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" t/, ,] L ~ ~ c,. {\\ \J I X . {l.£A/3> ,4 A ." " RUNOFF COEFFICIENTS (RATIONAL METHOD) LAND USE Coefficient, C Soil Group (1) G A B C -- Undeveloped .30 .35 ~ 40 .45 Residential: Rural .30 .35 .40 .45 ~ Single Family .40 .45 .50 @ lolul ti-Uni ts .45 .50 .60 .70 Mobile Homes (2) .45 . SO . S5 .65 :;::;- Commercial (2) .70 .75 .80 @ 80% Impervious Industrial (2) .80 .85 .90 .95 90% Impervious NOTES: (1) Obtain soil group from maps on file with the Department of Sanitation and Flood Control. (2) Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness ~o the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: C':>ns;ller commercial property on D soil group. Actual imperviousness = 50~ó Tabulated imperviousness = 80% Revised C = ~ X 0.85 = 0.53 8u . APPENDIX IX ~~60 te-r;-k A- ,. '.' , ., ',', ... :t, .- .., ";0 . ... ~ ~ :.i - .~ -r.. "r .::.. ,ft ~ï 1-. .. - -.. or ,. . .- ..; :'" , ~ "~ .,~ c ~ I ~~. '~ . . ,~ f. ':t ..",' .~ -I; ::! ,~ .;r¡ ... .~ ~ .~ .~ 04, it, ",j' ..' ¿i .. f J. .. &0, .3- ., v. - ~ ~ ~ :; ,CD') ~IO 600 .- CD 0 u. .5 II U c !! It ~ 400 0 > c:I 7,SQ " C -ê CI > olbo 1 .1 I! - ~ 11ME OF CONCENTRA nON 63 BOO - 0 ¡¡t c: Q 0 c 0 - u - è; en Q. ~ c: It) - - o' Q 0 (¡j 80 200 0 0 Figure 3-1 0 Overland time 01 lIow graph. " 0 - ~ c !i .5 , 111'-1lu. 71-'11"'. t:? HI N. (eM 10 HIt./. MIII,MOl-1 ) 88K: . COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL 10- YEAR 6-HOUR PRECIPIT A TIO~J 330 ::::J (þ < ..... en (þ p.. - ....... 00 VI IS' 45' Prep'Ired by U.S. DEPARTMEÑT OF COMMERCE NATIONAL OCEANIC A:fD ^,-kOSI>lIERlC ADMINISTRATION SPECIAL STUDIES DR^:fCIl. OFFICE OF 11\:DROLOGY. NATIONAL WEATHER SERVtC£ ". "'\: "'\: - m Z c t- >< >< t- I n 301 1180 451 301 IS' 1170 451 151 1160 301 - . -- . ---..--.. .,- - ¡- I' I - ,- I . COUNTY OF SAN DIEGO. DEPARTMENT OF SANITATION S. FLOOD CONTROL 15' - S II€" 45' 30' .. 330 45' -_. -- - -'.' --- - ,- - pre~~d by . . --. , . - :1 u.s. DEPARTME T OF COMMERCE ' NATIONAL OCEANIC AND AT .IOSPIIF.RJC ADYlNtSTRATJON SPECIAL STUDIES BRA:CCJI! OFFICE OF I DROLO~Y. NATION:'L WEATHER SERVICE I 30' . . - - I :> I 118° -'. 45' 3D' 15' 117° 45' 3D' 15' 116° 0 comITY OF SAN D lEGO DEPARTMENT OF SANITATION & FLOOD CONTROL a \/\ f'.. :'; '.\ :\ " . \ \"" : " . -. ............ 330 451 I 151 : ! ---- ------ -. - 451 u.s. DEPARTME~' r OF COMMERCE NATIONAL OCEANIC A"'fO ... OSPllERIC ADJmfISTRATlON SPECIAL STUDIES BRA."fCH. OFFICE OF HOROLOGY. NATIONAL WEATHER SERVICE. ~ -. I. 1> I 301 118' ;51 I 151 Jt~ 451 117° 30' 301 151 COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION &. . FLOOD CONTROL 451 30' ." 151 ?3° .~ - - . - 451 " . - .....t...,. . u.s. DEPARTi\tEl\'lf OF COMMERCE . NAnONAL OCEANIC AriD AT3!OSPHERJC AD:4INJSTRATION SPECIAL sTuDIES BR...."CH. OFFICE OF IITDROLOGY. NAnONAL WEATHER SERVICE 301 .... .... 1 ~ 118° 451 v.> " " 30' 15' 117° 451 301 151 116° ." rNTENSITY~DURATION DESIGN CHART ..:tUTllt ..~.o... -,.,~~. -,-..... > "'0 "'0 m :z 0 .... x ~ .1 ". 10 -'-1--'-1-.-'-0-0.' .1- ,""-.01... 15 20 Minutes n...........f.." 2 3 Hours 4 5 6 30 40 50 1 .. Directions for Application: . 1) From precipitation fflaps detennine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrology Manual (10,50 and 100 yr. maps included in the Design and Procedure Mantial). 2} Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not appl icabl e to Desert) . 3} Plat 6 hr. precipitation on the right side of the chart. 4) Draw a line through the point parallel to the i plotted lines. 5) This line is the intensity-duration curve for the location being analyzed. Application Form: . 0) Sel ected ~requency /0 yr. 1-) P6 = 1,(; in., P24= 2.7 ,*P6 = P24 in. 53 %* 2) Adjusted *p = /, ~ 6 3) tc = (0 min. 4) I = Z, 7 in/hr. 10 --- *Not Applicable to Desert Region /) - to 4~ :;:;; 7,44 LJ,~ (10)' = L.,7 IN/¡.;¡z... Revised 1/85 APPENDIX XI-A INTENSITY,..OUMTION DESIGN CHART JD. ..', ~. CFT ,:!fi~J1rrlrnrnUl~I.I..~......J"H:""""""Iõ-" . ".:.~'645u-l.tllnHh1iin- ~ ~.: -'. ~ ': _.~:. - ~. :, ~ 'Equatlon. I - 7.44 P 6 D .. I = Intensity (¡n./Hr.) n -6 Hr. Precipitation (In.) -.:1-111:111: -...~.- '.'o~. ..-.~~.. >- ..., ..., m Z 0 ..... >< x .1 ..... ::.. 10 ._...... 15 20 Minutes n..,..."+~,,n 2 3 Hours 4 5 6 30 40 50 1 Directions for Application: 1) From precipitation maps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrology Manual (10,50 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 65Z of the 24 hr. precipitation. (Not aforl icabl e 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 the intensitY-du~ation curve for the location being analyzed. ~ !, Application Form: 0) Selected Frequency /00 yr. 1) Ps = 2.~ in., P24= 4,0 , *Ps = P24 in. (Ó 3 %* 2) Adjusted *P 6= 2.5 3) tc = 10 min. 4) I = 4-. z, in/hr. 100 *Not Applicable to Desert Region - {:; 45 .Yo =7,41(Z,5){/o)' ::: 4,2 Ikllf/¡?- I 0 ' Revised 1/85 APPENDIX XI-A -- JNTENSITY~DURATION DESIGN CHART » ." ." tTI % 0 ..... x - - - -1-1-_'-1-".1--".' .1- .0-, I-f- +-1- I l-f--+- . ~ .1 "" 10 15 20 Minutes nllritti nn 2 Hours 4 5 6 3 30 40 50 1 . Directions for Application: . 1) From precipitation maps detennine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydro1Q9Y Manual (10,50 and 100 yr. maps included in the Design and Procedure Manüa1). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not ùppl icabl e to Desert) I 4) Draw a line through the point parallel to the I plotted lines. 3) Plot 6 hr. precipitation on the right side of the chart. . ¡ 5) This line is the intensity-duration curve for J the location being analyzed. Application Form: 0) Selected Frequency 10 yr. 1) P6 = ) Ira in., P24= 1-,7 , *P6 = P24 in. '5/ %* 2} Adjusted *P 6= /, ~ 3} tc = If min. 4} 1'0= '2 I ~ in/hr. *Not Applicable to Desert Region ~o = 7, 44- (/, ~ ) (I / ) -, (,47= 2, <b Revised 1/85 APPENDIX XI-A JNTENSITY,..oUMTION DESIGN CHART . ~ » "'0 "'0 en Z 0 ..... >< - . -I- -, .0. 1::¡:t:H-I-¡'+"","'- ,-,. ... 1-4--~- . >< .1 ..... > 10 0-' . 15 20 Minutes ntl\'O,,+.fnn 2 3 Hou rs 4 30 40 50 1 5 6 ¡-r 6.0 ~ 5. 5 ~. 5.0 ~ 4.5 - 4.0 ::;. 3.5 g. 11) 3.0 ~ .5 .0 .5 .0 Directions for Application: . 1) From precipitation maps determine 6 hr. and 24 hr. amounts for the selected frequency. . These maps are printed in the County Hydrology Manual (10,50 and 100 yr. maps included in th Design and Procedure Manüal). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not applicable to Desert) C\ I :J: 0 C -s '"0 -s 11) n ..... "0 3} Plat 6 hr. precipitation on the right side of the chart. 