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HomeMy WebLinkAboutGPA 09-07; Palomar Commons; General Plan Amendment (GPA) (4)--------.. --• -.. IIi ---- - - --- .. -.. .. -.. ·---·-------------·--"··----------·· DRAINAGE STUDY For RECEIVED JUN.~ 6 201) CrTV OF CARlSBAD PLANNING DEPT Palomar Airport Commons Parcels A & B Portion of Lot G Rancho Agua Hedionda Map No. 823 Prepared For: Sudberry Development, Inc. 5465 Morehouse Daive, Suite 260 San Diego, California 92121 Prepared By: Lang Engineering Company 6110 Innovation Way Carlsbad, California 92009 November 19,2009 February 24,2010 (revised) June 16, 2010 (revised) ... ------• -• -• -.. • - • -------- • -• -• - • Title Page Table of Contents Project Description Existing Drainage Conditions Methodology Proposed Drainage Conditions Results Summary Pre-& Post Development Maps Hydrology Table of Contents Pre-Development Time of Concentration Calculations Pre-Development Runoff Coefficient Calculations Pre-Development Rational Method Calculations Post Development Rational Method Calculations Post Development Detention Calculations Post Development, Post Detention Rational Method Calculations Treatment Control BMP Sizing Calculations Appendix Page No. 1 1 2 3 4 5 Portions of the Drainage Report for El Camino Real, Bressi Ranch (CT 00-06) by Project Design Consultants, dated January, 2003 Portion of the Improvement Plans for El Camino Real by San Marcos Engineering-Sheet 3, Drawing Number 237-7 Portion of the Improvement Plans for El Camino Real and Palomar Airport Road Storm Drains by P&D Technologies-Sheets 22 & 27, Drawing Number 314-3 Portion of the Improvement Plans for Bressi Ranch Industrial by Project Design Consultants-Sheet 12, Drawing Number 400-SD Grading Plans for Olympic Golf Drawing Number 230-4 Sewer Transmission System Plans by Buena Sanitation District, Drawing Number 143-7 -- ----• -• -• • -• - • • -IIIII -------- • ---• - 1111 Project Description Drainage Study for: Palomar Airport Commons Parcels A & B, Portion of Lot G Rancho Agua Hedionda Map No. 823 Carlsbad, California The proposed project encompasses the construction of a new 154,000± square foot (s.f.) commercial/retail center on a 16.1 acre site known as Parcel A, P.M. 823 and a portion of Parcel B, P.M. 823 in the City of Carlsbad, more commonly known as the former Olympic Club site. The project will incorporate the construction of six (6) commercial/retail buildings, associated on-grade parking and off-site traffic improvements. Off-site improvements will include numerous tum and deceleration lanes and a new traffic signal at the project's main entrance off of Palomar Airport Road. Existing Drainage Conditions The subject property is located at the southwesterly comer of Palomar Airport Road and El Camino Real in the City of Carlsbad. Parcel A of the project site was originally developed back in the 1980's as the Olympic Golf facility, under drawing 230-4, in which numerous recreational facilities were constructed: a club house, swimming pools, tennis courts, golf driving range and guest accommodations. The resort has recently ceased operation and is presently being demolished. Parcel B of the project site houses the North County Animal Shelter which was recently re- constructed in accordance with drawing numbers 416-2 & 416-2A, CUP 03-21. The animal shelter will remain in operation as the proposed Palomar Airport Commons project will only impact the easterly portion of the shelter site. Significant coordination between the developer and the North County Animal Shelter has been on-going to ensure that the two projects fit seamlessly together once construction is complete. In the present condition, both Parcel A and Parcel B lie below the surrounding public streets. Parcel A, where the majority of the proposed development will occur, slopes generally from the east to west. Although the site appears relatively flat due to its size, there is a forty (40) foot elevation differential between the southeast and southwest comers of the site. The site has been on the receiving end of three (3) public drainage facilities as the surround land and roadways have been developed, widened or improved. In addition, Parcel A is bisected by two public sanitary sewer lines owned by Buena Sanitation District, installed under drawing number 143-7, and operated by the City of Vista. The project is bordered on the south by office and light industrial uses, to the west by the animal shelter and to the north and east by Palomar Airport Road and El Camino Real, respectively. 1 --------.. .. -• -• .. • .. • -.. .. -• • -.. -• -• -• Presently, three significant public storm drain outfalls discharge on the surface of the project site. Two pipes (30" & 36" diameter) discharge from the Palomar Airport Road right-of-way, installed under drawing number 323-3, and one 36" diameter storm drain pipe discharges from the El Camino Real right-of way, extended under drawing numbers 237-7, 314-3 and 400-8D. The storm water discharges then flow overland through the existing golf driving range and exit the site at the southwesterly comer of the site . A single drainage discharge point is currently located within the project at the southwest comer of the site and discharges into the existing natural and man-made drainage way which flows into Encinas Creek. This discharge includes not only runoff generated from within the project site, but the previously discussed three (3) public storm drain outfall pipes which enter and discharge across the project site. The existing project site runoff pattern generally flows from east to west within existing concrete swales and man-made vegetated depressed areas . The 36-inch RCP in El Camino Real was recently analyzed as part of the drainage improvements associated with the development of Bressi Ranch. The drainage report associated with drawing number 400-8D for the improvements along El Camino Real by Project Design Consultants determined the Q100 in the existing 36-inch pipe to be 72.0 cfs with a time of concentration of 15.5 minutes . The 30-inch RCP from Palomar Airport Road has a Qwo of 82.3 cfs and the 36-inch RCP has a Q10o of 72.3 cfs. A recent records search at the City of Carlsbad did not find a hydrology study for drawing number 323-3. An assumption needed to be made for the respective times of concentration for the two flow rates. Since there is not an available drainage report to review and the contributing off-site drainage areas are unknown in size, this report assumes that the off- site discharges onto the property to all have the same time of concentration of 15.5 minutes. This assumption is the most conservative since the peak flow rates are essentially added together which yields the largest flow rates for the design storm. Therefore, 226.6 cfs of off-site, public storm water is discharged onto the project site and will need to be conveyed to the existing discharge point in the southwesterly comer of Parcel A in the project's design. Methodology A weighted C value (Cw) of 0.60 was calculated for the existing condition and an existing Tc of 14.7 minutes was determined for the existing site. The proposed project has been analyzed to determine the peak runoff flow for 100 year, 6 hour design storm using the Rational Method per the San Diego County Hydrology Manual (June, 2003 edition). A runoff coefficient, C, of 0.84 was used for the proposed project obtained from Table 3-1 from the San Diego County Hydrology Manual for O.P. Com. and soil type B. All proposed drainage areas were assumed to have an initial time of concentration (Tc) of 5 minutes, per the San Diego County Hydrology Manual, section 3.3, step 2. The downstream 100 year water surface elevation at the proposed discharge point was computed iteratively by Hydraflow Storm Sewer software was determined to be 256.41 MSL for the post development Q10o discharge rate in the proposed 66-inch RCP outfall p1pe . 2 ------• -• .. • -• -• • -• -• ----.. .. • .. -- -• The proposed treatment control best management practices (BMPs) were sized to treat the first 0.2" of rainfall for flow base BMPs and the 85th percentile rainfall event determined from the San Diego County 85th Percentile lsopluvial Map (8/7 /2003) for volume based BMPs as required by the City of Carlsbad's Storm Water Standards Manual, revised January 22, 2010. Proposed Drainage Conditions The proposed project's grading pattern and drainage facilities will maintain the eXIstmg discharge point. The design of the storm drainage system will capture the on-site runoff separate from the large flow rates from the off-site drainage areas. The off-site water will be collected within a proposed public storm drain system, combined with the private storm drain discharge locations and ultimately conveyed to the existing discharge location at the southwesterly comer of Parcel A, Portion of Lot G. Many of the drainage areas in storm drain system A will drain through landscaping or biofiltration areas before entering the private, on-site storm drain system. Some drainage areas were not able to drain to landscape or biofiltration areas due to the site's layout and grading design. These areas include the roof drains for the proposed retail anchor on the east side of the project and other areas located along the south side of the proposed retail anchor on the east side. A trench drain in a sump condition in the proposed loading dock for the proposed retail anchor will have an initial pre-treatment for storm water quality through the use of a Bio Clean Trench Drain Filter (or an approved equal proprietary trench drain insert) before additional storm water quality treatment takes place farther downstream in the system. Storm drain system A, including the loading dock area and those other areas unable to be pre- treated described above, will flow through a proposed Nutrient Separating Baffle Box by Bio Clean Environmental (or an approved equal proprietary water quality inlet), which will serve as a structural treatment control BMP in a BMP treatment train. The Nutrient Separating Baffle Box will remove sediment, total suspended solids (TSS), hydrocarbons, trash and debris, organics and gross solids before the runoff enters the underground detention/infiltration facility. This subsurface system will be comprised of large diameter, perforated HDPE pipe which allow runoff to infiltrate into the soil for the 85th percentile water quality event for a volume based BMP. This facility also provides storm water detention by controlling the outflow rate through the use of an elevated invert of the outfall pipe located downstream of the system. Many of the drainage areas in storm drain System B/C will drain through landscaping or biofiltration areas before entering the private, on-site storm drain system. Some drainage areas were not able to drain to landscape or biofiltration areas due to the site's layout and grading design. These areas include the roof drains for some of the proposed retail buildings on the west side of the project, the fuel island area and other areas located along the project's drive aisles or parking areas on the west side . The fuel island area will drain to an UrbanGreen Biofilter unit (or an approved equally proprietary high rate biofilter) prior to entering the storm drain system where the runoff will continue its BMP treatment train by flowing through a proposed Nutrient Separating Baffle Box 3 -------• -• -• -• -• -• -• -• ---• -• - .. • ... • by Bio Clean Environmental (or an approved equal proprietary water quality inlet) and the subsurface infiltration/detention system. The other uncaptured areas unable to be pre-treated by landscaping or bio-filtration in System B/C described above, will flow through a proposed Nutrient Separating Baffle Box by BioClean Environmental (or an approved equal proprietary water quality inlet), which will serve as a structural treatment control BMP in a BMP treatment train. The Nutrient Separating Baftle Box will remove sediment, total suspended solids (TSS), hydrocarbons, trash and debris, organics and gross solids before the runoff enters the underground detention/infiltration facility. This subsurface system will be comprised of large diameter, perforated HDPE pipe which allow runoff to infiltrate into the soil for the 85th percentile water quality event for a volume based BMP. This facility also provides storm water detention by controlling the outflow rate through the use of an elevated invert of the outfall pipe located downstream of the system. Storm drain system D will use biofiltration for storm water treatment prior to discharging directly into the proposed public storm drain system on-site. In summary, the subsurface detention/infiltration systems enable storm drain systems A and B/C to meet pre-development, peak discharge flow rates for the 100 year, 6 hour rainfall event for the overall project and, in conjunction with the propose biofiltration areas, UrbanGreen Biofilter Unit (or approved equal proprietary biofilter), Bio Clean Trench Drain Filter (or an approved equal trench drain insert) and Nutrient Separating Baffle Boxes by BioClean Environmental (or an approved equal proprietary water quality inlet), provide water quality treatment to the maximum extent practicable . Results Table 1-Pre & Post Development 100 Year Peak Runoff Rate Comparison Parcel A&B 34.8 cfs 29.8 cfs Less than Existing Peak Flow Rate • Q Existing is the estimated peak runoff rate calculated by Lang Engineering Company for the existing development on Parcel A and a portion of Parcel B, Portion of Lot G, Rancho Agua Hedionda Map No. 823 for the 100 year, 6 hour rainfall event. • QPost Development is the cumulative peak runoff rate from the 100 year, 6 hour rainfall event for the proposed project on Parcel A and a portion of Parcel B, Portion of Lot G, Rancho Agua Hedionda Map No. 823. The table above summarizes the comparison between the existing, pre-developed drainage condition and the conditions after the proposed project is constructed for the 100 year, 6 hour rainfall event. The proposed project was determined to have a Q100 of 29.8 cfs and a Tc of 9 minutes. The existing condition was calculated to have a Q10o of 34.8 cfs and a Tc of 14.7 minutes. 4 ---• -• -• -• -• -• .. .. • -• ------ -• -• - • Summary As shown in Table 1 and the engineering computations included in this report, the project will not generate peak flow rates greater than the previously approved peak flow rates for the I 00 year, 6 hour rainfall event and is capable of effectively conveying the peak 100 year flow rates for both the proposed private and public storm drain systems. Individual and system-wide pipe flow computations, including pipe capacity analysis, flow depths and velocity conditions, have been included within this report. The treatment control BMP calculations demonstrate that the proposed project is capable of treating either the 0.2" rainfall event for flow based BMPs or the 85th percentile rainfall event determined from the San Diego County 85th Percentile Isopluvial Map (8/7/2003) for volume based BMPs as required by the City of Carlsbad's Storm Water Standards Manual, revised January 22, 2010 . Storm water runoff is treated through the use of biofiltration systems, proprietary high rate biofilter, trench drain filter, nutrient separating baffle boxes and detention/infiltration systems to protect water quality, meet water quality objectives and maintain the existing beneficial uses to the maximum extent practicable . 5 .. .. -.... • .... • ... • -• -• - -• -.. --- - .... • ... - • -• Pre-& Post Development Maps 0 n 0 0 ~ J ID I & " ~ ~ J 6 Jcg.r ~ ! m ~}> :J ~ :; ·D n ~· z g ~ "' r <: (ll (Q GJ !" :J ~ n .. 0 1J 0 I " -z " 0 ! J ! il . ~ " ... ... ~ g <li ~ ~ .. I < ~ ! "' ~ ~ ; ~ i 1 ~ 0 » " ~ . ,. " ~ ~ ' t I I J I I .: Ill II/I I I I Ill ====-------\--E~;~-~------, \, ~--- ~ ~-·--\ \ . ---=----_ ___...., --~ I'(' ' \ r .--"' '"": I - dV'V\J 38\r'NI'v'C!O SNOiliONO'" 8NI.LSIX3 /. t · .. · ( '~ 'f. !J. ~ I , ·. $ --\';. i"'-----' -r-.. - '\.. .. ;;. ·-a ~ ... ... 4lq ... / S(ldJVV::J 30/ddO J. VSifJA u ·-~..u : .. , / t4 1ft -;;, ~gJS ,.&J "'.J ~ v• .- -~- I" ~ '-' ; I , . ~· l I -.. f ---' " A 1 -~~ I' I ; . ; ; tfo ... 4' ..r····----::---·:---: - "" •• ~ i .t 4'. '· ) ,. ~ ~ j _;··· PARCELS PORTION OF LOT G P.M 832 ,------, I I n ,-. EXIST. 30" STORM DRAIN PER DRAWING 323-J-6 0 100=82.3 CFS FF = 275.00 @ AREA=0.10 AC RETAIL BUILDING FF=-274.50 \\ " r·-·1 \_ _ _! @ AREA = 0.48 AC ( ) \~ ( \ S o AREA= 0.74 AC AREA = 1.31 AC 8 ~~ =,18·so·t-== ) ( ) PARCEL A PORTION OF LOT G P.M 823 --RETAIL BUILDING FF = 282.50 r·-'; . ' L ••. --' RETAIL BUILDING FF = 276.20 AREA = 0.99 AC AREA = 1.20 AC ,--·1 ' L .. -J ' ~ 9 '"--8 --...._ . II <> PROPOSED CONDITIONS DRAINAGE MAP SCALE: 1" =50' 0 <> ,---l I .J AREA = 0.75 AC o g t ~! ___ 1 :24"80= ---t ! AREA = 0.56 AC I AREA •. 0.10 AC I I 260 0 I I II II II -< l l=cf=l1 I I II I I II 50' ( II " ) ¢ 8 \ \ ~ II AREA = 1.89 AC II II II c:::=::>> <> 0 50' c.__ _ ___::: 100' I PER DRAWINGS 314-3 & 400-80 0100~72 0 CFS I I I I II II II II I ... :::> 0 >-5 <!) <!) ... ... "' z z z w w 1l ::; ::; --' " " 3 0 0 "' (.) (.) Q E: E: w <!) (.) (.) 5 "' "' w w w "' a. a. "' "' ... M N - REVISIONS _j " $' ~ "' " -! • >--"' "' o' z w "' b --' () ~ "' l: <!) Q (.) m z 8 ~ N oi -a. "' Q w "' "' ~ ~ ::; N N i'j N w 0 > m m 0 0 0 z 0 ;,; w z Q !;: "' "' 0 ~ Q • 0 (I) L <D ' c I 0 c (lJ 0 -0.. ~ D CJ) c (lJ z c _j ·-(I) L L <D <( Q) <D c Q) ·-(] c c w _j ·-CJ) (] c ·-I c !-' J Q) "' c 0 u SHEET NO. OF ---------------... - -- - - --- .. • • .. --- ···--~~"·------------------ Hydrology • • 10.0 9.0 8.0 7.0 6.0 5.0 4.0 3.0 2.0 I .&. g 1.0 ';:0.9 "" ~0.8 ~0.7 0.6 0.5 0.4 0.3 • j a • 1'--. ......... ~ ..... ' .,... .... ..... 1'-. N.. .... 1'-.. 1'-. 1'-.. " '~ I I 1'-., "I' I ,I' ..... I' l" I '"' ..., I ~ t--.~ I' ~ ~ "I' ., ..... I'-." i i ! i ""-.. !'-. .,..... '~ I "' ! ""-I I '~ !'oo...i'o. I I I ~'I' I i i I I I ! i I I I I I l ··= ~--· • • l .. l .• 1-. i ~ I I I ~ I I ,. r-. II I I ~ ! ! I I i I I I I ij I I ! ' H fill • I= 0. 2 I ' I I I l I l i ! ' ! ; 0. 1 . '1 I i ; 5 6 7 8 9 10 15 20 30 40 50 Minutes Duration I. I I I l I I I i f ! I l I ! ! I I I EQUATION l I ; I I = 7.« Ps D-0.645 I I = Intensity (in/hr) I ~ I Ps = 6-Hour Precipitation (in) D = Duration (min) I i I I! I ! I I i I I ""t-. I I II I ~'r--~l'o ~ I , I ~~ i i ... !'-. i ! ~'t-. "I II I I I r ... " ~!'{.~ . ! " t-. I ~ l'o I I t " I l" . ""' i N,. 't i ' I i ~ I I I r"t-. J l" ~ . I I ! ! i 1 .. I " I· I I ! """ i ! I j ! """""" I I 1 .. I ' l I ' I I I ! 1 l j llllll!l 2 3 4 5 6 Hours I j ((> I ~ l. 6.0 ~ 5.5 e. 5.0 g 4.5 "§' 4.0 ~ 3.5 .!'.. 3.0 2.5 2.0 1.5 1.0 I I I I I. J I I I I I a I J Directions for Application: (1) From precipitation maps detennlne 6 hr and 24 hr amounts for the selected fre.quency. These maps are induded in the County Hydrology Manual (1 0, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it Is within the range of 45% to 65% of the 24 hr precipitation (not applicapte to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is 1he intensity-dutation curve for the location being analyzed. Application Fonn: (a) Selected frequency 100 year p (b) P6 = 2. 75 in., P24 = _5_ .~ = ~ •tc,<2> 24 (c) Adjusted p612l = 2. 75 in. (d) 1x = _s_ min. (e) I = 7.25 in.Jhr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. F U R E Intensity-Duration Design Chart-Template 3•1 I l 33"00-- =f __ .32"'-15"- T t t 32·~· -I I_ 1 ... ... -¥.= ~ ro • ,.._ DEL IIAA r I _[ ill :-,... ,.. it) -. ,... 0 0 ;... .-.- g . ,... ~ ... . . . . .. . . ~ co ,.. ... ¥i co -,.. . . • . ; . • . . ··.' . M .e . c X \ c (") . 10 .... ,.. 0 0 i" "' .... .... ~ . 10 ... ...... 33°30' ~fj -------·1::· ----~---------3T3~ io .... (g .... .- County of San Diego Hydrology Manual Rainfalllsopluvials 100 Year RainfaU Event-6 Hours lsopluv'18l (inches) DPW ~GIS N ~E s llt5lilof&I'M',I\Oftl'll11!10111 W/>IIIWtrl Of AI«IOIC. fl1lCk l!ltPN:s= OR WP\.IiD,INliUJOINQ..IUT NOr UMl"'l) TO. 115 a1f\.!£0W'NV'tANllU OF liEROlA.'ITAIIIU1Y A>IJ mNISS FM "PAA'I1Ctii.AA f'l)i!I'OSI;. ~c-o· ... ~~--....._.. . ~~-:=~..:=.::.~.!"''' .. __ .,. __ -~---------­~.,.,..,.-~ ai'Chn.~ 3 0 3 Miles ~-~-~~~· ~3"15' _j J 3S'OO' -I 1 I J 0 ('f') . I"-r ,=a- j_ I I I L iO b ..... 0 r.. • ..-,... iO 8 ..... . ~ ):.. ..... .- iO "<t . lD .-.... !W30' r-1 io g 32"30' c.., 'it i.e . ...... ID iD ..... ..... ..... 3 County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event -24 Hours lsopluvlal (inches) DPW ~GIS ~T.W"":tdP~·~· Sc;tyr~ ,.,.~,.. ... -,.~ SM~ 0 lltB W<PIBI'ro\ll!lm wmDU1 WloH<A>IfV OF ANfiCI.-,, 81HER EXl'RESS 01111/PUEO,INCLuotiQ, IUTIIOT Ulol!'m TO, TilE ll.m.JEOWAAAAHllES ot"N~""'tT"""UT'I'~ rfT'tCDOt"'Q1'1~,.~r"'U"'""''C. """"""' a..GIS. /oJ ftl""" -. ....... -ntlp!G'J ... "Wf a:m.n ~ fr.lm,. SAJrllAO ~ ~~~ta"'n::tbo•~~ ... 'fllrilb!~mi••*ol~ ....... ~~r:ert."~~ .... dt.~"'"-'~d\tlilk _lon_,,_8 __ 3 Miles II l.t II ll.J ._.II IJ It 1 ·1 ll II IJ tt II II ll It l• ll Hydraflow IOF Curves IDF file: 090227-Palomar Airport Commons.IDF Intensity (inlhr) 14.00 -"T'------.,.-----.----,------r------.,.----,.----r----r---.-----.----,------,-14.00 --+---·--·······--.-·+-----+----·-l------l---·-l-----l-·------.---.---·--- --.--1 .... ___ ...... -···-····--····-----·-·--·--····· .-.......... --.. . ·-··-.•. ------------··· ----·----~ -·--·---------··--------------·--·--····-···--·---·-· _ ......... . 12.00 -+-+-~r---+----r---+--~r---+----r--~---r---;----r----1-12.00 --:------+----··--·--··----· ···----------1----w f-----1-------+----1-----+---- ----·-· ........... ...... . ................ ---......... -..... -----·--.... -·--·-·--.. ----····---·· -------!-··---·---------------... -·--·· ..... ·-·-· ---... . ·-------·-·--··-·-.---.·--·--1--·-·•••••--.-• ··-·-------o•••-••••M•••-·-·----···--··--·---------····------·------·-------· "''' ·--·----- 10.00 -+--l-~r---+----r---+--~r---+----r--~---r---;----r---1-10.00 8.00 6.00 4.00 2.00 -==~ =-==== == :===-~ =~== :======-= =::=::. ==~:-~ = ==-~-=: ~==-- -------··-···--·\ ·-----................ ··-·-·····---........... -· .............. ----...... ···-·--· .. ·······--·-·-----·---............... ···--·-.......... _ ..... -.-.............................. -. ---------·· ....•.•.. ~~~~~~~--:\----=~ .. I -~-:~~ -·· .. -·=-=~····-~~~--....... -.. -.... -·--. -·-· ~-:~~--=~-~~~~---.. =··==-~--~­ ~:= --~~~~=~~----~~--=~ ~--:~ -= _::::_ : = :::::= ::::= ------==~= ::_=:::. :::: :: ~ =---~= ==-~= -~:~~;;:~-::-====~:~=:~-=~=== ~-~~-~ ~=== -------------------·-···--· ---. ---------------1-··----------··-·---------.... · --........ ·---- 8.00 6.00 4.00 2.00 0 .. 00 --J.-----.-JL,__ __ ..L.... __ __J_ __ ___l.. __ __.JL,__ __ ..L..._ __ _._ __ ___._ ___ ..__ __ __.__ __ __._ __ ___.__ 0.00 0 5 10 15 20 25 30 35 40 45 50 55 60 Time (min) 100-Yr Hydraflow Hydrographs 2007 -- ... --... - ---- ... .. • • .. • .. • .. .. .. 1111111 .. .. • Pre-Development Time of Concentration Calculations .... .. --- • --- -• -• - ---.. - -.. .. ... .. • .. -LANG-. . eng1neer1ng co. Consulting Engineers · Land Planners Existing Conditions Tc Calculation Area = 16.07 acres Project: Palomar Airport Commons Job No.: 090227 Scale: N/A Calc. By: GWL Date: 02/23/10 Checked: RGL Date: 02/23/10 Sheet: 1 Of 1 Classify area as MDR 14.5 per Table 3-1 of the San Diego County Hydrology Manual (June, 2003) for soil type B from County soil map in Hydrology Manual and a Cw of 0.60 Sheet flow in existing driving range, approximate length = 900 feet and approximate slope = 2% LM = 80 and T1 = 6.5 minutes from Table 3-2 of the San Diego County Hydrology Manual (June, 2003) Determine TT for flow in existing earth/grass channel, approx. length= 820 feet and approximate slope= 2% Assume estimated discharge of 4 cubic feet per second {cfs) per acre QEst = 12 cfs for on-site area in northeast corner of site upstream of channel beginning V = 1.66 feet per second (fps) [See calculations on following printout] TT = 8.2 minutes Tc = T1-l-TT Tc = 14.7 minutes -----.. -------.,. .. -• -.. -• --... ... .. .. .. .. - Friction Method Solve For Roughness Coefficient Channel Slope Left Side Slope Right Side Slope BottomWdth Discharge Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Wdth Critical Depth Critlca I Slope Velocity Veloc~y Head Specific Energy Froude Number Flow Type Downstream Depth Length Number Of Steps Upstream Depth Profile Description Profile Hoadloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Manning Formula Normal Depth Subcritical 0.030 0.02000 fllft 50.00 fllft (H:V) 50.00 fllft (H:V) 50.00 ft 12.00 ft'/s 0.13 ft 7.23 ft' 62.82 ft 0.12 ft 62.82 ft 0.12 ft 0.02774 ftlft 1.66 fils 0.04 ft 0.17 ft 0.86 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity fils Infinity fils 0.13 ft 0.12 ft 0.02000 fllft BenUey Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 1111912008 12:63:55 PM Z1 Slemons Company Drive Suite 200 W Watertown, CT 06786 USA +1-203-755-1688 Page 1 of 2 - • .. -Critical Slope 0.02774 ftfft -... • - ... • -• -------• .. ... • --Bentley Systems, Inc. Haestad Methods Solution Center BenUey FlowMaster [08. t 1.00.03] 1111912001112:53:66PM 27SiemonsCompanyDrlveSulte200W Watertown,CT06795USA +1-203-766-1886 Page 2 of 2 -• -• .. .. -- -----.. -- IIIII iii - -- .. .. • • • Friction Method Solve For Roughness Coefficient Channel Slope Normal Depth left Side Slope Right Side Slope Bottom \Mdth Discharge Manning Formula Normal Depth 0.030 0.02000 ft/11 0.13 ft 50.00 ftfft (H:V) 50.00 ft/11 (H :V) 50.00 ft 12.00 ft'/s --------------------------~-------------------------~1~n 1----------SO.OOft V:1 ~ H:1 Bentley Systems, Inc. Haestad 1\Whods Solution Center BentleyRowMaster [08.11.00.03) 111191200912:64:29 PM 27 Slemons Company Drive Suite 200 W watertown, CT 087116 USA +1·203-755-1888 Page 1 of 1 --... --- -... -------• -• • • ... Pre-Development Runoff Coefficient Calculations -- ---- ----- -- IIIII -• -• -• • • 1111111! • 1111111! ill -LAI'JG-. . eng1neer1ng co. Consulting Engineers • Land Planners Existing Conditions Cw Calculation Area = 16.07 acres Project: Palomar Airport Commons Job No.: 090227 Scale: N/A Calc. By: GWL Date: 02/23/10 Checked: RGL Date: 02/23/10 Sheet: 1 Of 1 Underlying soil type C determined from test pits and borings in project's geotechnical report (EEl, Jan. 13, 2010) Existing resort development area= 6.77 acres Existing resort development C = 0.81 Existing landscaping/driving range area= 9.30 acres Existing landscaping/driving range area C = 0.45 acres Cw = 0.80 X (6. 