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Home My WebLink About20131267.tiff(mil TETRA TECH January 9, 2013 Ms. Jennifer Petrik Weld County Public Works 1111 H Street Greeley, Colorado 80632 Subject: Proposed Drainage Design for Anadarko's Pump Station and Water Storage Facility Dear Ms. Petrik: This letter describes Tetra Tech's proposed drainage design for Anadrako's pump station and water storage facility located in the east half of the southeast quarter of Section 22, Township 2 North, Range 63 West, of the 6th Principal Meridian, in Weld County, Colorado. The site is located in Zone C, area of minimal flooding, on the National Flood Insurance Program's Flood Insurance Rate Map (FIRM) Panel Number 080266 0925 C dated September 28, 1982 (attached). The 80 -acre parcel, currently an irrigated field, historically drains from south to north. Flows are collected on the north side of the site by an irrigation tailwater ditch that sends flows east to the roadside ditch. No offsite flows impact this site because a roadside ditch diverts flows that approach the southern property boundary; the property to the west flows south; and the eastern property boundary is protected from offsite flows by a roadside ditch. To our understanding, the property has not had historical flooding problems. The soils on the site identified by the Natural Resource Conservation Service's (NRCS) Soil Survey for the Southern Part of Weld County, Colorado (attached), primarily the Weld Loam and Colby Loam groups, are primarily classified as hydrologic group C with slow infiltration rates when thoroughly wet and slopes of 0 to 1 percent. The developed portion of the site is located in the middle of the 80 -acre parcel and consists of roughly 2.1 acres encumbered by gravel and buildings. Since the developed portion of the parcel consists of less than 3 percent of the entire site, the requirement for detention / retention is waived (as confirmed per your email dated December 27, 2012, attached); however; water quality treatment is required. Per Weld County regulations, we have utilized the Urban Drainage and Flood Control District's (UDFCD) Urban Storm Drainage Criteria Manual Volumes I, II, and III with the modifications found in the Weld County Storm Drainage Criteria Addendum for calculation of rainfall, runoff, and the required water quality capture volume. Rainfall determination for this site is based on rainfall depths found on the National Oceanic and Atmospheric Administration (NOAA) Atlas II Volume 1 for Colorado (attached). The proposed site is to be graded with a high point between the two storage tanks and minimum grades on the gravel shall be maintained at 1 percent. The site will drain generally to the north with flows splitting from the middle of the site to the east and west. The flows are to be collected in a swale that surrounds the site and drains to the northern side of the graveled area at slopes of 0.4 percent. The swale will widen on the northern side to include a 4 -foot bottom for maintenance and containment Tetra Tech 3801 Automation Way. Suite 100, Fort Collins CO 80525 Tel 970.223.9600 Fax 970.223 7171 www.tetratech.com Proposed Drainage Design for Anadarko's Pump Station and Water Storage Facility January 9. 20 I 3 of the water quality capture volume. The outlet of the swale / pond shall be a 20 -foot wide spillway on the north that daylights to existing grades. No pipe outlet is proposed for this facility as the pipe would not daylight unless the entire storage area was placed in fill material, which is not a preferred condition. The undeveloped property flows from the area upstream of the tank and pump station are proposed to be diverted around the site using an 18 -inch tall berm. This berm will keep irrigation flows (if irrigation is maintained) and stormwater flows from impacting the site. The berm will allow flows to be diverted to the roadside ditch to the east and to the rest of the irrigated field to the west. The berm will also keep undeveloped flows out of the water quality pond. A summary of the hydrologic analysis and water quality capture volume data for the site is provided in the table below. The table includes data for both the developed 2.1 -acre parcel and the 80 -acre parcel. The additional 0.5 acre is included in the drainage