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Home My WebLink About970247.tiffPPARK ENGINEERING _ CONSULTANTS October 17, 1996 Weld County Planning 1400 N. 17th Avenue Greeley, CO 80631 Attn.: Mr. Todd Hodges Mr. Donald W. Park Park Engineering Consultants 1240 Main Street Longmont, CO 80501 RE: Del Camino South P.U.D. Change of Zone Dear Todd, Please find attached twenty-five (25) sets of the Written Proposal, District Plat, Master Utility Plan, Drainage Plan and Landscape Plan for the aforementioned project. Two (2) copies of the Drainage Report and one (1) set of mailing labels for the APO are enclosed. The Application form and Check No. 1040 for $1,100.00 to Weld County is attached for the review fees. Once processing of this project is initiated and the reviewing department(s) have any questions, comments or need further information, feel free to call us at (303) 651-6266. Thank you for accepting this application and we look forward to working with you for the approval of this project. Donald W. Park, P.E. Project Manager cc: Chris Wesche, The Neenan Company File 10737005.doc 1240 Main Street Longmont, CO 80501 (303) 651-6626 FAX_(303I651-0331 970247� DEL CAMINO SOUTH WELD COUNTY, COLORADO PUD CHANGE OF ZONE OCTOBER 17, 1996 10737004.doc PLANNED UNIT DEVELOPMENT DISTRICT CHANGE OF ZONE APPLICATION Department of Planning Services, 1400 N. 17th Avenue, Greeley, Colorado 80631 PHONE: 353-6100, Ext. 3540 FOR PLANNING DEPARTMENT USE ONLY: Case Number 7 -SO.) -- Zoning District Date Application Fee: /108` d Receipt Number /5O3 Application Checked By: Planner Assigned to Case: L TO BE COMPLETED BY APPLICANT: (Print or type only except for required signatures). I (we), the undersigned, hereby request hearings before the Weld County Planning Commission and the Board of County Commissioners concerning the proposed PUD rezoning of the following described unincorporated area of Weld County, Colorado: LEGAL DESCRIPTION: (If additional space is required, attach an additional sheet) tYe a ch,e,e_ £xA, 6, Z- ,, Property Address (if available): PRESENT ZONE /{ PROPOSED ZONE P v O TOTAL ACREAGE 7 7, ? OVERLAY ZONES SURFACE FEE (PROPERTY OWNERS) OF AREAPROPOSED FOR PUD REZONING: C.n NAME: Dee. i, o So u Y A. Z. Z. e,5 ' (, P/7,P 'e 1 oi�agFr - ELHOME TELEPHONE 772. - b 3 -99 /Can e'motc ADDRESS: del: 3 •Co k �-A- e A- 01 rrt o n L 6-0 to - 8 o s -n NAME: ADDRESS: APPLICANT NAME: ADDRESS: OWNER(S) RECORD IN NAME: ADDRESS: / // }e c t T X a s 7870 / NAME: ADDRESS: BUS.TELEPHONE: 77.z - HOME TELEPHONE: BUS.TELEPHONE: OR AUTHORIZED AGENT (if different than above): V/Or iee__ PE. /Go 9 ire/y rno rt& �' © _ e a s -o i BUS.TELEPHONE: AND LESSEES OF MINERAL RIGHTS ON OR UNDER THE SUBJECT PROPERTIES OF THE WELD COUNTY ASSESSOR'S OFFICE: L72) n LL . N, f/ Revised: 1-19-96 ounty planning Dept' Weld 0 °CT 11 1996 HOME TELEPHONE: 7 7,- s --s1 C Signature: Owner o u onze Agent PUD DISTRICT VICINITY MAP " MIXED ZOR/NG WY /I9 • . iimJOlr�ii�i DEL CAMINO SOUTH PUD ZONE CHANGE The proposed Del Camino South development will be a high quality industrial park providing a maximum of 20 lots. The 77.98 acre site is located on the Interstate 25 east frontage road and one and one half miles south of State Highway 119 between Weld County Road 22 and Weld County Road 20. The industrial park will be developed with "custom lots" created through the P.U.D. application process. The park will allow uses in the C-4, I-1 and 1-2 districts as defined in the Weld County Zoning Ordinance. As required in the ordinance, if any outdoor storage of vehicles, equipment or materials, or if outdoor operations occur in the park, the uses will be screened with a fence and/or vegetation to reduce the visual impact on the surrounding uses and areas. Materials used for screening will be established and submitted with the PUD Final Plan application. See attached "Covenants" for additional guidelines for building within the Project. It is the developers concept of the park for the buildings to be standard masonry structures, with possible exceptions of quality metal structures. The buildings are intended to be neutral or earthtone in color, a maximum of 35 feet in height, and with a 12:1 roof pitch. A 25 foot setback will be required along the perimeter property line and along the internal roadway right-of-way line. An offset of 10 feet or 1 foot for every 2 feet of building height will be enforced within the park. The owners plan to enforce the above mentioned site development requirements and other development standards by covenants and architectural controls. See the attached draft of the "Covenants" for more detail.. The proposed Del Camino South will have a density of 4-6 acres/lot. The proposed development is consistent with the intent of the conceptual use of the property of "Employment Center" as shown on the "1-25 Mixed Use Development Area Comprehensive Plan Conceptual Land Use Map". Also, the Land Use Map indicates open space along the eastern edge of the site. This corresponds to the floodplain of the drainageway and development will be limited to the rules and regulations of FEMA and the County. A maximum of 25% of this area can be improved. In addition to the floodplain open space, open space will be provided and accomplished by the individual lot owners or renters. The open space and landscaping is intended to compliment the natural environment. A minimum of 20% of the lot area will be provided for open space/landscaping. Lots adjacent to public rights -of -way or private lands will provide a minimum 20 foot wide open space/landscape buffer area. Open space/landscape areas will consist of grass, shrubs, trees, plants, flowers, decorative gravel, or woodchips. A conceptual landscaping plan has been provided with this submittal with a focus on the frontage road view corridor and the floodplain. Again, the owners plan to enforce the open space/landscape requirements by the covenants of the industrial park. 10737004.doc Public Water and Sewer Domestic water service will be provided by Central Weld County Water District. The property is within its service area. The