77/16.07) + 0.45 X (9.30/16.07) Cw = 0.60 --- -• .. Pre-Development Rational Method Calculations --... ... -.. ------ • .. .. ... - ·-Hydrograph Report ----- ------.. --... -• --- ... ... .. • Hydraflow Hydrographs by lntelisolve v9.23 Hyd. No. 1 Existing Condition Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve = Rational = 100 yrs = 1 min = 16.070 ac = 3.603 in/hr = 090227-Palomar Airport Commons.IDF Existing Condition Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by User AsdRec limb fact Thursday, Nov 19.2009 = 34.74 cfs = 15 min = 30,641 cuft = 0.6 = 14.70 min = 1/1 Q (cfs) Hyd. No. 1 -100 Year Q (cfs) 35.00 ..,---.---.----.----r----,--..---,..--:--..,---.---.----,-----r-----.---.,,--T'" 35.00 ___ ... _ .... ····-.-_ .. _!-----+-· .. ~-----· .• ~~-·A =.·.· .. ·.·~--~=~~-.. :~·~~-~~:.~:=~~-_ ......... ---... -..... ·----·-.. ··=? -· . ~---·-· .. ----··+"-"-""" ......... -.. --...... _ . 30.00 +---+---t----+--+--t---+-+-+---t-~-+---+----+--+---t--t---+ 30.00 ·--+-----~ :~~---·/.~.-.-::::::::. ~:~ ---t---t-·:::~=~ -...=: .. -~ ~·:__.-· . ·-- --HydNo.1 Time(min) -- ------.. • ... -.. .. • ---• -• • • • Post Development Rational Method Calculations I J a. .J I . J a I • J I I I I I J I J I j I I I I I J I I I I I I I I I I Hydraflow Plan View ~t ..... Palomar Airport Commons Public I No. Lines: 13 1 06-14-2010 HydraftoW Storm sewers 2005 I I Ill .t I I Storm Line Inlet Line No. ID ID 13 P18 P17 12 P16 P15 11 P14 P13 10 P12 P11 9 P10 P9 8 P8 P7 7 P26 P25 6 P28 P27 5 P24 P23 4 P22 P21 3 P6 P5 2 P4 P3 1 P2 P1 ll • I t Dmg Runoff I ncr Area Coeff CxA (ac) (C) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Palomar Airport Commons Public I I I J I t Total Tc i Flow CxA Sys Rate (min) (inlhr) (cfs) 0.00 0.0 0.00 72.00 0.00 0.4 0.00 72.00 0.00 1.5 0.00 72.00 0.00 1.7 0.00 91.20 0.00 1.8 0.00 94.10 0.00 1.9 0.00 94.10 0.00 0.0 0.00 72.30 0.00 0.0 0.00 82.30 0.00 0.1 0.00 154.60 0.00 0.2 0.00 154.60 0.00 2.4 0.00 248.70 0.00 2.6 0.00 248.70 0.00 2.7 0.00 261.92 NOTES: Intensity = 20.47 I (Inlet time + 0.1 0) A 0.64 --Return period = 100 Yrs. ; I I I t I I I I I I I t • • I I l I I I I J Page 1 Invert Invert Line Line Line Capac Vel Pipe Up Dn Length Slope Size Full Ave Travel (ft) (ft) (ft) (%) (in) (cfs) (ft/s) (min) 274.55 272.90 176.93 0.93 42 97.16 8.99 0.39 272.65 265.33 488.32 1.50 42 123.18 8.99 1.09 265.08 263.68 93.29 1.50 42 123.25 8.44 0.21 263.43 262.24 79.24 1.50 42 123.29 10.09 0.14 262.24 261.20 69.24 1.50 42 123.30 10.69 0.12 260.95 257.14 253.70 1.50 42 123.29 10.47 0.43 259.36 258.69 73.96 0.91 36 63.48 10.23 0.12 258.84 258.69 20.25 0.74 48 123.63 6.55 0.05 258.44 258.10 22.96 1.48 48 174.80 12.91 0.03 257.85 255.39 164.33 1.50 48 175.75 12.59 0.22 255.14 253.94 108.65 1.10 66 352.96 11.93 0.17 253.69 252.46 111.48 1.10 66 352.78 11.72 0.18 252.21 252.00 19.23 1.09 66 350.98 12.83 0.03 I Number of lines: 13 I Date: 06-14-2010 ** Critical depth Hydraflow storm Sewers 2005 I I a, t &. .I l I 1: j l J I I I t I I I I I I I I I I l I I 1111 II II Hydraflow Plan View A44 17 A42 16 20 _llSJ 18 -----------··--·-A46 • A41 A40 A49 A48 1~-------M$ ,6,43 ·----;41 15 "' ~ 1 A6 A38 0\Afel~ l(A8 -14 -A37 ~ A24' ~~10 ~3 A36 i \ )r-~~' A12 / ~r ~~ /~ A22 ~ .&.20 A18 6 A14 ., / 9 8 7 ~ • Alg • Al? AlS Project File: 090227 -System A.stm I No. Lines: 20 1 02-23-201 o HydrafiOW Sto<m seweno 2005 I I Ill I .. I Storm Line Inlet Line No. 10 ID 20 A 50 A49 19 A48 A47 18 A48 A45 17 A44 A43 16 A42 A41 15 A40 A39 14 A38 A37 13 A36 A35 12 A34 A33 11 A32 A31 10 A24 A23 9 A22 A21 8 A20 A19 7 A18 A17 6 A16 A15 5 A14 A13 4 A12 A11 3 A10 A9 2 AS A? 1 A6 A5 a • ll • Dmg Runoff I ncr Area Coeff CxA (ac) (C) 0.08 0.84 0.07 1.31 0.84 1.10 0.74 0.84 0.62 0.75 0.84 0.63 0.56 0.84 0.47 0.65 0.84 0.55 0.58 0.84 0.49 0.15 0.84 0.13 1.89 0.84 1.59 0.10 0.84 0.08 0.15 0.84 0.13 1.23 0.84 1.03 1.41 0.84 1.18 0.77 0.84 0.65 0.00 0.00 0.00 0.39 0.84 0.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Project File: 090227-System A.stm I I I I I I Total Tc i Flow CxA Sys Rate (min) (inlhr) (cfs) 0.07 5.0 7.16 0.48 1.10 5.0 7.16 7.88 1.72 5.5 6.76 11.64 2.35 5.8 6.52 15.33 2.82 6.3 6.19 17.48 3.44 6.7 5.94 20.42 0.49 5.0 7.16 3.49 0.13 5.0 7.16 0.90 1.71 5.2 6.98 11.97 0.08 5.0 7.16 0.60 0.13 5.0 7.16 0.90 1.16 7.8 5.40 6.26 2.34 8.7 5.03 11.80 2.99 9.4 4.78 14.30 3.07 9.9 4.63 14.22 3.40 10.3 4.52 15.37 3.40 10.9 4.37 14.87 5.12 11.2 4.28 21.92 5.60 12.0 4.09 22.93 9.04 12.1 4.07 36.79 NOTES: Intensity= 20.47/ (Inlet time+ 0.10) A 0.64--Return period= 100 Yrs.; ll I I I I I I I I I I I I J I I I I I I J Page 1 Invert Invert Line Line Line Capac Vel Pipe Up On Length Slope Size Full Ave Travel (ft) (ft) (ft) (%) (in) (cfs) (ft/s) (min) 275.50 268.53 54.00 12.91 6 2.01 2.85 0.37 274.50 272.00 127.30 1.96 18 14.71 5.15 0.48 272.00 270.19 121.32 1.50 18 12.84 6.86 0.33 270.19 268.31 125.33 1.50 24 27.67 5.72 0.49 268.31 266.53 118.60 1.50 24 27.71 5.56 0.42 266.53 265.38 76.66 1.50 30 50.23 4.16 0.37 275.00 266.36 65.90 13.11 12 12.89 4.84 0.25 276.28 273.50 55.65 5.00 6 1.25 4.68 0.20 272.50 268.41 27.91 14.65 18 40.20 7.03 0.07 275.08 271.29 42.48 8.92 8 3.61 2.40 0.41 277.78 276.04 192.47 0.90 12 3.39 2.10 2.79 275.79 273.83 216.69 0.90 18 9.99 4.55 0.92 273.58 272.07 168.62 0.90 24 21.40 4.95 0.73 271.82 270.62 133.55 0.90 24 21.44 5.04 0.50 270.62 269.75 97.00 0.90 24 21.42 4.53 0.38 269.50 268.16 148.36 0.90 24 21.50 4.89 0.55 267.91 267.41 55.35 0.90 30 38.98 3.03 0.34 267.41 265.61 199.18 0.90 30 38.99 4.47 0.83 265.61 265.38 25.00 0.92 30 39.34 4.67 0.10 265.13 264.86 30.00 0.90 30 38.91 7.50 0.08 I Number of lines: 20 I Date: 02-23-2010 ** Critical depth Hydraflow Storm Sewers 2005 I I l • I a • • I I Hydraflow Plan View Palomar Airport Commons B & C I I 7 __ ...... 824 ........ ~ .. ·e'i3 j im ! I I '-j a ' I I§! a • I I II ~~ :25 :~ I I l I I a · o2 • -~---,,_....., _____ -J,. T No. Lines: 26 I J I I J I I I • 1 06-14-201 o Hydrallow Storm sewers 2005 I. J a . .I ll J Storm Line Inlet Line No. ID ID 26 632 631 25 C30 C29 24 C28 C27 23 C26 C25 22 C24 C23 21 C22 C21 20 C20 C19 19 C18 C17 18 C16 C15 17 C14 C13 16 C12 C11 15 C10 C9 14 C8 C7 13 C6 C5 12 C4 C3 11 C2 C1 10 630 B29 9 B28 B27 8 B26 B25 7 624 B23 6 622 B21 I. J a • Dmg Runoff I ncr Area Coeff CxA (ac) (C) 0.09 0.84 0.08 0.10 0.84 0.08 0.15 0.84 0.13 0.00 0.00 0.00 0.19 0.84 0.16 0.12 0.84 0.10 0.00 0.00 0.00 0.13 0.84 0.11 0.00 0.00 0.00 0.18 0.84 0.15 0.18 0.84 0.15 0.07 0.84 0.06 0.21 0.84 0.18 0.10 0.84 0.08 0.40 0.84 0.34 0.49 0.84 0.41 0.02 0.84 0.02 0.15 0.84 0.13 0.08 0.84 0.07 0.16 0.84 0.13 0.00 0.00 0.00 Palomar Airport Commons 6 & c I I I I I J Total Tc i Flow CxA Sys Rate (min) (inlhr) (cfs) 0.08 5.0 7.16 0.54 0.08 5.0 7.16 0.60 0.13 5.0 7.16 0.90 0.13 5.3 6.89 0.87 0.29 5.7 6.62 1.89 0.47 6.6 6.02 2.83 0.47 6.9 5.82 2.74 0.11 5.0 7.16 0.78 0.11 5.5 6.78 0.74 0.15 5.0 7.16 1.08 0.30 6.4 6.12 1.85 0.36 7.1 5.74 2.07 0.54 7.4 5.57 2.99 0.62 7.8 5.39 3.35 1.54 8.3 5.18 7.97 1.95 9.0 4.92 9.58 0.02 5.0 7.16 0.12 0.14 6.5 6.06 0.87 0.29 6.7 5.95 1.70 0.13 5.0 7.16 0.96 0.13 5.4 6.81 0.91 NOTES: Intensity = 20.47 I (Inlet time + 0.1 0) A 0.64 --Return period = 100 Yrs. ; II J I • I I I I I J I • I j I I I I t I f Page 1 Invert Invert Line Line Line Capac Vel Pipe Up Dn Length Slope Size Full Ave Travel (ft) (ft) (ft) (%) (in) (cfs) (ft/s) (min) 265.58 261.83 27.02 13.88 8 4.50 2.67 0.29 270.83 266.50 37.00 11.70 8 4.13 2.40 0.36 272.03 270.61 49.15 2.90 8 2.06 4.65 0.32 270.36 269.36 49.66 2.01 8 1.71 3.76 0.34 269.03 266.42 130.40 2.00 12 5.04 3.55 0.92 266.17 264.65 76.05 2.00 12 5.03 5.66 0.36 264.40 261.16 162.35 2.00 15 9.12 4.57 1.28 270.25 267.94 61.06 3.78 8 2.35 3.10 0.45 267.94 261.66 166.27 3.78 8 2.35 4.62 1.32 270.00 267.33 116.45 2.29 12 5.39 2.87 1.41 / 267.08 265.09 99.26 2.00 12 5.04 4.11 0.67 264.84 263.70 57.29 1.99 12 5.02 4.09 0.35 263.45 262.26 59.57 2.00 15 9.13 4.59 0.40 262.01 260.91 55.31 1.99 18 14.81 3.71 0.48 260.41 258.30 105.39 2.00 24 32.00 3.93 0.72 258.05 257.90 7.24 2.07 24 32.55 4.00 0.04 263.50 262.58 55.23 1.67 6 0.72 1.29 1.50 262.41 261.83 33.13 1.75 8 1.60 4.08 0.20 261.50 257.87 72.41 5.01 12 7.97 2.99 0.51 264.33 263.19 68.86 1.66 8 1.55 4.19 0.42 262.94 261.54 85.00 1.65 8 1.55 4.12 0.55 I Number of lines: 26 I Date: 06-14-2010 ** Critical depth Hydraflow storm Sewers 2005 I I I • I I Storm Line Inlet Line No. ID ID 5 B20 B19 4 B18 617 3 B16 B15 2 B14 B13 1 B12 B11 I I I I Dmg Runoff I ncr Area Coeff CxA (ac) (C) 0.14 0.84 0.12 0.40 0.84 0.34 0.52 0.84 0.44 0.52 0.84 0.44 0.00 0.00 0.00 Palomar Airport Commons B & C I I I J I J Total Tc i Flow CxA Sys Rate (min) (in/hr) (cfs) 0.25 6.0 6.40 1.61 0.59 6.6 6.02 3.54 0.44 5.0 7.16 3.13 2.82 9.1 4.90 13.83 3.70 9.2 4.87 17.98 NOTES: Intensity = 20.47 I (Inlet time+ 0.10) A 0.64-Return period = 100 Yrs. ; • • l t I I I I I I I I I J I I I I I I I I Page 2 Invert Invert Line Line Line Capac Vel Pipe Up Dn Length Slope Size Full Ave Travel (ft) (ft) (ft) (%) (in) (cfs) (ft/s) (min) 261.21 260.03 71.65 1.65 12 4.57 3.12 0.60 259.78 257.62 130.74 1.65 15 8.30 3.74 0.78 267.50 258.65 54.29 16.30 12 14.38 5.19 0.23 257.65 257.12 26.64 1.99 24 31.90 5.54 0.11 256.87 256.69 8.90 2.02 24 32.16 7.11 0.03 l Number of lines: 26 I Date: 06-14-2010 ** Critical depth Hydraflow storm Sewers 2005 ------------------ -• ---• - Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Hyd. No. 1 Basin D Hydrograph type Storm frequency Time interval Drainage area Intensity = Rational = 100 yrs = 1 min = 0.480 ac = 7.160 in/hr IDF Curve = 090227-Palomar Airport Commons. IOF Basin D ... ------·------ Wednesday, Feb 24, 2010 Peak discharge = 2.887 cfs Time to peak = 5 min Hyd. volume = 866 cuft Runoff coeff. = 0.84 Tc by User = 5.00 min Asc/Rec limb fact = 1/1 Q (cfs) Hyd. No. 1 --100 Year 0 (cfs) 3.00 ..,------r-----.------.---..-----r----.-----.----,..-----,----r-3.00 ... . ................ -_ .... -......... ____ ............ -1--- -.. _ ......... -.... -____ ...... ___ _ 0.00 -L-----l...-----I...-----'---.L....----'-----'------'-----'------''----'"-0.00 0 1 2 3 4 5 6 7 8 9 10 -Hyd No.1 Time (min) -- -Hydrograph Report ------ Hydraflow Hydrographs by lntelisolve v9.23 Hyd. No. 2 Direct Release Hydrograph type Storm frequency Time interval Drainage area Intensity = Rational = 100 yrs = 1 min = 0.140 ac = 7.160 in/hr IDF Curve = 090227-Palomar Airport Commons.IDF ---------• Q (cfs) 1.00 0.90 0.80 0.70 Direct Release Hyd. No.2--100 Year / ~ / ~ v ' Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by User Asc/Rec limb fact Wednesday, Feb 24, 2010 = 0.842 cfs = 5 min = 253 cuft = 0.84 = 5.00 min = 1/1 Q (cfs) 1.00 0.90 0.80 0.70 0.60 / " 0.60 • -I 0.50 • -• - / / v / / / / v 0.40 0.30 0.20 0.10 0.00 0 1 2 3 -HydNo.2 • '\ ~ " ' 4 5 6 7 8 0.50 0.40 ~ "\ 0.30 0.20 ~. 0.10 ~ 0.00 10 9 Time (min) -----.. -----Post Development Detention Calculations ---.. - -----.. ---- .. ---- ------------- ... • -----.. -.. • .. • Palomar Airport Commons Project: Date: Palomar Airport Commons 06/14/10 Description: Rational Method Hyd rograph Routing Overview System "A" System "A", Volume Based Water Quality 2.75 100 Year P6 , inches 0.65 Psstt., inches 0.84 c 0.84 c 10.78 Area, acres 10.78 Area, acres Volume to Detain Volume to Retain 24.90 VOL, acre-inches 5.89 VOL, acre-inches 2.08 VOL, acre-feet 0.49 VOL, acre-feet 90,400 VOL, cu. ft. 21,400 VOL, cu. ft. 6 Hour Storm 6 Hour Storm, Assumed 360 Duration, minutes 360 minutes 5.0 Tc, minutes 5.0 Tc, minutes 72 blocks 72 blocks System "B" Syst em "8", Volume Based Water Quality 2.75 100 Year P6 , inches 0.65 Pssth• inches 0.84 c 0.84 c 4.59 Area, acres 4.59 Area, acres Volume to Detain Volume to Infiltrate 10.60 VOL, acre-inches 2.51 VOL, acre-inches 0.88 VOL, acre-feet 0.21 VOL, acre-feet 38,500 VOL, cu. ft. 9,100 VOL, cu.ft. 6 Hour Storm 6 Hour Storm, Assumed 360 Duration, minutes 360 minutes 9.2 Tc, minutes 9.2 Tc, minutes 39 blocks 39 blocks 090227-Detention Hydrograph.xlsx LANG ENGINEERING CO. Page 1 of 1 Overview ------------------.. • .. • .. - -• -.. - ... • Palomar Airport Commons Page 2 of 5 Project: Palomar Airport Commons Date: 11/16/09 System: Storm System "A", Sorted by Rainfall Blocks in Numerial Order Storm: 100 Year, 6 Hour N PT(Nl (inches) PT(N-tl (inches) PN (inches) ~ (cfs) Mid block Tc, min 1 0.60 0.00 0.60 65.6 240 2 0.77 0.60 0.17 18.3 235 3 0.89 0.77 0.12 13.0 230 4 0.99 0.89 0.10 10.4 245 5 1.07 0.99 0.08 8.8 225 6 1.14 1.07 0.07 7.8 220 7 1.20 1.14 0.06 7.0 250 8 1.26 1.20 0.06 6.4 215 9 1.32 1.26 0.05 5.9 210 10 1.37 1.32 0.05 5.5 255 11 1.41 1.37 0.05 5.1 205 12 1.46 1.41 0.04 4.8 200 13 1.50 1.46 0.04 4.6 260 14 1.54 1.50 0.04 4.3 195 15 1.58 1.54 0.04 4.2 190 16 1.62 1 .. 58 0.04 4.0 265 17 1.65 1.62 0.04 3.8 185 18 1.68 1.65 0.03 3.7 180 19 1.72 1.68 0.03 3.5 270 20 1.75 1.72 0.03 3.4 175 21 1.78 1.75 0.03 3.3 170 22 1.81 1.78 0.03 3.2 275 23 1.84 1.81 0.03 3.1 165 24 1.87 1.84 0.03 3.0 160 25 1.89 1.87 0.03 3.0 280 26 1.92 1.89 0.03 2.9 155 27 1.95 1.92 0.03 2.8 150 28 1.97 1.95 0.03 2.7 285 29 2.00 1.97 0.02 2.7 145 30 2.02 2.00 0.02 2.6 140 31 2.04 2.02 0.02 2.6 290 32 2.07 2.04 0.02 2.5 135 33 2.09 2.07 0.02 2.5 130 34 2.11 2.09 0.02 2.4 295 35 2.13 2.11 0.02 2.4 125 36 2.15 2.13 0.02 2.3 120 37 2.18 2.15 0.02 2.3 300 38 2.20 2.18 0.02 2.2 115 39 2.22 2.20 0.02 2.2 110 40 2.24 2.22 0.02 2.2 305 41 2.26 2.24 0.02 2.1 105 42 2.28 2.26 0.02 2.1 100 090227-Detention Hydrograph.xlsx LANG ENGINEERING CO . System "A"-100 Year -- ------.. .... • -• -• ---.. -• -• -.. .. • .. Palomar Airport Commons Page 3 of 5 Project: Palomar Airport Commons Date: 11/16/09 System: Storm System "A", Sorted by Rainfall Blocks in Numerial Order Storm: 100 Year, 6 Hour N Pr(Nl (inches) Pr(N·ll (inches) PN (inches) ~ (cfs) Mid block Tc, min 43 2.29 2.28 0.02 2.1 310 44 2.31 2.29 0.02 2.0 95 45 2.33 2.31 0.02 2.0 90 46 2.35 2.33 0.02 2.0 315 47 2.37 2.35 0.02 2.0 85 48 2.39 2.37 0.02 1.9 80 49 2.40 2.39 0.02 1.9 320 50 2.42 2.40 0.02 1.9 75 51 2.44 2.42 0.02 1.9 70 52 2.46 2.44 0.02 1.8 325 53 2.47 2.46 0.02 1.8 65 54 2.49 2.47 0.02 1.8 60 55 2.50 2.49 0.02 1.8 330 56 2.52 2.50 0.02 1.7 55 57 2.54 2.52 0.02 1.7 so 58 2.55 2.54 0.02 1.7 335 59 2.57 2.55 0.02 1.7 45 60 2.58 2.57 0.02 1.7 40 61 2.60 2.58 0.02 1.7 340 62 2.61 2.60 0.02 1.6 35 63 2.63 2.61 0.01 1.6 30 64 2.64 2.63 0.01 1.6 345 65 2.66 2.64 0.01 1.6 25 66 2.67 2.66 0.01 1.6 20 67 2.69 2.67 0.01 1.6 350 68 2.70 2.69 0.01 1.5 15 69 2.71 2.70 0.01 1.5 10 70 2.73 2.71 0.01 1.5 355 71 2.74 2.73 0.01 1.5 5 72 2.76 2.74 0.01 1.5 0 73 2.77 2.76 0.01 1.5 360 090227-0etention Hydrograph.xlsx LANG ENGINEERING CO. System "A"-100 Year -.. -- -----.. -- --- ... • • -• -• ... Ill .. • -·---· ------····--~-------·----·-·-----------· -··-·-·----- Palomar Airport Commons Page 4 of 5 Project: Palomar Airport Commons Date: 11/16/09 System: Storm System "A", Sorted by Rainfall Distribution Storm: 100 Year, 6 Hour N Pr(Nl (inches) PT(N-ll (inches) PN (inches) <41 (cfs) Mid block Tc, min 72 2.76 2.74 0.01 1.48 0 71 2.74 2.73 0.01 l.SO 5 69 2.71 2.70 0.01 l .S2 10 68 2.70 2.69 0.01 1.54 lS 66 2.67 2.66 0.01 l.S7 20 65 2.66 2.64 0.01 1.59 25 63 2.63 2.61 0.01 1.62 30 62 2.61 2.60 0.02 1.63 3S 60 2.S8 2.57 0.02 1.67 40 59 2.57 2.5S 0.02 1.69 45 57 2.54 2.S2 0.02 1.73 so 56 2.52 2.50 0.02 1.7S 55 54 2.49 2.47 0.02 1.79 60 53 2.47 2.46 0.02 1.81 6S 51 2.44 2.42 0.02 1.86 70 so 2.42 2.40 0.02 1.88 75 48 2.39 2.37 0.02 1.93 80 47 2.37 2.3S 0.02 1.96 8S 4S 2.33 2.31 0.02 2.01 90 44 2.31 2.29 0.02 2.04 95 42 2.28 2.26 0.02 2.11 100 41 2.26 2.24 0.02 2.14 105 39 2.22 2.20 0.02 2.21 110 38 2.20 2.18 0.02 2.2S 115 36 2.15 2.13 0.02 2.33 120 3S 2.13 2.11 0.02 2.37 125 33 2.09 2.07 0.02 2.47 130 32 2.07 2.04 0.02 2.52 135 30 2.02 2.00 0.02 2.63 140 29 2.00 1.97 0.02 2.68 145 27 1.9S 1.92 0.03 2.81 150 26 1.92 1.89 0.03 2.88 155 24 1.87 1.84 0.03 3.04 160 23 1.84 1.81 0.03 3.13 16S 21 1.78 1.75 0.03 3.32 170 20 1.75 1.72 0.03 3.43 17S 18 1.68 1.6S 0.03 3.68 180 17 1.6S 1.62 0.04 3.82 185 15 1.S8 1.54 0.04 4.15 190 14 1.54 1.50 0.04 4.3S 195 12 1.46 1.41 0.04 4.82 200 11 1.41 1.37 o.os 5.11 205 090227-Detention Hydrograph.xlsx LANG ENGINEERING CO. System "A"-100 Year Sorted ---------------··-------Palomar Airport Commons Page 5 of 5 -Project: Palomar Airport Commons -Date: 11/16/09 -System: Storm System "A", Sorted by Rainfall Distribution Storm: 100 Year, 6 Hour -N Pr(Nl (inches) Pr(N·1l (inches) PN (inches) ~ (cfs) Mid block Tc, min -9 1.32 1.26 0.05 5.86 210 8 1.26 1.20 0.06 6.36 215 ... 6 1.14 1.07 0.07 7.77 220 -5 1.07 0.99 0.08 8.85 225 3 0.89 0.77 0.12 12.99 230 -2 0.77 0.60 0.17 18.30 235 -1 0.60 0.00 0.60 65.61 240 4 0.99 0.89 0.10 10.42 245 -7 1.20 1.14 0.06 6.97 250 -10 1.37 1.32 0.05 5.45 255 13 1.50 1.46 0.04 4.57 260 ... 16 1.62 1.58 0.04 3.98 265 -19 1.72 1.68 0.03 3.55 270 22 1.81 1.78 0.03 3.22 275 -25 1.89 1.87 0.03 2.96 280 28 1.97 1.95 0.03 2.75 285 31 2.04 2.02 0.02 2.57 290 34 2.11 2.09 0.02 2.42 295 37 2.18 2.15 0.02 2.29 300 40 2.24 2.22 0.02 2.17 305 43 2.29 2.28 0.02 2.07 310 46 2.35 2.33 0.02 1.99 315 49 2.40 2.39 0.02 1.91 320 • 52 2.46 2.44 0.02 1.83 325 • 55 2.50 2.49 0.02 1.77 330 58 2.55 2.54 0.02 1.71 335 -61 2.60 2.58 0.02 1.65 340 • 64 2.64 2.63 0.01 1.60 345 67 2.69 2.67 0.01 1.55 350 -70 2.73 2.71 0.01 1.51 355 • 73 2.77 2.76 0.01 1.47 360 ... -.. .. • 090227-Detention Hydrograph.xlsx LANG ENGINEERING CO. System "A"-100 Year Sorted ------,. • • • -------.. ... IIIIi ·~ --------• ... IIIIi -• ... • .. • Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Hyd. No. 4 Basin A-100 Yr Hydrograph type = Manual Storm frequency = 100 yrs Time interval = 5 min Hydrograph Discharge Table Time -Outflow Time --Outflow (min cfs) (min cfs) 5 1.520 230 18.30 10 1.540 235 65.61 « 15 1.570 240 10.42 20 1.590 245 6.970 25 1.620 250 5.450 30 1.630 255 4.570 35 1.670 260 3.980 40 1.690 265 3.550 45 1.730 270 3.220 50 1.750 275 2.960 55 1.790 280 2.750 60 1.810 285 2.570 65 1.860 290 2.420 70 1.880 295 2.290 75 1.930 300 2.170 80 1.960 305 2.070 85 2.01 0 310 1.990 90 2.040 315 1.910 95 2.110 320 1.830 100 2.140 325 1.770 105 2.210 330 1.710 110 2.250 335 1.650 115 2.330 340 1.600 120 2.370 345 1.550 125 2.470 350 1.510 130 2.520 355 1.470 135 2.630 140 2.680 ... End 145 2.810 150 2.880 155 3.040 160 3.130 165 3.320 170 3.430 175 3.680 180 3.820 185 4.150 190 4.350 195 4.820 200 5.110 205 5.860 210 6.360 21 5 7.770 220 8.850 225 12.99 Peak discharge Time to peak Hyd. volume Thursday, Nov 19,2009 = 65.61 cfs = 235 min = 89,388 cuft (Printed values>: 1.00% otQp.) .. ... ... ... ... • ... .. -.. -.. --- .. • .. • -• • .. • Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Thursday, Nov 19, 2009 = 65.61 cfs = 235 min Hyd. No. 4 Basin A -100 Yr Hydrograph type Storm frequency Time interval = Manual = 100 yrs = 5 min Peak discharge Time to peak Hyd. volume = 89,388 cuft Basin A -100 Yr Q (cfs) Hyd. No.4--100 Year Q (cfs) 70.00 -,-------,--------,,------r-------,-------,------. 70.00 . ----··--.. ·--"-""'"'" .. ----·---· ....... -.. ·-11----.......... -------·-.... ___ .... _ .. ,...... . .. .. ----··---·· .. ·-----+----....-+-------1----·· .. ·---_........ ______ .. ______ ·-----.... ·---1---------............... "------t---.. ··------·---... -...... -.---.-.... ·--·-··-----.... -...... -- 60.00 -+------+--------lf------+-----1-1------+-----+-60.00 -------·--·---+-------· ... ____ .... --.......... _____ -----· .. ·--· --------......... - 1----.. ·---....... _______ .. _ ... ------. . ..... ___ ·-----·-·---l ___ .. _ .. ___ --·---.. --............ ---r---..... --...... -------r----.... -------... 50.00 -+------+-------11------+------1ttt------+-----+-50.00 _______ .... ..-....... ---------·-· .. --.. --........ ----.. -____ ., _____ .......... ______ ......... __________ ._ ..... -........ .--.----. __ .... ·---· __ ,. __ , ......... -..... .. ____ ,............... -· ............ --..... ... _ ........... ·-·-·-.................. _.... .. ........... -.... ' __ ,_ ... -................... -... -.-... -......... ,. ... -.. .. ~00 ~00 ___ .. __ ... ____ !----·---....... _______ ........ -... -.... ---·---...... -. -------·---·-............. --. ............ _ __ _. ..... ____ , ..... -...... _______ . ____ .. ...... -----·-·----·---· .. -.. --......... .. -------·---....... --·-·· .. 30.00 -+------+------+------+-----+--It------+-----+ 30.00 1------·--!-----·----....... ____ ........ .-.----f--1-----···----·--- ---~---.... ---~·------+------· .. --- 20.00 +------+--------lf------+-----++------+-----+-20.00 10.00 .:~::~-: --= .: -·==~~=.·~· ~·:=::~ •. :~·~~=::::::.~:·::: :.~: 10.00 0.00 II" ' 0.00 0 60 120 180 240 300 360 -Hyd No. 4 Time (min) I . I I J • • I J l .. J I I I I TH E MOST ADVANCED NAME IN DRA INAGE SYSTEMS V•rolon 7.7 Design Storage Volume Average Cover Helght4 Header Diameter Number of Headers Perforate Headers? Include Header(s)in Storage Volume? Group1 Group2 GroupS Lateral Diameter (in I ~ i 60 ... G----···-.~ ..... 3 l ' Lateral Length lftl 560 I J Number of Laterals 4 ' . I • I J I I I J I i I I STORMWATER RETENTION I DETENTION PIPE SYSTEM SIZING WORKSHEET Project Name: __ __,_P-=a""lo"'ma=r"-A:::irp=ort......,.C:.:::o:.:.m::.;mon=:.:::S_·.;::S"'ys:::t:.:::e::.;m'"'A-'--- Location (City, State): ______ C:::a::.:rl.:::sbad=::..r.·..::C:::a:::;lif:.:::om=ia:..._ ____ _ Prepared For: _________________ _ Date Prepared: ______ -..::212=312=01..,0~------ Englneer: _____ L.a=n3g!.:E::n.:llg!.::in.::;ee:.:::.:rin:..:igii..:::C::::o:::m:a:pa:::n:..:iy~---- Conttactor: _________________ _ Regional Engineer: _________________ _ Area Sales Representative: _________________ _ Surface Application: ________________ _ II of Sticks 1 Lateral Approx. Length of End Stick Stone Porosity? 29 10.5-ft "Enter "0'" to not lncUde the bocldll in the stO<age volume 0 O.ft 0 O.ft Perforate Laterals? [v·~-3 Additional Stone Layer Allowing Storage (ASV)? COMPONENT Total Product Stone ASV Grou Grou Grou NOTES 1 ·Full Stick: Assumed a standard lay length of 19'-8". 2-Excavation: Based on manufacturer's recommended trench width and bedding depth. Estimated volumes assume a flat system based on the user- entered Average Cover Height. 3 ·Backfill: Ooes not account for pipe corrugations-calculated for conservative quanitiles. Not for use v.ffh take-offs or ordering purposes. 4-Cover Height: For traffic instalations, 1-ft of minimum cover is required for diameters 12-36", 2-ft for 42-60". Maximum cover shall not exceed 8-4t without consulting Applications Engineering. 5-Bill of Materials: Ooes not differentiate between STand WT fittings or batNeen A and H profile connections. Determined on a project-specific basis. 6-Quantities: Assumes all Groups are same diameter. Run separate calculations to determine quant~les and costs for different Group diameters. This Excel spll3adSheet isprovkied for rough estimating purposes only. 171/s tool is Intended to assist the design engineer In sizing stoiTrtNater management systems uSing ADS pipe and manlfokl components. As wtth any calculation aid, this tool shoukl be ustKJ for estimating only; tfl(l engineer must verify the assunptions and methods to ensure they satisfy tfl(l project and bcal design crlterta. • I I • • • • a .I I J I .• I. J I I I . I a • • • I I I I APPROXIMATE SYSTEM LAYOUT-GROUP 1 54-in Perforated system wiltl 4 laterals, 56~ft long EXCAVATION LIMITS 572.8-ft Schmatic is for system dimension information only. Laterals (4) 818 depicted for illustration only. actual number of laterals is indicated above. Clean-outs, risers. and other add-ons maybe recommended but are not shown in this schematic For petforated retention systems. a geolexV/e wrap may be reoommended I I I J I I • • I I I j I. I l • a 1 ll I ll • ll J I I • • • • I I I I I I I I I I l I I I I J ~t------~~~~~~~~~~~~~~~~~~~~~~~+----~i H (RIGID PV~T .) H {GRASS AREA.} F1L TER FABRIC (WHERE REQUII'tED BY ENGINEER) CLASS l OR I MATERIAL PLACED AND COI>/I?ACTEO IN ACCORDANCE WITH ASiM 02321 IN PIP£ ZONe NOTES: c t. AU. R.efE:ReNCe4 TO C'lA$S I OR II MATERIAl. AA.E PER ASTM &n3Z1 "STANDARD PflACTICE FOR. UHCM;RGROVND INSTALlATION Of' THE.RMOPI.AS'TIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW 1\PPUCA llONS". LATEST EDITION. 2:. ALL RETENTION.ANO DETENTION SYSTEMS SHALL BE INSTALLED IN ~NCE WITH MTIIA 02321. LATEST EDITION AND THE Mol.NUFACTVRE'R'S PVSLI&lED IHSTALLATION GUIDEliNES. 3. MEASURES SHOULD BE TAKEN TO· PREVENT THE MIGRATION OF NATIVE FINES INTO TIE 8ACJ<FIU MATERIAL. WH£111 REQUIRED. Sf£ASTM 02321. 4. Fll. TEfi fASBJeo A G£0TEXTII.E FABRIC NAY BE USED AS Sf'ECIFIE0'8Y mE ENGINEER TO PREVENTTH& MIGRATION Of' FINES FROM Tt4ENA.TMi SOli.. INTO THE SEJ.ECT BACKFIU. t.M.TERIAI.. 5. fOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE. THE CONTAACTOR SHALL EXCAVATE TO A O€PVH REQUIRED eY THE ENGINEER MID REPlACE WITH milT ABLE MATERW.. AS SPECIFIED BY THE ENGINEER. AS AN AL tt~TJVE MID AT THE DIS~EfiON OF THE OESIGN ENGINilER. THe TRENCH BOTTOIIH•IAY BE STABILIZED USING AGE.OteXTII.E MATERIAL. &. BEQQ!NG: SUITABLE MATERIAL SI-Wl. BE CLASS I OR II. THE CONTRACTOR SHALL PROVIOE OOCUMEmATION !"'R MATERIAL SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED 8Y 'tHE ENGINEEUt, MINIMUM e.EOOING TliCI<NE:S5 SHAU. BE 4"(10CJnm)cFOft 4"-24"1100~):; tf' (150nm) FOR 30'-00" (75Cmm-900mm). 7. INI'I'IAL BACKFILL: SUITABLE MATERIAL SHALL SE ClASS I OR II IN nE PIPe ZCIN£ EXTENDING NOT LESS THAN 6• ABOVE CROIIVN OF PIPE. THE CONTRACTOR SHAU. PROVIDE DOCUMENTATIOH FOR Mot.TERlAI. SPECIFICAl iON TO ENGINEEI'l MATERIAL SHAU Bt INSTALLED AS REQUIRED IN AST~ 02321, LATE.Sr E!OIT10N. 8. MIN!M!UM COVER: MINIMUM COVER OVER ALL RETI:I'mOWOETENllON SYSTEMS IN NON-TRAFFIC Afl'Pt.ICAT10NS (GRASS OR LANDSCAPE AAEAS) IS 12' FROM TOP OF PIP£ TO Q1:tOUNO SUAFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOATATIOH. FOR TRAFFIC APPLICATIONS, MINIMUM COVER IS 12' UPTO 36" DIAMETER PIPE "NO 2<'" OF COVER FOR 42" -110" DIAMETER PIPE, MEASUREO FROM TCM> OF PIPIO TO BOTTOM Of' FLEXIBLE PAVEMENt OR TO fOP Of' RIOlO PAVEiiENT. NOMINAL OI~ETER 12" (300MM) 1~- (375t.iU ) 1&" (450 MMJ 24• (OOOMMJ 3()' (7SOMM) 36" (900MM) 42• (105!1 MM) AS• {1200MM) 80'. (1500 MilA) NOMINAL 0.0. i4.5" (368MM) HI" (•57MM) :w (533MM} 28" (7H MM} 30" (914MM) 42. 106711AU} .cs· (1219 MM) 54. (1372 MM) er (1702 MM} BE DOING (CLASS l OR U MATERIAL = 4" Mill. FOR 12" • 24" PlPE • 6" MIN. FOR 30" • 60" PI?E TYPICAl TYPICAL TYPICAL SlOE SPACING "S" SPACING•c• WALL~ 11" 2SA" 8' (27&MM) (MSMM) (203 MM) 1%" 2l!t9• a· (292 MM) {734 t..tf.4) (203MM) 13. 33.9" 9" (330MM) (e62MM) (229MM) 13" .co.r 10" (330 MM) (1034 f!IM) (~MM) 18" $3.1" 18" (457 Ml,A) (13<17 MU) (.t571&4) 22" 63" 18" (56~MM) (1600MM) (4S7MM) :24" 71g' 18" (6t()MM) (1826 MM) (4S7UM) 25" 78~· 18" (83SMM) (1994UM) (.t57MM) 24" oo• 18" (610MM) (2280W) (457 MM) H H (NON-TRAI=FIC) (TRAFFIC) 12" 1Z' (292MM) (292MM) 12" 12. (2Q2MM) (292Mtd) 12" 12" ~2t.ll,f) rn2t.W) 12" 12" (292MM) (292MM) 12:' 12" (292 MU) (21l2 LIM) 12" 12" (292M.M) (292MM} 12" 24•' {2Q2MM) {610MM) 12" 24. (292MU) (610MU) 12:' 24. (292MMl (610MM) I I a. J I I l I I t I '1.0~0 OI'ARI;fG COIIGROTI; <Xll.