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HomeMy WebLinkAbout20050983 Ver 1_Application_20070529~S&ME May 24, 2007 North Carolina Division of Water Quality 401 Wetlands Unit 2321 Crabtree Boulevard, Suite 250 Raleigh, North Carolina 27604-2260 Attention: Ms. Cyndi Karoly OS-og83 .; ; r ..; _.... ~. _ .,.... x, ,.~ ~i.~',Y ~. ~ ;?0'~i Reference: NCDENR DWQ Stormwater Management Permit Application Project Bullseye -Wet Detention Basin C Modification Town Of Newton, Catawba County, North Carolina S&ME Project No. 1356-05-274B Dear Ms. Karoly: Please find the attached Stormwater Management Permit modification for Project Bullseye Wet Detention Basin C located in the Town of Newton, Catawba County, North Carolina. Project Bullseye is a 250+/- acre planned industrial site proposed on the south side of U.S. Highway 10) between Hickory Lincolnton Highway (S.R. 1008) and U.S. Highway 321 south of Newton located in Catawba County, North Carolina as indicated on Figure 1, "Site Vicinity Map". Please note that the Catawba County Economic Development Corporation is currently acting as owner of the Project Bullseye site until the future tenant purchases the property, at which time the new tenant shall develop the property as specified in the attached Site Development Drawings and as specified by the enclosed Permanent Wet Detention Basin Drawings. Pernanent Wet Detention Basin C, previously submitted and permitted, has been relocated 60' southwest of the original proposed location to accommodate impervious area expansion. The increase in impervious area does impact the contributing hydrology, however, the sizing reduirements based on the revised drainage area are still well below S&ME, iNC. / 9751 Southern Pine Boulevard /Charlotte, NC 28273-5560 / p 704.523.4726 f 704.525.3953 / www.smeinc.com the designed capacity of Permanent Wet Detention Basin C. No modifications were made to any portion of the hydraulic design components of Permanent Wet Detention Basin C. Calculations demonstrating the adequacy of the permitted design are attached. This submittal is to modify the location of the basin. Attached Drawing C511 shows the new location of Permanent Wet Detention Basin C. Calculations shown on Wet Detention Basin C Sizing - S&ME (attached) show modifications to the sizing requirements based on the increase in impervious drainage area. Calculations shown on Wet Detention Basin Volume and Area Check - S&ME (attached) demonstrate the adequacy of the permitted design showing the designed capacities and the calculated requirements. Results from a Pondpack detention basin model shown on Wet Detention Basin C Spillway Design Calculation - S&ME show the maintained adequacy of the permitted spillways. This Stormwater Management Permit modification is being submitted for approval to the North Carolina Department of Environment and Natural Resources (NCDENR) Division of Water Quality -Water Quality Section -Wetlands Unit as part of the 401 General Permit already in place for this project. Wet Detention Basin C retains all of the permitted design components, but has been relocated to accommodate an enlargement of llle 111dUSlrlal Slte. If you have any questions regarding this application, please contact us. Sincerely, S&ME, Inc. ~• ~~~ Jos ua M. Bell, P.E., CFM Project Engineer ~9zaR,aa:c~~we,,,ka ~ _ ~.~ ~. ~~~" ~ ~ ~~ g:~J.. Ch s per . Stah , .E. _ ~'! Q ~ ~ ~ 2 Senior Project Manager .. '~'' '~ r ~~a~~ cc: Scott Millar, Catawba CountyEc'~ ~F~~'`velopment Corporation, Gene Resch, Carlisle Associates.Inc. Attachments: Stormwater Management Permit Modification Narrative Figure 1 -Site Vicinity Map Drawing C511 Calculations: Wet Detention Basin C Sizing Wet Detention Basin C Volume and Area Check Wet Detention Basin C Sediment Cleanout Level Wet Detention Basin C Spillway Design Calculation i ~ ~ ~\ i~`I }~ `'~ x f 'i ~ N . ~ ~~_, s ~. ! 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' ~ ~ ' ~~ ~ r ~ ~ ',i .µ ,p pp~~ f ~ ~ '°® Win/ ~~'~~ ~°. i 1 r 1 r ~~.~ ~~~~` .~ r~"~ - x ''` a ~ ~ ~' ~ . ~~~ ` ~. ~ ~~ ~,p~~ y~s4 ~t ~ .. . ~.,. OIYVii11~G C , `'.''~1 ®If.I~C~9 i ~~"`''ri' '"~'°, A. w4i,7 ., I 1, * i I .,. ~ ., t I~ .. -. ~+ ~ i y,~ ~ ......_ v • ; F. ~~: ~ ,, ~ I , ~~ ~ ~` I f ~` ~ 0~ 1,000 2,000 3,000 4,000 REFERENCE: Feet USGS QUAD MAP (HICKORY AND REEPSVIILE OUAD MAPS) 08TIANEO FROM NCDOT GIS DEPARTMENT WE~SITE. PROPOSED FACILITY INFORMATION AND P WER LINE ROW PROVIDED BY CARLISLE ASSOCIATES, INC. (MAY, 2007). PLEASE NOTE THI ATA IS FOR INFORMATIONAL PURPOSES ONLY. IT IS NOT MEANT FOR DESIGN, LEGAL, OR ANY OTHER USES. THERHARE NO GUARANTEESABOUT ITSACCURACY. S E, INC. ASSUMES NO RESPONSIBILITY FORANY DECISION MADE ORANYACTIONS TAK BY THE USER BASED UPON INFORMATION OBTAINED FROM THEA80VE DATA. ~ ,. SCALE: DATE: FIGURE N0. 1"=1000' 5-22-07 9751 SOUTHERN PINE BLVD SITE VICINITY MAP ~ ~x' CHARLOTTE, N.C. 26273 ~--~ PH. 704-523-0726 1/ PROJECT N0: DRAWN BY: CHECKED BY: FAX. 7045253953 PROJECT BULLSEYE ~i l ~ t^~ ;', 1356-05-2746 JMB CJLS EN01NEERING TESTING NEWTON, NORTH CAROLINA ENYIAONMENTAI SERVICES WWWSMEINC.COM oS - og83 PROJECT NO. 1356-OS-274B SHEET NO. l OF "I DATE 5/17/2007 PROJECT NAME: Project Bullseye -Wet Detention Basins Design COMPUTED BY JMB SUBJECT: Wet Detention Basin C Sizing CHECKED BY ~~ OBJECTIVE: Calculate minimum dimensions for a Wet Detention Basin that will handle the drainage area designated as draining to Wet Detention Basin C per NCDENR Guidelines. REFERENCES: 1. CAD and Drainage Area Data provided by Carlisle Associates (May 1, 2007). 2. "Stormwater Best Management Practices," North Carolina Department of Environment and Natural Resources: Division of Water Quality -Water Quality Section, April 1999. 3. "The Simple Method to Calculate Urban Stormwater Loads," obtained from www.stormwater center.net. 4. "Controlling Urban Runoff: A Practical Manual for Planning and Designing Urban BMPs." By Schueler, Thomas R. -Department of Environmental Programs -Metropolitan Washington Council of Governments (July, 1987). GIVEN: Basin C Total Drainage Area Basin C Impervious Drainage Area CONCLUSIONS: Total Permanent Sediment Storage Volume = Forebay Permanent Sediment Storage Volume = Permanent Water Quality Pool Surface Area= Temporary Water Quality Storage Volwne = 72.00 acres [Ref. 1 ] 63.07 acres [Ref. 1 ] 32,670 ft3 24,503 ft3 94,814 ftZ 219,118 ft3 CALCULATIONS: 1. Per~naneral Se~lin2erzt Slornge Volume Required Permanent Sediment Storage=((1/8) acre-inch/acre) x number acres (on & off-site) draining to pond [Rule of thumb] Volume Required = 72 acres x 0.125 acre-inch/acre = 9.00 acre-inch Volume Required = 9.00 acre-inch x 43560 ft2/acre x 0.083 ft/inch = 32,670 ft3 Min. Volume Sediment Storage Required in Forebay = 75% x Required Permanent Sediment Storage Volume [Rule of thumb] Min. Volume Sediment Storage Required in Forebay = 75% x 32,670 ft' = 24,503 ft3 PROJECT NO. 1356-OS-274B SHEET NO. ZOF "1 DATE 5/17/2007 PROJECT NAME: Project Bullseye -Wet Detention Basins Design COMPUTED BY JMB SUBJECT: Wet Detention Basin C Sizing CHECKED BYG~S 2. Permmaeul Water Quality Pool Built-Upon =Impervious Drainage Area/Total Drainage Area x 100 Built-Upon = 63.1 acres / 72 acres = 87.6% Use Pool Surface Area to Drainage Area Ratio (SA/DA) Table to determine Permanent Water Quality Pool Depth or Permanent Water Quality Pool Surface Area [Ref. 2; Table 1.1] Assumed Depth = 4 ft Interpolation of SA/DA Table Built-Upon SA/DA Built-Upon SA/DA SA~Q = (SA/DA)~Q x DA SA~Q = 3.02 --» (SA/DA)~Q = 3.02 x 72 acres = 2.177 acres x 90% - 87.6% 90% - 80% 3.10 - (SA/DA)~Q 3.10 - 2.78 3. Temporary Water Quality Storage Built-Upon = 87.6% Temporary WQ Storage = 1.0 inches [Ref. 2] Rv = 0.05 + 0.009(I) [Ref. 4; Equat. 1.3] Rv =runoff coefficient =storm runoff (inches)/storm rainfall (inches) I =Percent built-upon; Impervious portion of the drainage area (acres)/drainage area (acres) Rv = 0.05 + 0.009 x 87.6 Rv = 0.84 (in./in.) 43560 ftz/acre = 94,814 ftz Temporary Water Quality Storage Volume Required = (Design Rainfall) x (Rv) x (Drainage Area) [Ref. 3, 4] Temporary Water Quality Storage Volume Required = 1.0 in. X 0.8384 (in./in.) x 72 acres Temporary Water Quality Storage Volume Required = 60.363 in.-acres x 1 ft / 12 in x 43560 ftz/acre Temporary Water Quality Storage Volume Required = 219,118 ft' (~a r _ _~ 3~~ 3. Plug Flow-Fluid particles pass through the basin and are discharged in the same sequence in which they enter. The particles remain in the system for a time equal to the theoretical detention time. This type of flow is especially appropriate for basins with high length-to-width ratios (Metcalf and Eddy, Inc., 1979). 4. Primary Outlet- The primary outlet is often constructed of a riser/barre] assembly and provides flood protection (i.e., for the 10-yr. storm) or reduces the frequency of the operation of the emergency spillway. 1.3 Design Requirements The following design requirements provide guidance for water quality control. Water quantity control may also be required by the local government or municipal authority. Permanent Water Quality Pool a. The surface area required can be determined using the permanent pool surface area / drainage area (SA/DA} ratio for given levels of impervious cover and basin depths as outlined in Table 1:1. The SA/DA table is based.upon 85% TSS removal in the piedmont. SA/DA Tables for. the coastal counties are available from your local DWQ Regional Q~ce. b. Average permanent water quality pool depths should.be between 3 to 6 feet with a required minimum of 3 feet: c. Impervious areas .used for sizing should be those that are expected in the final buildout of the development and any offsite runoff that drains to the pond. d. Enough volume should be included in the. permanent pool to store the sediment that will accumulate between cleanout periods.. e. A forebay (which maybe established by a weir} must be included to encourage early settling. This allows drainage of only a portion of the basin in order to excavate accumulated sediment. The forebay volume should equal about 20% of the total basin - volume. Mu riple inlets may require additional forebay volume. 2. Temporary Water Quality Pool a. The temporary water quality pool is sized to detain the runoff volume from the first inch of rain. This requirement refers fo volume and not.a particular design storm. b. The temporary water quality pool for extended detention must be located above the permanent water quality pool. The outlet device far this temporary water quality pool should be sized to release the runoff volume associated with the first 1-inch of rainfall over a drawdown period of 48 to 120 hours (2 to 5 days). ~- ~-, General a. Basin shape should minimize dead storage areas and short circuiting. Length to width ratios should be 3:1 or greater. (Ba~eld, et a1.; 1981, pp. 426-429; Florida DEP, 1982, pg. 6-289). b. if the basin is used as a sediment trap during construction, all sediment deposited during construction must be removed before normal operation begins. Aquatic vegetation should be included for a wetland type detention basin (Maryland DNR, March 1987; Schueler, 1987, Chapter 4 and 9}. A minimum ten foot wide shallow sloped shelf is needed at the edge of the basin for safety and to provide appropriate conditions for aquatic vegetation (Schueler, 1987). This shelf should be sloped 6:1 or flatter and extend to a depth of 2 feet below the surface of the permanent pool (Shaver and Maxted, DNREC, 1994). A list of suitable wetland species and propagation techniques are provided in Schueler (1987) and Maryland DNR (1987). d. An emergency drain (with a pipe sized to drain the pond in less than 24 hours} should be installed in all ponds to allow.access for riser repairs and sediment removal (Schueler, 1987). Table 1:1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant Removal Eff ciency in the Piedmont % Impervious Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0 20 0.97 0.79 _0.70 0.59 0.51 0.46 0.44 30 L34 1.08 0.97 0.83. 0:70 0.64 0.62 40 1.73. 1.43 1.25_ . _ ..1.05 ..0.90. 0.82 0.77 50 2.06 1.73 1:50 1.30 1.09 1.00 0.92 60 2.40 2.03 1.71 1.51. 1.29. 1.18 1.10 70 2.88 2.40 2.07 1.79 1.54 1.35 1.26 80 3.36 2.78. 2.38 2.10 1.86 1.60 1.42 90 3.74 3.10 2.66 2.34 2.11 1.83 1.67 Notes: Numbers given in the body of the table are given in percentages. Coastal SAlDA ratios can be obtained from the local DWQ Regional Office. ,n ~~ O-. t~ dJ F" U r v r rs 0 r tv '~ _O ~ p O ("~ p U OC ~ (~B C _ ~ O CO ~ O ` C6 U _O ~ ~ O C6 ~ U O C O ~ N C Q ~ OU ~ ` ~ U ll II ~ '~_ ~ ~ --I C U ~ O ~ r ~ C (Ct ~ ~ ~ ~ ~ M II fl tl p ~LY~JQ f c e ui U (6 U u~ .~ P O C Lr C ~U i~ Q) O U `~ O C L (g c m N E 0 0 c L c c m O U O fZ CLS to [B O C L C6 C C (B (Q U (B U O .C !v Q _E L x a. 0 >. O C U v L Q N ~_ C ~ ~ tll ~ r ~~ U - C ~ N C O ~ ~ ~ U ~ ~ L .~ ~ ~~ .~ C -v ~ f6 ~ ~ v-- C .C p O Q [0 U li ~ O ~ ~ ~ U C C ~ ~ ~ C ~ ~' ~ ~ II L II II ~ C Q ~ N m LL C C O N Q .~ O ~ .;^ ~ Ca 4"' ~ O L L ~o -~ U (- ~ N ~ Q N N L '~ +~ C ~ l6 ~ N N N O r ~ ~~ C O L ~' m > ~ . O N oa ~a ~~ o~ Zo ~~ a ,~ ~ ~ .