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Home My WebLink About20172102PLANNED UNIT DEVELOPMENT (PUD) CHANGE OF ZONE APPLICATION FOR PLANNING DEPARTMENT USE RECEIPT/ AMOUNT* IS APPLICATION RECEIVED BY DATE RECEIVED: CASE *ASSIGNED: PLANNER ASSIGNED: Parcel Number: 1311 08 400008 Legal Description: Lot B Recorded Exemption 12-0025 being part of the N2 SE4 Section 8, Township 2, Range 67 West of the ,nth P. M . , Weld County, Colorado Propety Address: Existing Zone District: Proposed #/Lots: NA Agricultural Proposed Zone District: PUD Total Acreage: 66.57 acres 26 Average Lot Size: 2.56 Minimum Lot Size: 1.5 Proposed Subdivision Name: Panorama Estate Proposed Area (Acres) Open Space: 4.01 Are you applying for Conceptual or Specific Guide? Specific FEE OWNER(S) OF THE PROPERTY: Name: Panorama Estates, LLC c!o Chris Zadel Work Phone*: 303-857-1754 Email Address: cjz@ncconstructors.com Address: 9075 CR 10, Fort Lupton, CO 80621 AUTHORIZED AGENT. Name: Sheri Lockman, Lockman Land Consulting, LLC Phone*: 970-381-0526 Email Address: Address: 36509 CR 41 Eaton, CO 80615 UTILITIES: DISTRICTS: Water: Sewer: Gas: Electric: Phone: School: Fire: Post: sherilockman@what-wire.com Central Weld County Water District Septic Propane United Power Century Link Gilcrest School District RE1 Mountain View Fire District Firestone I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my (our) knowledge. Signatures of all fee owners of property must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating the signatory has the legal authority to sign for the corporation. I (we), the undersigned, hereby request hearings before the Weld County Planning Commission and the Board of County Commissioners concerning the proposed Change of Zone for the above described unincorporated area of Weld County, Colorado. Signature: Owner or Authorized Agent Date x Signature: Owner or authorized Agent Date WELD COUNTY COLORADO LAND RECORDS AFFIDAVIT OF INTERESTED LAND OWNERS SURFACE ESTATE 1/27/2017 1:15:00 PM THE UNDERSIGNED, States that to the best of his or her knowledge the attached list is a true and accurate list of the names, addresses, and the corresponding Parcel Identification Number assigned by the Weld County Assessor of the owners of the property (the surface estate) within 500 feet of the property being considered. This list was compiled utilizing the records of the Weld County Assessor available on the Weld County Internet Mapping site, http://Www.co.weld.co.us, and has not been modified from the original. The list compiled for the records of the Weld County Assessor was assembled within thirty days of the applications submission date. 64, Signature Property Owners Within 500 ft of Parcel # 131108400008 FhIl5tl'- Date Account Parcel Owner Mailing Address R5375886 131108000045 PROMINENCE PARTNERS I LLD PO FIRESTONE, BOX 870 CO 805200870 R0031995 131108000049 YOUNG ROBERT R 10265 LONGMONT, COUNTY ROAD 17 CO 805049441 R0032495 131108000051 OWEN CRAIG A TRUST 7751 LONGMONT, COUNTY ROAD 22 CO 805049411 R2071203 131108100057 SATER FAMILY INTERESTS LP 7544 LONGI COUNTY IONT, ROAD 24 CO 805049548 85376986 131108301009 ARWOOD PAULINE S R5376986 131108301009 ARWOOD I C C/O 22 MEMPHIS, BARBARA E PARKWAY TN P S 381044337 KEATHLEY R5377086 131108301010 HAN ICE ROSE E I R5377086 131108301010 HANKE BARRY L 7451 LONGMONT, ELM STREET ENCHANTED CO 805045436 HLS R5378086 131 108302010 KELLY LINDA E WELD COUNTY COLORADO LAND RECORDS AFFIDAVIT OF INTERESTED LAND OWNERS SURFACE ESTATE 1/27/2017 1:15:00 PM THE UNDERSIGNED, States that to the best of his or her knowledge the attached list is a true and accurate list of the names, addresses, and the corresponding Parcel Identification Number assigned by the Weld County Assessor of the owners of the property (the surface estate) within 500 feet of the property being considered. This list was compiled utilizing the records of the Weld County Assessor available on the Weld County Internet Mapping site, http://www.co.weld.co.us, and has not been modified from the original. The list compiled for the records of the Weld County Assessor was assembled within thirty days of the applications submission date. Cisi;', 1114A Property Owners Within 500 ft of Parcel # 1311 06400008 Signature Date Account Parcel Owner _ Mailing Address - R6782085 131108400007 WESTERVELT JAMES T JR 1811 MONTROSE, SENATE ST CO 814017795 R6782087 131108400008 PANORAMA ESTATES LLC 9075 COUNTY FORT LUPTON, ROAD CO 10 806218447 R0513301 131109000001 MARTIN RUTH M 8592 FORT COUNTY LUPTON, ROAD CO 24 8062/9710 R0513501 131109000003 GARDNER ESTATE LLC 1129 LONGMONT, 19TH AVE CO 805011809 R0513601 131109000004 MARTIN DONALD L 8592 FORT COUNTY LUPTON, ROAD CO 24 806219710 R0513701 131109000005 MARTIN RUTH M I R0513701 131109000005 MARTIN DONALD L 8592 COUNTY FORT LUPTON, ROAD CO 24 806219710 • ei WELD COUNTY COLORADO LAND RECORDS AFFIDAVIT OF INTERESTED LAND OWNERS SURFACE ESTATE 1/27/2017 1:15:00 PM THE UNDERSIGNED, States that to the best of his or her knowledge the attached list is a true and accurate list of the names, addresses, and the corresponding Parcel Identification Number assigned by the Weld County Assessor of the owners of the property (the surface estate) within 500 feet of the property being considered. This list was compiled utilizing the records of the Weld County Assessor available on the Weld County Internet Mapping site, http://www.co.weld.co.us, and has not been modified from the original. The list compiled for the records of the Weld County Assessor was assembled within thirty days of the applications submission date. Property Owners Within 500 ft of Parcel # 1311 08400008 Cam-, pri.i4 Signature Date Account Parcel Owner Mailing Address R5378086 131108302010 RHOADS JAMES F 7407 LONGMONT, MAPLE ST CO 805045404 R5378186 1311 08302011 ANDERSON PENNY J R5378186 131108302011 ANDERSON