existing waterlines are adequate to serve the needs of the project. There is a sixteen inch main that runs along the west side of the property that will provide the domestic and fire flows for the Project. See the "Master Utility Plan" for conceptual layout of the water line. Also, see attached copy of response from the District taking no exception to the Project. Sanitary sewer service will be provided by the St. Vrain Sanitation District. The proposed PUD site lays within the District's boundary and was incorporated into the design of the District's facilities. The sewer main is located along the Godding Hollow just east and parallel with the Projects east boundary. See the "Master Utility Plan" for conceptual layout of the sewer line. Also, see attached copy of response from the District taking no exception to the Project and capacity to serve. Storm Water Management Drainage Plan The storm water management plan for Del Camino South will consist of a system of drainage swales that collect and direct the runoff from the development to the floodplain. Where possible, the drainage swales will be integrated into open space and landscaped areas. All existing and future storm runoff will be routed through these swales and discharged in historic drainage patterns toward the floodplain. A storm water drainage report and plan that meets the requirements of Weld County is included in this submittal. The free release concept is based on the premise that the property is located on the floodplain and that peak flows can be discharged from the Project prior to the peak flows of the main channel. Roadway System The proposed vehicular system will consist of private local roadways throughout the industrial development. The local roadways will be paved, 24 feet wide, with 4 foot shoulders with a 60 foot wide access easement. The internal roadway widths and water utility design meet or will meet the requirements of the Mountain View Fire Protection District and the Uniform Fire Code. Access will be provided from the Interstate 25 east frontage road. Access to the lots will be from the private local roadway system. If necessary, the Interstate 25 east frontage road intersection with the private roadway will be upgraded in accordance with the Colorado Department of Highway regulations. A traffic analysis is being completed by Matt Delich, traffic engineer, to determine the impact on the Interstate 25 east frontage road intersection by the development's points of access. A copy of that report will be forwarded to the Colorado State Highway Department and the Weld County Planning Department within the next week. An offsite road improvement agreement that is consistent with the traffic analysis will be submitted at the PUD Final Plan Stage. 10737004.doc A secondary emergency access easement and drive as shown on the submitted Plan will be designed and developed in accordance with Mountain View Fire Protection District and Weld County regulations. Only off-street parking will be permitted within the PUD. Each individual lot will provide parking for its facility. The number of off-street parking spaces provided will meet or exceed the requirements of the Weld County zoning ordinances. The actual design and specifications of the pavement for the internal roadways will be determined after an extensive soil study and tests have been accomplished at the PUD Final Plan stage. Soils Attached is a letter from Terracon dated 10-14-96 that indicates their review of the soil conditions at the site. The information from this report indicates that there may be some limitations on development by the soils in the area. The SCS has classified the soils from slight to moderate difficulties for dwelling and road construction for one or more reasons. The soils on the site are fine sandy loam and have a low shrink/swell potential. As stated above, the SCS information is a guide. Any actual construction of dwellings or roads must be preceded by extensive soil surveys and tests of the specific material which will result in development of exacting specifications for foundation and roadway designs. The Applicant, on the advice of his professional engineer, believes that he can develop a sound, feasible project using these soils. Should detailed testing reveal that such construction is positively not feasible, which is highly unlikely, the project plans would be altered accordingly. Generally, the soils are predicted to be adequate, with proper precautions and design. The soil conditions in the area east of Longmont are generally acceptable for construction as evidenced by dwellings and other structures in the area. Mineral Resources See enclosed letter from Terracon dated 10/14/96 indicating that there does not appear to be any sand, gravel or other mineral resources which would be economically feasible to mine. Hazard Areas There are no apparent hazards or restrictions that would conflict with this application. A portion of the site is within the 100 -year floodplain hazard area as shown on the submitted Plan. There are no geological hazards evident on maps provided by Weld County. The airport overlay district does not affect this site. 10737004.doc Surrounding Land Uses The immediate Del Camino South environs consist of existing commercial/industrial development adjacent to the proposed site along with agricultural lands. The entire area is rapidly growing and changing. The Del Camino area, approximately one mile north, has added numerous developments to its area in the past few years. The limited number of available industrial sites in the area demonstrates a need for this type of development. The Del Camino South development can meet the continued growth needs of the area. Existing Unique Features As shown on the submitted Plan, an existing Panhandle Eastern gas line and a Wyco gas line run through the proposed site. It is the intent of the developer to comply with the easement or right-of-way restrictions and requirements of the gas companies. Possible relocation of the gas lines may be incorporated into the design of the PUD and no conflict is anticipated. The