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Home My WebLink About992147.tiff O1 aP -t 38vie v ��'� .� w _ r o. � � lA fGLy_ }-- • 52 51 51 1 .t - , ` \ 51 �J' g--- _ ` - . ; „I\ 53. 47 t iv -,.' w •• t i% a 52 -�\ 53 wsi 1 a7 Q 1 'e1r.- !� ..51 r1 5t 51 ` .. - 't1r`` t� 7--------4 .....A . 4 iv; �,;„ t. rye �H 4 " i hr , i s 4 I w r i ; 5 is 52 `�'2" -.r �" p �''�• •.3.c. -• d7 �,� I 51• ; Ihilrr •.-aaz. 1\33Y-.t, (i A , 22 q 'r' 52 � ..-. I.T. ti I 70 k 69 v t 7 t �S. ' SCA-A t," III -C7 • LD4 a y4Zlt\ (ovv4, I Golo+—o%C)o. •2 _. EXHIBIT 51 — 01-e.ro (2o.ndy Loa...-, ( \ -"pc/0 51ort".') II 33 AINTERMILL LAND SURVEYING, INC. 1" _ "?..00O‘ 1301 N. Cleveland Avenue 992147 L0VELAND, COLORADO 80537 (303) 669-0516 34 SOIL SURVEY or drilled into a firm, clean sorghum stubble. Seeding tivating only in the tree row and by leaving a strip o. early in spring has proven most successful. Brush vegetation between the rows. Supplemental irrigatior management can also help to improve deteriorated range. may be needed at the time of planting and during dr3 Windbreaks and environmental plantings are fairly well periods. Trees that are best suited and have good surviva suited to this soil. Blowing sand and low available water are Rocky Mountain juniper, eastern redcedar, ponderosa capacity are the principal hazards in establishing trees pine, Siberian elm, Russian-olive, and hackberry. The and shrubs. This soil is so loose that trees should be shrubs best suited are skunkbush sumac, lilac, and Siberi planted in shallow furrows, and vegetation is needed an peashrub. between the rows. Supplemental irrigation may be needed Wildlife is an important secondary use of this soil to insure survival. Trees that are best suited and have Ring-necked pheasant, mourning dove, and many non- good survival are Rocky Mountain juniper, eastern game species can be attracted by establishing areas for redcedar, ponderosa pine, and Siberian elm. The shrubs nesting and escape cover. For pheasants, undisturbec best suited are skunkbush sumac, lilac, and Siberian nesting cover is essential and should be included in plans peashrub. for habitat development, especially Wildlife is an important secondary use of this soil. The a Pin areas of intensive cropland areas agriculture. P provide favorable habitat for ring-necked Rapid expansion of Greeley and the surrounding area pheasant and mourning dove. Many nongame species can has resulted in urbanization of much of this Otero soil be attracted by establishing areas for nesting and escape This soil has excellent potential for urban and recrea- cover. For pheasants, undisturbed nesting cover is essen- tional development. The only limiting feature is the tial and should be included in plans for habitat develop- moderately rapid permeability in the substratum, which ment, especially in areas of intensive agriculture. Range- causes a hazard of ground water contamination from land wildlife, for example, the pronghorn antelope, can be sewage lagoons. Lawns, shrubs, and trees grow well. attracted by developing livestock watering facilities, Capability subclass IIs irrigated. managing livestock grazing, and reseeding where needed. 51—Otero sandy loam, 1 to 3 percent slopes. This is a Few areas of this soil are in major growth and ur- deep, well drained soil on plains at elevations of 4,700 to banized centers. The chief limiting feature is the rapid 5,250 feet. It formed in mixed outwash and eolian permeability in the substratum, which causes a hazard of deposits. Included in mapping are small areas of soils that ground water contamination from seepage. Potential for have loam and clay loam underlying material. recreation is poor because of the sandy surface layer. Typically the surface layer is brown sandy loam about Capability subclass IVe irrigated, VIe nonirrigated; Deep 12 inches thick. The underlying material to a depth of 60 Sand range site. inches is pale brown calcareous fine sandy loam. 50—Otero sandy loam, 0 to 1 percent slopes. This is a Permeability is rapid. Available water capacity is deep, well drained soil on smooth plains at elevations of moderate. The effective rooting depth is 60 inches or 4,700 to 5,250 feet. It formed in mixed outwash and eolian more. Surface runoff is slow, and the erosion hazard is deposits. Included in mapping are small areas of soils that low. have loam and clay loam underlying material. This soil is used almost entirely for irrigated crops. It Typically the surface layer is brown sandy loam about is suited to all crops commonly grown in the area. Land 12 inches thick. The underlying material to a depth of 60 leveling, ditch lining, and installing pipelines may be inches is pale brown calcareous fine sandy loam. needed for proper water application. Permeability is rapid. Available water capacity is All methods of irrigation are suitable, but furrow ir- moderate. The effective rooting depth is 60 inches or rigation is the most common. Barnyard manure and corn- more. Surface runoff is slow, and