NEAL D 7400 LONGMONT, ELM ST CO 805045436 R3302905 131 108400003 ROSE HEATH R3302905 131108400003 KINTZ TERRY 10500 LONGMONT, COUNTY ROAD 15 CO 805045452 1/2 R3303005 131108400004 OWEN CRAIG A TRUST 7751 LONGMONT, SABLE AVE CO 80504 R4698807 131108400005 SUSSBAUER SHERYL ERYL R 10401 LONGMONT, COUNTY ROAD 17 CO 805049441 R6782085 131108400007 WESTERVELT CAROLYN SUE Land Consulting, LLC 36509 WCR 41 Eaton, CO 80615 970-381-0526 Weld County Departmenet of Planning Services Attention : Chris Gathman 1555 North 17th Avenue Greeley, Colorado 80631 Dear Mr. Gathman, The attached application is for Panorama Estates Change of Zone. We have worked diligently to ensure that all issues have been adequately addressed. Therefore, please consider this our request for a staff review of our Final Plan. As we discussed earlier, Panorama Estates Final Plan may need to be done in phases in order to meet Water District requirements. We appreciate your assistance in completing our application for Panorama. Thank you, Sheri Lockman Wilk. COLOR ADO Sheri Lockman, I Lockman Land Consulting, LLC represent Panorama Estates. LLC for the property Age"U.Ap h,:a„ t, � wree., located at Lot B RE 12-0025 being part of the N2 SE4 DEPARTMENT OF PLANNING SERVICES 1555N17'AVE GREELEY CO 80631 PHONE. (970) 353-6100 Ext, 3540 FAX 1970': 304-6498 AUTHORIZATION FORM LEGAL DESCRIPTION. SEC 8 TVuN 2 RNG 67 SUBDIVISION NAME: LOT BLK I can be contacted at the following phone «'s Home Work 970-381-0526 F a x F+ The property owner can be contacted at the tollowtng phone ?`s Home work 303-857-1754 Fax 4 303-857-2933 Correspondence mailed to (only one) K: ,Agent;'.Applicant DATE it 11L OWNER'S SIGNATURE �.L Property Owner TI irk The II11"i' _. _ . i'r; �_irrat_s, Weld County Public WorkDept, 1111 H Street PRO. Box 758 Greeley, CO $0632 Phone: (970)3011-649G Far (970)304-6497 L licaret Name Sheri Lockman Company Lockman Land Consulting, LIG Address 36509 CFI 41 City Eaton Business Phone (9►70) 381-05.26 Fax Fax State CO lip 80615 E-mail sher°ilnckman@what-wire: corn Parcel Location & Sketch The access is on WCR 17 Nearest intersection: WCR 22 & WCR 17 Distance from intersection 2280 Parcel Number 1311 08 40O008 Section/To. wnship/Range 8-2-6►7 Is there an existing access to the property? YES Number of Existing Accesses Two Road. Surface five _& Construction Information Asphalt Gravel Treated - Culvert Size & Type Materials used to construct Access Other Construction Start Date Finish Date Proposed Use u Temporary (Tracking Pad Required)/ $75 u Small Commercial or Cil & Gas, $75 Field (Agriculture Only )/Exempt ACCESS PERMIT APPLICATION FORM Property Owner (II different than Applicant) Name Goddard Investments, LLC Address PO Box 67 City Brighton Phone State CO Zip 60601 E-mail_ A = Existing Access A= Proposed Access t N r WCR 24 WCR 22 - Single Residential/$75 Large Commercial/$1S0 Industrial/:$150 Subdivision/$150 Is this access associated with a Planning Process, L No o USR n RE xi PUf) n Other Reauired Attached Documents - Train Control Plan -Certificate of 'insurance - Access Pictures (From the Left, Right, & into the access) By accepting this permit, the undersigneed. Applicant,. under penalty of perjury, verifies that they have received all pages of the permit applicat on, they have read and understand all of the perrnit requirements and provisions set forth on all pages; that they have the ithority to sign for and bind the Applicant, it the Applicant is a corporation or other entity; and that by virtue of their signature the Applicant is bound by and agrees to comply with all said permit requirements and provisions., all Weld County ordinances, and state laws regarding tacilitic coristruction. Ignature= 2/41: + V Printed Name . + ' �-� �L.Le;i.tj Date Approval or Denial will be issued in minimum of 5 days= tviseJ Oate 029/10 Approved by WELD COUNTY ACCESS PERMIT 'Approved by: Weld County Pubhc Works Dept. 1111 H Street P.C. Box 758 Greeley, CC 80632 Phone: (970) 3O4-6496 After Hours: (970) 356.4000 Emergency Services: (970) 3O4-65OO x 2700 Inspection (97O) 304-6480 Permit Number AP16-00402 Issuance of thispermit binds appilcant and its contractors to all requirements, provisions, and ordinances of Weld county, Colorado, Project Name: PUDK1E-000A Applicant Information: Name: Sheri Lockman Company: Lockman Land Consulting, LLC Phone: 970-381-0526 L aii: sherilockman@whatrwire.com Location: Access is on WCR: Nearest intersection WCR: Distance From intersection: Number of Existing Accesses: Planning Process: PUD 17 17 2300 3 P'UDi16-O0O4 Road Surface Tote t Construction Information: Road Surface_ Gravel Culvert Size & Type: Start Date: 15" CIMIP./RCP min. if red. Finish Date: Materials to Construct Access: & WCR: 2 . class 6 road base Re bred Attached Documents Submitted: Traffic Control Plan: No Certificate of Insurance: Expiration date: Property Owner Information: Name: Chris Zadel / Tommy Ray Company: Panorama Estates, LLC/Goddard Investment Phone; 970.526-7730 Email: o=jz@nccca.nstructors,com Proposed Use: Temporary: Single Residential: Industrial: Small Commercial: Oil .& Gas: Large Commercial: Su ; Field (Agricultural Only )/Exempt: No Access Pictures: Yes A copy of this permit must be on site at all times during construction hours Daily work hours are Monday through Friday DAYLIGHT to '1 HOUR BEFORE DARK (applies to weekends if approved) Approved MUTCD traffic control/warning devices are required before work begins and must remain until completion of work Special Requirements or Comments Parcel 13110 00008. Utilize NEW access point on CR 17 (1 -Subdivision) located approx. 2300 ft, North of OR 22. Utilize existing access point on Elm St. (1-©.&G) located approx. 2655 ft. East of CR 15. The previously permitted point (AP12-0031.2) on CR 17 located approx. 