~ C C O ~ v~ O N. Z 1] Q ~ ~- ~~ _ W UL U ~ to (B C ~ tv +~ U_ ~ Ul N O C C N L O U L to O O O L IA N ~ N ~ Q L rn rn tv ~ t o }, L C ~ 5~~ 0 N N Thee Simple ,Method 1 i s primarily intended for use on development sites less ~_ ~r~ than a s`quaie mile in area. rioreover, the Simple Method is designed to provide an quick, easy and versatile means for estimating pollutant loads. Therefore, the method sacrifices some prec_sion for the sake of simplicity and generality Despite its limitations; the Simple Method is considered precise enough to make reasonable and reliable nonpoint pollution management decisions at the sit e-planning level. Examples of how to use the method are provided at the end of the section. Additional documentation on the derivation of the Simple Method is presented in detail in Appendix A. Storm pollutant enport (L., in pounds) from a development. site can be determined by solving the following equation: (FO 1.1) `L = [ (P) (Pj) (?V)/12~ (C) (A) (2.72) where P = Pj = Rv = C = A = rainfall depth (inches) over the desired time interval. factor that corrects P for storms that produce no runoff. runoff coefficient, Grhich empresses the fraction of rainfall which is converted into runoff. flow weighted mean concentration of the pollutant in urban runoff (mg/1). area of the development site (acres). ~(~ 12, 2.72 are unit conversion factors. The user need. only define five parameters, each of which are readily determined from site plan data, or are constants p (~ep~h of rainfalE) The value of P selected depends on the time interval over which loading '. estimates are. desir ed. For a normal year of rainfall, P will be about 40 ~_nches in the Washington, D.C. area.-Values of 3~ -and 50 inches can be: used to characterize extremely dry. and wet years, respectively. Long-term rainfall records from National Weather Service (NWS) stations should be used to estimate P in other regions of the country. If a load estimate is desired -for a specific design storm or year of record, then the user can supply the relevant value of P. _ Pj (cor~ectio~ fac~or~ The value of Pj is used to account for the fraction of annual or seasonal rainfall that does riot produce any measurable runoff. Approxi_mate~y 50% of the storms each year drop less than two-tenths of an inch of precipitation. Storms of this size are often not sufficient to create runoff; the rainfall. is stored in surf ac e depressions that eventually evaporate. An analysis of Washington, D.C. area rainfal_1/runoff patterns (Appendix A, Section 7) suggests that only p0% of rainfall events produce any runoff. .Therefore, Pj should be set to 0.9 for annual and seasonal calculations. For individual storms, Pj should b e set to 1.0 to avoid double counting. i~..• , , Ptd (~-t-~noff caefficier~t) 1 I~ P-v is the measure of site response to rainfall events; and is calculated as. where r = stor-m runoff (inches) . p =storm rainfall (inches). The Rv for a site depends on the nature of the soils, topography, and cover. However, the primary influence on the P.v is the degree of watershed imperviousness : pigure 1.2 sho~..Ts the rel at i nn between the mean Rv and the degree of watershed imperviousness for 47 small urban catchments monitored throughout the region and the nation (Appendix ,A, Section 6) . Although some scatter is evident in the plot., watershed imperviousness (1) does appear to be a reasonable predictor of the Rv. -The following equation represents the best fit line through the dataset (adusted RZ=0.71) (EQ 1.3} Rv = 0.05 ~ 0.00°(I.) where l =the percent of site imperviousness. Values for I are readily obtained from site plans or accompanying hydrological computations. This is done by summing the area of the site covered by structures, sidewalks, driveways, parking lots, roads, patios and other impermeable areas (by planimetry or square counting} and dividing it by the total site .area. ' ::Figure 1.2: Relationship Between Watershed Emperviousness (!) and the - Storm Runoff Coefficient (Ry1 1.00 - _ o s o 0.90- .... .. .... - ..-.. _• ._.- :---.. ..--~----- :..... _ : :o 0.80 ~ -......~-----= ---------------------- -•- . ---- - - ~: ~ 10.70 ....:......:......~.....:.._....------.---... ._..... :.---- ..._.....- : o o c~ F--~ .... - .... .. - . X0.50 ~~-- -.--- ------ ------ ---- .... .... w o. a v0. 40 -......-- .......... ------a----. i_.... .--- ; .--.._----- ~ ~ :° 00.30 ---- -------------- - z ~ 6 ~ Q D. ~ D • ~ ~ .o .... ..._ -... .... _ .... ..... .. o.~o ...-... ----m: .m ° . a o o .. .v - : : : o ~. OD I ~ 0 IU 2D 30 40 50 60 70 80 90 lOD WATERSHED IMPERI~IOUSNESS (%) NOTE: 44 small ~?rban catchments monitored during the national isURP study. (For mean values, see Table A.5). I_ ~'~~ PROJECT N0.13S6-OS-274B SHEET NO. OF DATE S/17/2007 PROJECT NAME: Project Bullseye-Wet Detention Basins Design COMPUTED BY JMB SUBJECT: Wet Detention Basin C Volume and Area Check CHECKED BY '~_ ~~`i OBJECTIVE: Calculate the various volumes and areas contained in Wet Detention Basin C to confirm that the pond meets the requirments of NCDENR. REFERENCES: 1. "Wet Detention Basin C Sizing", Calculation by S&ME, Inc., S/14/07. 2. "Grading Plan and Cross-Sections -Wet Detention Basin C - Sheet CS 1 l," by S&ME, ]nc., (May 14, 2007). 3. "Stormwater Best Management Practices," North Carolina Department of Environment and Natural Resources: Division of Water Quality -Water Quality Section, April 1999. Designed Required [Ref. ]] CONCLUSIONS: Total Sediment Permanent Storage = 124,159 ft' 32,670 ft' Forebay Permanent Sediment Storage = 49,877 ft3 24,503 ft' Maximum Forebay Cleanout Volume = 24,938 ft' 24,938 ft' PWQ Pool Surface Area (EIev.8S2) = 139,516 ftZ 94,814 ftZ Temporary Water Quality Storage Volume = 292,988 ft; 219,118 ft' Note: Basin oversi=ed for possible future facility expansion. CALCULATIONS: AREA CUMULATIVE (ft=) VOLUME VOLUME NOTE ELEV. [Ref. 2J (ft') (ft3) cnncn ev Bottom Forebay 845.0 13,909 ] 4,763 ] 4,763 846.0 15,633 16,600 31,363 847.0 17,586 Tornl Forebny Pen». Sedimere( Storage Vol. 18,514 49,877 ~m PWQ, Top Sediment Storage 848.0 19,458 42,762 92,638 Vegetative Shelf 850.0 23,363 26,121 118,759 Uf Rip Rap Bafi~e/%dge 'v'egciaiivc .ihcif " C 28,98C 30,006 148,765 of PWQ, Bottom TWQ 852.0 31,043 MAIN POOL Bottom Sediment Storage 847.0 71,829 Mniu Pool Penrx Sediment Storage Vol. 74,283 74,283 Bottom PWQ, Top of Sediment Storage 848.0 76,764 163,565 237,848 Inner Edge Vegetative Shelf 850.0 86,906 94,989 332,837 Top of Rip-Rap BafFle/Outer Edge Veg. Shelf 851.0 103,309 ] OS,881 438,718 Top PWQ, Bottom TWQ 852.0 ]08,473 ~ ~ o ~ a ~ m ~ 3 '~ ~ ~ o ~ '~ tp Noms: 'Volume = (I/3) s (Elect - Elcr. I)~Areal t Area2+ (Area I ~ Area2)°}I ~S8ME PROJECT NAME: Project Bullseye -Wet Detention Basins Design SUBJECT: Wet Detention Basin C Volume and Area Check PROJECT NO.1356-OS-274B SHEET NO. OF DATE 5/17/2007 COMPUTED BY JMB CHECKED BY j~ NOTE ELEV. AREA (ft~) ~Ref.2~ VOLUME' (f[~) CUMULATIVE VOLUME (tt3) ENT/RE POOL Top PWQ, Bottom TWQ 852.0 139,516 Temp. Water Qunl. Storage Volume 191,988 880,471 Top TWQ /Top Riser 854.0 153,585 Floodwater Storage Volume (]Oyr) 238,358 1,118,829 Top Floodwater Storage (Emerg. Spillway) 855.5 164,286 83,041 1,201,870 856.0 167,885 295,843 1,497,7 ] 4 Top of Berm -Inner Edge 857.7 180,239 59,507 1,557,221 Top of Berm -Outer Edge 858.0 217,044 Nurrn: 'Volume = (U3) s (Elev 2 -Elec. I)~Areal + Arcn2+ (Areal x Arent)°`1 PWO POOL VOLUMES '~ C t0 ~: ~ o Forebay ELEV. AREA (ft~) IRef.21 VOLUME' (ft3) CUMULATIVE VOLUME (ft}) %ofPWQ Bottom PWQ, Top Sediment Storage 848.0 19,458 42,762 42,762 Edge Vegetative Shelf 850 23,363 26,121 68,883 Top of Rip Rap Baffle/Edge Vegetative Shelf 851 28,980 Forebay PWQPooI Volume 30,006 98,888 213% Top ofPWQ, Bottom TWQ 852 31,043 Main Pool Bottom PWQ, Top of Sediment Storage 848 76,764 163,565 163,565 Edge Vegetative Shelf 850 86,906 94,989 258,555 Ton of Rin Rao Baffle/Edee Vegetative Shelf 851 103,309 Main Paol PWQ Pool Volwne 105,881 364,435 78.7% Top PWQ, Bottom TWQ 852 108,473 Total PWO Pool Volume 463,313 Norrs: 'Volume = (I /3) s (Elec.2 - Flev. I )~ Area 1 i Area2+ (Area I s Are°2)i4~ ~Approsimarek 2U'%~ in Forbcay required - 22.3'% supplied Ref 3I 'Vegemlive shelf e~lended all rear around cmire Basin for case of construction. Forebay Cleanout Volume Calculation Max. Forebay Cleanout (Permanent Sediment Storage) Volume = 50% x Forebay Sediment Storage Volume (suggested) Max. Forebay Cleanout Vol. = 50% x 49,877 ft' = 24,938 ft' 3+y V6'ET DETENTIQl~T POl"~TB `~ J ,gyp u~J ~~ _. r` a ~ #~ I~--~~_ -~ I :~ i ~ i I .~ o k 1~~ ~ I I 1 t g a i ~ ~ ~ ~ I I -:: I I s ~SI~ ~'"; 1 I ~_ I ~~ l I I ~`I '~ ~ ~I t' ~~ ~~1 I ~ `' ~ ~ ,~ f ~I: E I ~ N ~ ~- ~` v ~ ~u ~ ~ ~~ ~~ ~ ~ u -~ ~~; ~, ~;. - ~ +v~ ~r, ~J ,4 J r~ u'= w :~ `.' ~,. ~, E ~~ ~ ~- ~_ =r 3. Plug Flow- Fluid particles pass through the basin and are discharged in the same sequence in which they enter. The particles remain in the system for a time equal to the theoretical detention time. This type of flow is especially appropriate for basins with high length-to-width ratios (Metcalf and Eddy, Inc., 1979). 4. Primary Outlet- The primary outlet is often constructed of a riser/batrel assembly and provides flood protection (i.e., for the 10-yr. storm) or reduces the frequency of the operation of the emergency spillway. I.3 Design Requia-ements The following design requirements provide guidance for water quality control. Water quantity control may also be required by the local government or municipal authority. Permanent Water Quality Pool a. The surface area required can be determined using the permanent pool surface area / drainage area (SAlDA) ratio for given levels of impervious cover and basin depths as outlined in Table 1:1. The. SA/DA table is based upon 85% TSS removal in the piedmont. SA/DA Tables for the coastal counties are available from your local DWQ Regional O~ ce. b. Average permanent water quality pool depths should.be between 3 to 6 feet with a required nvnimum of 3 feet. c. Impervious areas used for sizing should be those that are expected in the final buildout of 'the development and any offsite runoff that drains to the pond. d. Enough volume should be included in the permanent pool to store the sediment that will accumulate between cleanout periods. e. A forebay (which may be established by a weir) must be included [o encourage early •-°°° settling. This allows drainage of only a portion of the basin in' order to excavate accumulated sediment.-The forebay volume should-equal about 20% of the total basin volume. Muitiple.inlets may require additional forebay volume. 2. Temporary Water Quality Pool a. The temporary water quality pool is sized to detain the runoff volume from the first inch of rain. This requirement refers to volume and not .a particular design storm. b. The temporary water quality pool for extended detention must be located above the .permanent water quality pool. c. The outlet device for this temporary water quality pool should be sized to release the runoff volume associated with the first 1-inch of rainfall over a drawdown period of 48 to 120 hours (2 to 5 days). PROJECT NO. 1356-05-274B _ SHEET N0. ~ OF ~~~ DATE 5/17/2007 PROJECT NAME: Project Bullseye -Wet Detention Basins Design COMPUTED BY JMB SUBJECT: Wet Detention Basin C Sediment Clean Out Level CHECKED BY ~~ OBJECTIVE: Calculate the elevation of the Sediment Clean-Out for Basin C based on required Sediment Sediment Clean-Out Volume. REFERENCES: ]. "Wet Detention Basin C Volume and Area Check", calculation by S&ME, 5/14/07. CONCLUSIONS: Forebay Sediment Clean-out Elevation = 846.6 Main Pool Sediemt Clean-Out Elev. = 848.0 (Designed Top of Sediment Storage) GIVEN: Required Forebay Sediment Clean-Out Volume= 24,938 ft3 [Ref. 1] CALCULATIONS: Table l NOTE ELEV. AREA (ft') ~Ref.lj VOLUME [Ref. I] (ft') CUMULATIVE VOLUME (ft3) FOREBAY Bottom Forebay 845.0 13,909 14,763 14,763 846.0 15,633 16,600 3],363 847.0 17,586 Total Forebay Perm. Sediment Storage Vo[. 18,514 49,877 Bottom PWQ, Top Sediment Storage 848.0 19,458 Table 2 ELEVATION' AREAL ~ft~) VOLUME= (ft') CULMULATIVE VOLUME} (ft') 645.0 13909 845.1 14081 1,400 1,400 845.2 14254 1,417 2,816 fi453 14426 ,434 25C 845.4 14599 1,451 5,701 845.5 14771 1,468 7,170 845.6 14943 1,486 8,656 845.7 151 16 1, 503 10, 159 845.8 15288 I ,520 I I ,679 845.9 15461 1,537 13,216 846.0 15633 1,555 14,771 846. I 15828 1,573 16,344 846.2 16024 1,593 17,937 846.3 1ti219 1,612 19,549 846.4 16414 1,632 21,180 846.5 16610 1,651 22,831 846.6 16805 1,671 24,502 846.7 17000 1,690 26,192 846.8 17195 1,710 27,902 846.9 17391 1,729 29,631 847.0 17586 1,749 31,380 Nores: Elevation Fractions their corresponding areas obtained through interpolation Volume = 11/3) x (Elev.2 -Elev. I )iAreal + Area2+ (Area I r Area2)05] 'Cumulative Volumes greater rn Table 2 than shown in Table I due to smaller increments used (0.1 ft vs I ft) Specify 846.6 as Forebay Clean-Out Elevation SSME PROJECT NAME Project Bullseye -Wet Detention Basins Design suB~ECT Wet Detention Basin C Spillway Design Calculation ~oB No. 1356-05-274B SHEET NO. 1 Of ~~ DATE 5'17-~7 COMPUTED BY JMB CHECKED BY ~~ OBJECTIVE Design sizing for Principal Spillway Riser, Barrel, Water Quality Orifices, and Pond Drain Pipe and the Emergency Spillway Weir that is to be permanently vegetated and temporarily lined with an erosion control matting until the vegetation has been established. REFERENCE 1. "Wet Detention Basin C Volume and Area Check," S&ME, Inc., (5/17/07). 2 "Details -Wet Detention Basins A, B, and C," by S&ME, Inc., (May 15, 2007). 3. 10 yr and 100yr Inflow Computer Model Results for Basin C via "Drain:Edge, Version 1.1" (SCS TR-55 based) computer application, by Carlisle Associates (April 23, 2007). 4. "PondPack," computer program by Haestad Methods, ver. 10.0. 5. "Design Hydrology and Sedimentology for Small Catchments," by Haan, Barfield, and Hayes, (1994). 6. "Stormwater Best Management Practices," North Carolina Department of Environment and Natural Resources: Division of Water Quality -Water Quality Section, April 1999. 