the erosion hazard is mercial fertilizer are needed for top yields. low. In nonirrigated areas this soil is suited to winter wheat, This soil is used almost entirely for irrigated crops. It barley, and sorghum. Most of the acreage is planted to is suited to all crops commonly grown in the area, includ- winter wheat. The predicted average yield is 28 bushels ing corn, sugar beets, beans, alfalfa, small grain, potatoes, per acre. The soil is summer fallowed in alternate years and onions. An example of a suitable cropping system is 3 to allow moisture accumulation. Generally precipitaiton is to 4 years of alfalfa followed by corn, corn for silage, too low for beneficial use of fertilizer. sugar beets, small grain, or beans. Generally, such charac- Stubble mulch farming, striperopping, and minimum til- teristics as a high clay content or a rapidly permeable lage are needed to control water erosion. Terracing also substratum slightly restrict some crops. may be needed to control water erosion. All methods of irrigation are suitable, but furrow ir- The potential native vegetation on this range site is rigation is the most common. Proper irrigation water dominated by sand bluestem, sand reedgrass, and blue management is essential. Barnyard manure and commer- grama. Needleandthread, switchgrass, sideoats grama, cial fertilizer are needed for top yields. and western wheat l Windbreaks and environmental plantings are generally grass are also u per acre a production ranges from 2,200 pounds per acre in favora- suited to this soil. Soil blowing, the principal hazard in ble years to 1,800 pounds in unfavorable years. As range establishing trees and shrubs, can be controlled by cul- condition deteriorates, the sand bluestem, sand reedgrass, WELD COUNTY, COLORADO, SOUTHERN PART 35 and switchgrass decrease and blue grama, sand dropseed, should be grown at least 50 percent of the time. Contour ,d sand sage increase. Annual weeds and grasses invade ditches and corrugations can be used in irrigating close ±e site as range condition becomes poorer. grown crops and pasture. Furrows, contour furrows, and Management of vegetation on this soil should be based cross slope furrows are suitable for row crops. Sprinkler on taking half and leaving half of the total annual produc- irrigation is also desirable. Keeping tillage to a minimum tion. Seeding is desirable if the range is in poor condition. and utilizing crop residue help to control erosion. Main- Sand bluestem, sand reedgrass, switchgrass, sideoats taming fertility is important. Crops respond to applica- grama, blue grama, pubescent wheatgrass, and crested tions of phosphorus and nitrogen. wheatgrass are suitable for seeding. The grass selected The potential native vegetation on this site is should meet the seasonal requirements of livestock. It can dominated by sand bluestem, sand reedgrass, and blue be seeded into a clean, firm stubble, or it can be drilled grama. Needleandthread, switchgrass, sideoats grams, into a firm prepared seedbed. Seeding early in spring has and western wheatgrass are also prominent. Potential proven most successful. production ranges from 2,200 pounds per acre in favora- Windbreaks and environmental plantings are generally ble years to 1,800 pounds in unfavorable years. As range suited to this soil. Soil blowing, the principal hazard in condition deteriorates, the sand bluestem, sand reedgrass, establishing trees and shrubs, can be controlled by cul- and switchgrass decrease, and blue grama, sand dropseed, tivating only in the tree row and by leaving a strip of and sand sage increase. Annual weeds and grasses invade vegetation between the rows. Supplemental irrigation the site as range condition becomes poorer. may be needed at the time of planting and during dry Management of vegetation on this soil should be based periods. Trees that are best suited and have good survival on taking half and leaving half of the total annual produc- are Rocky Mountain juniper, eastern redcedar, ponderosa tion. Seeding is desirable if the range is in poor condition. pine, Siberian elm, Russian-olive, and hackberry. The Sand bluestem, sand reedgrass, switchgrass, sideoats shrubs best suited are skunkbush sumac, lilac, and Siberi- grama, blue grama, pubescent wheatgrass, and crested an peashrub. wheatgrass are suitable for seeding. The grass selected Wildlife is an important secondary use of this soil. should meet the seasonal requirements of livestock. It can Ring-necked pheasant, mourning dove, and many non- be seeded into a clean, firm sorghum stubble, or it can be game species can be attracted by establishing areas for drilled into a firm prepared seedbed. Seeding early in nesting and escape cover. For pheasants, undisturbed spring has proven most successful. nesting cover is essential and should be included in plans Windbreaks and environmental plantings are generally r habitat development, especially in areas of intensive suited to this soil. Soil blowing, the principal hazard in .griculture. establishing