1935 ft. North of CR 22 SHALL NOT be used as an access to this subdivision only to the E &G equipment on Lot 17. The previously peerrnnitted point (APMM-00312) on CR 17 coated approx. 2450 ft.. North of CR 22 SHALL be abandoned and reclaimed Of necessary). The Q&G access oi'nt on Elm St. SHALL be for EMERGENCY USE and gated at all times. Norilly eeormorpaw rain 4 w1Gibbetit at larin O@ dal ■ 11,Q.,j' 1 1 c4 71 0$'J? Weld County Public Works Date: 11/2/2016 Print Cate -Time: 11/2/2016 11:03:2 AM Access Permit pimps Page 1 of 1 CHANGE OF ZONE DRAINAGE REPORT PANORAMA ESTATES PUCE NORTH '/2, SOUTHWEST �h, SECTION 8, T2N, R67W WELD COUNTY, CO JANUARY 2017 PREPARED FOR: WATER SUPPLY, LLC 9075 WCR 10 FORT LUPTON, CO 80621 PREPARED BY: ill Consulting, Inc. 305 DENVER AVENUE, SUITE D FORT LUPTON, CO 80621 PHONE: 303-857-6222 FAX: 303-857-6224 Table of Contents CERTIFICATION '* GENERAL LOCATION AND DESCRIPTION 3 A. Introduction and Location B. Description of Property II. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description B. Sub -Basin Description III. DRAINAGE DESIGN CRITERIA A. Regulations B. Development Criteria Reference and Constraints C. Hydrological Criteria ............... D. Hydraulic Criteria .. IV. DRAINAGE FACILITY DESIGN A. General Proposed Concept 3 3 4 4 4 8 8 8 9 0 10 10 B. Specific Details . 10 V. CONCLUSIONS 13 A. Compliance with the Weld County CODE B. Drainage Concept REFERENCE ... SOFTWARE USED FOR DRAINAGE CALCULATIONS VI. APPENDICES A. Hydrologic Computations B. Hydraulic Computations C. Drainage Basin Maps and Details Panorama Estates PUD: Change of Zone Drainage Report 13 13 13 14 15 16 17 18 CERTIFICATION "I hereby certify► that this report for the preliminary drainage design of Panorama Estates PUD was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County storm drainage criteria for the owners thereof." James C. York, PE Registered Professional Engineer State of Colorado No. 36846 ii Panorama Estates PUD: Change of Zone Drainage Report I. GENERAL LOCATION AND DESCRIPTION A. Introduction and Location The purpose of this report is to describe and address the drainage impacts resulting from future development associated with Panorama Estates PUD. The site is located in the north one-half of the southeast one -quarter of Section 8, Township 2 North, Range 67 West of the 6th P.M., Weld County, Colorado (see Vicinity Map on next page). No streets are currently within the site. The property is on the west side of Weld County Road (WCR) 17 approximately 2,300 feet north of WCR 22. The site is bounded on the north by private property, the east by WCR 17 and private property, the west by WCR 15.5 and private property, and the south by private property. Enchanted Hills subdivision, in unincorporated Weld County, is immediately west and southwest of the site. The Coal Ridge ditch runs adjacent to a portion of the east side of the site and a concrete irrigation lateral runs adjacent to WCR 17 along the east boundary of the site. B. Description of Property The entire site encompasses 66.57 acres. The site generally slopes from southeast to northwest at 1 to 3 percent, and slopes east to west at 2 to 5 percent. The existing vegetation within the site consists of agricultural crops of straw/hay and alfalfa. The soils on the site are made up of a small percentage of Valent sand (8.5%, hydrologic soil group A) and a predominant percentage of Vona loamy sand (91.5%, hydrologic soil group B) per the Natural Resources Conservation Service. These soils have a moderate infiltration rate when thoroughly wet and consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. See soils map information in Appendix D. Panorama Estates PUD proposes low density single family residential lots of approximately one and a half to six acres in size. The site lies within the Town of Firestone growth boundary and the proposed PUD use is consistent with Firestone's low density residential master planned use for the area. A paved roadway without curb and gutter will provide access to the lots and to the detention 3 Panorama Estates PUD: Change of Zone Drainage Report facility. An approximately one-third acre surface area irrigation pond is located in the eastern portion of the site. The Coal Ridge Ditch runs adjacent the southeast corner of the site, owned by The New Coal Ridge Ditch Company. II. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description The historic storm water runoff generated by this site sheet flows to the northwest and west and exits the site along the north and west property lines. Off -site runoff sheet flows onto the site from areas to the east and south. This site lies within the study limits of the "=Sump Basin Master Drainage Plan" (Master Plan) by Colorado Civil Group, Inc., done in May 2010 for the Town of Firestone. Approximately one-half of the site lies within the sub -basin identified as W5 in the Master Plan. Approximately one-half of the site lies within the sub -basin identified as W14 in the Master Plan. Runoff from these basins is shown to be conveyed by future realigned swales to the northwest, ultimately to the area identified as the "Large Northern Sump", which is planned to be maintained with future development, and where runoff will be retained. According to the current FEMA Flood Insurance Rate Map (FIRM) Community Panel No. 08123C - 1895E, revised January 19, 2016, the project site lies within Zone X, area of minimal flood hazard. B. Sub -Basin Description The proposed project site was divided into three (3) onsite historic basins (El - E3) separated by ridges present in the topography. Each basin was assumed to be 2% impervious with runoff coefficients equal to 0.17 and 0.36 for the 10 and 100 -year storm event, respectively. The existing runoff flows from the southwest to northeast where it concentrates in existing swales or sheet -flows offsite to the east and north. The following is a description of each basin: Basin El contains the northeast section of the property, consisting of 37.13 acres, and generates a runoff of approximately 18.90 cubic feet per second and 67.95 cubic feet per second for the 10 and 100-yr storm events. 