~ AS !WECIJ'ED SY Ot:51GN £NON!.ER !WHERE R!Z<:!UR~O) CUSS f•Qf( I IAAT£ld ... l'ff! A5TM ~l:lt,I..ICfEJ!H !'.(;11101( COMPACH£0 IN MAX. ~·lt'O-.'lE LIFTS TO 115,_ Mitt, Of' \lAX. SPD UfOISil;Rflf.C EAI'Ill1 CLAI!.S I 0>1 I •AATI!RIA&. PElt A~HM-CZ32.t1 tATf.ST£CfT10N~ cOt.PAcr£o IN tMX. a· LOOS<t Hns 19115% ~•If. 01' MA.x.:WD I I "lOAD aF.MIItQ OO'ICI!E7E OOlL~A ;<;if<•lti. aE COOETI':UCTED ll't '!Ri4FFK; AREA.'$ ·SUI:,:H THAl' r~u;;t.JVC; lOAC IS TP.JV'IN TTI;O T¢ TH~ 5\JI'li<OUI>IrA~~~ oo•-AH!.ll'lt.lT W<itC"Q Y TO 111e f'IS~.I!. I I • J FPJWe & QAATE (tiYOtH!RSi • • 8€C!fr«l(Cl..A$$10ltN MA'f!!llti\L) ~.4 .. MI'tt.r.OA 1'r'-·2'-''HDPE::F1?E- •~· w~. r{)(< ~.oo· >091: PJ>t l j I REf~it TO S'f0-'1'~: fOR <;:0111: ~ tE I(lNT Cl?fAU • I I I I • I I I ' I~. r • ._ • I o..ASS I OR I !MlEI! .. l l'fiR ASTU013;/f. UtTESTEDiTIOil. COMPACl'EO IN MAX.&' lCOSE lW'lS TO 95" ·>.liN. OJ' YAX. GI'O I I I • ---- - -------.. .. .. -.. -.. -• Pond Report Hydraflow Hydrographs by lntelisolve v9 .23 Wednesday, Feb 24, 2010 Pond No. 2 -Basin A -Underground Storage Pond Data UG Chambers ·Invert elev. = 263.90 ft, Rise X Span= 4.50 x 4.50 tt, Barrel Len • 616.00 ft, No. Barrels • 4, Slope= 0.00°~, Headers= Yes Encasement • Invert elev. = 263.40 ft. Vvldth = 6.00 It, Height = 5.50 ft. Voids " 40.00% Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) lncr. Storage (curt) Total storage (curt) 0.00 263.40 nla 0 0 0.55 263.95 n/a 3,364 3,364 1.10 264.50 nla 5,172 8,536 1.65 265.05 n/a 6,248 14,785 2.20 265.60 n/a 6,778 21,562 2.75 266.15 nla 7,011 28,573 3.30 266.70 nla 7,010 35.583 3.85 267.25 nla 6,7n 42,360 4.40 267.80 nla 6,250 48,610 4.95 268.35 nla 5,167 53.777 5.50 268.90 nla 3,364 57,141 Culvert I Orifice Structures Weir Structures (A] [B) [C) [PrfRsr] [A] [B) [C) [D) Rise (in) = 30.00 Inactive 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (In) • 30.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 WeirCoeff. = 3.33 3.33 3.33 3.33 Invert El. (fl) = 265.25 0.00 0.00 0.00 Weir Type Length (ft) = 20.00 0.00 0.00 0.00 Multi .Stage .. No No No No Slope(%) = 2.00 0.00 0.00 n/a N·Value •. 013 .013 .013 n/a Orifice Coeff. "'0.60 0.60 0.60 0.60 Exfil.(inlhr) = 0.500 (by Vliet area) Multi .Stage = n/a Yes No No 1W Elev. (ft) = 0.00 Noll!: Culvert/Orifice outnows are analyzed under inlet (ic) and outlet (oc) cortrol. Weir risers checked fO< orifice cond~ionc (ic) and submergence (a). Stage (ft) Stage I Storage Elev (ft) 6.00 ..,.----r----.----r-----,,------,----,-----.---....,.----.-----r 269.40 -----1----l----1----···········-~ ·-----1-·-·---··+----·· -.. ----------· ....... ·---~----+·----· . ···---·-___ .. ~--..... _ .. -----1---1---. ---------.. + ....... --........ -.......... . 3.00 266.40 1.00 264.40 -/'---~ -· -:-~-~~:::= .. ·-· =~=--~-~--~~ =~=:· . -l---_-__ -___ -1---.~::_-·--= .. =. _·-:---:-__ -.... . --~ ·-- 0.00 ....I£.----'----..__ ___ .__ __ __, ___ --L ___ _._ ___ _._ ___ _._ ___ ..._ ___ .._ 263.40 0 6,000 12,000 18,000 24,000 -Storage 30,000 36,000 42,000 48,000 54,000 60,000 Storage (cuft) -- - - -- -.. ----- ... .. .. • .. .. Pond Report Hydraflow Hydrographs by lntelisolve v9.23 Wednesday, Feb 24, 2010 Pond No. 2 -Basin A -Underground Storage Pond Data UG Chambers • Invert elev. • 263.90 ft. Rise x Span • 4.50 x 4.50 ft. Barrel len • 616.00 ft. No. Barrels • 4, Slope" 0.00%, Headers" Yes Encasement • Invert elev. = 263.40 ft, Wdth • 6.00 ft, Height s 5.50 ft, Voids = 40.00°.4 Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqtt) lncr. Storage (cuft) Total storage (cuft) 0.00 263.40 n/a 0 0 0.55 263.95 n/a 3,364 3,364 1.10 264.50 nla 5,172 8,536 1.65 265.05 nta 6,248 14,785 2.20 265.60 nla 6.n8 21 .562 2.75 266.15 nla 7,011 28,573 3.30 266.70 n/a 7,010 35.583 3.85 267.25 nta 6,7n 42,360 4.40 267.80 nla 6,250 48,610 4.95 268.35 nla 5,167 53,7n 5.50 268.90 nla 3,364 57,141 Culvert I Orifice Structures Weir Structures [A] [8] [C] [PrfRsr] [A] [8] [C] [D] Rise (in) = 30.00 Inactive 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) "30.00 0.00 0.00 0.00 Crest El. (ft) "0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 WeirCoeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 265.25 0.00 0.00 0.00 Weir Type Length (ft) = 20.00 0.00 0.00 0.00 Multi.Stage = No No No No Slope(%) • 2.00 0.00 0.00 n/a N-Value •. 013 .013 .013 n/a Orifice Coeff. • 0.60 0.60 0.60 0.60 Exfil.(in/hr) • 0.500 (by Wet area) MuHi.Stage = nla Yes No No TW Elev. (ft) "0.00 Nolo: Cui'Mrt/Orifioe outf1ows are analyzed under Inlet (le) and outlet (oc) control. Weir risers CheCked tor orilieo conditions (le) and submergence (s). Stage (tt) Stage I Discharge Elev (tt) 6.00 -r-----r-----r----.-------.-----r----.-----.-----r-----r----r 269.40 ~---··· ·-1------·······-···---··-.. ----+----+-----+----·--1--·---l 1-1-·---11-----1-----1·--···-f-"---1--------t----t--·--+----·-···-.. ... ······-----.. ___ ·-----···---·-···. . ................... -·--·-·"··-................... ---·· ..... -... ······-·-···-···· --.. ----··~----···--·-··-·--····· ... ·---··· ....... '··-·---.. --.... . . . ...... _ .... -. ···--..... -.. . 1.00 -if-----+----+----+-----+-----+----+----+----+----1-----+-264.40 11----1-----1-~---+--"---r----·---······--r----·~·· ...... ·---· ... ----·-· .. ····- 1--··-1---·····-·-1-· ·-····--·--···--... ··-------........... -----·-·-··-· ···-----11--···-·- 0.00 _.1!... ___ _,_ ___ _,_ ___ _._ ___ _._ ___ __._ ___ __... ___ __... ___ __.. ___ __.. ___ __._ 263.40 0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 - Totai Q Discharge (cfs) ... - -Hydrograph Report -Hydraflow Hydrographs by lntelisolve v9.23 Wednesday, Feb 24, 2010 -Hyd. No. 9 -Basin A 100Yr Routing Hydrograph type = Reservoir Peak discharge = 19.12 cfs -Storm frequency = 100 yrs Time to peak = 240 min Time interval = 5 min Hyd. volume = 63,162 cuft ... Inflow hyd. No. = 4-Basin A -100 Yr Max. Elevation = 267.78 ft Reservoir name = Basin A -Underground Storage Max. Storage = 46,994 cuft -Storage Indication method used. Exfihration extracted from Outflow. -----Q (cfs) Q (cfs) -70.00 .,-------.------r--------.------,------,----,-----,-----.,-70.00 -_________ .. _ .. --... -.... -···-...... ·--··--------. ·--·-·-·-------·---···-·--...... .._ .... _ ...... --.-· ·-·· ................... ,_, .. _ .. ___ _ f-· ··-----~~---·----·1-----+--·-----H--- ·-------~---··---··-~·-t--•---•-----_ ...... --..-.... ' '• ·-•••••• ' ,. ... _____ -··-·••••w"o 60.00 -+----+-----+----+----If+----+----+----+----+-60.00 1------l----·--.......... -f-----1------·-------·-................... ---+-----+---·---- ~--~--!---·--·-····-......... ------~----·-·-··-·--·--!---......................... __ --------....... -···---__ ,. ....... -... -·---.. ··------!-·---· .... ---.--.. ---------1 +-----f---.. ... .. --·--- ~00 ~00 ................ ____ ---·----.... . --... '·-·--·---.. --· ......... -.-... -.... -......... -----·----........ ,. ........................... . --------------·--... -·-----·· -··"' ....... ,_ --------· ·---------_________ , ....... ---·-·--1------lf-----· -------f---...... "-~--·--· ..................... _. ___ ...... _ ... -··-----1 • 40.00 +----+----+----+---- -.-..... -.......................... --····----...................... __ ----1-----+----+----+ 40.00 ----f-··---.. ··-·-----·-----· ····--··---! ---+-----····-----·-----.. ---· .. ···---·· ....... ---+-----1--------l -.. --------·-·--··· ............................. ,._ -----1--- 30.00 -+----+---+----+----tit----+----+----+----+-30.00 -........ ---·~ .................................... -------· ......... ' ....... -.... '.. .. ............. _ ··--.--... -.-.... ----·-----.. ---....................... . .. ----· ' ......... --·---... -1-.. ·---·--. ----·· .. ·----t-----1---- ---~----1----·-··-.. ·--·--1------t-----jl-----1 20.00 +-----+-----+----+---+H::,------lr-----+----+----+ 20.00 ---·--·-1---- • ------· -.--·--··-··------....... .. ..... _ ......... ------.. ---~-... --------1-............ -t---··- - --HydNo.9 -Hyd No.4 Hllnliftll![ll!lf Total storage used = 46,994 cuft Time (hrs) - -Hydrograph Report - - ------.. --- .. • ... • ... • -• • • Hydraflow Hydrographs by lntelisolve v9.23 Wednesday, Feb 24. 2010 Hyd. No. 9 Basin A 100Yr Routing Hydrograph type = Reservoir Peak discharge = 19.54 cfs Storm frequency = 100 yrs Time to peak = 240 min Time interval = 5 min Hyd. volume = 89,386 cuft Inflow hyd. No. = 4-Basin A-100 Yr Max. Elevation = 267.78 ft Reservoir name = Basin A -Underground Storage Max. Storage = 46,994 cuft Storage Indication method used. Outflow includes exfiltration. Basin A 1 OOYr Routing Elev (ft) Hyd. No. 9 --100 Year Elev (ft) 269.00 ,---,----r----r---r----r---..--..,..--.,.---,-----r----r----o----r--r---r 269.00 1------··1---+-.. ·-· ........... -.. . .... --.......... --...... -............... ·-........ ·--·--· 1--+---+---1----...... --.. ---!-""' ··--1------+----1-- --+--·r------------· ... --------·-·+---1---t---+-- ... -_,._... .. ..... ---------..... 1---f-.. ···--- 268.00 +---+---+---+---t---+---+--+---t---+--+--t--t---;---;r----;-268.00 -1---+--... ---···-----·-· -------· ---.. . .. .. .... ...... ... .... ....... ... . ............. -..... .......... .. . ............. ·-..... _ ......... . . ... -...... -·· ...... -. . . ... --.................. -..... -........ .. ..... _ .. __ ......... _ ...... . ...... ... ·-1---·-·· ....... --·1---"""' ... ·-·--·-··---r--·--· ....................... _____ ·-........... --.. --............. ----·1""'"'" ...... . 1---------· --------~----------------· -............. 1-·-·--if-----· .. ·--·---·---·----r------· 267.00 +---+-----ti--+---t---il---+---+---+---+---+---+---+---1--l---+-267.00 ·-----·--1--+--+---. ----1-·---1---t 1---.. -r---~------·-----------·· _ .......... -----....... ····--·-·--·····"'"'' --r--·-·· .. -...... ··-···-...... -........ .. 266.00 -··· ........ -,----..... ---.... ----...... ·-··--" .............. ----·-------·~· ......... -. --·-........ ~ ................ _ ... ---· ....... __ _ .......... +---1--x--.... -... !-------·----·---·--·""·--------.. ·---·----·-·---·-··-·-·----·-· -------·-.. ·-·-1--·----· 266.00 265.00 264.00 265.00 -+---1---1-·--·~~--. .._ r---::1-1------· ·-···-. ·--~ ,.. ... . -··-·!----·-""" ·---·- -~-~-:-=·=== -~ .. --·· ·-·----____ :· ... · ................ -···------~--------~~ ---~·-·--:·---=:=.::~~-·:--: +-/-1--+---+--+---t---ll---+---+---+---+---+---+-~ ............... ;:::---+---+---+-264.00 r-_~r--+--~= -_·---__ -+_-_-=..-=...-: .. _·--·---= ~~:-~~ -·--~= ..... --~----_-_-_ ......... _ .......... __ ....... __ ·~ ....... -:s,.,_ .... _ ~ ........ -.... .. IL. .. ... ---r------._....... ----........ ~ 1---..,il·---+- ............. --__ .... _ ........... _ .. __ ............. _ ----------· ·-· ·-..... ·-------..... _ ..... _. ·--· ............... __ ,.,_ .... ____ .... _ .... ··-----........................... -.... 263.00 ...l--....l.....----l...----L.---'.-___JL---.L.,_-.......__ _ _,__ _ __._ _ __._ _ __,_ _ ___._ _ __. __ ...___.._ 263.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 -2. Basin A -Underground Storage Time (hrs) I J a, J Ia. .J I J ll j I f I I 1: J I. J ll t I j I I I i I I I I I j I I J I J Pond No. 2 -Basin A -Underground Storage 6.00 5.00 4.00 3.00 2.00 1.00 0.00 Stage (ft) Front View Hydraflow Hydrographs by lntellsolve v9.23 \___ Bottom of pond Elev. 263.40 Top of pond Elev. 268.90 \ ---100-yr 20.0 LF of 30.0 In @ 2.00% CulvA -lnv. 265.25 ---25-yr ---1~yr ---5-yr NTS -Looking Downstream ---50-yr ---1-yr Project: 090227-Palomar Airport Commons.gpw - Palomar Airport Commons Page 1 of 1 -Project: Palomar Airport Commons Date: 06/14/10 Description: Rational Method Hydrograph Routing Overview --System "A" System "A", Volume Based Wat er Quality -2.75 100 Year P6 , inches 0.65 Pasth, inches 0.84 c 0.84 c 10.78 Area, acres 10.78 Area, acres -Volume to Detain Volume to Retain 24.90 VOL, acre-inches 5.89 VOL, acre-inches -2.08 VOL, acre-feet 0.49 VOL, acre-feet -90,400 VOL, cu.ft. 21,400 VOL, cu. ft. -6 Hour Storm 6 Hour Storm, Assumed -360 Duration, minutes 360 minutes 5.0 Tc, minutes 5.0 Tc, minutes -72 blocks 72 blocks -System "B" System "B", Volume Based Water Quality -2.75 100 Yea r P6 , inches 0.65 Pasth' inches -0.84 c 0.84 c 4.59 Area, acres 4.59 Area, acres Volume to Detain Volume to Infiltrate • 10.60 VOL, acre-inches 2.51 VOL, acre-inches 0.88 VOL, acre-feet 0.21 VOL, acre-feet • 38,500 VOL, cu. ft. 9,100 VOL, cu.ft. -6 Hour Storm 6 Hour Storm, Assumed 360 Duration, minutes 360 minutes -9.2 Tc, minutes 9.2 Tc, minutes -39 blocks 39 blocks - ---.. .. 090227-Detention Hydrograph.xlsx LANG ENGIN EERING CO. Overview -... Palomar Airport Commons Page 1 of 1 -Project: Palomar Airport Commons Date: 06/14/10 System: Storm System "B", Sorted by Rainfall Distribution Storm: 100 Year, 6 Hour - N Pr(Nl (inches) Pr(N-l) (inches) PN (inches) ~(cfs) Mid block Tc, min -1 0.75 0.00 0.75 18.81 240 2 0.96 0.75 0.21 5.25 231 3 1.11 0.96 0.15 3.72 222 -4 1.23 1.11 0.12 2.99 249 5 1.33 1.23 0.10 2.54 212 -6 1.42 1.33 0.09 2.23 203 -7 1.50 1.42 0.08 2.00 258 8 1.57 1.50 0.07 1.82 194 9 1.64 1.57 0.07 1.68 185 -10 1.70 1.64 0.06 1.56 268 11 1.76 1.70 0.06 1.47 175 -12 1.81 1.76 0.06 1.38 166 -13 1.87 1.81 0.05 1.31 277 14 1.92 1.87 0.05 1.25 157 .. 15 1.96 1.92 0.05 1.19 148 16 2.01 1.96 0.05 1.14 286 17 2.05 2.01 0.04 1.10 138 18 2.09 2.05 0.04 1.05 129 19 2.13 2.09 0.04 1.02 295 20 2.17 2.13 0.04 0.98 120 .. 21 2.21 2.17 0.04 0.95 111 .. 22 2.25 2.21 0.04 0.92 305 23 2.28 2.25 0.04 0.90 102 -24 2.32 2.28 0.03 0.87 92 25 2.35 2.32 0.03 0.85 314 26 2.39 2.35 0.03 0.83 83 -27 2.42 2.39 0.03 0.81 74 -28 2.45 2.42 0.03 0.79 323 29 2.48 2.45 0.03 0.77 65 -30 2.51 2.48 0.03 0.75 55 • 31 2.54 2.51 0.03 0.74 332 32 2.57 2.54 0.03 0.72 46 33 2.60 2.57 0.03 0.71 37 .. 34 2.62 2.60 0.03 0.69 342 35 2.65 2.62 0.03 0.68 28 .. 36 2.68 2.65 0.03 0.67 18 .. 37 2.70 2.68 0.03 0.66 351 38 2.73 2.70 0.03 0.64 9 -39 2.76 2.73 0.03 0.63 0 40 2.78 2.76 0.02 0.62 360 -.. 090227-Detention Hydrograph.xlsx LANG ENGINEERING CO . System "B"-100 Year .. - Palomar Airport Commons Page 1 of 1 -Project: Palomar Airport Commons Date: 06/14/10 System: Storm System "B", Sorted by Rainfall Blocks in Numerial Order Storm: 100 Year, 6 Hour N Pr(N) (inches) Pr(N·ll (inches) PN (inches) ~(ds) Mid block Tc, min -39 2.76 2.73 0.03 0.63 0 38 2.73 2.70 0.03 0.64 9 36 2.68 2.65 0.03 0.67 18 -35 2.65 2.62 0.03 0.68 28 33 2.60 2.57 0.03 0.71 37 -32 2.57 2.54 0.03 0.72 46 -30 2.51 2.48 0.03 0.75 55 29 2.48 2.45 0.03 0.77 65 -27 2.42 2.39 0.03 0.81 74 -26 2.39 2.35 0.03 0.83 83 24 2.32 2.28 0.03 0.87 92 -23 2.28 2.25 0.04 0.90 102 -21 2.21 2.17 0.04 0.95 111 20 2.17 2.13 0.04 0.98 120 18 2.09 2.05 0.04 1.05 129 .. 17 2.05 2.01 0.04 1.10 138 15 1.96 1.92 0.05 1.19 148 14 1.92 1.87 0.05 1.25 157 12 1.81 1.76 0.06 1.38 166 11 1.76 1.70 0.06 1.47 175 9 1.64 1.57 0.07 1.68 185 8 1.57 1.50 0.07 1.82 194 6 1.42 1.33 0.09 2.23 203 • 5 1.33 1.23 0.10 2.54 212 3 1.11 0.96 0.15 3.72 222 2 0.96 0.75 0.21 5.25 231 1 0.75 0.00 0.75 18.81 240 -4 1.23 1.11 0.12 2.99 249 7 1.50 1.42 0.08 2.00 258 ... 10 1.70 1.64 0.06 1.56 268 • 13 1.87 1.81 0.05 1.31 277 16 2.01 1.96 0.05 1.14 286 19 2.13 2.09 0.04 1.02 295 22 2.25 2.21 0.04 0.92 305 25 2.35 2.32 0.03 0.85 314 28 2.45 2.42 0.03 0.79 323 31 2.54 2.51 0.03 0.74 332 34 2.62 2.60 0.03 0.69 342 37 2.70 2.68 0.03 0.66 351 40 2.78 2.76 0.02 0.62 360 090227-Detention Hydrograph.xlsx LANG ENGI NEERING CO. System "B" • 100 Year Sorted ·---- ------------• ... • !!Ill! • -• .. • -• .. • ... .. ... .. .. Ill 111111!1 - Hydrograph Report Hydraflow Hydrographs by lntelisolve .v9.23 Hyd. No. 2 Basin B-100 Yr Hydrograph type = Manual Storm frequency = 100 yrs Time interval = 9 min Hydrograph Discharge Table Time ~-Outflow (min cfs) 9 0.680 18 0.710 27 0.720 36 0.750 45 0.770 54 0.810 63 0.830 72 0.870 81 0.900 90 0.950 99 0.980 108 1.050 117 1.100 126 1.190 135 1.250 144 1.380 153 1.470 162 1.680 171 1.820 180 2.230 189 2.540 198 3.720 207 5.250 216 18.81 « 225 2.990 234 2.000 243 1.560 252 1.310 261 1.140 270 1.020 279 0.920 288 0.850 297 0.790 306 0.740 315 0.690 324 0.660 333 0.620 .. .End Peak discharge Time to peak Hyd. volume Monday, Jun 14, 2010 = 18.81 cfs = 216 min = 36,585 cuft (Printed values>= 1.00% of Qp.) -- --... ·----------·- ·• • -• --- ... • • Hydrograph Report Hydranow Hydrographs by lntelisolve v9.23 Monday, Jun 14, 2010 = 18.81 ds = 216 min Hyd. No. 2 Basin B-100 Yr Hydrograph type Storm frequency Time interval = Manual = 100 yrs = 9 min Peak discharge Time to peak Hyd. volume = 36,585 cuft Basin B -100 Yr 0 (cfs) Hyd. No. 2-100 Year 0 (cfs) 21.00 ,.---------r-------.-------,-------.,-------, 21.00 ·-···-·---······ •"'······-f-··-·----·-------·-~··---·····--· ·········--·········--····-----·-1--·------1 ----·······------········-·-----___ ._, .................. ------·····---··-·····---·-+-------1 18.00 +-------+------+-----1---t-------+------+ 18.00 . ..... -.................... ·--~ ·····------·------.... ····· . .......... -.......................... ... 15.00 -1-------+------+----H---t-------+------+ 15.00 1----------··-··-------1--·-........ _ ",_ --------!-------.............. . 1-------+-----·--·---1--... -------------1----·-···-------···- 12.00 +-------+------+------11-+--+-------+------+ 12.00 ..... ----...................... -........... . ____ .......................... __ ......................................... ····--·---.......... -......................... _._ ............... -.. -.. 9.00 +-------+-------1-----f-t--+--------+------+ 9.00 -----+----+-•--1---------~------------1 ... -.................... --·-------~ ............... --.----.--. .. -... ·-· ... ···-·-.. -·-.. -.. -..................... _ ...... -... --.................. 1-··--··-----------~----....... -. 6.00 -1--------+------t-----+-t--1-------+------t-6.00 3.00 ~~:====--==-~==~-: ==;=~.~.--=·:=:=::~-=: -.:::= ::::=-·= ---·-· --~-~~~ ·--·-·----~~~~~~-~-~~_ ........ ______ ;::_ ::::..:..-1~---~~::--~~~~=--=~~ v ' 0.00 ...JL _____ .....L_ _____ ---L.. _____ ___L _____ ---l_:loo.-___ ~ 0.00 3.00 0 81 162 243 324 405 -HydNo.2 Time (min) I I ll • a • • J l J I I THE MOST ADVANCED NAME IN DRAINAGE SYSTEMS Verelon 7.7 Design Storage Volume Average Cover Height• Header Diameter Number of Headers Perforate Headers? Include Header(s) In Storage Volume? . r L ~~-.:1 Group 1 Group 2 Group 3 Lateral Diameter (in) L; ___ :.1 L .... ~ _ _:j I I Lateral Length (ft) 100 a • Number of Laterals 4 a • I I I I I t I J a • • • STORMWATER RETENTION I DETENTION PIPE SYSTEM SIZING WORKSHEET Project Name: _ __:P~a:::l::::oma:.:.:::.r:...:A;.::i::..~rpo=rt:...:C~om::::.::mon=:.::s::...-....:S::..ysr..::::te:::.m:.:..::B~&::..C;::::...__ Location (City, State): ______ Ca=r1.:::sbad=:.:•..:C..:a~lif.::;omc.:..:;,:ia'------- Prepared For: _________________ _ Date Prepared: ______ __:61~14;::.12:::0:.;1:.::0__: _____ _ Engineer: ____ ....:La=ng:or....::E:.:..n.,g"'in..:ee.::;nn;.;;;· ,.s,_C;;..o;.;mea.:.=;.;n;.oy ___ _ Contractor: _________________ _ Regional Engineer: _________________ _ Area Sales Representative:------------------ Surface Application:------------------ II of Sticks I Lateral Approx.Length dEndStick Stone Porosity? 6 3-ft 'Enter"(]' to not incll.«<e the bee kill in the storage volUme 0 O-ft 0 O-ft Perforate Laterals? [-v~--:::.J A<lelltlonal stone Layer Allowing Storage (ASV)? NOTES 1 .. Full Stick: Assumed a standard lay length of 19' .a·. 2 • Excavation: Based on manufacturel's recommended trench width and bedding depth. Estimated volumes assume a flat system based on the user- entered Average Cover Height. 3 -Backfill: Does not aocount for pipe corrugations -calculated for conservative quanUes. Not for use with take-offs or ordering purposes. 4 -Cover Height: Fortraffoc instalations. 1-ft of minimum cover is required for diameters 12-36", 2-ft for 42-60". M<l)(imum cover shall not exceed 8-ft without consulting Applications Engineering. 5 -Bill of Materials: Does not differentiate between STand WT fillings or between A and H profile connections. Determined on a project-specific basis. 6 -Quantities: Assumes all Groups are same diameter. Run separate calculations to determine quantities and costs for different Group diameters. Disturbed Excav-Estimated Width Length ation2 Backfill' ASV FT 29 0 60 0 0 V//ff/&0WAY/&dl1 378 1,082 815 63 This Excel spreadsheet /sprovlded for rough estimating purposes only. This tool is Intended to assist the design engineer in sizing stotmWater management systems using ADS pipe and manifokl components. As with any calculation aid, this toot should b& used for estimating only; 100 engineer must verify 100 assufllJ(Ions and methods to ensure they satisfy the project and beat design criteria. I I I a I, I ll • ••• • • I I I I I I II.. J I I I I I l APPROXIMATE SYSTEM LAYOUT-GROUP 1 54-in Perforated system with 4 laterals, 100-ft long EXCAVATION LI~TS 112.8-ft 115.8-ft Schmatic is for system dimension information only. Laterals (4) are depicted for illustration only-actual number of laler.Jis is indicated above. Clean-outs. risers, and other edcJ.ons maybe recommended but are not shown in this schematic For perforated retention systems, a geotex tile wrap may be recommended I I I t I J a • I I l j I J .. . I I • • ~I {GRASS AREA) FILTER FA.SRIC (WriERE Rf?QUl:U::D BY ENGINEER) CLASS I OR I MATERIAL PLACED A.NO COMPACTED IN ACCORDANCE. WITH ASTM 02321 IN PtPe .ZOM~ NOTES: • • I I I I I j • • c 1. AU REffREJI!CeS TO CI..!\SS I OR II MATERIAl. M.f. PER.ASTM 02321 ·sTANOAAD PJU'ICTICt:. fOR UNO€.RGROONO INSTALlATION Of T~i.ASTIC PIPE FOR SEWERS MID OTHER GAAVITV FlCYW APPliCATIONS"', LATEST EDITION. 2:. AU. RETENTION AND DETENTION SYSTEMS SHAll BE INST AI.L£0 IN ....ccoROANCE WITH ASTM 0232l. lATEST EDITION AND THE. MII.-NliFI!.CTURER'S P\JBli~EO IHSTAI.lATIOfll GUIDELINES. 3. MEASURES SHOULD BE TAKEN TO PREVENT Tt1.E liiiGAA TION OF NATIVE FINES INTO THE BACXFIU. MATERIAl-WHEN REOUIREU. SEE.ASTM 02321. 4. FILTER fABBJC: A GEOTEXTIL.E FABRIC MAY Be USED AS SPECIFIEO BY THE ENGINEER TO PREVENT THE MIGRATION OF FINES FROio! THE J'V.TIYE SOil INTO ll4E Si;:LECT IIACKFU t»<TERIAL. 5, FOVNOATIOI't WHERE THE TRENCH 60TTOM IS UNSTABlE, THE CONTRACTOR SHALL EXCAVATE TO A D£PTH REQUIR.EO BY ll4E ll.NGINEER AND REP\.ACe YVm1 WITAB~E IM.TERIAI. AS SPECIFIED BY THE ENGINEER. AS AN AlTERNATIVE ANO.AT THE O~TIONOf' THE DESIGN ENGINEER. l'tE TR91CH BOTTOM MAY 8E STABILIZED USING A GEOTEXTil£ MATERIAL 6. BEOOING: SUITABLE MATERIAL SHA.~ BE CLASS I OR II. THE CON'T'RACTOR SHAll PROVIDE OOCUMENTATION FOR. MATERIAL SPEO FICA TION TO ENGINEER. UNlESS OTHERWISE NOTED 8Y THE. ENGINE.£R, MINIMUM 8£0bi111G THIQQIIESS SHALL 8E .._. (100fM1)· FOR 4"•24• (1~~ &" (1S0mm}FOR 30'~ (750mm-900mm). 7. IHITIAt.. ISACKFArU.: SiJITAIIU! MAil:RIAI. SHAI.L BE 0-A;SS I Oit II IN T.lit! PIPe ZONI:: EXTENDING NOT lESS THAN "ABOVE CROWN Of PIPE. T:HE CONTRACTOR SHAU. PROVIDE DOCUMENTATIOH FOR MA.TERIAL SPECIFICATION TO ENGINEER:. MATERIAL SHALL 8£ INST AU.ED .AS REOURED IN .ASrM 02321, lATEST EDitiON. 8·. MINIMUM COVER: MIMMVM COVER OVER~ RETENTIOIIIIOETENTION SYSTEMS IN NON-T~C APPJ.ICATIONS (GRRIS OA LANDSCAPE AREAS) IS 1.2" FRot.l TOP OF PIPE TO GROUt.ltl S.URFACE ADDITIONAL 00\I'ER MAY BE :REQUIRED TO PReVENT ROATATION. FOR TRAFFIC API'\.ICA 'TlONS. MINIMUM COVER IS 1.2" UPTO 36" OIANETER PIPE AND :u• OF COVER FOR 42•-60" DIAMETER PIPE, MEASUReD FM>M TOP OF PIPE TO BOTTOM OF FLEXIBLE 1'>11\'adENT OR TO TOP OF ft!GID PAVEI.tENT. I I l J I I I I I I I f stlfTABLE FOUNDATION NOMINAL NOMINAL DIAMETER 0 .0. 1?' 1<4.5" (300MM) (3681.!M) 1S" 18" (375 t.AM) (457t.!M) 1&" :w (450MM) (533MM) 2-'' 28" (000'-'M) (711 "'"'> 30'" 36~ (750MMI (914MM) 3.6" 42. (900MM) 10f)7 MM} 42" <48' (1050 MM) {1219 MM) 48' :;..· (1200MM) (1372 MU) GO' er (15001\AM) (1702MM) SEODINI';i (CLASS I OR II MATERIAL = 4" MtN. FOR 12" • 24" PIPE • e· MIN. FOR 30" • 60" PIPE TYPICAL TYPICAL. TYPICAL SIDE SPACING "S' SPACING "C"' WALL -x· 11" 25A" r (27~MM) (IWSMM) (203MM) 12" 28..9" a· (292 MM) (734MM) (203MM) 13" 33.9" g• (330 MM) (862MM) ~~~MilA) 13" .o.r 10* (330MM) (1034MM) (:l.S. ...... , te· S3.1" 18" (457MM} (13'7W) (~7MM) 2.2" 63" 18" (559MM) (1600MM) 1-'STw.t) 24. 71.g" 18" (610 MM) (1826MM) (457 MM) 25" 78.5" 18" (63SMM) (1994MM) (.aS'Tw.A) 2 •• 90" 18" (610 1\AM) (2286MM) (4S7MIM) I f I H l H (RIGIO PVMT .) H l"'ON-l RAFFIC) (TRAFFIC) 1?' 12" (292 t.tM) (292MJ.f) 12:' 12'" (292 MM) (292.MM) 12" 12" 1292 MM) (292 t.ft.t) 12" 124 (29~MM) <mMt.~) 12" 12'" {292 UM) (292MM) 12:' 12" (2112f.!M) (2921At) 12" 24. (292MM) (610MM) 1Z" 24" (292 .f.!M) (610 tAl) 12:" 24" (292 t.1Ml (610MM) .. ·f~~~).~l~:·:.:.;·~·~: tiTS J I • ll, • II J a. • • lOAD I!SARI!IG CQtlCR.,!f. CO!J.AR '>5 Sl'I!CI'£.0 BY DE!IIGN f!l«lltE:O'! (WIER& R~REO) UH;)IST\JRI\&l 'I!AAT>i Q.ASij I VI!< I V.AHii!l'll. f'~R ASlt~ O>.l2.l, tATE.'$f EDmC!M. COI>l!'AC!'EO IN >MX. ~'lOOSli UFTS TO !16% MIN, Of MAX. $PO • 10.0.0 tu;ARIHlo ~TI; CC'AJM AS ~CJFI2D8Y oestOctJ ~"' (V_.t~Ri; RGOUREO) \J!IOISIIJRflFJ.< e.AATH CUI~-81 Oft I W<Ta<IAL ~ it!ert'M O~J, t AT€-Sl'EOOiCtt COMPACf£.0 N t.\A.'(.. 6""LOOSE tiJ'TS iO *~:, Ml}'f. Oft MAX. SPO I J • L(IA() flf'"'-!\lf-10 C'Oi'ICI\F.'l!O OO!.l.AR ;S:r',AU. &.E ~lRUCTEO I~ T:ftATf"~ Af\i£A'£ ~t)Cf<f '!HAt rtif?: t.tvi: 4.('1.4.0 I.S ~l'f~JW '1'0 1'H~ iS\J"-<I<'lVH!:il¥.> $0l .. ll"lD ... ')'!' t:JII(tC(l.';' TO Till! 1\SS!J't:, I I I J FP.AMf & ()E(ATE (ll'fOtHE!tSi a 1 I j • I I I I f<l:'F'CI\ TO $lO.to: I'OR<;O''E~~~ J • I I I I CIJ'SSIORI MATERI<~PER ASTM D2l2l, L.<TICST E'CI'IIO't. eot.tPAcrED I~ MN<. 8 ·LOOSE Ur i'ST095,._MIR CF MAX.SI>C' I I ---Pond Report -Hydratlow Hydrographs by lntellsolve v9.23 Monday, Jun 14,2010 Pond No. 1 -Basin B -Underground Storage Pond Data • UG Chambers ·Invert elev. = 255.29 ft. Rise x Span • 4.50 x 4.50 ft. Barrel l en • 90.00 ft. No. Barrels • 4. Slope • 0.00%. Headers • Yes Encasement -Invert elev. • 254.79ft, Width • 7.00 ft, Height= 6.00 ft. Voids • 40.00% -.. ------ • .. .. -.. • .. • • • Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) lncr. Storage (curt) Total storage (curt) 0.00 254.79 n/a 0 0 0.60 255.39 n/a 721 721 1.20 255.99 n/a 1,071 1,792 1.80 256.59 n/a 1,256 3,048 2.40 257.19 n/a 1,343 4,391 3.00 257.79 n/a 1,371 5,761 3.60 258.39 n/a 1,350 7,111 4.20 258.99 n/a 1,275 8,387 4.80 259.59 n/a 1,114 9,500 5.40 260.19 n/a 761 10,261 6.00 260.79 n/a 699 10,960 Culvert I Orifice Structures Weir Structures [A] [B) [C) (PrtRsr) [A] [B) [C) [OJ Rise(ln) = 24.00 Inactive 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) : 24.00 0.00 0.00 0.00 Crest El. (ft) • 0.00 0.00 0.00 0.00 No. Barrels = 1 1 0 0 WeirCoeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 258.70 0.00 0.00 0.00 Weir Type Length (ft) • 61 .00 0.00 0.00 0.00 Multi .Stage • No No No No Slope(%) = 4.52 0.00 0.00 nla N-Value •. 