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HomeMy WebLinkAboutDrainage Reports - 01/09/2003anal A roved RePOrt Apk? Oath '11A3 m ELF- ASSOCIATES 0 E N V E R S P 0 K A N E SALT LAKE CITY FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET CITY OF FORT COLLINS, COLORADO FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET CITY OF FORT COLLINS, COLORADO I I I FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET CITY OF FORT COLLINS, COLORADO J L I I FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET CITY OF FORT COLLINS, COLORADO November 22, 2002 Prepared for: Bank One, Inc. 1125 17`h Avenue, Ste. 400 Denver, Colorado 80202 Ph. (303) 244-5910 Prepared by: Joel D. Tompkins, P.E. CLC Associates, Inc. 8480 E. Orchard Rd, #2000 Greenwood Village, CO 80111 (CLC Job No. 01.0253) I 11 I I I I I I I r r] I' FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET CITY OF FORT COLLINS, COLORADO TABLE OF CONTENTS Page CERTIFICATION...................................................... iii EXECUTIVE SUMMARY ................................................ iv 1.00 GENERAL LOCATION AND DESCRIPTION ................................... 1 1.01 Location .................................................... 1 1.02 Description .................................................. 1 1.03 Adjacent Properties ........................................... 1 1.04 Proposed Development ........................................ 1 2.00 DRAINAGE BASINS AND SUB -BASINS ..................................... 2 2.01 Master Plan ................................................. 2 2.02 Historic Basins ............................................... 2 2.03 Proposed Basins ............................................. 3 3.00 DRAINAGE CRITERIA 3.01 Development Criteria .......................................... 3.02 Variance Requests ............................................ 4.00 DRAINAGE FACILITIES ................................................ 4.01 Detention Ponds ............................................. 4.02 Church Swale ................................................ 4.03 Harmony Ditch Enclosure ...................................... 5.00 EROSION CONTROL ................................................. 5.01 Permanent Erosion Control ..................................... 5.02 Temporary Erosion Control ..................................... 6.00 CONCLUSIONS ..................................................... 5.01 Compliance with Standards ..................................... 5.02 Drainage Concept ............................................ 5.03 Erosion Control Concept ....................................... 7.00 REFERENCES...................................................... Qe 4 4 5 6 6 7 7 8 8 8 8 9 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET CITY OF FORT COLLINS, COLORADO APPENDIX A - Vicinity Map Project Map APPENDIX B - Hydrology and Hydraulics APPENDIX C - Detention Pond Analysis and Design APPENDIX D - Erosion Control Analysis and Design Escrow Estimate APPENDIX E - Reference Materials Variance Request APPENDIX F - Soil Survey Excerpt McClellands Creek Excerpt Oak/Cottonwood Farm Excerpt BACK POCKET - DRAINAGE PLAN EROSION CONTROL PLAN M FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET CITY OF FORT COLLINS, COLORADO ' CERTIFICATION ENGINEER'S STATEMENT: The engineer who has prepared this study, by execution and seal hereon, does hereby affirm responsibility to the City of Fort Collins, as a third party beneficiary of said Engineer's work, for any errors and omissions contained in this study, and approval of this study by the Director of Engineering shall not relieve the Engineer who has prepared this study of all such responsibility. Further, the Engineer hereby agrees to hold harmless and indemnify the City, and its officers and employees, from and against all liabilities, claims, and demands which may arise from any errors and omissions contained ' his stmq. Joel can Toins CcAbrado P.E. No. 32 1 For and on behalf of CL Zss Inc. OWNER / DEVELOPER'S STATEMENT: As Owner / Developer of land(s) identified within this report; I agree to proceed, implement and comply with all recommendations and requirements outlined herein. I&n For and on behalf of Bank One, Inc. CITY OF FORT COLLINS APPROVALS: DIRECTOR OF ENGINEERING M DATE FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET CITY OF FORT COLLINS, COLORADO IEXECUTIVE SUMMARY This report presents the design and analysis of the drainage and erosion control facilities planned as a part of the development of Bank One at Harmony Market. The scope of the report covers all aspects of storm water collection, conveyance, and detention necessary to comply with the Public Works Regulations of the City of Fort Collins. The following key points summarize the presented materials: • There are no regulated floodplains within the property boundary. • An open channel will be constructed to divert runoff from the north half of the adjacent Baptist Church south to the 15" diameter culvert provided. • The detention facilities will reduce peak runoff rates from the development to 0.50 cfs per acre (100-year event) as prescribed in the governing master drainage study. • A variances has been approved for runoff which bypasses the detention facility from landscaping, sidewalk, and drives immediately adjacent to Boardwalk. • A sedimentation basin has been incorporated into the detention facility to provide water quality benefits. r-� FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET rCITY OF FORT COLLINS, COLORADO ' 1.00 GENERAL LOCATION AND DESCRIPTION 1.01 Location Bank One at Harmony Market is located in the Northeast one -quarter of Section 1, Township 6 North, Range 69 West of the 61h Principal Meridian. The site lies in the southerly city limits of the City of Fort Collins. It can be accessed by going west at the Harmony Road exit (Hwy 38 West) of Interstate 25 approximately three and one -quarter mile to the intersection of Harmony Road and Boardwalk Drive. The property in question lies in the south-west quadrant of this intersection with frontage on both streets. 1.02 Description The Plat for the Harmony Market PUD divided the property in question into two lots; Lots 1 and 2. The site was overlot graded to approximately 2% from northwest to southeast. Grading and revegetation have long since been completed; no shrubs or trees exist on the site. According to the Soil Survey of Larimer County Area, Colorado, the soil types found within this development are primarily of the Altvan series, which are Hydrologic Soil Group B (ref. Appendix F). The property is tributary to McClellands Creek and subject to the requirements of both the McClellands Creek Master Drainage Plan and the Revised Overall Drainage Study 1 for Oak/Cottonwood Farm. 1.03 Adjacent Properties ' The property fronts on Harmony Road to the north and Boardwalk Drive to the east. To the south a common drive separates the Bank Site from Lot 1 of Miramont Office Park. The west property boundary of both Lot 1 and Lot 2 is adjacent to Lot 1 of the Front Range Baptist Church Minor Subdivision. Office and church facilities are in place to the south and west, respectively. A Red Robin restaurant occupies the property across Boardwalk Drive while a 7-11 Conveininece store is directly across Harmony Road. 1.04 Proposed Development The proposed Bank One building will cover approximately 3989 square feet of the 1.74 acre lot being created with the re -plat. The building will be situated in the northeast corner of the site and minimally set back from Harmony and Boardwalk in accordance with the Harmony Corridor zoning designation. Drive, parking, and sidewalk hardscape will take up another 57,758 square feet. The remainder of the property will be landscaped. As a requirement to the Bank's construction, the developer will be installing curb and gutter on Harmony Drive across the frontages of their property as well as the church's frontage to the west. An abandoned, concrete lined irrigation channel is being used to convey drainage from Harmony to the east where it is picked up in a 27" storm drain at the northeast corner of our property. That channel will be piped and an inlet installed in Harmony near the Boardwalk curb return to capture flows once entering the ditch across the two frontages where curb improvements are to occur. Page 1 11 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET CITY OF FORT COLLINS, COLORADO 2.00 DRAINAGE BASINS AND SUB -BASINS Following is a detailed discussion of the existing and proposed drainage basins which will define runoff characteristics of this development. ' 2.01 Master Plan As noted previously, this development is within the McClellands Creek Basin and has been hydrologically modelled in the City's "McClellands Creek Master Drainage Plan." In that document the Bank site is located in sub -basin 202; which also contains the Baptist church, Miramont Office Park, and Miramont Self Storage. That study identified a single drainage structure, detention pond 322, to control runoff rates from all the above mentioned properties. However, subsequent agreements outlined in the Oak/Cottonwood Farm Overall Drainage Study required separate facilities to be provided by the individual developments as they occurred. The referenced master drainage plan also provides runoff rates and identifies routing elements for storm water coming from the Harmony Drive right-of-way. Those values, discussed further in the section on Historic Basins below, are used to size the inlets and conveyance elements when enclosing the drainage ditch which is currently being utilized in that right-of- way. 2.02 Historic Basins The following historic basins define those areas effected by the proposed Bank development. Flows generated on basins H-1, 282, and 281 are used to size interception and conveyance elements being built commensurate to the Bank's construction. Basin H-1 is that portion of the Front Range Baptist Church which currently contributes runoff, via overland flow, onto and across the site of the proposed Bank One. The basin is approximately 1.60 acres in size and hydrologic characteristics thereof are based on aggressive runoff coefficients and times of concentration. A previous drainage study for Bank One (approved in April 1997) demonstrated a bypass swale along the west property line of Bank One to convey these flows south to and around the Miramont Office Park. Subsequently, an access drive was constructed to the church site and a 15" diameter culvert installed beneath to convey those flows. In addition, the Miramont Office Park has developed and, as a part of those improvements with reference to the 1997 Bank One study, the swale was continued south and around that property. It is only left for Bank One to construct the interception swale on the common property line with the church. The resulting runoff rate for basin H-1 are estimated at 1.40 cfs and 6.88 cfs forthe 2-and 100-year events, respectively. These values are up from the estimates in the 1997 report due to a subsequent increase in the rainfall intensities published in the Fort Collins design manual. Page 2 I FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET CITY OF FORT COLLINS, COLORADO ' Basin H-2 defines those portions of the Harmony Market PUD which will be occupied by the proposed Bank One. Total area is about 1.81 acres. Currently all rainfall runoff therefrom, along with that from Basin H-1, sheet flows southeast to the private drive and Boardwalk intersection where it enters the curb and gutter and is conveyed south. Existing runoff rates from Basin H-2 are estimated at 0.74 cfs for the 2-year event and 3.41 cfs for the 100-year event. Basin 202 is the basin as defined in Section 2.01 above. It includes all portions of the Bank One property, Front Range Baptist Church, MiramontOffice Park, MiramontSelf Storage, and ' Boardwalk Drive. It is this basin and subsequent agreements from which detention and discharge requirements are established for the proposed site improvements. Basin 282, defined in the McClellands Creek Master Drainage Plan, is that portion of Harmony Road just east and upstream of the church entry drive. Storm runoff generated from this site and an upstream basin, basin 283, are conveyed under the church drive in a 24" culvert. It is the downstream end of that culvertwhere at conveyance will begin to be piped in lieu of carried in the concrete lined ditch as is currently the case. From the master plan flows at that point are 18.2 cfs for the 100-year event. Basin 281, also defined in the master plan, includes that portion of Harmony Road which fronts on both the Bank's and the Church's properties. With the proposed construction of curb and gutter along Harmony on those frontages it will be necessary to capture and convey a portion of those flows, along with those defined in Basin 282, in the underground system proposed to replace the concrete swale. From the master plan it has been determined that Basin 281 contributes a total of 16.8 cfs to the conveyance structures in the Harmony right-of- way. At the point where that basin intersects Boardwalk Drive approximately 32% of Basin 281 is contributing. Applying that percentage to the total contribution of the basin gives an estimate of 5.38 cfs (100-year) being necessary for interception before entering the intersection. 