFFICIENT= .4500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER {AMC II)= 72 INITIAL SUBAREA FLOW-LENGTH{FEET) = 104.00 UPSTREAM ELEVATION{FEET) = 162.20 DOWNSTREAM ELEVATION{FEET) = 158.79 ELEVATION DIFFERENCE{FEET) = 3.41 SUBAREA OVERLAND TIME OF FLOW{MIN.) = 7.705 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 95.70 (Reference: Table 3-18 of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.183 SUBAREA RUNOFF{CFS) = 0.52 TOTAL AREA{ACRES) = 0.22 TOTAL RUNOFF{CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE {EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM{FEET) = 157.43 DOWNSTREAM{FEET) = 157.35 FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.1 INCHES PIPE-FLOW VELOCITV(FEET/SEC.) = 3.64 GIVEN PIPE DIAMETER{INCH) = 6.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 0.52 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.74 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.03 = 112.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.03 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 5.167 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT= .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 77 AREA-AVERAGE RUNOFF COEFFICIENT= 0.4366 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = TOTAL AREA{ACRES) = 0.2 TOTAL RUNOFF{CFS) = TC{MIN.) = 7.74 0.02 0.54 ,,,. ,,,,. ,,,. ... ... ... **************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.04 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 157.35 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.77 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= PIPE-FLOW(CFS) = 0.54 PIPE TRAVEL TIME(MIN.) = 0.21 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 1.01 TO NODE 7.95 1.04 = 1 156.86 159.00 FEET. ii.. **************************************************************************** ,,,. ... ,.. ,.. .. ,,,. ,,,. ... ... .. .. .. .. ... FLOW PROCESS FROM NODE 1.05 TO NODE 1.06 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT= .3200 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 65 INITIAL SUBAREA FLOW-LENGTH(FEET) = 89.00 UPSTREAM ELEVATION(FEET) = 161.95 DOWNSTREAM ELEVATION(FEET) = 161.10 ELEVATION DIFFERENCE(FEET) = 0.85 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 11.774 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 68.20 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.943 SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.03 **************************************************************************** FLOW PROCESS FROM NODE 1.06 TO NODE 1.07 IS CODE= 31 ** WARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE . **************************************************************************** FLOW PROCESS FROM NODE 1.06 TO NODE 1.06 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =========================================================-======-==-==--==-- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.943 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT= .8700 II""' ... ,.,. ""' ... ... ... .... ,,.. .... ,,. ... .... ... .,... ... ... ... SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 98 AREA-AVERAGE RUNOFF COEFFICIENT= 0.7253 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = TC(MIN.) = 11.77 0.19 0.22 **************************************************************************** FLOW PROCESS FROM NODE 1.07 TO NODE 1.08 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 157.61 DOWNSTREAM(FEET) = 156.76 FLOW LENGTH(FEET) = 43.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.74 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 0.22 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 11.97 LONGEST FLOWPATH FROM NODE 1.05 TO NODE 1.08 = 132.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.08 TO NODE 1.08 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.902 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT= .