013 .013 .013 nla Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(inlhr) • 0.500 (by Wet area) Multi .Stage = n/a Yes No No TW Elev. (ft) : 0.00 Note: Culvervo~nce ou111ows a~e analyzed under Inlet (lc) and outlet (oc) control. Weir risers cllecked IO< ori!lce conditions (lc) and submergence (s). Stage (ft) Stage I Storage Elev (ft) 6.00 -r------r-----r----.------r----,-----,----,-----,.----..----.----/"7r 260.79 ·---t----1---------·· ... -+---1--· .. -·--------1--/-~/'---l -··---;JI'-~············=-/ 5.00 +----1f---+---l---+---t----t----t----+---t--/~c.;-----r 259.79 r-------.. -... 1----+-______ ............ ___ ., .... _ ----··-... ··-----_ ............ -1·---::::ill'.te--+--1---·---+---+----t--·"· ····--·-__ ... . . . ·:J.· ,;C.--+-----_::::::.:::=::::-:-:..:=:= =:::::: .. : .. : .. ~:~.: .. :. . :.:::::: .. ~ .. : -~~ . ~·: : ::~==:=~:: ~:=:=:: ~ .... :·:~:=:.. ·------·-·------~------~·:·:·-~--....... ~ ---·-··-!-·-·""' ----===·::::·. ~=~:__ ___ _::::~.~:::~_:::::~::::: =:. --·=:~ :=.:-=;~ ·:::::::::::~:::~: -=::::::===-==;.:=~::.=:: ~-=-~---·--r:----:::::· ::.=::::..~ ~--_, ~·:::: --·-·------------------···--t-----; --·--·-··-··-~==· :: ... -./ ~-= ----:··:::=.:..-=-==-~ -~=·.==~:·:~ ====-....... -. ------· -----..,... 4.00 .... -----·-·--·------· ---...................... -----.... . 258.79 3.00 257.79 2.00 256.79 ··--·--·- 255.79 ~~-======;..=~~ ·-=---= _.·-~:.=:-:-:-~=~~=-: .. --·-=-==-=:==~~--·--.· -~-~ ~-=-~ !---·····-~-....... .. ......... --· ... --·-·----1----~ =.=-.:: __ :.~::::: ......... ··-·-····-..=.:.: = =~-=-+·-.... --·---·---· ...... ····-·····-. -0.00 ..J£. __ _J ___ ....l.... __ _JL..,_ __ ....l.... __ ___JL..,_ __ -L-__ ___J.__ __ .....J... ___ .__ __ .....J... ___ .._ 254.79 1.00 0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 -Storage Storage (cuft) - -- ... -... ----.. .. .. ... • • .. -.. - • .. -----···--..... Pond Report Hydraflow Hydrographs by lntelisolve v9.23 Monday, Jun 14,2010 Pond No. 1 -Basin B -Underground Storage Pond Data UG Chambers -Invert elev. = 255.29 ft. Rise x Span = 4.50 x 4.50 ft. Barrel len • 90.00 ft. No. Barrels • 4. Slope= 0.00%. Headers= Yes Encasement • Invert elev. = 254.79 ft, \Mdth " 7.00 ft, Height " 6.00 ft, Voids • 40.00% Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) lncr. Storage (cuft) Total storage (cult) 0.00 254.79 n/a 0 0 0.60 255.39 nla 721 721 1.20 255.99 n/a 1,071 1,792 1.80 256.59 nta 1,256 3,048 2.40 257.19 n/a 1,343 4,391 3.00 257.79 n/a 1,371 5,761 3.60 258.39 n/a 1,350 7.111 4.20 258.99 nla 1,275 8,387 4.80 259.59 nla 1,114 9,500 5.40 260.19 nla 761 10,261 6.00 260.79 nla 699 10,960 Culvert I Orifice Structures Weir Structures [A) [B) [C) [PrfRsr] [A] [B) [C) [D] Rise (in) • 24.00 Inactive 0.00 0.00 Crest Len (It) • 0.00 0.00 0.00 0.00 Span (in) "24.00 0.00 0.00 0.00 Crest El. (ft) " 0.00 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 258.70 0.00 0.00 0.00 Weir Type Length {ft) = 61 .00 0.00 0.00 0.00 Multi .Stage = No No No No Slope (%) = 4.52 0.00 0.00 n/a N-Value •. 013 .013 .013 nla Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) • 0.500 (by Wet area) Multi .Stage = n/a Yes No No TW Elev. (ft) "0.00 Nolo: Culvert/Orifice outtlows a~e analyzed under Inlet (ie) and outlet (oe) control. Weir rioels ched<ed lor orltic6 conditions (ic) and S<Jbmergence (o) . Stage (It) Stage I Discharge Elev (ft) 6.00 -,-----.-----,-------,-----.-----,------,------.---:::::::;;;-· 260.79 ~~---~~~~~ 1--· f--·-.--·----·-····--" .... .................. .. ...... -1--. 5.00 259.79 1------1 ............. r-----·---1---____ ......... f-. E· .. ·--~-...... -.. · ............... ~_~:.~_: ... ·.·.· ........... ----·· ~--·--.. -.... ..-·=== ---.............. -.-.. ~-.. --.... ---.. --==--+_-_-__ -_-_.--.-.--... -.............. :.----~ ~~-................ .. ............. _ .. _Mo_Mo ........... -.... -............... ·-.. --.. ~· ... ----... . .•.••• ~ •.. ·-............. -.................. -.--· 4.00 -tt''------t-----+-----+-----;------+-----t-----+-----+ 258.79 ·-·--.. -·-t----··~--C............. ..... , __ -J·--·"" ............. _ .... _______ ......... __ , .. -·· ·---·-.. --·-· -------... ~ f--· ----+----+·""" ___ ,,. __ , .... ···--............. ___ ·-· .. -.. ·!------··- ...... ----·-" ............. " .......... _. __ , __ .... ·-·-··-·-....... " ........ --....... -___ , __ ........ . ..--.......... __ .. -....................... " .......................... ------· ....... -.----.---.-· .. 3.00 +-----+------+-----+-----+------+-----+-----+-----+ 257.79 --·---··-·--1----... ····--f---.. ··........ _ .............. --f--... ---____ , .. , ... _ --·-·-----____ .. ____ ·--~---·-+·--------·t-----1---· .. ·---·---· --····· --··-1-.. ·----.. ----·--...... ---·--··--.. -·l----.. ·--- 1-·-~·-·-.. ··· .. -....... l--···""'"'"'''' ________ , ... -.. -.... -............ --.. ·-···-..... _. _____ ,, ·-·-·-""' .... -·----·-.. -· 2.00 +-----+------+-----+-----+------+-----+-----+-----+ 256.79 1-----1--·--· -1-·· .... ·---lf------·-1--.. ----+·-------!--·· .... _ ........ -... -.. --------------""" ··-""'• ........... -....... -........ . ---------~-------­............ ~--·-·-----.......... .. ...... _ ..---·--···----!--··~--·-· .... 1.00 -1------1-----l-----l-----+----+----+-----l-----~ 255.79 1-----t-----+-----~ ..... --.. ···--·---------·-···-............. ____ _. ........ .. _ .. _. . .... --.. ·--.. ····------t-------;------1 ... ----1-.-----............. -.----.. -· ................. -... -·-· .................. --·--.. -................ . 0.00 _,_ ____ ...~.,_ ____ l--------~------'-------'------'-----..L....----'-254.79 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 -TotaiQ Discharge (cfs) ... -... Hydrograph Report -Hydraflow Hydrographs by lntelisolve v9.23 Monday, Jun 14, 2010 -Hyd. No. 6 -Basin B 1 OOY r Routing Hydrograph type = Reservoir Peak discharge = 14.71 cfs -.. Storm frequency = 1 oo yrs Time to peak = 21 6 min Time interval = 9 min Hyd. volume = 27,323 cuft ... Inflow hyd. No. = 2-Basin B-100 Yr Max. Elevation = 260.63 ft .. Reservoir name = Basin B - Underground Storage Max. Storage = 10,778 cuft -Storage Indication method used. ExfiKration extracted from Outflow. ---- Basin B 1 OOYr Routing .. Q (cfs) Hyd. No.6 -100 Year Q (cfs) 21.00 ..,.------.,..------,,------.,...--------r--------r-----.. 21.00 • 1---.. ····· .... -.... -------··· ........ ------------------·--··-· ·-----+--------- ------1-----+---------..... ·····--:----1----- 18.00 +------+---------11------+---+----+-------+-----+ 18.00 ............. --....... ---··--'--.--...... -.-· ........... _ ................... ------·---"1--•"'"-·" ........... -·-·----............ , ... ___ "" ..... -................. . . . .... --.. -------···-··----........ -------,... . . ... ----------+-·-·-................................. -------... .. ... -----··---...... . 15.00 -1------+------1-----+---m----t------+------r 15.00 1---.. ----1-------t---------1---tflt--• 12.00 +------+-------jf-------t---fHr---+------1-----+ 12.00 .. -9.00 +------+-------jf-------t-----11----JH----+------I-----+ 9.00 .. , ___ ._ .... ----------1·-------.. ---·-1-··. -.. :-----1--.. ---------....... ___ _ 6.00 +------+-------jf-------+---1-H---+------1-----+ 6.00 --------· '.. --. --...... .. ...... _ .......... ., . t t --.. ~ -· .. ---·-·· ........... ----.-.. ·-· ....................... __ =-~ .. ~-------·--~·-·········· ~----~=~--· -------·1-J-- 3.00 +-----+-----+----.A-ft,-~-~\rl----t-----+-----+ 3.00 o.oo ll/l_a·--:~ED11]1:,0:IIJ··::~[[III-]·-,:··~ L:l r·· ~lfTj-z .. ~· .. · ·=· .... j= = .... _. --=-=-~-t2'~·--=r-~:--:·· -=-·-=·-:::;~;··~---:-~····;--:--·:-~:--1--o.oo 0.0 1.1 2.1 3.2 4.2 5.3 6.3 - HydNo.6 - Hyd No.2 [ITO Total storage used = 10,778 cuft Time (hrs) • ------··--- - -Hydrograph Report - • ... -----.. --.. ... till -----.. .. • .. • • Hydranow Hydrographs by lntelisolve v9.23 Monday, Jun 14,2010 Hyd. No. 6 Basin B 1 OOY r Routing Hydrograph type = Reservoir Peak discharge = 14.80 cfs Storm frequency = 1 00 yrs Time to peak = 216 min Time interval = 9 min Hyd. volume = 36,583 cuft Inflow hyd. No. = 2-Basin B-100 Yr Max. Elevation = 260.63 ft Reservoir name = Basin B -Underground Storage Max. Storage = 10,778 cuft Storage Indication method used. Outnow includes exfiltration. Basin 8 1 OOYr Routing Elev (ft) Hyd. No. 6 --100 Year Elev (ft) 262.00 -,--------,--------,,------.---------r-------r-----, 262.00 261 .00 260.00 259.00 258.00 257.00 256.00 255.00 1-----· ___ ...... ·------·1-----·---....... _.____ -----.. ·-·----- --............ ---·-·-···-... -............. -............................ _ ... _ ..... !-... -... -• .,·-........................ --.. -....... -... -.................. -..... -... _ ............ . -.. -----·--1-------i----+--------·----· --·----·---·----·---------·---·--·--+--------·-··--·------+------+------if------+------+-----+-----+ 261 .00 -----·----1--------------------···· ..... -!--·---· .. ·------------+--·----·-_ .. ______ ........... ----1-----------···-·-· .. --····------.. -----t--------l -t------+------1-----+------t------+-----t-260.00 !----·--··--·---+------r-·--........... · .. --t-------.---·1-----·---· .. --J-------+--··-· ......... ,_. _____ , ...... --1---------·---- 259.00 -----j -~----... ·-------·-·-·-·---·-····-=·~----····-·----------.. -.... ~--·"' ·-·-··---:.:.:. ~ .................. -......... . 1---+·U -"-:-· ,----........ -----.. -.... ~ ................. ... . . .. .............. ___ ·--.-............ -.. ------····-........ .. ......... .. 1--1--11----• ---M -----· _, __ -·••••••<'•---1 ~------.. ~.1=-t-----=--~~ ....... .---...:-=--=:r:=:-- -.... -~= .::·::: ............. ········--· ---· . ___ , '--·-·-..................... -. 1-----_,.+ _--Hit----.... -:~---~:-~:-t-.-.. --.-...... -._""" ___ "';=::s;:-.:.-._-.. :--.. -t· .. -... -...... -_-::-••. -_-.. -----.. ---t~----.::=--~ __ -.:-.... -..... -..... -.. -t .. -.. -~--=--... _ _.-_. -~-·::·_=_-_-t_ .-.. -.... -...... ----:~---.--=-=--.. +. 258.00 ::-:::. •=-f--=:::-: . -----~-==::::~:::~~-==r::::===::-.= -::::::-:::--.-~·:==·=:::·:::·~···:· ·-:= ,~:-· ~:~~====:~:::L:::::-:::=s~~=:~·.:=~=~-: :=:::== --=:: ~-::::::==~:::::::::: ~~--::;:=~ :·:;~~==~-= ~~. :::~~: -1------i------+---~~--~ 1----tt-----+-----·-------·-----1----...... -.... --------------f-------- 257.00 256.00 255.00 254.00 ..J...._---11-----L-----..JL-------'--------'-------'-----..I.... 254.00 0 9 18 27 36 45 54 Basin B -Underground Storage Time (hrs) I J I I I J I. J ll. ,j I. J I J I I ll. J a, J I I I I I I I J I • I J I I Pond No. 1 -Basin B -Underground Storage Hydraflow Hydrographs by lntelisolve v9.23 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 Stage (II) Project: 090227-Palomar Airport Commons.gpw Top of pond Elev. 260.79 \ Front View \._ Bottom of pond Elev. 254.79 ---100-yr NTS -Looking Downstream 61.0 LF of 24.0 in @ 4.52% CuiVA -lnv. 258.70 ---25-yr ---10-yr ---5-yr I I ---- -.... ------- • IIIII • -• - IIIII Ill Ill ---- Post Development, Post Detention Rational Method Calculations NOTE: Tc and C values used in this section are the same as the Rational Method calculations, but the contributing drainage areas have been adjusted to produce the same Q100for Systems A and B after detention. -- - -·- ----- • - Ill .. IIIII --- IIIII .. • Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Hyd. No. 1 Basin A -Post Detention Hydrograph type = Rational Storm frequency = 100 yrs Time interval = 1 min Drainage area = 5.570 ac Intensity = 4.103 in/hr IDF Curve = 090227-Palomar Airport Commons.IDF Q (cfs) 21.00 18.00 15.00 ,~, ' ' •..... ·~· ... " ....... f"" ...... f~·· . ······~· .. Basin A-Post Detention Hyd. No. 1 --1 00 Year / \. ····f· ' '"~ v \ / r\. " '\ Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by User AsdRec limb fact ............ ··~·· .......... ' ...... ~ .... ' ~" ' = = = = = = Monday, Jun 14,2010 19.20 cfs 12 min 13,821 cuft 0.84 12.00 min 1/1 . " ....... Q (cfs) 21.00 18.00 15.00 /_ 1··· .. ·· ~··· .. \ .. r'\ I ""'" / I···· ...... l•ooooooo 1 ..... 12.00 I / 9.00 ............ .. . ' L ......... v J-... . ............... 7 ............. ' ""'' ................... +·· ., ......... ""'"""' 6.00 3.00 0.00 0 2 4 6 8 10 -HydNo.1 .... ..•• I· ........ 1 12 14 16 \ ... '"""' 1 ......... \. ........ ··~·· . .... ........ '"•"•' 12.00 9.00 1···~· .......... "\ , ... ......... -........ 6.00 3.00 18 20 .'\. \ 0.00 24 22 Time (min) -- - --.. ------- .. • .. 1111111 -----.. 1111111 - -.. --• Hydrograph Report Hydraflow Hydrographs by lntellsolve v9.23 Monday, Jun 14, 2010 Hyd. No. 2 Basin 8/C -Post Detention Hydrograph type = Rational Peak discharge = 14.70 cfs Storm frequency = 100 yrs Time to peak = 9min Time interval = 1 min Hyd. volume = 7,938 cuft Drainage area = 3.550 ac Runoff coeff. = 0.84 Intensity = 4.930 in/hr Tc by User = 9.00 min IDF Curve = 090227-Palomar Airport Commons.IDF AsdRec limb fact = 1/1 Basin 8/C -Post Detention Q (cfs) Hyd. No. 2-100 Year 0 (cfs) 15.00 .------r---.-------.------,,---.,-----.---...-----.-------r 15.00 ····---············ -------··· ···A -·······················-...... ··-···------- -----~--···-·--. ----7 ---·-1'\ 12 00 ~~~-~--~-.--._~----_-_-_-_+_-::::_~.~-... -~.-=~-L•-~~-.-------.~-~ .. ~~~~~--~-~--~--.~~-----+~--.--~--+_-_-.. ------~-1200 J \ QOO~~t_ ~~-~-~~ Q~ =-· ~~~·-.. -.:~~--..... ·>·.----·-----~--:------~ :.~: 5\~-=- 1 ~ 6.00 + .. _-___ -.... -... -. ····+----;-... -___ ~ .... +----+--_,_-____ -.... -+ ..... -...... -... -.. ---+·---··--···---.--.. --...... -... + ... ----.-.. -..... -...... +-'-'r-'\ ..... -."-t-...... -...... -._-___ -+_ 6.00 ... v ---.......... ---· .... -\ --·" ""'""""" 3.00~.~ ~~~~ aoo 1----:-.. ·-----·~--:==--~=~~ -----~-~ 0.00 -L------L.. ___ ..J._ __ __.__ __ ___.JL.....-__ _.__ __ __,_ ___ _.___ __ _.._ __ ----1-0.00 0 2 4 6 8 10 12 14 16 18 - Hyd No.2 Time (min) - ---... .. ------- - • .. - ------- --.. Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Hyd. No. 3 Basin D Hydrograph type Storm frequency Time interval Drainage area Intensity = Rational = 100 yrs = 1 min = 0.480 ac = 7.160 inlhr IDF Curve = 090227-Palomar Airport Commons. IOF Basin D Monday, Jun 14,2010 Peak discharge = 2.887 cfs Time to peak = 5min Hyd. volume = 866 cuft Runoff coeff. = 0.84 Tc by User = 5.00 min AscJRec limb fact = 1/1 Q (cfs) Hyd. No. 3 -100 Year Q (cfs) 3.00 -,------r-----r----"T---r---.-----.----,------r----,---, 3.00 -HydNo. 3 Time (min) -.. ---- • -------.. - .. .. .. ---.. ... .. -------- Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Hyd. No. 4 Direct Release Hydrograph type Storm frequency Time interval Drainage area Intensity = Rational = 100 yrs = 1 min = 0.140 ac = 7.160 inlhr IDF Curve = 090227-Palomar Airport Commons.IDF Q (cfs) 1.00 0.90 0.80 0.70 Direct Release Hyd. No. 4 --100 Year / ~ / "" / ' Peak discharge = Time to peak = Hyd. volume = Runoff coeff. = Tc by User = AsdRec limb fact = Monday, Jun 14,2010 0.842 cfs 5min 253 cuft 0.84 5.00 min 1/1 Q (cfs) 1.00 0.90 0.80 0.70 0.60 / ' 0.60 v / / 0.50 0.40 / / / 0.30 0.20 / / 0.10 0.00 0 2 3 4 5 -Hyd No.4 "" "" " i\. "" '\ "' 6 7 8 9 0.50 0.40 0.30 0.20 0.10 "" 0.00 10 Time (min) -- - ----.. ---... -.. .... .. --.. -• • -.. Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Hyd. No. 5 Post Development 1 00 Year Hydrograph type Storm frequency Time interval Inflow hyds. = = = = - HydNo.5 Combine 100 yrs 1 min 1, 2, 3, 4 -HydNo.1 -HydNo.4 Monday, Jun 14,2010 Peak discharge = 29.84 cfs Time to peak = 9 min Hyd. volume = 22,878 cuft Contrib. drain. area = 9. 7 40 ac -Hyd No.2 - HydNo. 3 Time (min} -- --.. .. .. -------.. • .. Ill -• --... • • ------... .. Treatment Control BMP Sizing Calculations ~ EXIST. 30~ STORM DRAIN PER DRAWING 323-3-6 \ STORMWATER DETENTION/INFILTRATION SYSTEM 4 ·54' PERFORATED HOPE PIPES ~====;;,:;WITH 2-54" HOPE HEADERS WQ VOL. PROVIDED= 7,750± CU.FT. WQ VOL REQUIRED= 7,700± CU.FT. (85th PERCENTILE) PONDlNG DEPTH = 40.1 INCHES ~l-----'\1.' _o_RA_w_o_o_w_N_JTIIME =50 HOURS .. ,, ., \, J " ., • BMP/WATER QUALITY SHEET LEGEND DESCRIPTION PLAN SYMBOL LANDSCAPE AREA (PE RVIOUS AREA) BIOFILTRATION AREA (PERVIOUS AREA) ASPHALT CONCRETE PAVEMENT (IMPERVIOUS AREA) PROPOSED BU ILDING & PARKING STRUCTURE (IMPERVIOUS AREA) CONCRETE HARDSCAPE (IMPERVIOUS AREA) TREATMENT CONTROL BMP DRAINAGE AREA --- INLET STENCILING 0 ILLEGAL DUMPING SIGNS -TYPES OF BMPS USED ON PROJECT LOW IMPACT DEVELOPMENT SITE DESIGN BMPS • THE IMPERVIOUS SURFACES AREAS HAVE BEEN MIN IMIZED BY REDUCING THE PARKING LOT DRIVE AISLE WIDTHS TO MINIMUM DIMENSIONS CONSIDERING FIRE DEPARTMENT ACCESS, PEDESTRIAN AND VEHICULAR SAFETY STANDARDS. VVHEREVER PRACTICAL, THE PARKING LOT DRIVE AISLES ARE DOUBLE LOADED, WHICH IS THE MOST EFFICIENT PARKING CONFIGURATION. • RUNOFF VVILL BE SAFELY CONVEYED FROM THE TOPS OF ANY SLOPES. • THE PROJECT'S SLOPES ARE ANTICIPATED TO BE LANDSCAPED WTH A MIX OF NATIVE AND DROUGHT TOLERANT TREES, SHRUBS AND GROUNDCOVERS. • SUBSURFACE RESERVOIR BEDS OF PERFORATED HOPE PIPE WILL BE USED IN THE PRIVATE STORM DRAIN DESIGN TO INFILTRATE STORM WATER RUNOFF FOR STORM WATER QUALITY AND TO MITIGATE ANY INCREASE IN POST DEVELOPMENT PEAK FLOW RATES AND VOLUMES ABOVE PRE-DEVELOPMENT LEVELS. • AMENDED IN-SITU SOILS. AMENDED IMPORT SOIL OR IMPORTED, ENGINEERED SOILS VVHICH PROMOTE iNFILTRATION, ARE PROPOSED TO BE PLACED INTO THE BIOFIL TRATION AREAS. • COMPACTION OF THE BIOFIL TRATION AND LANDSCAPED AREAS VVlLL BE MINIMIZED TO ALLOW FOR RAINFALL INTERCEPTION AND INFILTRATION TO OCCUR • MANY ROOF AND IMPERVIOUS SURFACE AREAS HAVE BEEN DIRECTED TO MULTIPLE LANDSCAPE AREAS, CO-DESIGNED AS A BIOFIL TRATION AREAS, PR IOR TO ENTERING THE PRIVATE STORM DRAIN SYSTEM. • RIP RAP ENERGY DISSIPATERS WILL BE SITED TO PREVENT EROSION FROM OCCURRING VvHERE CONCENTRATED RUNOFF FROM PUBLIC AND PRIVATE STORM DRAIN OUTFALLSANDAT LOCATI ONSVVHERE ROOF DRAIN 00\11/NSPOUTS DI SCHARGE INTO BIOFILTRATION AREAS, PRIMARILY FOR THREE BUILDINGS ON THE WESTERLY SIDE OF THE PROJECT. - EXIST. 36" STORM DRAIN PER DRAWING 3234-6 \ ~ -' ,_ ' . '' ' PROPOSED BIOCELL AREA= 0.74 AC ~ (> BASif'J A ~~AREA= 11:J. 76 AC ~;;;;~ GE= . . . 280 -f!fr~ , .. SO' it ===t§_@:~ c:: PROPOSED BIOCELL t AREA,;, 0.75 AC -. -. ' . . ' . ·,, ''·' \ ' ' ' . '· ' " ' ' I : -' . ' ' ',< -' .,, ' '< • -. ' •.._ ._.. '- ' <· •. _ '' --, ~ ' · PORTION OF A . WHICH DRAINS TO ' .. BAFFLE BOX UNIT'• . . '.AREA= 10.76 AC .~ [ ' l < ' ' < --' ' ' ' ' ' '-<. '·. :. · ... I . . ·. ~. I < ( _, ' ' '· < ' ' .< • ' ' ' " :, ' '•'-.. ·' ._, < ' • ' ' ",' '··' u ' ' • ' . ' ·:· . ·,. -' '· i ' - -- ' '. ' . · II ·Eel . I I : 0 • • VIASAT OFFICE CAMPUS PRELIMINARY BMP/WATER QUALITY PLAN SCALE: 1" =50' • SIGN n NOTE: TYPES OF BMPS USED ON PROJECT (CONT'D) DOCK AREA BMPS THE SURROUNDING AREAS NEAR THE PROPOSED LOADING DOCK WiLL BE GRADED TO PRECLUDE URBAN RUN-ON. THE PROPOSED LOADING DOCK IS LOCATED IN A SUMP CONDITION AND WlLL HAVE A 810 CLEAN TRENCH DRAIN FILTER BY BIOCLEAN ENVIRONMENTAL INSTALLEDASANASAN INITIAL PRE-TREATMENT FOR TRASH, DEBRIS, LARGE SUSPENDED SOLIDS AND HYDROCARBONS BEFORE DISCHARGING TO THE ON-SITE PRIVATE STORM DRAIN SYSTEM FOR FURTHER WATER QUALITY TREATMENT THROUGH SUBSURFACE INFILTRATION. THIS DRAINAGE AREA VVILL BE ABLE TO BE ISOLATED FROM THE STORM DRAIN SYSTEM BY A MECHANICALLY OPERATED SHUT-OFF VALVE TO ISOLATE SPILLS IN THE LOADING DOCK. THE CONTROL FOR THE SHUT-OFF VALVE VI/ILL BE ON THE OUTSIDE OF THE BUILDING, ADJACENT TO THE LOADING DOCK AREA TO PREVENT SPILLS BEING DISCHARGING TO THE STORM DRAIN SYSTEM. VEHICLE WASH AREA BMPS THE PROPOSED VEHICLE WASH AREA WILL BE SELF--CONTAINED TO PRECLUDE RUN-ON AND RUN-OFF AND COVERED WITH A ROOF OR OVERHANG. THE VEHICLE WASH ARE/\ \NILL BE EQUIPPED \IIIlTH A CLARIFIER OR OTHER TYPE OF PRE-TREATMENT FACI LITY BEFORE BEING CONNECTED TO THE SANITARY SEV\£R SYSTEM ON-SITE. SURFACE PARKING BMPS PROPOSED LANDSCAPING AREAS HAVE BEEN INCORPORATED INTO THE PROJECTS DRAINAGE DESIGN AND ARE CO-DESIGNED AS BJOFILTRATION AREAS FOR STORM WATER TREATMENT. PARKING AREAS THAT ARE NOT ABLE TO DRAIN TO BIOFILTRATION AREAS WILL EITHER BE TREATED BY NUTRIENT SEPARATING BAFFLE BOXES BY 810 CLEAN ENVIRONMENTAL AND SUBSURFACE INFILTRATION. FUELING AREA BMPS THE PROPOSED FUELING AREA WILL BE PAVED WITH PORTlAND CEMENT CONCRETE AND WILL EXTEND 6.5 FEET FROM THE CORNER OF EACH FUEL DISPENSER. THE PROPOSED IMPERVIOUS PAVEMENT WILL BE SLOPED TO PREVENT PONOING AND SEPARATED FROM THE REST OF THE SITE THROUGH A GRADE BREAK V\IHICH PREVENTS RUN-ON. THE PROPOSED FUELI NG AREA \A/ILL DRAIN TO A BIOFIL TRATION AREA OR URBANGREEN BIOFI L TER UNIT PRIOR TO ENTERING THE ON-SITE STORM DRAIN SYSTEM. LASTLY, THE OVERHANGING ROOF STRUCTURE OR CANOPY lA/lLL BE EQUAL TO THE AREA VVITHIN THE FUEL AREA'S GRADE BREAK AND WI LL NOT DRAIN ONTO OR ACROSS THE FUEL DISPENSING AREA. OUTDOOR GARDEN SALES AREA BMPS THE PLANNED OUTDOOR GARDEN SALES AREA ASSOCIATED WITH THE PROPOSED RETAIL ANCHOR STORE \NILL ALL DRAIN TO A BIOFILTRAT!ON CELL FOR INITIAL STORM WATER QUALITY TREATMENT. THE CAPTURED RUNOFF FROM THIS AREA WILL TH EN FLOW THROUGH THE DOWNSTREAM NUTRIENT SEPARATING BAFFLE BOX. THEN THE RUNOFF WILL FLOW INTO THE SUBSURFACE OETENTION!INFIL TRATION SYSTEM Vv1-!ICH WILL INFILTRATE THE WATER QUALITY VOLUME FROM THIS AREA GENERATED BY THE 85TH PERCENTILE RAINFALL EVENT. TYPES OF BMPS USED ON PROJECT (CONT'D) SOURCE CONTROL BMPS • OWNERfrENANT EDUCATION PROGRAM AND BROCHURES • STORM DRAIN INLET STENCILING • POSTING OF ILLEGAL DUMPING SIGNS • TRASH STORAGE AREAS WITH IMPERVIOUS SURFACES AND OVERHEAD ROOFS, DO NOT ALLOW RUN-ON AND TRASH BINS ARE FITTED WITH LIDS • FIRE SPRINKLER MAINTENANCE AN D TESTING DISCHARGES TO SEWER SYSTEM • EFFICIENT IRRIGATION SYSTEM WITH RAIN SHUTOFF DEVICES • INTEGRATED PEST MANAGEMENT PRINCIPLES • REGULAR PARKING LOT CLEANING AND SWEEPING STRUCTURAL TREATMENTCONTROL BMPS • BIOFIL TRA TION AREAS/CELLS • NUTRIENT SEPARATING BAFFLE BOXES • BIOCLEAN TRENCH DRAIN FILTER • SUBSURFACE INF!LTRATlON SYSTEMS STRUCTURAL TREAMENT CONTROL BMP POLLUTANT TABLE STRUCTURAL TREATMENTCONTROLBMPS BIOFILTRATION CELLS ANTICIPATED POLLUTANTS HEAVY METALS ORGANIC COMPOUNDS TRASH & DEBRIS 3" MULCH LAYER, OPTIONAL PER LANDSCAPE ARCHITECT'S PLAN PLANTINGS PER LANDSCAPE ARCHITECT'S PLAN 6 1N. DIAMETER PERFORATED UNDEORAIN PIPE GRADE BOTTOM TO DRAIN TOWARDS PERFORATED PIPE @2%MIN_ I .. BIOFILTRATION AREA NOTES B!OFILTRATION AREA VVIOTH VARIES PER PLAN SAMPLE BIOCELL DETAIL FOR PROPOSED AREAS IN BASIN A PER SAMPLE FIGURE A FROM PROJECT'S STORM WATER MANAGEM ENT PLAN, ATTACHMENT F ..I ilm(~·~~~i,~:rrl~NONINOVEN I BY TENCATE OR EQUAL LINING BJOFIL TRATION AREA ~-IN SI TU SOIL 18" THICK LAYER OF IMPORTED ENGINEERED OR AMENDED IN SITU SOIL m:iiill'i-.__-~ THICK LAYER OF "BIRDSEYE'' ROCK TO FILTER FINES FROM ENTERING GRAVEL LAYER ~-. 14"" THICK LAYER OF 3/4" GRAVEL AROUND UNOERDRAIN AREA CROSS-SECTION NO SCALE NUTRIENT SEPARATING BAFFLE BOXES BIOCLEAN TRENCH DRAI N FILTER SUBSURFACE INFILTRATION SYSTEMS URBANGREEN BIOFILTER UNIT OXYGEN DEMANDING SUBSTANCES OIL & GREASE 1. ENGINEERED SOIL OR AMENDED IN SITU SOIL SHALL HAVE THE FOLLO\NING PROPERTIES: -SANDY LOAM TYPE SOIL -5 INCHES PER HOUR MINIMUM SUSTAINED INFILTRATION RATE -BE WELL MIXED AND CONSISTENT BIOFILTRA TION ARE AS/CELLS NUTRIENT SEPARATING BAFFLE BOXES BIOCLEAN TRENCH DRAIN FILTER SUBSURFACE INFILTRATION SYSTEMS URBANGREEN BIOFIL TER UNIT BACTERIA & VIRUSES SEDIMENTS NUTRIENTS POTENTIAL POLLUTANTS PESTICIDES 2. COMPACTI ON OF THE PLACED E.NGINEERED SOI L OR AMENDED IN SITU SOIL SHALL BE MINIMIZED TO ALLOW INFILTRATION TO OCCUR. 3_ PERFORATED UNDERDRAIN PIPE SHALL HAVE A MINIMUM OF THREE %"DIAMETER HOLES, EQUALLY SPACED ALONG THE CIRCUMFERENCE OF THE PIPE AND NOT LESS THAN THREE HOLES PER LINEAR FOOT OF PIPE 4. MULCH, IF APPLICABLE, TO BE SHREDDED HAROV\000. 0 0 0 REVISIONS 2 " • - 0 z m 0 ' I CJ z <( _j I • 0 0 0) c ·-L 0) 0) c ·-0) c 0) 0 [/) L g I]) S! c <( ffi ~ o._ "-5 1? ci ID ;li _j ~ Cl) 5 L I]) I]) c ·-(] c w ~ (] s: c 5 1-' F J ~ [/) ~ c z 0 ~ 0 :;; WQ BMP OF PROJECT LOCATION San Diego County . 85th Percentile lsopluvlals Draft 8/712003 Legend -_.._.,. .. ,.. ..... -· ~·- ·~----:-·--·-- N ... ~"E -,-r r y 0 1 2 4MIIe$ .,. ,.. ,, ... ----.. - • -- • • -• 11111111 ... - .. .. -LANG-. . eng1neer1ng co. Consulting Engineers · Land Planners Drainage Basin A Contributing drainage areas for basin's treatment control BMPs Area A32 = 0.10 acres Total Basin Area= 10.76 acres c = 0.84 Proposed Treatment Control BMPs in series Project: Palomar Airport Commons Job No.: 090227 Scale: N/A Calc. By: GWL Date: 06/14/10 Checked: RGL Date: 06/14/10 Sheet:! OfZ 1) BioClean Trench Drain Filter by BioClean Environmental (Storm Drain Insert) (Area A32) 2) Nutrient Separating Baffle Box by BioClean Environmental (All of System A) (Water Quality Inlet) 3) Detention/Infiltration System-HOPE perforated pipes (All of System A) Size BioClean Trench Drain Filter for initial treatment of trash, sediment and oil & grease BioClean Trench Drain Filter is a flow based BMP, therefore use 0.2 of an inch Owu = Cx I xA Owo = 0.02 cfs Select model from manufacturer provided information (See following pages) Select Model Number 5-12 OrREAT = 0.064 cfs per linear foot Proposed trench drain is 40 feet long, therefore treatment capacity of unit is 2.56 cfs 0.02 cfs s 2.56 cfs Since Owu S OrREAT' BioClean Trench Drain Filter is adequately sized I I ~ I a • ~ J I J I I l I ~ J a I l I a J L I a I I a a a I I l I I a I I MODEL # 4.5 B t-1•--8 .. ---l•l FOR ODD SIZE TRENCHES FLANGES CAN BE CUT WITH ALMOST ANY SKILL SAW' W'ITH CARBIDE BLADE 1--1• --%" ----l•l *X* ANGL 1------8" -----~ MODEL # 5-12 6" OR MORE 1---8" TO 10" -J TO INSTALL SIMPLY REMOVE GRATE PLACE IN INLET FILTER AND REINSTALL GRA TE TO ITS ORIGINAL LOCATION FINAL-C l...----~J 1-----------1~"---------l I TREATMENT FLOW RATE = .064 cFs PER LINEAR FOoT I TO INSTAL..L.. THE MODEL.. 4.~-e IN A SMAL..L..ER OPENING SUCH AS SHOWN /NSTAL..L.. .3/4" ANGL..E WITH 1/4" DRIVE P INS. PLACE IN INL.EI ~I L.IER AND REINST"AL.L GRAT"E T"C> IT"S ORIGINAL L.C>CAT"IC>N 7(50-4.3.3-7640 810 CL..£AN ENVIRONMENTAL.. PO eox ees IRENCI-I GRAIE ~IL.IER DATE : 04/24/07 SCAL..E:SF -17.~ DRAFTER: N R S UNIT'S -INCHES a • I J I J I I I ·I I I I J I J l • a • MODEL # 4.5 B I TRE:ATM£NT FLOW RAT£ = .064 CFS P£R UNE:AR Foori ~--~·--8" ---1•1 • • a • l • • • I J TO INSTALL S IMPLY RfrMOVtr GRATE PLACE IN INLET F"IL TER AND REINSTALL GRATE TO ITS ORIGINAL LOCATION I-6" TO 8"---l FOR ODD SIZE TRENCHES FLANGES CAN BE CUT WITH A L MOST ANY SKILL SAW WIT H CARBIDE BLADE ~ *X* ANGLE 8"---~ <1 :<1 TO INSTALL THE MODEL 4. 