7. North American Green Erosion Control Software, version 4.3. SUMMARY • Principal Spillway: Precast Inlet Box w/ 5'x3' clear opening -Crest Elev. 854.0 [Ref. 1, 2] • Barrel: 36" Dia. RCP - 131ft @ 1.5% (Inv. In. 848.0, Inv. Out 846.0) [Ref. 2] • Water Quality Orifice: 10 - 2.0" Dia. Openings at Invert Elev. 852.0 [Ref. 1, 2] • Pond Drain Pipe: 18" Dia. Ductile Iron Pipe -Invert Elev. at Inlet 848.0 [Ref. 2] • Emergency Spillway: Trapezoidal w/ loft wide, 2.5 ft deep, 5:1 side slopes -Slope = 1.0% Upstream Invert at Elev. 855.5 [Ref. 1, 2] lined with North American Green Temporary Mat DS75 or equivalent and vegetated. Max Flow Out Required Max. Designed Max. Max Total Max Flow Emergency Max. Water Water Surface Storm Inflow Outflow Out Barrel Spillway Surface Elev. Elev. Event (cfs) (cfs) (cfs) (cfs) (ft) (ft) 10-YR 340.53 73.67 73.67 0 855.50 855.28 100-YR 459.13 117.69 100.08 17.61 857.00 856.12 S8ME PROJECT NAME Project Bullseye -Wet Detention Basins Design SUBJECT Wet Detention Basin C Spillway Design Calculation CALCULATIONS I. HYDROLOGY Inflow Hydrographs to Basin C provided by Carlisle Associates [Ref. 3] II. PRINCIPAL SPILLWAY DESIGN Job No. 1356-US - 274B SHEET NO. [ + 2 Of 57 DATE 5-17-~7 COMPUTED BY JMB C ~ ~ ? CHECKED BY Max Flow Out Required Max. Designed Max. Max Total Max Flow Emergency Max. Water Water Surface Inflow Outflow Out Barrel Spillway Surface Elev. Elev. Storm (cfs) (cfs) (cfs) (cfs) (ft) (ft) Event [Ref. 3] [Ref. 4] [Ref. 4] Ref.4 [Ref. 4] [Ref. l) 10-YR 340.53 73.67 73.67 0 855.50 855.28 100-YR 459.13 117.69 100.08 17.61 857.00 856.12 Elev. 855.5 =Emergency Spillway Invert Elev. 857.0 = 1 foot below Top of Berm Water Quality Orifice: 10 - 2.0" Dia. Openings at Invert Elev. 852.0 [Ref. 1, 2] Temporary Water Quality Drain Time Required = 2 to 5 days [Ref. 6] Temporary Water Quality Drain Time Provided - 4.0 days with 3 - 2" Dia. Orifices [Ref. 4] -r ~~~,, n.. is Tl..,,:.., rr: n.. .~. n c +L. ~ ~» n 4' !`1 r''hA~l. 1 emp, vv ester ~uatttj% t~tattt t tmc t tvVided = -r.~ days 'v'v'Iut ~. - ~. DIa. vrifleeS [Rey. 4]: ~,0~ ~.~..,.,,. Pond Drain Pipe: 18" Dia. Ductile Iron Pipe -Invert Elev. at Inlet 848.0 [Ref. 2] Pond Drain Time via Emergency Drain = 24hrs [Ref. 6] Pond Drain Time - 24 hours with 18" Dia. Ductile Iron Drain [Ref. 4] * Note: In order to drain portion of pond below drain inlet invert, pumping will be required. III. EMERGENCY SPILLWAY DESIGN • Q~ooy1 ED,er~sp~ii = 17.61 cfs [Ref. 4] • Emergency Spillway Dimensions: [Ref. 2] - Trapezoidal w/ base width = 10' - Side Slopes = 5:1 - Channel Slope = 1.0% The Emergency Spillway will be protected from erosion when lined with a temporary erosion and sedimentation matting (North American Green DS75 or equivalent) when unvegetated. The Emergency Spillway will also be protected from erosion when vegetated only. [Ref. 7] ~ ~ ss BASIN C 10 YEAR HYDROGRAPH FROM DRAIN-EDGE.TXT T55-Ol TARGET T3811 RDC, NEWTON, NC POST-DEVELOPMENT BASIN ROUTING - BASIN C 04/19/07 10 YEAR, 24 HOUR STORM INPUT FILE: B-lO.INP ~~'"`~°''` DETENTION POND C ANALYSIS '"`~"`'` UPSTREAM NODE NUMBER 4 DOWNSTREAM NODE NUMBER 90 STAGE-STORAGE AND STAGE-OUTFLOW RATING CURVES GIVEN AS FOLLOW: POND RATING CURVES STAGE OUTFLOW STORAGE FT CFS CU FT 852.00 .0 0. 854.00 1.5 292987. 854.50 19.2 370659. 855.00 51.4 450105. 855.50 90.7 531345. 856.00 111.8 614386. 856.50 142.5 699224. 857.00 187.1 785865. 857.50 246.5 874329. 858.00 321.5 969736. POND ROUTING RESULTS TIME INFLOW OUTFLOW DEPTH HRS CFS CFS FT 11.58 73.17 1.26 1.68 11.67 122.45 1.41 1.87 11.75 124.20 5.51 2.11 11.83 220.95 16.55 2.43 11.92 336.14 44.63 2.89 12.00 341, 9~ 83.24 3 .41 12.08 230.74 101.56 3.76 12.17 88.57 105.83 3.86 12.25 81.04 104.28 3.82 12.33 65.90 102.02 3.77 12.42 41.25 98.46 3.68 12.50 47.71 94.50 3.59 12.58 33.69 90.42 3.50 12.67 35.69 82.88 3.40 12.75 30.84 76.16 3.32 12.83 29.77 69.97 3.24 12.92 25.39 64.23 3.16 13.00 24.99 58.95 3.10 13.08 23.76 54.27 3.04 13.17 20.41 50.13 2.98 13.25 21.64 46.80 2.93 PEAK OUTFLOW RATE. . 105.8 CFS MAX FLOODING ELEVATION 855.86 FT-MSL MAX PONDING DEPTH. 3.86 FT ...... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. k:. .. :'t :. ., :Y :. ., .. .. :4 Page 1 w~ss BASIN C 10 YEAR HYDROGRAPH FROM DRAIN-EDGE.TXT °°••°'` HYDROGRAPH ORDINATES HYDROGRAPH NUMBER 434 LOCATION NODE NUMBER. 4 TIME RUNOFF BEGINS. 10.58 HOURS TIME RUNOFF ENDS. 13.67 HOURS TIME OF PEAK. 12.00 HOURS PEAK FLOWRATE 342.0 CFS RUNOFF VOLUME 4.27 INCHES TIME RUNOFF TIME RUNOFF TIME RUNOFF TIME RUNOFF (HOURS) (CFS) (HOURS) (CFS) (HOURS) (CFS) (HOURS) (CFS) 10.58 15.6 11.42 31.4 12.25 81.0 13.08 23.8 10.67 17.5 11.50 31.5 12.33 65.9 13.17 20.4 10.75 17.6 11.58 73.2 12.42 41.3 13.25 21.6 10.83 19.3 11.67 122.4 12.50 47.7 13.33 18.9 10.92 21.3 11.75 124.2 12.58 33.7 13.42 18.7 11.00 21.3 11.83 220.9 12.67 35.7 13.50 17.6 11.08 23.2 11.92 336.1 12.75 30.8 13.58 17.2 11.17 25.1 12.00 342.0 12.83 29.8 13.67 15.1 11.25 25.2 12.08 230.7 12.92 25.4 11.33 28.1 12.17 88.6 13.00 25.0 Page 2 ~~5s BASIN C 100 YEAR HYDROGRAPH FROM DRAIN-EDGE.TXT T55-Ol TARGET T3811 RDC, NEWTON, NC POST-DEVELOPMENT BASIN ROUTING - BASIN C 04/19/07 100 YEAR, 24 HOUR STORM INPUT FILE: B-100.INP ••'` DETENTION POND C ANALYSIS '` `~`~° UPSTREAM NODE NUMBER 4 DOWNSTREAM NODE NUMBER 90 STAGE-STORAGE AND STAGE-OUTFLOW RATING CURVES GIVEN AS FOLLOW: POND RATING CURVES STAGE OU TFLOW STORAGE FT CFS CU FT 852.00 .0 0. 854.00 1.5 292987. 854.50 19.2 370659. 855.00 51.4 450105. 855.50 90.7 531345. 856.00 111.8 614386. 856.50 142.5 699224. 857.00 187.1 785865. 857.50 246.5 874329. 858.00 321.5 969736. POND ROU TING RESULTS TIME INFLOW OUTFLOW DEPTH HRS CFS CFS FT 11.58 100.80 12.39 2.31 11.67 166.35 21.28 2.53 11.75 168.13 38.01 2.79 11.83 302.52 62.29 3.14 11.92 454.35 98.49 3.68 12.00 460.58 130.11 4.30 12.08 310.13 161.85 4.72 12.17 120.42 169.51 4.80 12.25 113.71 162.00 4.72 12.33 88.03 153.25 4.62 12.42 57.26 141.92 4.49 12.50 64.43 133.57 4.35 12.58 45.22 125.46 4.22 12.67 48.69 117.38 4.09 12.75 40.97 110.46 3.97 12.83 40.65 105.35 3.85 12.92 33.65 100.34 3.73 13.00 34.15 95.45 3.61 PEAK OUTFLOW RATE. 169.5 CFS MAX FLOODING ELEVATION . 856.80 FT-MSL MAX PONDING DEPTH. 4.80 FT Page 1 ~~ss BASIN C 100 YEAR HYDROGRAPH FROM DRAIN-EDGE.TXT •• •• ° •• ~ HYDROGRAPH ORDINATES HYDROGRAPH NUMBER 629 LOCATION NODE NUMBER. 4 TIME RUNOFF BEGINS. 10.58 HOURS TIME RUNOFF ENDS. 13.67 HOURS TIME OF PEAK. 12.00 HOURS PEAK FLOWRATE 460.7 CFS RUNOFF VOLUME 5.83 INCHES TIME RUNOFF TIME RUNOFF TIME RUNOFF TIME RUNOFF (HOURS) (CFS) (HOURS) (CFS) (HOURS) (CFS) (HOURS) (CFS) 10.58 21.6 11.42 43.1 12.25 113.7 13.08 31.6 10.67 24.2 11.50 43.2 12.33 88.0 13.17 27.7 10.75 24.2 11.58 100.8 12.42 57.3 13.25 29.0 10.83 26.7 11.67 166.4 12.50 64.4 13.33 25.4 10.92 29.3 11.75 168.1 12.58 45.2 13.42 25.3 11.00 29.4 11.83 302.5 12.67 48.7 13.50 23.6 11.08 31.9 11.92 454.4 12.75 41.0 13.58 23.2 11.17 34.6 12.00 460.7 12.83 40.6 13.67 20.2 11.25 34.7 12.08 310.1 12.92 33.7 11.33 38.7 12.17 120.4 13.00 34.1 Page 2 ,ass Table of Contents 1 ********************** MASTER SUMMARY ********************** Watershed....... Master Network Summary ............. 1.01 ******************** RUNOFF HYDROGRAPHS ******************** CARLISLE C HYDRO C10yr Read HYG ........................... 2.01 CARLISLE C HYDRO C100yr Read HYG ........................... 2.02 *********************** POND VOLUMES *********************** BASIN C......... Vol: Elev-Area ..................... 3.01 ******************** OUTLET STRUCTURES ********************* C Spill 10 WQOri Outlet Input Data .................. 9.01 Individual Outlet Curves ........... 9.05 S/N: 89YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 ov ~SS Type.... Master Network Summary Fage 1.01 Name.... Watershed File.... C:\TEMP\PondPack\Basin C PondPackRev4-24-07.ppw MASTER DESIGN STORM SUMMARY Hydrograph Queue Only Network MASTER NETWORK SUMMARY SCS Unit Hydrograph Method Hydrograph File Import Option Used For 1 node(s) (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Qpeak Node ID Type Event cu.ft Trun hrs ----------------- ---- ------ ---------- -- --------- BASIN C IN POND C10yr 691006 R 12.0000 BASIN C IN POND C100yr 968183 R 12.0000 BASIN C OUT POND C10yr BASIN C OUT POND C100yr *BASIN C OUTFACE JCT C10yr *BASIN C OUTFACE JCT C100yr CARLISLE C HYDRO HYG C10yr CARLISLE C HYDRO HYG C100yr 679898 R 12.3000 951818 R 12.2000 679898 R 12.3000 951818 R 12.2000 689602 LR 12.0000 966239 LR 12.0000 Max Qpeak Max WSEL Pond Storage cfs ft -------- cu.ft ------------ -------- 390.53 959.13 73.64 855.28 1116030 117.69 856.12 1254017 73.69 117.69 340.53 959.13 S/N: 89YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 ~ (ss Type.... Read HYG Fage 2.01 Name.... CARLISLE C HYDRO Tag: C10yr Event: C10yr File.... C:\TEMP\PondPack\Basin C PondPackRev9-29-07.ppw Storm... Tag: C10yr HYG file = HYG ID = l0yr HYG Tag = C10yr ----------------------------------- Peak Discharge = 390.53 cfs Time to Peak = 12.0000 hrs HYG Volume = 689602 cu.ft ----------------------------------- HYDROGRAPH ORDINATES (cfs) Time ~ Output Time increment = .0500 hrs hrs I Time on left represents time for first value in each row. ---------I- 10.6000 I ----------- 15.60 --------------- 16.66 --------- 17.51 ---------------- 17.58 ---------- 18.24 10.8500 I 19.30 20.41 21.30 21.30 22.01 11.1000 I 23.20 24.26 25.11 25.18 26.29 11.3500 I 28.10 29.93 31.91 31.48 47.14 11.6000 I 73.20 100.53 122.63 123.75 160.46 11.8500 I 220.90 289.90 336.84 390.53 300.26 12.1000 I 230.70 151.76 87.65 82.90 75.39 12.3500 I 65.90 52.23 42.10 96.10 42.95 12.6000 I 33.70 34.81 35.09 32.03 30.43 12.8500 I 29.80 27.36 25.35 25.10 29.55 13.1000 I 23.80 21.91 20.55 21.30 20.59 13.3500 I 18.90 S/N: 89YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 (o ~5S Type.... Read HYG Fage L.V2 Name.... CARLISLE C HYDRO Event: C100yr File.... C:\TEMP\PondPack\Basin C PondPackRev9-29-07.ppw Storm... Tag: Cl00yr HYG file = HYG ID = 100yr HYG Tag = C100yr ----------------------------------- Peak Discharge = 459.13 cfs Time to Peak = 12.0000 hrs HYG Volume = 966239 cu.ft ----------------------------------- HYDROGRAPH ORDINATES (cfs) Time I Output Time increment = .0500 hrs hrs I Time on left represents time for first value in ---------------- each row. ---------- ---------I- 10.6000 I ------------- 21.60 ------------- 23.04 --------- 24.20 29.20 25.14 10.8500 I 26.70 28.19 29.31 29.38 30.39 11.1000 I 31.90 33.90 39.61 34.68 36.20 11.3500 I 38.70 91.19 43.11 43.18 64.80 11.6000 I 100.80 137.24 166.61 167.68 218.50 11.8500 I 302.50 386.89 455.19 459.13 909.23 12.1000 I 310.10 209.71 119.56 115.38 109.06 12.3500 I 88.00 70.94 58.19 62.63 57.20 12.6000 I 45.20 47.14 47.79 42.93 90.85 12.8500 I 90.60 36.77 33.75 39.00 33.16 13.1000 ~ 31.60 29.93 27.86 28.68 27.65 13.3500 I 25.40 25.34 25.09 24.03 23.45 13.6000 I 23.20 21.53 20.20 S/N: 89YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 t r f ss Type.... Voi: Elev-Area Name.... BASIN C File.... C:\TEMP\PondPack\Basin C_PondPackRev4-29-07.ppw Panes 3.01 Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (ft) (sq.in) (sq.ft) ---- (sq.ft) ---------------- (cu.ft) ---------- (cu.ft) ------------- ------------ 845.00 ----------------- ----- 14686 0 0 0 846.00 ----- 16471 96710 15570 15570 897.00 ----- 89392 149235 98078 63698 848.00 ----- 96253 278904 92801 156950 850.00 ----- 110278 309558 206372 362822 851.00 ----- 132530 363701 121234 984055 85?,00 ----- 139514 408021 136007 620062 854.00 ----- 153585 439480 292986 913049 855.50 ----- 164286 476716 238358 1151407 856.00 ----- 167885 498247 83041 1234448 857.70 ----- 180239 522076 295895 1530294 858.00 ----- 217044 595070 59505 1589798 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2)) where: EL1, EL2 = Lower and upper elevations of the increment Areal,Area2 =Areas computed for EL1, EL2, respectively Volume = Incremental volume between EL1 and EL2 S/N: 89YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 r 2 ass Type.... Outlet Input Gata Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C_PondPackRev4-24-07.ppw Pane 4.01 REQUESTED POND WS ELEVATIONS: Min. Elev.= 845.00 ft Increment = .10 ft Max. Elev.= 858.00 ft Spot Elevations, ft 855.28 856.12 OUTLET CONNECTIVITY ---> Forward Flow <--- Reverse Flow <---> Forward and Structure No. ----------------- ---- Inlet Box RI Orifice-Circular W4 Culvert-Circular BA Weir-XY Points ES TW SETUP, DS Channel Only (Upstream to DnStream) Only (DnStream to Upstream) Reverse Both Allowed Outfall E1, ft E2, ft ------- --------- -------- ---> BA 854.000 858.000 ---> BA 852.000 858.000 ---> TW 848.000 858.000 ---> TW 855.500 858.000 S & ME Inc S/N: 84YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM 5/7_1/2007 ~3~ss Type.... Outlet Input Data Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-24-07.ppw Page 4.02 OUTLET STRUCTURE INPUT DATA Structure ID = RI Structure Type - = Inlet Box ------------------ ----------------- # of Openings = 1 Invert Elev. = 859.00 ft Grifice Area = 15.0000 sq.ft Orifice Coeff. _ .610 Weir Length = 16.00 ft Weir Coeff. = 3.100 K, Reverse = 1.000 Mannings n = .0000 Kev,Charged Riser = .000 Weir Submergence = No Structure ID = WQ Structure Type = Orifice-Circular ------------------------------------ # of Openings = 10 Invert Elev. = 852.00 ft Diameter = .1667 ft Orifice Coeff. _ .610 S/N: 84YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 t ~ ~ SS Type.... Outlet Input Data Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev9-24-07.ppw OUTLET STRUCTURE INPUT DATA Structure ID = BA Structure Type -- = Culvert-Circular ------------------ ---------------- No. Barrels = 1 Barrel Diameter = 3.0000 ft Upstream Invert = 848.00 ft Dnstream Invert = 846.00 ft Horiz. Length = 131.00 ft Barrel Length = 131.02 ft Barrel Slope = .01527 ft/ft OUTLET CONTROL DATA... Mannings n = .0140 Ke = .2000 Kb = .008383 Kr = .2000 HW Convergence = .001 INLET CONTROL DATA... Equation form = 1 Inlet Control K = .0018 Inlet Control M = 2.5000 Inlet Control c = .02430 Inlet Control Y = .8300 T1 ratio (HW/D) = 1.074 T2 ratio (HW/D) = 1.211 Slope Factor = -.500 Page 9.03 (forward entrance loss) (per ft of full flow) (reverse entrance loss) +/- ft Use unsubmerged inlet control Form 1 equ. below T1 elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... At Tl Elev = 851.22 ft ---> Flow = 42.85 cfs At T2 Elev = 851.63 ft ---> Flow = 48.97 cfs S/N: 89YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 (S/SS Type.... Outlet Input Data Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-24-07.ppw OUTLET STRUCTURE INPUT DATA Structure ID = ES Structure Type = Weir-XY Points ------------------------------------ # of Openings = 1 WEIR X-Y GROUND POINTS X, ft ------ Elev, ft --------- --- .00 858.00 10.00 855.50 20.00 855.50 30.00 858.00 Lowest Elev. = 855.50 ft Weir Coeff. = 3.100000 Weir TW effects (Use adjustment equation) Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFACE CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 40 Min. TW tolerance = .01 ft i-7ax. TPA ~GleranCe = vl ft Min. HW tolerance = .Ol ft Max. HW tolerance = .O1 ft Min. Q tolerance = .00 cfs Max. Q tolerance = .00 cfs Page 9.09 S/N: 84YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 i b ~ 5~5 Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-24-07.ppw Page 9.05 RATING TABLE FOR ONE OUTLET TYPE Structure ID = RI (Inlet Box) Upstream ID = (Pond Water Surface) DNstream ID = BA (Culvert-Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft +/-ft +/-cfs ft +/-ft 895.