2.03 Proposed Basins The following delineations are used to quantify areas of existing basin H-2 (or 202) which will be developed as a part of the Bank One construction. All other runoff rates and patterns will be as detailed in section 2.02. Basin A is the majority of the development. Most of the storm runoff generated in this basin will be conveyed by curb and gutter to the proposed detention facility in the southeast corner of the Bank One property. Only minor runoff amounts, resulting from direct interception at the roof of the building and a small landscape area to the north, will be collected and piped to the pond. Collection failures at either of these locations will still result in additional overland conveyance to the pond. The 2- and 100-year runoff rates from this 1.42 acre basin are estimated at 2.55 and 11.12 cfs, respectively. The detention pond will greatly reduce those flow rates before discharge to the Boardwalk Drive curb and gutter is allowed. Page 3 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET CITY OF FORT COLLINS, COLORADO ' Basin B is an almost insignificant area, 0.08 acres, of landscaping which will contribute to the swale bypassing Basin H-1 flows to the south. This is necessary to create a swale which will separate the H-1 runoff from that generated on -site. From review of previous studies it appears this contribution was anticipated but never quantified. Contributions to the swale are estimated at 0.06 cfs and 0.25 cfs for the 2- and 100-year events, respectively. ' Basin BY-1 are those areas outside the Boardwalk Drive right-of-way from which storm runoff will directly contribute thereto without first being detained. This is necessary due to grading constraints. Some portion of the shared drive between the bank site and Miramont Office Park 1 has been accounted for in the Oak/Cottonwood Farm revision letter (see Appendix); but, it is difficult to ascertain the extent of that inclusion and it is assumed for subsequent analysis to not be previously accounted for. It should be noted that the shared drive is constructed and t currently contributes to the Boardwalk curb and gutter. Estimated runoff rates are 0.54 cfs for the 2-year event and 2.36 cfs for the 100-year event from this 0.31 acre basin. 3.00 DRAINAGE CRITERIA 3.01 Development Criteria All estimates of runoff, pipe sizing considerations, detention structures, and interception rates are being designed per the "City of Fort Collin's Storm Drainage Design Criteria and Construction Standards" manual (MANUAL hereafter). Where the requirements of either the "McClellands Creek Master Drainage Plan" or the "Oak/Cottonwood Farm Overall Drainage Study" conflict with those criteria the guidelines in those studies took precedence. For any deviation from the above criteria / development studies variance requests have been submitted to the Director of the Fort Collins Storm Water Utility. Peak runoff for the 2-year and 100-year rainfall events were calculated by the Rational Method using rainfall intensities provided in the Manual. The calculations appear in Appendix B. Storm sewer sizes were determined using a Manning's coefficient n=0.013 for reinforced concrete pipe. Minimum detention volumes and maximum release rates were calculated in accordance with the provisions "Oak/Cottonwood Farm Overall Drainage Study." ' 3.02 Variance Requests Two variances were requested from the governing development criteria. The first concerns undetained runoff from Basins B and BY-1. These two basins are adding 0.60 and 2.61 cfs, 2- and 100-year, to the total flow in the Boardwalk Drive curb and gutter. Adding the detained release rates from the detention facility puts those numbers at 0.82 and 3.52 cfs. Previous calculations for Boardwalk's capacity were 8.39 cfs for the 2-year event and 70-cfs for the 100-year event. The Miramont Office Park drainage study, the latest to be developed, estimated flows to be 6.43 cfs and 23.18 cfs, respectively, once their development was complete; as it is. Resulting street flows, therefore, are 7.25 and 26.70 cfs; still within the allowable capacities. This request was approved. Page 4 I I FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET jCITY OF FORT COLLINS, COLORADO The second variance was for a waiver from the newly implemented water quality storage volume requirement in detention facilities. Due to the nature of prior developments it is necessary for the on -site detention facility to discharge directly to the curb and gutter of Boardwalk Drive, upstream of existing access points. The water quality volume is required to be released over an extended period of time, 40 hours for dry pond configurations. It is felt that this will create numerous areas of constantly wet pavement which could be hazardous to pedestrian and vehicular traffic; especially in the winter when icing may occur. In addition, the wide and relative flatness of the pond coupled with the overland nature of runoff entering that pond would create significantturf filtering application; an identified BMP fortreating storm ' runoff. Finally, downstream facilities to be installed in the future which collect runoff from Boardwalk will provide incidental treatment. This request was denied. A variance request letter was provided separate from this document and is included in the appendices herein; along with the cities'position on those two items. Please note that some of the above numbers are modified, slightly, from the original request due to other unrelated changes required by the Planning Departement. 4.00 DRAINAGE FACILITIES Each facility proposed with the development of Bank One at Harmony Market is discussed in detail in the following sections. Unless indicated otherwise all designs are in accordance with the Manual. 4.01 Detention Pond Per the Oak/Cottonwood Farm Drainage Revision Letter (see Appendix F) the release rate from the detention pond is restricted to 0.12 cfs per acre for the 2-year event and 0.50 cfs per acre for the 1 00-year event. For the contributing Basin A that allows respective release rates ' of 0.17 cfs and 0.71 cfs. A 2' by 2' base structure is used with a 3.33 inch orifice placed at the water quality flowline of 5004.01. The base structure is capped with a grate at the 2-year water surface, elevation 5004.44, and a restriction placed on the discharging 8" PVC to control the 100-year event. The 100-year discharge is attained at an elevation 5005.70, providing 1.30 feet of freeboard to the top of berm elevation of 5007.00. The 100-year discharge restriction is accomplished by bolting a plate over the 8" orifice which cuts off all but the bottom 2.93 inches of opening. A weir is provided at elevation 5006.00 to direct discharge to Boardwalk in case of pond failure or from an event in excess of the 100-year return period. A water quality orifice plate controls discharges between the base of the pond at 5002.88 to ' the point atwhich the required water quality control volume of 1656 cubic feet is attained at an elevation of 5004.01. The plate uses two 3/8 inch holes at four inch vertical spacing to achieve the required 40 hour draw down. A well screen has been positioned over both the water ' quality plate and the 2 year orifice to act as a trash rack which will help to prevent clogging of both of those controls. A removable and lockable catwalk grate is used forthe same purpose on the top of the box as regards to the 100-year control plate. Page 5 I FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET MCITY OF FORT COLLINS, COLORADO Pond discharge is directed to the Boardwalk Drive curb and gutter through an 8" PVC pipe which discharges to a 2' wide trickle channel. The trickle channel crosses under the intervening sidewalk through a metal sidewalk culvert and is then flared into the existing curb and gutter. 4.02 Church Swale The previous drainage report for Bank One at Harmony Market, which was approved in April of 1997, included details for a swale at the west property line which would divert the runoff from the north portion of the Church site south to the Miramont Office Park. That design provided a cross section with a maximum of 4 to 1 (h:v) side slopes and a variable bottom width and a grade break atthe property line; completely segregating Church site and Bank site runoff. Since that report was approved the church site constructed an access from Boardwalk Drive and installed a 15" culvert in line with the proposed channel. Subsequent to that, the development of Miramont Office Park occurred and the developers thereof constructed a drainage swale from the outlet of the 15" culvert south and then east to keep runoff from crossing their property. At this time only the interception swale on the church / bank property line is not constructed. The construction of Bank One will necessitate completing the interception swale. However, with the accurate survey information available it is apparent thatthe swale can not be installed as originally designed without encroaching into the landscape area of the Bank property. This increases flows to the swale as discussed in the Basin B description above. Since the original report and swale design was approved there has been a change in the published intensities within the City of Fort Collins. Therefore, instead of the originally anticipated peak 100 year design flow of 5.90 cfs the rate is anticipated to be 6.58 cfs. Flows were increased by 33% to confirm channel capacity in the calculations in the appendix. An analysis of the existing 15" culvert underthese conditions demonstrates a 0.58 cfs deficiency, an amount which will be diverted east to Boardwalk Drive down the proposed gutter. Capacity considerations for the Boardwalk Drive curb and gutter for swale discharges were already figured into the approved runoff rates from the Miramont Office Park Drainage Study. 4.03 Harmony Ditch Enclosure In orderto complete the sidewalk improvements required on the Bank site and, as stipulated by prior agreement with the Front Range Baptist Church site, it will be necessary to replace the existing concrete lined ditch with underground pipes. Curb and gutter east and upstream of the church discharge directly into the concrete channel just upstream of the church's entry drive. Therefore, it was necessary to confirm that the full 100-year runoff event of 18.2 cfs was able to enter the upstream end of the 24" culvert provided at that point. Pipe flow analysis was done for the proposed 24" RCP (see Appendix B) demonstrating capacity for that full 100- year flow. The description of Basin 281 shows that 5.38 cfs of storm runoff can be expected in the gutter as it approaches the Boardwalk Drive intersection. Accordingly, a 10' Type R inlet is proposed Page 6 r FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET rCITY OF FORT COLLINS, COLORADO to capture that runoff as calculations (see appendix) demonstrate that that size inlet should intercept 100% of that rate. Additional computations on the pipe capacities of the lateral to that inlet and the downstream (existing) 27" RCP are also included. 5.00 EROSION CONTROL 5.01 Permanent Erosion Control Permanent measures used to achieve final stabilization and to control pollutants in storm water discharge after construction operations have been completed include site paving, landscaping, and turf filtering at the detention facility. When complete, all of the site will be either commercial development or open space. Open space will be mulched and seeded or sodded. 