trees and shrubs, can be controlled by cul- Rapid expansion of Greeley and the surrounding area tivating only in the tree row and by leaving a strip of has resulted in urbanization of much of this Otero soil. vegetation between the rows. Supplemental irrigation This soil has excellent potential for urban and recrea- may be needed at the time of planting and during dry tional development. The only limiting feature is the periods. Trees that are best suited and have good survival moderately rapid permeability in the substratum, which are Rocky Mountain juniper, eastern redcedar, ponderosa causes a hazard of ground water contamination from pine, Siberian elm, Russian-olive, and hackberry. The sewage lagoons. Lawns, shrubs, and trees grow well. shrubs best suited are skunkbush sumac, lilac, and Siberi- Capability subclass IIIe irrigated, IVe nonirrigated; an peashrub. Sandy Plains range site. Wildlife is an important secondary use of this soil. 52—Otero sandy loam, 3 to 5 percent slopes. This is a Ring-necked pheasant, mourning dove, and many non- deep, well drained soil on plains at elevations of 4,700 to game species can be attracted by establishing areas for 5,250 feet. It formed in mixed outwash and eolian nesting and escape cover. For pheasants, undisturbed deposits. Included in mapping are small areas of soils that nesting cover is essential and should be included in plans have loam and clay loam underlying material. Also in- for habitat development, especially in areas of intensive eluded are small areas of soils that have sandstone and agriculture. shale within a depth of 60 inches. Rapid expansion of Greeley and the surrounding area Typically the surface layer of this Otero soil is brown has resulted in urbanization of much of this Otero soil. sandy loam about 10 inches thick. The underlying material The soil has excellent potential for urban and recreational to a depth of 60 inches is pale brown calcareous fine development. The only limiting feature is the moderately sandy loam. rapid permeability in the substratum, which causes a Permeability is rapid. Available water capacity is hazard of ground water contamination from sewage moderate. The effective rooting depth is 60 inches or lagoons. Lawns, shrubs, and trees grow well. Capability more. Surface runoff is medium, and the erosion hazard is subclass tile irrigated, VIe nonirrigated; Sandy Plains low. range site. This soil is used almost entirely for irrigated crops. It 53—Otero sandy loam, 5 to 9 percent slopes. This is a suited to the crops commonly grown in the area. deep, well drained soil on plains at elevations of 4,700 to erennial grasses and alfalfa or close growing crops 5,250 feet. It formed in mixed outwash and eolian FOUNDATION II Engineering, AND SOILS Inc. August 6, 1998 Commission No.: 4510-01-01-01.A Faith Tabernacle 3501 11th Avenue Evans, Colorado 80520 attn: Danny Perdew RE: Percolation Tests and Septic System Design for Lots 2-7, Block 1, Peterson-Alexander Subdivision, Weld County, Colorado Gentlemen: We have designed a septic system for the site referenced above. It is our understanding that the proposed septic system is to service the new Faith Tabernacle Sanctuary. The facility is to have the capacity for 150 persons currently with 300 persons projected in the future with a kitchen area. This design was based on a subsurface and percolation investigation conducted by our firm(#4510-01- 01-01, dated August 6, 1998). The soils data pertaining to this design are included in this report. The site is located west of Greeley at the northeast corner of County Road No. 29(71"Avenue)and U.S. Highway 34 Bypass. The undeveloped 8.6+ acre parcel has slight to moderate slopes to the northeast and is vegetated with grasses and weeds. A few trees are located near the center of the property. A small irrigation ditch is located along the east property line. A percolation investigation was conducted to determine the percolation rates and subsurface conditions for septic system considerations. Six (6) percolation test holes were excavated in the vicinity of Test Hole No. 6 as shown on the boring location map, Figure 1. Percolation rates of 48, 30, 40, 27, 30 and 48 minutes per inch with an average of 37 minutes per inch were obtained using the standard test procedures described by the Weld County Health Department. Exposed subsurface conditions in Test Hole No.6 indicate two and one-half(2 '/ )feet of silty clay over clayey, sandy silt to six (6) feet over silty, sandy clay to the depths explored. Groundwater was not encountered. There were no limiting conditions observed. The site conditions meet the County's criteria for a conventional absorption system. The system will need to be designed for the estimated amount and type of wastewater flows to be generated by the facility. The wastewater flows were estimated based on the projected number of people and estimated flows provided by the Weld County Health Department for similar facilities. An average daily flow