4) Draw a line through the point parallel to the plotted 1 ines. 5) This line is the intensity-duration curve for the location being analyzed. -'. Application Form: . 0) Sel ected Frequency 100 yr. . l} P6 = :2, £7 in., P24= 4,0 , *Ps = P24 in. b3 %* 2) Adjusted *P 6= 'Z ' ~ 3) tc = II min. 4) 1= 4,Q_in/hr. 100 *Not Applicable to Desert Region I == 7. ~4- (2. c; )( /I ) - . ~J$.= 4. 0 I tJ/t L D If) 0 rr t:- Revised 1/85 APPENDIX XI-A ON -SITE DRAINAGE STUDY FOR PROPOSED MIX USE COMMERCIAL & RESIDENTIAL PROJECT 1528 NORTH HIGHWAY 101 ENCINITAS , CA APN #254 - 054 -53 COUNTY OF SAN DIEGO Prepared By: Civil Consulting Group, Inc. 5858 Mount Alifan Drive, Suite 202 San Diego CA, 92111 Phone: 858 -565 -0475 Fax: 858 -565 -0478 November 15, 2007 J. Exp FLt #`~{ CIVIL CONSULTING GROUP, INC. 5858 Mount Alifan Drive, Suite 202, San Diego CA 92111 858 -565 -0475 (Phone) 858 -565 -0478 (Fax) November 15, 2007 Attention: Mr. Roy Salameh 2642 Unicornio Street Carlsbad, Ca 92009 Subject: O n Site Drainage Study 1528 North Hwy 1 01, Encinitas, CA Dear Mr. Salameh: Civil Consulting Group, Inc. (CCG) is pleased to provide this Onsite Drainage Study for the above referenced site. This report is required as part of the submittal for your planned commercial - residential development project. Should you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Best regards, Michael McCall, President Civil Consulting Group, Inc. (2) Addressee -2- 05/25/2007 Project: 1528 North Highway 101 — Civil Consulting Group, Inc. TABLE OF CONTENTS I . INTRODUCTION ......... . .......... . ..................... ....... * * ** *, *, *.. A. SITE DESCRIPTION .............................................................. ............................... B. EXISTING DRAINAGE CONDITIONS ................... ............................... C. PROPOSED DRAINAGE CONDITIONS ....................................... ............................... 5 D. SUMMARY ................................................... ............................... II. HYDROLOGY DESIGN MODELS .................................................... ............................... 7 A. DESIGN METHODS ..................................................... *- .... * * "* ... ..................... B. DESIGN CRITERIA ........................................................ ............................... C. REFERENCES ..................................... ............................... III. CALCULATIONS ............................. ............................... ................. ............................... A. OVERALL SITE DRAINGE ............................................................ ............................... 8 B. PROPOSED STORMDRAIN SYSTEM .................... . ................... ............................... 9 C. PROPOSED STORMDRAIN SYSTEM WITH FULL RETENTION VAULT........ 10 D. PROPOSED FUTURE STORMDRAIN SYSTEM ....................... ............................... it IV. FIGURES ............................................................................................ .............................12 A. VICINITY MAP ................................................................................. ............................. B. RAINFALL INTENSITY MAPS ..................................................... ............................. C. COUNTY HYDROLOGY AND DESIGN CHARTS ..................... .................::::::::::::15 D. ONSITE RETENTION PIPE DRAINAGE DESIGN ...... ............................... E. RETENTION VAULT DRAINAGE DESIGN ............................. ............................... 16 F. STORMWATER TREATMENT DESIGN & DETAILS .............. ............................. G. STORM WATER PUMP DESIGN & DETAILS ......... .... .................................. ...o -*' 18 H. DEVICE CAPACITY ANALYSIS - ON SITE DRAINAGE IMPROVEMENTS.. 19 I. WATERSHED MAPS .......................... ............................... 20 ............ ............................... _ 3 _ 05125/2007 -- Project: 1528 North Highway 101 Civil Consulting Group, Inc. I, INTRODUCTION A. SITE DESCRIPTION The proposed project site is approximately 0.54 acres and is located at 1528 North Highway 101, Encinitas, CA (see Vicinity Map). The site is a vacant lot, with an existing asphalt driveway located on the north side which services some property to the west. The property is below the street elevation and is currently subject to flooding. The project consists of constructing an underground garage with residential use above and a storm water retention vault with a commercial building above. B. EXISTING DRAINAGE CONDITIONS Existing and proposed drainage areas and sub areas are shown on the attached watershed maps (Appendix F). The project site is a located west of North Highway 101. Based on recent drainage studies by the City of Encinitas, Highway 101 and the proposed site are subject to flooding during major storms. The water surface elevation for a 10 -year period storm is 54.2 NAVD 88 and 55.5 NAVD 88 for a 100 -year period. This collected drainage filters into the subsurface; the remaining drainage from vacant on -site land flows in a north direction as overland flow. The subject property is approximately 2 feet below North Highway 101. The runoff generated from the existing site is calculated at approx. 1.51 CFS. This estimate is based upon the 100 year - 6 hour storm event. The `C" values used for the analyses are referenced from the San Diego Hydrology Manual, Table 3 -1. For the pre - developed (existing) on site conditions a "C" value of 0.45 was used for analysis. Project: 1528 North Highway 101 -4- 05/25/2007 Civil Consulting Group, Inc. C. PROPOSED DRAINAGE CONDITIONS The proposed drainage will consist in intercepting the runoff from the land located west of the site with a trench drain and discharge through a 12 -in pipe to a cleanout box located next to the proposed retention vault, which in turn is to be located on the southeast corner of the property. The cleanout structure will discharge into the retention vault and will function as additional storm water storage. The cleanout - will required a pressure lock cover. The retention vault is design to retain storm water equal the volume between the existing grade, the north and south property lines and the 10 -year water surface elevation 54.2 NAVD (see exhibit A). Inlets will be provided to allow inflow of runoff from the street and properties to the north and south, in order to maintain the _.. existing flood water level. The onsite drainage will be collected along the proposed driveway and into a catch basin which will outlet to a "Stormfilter" device, capable of treating