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 77 AREA-AVERAGE RUNOFF COEFFICIENT= 0.7072 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = TC(MIN.) = 11.97 0.00 0.22 ... **************************************************************************** ... ... ... .. ... .. ... .. FLOW PROCESS FROM NODE 1.08 TO NODE 1.08 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.902 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT= .3200 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA AREA(ACRES) = 0.00 TOTAL AREA(ACRES) = 0.1 TC(MIN.) = 11.97 65 = 0.6977 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 0.00 0.22 **************************************************************************** FLOW PROCESS FROM NODE 1.08 TO NODE 1.08 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.902 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT= .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 77 AREA-AVERAGE RUNOFF COEFFICIENT= 0.6869 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS} = TC(MIN.) = 11.97 0.00 0.22 **************************************************************************** FLOW PROCESS FROM NODE 1.08 TO NODE 1.08 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR} = 3.902 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT= .8700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II}= 98 AREA-AVERAGE RUNOFF COEFFICIENT= 0.7306 SUBAREA AREA(ACRES} = 0.03 SUBAREA RUNOFF(CFS} = TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = TC(MIN.) = 11.97 0.09 0.31 **************************************************************************** FLOW PROCESS FROM NODE 1.08 TO NODE 1.09 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW}<<<<< =========================================================-======-======-===- ELEVATION DATA: UPSTREAM(FEET) = 152.15 DOWNSTREAM(FEET} = FLOW LENGTH(FEET) = 6.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.77 ESTIMATED PIPE DIAMETER(INCH) = 6.00 PIPE-FLOW(CFS) = 0.31 NUMBER OF PIPES= 151.98 1 PIPE TRAVEL TIME(MIN.) = 0.02 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 1.05 TO NODE 11.99 1.09 = 138.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.11 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================-==-=------=------- STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT= .8700 SOIL CLASSIFICATION IS "B" -----.... -- --.... -.... - .... -... -... ,.. .... ,... ,... ... ,,. ... .. ,. .. .. S.C.S. CURVE NUMBER (AMC II)= 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 162.83 DOWNSTREAM ELEVATION(FEET) = 162.20 ELEVATION DIFFERENCE(FEET) = 0.63 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc SUBAREA RUNOFF(CFS) = 0.11 44.00 2.437 = 6.850 = 5-MINUTE. TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.11 **************************************************************************** FLOW PROCESS FROM NODE 1.11 TO NODE 1.12 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 150.93 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000 DEPTH OF FLOW IN 4.0 INCH PIPE IS 0.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.42 ESTIMATED PIPE DIAMETER(INCH) = 4.00 PIPE-FLOW(CFS) = 0.11 NUMBER OF PIPES= 148.75 1 PIPE TRAVEL TIME(MIN.) = 0.02 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 1.10 TO NODE 2.45 1.12 = 52.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.13 TO NODE 1.14 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT= .8700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 200.24 DOWNSTREAM ELEVATION(FEET) = 200.00 ELEVATION DIFFERENCE(FEET) = 0.24 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc SUBAREA RUNOFF(CFS) = 0.18 48.00 3.614 = 6.850 = 5-MINUTE. TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.18 **************************************************************************** FLOW PROCESS FROM NODE 1.14 TO NODE 1.15 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) = FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.66 ESTIMATED PIPE DIAMETER(INCH) = 6.00 PIPE-FLOW(CFS) = 0.18 NUMBER OF PIPES= 158.67 1 PIPE TRAVEL TIME(MIN.) = 0.08 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 1.13 TO NODE 3.69 1.15 = 65.