limits of the 100 -year floodplain are approximately designated on the submitted Plan per the Flood Insurance Rate Map Community Panel Number 080266 0850 C, dated Septeniber 28, 1982. The approximate area of land within the 100 -year floodplain is 4.72 acres and shall be maintained as Open Space, in accordance with Weld County zoning regulations. There are no unique natural features existing on the proposed site, such as wildlife areas or unique vegetative cover. We are currently scheduling a field visit by Terry Mckee of the Corps of Engineers to determine if there are any "wet lands" within this development. With the lands currently being farmed for agricultural purposes, there are few natural areas that provide specific wildlife areas. By preserving the lands along the floodplain and providing buffers, wildlife will be able to continue movement and use of the land in sum what a historical matter. I0737004.doc EXHIBIT "A" LEGAL DESCRIPTION A PARCEL OF LAND LOCATED IN THE NORTH HALF OF THE SOUTHWEST QUARTER OF SECTION 14, TOWNSHIP 2 NORTH, RANGE 68 WEST OF THE 6TH PRINCIPAL MERIDIAN, COUNTY OF WELD, STATE OF COLORADO, MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHWEST CORNER OF THE SOUTHWEST QUARTER OF SAID SECTION 14; THENCE S 89°56'32" E ALONG THE NORTH LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 14, A DISTANCE OF 50.00 FEET TO THE POINT OF BEGINNING, SAID POINT ALSO BEING ON THE EAST RIGHT-OF-WAY LINE OF A PARCEL OF LAND AS DESCRIBED IN BOOK 1024 AT PAGE 112 OF THE WELD COUNTY CLERK AND RECORDER; THENCE CONTINUING N 89°56'32" E AND ALONG THE NORTH LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 14, A DISTANCE OF 2557.69 FEET TO THE NORTHEAST CORNER OF THE SOUTHWEST QUARTER OF SAID SECTION 14; THENCE S 00°07'25" E ALONG THE EAST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 14, A DISTANCE OF 1328.14 FEET TO THE SOUTHEAST CORNER OF THE NORTH HALF OF THE SOUTHWEST QUARTER OF SAID SECTION 14; THENCE S 89°53'09" W ALONG THE SOUTH LINE OF THE NORTH HALF OF THE SOUTHWEST QUARTER OF SAID SECTION 14, A DISTANCE OF 2551.58 FEET TO A POINT ON THE EAST RIGHT-OF- WAY LINE OF SAID PARCEL OF THE LAND RECORDED IN BOOK 1024 AT PAGE 112; THENCE N 00°23'12" W ALONG A LINE THAT IS 50.00 FEET EAST OF, AS MEASURED AT RIGHT ANGLES, AND PARALLEL WITH THE WEST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 14, SAID LINE ALSO BEING THE EAST RIGHT-OF- WAY LINE OF SAID PARCEL OF LAND RECORDED IN BOOK 1024 AT PAGE 112, A DISTANCE OF 1330.68 FEET TO THE TRUE POINT OF BEGINNING. CONTAINING 77.98 ACRES MORE OR LESS. BASIS OF BEARINGS, THE WEST LINE OF THE SOUTHWEST QUARTER OF SECTION 14 BEING N 00°23'12" W. /e6; WUDc. COLORADO MEMORANDUM To: All Referral Agencies From: Kerri D. Keithley/Jill Boshinski Subject: Case Z-502 October 24, 1996 Please be informed the referral date on Case Z-502, Donald Park for a Planned Unit Development Change of Zone for a C-1 through C-3, I-1 and 1-2 Subdivision response time should be November 13, 1996. We apologize for this inconvenience. SERVICE, TEAMWORK, INTEGRITY, QUALITY DEL CAMINO SOUTH TRAFFIC IMPACT STUDY WELD COUNTY, COLORADO NOVEMBER 1996 Prepared for: Park Engineering Consultants 1240 Main Street Longmont, CO 80501 Prepared by: MATTHEW J. DELICH, P.E. 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 Weld County Planning Dept. NOV 13 1996 I. INTRODUCTION This traffic impact study addresses the capacity, geometric, and control requirements at and near the Del Camino South development in Weld County, Colorado. It is a proposed industrial park development located on the east Frontage Road of I-25, approximately 1.5 miles south of Interchange 240. During the course of the analysis, numerous contacts were made with the project engineering consultant (Park Engineering Consultants). This study generally conforms to the format set forth in typical traffic impact study guidelines. The study involved the following steps: - Collect physical, traffic, and development data; - Evaluate the existing conditions at key locations; - Estimate the trip generation by the proposed development; - Determine the trip distribution of site generated traffic; - Evaluate operation at key intersections; - Determine the geometrics at key intersections; - Determine the impacts of site generated traffic on key intersections; - Identify deficiencies and recommend mitigating measures as appropriate. II. EXISTING CONDITIONS The location of Del Camino South is shown in Figure 1. It is important that a thorough understanding of the existing conditions be presented. Land Use Land uses in the area are primarily industrial or agricultural. Industrial uses exist in the general area near Weld County Road 22. These are typically manufacturing facilities and are located 0.25-0.50 miles to the north of the site. Most of the remaining nearby land is in agricultural use. Land in the area is flat from a traffic operations perspective. Roads The primary roads near Del Camino South are shown in Figure 2. The Frontage Road is west of Del Camino South. It is a north - south road designated as a Category 5 Highway by the Colorado Department of Transportation (CDOT). The Frontage Road has a two lane cross section with auxiliary turn lanes at the Specialty Place and WCR22 intersections. Intersections along the Frontage Road are 1 A N ____ -` • I 09 Q• rk1a d 3 , tl�,� \_/-'34 /480 4857 /S" j�/11 • uJr �J so i------ �n _ _,..,_.5_-_-_,--_-_-___---_ O_3!` (c �- .� - / _ --- "'L'�, J .%3 \ /01) • __gM pt\ Pr49 L. 7- St Vra r I (, Q Sc ;1{ J S\/ /� J 1 �_n �'`� 1 , , ` gar �r -State Rel;;: .'Area ti I /� •_ / AS7 � 1467 /• y� _ " •' ir �,/J N.CC wig t ill `�f r , u • • D . STATE HIGHWAY h� 119 )frtt( •= - •, •• i0 — I �`i 1480 - 4_856 IM 10 c_\ 7, �: • 7 C/- -1. IV.," L./~ j i' (1, -.WELD CO. RD. 22 � r _ s , • Gravel ' Pit( 7 Harne 4900 _ I/ _ � W �t / yS 11// • Rir /; i- 15 .=�J -7 �� ' fi ?I497 `� DEL CAMINO • /-�-�450/ \j 11 t'' " • 16 • : ; ISM - •. ,, • WELD CO. RD. 20 ( SOUTH _ •\ Jahn l` ° r`ee4k 21 488 .. ' ./488 -----/ 'l2' ctkm, Z \----. � , if WELD 3 / CO. RD. 18 , ) 4, r�� ( a9 /49/ �, % % 9 z •• . ('l ,-\, /5084 948 i -- � ) 1 1l p\ \ . s r --(r: •... 