5.02 Temporary Erosion Control Construction Schedule The construction schedule is unknown at this time; therefore, no allowances for seasonal variation is made in the determination of adequacy of the plan to comply with town criteria. The plan is viable during all seasons. Structural Controls Silt fences will be used along the edges of the site abutting public rights -of -way. The fence will be placed behind the back of curb or, in the case of an attached sidewalk, behind the back of walk. Inlet protection, consisting of gravel filters and straw bale barriers will be used for all of the inlets until disturbed areas are paved or landscaping is established. The contractor is required to use vehicle tracking control where vehicles enter and exitthe site from public right- of-way or from shared access drives. The detention ponds and outlet structures will serve as sediment basins during construction. Maintenance The contractor is responsible forthe maintenance of all temporary erosion control measures. In general this consists of inspecting and performing needed repairs once a week and after each storm event. Sediment shall be removed when one-half the design depth has been filled. Performance Standards and Effectiveness The net Performance Standard for the site is 80.1 % and the Effectiveness is 91.3 %, per the City of Fort Collins' "Erosion Control Reference Manual for Construction Sites". All calculations for the Performance and Effectiveness are included in Appendix F. Wind Erosion Post construction 100% ofthe site will be paved, hard coated, or landscaped and will not pose a wind erosion concern. During construction the contractor is required to keep a watering truck on site to reduce dust and wind erosion. In addition, any disturbed areas left unworked ' Page 7 [1 I I FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET CITY OF FORT COLLINS, COLORADO for more the 21 days are to have 2 tons/acre hay tack mulched to the surface not later the 14 days from the completion of the last work on that parcel. 6.00 CONCLUSIONS 6.01 Compliance with Standards The proposed storm drain system complies with the intent of the following regulations and standards: • City of Fort Collins' Storm Design Criteria and Construction Standards • McClellands Creek Master Drainage Plan • Revised Overall Drainage Study for Oak/Cottonwood Farm 6.02 Drainage Concept The drainage system is designed to control storm water discharges and to safely convey runoff from the site in compliance with local regulations and consistentwith the drainage plans for surrounding properties and any applicable major basin studies. This report presents design data necessary for the approval and construction of Bank One at Harmony Market. 6.03 Erosion Control Concept The erosion control measures were designed to minimize sediment transport during construction. The contractor shall provide a construction schedule to the City prior to beginning construction which will indicate the installation of the measures presented in this report. If installed and maintained in compliance with the provisions outlined herein the proposed erosion control measures are sufficient for any season of the year. Page 8 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET CITY OF FORT COLLINS, COLORADO 7.00 REFERENCES A. Storm Drainage Design and Construction Standards, City of Fort Collins Stormwater Utility, May, 1984; with revisions through April 12, 1999. B. Overall Drainage Study - Oak/Cottonwood Farm - McClellands Basin, RBD, Inc. Engineering Consultants, May 4, 1992; Revised March 7, 1995. C. McClellands Creek -Master Drainage Plan Update, ICON Engineering, Inc., November, 2000. D. Final Drainage and Erosion Control Report for Bank One at Harmony Market, Ayers Associates, Inc., approved April, 1997. E. Final Drainage and Erosion Control Studyforthe MiramontOffice Park- Fort Collins, Colorado, The Sear -Brown Group, Inc., November, 1997. Page 9 Appendix A - Vicinity Map Project Map MapQuest: Maps Page 1 of 1 E Harmony Rd At Boardwalk Dr Fort Collins, CO 80525, US Back All rights reserved Use Subiect W an -- GG —. License/Coovriaht ALL NEW. 1 kc oose anythree.) CNET.com ®Nets ape6.2 CNET.com says Netscape 6.2 is — Open a FedEx Express account now. 0 6,� y K awry _< This map is informational only. No representation is made or warranty given as to its content. User assumes all risk of use. MapQuest and its suppliers assume no responsibility for any loss or delay resulting from such use. Privacy policy & Legal Notices © 2002 MapQuest.com, Inc. All rights reserved. ... /print.adp?mapdata=hPOurGiog°/g2bcxswKcCci43 9XUlr78Y2buy7jkmj KgtgiOMg/g2fSmLxx71 /25/2002 LEG ❑T PROPOSE TRANSFORMER OPOSED CU B AND GUTTER Q ARK ER - - OPERTY -0 Elo UGH OLE EMS CU EX GN E S 0 TRAFFIC SIGN EKIS71 GH OLE EXSTI C AND CAP AM EMSR TRAM FL W ( FOR ATIONAL) ^T EXS G TRAFFIC ARKINGS rM Wn Pw Ba I2 63 BANK ONE DIRECTIONAL SIGN DETAL 0 SCALE 9 ® T4 ) ATM Banking MONUMENT SKIN DETAL LE BANK ONE AT HARMONY MARKET PROJECT DEVELOPMENT PLANS LOT 1 HARMONY MARKET P U D FIRST REPLAT CITY OF FORT COLLINS COUNTY OF LARIMER STATE OF COLORADO _SHEET 2-OF--&-- EW CURB AND CUTTER �7 sI EWALK T _ 6 CON ) ( BICYCLE RAC( DETAL M Sr SICK (CHURCH) E OC TED LANE TRAF C CONTROL AR GS TRASH ENCLOSURE FRONT RANGE BAPTIST CHURCH OF FORT COLLINS E ON AD FR AN AP Ml su E 48 DRAT GE S ALE OR OFFSITE FL WS EAST HARMONY ROAD 1 E S G LANE TRIPINO (R 0 W VAR ES) AN TRAFFIC ON GE STOP B R B 3 69 50 T (FF) FF 0 90 4 SCIEWA1K (6 CON > Guums (� (09 WALK CEONC ) O b b LOT 1 AN ICAP 5983i S AR 3 CRE ON III ' 5 30 6 y 1 1 h 50 fL I I r �AMP _ G POLE SIGNAL 1 �Po1E I ( IHARMONY MARKET OWNER S ASSOC I 0 AR ALK C TR T H RMON AR E I I _ STREETGI GN GE I 0 PAR G 9 ELA DETENTION POND l>•9fL01 o-r4M 1*W CL�aL94 C1L.8D,T-B9.94 ON EN GN � M AM Aj Ew CU B AND GuTTERJ N8W4SN C2A) 5 MIRAMONT OFFICE PARK OWNER S ASSOC AR ALK R 200 36 AM FFT E AR E 1 I I I I I 1 I I II 1 I I i I of W I I ; iI al I I 0 1 I CAPTEC NO AM G QI� 1 FRANCHISE I FIRE AN ol„ I LEASING FN m 1 i AR 1 E ROW RO 0 EO C ON f I 0005 I I L5 SDEw LK I I I 1 I , I 1 I I 4 I i I I ��� O a ROOD' -I D� 11 c.B.wX 45 310E - 95 EMS G 1 STREE SIGN GE CLOD TED I BENENSON BOARDWALK FORT COLLINS LLC y I� DO LK 1 1 x DO 72 1 1 E 1 1 E DD I 1 1 1 1 1 1 1 I 1 1 go A SO A 5 YO nc W J �C a W M Q z Ix F m J Ir IL I.. Z W 13 Y 1 D 0 Q D p a D J Q W = Ld W El z a' 13 a a13 W Li F se Z O 0° Q = Qo M J 20F5 r 11 n I i e Appendix B Hydrology and Hydraulics Ir--, u 1 I I ILI I r I I I CLC 8480 E O chard Rd PI g Associates Inc Sw 2000 E g g Gm w d V Uag CO 80111 A h 303 770 5600 L d p Ar h 303 770 2349 FAX U d S r y g A ff 1 f C I d land Co I 1 PROJECT to 1 DATE Miwr-m . Z 7/ L_ SUBJECT 11C BY AP7 JOB NO 01 07s3� I ! bLLL I 10TAL. Av-A I LANOScaPC Z3 Am C G o Z59 (- ]APoze-A P, 0 37 A zE I G-L07s)(0z5)+(037J<615>1/I6U=G-h/---� _ -7; =L1 �9Cr (—GG�)�'°1/S's fo 4s c b/V _6, 4eG5 C r o! -� V Z-(�S ( Ol�-tiC, 2- z�4 IU i.pR .S- iz zS �u Ic e� YcgR sbsz 1 -rovz/ro LIb) rt�5�Z]/I Y, -"7 —rJ cr, FI 87 (1 l - U `fl / 25 )5'-5 f - = 44;7 44 zn v = 7/Mv + 39MN - l/O Alv iv w F& 3-/a Iz L 13 N ti A n I� 3 63 a ICL �vv,M F v 3 1 a 1,- 7 n N a♦R � � I L1n1 G?y -CCUYA _ (o'tl)(I6 )CZ r3)(( 6 ) _ /SU c- �ID (-q �/\ (0 fI ) { 1 ez,)<3 GI) <I 6u) = Z 33 cp.> 42164 A (041 {12S)(7'7Z)CI6l>i = C. 33 c.rs 1/8 PAGE I OF Z. CLC 8480 E O hard Rd PI g Associates Inc S t 2000 E g g Gm w d Vlllag CO 80111 A h 303 770 5600 L d cap A h 303 770 2349 FAX L d S ry y g A ffl (Col vd LvdC 1. 1 PROJECT R:,AgntuA[_I< A [2 I4AR&An,UC 1( 7SAA,K 1 DATE SUBJECT NIiTGP 1� �A41A, BY JOB NO '91 6?05.Z 1 l aTAL I ARC/.1 =/ S 1 A R[, �^ I I t I LANtDSGA�^ 7-3atcricc \ C U z5) ' I{AfkOSC UPC o 0c A, --PC O 95� II C - «1 72-5) t c,�, vg )(o 95 )1 1 1 = o Za 0 G[MlCEN"R}\TIG✓Y Tr,gE, Ic. — —r,.i -h� T-v o-7 0 1 — c c f J J / S Tcr 36s / 92 / C� 16U �r 7- :no( IU 5tE/1M1 S-ltxw� GF i 2s fw- r� t[AL 4tNw, I o✓ 6 LI'L7 I O k'd ZC,) 3G7 h.1/1`?Z1 = Z3GMry f1%7 (/ 1-/ Z 514 Q Z9, D 365 h I / l%ZI` - V 60 mn> R(ANOF1 % /o - Z�z 6, m , -Fto Pic ? I G fzJ - Z/ b M !J �c),- F: &- 3 1a IQ,= 5 38 TA = <v z2)(t ou)</ '+,7 )(! G2k, GCF£A = CozB-)(1 cy�)(L5z>CISI )- It ZS i = C44-'A - CUZ�)c125)CS3�>CI mil) = 3 S/ c s IND 11 - Z SZ Hv- 1/8 PAGE Z OF Z r ' Weighted Runoff Coefficients Date 05/17/02 Job Name Fort Collins Bank One By J Tompkins Job Number 01 0253 C Impervious Surface 095 Landscaping 025 I Land Use (Acres) Weighting Factor Basin A Impervious Landscape 077 065 Total 142 C 063 2 / 10 Year 100 Year 100 125 Cv10 063 C10o 0 79 B 008 008 025 1 00 1 25 025 0 31 BY 1 016 015 031 0 61 1 00 1 25 0 61 076 Total 093 0 88 181 0 61 100 125 0 61 076 Imp Ratio = 0 51 I I In L� Concentration Times ' Job Name Fort Collins Bank One Job Number 010253 Becuase of minimal overland conveyance rout s for stormwater and lack of significant stretches of gutter or pipe flow the minimum time of concentration (5 minutes) has been assumed for all basins Resulting Intensities are 12 = 2 85 WHIR 110 = 4 87 WHIR 1100 = 9 95 WHIR I I I I I 1 1 I I 11 I I 11 r 1 i 1 Runoff Rates Date 05/17/02 Job Name Fort Collins Bank One By J Tompkins Job Number 010253 Direct Runoff Design Period Area Desi Area Ac Runoff Coeff Tc min CA I in/hr Q cfs 2 Year A 1 42 063 50 089 285 255 B 008 025 50 002 285 006 BY 031 061 50 019 285 054 10-Year A 142 063 50 089 487 435 B 008 025 50 002 487 010 BY 1 031 061 50 019 487 092 100 Year A 1 42 079 50 1 12 995 11 12 B 008 031 50 003 995 025 BY 1 031 076 50 024 995 236 1 CIRCULAR CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION riARr'IC�NY p�)VE FLEPLALEN1FNT PIPE (17 RGP) July 26 2002 DESCRIPTION VALUE --------- ---------------- Flow Rate (cfs) ---- -- - - -- ------ - ------ --- --- 18 2 Channel Bottom Slope (ft/ft) 0 0054 Manning s Roughness Coefficient (n value) 0 013 Channel Diameter (ft) 2 25 ' ----------------------------------- COMPUTATION RESULTS DESCRIPTION VALUE Normal Depth (ft) -- - ---------- -- ------ ------- 1 523 Flow Velocity (fps) 6 355 Froude Number 0 9605 Velocity Head (ft) 0 628 Energy Head (ft) 2 15 Cross -Sectional Area of Flow (sq ft) 2 864 Top Width of Flow (ft) - - - - 2 105 - - -- ---- -- --------------------------------------- HYDROCALC Hydraulics for Windows Version 1 2a Copyright (c) 1996 Dodson & Associates Inc 5629 FM 1960 West Suite 314 Houston TX 77069 Phone (281)440 3787 Fax (281)440 4742 Email software@dodson-hydro com All Rights Reserved I I I F i CIRCULAR CHANNEL ANALYSIS ' NORMAL DEPTH COMPUTATION WARMOK)y C)RIVF EXISTING 1q RtR December 5 2001 ============================== ------==----==--=============================---- PROGRAM INPUT DATA DESCRIPTION VALUE --- - ---------- Flow Rate (cfs) - -- --- -- - - - - -- -- -------- -- --- - 23 3 f-99/ Q� Channel Bottom Slope (ft/ft) 0 005 Manning s Roughness Coefficient (n value) 0 013 Channel Diameter (ft) - ---------------------------------------------- 2 25 COMPUTATION RESULTS DESCRIPTION - --- - --- ------ ---- - - - - - - -- -- - -- VALUE -- --- ---- Normal Depth (ft) 2 021 90OEPT14 Flow Velocity (fps) 6 19 Froude Number 0 6557 Velocity Head (ft) 0 595 Energy Head (ft) 2 617 Cross Sectional Area of Flow (sq ft) 3 764 Top Width of Flow (ft) 1 359 ' HYDROCALC Hydraulics for Windows Version 1 2a Copyright (c) 1996 Dodson & Associates Inc 5629 FM 1960 West Suite 314 Houston TX 77069 Phone (281)440-3787 Fax (281)440 4742 Email software@dodson-hydro corn All Rights Reserved I 1 I n J I CIRCULAR CHANNEL ANALYSIS ' NORMAL DEPTH COMPUTATION HA%MONY DR E IA4-t LA-CR/J-- ( 9 N(H) December 5 2001 PROGRAM INPUT DATA DESCRIPTION VALUE --------------- - ------- Flow Rate (cfs) - - ---- --------- - --- - ------- 5 38 Channel Bottom Slope (ft/ft) 0 01 Manning s Roughness Coefficient (n value) 0 013 Channel -Diameter _(ft)1=5=== COMPUTATION RESULTS DESCRIPTION --- - - - - - -- -- ---- VALUE --- - Normal Depth (ft) 0 761 Flow Velocity (fps) 5 977 Froude Number 1 3603 ' Velocity Head (ft) 0 555 Energy Head (ft) 1 316 Cross Sectional Area of Flow (sq ft) _ _ 0 9 Top Width of Flow (ft) 1 5 HYDROCALC Hydraulics for Windows Version 1 2a Copyright (c) 1996 Dodson & Associates Inc 5629 FM 1960 West Suite 314 Houston TX 77069 Phone (281)440-3787 Fax (281)440 4742 Email software@dodson-hydro com ' All Rights Reserved I [1 I L I I 1 I CIRCULAR CHANNEL ANALYSIS 1 NORMAL DEPTH COMPUTATION