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.15 TO NODE 1.15 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. RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 85 AREA-AVERAGE RUNOFF COEFFICIENT= 0.8250 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.0 TOTAL RUNOFF(CFS) = TC(MIN.) = 3.69 .6700 0.04 0.23 **************************************************************************** FLOW PROCESS FROM NODE 1.15 TO NODE 1.16 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.67 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 2.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.52 ESTIMATED PIPE DIAMETER(INCH) = 6.00 PIPE-FLOW(CFS) = 0.23 NUMBER OF PIPES= 158.64 1 PIPE TRAVEL TIME(MIN.) = 0.01 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 1.13 TO NODE 3.70 1.16 = 67.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.16 TO NODE 1.16 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. STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT= .8700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 98 ,.. ,.. ... ,.. AREA-AVERAGE RUNOFF COEFFICIENT= 0.8317 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.0 TOTAL RUNOFF(CFS) = TC(MIN.) = 3.70 0.04 0.27 ,.. **************************************************************************** ... ,.. ,.. ... ,.. ,.. ... .... ... .... ... .... ,.. ,.. ... ... ... ... .. FLOW PROCESS FROM NODE 1.16 TO NODE 1.17 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 158.64 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.11 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= PIPE-FLOW(CFS) = 0.27 PIPE TRAVEL TIME(MIN.) = 0.15 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 1.13 TO NODE 3.85 1.17 = 157.89 1 103.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.17 TO NODE 1.17 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 . STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT= .8700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 98 AREA-AVERAGE RUNOFF COEFFICIENT= 0.8390 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.33 TC(MIN.) = 3.85 **************************************************************************** FLOW PROCESS FROM NODE 1.17 TO NODE 1.18 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 157.89 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 4.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.47 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= PIPE-FLOW(CFS) = 0.33 PIPE TRAVEL TIME(MIN.) = 0.01 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 1.13 TO NODE 3.86 1.18 = 157.80 1 107.00 FEET. ... - .... ... .... .... .... ... ... ,... ... .... .... .... ,.. ... ... ... ... ... ... ... ... .. .. -.. .. .. .. ... .. **************************************************************************** FLOW PROCESS FROM NODE 1.18 TO NODE 1.18 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 . NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT= .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 91 AREA-AVERAGE RUNOFF COEFFICIENT= 0.8263 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = TC(MIN.) = 3.86 0.07 0.40 **************************************************************************** FLOW PROCESS FROM NODE 1.18 TO NODE 1.19 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 157.80 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 22.