of 5 5110 Granite Street, Suite D • Loveland, Colorado 80538 • (970)663-0138 • Fax (970) 663-1660 515 Main Street, Suite C • Longmont, Colorado 80501 • (303) 702-0661 August 6, 1998 Commission No.: 4510-01-01-01.A Page 2 gallons/person/day(G/P/D), or a maximum daily flow of 7.5 G/P/D will be used for sizing. For 300 persons, the estimate daily maximum flows will be 2250 gallons/day. The peak flows are expected to be during the weekends and a few week nights. Based on the estimated maximum flows, the conditions described above and the ISDSR for Weld County, we recommend two (2) 1500 gallon septic tanks followed by two (2) absorption beds with standard Infiltrator chambers of at least 1575 square feet (84 standard Infiltrator units1302 square feet inside footprint) for each bed. We recommend that an effluent/grease filter be installed after the second septic tank to prolong the life of the system. The grease trap and effluent filter should be sized for the estimated maximum flows projected. A Zabel MOO Commercial&Industrial Grease,Hair& Wastewater Filter, or equivalent is recommended for the second compartment of the last septic tank. We feel that one bed be constructed at this time, then adding the second bed when the wastewater flows have increased due to additional usage. A diverter valve should be constructed between the beds so that the flows could be alternated each year between each bed. The valve should have the capability so that both beds could to used during peak usages. Refer to the ISDSR for the County, component manufacturer, Figure Nos. 1 and 2 of this report, and other readily available literature for system maintenance requirements. This percolation investigation was conducted in compliance with local statutes and guidelines and to current accepted industry standards for this region. The test results are based on those standards. The locations and elevations tested were controlled by those statutes, site conditions and/or the client's preference. The contractor and/or owner must carefully plan the elevations of the structures if gravity flow of the wastewater to the septic system is desired. We recommend that the top of the bed or trenches be at least one (1)foot below any floor level with gravity sewer. Otherwise, a pump system will be required for those levels. Basement areas will require a pump to lift the wastewater to the septic system. The profile hole drilled indicates the subsurface conditions at that location and has limited access to visual observation which may not allow the detection of some soil layers. We recommend that a test pit be excavated prior to construction, inspected by the Health Department or Engineer to determine if these conditions exist. Subsurface conditions described from the borings may vary from visual observations of the test pits and may necessitate changes in the system design. The Engineer shall be notified if any conditions observed in the field vary from those described in this report. Any deviations from these recommendations shall be submitted to the Engineer in writing for approval. Soil percolation is not an exact science. The minimum number of percolation holes required by state and county statutes often provides general indications or tendencies of the soil absorptive capacities, but do not provide an adequate statistical average for scientific analysis. Septic systems occasionally fail prematurely due to often undetermined causes. All existing and future owners of the property shall accept responsibility for maintaining the septic system and outcomes of a poorly maintained or August 6, 1998 Commission No.: 4510-01-01-01.A • Page3 abused system. The county health department has final acceptance over these test results and referenced system. All construction shall be in compliance with the septic system permit. The Engineer shall be notified 24 hours in advance to inspect the bed(s) prior to back illing. If you have any questions, please feel free to call. Respectfully, Thomas W. F' ey, Engineering Geologist 7 �ltll ti1�q wed by: \\`O,r`) - 4 James A. Chevy, P.V. FOUNDATION& SQILS ENGINEERING,5NC. TWF O LL APPENDIX A INDIVIDUAL SEWAGE DISPOSAL SYSTEM DESIGN SUMMARY I. System Type - Absorption Field(s)with Infiltrator Chambers II. Design Criteria A. Number of persons as stated by owner/representative 150 (presently), 300 (future) B. Percolation-Rate (t) = 37 min./inch III. Calculations Estimated flow (Q.a.) = 5 G/P/D x 300 persons x 150%=2250 GPD Standard bed area = 2250 GPD. x 137 x 1.3 = 5084 ft2(2542 ft2/bed, 2 beds) 3.5 Infiltrator bed reduction = 50% x 2542 ft2= 1271 ft2 per bed Minimum No. of units= 1271 ft2/ 15.5 ft2 = 82 units (use 84 units per bed) Bed area= 84 x 18.75 ft2/unit = 1575 ft2 Effective bed area= 100 x 15.5 ft2/unit = 1302 ft2 IV. Construction Notes A. Infiltrators- Standard Infiltrator units are to be used in place of the standard gravel and pipe matrix. B. Cover Material - The on-site or imported sandy or silty soils can be used as cover material over the