9it - is a7s IRJ-1 �,: ■� ss ■ .. _ --_ it stn° c __ -- '�.. ` ^'•• I �. 1 � Grave Pit` J 4927 2 _ 27 , 26 25 Iit I f /s� C C 11— I �d)) '• ,rpp \ ) iv; 4976 >• • + �::E :_ •van :� �6P "I' •' : m�ing t�tl a /s 4 ��0 iEr — Oil Wells ! 'U� �C II 500° pl Mi e • ° I•j/' ° \ ° (°-\ ��na ✓t 1M r` t a ) 35�'36 17 NO SCALE SITE LOCATION Figure 1 Ai& NO SCALE S.H. 119 Interchange 240 I NTERSTATE 25 WELD COUNTY ROAD 24 FRONTAGE ROAD WELD COUNTY ROAD 22 WELD COUNTY ROAD 20 PRIMARY ROADS Figure 2 stop sign controlled with the Frontage Road having the right of way. The posted speed limit is 55 mph. Existing Traffic Peak hour turning movements at the Frontage Road/Specialty Place and Frontage Road/Weld County Road 22 intersections were obtained in September 1996 and are shown in Figure 3. Raw traffic count data is provided in Appendix A. Existing Operation Traffic volumes in the immediate area of Del Camino South are considered to be low, in the 50-120 vehicle per hour range in each travel direction. These volumes represent unimpeded traffic flow conditions adjacent to the site. III. PROPOSED DEVELOPMENT Del Camino South is a proposed industrial park development located adjacent to the east Frontage Road and south of Specialty Place in Weld County. Figure 4 shows a schematic of the site plan of Del Camino South. It is proposed to accommodate general light industrial land uses, consisting of free standing, single user buildings. The development schedule assumes one-third development over the next 3-4 years, with the balance of the site built out in the next 15-20 years. All access to Del Camino South is proposed via a single access point to the east Frontage Road. In this study, the initial development phase is assumed operational by the year 2000, with the balance of the site developed by the year 2015. Trip Generation Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system. A compilation of trip generation information, prepared by the Institute of Transportation Engineers dated 1991, was used to project trips that would be generated by the uses at Del Camino South. The land use code "General Light Industrial" (110) was used to determine the trip generation. Table 1 shows the trip generation expected at each phase of Del Camino South. Trip Distribution The directional distribution of the generated trips was determined for Del Camino South. The traffic counts conducted 2 \— 2/20 6/17 WELD CO. RD. 22 co \--5/42 r— 5/20 SPECIALTY PLACE AM / PM FPROPOSED I I DEL CAMINO I SOUTHL I SITE -_J .73 1996 PEAK HOUR TRAFFIC Figure 3 N NO SCALE DEL CAMINO CENTER INTERSTATE 25 • - - - -- - DEL CAMIN SOUTH - -- Ell i J U M MI -- i SITE PLAN Figure 4 Table 1 Trip Generation Land Use Daily A.M. Peak P.M. Peak Trips Trips Trips Trips Trips in out in out Del Camino South (Code 110) Light Industrial Rate (51.8) (6.23) (1.28) (0.87) (6.39) Phase 1 - Short Range 26.0 Acres 1350 162 33 23 166 Phase 2 - Build Out Remaining 52.0 Acres 2690 324 67 45 332 TOTAL 4040 486 100 68 498 along the Frontage Road reflect directional biases; however, the State Highway Access Code indicates that unless acceptable analysis shows otherwise, a full movement intersection (T) should use 50% to the left and 50% to the right. It is likely that the trip distribution will temper toward a 50/50 split over time. Therefore, a 50% to the north and 50% to the south was used for the proposed uses. Background Traffic Background traffic is defined as the traffic that is and/or will be on the area streets that is not related to the proposed development. Future analysis years were 2000 and 2015. Background traffic was increased incrementally by 2 percent per year on the Frontage Road for each of the future analysis years. This is consistent with previous traffic studies in the area. Supplemental traffic growth was added to reflect planned development activity such as Del Camino Center and Del Camino East, in addition to site traffic generated by Del Camino South. Trip Assignment Trip assignment is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are the resultant of the trip distribution process. Figures 5 and 6 show the total morning and afternoon peak hour (site generated traffic plus background traffic) at the Frontage Road access in 2000 and 2015, respectively. These reflect the two development horizons described for Del Camino South earlier in this report. Site related traffic is clearly distinguished at this location, since it is the only traffic associated with driveway activity. Operations Analysis Capacity analyses were performed at the Frontage Road access intersection to Del Camino South. Analyses were performed for both development horizons. Using the traffic volumes shown in Figure 5, the Frontage Road access intersection is expected to operate in the short range condition as indicated in Table 2. Calculation forms for these analyses are provided in Appendix B. The intersection will operate acceptably during both peak hours with level of service B or better expected for all movements. These analyses assume implementation of two outbound lanes on the westbound approach to the Frontage Road and auxiliary lanes as dictated by the State Highway Access Code. Per this criteria, the following lanes are assumed implemented in the short range future: 3 FRONTAGE ROAD AM/PM Rounded to the Nearest 5 Vehicles. SHORT RANGE PEAK HOUR TRAFFIC Figure 5 50/250 50/250 FRONTAGE ROAD AM / PM Rounded to the Nearest 5 Vehicles. N LONG RANGE PEAK HOUR TRAFFIC Figure 6 Table 2 Short Range Intersection Operation Intersection Frontage Road/Del Camino South Access (stop sign) WB LT WB RT SB LT Table 3 Level of Service AM PM B A A Long Range Intersection Operation Intersection Frontage Road/Del Camino South Access (stop sign) WB LT WB RT SB LT B A A Level of Service AM PM D A A F B A o Right -turn deceleration lane approximately 450 feet long plus 270 feet of taper; o Right -turn acceleration lane 960 feet plus 270 feet of taper; o Left -turn deceleration/storage lane -- approximately 485 feet long plus 270 feet of taper and 40 feet of storage. The