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.53 ESTIMATED PIPE DIAMETER(INCH) = 6.00 PIPE-FLOW(CFS) = 0.40 NUMBER OF PIPES= 3.94 1 157.35 PIPE TRAVEL TIME(MIN.) = 0.08 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 1.13 TO NODE 1.19 = 129.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.19 TO NODE 1.19 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. GENERAL INDUSTRIAL RUNOFF COEFFICIENT= .8700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 96 AREA-AVERAGE RUNOFF COEFFICIENT= 0.8359 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = TC(MIN.) = 3.94 0.12 0.52 **************************************************************************** FLOW PROCESS FROM NODE 1.19 TO NODE 1.20 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ,,.. ,,.. ... ... .... ,... ... ... ... ... ... ,,.. .... ,,,. ... .. ,.. .. ... ... ,.. ... ... .. .. ... .. .. .. .. ... .. .. .. ---------=---==--===-======================================================= ELEVATION DATA: UPSTREAM(FEET) = 157.35 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.85 ESTIMATED PIPE DIAMETER(INCH) = 6.00 PIPE-FLOW(CFS) = 0.52 NUMBER OF PIPES= 156.69 1 PIPE TRAVEL TIME(MIN.) = 0.11 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 1.13 TO NODE 4.05 1.20 = 161. 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 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 . RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 85 AREA-AVERAGE RUNOFF COEFFICIENT= 0.7928 SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = TC(MIN.) = 4.05 .6700 0.15 0.67 **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 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 . STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT= .8700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 98 AREA-AVERAGE RUNOFF COEFFICIENT= 0.7996 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.74 TC(MIN.) = 4.05 **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 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. GENERAL COMMERCIAL RUNOFF COEFFICIENT= .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 92 -.. ---... AREA-AVERAGE RUNOFF COEFFICIENT= 0.7997 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = TC(MIN.) = 4.05 0.09 0.83 -**************************************************************************** ... -... -... -... -... -... ... ... ... ... -... -... .... ... FLOW PROCESS FROM NODE 1.20 TO NODE 1.21 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< -==--==-==================================================================== ELEVATION DATA: UPSTREAM(FEET) = 156.69 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.53 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= PIPE-FLOW(CFS) = 0.83 PIPE TRAVEL TIME(MIN.) = 0.03 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 1.13 TO NODE 4.08 1.21 = 146.62 1 190.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.22 TO NODE 1.23 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ====-======================================================================= RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT= .5100 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 76 INITIAL SUBAREA FLOW-LENGTH(FEET) = 53.00 UPSTREAM ELEVATION(FEET) = 161.96 DOWNSTREAM ELEVATION(FEET) = 158.37 ELEVATION DIFFERENCE(FEET) = 3.59 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.086 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.28 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.1 TC(MIN.) = 0.28 4.09 ... ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS .. .. .. ... ... ... .... ... .... ,... .... ... ... .... ,,,,.. ... ... .. ... ... ,... ... ... .... ... ,.. .. .. .. .. .. .. Hydrology Study Legoland: Project 2023 ATTACHMENT 4 Storm Drain Sizing Hydraulic Calculations A. MIN. SD PIPE CALCULATIONS •see Proposed Droinoge Mop for Node locations. For full flow in a circular storm drain: Q, = 1.49*(n·1)•(At)*(R/'3)*(s/12) Where a,= full flow rate (cfs) n = Manning's roughness factor A1 = (n•D2/4) = flow area at full flow (ft2) R1 = (D/4) = hydraulic radius at full flow (ft) S0 = longitudinal slope (ft/ft) SD DATA TABLE· SIZE D {ft) At (ft2) R1 (ft) Q, •nl(S.I"' 3" PIPE 0.25 0.049 0.063 0.012 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 1' Node,J., S0 (ft/ft) Q1oo (cfs) Material 1.06 1.07b 0.020 0.03 PVC 1.07a 1.07b 0.020 0.19 PVC 1.07b l.08f 0.020 0.22 PVC 1.08a 1.08b 0.020 0.01 PVC 1.08b 1.08d 0.020 0.01 PVC 1.08c 1.08d 0.020 0.01 PVC 1.08d 1.08e 0.020 0.02 PVC 1.08e 1.08f 0.020 0.11 PVC 1.08f 1.09 0.030 0.31 PVC 1.11 1.12 0.250 0.11 PVC 1.14b 1.15b 0.020 0.18 PVC 1.15a 1.15b 0.020 0.04 PVC 1.15b 1.16 0.020 0.23 PVC 1.16 1.17 0.020 0.27 PVC 1.17 1.18b 0.020 0.33 PVC 1.18a 1.18b 0.020 O.D7 PVC 1.18b 1.19 0.020 0.40 PVC 1.19 1.20d 0.020 0.52 PVC 1.20a 1.20c 0.020 0.15 PVC 1.20b 1.20c 0.020 0.07 PVC 1.20c 1.20d 0.020 0.22 PVC 1.20d 1.21 0.020 0.83 PVC REALIGNMENT OF EX 24" PVC STORM DRAIN MAIN· STORM DRAIN ID PIPE SIZE S0 (ft/ft) Existing 24" PVC SD Main• 24" PIPE 0.0230 Prop. 24" PVC Realignment .. 24" PIPE 0.0220 n 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 Q,00 (cfs) 25.60 25.65 PROJECT: Legoland Project 2023 LOCATION: Carlsbad, CA DATE: 03/21/2022 For minimum circular pipe size required: D, = [2.16*(n)*(Q)/(S0 112))318 Where D, = minimum size pipe required (ft) n = Manning's roughness factor Q = flow rate (cfs) S0 = longitudinal slope (ft/ft) Av2 Manning RouRhness Coefficients for Closed Conduits· Pipe Material PVC HOPE RCP CONC "n" Value 0.011 0.012 0.013 0.014 D, (ft) d, (in) MIN. PIPE SIZE a, (cfs) CHECK: a,> QlOO 0.14 1.65 3" PIPE 0.15 YES 494% 0.27 3.30 4" PIPE 0.32 YES 168% 0.29 3.48 4" PIPE 0.32 YES 145% 0.09 1.09 3" PIPE 0.15 YES 1481% 0.09 1.09 3" PIPE 0.15 YES 1481% 0.09 1.09 3" PIPE 0.15 YES 1481% 0.12 1.42 3" PIPE 0.15 YES 740% 0.22 2.69 3" PIPE 0.15 YES 135% 0.31 3.67 4" PIPE 0.39 YES 126% 0.14 1.67 3" PIPE 0.52 YES 476% 0.27 3.23 4" PIPE 0.32 YES 177% 0.15 1.84 3" PIPE 0.15 YES 370% 0.30 3.54 4" PIPE 0.32 YES 139% 0:31 3.76 4" PIPE 0.32 YES 118% 0.34 4.06 6" PIPE 0.94 YES 285% 0.19 2.27 3" PIPE 0.15 YES 212% 0.36 4.36 6" PIPE 0.94 YES 235% 0.40 4.81 6" PIPE 0.94 YES 181% 0.25 3.02 4" PIPE 0.32 YES 213% 0.19 2.27 3" PIPE 0.15 YES 212% 0.29 3.48 4" PIPE 0.32 YES 145% 0.48 5.73 6" PIPE 0.94 YES 113% Material n D, (ft) d,(ln) Cliu11 (cfs) CHECK: Cl,> Q100 PVC 0.011 2.00 24.00 40.7 YES I 159% PVC 0.011 2.00 24.00 39.8 YES I 155% •Existing storm drain dota per City of Carlsbad Oro wing No. 333-2Y (sheets 39-40). ••a 100 for proposed realignment = Ex Q 100 {per City as-built)+ LIQ 100 due to proposed improvements Page 1 of 2 8. INLET SIZING CALCULATIONS 'See Proposed Oroinage Map far Node locar,ans. Per Section 2.3.2.2 of SOCHOM (2014) for GRATED INLETS IN SAG: {Use LOWER of the two values) (11 Capacity of grate Inlet operating as a weir: Q,,=C.,xP.xd'1' and P.=(l·C,J x P Where: Q,, = Inlet capacity of the grated inlet (cfs) c:,. = weir coefficient (constant) P. = effective grate perimeter length (ft) d = flow depth approaching Inlet (ft) C, = clogging factor (constant) 3.33 50% PROJECT: Legoland Project 2023 LOCATION: Carlsbad, CA DATE: 03/21/2022 (21 Capacity of grate inlet operating as an orifice: Q,,=C,,xA.x(2gd)'1' and A.=(1 -C,)xA Where: Clo= Inlet capacity of the grated Inlet (cfs) Co = orifice coefficient (constant) 0.67 g = gravitational acceleration (ft/s) 32.2 lt/s d = flow depth above Inlet, I.e. freeboard (ft) A.= effective (clogged) grate area (ft') c, = area clogging factor (constant) 50% A = actual opening area of the grate inlet (ft-') __ _ (1) WEIR CONDITION (2) ORIFICE CONDITION USE: min{ Ow, Clo) o, .. d Inlet Type L=W dla. No.Sides p P, Q,, A" A. Q,, Q,..,., CHECK: NOOE (cfs) (ft) Size (ft) (ft) w/ Curb (ft) (ft) (cfs) lln'l (ft'I (ds) (cfs) Q, >Q, .. 