swales and water quality capture volume pond. Details Proposed 2.1 -Acre Parcel 80 -Acre Parcel Undeveloped Percent Impervious i 0% 0.0% Developed Percent Impervious 52% 0.6% 100 -year Undeveloped Runoff Coefficient 0.50 0.50 100 -year Developed Runoff Coefficient 0.61 0.50 100 -year Developed Flow 10.5 cfs 197.0 cfs Water Quality Capture Volume 0.034 ac -ft (1,481 ft') N/A The water quality pond will discharge to the adjacent grade when storm events result in runoff volumes larger than the facility can contain. Flows will be handled through a 20 -foot wide spillway that includes a 20 -foot by 10 -foot by 12 -inch pad of Type VL buried riprap. The flow depth of the 100 -year storm event through the spillway is 0.35 foot with a velocity of 1.49 feet per second, well below erosive velocities. Our calculations for rainfall, runoff, water quality capture volume, spillway sizing, and riprap sizing are attached. Please feel free to contact me with any questions or concerns. Sincerely, Tetra Tech .Kte4 Amber Kauffman, P.E., CFM Project Engineer III Attachments: FIRM Map Previous Correspondence NRCS Soil Survey Data NOAA Atlas Maps Rainfall Calculations Runoff Calculations Water Quality Capture Volume Calculation Spillway Sizing Riprap Sizing Use by Special Review Drawings TETRA TECH 2 Kauffman, Amber From: Sent: To: Cc: Subject: Jennifer Petrik <jpetrik@co.weld.co.us> Thursday, December 13, 2012 11:00 AM Kauffman, Amber Kim Ogle; Heidi Hansen water storage tanks -secondary containment Amber, We received a call from you on December 12, 2012 inquiring about secondary containment and detention requirements for a site that you are working on that includes 2-1 million gallon well water above ground storage tanks. Heidi Hansen of Public works and I discussed the requirements with Troy Swain of Weld County Environmental Health and Kim Ogle of Weld County Planning. As the tanks contain well water, secondary containment is not required by Weld County. Stormwater detention is required for the site per County Code to detain the 100 -year developed on -site flow and release at the 5 -year historic rate. In order to reduce liability risk, Tetra Tech and the applicant may want to consider measures to reduce damage to downstream properties in the event of a tank rupture. The owner is solely liable for any damage caused by failure from the site. Weld County will not be held liable. Any measure to reduce risk is at the discretion of the applicant and not required by Weld County. Please feel free to contact me with any questions. Thank you, -Jen Jennifer Petrik Engineer I Weld County Public Works 1111 H Street Greeley, CO 80632 970-304-6496 x3762 Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. 1 Kauffman, Amber From: Sent: To: Cc: Subject: Jennifer, Kauffman, Amber Friday, December 14, 2012 10:10 AM 'Jennifer Petrik' Kim Ogle; Heidi Hansen; Eaton, Brad RE: water storage tanks -secondary containment Just want to run something by you I know the County doesn't particularly want a retention pond; however, the site and the size and location of the developed area as compared to the overall site lend it more toward retention. The natural grades out there are about 0.4% draining to the north. With little to no fall across the site, we would have to put the detention pond in fill material and elevate the site entirely in order to get adequate drainage. If the pond was not constructed in a fill condition a discharge pipe would not be able to daylight because we would be chasing grades too far (likely beyond the limits of the site) due to the flat existing grades. For a detention scenario, we are looking at a requirement of 0.30 ac -ft of detention. The discharge from the detention pond would need to be 1.47 cfs. This flow rate is so small that it would be difficult to maintain with an orifice as is typically done on developed properties. These properties were developed solely for the developed area (approx. 