field. The native clays should not be used. C. Sodding or seeding-Transfer of liquids to the atmosphere by vegetative transpiration is an added benefit. The top surface of the field should be sodded or seeded with a moderate water use, drought resistant grass such as a tall fescue or a Front Range field mix. Sod with heavy clay shall not be used. The sodded or seeded grass cover should be established prior to use of the system. D. Septic tanks, grease trap/filter, effluent filter vault and diverter valve - Shall be installed on a stable base and shall be level. E. A combination grease trap and filter ,such as a Zabel A300 unit, should be used to control the amount of solids entering the leachfields. Other comparable units could be used as well. The filter/trap could be placed in the last compartment of the second septic tank or in separate vaults. The filters should be clean on a regular basis as recommended by the manufacturer. E. Size of septic tank(s) recommended - 2 tanks of 1500 gallons each. F. Trees or shrubs- Shall not be planted within ten feet of the field(s)without submittal to Engineer for approval of species and location. G. Underground lawn irrigation systems shall not be placed within ten (10) feet of any septic system components. Irrigation over the bed should be limited so that the water does not penetrate more than ten(10) inches. H. Component grades and elevations-The building sewer to the septic tank shall be laid with a minimum fall of 1/8 inch per foot(1/4 inch fall per foot is recommended). The grade of the Infiltrators shall be level. I. Drainage -Drainage swales or berms shall be constructed as shown or as necessary to prevent any run-off from flooding the field(s). The field(s) shall have a 1% to 2% surface cross slope to promote drainage and air flow. V. Additional System Requirements A. Vehicular traffic or other heavy loadings - Shall be prohibited over the field(s). B. Animal traffic and point loads -Hoofed animal traffic over the field(s) shall be prohibited. Other point loads which would indent the field(s) surface shall be prohibited. C. Grass cover- The specified grass cover is essential to proper functioning of the system. Grazing animals, gardens, or any use which would disturb the established grass cover on the field(s) is prohibited. The grass shall be mowed as short as the grass will endure during the winter months to provide the maximum possible surface evaporation during that period. D. The surface of the bed and surrounding area shall be maintained so that surface waters will not pool or flow onto the bed surface. see From sanctuary septic tank easel. w/ (Pump as required) sap1 Zabel A300 filter or equivalent NOTES F. O GENERAL IMO to I/4' Design based on: Par raa 4 Inch solid Perc rate or: 31 mpi pipe 300 parsons e $ G/P/D avg.or 2250 GPD O SEPTIC TANK Required capacity: 2000 gallons each tank Diversion Distribution 2 tanks required valve network located a min. of 6' from bed Tank to meet ISDSR requirements O BED- ABaOImPTlol W/INFILTRATORS Excavation to be dug with no wheel loads71produced In the excavation bottom _ tit This Is to minimize smearing and compaction IT which could Impede percolation. • +, O SUPPLY LITE Supply lines to be PvC SDR 35 or --84 standard — 84 standard equivalent laid with a minimum fall of ks-inch — — ❑ ❑ infiltrators N inch per foot (a4- in referred) — Infiltrators = Cleanouts required every 100 feet of c pips between house and tank 4_ Compact backfill to reduce settlement — e.. O Infiltrator Chambers — 50 standard Infiltrator units are to be used in place of the standard gravel matrix 6 lil O COVER min. 43.15 feet Cover to consist of: Native soil I 43.15 feet I I vsgetatlon cover to consist of drought resistant grass 1 unite 1 Wilts suds as, tall rescue ,Area of each bed to be 1515 s.f. constructed area (84 standard units, 1302 s.f. effective area) ALL CONSTRUCTION TO COMPLY WITH THE SEPTIC SYSTEM PERMIT Client: FAITH TASEA�IAGLE Location:Lots 2-1, Block I Plan View! of Peterson-Anderson Subdivision Septic System Weld County, Colorado FOUNDATION 4 SOILS ENGINEERING JOS NO. 4510-01-01-01A FIGURE NO. 1 divert drainage to revent pooling c 84 standard Infiltrators per bed (2 beds req'd) O c Z //// /Backftll 12' to 24' D BackFtll / OI / Infiltrators w. (p Original grade 0 Suitable Soil (P in z 2 / 36 feet (12 Infiltrator chambers) / m A -0 0 a NOTES 0 9- 0 The topsoil 4 vegetation (6 inches)shall be removed Z prior to placement of any new fill materials. o The topsoil should be saved For final cover. 11 0 Matrix to consist of 04 standard Infiltrators .p. Gl 0 The Engineer shall be notified 24 hours in advance lit C to inspect the bed(s)prior to badcfillina. o All fill to be approved by the Engineer prior to placement la I O . N Client: FAITH TABERNACLE Project: Lots 2-1, Blockl Cross-section of i Peterson-Anderson Subdivision 0 Absorption Beds D Weld County, Colorado Project No. 4510-01-01-01 IL '� �ryf I t050 1 _ - -- L1. III ,ti J i : llq• , PrII is _ ;. �. } Ti _r L 4— .A tom^ _ $ �;. o: I - " . i 6,-42,2. (--IL J'474 t I I' , I t'I z' _ Wi 5 : n p A`' . o 1',4 . :t _.."