at least 0.08 CFS (based on a storm intensity of I = 0.2 in/hr). The runoff will then discharge to a 48 -inch pipe that will retain the onsite drainage while is pumped to the high capacity retention vault by means of a lift station with an outflow capacity of 50 GPM. Once the storm has past, the water retained in the high capacity vault, will be discharged out to the public street gutter, through a second pump with a maximum outflow of 50 GPM, which will take approximately 60 hours to drain. From there, the flow will continue to the north along Highway 101. _ An 18 -in pipe will also be extended from the lift station (which will work as a cleanout when the stormdrain system is converted to a gravity system) to the street curb with caps at both ends for future connection to the city's storm drain system. Drainage from the developed project area will be ultimately directed to the street; (see the attached watershed maps Appendix F). The proposed flow from the - developed site is calculated to be 1.30 CFS more then existing. For post- developed conditions a "C" value of 0.84 was selected for the office professional /commercial land use classification. The onsite drainage improvements include a combination of sheet flow over a planned driveway and other drainage improvements including catch basins, _ 5 _ 05/25/2007 Project: 1528 North Highway 101 cleanout, retention basin and drainage piping. As part of the planned onsite stormwater management system and as a best management practice, filtration devices will be installed to treat the storm water from the driveway and building areas. These devices will remove the majority of the anticipated pollutants generated from the site planned mix -use development site. The filtration devices will effectively treat 0.08 CFS which is the anticipated storm water flow required to be treated based on the project's TPM Conditions of Approval. D. SUMMARY The proposed on site drainage flows will be 2.81 CFS. With the construction of the retention vault, there are no anticipated or foreseen adverse impacts to adjacent properties, water quality or downstream drainage systems as part of this development. -6- 05/25/2007 Project: 1528 North Highway 101 HYDROLOGY DESIGN MODELS A. DESIGN METHODS The Rational method is used in this hydrology study using the following formula: Q = CIA, Where: Q = Peak discharge (CFS) C = Runoff Coefficient (dimensionless) (0.45 existing /0.84 proposed) Rainfall amounts Year /6 hr. storm event A = Tributary Drainage Area (Acres) Time of concentration calculations are based upon the following formula or 5 minute minimum: For proposed onsite drainage Tc = [1.8*(1. 1 -C)* (Distance^. 5)/ ( %Slope ^.333)] minutes -- B. DESIGN CRITERIA Retention Vault Frequency — 10 year storm (per TPM Conditions of Approval). Storm Water System Frequency — 100 year storm. Land use — Residential & Commercial (Mix -Use) Rainfall Intensity (in/hr) per County of San Diego 2003 Hydrology Design Manual C. REFERENCES 2003 County of San Diego Hydrology Manual w 7 _ 05/25/2007 Project: 1528 North Highway 101 Civil Consulting Group, Inc. CALCULATIONS A. OVERALL SITE DRAINGE -8- 05/25/2007 Project: 1528 North Highway 101 61, V5 oj 0, 0, ,,, _ a��,� Ccj �j (o<45 ( A) . i�,,�„ _ �U ��� C� ���� Z . � � GK'S .......... B. PROPOSED STORMDRAIN SYSTEM _ 9 _ 05/25/2007 Project: 1528 North Highway 101 C�,o = �n , pal �(4- ���0,•�0� = � "�� �S r �f l \ .�. 1 V • 1 - I cl) O (.0 r— C Lr) (7) (Y) C) q 0 00 t— 00 O (o OD OD " t— M CC) r— Lr) IT 04 — C) t— Lo q - -.4 CO) m co C14 C C cq 04 cl, 04 (y) "T LO (0 t— OD (1) C) 04 M R LO - P -1 N-4 11 P -2 N -5 v-e t- C1o,2) Project Title: 1528 N. HIGHWAY 101 StormCAD v1.0 z: \... \leucadia drainage study\d- pr -l.stm Page 1 of 1 05/21/07 02:53:00 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 O U @ C Ea O o r � (6 N . W O O O O O O O O O p p O O O O O O O d N O u LO LO N C0O co In 11) M N _ U) w 4' N O _n Q N 00 O U-) 00 O N �_ E LO -C N 7 10 ( c co O.. 00 �� /�� + /� � ^` W S 0/ W T CL CL C c n.�cl 2 m O 3: LO _. + m }, O w � a� C a O Y O ++ O M m VJ rc- U _ C O N a 0 O= �T- 0 m N c d) co _ ZLO� a »�� ° t .. C N D - -- = N s— N ��OJ(A O (A + O E N } O. T N - Z m n. 0 c m 11-0 p L M m + m o - r ++ N N �. 2 ow(n d N 0 ------------------ Beginning Calculation Cycle ---- ---- - - - - -- Discharge: 2.78 cfs at node I -1 Discharge: 2.79 cfs at node N -4 _. Discharge: 2.78 cfs at node N -5 Beginning iteration 1 Discharge: 2.78 cfs at node I -1 Discharge: 2.79 cfs at node N -4 Discharge: 2.78 cfs at node N -5 Discharge Convergence Achieved in 1 iterations : - relative -error - -0.0 --------------- - - - - -- Calculations Complete - ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------------ I Hydraulic Grade I Label I Length I Size I Discharge I Upstream I Downstream I 54.99 46.15 P-1 162.00 12 inch 2.78 46.43 45.80 P -2 5.00 18 inch 2.79 1 ----- - - - - -- Elevations ---------- - - - - -- I Label I Discharge I Ground I Upstream HGL I Downstream HGL I 58.73 54.99 54.99 - I -1 2.78 46.43 2.79 52.58 46.43 N -4 N -5 2.78 56.00 45.67 45.67 Elapsed: 0 minute(s) 0 second(s) Project Title: 1528 N. HIGHWAY 101 StormCAD 0.0 z: \...\leucadia drainage study \d- pr -1.stm Page 1 of 1 05/21/07 02:52:53 PM © Haestad Methods, In c. 37 Brookside Road Waterbury, C 1 Uti708 USA (203) 755 -1666 o D Q m U m P C') o E Q 0 Z (n O) Q t0 Z r a v v cn r v ca v v n co 0 �n o o �i m Lo 0 0 � o r 00 o c�0 c •- .._ 3 td 0 N (O O O > LO LO LO N to m U1 nj N Z O U O O ! Q iU- O O O O Ov 0 _ O 0 00 o o Z U >� o o Z o m O 0 Z U N N v N O m O Q� . O w O O Z N 10�� (D 'C o 0 r c0 O t r co cfl N N N N Y O Z o mU o m m r - 0 r co ch �N 0 0 0 cn ri w 5 O ca aLL V N N f6 co O O O = E C O O O Qu O 'E O O O X W cH E ACWO i C:) Z _ mQ cc EQ X >- a W a 3 z Q y cD o = E U U ° ° Z U w — m = - ooc r o Q 0 a aDma) r o Z 00 c� 0 0 N N 77 N C C7 N O l6 o N O O o N 0) 0 N 0 O O C Q U C) C) Z 0 0 N N If) ' __ Z N p Ali it N O 0 _ Z Z R � &» $k k\ Co §E C ® ®EL _ ; « ) CL m \f {kE ; 0 2> / k3 )� § § 2§#/ Lc) 0 u i K 3M¥ 00 04 k)$ °° § 2 \ �/ 7©« / 0 0 $£ ".O -' >® °> \ &s ° a — g— 7k r- ,$ oc \ �— 0000 — a a § G CL U \ j \ o n m / 8 f 0 ~ CD 0 = 6 § \ $ \ t /° @ co R 0 m2 04 _ ]� d {$y g2 k .m\ �® m f£ 2 /0000 \\ E / \ � Fo 2 0 22\ �$ E /m °° k\ «m° >& $&q $ S /\ m C) C) $k 20 m k ®° U . z \�0 &* 4 \ kZ 2 } )f$ rJ� o �C� aNG -6 N-3 N P-4 P-3 J50UPM N -2 Project Title: 1528 N. HIGHWAY 101 StormCAD v1.0 _ z: \...