right -turn deceleration lane is a function of the posted speed on the Frontage Road. Storage length is not required for this lane. The only lane that requires storage (a function of the turning volumes) is the left -turn deceleration lane. Increasing traffic volumes will require an incremental increase in storage length for this lane as site generated traffic increases. Using the traffic volumes shown in Figure 6, the Frontage Road access intersection will operate as indicated in Table 3 in the long range future. Calculation forms for these analyses are provided in Appendix C. At this level of background traffic and full development of the Del Camino South, the key intersection operates acceptably, except for the minor street left turns in the afternoon peak hour. The level of service F operation is caused by the high concentration (peaking) of traffic exiting the site. A "non -capital" mitigation measure would be to spread the peak traffic over a longer time period (1.5-2.0 hours), thereby reducing the delay reflected in the analysis procedure. The auxiliary lanes on the Frontage Road at the Del Camino South access, indicated earlier in this report, remain the same. However, the southbound left -turn storage will need to be extended to 135 feet. This assumes site traffic and the directional traffic demands assumed in this study remain the same. IV. CONCLUSIONS This study assessed the traffic impacts of the development of Del Camino South on the road system at two levels of development. As a result of this analysis, the following is concluded: - The development of the Del Camino South is feasible from a traffic engineering standpoint. At full development as proposed, approximately 4040 trip ends will be generated at this development daily. - Current operation on the Frontage Road in the area of the site is acceptable. - In the short range future, the Frontage Road access to Del Camino South will require two outbound lanes from the site to the Frontage Road, right -turn acceleration and deceleration lanes, and a southbound left -turn deceleration lane with 40 feet of vehicular 4 1 storage. All traffic movements will operate acceptably in the short range future. - In the long range future (2015) with full development of Del Camino South, the southbound left -turn storage will need to be extended to 135 feet. Acceptable peak hour operation will occur at the site access intersection with the Frontage Road at full development with an extension of the peak traffic period. 5 MATTHEW J. DELICH , P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 TABULAR SUMMARY OF VEHICLE COUNTS (fir GKIE 1-1-e L/ y-isi Date 9 / 1 G FClty We"CP Cc) R = Right turn Observer S = Straight OF F 7-46-S- 'er • AND S7°E Cr i9 -c--7-1104- f� GE L = Lett turn INTERSECTION A TIME BEGINS F K.o AJTR 6 c_ FiebkIrA-GE, I TOTAL South SP E_ e_ f f#-c.r y TOTAL East `Ne3t TALL from EAST tram WEST tram NORTH from SOUTH R S L I Total IRI S IL Total R S L Total I R S L Total 73o -74S 7 I II 4.1 I 1-o 0 I o II I I O • 745-soD /5- III I - II ! I a l 3 II I I I II .3 f-tro —8I.- i2. I II I 8 ►s-?sci 2.I II .3 I I 1 3 15' II I I I I s II i I T I I I I 730-t3d) 3 I II 18 I 151 I S 1O I I I 170- II II I I I I I I I . I I I II II I I I I I I I I , II I i II _ II I I I II I 430 -oos- I o I II o I I 15 I 1 3 18 II I I g 1 INS --sue a I II o, I I II 5. I= i 1 I lo II I I 14 Sao -516'1 I II ( I II 22.1 17 1 a.9 I I II 2? 575--53a ° It o I i 170 h I r 9/? i9 1 I 434,53e LI ► _ 0, a.a 16 .. I I I 4k. MATTHEW J. DELICH , P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Observer INTERSECTION ✓t C TABULAR I gr !"1'"EJ21...1 14s/ SUMMARY Date 9/3 QOF`VEHICLE / 9 6 Day W" "i 'City COUNTS `v UNTS m'1) ea' R = Right turn Straight Lett turn OF f!LD /i !-1+6c_ R.22), AND !.v C 2- Z. S = L = BEGINS Feo1JTI-F6-6 F2n4 7-9-6.E TOTALTIME Northfrom I4) ( z T TOTAL tram NORTH from SOUTH fEAST tram WEST RI S I L I Total I RI S IL 'Total South R S L Total R I S I L Total West 75'7-741 a ► o I 21 I2.. i? I z.1 II y z. 0 Iii i III 1 I / II. `-1 _3 7tS-117 ati a 2‘ 1 3 171 I ao 11 1-14 11 0 1 3 I 3 I 13 .I `f 9 i/rv_ir1 s ato 2..I 028 I 3 /1 I I >'q II Liz II I , 6 / I / II q3 1/1--.8:3611 I la_ 7 /9 I q /7 a./ I zf n I/ I 1 z I 3 I I .3 I 413 I 7.30 moll I S 3 ii of Ilia. 6,111 7G 17o II .zI 16 i S T I I I —4 II /9d II I I I I • I I I I I I I II i I I I I 11 l I I11II II I I I i I II I I I I I II I I I I I I I I I II y3o-41fsl 118 1 2 1 a o l o a 7 1 l .77 ii '717 I C I l o l Z, II z h/9 INs'Sil la3Ia►a5II3 /II Ias II 115 ILf.I� I4I 8 II I I 8 II 53 'oa-515 I a5 I i I a,,, p 2-, _39 I H{ / II 6 7 19 I I t I I,,z a I I I I ao II g 7 51s.53a I as o I aaI o1a'7I Ia7 II 49 151 I a- 7 I 7 15%, I I I I I I I II x{3055( I ?8 S 3 15L//0I 9 11/5- ao8 aaI 117 37 37 a4.s HCS: Unsignalized Intersections Release 2.1d Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N -S) east frontage road Major Street DirectionNS Length of Time Analyzed60 (min) Analyst mjd Date of Analysis 11/2/96 Other Information f�aamr� pm Two-way Stop -controlled In'E rsection (E -W) delcaminosouth acces long Northbound L T R No. Lanes 0 Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's 1 1 N 185 80 .95 .95 0 Southbound Eastbound L T R; L T R 1 1 0 ; 0 N 80 265 .95 .95 ;1.10 0 0 0 Westbound L T R 1 0 1 15 .95 1.10 0 15 .95 1.10 Vehicle Maneuver Adjustment Factors Critical Gap (tg) Follow-up Time (tf) Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.00 5.50 6.00 6.50 2.10 2.60 3.30 3.40 HCS: Unsignalized Intersections Release 2.1d Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue —Free State: 195 1103 1103 0.98 Step 2: LT from Major Street SB NB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -Free State: 279 1262 1262 0.93 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 558 503 0.93 0.93 0.93 466 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) WB L 18 WB R 18 SB L 92 466 1103 1262 8.0 3.3 3.1 0.0 B 0.0 A 0.1 A Intersection Delay = 0.7 sec/veh 5.7 0.7 HCS: Unsignalized Intersections Release 2.1d Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N -S) east frontage road Major Street DirectionNS