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 845.10 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 895.20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 845.30 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 895.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 845.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 845.60 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 845.70 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 895.80 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 895.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 896.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 04U1V VV Free v::tfail WS below an invert; no flow. 896.20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 896.30 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 846.40 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 896.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 846.60 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 896.70 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. S/N: 84YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 ~~ / 5s Type.... Individual Outlet Curves Name.... C Spill 10 WQOri Page 9.06 File.... C:\TEMP\PondPack\Basin C PondPackRev9-29-07.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = RI - (Inlet Box) ------------------ - U --- pst ------ ream --- ID ------ = (Pond Water Surface) D Nst ream ID = BA (Cul vert-Circular) Pond WS. Device ( into) Converge Ne xt DS HGL Q SUM DS Ch an. TW Elev. Q H W HGL DS HGL DS HGL Error Error TW Error it cfs ft ft f t 1/-ft +/-cfs ---- ------ ------ ft ----- +/-ft -- ------- -------- 846.80 -------- .00 - ------ ... -- ------ ... --- . .. ... ... Free Outfall WS below an invert; no flow. 896.90 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 897.00 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 897.10 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 847.20 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 847.30 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 847.90 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 897.50 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 897.60 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 847.70 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 897.80 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 847 °0 .00 ... .., __ Free Outfall WS below an invert; no flow. 848.00 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 848.10 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 898.20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 898.30 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 848.40 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 848.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. S/N: 84YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 ~a ~ 5s Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C_PondPackRev4-29-07.ppw Page 9.07 RATING TABLE FOR ONE OUTLET TYPE S tru cture ID = RI ( Inlet Box) ----------------- - U --- pst ------ ream --- ID -------- = (Pond Water Surface) D Nst ream ID = BA ( Cul vert-Circular) Pond WS. Device ( into) Co nverge Ne xt DS HGL Q SUM DS Ch an. TW Elev. Q H W HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft f - t +/-ft +!-cfs ---- ------ ------ ft - +/-ft_ -------- 848.60 -------- .00 - ------ ... -- ------ ... -- . .. ... ... Free Outfall WS below an invert; no flow. 848.70 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 848.80 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 898.90 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 849.00 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 849.10 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 899.20 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 849.30 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 849.90 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 849.50 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 849.60 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. Free Outfall 849.70 .00 ... . ,, .,, -.. WS below an invert; no flow. 849.80 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 849.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 850.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 850.10 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 850.20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 850.30 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. S/N: 84YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 ~q~~S Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C_PondPackRev9-24-07.ppw Fage 9.G8 RATING TABLE FOR ONE OUTLET TYPE S tru cture ID = RI ( -- Inl --- et Box) -------------- ---- Upst ------ ream --- ID ------ = (P ond Water Surface) D Nst ream ID = BA ( Cul vert-Circular) Pond WS. Device ( into) Co nverge Ne xt DS HGL Q SUM DS Ch an. TW Elev. Q H W HGL D S HGL DS HGL Error E rror TW Error ft cfs ft ft f -- t +;-ft +; ---- ------ -- -cfs ---- ft +!-ft -------- 850.40 -------- .00 - ------ ... -- ------ ... - . .. ... ... Free Outfall WS below an invert; no flow. 850.50 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 850.60 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 850.70 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 850.80 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 850.90 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 851.00 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 851.10 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 851.20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 851.30 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 851.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. ^„ ,., ,,. Free Outfall UJ1.5V OC .., WS below an invert; no flow. 851.60 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 851.70 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 851.80 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 851.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 852.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 852.10 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. S/N: 84YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 ~~ /ss Type.... Individual Outlet Curves Name.... C Spill 10 WQOri Page 9.09 File.... C:\TEMP\PondPack\Basin C PondPackRev4-29-07.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = RI (Inlet Box) Ups tream ID = ( Pond Water Surface) DNs tream ID = BA (Cu lvert-C ircular) Pond WS. Device (into) C onverge Next DS HGL Q SUM DS C han. TW Elev . Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft +/-ft +/-cfs ft +/-ft 852. 20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 852. 30 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 852. 40 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 852. 50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 852. 60 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 852. 70 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 852. 80 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 852. 90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 853. 00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 853. 10 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 853. 20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. F tf ll 853. 30 .00 WS ... below an ... invert; no ... flow. ... ... ree a ..U 853. 40 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 853. 50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 853. 60 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 853. 70 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 853. 80 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 853. 90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. S/N: 84YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 ZI ~ 5S Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C_PondPackRev4-29-07.ppw Page 9.10 RATING TABLE FOR ONE OUTLET TYPE Structure ID = RI (Inlet Box) ------------------ - U ------------------- pstream ID = ( Pond Water Surface) D Nstream ID = BA (Culvert-C ircular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Ch an. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft -- +/-ft +/-cfs ------ ------ ft ----- +/-ft -------- 854.00 -------- .00 ------- -------- ... ... ----- ... ... ... Free Outfall WS below an invert; no flow. 854.10 1.57 854.10 Free 848.78 .000 .000 Free Outfall Weir: H =.lOft 859.20 4.49 854.20 Free 849.10 .000 .000 Free Outfall Weir: H =.20ft 854.30 8.15 854.30 Free 849.42 .000 .000 Free Outfall Weir: H =.30ft 859.90 12.55 859.90 Free 899.79 .000 .000 Free Outfall Weir: H =.90ft 854.50 17.54 859.50 Free 850.06 .000 .000 Free Outfall Weir: H =.50ft 854.60 23.05 854.60 Free 850.38 .000 .000 Free Outfall Weir: H =.60ft 854.70 29.05 859.70 Free 850.70 .000 .000 Free Outfall Weir: H =.70ft 859.80 35.49 859.80 Free 851.09 .000 .000 Free Outfall Weir: H =.80ft 859.90 42.35 859.90 Free 851.38 .000 .000 Free Outfall Weir: H =.90ft 855.00 49.60 855.00 Free 851.75 .000 .000 Free Outfall Weir: H =1.00ft ass ~n 57_~~ 855.10 Free 852.16 .000 .000 Free Outfall Weir: H =l.lOft 855.20 65.20 855.20 Free 852.64 .000 .000 Free Outfall Weir: H =1.20ft 855.28 72.17 855.28 Free 853.11 .000 .000 Free Outfall Weir: H =1.28ft 855.30 73.52 855.30 Free 853.20 .000 .000 Free Outfall Weir: H =1.30ft 855.40 82.16 855.90 Free 853.85 .000 .000 Free Outfall Weir: H =1.40ft 855.50 89.89 855.50 854.81 854.81 .000 .000 Free Outfall FULLY CHARGED RISER: Orifice Equation Control to Crest; H=1.50 855.60 92.84 855.60 855.19 855.19 .000 .000 Free Outfall FULLY CHARGED RISER: Orifice Equation Control to Crest; H=1.60 S/N: 84YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 Zz~ss Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C_PondPackRev4-24-07.ppw Page 4.11 RATING TABLE FOR ONE OUTLET TYPE Structure ID = RI (I ---- nlet Box) ---------------- ------------------ Upstream ID = (Po nd Water Surface) DNstream ID = BA (C ulvert-Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Ch an. TW Elev Q HW HGL DS HGL D S HGL Error Error TW Error . ft cfs ft ft ft +/-ft +/-cfs ft ------ ------ +/-ft -------- 70 855 -------- ------- -------- - 95.70 855.70 855.55 855.55 .000 .000 Free Outfall . FULLY CHARGED RISER: Orifice Equation Control to Crest; H=1.70 80 855 * 855.80 855.80 855.80 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 90 855 * 855.90 855.90 855.90 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 00 856 * 856.00 856.00 856.00 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 10 856 * 856.10 856.10 856.10 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 12 856 * 856.12 856.12 856.12 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 20 856 * 856.20 856.20 856.20 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 30 856 * 856.30 856.30 856.30 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 90 856 * 856.40 856.40 856.40 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 50 856 * 856.50 856.50 856.50 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 856.60 * 856.60 856.60 856.60 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 70 856 70 g5ti_70 * 856 856.70 .000 .000 Free Outfall . . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 80 856 856.80 856.80 856.80 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 90 856 856.90 856.90 856.90 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 00 857 * 857.00 857.00 857.00 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 857.10 * 857.10 857.10 857.10 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 857.20 857.20 857.20 857.20 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 857.30 * 857.30 857.30 857.30 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 S/N: 89YXYWG4d6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 ~ ~ss Type.... Individual Outlet Curves Page 9.12 Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C_PondPackRev4-29-07.