4 Panorama Estates PUD: Change of Zone Drainage Report Basin E2 contains the southwest section of the property, consisting of 28.70 acres, and generates a runoff of approximately 14.30 cubic feet per second and 51.42 cubic feet per second for the 10 and 100-yr storm events. Basin E3 is in the southeast corner of the property containing an existing irrigation pond. Basin E3 is a closed basin that does not contribute runoff to the site. Offsite contributing areas have been divided into three (3) basins (OSI-OS3). Each basin was assumed to be 2% impervious with runoff coefficients equal to 0.17 and 0.36 for the 10 and 100 - year storm event, respectively. Storm water runoff generated from the off -site areas flows overland onto the site from the east and south. Runoff from offsite basins contribute to the proposed onsite swale system, where it is conveyed together with onsite runoff into the detention pond. The following is a description of each basin: Basin OS 1 is east of the proposed project site and bounded by Weld County Road 17. The area included in this basin is 12.55 acres and generates a runoff of approximately 7.41 cubic feet per second and 26.65 cubic feet per second for the 10 and 100-yr storm events. Basin OS2 is south of the proposed project site and bounded by ridges present in the topography. The area included in this basin is 4.82 acres and generates a runoff of approximately 2.60 cubic feet per second and 9.36 cubic feet per second for the 10 and 100-yr storm events. Basin OS3 is southwest of the proposed project site and bounded by ridges present in the topography. The area included in this basin is 1.48 acres and generates a runoff of approximately 0.94 cubic feet per second and 3.38 cubic feet per second for the 10 and 100-yr storm events. The proposed developed project site area was broken up into five (5) on -site drainage basins (P1 - P5).The on -site basins are separated by either roadways or ridges present in the topography. The lone exception is Basin P4 in the southeast corner of the site which is a closed basin with no storm water runoff that contains the irrigation pond. The following is a description of each basin: Basin P1 is located along the north of the property, consisting of 23.38 acres, 11.41% being impervious. The runoff coefficients are calculated to be 0.23 and 0.41 for the 10 and 100-yr respectively. The basin generates a runoff of approximately 14.61 cubic feet per second and 43.12 cubic feet per second for the 10 and 100-yr storm events. Basin P2 is located in the center of the property, consisting of 18.37 acres, 13.80% being impervious. The runoff coefficients are calculated to be 0.24 and 0.42 for the 10 and 100-yr 5 Panorama Estates PUD: Change of Zone Drainage Report respectively. The basin generates a runoff of approximately 14.22 cubic feet per second and 40.57 cubic feet per second for the 10 and 100-yr storm events. Basin P3 is located in the east of the property, consisting of 9.29 acres, 15.25% being impervious. The runoff coefficients are calculated to be 0.25 and 0.42 for the 10 and 100-yr respectively. The basin generates a runoff of approximately 8.23 cubic feet per second and 23.04 cubic feet per second for the 10 and 100-yr storm events. Basin P4 is located in the southeast corner of the property, consisting of 0.74 acres, 45.7% being impervious due to an existing irrigation pond making up much of the total area. The runoff coefficients are calculated to be 0.38 and 0.51 for the 10 and 100-yr respectively. The basin generates a runoff of approximately 1.18 cubic feet per second and 2.59 cubic feet per second for the 10 and 100-yr storm events. Basin P4 is a closed basin and does not contribute to any drainage facility design. Basin P5 is located on the south side of the property, consisting of 14.79 acres, 14.34% being impervious. The runoff coefficients are calculated to be 0.24 and 0.42 for the 10 and 100-yr respectively. The basin generates a runoff of approximately 11.48 cubic feet per second and 32.53 cubic feet per second for the 10 and 100-yr storm events. On -site basin runoff will discharge into the onsite detention pond, with the exception of closed Basin P4, where it will be discharged though an outlet structure at 10 -year historic release rates, in sheet - flow condition onto the adjacent field as it has historically. A summary of these values can be found on the following page. Specific basin calculations of peak runoff can be found in Appendix A. The configuration of the three (3) historic on -site drainage basins, the five (5) developed on -site drainage basins, and the three (3) off -site drainage basins used in the design of the drainage system are shown on the Historic and Developed Drainage Plan maps in Appendix C. 0 Panorama Estates PUD: Change of Zone Drainage Report CHANGE PANORAMA ESTATES PUD OF ZONE DRAINAGE REPORT HISTORIC BASIN SUMMARY TABLE Basin Basin(s) Area (Acres) Basin Peak Flow Q(10) (cfs) Basin Peak Flow Q(100) (cfs) El 37.13 18.90 67.95 E2 28.70 14.30 51.42 E3 0.74 0.51 1.83 0S1 12.55 7.41 26.65 OS2 4.82 2.60 9.36 OS3 1.48 0.94 3.38 CHANGE DEVELOPED PANORAMA ESTATES PUD OF ZONE DRAINAGE REPORT SUMMARY TABLE BASIN Basin Basin Peak Flow Peak Flow Basin(s) Area Q(10) Q(100) Basin (Acres) (cfs) (cfs) P1 23.38 14.61 43.12 P2 18.37 14.22 40.57 P3 9.29 1 8.23 23.04 P4 0.74 I. 1.18 2.59 P5 14.79 11.48 32.53 7 Panorama Estates PUD: Change of Zone Drainage Report III. DRAINAGE DESIGN CRITERIA A. Regulations This study analyzes the 10 -year (initial) and 100 -year (major) storm events for low density residential