F&qo OtSGFiARhrE PIPE $ PVG May 17 2002 DESCRIPTION VALUE ------------------- Flow Rate (cfs) -------- -- -- ----- ---------- - - ----- ---------- 0 91� 100-fr'?W0 RGLfASr Channel Bottom Slope (ft/ft) 0 006 Manning s Roughness Coefficient (n-value) 0 Oil 1 Channel Diameter (ft) - 0 67 COMPUTATION RESULTS DESCRIPTION ----- ------------ ------ -- - -- -- - - ---------- --------- VALUE -------- Normal Depth (ft) 0 458 Flow Velocity (fps) 3 544 Froude Number 0 9732 1 Velocity Head (ft) 0 195 Energy Head (ft) 0 653 Cross Sectional Area _ of Flow (sq ft) — - 0 257 Top Width of Flow (ft) 0 623 HYDROCALC Hydraulics for Windows Version 1 2a Copyright (c) 1996 Dodson & Associates Inc 5629 FM 1960 West Suite 314 Houston TX 77069 Phone (281)440-3787 Fax (281)440 4742 Email software@dodson hydro com 1 All Rights Reserved 1 1 i 1 1 1 1 1 1 I k 1 11 e I TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION 6"RF3 G4ASE (2 ) A BkyiRDWALx ?itiVE May 17 2002 PROGRAM INPUT DATA DESCRIPTION ----- -- -- - VALUE --- ---------- ---------------------- Flow Rate (cfs) Channel Bottom Slope (ft/ft) 0 006 Manning s Roughness Coefficient (n value) 0 016 Channel Left Side Slope (horizontal/vertical) 0 01 Channel Right Side Slope (horizontal/vertical) 0 01 Channel Bottom Width (ft) 2 0 COMPUTATION RESULTS DESCRIPTION - - --- ------ ------- -- -- -- -- VALUE - --- -------------- Normal Depth (ft) ------ 0 205 Flow Velocity (fps) 2 219 Froude Number 0 8647 Velocity Head (ft) 0 077 Energy Head (ft) 0 281 Cross Sectional Area of Flow (sq ft) 0 41 Top Width of Flow (ft) 2 004 ----------------------------------------------------------------------- HYDROCALC Hydraulics for Windows Version 1 2a Copyright (c) 1996 Dodson & Associates Inc 5629 FM 1960 West Suite 314 Houston TX 77069 Phone (281)440-3787 Fax (281)440-4742 Email software@dodson-hydro corn All Rights Reserved 1CO*M FOND RLLEASC I SX (Cross Slope) STREET S (Longltudlnol Slope) may— SIDE B T A4- I `°v (Gutter Flow) (— L m CARRY v OVER Froude No at This Polnq _ Fw /T3fCurb j QI B 41 (Intercepted Flow) Length of Openng) I A 4 .PLAN Original Gutter Una W �_ _1C-K1Z11k L v c o s �E � m8,c, Gutter Depression at Inlet 3IN ° S ECTION A —A c m ° — ° 0 N u T w v u vu� iv SECTION B-B SECTION B-B ( Straight Cross Slope) (Fort Coll rs Standard 6 Vertical C8G) NOTE THE FORT COLLINS STANOAROS HAVE GUTTERS WITH CROSS SLOPES STEEPER THAN SX FIGURE 5-4 STANDARD CURB -OPENING INLET MAY 1984 5 12 (DESIGN CRITERIA No Text Culvert Calculator Report ' FortC CHURCH NOPERiY (,A-Ve1ZT C 15 Solve For Headwater Elevation Culvert Summary Allowable HW Elevation Computed Headwater Elevation 5 006 00 It 5 006 01 It Headwater Depth/ Height Discharge 1 43 600 cfs J� u�PAtiYY Inlet Control HW Elev 5 006 01 It Tailwater Elevation 5 004 88 ft Outlet Control HW Elev 5 005 98 It Control Type Inlet Control Grades Upstream Invert 5 004 23 It Downstream Invert 5 004 02 It ' Length 3245 It Constructed Slope 0006471 ft/ft Hydraulic Profile Profile M2 Depth Downstream 099 ft Slope Type Mild Normal Depth N/A ft — Flow Regime Subcntical Critical Depth 099 R ' Velocity Downstream 575 ft/s Critical Slope 0009203 ft/ft Section Section Shape Circular Mammngs Coefficient 0 013 Section Material Concrete Span 1 25 ft Section Size 15 inch Rise 1 25 It Number Sections 1 ' Outlet Control Properties Outlet Control HW Elev 500591 It Upstream Velocity Head 040 ft ' Ke 050 Entrance Loss 020 ft Inlet Control Properties ' Inlet Control HW Elev 5 006 01 ft Flow Control Submerged Inlet Type Square edge w/headwall Area Full 1 2 ft K 000980 HDS 5 Chart 1 M 200000 HDS 5 Scale 1 ' C 003980 Equation Form 1 Y 067000 ' T-AILWATER GLCVATiVN SET AT NoQMAL rxPTH Ur Raw IA) F'WL SCLTivrl ' P olect Eng neer Reg stered User nt tied cvm St de t Ed tl Cul ertMaste 1 0 ' 12/04/01 11 17 22 AM 0 Haestad Methods I c 37 B oks de Road W t rbury CT 06708 USA (203) 755 1666 Page 1 of 1 Culvert Calculator Report ' FortC CNURC_k- Fl-�ko%LRTY CinLV@RT C\S ) Solve For Headwater Elevation 1 Culvert Summary Allowable HW Elevation 5 006 00 It Headwater Depth/ Height 1 58 ' Computed Headwater Elevation 5 006 21 It Discharge 658 cfs mAx rune RASE Inlet Control HW Elev 5 006 21 ft Tailwater Elevation 5 004 94 It Outlet Control HW Elev 5 006 15 It Control Type Inlet Control ' Grades Upstream Invert 5 004 23 It Downstream Invert 5 004 02 It ' Length 3245 ft Constructed Slope 0 006471 ft/ft Hydraulic Profile Profile CompositeM213ressure Depth Downstream 1 03 ft ' Slope Type Mild Normal Depth N/A It —Flow Regime Subcrdical — Critical Depth 1 03 ft ' Velocity Downstream 607 ft/s Critical Slope 0010235 Wit Section Section Shape Circular Mannings Coefficient 0 013 ' Section Material Concrete Span 1 25 It Section Size 15 inch Rise 1 25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev 5 006 15 ft Upstream Velocity Head 045 It ' Ke 050 Entrance Loss 022 R Inlet Control Properties ' Inlet Control HW Elev 5 006 21 It Flow Control Submerged Inlet Type Square edge w/headwall Area Full 1 2 ft K 000980 HDS 5 Chart 1 M 200000 HDS 5 Scale 1 ' C 003980 Equation Form 1 Y 067000 TAitw/-r!:R ELEE\/ATIUN 56T iT >✓oarWC c<i-TN of i Lott /n, JCC`lUN 1 ' P olect Eng nee Registe ed Use t tied cvm St de t Edlti n CulvertMaster 1 0 ' 12/04/01 11 16 39 AM 0 Haestad Methods I c 37 B ooks de Road W to b ry CT 06708 USA (203) 755 1666 Page 1 of 1 I Culvert Calculator Report ' FortC Hc,RrA0N`f ?,O\D 6OLVENT (14 (j GHtiRc\� DRVE % Solve For Headwater Elevation tCulvert Summary Allowable HW Elevation 5 012 36 ft Headwater Depth/ Height 1 34 ' Computed Headwater Elevation 5 011 96 ft Discharge 1820 cfs Inlet Control HW Elev 5 011 94 ft Tallwater Elevation 5 010 56 ft Outlet Control HW Elev 5 011 96 ft Control Type Entrance Control ' Grades Upstream Invert 5 009 27 It Downstream Invert 5 009 04 ft Length 3068 ft Constructed Slope 0007497 ft/ft ' Hydraulic Profile Profile S2 Depth Downstream 1 52 ft ' Slope Type Steep Normal Depth 1 52 ft —Flow Regime Supercritical Critical Depth 1 54 ft Velocity Downstream 708 ft/s Critical Slope Q 007371 f 1ft ' Section Section Shape Circular Mannmgs Coefficient 0 013 Section Material Concrete Span 200 It Section Size 24 inch Rise 200 it Number Sections 1 Outlet Control Properties Outlet Control HW Elev, 5 011 96 ft Upstream Velocity Head 077 ft ' Ke 050 Entrance Loss 038 ft Inlet Control Properties ' Inlet Control HW Elev 5 011 94 It Flow Control Submerged Inlet Type Square edge w/headwall Area Full 31 ft K 000980 HDS 5 Chart 1 M 200000 HDS 5 Scale 1 C 003980 Equation Form 1 Y 067000 ' 'TAILw,%TE(Z CLCVATI&N SET /Vi WORMAL TXFTt{ pF 5[D1.1 Isi PIPE SECTION L 1 1 ' Project E g nee Reg ste ed User nt tied c m St d t Editl C I ertMaste 1 0 ' 12/04/01 11 39 24 AM 0 Haestad Methods 1 37 Brooks d Road W to bury CT 06708 USA (203) 755 1666 P ge 1 of 1 I i 1 1 1 1 I 1 I i 1 I 1 1 I 1 Appendix C - Detention Pond Analysis and Design 1 Detention Pond Volume Calculation Site Total Requirement Check Date by 17 May 02 J Tompkins (FAA Method) Project Fort Collins Bank One Job No 01 1253 ' Contributing Area = 1 81 acre Discharge Area = 142 acre 100 Year C Value = 076 Allowable Release= 0 71 cfs' T I Volume Volume Provided (min) (In/hr) In Out Storage 5 995 4117 213 3904 10 772 6389 426 5963 15 652 8094 639 7455 20 560 9269 852 8417 25 498 10304 1065 9239 30 452 —11223 1278 9945 35 408 11818 1491 10327 ,I 40 374 12381 1704 10677 45 346 12886 1917 10969 50 323 13366 2130 11236 55 303 13792 2343 11449 60 286 14202 2556 11646 65 271 14579 2769 11810 70 258 14947 2982 11965 ' 75 249 15456 3195 12261 80 237 15692 3408 12284 85 227 15969 3621 12348 90 218 16238 3834 12404 95 212 16668 4047 12621 100 203 16801 4260 12541 M 105 1 95 16946 4473 12473 110 1 90 17297 4686 12611 115 1 87 17798 4899 12899 120 183 18175 5112 13063 125 1 79 18518 5325 13193 130 1 75 18828 5538 13290 135 1 71 19106 5751 13355 L 140 167 19350 5964 13386 145 163 19561 6177 13384 1 150 155 1 59 1 55 19739 19884 6390 6603 13349 13281 160 1 51 19995 6816 13179 165 147 20074 7029 13045 170 143 20120 7242 12878 175 139 20132 7455 12677 180 135 20111 7668 12443 Maximum Req d Storage = 13386 cf Allowable release rate is set at 0 5 cfs / acre per release rate agreement for McClellands Creek Master Drainage Plan Basin 202 r I I a I If u I Detention Pond Volume Calculation Site Total Requirement Check (FAA Method) Contributing Area = 1 81 acre Discharge Area = 142 acre 100 Year C Value = 061 Allowable Release= 0 17 cfs' Date 17 May 02 by J Tompkins Project Fort Collins Bank One Job No 01 0253 T I Volume Volume Provided (min) (In/hr) In Out Storage 5 285 943 51 892 10 221 1463 102 1361 15 1 87 1857 153 1704 20 161 2132 204 1927 25 143 2367 256 2111 30 _ 1 30 _ 2582 307 2275 35 1 17 2711 358 2353 40 1 07 2834 409 2425 45 099 2950 460 2490 50 092 3046 511 2534 55 087 3168 562 2606 60 082 3258 613 2644 65 078 3357 665 2692 70 073 3383 716 2668 75 070 3476 767 2709 80 066 3496 818 2678 85 064 3602 869 2733 90 062 3695 920 2774 95 060 3774 971 2803 100 058 3840 1022 2818 105 056 3893 1074 2820 110 054 3933 1125 2808 115 052 3959 1176 2784 120 050 3973 1227 2746 Maximum Req d Storage = 2820 cf 10 12 cfs / acre for contributing basin (A) only Water Quahity Capture Volume WQCV (inches) = 0 9113 1 1912 + 0 781 Required Volume = (WQCV / 12) Area 1 2 = 1 656 Cubic Feet Area used is entire developing basin = 1 81 acre POND VOLUMES PROVIDED Job Name Fort Collins Bank One Job Number 010253 Elev 500288 50030 50040 50050 50060 50070 Surface Table Water Quality 2 Year 100 Year Date 05/17/02 by J Tompkins Cummulative Square Ft Volume' Volume 0 2 52 2 1 618 4 327 1 620 6 540 9 040 8 159 9823 — 10 630 17 983 11 501 12 397 29 484 Calculated Incremental Cumulative Water Surface Volume Volume Elevation 1656 1656 500401 2820 4476 500444 13386 15042 500570 Orifice Sizing Job Name Fort Collins Bank One Job Number 010253 2 YEAR ORIFICE SIZE1 WSEL = 500444 Flowline Elev = 500401 Allowable Discharge = 017 Test Diameter = 02773 _ CHECK 002903 100 YEAR ORIFICE SIZEI Restriction Plate Calculation Sheet Date 05/17/02 by J Tompkins 3 33 INCHES Q^2 = 0 029036 Water Surface = 500570 Invert of Pipe = 500288 Pipe dia (in ) = 8 For bottom of plate placed below center of pipe h alpha Area Head Q (in) (rad) (sf) (ft) (cfs) 3 000 1 32 012 267 094 2 500 1 19 009 270 074 2 900 1 29 Oil 268 090 2 930 1 30 012 268 091 'Orifice equation Q=CaA(2gh)05 I DRAINAGE CRITERIA MANUAL (V 3) STRUCTURAL BEST MANAGEMENT PRACTICES 100 60 EXAMPLE DWQ = 4 5 ft 40 WQCV = 2 1 acre feet SOLUTION Required Area per 2 Row = 1 75 In 20 EQUATION WQCV a= 40 10 in which — K40=0013DWQ+022DWQ 010110 — — 0 60 a � Car a) 040 ��- o ti 6� a 020 Co 010 006 D O3S & IfT -,—"� 0047 r O�Q -/ 002 I 001 002 004 006 010 020 040 060 10 20 40 60 Required Area per Row a (in 2 ) FIGURE EDB 3 Water Quality Outlet Sizing Dry Extended Detention Basin With a 40 Hour Drain Time of the Capture Volume 9 199 Urban Drainage and Flood Control District I S 43 I 1 I I I I I I I 1 I I I 11 Weir Capacities Date 07/17/98 Job Name Fort Collins Bank One by J Tompkins Job Number 010253 Emergency Overflow Weir WSEL = 500700 Flowlme Elev = 500600 Required Discharge = 22 24 = 2 Qioo Weir Length = 1000 Weir Coefficient = 300 Discharge Capacity' = 30 00-- 'Weir Equation = CLH' 5 Outlet Structure Weir WSEL = 5005 70 Flowlme Elev = 500444 Required Discharge = 1 42 = 2 Qioo(out) Weir Length = 800 Weir Coefficient = 300 Discharge Capacity' = 34 10 'Weir Equation = CLH' 5 I I I I Appendix D Erosion Control Analysis and Design and Escrow Estimate I i I 1 I n Composite Performance Standard Evaluation Job Name Fort Collins Bank One Job Number 010253 Date 05/20/02 By J Tompkins Developed Basin Asb Lsb Ssb Asb Lsb Asb(a)Ssb A 142 380 1 85 53960 263 B 008 285 1 75 2280 014 BY 1 031 380 240 11780 074 Lb = Sum(Asb Lsb)/Sum(Asb) = 37580 Sb = Sum(Asb Ssb)/Sum(Asb) = 194 Historic Basin Asb Lsb Ssb Asb Lsb AsbaaSsb H 2 1 81 395 200 71495 362 Lb = Sum(Asb Lsb)/Sum(Asb) = 39500 Sb = Sum(Asb Ssb)/Sum(Asb) = 200 PAGE 23 ' C a, C1 C C G 1 Ln q q q q q C C1 G1 m On=cc C C C I ccc .LfLnXLnx Ln c g d q q q q q q q q 1 I 1 c cCl) c)Cncc+C m(7smClmCCCc 1 1 C cc c c ccccc c c cLn Ln In 1 M g q q q q q= q q q O q q d q 1 O I r�ggd0' C1 m Ct C101 C1 m m C10' m C1 C101 C1 I C c c c c c c c c c c c c c c c c c c c c N I g d qq q q q CJ q q co q d cc q q q co cc cc I ' C I C M c Ln tO tO LO tO r� I� r, r� r� r- r� I� I� I� I� I� W coq q m co 1 O c c c c c c c c c c c c c c c c c c c c c c c c c c .