5-B IN A SMALLER OPE N ING SUCH AS SHOWN INSTALL .3/4"' ANGLE WIT"H 1/4" DRIV E PINS. PL_AC E IN I NL-ET ~ILTER AI'.JO Fi!EINSI.ALL GFI!.AT"E 10 liS OFI!IGII'.JAL L c::>C::AT"IOI'.J RNAL-8 760-.... .3.3-7640 1310 TRENCH GRATE ~IL-TER DATE: 04/24/07 SCALE:SF" -17.!5 DRAFTER: N R B UNITS -INCHES l I a. • ll; • • • a • l I a 1 a • ll • I , I • • a • a 1 I I I I I J I J I I MODEL # 5-12 I TR£ATM£NT FLOW RAT£ = .064 CFS P£R LINEAR Foorl 7'0 INStALL SIMPLY R E MOVE GRAIE PLACE IN IN LEI F"/L TER AND REINStALL GRAIE 7'0 /7'5 ORIGINAL LOCA7'10N 6• OR MORE 1-a• TO 10" -J FOR ODD SIZE TRENCHES FLANGES CAN SE CUT WITH ALMOST ANY SKILL a SAW WITH CARBIDE SLADE ._____ _ ___.j t----1~- .d '4 7'0 INStALL 7'HE: MODEL S-12 IN A WIDER OPENING SUCH AS S H O WN INStA LL 3/4'' ANGLE W IIH 1/4" DRIVE P INS, PLACE: IN INLEt ~ILlER .A."-10 RE!:I"--SI.A.I-1-G~.A.IE!: 10 /IS C>R IG I"--.A.I-1-C>C'.A."T'IC>"-1 f1Jt41. -A 760-433-7640 BIO CLEAN ENVIRONMENtAL PO BOX 8651 IRE:NCH GRAIE: ~ILIE:R DAlE: 04/24/07 SCALE:SF' -17.!5 DRAFTE R: N R B UN/IS -INCHES • J -- - ------.. --• .. • -----.. .. .. 1111111 1111111 -LANG-. . eng1neer1ng co. Consulting Engineers • Land Planners Drainage Basin A, con't Contributing drainage areas for basin's treatment control BMPs Area A32 = 0.10 acres Total Basin Area= 10.76 acres c = 0.84 Size Nutrient Separating Baffle Box (i.e. Water Quality Inlet) Project: Palomar Airport Commons Job No.: 090227 Scale: N/A Calc. By: GWL Date: 06/14/10 Checked: RGL Date: 06/14/10 Sheet:~ OfZ Nutrient Separating Baffle Box is sized based upon in-flow pipe diameter and max. flow rate at 6 fps Inflow pipe size= 36 inches Maximum flow rate for 36 inch pipe with 6 fps = 42.4 cfs Select model from manufacturer provided information (See following pages) Select Model Number NSBB 6-12-84 Q100 for System A entering NSBB = 36.8 cfs 36.8 cfs s 42.4 cfs Since Q100 S ~ •• Inflow' Nutrient Separating Baffle Box is adequately sized • Ns Baffle Box -Bio Clean Environmental Services, Inc. http: IIININW. bioclea nenvironmental. com/ prod uct/ns _baffle_ box/sizing --Bio Clean Environmental Services, Inc. -• Home ·-• Products • About -• Pollution -• Press • Contact • Curb Guard • Bio Sorb • Curb Inlet Baskets • Downspout Filter -• Flume Filters • • Golf Green Filter • Grate Inlet Skimmer Box • Modular Wetlands • • N.S. Baffle Box • Stormtank • Stormtreat • Trench Drain Filter • Water Polisher • • Maintenance • Bioaugmentation -Nutrient Separating Baffle Box-Sizing -• Nutrient Separating Baffle Box » Sizing Following is a standard chart for sizing the Nutrient Separating Baffle Box based upon pipe size. PIPE SIZING CHART • Use this as a general sizing chart . NSBB Model Allowable Pipe Size Diameter Basket Width • NSBB Model# 4-6.5-72 Up to 18" 28" NSBB Model# 4-8-84 Up to 18" 28" .. • NSBB Model# 5-10-84 Up to 30" 36" NSBB Model# 6-12-84 Up to 36" 42" NSBB Model# 8-12-96 Up to 48" 52" NSBB Model# 8-14-96 Up to 54" 52" NSBB Model# 10-14-96 Up to 60" 76" PIPE Velocity Chart Ill 111111 of2 2/24/2010 1:06AM IIIII • Ns Baffle Box -Bio Clean Environmental Services, Inc . http://www. bioclea nenvi ronmental. com/ prod uctfns _baffle_ box/sizing ... ---... --.. -.. -• • .. Use this chart as a guide to maintain ideal entrance velocities. Pipe Size Diameter Max Flow for 6FPS Entrance Velocity 8 inches 2.1 CFS 12 inches 4.7 CFS 18 inches 10.6 CFS 24 inches 18.8 CFS 30 inches 36 inches 42inches 48inches 54 inches 60inches DOWNLOADS 29.5 CFS 42.4 CFS 57.7 CFS 75.4 CFS 95.4 CFS 117.8 CFS Brochure -General Information Brochure-Vault system comparison Brochure-Nutrient leaching Specifications Product Details .-DesignDrawingsSizingHydraulicsPerformancelnstallationMaintenanceProject Profiles .. Product Video ... .. • -.. .. .. .. .. 1111 • IIIII 111112 of2 Copyrigt1 ~ 2010 BioClean Environmertal Services, Inc .. All rights reserved . 2/24/2010 1:06 AM I J I I I I a. • a • I .1 I I l • I I I j • I l .• a • a • I j I • a 1 I • S/0 CLEAN ENVIRONMENTAL MODEL NO. NSSS 6-72-84 FLOW. TREATMENT, 8t BYPASS SP£C/F/CAnONS FOR TH£ BIOMASS S£PARA nNG BASKET 1./nf/ow Pipe Area---------- 2.0pen Orifice Area in Biomass Separating Basket 3. Treatable Flow Area With No Blockage - 4. Treatable Flow Area With 50% Blockage 5. Treatable Flow Area With 75% Blockage 6.Minimum Bypass Available (With Basket 100% Full) 7.0 SQ.n: J4.5 SQ.n: J4.5 SQ.n: 17.2 SQ.FT. 25.8 SQ.FT. 7.7 SQ.FT. BASKET STORAG£ = 58 CU. n: (2.1 YDS.) S£DIM£NT STORAG£ Lower Front Chamber---- Lower Middle Chamber ---- Lower Rear Chamber ---- TOTAL 72 cu. 66 cu. 66 cu. 204 cu. n: n: FT. n: (7.5 YDS.) II II LEFT END 1/JEW NOTES: 1. CONCRU£ 28 LliiY COIIPRESSM STRENGTH fc-5,000 PSI. 2. REINFORCING: AS1M A-615, CRAD£ 60. PEAK DESIGN FLOW 42.4 C.F.S. - J. SUPPORTS AN H20 LOADING AS INDICATED BY AASHTO. (BAS£0 ON 6 FT. P£R S£C. FLOW MULnPU£0 BY TH£ MIN. BYPASS AVAILABL£.) 4. JOINT S£AI..ANT: BUm RUBBER SS-S-00210 5. ALL WALLS, TOP + BCTTOI.t AR£ 6• THICK. STORM BOOM D ISTRIBUTE D BY: PATENTED TH£ STiff&TIIIfC 1<1 1HS -IS -y tNTrND£D 10 BC H1INJ.£D 1<1 Off -LDCitiTIONS wmt LESS THAN ~· 01' OOtofX smucnJR£S All£ RCAOtY AIMA/ll£ FOR ALL OTHER CCNDtr/ONS. ~r SIMI1I£C m;,- -· II£PfiESENTIWVC FOR DfTAI.S. BIO CLEAN ENVIRONMENTAL SERVICE P.O. BOX 869, OCEANSIDE, CA. 92049 TEL. 760-4.3.3-7640 FAX:760-4.3.3-.3176 Email: Tnf'oObioc::leonenviron rnen tal. net SUNTREE TECHNOLOGIEST INC. 798 CLEARLAKE RD. SUI E lf/2 COCOA FL. 32922 NUTRIE:NT SE:PARATING BAFFLE: BOX MODEL NO.NSBB 6-12-84 DATE:: 01/01/04 SCALE::SF -72 DRAFTER: N .R.B. UNITS -INCHES l • .. -------- - IIIII IIIII - --... -.. • .. .. • Tecnica/ Specifications For The Nutrjent Sf!Pqrqtjng Baffle Box Mode{ stormwater Treatment ~vstem 1. The stormwater treatment system shall be capable of inline installation with minimal head loss. Offline installation is nat an acceptable aleternotive, 1mless orginally deisigned by the engineer. Treatment of gross solids must occur at flow rates higher than the specified treatment flow. The stormwater treatment system must provide treatment at all flow rates. 2. For flows of 74.67 gpm per square foot of settling chamber area a removal efficiency of at least 90X for TSS will be achieved and flows of up to 124.44 gpm per square foot of see/ling chamber area will be able to pass through the stormwater treatment system for treatment without causing scouring. This must be proven though full scale testing. 3. The stormwater treatment system will be able to store captured solid debris such as leaves and litter in a dry state within the nutrient separating screen sysetm between rain events. The volume of dry storage will be equal or greater than that specificed on the drawing. 4. The stormwater treatment system will have the capacity to store equal to or greater than that specified on the drawing for captured sediment. 5. The stormwater treatment system will hove a skimmer located in front of the outflow opening. The bottom of the skimmer will be located 6" below the static water level. Adjacent to the influent side of the skimmer is a cage containing many hydrocarbon absorption booms that will float at the top surfatM af the water in the stormwater treatment structure. This ensures absorption of hydrocarbons though a wide range of operating flows. 6. The nutrient separating screen system shall be positioned approximately 3.5" above the static water level within the baffle box. Adjacent to the inflow, the screen system will have opsnings on both sidss that have a combined cross sectional area that exceeds the crass sectional area of the pipe. These openings will act as an internal bypass for water flow in the event that the screen system becomes full of debris. 7. The nutrient separating screen system shall have a minimum of 6" of vertical adjustment. The adjustment method shall be a system with brackets that are attached to the sides of the screen system that will slide vertically along 1 1/2" x 1 1/2" aluminum square poles. Two stainless steel bolts on each bracket con be tightened to lock the screen system in place, or loosened to allow for vertical adjustment of the screen system. The square poles are anchored to the baffle wall by 1/2" minimum diameter stainless steel bolts. 8. The nutrient separating screen system shall have a minimum of 3" of horizontal adjustment in the direction of the length of the concrete structure. The brackets that clamp the vertical adjustment poles to the side of the screen system can be repositioned to allow of honzontol adjustment. 9. The nutrient separating screen system shall have a section adjacent to the inflow which is hinged and can be opened for cleaning. This section will function as a screened ramp to direct debris into the main body of the screened system. The sides of this section will be mode of stainless steel screen and transition in vertical height from a minimum of 8" tall nearest the inflow to the height of the main body of the screen system. The lower sides along this inflow section will provids bypass for water flow around the main body of the screen system if necessary. The cross sectional area of the bypass around the screen system will be equal to or exceed the cross sectional area of the inflow pipe. 10. The nutrient separating screen system shall give access from above grade to the lower sediment collection chambers by the following method. The bottom of the screen system will contain hinged screened doors that can be opened in such a way as to allow adequate access for a vacuum truck to remove everything in all the lower collection chambers. 1 1. The nutrient separating screen will be a welded aluminum framework spanned by stainless steel screen, be rectangular in shape, and be farmed to make a bottom, 2 long sides, and 1 end ; the top and 1 end will remain open. The screen system will consist of panel sections that are held together with stainless steel bolts. When the panel sections are unbolted and separated from each other they must be able to pass through an access hatch or manhole in the top of the baffle box for removal purposes. The aluminum frame work will be mode 1 1/2" x 1 1/2" x ]I" aluminum angle beam. The screen used to span the aluminum frame is described as follows: For the body of the screen system, flattened expanded stainless steel sheet 1/2" No. 16 F: Open area = 60%; Grade = 304 Stainless Steel. The screen will be attached to the screfln system framfl by sandwiching thfl screen to the aluminum frame between a Sflries of 1 • x 3/16" aluminum bars and welded in place . 12. A turbulence dflflsctor will be attached near ths top of each of the baffles with ~ • stainless steel through bolts and stainless steel fender washers. The turbulence deflsctors will be mode from laminated fiberglass and measure a minimum of 1/4" in thickness. The turbulence deflectors will form a horizontal ledge that measures 8" from the downstream side of the first baffle and 6" from the downstream side of the second baffle, and span the full width of the baffle box . 13. The stormwater treatment system will be precast concrete. The concrete will be 28 day compressive strength fc = 5,000 psi. Steel reinforcing will be ASTM A -615 Grade 60. Structure will support an H20 loading as indicated by MSHTO. The joint between th11 concrete sections will ship lap and the joint sealed with Rom-Nek or equal butyl rubber joint sealant. 14. For actMss into the stormwater treatm11nt systt~m, two to three holes will bfl cast into the top of th11 vault. 15. The inflow and outflow pipes will not intrude beyond flush with the inside surface of the Nutrient Separating Bafflfl Box. The spacfl between thfl pipe holes in thfl ends of the stormwater treatment system and the outside surfacfl of the pipe will be filled with non-shrink grout to form a watflr proof seal. 16. The nutri11nt separating screfln system shall extended more than half way of the internal lenght of the stormwoter treatment system. The nutrient separating screfln system shall start at th11 inflow pipe not more than 4" from the wall of the inflow pipe . 17. The stormwater treatment system must have two separate reports verifying no scouring occurs at flows equal to or greater than the specified treatment flow rate for that particlfl size distribution. 18. The stormwater treatment system shall have a shallow sump, not more than 48" from invert of outflow pipe to bottom floor of the sump area . 19. The stormwater treatment system must have a miniumium of two sediment chambers (sump areas) which ore separated by a vertical wier that divides the chamber from the bottom of the sump ta the invert of the outflow pipe. No openings are allowed at the bottom or coming up vertically along thfl wier. Or any other method that would connect the two chambers together such as orfices . --- ---.. ... .. • ill • .. • • .. .. IIIII -LANG-. . enganeer1ng co. Project: Palomar Airport Commons Job No.: 090227 Scale : N/A Calc. By: GWL Date: 06/14/10 Checked: RGL Date: 06/14/10 Conal..llting Engineer s • Land Planners Sheet:~ Of Z Dra inage Basin A, con't Contributing drainage areas for basin's treatment control BMPs Area A32 = 0.10 acres Total Basin Area= 10.76 acres c = 0.84 Detention/Infiltration system is a volume based BMP, therefore use the 85th percentile rainfall event Pssth = 0.65 inches Assumed infiltration rate of 0.5 inches per hour for in situ and/or import material ues1gn ouuau rrom c etentlont m 11trat1on sys em to r ave mvert out e eva 1on n1g er tnan tne max1mum water sur ace elevation produced by the 85th percentile rainfall event. Therefore, 85th percentile rainfall event will not produce any discharge from the underground detention/infilration system and the entire volume from the 85th percentile event will infiltrate into the soil. Invert of perforated pipe system = 263.90 System to be encased in gravel backfill, 6 inches above and below pipe and one foot around the footprint Gravel backfill void ratio assumed to be 40% Invert of 30" HOPE pipe out = 265.25 (Elevation set so no discharge would occur from 85th percentile event) VOLasth Req = 16,500± cubic feet (cu. ft.) maximum storage required (See following printouts) Maximum 85th Percentile W.S.E. = 265.19 based on V851h (See following printouts) VOLsvstem = 17,250± cu.ft. to maximum elevation of 265.25 (invert of 30" HOPE pipe out) Since VOLasth Req $ VOLsvstem and Max. 85'" W.S.E. $ 30" I.E. out, system is adequately sized --- Estimated draw down time for water quality event= 30 hours (See following prinouts) , . .. -- --------• - -.. -• • .. .. • • -.. .. .. IIIII .. .. ... .. Palomar Airport Commons Project: Date: Palomar Airport Commons 06/14/10 Description: Rational Method Hydrograph Routing Overview System "A" System "A", Volume Based Water Quality 2.75 100 Year P6 , inches 0.65 P85m, inches 0.84 c 0.84 c 10.78 Area, acres 10.78 Area, acres Volume to Detain Volume to Retain 24.90 VOL, acre-inches 5.89 VOL, acre-inches 2.08 VOL, acre-feet 0.49 VOL, acre-feet 90,400 VOL, cu. ft. 21,400 VOL, cu.ft. 6 Hour Storm 6 Hour Storm, Assumed 360 Duration, minutes 360 minutes 5.0 Tc, minutes 5.0 Tc, minutes 72 blocks 72 blocks System "B" System "B", Volume Based Water Quality 2.75 100 Year P6 , inches 0.65 Pssth• inches 0.84 c 0.84 c 4.59 Area, acres 4.59 Area, acres Volume to Detain Volume to Infiltrate 10.60 VOL, acre-inches 2.51 VOL, acre-inches 0.88 VOL, acre-feet 0.21 VOL, acre-feet 38,500 VOL, cu.ft. 9,100 VOL, cu.ft. 6 Hour Storm 6 Hour Storm, Assumed 360 Duration, minutes 360 minutes 9.2 Tc, minutes 9.2 Tc, minutes 39 blocks 39 blocks 090227-Detention Hydrograph.xlsx LANG ENGINEERING CO. Page 1 of 1 Overview ... .. ... ... ... .. .. ... • ... .. ... • • .. Palomar Airport Commons Page 2 of 5 Project : Palomar Airport Commons Date: 02/23/10 System: Storm System "A", Sorted by Rainfall Blocks in Numerial Order Storm: 851h Percentile, 6 Hour Assumed N Pr(Nl (inches) Pr(N·ll (inches) PN (inches) ~ (cfs) Mid block Tc, min 1 0.14 0.00 0.14 15.5 240 2 0.18 0.14 0.04 4.3 235 3 0.21 0.18 0.03 3.1 230 4 0.23 0.21 0.02 2.5 245 5 0.25 0.23 0.02 2.1 225 6 0.27 0.25 0.02 1.8 220 7 0.28 0.27 0.02 1.6 250 8 0.30 0.28 0.01 1.5 215 9 0.31 0.30 0.01 1.4 210 10 0.32 0.31 0.01 1.3 255 11 0.33 0.32 0.01 1.2 205 12 0.34 0.33 0.01 1.1 200 13 0.35 0.34 0.01 1.1 260 14 0.36 0.35 0.01 1.0 195 15 0.37 0.36 0.01 1.0 190 16 0.38 0.37 0.01 0.9 265 17 0.39 0.38 0.01 0.9 185 18 0.40 0.39 0.01 0.9 180 19 0.41 0.40 0.01 0.8 270 20 0.41 0.41 0.01 0.8 175 21 0.42 0.41 0.01 0.8 170 22 0.43 0.42 0.01 0.8 275 23 0.43 0.43 0.01 0.7 165 24 0.44 0.43 0.01 0.7 160 25 0.45 0.44 0.01 0.7 280 26 0.45 0.45 0.01 0.7 155 27 0.46 0.45 0.01 0.7 150 28 0.47 0.46 0.01 0.6 285 29 0.47 0.47 0.01 0.6 145 30 0.48 0.47 0.01 0.6 140 31 0.48 0.48 0.01 0.6 290 32 0.49 0.48 0.01 0.6 135 33 0.49 0.49 0.01 0.6 130 34 0.50 0.49 0.01 0.6 295 35 0.50 0.50 0.01 0.6 125 36 0.51 0.50 0.01 0.6 120 37 0.51 0.51 0.00 0.5 300 38 0.52 0.51 0.00 0.5 115 39 0.52 0.52 0.00 0.5 110 40 0.53 0.52 0.00 0.5 305 41 0.53 0.53 0.00 0.5 105 42 0.54 0.53 0.00 0.5 100 090227-Detention Hydrograph.xlsx LANG ENGINEERING CO. System "A"-85th ... - - .. • - • ... .. .. • .. • • • Palomar Airport Commons Page 3 of 5 Project: Palomar Airport Commons Date: 02/23/10 System: Storm System "A", Sorted by Rainfall Blocks in Numerial Order Storm: 85th Percentile, 6 Hour Assumed N Pr(NJ (inches) Pr(N·ll (inches) PN (inches) ~ (cfs) Mid block Tc, min 43 0.54 0.54 0.00 0.5 310 44 0.55 0.54 0.00 0.5 95 45 0.55 0.55 0.00 0.5 90 46 0.56 0.55 0.00 0.5 315 47 0.56 0.56 0.00 0.5 85 48 0.56 0.56 0.00 0.5 80 49 0.57 0.56 0.00 0.5 320 50 0.57 0.57 0.00 0.4 75 51 0.58 0.57 0.00 0.4 70 52 0.58 0.58 0.00 0.4 325 53 0.58 0.58 0.00 0.4 65 54 0.59 0.58 0.00 0.4 60 55 0.59 0.59 0.00 0.4 330 56 0.60 0.59 0.00 0.4 55 57 0.60 0.60 0.00 0.4 50 58 0.60 0.60 0.00 0.4 335 59 0.61 0.60 0.00 0.4 45 60 0.61 0.61 0.00 0.4 40 61 0.61 0.61 0.00 0.4 340 62 0.62 0.61 0.00 0.4 35 63 0.62 0.62 0.00 0.4 30 64 0.62 0.62 0.00 0.4 345 65 0.63 0.62 0.00 0.4 25 66 0.63 0.63 0.00 0.4 20 67 0.63 0.63 0.00 0.4 350 68 0.64 0.63 0.00 0.4 15 69 0.64 0.64 0.00 0.4 10 70 0.64 0.64 0.00 0.4 355 71 0.65 0.64 0.00 0.4 5 72 0.65 0.65 0.00 0.4 0 73 0.65 0.65 0.00 0.3 360 090227-Detention Hydrograph.xlsx LANG ENGINEERING CO . System "A"-85th ... -Palomar Airport Commons Page 4of 5 -Project: Palomar Airport Commons Date: 02/23/10 System: Storm System "A", Sorted by Rainfall Distribution Storm: 85th Percentile, 6 Hour Assumed - N Pr(Nl (inches) Pr(N·ll (inches) PN (inches) ~ (cfs) Mid block Tc, min -72 0.65 0.65 0.00 0.35 0 71 0.65 0.64 0.00 0.35 5 ... 69 0.64 0.64 0.00 0.36 10 ... 68 0.64 0.63 0.00 0.36 15 66 0.63 0.63 0.00 0.37 20 -65 0.63 0.62 0.00 0.37 25 63 0.62 0.62 0.00 0.38 30 62 0.62 0.61 0.00 0.39 35 -60 0.61 0.61 0.00 0.39 40 .. 59 0.61 0.60 0.00 0.40 45 57 0.60 0.60 0.00 0.41 so 56 0.60 0.59 0.00 0.41 55 -54 0.59 0.58 0.00 0.42 60 53 0.58 0.58 0.00 0.43 65 51 0.58 0.57 0.00 0.44 70 so 0.57 0.57 0.00 0.44 75 48 0.56 0.56 0.00 0.46 80 47 0.56 0.56 0.00 0.46 85 -45 0.55 0.55 0.00 0.48 90 44 0.55 0.54 0.00 0.48 95 .. 42 0.54 0.53 0.00 0.50 100 -41 0.53 0.53 0.00 0.51 105 39 0.52 0.52 0.00 0.52 110 ... 38 0.52 0.51 0.00 0.53 115 -36 0.51 0.50 0.01 0.55 120 35 0.50 0.50 0.01 0.56 125 33 0.49 0.49 0.01 0.58 130 .. 32 0.49 0.48 0.01 0.59 135 30 0.48 0.47 0.01 0.62 140 .. 29 0.47 0.47 0.01 0.63 145 27 0.46 0.45 0.01 0.66 150 26 0.45 0.45 0.01 0.68 155 .. 24 0.44 0.43 0.01 0.72 160 23 0.43 0.43 0.01 0.74 165 21 0.42 0.41 0.01 0.78 170 20 0.41 0.41 0.01 0.81 175 • 18 0.40 0.39 0.01 0.87 180 17 0.39 0.38 0.01 0.90 185 .. 15 0.37 0.36 0.01 0.98 190 .. 14 0.36 0.35 0.01 1.03 195 12 0.34 0.33 0.01 1.14 200 .. 11 0.33 0.32 0.01 1.21 205 .. .. 090227-Detention Hydrograph.xlsx LANG ENGINEERING CO . System "A" -85th Sorted • • ---- -.. -- 11111!1 • .. • .. .. .. .. .. • • II Palomar Airport Commons Page 5 of5 Project: Palomar Airport Commons Date: 02/23/10 System: Storm System "A", Sorted by Rainfall Distribution Storm: 85th Percentile, 6 Hour Assumed N Pr(Nl (inches) Pr(N·ll (inches) PN (inches) ~ (cfs) Mid block Tc, min 9 0.31 0.30 0.01 1.39 210 8 0.30 0.28 0.01 1.50 215 6 0.27 0.25 0.02 1.84 220 5 0.25 0.23 0.02 2.09 225 3 0.21 0.18 0.03 3.07 230 2 0.18 0.14 0.04 4.33 235 1 0.14 0.00 0.14 15.51 240 4 0.23 0.21 0.02 2.46 245 7 0.28 0.27 0.02 1.65 250 10 0.32 0.31 0.01 1.29 255 13 0.35 0.34 0.01 1.08 260 16 0.38 0.37 0.01 0.94 265 19 0.41 0.40 0.01 0.84 270 22 0.43 0.42 0.01 0.76 275 25 0.45 0.44 0.01 0.70 280 28 0.47 0.46 0.01 0.65 285 31 0.48 0.48 0.01 0.61 290 34 0.50 0.49 0.01 0.57 295 37 0.51 0.51 0.00 0.54 300 40 0.53 0.52 0.00 0.51 305 43 0.54 0.54 0.00 0.49 310 46 0.56 0.55 0.00 0.47 315 49 0.57 0.56 0.00 0.45 320 52 0.58 0.58 0.00 0.43 325 55 0.59 0.59 0.00 0.42 330 58 0.60 0.60 0.00 0.40 335 61 0.61 0.61 0.00 0.39 340 64 0.62 0.62 0.00 0.38 345 67 0.63 0.63 0.00 0.37 350 70 0.64 0.64 0.00 0.36 355 73 0.65 0.65 0.00 0.35 360 090227-Detention Hydrograph.xlsx LANG ENGINEERING CO . System "A"-85th Sorted !Ill 1111 .. Hydrograph Report -Hydraflow Hydrographs by lntelisolve v9.23 Wednesday, Nov 18, 2009 -Hyd. No. 3 -Basin A Water Quality -85th -Hydrograph type = Manual Peak discharge = 15.51 cfs -Storm frequency = 1 yrs Time to peak = 235 min Time interval = 5 min Hyd. volume = 21,120 cuft ... .. Hydrograph Discharge Table (Printed values>= 1.00% ofOp.) -Time --Outflow Time --Outflow .. (min cfs) (min cfs) -5 0.360 230 4.330 10 0.360 235 15.51 « -15 0.370 240 2.460 20 0.370 245 1.650 25 0.380 250 1.290 30 0.390 255 1.080 -35 0.390 260 0.940 40 0.400 265 0.840 45 0.410 270 0.760 -50 0.410 275 0.700 55 0.420 280 0.650 60 0.430 285 0.610 65 0.440 290 0.570 -70 0.440 295 0.540 75 0.460 300 0.510 80 0.460 305 0.490 85 0.480 310 0.470 90 0.480 315 0.450 95 0.500 320 0.430 100 0.510 325 0.420 105 0.520 330 0.400 -110 0.530 335 0.390 115 0.550 340 0.380 -120 0.560 345 0.370 125 0.580 350 0.360 ... 130 0.590 355 0.350 135 0.620 .. 140 0.630 ... End !IIIIi 145 0.660 150 0.680 155 0.720 .. 160 0.740 1111 165 0.780 170 0.810 .... 175 0.870 180 0.900 11111111 185 0.980 190 1.030 .. 195 1.140 200 1.210 • 205 1.390 210 1.500 .. 215 1.840 IIIIi 220 2.090 225 3.070 .. • .. .... Hydrograph Report -Hydranow Hydrographs by lntelisolve v9.23 Wednesday, Nov 18, 2009 -Hyd. No. 3 -Basin A Water Quality -85th -Hydrograph type = Manual Peak discharge = 15.51 cfs -Storm frequency = 1 yrs Time to peak = 235 min Time interval = 5 min Hyd. volume = 21,120 cuft ·-.. .. ----... Basin A Water Quality -85th 0 (cfs) Hyd. No. 3--1 Year 0 (cfs) -18.00 -,--------.---------.-----,------,-------,------,-18.00 -......... _, ___ ........ ----1---·--"'"""' _____ ,, ...... r-... -------15.00 -+------+-------1r------+-----H------t-----+ 15.00 ... -----r---··----··-..................... -.. -............................. -.... ·-"··-· .. -···--··--... -............. "·-· ....... .. r-·-·----·--.... --........ -... ---·-· ----·-................. -.................... --.. ·---·-""" --........................ -............. . 12.00 -1------+------1-----+------lfH------+-----+-12.00 .. . ................... --,..... .... -..... ""''""_ ........... -_ ....... _...... .... . ·---· .... -.. .--.--....... , __ ............ ---.. -_ ................................ _ .... . -t-------..... ·-------·-··--1----·--··""' -----1--------·--~ ........ ---.. 9.00 -+------+-------1r-------l------f-tt------t-----+ 9.00 • f-.. ___ .. _____ ......... ----+--"''"'""'"' .. --·--··· .............. -_,..,,_,..... . ................... --....................... --... -........... -... .. .. -----1------t---·-·-•"''"" --·--+-tl------+--.............. _ 6 00 -+------+-------1r------+------+-t------t-----+ 6.00 !-------·--1-----... -.... --.. -----+---·---7 -+-------+--.. -·-- 3.00 +------+-------1r-------+--_-__ -.}+--+------+-----+ 3.00 . ·---·· .. ----· .. ········-·-·---2~--. ~-.. ·----.... ~_ ........ ---~ ======~====~====~~ --~-+------0.00 IF ~ 0.00 .. .. 0 60 120 180 240 300 360 -HydNo. 3 Time (min) I • • • • • ••• • J It • I t THE MOST ADVANCED NAME IN DRAINAGE SYSTEMS Vereion 7.7 Design storage Volume Average Cover Height4 Heade£ Diameter Number of Headers Perforate Headers? Include Header(s) in storage Volume? Group 1 Group2 Group3 Lateral Diameter (in) 154 ·I L~.--..:1 L ~ __ .:J I J Lateral Length (ft) 560 I • Number of Laterals 4 . ' l • l I a • I • • a I I STORMWATER RETENTION I DETENTION PIPE SYSTEM SIZING WORKSHEET Project Name: __ .....:....Pa,lo:::;ma=r:...:A..::i:..orpO!!=..::Co=m:::mo=n.::.s.;;.· ::::Sz.:ys.,le,..m:..:..:;,;A:...,_ __ Location (City, State): ______ C;;;;a::.;rt.;;;s"'bad=·-=C"'a""lif:""Of;.;.n;;;:ia;;.._ ____ _ Prepared For: ________________ _ Date Prepared: ______ --'212=312=0::..1:..:0:...._ _____ _ Englneer: ____ .::la=.n"'g._E""ng"""'inee=.;.,;;rin"'g._Co=m"-'pa=.;.n ... v ___ _ Contractor: ________________ _ Regional Engineer: ________________ _ Area Sales Representative: ________________ _ Surface Application: ________________ _ #of Sticks /Lateral Approx. Length of End Stick stone Porosity? 29 10.5..ft 'Enter "0" to not irx:uoe me llecl<lll h the storage volt.me 0 0-11 0 O-ft Perforate Laterals? [I~:.:::::J Additional stone Layer Allowing storage (ASV)? ~::~:"'~! :'M,.J .. J.:..c.,_<§' 2~~:;~:m «,; ,,;J t i ~~-,.,.,M rm~~~r!~U!:.®HliD~!ii~E1![1~~~:._mli~ · ~ .:~~::.:D COMPONENT Total .. Product ASV System Width Volume Stone ICFI ICFI ICFI ICFI (FT) Group1 36,465 17,335 3,384 57,184 26 Group2 0 0 0 0 0 GroupS 0 0 0 0 0 TOTALS 36,465 17,:S:S5 3,384 51,184_ •• §. 100.3% of the req1.11red storage NOTES 1 -Full Stick: Assumed a standard lay length of 19'-8". 2 -Excavation: Based on manufacturel's recommended trench width and bedding depth. Estimated volumes assume a nat system based on the user- entered Average Cover Height. 3 -Backf~l: Does not account fOf plpe corrugations-calculated for conservative quanitMes. Not fOf use IMth take-offs or ordering purposes. 4 -Cover Height: For traffic installations, 1-ft of minimum cover is required for diameters 12-36", 2-ft for 42-80". Maximum cover shall not exceed 8-ft IM1hout consulting Applications Engineering. 5 -Bill of Materials: Does not differentiate between ST and WT fittings or between A and H profile connections. Determined on a project-specilc basis. 6 -Quantities: Assumes all Groups are same diameter. Run separate calculations to determine quanti1ies and costs for different Group diameters. .. -::.~ Pipe Disturbed Excav-Estimated Length Diameter Width Length Surface atlon2 Backflll3 ASV Area (FT) (IN) IFTI (FTI (SYDI ICYDI ICYDI ICYDI 573 54 29 576 1,880 11,646 10,295 313 0 60 0 0 0 0 0 0 0 60 0 0 0 0 0 0 amtr~ ~~li!JM~§lft4li~~-i11il~li'R 1,880 I 11.646 I 10,295 I j,j Tllis Excel spr98dsheet lsproVIded for rougfl estimating puTpOSeS only. This too/Is Intended to assist the design engln66rln slz:ing slormwater f118118(}91T16fl systems using ADS pipe and manifold components. As with any calculation aid, this tool should be used for estimating only; the engineer must verify the assuiJf)l/ons and methods to ensum they satisfy the project and local design crtterta. I I I I l • I I l I • J l j • J I I I • I I • J .. . I J APPROXIMATE SYSTEM LAYOUT-GROUP 1 54-in Perforated system with 4 laterals. 