development. The site has been designed to detain onsite runoff for the 100 -year storm event while releasing at the 10 -year historic discharge rate. Onsite developed and offsite historic flows for the 100 -year event were designed to pass through the emergency discharge spillway for the detention facility. Discharge from the detention facility has been designed to spread throughout a large, shallow, buried riprap open channel. A concrete weir running parallel along the west property line has been designed to pass the historic onsite and offsite 10 -year discharge in a sheet -flow condition onto the adjacent field. Onsite drainage facilities have been designed to convey the 100 -year developed onsite and 100 - year historic offsite flows to the onsite detention pond. B. Development Criteria Reference and Constraints The site is contained within the "Sump Basin Master Drainage Plan" (Master Plan) by Colorado Civil Group, Inc., done in May 2010 for the Town of Firestone. Per the Master Plan, approximately one- half of the site releases runoff to the north and one-half of the site releases runoff to the west. Due to the oil and gas facilities that are located adjacent to the north property line it is not feasible to construct a separate detention pond at a location near the northwest corner of the property that could release flows to the north as is shown in the master plan. A detention pond that captures the runoff generated by the entire site and releases it to the west is feasible and conforms to the overall master plan as the flows will still be conveyed to the Large North Sump within the master plan basin. A single detention pond will also eliminate the need to maintain multiple detention facilities on -site and multiple drainage outfalls from the site. 8 Panorama Estates PUD: Change of Zone Drainage Report C. Hydrological Criteria A 1 -hour rainfall depth of 1.62 inches and 2.66 inches were used for the 10 and 100 -year storm event, respectively. These values were taken from the Master Plan and can be found in Appendix A. Peak runoff was calculated using the rational method peak runoff spreadsheet provided by UDFCD and can be found in Appendix A. Detention calculations were made using Modified FAA► Method spreadsheet provided by UDFCD. A► 10 -year historic onsite release has been used for the detention pond outlet maximum release rate. Storage for the 100 -year storm event has been designed using this release rate. Detention calculations can be found in Appendix B. D. Hydraulic Criteria Runoff from the onsite developed 100 -year event and offsite historic 100 -year event have been designed to convey through the site in a system of swales and culverts to the onsite detention pond. swales have been designed to convey flows while providing a maximum Froude number of 0.8 using the Open Channel Design spreadsheet provided by UDFCD. Detailed calculations can be found in Appendix B. Vertical drop structures with riprap basins will be placed in locations where required to limit necessary maximum slopes for the proposed open channels. Culverts were designed to convey flows with no overtopping of roadways. Calculations were performed using Civil3D Hydraflow by Autodesk and can be found in Appendix B. The onsite detention facility has been designed with an outlet structure and emergency overflow spillway weir. An orifice plate will provide Water Quality CaptureVolume with overtopping release occurring at the WQCV elevation. A trash rack will ensure the structure will not become plugged. Another orifice plate over the outlet pipe will restrict flows to the 10 -year historic release rate. A 24 -inch outlet culvert will discharge into the proposed sheet flow channel and weir adjacent the west property line. The allowable 10 -year onsite and offsite historic runoff has been designed to flow through the channel in a wide, shallow design, and overtop the concrete sheet flow weir at a depth less than 4 inches. An emergency spillway will be located at the 100 - Panorama Estates PUD: Change of Zone Drainage Report year water surface elevation and has been designed to convey the 100 -year developed onsite runoff and 100 -year historic offsite flow. Calculations for the detention pond outlet works have been provided in Appendix B. IV. DRAINAGE FACILITY DESIGN A. General Proposed Concept Typically, storm water runoff will flow from rooftops and combine with overland flow from yards and/or pasture. Runoff will be allowed to sheet flow and then be collected in "side lot' swales which will convey these flows to a drainage swale system. The drainage swale system will collect the on - site runoff and off -site runoff that enters the site and convey the flows to the west into a detention pond located adjacent to the west boundary of the site. Culverts will be utilized to convey flows under the roadways, and at driveways at each lot where a drainage swale is required. A borrow ditch which conveys flows to the north is currently adjacent to WCR 17. A culvert will be placed under the entrance roadway to the site in order to convey borrow ditch flows under the entrance. The detention pond is contained within a lot of the PUD. The detention pond was sized to provide water quality treatment and storage for the 100 year storm event. A maximum release rate equal to the runoff from the historic onsite 10 -year storm event will be discharged to the west of the project site. A wide, shallow, buried riprap channel will convey flows to a proposed concrete weir designed to release offsite in a sheet flow condition. B. Specific Details Swales have been broken into six (6) typical sections (P1 -P6) based on estimated conveyance. Channels have designed as grass -lined, Manning's number equal to 0.03 with zero bottom width, 4:1 side slopes, and one foot of freeboard. Channel section P1 has been designed to convey 100-yr peak runoff from P1, aflow of48.12 cfsat a slope of 0.86 percent with a flow depth of 2.00 feet and Froude number of 0.80. 