..t../\:,7r51. 5. t,. J\ ` h i\_, 1 \..,„._ 4_. .4.a. iid - ij w , , —. I o4e to/gel t*tTFY I I , I U.S. Highway 34 Bypass ;1 Lots 2-1, Stock 1 Peterson-Alexander Subdivision Weld County, Colorado ORTI-4 I'=100' 33O ING LOCATION 1"CAF FOUNDATION 4 SOILS ENGINEERING FIGURE NO- 1 in Al Perc Area m m r NO.4 NOB NO* m -r 100 FT. I00 FT. <t. 1 v--- / j . at / 95 FT. - II,2 / 95 Fr. f, :, // 9. FT. ,. I. eo n. I�b M — e5 FT. �m 85 FT. c Denotes caving of' the boring at that revel em FT. 80 FT. •„ SILT, clayey, sandy, sl. moist, ,..- : SAND, silty, partly clayey, n1 1 med. tight, brown _ al. gravelly to gravelly, brown 15 FT. 15 FT. i CLAY, silty, sandy, al. moistSAND, gravelly, w/ ' ,/' to moist, brown r,;:.;,-. cobbles, al. moist, tight, brown All soil and/or rock contacts shown are approximate. drilled 1/24/98 CLIENT: FAITI 4 TABERNACLE LOCATION: Lots 2-1, Block I Peterson-Alexander LOG OF �ORING5 Lorimer County, Colorado FOUNDATION 4 SOILS ENGINEERING JOB NO. 4510-01-01-01 FIGURE NO. 4 FOUNDATION 4 SOILS ENGINEERING Fero Test Form Client: r 4;.120/1-Kr Location: 7/4140-c 1-3Y Tested 109:di Date of Test: 7_W Pate of presoak: 7-",--3 Project No. `f s lU-miG'-07 Hole diameter: 6 Hole depthe(AvgJ: Gravel packedi (yes)�L Pipe diameter: kW- Correction factor: — Measurement from fixed reference point (in.) Area of Test Hole No. _ Area of Test Hole No. I L oaation> Air= M L 1(!r,✓ S Cd tS e.._ s a Time 4, Hole No. Hole No. Hole No. Hole No. Hole No. Hole No. 7 vO t=i'r( — c--- > goo ai. dlo%' 19%S y -60/°. a > /9 g:3° x3 O\134 O\o 0\6 ,z 9/e as /y q.'oo a34y 2a/r ao% ''/n%a e. s-Ai as /8 CJ/,D )y!r p_3/e al 23/ ;o/L CJ3% /6 ' 00 as% )-4/Ye a / %y a- 21/9-- a y/3 ;herds h / %I 1 E3 I /v Perc rate (unco rr) Vg mpi 3©mpt 4o mpi ( ?midi 30 mot 178 mpi Perc rata (corrected) mot mpi mpi 'mot nip! trio( avg. 7� `r59 Gravel Packing Correction riri Porosity(P)•h-h'• % h h•ht of water In can A Cadiz,. of hole a h'•ht. of water in can B after dia, of pipe pouring water from A. Into gavel filled B Correction factor(K)= C2 Cane A 4 B to be equal size (for mpi) I+&(C2-l) FIGURE NO. DRAINAGE REPORT FAITH TABERNACLE CHURCH GREELEY, COLORADO 1ann,r;g. ; 2 , 1999 RI: CM/ EL,; SEPTEMBER, 1999 TOTAL ENGINEERING SERVICE, INC. S. © 444 S. 2N° STREET LASALLE, CO 80645 (970) 284-9240 DRAINAGE PLAN REPORT FAITH TABERNACLE CHURCH GREELEY, COLORADO PREPARED FOR PASTOR DANNY PERDEW PROJECT NO. 99-174 Prepared by: Total Engineering Service, Inc. 444 S. Td Street LaSalle, CO 80645 000 willuiI woof, fie September, 1999 ,eon;•0PW•c 24995 DRAINAGE REPORT FAITH TABERNACLE CHURCH Greeley, Colorado TABLE OF CONTENTS General Location and Description A. Location 1 B. General Description 1 Drainage Basins and Sub-Basins A. Major Basin Description 1 B. Sub-Basin Description 2 Drainage Design Criteria A. Regulations 2 B. Development Criteria Ref and Constraints 2 C. Hydrological Criteria 2 D. Hydraulic Criteria 2 Drainage Facility Design A. General Concept 3 B. Specific Details 3 Conclusions A. Compliance with Standards 3 B. Drainage Concept 3 Appendices A. Calculations B. Drainage Plan Folder DRAINAGE REPORT FAITH TABERNACLE CHURCH GREELEY, COLORADO GENERAL LOCATION AND DESCRIPTION A. LOCATION The site is located in Part of Section 16, Township 5 North, Range 66 West of the 6th Principal Meridian, Weld County, Colorado. The site is located in the northeast corner of US Highway 34 By-pass service road and 71 Avenue (Weld County Road 29). The site is bordered on the west by 71 Avenue, the south by US Highway 34 By-pass service road, the east by a single family dwelling with pasture land to the north of their home, and north by pasture land. The site drains to the northeast. A lined irrigation ditch runs from the west to the east through the middle of the lot. This irrigation ditch is feed by an 18" concrete pipe flowing under the highway and discharging in the southwest corner of the site. A concrete lined ditch then travel north until it changes to the dirt ditch and then turns east. B. GENERAL DESCRIPTION This drainage report is prepared for the development of the proposed site, which will consist of two sanctuaries, a family life center, and a parsonage to be developed in two phases. This drainage report has studied the site fully developed and contains approximately 9.16 acres. The drainage will be distributed in one basin. The basin will be constructed in the northeast corner of the site and during major events will encroach on the softball field. The flow presently exits the site to the northeast. DRAINAGE BASINS AND SUB-BASINS A. MAJOR BASIN DESCRIPTION The runoff from the site will enter the City of Greeley's Drainage System at the Sheep Draw Drainage Basin. The flow rate from the site will be less than what has occurred historically. Therefore, we do not anticipate any problems created by this expansion. The site is not located in the flood plain as determined by the United States Corps of Engineers and the Federal Emergency Management Agency. 