560-ft long EXCAVATION LIMITS 572.8-ft 575.8-ft Scflmatic is for system dimension information only. Laterals (4) at9 depicted for illustration only-adual number of laterals is indicated above. Clean-outs, risers, and other add-ons maybe recommended but are no/ shown in this schematic For perforated retention systems, a geotex tile wrap may be recommended • J I j a • I I a I l • a • l • l I I I H {GRASS AREA) FIL iER I"A.BRIC (WHERE Rt':OUIR£D BY ENGINEER) CLASS lOR I MATER1Al PLACED AND COMPACTED IN ACCORDA~CE WITH AS TM 02321 IN f'tPlE ZONE NOTES: a j a • I, • ll .• f . N'.L Rf!fERI?.NCE$ TO CV<SS I OR II MATERIAl. AR.t: PER ""STM 02321 "STANDARO ~CTICE. FOR UNI,'lt;RGROtJNO INSTALLATION OF THE.FWOPLASTIC PIP!; fOR 5ei/IERS AND OTHER GRA\IIT¥ flOW APP'l.ICATIONS".LATEST EDITION. 2. All RETENTION .AND DETENTION SYSTEMS StiAU. 6E INSTALLED IN ACCORDANCE WITH ASTM 02321, LATEST EDITION AND THE ~A.CT\J~S PVSUSHEO INST AU.A TIOfll GUIDELINES. 3. MEASUR£8 SHOULD BE TAKEN TO PREVENT THE MIOAA. liON OF NA. TNE FINES INTO THE BACKFILL MATERIAL WHEN REQUIRED. SEEASTM 02321. 4. FILTER FAIR!C; A GEOTEXTII.E FASRJC liiAY BE USEO J>S SPECIFIED BY THE ENGINEER TO PREVENT THE MIGRATION OF Fl NES fROM THE NA. TIV5: SOl!. INTO iHE SI;USCT BACKFl.L MA.TERIAI.. 5. fOONDAT!ON; WHERE THE TRENCH BOTTOM IS UNSTABl E, THE CONTRACTOR SHALL EXCAVATE TO A. DE?TH REQUIRED SY THE E~NE:eR .t.NO REPlACE WITH !WIT ABLE MATERW. AS SPECIFIED BY TIE ENGINEER.. AS ANAl TERNATI\IE Aj.jp AT THE OISCAETION OF THE DESIGN ENGINEER. TlE TREJo«:H BOTTOM MAY BE ST'ABII.IZEO USING A GEOTEXTII.E MATERIAL 6. BEDOING: SUfi"ABI.E MATE.RIAl. SHALL BE ClASS I OR II. THE CONlRACTOR SHAll. PRO\IIOE DOCUMENTATION FOR MATERIAL SPE.CIFICATION TO ENGINEER. UNlESS OTHERWISE NOTED BY T'HE. ENGIN£C;R. MINIMUM SEODING THICKNESS SHALL BE' •• (11)(lm!n) FOR 4"-24" ( J~); a" (1SO~m~) FOR 30"~ (75()nm.90(lmm~ 7. ~8ACI<FIU: SUrrM!l.e MA11!l'IIAL SHALLI!IE CLASS I OR II IN THE .Pii>lli ZONE EXTE!NOING NO THAN 6' ABOVE CROWN OF PFE. T+-IE CONTRACTOR SIW..l. PRO\IIOE DOCUMENTATION FOR: MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SW.U. BE INSTAI.I.EO AS REQUIRED IN ASTM OZ$21, I.AT'ES'r EDITION. 8.. M~ COVEB: MINIM\JIM COVER OVER N..L RETENTION/DETENTION SY-STEMS ~ N<Jtoi.TR.VF!C APPI. ~ONS (GRASS OA LANDSCAPE AREAS) IS 12" FROM TOP OF PIPE TO MOUND SURFACE. ADDITIONAL COliER 1\11\Y BE !REQUIRED TO PREVENT R.OATATIOH. FOR TRAFFIC APPliCATIONS, MINIMUM COVER IS 12' U?TO 36" DIAMETER PIPE ANO 24" OF COVER. FOR 42"-60" DIAMETER. PIPE, ME6.SURE'D FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT. a J NOMINAL NOMINAL DIAMETER 0.0. 12" 14.5" (JOOMM) (368MM') ,~. 1$" (375f.W) (4..'i7MM) 1B' 2f' (450MM} (533MM) 24' 28" (600MM) (711 MM} 30" 36" (7SOMM) (914 l.W) 36' 42" (900MM) 1~7UM} 42" .a·· (11l5G MM) (1219 UU) A8" 54" (1200 t.IM) (1372 lAM) 60' er (1500MM) (1702 MM) I I I J I I I I SJ::OOING (CLASS I OR ll I.MTERSAL = 4" MIN. FO'R 12" • 24• PlPE • a· MIN. FOR 30"' • eo· PIPE. TYPICAL 'TYPICAL TYPICAL SlOE SPACING "'S" SPACING •c• WALL 'X" t1• :15..4' 8" (27&MM) (&45MM) (203MM) 1.2" 21.\.9" a· (2'92 MM} (13CMM) (203MM) 13" 33.9" g• (330 MM} (862MM) (229MM) 1.3" 40.r 10" (330 MM) {1034 MM) (254 MM} 18" :)3.1" 1&" (457MM} (13ot7 W..C) {4S7UM) 22" 63" 16" (~&MM) (1600 MM) (4$7MM) 24" 71Y 1a" (610 MM) (1826 Mt.l) (4$1 MM) 25'" 78.5" 1B" (63S. MM) (1994MM) (451' MN) 2 ... 90" , .. (610 MM) (228eMM) (457 ,.,.) I J I I I I H H (RIGIO f>\IMl .) H (NON-TRAFFIC) (tRAFI'IC) 12" 12" (2:92 MM) (292MM) 12" 12:'" (292MM) (292MM) 12" 12" (292 t,IM) C.292MM) 12" 12" (292MM) (292t.IM) 12" 1:1:" (292MU) (292 t.tU) 12" 12" (292MM) (2:92MM) 12" 24' (292MU) (610t.IM) 12" 2.tl" (292 t.IM) (610UJ.I) 12" 24" (292MM) (610t.IM) l I I J I t I J 'l OA.D {lliiARr.l(; C~T6 CO<.IJIR <1:3 srE!liFEO ll"J' DI!:SIClN !!I+:JN!ER M'HEi"lii I<F.iWR~O) lJtl~l9iURBE'<l =AAl'H UASS I Oili~Tfi.l'liAL i>f,R AS TM 0:!31l. LAlT.:Sl Ef.)ITION, COMP.O.Cl'W IN~*·t~ l ifTS TO~% Milt 01' f.!A>:. Sf'O '\.OAO BZARI?i<:; CO~.i':T£ ~ A'S SI'ECIFI!!!O BY 0Ei51G>I ~f'\ r,......;;;ru;; RE;QURCO) <Jlli:ltiflJ!U>t!:.l e·A.flrH Ct >I&& I Oft I W. Tt?'<IAL Ptt_"- ASn• 0-t.tl\ftSftlllliC<J, eot!P.o.crs.ot>lrax.. a• cooS£ un:; ro §5.% t.IIN. or: wu. sP.o I. • •LOA.!;) l!I':ARit+::O OO~RETF. <Xll.l.AR SHAI. L GE ~fRI.iCTEO l'f 'IR.O~"t:: ARE:/<.'';~ 'Hi;.T l'HI::lfoffi tC/ .. OIS'l'lt.',lts>M\l'!iO '1'(: 'l'H~ SOJ~.itlt.mo S() M. Alfll lfOT t•AEC'lt '"!'() 1He NSf..A, l J l • FAAI>IE & l>AAT!O {6"1' On<~Si I. Jl I . t ... RErr;;;; rc sre-~: FOR <;OVER r~IGI<T CETAJL~ I ,j I • I • I • I I I I <:LASS I OJ( I 1.\Al'.:Rl>l PER ASl'M ll2"..<! I. V Tt;!>1' EOJTI(l.~ «JJ..I?AC'l'tt11ll !lAX. &• LOOSE uns-rc es;~,Mt». or W.X.SPo I • I J .. .. ----- -... .. .. ... .. • • ... .. .. .. .. Pond Report Hydranow Hydrographs by lntelisolve v9.23 Wednesday, Feb 24, 2010 Pond No. 2 -Basin A -Underground Storage Pond Data UG Chambers ·Invert elev. • 263.90 fl, Rise x Span • 4.50 x 4.50 fl, Barrel l en = 616.00 It, No. Barrels • 4, Slope • 0.00°~, Headers • Yes Encasement -Invert elev. • 263.40 It, \Mdth • 6.00 It, Height • 5.50 ft. Voids • 40.00% Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) lncr. Storage (cult) Total storage (cult) 0.00 263.40 nfa 0 0 0.55 263.95 nta 3,364 3.364 1.10 264.50 nta 5,172 8,536 1.65 265.05 nfa 6,248 14,785 2.20 265.60 n/a 6,778 21.562 2.75 266.15 n/a 7,011 28,573 3.30 266.70 nfa 7,010 35,583 3.85 267.25 nfa 6,m 42,360 4.40 267.80 n/a 6,250 48,610 4.95 268.35 n/a 5,167 53,777 5.50 268.90 n/a 3,364 57,141 Culvert I Orifice Structures Weir Structures [A] [B) [C) [PrfRsr] [A] [B) [C) [0] Rise (in) : 30.00 Inactive 0.00 0.00 Crest Len (ft) .. 0.00 0.00 0.00 0.00 Span (in) = 30.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00 No. Barrels • 1 1 0 0 WeirCoelf. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 265.25 0.00 0.00 0.00 Weir Type Length (ft) • 20.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) .. 2.00 0.00 0.00 nfa N·Value = .013 .013 .013 nfa Orifice Coelf. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) • 0.500 (by Vliet area) Multi-Stage = nta Yes No No TW Elev. (fl) • 0.00 Nota: Culwrt.Orifice ou!llo'Ns are analyzed under Inlet (oe) and outlet (oc) control. Weir risers Checked for orifice cond-(lc) and submergence (s). Stage (ft) Stage I Storage Elev (ft) 6.00 -.-----.----r----..----,-----,----~---~-----.-----,r-----.-269.40 1----~---·--1----1----11--·-·-··· ··--········---.. " ............ -... --------t-----1---·-·--· -·- 4.00 264.40 !--·---+---·-·--·--·---·-- 1----·-------··" ·-----·--------1------1-----1-----.. ---··-· .. ----t-----1 -----.. ·--·----·· --r--------+----+----1-~ ~-----·-----·····--··--·· .......... ______ ····--·---··f-..... _·----.... ----------------· .... .... ... . ... // 5.00 -lr---f--.-~------l-__ -_-___ -__ -___ -__ -~---_-_-_-.-_-__ +-----1----+_----+----t----t::::_,:::~/:;;;~i-======--+ 268.40 ::==:::::: ::::::=:::::::::= ... ....... =:::::.:.:=:.~ .: =-~::.:::::= · .. ..::: .. =:::: ::::::== ==_?~::=::= =====- ---i-------r--· ~, 1-----1·--·---.. --.----....... .. .......... ---t-----1 -==·.:=~-~:~:. ~.:..=== ====::: ·: .. ~:::::: .. =~ : : ~:~:::-.~ .:::.·: ~~==-~ =--=-~=:: :::.::::~:. .. :.·=-:::::~·==== ~·=:~~ ---------_::: ··~;;z ..;_:;:~:::-----____;=· --··---t--- 2.00 +---+---+------:b--C..--11----t----+----t----+---+---+ 265.40 1----11----t--""'· ... ..,...e:j---~--------·-·-+---·-+----·!--- -==== -~~ =--_;;;_~'?: ==~:~. ::~=:=:=~=--·~-~=·-~==:.·_·:~-:--=~=-==~-----····--···-.:~===:= -·-· "2~ --------· .. ··-·------t-----·1--~ ·-------~----~r----~---·-----r-···-.. ·-------------1---_-_-__ -__ +· __ -__ :-._-.-.. --==1-_ -.--.~---. -_-___ -_+ ·---.-.--.-.. + ___ -_-.·.·-.. --.. ·--~--.. 1------ 0.00 ..J£. ___ .L._ __ ___..L ___ --L. ___ ...L... ___ L..._ __ _J._ ___ _._ ___ .L._ __ ___.L ___ _._ 263.40 267.40 3.00 266.40 1.00 0 6,000 12,000 18,000 24,000 30,000 36,000 42,000 48,000 54,000 60,000 -Storage Storage (cuft) .. • • -• --- -.. -• • • ... .. .. • ... .. Pond Report Hydraflow Hydrographs by lntelisolve v9.23 Wednesday, Feb 24, 2010 Pond No. 2 -Basin A -Underground Storage Pond Data UG Chambers ·Invert elev. = 263.90 fl. Rise x Span= 4.50 x 4.50 ft, Barrel Len" 616.00 fl. No. Barrels" 4, Slope" 0.00%, Headers" Yes Encasement • Invert elev. = 263.40 ft. IMdth = 6.00 ft, Height = 5.50 ft. Voids = 40.00% Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) I ncr. Storage (cuft) Total stor41ge (cuft) 0.00 263.40 n/a 0 0 0.55 263.95 n/a 3,364 3,364 1.10 264.50 n/a 5,1 72 8,536 1.65 265.05 n/a 6,248 14,785 2.20 265.60 n/a 6,778 21,562 2.75 266.15 n/a 7,011 28,573 3.30 266.70 n/a 7,010 35,583 3.85 267.25 n/a 6,777 42,360 4.40 267.80 n/a 6,250 48,610 4.95 268.35 n/a 5,167 53,777 5.50 268.90 n/a 3,364 57,141 Culvert I Orifice Structures Weir Structures [A] [B) [C) [PrfRsr] [A] [B) [C] [D] Rise (in) = 30.00 Inactive 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) • 30.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00 No. Barrels • 1 1 0 0 WeirCoeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) • 265.25 0.00 0.00 0.00 Weir Type Length (ft) = 20.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 2.00 0.00 0.00 n/a N·Value •. 013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(lnlhr) ,. 0.500 (by Wet area) Multi-Stage • n/a Yes No No TW Elev. (ft) = 0.00 Note: CU\'ert.Orifice 0011ows a"' analyzed under inlet (lc) and outlet (oc) corool. weir risers checked for orifice cond~lons (oc) and SUbmergence (s) . Stage (ft) Stage I Discharge Elev (ft) 6.00 ....,.....----.----..----.-----,r---......,.----.----.---.,-----.----. 269.40 ---+-----+-----1----~·--........... , __ 1-----1 ............ ----·--~ ····--·-- 5.00 +---+----+----t-----ll------t----+----+--::::-"1"";;;._--+----t-268.40 _.... -----+----1 .. ................ _ ... ___ , ........ -........ -................ =:·.:-..:::--=--===l:::;;2t~:: .. _:: ... :.: ... :~1-_.-.... -.... -....... --4 .... · .. -... -... -....... -......... -... -........ -...... -...... -,__-! __ ::::_::;;;--... ·-·····-····' .......................... 0 ..... __ .. .. 4.00 +----+-----+-----+----+-..,---:::;p;e.;__t-----+-----t----+---+---+ 267.40 -··---1-----1-----+----::17""-----...... ---·--1-----+--l----+----1----l---:::r-""""-oC:.!-........... ,.,_ 1----·---·-···-"·" . .... ...,..... ··-............... --·-··· ................ -... -····-· .. -····-· ·-··-......... ---···-·--- ................. ~ '".::: ___ .. ___ """ ...... --···· ········. "' ............. --.. -· -··-"·"··-· .. --· ........................... - 3.00 -l_--_--t----_,_---,2-""""":::;__:_-_-.+-._---.--.. --.. -._ -+_-__ -_.-_ ... -... -.... -.... +.-... -.... -.... -.. -.. :.:.t-::.:.:.:.::..t:.:.::.:.::~ .. :.:::.:::~:..:.:.:.::_:_+ 266.40 1---~_.,...."""------------·-·-1----1 "' ................... _ 1---:::.,.L":..""-·------r-· ----·------!-·--·---·-·· ·-·-----.... -...... --/· ...... -· .... .,_.. .. ........ -·-·-.. -.. -----!-··--·--.......................... _ ... _, 2.00 +.l~--+----+----t-----11------t----+----+---+---+----t-265.40 ------+----+---·---1-----+----+----------,_ ... _ .. _. __ , -+-----··--··-.. ---1----+----1----1-----1 !-· .................... -·-·"'"~-!---··-·" ..... .. ...................... -.............. -.. -----.. -1------· -·-··--.................. ··-· 1--·-···-· .. -..... ----r-·-........................ -... --.. ·· .............. __ -· -·---· ---·-.. -·.--.. ·-· 1.00 264.40 -----l------1-----1-----+-·--1-·----........ _. __ -----1 0.00 _j!,. ___ ..J_ ___ .~.-___ L._ __ __JL------L-----'------L..---....I.-----'----.L. 263.40 0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 -TotaiQ Discharge (cfs) • Hydrograph Report • Hydraflow Hydrographs by lntelisolve v9.23 Thursday, Nov 19, 2009 -Hyd. No. 7 -Basin A WQ Routing -Hydrograph type = Reservoir Peak discharge = 0.000 ds -Storm frequency = 1 yrs Time to peak = 15 min Time interval = 5 min Hyd. volume = 0 cuft ... Inflow hyd. No. = 3 -Basin A Water Quality -85th Max. Elevation = 265.19 ft .. Reservoir name = Basin A -Underground Storage Max. Storage = 16,496 cuft ,. Storage Indication method used. Exfihration extracted from Outflow. - • .. lllil ... • - Q (cfs) Basin A WQ Routing Hyd. No. 7 -- 1 Year 18.00 .,.-----.---,------.---,.--..----,-----r--..,.-------r-----,r----r---,---.,r----r ..... --·--t---r--t---t-----1 1·-···-····· t·· ........ ·--t····---·-·1· ----t-----·i--········ .... ·······-·-· ·-····-·11-·-----·· .. ···+· ... ·· ···········1····---·-·"····t··· .. ·-•• ...., .. ,_ .. ·-·····t--· .. ·--·1 Q (cfs) 18.00 15.00 +---+----lf---+----+----+--i----+---+---f--+---+---+---1f---+ 15.00 I .... ---+··----···-t---1 -·---1---... -·I··· ... 1---·-+--.. -· .... ,.. "' ........ --· .... t------1-··--1---.·--· ... ··1·--·--·1 12.00 +---+----lf---+----+----+--i----+---+---f--+---+---+---1f---+ 12.00 .................... --.... --.. 1·" .... ............... -If·--.. ·-·-· --·-· ........... ...... .... ... ·--l----·--l···· .. ·-.. ···-·t------··1-··--1--··-·-J-·---..... ··-! 6.00 +---+--1---1----+---+--f---+---+--+--+----+---+---f--+ 6.00 ...... ·-·-···!-....... 1--................. _. ·-----·-...... . ............. -.. _.. _ ........... 1--··-.. ·--r·--··· ...... .. 3.00 +---+-~~--+---+---1----+---f--+---+-~r--+---+--r---r 3.00 0.00 ~ ~~~~~~==~==~~==~======~:d==~==db==~--lo.oo 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 -HydNo. 7 --HydNo. 3 DJIJUfillllllllill Total storage used= 16,496 cuft Time (hrs) -... • Hydrograph Report .. -.. ---.. ·• • .. .. .. • ... Hydraflow Hydrographs by lntelisolve v9.23 Thursday, Nov 19,2009 Hyd. No. 7 Basin A WQ Routing Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = 15 min Time interval = 5 min Hyd. volume = 0 cuft Inflow hyd. No. = 3 -Basin A Water Quality -85th Max. Elevation = 265.19 ft Reservoir name = Basin A-Underground Storage Max. Storage = 16,496 cuft Storage Indication method used. Exfiltration extracted from Outflow. Basin A WQ Routing Hyd. No. 7 --1 Year Elev (ft) Elev (ft) 267.00 .----.--..---......----r--.,----.----r---r----r----,r---,----,---,--..,-267.00 -··-·1---+---1----11--------·---!-----+---+---+--+----.. -· ......... ---- -1--+---1---__ ........ 1-·--1---+--t---·1---1---1----l 1-----t----·-··-1--.~.---·--·--·-........ ·--··--·--·---·----1--+---1----1 266.00 -+---+-----1--+---+---+--f--+---+--+--+--+---+----1--+ 266.00 1--·-------1----·--., ... _ ·--· .. ------------····" -+---1----....... ----f--··--.. --.-· ' ... --.............................. --.-~-~--+-·-·--.. ·-......... --·-··-.... -..... -......... . -·--·r-·····17~·-· .. --.... -·--............ -···-.... , .. ___ .... --.. -........ --...... --................ __ _ ............... c -~ ~---~ .. ~--=-----~····-..• ~---~-1~"""' ....... :~...,.. .••. ~--~ .. ~.~--~---_--_ ... --~-~·-~ ·== ==~· ~~-:~ 265.00 265.00 I -------......... --- 264.oo -+---+--+-+---+--+----lf---+--+---t---+---P .... ,.:::-+---t---t---+ 264.00 ....... -... v: ...................... --........... ,.... .... . .... --·-· ..... ... ..... ............... .. ........ .... .. ...... _, __ ~ ............ -..... ·-·-"• ... tz----.. ········-· .............. _._ ...... -.... -... -.... -.................. __ ··· ~-=-·---_~K -----··· .. -........ -------.. -.. -.... _ 263.00 .....___.....1...---'--..l....---L----'-----''---...I...---L----'---L-----'-----'-----'---...... 263.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 -2. Basin A -Underground Storage Time (hrs) I I I I I J a t I. J I I I I l J ll J • t k j I I • I l J l • I • • t I i I. I Pond No. 2 -Basin A -Underground Storage 6.00 5.00 4.00 3.00 2.00 1.00 0.00 Stage (II) Front View Hydraflow Hydrographs by lntelisolve v9.23 Top of pond Elev. 268.90 \ \___ Bottom of pond Elev. 263.40 ---1QO-yr 20.0 LF of 30.0 in @ 2.000--'> CuiVA -lnv. 265.25 ---25-yr ---1~yr ---5-yr NTS -Looking Downstream Project: 090227-Palomar Airport Commons.gpw .. .. -.. ---.. - • - ---- - .. illllil - -LANG-. . eng1neer1ng co. Consulting Engineers • Land Planners Drainage Basin B/C Contributing drainage areas for basin's treatment control BMPs Area B16 = 0.52 acres Total Basin Area= 4.4 acres c = 0.84 1) UrbanGreen™ Biofilter unit (High-rate biofiltration unit) (Basin B16) Project: Palomar Airport Commons Job No.: 090227 Scale: N/A Calc. By: GWL Date: 06/14/10 Checked: RGL Date: 06/14/10 Sheet: 1 OfZ 2) Nutrient Separating Baffle Box by BioClean Enviornmental (Water Quality Inlet) (Total Basin B/C) 3) Detention/Infiltration System-HOPE perforated pipes (Total Basin B/C) Select UrbanGreenrM Biofilter by Contech Construction Products, Inc. for storm water quality treatment UrbanGreenrM Biofilter is a flow based BMP, therefore use 0.2 of an inch Owu=CxlxA Owu = 0.09 cfs for B16 Owu = 39 gpm for B16 Select standard model from manufacturer provided information (See following pages) QTREAT = 61 gpm 39 gpm s 61 gpm Since Owu S OrREAT' UrbanGreenrM Biofilter is adequately sized UrbanGreen "" Biofilter Overview The UfbanGreen 81ofrltet rs an enhanced btoiiltrauon S}'Stem that comb1nes nature·~ abll1ty to treat stormwater runoff With the ptoven performance capab.ltoes ol c.artndge-bas«l med a fahraton This combtnal!On of btologrcal and engmeered med1a filtrat on aeate the perfect ~lance for the removal of common pollutants found an stormwater runoff Although the UrbanGreen Baoftlter w1ll complement anystte. at was speofically developed as a comoonent for low rmpaa development (LID) sates LID IS an approach to stormwater management, emphaSIZing the use of small, decentralized management practtces to treat rarnfall dose to Its source and facilitate 1nf1ltrat10n bad, 1nto the ground. The goat of LID IS to marntaan the predevelopment hydrology and to lower the overall e11wonrnental trnpacttootpnnt ot the stte. Common LID practiCes 1nclude biofiltrat1on, bioretention and med1a filtr.1110n l he UrbanGreen B1ohlter 1ncorporates all three of these processes 1nto one system to maxtmlze the pollutant removal ca!)Jbthtu?s ~urthl'rmore. thE> lJrbanGreen Bi::>Filter as speofic.ally desagned to treat small catchment areas and can eaSily be combaned with underground tnfiltrauon, so runoff can be treated and rnfrltrated dose to where the ra1n falls Th1s decentrahzed approact-to managrng stormwate-1s a core prmcrpfe of LID Basic Operation ll>e UrbanGreen B1ohlter r~ constructed rn a curb rnlet confrgurdtton .1nd destgned to treat runoff from roadWays, parkrng lot~. roof tops, and other runoff generating surfaces. The bas1c operallon and components of the UrbanGreen B1o~ilter are tltustrated rn raoure 1. As lllu5trated. 1M1al runoff enters the system and 1s d1rected by the tnfet we1r 1nto the b1oretention bay A va11ety of complex treatment processes rncluding phys1cal, chemtcal, and baofog1cal acuv1tie~ occur as stormwater tnfiltrates through the engineered soil mtxture and interlaces with the root system of the tree or other vegetation. The speofic components of the engineered soil mr)(ture were selected to provide h1gh pollutant removal c~nd permeability wh1le ma1ntarning suffioent morsture content for plant growth After rnfiltrating through the e11grneerecl ~oil mrxtLirl!' 5tormwater exits the btorete~uon bay viii tl'le b1oret<!nt1on b.:~y underclr.,rn wh1ch drrects the treated stormwater to the outlet chart,bl!t The UrbanGreen Btofrlter employs two d1sttnct treatment components The hrst ts the broretentron component as desc.nbed above The second IS a medta filtral!on component. When the broretenuon bay reaches rts treatment c.apaoty, runo'f begms to flow through the cartndge bay tnlet ocated at a set eevatton above the surface of the eng.neered so1l m xture. Thts runor IS treated tty Stormwater Management Storm~tlter® (Slormfllter) medra car tndge~ prtOI to d1schargmg rnto the outlet d1a'T1ber Stormftlter med1a cartrrdges are among the most thoroughly tested and proven stormwater treatment devtees and can be des1gned with .1 vanety of meclra types tncluding CSf leaf corn post, Perlite and l PG (a blend of Zeohte, Perlite and Granular Acltvated C.lrbon) to t.:~rget th~ spe<:1fic pollutants of concerti More rnforme~tron on the operation and performance of the Stormft ter med1a cartrtdge can be louno 1n the St.ormfilter Confagurat1or Gutde ava1lable at www.contech-co• co~ The tlf.'O stage treatment process of the UrbanGreen 81oFi ter en~re; that the n I~<~ I runoff from small urban catchments, wn ch cor.1monly carne; the haghe;t pollutant concentrattons •• s treated vta b1oretent10n Htgher flows are treated by Stormh ter metha canrtdges Consequently, unlike sam tar manufactured tree bo~ falters, the b1oretent10n bay IS not mundated With a htgher degree of rur'IOff or pollution than 1t can reasonably handle w1lhout caustng frequent byp<~ss or matntenance 1ssues Figuro 1: Baaic Operation & Components The UrbM>Green B1011lter 1S destgned wrth an Internal bypass to allow runoH exceed1ng the G.:lp.:lCtty of both the broretent:Jon bay and the med•a eartrrdges to d1s<harge d•rectly 1010 the outlet chamber This uniQUI! feature of the UrbanGreer'l B.oHiter protects agalllst hrgh rlow waSi'lout of prevaously captured pollutants and reouces overall pr0jee1 costs by ehm,natmg the neeo for extema bypass structures. Treated and bypassed flows are J04ned on the out.et bay of the system where they can then be d1rected 1010 a detent1on or retentiOn system as stte cond11Jonsand regulatJons d·ctate. If rnfiltratton as feaSible based on SOli condtttons. CO'I/TECH recommend~ that the UrbanGreen Btohlter be comb1n6:1 wath subsuriace 1nfiltrauon BMP5 !>Uch as the ChamberMalOC .. or perforated CMP system (more rnformatron avatlable at \Wo/W contech·CPI com) 1nfrltrat1on chambers to raalrtate groundwater recharge and reduce runoff from the Site. -.. ----... .... ... • .. .. .. .. .. .. .. .. .. Design Process The UrbanGreen BioFilter provides a variety of stormwater management and development benefits including a high level of removal of the primary pollutants of concern, unconstrained placement of the system on the site, improved aesthetics, improved air quality and potential LEED credits. Another benefit is the simple sizing process for this technology. As shown in Table 1, the UrbanGreen BioFilter is available in one standard size and has a total treatment capacity of 61 gallons per minute (gpm). The total treatment capacity is the aggregate of the treatment capacities of the bioretention bay and Storm Filter media cartridges. Treatment Capacity1·2 (gpm) 61.0 Footprint' (L.XW) (ft) 6x8 Depth4 (ft) 5.083 ·--------~---·-~· 1 Combined capacity of bioretention and media cartridges 2. Maximum conveyance flow through the system is a function of the allowable depth of flow at the curb face as defined by the governing jurisdiction 3. Inside dimensions 4. Distance from tree grate to invert of outlet pipe (or vault floor) Table 1: Treatment Capacity, Bypass Capacity and Dimensions The design infiltration rate of the bioretention bay is controlled by the initial media permeability and a flow control orifice. Although the infiltration rate may vary in different jurisdictions, 50 in/hr (approximately 0.5 gpm per square foot) of surface area is the typical design infiltration rate. The surface of the engineered soil mixture is approximately 32 square feet which equates to a treatment capacity of 16 gpm. Testing has shown that the engineered soil mixture in the bioretention bay can infiltrate at a rate of 360 in/hr at the design driving head of 12 inches, however an outlet flow control limits the rate so significant pollutant loads can accumulate before the media drops below the design infiltration, and maintenance is required. Using an outlet flow control to control infiltration rates rather than the media itself allows soil with a higher void volume to be used. This substantially decreases the frequency of maintenance because there is more storage volume for captured pollutants within the soil media. It also improves performance by reducing velocities in the pore spaces within the media. The treatment capacity of the media cartridge portion of the UrbanGreen BioFilter is based on treating runoff at a rate of 2 gpm per square foot of cartridge surface area and utilizing two 27-in media cartridges. The treatment capacity of each cartridge is 22.5 gpm for a total capacity of 45 gpm for both cartridges. Like the soil mixture, the media cartridges are designed with a flow control, so flow through each cartridge is restricted to the design rate. This feature improves both the performance and longevity of the cartridges. Local regulations will typically determine how much flow needs to be treated. Many regulatory agencies specify a water quality "design storm" such as a 6-month or 1-year return period storm event. Refer to local guidelines for the calculation of required design storm. Once the treatment flow rate has been determined, simply divide that amount by the total treatment capacity of the UrbanGreen BioFilter (61 gpm) to determine the number of units needed. When placing the system on site, there are few constraints on the location of the UrbanGreen BioFilter system (unlike similar systems that cannot be placed at the low point of a parking lot or require unidirectional flow along a curb face in order to function). Once a location for the UrbanGreen BioFilter has been determined, compare the anticipated peak conveyance flow with the bypass capacity to ensure that the system has sufficient capacity to handle these higher flows. Two hydraulic controls impact the bypass capacity of the UrbanGreen BioFilter. The throat opening controls the hydraulic capacity as a function of the opening width, allowable top width, gutter cross slope, manning's "n," and other relative factors. State and local jurisdictions typically provide inlet design guidelines for flow hydraulics. (If this information is not available, refer to the FHWA HEC 12 Drainage of Highway Pavements, 1984. http://www.fhwa.dot.gov/engineering/hydraulics/pubs/hed hec12.pdf) The second hydraulic control is the internal bypass weir. The crest elevation is 4 inches below the grade break point of the curb opening inlet at the face of curb and has a weir length of 2-ft by 4-in. It is a sharp crested weir. Calculate the capacity of the bypass weir using the discharge equation, Q o~ cLH'-5. For example, with 4 inches of driving head and a discharge coefficient of 3.3, the design discharge is 1.48 cfs. At a discharge of 2 cfs, the head on the weir is 4.9 inches giving a depth of flow at the curb face of approximately 1-in. This is given the conservative assumption that there is no flow through the treatment system itself. The UrbanGreen BioFilter has been hydraulically tested and evaluated for scour at flows up to 2 cfs with results showing that no scour was present in the system. These observations indicate that the system could handle higher flows without compromising performance. The maximum bypass capacity of the UrbanGreen BioFilter is therefore a function of the maximum allowable depth of flow at the curb face as defined by the governing jurisdiction. This substantial internal bypass capacity is a key advantage of the UrbanGreen BioFilter as it eliminates the need for additional external structures. However, if the bypass capacity of the UrbanGreen BioFilter is less than the anticipated peak conveyance flow rate, then an external bypass may be used. • ----... -.. .. • • • .. • ... Performance Testing As part of the development of the Urban Green BioFilter, several soil mixtures were subject to large-scale column tests in order to identify a combination of soil components that offered the best combination of porosity, conductivity, treatment capacity, water retention capacity and performance (de Ridder, 11/17/08). Testing was conducted using an apparatus that simulated a 1 .8- ft2 section of a full-scale UrbanGreen BioFilter soil bed. Experiments included: 1. Retention-water retention characteristics; 2. Head loss-stage discharge relationships; and 3. Sediment Removal-assessment of sediment removal capabilities. The best mixture identified for use with the UrbanGreen Biofilter consisted of a specific mixture of sand, processed leaf compost, porous aggregate and special additives. With respect to water retention, the chosen soil mixture 7 ..