10 Panorama Estates PUD: Change of Zone Drainage Report Channel section P2 has been designed to convey 100-yr peak runoff from Basin P2, a flow of 40.57 cfs at a slope of 0.93 percent with a flow depth of 1.59 feet and Froude number of 0.80. Channel section P3 has been designed to convey 100-yr peak runoff from Basin P3 and OS1, a flow of 49.69 cfs at a slope of 0.90 percent with a flow depth of 1.75 feet and Froude number of 0.80. Channel section P4 has been designed to convey 100-yr peak runoff from Basin P5, 0S2, and 053, a flow of 45.27 cfs at a slope of 0.93 percent with a flow depth of 1.65 feet and Froude number of 0.80. Channel section P5 has been designed to convey 100-yr peak runoff from Basin P2, P3, and OS1, a flow of 90.26 cfs at a slope of 0.93 percent with a flow depth of 1.62 feet and Froude number of 0.80. Open -Channel design data is included in Appendix B. Three (3) major culverts (P1 -P3) will convey flows under major roadways and into the onsite detention pond. Culvert P1 has been designed to convey 100 -year runoff from Basin P3 and 0S1, a flow of 49.69 cfs. The culvert is located under the roadway between Basin P2 and P3 and has been designed as a 45 -foot long, 36 -inch diameter circular reinforced concrete pipe with 1.9 percent slope. Culvert P2 has been designed to convey 100 -year runoff from Basin P2, P3, and OS1, a flow of 90.26 cfs. The culvert is located under the roadway between Basin P2 and the proposed detention pond and has been designed as a 45 -foot long, double barrel, 30 -inch diameter circular reinforced concrete pipes with 0.29 percent slope. Culvert P3 has been designed to convey 100 -year runoff from Basin P5, OS2 and 053, a flow of 45.27 cfs. The culvert is located under the proposed emergency access road between Basin PS and the proposed detention pond and has been designed as a 130 -foot long, 30 -inch diameter circular reinforced concrete pipe with 0.38 percent slope. An additional 85 -foot drainage easement has been added to the west side of Lot 16 to provide a swale necessary to capture runoff and convey it to the detention pond, while maintaining existing grade at the property line and sufficient roadway cover above the proposed culvert. 11 Panorama Estates PUD: Change of Zone Drainage Report Culvert design data is included in Appendix B. The detention pond has been designed with a bottom elevation of 4,922 feet with a 2 percent grade toward the outlet structure and 4:1 side slopes. A berm with a top elevation of 4,929 feet has been designed along the west and south side of the pond to provide the necessary storage. A volume of approximately 0.90 acre-feet has been calculated for the water quality capture volume. The storage requirement has been calculated to be approximately 0.52 and 4.28 acre-feet for the 10 and 100 - year storm, respectively. Maintenance access to the detention pond will be provided by the paved roadway and a 10 -foot wide top of embankment surrounding the pond. Detention pond calculations are included in Appendix B. Flows from the detention pond will be released from the site at the 10 -year historic release rate, 33.2 cfs, or 0.50 cfs per acre. Discharge from the pond will exit the site through a sheet flow weir outfall structure per County regulations for discharges where no defined drainage exists downstream of a site. An outlet box will be used to regulate the discharges from the pond. An orifice plate will provide water quality capture volume with overtopping occurring at the WQCV surface elevation. A trash rack will ensure the structure will not become plugged, while another orifice plate over the outlet pipe will restrict flows to the 10 -year historic release rate. A 24 -inch outlet culvert will discharge into a proposed 25 -foot wide, shallow, riprap lined channel along the downstream toe of the pond embankment. Discharge will spread through the channel and pool up along a proposed 80 -foot wide sheet flow weir that has been designed to provide uniform flows exiting the site in sheet flow condition at a depth less than 4 inches. An 80 -foot wide, soil riprap lined emergency spillway has been placed near the outlet structure with an invert elevation of 4,928 feet, the 100 - year detention volume water surface elevation. It will convey runoff from the 100 -year onsite developed and 100 -year offsite historic to the open channel release offsite to the west, should the outlet structure become clogged. Outlet hydraulic calculations are included in Appendix B. Details of the Emergency Overflow Spillway and Sheet Flow Weir outfall are included in Appendix C. 12 Panorama Estates PUD: Change of Zone Drainage Report V. CONCLUSIONS A. Compliance with the Weld County CODE This report and the design of the drainage infrastructure comply with the hydrologic and hydraulic regulations for low density residential development provided in the Weld County CODE. A variance from the code is being requested to allow detention pond releases of storm flows at the 10 -year historic rate for the site. B. Drainage Concept The implementation of the previously discussed drainage infrastructure will minimize impact to existing drainage patterns and structures. Conservative assumptions during design and additional factors not accounted for, i.e. percent imperviousness', times of concentration, storage in channels, etc., will provide additional safeguard during large storm events. Release from the site has been designed to sheet flow onto the adjacent field, as it has historically. The plan for this project will not adversely impact the Master Plan, irrigation facilities or property owners in the surrounding area. REFERENCES Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2, and 3, Weld County Code Article XI and Appendix 8L - Weld County Public Works Department, October 2006. U rban Storm Drainage Criteria Manual Volume 1, Urban Drainage and Flood Control District, March, 2005. U rban Storm Drainage Criteria Manual Volume 2, Urban Drainage and Flood Control District, March, 2005. U rban Storm Drainage Criteria Manual Volume 3, Urban Drainage and Flood Control District, March, 2005. Sump Basin Master Drainage Plan, Colorado Civil Group, Inc., May, 2010. 