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = RI (Inlet Box) ------------- ----- -------------------- Upstream ID = (Pond Water Su rface) DNstream ID = BA (Culvert-Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS C han. TW Elev Q HW HGL DS HGL DS HGL Error Error TW Error . ft cfs ft ft ft +%-ft +/-cfs ft ----- ------ - +/-ft -------- 90 857 ------- - ------- -------- - 857.40 857.40 - 857.40 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 50 857 * 857.50 857.50 857.50 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 60 857 * 857.60 857.60 857.60 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 70 857 * 857.70 857.70 857.70 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 80 857 * 857.80 857.80 857.80 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 90 857 * 857.90 857.90 857.90 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 00 858 * 858.00 858.00 858.00 .000 .000 Free Outfall . FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 S & ME Inc S/N: 84YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM 5/21/2007 24 ~ SS Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-24-07.ppw Page 4.i3 RATING TABLE FOR ONE OUTLET TYPE Structure ZD = WQ (Orifice-Circular) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = BA (Culvert-Circular) NUMBER OF OPENINGS = 10 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft ---- +/-ft +/-cfs ------ ------ ft ----- +/-ft -- ------- -------- 895.00 -------- .00 - ------ ... -- ------ ... --- . .. ... ... Free Outfall WS below an invert; no flow. 895.10 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 845.20 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 845.30 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 845.40 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 845.50 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 895.60 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 895.70 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 845.80 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 845.90 .00 ... ... ... ... ... Free Outfall [niC helnw an inynrt; nn flow, 846.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 846.10 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 896.20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 846.30 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 896.40 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 896.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 896.60 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. S/N: 89YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-24-07.ppw Page 4.14 RATING TABLE FOR ONE OUTLET TYPE Structure ID = WQ (Orifice-Circular) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = BA (Culvert-Circular) NUMBER OF OPENINGS = 10 EACH FLOW = S UM OF OPENINGS x FLOW FOR ONE OPENING Pond WS. Device (into) Converge Next DS HGL Q SUM DS Ch an. TW Elev. Q H W HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft ------ +/-ft +/-cfs ------ ------ ft ----- +/-ft -- ------- -------- 846.70 -------- .00 - ------ ... -- ------ ... - ... ... ... Free Outfall WS below an invert; no flow. 896.80 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 846.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 897.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 897.10 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 897.20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 897.30 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 847.40 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 847.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 897.60 .00 ... ... ... ... ... Free Outfall in7R hel n~a an i n~~art; nn fl nw, 897.70 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 847.80 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 897.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 898.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 848.10 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 848.20 .00 ... ... ... ... ... Free Outfall WS below an Invert; no flow. 848.30 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. S/N: 89YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 ~S 1 5S Z6 ~5S Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-29-07.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = WQ (Orifice-Circular) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = BA (Culvert-Circular) Page 4.15 NUMBER OF OPENINGS = 10 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Pond WS. Device ( into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q H W HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft --- +/-ft +/-cfs ------ ------ ft ----- +/-ft -- ------- -------- 848.90 -------- .00 - ------ ... -- ------ ... --- . - .. ... ... Free Outfall WS below an invert; no flow. 848.50 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 848.60 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 848.70 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 848.80 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 898.90 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 849.00 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 899.10 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 849.20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 899.30 .00 ... ... ... ... ... Free Outfall VVS 1Je1VVJ all llly elt; iiv F l .. il~w. 849.40 .00 ... ... ... ... ... Free Outfall WS below an invert; ~no flow. 899.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 899.60 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 899.70 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 899.80 .00 ... ... ... ... ... Free Outfall WS below an invert; r.o flow. 899.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 850.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. S/N: 84YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 21 ~5S Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\POndPack\Basin C_PondPackRev4-24-07.ppw Fage 9.16 RATING TABLE FOR ONE OUTLET TYPE Structure ID = WQ (Orifice-Circular) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = BA (Culvert-Circular) NUMBER OF OPENINGS = 10 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q H W HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft f - t ---- +/-ft +/-cfs ------ ------ ft ----- +/-ft -- ---- -------- 850.10 -------- .00 - ------ ... -- ------ ... -- . .. ... ... Free Outfall WS below an invert; no flow. 850.20 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. ^050.30 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 850.40 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 850.50 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 850.60 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 850.70 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 850.80 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 850.90 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 851.00 .00 ... ... . .. ... ... Free Outfall .".~ .., belo~. ~n .... ~ n _...+ert _~ nn fl pia. 851.10 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 851.20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 851.30 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 851.40 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 851.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 851.60 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 851.70 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. S/N: 89YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 z~/ ss Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C_PondPackRev4-29-07.ppw Page 4.17 RATING TABLE FOR ONE OUTLET TYPE Structure ID = WQ (Orifice-Circular) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = BA (Culvert-Circular) NUMBER OF OPENINGS = 10 E AC H FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Pond WS. Device (into) C onverge Next DS HGL Q SUM DS Ch an. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft ---- +/-ft +/-cfs ------ ------ ft ----- +/-ft -- ------- -------- 851.80 -------- .00 ------- - ... ------- ... --- ... ... ... Free Outfall WS below an invert; no flow. 851.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 852.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 852.10 .12 852.10 Free 848.15 .000 .000 Free Outfall CR IT.DEPTH CONTROL Vh= .027ft Dcr= .073ft CRIT.DEPTH Hev= .OOft 852.20 .36 852.20 Free 848.26 .000 .000 Free Outfall H =.12 852.30 .50 852.30 Free 848.31 .000 .000 Free Outfall H =.22 852.40 .60 852.40 Free 848.34 .000 .000 Free Outfall H =.32 852.50 .69 852.50 Free 848.36 .000 .000 Free Outfall H =.92 852.60 .77 852.60 Free 898.38 .000 .000 Free Outfall H =.52 852.70 .84 852.70 Free 848.40 .000 .000 Free Outfall ~ = F~ 852.80 .90 852.80 Free 898.91 .000 .000 Free Outfall H =.72 852.90 .96 852.90 Free 898.93 .000 .000 Free Outfall H =.82 853.00 1.02 853.00 Free 898.94 .000 .000 Free Outfall H =.92 853.10 1.08 853.10 Free 848.45 .000 .000 Free Outfall H =1.02 853.20 1.13 853.20 Free 898.46 .000 .000 Free Outfall H =1.12 853.30 1.18 853.30 Free 848.47 .000 .000 Free Outfall H =1.22 853.90 1.22 853.90 Free 848.48 .000 .000 Free Outfall H =1.32 S/N: 84YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 2t ~SS Type.... Individual Outlet Curves Page 9.18 Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-24-07.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = WQ (Orifice-Circular) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = BA (Culvert-Circular) NUMBER OF OPENINGS = 10 E AC H FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Pond WS. Device (into) Converge Next DS HGL Q SUM DS Ch an. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft --- +/-ft ------ +/-cfs ------ ft ----- +/-ft -- ------- -------- 853.50 -------- 1.27 ------- 853.50 -------- Free ---- 848.49 .000 .000 Free Outfall H =1.42 853.60 1.31 853.60 Free 848.50 .000 .000 Free Outfall H =1.52 853.70 1.36 853.70 Free 848.51 .000 .000 Free Outfall H =1.62 853.80 1.40 853.80 Free 848.52 .000 .000 Free Outfall H =1.72 853.90 1.94 853.90 Free 848.52 .000 .000 Free Outfall H =1.82 854.00 1.98 859.00 Free 848.53 .000 .000 Free Outfall H =1.92 854.10 1.52 854.10 Free 848.78 .000 .000 Free Outfall H =2.02 854.20 1.55 854.20 Free 849.10 .000 .000 Free Outfall H =2.12 854.30 1.59 859.30 Free 899.92 .000 .000 Free Outfall H =2.22 854.40 1.62 854.90 Free 849.74 .000 .000 Free Outfall H =2.32 854.50 1.66 854.50 Free 850.06 .000 .000 Free Outfall H =2.42 859.60 1.69 859.60 Free 850.38 .000 .000 Free Outfall H =2.52 859.70 1.73 854.70 Free 850.70 .000 .000 Free Outfall H =2.62 854.80 1.76 854.80 Free 851.04 .000 .000 Free Outfall H =2.72 859.90 1.79 859.90 Free 851.38 .000 .000 Free Outfall H =2.82 855.00 1.82 855.00 Free 851.75 .000 .000 Free Outfall H =2.92 855.10 1.83 855.10 852.16 852.16 .000 .000 Free Outfall H =2.94 S/N: 84YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 3a ~ SS Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-29-07.ppw Page 9.19 RATING TABLE FOR ONE OUTLET TYPE Structure ID = WQ (Orifice-Circular) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = BA (Culvert-Circular) NUMBER OF OPENINGS = 10 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft ------ +/-ft +/-cfs ft +/-ft ------ ------ ------- ------- -------- 855.20 -------- 1.71 ------- 855.20 -------- 852.69 - 852.64 .000 .000 Free Outfall H =2.56 855.28 1.58 855.28 853.11 853.11 .000 .000 Free Outfall H =2.18 855.30 1.55 855.30 853.20 853.20 .000 .000 Free Outfall H =2.10 855.40 1.33 855.90 853.85 853.85 .000 .000 Free Outfall H =1.55 855.50 .88 855.50 854.81 859.81 .000 .000 Free Outfall H =.69 855.60 .68 855.60 855.19 855.19 .000 .000 Free Outfall H =.41 855.70 .42 855.70 855.55 855.55 .000 .000 Free Outfall H =.15 855.80 * 855.80 855.80 855.80 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNS TREAM CONTROLLING STRUCTURE 855.90 855.90 855.90 855.90 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNS TREAM CONTROLLING STRUCTURE 856.00 856.00 856.00 856.00 .000 .000 Free Outfall " ECEDENCE SET LLVYY LR mn nnranic mREnrvt rnymR,QT,T.TNf. .gTRT1C"Tt7RE 856.10 * 856.10 856.10 856.10 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 856.12 * 856.12 856.12 856.12 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 856.20 * 856.20 856.20 856.20 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 856.30 * 856.30 856.30 856.30 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 856.40 * 856.40 856.40 856.40 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 856.50 856.50 856.50 856.50 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 856.60 * 856.60 856.60 856.60 .000 .000 Free Outfall FLOW PREC EDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE S/N: 84YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 3i /ss Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-24-07.ppw Page 9.20 RATING TABLE FOR ONE OUTLET TYPE Structure ID = WQ (Orifice-Circular) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = BA (Culvert-Circular) NUMBER OF OPENINGS = 10 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft +/-ft +/-cfs ft +/-ft 856.70 856.70 856.70 856.70 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 856.80 * 856.80 856.80 856.80 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 856.90 * 856.90 856.90 856.90 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 857.00 * 857.00 857.00 857.00 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 857.10 * 857.10 857.10 857.10 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 857.20 * 857.20 857.20 857.20 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 857.30 * 857.30 857.30 857.30 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 857.90 * 857.90 857.40 857.40 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 857.50 857.50 857.50 857.50 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 857.60 857.60 857.60 000 .000 Free Outfall 857.60 . T FLVV~V FRE ry.E DEPVVE SET 1i TV DOWIVJTRE AI'l I.VNTRVLLIIYG JTRV~.TVRE 857.70 * 857.70 857.70 857.70 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 857.80 * 857.80 857.80 857.80 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 857.90 * 857.90 857.90 857.90 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 858.00 858.00 858.00 858.00 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE S/N: 84YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 32~SS Type.... Individual Outlet Curves Page 4.21 Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev9-24-07.