----·-------- 6 5 4 3 2 0 50 100 demonstrated a 1-hr specific yield (ratio of the volume of water that drains due to gravity in 1-hr to the total volume of soil) of 0.39 and a 1-hr specific retention (ratio of volume of water retained against gravity in 1-hr to the total volume of soil) of 0. 12. These values were similar to those observed for soil mixtures with particle size distributions that were much finer than the chosen soil mixture. The bioretention component of the UrbanGreen BioFilter treats stormwater at a rate of 50 in!hr with 12-in of driving head. The high conduct.ivity of the chosen soil mixture provides the desired hydraulic loading rate at a much lower driving head (Figure 2). This suggests that the soil mix allows the system to operate at design hydraulic loading rates for an extended period of time despite continuous interstitial sediment accumulation. Sediment removal characteristics of the chosen soil mix were very high. Greater than 95% removal was observed at the design operating rate of 50 inlhr using the Sii-Co-Sil 106 sediment removal testing standard (SG = 2.65, d50 = 25-um). More information on the evaluation of the UrbanGreen BioFilter is available upon request. y= 0.000056l?+ 0.013923x 150 200 250 Hydraulic Loading Rate (in/hr) Figure 2: Hydraulic Loading Characteristics of the UrbanGreen BioFilter ... ©pr r 9f<ONTECHI<onstructionl'froductsltlcb • CONTECHI<onstructionJfroductsltlcljprovidesl'iitel'iolutionsl'iorl'ihertivill'tngineeringllhdustl)iKONTECH'sJ11ortfoliollhcludesl'ibridges\HirainagaN sanitaryl'iewenHtormwaterNindl'tarthl'itabilizationl'jlroducts~ .. IIIIi • • - Nothing in this catalog should be construed as an expressed warranty or an implied warranty of merchantability or fitness for any particular purpose~l'ihef<ONTECHI'itandardl<onditions~f~le!WiewableNitrwwwb:ontechd:piiioma:oscl'iorhlnorerilformation Thef11roductss<NioscribedNn~rote<ted"Y~-.,.fltleltollowingi\IS~tents,.,_ll p9;Nnl pyurfif ;Nolir fiurpfi;Nnlin91fl'rl)ltlli881By8;Nn»811U(nfi;lt 11 pfi\1 WI; II tMJ ....tiy;rt q<r f ljll(S;N f II yx\lipr ;It uux1J19mlt oJ y9u y8;1tlll9xLJtxy;lt lll98u Wl;!luc8f 11 n8:1ti<l>9f oJ 9p;lti¢11Pf f :ltlolatedltoreign,.atentsr.rr.thetfllatents~ndingb ub _ bf _design guide 02/09 0 Please Recycle 48"x 48* TREE GRATE AND FRAME A L r C<lNCRFrE WALL 'MDIH W..Y VARY REGIONALLY P1..MT (VARIES) BIOFILTRATION BAY CLEANOUT (2TOTAL) c--, c--1 e--, I (2'-4"> I ~ CURB I- OPENING e--1 26"x72" (3 -26"x24") TRENCH COVERS AND FRAMES A J CAST-IN PLACE CURB AND GUTTER WITH LOCAL DEPRESSION AT INLET BY CONTRACTOR INLET TRAY (OMITTED FOR CLARITY) PLAN VIEW OVERFLOW WEIR OUTLET PIPE SECTION A-A URBAN GREEN™/ THIS PRODUCT MOlY liE PROTECJED BY OIIE OR MORE Of TIE FOI.LOWING U.S. PATEHTS: a.aa2.-6.G0.61'11; 6,711T,Il%1;e.te5,1&7\ 8.021.e38;8.618,018: fi£U\TEO FOIOEION PATB;'T8, OR OnteR PAlBml PEICltNG. TREE GRATE AND FRAME GENERAL NOTES 1. CONTECH TO PROVIDE All MATERIALS UNLESS NOTED OTHERWISE. 2. DIMENSIONS MARKED WITH ()ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FOR FABRICATION DRAWINGS WITH DETAILED VAULT DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH CONSTRUCTION PRODUCTS INC REPRESENTATIVE. www.contechstonnwater.com 4. URBANGREEN BIOFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH All DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. 5. STRUCTURE SHALL MEET AASHTO HS20 LOAD RATING. CASTINGS SHALL MEET AASHTO M306. TRENCH COVERS &FRAMES 6. Fll TER CARTRIDGES SHALL BE MEDIA-FILLED, PASSIVE, SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING. RADIAL MEDIA DEPTH SHALL BE 7-INCHES. Fll TER MEDIA CONTACT TIME SHALL BE AT LEAST 39 SECONDS. SECTION B·B CURB INLET DETAILS SECTION C-C IRRIGATION SYSTEM CONDUIT •."· 7. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY (GPM) DIVIDED BY THE FILTER CONTACT SURFACE AREA (SF). 8. BIOFILTRATION BAY SHALL HAVE SPECIFIC FLOW RATE OF 0.5 GPMISF. INSTALLATION NOTES 1. ANY SUB-BASE, BACKFIU DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. 2. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE URBANGREEN BIOFILTER VAULT (LJFTING CLUTCHES PROVIDED). 3. CONTRACTOR TO INSTALL JOINT.SEALANT BETWEEN All VAULT SECTIONS AND ASSEMBLE VAULT. 4. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH OUTLET PIPE INVERT WITH OUTLET BAY FLOOR 5. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT BIOFILTRATION AND STORMFILTER BAY FROM CONSTRUCTION-RELATED EROSION RUNOFF. 6. TREE TO BE INSTALLED BY CONTECH OR OTHERS WHEN SYSTEM IS PLACED ON LINE. BIOFIL TER DESIGN NOTES URBANGREEN BIOFIL TER TREATMENT CAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. THE STANDARD VAULT STYLE IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDGES (2). BIOFIL TER 6x8 PEAK HYDRAULIC CAPACITY IS 1.8 CFS. IF THE SITE CONDITIONS EXCEE 1.8 CFS, A BYPASS STRUCTURE IS REQUIRED. CARTRIDGE SELECTION CARTRIDGE HEIGHT 27" RECOMMENDED HYDRAULIC DROP (H) 3.05' SPECIFIC FLOW RATE CGPM/SFl 2 I 1 CARTRIDGE FLOW RATE (GPM) 22.5 I 11.25 SITE SPECIFIC DATA REQUIREMENTS STRUCTURE ID . WATER QUALITY FLOW RATE CCFS\ . PEAK FLOW RATE CCFS) • RET\JRN PERIOD OF PEAK FLOW lYRSl . NO. OF CARTRIDGES REQUIRED • CARTRIDGE FLOW RATE • MEDIA TYPE( ZPG) . PIPE DATA: I.E. MATERIAL DIAMETER INLET PIPE 1 . . . INLETPIPE2 . • • OUTLET PIPE . . . RIM ELEVATION I • ANTI-FLOTATION BALLAST ! WIDTH I HEIGHT IF REQUIRED I I NOTES/SPECIAL REQUIREMENTS: • PER ENGINEER OF RECORD comCH· URBANGREEN BIOFIL TER STANDARD DETAIL ~ATER.-----.,. ~SOLUTIONS- ~.com ------- ... .. • • .. .. .. .. .. .. .. .. .. • .. - -LANG-. . eng1neer1ng co. Consulting Engineers · Land Planners Drainage Basin B/C, can't Contributing drainage areas for basin's treatment control BMPs Area B16 = 0.52 acres Total NSBB Area = 4.4 acres (flowing to NSBB) C= 0.84 Size Nutrient Separating Baffle Box (i.e. Water Quality Inlet) Project: Palomar Airport Commons Job No.: 090227 Scale: N/A Calc. By: GWL Date: 06/14/10 Checked: RGL Date: 06/14/10 Sheet:~ OfZ Nutrient Separating Baffle Box is sized based upon in-flow pipe diameter and max. flow rate at 6 fps Inflow pipe size= 24 inches Maximum flow rate for 24 inch pipe with 6 fps = 18.8 cfs Select model from manufacturer provided information (See following pages) Select Model Number NSBB 5-10-84 Q100 for System A entering NSBB = 18.0 cfs 18.0 cfs ~ 18.8 cfs Since Q100 ~~ •• Inflow, Nutrient Separating Baffle Box is adequately sized -All Ns Baffle Box-BioClean Environmental Services, Inc . http://www.biocleanenvironmental.com/product/ns_baffle_box/sizing .. --Bio Clean Environmental Services, Inc. -• Home -• Products • About -• Pollution ... • Press • Contact -• Curb Guard .. • Bio Sorb • Curb Inlet Baskets • • Downspout Filter • Flume Filters .. • Golf Green Filter • Grate In let Skimmer Box • Modular Wetlands .. • N.S. Baffle Box • Stormtank • Stormtreat • Trench Drain Filter • Water Polisher • Maintenance • Bioaugmentation Nutrient Separating Baffle Box-Sizing -Nutrient Separating Baffle Box» Sizing .. -Following is a standard chart for sizing the Nutrient Separating Baffle Box based upon pipe size. • PIPE SIZING CHART Use this as a general sizing chart. NSBB Model Allowable Pipe Size Diameter Basket Width NSBB Model# 4-6.5-72 Up to 18" 28" NSBB Model# 4-8-84 Up to 18" 28" NSBB Model # 5-1 0-84 Up to 30" 36" .. NSBB Model# 6-12-84 Up to 36" 42" NSBB Model# 8-12-96 Up to 48" 52" NSBB Model# 8-14-96 Up to 54" 52" NSBB Model# 10-14-96 Up to 60" 76" PIPE Velocity Chart .. 2/24/2010 1:06 AM .. ..,. Ns Baffle Box -Bio Clean Environmental Services, Inc . http://www. biocleanenvironmental. com/productlns _baffle_ box/sizing ... - -... -.. ... --- - --- -.. .. ... .. 11112 of 2 Use this chart as a guide to maintain ideal entrance velocities. Pipe Size Diameter Max Flow for 6FPS Entrance Velocity 8 inches 2.1 CFS 12 inches 4.7 CFS 18 inches 10.6 CFS 24inches 18.8 CFS 30inches 29.5 CFS 36inches 42.4 CFS 42inches 57.7 CFS 48inches 75.4 CFS 54 inches 95.4 CFS 60 inches 117.8 CFS DOWNLOADS Brochure -General Information Brochure-Vault system comparison Brochure-Nutrient leaching Specifications Product Details Design Ora wing sS izing HydraulicsPerform anceln stall at ion Main tenanceProject Profiles Product Video Copyright© 2010 BioClean Environmental Services, Inc .. All rights reserved.+¥+ 2/24/2010 1:06AM I I • • I j I j I I I I I • • • • • S/0 CLEAN ENVIRONMENTAL FLOW, TR£ATM£NT. & BYPASS SP£CIFICAnONS FOR TH£ BIOMASS S£PARAnNG BASKET 1.1nflow Pip11 Area ----------3.1 SQ.FT. 2.0pen Orifice Area in 30 6 s Biomass Separating Basket · Q.FT. 3. Treatable Flow Area With No Blockage -30.6 SQ.FT. 4.Treotable Aow Area With 50% Blockage -15.3 SQ.FT. 5.Treatable Flow Area With 75% Blockage -7.6 SQ.FT. 5.2 SQ.FT. I I I I j I I I I i I a a a 1 I • MODEL NO. NSSS 5-10-1:34 fOtt!:COMMI!:NOI!:O P I PE SIZES: f :Z" ~o .30" PATENTED 6.Minimvm Bypass Available (With Basket TOO% Full) BASKET STORAG£ = 41.9 CU. FT. (1.6 CU YD.) S£01M£NT STORAG£ SCREENED BOTTOMS HINGED TURBULENCE DEFLECTORS 7HC ~It 1HtS-IS -T llfT£NlJE1) ID BC /NSI1IU.£D It 01T lfOIID LOQIIIQijS JlfTH LESS THIN .5' OF QMlt S11IIJC1IJIID All£ -r -...c FOif AU. rmtDf CCNDfT10NS. CONSU.T SIJH7IIE£ r£01- Lower Front Chamber --50 CU. FT. Lower Middle Chamber --48.8 CU. FT. Lower Rear Chamber --41.2 CU. TOTAL 140 CU. ~--~·~--,,rr---n NOTES: 1. CONCRIT£ 28 ~y COitiPR£SSIVE STRENGTH fc•5,000 PSI. FT. FT. (5.2 CU YD.) lr-T"I....;__-r>l I --c-- LEFT END WElt' PEAl< fXSJCN FlOW 29.5 C.F.S. RISER · 2. REINFORCING:ASTN A-615, GRAD£ 60. J. SUPPORTS AN H20 LOADING AS INDICATED BY MSHTO. (BAS£0 ON 6 FT. P£R SEC. FLOW MULnPUED BY THE MIN. BYPASS AVAILABLE.} 4. JOINT S£ALANT: sum RUBBER SS-S-00210 5. Ali. WAli.S. TOP + BOTTOM ARE 6" THICK. 96 X 36 SCREEN SYSTEM 3oH 3oH 3ot-l1411141 I FRONT I!IEW DISTRIBUTED BY: 6 TYP I#OtOGII£5' ~ FOif DlfTAI.S. BIO C L EAN E NVIRONMENTEL SERVICE P.O. BOX 869. OCEANSIDE, CA. 92049 TEL. 760-4.3.3-7640 F'AX:760-4.3.3-.3176 Email: lnf'oObiocleonenvlronrnentol. net SUNTREE TECHNOLOGIES',-INC. 798 C LEARLAKE RD. SUI E /1#2 COCOA F'L. .32922 NUTRIENT SEPARATING BAFFLE BOX MODEL NO.NSBB .S-10-84 DATE: 01/01/04 SCALE:SF' -72 DRAFTER: N.R.S. UNITS -INCHES • • - --- - .. .. .. .. .. ... .. .. Tecnical Specifications For The Nutrient Swarating Baffle Box Model -Stormwqter Treatment :ivstem 1. The storm water treatment sptem shall be capable of inline installation with minimal head loss. Offline installation is not an acceptable aletemative, unless OrrJinally de/signed by the engineer. Treatment of gross solids must occur at flow cates higher than the specified treatment flow. The stormwater treatment sptem must provide treatment at all flow rates. 2. For flows of 74.67 gpm per square foot of settling chamber area a removal efficiency of at least 90% for TSS will be achieved and flows of up to 124.44 gpm per square foot of seelting chamber area will btl able to pass through the stormwater treatment sptem for treatment without causing scouring. This must be proven though full scale testing. 3. The stormwater treatment sptem will be able to store captured solid debris such as leaves and litter in a dry state within the nutrient separating scceen spetm betWHn rain events. The volume of dry storage will btl equal or greattlr than that specificed on tht1 drawing. 4. The stormwater treatment system will have the capacity to store equal to or greater than that specified on the drawing for captured sediment. 5. Tht1 stormwater treatment system will have a skimmer located in front of the outflow opening. The bottom of the skimmer will be located 6" below the static water level. Adjacent to the influent side of the skimmer is a cage containing many hydrocarbon absorption booms that will float at the tap surfactl af the water in tht1 stormwater treatment structure. This t~nsures absorption of hydrocarbons though a wide rangt1 of operating flows. 6. The nutrient separating screen system shall be positioned approximately 3.5 • above the stat1"c water lt~vel within the baffle box. Adjact~nt to the inflow, the screen system will have openings on both sidt1s that have a combined cross sectional area that tiXCtledS the cross sectional area of the pipe. These openings will act as an intemal bypass for water flow in the event that the screen system becomes full of debris. 7. The nutrient separating scceen system shall have a minimum of 6" of vertical adjustment. The adjustment method shall be a system with brackets that are attached to tht1 sides of the screen system that will slidtl vertically along 1 1/2" x 1 1/2" aluminum square pales. Two stainless steel bolts on each bracket can be tightened to lock the scceen system in place, or loosened to allow for vertical adjustment of the screen system. The square pales are anchored to the baffle wall by 1/2" minimum diameter stainless steel bolts. 8. The nutrient separating scceen system shall have a minimum of 3" of horizontal adjustment in the direction of the length of the concrett1 structure. The brackets that clamp the vertical adjustment poles to the side of tht1 screen system can be repositioned to allow of honzontal adjustment . 9. The nutrient separating screen system shall have a section adjacent to the inflow which is hinged and can be opt~ned for cleaning. This section will function as a scret~ned camp to direct debris into the main body of the screened system. The sides of this section will be made of stainless steel screen and transition in vertical height from a minimum of 8" tall nearest thtl inflow to the height of the main body of the screen system. The lower sides along this inflow section will provide bypass for water flow around the main body of the screen system if necessary. The cross sectional area of the bypass around the screen system will btl equal to or exceed the cross sectional area of the inflow pipe. 10. The nutrient separating screen system shall give access from above grade to the lower sedimt1nt collection chambers by tht1 following mt~thod. The bottom of the screen system will contain hinged screened doors that can be opent~d in such a way as to allow adequate access for a vacuum truck to remove everything in all the lower collt~ction chambt~rs. 11. The nutrient separating screen will be a welded aluminum framework spanned by stainless steel screen, be rectangular in shape, and btl formed to make a bottom, 2 long sides, and 1 end ; the top and 1 end will remain optln. The scceen sptt~m will consist of panel st~ctions that are held together with stainless steel bolts. When the panel sections are unbolted and separatt~d from each other they must be able to pass through an access hatch or manhole in the top of the baffle box for removal purposes. Tht1 aluminum frame work w171 be made 1 1/2" x 1 1/2" x Jl" alum1num anglt1 b11am. Th11 screen used to span the alum1num fram11 ls dt1scnb11d as follows: For the body of th11 scre11n systtlm, flattened expanded stainless steel sh11et 1/2" No. 16 F; Open area -60%; Grade -304 Stainless Stt~t~l. The scCfltln will be attached to tht1 screen system framtl by sandwiching the scret~n to tht1 aluminum fram11 btltwHn a s11ries of 1 • x 3/16" aluminum bars and welded in plactl . 12. A turbult1nct1 dt~flector will be attached near thtl top of each of the baffles with M • stainless stt~t~l through bolts and stainless steel fender washers. The turbulence deflectors will be made from laminated fibefT/Iass and measure a minimum of 1/4" in thickness. The turbulence deflectors will form a horizontal ledge that measures 8" from the downstream side of the first baffle and 6" from the downstream side of the second baffle, and span the full width of the baffle box • 13. The stormwater treatment system will be precast concrete. The concrete will be 28 day compressive strength fc = 5,000 psi. Steel reinforcing will be ASTM A -615 Grade 60. Structure will support an H20 loading as indicated by AASHTO. Tht1 joint betwt~t~n the concrete sections will ship lap and the joint sealed with Ram-Nek or equal butyl rubber joint sealant. 14. For access into the stormwater treatmt~nt spttlm, two to thret1 ho/t1s will btl cast into thtl top of the vault. 15. The inflow and outflow pipes will not intrude beyond flush with the inside surface of the Nutrient Separating Baffle Box. The space between the pipe holes in thtl ends of the stormwater treatment sptt~m and the outside surface of the pipe will be filled with non-shrink grout to form a water proof seal. 16. The nutrient separating screen system shall extended more than half way of the internal lenght of the stormwater treatment system. Tht1 nutrient separating screen system shall start at the inflow pipe not more than 4 • from the wall of the inflow pipe. 7 7. The stormwater treatment system must have two separate reports verifying no scouring occurs at flows equal to or greater than the specified treatment flow rate for that particle size distribution. 18. The stormwater treatment system shall have a shallow sump, not more than 48" from invert of outflow pipe to bottom floor of the sump area. 19. The stormwater treatment system must have a mlniumium of two sedlment chambers (sump areas) which are separated by a vertical wier that divides the chamber from the bottom of the sump to the invert of the outflow pipe. No openings are allowed at the bottom or coming up vertically along the wier. Or any other method that would connect the two chambers together such as orfices. ,.,. .. .. ------------------- ... • • -LANG-. . eng1neer1ng co. Project: Palomar Airport Commons Job No.: 090227 Scale: N/A Calc. By: GWL Date: 06/14/10 Checked: RGL Date: 06/14/10 Consulting Engineers • Land Planners Sheet:§ OfZ Drainage Basin B/C, can't Contributing drainage areas for basin's treatment control BMPs Area B16 = 0.52 acres Total Basin Area = 4.59 acres c = 0.84 Detention/Infiltration system is a volume based BMP, therefore use the 85"' percentile rainfall event Pssth = 0.65 inches Assumed infiltration rate of 0.5 inches per hour for in situ and/or import material Design outfall from detention/infiltration system to have invert out elevation higher than the maximum water surface elevation produced by the 85th percentile rainfall event. Therefore, 85th percentile rainfall event will not produce any discharge from the underground detention/infilration system and the entire volume from the 85th percentile event will infiltrate into the soil. Invert of perforated pipe system= 255.29 System to be encased in gravel backfill, 6 inches above and below pipe and one foot around the footprint Gravel backfill void ratio assumed to be 40% Invert of 24" HDPE pipe out= 258.70 (Elevation set so no discharge would occur from 85th percentile event) VOLssth Req = 7,700 cubic feet (cu. ft.) maximum storage required (See following printouts) Maximum 851h Percentile W.S.E. = 258.67 based on Vssth (See following printouts) VOLsystem = 7,750± cu. ft. to maximum elevation of 258.70 (invert of 24" HDPE pipe out) Since VOLssth S VOLsystem and Max. 85" W.S.E. S 24" I.E. out, system is adequately sized Estimated draw down time for water quality event= 50 hours (See following prinouts) ---- ---.. ..... ... .. -.. - • .. .. • .. • Palomar Airport Commons Project: Palomar Airport Commons Date: 06/14/10 System: Storm System "B", Sorted by Rainfall Distribution Storm: 100 Year, 6 Hour N Pr(Nl (inches) Pr(N-ll (inches) PN (Inches) ~ (cfs) 1 0.75 0.00 0.75 18.81 2 0.96 0.75 0.21 5.25 3 1.11 0.96 0.15 3.72 4 1.23 1.11 0.12 2.99 5 1.33 1.23 0.10 2.54 6 1.42 1.33 0.09 2.23 7 1.50 1.42 0.08 2.00 8 1.57 1.50 0.07 1.82 9 1.64 1.57 0.07 1.68 10 1.70 1.64 0.06 1.56 11 1.76 1.70 0.06 1.47 12 1.81 1.76 0.06 1.38 13 1.87 1.81 0.05 1.31 14 1.92 1.87 0.05 1.25 15 1.96 1.92 0.05 1.19 16 2.01 1.96 0.05 1.14 17 2.05 2.01 0.04 1.10 18 2.09 2.05 0.04 1.05 19 2.13 2.09 0.04 1.02 20 2.17 2.13 0.04 0.98 21 2.21 2.17 0.04 0.95 22 2.25 2.21 0.04 0.92 23 2.28 2.25 0.04 0.90 24 2.32 2.28 0.03 0.87 25 2.35 2.32 0.03 0.85 26 2.39 2.35 0.03 0.83 27 2.42 2.39 0.03 0.81 28 2.45 2.42 0.03 0.79 29 2.48 2.45 0.03 0.77 30 2.51 2.48 0.03 0.75 31 2.54 2.51 0.03 0.74 32 2.57 2.54 0.03 0.72 33 2.60 2.57 0.03 0.71 34 2.62 2.60 0.03 0.69 35 2.65 2.62 0.03 0.68 36 2.68 2.65 0.03 0.67 37 2.70 2.68 0.03 0.66 38 2.73 2.70 0.03 0.64 39 2.76 2.73 0.03 0.63 40 2.78 2.76 0.02 0.62 090227-0etention Hydrograph.xlsx LANG ENGINEERING CO. Page 1 of 1 Mid block Tc, min 240 231 222 249 212 203 258 194 185 268 175 166 277 157 148 286 138 129 295 120 111 305 102 92 314 83 74 323 65 55 332 46 37 342 28 18 351 9 0 360 System "B"-100 Year .. Palomar Airport Commons Page l of 1 -Project: Palomar Airport Commons -Date: 06/14/10 System: Storm System "B", Sorted by Rainfall Blocks in Numerial Order Storm: 85th Percentile, 6 Hour Assumed .. -N Pr(NI (inches) Pr(N·ll (inches) PN (inches) ~ (cfs) Mid block Tc, min -1 0.18 0.00 0.18 4.45 240 2 0.23 0.18 0.05 1.24 231 3 0.26 0.23 0.04 0.88 222 -4 0.29 0.26 0.03 0.71 249 5 0.31 0.29 0.02 0.60 212 -6 0.34 0.31 0.02 0.53 203 .. 7 0.35 0.34 0.02 0.47 258 8 0.37 0.35 0.02 0.43 194 .. 9 0.39 0.37 0.02 0.40 185 .. 10 0.40 0.39 0.01 0.37 268 11 0.42 0.40 0.01 0.35 175 12 0.43 0.42 0.01 0.33 166 13 0.44 0.43 0.01 0.31 277 14 0.45 0.44 0.01 0.29 157 15 0.46 0.45 0.01 0.28 148 16 0.47 0.46 0.01 0.27 286 17 0.49 0.47 0.01 0.26 138 18 0.50 0.49 0.01 0.25 129 .. 19 0.50 0.50 0.01 0.24 295 20 0.51 0.50 0.01 0.23 120 • 21 0.52 0.51 0.01 0.23 111 22 0.53 0.52 0.01 0.22 305 23 0.54 0.53 0.01 0.21 102 • 24 0.55 0.54 0.01 0.21 92 .. 25 0.56 0.55 0.01 0.20 314 26 0.56 0.56 0.01 0.20 83 .. 27 0.57 0.56 0.01 0.19 74 • 28 0.58 0.57 0.01 0.19 323 29 0.59 0.58 0.01 0.18 65 .. 30 0.59 0.59 0.01 0.18 55 31 0.60 0.59 0.01 0.17 332 32 0.61 0.60 0.01 0.17 46 33 0.61 0.61 0.01 0.17 37 .. 34 0.62 0.61 0.01 0.16 342 35 0.63 0.62 0.01 0.16 28 .. 36 0.63 0.63 0.01 0.16 18 • 37 0.64 0.63 0.01 0.16 351 38 0.65 0.64 0.01 0.15 9 39 0.65 0.65 0.01 0.15 0 40 0.66 0.65 0.01 0.15 360 090227-Detentlon Hydrograph.xlsx LANG ENGINEERI NG CO. System "8"-85th .. .. • -.. .. -.. .. ---.. • .. ------·----... • ... .. .. .. .. • .. • Palomar Airport Commons Page 1 of1 Project: Palomar Airport Commons Date: 06/14/10 System: Storm System "B", Sorted by Rainfall Blocks in Numerial Order Storm: 85th Percentile, 6 Hour Assumed N Pr(NI (inches) Pr(N·ll (inches) PN (inches) ~(ds) Mid block Tc, min 39 0.65 0.65 0.01 0.15 0 38 0.65 0.64 0.01 0.15 9 36 0.63 0.63 0.01 0.16 18 35 0.63 0.62 0.01 0.16 28 33 0.61 0.61 0.01 0.17 37 32 0.61 0.60 0.01 0.17 46 30 0.59 0.59 0.01 0.18 55 29 0.59 0.58 0.01 0.18 65 27 0.57 0.56 0.01 0.19 74 26 0.56 0.56 0.01 0.20 83 24 0.55 0.54 0.01 0.21 92 23 0.54 0.53 0.01 0.21 102 21 0.52 0.51 0.01 0.23 111 20 0.51 0.50 0.01 0.23 120 18 0.50 0.49 0.01 0.25 129 17 0.49 0.47 0.01 0.26 138 15 0.46 0.45 0.01 0.28 148 14 0.45 0.44 0.01 0.29 157 12 0.43 0.42 0.01 0.33 166 11 0.42 0.40 0.01 0.35 175 9 0.39 0.37 0.02 0.40 185 8 0.37 0.35 0.02 0.43 194 6 0.34 0.31 0.02 0.53 203 5 0.31 0.29 0.02 0.60 212 3 0.26 0.23 0.04 0.88 222 2 0.23 0.18 0.05 1.24 231 1 0.18 0.00 0.18 4.45 240 4 0.29 0.26 0.03 0.71 249 7 0.35 0.34 0.02 0.47 258 10 0.40 0.39 0.01 0.37 268 13 0.44 0.43 0.01 0.31 277 16 0.47 0.46 0.01 0.27 286 19 0.50 0.50 0.01 0.24 295 22 0.53 0.52 0.01 0.22 305 25 0.56 0.55 0.01 0.20 314 28 0.58 0.57 0.01 0.19 323 31 0.60 0.59 0.01 0.17 332 34 0.62 0.61 0.01 0.16 342 37 0.64 0.63 0.01 0.16 351 40 0.66 0.65 0.01 0.15 360 090227-Detention Hydrograph.xlsx LANG ENGINEERING CO . System "B"-85th Sorted --.. --.. -.. ... -... llllllli ... -... .. ... .. --.. .. .. -.. .. .. • .. .. ... • .. ill ... ill ... .. Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Hyd. No. 1 Basin 8 Water Quality -85th Hydrograph type = Manual Storm frequency = 1 yrs Time interval = 9 min Hydrograph Discharge Table Time --Outflow (min cfs) 9 0.160 18 0.170 27 0.170 36 0.180 45 0.180 54 0.190 63 0.200 72 0.210 81 0.210 90 0.230 99 0.230 108 0.250 117 0.260 126 0.280 135 0.290 144 0.330 153 0.350 162 0.400 171 0.430 180 0.530 189 0.600 198 0.880 207 1.240 216 4.450 « 225 0.710 234 0.470 243 0.370 252 0.310 261 0.270 270 0.240 279 0.220 288 0.200 297 0.190 306 0.170 315 0.160 324 0.160 333 0.150 ... End Peak discharge Time to peak Hyd. volume Monday, Jun 14,2010 = 4.450 cfs = 216 min = 8,662 cuft (Printed values>= 1.00% of Qp.) .. .. Hydrograph Report ... - ... • • .. IIIII • .. • .. Hydraflow Hydrographs by lntelisolve v9.23 Monday, Jun 14,2010 Hyd. No. 1 Basin B Water Quality -85th Hydrograph type Storm frequency Time interval = Manual = 1 yrs Peak discharge Time to peak Hyd. volume = 4.450 cfs = 216 min = 9 min = 8,662 cuft Basin B Water Quality -85th Q (cfs) Hyd. No. 1-1 Year Q (cfs) 5.00 -,---------.-------..-------.------~------'T" 5.00 f--·-----------------+-------1--------+-------1 -................. -.---.................................... ------...... ----·----1-----·--1·-.. -.. -·····-····--.. ··-····"· 4.00 +-------+------t------tt---t--------+------+ 4.00 ····--·----.................... ·-----!----·--......................... ···---·----· .. --. _.. .. ... ........ . ............ ""'" .................... --............................... --........ ··-.. ---····-· f-------·-··---~---.---·-_ ............ .. 3.00 +-------+------t-----1--+--t--------+------+ 3.00 ·------·--··· .. ·+------------····--·····.. ......... .. ...... "._ .. _ .... , ............... _ ..... --------1 f--------1---------+-··· ........ _.......... . ··I·.... .. ....................... _ ...... --------1 .......... -_ ................ _ ..... _. ________ -·----.. ···-···· ........................... ---··-· ... -....... --·-·------- 2.00 +-------+------t-----t-t--t--------+------+ 2.00 1----·-······ .. ···---·· .. -1------1------1--t·--.... ""' ..... -.. ---····· .... ------------- 1--------1-----------____ .. , .... -J---1 --~---f---.. ---·--···-- ···-·-·--~·-··-··------·---1-----··-- 1.00 -+--------+------+----_j-+--t-~1--------+-------+ 1.00 -------······· ·-;:l~:.~-~ =--=~-------==~~~~: ...... ·~---~··~-·-··· h=""'""""'---+~::::::=:=::----=-+-.. ·--...... _. ~ __ ::~---=·.:~.~:~: ... _:: v ' 0.00 _IL _____ _.J... ______ J...__ _____ ....L.._ _____ ___L___::~----~ 0.00 ____ ,._ -----1------- 0 81 162 243 324 405 -HydNo.1 Time (min) I I I I I THE MOST ADVANCEQ NAME IN DRAINAGE SYSTEMS Veraion 7.7 Design Storage Volume 1-....:.::::=--1 Average Cover Helg~ Lateral r---·--.:1 Diameter Header Diameter ~~--~ lin I Number of Headers 2 • Group1 ~ Perforate Headers? No :J. Group2 !-·--... Include Header(s) In -~~__:] Group3 L~ _ __:] Storage Volume? I Lateral Length Number of 1ft) Laterals 100 4 I I I I I I I STORMWATER RETENTION I DETENTION PIPE SYSTEM SIZING WORKSHEET Project Name: ----'P'-'a::!lo~ma=r~A;::Irpo:.=.:.!rt..::Co=m.::;mon=::::s..;.-.:::S:z;ys:!!te~m::.:...::B:..:&::....:::C:....__ Location (City, State): _____ ....;C:;.::a"'rt""sba=d._Cs=l::.:ifo:::.m:::ia=------ Prepared For: ________________ _ Date Prepared: _______ .:::61:...:1~4:..:12~0~10~------ Engineer: -----=la=ng"-=E.;;.ng"'i;.;;nee=ri:::n.~~.g..::Co=mpa:a:=ny:..:L..---- Contractor: ________________ _ Regional Engineer: ________________ _ Area Sales Representative:----------------- Surface Application: ________________ _ #of Stlclls Approx. Length I Lateral afEnd Stick Stone Porosity? L--....::40:::....__--ll o/o 6 3.ft 'Enter v to not inc:l.lcle 111e Decklil h 111e storage volume 0 O.ft 0 O.ft Perforate Laterals? [ Y~. :::J Addnlonal stone Layer Allowing Storage (ASV)? .___6=-----Ahn. NOTES 1 ·Full Sliclc Assumed a standard lay length of 19'-8". 2 ·Excavation: Based on manufacture(s recommended trench width and bedding depth. Estimated volumes assume a flat system based on the user· entered Average Cover Height. 3 ·Backfill: Does nol account fOf pipe corrugations· calculated fOf conservative quanil~es. Nol for use with take-offs or ordering purposes. 4 ·Cover Height: For traffic Installations, 1.ft of minimum cover is required for diameters 12-36", 2.ft for 42-60". Maximum cover shall not exceed 8-ft without consulting Applications Engineering. 5 ·Bill of Materials: Does nol differentiate between ST and WT fillings or between A and H profde connections. Determined on a project-specific basis. 6-Quantilies: Assumes all Groups are same diameter. Run separate calculations to determine quanmies and costs for different Group diameters. Disturbed Excav-Estimated Width Length Surface atton2 Backfill, ASV IN 54 60 60 0 0 tw/7//Y//ff~ 378 1,682 81s 63 Tills Excel spreadsheet isptollided for rougll estimating purposes only. This too/Is intended to assist the design engineer in sizing stonnwater management systems using ADS pipe and manifold components. As with any calculation aid, this tool shouk:J be used for est/meting only; the engineer must verify the assurrptions and methods fo ensure they satisfy the proJect and local design crtterta. I I l • I J • • l . • • • l I a • l • a • I j • j • • l • • • a • • • i • • • ~----~~~~~~~~~~~~~~~~~-~~--~ H H (GRASS AREA} (RIGID PVMT.) F1Lt ER FABRIC !WHERE REQUIRED BY ENGINEER) CLASS I OF! I MATERIAL PlACED AI-H) COMPACTED IN ACCORDANCE WITH ASTM 02~f IN PIP£ lONE c -···················-···---! NOTE'S: I. ,t,I.L RE!f'ER.EJI!CeS. TO CLA3$ I~ II M"TERIAI. AAf! PER A$TM 0~1 "STANDARD PRACTICE. fOR UNOERGROtJNO lNSTAI.LATIO!II Of' THERMOPlASTIC PIP£ fOR sewERS AND OTHER GRAVITY FLOW A.PPLICATIONS". lATEST EDITION. 2:. ALL ~Te:NTION AND DeTENTION SYSTEM$ SWILL 6E INST ALL£0 IN ACC()AOANCI!! WITH ASTM 0232:1. LATEST EDITION AND THE MANUFACT\JR£R'S PUeliSHEO INSTALLATION GUIDELINES. 3. MEASURES SHOULD BE TAKEN TO PREVENT THE MIGAA TION Of' NA. TillE FINES INTO THE BACKI'll.L MATERIAL. WHEN REOUIRF..O. SE.E .ASTM 02321. 4. FILTER FA8f3!C: A GE:OTEXTir...e F-~c MAY ee USED AS SP£CIFED BY THE ENGINEER TO PREVI;NTTHE M!Gru\TION OF FINES FROM THEW..TIVE SOIL INTO THE SELECT BACKFU tMlERtAI.. S. FOONDATJON; WHERE THE mENCH BOTT<:»d IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A OE1'TH ReQUIRED 8V THE E.NGINEER -'NO REPI..ACE WITH WITABI.E f.IATERIAL AS SPECIFIED 8V THE a.GINEER.AS AN AI. T£RNATIVEANDAT THE OIS(:IteTIONOIF 1't1E OESIGN·ENCINE£R. THE TR£NCU BOTTOM M" Y BE STABIUZEO USING A GEOTSXTIL.E MATERIAL 6-. BEOO!NQ: SUITABLE MATERIAL SHAI.l. BE ClASS I OR II. THE CONTRACTOR SHAl.l. PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATIQt.l TO ENGINEER. UNLESS OTHERWISE NOTEO 8Y THe. ENGINEER, IIAIHIMUt.<1 eJSOOING T'HICN'it::5:S S11ALL BE c· (100nm}f'Of\ 4·-~· (lOOm~); o~ (150m'n} FOR 30"~· (150mm-900mm~ 7. INITIAL BACKFilL: $UIT'Ml.E MA11!R.IAL SHALl. lSI!! CLASS I OR II IN 'tHe PIPE ZCMoiE EXT1:1110tNG NOT LESS THAN 6" ABovE CROWN Of PIPE. THE CON'TRI\CTOR StW..l. PROVIDE OOCUMENTATIOH FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALl 8£ INSTALL EO AS REQUIRED IN ASTM 02321, LATEST EDJ110N. 1-. MIN~ COY~ MIN1Mut.4 COVER OVER .a.LL RETENTIONIO£TENTION SYSTEMS IN NON-TRAFI"IC Al"PI.I6rONs (GRASS OR LANDSCAPE AREAS) IS 12" FROM TOP-OF PIPE TO GROUND SUm' ACE. ADDITIONAL COVER IW\Y Be Ri:.QUIREO TO PREVENT FLOATAT!Oti. FOR TRAFFIC APPLICATIONS, MINIMUM COltER IS 12" UPT036"DIAMETERP1PE AND 2A"OFCOV£RFOR42~-60" DIAMETER PPE, ME'ASURED FROM TOP Of PIPE TO BOlTOM OF FLEXISLE PAVEMENT OR TO TOP OIF RIGIO PAVEIIENT. NOMINAL OIM4ETER 12" (300MM) 15" (375t.IM) 16-' (450MM) 24" (600MM) ao· (750MM) 36" (900 t.tt.f) 42• (1050 MM) ~· (1200 UM} 60* (1500 MM) NOLIINAL 0.0. t4.,5• (368t.IM) 18" (457~) 2t" (S33Mt.l) 28" (711 UM) 36~ (914 Ml,l) -42' 11le7UM} 48" (12't9 MM} .5-(• (1372MM) 67" (1702 MM) St;O(ltNQ (CLASS I OR II MATERIAL = 4'' MIN~ FOR 12" • 24• PIPE • 6" MIN. FOR 30'" • oo• PIPE TYPICAL 'TYPICAL TYPICAL SiDE SPACING "S' SPACING "C" WALL •x· 11" 25.4' a• (271}t.IM) (MSMM) (203MM) IZ' 28.9' a· (2Q2 MM) (734UM) {203 MM) t-3" 33.9' Q· (~~MM} (862MM) (229MM) 13' ..co.r to• (S31)MM) (10341MM) (254 MM) 18" 53.1" 18" (457MM) (13"7 t.AM) (457MM) 22" &3" 18" (569MM) (1000 t.At.A) (457MM) 24" 71.9" 18" (6'0 MM) (1828MM) (4S7MM) 25" 78-S" 18" (63S MM) (t994MM) (451MM) 2-4* 90" 18. (61()MM) (2286MM) (4$7MM) H H (NON-TRAFFIC) (TRAFFIC) 1lt" 12" (292 MM) (292MM) 12" 12" (292UU) (2A2MU) 12" 12" (292 .t,JM) (~2Mt,C) 12" 12" (292UM) (292MM) 12" 12" (292UM) (292 Mt.A) 12:" 12" (2!il2 MM) (292MM) 12" 24. (292MM) (610MM) 12" 24" (292MM) (810UM) 12:" 24" (292MM) (610MM) • • a J l • I I I • I j '\.OAO S><ARIN(; t;ONC"~n; COl.~"'! o\S SPa:I•E:o BY OI!!;!GN ~_EV! {\'l'l'lli!'E R£QYl'iiD} i.Jf.l)ISTURI!IF.O 'EAAH1 a..A:l<fi lOA J W.il<'lii'LPFR o\S'nJ ll2lll.i..A!ESTEt:mOM. CQe.!PA{.."TEO IN W<~. II" l~ lii'TS TO~% Mli't. Oft IIIAY.. SI'O 'LO"'O !!.EAR1!1.:; C.~~T£ COUM ~ ~Cif'I!:J:> a'( OeSIGr~ ette;I>IEJEfo\ r-.1•~~ ReOtA)<EO) \illflJSlt.;Ft.BE::l t!AATH c~s.t ~ II'AATERIN...PER ASTM 0:".3?,t, tAn:.ST'£01T~OI'~~ CCfAPACf&O ~~~ IJ.A)(... 3"'l .. OO$£ tl>TS TO 91-% MUt. 0$' MAA, SI'P I j 'l(.IAll ~r!lf+:'.i lXWCRf.TE <Xll.~ SHN..i. GE ~TRIJCTEO I~ ''RA<FIC Al'/ii'M S\JCH UlAT TI'<E ~r.r;; ~0.0.0 16 'TP..Aifl'OIITl<iO TO 1 HE J>,JAA("'V'fA(j~ rot. M O !lOT C~f\F.C I'I..Y ~<:> ·Ui£ J'l$1;.1';, • • • i''<At.<€&C>AATE (BY Cli'IJ!R$i • I • I f~fz.!--Ef;. TO sre..~z J;OR coveR t.C!!fa:t4T Di:;TAM I I • l I i • • i l j C!.ASS 1 oR 1 w. rel'tiAL "'~ A&TM 02$1f.lJl!CST EOf\10'1. COUI'AcrED ftf MAX. ~·LOOSE Lb"J$'10~·MIN.. 01' MA..X.SPO I&I{OP!VY I A!)\11\NC[O DIWw.GE S'I'S1EioiS. INC. (•ADS•} HAS PREPARED 1HIS DEiliL !!~~SED Qt.! INFOJ!jAATIOH PII0\40EO TO loDS. 1HIS I I /..111 .... t-0-~-W-'IMO_M_I.I_WiiR: ____ S~Tl)~--7~0-3---i ----.""" <6.t01'RIJEJoWIIII.liD ~-OHIO 43IXItS • lfTS (lF • i -.. ----.. --- --.. -.. -- - -... .. ... .. .. ... -.. Pond Report Hydraflow Hydrographs by lntelisoiVe v9.23 Monday. Jun 14,2010 Pond No. 1 -Basin B -Underground Storage Pond Data UG Chambers ·Invert elev. • 255.29 ft, Rise x Span • 4.50 x 4.50 ft. Barrel Len = 90.00 ft, No. Barrels • 4, Slope • 0.00%, Headers • Yes Encasement -Invert elev. • 254.79 ft, 'Mdth = 7.00 ft, Height= 6.00 It, Voids= 40.00% Stage I Storage Table Stage (It) Elevation (It) Contour area (sqft) lncr. Storage (cult) Total storage (cult) 0.00 254.79 nta 0 0 0.60 255.39 nta 721 721 1.20 255.99 nta 1,071 1,792 1.80 256.59 n/a 1,256 3,048 2.40 257.19 nta 1,343 4,391 3.00 257.79 nta 1,371 5,761 3.60 258.39 nta 1,350 7,111 4.20 258.99 n/a 1,275 8,387 4.80 259.59 nta 1 '114 9.500 5.40 260.19 n/a 761 10,261 6.00 260.79 nta 699 10,960 Culvert I Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] R.ise (in) • 24.00 Inactive 0.00 0.00 Crest Len (It) • 0.00 0.00 0.00 0.00 Span (in) = 24.00 0.00 0.00 0.00 Crest El. (It) • 0.00 0.00 0.00 0.00 No. Barrels • 1 1 0 0 WeirCoeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) • 258.70 0.00 0.00 0.00 Weir Type Length (ft) • 61.00 0.00 0.00 0.00 Multi .Stage • No No No No Slope (0k) = 4.52 0.00 0.00 n/a N-Value •. 013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(inlhr) • 0.500 (by V\let area) Multi .Stage • n/a Yes No No TW Elev. (ft) = 0.00 Nola: CuiVeltiOriftce oumows are analyzed undef Inlet (ic) and oot1et (oc) control. Weir risers checked lor orlioe conditions (ic) and submergence (s). Stage I Storage Stage (ft) 6.00.-------r------.------r------r------r------r------.---------~------------.---------~---------.~7r ---!---···-·--·+------+---L --1----1------+----t----lr--· -~ ·-···· -·--·-··-----... .L . ___ _ Elev (ft) 260.79 --.-........... -..... -............. ~--t---"~·-.. --·-.......... -.. ·-··-·---·--· .. ----1-----... ··----·-----··-·-·,r''---- 5.00 +----+----+---+---t----ir---t---+---+----t--~L'-t----+ 259.79 1-----l·-----... ·---· .............................. . L... .---·----· ..... · ~:=:~-=:::::::::::.~-:==~ -~---:=::: ·:~ .• ·.:•:::·_.· ~~::::::=-.v:= --~--:=~:=:::=~~ 4.00 +---+----+----t----+----+----r---+-----:7'1"'-----t----1------r 258.79 ----+---1------·~-~..-~""--+---.. ···· ..... -....... -11-----1 ---1----1--·····--. . ... -.... -----·-.. ----t--· .,.... ---.... _. --~----·--·+------! :~==~..:-= ·:.:.:~-:~·==: -::.:::-.~.:.·.~.:.· ::==::::=:: .... =---·--::_ _ _:=::::::::::~"'~"'='"·_+_:.-:.:.:.:.:.1·~---....... :.::.:~:::::::::=: :=-.-- 3.00 4---.. -.... -=·-::-.:=----~-----_-__ -+_-__ -_-_-_ +-=--:=-··--.. --.4 .. ~-.---.--.~-.,.--'F-~-r-==-·--:::··: .. _."'" .. _.q·l:_l-=-=-=--=-==-=-=:::+--==--==--=:-t_=_=--===~t-.. _-__ -__ -__ -___ -_-+ __ -.-. -_::_:+-257.79 ., .. _,_ -·----·-· .... --·-!-----+--·-----···--1----t---·-t ---...,.. --... ..... . -----1----t---... -............ ...... ·-···-- 2.00 +---+----+----t-...,.--:::o~:;._+----t---+---+----tr----r---1------t-256.79 ·----·+---11---:::;;,il""'.,...."'-11----t-----t-"""'""'-" ..... -.. ---r------t----t----t----1 -...... ._ .. l.._,~--~1------~······· ······ ............. -. .... " .. .,._, ... , ........ ___ , .. , ............. --.. - ........... ----=--=-;,:~··---r---··· .............................. ···-------·--r------·- 1.00 +--_,I-./"-::::;J0"""--11-_:_-:_:_-:_:_:,..t:.:.:.:.:.:.~t:.-::..-::..-=-.-.-----t-.::::::::::::_f.-:::::::::::_f::::::::::::_f::.=--------r-----------;--------r 255.79 ~ ' ' ·-------·--·-t----1 ~ -·----·---___ _:·.:r:·-.. --.. -.--... -... -.:::.::: ..... --1-·-.. ---·-... -... --.......... -..... -... -................. ----· -·'-""·-···-· ................. _ . 0.00 -~'----------'l...-----'----------'------------'----------'-----------'-----------.__ ______ __._ ______ .__ ________ __._ ____________ .._ 254.79 0 1,000 2,000 3,000 4,000 5,000 -Storage 6,000 7,000 8,000 9,000 10,000 11,000 Storage (curt) .. .. --- --... ---... ------.. • - .. Pond Report Hydraflow Hydrographs by lntelisolve v923 Monday, Jun 14,2010 Pond No. 1 -Basin B -Underground Storage Pond Data UG Chambers -Invert elev.,. 255.29 ft. Rise x Span • 4.50 x 4.50 ft, Barrel Len = 90.00 ft. No. Barrels • 4, Slope"' 0.00%, Headers • Yes Encasement -Invert elev. • 254.79 It, 1,/\,Wth • 7.00 It, Height = 6.00 ft, Voids • 40.00% Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) lncr. Storage (cuft) Total storage (cuft) 0.00 254.79 nla 0 0 0.60 255.39 n/a 721 721 1.20 255.99 n/a 1,071 1,792 1.80 256.59 n/a 1,256 3,048 2.40 257.19 n/a 1,343 4,391 3.00 257.79 n/a 1.371 5,761 3.60 258.39 n/a 1,350 7,1 11 4.20 258.99 nta 1,275 8,387 4.80 259.59 n/a 1,114 9,500 5.40 260.19 n/a 761 10,261 6.00 260.79 nta 699 10,960 Culvert I Orifice Structures Weir Structures [A] [B] [C) [PrfRsr] [A] [B) [C) [OJ Rise (in) = 24.00 Inactive 0.00 0.00 Crest Len (ft) • 0.00 0.00 0.00 0.00 Span (in) • 24.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00 No. Barrels • 1 0 0 WeirCoeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 258.70 0.00 0.00 0.00 Weir Type Length (ft) = 61.00 0.00 0.00 0.00 Multi .Stage • No No No No Slope (%) = 4.52 0.00 0.00 nla N.Value •. 013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(inlhr) • 0.500 (by Vliet area) Multi .Stage • n/a Yes No No 1W Elev. (It) = 0.00 No48: Culvert.Qfifiee outflows a<e analyzed under inlet (ic) and outlet (oc) coniJoL Weir rise!$ checked IO< orifice conditions (ic) and submergence (s) . Stage (ft) Stage I Discharge Elev (ft) 6.00 .-----....... -------,------.------,.------,--------.------,------:::::oo-. 260.79 5·00 !~~~~~~f~~-~-~.,·~-·-~····~·--~~~~~[~f·t-r-~~"-.f~ .... -.~ .. -.. ~ ... -.~ ... ~ .. ·--~·"J+-~--~.,~-~-~·~~-~~-~~~----~~~ .. -~· ~.~~~~~~l~ .. ~ ..... ~ .... ~ ..... ~ .... ~ ... ~. ~~~~~~ 259.79 4.00 -~-~~::....~·:-_-:~_·-_::.... ____ ... +--:~_-~_=:_:~_·~-~:~_::_:.:_~:+-~~--.·_=-_:_~---··~-~=-·~._·.·_, .. 1--;-_.~~-=_·:~-:~_.·._.:..._·.~-:=-+·:_::=_:. ---+-..... _ .... _ ..... _ .... _ ..... _:_ ...... _:.-.. _ .. :--=_----=-~::-:_=~:~~-~ ... ~ ... :._.-.. _.-.... _.-... _.~_.~.--.. _~··-·-_--+-258.79 11-------+----·---................ ----· -----,_,. _______ --............. -;-----;--.......... _ ........ . -·---·--·-----+--....... ··----·--·------1·--------· ·-·--.. ·--!·----.... ---... -...... _ ................. . ... .... ..... . ... ..... .. .... ····--·--" ~ ................ _ 3.00 -It------+------+------+-----+-----+-----+-----+-----+ 257.79 ____ .. ___ -------·-" • ...... ----+----·----·-·---1-----·-f-•woom--•·•"''"" 11-----1-·-----+-----1---.... -.......... ·-··-·--+----~------------· ---r----.... ···---·----1------,. ___________ _ -~-+------r-·-·----.. -· -.................. -............. -----t---·---1 ----·-·· -.. --........ 2.00 +----l-----+------+-------lt-----+-----t-----1-----+-256.79 ---+---·-·-·"·---· " .. ···----·---!------+-........ ____ .. _____ .... ......... . ....... -----......................... ----------.. ,_________ ---.-...... .. ............ _ .............. "-·-·"-····---- 1.00 -1-----+-----+-------lf-----+-----+----+-----+------+-255.79 ... ..------·.. . .. ··--··-------·---.... -............. -... ·-·····-·-.. -..... ......... .. ...... --·--.... --.. --...................... -... r--.. "·--.. -.......... . 0.00 ...L,. ____ _._ ____ __,_ ____ __,_ ____ _,_ ____ _.. ____ __.. ____ __, ____ ----L. 254.79 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 -TotaiQ Discharge (cfs) ---Hydrograph Report -----... .. ... ----• .. - -.. .. • -- Hydraflow Hydrographs by lntelisolve v9.23 Monday, Jun 14,2010 Hyd. No. 5 Basin B WQ Routing Hydrograph type = Reservoir Peak discharge = 0.000 ds Storm frequency = 1 yrs Time to peak = n/a Time interval = 9 min Hyd . volume = 0 cuft Inflow hyd. No. = 1 -Basin B Water Quality -85th Max. Elevation = 258.67 ft Reservoir name = Basin B -Underground Storage Max. Storage = 7,688 cuft Storage Indication method used. Exfi~ration extracted from Outflow . Basin B WQ Routing a (cfs) Hyd. No. 5 --1 Year a (cfs) 5.00 ....---------..------~-------.--------'T-------. 5.00 --------.. -------+-·-·--.. ·--·--+--------!----·--·---- 4.00 -+-------+------1-----------+-------+------+ 4.00 ---+----HI--·--····------·-· .. ·---1---------l ··--·-·---.. -----i--------+-------~·-·-···"-""---! ······-··----.............................. ----·-·----........... -....... -111---+------·--..... --............. . --·----................ ---·---·--··-·· ........... ............. ... ----··-.. -.. --............. ,_,_, .......... ........... .. . 3.00 -t-------+------+----Ht---t-------+------+ 3.00 ---·--·--11-------l----........ ---t-------t-------1 2.00 -+-------+------1-----f-H--+-------+------+ 2.00 --·--···-· ---1-----------j ....... ____ -.. ---1---- r--·----.... -.-.----····-·-·· .. ·-····--···-....................... --; ............ -··-·---------...... -. --·-··----... . 1.00 -+-------+------1-----1+~1---+-------+------+ 1.00 t---·· .... ·----····-······~ ~---.. .... ·····.·~-~ .. --::..~;1. = = =·~~ ~~-----·--~-~: r-_:__-==~-=~--.. t--·-•·•--•----1• ww• f"",..,,, __ ,-+-+-f~-·-----1------1 ~~,_,...,...,...-r-r-1-T,II!!'FTII=il:::f+ ll ~ff~-=· . ' ---t--... ... ···tri-I l .1 O.OO 1/1 l I I l I I I 0.0 1.4 2.7 4.1 5.4 -Hyd No.5 - Hyd No.1 D:n:.r Total storage used= 7,688 cuft -- 0.00 6.8 Time (hrs) -.. ... Hydrograph Report ---.. --- Hydraflow Hydrographs by lntelisolve v9.23 Hyd. No. 5 Basin B WQ Routing Hydrograph type Storm frequency Time interval Inflow hyd. No. Reservoir name = Reservoir = 1 yrs = 9 min = 1 -Basin B Water Quality -85th = Basin B -Underground Storage Monday, Jun 14,2010 Peak discharge = 0.066 cfs Time to peak = 342 min Hyd. volume = 8,660 cuft Max. Elevation = 258.67 ft Max. Storage = 7,688 cuft • Storage Indication method used. Outflow includes exfiltration. --.. • .. • • • • • • .. Basin B WQ Routing Elev (ft) Hyd. No. 5 --1 Year Elev (ft) 260.00 -.-----.--,--.---,----..-,.-..,.---,----.-,.--r----.--,--.---,----..-,.-..,.---,----.-,.--r---r--,r---.-260.00 1--t--+-------·-.................... . ....... --.. -.. ··--1-· .... -.. --··--... --.. ---.............. 1-.. ·-.. .. -·--!-"···· -·-----r-----····· .... . .................. -··-.-.. ·1------. -·····--···-···· -··-·-· ......... +-·-----···· -----............... . 1--t--+--t--t--+-1--f---1----... ·-r-·+--+---t-+--+--+-+--1--t-·1-·-·--~---1- -t--1--·-!--·-· -------1--l----1-·-t---t-·t---+ -+--1-- 259.00 -l--+---!-+--+--+-1--+--+---+--l--+--+---!-+--+--+-l--+--+---+--l--+--+---f-+ 259.00 -1-+--1---+-+---f--1·-1----...... --1----t-+--+--+-+----t-+··--1-. --.. 1--·+--f--f-" -·--·· -~ .. ~ s·-.. -···-······-· -· .. ·1· ... -·-·-······· ...... •. --·-··.. • ........ -··· -····-·-· -··-·-· ...... 1-···-......................... -......... .. f----1-· If--·-.............. __ -·-----·· -·-............................................ ,......~----·--1--· ······-·-···~········ ----1--- 1---f-........ --~ ,-~-----.. --·-................... ~--.... --1-+--t-·-1-+--t--11--1---t-- 258.00 -1--+--tf-+--+--+~~+--+---+--l--+--+---!-+--+--+-l--+--+---+--l--+--+--f-+ 258.00 r---... -r---·------------··-·1-···-· ---1--t--r--t r-r-~====· ~~~;;;~:~ ~=-. .:=~::==:~~~-=~'== ............. 1-f·+--1--= =::·:=~~: :~~~~f-·~=~:= ·=:~---=~~~.·~~=---=:-~-~ -~= = ===:·:=· -= ·=~= =:~~---: ·-·-----·--. -· ........ ------· ..... -----~""" -1--·1-·-· -----. 256.00 +--+t-t---l--+--il--1--t-----ir-+--t---t-+--t---t-+--l--'l'~+--l---+-+--+---+-t-+ 256.00 1/ 1---......... ----···-. -i ------~·-1---~:.: ..... ··---· ·--~=--~~-~ --~~~~= 'f-· '""'"""'·-·-·-·---.. ---·· ······~ ----·----.. ·-·· .......... -·-·-· ..... . ... -.... -.... -.. ·-· ------·1--·-......................... ~t"...-................... .. If_ __ --+---1---+----"1---+--i--1·--·1-· ·---· --------+-1---+--+·--· -----.... ·-·1--+r....~ ........ 257.00 255.00 255.00 257.00 -·l--+---1-+--1--1·-+--1--t-+-+--· .. ----·-1--·-1--+--+--f--·+---· ......... --f--+-·1--l -+-1-+-·-·------· ... --r-t--t--1---t--11--t--1--1--t----t~+--~ .. -......... -................................ -.... _ ......... ·--............... -·-·-................ _ ..... ---.. -.... -... ·---·--...... ---··-.. --... -... .. 254.00 254.00 0 2 4 6 8 11 13 15 17 19 21 23 25 27 29 32 34 36 38 40 42 44 46 48 50 53 -1. Basin 8 • Underground Storage Time (hrs) ll lj tJ lt lJ IJ lj li ll I Pond No.1 -Basin B-Underground Storage 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 Stage (It) Front View I II ll II ij II l l •• ll Hydraflow Hydrographs by lntelisolve v9.23 Top of pond Elev. 260.79 \ \____ Bottom of pond Elev. 254.79 ---100-yr 61.0 LF of 24.0 In @ 4.52% CulvA -lnv. 258.70 ---25-yr ---10-yr ---5-yr NTS -Looking Downstream Project: 090227-Palomar Airport Commons.gpw ... ----... --- .. -- -... -- • --- -.. • • -LANG-. . eng1neer1ng co. Consulting Engineers • Land Planners Drainage Basins A, B/C & D c = 0.84 These drainage basins contain sub-basins which will have Project: Palomar Airport Commons Job No.: 090227 Scale: N/A Calc. By: GWL Date: 06/14/10 Checked: RGL Date: 06/14/10 Sheet: Z OfZ Drainage Basin A & D's biocell designs will be per Figure A (see attached sample detail) Drainge Basin B/C biofiltration designs will be per Figure B (see attached sample detail) All biofiltration areas will be sized using 0.2" of rainfall for a flow based BMP The biofiltration areas will have an assumed soil infiltration rate of 5 inches per hour These two design parameters allow the biofiltration area's footprint to be calculated by 4% times the contributing drainage area. (Per draft Countywide Model SUSMP, dated January 2, 2009) I I • .. l • I LOWER AZUSA RD PLAN VIEW PROFILE 810-CELL 1 l~ft·t'STAi..LA Tf(!N OF fJfO····Cf~LS SHAL~ 6£ (fRrOP.M£0 AFTER fH[ SIT[ IS PAV£0. •• PLAN VIEW • j ,-~~ ~, I r "':"':i':l ! I I I j I j I j • • • l PLAN VIEW PROFILE IIOI'f0ft'4( PLAN VIEW • i J • i I I I . 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Sample Figure A j l J I I I I I j k J I I I .I I I I J &, .t I j ~ j I I I j I J t j I I I J l I 3• MULCH LAYER, OPTIONAL PER LANDSCAPE ARCHITECT'S PLAN BIOFIL TRA TION AREA WIDTH VARIES PER PLAN .. , PLANTINGS PER LANDSCAPE ARCHITECT'S PLAN 6 IN. DIAMETER PERFORATED-~i,iliW~~~~~~~~~~~~~~~rrm~ UNDERDRAIN PIPE GRADE BOTTOM TO DRAIN ---. TOWARDS PERF ORA TED PIPE .,ill;~;!~ @ 2% MIN. BIOFIL TRA TION AREA CROSS-SECTION NO SCALE BIOFIL TRATION AREA NOTES RAFI 140N NONWOVEN GEOTEXTILE BY TENCA TE OR EQUAL LINING BIOFIL TRA TION AREA SITU SOIL 8" THICK LAYER OF IMPORTED ENGINEERED OR AMENDED IN SITU SOIL " THICK LAYER OF "BIRDSEYE" ROCK TO FILTER FINES FROM ENTERING GRAVEL LAYER 14" THICK LAYER OF 3/4" GRAVEL AROUND UNDERDRAIN 1. ENGINEERED SOIL OR AMENDED IN SITU SOIL SHALL HAVE THE FOLLOWING PROPERTIES: -SANDY LOAM TYPE SOIL -5 INCHES PER HOUR MINIMUM SUSTAINED INFILTR ATION RATE -BE WELL MIXED AND CONSISTENT 2. COMPACTION OF THE PLACED ENGINEERED SOIL OR AMENDED IN SITU SOIL SHALL BE MINIMIZED TO ALLOW INFILTRATION TO OCCUR. 3. PERFORATED UNDERDRAIN PIPE SHALL HAVE A MINIMUM OF THREE ~ .. DIAMETER HOLES, EQUALLY SPACED ALONG THE CIRCUMFERENCE OF THE PIPE AND NOT LESS THAN THREE HOLES PER LINEAR FOOT OF PIPE. 4. MULCH, IF APPLICABLE, TO BE SHREDDED HARDWOOD. SAMPLE FIGURE B --- ------ .. ... • • .. IIIII .. ... .. IIIII • IIIII • - Appendix Portions of the Drainage Report for El Camino Real, Bressi Ranch (CT 00-06) by Project Design Consultants, dated January, 2003 Portion of the Improvement Plans for El Camino Real by San Marcos Engineering-Sheet 3, Drawing Number 237-7 Portion of the Improvement Plans for El Camino Real and Palomar Airport Road Storm Drains by P&D Technologies-Sheets 22 & 27, Drawing Number 314-3 Portion of the Improvement Plans for Bressi Ranch Industrial by Project Design Consultants-Sheet 12, Drawing Number 400-8D Grading Plans for Olympic Golf Drawing Number 230-4 Sewer Transmission System Plans by Buena Sanitation District, Drawing Number 143-7 .... -.... ----, --- 111 • --.. • 111!1 .. -.. ... -..; ... • • • .. • .. .. .. • ... - =I .. 411 DRAINAGE REPORT FOR EL CAMINO REAL BRESSI RANCH (CT 00-06) CARLSBAD, CALIFORNIA January 2003 Prepared for LENNAR COMMUNITIES cJo LENNAR BRESSI VENTURE, LLC 5780 Fleet Street, Suite 320 Carlsbad, CA 92008 Prepared By: PROJECIDESIGN CONSULTANTS 701 'B' Street, Suite 800 San Diego, CA 92101 (619) 235-6471 Job No. 2301.00 ·~c--~~RCE50998 Registration Expires 09/30105 . f .. I ·[ ·i !I ----,_ -... --... -... -... -.. .. -.. -.. 4) -.. ... .. -.. -.. -.. -.. --... ' --- LONGEST FLOWPATH FROM NODE 2200.00 TO NODE 2010.00 = 607.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2010.00 TO NODE 2010.00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 ;=========:=:;======================================================:======= TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) 8.51 RAINFALL INTENSITY(INCH/HR) = 5.23 TOTAL STREAM AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) AT CONFLUENCE 4.73 * * CONFLUENCE DATA * * STREAM RUNOFF NUMBER (CFS) 1 64.60 2 4.74 3 4.73 Tc (MIN.) 15.55 12.86 8.51 INTENSITY (INCH/HOUR) 3.549 4.012 5.234 AREA (ACRE) 18.43 1.20 0.88 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 52.17 8.51 5.234 2 65.52 12.86 4.012 3 72.00 15.55 3.549 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 72.00 Tc(MIN.) = 15.55 TOTAL AREA(ACRES) = 20.51 LONGEST FLOWPATH FROM NODE 2100.00 TO NODE 2010.00 = 1100.00 FEET. **************************************************r************************* FLOW PROCESS FROM NODE 2010.00 TO NODE 2020.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =================~==;=========:==============================-============== ELEVATION DATA; UPSTREAM(FEET) = 279.73 o'OWNSTREAM(FEET) FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 13.05 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 0.08 Tc(MIN.) = 278.67 1 PIPE-FLOW(CFS) = . 72.00 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 2100.00 TO NODE 15.62 2020.00 1160.00 FEET. ================c~=======================================~================== END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) = 20.51 TC(MIN.) = 72.00 15.62 =================~=======================================;================== ===============;=:=======================================~=================~ END OF RATIONAL METHOD ANALYSIS r i '' ' ... r: , .. ... 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