1.06 0.03 0.17 Area Drain 4" dia. ·-0.33 --1.05 0.52 0.12 5.25 0.018 0.04 0.04 YES 133 1.08a 0.01 0.17 Area Drain 4" dia. --· 0.33 ... 1.05 0.52 0.12 5.25 0.018 0.04 0.04 YES 400'"' 1.08b 0.01 0.17 Area Drain 4" dia. ... 0.33 ·-1.05 0.52 0.12 5.25 0.018 0.04 0.04 YES 400'. 1.08c 0.01 0.17 Area Drain 4" dia. ... 0.33 ... 1.05 0.52 0.12 5.25 0.018 0.04 0.04 YES 400'.. 1.oae 0.09 0.17 Catch Basin 9" x 9" 0.75 ... 0 3.00 1.50 0.34 37.49 0.130 0.29 0.29 YES 317'1 1.11 0.11 0.17 Catch Basin 9" x9" 0.75 ... 2 1.50 0.75 0.17 37.49 0.130 0.29 0.17 YES 154t 1.15a 0.04 0.17 Area Drain 6" dia. ... 0.50 . .. 1.57 0.79 0.18 9.10 0.032 0.07 0.07 YES 173% 1.16 0.04 0.17 Catch Basin 9" x 9" 0.75 ... 1 2.25 1.13 0.25 37.49 0.130 0.29 0.25 YES 637'• 1.17 0.07 0.17 Catch Basin 9" X 9" 0.75 ... 1 2.25 1.13 0.25 37.49 0.130 0.29 0.25 YES 364% 1.18a 0.07 0.17 Catch Basin 9" x9" 0.75 -· 1 2.25 1.13 0.25 37.49 0.130 0.29 0.25 YES 364 .. 1.19 0.12 0.17 Catch Basin 9" X 9" 0.75 -· 1 2.25 1.13 0.25 37.49 0.130 0.29 0.25 YES 212% 1.20a 0.15 0.17 Catch Basin 9" X 9" 0.75 ... 1 2.25 1.13 0.25 37.49 0.130 0.29 0.25 YES 110~ 1.20b 0.07 0.17 Catch Basin 9" X 9" 0.75 ... 1 2.25 1.13 0.25 37.49 0.130 0.29 0.25 YES 364~ 1.20d 0.09 0.17 Catch Basin 9" X 9" 0.75 ... 1 2.25 1.13 0.25 37.49 0.130 0.29 0.25 YES 283 •ooen Area lAI oer M anufacturer's cataloa Inlet Type Make/Model Grate A' Equiv. Size Tvoe lcn-lnl Dia. llnl 4* o,a. Area Drain NOS #910/917 Flat S.2S 6" Dia. Area Drain NOS #40/50/60 Flat 9.10 8" Ola. Area Drain NOS tl0/20/30 Flat II.SO 9" X 911 Catch Basin NOS #980/990 Flat 37.49 10.16 10" Ola. Area Drain NOS #1040/1050 Flat 21.S7 12· o,a. Area Drain NOS #1240/12SO Flat 46.00 12· • 12" Catch Bao;in NOS # 1210/1211 Flat 50.76 13.S4 18" x 18" catch Basin NOS #1811/1812 Flat 86.31 20.31 24" • 24" Catch Basin NOS #2415 Flat 422.45 23.45 Page 2 ol 2 - ---... -----.... --- -... -- --... -... -.. ----.. ---- Hydrology Study Legoland: Project 2023 ATTACHMENT 5 Water Quality Treatment Letter R·E·C Equivalent Area Calculation after the inclusion of LEGOLAND LLC-2023 for Water Quality and Hydromofication Purposes Date: 03/21/2022 Summ ary The purpose of this letter is to provide calculations updating the remaining Equivalent Area after the incorporation of the LEGOLAND LLC-2023 project as part of the LEGOLAND future developments that are using the LEGOLAND regional BMPs for Water Quality and Hydromodification Compliance. Projects using LEGOLAND regional BMPs do not need to design BMPs for Water Quality or Hydromodification compliance as long as they demonstrate that their impact area is included as part of the area treated by the regional facilities. According to the LEGOLAND Regional Water Quality and Hydromodification BMP report (SOP 15-26 / CDP 15-50, dated 6/30/18) the regional LEG OLAND Water Quality and Hydromodification facilities can treat up to 45. 766 acres of additional equivalent area for Water Quality purposes and up to 72.771 acres of additional equivalent area for Hydromodification purposes. After the letter dated 11/6/2018 associated with LEGOLAND 2020, these areas reduced to 44.630 acres and 71.635 acres respectively. To REC and CDR knowledge, no other project has occurred and those values after LEGOLAND 2020 are considered the remaining values for LLC -2023 calculations. The project included in this calculation (LEGOLAND LLC-2023) will use 0.309 acres of equivalent area (see calculations in page 2). Therefore, the remaining equivalent area for Water Quality will reduce to 44.321 acres and the remaining equivalent area for Hydromodification will reduce to 71.326 acres after LEGOLAND LLC-2023. It must be emphasized that any project after LEGOLAND LLC-2023 must use the remaining amounts