\leucadia drainage study\d- pr- lb.stm Page 1 of 1 05/21/07 02:47.36 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 ------------ - - - - -- Beginning Calculation Cycle --- -- - - - - -- Discharge: 0.14 cfs at node N -2 Discharge: 1.86 cfs at node N -3 Discharge: 1.84 cfs at node N -6 Beginning iteration 1 Discharge: 0.14 cfs at node N -2 - Discharge: 1.80 cfs at node N -3 Discharge: 1.78 cfs at node N -6 Completed iteration 1 Current discharge convergence relative error: 0.35789153e -1 Target discharge convergence relative error: 0.001 Beginning iteration 2 Discharge: 0.14 cfs at node N -2 Discharge: 1.80 cfs at node N -3 Discharge: 1.78 cfs at node N -6 Discharge Convergence Achieved in 2 iterations: relative error: 0.1334500 -4 ** Problem: Flooding in system _._ Information: N -2 Flooding condition. _ _ --------------- - - - - -- Calculations Complete ----------------- ** Analysis Options ** -- Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Flow Profile Steps: 5 -° Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------------- Network Quick View ------------------------ i Hydraulic Grade I Size I Discharge I Upstream I Downstream Label I Length I I - 0.14 48.97 48.99 P -3 44.00 8 inch 49.00 P -4 5.00 1 x 3 ft 1.80 48'99 I ----- - - - - -- Elevations ---------- - - - - -- I Label I Discharge I Ground I Upstream HGL I Downstream HGL I N -2 0.14 52.46 48.97 48.97 48.99 N -3 1.80 52.50 48.99 49.00 - N -6 1.78 52.50 49.00 Elapsed: 0 minute(s) 0 second(s) Project Title: 1528 N. HIGHWAY 101 StormCAD v1.0 z: \--- \leucadia drainage study\d- pr- lb.stm Page 1 of 1 05/21/07 02:47:23 PM © Haestad Methods, In c. 37 Brookside Koad vvateroury, CT 06708 USA (203) 755 -1666 o �o Q m V - 3 E CO m c LQ � a 0 0 N N y 0 0 > C -- O W EO2 CD O � Ut N V) Lo (D OD 00 LO V r LO r o N _- f6 O CQ V v (0 00 00 Q o CD v o � v C0 w o c O. U to O la v f' y o r� U c o o Z -- L o CD e 0) - e 0 o > m Q O N U C7 Q. U N C X li. O O 2 C �_ a C Fn 0 z. O O O O O O O m L O O C U V N U 7 O N O) O l6 to p L U U N N v F M N V l4 C. N O N C7 N M Cf1 cn O o 0 —co co" N Q O O R c U L) 0 0 a r a a CR E L c U_ O O rn N O- Q 6 N O U ? T c Q U O O = 0 f� = N M a� z a a E- (0 c 0 ch (D N '2 V o co Z Z ° N f0 N U O N O H \ N o N C') N O C7 V d N 0 Q r a d a o Q Q rn U a) a) 'o Q E a rn rn L w 0 Lo Z O U U) C-4 LO — N N O Q C N C r 7 O O O � C r O O O O O V o �t 2 E is N N N a) O V U? Lq C -- 3 > N N N O > 0 (D r W Z ch ca to p Z O ..._. U.U.. N _ Q co TI. � CC) F- O a) CD O Z J > O O Q 7 O N p p Z D Z' U N C. c ° o °o Q '0 _ d o 3 o o Z m �LL � d � .0 a) a V co � Y L �� O O a) `Q N O r r E _ L C%4 d m N O) CO C L V M c7 ci T «) C U) C O N O O C O O r 0 N — ._ E �O L t TLL H — a) O al N C O O r a a) 3 p �n �n o E y al1F -� a) of E C O O O -- '� O O O X E W E F - E U) o Z (n r) )n U) mQ a) p v v H m o p o m a) p o Q n C Q N ° ° Z O` U U o ° } a W Q U) (h N Q = O a) Q w o v z c U U o C:) C7 y d a` )) a co 000 Q Z m L C U p p Z co O N co :3 r N a) a7 O O N p O m N Q F r `? Z c Q U ° C) y— N O i N a) O N C? O d N O Z Z Z Z _ _ C. PROPOSED ST DRM DRAIN SYSTEM WITH RETENTION VAULT FULL _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ — 05/2512007 ProjProject: i�� mou North Highway 1n1 -10 P -1 P -2 N-5 Project Title: 1528 N. HIGHWAY 101 StormCAD v1 .O z: \...\Ieucadia drainage study\d- pr- vl.stm Page 1 of 1 05/21/07 03:35:01 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, u u6708 USA (203) 755 -1666 C? _ � o Q rn U m _. E a 0 O a-+ > W 0 0 0 0 0 0 00 O O O 0 O N ci 06 11 00 O � LO + (�' r m co LO m M N to f� d + Cl) �c6 ' _ to a Q O N co + N�o r U N N Lo 't . (o T - -t t! r' _ + 0-jj 4 , V NCC �N p CL C 0- : J(n + O _ Rf 0 �V O � O O U) 00 r {}.r+ cn V + U 00 u cq l O LO LO 0 O N .. V O + (0 N ���. O N i O N..10 co �- > > .c� O 0 �J U t 0 N � c a) 00 00 Q. Q C N O LO LO aD�Jto N 11 O Z LO fl. + O $ C O T V O 0} 2 g L009 - 0 z c o o _ '^ r M Y) /1 'Do O. �D� + �E �o OWU a N o - ---------- - - - - - -- Beginning Calculation Cycle --- ---- - - - - -- Discharge: 2.78 cfs at node I -1 Discharge: 2.79 cfs at node N -4 Discharge: 2.77 cfs at node N -5 Beginning iteration 1 Discharge: 2.78 cfs at node I -1 - Discharge: 2.66 cfs at node N -4 Discharge: 2.65 cfs at node N -5 Completed iteration 1 Current discharge convergence relative error: 0.608777e -1 Target discharge convergence relative error: 0.0001 Beginning iteration 2 Discharge: 2.78 cfs at node I -1 Discharge: 2.66 cfs at node N -4 Discharge: 2.65 cfs at node N -5 Discharge Convergence Achieved in 2 iterations: relative error: 0.0 ** Problem: Flooding in system Information: P -2 Surcharged condition Information: N -4 The hydraulic grade exceeds the Rim /Ground elevation Information: N -4 Flooding condition. Information: P -1 Surcharged condition ----- ___ -------- --- --- - - - - - -- Calculations Complete ------------- ** Analysis Options ** Friction method: Manning's Formula - HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 -" Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------------ Hydraulic Grade I Label I Length I Size I Discharge I Upstream I Downstream I .� p_1 162.00 12 inch 2_78 56.08 55.50 55.50 55.50 P_2 5.00 18 inch 2.66 1 ----- - - - - -- Elevations ---------- - - - - -- I Label I Discharge I Ground I Upstream 5 H 6 GL 08 I Downstream I -1 2.78 58.73 55.50 N -4 2.66 52.58 55.50 N -5 2.65 56.00 55.50 55.50 Elapsed: 0 minute(s) 0 second(s) Project Title: 1528 N. HIGHWAY 101 StormCAD 0.0 z: \...\leucadia drainage study \d- pr -l.stm Page 1 of 1 05/21/07 03:33:59 PM © Haestad Methods, In c. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 0 a� ate) -j O • U ' E d (0 0 0 r a`) ^ to 0) 0 - 3U 0 U) o (a N V N N > (7 M) O _. a U 0 0 ( o C � N (D C 00 > to U7 ....v 00 W M'a O C7 O C r u) : CO N fl 2 O O CD _ (D N O O L6 (D (0 to m > m v r C C > O W 0 N 00 0 m N c0 a) m ^ v (ri Q N>> v U) a— aD (OD (ND Or U (a w O O D O_ U c7 co w o 0 J L 0 C n 0) 7 N 0 m � 0 > O s L1 U ) N O @ w, O (n O a) Q ` d N (D V ..' ^ C fn O iR O O Y ■i O O 0 O O O m O O L O O r N O M c O C � U U (A CO co D r (D 0 L : N N N N C L It Cl) U) 0 O O a3 Q U) a7 O to U o 0 F- m c o _ c U 0 0 0 m (D 0)) a � o cn L C U O O Vl m a) > O 0 } d > Q 'O N a0 O > N N O O = 7 C Q L) f/) = N O Z CM U 0 04 O N O N @ 3 Z O r C7 o Z Z m U O V �J N O O ` CL — Z Q N i N a) N d N 0 d CL d d o Q rn U m Va. Q E Z Q Z N r O � LO to U? O to u7 u7 __ Ur C oo O O O u7 Lq J U cn Lo Lo O M co O 1� Lq O E > ��to (D M co 0 _ ° r Ll� O 7 fD 00 N (O M O u - ) Lo u') ca (D Q r � M O O N N Z O U � N N 9-��C O O O O O O O O M O O O Z o 0 0 0o Z o p o Q 0 0 Z m co a c� .,� I� u7 L N N N 0 o � m L M rn � M 0 co (q V M M 4 O N N ui o m a a) C3 A m 3 o u) L N (D m c 0 0 0 0 0 �H E 0 0 0 0 x - W 0 CD E E Lo o Z co 0o co is Q a cq cq co 0 0 0 E y c u) 0 °o Z o> xU ° ° } n W � v c O a�Q � Z =a E d U 0 0 N a u> C I- O Q Z is d N N 1� O Z aD L L U O O N b f0 > N O O M ` C U O O jj y O o Z — _ D. _ _ _ _ _ —' _ _ _ _ _ _ _ _ _ _ — 1�' Project: 1soowo�n*�xwov1on ' 05125/2007 05125/2007 o U L N Z c o n � co co m r _ 0 0 Q N co � 0 r O o Z H U m Z 0 0 0 ' N p O O ' m O Z C N L O N c0 N N f0 0 `♦ N a w T 7 _ � N O7 Q o C co O r � � ' � O r O O N C N � N d N O _____ ___________ __ Beginning Calculation Cycle ---- --- - - - - -- Discharge: 2.78 cfs at node I -1 Discharge: 0.14 cfs at node N -2 Discharge: 1.86 cfs at node N -3 Discharge: 4.44 cfs at node N -4 Discharge: 4.43 cfs at node N8 Discharge: 4.35 cfs at node PW Discharge: 4.32 cfs at node N -7 Beginning iteration 1 Discharge: 2.78 cfs at node I -1 Discharge: 0.14 cfs at node N -2 Discharge: 1.78 cfs at node N -3 Discharge: 4.43 cfs at node N -4 Discharge: 4.41 cfs at node N8 Discharge: 4.34 cfs at node PW Discharge: 4.31 cfs at node N -7 Completed iteration 1 Current discharge convergence relative error: 0.34737783e -2 Target discharge convergence relative error: 0.001 Beginning iteration 2 Discharge: 2.78 cfs at node I -1 Discharge: 0.14 cfs at node N -2 Discharge: 1.78 cfs at node N -3 Discharge: 4.43 cfs at node N -4 Discharge: 4.42 cfs at node N8 Discharge: 4.34 cfs at node PW Discharge: 4.31 cfs at node N -7 Discharge Convergence Achieved in 2 iterations: - relative error 0.33233459e -3 ---- ------ ----- - - - - -- Calculations Complete -- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------------ I Hydraulic Grade I Label I Length I Size I Discharge I Upstream I Downstream I P -1 162.00 12 inch 2.78 54.99 46.15 P -3 48 97 44.00 12 inch 0.14 48.95 48.97 47.56 P_5 25.00 12 inch 1.78 43 18 41.89 p_g 22.00 18 inch 4.34 80 43.88 43. P_6 5.00 1 x 3 ft 4.43 43.60 P -7 35.00 48 inch 4.42 43.88 I ----- - - - - -- Elevations ---------- - - - - -- I Label I Discharge I Ground I Upstream54G991 Downstream 5 H 4 GLI I -1 2.78 58.73 43.80 N -9 4.43 53.23 43.80 0.14 52.48 48.95 48.95 N -2 48.97 48.97 N -3 -- 1.78 52.50 41.85 N -7 4.31 54.20 41.85 4.34 54.00 43.18 43.18 PW 43.88 N8 4.42 53.23 43.88 Elapsed: 0 minute(s) 0 second(s) Project Title: 1528 N. HIGHWAY 101 StormCAD v1.0 z: \... \Ieucadia drainage study \d -pr -fl .stm Page 1 of 1 05/24/07 10:57:11 AM © Haestad Methods, In c. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 o m� Q rn � c m o Q Q Q Q U m E a r r Z Z Z Z o C L U p N U — N N N M Q Q Q Q , N V Z Z Z Z C N c to r rn o m o to 0� rn rn rn o m cq c to n m o 0 o to 0) 0) rn 00 o co 0 v v L v v v a 2 ._. 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O O 3Z M a v m ° z z z z a Z m N a r N O N M OD O o z z z- z z a ��v O N O M (f1 (O r OD d N 0 LO Ll CL n.a6Caaa o 4- Q rn C Ea O o (0 U) > N W O O O O O 0 p O O 0 9 O O 00 0 N O 00 0 U+ (0 Un Lo Un Un N v 0 M CV m r� 00 t0 } — to Q N 0 0 O tl- _ O E U , j N 0 O+ N C�� (0O N tom Q O D •, 00 N C c U U 0 $ to + a� +r M 0 4- C OM o (fl X > >� VJ N �� C �(D o 07 M CO c zc) - NM NOO a C M(`MOZ t O� U .. r��M. 3 a > > :3 -C lt 00 0.E a imm - C n N T U- -C - N M - _: Q- Q' C 4) — + vt - U Cott dD -j U) O N C 00ttN V..� d »�� dOM ��(A pQCQ N E ..ON C It - - It o O lA d - 0 y o C E O+ �> . (n 0 - - _. _ - -_ -- _ — N r- 0 co N a0 [) r0� rn N ti v E (D N U 3 a No 0 Ci Consulting Group, Inc. IV. FIGURES A. VICINITY MAP Project: 1528 North Highway 101 -12- 05125/2007 r_ u r r O' El Glaucus St p N t; 4��RCt �t '" a �< �t3 ► 4 Leucadia _ _ B. 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D �D �D �D O of U 'b CL O Q Q Q Q Q Q Q QO O G io cC c 0 ,❑ O w O O O. M M O V' M 'p • O '•vii 'b N E .... = U O p w -6 b s. (,� cC cd cC % iC id iC ai cC U O :2 b 'O 72 'b Cti C4 C4 R' 1:4 04 C4 C4 Z C-") cn 0 0 d A ca o o m id c� C4 C4 GY, p o C w U U U Y c o i _ a o o%% FS C7 O v C7 ° z P o . .b b b x W � a�i a�i ai a"i ai a"i o b b Z b s. b b d P4 C4 !� aI Z ti yr z :j U .0 L) bo o a a 0 o z ci U o U `� Z v a a�i 0 44) � Cd Id co U c 3 o > II Q of G o O O a�i to to O O [ . O C4 cn D � .a 3 x x U U U U U . 0 0 .-- Q Z bOA� M� V Ul 45 — a O U) Q �` +\J w M M o Imperial County f i , r , rat. 7 l f I �S6.9L1 St.9L1 Z: b) cf�- ..___ .00d [L . .....; SLdti 2 y .0£.LLt ,O£.L6t » m _ A _ _ - _ -- _ _ _ _ _ _ -- _ _ _ ONSITE RETENTION PIPE DRAINAGE DESIGN Project: 1528 North Highway 101 -15- 05125/2007 _ ve - mil tjc gei ekj m U 1= _ - 7 - 7 cr 3�," � ��� 7 - 1 b / - 7,oc� Zv, 2--) SIF X z 44o L r- ✓�j {GI,� I ! `7 � CSC D E. RETENTION VAULT DRAINAGE DESIGN Project: 1528 North Highway 101 -16- 05125/2007 OIL) — - - -- - . -M .� JAS b�tz M ND T�-4ti. t of ____. - -___._ ,.a � X32 - __�__I �s���__��►aC -`�z� I 5= _ - 3 li 1 y' �u W LTL 2 _ - �v�_ ►��5 _i -- -- -, <� . - -- ___ ___ _ Iif �j C) P tJwom \J/\"k,) t;( DE ice, b -7 i O N LO II w a ir O O N O O LLJ (� M M w W I I D r W oa J > L;j r - -- I _J I j O Q U U) O J _1 � amp b oa U j J o3 w 1 0 _I w 1 E 0 w� 1 a I U 1 1 h tl ,I III � Hl It - - lt 6' CURB INLET Worksheet for Rectangular Channel Project Description Project File c:\haestad \fmw \pipe.fm2 t1�v �2� GUC�PJ Worksheet 8" Curb Inlet Flow Element Rectangular Channel ov�trA rck Method Manning's Formula Solve For Discharge Input Data - Mannings Coefficient 0.013 Channel Slope 0.050000 ft/ft Depth 0.65 ft Bottom Width 5.00 ft Results Discharge 53.43 cfs Flow Area 3.25 ft Wetted Perimeter 6.30 ft Top Width 5.00 ft Critical Depth 1.53 ft Critical Slope 0.004037 ft/ft Velocity 16.44 ft/s Velocity Head 4.20 ft Specific Energy 4.85 ft - Froude Number 3.59 Flow is supercritical. 06/05/07 FlowMaster v5.13 10:22:56 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 10 e GRATE OPENING RATIO 6 P- 1 -7/8 -4 0.8 P -1 -7/8 0.9 v ti P Reticune 0.8 ii 4 � -- - Curved vane 0.35 A, 0 30' tilt -bar 0.34 3 - Tested 2 i c 0.8 W6 + �- 0 s 0.6 a 0-5 CURB s — 0.4 W 4 A = CLEAR OPENING AREA Oz P =2W +L (WIT} CURB) i -_ i - P= 2(W +L) (W1THO CURB) - 0.1 _.__ 1 2 1 •� .3 4 5 6 8 to 20 30 0 50 60 80 100 :. cisc (AxGE a (FT /3) .Ia� ' CHAR' Grate inlet capacity in sump conditions. 21" PVC Worksheet for Circular Channel� Project Description Project File c:\haestad\fmw\pipe.fm2 24 "PVC PIPE Flow Element Circular Channel �� Method Manning's Formula Solve For Discharge 2 �� Input Data - Mannings Coefficient 0.010 Channel Slope 0.05 ft/ft Depth 1.75 ft - Diameter 21.00 in Results Discharge 46.06 cfs Flow Area 2.41 ft _._ Wetted Perimeter 5.50 ft Top Width 0.56e -7 ft Critical Depth 1.74 ft Percent Full 100.00 Critical Slope 0.047514 ft/ft Velocity 19.15 ft/s Velocity Head 5.70 ft Specific Energy 7.45 ft Froude Number 0.51e -3 Maximum Discharge 49.54 cfs Full Flow Capacity 46.06 cfs Full Flow Slope 0.050000 ft/ft Flow is subcritical. 