2.6 acres) as compared to the entire parcel at nearly 80 acres. The overall site 5-yr historic runoff is about 30.8 cfs. The total 5-yr developed site runoff is 32.2 cfs. If we were to propose retention, we understand that a percolation test would be required prior to approval and a variance would be required to allow retention as opposed to detention. In this case, the required retention volume would be 0.4 ac -ft, a minor increase in storage that would likely make the project much easier to construct and operation of the stormwater facility much more viable. The saturated hydraulic conductivity for the NRCS Soil Survey is 9 µm/s (or about 1.28 inches per hour). Applying a safety factor of 2 to this number and the County's requirement to drain in 72 hours we could size a retention pond that would be 31'x30' (bottom area) and empty the 0.4 ac -ft in the amount of time required. This size is not feasible due to the depth required, so a pond 94'x94'x3' deep would hold the entire volume, provide 1 foot freeboard, and discharge the required storage volume in approximately 37 hours (18.5 hrs without the safety factor). If this sounds reasonable, please let me know. I understand you don't want to recommend a variance without seeing the calculations; however, some initial buyoff would be appreciated so that we don't proceed in the wrong direction and give the client bad information. Sincerely, Amber Kauffman Amber Kauffman, P.E., CFM i Water Resources Engineer Phone: 970.223.9600 I Fax: 970.223.7171 amber.kauffman' tetratech.com Tetra Tech I Complex World. CLEAR SOLUTIONSTM 3801 Automation Way, Suite 100 I Fort Collins, CO 80525 I www.tetratech.com PLEASE NOTE: This message, including any attachments, may include privileged, confidential and/or inside information. Any distribution or use of this communication by anyone other than the intended recipient is strictly prohibited and may be unlawful. If you are not the intended recipient, please notify the sender by replying to this message and then delete it from your system. 1 Kauffman, Amber From: Sent: To: Cc: Subject: Jennifer Petrik <jpetrik@co.weld.co.us> Friday, January 04, 2013 7:59 AM Kauffman, Amber Heidi Hansen Water Quality feature - PRE12-0196, PRE12-0197 Hi Amber, Thank you for the voicemail yesterday. The water quality feature for this project does not need an outlet structure. A sized depression lft-2ft deep is sufficient. Please feel free to contact me with any questions. Best Regards, -Jen Jennifer Petrik Engineer I Weld County Public Works 1111 H Street Greeley, CO 80632 970-304-6496 ext. 3762 Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. 1 APPROXIMATE SCALE O I z I NATIONAL FLOOD a IC Lai acC CC 6i! CC CO gig Irlos t•` 0 W F 2 Q 1- 1 - in 5 n V .•s d. La - to C in x N `� C, �' u�< x •• Q. \� sCJ . i to 3crai in CdIC o. t A• Cs • • • N 141 CO M • Ly Op (%1A ac • C1- lagw CO LJ a..• tai to 0 N so Y C o E da CG - O d • c N a 4. ;? v '55po -V asst .nE�c$ • y co 156 O �Ecr GELL d NE2 • C a �0 IL le ms a W 0 c -5 tot J' ° �2 E de '5 U.Ctu c.`-t-' to a 'a03, �ele E m uu L l9 t Y C o EID zai ° Rya tS O .. I 1 r. . In em �. w O N • a+. • N t • • • •'f .• _ _ 11111,, •:. - •y,•_•'`'-•- _.•.-. •• •r �� •' .�'.. . •a .*.•,. r. ti •.+1 ••-4 - :•; �i. .:?: . ••••;!...•V -i i. 1,r t•. •• +, ... i - •- • . a •....41.1• .••• . . .l _ 1, .. . • •.l. • - • -• • • . . .S ♦ . • ••• • I. �•.• \ • •ti.�'•••.:i �.• " ?..•_.• ♦• Y ♦,tom ♦1, .:. r, 4. :.. j ;..� •. •1 J ......C;•u- N ♦) • • O 8 Saturated Hydraulic Conductivity (Ksat)—Weld County, Colorado, Southern Part 40' 7.27' 40.6' 58" 104' 25' 13' A Map Scale. 14,300 if printed on A size (8 5" x 11') sheet. 0 40 80 160 Meters 240 0 150 300 600 Feet 900 104' 24' 45" 40.7' 27" 40' 6458" USDA Natural Resources Conservation Service National Cooperative Soil Survey Web Soil Survey 12/11/2012 Page 1 of 3 Saturated Hydraulic Conductivity (Ksat)—Weld County, Colorado, Southern Pail MAP INFORMATION MAP LEGEND Map Scale: 1:4,300 if printed on A size (8.5" x 11") sheet Area of Interest (AOI) The soil surveys that comprise your AOl were mapped al 1:24,000. Area of Interest (AOI) Warning: Soil Map may not be valid at this scale. n c \0 c.) c c o 0 7 2 \ Ci co _ .= 0 (t3 •— eea�3 / c tt -0 E %/ ?EE ma_ im E S a:1 f__ o ir$f/ c ` o o $ c 2/o / �k /I EE2 2222 = w = tf m » ° E2�= _ § 0 m2�s L E a (n \ Soil Map Units > 9.8344 AND <= 10.6579 U a E / / > \ k .o k cis ba / � a2 a) 0 \ c E �3Z CI) o r 03 y m a) 0 o O Q6.