13 Panorama Estates PUD: Change of Zone Drainage Report SOFTWARE USED FOR DRAINAGE CALCULATIONS U DFCD UD-Rational version 1.02a, August 2005 for TOO and basin peak flows U DFCD UD-Detention version 2.33, August 2013 for Water Quality Capture Volumes U DFCD UD-Channels version 1.64, October 2006 for Open Channel Design Civil 3D Hydraflow by Autodesk for weir and culvert sizing 14 Panorama Estates PUD: Change of Zone Drainage Report VI. APPENDICES 15 Panorama Estates PUD: Change of Zone Drainage Report A. Hydrologic Computations Vicinity Map, FEMA FIRMette, soil Survey, Rainfall, Sump Basin Master Plan Maps, Percent Impervious, Drainage Summary Tables, Time of Concentration, Peak Flows 16 Panorama Estates PUD: Change of Zone Drainage Report WN . OF FIRESTONE MAKE. E. T 2000 1000 0 2000 SCALE IN FEET hid JET Consulting, Inc. 305 Denver Avenue - Suite D Fort Lupton, CO 80621 303-857-6222 Panorama Estates P.U.D. Vicinity Map Date: 10.8.13 Job No: 13139 Drawn: WSS Scale: 1" _ 2000' Sheet: 1 Of: 1 0' Q r 1t o 0 0 -J 4 U U7 0 4 +4 r- • •••• ti. ca '4. r et: ar ainIM 4s ' a.No,' z En 00 S M v£T 'VG otelt 8 LI M o101 40° 9' 14" N 40° 8' 5311 N uiedAA S 11F� oI'OT V171 8 ri cc Lf} 0 S S 0 Lt4 S rti O M'SSS 117S ot'OT CD C4 in i ,r4 4-1 C ri Cr) wt 5 1 Zszl CD 0 Co co o n O Cti a 8 o L Z c La 0 C') 6 �5 C C c o teci 0 c en cal O C3� -C x z O I LL O LL z MAP LEGEND surveys that comprise your AO o I- 0 C cm c CA GO ro = (3 = 6 2 0 (13 CZ U " CC G3 N a 03 2 0 Chu 'C CO15 E C13 to 2 to tia E C a 2 It co Q- � ca 0 C �-' — coo ? >1 - C > XI r 0 0 C o)• co _CI Q 03E c' E 2 0 Ci_ CZ CO cp y .4; 0 i c 73 . E n icp L a c co CCU C0 — W E t ® O ■ Rating Polygons '5 to '5 Water Features Streams and Canals a E 1 C) a E co C cu 0 La 0 u- a • r 2 22 (15 E Transportation U) cc Resources Conservation Service q) en N, CO CP W O L O cis co 2 rts ci) E cio C7 Ts co L ..c). -L • 4p Go o Interstate Highways 1 US Routes 8 b- '-I ' c _ EP V cts v> S� rtia) a) -C:5 w E - i as .r C- Q? CJ} a) 2 ac' U = ,.C 03 ain'd Ce CCC 3 CSICD U —v 2 =° O OiP. N C _0 a c CD(/) 0 D) 03 � 0 48 U) �ci N D3 -, .�.it r n„ 41} .L C=.5- . E' r a " 4? 0 C t CD co co -u0 E.En > cu flk 0co c L cu -' O CD -� --- n� >rn C .a C cu 3.g - .g _- = a 0 v a a a. 0 co LH= >, (13 a et CO E f[3 r to nCU = 2 a L o I- r 03 CO (.0 Major Roads -a O C U C J 03 41 05 .Zn 05 7! C Q -C v illZn o C < m f. 0 7 �i < < m n 0 0 0 7 < < m En r o 0 0) U) Aerial Photography or larger. Apr 22 2011 —Apr 13, images were photographed: Date(s) aeria ines were cc C E 2 CU .0 tCa) .O _ f a) 2 2 co .E' Cfti w C - (T3a> L� oNc tlin "! o Cti >N 0 O - V -C C n S -t rte. N Q a 0 Cz r a> E E N O E • • • • • • • Cr)71- y_ C 0 Co 0) c 0_ a) CO CI) Cl -0 h3 cci Ca 4, .E L U) 0 re %vies its 4) C5 0 z0 DI Hydrologic Soil Group —Weld County, Colorado, Southern Part Goddard Hydrologic Soil Group Hydrologic Soil Group Summary by Map Unit — Weld County, Colorado, Southern Part (CO618) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 70 Valen t percent sand, slopes 3 to 9 A 5.7 8.5% 72 Vona loamy sand, percent slopes 0 to 3 B 54.5 81.6% 73 Vona loamy sand, percent slopes 3 to 5 B 6.6 9.9% Totals for Area of Interest 66.7 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, BID, and CID). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, BID, or CID), the first letter is for drained areas and the second is for undrained ed areas. Only the soils that in their natural condition are in group D are assigned to dual classes. USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 9/6/2013 Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Goddard Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 9/6/2013 Page 4 of 4 Town of Firestone Sump Basin Master Drainage Plan I May 2010 The 2 -year and 100 -year 6 -hour point rainfall depths were then manipulated to determine the point rainfall depth for each frequency event (i.e. 2 -year, 5 -year, 10 -year, 25 -year, 50 - year, 100 -year) and each rainfall duration (i.e. 1 -hour, 2 -hour, 3 -hour, 6-hour,24-hour). The first step in generating different rainfall amounts for each rainfall scenario was to use the "South Platte, Republican, Arkansas, and Cimarron River" equation from Table 11 (shown below) of the NOAA Atlas 2 report to determine the 1 -hour point rainfall depth for the 2 -year and 100 -year rainfall events. Calculations performed using Equation 1 are found in Appendix H. Table 11 of the NOAA Atlas 2 report is also found in Appendix H. South Platte, Republican, Arkansas, and Cimarron River Equation (From Table 11) 2 Y2 = 0.21$ + 0.709 ( x1 -/x2 Yloo 1.897 + 0.439 ( x3/x4 ) - 0.008 x z y2 = 2yr lhr estimated value yioo = 100yr lhr estimated value xi = 2yr 6hr value from NOAA website x2 = 2yr 24hr value from NOAA website x3 = 100yr 6hr value from NOAA website x4 = 100yr 24hr value from NOAA website z = Point elevation in hundreds of feet The next step utilizes Figure 16a and Figure 18a of the NOAA Atlas 2 report in conjunction with the results from the equation to determine the different point rainfall amounts for each storm frequency and rainfall duration. Table 4.4 below presents the calculated point rainfall depths based on the equation and Figures 16a and 18a. Table 4.4 Calculated Point Rainfall Depths Rainfall 2 -year Duration 5 -year (in) 10 -year 25 -year 50 (in) (in) (in) -year 100 (in) -year (in) 1 -hour 0.94 1.30 1.62 1.95 2.35 2.66 2 -hour 1.10 1.60 1.95 2.37 2.70 3.01 3 -hour 1.24 1.75 2.02 2.50 2.87 3.25 6 -hour 1.44 1.96 2.30 2.79 3.25 3.64 24 -hour 2.04 2.80 3.30 3.90 4.48 5.03 Colorado Civil Group, Inc. I 26 S.LNYEMSNQ bNlli?