11/13/07 FlowMaster v5.13 03:31:00 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 S CURB INLET Worksheet for Rectangular Channel Project Description Project File c: \haestad \fmw\pipe.fm2 VLO kA \ Worksheet (2,"' Curb Inlet Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge Input Data - Mannings Coefficient 0.013 Channel Slope 0.050000 ft/ft Depth 1.00 ft Bottom Width 5.00 ft Results Discharge 102.11 cfs Flow Area 5.00 ft Wetted Perimeter 7.00 ft Top Width 5.00 ft Critical Depth 2.35 ft Critical Slope 0.004481 ft/ft Velocity 20.42 ft/s Velocity Head 6.48 ft Specific Energy 7.48 ft Froude Number 3.60 Flow is supercritical. 05/15/07 FlowMaster v5.13 12:51:04 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 18" PVC Worksheet for Circular Channel wizq -4 PL Project Description ' /— Project File c:\haestad \fmw\pipe.fm2 ` _ Worksheet 18 "PVC PIPE Flow Element Circular Channel 1 " Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.010 Channel Slope 0.10 ft/ft Diameter 18.00 in Results Depth 1.50 ft Discharge 43.18 cfs Flow Area 1.77 ft _ Wetted Perimeter 4.71 ft Top Width 0.00 ft Critical Depth 1.50 ft Percent Full 100.00 Critical Slope 0.097327 ft/ft Velocity 24.44 ft/s Velocity Head 9.28 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 46.45 cfs Full Flow Capacity 43.18 cfs Full Flow Slope 0.100000 ft/ft 05/15107 FlowMaster v5.13 12:47 :27 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 18" VERTICAL SLOT Worksheet for Rectangular Channel siwlv� PC- Project Description Project File c:\haestad \fmw\pipe.fm2 Worksheet 18" Vertical Slot Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge Input Data - Mannings Coefficient 0.013 Channel Slope 0.050000 ft/ft Depth 4.50 ft Bottom Width 1.50 ft Results Discharge 128.50 cfs Flow Area 6.75 ftZ Wetted Perimeter 10.50 ft Top Width 1.50 ft Critical Depth 6.11 ft Critical Slope 0.025768 ft/ft Velocity 19.04 ft/s Velocity Head 5.63 ft Specific Energy 10.13 ft Froude Number 1.58 Flow is supercritical. 05/18/07 FlowMaster v5.13 01:16:30 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 - 4 6 -4- i Cl A d Vim' -_U�. 1i F. STORMWATER TREATMENT DESIGN & DETAILS Project: 1528 North Highway 101 -17- 05/25/2007 j i Vt 0, ZZ) 0, c:—)O) o owl �s Size and Cost Estimate S TQRMWATER Prepared by Justin Reardon on March 29, 2007 1528 North Highway 101 — Stormwater Treatment System Encinitas, CA - Information provided: • Total contributing area = 0.5 acres • Runoff coefficient = 0.95 • Water Quality Flow = 0.084 cfs • Peak hydraulic flow rate, Q 100 = 2.95 cfs • Presiding agency = City of Encinitas Assumptions: • Media = Perlite cartridges • Drop required from inlet to outlet = 2.3' minimum Size and cost estimates: The StormFilter for this site was sized based on a water quality flow rate of 0.084 cfs. To accommodate this flow rate, CONTECH Stormwater Solutions Inc. recommends using a 48" Manhole StormFilter (MH48) with 3 cartridges (see attached detail). The estimated cost of this system is $17,400, complete and delivered to the job site. This estimate assumes that the vault is 6 feet deep. The final system cost will depend on the actual depth of the units and whether extras like doors rather than castings are specified. The contractor is responsible for setting the StormFilter and all external plumbing. The precast StormFilter has an internal bypass capacity of 1.8 cfs. Since the peak discharge off the site is expected to exceed this rate, a high -flow bypass is required upstream of the StormFilter system. CONTECH Stormwater Solutions could provide our high -flow bypass, the StormGate, which provides a combination weir - orifice control structure to limit the flow to the StormFilter. The estimated cost of this structure is $4,000. The final cost would depend on the actual depth and size of the unit. Thank you for the opportunity to present this information to you and your client. 02006 CONTECH Stormwater Solutions 12021 -B NE Airport Way, Portland OR 97220 _ '•n•Y-•LI_,_-n � •• + Page 1 of 1 contechstormwater.com Toll -free: 800.548.4667 Fax: 800.561.1271 TS -P028 a BALLAST 48" (SEE NOTE 8) a .:._. A a 1 INLET PIPE (SEE NOTES 5 G) 87 12"0 HDPE OUTLET STUB (SEE NOTES 5 ,� G) MANHOLE STORMFILTER — PLAN VIEW 1 1 30 "0 FKAME - CONCRETE AND COVER (STD) GRADE KING (SEE NOTE 4) _. STEP (TYP) INLET PIPE HDPE OUTLET (SEE NOTES 5 G) RISER WITH SCUM BAFFLE 4' -G" MIN (SEE NOTE 7) STOKMFILTEK CARTRIDGE (TYP) (SEE NOTE 2) BALLAST (SEE NOTE 8) HEIGHT ° d WIDTH UNDERDRAIN SEE DETAIL 212 MANIFOLD MANHOLE STORMFILTER — SECTION VIEW A 1 THE STORMWATER MANAGEMENT 5tormFdter® U.5. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639 No. 6,649,048, No. 5,624.576. AND OTtIEK U.5. AND FOREIGN ©2006 CONTECH Stormwater Solutions PATENT5 PENDING A VTCAV PRECAST 48" MANHOLE STORMFILTER DRAWING STORMWATER PLAN AND SECTION VIEWS SOLUTIONS— STANDARD DETAIL ,/2 contechstormwater.com i DATE: 09/26/05 SCALE: NONE FILE NAME: MHSF3- 46PC -DTL DRAWN: MJW CHECKED: ARG GENERAL NOTES 1) STORMFILTER BY CONTECH STORMWATER SOLUTIONS; PORTLAND, OR (800) 548 -4GG7; SCARBOROUGH, ME (877) 907 -8G7G; ELKRIDGE, MD (866) 740 -3318. 2) FILTER CARTRIDGE(5) TO BE 51PHON- ACTUATED AND SELF - CLEANING. STANDARD DETAIL SHOWS MAXIMUM NUMBER OF CARTRIDGES. ACTUAL NUMBER REQUIRED TO BE SPECIFIED ON SITE PLANS OR IN DATA TABLE BELOW. 3) PRECAST MANHOLE STRUCTURE TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C478. DETAIL REFLECTS DESIGN INTENT ONLY. ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCTURE WILL BE SHOWN ON PRODUCTION SHOP DRAWING. 4) STRUCTURE AND ACCESS COVERS TO MEET AA5HTO H -20 LOAD RATING. 5) 5TORMFILTER REQUIRES 2.3 FEET OF DROP FROM INLET TO OUTLET. IF LE55 DROP 15 AVAILABLE, CONTACT CONTECH 5TORMWATER SOLUTIONS. MINIMUM ANGLE BETWEEN INLET AND OUTLET IS 45 °. G) INLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. PRECAST MANHOLE 5TORMFILTER EQUIPPED WITH A DUAL DIAMETER HDPE OUTLET STUB AND SAND COLLAR. EIGHT INCH DIAMETER OUTLET SECTION MAY BE SEPARATED FROM OUTLET STUB AT MOLDED -IN CUT LINE TO ACCOMMODATE A 12 INCH OUTLET PIPE. CONNECTION TO DOWNSTREAM PIPING TO BE MADE U51NG A FLEXIBLE COUPLING OR ECCENTRIC REDUCER, AS REQUIRED. COUPLING BY FERNCO OR EQUAL AND PROVIDED BY CONTRACTOR. 7) PROVIDE MINIMUM CLEARANCE FOR MAINTENANCE ACCESS. IF A SHALLOWER SYSTEM 15 REQUIRED, CONTACT CONTECH STORMWATER SOLUTIONS FOR OTHER OPTIONS. 8) ANTI - FLOTATION BALLAST TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR, IF REQUIRED. BALLAST TO BE SET AROUND THE PERIMETER OF THE STRUCTURE. 