~ 75 _ • 73 i- \..e M O3 in Z D E /2 6>. o c = § >e m eE 2®± ,_ 2 o 0 $ 2 0 = M� �� aE //f Not rated or not available Political Features { a k 0 \ ) q k d =CC 0 0 q 0 � _ 0 m U CC 2 0 m / E $ § \ -C & I- PLSS Section 1 El Water Features E 1E _ \2'- a b ] ./ E 3&E 5 - / / o 0 E 0 �q //� \% OE0 CO w V ° E 2N 2 ff�0 0 = E o & 2 « � / k ®� & «© 0 E a o c « k E -O o F q = c a E = 2 ? $ E as f « $ a a) _ a) _ « 32ID O% $k \ \-5tf «2 f2a2 a) E -'V o = _ (D C) o f / 2 0 $ 2 E E E n @ O R E.E 2 Streams and Canals Transportation tn W Interstate Highways a, J / Major Roads Local Roads Natural Resources Conservation Service Saturated Hydraulic Conductivity (Ksat)—Weld County, Colorado, Southern Part Saturated Hydraulic Conductivity (Ksat) Saturated Hydraulic Conductivity (Ksat)— Summary by Map Unit — Weld County, Colorado, Southern Part (CO618) Map unit symbol Map unit name Rating (micrometers per second) Acres in AOl Percent of AOl 14 Colby foam. 0 to 1 I percent slopes 1- 10.6579 17.9 , 23.4% 73 I Weld loam, 0 to 1 ` 9.8344 percent slopes Totals for Area of Interest Description 58.6 76.6% 76.4 100.0% Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a saturated soil transmit water. The estimates are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, particularly structure, porosity, and texture. Saturated hydraulic conductivity is considered in the design of soil drainage systems and septic tank absorption fields. For each soil layer, this attribute is actually recorded as three separate values in the database. A low value and a high value indicate the range of this attribute for the soil component. A "representative" value indicates the expected value of this attribute for the component. For this soil property, only the representative value is used. The numeric Ksat values have been grouped according to standard Ksat class limits. Rating Options Units of Measure: micrometers per second Aggregation Method: Dominant Component Component Percent Cutoff: Tie -break Rule: Fastest Interpret Nulls as Zero: No Layer Options: All Layers None Specified USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/11/2012 Page 3of3 Hydrologic Soil Group —Weld County, Colorado, Southern Part (Anadarko Pump Station Site) 40' 7' 28" 40.6' 58" 104' 25' 13- V N in V N N A Map Scale: 1.4,380 if printed on A size (8.5" x 11") sheet 0 40 80 160 Meters 240 0 150 300 600 Feet 900 134'24'45" 40' 7' 2: 40' 6' 58' USDA Natural Resources a Conservation Service National Cooperative Soil Survey Web Soil Survey 12/4/2012 Page 1 of 4 CD E a. LU o c .o c o a U S -a o 3 t9 C 2 0 Co a_ O L MAP INFORMATION MAP LEGEND Map Scale: 1:4,380 if printed on A size (8.5" x 11") sheet. The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. N _� N O > E C E t 15 2 12 C cC ~ O ECU me E ca 8N N — w.Eaco) 0 N 6 o z Q O 4.0 m ` a S C w t0 co O Q N Soil Map Units a 0 C CO 0 E E cu N - a> V 033co t'.> O Q. U T CO 'C C Y Cu in r f 4) b' o re4, O ` a j N Jo E Q� • N .' a a2 U 0)O fa N N ° Z .10 CC oN c5 E y 0.a o m E c 0 co oz 0 o o> e N C 0 N O >. _ a• '5 tri '> a) ' c .0 Y a a; c N• ON E o o; t E� 6 4) oa o a a)PE so co �t2 of 0 a �° o u0iO3 16. P >. _a E N = D w cu j a) a N l0 C T N > • N C •� y ZD E c c,--) a) °-.o10 t >, a) tC O 0) a) c O a) c;.. ca O a) o '0 t^ O a Z cu ►- _ ''6 CD O C to Co - t Q O a L C a s In E co N > ti a o N y a eC C N o - 01 l9 t aN) co 8w cv na) (0 0) � o -92 'a� m > _Z m E°'E a cu c°o 0 t - S .c co o coo o - o ._ o 0e 0 0 w < Q m m U U C i7 t6 ®aIDDI 0 U Not rated or not available Political Features U 0 Water Features Streams and Canals Transportation H ea Interstate Highways N yy tD J m o m O D m Local Roads k Hydrologic Soil Group -Weld County, Colorado, Southern Part Anadarko Pump Station Site Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit— Weld County, Colorado, Southern Part {CO618) Map unit symbol Map unit name Rating Acres In AOl Percent of AOI ;14 ;78 Colby loam, 0 to 1 percent .B slopes Weld loam, 0 to 1 percent C slopes 19.6 59.6 Totals for Area of Interest 79.2 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or day layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of wa:er transmission. If a soil is assigned to a dual hydrologic group (A/D. BID, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition 24.7% 75.3°% 100.0% USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 12/4/2012 Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Anadarko Pump Station Site Component Percent Cutoff. None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 12/4/2012 Page 4 of 4 DRAINAGE CRITERIA MANUAL (V. 1) 0.8 0.9+ I1.0 1.0 03` � 55/ P ' 04 104 R 73 W 0.85 Q.95 R69W 09 Rw R 64 W Figure RA -1 —Rainfall Depth -Duration -Frequency: 2 -Year, 1 -Hour Rainfall Rev. 01/2004 Urban Drainage and Flood Control District RAINFALL R63W RA -13 httpi/www.wrcc.dri.edu/pcpnfreq/co2y6.gif w O C Co 1 L •j 1 I I I 1 1 CM O http://www.smc.dri.eduipcpareq/co5y6.gif w O C) CO N_ O Q http://www.vacc.dri.edu/pcpnfreq/colOy6.gif r w a is co a fV O Q http://vvww.wrcc.dri.edu/pcpntreq/co25y6.gif O714 c4 http://www.wrcc.dri.edu/pcpnfreq/co50y6.gif http://www.wrcc.dri.edu/pcpnfrey/co 100y6.gif N d� http://www.wrec.dri.edu/pcpnfreq/co2y24.gif tow O y Oa A. M O C Tr http://wwv► .wrcc.dri.cdu/pcpnti'cq/co5y24.gi f G V ti .:...iMa• — I I nJ II I } / Is I I I I, I i I G_1 — I SO N_ O http://www.wrcc.dri.edu/pc pnfreq/co 10y24.gif �\\M\\\\\'. \ l" \ NA tti, NALl V PIN http://www.wrcc.dri.edu/pcpnfreq/co25y24.g i f w G C) tti C y http://www.wrcc.dri.edu/pcpnfreq/co50y24.gif O Gr es N O http://www.wrtc.dri.eclu/pcpnfi-eq/co100y24.gif Depth -Duration -Frequency and Intensity -Duration -Frequency Tables for Colorado Hydrologic Zones 1 through 4 Project: Anadarko Pump Station Drainage Calculations Where is the Watershed Located? O Located within UDKD Boundary Located outside of UDFCD Boundary Select a location within the UDFCD boundary: Hydrologic Zone (1, 2, 3, or 4) Elevation at Center of Watershed = Watershed Area (Optional) = 1 4,777 N/A (see map) ft sq. mi. V Longitude: Latitude: 1. Rainfall Depth -Duration -Frequency Table If within the UDFCD Boundary, Enter the 1 -hour and 6 -hour rainfall depths from the USDCM Volume 1. Otherwise, Enter the 6 -hour and 24 -hour rainfall depths from the NOAA Atlas 2 Volume III. Return Period Rainfall Depth in Inches at Time Duration 5 -min 10 -min 15 -min 30 -min 1 -hr 2 -hr 3 -hr 6 -hr 24 -hr 2-yr 0.29 0.46 0.57 0.66 1.01 1.14 1.23 1.38 1.70 5-yr 0.41 0.65 0.82 0.95 1.45 1.61 1.72 1.90 2.20 10-yr 0.49 0.78 0.99 1.14 1.74 1.89 2.00 2.17 2.60 25-yr 0.60 0.95 1.20 1.38 2.11 2.30 2.45 2.68 3.03 50-yr 0.69 1.10 1.39 1.61 2.45 2.61 2.74 2.93 3.40 100-yr 0.78 1.25 1.57 1.82 2.77 2.95 3.09 3.30 3.80 500-yr 0.98 1.57 1.97 2.28 3.47 3.68 3.83 4.08 4.64 Note: Refer to Figures 4-1 through 4.12 of USDCM Volume 1 for 1 -hr and 6 -hr rainfall depths. Refer to NOAA Atlas 2 Volume Ill isopluvial maps for 6 -hr and 24 -hr rainfall depths. Rainfaf depths for durations less than 1 -hr are calculated using Equation 4-4 in USDCM Volume 1. 2. Rainfall Intensity -Duration -Frequency Table Return Period Rainfall Intensity in Inches Per Hour at Time Duration 5 -min 10 -min 15 -min 30 -min 1 -hr 2 -hr 3 -hr 6 -hr 24 -hr 2-yr 3.43 , 2.74 2.30 1.59 101 0.63 0.47 0.28 0.09 5-yr 4.92 3.93 3.30 2.28 1.45 0.90 0.67 0.40 0.14 10-yr 5.90 4.71 r 3.95 2.73 1.74 1.08 0.80 0.48 0.16 25-yr 7.14 5.70 4.78 3.30 2 '.1 1 31 0 97 0 58 0.20 50-yr 8.31 6.63 5.56 3.84 2.45 1.52 1.13 0.67 0.23 100-yr 9.41 7.50 6.30 4.35 2.77 1.72 1.28 0.76 0.26 500-yr 11 78 9.39 7.88 5.45 3.47 2.16 1.60 0.95 0.32 Note: Intensity approximated using 1 -hr rainfall depths and Equation 4-3 in USDCM Volume 1. UDFCD Rainfall.xlsm, DDF & IDF Tables 12/4/2012, 10:43 AM Depth -Duration -Frequency and Intensity -Duration -Frequency Tables for Colorado Hydrologic Zones 1 through 4 M-- h. „ 10, le• 2 1101 10.11. � .._ 0a ........r....... I04 - I0, 101 I I I r I 1 I 1 I• I II t 1 • I1 • I I I `_ --- 3 r< I I 1 1 ` I I I I I I I I' I -. ,jr I ------ .. -I. $0� _ ---- COLORADO N S Ill 1e U M 1.-i 1 . 4 1• --I MI, I _,,,,,.,,_,,,. weans ..v%•.ww_ - ------_ I is • I{iv�• It R.M.✓w/.. J..rIIT.r.8 en/ w/!MY r rr.. w•w... ow. �r , -r.. t ...= - L qs 10J 10. q, __ to) 10] UDFCD Rainfall.xlsm, DDF & IDF Tables 12/4/2012, 10:43 AM Runoff Coefficient vs. Watershed Imperviousness Based on Runoff Coefficient estimating equation published by Urbonas. et.al. (1990) & WEF (1998) Basic eouation for NRCS So11 Tvoes C & D: Crn = Krw + 10.858•:' - 0.786•i + 0.774•1+ 0.04) Basic eouation for NRCS Soil Throe A: C,, = A e + (lire - 1.44•i' + 1.135•i - 0.12) in which use t alues for C,, >0 In which: i = !