1 B. SUB-BASIN DESCRIPTION The site has been analyzed using one basin. The basin has been analyzed to determine the five year undeveloped historic release rate. The basin has been designed with a detention pond to detain the anticipated flows from a one hundred-year storm event while releasing at the five year historic. DRAINAGE DESIGN CRITERIA A. REGULATIONS The Urban Storm Drainage Criteria Manual and the City of Greeley Drainage Criteria Manual was used in the design of this drainage report. The design of the drainage complies with these manuals'criteria. B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS No drainage studies have been conducted specifically for this site. The detention requirements will be provided on site with the release at the rate of the five-year historic event. Therefore, no impact on the drainage basin will be felt from the development of this site. C. HYDROLOGICAL CRITERIA The hydrology of the site was analyzed using the Rational Method and engineering judgment to determine the historic five-year. Appendix A shows the hydrologic computations developed for the basin. The proposed detention pond will serve as the detention facilities to detain a one hundred- year storm event while releasing the runoff at the five-year historic rate. The size of the detention pond was determined by analyzing the 100-year storm event flow minus the release rate, as a function of time. Tables No. 1 "Required Detention Volume", — summarizes the analysis of the sub-basins. D. HYDRAULIC CRITERIA The outlet structure has been located to maintain the natural drainage flow patterns. The outlet pipe will consist of a twelve-inch diameter pipe with a minimum slope of 1.67%. The outlet pipe will discharge into the drainage basin near the northeast property corner. The orifice size for the 5-year release rate is 7-1/4 inch diameter. The orifice sizes from this basin have been determined by analysis using Torrcelli's Equation and found in Appendix A. 2 TABLE NO. 1 REQUIRED DETENTION VOLUME Faith Tabernacle Church Project No. 99-174 September 7, 1999 5 YEAR 5 YEAR 100 YEAR RELEASE REQUIRED REQUIRED INTENSITY(In/Hr) RUNOFF COEF. RUNOFF VOLUME(CF) RATE DETENTION DETENTION TIME AREA (2.89 cfs) VOLUME VOLUME (min) (Acres) 5 yr 100 yr 5 yr 100 yr 5 yr 100 yr (cf) (cf) (cf) 5 9.16 5.19 9.67 0.50 0.70 7,131 18,601 867 6,264 17,734 10 9.16 4.02 7.51 0.50 0.70 11,047 28,892 1,734 9,313 27,158 15 9.16 3.40 6.34 0.50 0.70 14,015 36,587 2,601 11,414 33,986 20 9.16 2.86 5.34 0.50 0.70 15,719 41,088 3,468 12,251 37,620 25 9.16 2.54 4.74 0.50 0.70 17,450 45,589 4,335 13,115 41,254 30 9.16 2.35 4.39 0.50 0.70 19,373 50,668 5,202 14,171 45,466 40 9.16 1.92 3.59 0.50 0.70 21,105 55,246 6,936 14,169 48,310 50 9.16 1.66 3.10 0.50 0.70 22,808 59,632 8,670 14,138 50,962 60 9.16 1.49 2.78 0.50 0.70 24,567 64,171 10,404 14,163 53,767 80 9.16 1.14 2.16 0.50 0.70 25,062 66,480 13,872 11,190 52,608 100 9.16 0.94 1.79 0.50 0.70 25,831 68,865 17,340 8,491 51,525 120 9.16 0.80 1.50 0.50 0.70 26,381 69,250 20,808 5,573 48,442 , 150 9.16 0.66 1.23 0.50 0.70 27,205 70,981 26,010 1,195 44,971 180 9.16 0.56 1.05 0.50 0.70 27,700 72,712 31,212 3,512 41,500 240 9.16 0.44 0.81 0.50 0.70 29,019 74,790 41,616 -12,597 33,174 Note: Use required detention of 53,767 cubic feet ©60 minutes into the 100 year storm. The release orifice is sized to release the on-site 5 year historic event. DETENTION POND VOLUMES Project Name: Faith Tabernacle Church Project No.: 99-174 Date: September 20, 1999 Average Incremental Incremental Incremental Elevation Depth Area Area Volume Cum.Volume 4893.4 - - 4893.6 0.2 836.00 418.00 83.60 83.60 4893.8 0.2 1,791.00 1313.50 262.70 346.30 _ 4894.0 0.2 3,077.00 2434.00 486.80 833.10 4894.2 0.2 5,297.00 4187.00 837.40 1,670.50 4894.4 0.2 7,034.00 6165.50 1233.10 2,903.60 4894.6 0.2 8,354.00 7694.00 1538.80 4,442.40 4894.8 0.2 9,654.00 9004.00 1800.80 6,243.20 4895.0 0.2 11,000.00 10327.00 2065.40 8,308.60 4895.2 0.2 12,392.00 11696.00 2339.20 10,647.80 4895.4 0.2 13,830.00 13111.00 2622.20 13,270.00 4895.6 0.2 15,317.00 14573.50 2914.70 16,184.70 4895.8 0.2 16,871.00 16094.00 3218.80 19,403.50 4896.0 0.2 18,502.00 17686.50 3537.30 22,940.80 4896.2 0.2 20,208.00 19355.00 3871.00 26,811.80 4896.4 0.2 21,989.00 21098.50 4219.70 31,031.50 4896.6 0.2 23,846.00 22917.50 4583.50 35,615.00 4896.8 0.2 25,779.00 24812.50 4962.50 40,577.50 4897.0 0.2 27,788.00 26783.50 5356.70 45,934.20 4897.2 0.2 29,872.00 28830.00 5766.00 51,700.20 - 4897.4 0.2 32,032.00 30952.00 6190.40 57,890.60 4897.6 0.2 34,268.00 33150.00 6630.00 64,520.60 4897.8 0.2 36,579.00 35423.50 7084.70 71,605.30 4898.0 0.2 39,123.00 37851.00 7570.20 79,175.50 Top of Berm DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT The developed site will not alter the natural drainage pattern. The water will be detained in the detention facilities while being released at the historic five-year runoff rate. We do not anticipate any negative impact