9) ALL STORMFILTERS REQUIRE REGULAR MAINTENANCE, REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE INFORMATION. PRECAST MANHOLE 30 "0 FRAME 5TOKMFILTER DATA • X . AND COVER (STD) STRUCTURE ID XXX WATER QUALITY FLOW RATE (cf5) X.XX !'� : • PEAK FLOW RATE (< I cf5) X.XX _• s':. RETURN PERIOD OF PEAK FLOW (r5) XXX # OF CARTRIDGES REQUIRED XX CARTRIDGE FLOW RATE (1 5 or 7.5 m) XX MEDIA TYPE (C5F, PEKLITE, ZPG) XXXXX \.•.',.� ; :: ":- RIM ELEVATION XXX.XX' PIPE DATA: I.E. ORIENTATION MATERIAL DIAMETER INLET PIPE #I XXXXX' XX° XXX XX" MANHOLE STORMFILTER — TOP VIEW INLET PIPE #2 xxx.xx' xxx xx" OUTLET STUB XXX 0o XX' 0° XXX 8"112" 2 ECCENTRIC REDUCER YES \NO SIZE (BY CONTRACTOR) XXX XX" x XX" OUTLET SAND COLLAR ANTI - FLOTATION BALLAST WIDTH HEIGHT RISER 12"0 OUTLET STUB XX" XX" a MOLDED -IN CUT LINE NOTE5 /5PECIAL REQUIREMENTS: PIPE ORIENTATION KEY: < 90° 8 "0 OUTLET STUB 1 180° -0° I 270° a.. OUTLET PIPE e _ (BY CONTRACTOR) COUPLING (BY CONTRACTOR) (SEE NOTE G) BALLAST GROUT (SEE NOTE 8) (BY CONTRACTOR) THE STORMWATEK MANAGEMENT L 2 5to— FJter® MANHOLE STORMFILTER — OUTLET DETAIL L N U.S. PATENT No. 5,322, o. 5,707,527, No. 6,027,639 2 No. 6,649,048, No. 5.624,576, AND OTHER U.5. AND FOREIGN ©2006 CONTECH Stormwater Solutions PATENT5 PENDIN A� uTC/�LJ® PRECAST 48" MANHOLE STORMFILTER DRAWING STORMWATER TOP AND SECTION VIEWS, NOTES AND DATA 2 SOLUTIONS STANDARD DETAIL 2Y2 contechstormwater.com DATE: 09/26/05 SCALE: NONE FILE NAME: MHSF3-48PC -DTL DRAWN: MJW CHECKED: ARG G. STORM WATER PUMP DESIGN & DETAILS Project: 1528 North Highway 101 -18- 05/25/2007 J63-438-00-3803 RODUCT TYPE FLYGT PERFORMANCE CURVE CP3085.092 MT -- DATE PROJECT URVE NO ISSUE 2007 -04 -11 NORTH HIGHWAY 101 1 1/1 -LOAD 3/4 -LOAD 1/2 -LOAD RATED IMPELLER DIAMETER _. POWER FACTOR 0.83 0.77 0.66 STARTING 3 hp 148 mm EFFICIENCY 78.0% 79.0 % 77.0 % CURRENT ... 22 A MOTOR # STATOR REV MOTOR DATA RATED 15- 10-4AL 12YSER -- -- CURRENT... 4.3 A 13 COMMENTS INLET /OUTLET RATED FREQ. PHASES VOLTAGE POLES - / 3.0 inch OT.MOM.OF 1700 mm 60 Hz 3 460 V 4 IMP. THROUGHLET INERTIA... 0.022 kgm2 GEARTYPE RATIO 2.5 inch B ___ [hp] W W � _ — — — 0 a a 2.0 - - Q W 1 O -x O d 1.0 LL w J LL J LL Q W Of a W g u , O a DUTY -POINT FLOW [ Sgpm] HEAD[ft] POWER [hp] EFF. [/] NPSHre[fl] GUARANTEE O 1 150 17.6 2.01 (1.50) 35.0 (46.5) 10.1 B.E.P. 214 13.8 35.7 (47.0) 11.1 Hl level A [rtj NPSHre Z � g30 LL 30 m _. F_ 25 25 EFF. � [%j 0 20 \ \ Q 20--40 W 1 15 � � 15 30 10 10 20 5 \ LO 5­10 CD C. 0 N_ CO 0 0 50 100 150 200 250 300 350 400 450 0 [USgpmj FLOW J LL NPSHre = NPSH3% + min. operational margin GUARANTEE BETWEEN LIMITS (G) ACC. TO Performance with clear water and ambient temp 40 °C HI level A SN0�5N a 0002 J30.31Yp "e Nouainx : yra oN - arJ EOBO- 96b -(ibS) XV3 [bSE- 96b -(TbS) w 06$146 NO 'oaneasoa ONIMV 31000 NOIlV1S Jill �I m °° OVOa XNVS HIHON O$1Z9I tOl AVMHOIH HlaON BZSt w ° � Z V dM.o o.11Ns Noo "'o I O o o� .3�a� =Wb Y cd 3- o 3 ff NV ua Y iy d w H _.Ic < i LLJ iE l <r w `J g3 to5 - IU W N Q > z Z= O= IILL] Q w J lr �O !E� a H C� I.� C L 4 L loo uw nrt W .090- 9 6$, - il ) xvi IN31SAS t 14q £080 -9 1K) MV3 m 'aO1Va3N30 -N lKf- 96Y - 5 -NO iN3NVnN3d (tK) lV0l2110313 N0I1V1S kill HIM Sdnnd xndna -13NV oc 3a iV0ad0 N m c6 so 'oane3S0a 9NIMVHG l3NVd 3ldWIS W o 03NN0OSq K dnnd A 13NVd OVOa NNVO H"ON OBI N z l0WNO3 N0uvis iin aum in EE 11 MMM NI J.7.LY Y�Q z 0 J o w °O W W ~ ° a d d�4 Z aJyi�7 O �i 3 m (n F a x wZZ w 7 N O N 00 N W > ¢ 3¢ U 0 C� O Q Z o -i J p Z aa�> Of m < p U O W Z O O m J WwFZZyi W J 0 r K I :. 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H. DEVICE CAPACITY ANALYSIS - ON SITE DRAINAGE IMPROVEMENTS Project: 1528 North Highway 101 -19- 05/25/2007 Curb /Gutter Worksheet for Irregular Channel Project Description CO xL U Project File c: \haestad \fmw\pipe.fm2 Worksheet 6 "Curb /18 "Gutter Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.002000 ft/ft Water Surface Elevation 0.45 ft Elevation range: 0.00 ft to 0.50 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 0.50 0.00 25.00 0.130 0.00 0.00 1.50 0.13 25.00 0.50 Results Wtd. Mannings Coefficient 0.130 Discharge 0.61 cfs Flow Area 3.83 ft Wetted Perimeter 22.28 ft Top Width 21.82 ft Height 0.45 ft Critical Depth 0.21 ft Critical Slope 0.642775 ft/ft Velocity 0.16 ft/s Velocity Head 0.39e -3 ft Specific Energy 0.45 ft - Froude Number 0.07 Flow is subcritical. 02/13/07 FlowMaster v5.13 `" 01:28:54 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Project File c: \haestad\fmw\pipe.fm2 Worksheet 6 "Curb /18 "Gutter Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.130 Channel Slope 0.002000 ft/ft Water Surface Elevation 0.45 ft - Discharge 0.61 cfs 0. 0.45 0.4 0.35 0.3 c 0 0.25 c� m W 0.2 0.15 0.1 0.05 0.0 0.0 5.0 10.0 15.0 20.0 25.0 Station (ft) 02/13/07 01:28:58 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 FlowMaster v5.13 (203) 755 -1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel _Project Description Project File c: \haestad \fmw\pipe.fm2 Worksheet Ribbon w /AC Flow Element Irregular Channel Method Manning's Formula Solve For Dischar e Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.050000 ft/ft Water Surface Elevation -0.01 ft -- Discharge 1018 cfs - 0 .69388939e -1 -0.05 -0.1 -0.15 C 0 m a� W -0.2 -0.25 -0.3 -0.35 O. 5.0 10.0 15.0 Station (ft) 20'0 25.0 02/14/07 12:17:39 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 FiowMaster v5.13 (203) 755 -1666 Page 1 of 1 Curve Plotted Curves for Irregular Channel Project Description Project File c: \haestad \fmw\pipe.fm2 Worksheet Ribbon w /AC Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Constant Data y Water Surface Elevation -0.01 ft Input Data Minimum Maximum Increment Channel Sloe 010000 0. 0.100000 - 0.010000 ft/ft 15.0 Discharge vs Channel Slope 14.0 13.0 12.0 11.0 w U 10.0 rn L M 9.0 —. 