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = BA (Culvert-Circular) -------------------------------------- Mannings open channel maximum capacity: 82.32 cfs UPstream ID's= RI, WQ DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft +/-ft +/-cfs ft +/-ft 845.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 895.10 .00 ... ... ... ... ... Free outfall WS below an invert; no flow. 895.20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 845.30 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 845.40 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 845.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 845.60 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 895.70 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 895.80 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 895.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 846.00 .00 ... ... ... f1 ... ... Free Outfall 846.10 .00 VVJ bet VVJ ... Qn 111Vert; ... 11V VW. ... ... ... Free Outfall WS below an invert; no flow. 896.20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 846.30 .00 ... ... ... ... ... Free outfall WS below an invert; no flow. 846.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 896.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 896.60 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 846.70 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. S/N: 89YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-24-07.ppw Page 9.22 RATING TABLE FOR ONE OUTLET TYPE Structure ID = BA (Culvert-Circular) -------------------------------------- Mannings open channel maximum capacity: 82.32 cfs UPstream ID's= RI, WQ DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL GS HGL GS HGL Error Error TW Error ft cfs ft ft ft +/-ft +/-cfs ft +/-ft -------- 896.80 ------- .00 - ------- ... - ------- ... -- ----- ... ------ ------ ... ... ---- Free --- ------- Outfall WS below an invert; no flow. 896.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 847.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 847.10 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 847.20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 847.30 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 897.40 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 897.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 847.60 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 847.70 .00 ... ... ... ... Free Outfall WS below an invert; no flow. 847.80 .00 VVJ ... i b ... } ... fi ... ... Free Outfall 847.90 .00 Vw e ... ai: 1iivCr ; ... •iv vvr. ... ... ... Free Outfall WS below an invert; no flow. 848.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 898.10 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 848.20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 898.30 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 898.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 848.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. S/N: 84YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 33 (SS ?~~SS Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-24-07.ppw Page 9.23 RATING TABLE FOR ONE OUTLET TYPE Structure ID = BA (Culvert-Circular) -------------------------------------- Mannings open channel maximum capacity: 82.32 cfs UPstream ID's= RI, WQ DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q H W HGL DS HGL DS HGL Error Error TW Errcr ft cfs ft ft ft ------- +/-ft +/-cfs ------ ------ ft ----- +/-ft -- ------- -------- 848.60 -------- .00 - ------ ... -- ------ ... . .. ... ... Free Outfall WS below an invert; no flow. 898.70 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 848.80 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 848.90 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 899.00 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 849.10 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 849.20 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 899.30 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 899.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 899.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 849.60 .00 ... ... ... ... ... Free Outfall VVJ iJeivw aii _~. in'v ci ~i ~.v ~~~ ~1.~... 849.70 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 899.80 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 849.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 850.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 850.10 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 850.20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 850.30 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. S/N: 89YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 3s/ss Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C_PondPackRev4-24-07.ppw Fage 9.24 RATING TABLE FOR ONE OUTLET TYPE Structure ID = BA (Culvert-Circular) -------------------------------------- Mannings open channel maximum capacity: 82.32 cfs UPstream ID's= RI, WQ DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q H W HGL DS HGL DS HGL Error Error Titi~ Error ft cfs ft ft f - t ---- +/-ft +/-cfs ------ ------ ft ----- +/-ft -- --- -------- 850.90 -------- .00 - ------ ... -- ------ ... -- . .. ... ... Free Outfall WS below an invert; no flow. 850.50 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 850.60 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 850.70 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 850.80 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 850.90 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 851.00 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 851.10 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 851.2G .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 851.30 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 851.40 .00 ... ... ... ... ... Free Outfall v'~.°i belCW -, ., .~„ , ..~>o ..... ., rt; nn ..~ fl n~a, 851.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 851.60 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 851.70 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 851.80 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 851.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 852.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 852.10 .12 848.15 Free F ree .000 .000 Fre e Outfall CR IT.DEPTH CONTROL Vh = .036 ft Dcr= .108ft CR IT.DEPTH Hev= .OOft S/N: 84YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 ~6 ~ ss Type.... Individual Outlet Curves Page 9.25 Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-24-07.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = BA (Culvert-Circular) -------------------------------------- Mannings open channel maximum capacity: 82.32 cfs UPstream ID's= RI, WQ DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft +/-ft + --- ------ - /-cfs ----- ft +/-ft ------- ------- -------- 852.20 -------- .37 ------- - 848.26 ------- Free ---- Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .063ft Dcr= .186ft CRIT.DEPTH Hev= .OOft 852.30 .50 848.31 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .074ft Dcr= .217ft CRIT.DEPTH Hev= .OOft 852.90 .60 848.34 Free Free .000 .002 Free Outfall CRIT.DEPTH CONTROL Vh= .081ft Dcr= .239ft CRIT.DEPTH Hev= .OOft 852.50 .69 848.36 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .087ft Dcr= .256ft CRIT.DEPTH Hev= .OOft 852.60 .77 848.38 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .092ft Dcr= .270ft CRIT.DEPTH Hev= .OOft 852.70 .84 848.40 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .096ft Dcr= .283ft CRIT.DEPTH Hev= .OOft 852.80 .91 848.41 Free Free .000 .006 Free Outfall CRIT.DEPTH CONTROL Vh= .100ft Dcr= .295ft CRIT.DEPTH Hev= .OOft 852.90 .97 848.43 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .109ft Dcr= .309ft CRIT.DEPTH Hev= .OOft 853.00 1.02 898.44 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .106ft Dcr= .312ft CRIT.DEPTH Hev= .OOft 853.10 1.08 848.45 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .109ft Dcr= .321ft CRIT.DEPTH Hev= .OOft 853.20 1.14 848.46 Free Free .000 .007 Free Outfall CRiT.DEPTiI ~"°~~' vL ~.viviR "ii= ii2ft ~ DCr= 329ft GPTT IIF PTH ue.~= nnfr . 853.30 1.18 848.47 Free Free .000 .007 Free Outfall CRIT.DEPTH CONTROL Vh= .115ft Dcr= .337ft CRIT.DEPTH Hev= .OOft 853.90 1.22 848.48 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .117ft Dcr= .342ft CRIT.DEPTH Hev= .OOft 853.50 1.27 848.99 Free Free .000 .003 Free Outfall CRIT.DEPTH CONTROL Vh= .119ft Dcr= .349ft CRIT.DEPTH Hev= .OOft 853.60 1.33 848.50 Free Free .000 .011 Free Outfall CRIT.DEPTH CONTROL Vh= .122ft Dcr= .356ft CRIT.DEPTH Hev= .OOft 853.70 1.36 898.51 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .124ft Dcr= .361ft CRIT.DEPTH Hev= .OOft 853.80 1.90 848.52 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .125ft Dcr= .366ft CRIT.DEPTH Hev= .OOft 853.90 1.94 848.52 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .127ft Dcr= .371ft CRIT.DEPTH Hev= .OOft S/N: 84YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-24-07.ppw Page 9.26 RATING TABLE FOR ONE OUTLET TYPE Structure ID = BA (Culvert-Circular) -------------------------------------- Mannings open channel maximum capacity: 82.32 cfs UPstream ID's= RI, WQ DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Eiev. Q HW HGL DS HGL DS HGL Er ror Error TW Error ft cfs ft ft ft +/ - - -- -ft ---- +/-cfs ------ ft +/-ft ------- ------- -------- 854.00 -------- 1.48 ------- - 848.53 ------- Free ---- - Free .000 .007 Free Outfall CRIT.DEPTH CONTROL Vh= .129ft Dcr= .377ft CRIT.DEPTH Hev= .OOft 859.10 3.09 848.78 Free Free .000 .010 Free Outfall CRIT.DEPTH CONTROL Vh= .191ft Dcr= .548ft CRIT.DEPTH Hev= .OOft 854.20 5.99 849.10 Free Free .000 .003 Free Outfall CRIT.DEPTH CONTROL Vh= .273ft Dcr= .768ft CRIT.DEPTH Hev= .OOft 859.30 9.75 849.42 Free Free .000 .007 Free Outfall CRIT.DEPTH CONTROL Vh= .359ft Dcr= .987ft CRIT.DEPTH Hev= .OOft 859.40 14.16 849.74 Free Free .000 .013 Free Outfall CRIT.DEPTH CONTROL Vh= .448ft Dcr= 1.199ft CRIT.DEPTH Hev= .OOft 854.50 19.19 850.06 Free Free .000 .009 Free Outfall CRIT.DEPTH CONTROL Vh= .542ft Dcr= 1.904ft CRIT.DEPTH Hev= .OOft 854.60 24.73 850.38 Free Free .000 .013 Free Outfall CRIT.DEPTH CONTROL Vh= .693ft Dcr= 1.604ft CRIT.DEPTH Hev= .OOft 854.70 30.76 850.70 Free Free .000 .013 Free Outfall CRIT.DEPTH CONTROL Vh= .752ft Dcr= 1.798ft CRIT.DEPTH Hev= .OOft 854.80 37.26 851.09 Free Free .000 .015 Free Outfall CRIT.DEPTH CONTROL Vh= .875ft Dcr= 1.986ft CRIT.DEPTH Hev= .OOft 859.90 49.15 851.38 Free Free .000 .006 Free Outfall CRIT.DEPTH CONTROL Vh= 1.015ft Dcr = 2.165f t CRIT.DEPTH Hev = .OOft 855.00 51.90 851.75 Free Free .000 .020 Free Outfall INLET CONTP.OL... Submer^^d: H `9 ~ :": -3. 75 855.10 59.01 852.16 Free Free .000 .043 Free Outfall INLET CONTROL... Submerged: H W =4. 16 855.20 66.85 852.69 Free Free .000 .057 Free Outfall INLET CONTROL... Submerged: H W =4. 64 855.28 73.67 853.11 Free Free .000 .069 Free Outfall INLET CONTROL... Submerged: H W =5. 11 855.30 75.01 853.20 Free Free .000 .056 Free Outfall INLET CONTROL... Submerged: H W =5. 20 855.40 83.95 853.85 Free Free .000 .046 Free Outfall INLET CONTROL... Submerged: H W =5. 85 855.50 90.74 854.81 Free Free .000 .093 Free Outfall FULL FLOW...Lfu11= 119.28ft Vh= 2.561 ft HL=5 .633ft Hev= .OOft 855.60 93.51 855.19 Free Free .000 .016 Free Outfall FULL FLOW...Lfu11= 122.79ft Vh= 2.720 ft HL=6 .063ft Hev= .OOft S/N: 89YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 3 ~ ~ 55 Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-24-07.ppw Page 4.27 RATING TABLE FOR ONE OUTLET TYPE Structure ID = BA (Culvert-Circular) Mannings open channel maximum capacity: 82.32 cfs UPstream ID's= RI, WQ DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Next Elev. Q HW HGL GS HGL DS HGL ft cfs ft ft ft 855.70 96.07 855.55 Free Free FULL FLOW...Lfu11=124.97ft 855.80 97.87 855.80 Free Free FULL FLOW...Lfu11=126.03ft 855.90 98.57 855.90 Free Free FULL FLOW...Lfull=126.51ft 856.00 99.27 856.00 Free Free FULL FLOW...Lfu11=126.77ft 856.10 99.96 856.10 Free Free FULL FLOW...Lfu11=126.99ft 856.12 100.08 856.12 Free Free FULL FLOW...Lfu11=127.02ft 856.20 100.64 856.20 Free Free FULL FLOW...Lfu11=127.91ft 856.30 101.32 856.30 Free Free FULL FLOW...Lfu11=127.59ft 856.40 102.01 856.90 Free Free FULL FLOW...Lfu11=127.79ft 856.50 102.69 856.50 Free Free FULL FLOW...Lfu11=127.90ft 856.60 103.34 856.60 Free Free PULL LLVV~Lf 1111=12~V 3~Vft 856.70 104.01 856.70 Free Free FULL FLOW...Lfu11=128.91ft 856.80 104.68 856.80 Free Free FULL FLOW...Lfu11=128.56ft 856.90 105.39 856.90 Free Free FULL FLOW...Lfu11=128.68ft 857.00 105.99 857.00 Free Free FULL FLOW...Lfu11=128.77ft 857.10 106.66 857.10 Free Free FULL FLOW...Lfu11=128.83ft 857.20 107.30 857.20 Free Free FULL FLOW...Lful1=i28.93ft 857.30 107.95 857.30 Free Free FULL FLOW...Lfu11=129.O1ft DS HGL Q SUM DS Chan. TW Error Error TW Error +/-ft +/-cfs ft +/-ft .000 .096 Free Outfall Vh=2.871ft HL=6.952ft Hev= .OOft .000 .608 Free Outfall Vh=2.979ft HL=6.723ft Hev= .OOft .000 2.605 Free Outfall Vh=3.022ft HL=6.831ft Hev= .OOft .000 4.529 Free Outfall Vh=3.065ft HL=6.935ft Hev= .OOft .000 6.401 Free Outfall Vh=3.108ft HL=7.038ft Hev= .OOft .000 6.694 Free Outfall Vh=3.115ft HL=7.056ft Hev= .OOft .000 8.240 Free Outfall Vh=3.150ft HL=7.145ft Hev= .OOft .000 9.998 Free Outfall Vh=3.193ft HL=7.247ft Hev= .OOft .000 11.702 Free Outfall Vh=3.236ft HL=7.399ft Hev= .OOft .000 13.369 Free Outfall Vh=3.280ft HL=7.952ft Hev= .OOft .000 15.014 Free Outfall Vh-3.321ft HL=7.560ft ue.