highlighted in this letter. The City of Carlsbad and/or the person designated by it must keep track of the remaining equivalent area so that: (a) a proper accountability in time of the remaining equivalent area capacity left after each project is kept so that future LEGOLAND projects are informed, and (b) once the equivalent area amount is either exhausted or no longer usable for any reason future LEGOLAND projects are notified to prepare proper treatment BMPs. Prepared by: \'-•-'l ' J ,1, • I I ~-~ 4 '· . .,.. / Luis Pa ra, PhD, CPSWQ, ToR, D.WRE . * '\ l R.C.E. 66377 r Page 1 of 2 WATER QUALITY AND HYDROMODIFICATION EQUIVALENT AREA CALCULATION (1) Project Name: LEGOLAND LLC 2023 (Assigned # for Regional LEGOLAND BMP accountability): (2) Date of Calculation: 3/21/2022 (3) Total Area Impacted: 0.484 acres (4) Existing pervious: 0.214 acres (5) Existing impervious: 0.270 acres (6) Existing self-contained: 0.000 acres (7) Proposed pervious: 0.158 acres (8) Proposed impervious: 0.326 acres (9) Proposed self-contained: 0.000 acres (10) C coefficient (Post-dev.): 0.639 (11) Existing area= proposed area? YES (12) Equivalent Area: 0.309 acres Not Including this project, this is the status of treatment for LEGOLAND: (13) Water Qual ity Equivalent Area: 44.630 acres (14) Hydromodification Eq. Area: 71.635 acres After this project, this will be the remaining treatment for LEGOLAND: (15) Water Quality Equivalent Area: 44.321 acres (16) Hydromodification Eq. Area: 71.326 acres Notes: a. Values in blue italics must be provided. Values in bold are calculated. b. (15) and (16) are remaining values after the project and must be used for projects calculated after the date included in this table. c. To REC and CDR knowledge, there have been no other LEGOLAND Projects from the date of the last calculation (LEGOLAND 2020, 11/6/2018) and this estimate (LLC-2023). Page 2 of 2 -... - -... -.... -.... -... .. .. ... ... -.. .. .. -.. ... ... '"" ... ... ... ... .. ... .. .. .. .. .. ... .. Hydrology Study Legoland: Project 2023 ATTACHMENT 6 Referenced Improvement Plans I ·m--= --~ I ➔,:·1 r---=r :i;. Ff=. r~r:.::□=:" -'"" 1-=i-~ . 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OIBY· . __t!-;;:7.~¥:fff.,i.•"" ••-· .. r-✓--.~ ~ L'«>H£l'•" '°"' REVISION DESCRIPTION w BY~ CT 94-0 -333-2Y. __Q{WD 94-201 ~ ~ " Ir f ~ ~ ii !I 'I ~ ~ 1 ; .p 91c£T 1-------------------------176'------- ,-------------------~-,;,·------------✓ \ 174 -- ~ ~ =-=----=---=..: PRIVAf'( ROAO A.ND Unt.lTY £AS£U.:. KNOtw AS LECO ORll,£ PER CARLSBAD l?ANCH "AP IJ408 '\ 17;' -==;;;~~~=-=-=-=-=-----------------------~-------'17 -'8 --,.,1~ !?/-. ,, -·----~ '?""'4 ~ ,..M r--•u-7 L ;§~.-'.!! 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Na ---. ,, ____ l?•IJOO ~ GRAPHIC SCM£ -f FOR F,UTURE GRADES IN THIS AREA SEE Dltl,' No . .JJJ-2U I f 1 o· 10· 20· JO' 4:,·. _ oo· / 90· 1xr StALC: ,•. JO' •• NOL TE and ASSOCIATES f~~ 11"111..._ Eng!Mwa / "'-• / Swnyora I ._ lll#"lilu •.am• 1111i --.c.. ctm ftll)r.-llM -:04-,,_---, ?-/~,, '07,/06/'97 ..... n.,. !IC1 SDOl/16 ------ "ASSuMPfiON Of ~E.Sf'ONSll!>l.E. o-l~t!iE." A< lf OC,j '31, ZOO!:> t H"-1'6!','!' ~""-RJS5~,-JS•IS.-e. c..lN'Ge. ft>!'. ~S lt-U>i<-.A.1l'~.!1tH & 10 f..11~ Pl<M•tJ'l, ilA....,_ 1,.)q7 V Fil<J,-v•-, 11c.e.<1 4'"-''" f:Jtf''~~ fl,.,.,,yoi,,J,J A>JP c.AL:D...Jl,J..L -·------- ~•: 0,<,(p!;' c+i€SA~ DIZ-2 :>Jrr~ '2.01 '.Y,.-.l l)IE(e,o, C.A "\21'2) .,-~,., .. , (t,~<!,)',14 ·6e22-f'AX, ~) ~•4·et:P~ O,.Clt-.(['R Of W0JnC REIIISION DESCRIPTION ·/!l.'fliJ.71. '' . ~ e;.iT" •1.-..,, r.11-'R 4\Pt"1...'VM.. 'AS BUIL Tl /"-;::"-~- RC!?17""-EXP~""!.!:-!! z.-➔., OATE :, -,3'1'-"r? DATE -- GIHOIJ\IC Pl.ANS f'OR LOTS 18 ond 19 of CT 94-09 CARLSBAD RANCH/LEGOI..AND CARLSBAD C • .#ibf~. ,.,.. ,., t/(1? DRAWING NO. -.. ~-... , .. 333-2y CMWD 94-201 w VI fv' • ~ "' _,.~ < -.. ~