-i q co C^ co q co co CO q co Cq q qq O] CO q q cc co cc co co I C 1 O i g N M c Ln Ln to t0 t0 to t0 to LO t\ F-, r\ r, r\ r\ t\ q q q 1 o v r1 c c co c c c c -C, c -C, c c c c c c :I- qr.- c c c c c c c G g q cc co d q q d q co C' g d q q 0] g q q q d d d T q q C 1 I O C to O N M c c Ln Ln Ln Ln tO t0 to l0 to to tO tO t0 to n r\ t\ n n n I J I O cc M c c c c c c c c c c c c c c c c c c c c c c c c c U 1 qq q CJ C`q q q co co co q q co g q q q q q q q q= 0000 Ln CD cC1 .--ACV M M c c cc L Ln Ln Ln Ln n Ln Lr u Lr t0 t0 tO t0 t0 �c I 1 Z t\ coco cc ccccccctcccccc cccccC'ccc I ggI �--qdqqqqqq CggqC^^qqqqqQqqqqq J 1 J O C lc CO CNNMM M M c ct c cc'ccc Lr v. Ln Ln Lo tD ' C 1 U to M M M c c c c c c c v c c cr c c c c c c c c c c c c g q q d q q q q q W C." g q q q q q q q q q q q q d q F- C I �--�C LC N Ln r\ da1GMMCM MMccccc O I Z& 1 LL_ 1 Ln NMMMP"Mcccccccccccccccccccc or = g q co co co co cc co co C-- co co co coq co co q co cc I C W ir O OLn ..co McLr UI to LD 1�- ggqqqq cnm C) C00 1 J c I N N M CM M M c" M M M M M M M M M C^ Cl) M M M c c c c c L/1 1 Ln g d q q d q q q q q c0 g q d q co CC q co g q q q q q q I C C C tO Ln CJ C) - CV r^C'c Ln ll Ln tO LO C to tC l, 1�1q q q C` C1 G I G c N N M M M M M M M M M M M M M M M M M M M M M M M Z 1 g d q d d q q q CC 00 co q q q q q CO g d d q q q co q q G F- Ln r+'r un r-- gCN NMM C* ccccc Ln Ln In tO tO tO N c n CV N N en M M M c n M M M M M M M M M M C^ M M M M M LU g q CC q d q q cc co = p q q co q q 0] CO g q q q co q q q 1 T I O MNlO dC1C r+NNMMMccccccLn t.r)Ln Ln lC to t0 t0 1 yly M C-- r+ N N c V N C V N N N N N N N c V N N N N cV N N N C I g cc co q co q co q q q q q q N d d q CO g d d q q d] q q q q q ILL In Ln Ln C1N Mcln lOnnnd co co Ql C71 C7101 Q101C000OO C I 1 1 W N m C O N N Cv N N N CI r� C: CO CC COdq CO q CO CC CO CO CO CO CO CO CO CO CO q CO COq I 1 I O cLn O M un L0 d co 01GC O N N N N M M M M M M q C1 O O O O C O O �F6 T r\r, co q q q q q co q CO d g d d q q q co q q q q q co cc Ln qN d • tv Ln q 010100NNNMMMMM .-+ tO d q m C101 C1 C1 C10101 C OOOOOOGCGCGOCO ' t\ r\ n r` r� r� r\ n n r\ q= g q q q q q d q q d q d q I 1 O tpMO cC10�h MMc'Ctu'1 ll'1 Ln lO LO tp lO tO tp to r+ c to rl- r-1 r` g q q q O q q q CO g d q q d q q q d q d n n n n r\ n t\ n n n n n n n n n t\ n n n t\ n n n n n 1 r I Ln1 010 ctO r"q g� r� r�- IO IO Lr) ccMMNN 01 tOC1 <D 1 I 1 I I O I ON N N NNNNNNNN NNNNNNNN ��----�i--i 00 I n f r\ f f\ r\ n t r\ t r - t\ n t\ r\ f\ t\ 1 2 O O O O O C O O =, O C)C O O O C G O O CDO O C:,C:) C7 I F- C)C C O C O O O CD C) C O CD CD C C) C C C) CDC G C O C O J ZLL 1 . Ct jMIc Ln tO m C) Mc Lr to r\d C C LP O Ln Ln CD L_ Lil cV N M M c c Ln J TABLE 5 1 Erosion Control Efficiencies Job Name Fort Collins Bank One Job Number 10253 ID Control Method C Factor P Factor A Straw Bale or Gravel Filter 1 00 080 B Silt Fence 1 00 050 C Mulch and Seedmgi 017 1 00 D Sediment Trap 100 050 Date 05/20/02 By J Tompkins )eveloped Weighted Weighted Basin Asb Control C Factor P Factor EFF A 142 C& D 017 050 9150 B 008 A&C 017 080 8640 BY 031 B&C 017 050 9150 EFFnet = [Sum(EFFsb Asb)]/Sum(Asb) _ 'Worst case estimate 91 27 > 8010 1 1 1 1 1 1 1 1 t 1 1 i 1 ENGINEERS FINAL COST OPINION FOR EROSION CONTROL BANK ONE AT HARMONY AND BOARDWALK FORT COLLINS COLORADO Date 20 Nov 2002 By J Tompkins CLC Job 01 0253 Based on the FINAL construction plans this opinion includes cost improvements neccessary for development of Lot 1 Harmony Market PUD First Replat CLC Assoc Inc has no control over costs or the price of labor equipment materials or the contracts method of pricing CLC Assoc Inc makes no warranty expressed or implied as to the accuracy of such opinion as compared to actual bid costs Bank One EROSION CONTROL 1 SILT FENCE 1000— —LF — — $2 75 $2 750 00 2 INLET PROTECTION 1 CY $150 00 $150 00 3 VEHICLE TRACKING CONTROL 1 LS $7 500 00 $7 500 00 4 SEDIMENTATION TRAP 1 EA $2 000 00 $2 000 00 5 STRAW BALE BARRIER 1 LS $90 00 $90 00 6 REVEGETATION 1 LS $3 050 00 $3 050 0 SUBTOTAL $ 000 IISUBTOTAL $1554000 50/6 ESCROW GRAND TOTAL REQUIREMENT -.$2-3 310 00 Joel D Tompkins P E For and On Behalf of CLC Associates Inc -OL I i I 17 I I I 1 I Appendix E Reference Materials Variance Request No Text I I U i C 1 e 1 I U I L I I City of Fort Collins Rainfall Intensity Duration Frequency Table for using the Rational Method (5 minutes — 30 minutes) Figure 3 1 a Duration (minutes) 2 year Intensity in/hr 10 year Intensity in/hr 100 year Intensity in/hr 500 285 487 995 600 267 456 931 700 252 431 880 800 240 _410 838 900 230 393 803 1000 221 378 772 11 00 213 363 742 1200 205 350 716 1300 1 98 339 692 1400 1 92 329 671 1500 1 87 319 652 1600 1 81 308 630 1700 1 75 299 610 1800 1 70 290 592 1900 1 65 282 575 2000 1 61 274 560 21 00 1 56 267 546 2200 1 53 261 532 2300 1 49 255 520 2400 1 46 249 509 2500 1 43 244 498 2600 1 40 239 487 2700 1 37 234 478 2800 1 34 229 469 2900 1 32 225 460 3000 1 30 221 4 52 I I i I I I I L c i I I City of Fort Collins Rainfall Intensity Duration Frequency Table for using the Rational Method (31 minutes — 60 minutes) Figure 3 lb Duration (minutes) 2 year Intensity in/hr 10 year Intensity in/hr 100 year Intensity in/hr 31 00 1 27 216 442 3200 1 24 212 433 3300 1 22 208 424 3400 1 19 __ _ _2 04 4 16 _ 3500 1 17 200 408 3600 1 15 1 96 401 3700 1 13 1 93 393 3800 1 11 1 89 387 3900 1 09 1 86 380 4000 1 07 1 83 374 41 00 1 05 1 80 368 4200 1 04 1 77 362 4300 1 02 1 74 356 4400 1 01 1 72 351 4500 099 1 69 346 4600 098 1 67 341 4700 096 1 64 336 4800 095 1 62 331 4900 094 1 60 327 5000 092 1 58 323 51 00 091 1 56 318 5200 090 1 54 314 5300 089 1 52 3 10 5400 088 1 50 307 5500 087 1 48 303 5600 086 1 47 299 5700 085 1 45 296 5800 084 1 43 292 5900 083 1 42 289 6000 082 1 40 2 86 7 n DRAINAGE CRITERIA MANUAL 5C ME F- 20 3 LU U; 2 W IL 10 Z �U1 C 0 5 in W _C 3 O U 2 �r W F- a 3 1 RUNOFF \° %; f I I I I I I I I I col la WT ti4 � Cz ` h � h 4 U 2 2� I ' v �` I OQ T I r Q� 1 I I I I I 1101 1 1/1 I I I I U t i I I I I I I I I I I I I I I I I I I I I I I I I I I II I i I III I I I I I Figure 3 3 2 3 5 1 1 1'5 2 3 5 VELOCITY IN FEET PER SECOND ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA 10 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 I Table 3-3 I I 1 11 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Character of Surface Runoff Coeff=xent Streets Parking Lots Drives Asphalt 0 95 Concrete 0 95 Gravel 0 50 7 Roofs 0 95 Lawns Sandy Soil Flat <2% Average 2 to 78 Steep >7% Lawns Heavy Soil Flat <2% Average 2 to 7% Steep>78 r 3 1 7 T3=e of Concentration In order to use the Rainfall Intensity Duration Curve -the time of concentration must be known The time of concentration T represents the time for water to flow from the most remote part of the drainage basin under consideration to the design point under consideration The time of concentration can be represented by the following equation -1 ' r T = t + t Where T = Time of Concentration minutes t = overland flow time minutes r t = travel time in the gutter swale or storm sewer minutes L ' The overland flow time t can be determined either by the following equation or the Overland Time of Flow Curves from the Urban Storm Drainage Criteria Manual included in this report (See Figure 3-2) 187(11 CC )d/2 Tw Sl/3 ' Where T = Overland Flow Time of Concentration minutes S = Slope % C = Rational Method Runoff Coefficient D = Length of Overland Flow feet (500 maximum) C= = Frequency Adjustment Factor The travel time t in the gutter swale or storm sewer can be estimated with the help of Figure 3-3 3 1 8 Adjustment for Infrequent Storms ' The preceding variables are based on the initial storm that is the two to ten year storms For storms with higher intensities an adjustment of the runoff coefficient is required because of the lessening amount of infiltration depression retention and other losses that have a proportionally smaller effect on storm runoff These frequency adjustment factors are found in Table 3-4 ' May 1989 Y Design Criteria Revised January 1997 3-5 0 10 0 15 0 20 0 20 0 25 0 35 PSGE 24 ' Table 52 C-Factors and P-Factors for Evaluating EFF Values Treatment C Factor P Factor BARE SOIL ' Packed and smooth 1 00 1 00 Freshly disked 1 00 0 90 Rough irregular surface 1 00 0 90 SEDIMENT BASIN/TRAP 1 00 0 50(11 STRAW BALE BARRIER GRAVEL FILTER SAND BAG 1 00 0 80 SILT FENCE BARRIER 1 00 0 50 eASPHALT/CONCRETE PAVEMENT 0 01 1 00 — ESTABLISHED DRY LAND (NATIVE) GRASS See Figure 1 00 ' SOD GRASS 0 01 1 00 TEMPORARY VEGETATION/COVER CROPS 0 45(2) 1 00 HYDRAULIC MULCH @ 2 TONS/ACRE 0 10(3) 1 00 SOIL SEALANT 0 01-0 60(a) 1 00 EROSION CONTROL MATS/BLANKETS 0 10 1 00� ' HAY OR STRAW DRY MULCH After planting grass se-d apply mulch at a rate of Z tons acre minimum) and adequately ' anchor tack or crimp material into the soil Maximum Slope Length ( % ) (feet) 1 to 5 400 0 06 1 00 6 to 10 200 0 06 1 00 11 to 15 150 0 07 1 00 ' 16 to 20 100 0 11 1 00 21 to 2r 75 0 14 1 00 25 to 33 50 0 17 1 00 ' > 33 35 0 20 1 00 NOTE Use of other C Factor or P-Factor values reported in this table must be substantiated by documentation (1) Must be constructed as the first step in overlot grading (2) Assumes planting by dates identified in Table 7 4 thus dry or hydraulic mulches are not required (3) Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated ' (4) Value used must be substantiated by documentation I I ' PAGE 25 Table j2 C Factors and P Factors for Evaluating EFF Values (continued from previous page) Treatment C Factor P Factor ' CONTOUR FURROWED SURFACE Must be maintained throughout the construction period otherwise P Factor = 1 00 Maximum ' length refers to the down slope length Basin Maximum Slope Length ' (a) (feet) 1 to 2 400 1 00 0 60 e 3 to 5 300 6 to 8 200 1 00 1 00 0 0 50 50 — 9 to 12 120 — 1-00 — —0 60 - - 13 to 16 80 1 00 0 70 17 to 20 60 1 00 0 80 ' > 20 50 1 00 0 90 TERRACING Must contain 10 year runoff volumes without overflowing as determined by applicable hydrologic methods otherwise P-Factor = 1 00 Basin Slo P ' (a 1 to 2 1 OO 0 12 3 to 8 1 00 0 10 9 to 12 1 00 0 12 ' 13 to 16 1 00 0 14 17 to 20 1 00 0 16 > 20 1 00 0 18 ' NOTE Use of other C Factor or P Factor values reported in this table must be substantiated by documentation r I I I I I 1 1 1 1 e i 1 i 1 1 1 1 1 a PAGE 26 ESTABUSBED GRASS AND C—FACTORS FORT COL Ni S, COLORADO ,< r 040- 035 030 025 s I I I I 020 f � 015 I I r I i i I 010 005 I aaa0 10 20 30 40 50 sa 70 80 90 100 ESTABIEHED CLASS GROUND COVER (7) FIGURE 5 1 L- I A 5I flY 6 IRC January 25 2002 MNI, C., d Land Imhu dPd m w dVW ge CO60111 0 0 5600 0 0 2349 M I M ' Mr Basil Harridan P E City of Fort Collins Stormwater Utility 700 Wood Street e_ Fort Collins Colorado 80521— RE Bank One at Harmony Road and Boardwalk Drive ' Lots 1 and 2 Harmony Market P U D Variance Requests (2) Dear Mr Harridan There are two considerations as outlined in the submitted Final Drainage Study for the referenced protect for which I on behalf of Bank One would like variances from the ' published criteria In neither instance will granting the request adversely effect the health welfare or economic viability of the public or any adjacent or downstream property owners ' The specifics are as follows Item No 1 ' Request release from the recently adopted requirement for providing a water quality capture volume for new or redeveloped sites Due to the nature of poor developments it is necessary for the on site detention facility to discharge directly to the curb and gutter of ' Boardwalk Drive upstream of existing access points The water quality volume is required to be released over an extended period of time 40 hours for dry pond configurations This will create numerous areas of constantly wet pavement which could be hazardous to ' pedestrian and vehicular traffic especially in the winter when icing may occur In addition the wide and relative flatness of the pond coupled with the overland nature of runoff entering that pond creates significant turf filtering application an identified BMP for treating ' storm runoff Finally downstream facilities to be installed in the future which collect runoff from Boardwalk will provide incidental treatment ' Item No 2 Request release from the detention requirement of the existing regulations for peripheral ' portions of the developing property As Identified in the drainage study undetained runoff from Basins B and BY 1 are adding 0 65 and 2 81 cfs 2 and 100 year to the total