Length of Time Analyzed60 (min) Analyst mjd Date of Analysis 11/2 Other Information am pm Two-way Stop -controlled Intersec ion (E -W) delcaminosouth acces long No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's Northbound L T R 0 1 1 N 315 10 .95 .95 0 Southbound L T R 1 1 0 N 10 195 .95 .95 0 1.10 Eastbound Westbound L T R; L T R 0 0 0 1 0 1 85 .95 1.10 0 85 .95 1.10 Vehicle Maneuver Adjustment Factors Critical Gap (tg) Follow-up Time (tf) Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.00 5.50 6.00 6.50 2.10 2.60 3.30 3.40 HCS: Unsignalized Intersections Release 2.1d Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -Free State: 332 940 940 0.90 Step 2: LT from Major Street SB NB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -Free State: 343 1177 1177 0.99 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 548 510 0.99 0.99 0.99 505 Flow Rate Movement (pcph) WB L 98 WB R 98 SB L 12 Intersection Performance Summary Avg. 95% Move Shared Total Queue Approach Cap Cap Delay Length LOS Delay (pcph) (pcph)(sec/veh) (veh) (sec/veh) 505 940 1177 Intersection 8.8 0.8 B 4.3 0.3 A 3.1 0.0 A 0.2 Delay = 1.6 sec/veh 6.6 HCS: Unsignalized Intersections Release 2.1d Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N -S) east frontage road Major Street DirectionNS Length of Time Analyzed60 (min) Analyst mjd Date of Analysis 11/2/96 Other Information pm short Two-way Stop -controlled In errection (E —W) delcaminosouth acces No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's Northbound ; Southbound L T R L T R 0 1 1 Y 345 245 .95 .95 0 1 1 0 N 245 295 .95 .95 1.10 0 Eastbound L T R 0 0 0 Westbound L T R 1 0 1 50 .95 ;1.10 0 50 .95 1.10 Vehicle Maneuver Adjustment Factors Critical Gap (tg) Follow—up Time (tf) Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.00 5.50 6.00 6.50 2.10 2.60 3.30 3.40 HCS: Unsignalized Intersections Release 2.1d Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -Free State: 363 907 907 0.94 Step 2: LT from Major Street SB NB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -Free State: 363 1151 1151 0.75 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 932 306 0.75 0.75 0.75 230 Movement WB L WB R Flow Rate (pcph) Intersection Performance Summary Avg. 95% Move Shared Total Queue Approach Cap Cap Delay Length LOS Delay (pcph) (pcph)(sec/veh) (veh) (sec/veh) 58 230 58 907 SB L 284 1151 20.9 4.2 4.2 Intersection Delay = 1.8 sec/veh 12.6 1.9 HCS: Unsignalized Intersections Release 2.1d Page 1 HCS: Unsignalized Intersections Release 2.1d Page 2 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N -S) east frontage road Major Street DirectionNS Length of Time Analyzed60 (min) Analyst mjd Date of Analysis 11/2/96 Other Information am pm short �long� Two-way Stop -controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's Northbound L T R 0 1 370 .95 0 (E -W) delcaminosouth acces Southbound ; Eastbound ; Westbound L T R; L T R L T R 1 ; 1 Y 35; 35 .95; .95 1.10 1 0 0 N 360 .95 0 0 0 1 0 1 250 250 .95 .95 1.10 0 1.10 Vehicle Maneuver Adjustment Factors Critical Gap (tg) Follow-up Time (tf) Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.00 5.50 6.00 6.50 2.10 2.60 3.30 3.40 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -Free State: 389 879 879 0.67 Step 2: LT from Major Street SB NB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -Free State: 389 1119 1119 0.96 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 806 361 0.96 0.96 0.96 348 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) WB L WB R SB L 289 348 289 879 41 1119 54.6 10.5 F 6.1 1.7 B 3.3 0.0 A Intersection Delay = 11.8 sec/veh 30.3 0.3 r PARK ENGINEERING 1� CONSULTANTS DRAINAGE REPORT DEL CAMINO SOUTH P.U.D. WELD COUNTY, COLORADO 1240 Main Street Longmont, CO 80501 (303) 651-6626 FAX (303) 651-0331 DRAINAGE REPORT DEL CAMINO SOUTH P.U.D. WELD COUNTY, COLORADO Prepared for: THE NEENAN COMPANY 2290 E. PROSPECT FORT COLLINS, COLORADO 80522 (970) 493-8747 Prepared by: PARK ENGINEERING CONSULTANTS 1240 MAIN STREET LONGMONT, COLORADO 80501 (303) 651-6626 October 17, 1996 PEC Job #10737003.DOC TABLE OF CONTENTS Certification I. General Location and Description II. Historic Drainage III. Drainage Design Criteria IV. Drainage Facility Design V. Conclusion Appendix A Map Pocket "I hereby certify that this report (plan) for the drainage design of Del Camino South P.U.D., was prepared by me (or under my direct supervision) in accordance with the provisions of Weld County subdivision regulations for the owners thereof." Registered Professional Engineer State of Colorado No. 16726 (Seal) I. GENERAL LOCATION AND DESCRIPTION LOCATION The Del Camino South P.U.D. is located south and adjacent to the Del Camino Center P.U.D., located in the North half of the Southwest Quarter of Section 14, Township 2 North, Range 68 West of the 6th Principal Meridian, County of Weld, State of Colorado. More commonly described as being located on the Interstate 25 east Frontage Road and one and one half miles south of State Highway 119 between Weld County Road 22 and Weld County Road 20. The site is bounded by an undeveloped portion of the Del Camino Center P.U.D. and a residential lot on the north, Godding Hallow Drainageway on the east, undeveloped agricultural land on the south, and Interstate 25 Frontage Road on the west. A vicinity map showing the site location is enclosed on the next page. The site specific location and boundary is shown on the Drainage Plan located in the map pocked at the end of this report. TOPOGRAPHY The site consists of 77.98 acres of relatively undeveloped agricultural pasture land. The site is basically void of trees. The site is located near the upper ridge of topography, and hence little to no off -site drainage enters the site. The site generally slopes easterly, with slopes averaging around 1.4%. Little to no drainage from a small area between the Interstate 25 Frontage Road and the existing irrigation ditch is intercepted by the irrigation ditch. During a larger or major storm, storm water should overtop the existing irrigation ditch and flow easterly. All other drainage from the