~= .nnfr .000 16.603 Free Outfall Vh=3.365ft HL=7.660ft Hev= .OOft .000 18.151 Free Outfall Vh=3.408ft HL=7.762ft Hev= .OOft .000 19.659 Free Outfall Vh=3.451ft HL=7.865ft Hev= .OOft .000 21.138 Free Outfall Vh=3.994ft HL=7.965ft Hev= .OOft .000 22.575 Free Outfall Vh=3.538ft HL=8.067ft Hev= .OOft .000 29.009 Free Outfall Vh=3.581ft HL=8.168ft Hev= .OOft .000 25.391 Free Outfall Vh=3.625ft HL=8.270ft Hev= .OOft S/N: 84YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 ~~/ss 3~ ~5S Type.... Individual Outlet Curves Page 9.28 Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev9-24-07.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = BA (Culvert-Circular) -------------------------------------- Mannings open channel maximum capacity: 82.32 cfs UPstream ID's= RI, WQ DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Next Elev. Q HW HGL DS HGL DS HGL ft cfs ft ft ft ------- -------- ------- -------- ------ 857.40 108.59 857.40 Free Free FULL FLOW...Lfu11=129.68ft 857.50 109.18 857.50 Free Free FULL FLOW...Lfu11=129.70ft 857.60 109.83 857.60 Free Free FULL FLOW...Lfu11=129.71ft 857.70 110.45 857.70 Free Free FULL FLOW...Lfu11=129.78ft 857.80 111.08 857.80 Free Free FULL FLOW...Lfu11=129.79ft 857.90 111.71 857.90 Free Free FULL FLOW...Lfu11=129.81ft 858.00 112.33 858.00 Free Free FULL FLOW...Lfu11=129.84ft DS HGL Q SUM DS Chan. TW Error Errcr TGd Errcr +/-ft +/-cfs ft +/-ft ------ ------ ------- ------- .000 26.800 Free Outfall Vh=3.664ft HL=8.381ft Hev= .OOft .000 28.142 Free Outfall Vh=3.707ft HL=8.479ft Hev= .OOft .000 29.439 Free Outfall Vh=3.751ft HL=8.581ft Hev= .OOft .000 30.743 Free Outfall Vh=3.794ft HL=8.681ft Hev= .OOft .000 32.009 Free Outfall Vh=3.838ft HL=8.781ft Hev= .OOft .000 33.238 Free Outfall Vh=3.882ft HL=8.882ft Hev= .OOft .000 34.466 Free Outfall Vh=3.925ft HL=8.981ft Hev= .OOft S/N: 84YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM S & ME Inc 5/21/2007 Type.... Individual Outlet Curves Page 4.29 ~ ~ ~ S5 Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-24-07.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = ES (Weir-XY Points) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes WS Elev. Q TW Elev Converge ft cfs - ft +/-ft ------- ----- - Computation Messages ------------------------- -------- 895.00 ------- .00 Free Outfall WS below an invert; no flow. 895.10 .00 Free Outfall WS below an invert; no flow. 895.20 .00 Free Outfall WS below an invert; no flow. 895.30 .00 Free Outfall WS below an invert; no flow. 895.90 .00 Free Outfall WS below an invert; no flow. 845.50 .00 Free Outfall WS below an invert; no flow. 845.60 .00 Free Outfall WS below an invert; no flow. 895.70 .00 Free Outfall WS below an invert; no flow. 845.80 .00 Free Outfall WS below an invert; no flow. 845.90 .00 Free Outfall WS below an invert; no flow. ~YbUV VV Lree VLLtfpii WS below an invert; no flow. 896.10 .00 Free Outfall WS below an invert; no flow. 896.20 .00 Free Outfall WS below an invert; no flow. 896.30 .00 Free Outfall WS below an invert; no flow. 896.40 .00 Free Outfall WS below an invert; no flow. 896.50 .00 Free Outfall WS below an invert; no flow. 896.60 .00 Free Outfall WS below an invert; no flow. S/N: 84YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 Page 4 . 30 ~ ~ / SS Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C_PondPackRev9-24-07.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = ES (Weir-XY Points) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q - - Tail Water -------------- - --- Notes ---- --------- WS Elev. ------ Q TW Elev Converge ft cfs ft +/-ft Computation Messages 846.70 .00 Free Outfall WS below an invert; no flow. 896.80 .00 Free Outfall WS below an invert; no flow. 846.90 .00 Free Outfall WS below an invert; no flow. 897.00 .00 Free Outfall WS below an invert; no flow. 847.10 .00 Free Outfall WS below an invert; no flow. 847,2p .00 Free Outfall WS below an invert; no flow. 847.30 .00 Free Outfall WS below an invert; no flow. 847.40 .00 Free Outfall WS below an invert; no flow. 897.50 .00 Free Outfall WS below an invert; no flow. 897.60 .00 Free Outfall WS below an invert; no flow. n~ F,- rlutfal 1 897 .70 v WS ~`"~ below an invert; no flow. 847.80 .00 Free Outfall WS below an invert; no flow. 897.90 .00 Free Outfall WS below an invert; no flow. 898.00 .00 Free Outfall WS below an invert; no flow. ggg,10 .00 Free Outfall WS below an invert; no flow. ggg,20 .00 Free Outfall WS below an invert; no flow. 898.30 .00 Free Outfall WS below an invert; no flow. S & ME Inc S/N: 84YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM 5/21/2007 tie/5s Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C_PondPackRev4-24-07.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = ES (Weir-XY Points) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q -- - Tail Water -------------- - --- Notes ---------------- --------- WS Elev. ----- Q TW Elev Converge ft cfs ft +/-ft ------- ----- - Com --- putation Messages --------------- -------- ggg.g0 ------- - .00 Free Outfall WS below an invert; no flow. 898.50 .00 Free Outfall WS below an invert; no flow. 848.60 .00 Free Outfall WS below an invert; no flow. 848.70 .00 Free Outfall WS below an invert; no flow. 848.80 .00 Free Outfall WS below an invert; no flow. 848.90 .00 Free Outfall WS below an invert; no flow. 849.00 .00 Free Outfall WS below an invert; no flow. 899.10 .00 Free Outfall WS below an invert; r,o flow. 899.20 .00 Free Outfall WS below an invert; no flow. 849.30 .00 Free Outfall WS below an invert; no flow. 899.90 .nn FYee n>>tfall WS below an invert; no flow. 849.50 .00 Free Outfall WS below an invert; no flow. 849.60 .00 Free Outfall WS below an invert; no flow. 899.70 .00 Free Outfall WS below an invert; no flow. 849.80 .00 Free Outfall WS below an invert; no flow. 849.90 .00 Free Outfall WS below an invert; no flow. 850.00 .00 Free Outfall WS below an invert; no flow. Page 4.31 S/N: 84YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 X13/ss Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C_PondPackRev4-29-07.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = ES (Weir-XY Points) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q - - Tail Water -------------- - --- Notes ------------ --------- WS Elev. ------ Q TW Elev Converge ft cfs - ft +/-ft ------- ----- - Com --- putation Messages ---------------------- 850.10 .00 Free Outfall WS below an invert; no flow. 850.20 .00 Free Outfall WS below an invert; no flow. 850.30 .00 Free Outfall WS below an invert; no flow. 850.40 .00 Free Outfall WS below an invert; no flow. 850.50 .00 Free Outfall WS below an invert; no flow. 850.60 .00 Free Outfall WS below an invert; no flow. 850.70 .00 Free Outfall WS below an invert; no flow. 850.80 .00 Free Outfall WS below an invert; no flow. 850.90 .00 Free Outfall WS below an invert; no flow. 851.00 .00 Free Outfall WS below an invert; no flow. 10 851 .nn Free n,_,tfall . WS below an invert; no flow. 851.20 .00 Free Outfall WS below an invert; no flow. 851.30 .00 Free Outfall WS below an invert; no flow. 851.40 .00 Free Outfall WS below an invert; no flow. 851.50 .00 Free Outfall WS below an invert; no flow. 851.60 .00 Free Outfall WS below an invert; no flow. 851.70 .00 Free Outfall WS below an invert; no flow. page 4.32 S & ME Inc S/N: 84YXYWGW6GBC PondPack (10.00.016.00) 9:39 AM 5/21/2007 Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-24-07.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = ES -- (Weir-XY Points) ------------------ ------------------ Upstream ID = ( Pond Water Surface) DNstream ID = TW ( Pond Outfall) WS Elev,Device Q Tail Water Notes WS Elev. Q TW Elev Converge ft cfs ft +/-ft --- ----- Computation Messages -------------------------- -------- 851.80 ------- - .00 ---- Free Outfall WS below an invert; no flow. 851.90 .00 Free Outfall WS below an invert; no flow. 852.00 .00 Free Outfall WS below an invert; no flow. 852.10 .00 Free Outfall WS below an invert; no flow. 852.20 .00 Free Outfall WS below an invert; no flow. 852.30 .00 Free Outfall WS below an invert; no flow. 852.90 .00 Free Outfall WS below an invert; no flow. 852.50 .00 Free Outfall WS below an invert; no flow. 852.60 .00 Free Outfall WS below an invert; no flow. 852.70 .00 Free Outfall WS below an invert; no flow. 852.80 .~v i'ree Outfall WS below an invert; no flow. 852.90 .00 Free Outfall WS below an invert; no flow. 853.00 .00 Free Outfall WS below an invert; no flow. 853.10 .00 Free Outfall WS below an invert; no flow. 853.20 .00 Free Outfall WS below an invert; no flow. 853.30 .00 Free Outfall WS below an invert; no flow. 853.40 .00 Free Outfall WS below an invert; no flow. Page 4.33 ~~~SS S/N: 84YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/200'7 Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-24-07.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = ES (Weir-XY Points) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes WS Elev. Q TW Elev Converge ft cfs ft +/-ft ------- ----- - Computation Messages ------------------------- -------- 853.50 ------- - .00 Free Outfall WS below an invert; no flow. 853.60 .00 Free Outfall WS below an invert; no flow. 853.70 .00 Free Outfall WS below an invert; no flow. 853.80 .00 Free Outfall WS below an invert; no flow. 853.90 .00 Free Outfall WS below an invert; no flow. 859.00 .00 Free Outfall WS below an invert; no flow. 854.10 .00 Free Outfall WS below an invert; no flow. 854.20 .00 Free Outfali WS below an invert; no flow. 854.30 .00 Free Outfall WS below an invert; no flow. 854.40 .00 Free Outfall WS below an invert; no flow. 0:J4 .JV vv Free Outfall WS below an invert; no flow. 859.60 .00 Free Outfall WS below an invert; no flow. 859.70 .00 Free Outfall WS below an invert; no flow. 859.80 .00 Free Outfall WS below an invert; no flow. 859.90 .00 Free Outfall WS below an invert; no flow. 855.00 .00 Free Outfall WS below an invert; no flow. 855.10 .00 Free Outfall WS below an invert; no flow. Page 4.34 ~s~55 S/N: 84YXYWGW6GBC S & ME Inc PcndPack (10.00.016.00) 9:39 AM 5/21/2007 ~6~55 Type.... Individual Outlet Curves Name.... C Spill 10 WQOri File.... C:\TEMP\PondPack\Basin C PondPackRev4-29-07.ppw Page 9.35 RATING TABLE FOR ONE OUTLET TYPE Structure ID = ES (Weir-XY Points) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes WS Elev. Q TW Elev Converge ft cfs ft +/-ft ------ ----- Computatio ----------- n Messages --------------- -------- 855.20 ------- .00 -- Free Outfall WS below an invert; no flow. 855.28 .00 Free Outfall WS below an invert; no flow. 855.30 .00 Free Outfall WS below an invert; no flow. 855.90 .00 Free Outfall WS below an invert; no flow. 855.50 .00 Free Outfall WS below an invert; no flow. 855.60 1.01 Free Outfall Max.H=.10; Max.Htw= free out;; W(ft)= 10.80 855.70 2.93 Free Outfall Max.H=.20; Max.Htw= free out;; W(ft)= 11.60 855.80 5.53 Free Outfall Max.H=.30; Max.Htw= free out;; W(ft)= 12.90 855.90 8.73 Free Outfall Max.H=.40; Max.Htw= free out;; W(ft)= 13.20 856.00 12.51 Free Outfall Max.H=.50; Max.Htw= free out;; W(ft)= 14.00 ~Jb.1V 10.05 Flee vUtfaii Max.H=.60; Max.Htw= free out;; W(ft)= 19.80 856.12 17.61 Free Outfall Max.H=.62; Max.Htw= free out;; W(ft)= 14.93 856.20 21.75 Free Outfall Max.H=.70; Max.Htw= free out;; W(ft)= 15.60 856.30 27.20 Free Outfali Max.H=.80; Max.Htw= free out;; W(ft)= 16.90 856.40 33.21 Free Outfall Max.H=.90; Max.Htw= free out;; W(ft)= 17.20 856.50 39.77 Free Outfall Max.H=1.00; Max.Htw =fre e out;; W(ft) =18.00 856.60 96.89 Free Outfall Max.H=1.10; Max.Htw =fre e out;; W(ft) =18.80 S/N: 84YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 Type.... Individual Outlet Curves Name.... C Spill 10 WQOri Fage 4.36 RATING TABLE FOR ONE OUTLET TYPE Structure ID = ES (Weir-XY Points) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water - --------------- ------ Notes ------------------ --------- WS Elev. ------ Q TW Elev Converge ft cfs ft +/-ft Compu ------- ----- ----- tation ------ Messages ------------- -------- 856.70 ------- - 54.58 Free Outfall Max.H=1.20; Max.Htw=free out;; W(ft)=19.60 856.80 62.84 Free Outfall Max.H=1.30; Max.Htw=free out;; W(ft)=20.40 856.90 71.69 Free Outfall Max.H=1.40; Max.Htw=free out;; W(ft)=21.20 857.00 81.11 Free Outfall Max.H=1.50; Max.Htw=free out;; W(ft)=22.00 857.10 91.13 Free Outfall Max.H=1.60; Max.Htw=free out;; W(ft)=22.80 857.20 101.75 Free Outfall Max.H=1.70; Max.Htw=free out;; W(ft)=23.60 857.30 112.97 Free Outfall Max.H=1.80; Max.Htw=free out;; W(ft)=24.40 857.40 124.82 Free Outfall Max.H=1.90; Max.Htw=free out;; W(ft)=25.20 857.50 137.28 Free Outfall Max.H=2.00; Max.Htw=free out;; W(ft)=26.00 857.60 150.37 Free Outfall Max.H=2.10; Max.Htw=free out;; W(ft)=26.80 7 I V O . 1 i ~- `- `~' `~ J Max.H=2.20; Max.Htw=free out;; W(ft)=27.60 857.80 178.97 Free Outfall Max.H=2.30; Max.Htw=free out;; W(ft)=28.40 857.90 193.50 Free outfall Max.H=2.90; Max.Htw=free out;; W(ft)=29.20 858.00 209.19 Free Outfall Max.H=2.50; Max.Htw=free out;; W(ft)=30.00 S/N: 89YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 9155 Appendix A Index of Starting Page Numbers for ID Names r, -1 --- B ---- BASIN C... 3.01 ----- C ----- C Spill 10 WQOri... 9.01, 4.05 CARLISLE C HYDRO C10yr... 2.01, 2.02 --- W ---- Watershed... 1.01 ~~~55 S/N: 89YXYWGW6GBC S & ME Inc PondPack (10.00.016.00) 9:39 AM 5/21/2007 Uniform Flow ~ ` ~ ~ ~ ~~ ~55 109 Arl Irish engineer named MarLrling found that the equation U = KRZ/3St/2 fit experimental data quite nicely. This equation is known as Manning's equation and dir~ers from Chezy's .equation only in the exponent on R. So that. the factor related to the channel roughness. would .increase as roughness increased, Ivlanning's equation, is generally written- as . v.= ~1/n)RZ~SI/z in the metric system with v in meters per second and R in meters. The coefficient n is known as Manning's n. In the English system of units, Manning's equation is 1.49 v = R'-/3St/2s (4.23) n where v is in fps, R is in feet, and S is in feet per -foot. Tables of Manning's n are-widely available..Table 4.; is such a. table taken from several sources, drawing heavily on Schwab et al. (1966; 1971). 