flow in the Boardwalk Drive curb and gutter Adding the detained release rates from the detention facility puts those numbers at 0 83 and 3 31 cfs respectively Previous calculations for eenng Vchi ecture p �chu ectu e Su-i vin ' Mr Basil Harridan P E January 25 2002 ' Page 2 ' Boardwalks capacity were 8 39 cfs for the 2 year event and 70 cfs for the 100 year event The Miramont Office Park drainage study the latest to be developed estimated flows to be 6 43 cfs and 23 18 cfs respectively once their development was complete as it is ' Resulting street flows after our development occurs will be 7 40 and 26 49 cfs still within the allowable capacities Existing grading constraints as well as requirements of the Harmony ComdorZoning classification make capturing runoff from and providing detention for the areas in question impractical at best Thank you for taking the time to review and consider these requests If you have any e additional questions or concerns please do not hesitate to contact either me or Ms Joyce Donaldson at the address or number printed on the cover sheet of this letter ' Sincerely FOR AND ON BEHALF OF CLC ASSOCIATES INC ' '<, d 3f� pf- 5-OZ ' Joel D Tompkins P E Project Engineer ' JDT cst 11 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR BANK ONE AT HARMONY MARKET CITY OF FORT COLLINS COLORADO 3 02 Variance Requests Two variances are being requested from the governing development criteria The first concerns undetained runoff from Basins B and BY 1 These two basins are adding 0 65 and d 2 81 cfs 2 and 100 year to the total flow in the Boardwalk Drive curb and gutter Adding the detained release rates from the detention facile / ty puts those numbers at 0 83 and 3 31 cfs Previous calculations for Boardwalk s capacity were 8 39 cfs for the 2 year event and 70 cfs for the 100 year event The Miramont Office Park drainage study the latest to be developed estimated flows to be 6 43 cfs and 23 18 cfs respectively once their development was complete as it is Resulting street flows therefore are 7 40 and 26 49 cfs still within the allowable capacities CV06t- -% The second variance request is from the newly implemented water quality storage volume requirement in detention facilities Due to the nature of prior developments it is necessary for the on site detention facility to discharge directly to the curb and gutter of Boardwalk Drive �stream of existing access points The water quality volume is required to be released over o�ti afi extended period of time 40 hours for dry pond configurations This will create numerous o ;J areas of constantly wet pavement which could be hazardous to pedestrian and vehicular traffic especially in the winterwhen icing may occur In addition the wide and relative flatness of the pond coupled with the overland nature of runoff entering that pond creates significant turf filtering application an identified BMP for treating storm runoff Finally downstream k. facilities to be installed in the future which collect runoff from Boardwalkwill provide incidental treatment A variance request letter has been provided separate from this document as well as being OVd included in the appendices herein xc > > n J s ro"f 9��caE -b�„ � tJa` DCW S k1 �r4 00 DRAINAGE FACILITIES Each facility proposed with the development of Bank One at Harmony Market is discussed in detail in the following sections Unless indicated otherwise all designs are in accordance with the Manual 4 01 Detention Pond Per the Oak/Cottonwood Farm Drainage Revision Letter (see Appendix F) the release rate from the detention pond is restricted to 0 12 cfs per acre for the 2 year event and 0 50 cfs per acre forthe100yeareven contnbutingBasin Athat allows respective releaserates of 0 18 cfs and 0 73 cf To compensate or some of the bypass flow the 100 year releas ate was further thro ed to 0 50 cfs however no further throttlin of the ate w undertaken due to a res active onfice sizes involved A 2 by 2 base structure is used with a 2 43 inch orifice placed at the pond flowlme of 5002 88 The base structure is capped with Page 5 _ I Z- �s D(1 �t� Gov car ke Ie�ccS< ra-�, Q 50 C �) 4(,r l%ar � aR t c r tl�- 1 I S -01 ti6 Tl, 5 -.o, .d "co a-L6.,r .w p. « ivy .,a I 1 Appendix F - Soil Survey Excerpt ' McClellands Creek Excerpt Oak/Cottonwood Farm Excerpt 1 1 I o Af e C 26 a 25� � 36 T. 73 r do i, "36 74: �24 h / 6 J3 J" h l3 jr, a o 3 /3 -tea 36 74 14 48 � 3r 3 h� �_35 h �36 \ 4y } [ 16 rq � " S ]i Hurman Aim, 74 \X ij IS 34 48 \ V a 5 -�•• M8 12� L 11v\ A 103� � 54 (Joins sh e128)— R 69 W. R. 68 W. -- 0 1 21 T— — �(0 4000 3000 2000 1000 : 7 0 5000 Scale 1 :24000 10000 Feet ' LARIMER COUNTY AR,A, COLORADO 1\10. 25 12 SOIL SURVEY V� I I I I I 11 I I 1 1 1 I I 1 sloping to strongly sloping soil is on terrace edges Aquepts, Loamy fans and benches This soil has a profile similar to the one described as representative of the series but the 5—Aquepts loamy These nearly level or gently combined thickness of the surface layer and subsoil sloping poorly drained soils are in depressional areas is about 18 to 19 inches on uplands along dramageways and on side slopes Included with this soil in mapping are some areas below large canals The surface layer is fine sandy of soils that are more sloping and some areas of soils loam loam or clay loam The underlying layer is that have a surface layer of sandy loam Also included mainly loam or clay loam extending to a depth of 40 are small areas of Laruner Stoneham and Larim soils to 60 inches or more A water table is at or near the Runoff is medium and the hazard of erosion is mod surface in spring and summer erate to severe Included with these soils in mapping are a few small This soil is suited to wheat and barley under dryland areas of Stoneham Fort Collins and Kim soils and management If irrigated it is also suited to alfalfa Nunn clay loam wet It is well suited to pasture and native grasses Capabil Runoff is slow to medium and the hazard of water ity units IVe-1 irrigated and IVe-3 dryland Loamy erosion is slight to moderate Plains range site windbreak suitability group 1 These soils are suited to pasture and native grasses 3—Altvan Satanta loamy 0 to 3 percent slopes This A few areas are used for hay If drained the soils are complex consists of nearly level soils on terraces and suited to crops The main irrigated crops are barley high benches It is about 45 percent Altvan loam and corn sugar beets and wheat Capability units Illw-1 about 30 percent Satanta loam The soils are inter irrigated and Vw-1 dryland Wet Meadow range site mingled throughout the mapped areas but Altvan windbreak suitability group 5 loam commonly is more sloping and Satanta loam is —more -nearly level level and is in some depressions The Altvan soil has a profile similar to the one described as A e is Ponded qu p representative of the Altvan series but the surface layer commonly is about 8 to 11 inches thick and is 6—Aquepts ponded These nearly level soils are loam or sandy loam The Satanta soil has a profile near stream channels and dramageways A water table is at or near the surface most of the year The similar to the one described as representative of the Satanta series but the surface layer is about 8 to 11 soils are extremely variable The native vegetation Is inches thick and is sandy loam in places In places mainly cattails sedges and rushes These soils offer very tittle grazing but are suitable both soils are redder than is typical of their respective for wildlife habitat Capability unit VIIIw-1 dryland series Included with these Bolls in mapping is about 15 not assigned to a range site or windbreak suitability percent Nunn soils group Runoff is slow to medium and the hazards of wind and water erosion are slight to moderate Ascalon Series If irrigated these soils are suited to corn sugar beets dry beans alfalfa and small grain Under dry The Ascalon series consists of deep well drained land management they are suited mainly to wheat soils that formed in mixed wind deposited material but other small grain such as barley and oats is some These soils are on uplands and foot slopes Elevation times grown The soils are also well suited to pasture ranges from 4 800 to 5 700 feet Slopes are 0 to 5 per and native grasses Capability units IIIe-3 irrigated cent The native vegetation is mainly blue grams and and IIIe-6 dryland Loamy Foothill range site wind other short grasses and forbs Mean annual precipita break suitability group 1 tion ranges from 13 to 15 inches mean annual air 4—Altvan Satanta loamy 3 to 9 percent slopes This temperature ranges from 48 to 50 F and the frost complex consists of gently sloping or strongly sloping free season ranges from 135 to 150 days soils on high terraces benches and fans It is about In a representative profile the surface layer is brown 55 percent Altvan loam and 35 percent Satanta loam sandy loam about 6 inches thick The subsoil is brown Altvan loam is mainly more sloping and Satanta loam and pale brown sandy clay loam about 14 inches thick is smoother These soils have profiles similar to the The underlying material is pale brown or very pale ones described as representative of their respective brown sandy loam series but the surface layer is sandy loam and loam Permeability is moderate and the available water and the surface layer and subsoil are thinner Many capacity is medium to high Reaction is neutral above areas of both soils are redder than is typical of their a depth of about 16 inches and moderately alkaline respective series below that depth Included with these soils in mapping is about 10 These soils are used mainly for irrigated and dry percent Nunn and Larimer soils farmed crops Some small areas are used for native Runoff is medium to rapid and the hazards of wind grasses and water erosion are moderate Representative profile of Ascalon sandy loam 0 to If irrigated these soils are well suited to alfalfa 3 percent slopes in a cultivated area about 400 feet small grain and pasture Under dryland management east and 650 feet south of the northwest corner of sec they are suited to wheat and barley They are also 36 T 5 N R 68 W suited to pasture and native grasses Capability units Ap-0 to 6 inches brown (10YR 5/3) sandy IVe-1 irrigated and IVe-3 dryland Loamy Foothill loam dark brown (10YR 3/3) moist range site windbreak suitability group 1 weak medium subangular blocky strut I LARIMER COUNTY AREA COLORADO I 0 I LJ I I I I I I well drained The surface layer and subsoil are clay loam The underlying material is clay loam or silty clay loam Altvan soils are deep and are on benches and ter races Heldt soils are deep and are on fans and valley sides Satanta and Stoneham soils are deep and are on terraces and uplands The soils in this association are used mainly for irrigated crops Some areas are used for dryfarmed crops and pasture 16 Heldt Renohill Kgm association Deep and moderately deep nearly level to moderately steep well drained clay loamy and loams that formed in alluvium and in materials weathered from shale on fans and uplands This association is in scattered areas east of the foothills in the eastern part of the survey area Ele vation ranges from 5 000 to 5 500 feet Mean annual air temperature ranges from 48 to 50 F and annual precipitation ranges from 13 to 15 inches The -association makes up about 6 percent of the survey area It is about 20 percent Heldt soils 20 per cent Renohill soils and 15 percent Kim soils The remaining 45 percent is mainly Cushman Fort Collins Longmont Midway Thedalund and Ulm soils Heldt soils are nearly level to strongly sloping and are well drained The surface layer is clay loam The subsoil is clay loam and clay The underlying material is clay Renohill soils are nearly level to moderately steep and are well drained The surface layer is clay loam The subsoil is clay loam and clay The underlying ma terial is clay loam Shale is at a depth of about 29 inches Kin soils are nearly level to moderately steep and are well drained The surface layer and underlying material are loam Cushman and Thedalund soils are moderately deep over shale or sandstone and are on uplands Fort Collins soils are deep and are on high terraces Long mont soils are deep and are in upland swales and valleys Midway soils are shallow over shale and are on uplands Ulm soils are deep and are on fans and valleysides The soils in thi association are used for irrigated and dryfarmed crops