east side of the irrigation ditch, overland flows easterly and discharges into the Godding Hallow Drainageway. SITE LOCATION FIGURE 1 II. HISTORIC DRAINAGE MAJOR BASIN DESCRIPTION The Del Camino South P.U.D. is located within the St. Vrain Creek drainage basin. Runoff from this site is collected in local swales, ditches and drainageways and carried overland, to the St. Vrain Creek located over 2 miles north of the site. The floodway for the Godding Hallow Drainageway encroaches onto this site along the east property line. SUB -BASIN DESCRIPTION The site is part of a larger sub -basin that contributes runoff to the major basin. This sub -basin has its major drainageway running south to north adjacent to the site's east property line. Flow from the site is directed to this drainageway by overland flows. SITE SUB -BASIN DESCRIPTION The site specific drainage patterns are identified and basins delineated. The entire site ultimately discharges into the St. Vrain Creek and for this report, the site was considered as one sub -basin for analysis. The Drainage Plan showing the site basin is located in the map pocket at the end of this report. The basin is described along with the historic runoff rates in the following paragraph. The detailed calculations can be found in Appendix A. Site Basin (77.98 Ac.) - This sub -basin includes all of the area that will ultimately be developed as part of this plan. The ground conditions include irrigated pasture on an average slope of 1.4%. The historic storm water overland flows and is conveyed to the Godding Hallow Drainageway and eventually to the St. Vrain Creek. The historic flows are as follows: Q2 = 8.6 cfs; Q5 = 25.0 cfs; Q10 = 43.3 cfs; Q100 = 142.7 cfs. III. DRAINAGE DESIGN CRITERIA The Weld County Subdivision Regulations provide the direction for developing a storm water management plan. This report utilizes those directions and supplements the analysis by using the "Urban Storm Drainage Criteria Manual." The Del Camino South P.U.D. will be developed on the "custom lot" concept which allows for administrative approval as each lot is proposed. As each lot is developed, a drainage plan/report will be provided which will identify the specific site improvements for the lot. Each lot will be allowed to free release the storm water runoff Drainage patterns will not be altered from historical patterns and the release points will be similar. This drainage report for the Del Camino South P.U.D. complies with the aforementioned guidelines. The Drainage Plan located in the map pocket at the end of this report shows the overall site development control for the storm water management. The hydrological criteria used for this report is based on the "Urban Storm Drainage Criteria Manual" March 1969. Rainfall Intensity graphs were developed based on the 1 -hour rainfall charts. Using the rational formula method for runoff calculations, flow rates for each sub -basin is determined for the 2, 5, 10 and 100 year occurring storm. Detailed hydrologic calculations are included in Appendix A with the related tables and figures for the drainage improvements. IV. DRAINAGE FACILITY DESIGN The drainage concepts for the developed conditions will be discussed in the following paragraphs. The developed conditions are shown on the Drainage Plan located in the map pocket at the end of this report. The improvements include the access road and building pads with the associated parking and landscaping areas. Sub -Basin A (36.03 Ac.) - Sub -basin A covers the northern half of the Del Camino South P.U.D. which will be developed. As the western portion of this sub -basin develops, storm water will not be allowed to enter the existing irrigation ditch which will either be abandoned or piped. Lot development in this sub -basin will direct storm water runoff to the Godding Hallow Drainageway in drainage swales and improvements. Flow patterns will continue to be directed to the Godding Hallow Drainageway and St. Vrain Creek as historically experienced. The proposed drainage swale will be located along the north property line and sized to meet or exceed the 100 -year volumes. Developable lots adjacent to the Godding Hallow Drainageway will release storm water flows directly to the drainageway. Areas within this sub -basin, but outside the improvements, will remain undisturbed and release drainage in the historical manner. The developed release rates for the design storms are Q2 = 43.5 cfs; Q5 = 63.6 cfs; Q10 = 76.7 cfs; and Q100 = 138.9 cfs. Sub -Basin B (5.99 Ac.) - Sub -basin B covers the proposed access drive to the Del Camino South P.U.D. which consists of the Access Road and adjacent landscape areas. Storm water from these areas will be collected in roadside ditches and conveyed to the Godding Hallow Drainageway. Storm water flows will continue to be directed to the Godding Hallow Ditch and St. Vrain Creek. The developed release rates for the design storms are Q2 = 9.1 cfs; Q5 = 13.4 cfs; Q10 = 17.3 cfs; and Q100 = 28.4 cfs. Sub -Basin C (35.96 Ac.) - Sub -basin C covers the southern half of the Del Camino South P.U.D. which will be developed. As the western portion of this sub -basin develops, storm water will not be allowed to enter the existing irrigation ditch which will either be abandoned or piped. Lot development in this sub -basin will direct storm water runoff to the Godding Hallow Drainageway in drainage swales and improvements. Flow patterns will continue to be directed to the Godding Hallow Drainageway and St. Vrain Creek as historically experienced. The proposed drainage swale will be located along the south property line and sized to meet or exceed the 100 -year volumes. Areas within this sub - basin, but outside the improvements, will remain undisturbed and release drainage in the historical manner. The developed release rates for the design storms are Q2 = 43.4 cfs; Q5 = 63.4 cfs; Q10 = 76.5 cfs; and Q100 = 138.6 cfs. V. CONCLUSIONS The drainage concepts for this project are consistent with current policies and practices for storm drainage management. The site will continue to maintain the flow patterns