0 8.0 7.0 6.0 5.0 4.0 _ 0.01 0.02 0.03 0.04 0.05 Channel Slope (ft/ft) O 07 0.08 0.09 0.1 _ 02/14/07 12:18:38 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 FlowMaster v5.13 (203) 755 -1666 Page 1 of 1 _ Worksheet for Circular Channel Project Description Project File c:\haestad \fmw \pipe.fm2 Worksheet 4" PVC Pipe Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacit Input Data Mannings Coefficient 0.010 Channel Slope 0.030000 ft/ft Diameter 4.00 in Results Depth 0.33 ft Discharge 0.43 cfs Flow Area 0.09 ft2 Wetted Perimeter 1.05 ft _ Top Width 0.00 ft Critical Depth 0.32 ft Percent Full 100.00 Critical Slope 0.026419 ft/ft Velocity 4.91 ft/s Velocity Head 0.37 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 0.46 cfs Full Flow Capacity 0.43 cfs Full Flow Slope 0.030000 ft/ft _ 05/24/07 11:13:49 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 FlowMaster v5.13 (203) 755 -1666 Page 1 of 1 8 "PVC PIPE Worksheet for Circular Channel Project Description Project File c haestad \fmw\pipe.fm2 Worksheet 8 "PVC PIPE Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Ca aci Input Data Mannings Coefficient 0.010 Channel Slope 0.010000 ft/ft Diameter 8.00 in Results Depth 0.67 ft Discharge 1.57 cfs Flow Area 0.35 ft2 Wetted Perimeter 2.09 ft Top Width 0.00 ft Critical Depth 0.58 ft Percent Full 100.00 Critical Slope 0.009067 ft/ft Velocity 4.50 ft/s Velocity Head 0.31 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 1.69 cfs Full Flow Capacity 1.57 cfs Full Flow Sloe 0-0100)0 ft/ft 02/14/07 12.23.12 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 FlowMaster v5.13 (203) 755 -1666 Page 1 of 1 Curve Plotted Curves for Circular Channel Project Description Project File c:lhaestadlfmwlpipe.fm2 Worksheet 8 "PVC PIPE Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Ca aci Constant Data Mannings Coefficient 0.010 Diameter 8.00 in Input Data Minimum Maximum Increment Channel Sloe 0.010000 0.100000 0.010000 ft/ft 5.0 Full Flow Capacity vs Channel Slope 4.5 4.0 _w U a 3.5 m Q U —.23.0 LL z u. - 25 2.0 1.5 _ 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 Channel Slope (ft/ft) 0.1 02/14/07 12:23:36 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 FlowMaster v5.13 (203) 755 -1666 Page 1 of 1 10" PVC PIPE Worksheet for Circular Channel Project Description Project File c:\haestadlfmwlpipe.fm2 Worksheet 10" PVC Pipe Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Cap Input Data Mannings Coefficient 0.011 Channel Slope 0.010000 ft/ft Diameter 10.00 in Results Depth 0.83 ft Discharge 2.59 cfs Flow Area 0.55 ftz Wetted Perimeter 2.62 ft Top Width 0.00 ft Critical Depth 0.71 ft Percent Full 100.00 Critical Slope 0.009341 ft/ft Velocity 4.75 ft/s Velocity Head 0.35 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 2.79 cfs Full Flow Capacity 2.59 Full Flow ;lope cfs p e 0.010000 ft/ft _ 03/14/07 09:06:40 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 FlowMaster v5.13 (203) 755 -1666 Page 1 of 1 Table Rating Table for Circular Channel Project Description Project File c:\haestad\fmw \pipe.fm2 Worksheet 10" PVC Pipe Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Ca aci Constant Data Mannings Coefficient 0.011 m Diaeter 10.00 in Input Data Minimum Maximum Increment — Channel Sloe 0.01000 0.050000 0.010000 ft/ft Rating Table Channel Slope Depth Discharge Velocity (Ift) (ft) (cfs) (ft/s) 0.010000 0.83 2.59 0.020000 4.75 0.83 3.66 6.71 0.030000 0.83 4.48 0.040000 9.49 0.83 5.18 9.49 0.050000 0.83 5.79 10.62 _ 03/14/07 09:07:18 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 FlowMaster v5.13 (203) 755 -1666 Page 1 of 1 Curve Plotted Curves for Circular Channel Project Description Project File c: \haestad \fmw \pipe.fm2 Worksheet 10" PVC Pipe Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Constant Data Mannings Coefficient 0.011 Diameter 10.00 in Input Data Minimum Maximum Increment Channel Slope 0.010000 0.050000 0.0 10000 ft/ft 6.0 Full Flow Capacity vs Channel Slope 5.5 5.0 U_ v 4.5 V J -�_ 4.0 L 7 LL 3.5 3.0 2.5 0.01 0.015 0.02 0.025 0.03 0.035 0.04 0.045 0.05 Channel Slope (ft/ft) �� 03/14/07 09:07:38 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 FlowMaster v5.13 (203) 755 -1666 Page 1 of 1 Worksheet for Circular Channel Project Description Project File c: \haestad \fmw \pipe.fm2 Worksheet 12 "PVC PIPE Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Ca acit Input Data Mannings Coefficient 0.010 Channel Slope 0.010000 ft/ft Diameter 12.00 in Results Depth 1.00 ft Discharge 4.63 cfs Flow Area 0.79 ft2 Wetted Perimeter 3.14 ft Top Width 0.00 ft Critical Depth 0 ft Percent Full 100.00 Critical Slope 0.008842 ft/ft Velocity 5.90 ft/s Velocity Head 0.54 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 4.98 cfs Full Flow Capacity 4.63 cfs Full Flow Slope 0 010000 ft/ft — 03/13/07 12:40:14 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 FlowMaster v5.13 {203) 755 -1666 Page 1 of 1 Table Rating Table for Circular Channel Project Description Project File c:lhaestadlfmwlpipe.fm2 Worksheet 12 "PVC PIPE Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Car)aci Constant Data Mannings Coefficient 0.010 Diameter 12.00 in Input Data Minimum Maximum Increment Channel Sloe 0.005000 0.060000 0.005000 ft/ft Rating Table Channel Slope Depth Discharge Velocity _ (ft/ft) (ft) (c fs) (ms 0.005000 1.00 3.27 - 0.010000 1.00 4.17 4.63 5.90 0.015000 1.00 5.67 7.22 0.020000 1.00 6.55 8.34 _ 0.025000 1.00 7.32 0.030000 1.00 9.32 8.02 10.21 0.035000 1.00 8.66 0.040000 1.00 11.03 9.26 11.79 0.045000 1.00 9.82 12.51 0.050000 1.00 10.36 0.055000 1.00 13.19 10.86 13.83 0.060000 1.00 11.34 14.44 03/13/07 12:41:41 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 FlowMaster v5.13 (203) 755 -1666 Page 1 of 1 12" PVC PIPE Plotted Curves for Circular Channel Project Description Project File c:lhaestadlfmwlpipe.fm2 Worksheet 12 "PVC PIPE Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Ca pa Constant Data Mannings Coefficient 0.010 Diameter 12.00 in Input Data Minimum Maximum Increment Channel Sloe 0.005000 0.100000 0.005000 ft/ft 16.0 Full Flow Capacity vs Channel Slope 14.0 12.0 U a v 10.0 —co Q CU J 3 — 0 8.0 i LL 6.0 4.0 2.0 0.0 0.01 0.02 0.03 0.04 0.05 Channel Slope (ft/ft) 6 0.07 0.08 0.09 0.1 - 03/13/07 12:39:45 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 FlowMaster v5.13 (203) 755 -1666 Page 1 of 1 Average Values of Roughness Coefficient (Manning's n) e of Waterway Roughness Coefficient (i�) l• Closed Conduits (1) Steel (not lined) Cast Iron 0.015 Aluminum 0.015 Corrugated Metal (not lined) .021 Corrugated Metal (2) (smooth asphalt quarterlinin 0.024 Corrugated Metal (2) (smooth asphalt half lining) g) 0.021 Corrugated Metal (smooth asphalt full lining) 0.018 Concrete RCP 0.012 Clay (sewer) 0.012 Asbestos Cement 0.013 Drain Tile (terra cotta) 0.011 Cast - in -place Pipe 0.015 Reinforced Concrete Box 0.015 2• Open Channels (1) 0.014 a. Unlined Clay Loam Sand , 0.023 0.020 b. Revetted Gravel Rock 0.030 Pipe and Wire 0.040 Sacked Concrete 0.025 c. Lined 0.025 Concrete (poured) Air Blown Mortar (3) 0.014 Asphaltic Concrete or Bituminous Plant Mix 0.016 d. Vegetated (5) 0.01.8 Grass lined, maintained Grass and Weeds .035 Grass lined with concrete low flow channel .045 3. Pavement and Gutters (1) .032 _ Concrete Bituminous (plant- mixed) 0.015 0.016 APPENDIX XVI A Civil Consulting Group, lnc. 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