and for pasture and range IDescriptions of the Soils I I r This section describes the soil series and mapping units in Larimer County Area Each soil series is de scribed in detail and then briefly each mapping unit in that series Unless it is specifically mentioned otherwise it is to be assumed that what is stated about the soil series holds true for the mapping units in that series Thus to get full information about any one mapping unit It is necessary to read both the descrip tion of the mapping unit and the description of the soil series to which it belongs An important part of the description of each soil series is the soil profile that is the sequence of layers from the surface downward to rock or other under lying material Each series contains two descriptions of this profile The first is brief and in terms familiar to the layman The second is much more detailed and is for those who need to make thorough and precise studies of soils Color terms are for dry soil unless otherwise stated The profile described in the series is representative for mapping units in that series If the profile of a given mapping unit is different from the one described for the series these differences are stated in describing the mapping unit or they are differ ences that are apparent in the name of the mapping unit As mentioned in the section How This Survey Was Made not all mapping units are members of a soil series Rock outcrop and Fluvaquents for example do not belong to a soil series but nevertheless are listed in alphabetic order along with the soil series Preceding the name of the mapping unit is a sym bol This symbol identifies the mapping unit on the detailed soil map Listed at the end of each description of a mapping unit is the capability unit range site and windbreak -suitability group to which the mapping unit has been assigned The woodland group is also listed where applicable The acreage and proportionate extent of each map ping unit are shown in table 1 Many of the terms used in describing soils can be found in the Glossary and more detailed information about the terminology and methods of soil mapping can be obtained from the Soil Survey Manual (3) 1 Altvan Series The Altvan series consists of deep well drained soils that formed in mixed alluvial deposits These soils are on uplands high terraces and benches and are under lain by sand and gravel at a depth of 20 to 40 inches Elevation ranges from 5 200 to 6 200 feet Slopes are 0 to 9 percent The native vegetation is mainly blue grams western wheatgrass sage and cactus Mean annual precipitation ranges from 13 to 15 inches mean annual air temperature ranges from 48 to 50 F and the frost free season ranges from 135 to 150 days In a representative profile the surface layer is gray ish brown loam about 3 inches thick The subsoil is about 18 inches thick it is grayish brown loam in the upper part and brown grayish brown and pale brown clay loam in the lower part Below this is about 15 inches of light brown clay loam that is underlain by brown and strong brown gravelly loamy sand Permeability is moderate above a depth of about 36 inches and rapid below that depth The available wa ter capacity is high Reaction is neutral above a depth of 12 inches mildly alkaline between depths of 12 and 17 inches and moderately alkaline below a depth of 17 inches These soils are used for irrigated and dryfarmed crops and for pasture and native grasses Representative profile of Altvan loam 0 to 3 per cent slppes in native grass near the northeast corner of sec 23 t 11 N R 68 W A1-0 to 3 inches grayish brown (10YR 5/2) loam very dark grayish brown (10YR Italic numbers in parentheses refer to Literature Cited p 172 I r 130 SOIL SURVEY 11 I 11 I I 1 I I I I TABLE 8 —Sod and water features [Absence of an entry ind cates the feature is not a concern See text for description of symbols and such terms as rare brief and perched Aster sk indicates mapping unit consists of two or more dom nant kinds of soils See mapp ng unit description for composition and behavior of the whole mapping unit The symbol < means less than > means more than] Flooding Depth to Bedrock Soil name and Hydro seasonal Potential map symbol logic high frost group Frequency Duration Months water table Depth Hardness action F t laeh Altvan 1 2 _ B None _ __ >6 0 >60 Moderate 3 4 Altvan part B None _ _ >6 0 >60 Moderate Satanta part B None _ _ >6 0 >60 Moderate Aquepts 5 __ D Rare _ 0 5-1 5 High 6 D Frequent Long _ April June 0-15 High .Ascalon — -- 7 8 B None _ >60 >60 _ Moderate Bainville 9 Bainville part C None _ _ >60 20-40 Rippable Moderate Epping part __ D None _ _ >6 0 9-20 R ppable Moderate 10 Bainville part C None _ >6 0 20-40 Rippable _ Moderate Keith part _ B None _ >6 0 >60 _ _ Moderate Baller II Baller part D None >6 0 10-20 Hard _ Low Carnero part C None _ >6 0 20-40 Hard _ Moderate 12 Baller part _ D None >60 10-20 Hard _ Low Rock outcrop part Blackwell 13 D Common _ Brief _ May June 15 >60 _ _ High Boyle 14 15 D None _ >6 0 9-20 Rippable Moderate 16 17 Boyle part D None >6 0 9-20 Rippable Moderate Ratake part D None >6 0 7-20 Rippable Moderate Breece 18 19 20 B None _ >6 0 >60 Moderate Carnero 21 _ _ _ C None _ >6 0 20-40 Hard _ _ Moderate Caruso 22 _ C Occas onal Very brief April >2 0 >60 Moderate September Clergern 23 _ _ B None _ _ _ _ >6 0 >60 _ Moderate Connerton 24 25 Connerton part B None _ _ >6 0 >60 Moderate Barnum part B Occasional Brief __ May July >6 0 >60 Moderate Cushman 26 27 C None _ _ - >6 0 20-40 R pliable Moderate Driggs 28 29 _ B None _ _ __ >6 0 >60 _ Moderate I wTORpaRARw � �� x 0. L K4RMWY „ 890 aes CENTER TM AKA DRAW T i 7 3Y A IN ACD<D M 1 L 11x M \ M N I F mm AV W eo.A wAu mw KCmOF a om RtK AR NKM POR CAR CE CE 32 DURR 11@ ar .oARR r11I amK RM[R aMa1oCI mw t¢ ] Prepared for the City of Ft CoIfu1B DRAWN CVN DESIDNED CVN PROJECT No 98-011-Cos415 CHECKED DJw l� SUBS v CO ECn0 g SUBS S BOU OAR ROUT! G ELE ENT Aayow R DE1E no PONo r i Ta r NODE ift 500 a i17 I� SECTION U BER I Bus C VE CE RU BEIWC �1w MBE Taw G" OMVE `' t aq BA9Rlpa[ rtrrN WK MO ARYK0wY� 10 19 B OAKRKKE � N&M ELEME 3.1 K a" we . K . TWU 3 Kma-vo MVE mu .Ri19 ELEW +m "i9 7s N 3W 112 w M3 RAMGNT n0 ya >rot **% 76 4 f n 0 R OGE B S P RK am 16; W y �5 2 2 1 73 `IMF 70� 323 m y a � JrG � I Q ` _ } 17 _ AKR F W I I { 1 12 79 171 B .f d"r~ ` 1 f v � ra 27 3 , lwkz I Jx 2e 1 I \ I IT N M A I ` ✓ a us A a A Byw .wE row Mw O M, Abw CLUB MVE.ETRE OARROO[ Ow Aw ARua AD A" au RR ORK KTK OARROGC WaK Aw .YETS LEW OV K K O K BETRE ME M.Tw WaK Awa .RLI$ ELNL 1 00>w MCCLELLANDS CREEK 1 \ MASTER DitAINAGE PLAN UPDATE ENGINEERING INC FFGURE c SUBBASINS A SWuu M c. C Mr f 1 1 t 1 1 1 I t 1 1 1 1 1 1 HARMONY CENTER INPUT Qg HYDROGRAPH 395 92 89 394 OUT OF MODEL 30 29 283 203 17 201 13 McClellands Creek Master Drainage Plan Update 11/00 320 202 208 32 214 23 17 LEMAY 28 281 "67 1 1 9 205 31 T 25 215 2 206 171 1 4 1 207 MIRAMONT \27 C,6 2 \ 9 i26 27 329 328 1 212 0 175 5- 60 36 26 NOL McCLELLANDS CREEK SWMM ROUTING SCHEMATIC 111 Basin _ 112 Conveyance Element 91 Detention Pond 270 Node 110 111 112 112 320 1 114 330 230 47 91 290 113 3 0 12 116 115 210 45 1 190 __ hL 21 SEE FIGURE 3 2b FIGURE 3 2a I TRANSMITTAL Inc LETTER ENGINEERING CONSULTANTS 209 South Meldrum Fort Collins CO 80521 303/482-5922 ' FAX 303/482-6368 TO Basil Hamdan Utility Services Stormwater City of Fort Collins 235 Mathews Fort Collins Colorado 80522 DATE August 26 1994 PROJECT Oak/Cottonwood Farm PROJECT NO 504-001 We are transmitting herewith Copies of calculations revising Basin 202 of the Master Plan For your review A new agreenent will need to be drawn up if this all parties I don t think it is our place meets approval by to initiate new negotiations for a new agreement but we will be happy to provide input Please call if you have any questions I will be gone Monday and Tuesday Kevin is up on this issue though Thanks ' I ve also sent a copy of this to Vic Date ' Copies To Very Truly Yours RBBDD INC Roger Curtiss P E CLIENT (:��7— JOB NO jNC PROJECTG7w / �-Z'r1L1�� �1 CALCULATIO SFOR Engineering Consultants MAOEBY-'_DATE CHECKED BY DATE -SKEET-OF - r J aJCLSI+.l ZaZ - I - a0SZ' - - C LL 'PL-1N ^FMriti1-1- I I .(✓.1St�.1 Za2 ��n�tV I 1"7�S Z C3 0'Z_A C� - Z ILA==�C?.� I 0 I I 1 � CUE T ��t 1 /�A1� JOB O ■ZINC PROJECT^-L I -sr,-, �7Q ,. C LCULATIONSFOR GI`1 2--%7_ Engineering Consultants MADE BY D CNECKEDBY_DAT SNERZ—OF r -�15 tNy IL - rzaslti t Q o 68 m,;.cmo�-r-`Ts-y.�w_ aox,- a5�- ------ - -- - -- F>z �Z -- - -- - - - - = Tg -7-- I I J fox , Z C E-- nSI o lZ Grs zl =5 -,�,c -7C -7 21 S� CLIENT -C-1 i n �.ITZ %7r, �� � ,� JOB NO -�L� Rmlw�PROJECT �1 CALCULATIONS FOR 1 777 Engineering Consultants MADE BY-12�1,DATE C ECK DBY D TE SNEET_OF `,�+dV C�� _ -- �PJ C�IJ.►Jil_. Z=`.t 1�E=0 _---� Zl- _ Zip SU.JMM MOI�GL OVT`�,�7— �G�.2 csr__��r_�1s , -T�=2 1✓�L.15 E.'� T Pout �Zz Z l Jc F=-r 9 ^- +moo rJ rJ 8 9 oc r O oc F - I I I I h 'I�-Z-C, /� _ 'C:�S _ %z�- 1^'�, raM �,�,51 �J � .�.� ��•�L-iC-- - -1 a,0N .1 i 1 ulations; for Curb Capacities and Velocities j r and M no Storms r City of Fort Collins Storm Drainage Design Criteria COLLECTOR u/ 6 Vertical curb and gutter Prepared by RBD Inc is for one side of the road only February 28 1992 is based on theoretical capacities Area 3 55 sq ft Area 28 96 sq ft Minor Storm Major Storm Slope Red Minor 0 V M jor 0 V ( )) Factor X (cfs) (fps) X (cfs) (fps) 0 40 0 50 135 32 4 28 2 41 1129 59 35 72 2 47 0 50 0 65 135 32 6 22 2 70 1129 59 51 92 2 76 e0 60 0 80 135 32 8 39 2 95 1129 59 70 00 3 02 0 70 0 80 135 32 9 06 3 19 1129 59 75 61 3 26 0 80 0 80 135 32 9 68 3 41 1129 59 80 83 3 49 '0 90 0 80 135 32 10 27 3 62 1129 59 85 73 3 70 1 00 0 80 135 32 10 83 3 81 1129 59 90 37 3 90 1 25 0 80 135 32 12 10 4 26 1129 59 101 03 4 36 1 50 0 80 135 32 13 26 4 67 1129 59 110 68 4 78 1 1 75 0 80 135 32 14 32 5 04 1129 59 119 54 5 16 2 00 0 80 135 32 15 31 5 39 1129 59 127 80 5 52 2 25 0 78 135 32 15 83 5 72 1129 59 132 16 5 85 50 0 76 135 32 16 26 6 03 1129 59 135 74 6 17 2 75 0 74 135 32 16 61 6 32 1129 59 138 62 6 47 3 00 0 72 135 32 16 88 6 60 1129 59 140 87 6 76 3 25 0 69 1.)5 32 16 83 6 87 1129 59 1 0 51 7 0 3 50 0 66 1.)5 32 16 71 7 13 1129 59 139 48 7 30 3 75 0 63 135 32 16 51 7 38 1129 59 137 81 7 55 4 00 0 60 135 32 16 24 7 62 1129 59 135 55 7 80 4 25 0 58 135 32 16 18 7 86 1129 59 135 07 8 04 4 50 0 54 135 32 15 50 8 09 1129 59 129 40 8 27 4 75 0 52 135 32 15 34 8 31 1129 59 128 02 8 50 5 00 0 49 135 32 14 8 8 52 1129 59 123 77 8 72 5 25 0 46 135 32 14 26 8 73 1129 59 119 06 8 94 5 50 0 44 135 32 13 96 8 94 1129 59 116 56 9 15 '5 —5 0 42 1.)5 32 13 63 9 14 1129 9 11�. 76 9 35 6 00 0 40 135 32 1.> 26 9 34 1129 59 110 68 9 5:) 1 1 1 1 i ' CLIENT 7Q7_T (` n1 1 1 � C, JOB NO — WC PROJECT CALCULATIONS FOR (-�l TTT.