as have been experienced historically. The drainage swales will convey and release storm water flows prior to the peak flows flowing thro,gh the floodplain from upstream properties which will reduce the overall affect and wa Cities being conveyed durin&the basin's peak flows. DRAINAGE CRITERIA MANUAL RUNOFF TABLE 3-1 (42) RECOMMENDED.RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS LAND USE OR PERCENT FREQUENCY SURFACE CHARACTERISTICS IMPERVIOUS 2 5 10 100 Business: Commercial Areas 95 .87 .87 .88 .89 Neighborhood Areas 70 .60 .65 .70 .80 Residential: Single -Family * .40 .45 .50 .60 Multi -Unit (detached) 50 .45 .50 .60 .70 Multi -Unit (attached) 70 .60 .65 .70 .80 1/2 Acre Lot or Larger * .30 .35 .40 .60 Apartments 70 .65 .70 .70 .80 Industrial: Light Areas 80 .71 .72 .76 .82 Heavy Acres 90 .80 .80 .85 .90 Parks, Cemetaries: 7 .10 .18 .25 .45 Playgrounds: 13 .15 .20 .30 .50 Schools: 50 .45 .50 .60 .70 Railroad Yard Areas 20 .20 .25 .35 .45 Undeveloped Areas: Historic Flow Analysis- 2 (See "Lawns") Greenbelts, Agricultural Offsite Flow Analysis 45 .43 .47 .55 .65 (when land use not defined) Streets: Paved 100 .87 .88 .90 .93 Gravel (Packed) 40 .40 .45 .50 .60 Drive and Walks: 96 .87 .87 .88 .89 Roofs: 90 .80 .85 .90 .90 Lawns, Sandy Soil 0 .00 .01 .05 .20 Lawns, Clayey Soil 0 .05 .15 .25 .50 NOTE: These Rational Formula coefficients may not be valid for large basins. *See Figure 2-1 for percent impervious. 11-1-90 URBAN DRAINAGE AND FLOOD CONTROL DISTRICT e/07-4 JOBL �AMI/vim ( JZNirg. PARK ENGINEERING CON ,TANTS 1240 Main Street LONGMONT, COLORADO 80501 (303) 651-6626 SHEET NO. OF CALCULATED BY _ 1p DATE - /6-8S CHECKED BY n DATE SCALE DiCAINA6a /` a'-i1V#f2 Tcr CMi.i T4.4..k '2-I /_q c.., 0.,25 . rat') 1 O n 0;57- .x_30 . C ,7ci 6 /.O 2 O.9S" (1"/A ) 3"3 . 0.93 o. 9.5" o, 9 S P.95 0.5"i C. 76 O. 4),)" 1.5 9 110,-, cie4-1,(//4) . /.3S 44-4 .4 0.4o 11 (l/v/fae 4.is o.6 1.3e c.7 /. 3f, /.._3 /. 09 / 3:7s 3.7 - C:)!-Ie cjej4-(QN• ) (IN/NIe)'. 5P- YeAlz 4 (IN) 4-4 -4 N.s 47 pi/ ,I4‹) : . 2 /. .5 0.-4V 0.74 94 /r' . 5.� -4.5- 3'r /GS 1.30 l6_.- 2. C.a /.6 • (2• 3:_G 23.G : O' 6 e 1.0‘ 2c ..3` /,3S 3, 9 3G 4 3 2. 3 C. ) c2'> i c ANre /. Ofri 11.O( -•••e-. cue Dp 4-7 ON /AK) . 14 (iN) • . 6 _. C9• 715. /2 c 1.53 3 7. 2 .2.Cs 2i.2 3 PRODUCT 2054*Tillloc , Gram, Wu 01471. To CP0N PHONE TOLL THEE 1403125-00 JOB */ 1O 7 -4 O CA,+ ,NO /vi�.l PARK ENGINEERING CONSULTANTS 1240 Main Street LONGMONT, COLORADO 80501 (303) 651-6626 SHEET NO C— OF l0 CALCULATED BY DATE /6 CHECKED BY DATE SCALE '.Alt -//.1 E a & 5O av 0 /0 ;0 30` 40 PRODUCT 1061(A8`SS,hnc. G,omn. Wu 0uii. To Owe PHONE TOLL FREE 1&67258380 TIME /A/ Al /NuTFS L I�ui.J P7 ---t>c r ?! PARK ENGINEERING CONSI ANTS 1240 Main Street LONGMONT, COLORADO 80501 (303) 651-6626 FAX (303) 651-0331 JOB i07- 37 - SHEET NO -43 CALCULATED BY CHECKED BY SCALE 151 be(e k,; Na^^!- OF I DATE IV ( 17 19ID DATE - 27ei-- Co -T; 57 fj2 77.90 S= 2.3% a 1 e $( 3 L. S= .3%a z4.5 1= /goo i fit" 2. 3% fo'= 3 7457 t ; 14,_h ,s // q / Dtr z 77 3r14r 4;,t zL 24.5 77.3 /,t3 ,.,f..J /, &^&/a 4 AY *19 3.05 lie c (O / 7 7.9a> /.(o\Li7,98) Qp = ei()Ogs '77.90) 7C .0 43. S 142,7 PRODUCT 204-1 (single Sheets) 205-1 (Padded)ftwfmht, Inc.. Groton, Mass. 01471. To Order PHONE T0Ll FREE 1-8002256380 PARK ENGINEERING CON -TANTS 1240 Main Street LONGMONT, COLORADO 80501 (303) 651.6626 FAX (303) 651.0331 JOB /O? 3 7 L 562c/h/ SHEET NO. OF CALCULATED BY CI) C14DATE CHECKED BY SCALE 7/26 DATE VE0f�%. �1 rr- fI 210 ........................... . / INcKs c2- 0.71 0 7z t- _C5 L = ZSOr 0 1,7 N/ ,24/ A) Z /oo' L- Z % 6;24ssq> (00 7d 4,,•) 144 4) /G_ 7 ja 2:4S 7, 7 r lit Q=CAA Co -?)L. ' Cb..)z l• 43 .S 2.45x3Co.a's� QCs 60�( 2.8Y_ 03 t "7(P: C_P.a& 3(0 I 38 9 PRODUCT 2O4.1 (Single Sheets) 205.1(Palled) / ,A® Inc., Groton, Mass. 01471. To Order PHONE TOLL FREE 1-005225.6380 PARK ENGINEERING CONS TANTS 1240 Main Street LONGMONT, COLORADO 80501 (303) 651-6626 FAX (303) 651-0331 JOB 707-3? SHEET NO Co CALCULATED BY '1)S I" - CHECKED BY SCALEb c e..o - OF DATE DATE 101(-49 �LU rA idg S.= s19 z Arse% C IL; f� c -s 0.8.) D,S5 CI, =0.90 c100= 013 /8 f/ /6, 5- Z7O 3 (Ai „J - L 2.1 2. G Z Y /4S sti,s (Ar iA3 67 I:f‘G /.3 Z!. Z 2 .S la7S (14. Z.SS'"'(cf� Cove --loo 5,1 ( z.ss)( c.9(6 qt, = Co.) C 3-z3 (S.99 Qz cis Co 9 C ., Cs 17.3 ROO5CT204-1 (SiKle Sheets) 205.1 (Parked) (A a k. Inc., Groton. Mass. 01411. To Order PHONE TOLL FREE 1.400.225.6380 L c PARK ENGINEERING CONSI,..UANTS 1240 Main Street LONGMONT, COLORADO 80501 (303) 651-6626 FAX (303) 651-0331 JOB*w/,37 l0 SHEET NO CALCULATED BY OF DATE 10 CHECKED BY DATE SCALE �T Jv. Cb (7 fjPr- t,-) Cve RKP\ = •s.(1.40, s - Z. Q% et, cs= 0.7t 0 72 + 6c;- ZS.3 3,- G= S-2% �; g. L= zI 00 s- 21O 0,7C, wlrrtY > v -=2 .I .fps E loo v - =/rod t,A,a a •i-1& .7 Y -t 1.7 Nr(e CP<C.A 2.6 �al = DY_ a2 C25 (or„co �( gS,1(03 4-3:4 6 '$ Ss --_ 7CaS 2g PRODUCT 2041 (Single Sheets) 205-1(Padded) /%/® Inc.. Broton, Mass. 01471. To Order PHONE TOLL FREE 1.800-225.6380 • DRAINAGE CRI7 A MANUAL RUNOFF 50 3O 20 10 5 3 2 1 .5 3 0 �� .,e15'J/; 3 V A. ' V 3 r !./ A ' te r 4 GA ft- ' v A. j o! vim ,AE. G rSyF� Z .1 .2 .3 .5 1 2 3 5 VELOCITY IN FEET PER SECOND 10 FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. 20 • MOST FREQUENTLY OCCURRING "UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55. USDA. SCS Jan. 1975. 5.1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT FILE CONTAINS OVERSIZED MAP PLEASE SEE ORIGINAL FILE • • CASE NO._S )0 • 7 NA E :,►nrigom ft.. X ACRES 1'.11' !hN->•R i)f :l Pat trig.' (mous, REQUEST ;al. . , 1 .1 A PUBLIC HEARING CONCERNING THIS PROPERTY WILL BE HELD AT 915 - 10th STREET, GREELEY, COLORADO 80631. 19 ' AT FOR MORE INFORMATION CALL THE WELD COUNTY -DEPT. OF PLANNING SERVICES AT 351-6100 EXT. 3540. • • a PARK ENGINEERING CONSULTANTS DAVID MAYEDA E DA 1240 Main Street Longmont, CO 80501 (303) 651-6626 FAX (303) 651-0331 6 CASE N• NAME D_,`,� {� REQUEST`SII IiA1.tE O�70NEF02APUBLIC HEANG CONCERNINGTHISPROPERTY WIL BE HELD AT 915 - 10th STREET. GREEEY, COLORAp . _,Lt 19',4 80631, FWELD COUNTY ell LL THE DEPT. OF PLANNING SERVICES AT 353-6100 EXT. 3540. 3S40. Hello