on the drainage basin by the development of this site. B. SPECIFIC DETAILS The runoff release rate was calculated using the Rational Method, see Appendices. The controlling factor on the outlet was based on Torrecilli's Equation evaluating the head from the maximum elevation to the center of the opening, as shown in Appendix B. The size of the outlet structure was determined by using the allowed release rate. The basin will detain the 100-year storm event runoff in a pond located in the southeast corner of the proposed development. The pond as designed will detain 79,175 cubic feet (CF), which is greater than the 53,767 cubic feet required. The five-year historic release rate was determined to be 2.89 cfs. The release flow will flow to the north in a twelve- inch diameter pipe restricted by an orifice plate in the detention pond inlet. CONCLUSIONS A. COMPLIANCE WITH STANDARDS It is our intent in designing the drainage facilities for this site to comply filly with the Weld County requirements. We do not anticipate having any negative impact on the drainage basin. B. DRAINAGE CONCEPT The design is anticipated to be very feasible to the owner of the property while still meeting all the criteria developed in Weld County. The drainage has been designed to minimize any potential damage to surrounding property owners due to runoff while minimizing the amount of earthwork on site to achieve this goal. We have designed the detention pond to detain the 100 year developed storm while releasing at the 5-year historic rate. It is our understanding the site could release the flow that has naturally occurred from the site. 3 APPENDIX A Calculations HYDROLOGIC COMPUTATIONS Assumptions: Use Rational Method for evaluation. Evaluate for developed lot. Historic (Undeveloped) Runoff Q = CIA Equation 3-1 where: Q = Peak Discharge (CFS) C = Runoff Coefficient I = Rainfall Intensity (Inches/Hour) A = Drainage Area (Acres) Area = 2.89 Acres determine time of concentration: tc = ti +tt Equation 3-2 where ti = overland flow (lesser of the two equations) = [1.8(1.1-05)(L)1/21/(S)113 Equation 3-3 Site Conditions: L = Length of flow L = 525' S = Average basin slope S = 2.29% C5 = 0.15 Table 3-1 = [1.8(1.1-0.15)(525)1121/(2.29)1/3 = 29.7 minutes tt = L/(60)v L = 550' S = 1.45% V = 1.2 fps Figure 3-2 = 7.6 minutes tc = 29.7 + 7.6 = 37.3 minutes determine rainfall intensity: I = 2.1 inches/hour Intensity Frequency Table determine 5 year historic flow: Q = CIA = (0.15)(2.1)(9.16) = 2.89 CFS PROPOSED LAND USE RUNOFF Composite Runoff Coefficient Composite Coefficients 0.70 Similar to School Developed Runoff& Detention Pond Volume See Table No.1 - Required Detention Pond Detention Pond Release See Hydraulic Computations 12 DRAINAGE CRITERIA MANUAL RUNOF 4 TABLE 3-1 (42) RECOMMENDED•RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS ill LAND USE OR PERCENT FREQUENCY SURFACE CHARACTERISTICS IMPERVIOUS 2 5 10 100 7 Business: 7 Commercial Areas 95 .87 .87 .88 .89 Neighborhood Areas 70 .60 .65 .70 .80 Residential : nu Single-Family * .40 .45 .50 .60 i Multi-Unit (detached) 50 .45 .50 .60 .70 ► i Multi-Unit (attached) 70 .60 .65 .70 .80 . 1/2 Acre Lot or Larger * .30 .35 .40 .60 Ill Apartments 70 .65 .70 .70 .80 Industrial: I Light Areas 80 .71 .72 .76 .82 ' Heavy Acres 90 .80 .80 .85 .90 Jr Parks, Cemetaries: 7 .10 .18 .25 .45 L Playgrounds: 13 .15 .20 .30 .50 1 Schools: 50 .45 .50 .60 .70 I I Railroad Yard Areas 20 .20 .25 .35 .45 1 Undeveloped Areas: II Historic Flow Analysis- 2 (See "Lawns") JGreenbelts, Agricultural I_II Offsite Flow Analysis 45 .43 .47 .55 .65 (when land use not defined) clStreets: 1 Paved 100 .87 .88 .90 .93 U Gravel (Packed) 40 .40 .45 .50 .60 Drive and Walks: 96 .87 .87 .88 .89 l Roofs: 90 .80 .85 .90 .90 Lawns, Sandy Soil 0 .00 .01 .05 .20 1 Lawns, Clayey Soil 0 .05 .15 .25 .50 10 __ NOTE: These Rational Formula coefficients may not be valid for large basins. } y *See Figure 2-1 for percent impervious. 1 III 11-1-90 iPPAM nDATNar,F aNn FInnn CONTROL DISTRICT HYDRAULIC COMPUTATIONS OUTLET determine size of outlet for 5-year release rate: Q = Cd A [(2)(g)(h)]1/2 Toricelli's Equation A = Q Qreq. = 2.89 cfs Cd [(2)(g)h)]1/2 Cd = 0.62 g = 32.2 h = 4.0' A = 2.89 0.62 [(2)(32.2)(4.0)]1/2 A = Q•24Q4 Sq, ft. A = 41.$2 sq. in. Area of a circle A=IIR2 R= (41.82/II)1/2 R= 3.65 inches Outlet Pipe Worksheet for Circular Channel Project Description Project File c:\haestadhfmw\99-174.1m2 Worksheet Outlet Pipe Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.009 Channel Slope 0.016700 ft/ft Diameter 12.00 in Results Depth 1.00 ft Discharge 6.65 cfs Flow Area 0.79 ft' Wetted Perimeter 3.14 ft Top Width 0.00 ft Critical Depth 0.97 ft Percent Full 100.00 Critical Slope 0.014696 ft/ft Velocity 8.47 ft/s Velocity Head 1.11 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 7.15 cfs Full Flow Capacity 6.65 cfs Full Flow Slope 0.016700 ft/ft 09/20/99 FlowMaster y5.15 0554:22 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 067O3 (2178)7551666 Page 1 of 1 Hello