- - C=:1 r 1/ Engineering Consultants MAOEBY ¢ _DATEZ57 CHECKED BY DATE -SHEET 7OF _7- �" vas -,cow N �/ eoL. �bLLl � 5 L1+1.L1.. NoT usE - �L1 /I lI ' Z` o-- � I I N`dNNIIJf�S a n❑ 3� oXp olo> I �5�-31>�0 C 3, i O o7 r -- �1(E.zr 1,lt o I dv - �- - -J d1,1 l.,111„lCa _7 z, 1 Q - --I - -- -- ---j c) X = I I z`j S, I- I INC Engineering Consultants 209 S Meldrum Fort Collns Colorado 80521 o9 303/482 a922 FAX 303/482 6368 September 20 1994 Mr Basil Hamdan City of Fort Collins Utility Services Stormwater 235 Mathews Street Fort Collins Colorado 80522 RE Drainage for the Northwest Corner of Oak/Cottonwood Farm Basin 202 of the Overall Drainage Plan PROJECT NO 226-013 Dear Basil The purpose of this letter is to address the drainage design detention requirements and maximum release rates as specified in the Overall Drainage Plan for the Oak/Cottonwood Farms This is in particular regard to Basin 202, as shown on the Overall Drainage Plan This basin contains approximately 22 9 acres and is bounded on the south by Miramont 1st Filing, on the east by Boardwalk Drive on the North by Harmony Road and on the west by Fairway Estates There is an existing agreement in place between Oak Farms Inc and the Front Range Baptist Church In this agreement the 10 year storm maximum release rate was to be limited to 0 24 cfs/acre and the 100 year storm maximum release rate was to be limited to 0 50 cfs/acre These figures were established by the capacity of Boardwalk Drive to convey developed stormwater per the City of Fort Collins Stormwater requirements Per the Overall Drainage Plan for Oak/Cottonwood Farms developers of Basin 202 would be responsible for detention of one-half of Boardwalk Drive adDacent to this basin This is how the SWMM model for the Oak/Cottonwood Farm Overall Plan is currently structured The developers of the Bank One portion of Basin 202 (located in the Northeast corner of Basin 202) have requested a reevaluation of the drainage concepts presented in the current version of the Overall Study In the revised concept they propose that developed runoff from that portion of Boardwalk Drive be released undetained from Basin 202, and compensated for downstream ultimately in Detention Pond 340 (this detention pond located at the northwest corner of De 3031458 5526 _y Boardwalk and Lemay Avenue) Since this area will be allowed to f low downstream undetained this causes the allowable release rates for Basin 202 to be read3usted so as not to exceed the capacities of surface runoff allowed in Boardwalk Drive The 2 year developed stormwater capacity in Boardwalk Drive without exceeding the top of the curb is 8 39 cfs Developed runoff from Boardwalk and that portion of Miramont 1st Filing which currently flows to Boardwalk is 5 90 cfs The remaining area of Basin 202 which would restricted by this agreement would be 21 5 acres Therefore, the ad3usted release rate for the 2 year storm would be (8 39 cfs - 5 90 cfs / 21 5 acres) or 0 12 cfs/acre Similarly for the 100 year storm the capacity of Boardwalk is 70 00 cfs contributing undetained flows are 7 38 cfs, therefore the allowable release rate would be limited to (70 00 cfs - 7 38 cfs / 21 5 acres) or 2 91 cfs The Overall Drainage Plan and the requirements of the McClellands Master Plan limits developed runoff from the 100 year storm to 0 5 cfs/acre therefore this restriction of 0 50 cfs/acre will still be required for Basin 202 The existing agreement also limited the 100 year release rate to 0 50 cfs/acre This will cause a slight increase in the required volume of downstream detention pond 340 A modified SWMM model with the above described concepts showed an increase from 4 9 ac ft of detention required to 5 0 ac ft By approval of this letter the parties listed below agree to the aforementioned drainage criteria The above concepts have been presented to the City of Fort Collins Stormwater Utility, however these conceptual changes are sub,ect to review and final approval by the City Stormwater Utility This agreement will also supersede the original agreement dated August 5 1992 signed by Oak Farms, Inc and the Front Range Baptist Church Sincerely Inc Engineering Consultants Roger Curtiss P E APPROVED Oak Farms, Inc Date / SHARON K NORDICK U Z!2�, Title 9/; 2/:�g Date Front LC test ��c/h Jt44.10-1 Pt.e4 Title 4/,2 z/ �Fy Date Bank One /�2� ��,ilwJ/L ve"A;o 4L , ZL-a c Titlk 9�y�9y Date BACK POCKET I I lil I ;. r_. 1 9 PIPE OURET WITH GRAVELFILTbR General Notes: 1. Sediment shall be removed when one not of use basin d"g depth has been BNW. 2. Removed sediment shall be deposited in an area tributary to a sediment basin. SEDIMENTATION TRAP (CF.C. D-22) NOT TO SCALE PUNINEW acrilriT.lf.l ?: - rc� - General Notes: 1. Inspect and repair filters after each storm Vent. Remove s atimem When one hell of the filter depth has been filled. Removed sediment shell be deposited In an area tributary to a sediment basin or other filtering measures. 2. Sediment and gravel shall be Immediately removed from traveled way of roads. AREA INLET FILTER GRAVEL (CF.C. D-24) /1 NOT TO SCALE SFeel e. Wood Post f—Compacted BackFill 6' MIN. I 1/2--3' ROCK 1/2'-3/e' FILTER LAYER �cFY •'sn VEHICLE TRACKNG CONTROL p NOT TO SCALE Shaw Bales Stakal With SWKae For TuAlle k Bab Po;rq�tn¢q Me et A BaHFbinB � A General Not": ,. 1. Inspem, repair, and mpla". SECTION A -A IN namuryl Me f 1ten after each storm event. 2. AN bale must be replec ul after 12 monals unless approvalM granted by Filter iFloor I the Enybaedng Dlvlebn far longer use +I I p o' v. au 'o 'v'dm:li ♦A A/ General Notes: 1. The maximum tributary area 4limited SECTION VIEW to 0.25 act" per 100 feet of fence. 2. Inspect and repair fen" after each storm event. Remove Sediment when one half the height of the force foes been filled. Removed sediment shell be dep"ited in an area tributary to a sediment basin or other Nrering measure. SILT FENCE DETAIL IC.F.C. D-28) �\ NOT TO SCALE V I I PUN VIEW Flow I'll r I �T p`l�l l�m STRAW BALE DIKE CHANNEL APPLICATION (C.F.C. D-27) /r1 NOT TO SCALE C UTILITY PLAN APPROVAL MPRO Ep: ebDVm mu CHEQ(ED Br: WtlaaYNWWnIVy oY CHECKED BY: wnnlw.ww aft CHECKED By Iwaan.� Ww CHECKED BY o.m �i 000o Q inn rc. W PROJECT 8: 01.0253 DRAWN BY: LS DESIGNED BY CHECKED BY' LAC C 5.90 LEGEND — — — — PROPERTY LINE - --_.-- PROPOSED CURB AND CUTTER _ EXISTING CURB PROPOSED CONTOUR ' —551L-� EXISTING CONTOUR TAD PROPOSED STORM SEWER W/ MANHOLE AND INLET ID L.a>uN SILT FENCE ` GRAVEL FILTER INLET PROTECTION i1 DROP INLET FILTER L:J PROTECTION VEHICLE TRACKING CONTROL STRAW BALE I I BARRIER SEDIMENT TRAP 30 60 — AVVAmi I In,1I N0 ft. GENERAL NOTES FOR EROSION CONTROL 1, THE CITY OF FONT COLLINS STDRMWATM UTUTY EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR TD ANY CONSTRUCTION ON THIS SITE. 2. ALL REWIRED PERIMETER SILT FENCING SHALL BE INSTALLED PRIOR TO MY LAND DISTURBING ACTIVITY (STOCKPILING, STRIPPING, GRADING, ETC). Al OTTER REQUIRED EROSION CONTROL MEASURES SHALL BE INSTALLED AT THE APPROPRIATE BME IN THE CONSTRUCTION SEGU NCE AS INDICATED IN THE APPROVED PROJECT SCHEDULE, CONSTRUCTION PLANS AND EROSION CONTROL REPORT. 3. PRE -DISTURBANCE VEGETATION Sl BE PROTECTED AND RETAINED WHEREVER POSSIBLE. REMOVAL OR DISTURBANCE OF EXISTING VEGETATION SHALL BE UMITED TO THE AREA REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS AND FOR THE SHORTEST PRACTICAL PERIOD OF TIME. 4. ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING, GRADING. UTILITY INSTALLATIONS, STOCKPILING, FILLING. ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISCNG ALONG LAND CONTOURS UNTIL MULCH, VEGETATION, OR OTHER PERMANENT EROSION CONTROL IS INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS OF WAY SHALL REMAIN EXPOSED BY LAND DISTURBING ACTIVITY FOR MORE THAN THIRTY (W) DAYS BEFORE REQUIRED TEMPORARY ON PERMANENT EROSION CONTROL (E.G. SEED/MULCH, LANDSCAPING, ETC.) IS INSTALLED, UNLESS OTHERWIY APPROVED BY THE STQRMWATER UTILITY. 5. THE PROPERTY SHALL BE WATERED AND MAINTAINED AT ALL TIMES DURING CONSTRUCTION ACTIVITIES SO AS TO PREVENT WIND -CAUSED EROSION. ALL LAND DISTURBING ACTIVITIES SHALL BE IMMEDIATELY DISCONTINUED WHEN FUGTIVE DUST IMPACTS ADJACENT PROPERTIES, AS DETERMINED BY THE CITY OF FORT COLLINS ENGINEERING DEPARTMENT. 6. Al TEMPORARY (STRUCTURAL) EROSION CONTROL MEASURES SHALL BE INSPECTED AND REPAIRED OR RECONSTRUCTED AS NECESSARY AFTER EACH RUNOFF EVENT IN ORDER TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL RETAINED SEDIMENTS, PARTICULARLY NOW ON PAVED ROADWAY SURFACES, SHALL BE REMOVED AND DISPOSED OF IN A MANNER AND LOCATION SO AS NOT TO CAUSE THEIR RELEASE INTO ANY DRAINAGEWAY. ). NO SOIL STOCKPILE SHALL EXCEED TO (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL BE PROTECTED MOM SEDIMENT TRANSPORT BY SURFACE ROUGHENING, WATERING, AND PERIMETER SILT FENCING. ANY SOIL STOCKPILE REMAINING AFTER 30 DAYS SHALL BE SEEDED AND MULCHED. a. CITY ONONANCE PROHIBITS THE TRACKING. DROPPING, OR DEPOSITING OF SOILS ON ANY OTHER MATERIAL ONTO CITY STREETS BY ON FROM ANY VEHICLE. ANY INADVERTENT DEPOSITED MATERIAL SHALL BE CLEANED IMMEDIATELY BY THE CONTRACTOR. 9. THIS PLAN IS ONLY TO BE USED FOR INSTALLARON OF EROSION CONTROL FACILITIES, DO NOT USE THIS PLAN FOR GRADING OR STORM SEWER CONSTRUCTON. 10. CONTRACTOR SHALL USE VEHICLE TRACKING CONTROL AT Al LOCATIONS WHERE VEHICLE WILL ENTER OR EXIT THE SITE. CONTROL FACILITIES WILL BE MAINTAINED WHILE CONSTRUCTION IS IN PROGRESS, MOVED WHEN NECESSARY AND REMOVED WHEN THE SITE IS PAVED. 11. TEMPORARY STABILIZATION - TOP SOIL STOCKPILE AND DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITY TEMPORARILY CEASES FOR AT LEAST 21 DAYS WILL BE STABILIZED WITH TEMPORARY SEED AND MULCH NO LATER THAN 14 DAYS MGM THE LAST CONSTRUCTION ACTIVITY IN THAT AREA. THE TEMPORARY SEED SHALL BE: 4.4#PLS/ACRE SMOOTH BROME (MANCHAI 4.64PLS/ACRE CRESTED WHEATORASS (EPHRAIM). AND DINFIS/AWE BLUE GRAMA (LOVINGTON). MULCH WILL CONSIST OF 2 TON PER ACRE OF TACKED HAY. BASIS OF BEARINGS N89'58'54"E -- — 76.52.18' (2652.26') EAST HARMONY ROAD (R.O.W. III 0.... MEMBER BORROW I Ell I � c 3,919 54. R. KEPI CONSTRUCTION NOTES I FF-ta90 IH I Q1 INSTALL. GRAVEL AREA INLET FlOER, RE: DETAIL B, SHEET C5.80. — '.1 ,�'1 • O INSTALL VEHICLE TRACKING CONTROL RE DETAIL D. SHEET C5.90. 03 INSTALL SILT FENCE. RE DETAIL C. MEET C5.9O © INSTALL SEDIMENTATON TRAP. RE: DETAIL A. SHEET C5.90. QS INSTALL STRAY BALE BARRIER. RE: DETAIL E. MEET MIND. L I LOT 1 i C✓ JTS �:.__________, 1.J443t ACRES II �, 1L FRONT R%iNGE BAPTIST IIRmf CHURCH OF FORT COLLINS I 625 E. HARMONY ROAD III LOT 1, FRONT RANGE BAPT6T 1. I MINOR SUBDIVISION III _ REC. NO. 91048184 ' It II110 II 3 —� III II l o00 0 4 1 . I 0° 5 000 000,00 DO 0 0 00 _ Or \ y - 3 ky n -- --_.— _—__. — -s :� l j IL MIRAMONT OFFICE PARK OWNERS ASSOC. 1 4703 BOARDWALK Olt, REC. NO. 20011071 1 LOT 1. WIMMIONT OFFICE PARK. REC. NO. 95027265 \ CAUTION: NOTICE TO CONTRACTOR CALL UTILITY NOTIFICATION CENTER OF COLORADO THE CONTRACTOR IB SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISINGM UTILITIES AS SHOWN ON YHESE PLAINS 10 ED 1-BOO-922-19B7 RECOR08 OF THE VARIOUS UTILITY COMPANIES AND, WHEEPOSSBLE. ON MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IB NOTTS BE RELIED ALION AS ADVANCE R EXACT COMPLETE. HE CONTRACTOR MUST CALL THE LOCAL BEFORE YOU DIG, GRADE. OR MITI LOCATION CENTER AT LEAST 48 HOURS BEFORE ANY EXCAVAI TO EXCAVATE FOR MARKING OF REQUEST EXACT FIELD LOCATIONS OF THE UICUTIEB. SHALL BE THE UNDERGROUND MEMBERE TIES. STY OF THE CONTRACTOR TO RELOCATE ALL EXISTIND UTILITIES WHIOH CONFLICT WOH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. 116" CHASER II I — — _ HARMONY MARKET OWNER'S ASSOC. 47W BOARDWALK DR., REC. NO. 94062290 TRACT A, HARMONY MARKET P.U.D. FIRST FILING F CAPTEC FRANCHISE LEASING 1 701 E. HARMONY ROAD REC, NO 20DDD5BO1 I I E PRIDNINHO UNDER THE DIRECT GUPENVIAIGN or ° 409L 0. TOINUMI'll. I.E. D D. i_ 0 Z Q A-- BENENSON BOARDWALK FORT COLLINS, LLC. a mi LI LL 4JOD BOARDWALK OR. G u REC. NO. 2000072607 i J z' LOT 1. HARMONY MARKET P.U.D, i o C FIRST FILING T) F 4 13 L REC. NO. 890239M ; F C0 2 2 A e Z I a I nizz WOO U W D°DUB °ue su D Z DD Ba. 0 I B1 LEI Ann d e E3 S City of Fort Collins, Colorado UTILITY PLAN APPROVAL L/[E "O o o 'E o .. W APPROVED' 'E PROJECT J:D 1.0253 CNMinn WW T DRAWN BY: JLY CHECKED BI". DESIGNED BY: JOT CHECKED BY: JAG YIYLYYYMIED j GORE CHECKED BY: E inn W,wlM' we CHECKED BN ' 4 I CHECKED BY: T,i ERNI DNA WECIao BY 1 135.10 ON, LEGEND PROPOSED MSMG p Il STORM NIN N MWPC1£ CD .. STAN Yv2fl INI£l eIWM SEINER —� CWroURUNEHISROC mmmmmmmm BASIN BOUNDARIES vI 4la cm T — DRANAm BASIN DESIGNATION 2.34 DNA➢IAGE BASIN ACRES .eo �ICO2W PUNOfT IN CT s. ]-REAR WNW IN Gf.S NRECTIN OF RUNDEF Q001I PINT 202 XaOLLNIoa CROUt eA9N 0 i FRONT RANCE BAPTIST CHURCH BANK ONE IT 25• VAWEB DETENTION POND SUMMARY srcat EMNT a0..a PATE (as) uIA/A N/A EmlM 3-KM 61) Pl) MC44 IW-REAP O.T O.T BWS]0 e e e e —r XAXXOIE zez q 1 u WEST SIDE SWALE SCALE: I'-S' HORIZONTAL I'-25' VERTICAL FASTEN PLATE SEWRELT 2 PER ROW. WITH TAMPER NN"T BMM (S EA) DUAERBN "NE TYP. IFS 1/I" ANCHOR "I (TYR) Y PW IIID STEEL IEEL M1E U.S 7w stainless st" 15/IB• XY-tNwn (v awd). ANatA m Steel Olmnal CPEx MFA >O NHermxtaA NVa StMlsaa st" WIN ORFICE PLATE DETAIL WT TO SCAE x Ilrl-REAR NS 0 OS.)O g �111 2-YEAR ws s w Rs� SWaxaa 31/3• Dv. SHaal C d ORIFICE S ommalclu� IntoSINNClonal Evma! Ina FvmaO Into Cmvet� SlN "I or R PER NOW, IHannlltml CRl YIN! wxv o w m o V We SWcewtl FvmM 281 am Pelwo M Contial SS ]/B' TM1L# M art Btm e 1• m wnlm j11 Now st" (U.SRNANSIM Equal) Mraa Flw nwt NI 0.139' SECTION C-C II 1. CONCRETE REINFORCED WITH NUMBER 6 BARS »S+5 AT B-INCHES ON CENTER EACH WAY. 2. WELL SCREEN TRASH RI SHALL BE STNNLESS STEEL AND SHALL BE ATTACHED o om6Io O.BR. BY INTERMITTENT WELDS ALONE THE EDGE 7 OF THE MOUNTING FRAME. BASIS OF BEARINGS EAST HARMONY ,, INLO WAINIFICUE 1rH DS , HANK. 0 'VIII✓ 17.10.90 BE J 'BASE I'-P z 15/w SECTION A -A / e e II 30 0 15 30 60 I inch - 30 tL INCLUDES BANK ONE 1 I 1 I h I II C3 ]C Z � J a a Q m C a V in mc O J in U d W LL. Z C W JJ J O L11 Q m U O ui LL Z Q W Q cc m O V W6