•/100, imperviousness ratio I, m watershed imperviousness in percent CA - Runoff Cucffcient fur NRCS Soil Type A K,, a Commies factor for C„ when the storm return period is greater than 2 -rays tt Runoff Coefficient fur NRCS Sod Tapes C and D =Correction factor for C, I, when the stuntt return period is greater than 2 -wars Vahes vl Cerrceth,n Fauns Kona K,, NRCS Sturm Return Period Soil I'.Ns 2-vt S-yr 10-yr _25-vr 51)-)r 10O -IT C 5':l) m 0C>n I-u:U•i.ulll I-U.1S•..0?NI I-O?8•I.OBI I -033•,40-W) I-0 3‘;•:€044) A 0 O I-c(:h'tg0iii. II i-nI4•t[UIll I-019.7•UTAI I.0rim) ThI i-C 25's .v ; Imperv. Ka11U(e Values of Runoff Cefllct, nl C,/, Values of Kunofi Coefficient C> C)pc C and Li NRCS Hydwl tgw scn1 Groups i) A NRCS Hydro1opc Soils tiroupy : )T 5-\T Ill-yr 75-)T 50•)T 100.5T 2•)T 5-yr I0-yr 25-yr 50•)T 100.)T 1 0 00 0.04 0.15 0.25 0.37 0 44 0.50 •0.12 -0.03 0.05 0.12 0.16 0.20 0 05 0.08 0.18 0.28 0.39 0.46 0.52 -0.07 0.02 0.10 0.16 0.20 0.24 0.10 0.11 0.21 0.30 0.41 0.48 0.53 •0.02 0.06 0.14 0.20 0.24 0.28 0.15 0.14 0.24 0.32 0.43 0.49 0.54 0.02 r 0.10 0.17 0.23 0.27 0.30 0.20 0.17 0.26 0.34 0.44 0 50 0-55 0.06 0 13 0.20 0.26 0.30 0.33 0.25 0.20 0.28 0.36 0.46 0.52 0.56 0.09 0.16 0.23 0.29 0.32 0.35 0.30 0.22 0.30 0.38 0 47 0 53 0.57 0.13 0.19 0.25 0.31 0.34 0.37 0.35 0.25 0.33 0.40 0.48 0.54 0.57 0.16 0.22 0.28 0.33 0.36 0.39 0.40 0.28 0.35 0.42 0.50 0.55 0.58 0.19 0.25 0.30 0.35 0.38 0.41 0.45 0.31 0.37 0.44 0.51 0.56 0.59 0.22 0.27 0.33 0.37 0.40 0.43 0.50 0.34 0.40 0 46 0 53 0.57 0.60 0.25 0 30 0.35 0.40 0.42 0.45 0.55 0.37 0.43 0.48 0.55 0.59 0.62 0.29 0.33 0.38 0.42 0.45 0.47 0.60 0.41 0.46 0.51 0.57 0.61 0.63 0.33 0.37 0.41 0.45 0.47 0.50 0.65 0.45 0.49 0 54 0.59 0.63 0.65 0.37 0.41 0.45 0.49 031 0.53 0.70 0.49 0.53 0.57 0.62 0.66 0.68 0.42 0.45 0.49 0.53 0.54 0.56 0.75 0.54 0.58 0.62 0.66 0.69 0.71 0.47 0.50 034 0.57 0.59 0.61 0.80 0.60 0.63 0.66 0 70 0.73 0.74 0.54 0.56 0.60 0.63 0.64 0.66 0.85 0.66 0.68 0.71 0.75 0.78 0.79 0.61 0.63 0.66 0.69 0.70 0.72 0.90 0.73 0.75 0.77 0.80 0.83 0 83 0.69 0.71 0.73 0.76 0.77 0/9 0.95 0.80 0.82 0.84 0.87 0.89 0.89 0.78 0.80 0.82 0.84 0.85 0.86 1.00 0.89 0.90 0.92 0.94 0.96 0.96 0.89 0.90 0.92 0.94 0.95 0.96 Runoff Coefficient 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 For 'f}pc Iy Sods, u.c the average of c*Ctlkkni' Cen and C,, - When the Runoff Coefficient in above tabk is <O. use O. When contposiing the Runoff Coefficient for different sod typo, use the tahk values abose regatdkss if they are <0. Runoff Coefficient vs. Imperviousness NRCS Hydrologic Soils C & D 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Watershed Impervious Ratio 1.0 -rr-troyr t 25yr star £ 5yr - n-zyr Runoff Coefficient 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0 00 Coefficient vs. Imperviousness NRCS Hydrologic Soil A 0.0 0.1 0.2 03 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Watershed Impervious Ratio Page 1 L One -hr Precipitation Values for Metre Denver Area Return totted In yoars 2 5 1 10 50 100 depth In inches 0.93 1.95 ! 1.61 2.20 2.60 1 IL Recommended Runoff Coefficients for Metro Denver Land Use or Surface Chuxterrsties Percent Soper- tdous ees Ovalness: Corn martial areas 9$ kelgliborhxd areas 95 Rasidentlar. Segeternly Mast tt (detached) 60 Multiunit (attached) 75 tlst•scts rotor wager Apartments 90 Industrie': Light areas eo Hearty acess 90 Parks, cemeteries: 5 Playgrounds: to Soheels: $0 Osifrssd yard areas: 15 Undeveloped areas: t6steacel Fbw Analysis 2 Gra nbefs, sgai *tfl Ott -Die lbw endysis (when Isnd use rtol donned( 45 Shuts: Ptwod too Gravel @as ed) 40 Driveways and sidewalks: 90 Oasts: 94 lawn. ssndy soli o lawns. ctayay sos D 'Refer to Figures RO-3 through RO-5 in Runoff Chapter of USOCM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Anadarko Pump Station Whole Site - Undeveloped Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output Site 80.00 0.50 40.00 sum: 80.00 Sum: 40.00 Area -Weighted Runoff Coefficient (sum CA/sum A) = 0.50 *See sheet "Design Info" for inperviousness-based runoff coefficient values. Rational Method 100-yr 80ac undeveloped.xls, Weighted C 1/9/2013, 11:09 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Anadarko Pump Station Whole Site - Undeveloped I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = All 80.00 0.00 C Acres % A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.77 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.50 0.15 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND O Beginning Flow Direction 4_ Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 r 5 7 10 15 20 Calculations: Reach ID Overland 1 Slope S Mt input Length L ft input 500 5-yr Runoff Coen C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.0040 0.0040 2,075 2 3 4 5 Sum 2,575 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.39 inch/hr 4.90 inch/hr 4.