1Vlanning's n is influenced by many factors, including the physical roughness of .the channel surface, the irregularity of the channel.cross section, channel alignment and bends, vegetation, silting and scouring;-and obstruction within the channel. Chow (1959) displays -some photographs of typical channels and the. associated- values for Mannng's n: Fig~ue 4:9 contains .some useful relationships for calculating the hgiiralilic properties of A, P, R, and top width, T, for three common channels. For natural channels, these properties are best determined from measurements based on the actual cross sections of the channel. - TClble d. l Typical Values for 1Vlanning's n ~ ' . Type and description . n Values° Type and description ° . of conduits n Values. - Min. Design Max. of conduits. Mm. Design . Max. `Channels, lined Asphaltic concrete, machine placed Asphalt, exposed prefabricated Concrete Concrete, rubble . Metal; smooth (flumes) - 'Mefal, corrugazed Plastic - Shotcrete Wood., planed (flumes) . Wood, enplaned (flumes) Channels, earth Earth bottom, rubble sides Ihainage ditches, Large, no vegetation (a) < 2.5 hydraulic radius (b) 25-4:0 hydraulic radius (c) 4,0=5.0 hydraulic radius (d) > 5.0 hydraulic radius Small drainage ditches - Stonybed., weeds on bank Straight and uniform Winding; sluggish Channels, vegetated (See subsequent discussion) °Selected from numerous sources. s ~; . -- ----- -- ~i r!; .. 0.0]4 0.015 . 0.012 0.015 0.018 0.076 0.029 o.ol l o.o~s .0.021 0.024 0:026 O.Ol2 O.Ol4 .0.0]6 0`0.17 0.009. 0.012 0:016 0.011 _ 0.013 0.015 0.028 0.032 0.035 0.040 0.045 0.035 0.040 0.030 0.035 0.025 0.030 0.035 0.040 -0.040 0.025 0:035 .0.040 0.017 0.0225 0.025 0.0225 -0.025 0.030 iVotura! Streams . (a)-Clean, straightbanl:, full stage, no riffs or deep pools 0.025 (b) Same as (a) but some weeds.and stones ~ 0.030 (c) Winding; some pools and shoals, clean 0.035 (d) Same as ,(c), lower stages, more. ineffective slopes and`sections 0 p40 (e) Same as (c), some-weeds and stoves 0.033 (fl Same ac (d); gtnnv cer[_inn~ ~ V~j (g) $]uggish river reaches, rather weedy or with very deeP]?o91s 0.050 (h) Very weedy reaches 0.075 Pipe Asbestos cement Castiron, coated 0.011 Cast iron, uncoated 0.012 Clay or concrete drain tile: (4-12.iq.) - 0.070 -~ Conciere 0.010 Metal, cormgated 0.021 Steel; riveted. artd spiral O.OI3 Vitrified sewer_pipe 0.010 V/ood stave 0.010 Wrought iron, black 0.012 Wrought iron, galvanized 0.013 . 0.033 0.040 0.050- . 0.055 0:045 O.U60 0.080 0.150 0.009 0.013 0.014 .. °, E)~115. j 0:010& -`(1.6`•20 y -~~ Hydraulics of Flow Control Devices ~ rzrs .-s~ .SLUICE GATE Q= Klyz (2gH) o~ K dec. os(y~ /H)inc from 0:5 to 0.6 - L~ gote width. . H y3 y2 = gate opening y2 = BROAD CRESTED WEIR H ... YI _ w ' j" - Q~ 3:087 LFI LS L= Witlth St~~SS 945 SSE CONiR~C?ED WEIR coz ~s~ Oti3.1L H -a - lNLc2CoU-~tG~FrvT >2H L>3H >2H 'L~NSdU . OR1F]CE `o) ~ (d) ; Q- C~~2~H~o.s v-woruf wEiR Q~~;~H~ A~'Onfice.Meo K 2S !0 2.7 . -~ .(a -C ~ 0 6.1;- . 6>~s ~ (b) ~ ~ (b) C =0 98 . ~ H o-z.5 ilL'roR g•9o' (e~ C ~ =0i80. (c) ~ (d) C~ =0.51 r- WATERWAY EXPERIMENTAL STATION STANDARD' SPILLWAY - I S ~ ~ . H Qa4:03lY. FOR W > 1.33 _ l ~ - , H w tip' L= Width- Figure 5.9 Typical bead-discharge relationships (Kao, 1975). the weir. Broad-crested.. weirs are - .sometimes used where a structure :previously -existed or where debris may 'damage' asharp-crested weir. Broad-crested .weirs are discussed,in a subsequent section. Sharp-crested wens can have several shapes;. includ- ing:rectabgular, triangular, trapezoidal, or a combina- Lion of these, to provide the desired sensitivity ,at the required flow capacity. A weir .is classified according to the .shape of its notch: 't'riangular (also called V-notch) weirs have greater .control. under.-low flow :conditions than do rectangular weirs and are often -used where precise -flow measurement is desired. Conversely, rec- tangular weirs have large capacity but have less.sen~i= . __ _- tvity far flow..;measurement: Aweir can vary. in physical size from quite small to very large: Consequently,-the controlled discharge; can vary substantially. The ds- charge ,across a rectangular weir is defined .- by the egtiatien where Q is discharge in cubic.-feet per second, C is the weir coefficient-(dependent upon units and weir shape), _ ~I~SS Hydraulics of`Culverts ~~~- ~~ • 169 S. Flow ;velocities or tailwater depth in the down- stream chat%ne] - 6. Size;, s~'ape- and entrance type -for trial culvert. A suggested trial size is a diameter (or height for non-cir- cular culvt~`s`)-of.~IW~ divided by 2. '. ~~_ end Ma>aroum Headivatei Depth for Trial Culvert Under Inlet and Outlet Control Conditions _ A. Inlet control 1. Given Q, L?,-..and entrance type; ,select the . appropriate control nomograph to find headwater -depth required (Fig. SBa or 5B.2). a. Connect .the given culvert diameter D and discharge Q :with a straightline, Continue the line to the .first HW/D scale, indicated as (1). b, Find the HW/D scale that ;represents -the entrance type used. If necessary, extend the :poirrt of intersection from he first line horizontaIly to ' -scale (2) or (3).. c. Multiply HW/D by D o calculate HW. 2. If 'HW is ..greater or less >than allowable, . se9ect another trial:size until the HW is within the desired Tanga: _ B. Outlet control ' 1 Given Q, D, entrance type, and estimated-tail,. water depth TW (feet}above the outlet im~ert for fhe design how in the downstream channel. a: Select the outlet control nomograph -for the- desired culvert configuration (Fig. SB.3 or 5B.4). Find the enhance coef[rcent Ke frOm Table 5.4. b. Find the Ke on the, length scale on the nomograph: c. Connect the K~ paint -on the length. scale to the size of the culvert using a straight lute and mark the7p~oint where tlxe straihb# linecrosses the cc.tlii ~'iI:ilg iti i,u.n - -_ d. Form a straight line with the point marked on-.the turning line and the design Q and project to the head scale.`Read. H on the head scale. 2. If the tailwater, TW, elevationis lower than the top of'the culvert outlet, use . d~ +:D ho = 2 (5.21) or T'W; whichever is greater,-where d~ is the critical depth (feet) determined from the corresponding crit- ical :depth chart; 3. If TW elevation is higher than or equal to the top of the :culvert outlet, set ho .equal to TW. Find HIV using 11W = H + ho - SoL. (5.22) Teib{e 5.4 .Entrance Loss Coe~icFetits (after FHA, 1985) - Out]et control, full or partly full1entrance head loss ~- I~ = ~ L2B~ Type of structure and design of entrance - Cceffirient K~ Pipe, concrete - projecting from fill, socket epd (gFFoove end) 02 Projectibg from fill, square cut end OS Headwall or headwall and wingwalls Socket end of pipe (groove end) - - 02 5goare edge . - - OS Rounded {radius = Q D)_ ~ - 0.2 Mitered tg conform to~fill'slope 0.7 . End sectoff confomi~g to fill slope" ~ 05 eveledredges,33:7° ~" 4-°- `ve ~ 02 BiSe-.or slope-tapered inlet 0.2 Pipe; or papa-aich; corrugated metal ~ - Projectingfrom fill (no beadw.all) .09 Headwall or.headwall and wingwalls square edge OS Mitered to confoml to fill slope, paved or unpaved slope 0.1 End section conforming to,fill slope" - 05 Beveled_edges 33.'7° or~5°:bevels 01 Side= or slope-tapered inlet _ - . 02 Bqz, reinforced concrete Headwall parallel to embankmeriC (no wingwalls) Square edged on three edges -0S Rotmded_ on thtee edges to radius of .u ban-el dimensron;~:or be~eeled edges.on three sides D.2 Wmgwalls are 30° to 75°ao barrel square edged at crown 0 4 Crown edge rounded to radius of n barrel dimension; or beveled iop edge 0.2 Wmgwall at 10° to 25° to barrel . Square edged at crown -0.5 Wingwalls parallel (extension of sides) Square edged at crown 0.7 Side orslope-tapered inlet 02 °Eitber metal' or concrete .sections commonly available from mono- - facnrrers. From`liIIrited hydraulic test they -are equivalent m opy"rapon t0 a - . headwall in both in7et;and outlet .control Some end sections ~ncor_porat= ing a cigsed taper in their. design, have a superiorhydrauhe peri'otinance. Sz/55 ~~f ~ ~ ~ 3. Plug Flow- Fluid particles pass through the basin and are discharged in the same sequence in which they enter. The particles remain in the system for a time equal to the theoretical detention time. This type of flow is especially appropriate for basins with high length-to-width ratios (Metcalf and Eddy, Inc., 1979). 4. Primary Outlet- The:prirriary outset is often constructed of a riserlbarrel assembly and provides. flood protection (i.e., for the: l0-yr. storm).or reduces the frequency of the operation of-the emergency-spillway I.3 Design Requirements The following design requirements provide guidance for water gaality control. Water quantity control may -also be-requued by the local governmenC.or municipal authority. L Permanent 9-~ater Quality Pool a. The surfaca area required cast be determined using the permanent pool surface area.! drainage urea (SAl1)A) ratio for given levels of impervious cover and basin depths as dut}sued in Table Ia. The 3A/DA table is.based.upon 85% TSS rei~oval,in the piedmont: SAlIDA°Tables for the coastal counties are avalableafiom your local DWQ Regional~Offce. .:. _ . b. Average:p~imanent water quality pool depths should.be;be[ween.3 to 6 feet with a required tninimum'of 3 fey.[. c. Impervious areas.used foraizing should be those that areexpected in the finalbuildout of the development and any offsite :runoff that drains to the pond. d. Enough volume should be included in the. permanent:pool to store the sediment that-will accumul~te'between cleantiut periods. e. A forebay (u+bich may be established liy a weir) must be included,-to encourage: early settling Ttus allows drainage of only a portion of the basin in orller to excavate accumulated sediment. Th'e.forebay volume should equal'about 20% of the totaY~basih volume. Ivlultiple inlets mny require additional forebay volume. - . 2. Temporary Water Quality Poor a: The temporary water quality pool is sized to detain the runoff volume from the first inch of rain. This requirement refers to volume and not.a particular design storm. b. The temporary water quality pool for extended detention must be located above the permanent vrater quality gaol. ~" c. The.outlet:device for this temporary. waterquality.pool should be sized to release the. runoff volume associated with the first 1-inch of rainfall over a drawdown period of 48 to 120-hours (2 to 5 days}. 4 S3 /SS ~~. ~ ~ 3. General a. Basin shape should minimize dead storage areas and short circuiting. Length to width ratios should be 3:1 or greater. (Barfield, et al., 1981, pp. 426-429; Florida DEP, 1982, Rg• 6-289). b. ff the basin is used as a sediment trap during construction, all sediment deposited during construction must be remov'ed~l>rfore riormal operation begins. c. Agpatic wegetagon should be .included for. a wetland type detention basin (Maryland DNR, Mar6h 1987;Schuelei, 1987, Chapter 4 and A). A:minimum ten-foot wideatiallow sloped sh~elf:s needed~at the.edge of the basin for safety and "to-provide appropriate conditions for aquatic vegetation,(~chueler, 1987). This shelf should be sloped 6a or '. flatter.and extend to a de th of 2 -feet below the surface of the permanent poo1~-(3haver P and lVlaxted; DNREC, 1994). A list of suitable wetland species apd.propagation xechniques are providedin-Schueler (1987) and'Maryland DNR (1987).' d. An emergency drain (with;a pipe sized to drain,tlie pond in less than 24 hours) hould be install'ed.in X11 ponds to allow access for rSerrepairs and sediment removal (SChueier, 1987). Table 1:1 Surface'Area to Drainage Area Ratio:For~Permanent Pool Sizing For 85% Pollutant Removal Efficiency in the Piedmont % lmperVtOllS Cover 3:0 4A _ 5.0 6 0 7i0 840. 9.0 20 0 97 0:79 0.70 0:59; 051 0.46 0:44 30 1.34 1'.08 0.97 0:83 0:70 0.64 U.62 4.0 1.73:. ~~~.. ' 1:43 ~ - .1:25 ~- 1:05 0:90 0:82- 0:77 50~ ~ ~~ 2:06 L:73 1.50 1.30 ~ 1.09 1.00 0:92 ~: 60 2.4D 2:03 1:71 I.51 ~ 129 1. l$ l 0 70 2:88 ,. .:2:.40 2.0.7 ` 1.79. 1.:34 1.35. 1:26 80. 3:36 2r $ ~ 2:38 2.h0 '1:86 1:60 i.42 9.0 3.?4 .3.10 2:66 2:~4 2.l i 1.83 1.67 Notes: Numbeis given in the body of the Gable are given in pereenthges. Coastal SA/DA ratios can lie obtained .from the local DR~Q Regional Office. 5 S~~SS -- anhAmakan0inan ECMDSYaagn/3 i~/23/2007 ~3~PM~COMPUTEDBY JM8 OJECiNAME; ProlaotBiNsvs. _ __ d'ROUEL7NO.. 1356~OS27rB __ '~ ST T N/R - , -basin C {TO STAiION/REAdr1i: Enaio Spivar -~RAINA6~AREA E5 MN Or'ry ~~ - ~- ~~~ #SIGN FREgUENCY 100y~ -- HYDRAULIC RESULTS (dales Padadlh~l ~ Ilpc Aualw~l Ra6wM11 paoNilX1 I 7,6 T20 1.93TS11 05t 068 OS75 5 - 0.0100 ~ Il~ ~' I 1 S.0 • W~~1.O0 d _ o'~uJ Not to Scab Rsach Maturp yps labily Arialy' VageWion ada'stia Pansst~Lle Calaleled Salary Facto Ranaks Staple Pansm Phass t~aa ype D Sfxs S~su Ivdl SMa Sties: Ivsll S4ei0ht DS75 Umegetetal 1.55 0~2 3.65 STABLE Stapb D Bads to IrpiA Saeen ss~ss --_~_.-___ _- --- _____ _----•-- --- - -T-- -___ _ ----- PlodhAmakanG~een•ECMD5Vaea~n/.3 15/23/2007 ~356PM~DMPUTEDBY:,IM6 PRDJECTNAMEi Ptaed®tlesys __-__--- _ ~RG.n:LTNO, 1356-0S27AB -__ _..-_...-- ---_---. __...-. iR~TATIO~i 6ashC TOSTATION/R~- A~C'1^i: EmagSp~wsv ~iNNAGEOjiE~Vapeletsdpr~y IDE$IGNFREQUENCY:~toQ+ t.ryTynu Y r RESITS ~.Oe e • 0pol au(co.hj R~au4c 7.6 120 1.55 11,37 0.62 0.01 UrrenfaoedV '' (I~~ I(' S R 0.0100 1 ~' ~ 1 Na ro seab Reach Manrq yPe labily Vagdalion ChraedMStica Pemiem'ds CekJNed Salely iacla Remake tapb Panem Phase C3aee Type Dandy Shea Sdsea ipol 6hea 5dea Ipd1 Sdaphl Uevairiacad VepeWtion D sod 50.752 3.33 0.51 6.59 STABLE Sd Si loan 0.035 0.008 1.65 STABLE Back b Irpul Sueen