≤ 0 inch/hr 0.15, 5.00 0.16 0.32 51.90 109.36 Computed Tc = Regional Tc = User -Entered Tc = 161.26 24.31 24.31 Peak Flowrate, Op = 55.43 cfs Peak Flowrate, Op = 196.13 cfs Peak Flowrate, Op = 196.13 cfs Rational Method 100-yr 80ac undeveloped.xls, Tc and Peak() 1/9/2013, 11:09 AM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Anadarko Pump Station Whole Site Developed Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output Site 77.86 0.50 38.93 Building 0.43 0.83 0.36 Gravel 1.71 0.58 0.99 sum: 80.00 Sum: 40.28 Area -Weighted Runoff Coefficient (sum CA/sum A) = 0.50 LEGEND: Flow Direction Cat ctnn eut Boundary *See sheet "Design Info" for inperviousness-based runoff coefficient values. Rational Method 100-yr developed 80ac.xlsm, Weighted C 1/9/2013, 11:09 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Anadarko Pump Station Whole Site Developed I. Catchment Hydrologic Data Catchment ID = Area = 80.00 Acres Percent imperviousness = 0.60 % NRCS Soil Type = C A, B, C, or D All II. Rainfall Information I (inch/hr) = C1 . P1 /(C2 + Td)4C3 Design Storm Return Period, Tr - 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.77 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.50 0.15 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND O Beginning Flay Direction; CatcMient Boundary NRCS Land Type Heavy Meadow Tillage! Field Short Pasture! awns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas Shallow Paved Swales (Sheet Flow) & Conveyance 2.5 f 5 7 10 1I 15 1 20 1 Calculations: Reach ID Overland 1 2 3 Slope S 9111 input Length ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fris output Flow Time If minutes output 0.0040 500 0.15 0.16 51.68 0.0040 2,075 4 5 Sum 2,575 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.39 inch/hr 4.90 inch/hr 4.90 inch/hr 5.00 0.32 109.36 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 161.04 _ 24.31 24.31 55.74 197.02 197.02 cfs cfs cfs Rational Method 100-yr developed 80ac.xlsm, Tc and Peak() 1/9/2013, 11:09 AM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Anadarko Pump Station Developed Site Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output Gravel 1.71 0.58 0.99 Building 0.43 0.83 0.36 Pond 0.50 0.50 0.25 Sum: 2.64 Sum: 1.60 Area -Weighted Runoff Coefficient (sum CA/sum A) = 0.61 LEGEND: Flow Direction 4 Catchm eta Boundary *See sheet "Design Info" for inperviousness-based runoff coefficient values. Rational Method.xls, Weighted C 1/9/2013, 11:10 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Anadarko Pump Station Developed Site I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = A 2.64 52.00 C Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.77 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.61 0.41 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND O Beginning Flow Direction Catchnunt Boundary Nearly Bare Ground NRCS Land Type Heavy Meadow Tillage/ Field Grassed Swales/ Waterways Short Pasture/ Lawns Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft'ft input 0.0200 Length L ft input 5•yr Runoff Coeff C-5 output 20 0.41 NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.08 4.44 1 2 3 0.0050 4 5 Sum 660 680 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.65 6.54 6.54 inch/hr inch/hr inch/hr 7.00 0.49 22.22 Computed Tc = Regional Tc = User -Entered Tc = Peak Ftowrate, Qp = Peak Ftowrate, Op = Peak Flowrate, Op = 26.66 13.78 13.78 7.47 10.49 10.49 cfs cfs cfs Rational Method.xls, Tc and PeakQ 1/9/2013, 11:10 AM WATER QUALITY CAPTURE VOLUME SUMMARY FOR EXTENDED DETENTION PROJECT NAME: JR PROJECT NO: COMPUTATIONS BY: DATE: Anadarko Pump Station Site 114-182260 A. Kauffman 1/7/2013 Guidelines from Urban Strom Drainage Criteria! Manual,November 2010 Use 24 -hour brim -full volume drain time Water quality Capture Volume, WQCV = 0.9 * (0.91 * i3 - 1.19 *12 + 0.78i) Design Volume: Vol = WQCV/12 * Area MAJOR BASIN Trib. area (acres) Impervious Ratio, la % Impervious i = la/100 WQCV (watershed inches) Design Volume, Vol. (ac -ft) • Anadarko Site 2.10 54 0.54 0.196 0.034 < - WQ and Spillway.xlsx,1 /8/2013,11:59 AM Detention Pond Emergency Overflow Spillway Sizing LOCATION: PROJECT NO: COMPUTATIONS BY: DATE: Anadarko Pump Station Site 114-182260 A. Kauffman 1/7/2013 Equation for flow over a broad crested weir Q = CLHW2 where C = weir coefficient = 2.6 H = overflow height L = length of the weir V 4 H i 1- L top of berm spill elevation The pond has a spill elevation equal to the maximum water surface elevation in the pond Q (100) = 10.5 cfs (peak flow into pond) Spill elev = 0.00 ft Min top of berm elev.= 1.00 Height of Spill (H) = 0.50 Weir length required: L= 11 ft UseL= 20 ft v = 1.04 ft/s spiiiway, W4 and Spillway.xlsx Project: Channel ID: Design of Trapezoidal Grass -Lined Channel Anadarko Tank Farm and Pump Station Swales around developed site Existing Channel Condition (Input) Design Discharge Design Discharge Return Period Existing Ground Slope Along Channel Centerline 100 -Year Discharge Left Side Slope Right Side Slope Channel Manning's N (New Condition .030 typ.) Channel Manning's N (Mature Condition .040 typ.) Check one of the following soil types QD= YearO= So= O100= Z1 = Z2 = nnuw= mature Sandy Soil Non -Sandy Soil 10.50 cfs 100 years 0.0040 f Vft 10.50 cfs 4.00 ftft 4.00 It/It 0.030 0.040 X heck, OR heck Proposed Channel Condition (Calculated Bottom Width 100 -Year Flow Depth (5' maximum) 100 -Year Flow Velocity 100 -Year Top Width 100 -Year Flow Area 100 -Year Froude Number 100 -Year Wetted Perimeter 100 -Year Hydarulic Radius Design Discharge Flow Depth Design Discharge Flow Velocity Design Discharge Top Width Design Discharge Flow Area Design Discharge Froude Number Design Discharge Wetted Perimeter Design Discharge Hydarulic Radius Drop Height Proposed New Channel Slope Drop Height per 100 ft New Channel B= 0.00 ft Y100= 1/100= T= A= Fr = P= R= YD= VD= T= A= Fr = P= R= Sd= D= 1.12 ft 2.09 fps 8.96 ft 5.02 sq ft 0.49 9.24 ft 0.54 ft 1.12 ft 2.09 fps 8.96 ft 5.02 sq ft 0.49 9.24 ft 0.54 ft 0.0040 ft/ft 0.00 fV100 ft Mature Channel 0.00 ft 1.25 ft 1.68 fps 9.99 ft 6.23 sq ft 0.38 10.29 ft 0.61 ft 1.25 1.68 9.99 6.23 0.38 10.29 0.61 0.0040 0.00 ft fps ft sq ft ft ft fVft ft/100 ft Riprap and Channel.xls, Channel Design 1/9/2013, 11:18 AM Project: Channel ID: Design of Riprap Channel Cross Section Anadarko Tank Farm and Pump Station Spillway Design Information (Input) Channel Invert Slope Bottom Width Left Side Slope Right Side Slope Specific Gravity of Rock Radius of Channel Centerline Design Disharge So = B= Z1 = Z2= Ss = Ccr = O= 0.0040 ft/ft 20.0 ft 4.0 ft/ft 4.0 It/ft 2.60 0.0 ft 10.5 cfs Flow Condition (Calculated) Riprap Type (Straight Channel) Intermediate Rock Diameter (Straight Channel) Calculated Manning's n (Straight Channel) Riprap Type (Outside Bend of Curved Channel) Intermediate Rock Dia. (O13. of Curved Channel) Calculated Manning's N (Curved Channel) Water Depth Top Width of Flow Flow Area Wetted Perimeter Hydraulic Radius (NP) Average Flow Velocity (O/A) Hydraulic Depth (A/T) Froude Number (max. = 0.8) Channel Radius / Top Width Riprap Design Velocity Factor For Curved Channel Riprap Sizing Velocity For Curved Channel Riprap Sizing Paramenter for Straight Channel Riprap Sizing Paramenter for Outside Bend of Curve Superelevation (dh) Discharge (Check) Type = D50 = n = Type = D50 = n = VL 6 0.0352 inches inches Y = 0.38 ft T= 23.0 ft A= 8.2sgft P = 23.1 ft R = 0.4 ft V= 1.3 fps D= 0.4 ft Fr = 0.40 Ccr/T = 8.00 Kv = 1.00 Vh, = 1.3 fps K = 0.38 Kcurvo = 0.38 dh= 0.00 ft O= 10.9cfs "' Superelevation to be carried from the beginning of the channel bend to a distance of two times the top width (T) downstream of the channel bend. Check on Rock Size for Riprap Range of K, K«,rye Riprap D50 <3.3 VL 6 inch >3.3to<4.0 L 9inch ≥4.0to<4.6 M 12 inch >4.6to<5.6 H 18 inch > 5.6 to 6.4 VH 24 inch UD-Channels_v1.04.xls, Riprap 1/9/2013, 11:15 AM Z O I Q U_ J Q I 2 LLJ a_ W a. >- r( U W v CO fIII V / 3 LOCATED IN THE EYE OF THE S:Y• OF SECTION 22. TOWNSHIP 2 NORTH. RANGE 63 WEST OF THE 6TH P.M.. WELD COUNTY. COLORADO r � 1 r ^ ___ -g3; b \ 3 ii , 1. k SYMBOL LEGEND hilinidiffildhla 4 01 rah 5 i Q lli 1p e,¢ I. gsi !sEDI I :1tt6I l ! p hIIIii;ii'' ! i igr ;;11 lgi .o , T I ...D w I - Pt PL I -p d MNUSIY N]OCM It in I raoaolMzral R A PL �K-- PL � PL Si, r H I ill ‘ttl 1. 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