�MIJN3 '31'•IIIdf1131:IJJ DDD 11A10 oily 1Q1oo 3 N 'd I NM $101 1335 N0LIVO0i NISYS duns NYld I31SVW NISVS awns 3NO1S3IId JO NMOI _\ u st Z \ J A 0 'g '\ Th 1_, g le i C>- ro t ° 4 l Iri et g t � od 0 ki CD go u7 � • Z e Y cl r, $ M l 91 .t.. _ 4 t• • r� Y 0 r- • , I - — fIr! / l!'. °r ,r }� i _rte i , �' �y,T y� 8 Jy(,�.r R Rp'�i}y0.Y.L.r ,r I3' -1111;(1 till I 1 a S aa•.]]" ', 1 v.91 - -II1N3Ake ANV I /S L UM k--- 311N1AV 3N0D JNW0Z 4DM Jr• I 1 •�1 1••9 It a IM . r. J I. -L • tt ' 1 etc r —Ni, It 5 1p 1 I `*T� I • ..! 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S1NV1T1SN GO ONI1133NIJN; ictilOND Oro°oo DOD lIA10 AIVaNfOB HIM0BD 3NOIS3 IIJ JO NiVt01 NOI1V)O1 NISVO awns N1d'ld 1131SVIN NISYG dims 3N01S3H I1 10 NMOI `s U N, "N 0 nJi' t y a 1 CC v H m !IdI I0 Iv \ a k FIRESTONE GROWTH BOUNDARY r, twee 311143kVINNIZAZ JDM / A S „ i tl4ll tlMS liar) WW1/1104g CC Ill ci :I cc . 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A: BASIN DESIGNATION SUMP BASIN BOUNDARY BASIN AREA [SQ, MILES) REALIGNED SWALE: PANORAMA ESTATES PUD CHANGE OF ZONE DRAINAGE REPORT COMPOSITE BASIN PERCENT IMPERVIOUS DEVELOPED BASINS Land Use Roof Walks/Drives Pavement/Pond Lawn Totals BASIN P1 Area (ac) % Imp A*I 1.27 90 113.95 0.41 96 39.67 0.71 100 71.14 20.99 2 41.98 23.38 266.74 I Overall Weighted % Imp Land Use Roof Walks/Drives Pavement/Pond Lawn Totals - BASIN P4 Area (ac) Vo Imp A*I 0.00 90 0.00 0.00 96 0.00 0.33 100 33.00 0.41 2 0.82 i 0.74 33.82 I Overall Weighted % Imp i Land Use Roof Walks/Drives Pavement Lawn Totals I 45.70 I OVERALL ONSITE Area (ac) % Imp A*I 3.75 90 337.16 1.46 96 140.23 3.14 100 314.10 58.22 2 116.44 66.57 907.93 I Overall Onsite Weighted % Imp I 13.64 1 BASIN P2 Area (ac) % Imp A*I 1.04 90 93.65 0.32 96 30.85 0.97 100 96.94 16.04 2 32.08 18.37 253.52 1 13.80 1 BASIN P5 Area (ac) % Imp A*I 1.00 90 90.14 0.37 96 35.26 0.61 100 61.12 12.81 2 25.62 14.79 212.14 I 14.34 I BASIN P3 Area (ac) % Imp A*I 0.44 90 39.42 0.36 96 34.45 0.52 100 51.90 7.97 d 2 15.95 9.29 141.71 I 15.25 1 PANORAMA ESTATES PUD CHANGE OF ZONE DRAINAGE REPORT HISTORIC BASIN SUMMARY TABLE Basin Basin(s) Area (Acres) Basin Peak Flow Q(10) (cfs) Basin Peak Flow Q(100) (cfs) El 37.13 18.90 67.95 E2 28.70 14.30 51.42 E3 0.74 0.51 1.83 OS1 12.55 7.41 26.65 OS2 4.82 2.60 9.36 OS3 1.48 0.94 3.38 PANORAMA CHANGE ESTATES SUMMARY PUD OF ZONE DRAINAGE REPORT DEVELOPED BASIN TABLE Basin Basin Peak Flow Peak Flow Basin(s) Area Q(10) Q(100) Basin (Acres) (cfs) (cfs) P1 23.38 14.61 43.12 P2 18.37 14.22 40.57 P3 9.29 8.23 23.04 P4 0.74 1.18 2.59 P5 14.79 11.48 32.53 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Historic 100-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = El 37.13 2.00 B II. Rainfall Information Design Storm Return Period, Tr = Cl = C2= C3= P1= Acres A,B,C,orD I (inchlhr) = Cl * P1 /(C2 + Td)AC3 100 28.50 10.00 0.786 2.66 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.36 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Cate hums nt Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Slope S ft/ft input Overland I 0.0100 1 2 3 4 5 0.0216 Length L ft input 5-yr Runoff Coeff C-5 output 100 I 0.08 1,946 Sum 2,046 NRCS Flow Convey- Velocity ance V fps input output N/A 0.09 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 3.04 5.05 3.04 i nchlhr inch/hr i nch/hr 7.00 1.03 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = Flow Time Tf minutes output 18.39 31.53 49.91 21.37 49.91 40.86 67.95 40.86 cfs cfs cfs 100yr El Historic Qc.xlsm, Tc and PeakO 5/7/2014, 1:04 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Historic 10-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = El 37.13 2.00 B Acres A,B,C,orD II. Rainfall Information I (inchlhr) = Cl * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = Cl = C2= C3= P1= 10 28.50 10.00 0.786 1.62 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.17 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Catchment Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach Slope ID S ft/ft input Overland I 0.0100 1 I 0.0216 2 3 4 5 Length L 5-yr Runoff Coeff ft C-5 input output MRCS Flow Convey- Velocity ance V fps input output 100 I 0.08 1,946 N/A 0.09 Sum 2,046 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.85 3.08 1.85 i nchlhr inch/hr inch/hr 7.00 1.03 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = Flow Time Tf minutes output 18.39 31.53 49.91 21.37 49.91 11.37 18.90 11.37 cfs cfs cfs 10yr El Historic Qc.xlsm, Tc and Peak() 5/7/2014, 12:55 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Historic 100-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = E2 28.70 2.00 B Acres A,B,C,orD II. Rainfall Information I (inchlhr) = Cl * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 28.50 10.00 0.786 2.66 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.36 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Cate huttent Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach Slope ID S ft/ft input Overland 0.0100 1 0.0287 Length L ft input 5-yr NRCS Runoff Convey- Coeff ance C-5 output input 100 209 2 0.0149 202 3 0.0051 390 4 0.0360 5 0.0171 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.77 4.95 2.77 834 467 2,202 i nchlhr inch/hr inch/hr 0.08 N/A 7.00 7.00 7.00 7.00 7.00 Flow Velocity V fps output 0.09 1.19 0.85 Flow Time Tf minutes output 18.39 2.94 3.94 0.50 13.00 1.33 10.47 0.92 8.50 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 57.24 22.23 57.24 28.85 51.42 28.85 cfs cfs cfs 100yr E2 Historic Qc.xlsm, Tc and PeakO 5/13/2014, 11:58 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Historic 10-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = E2 28.70 2.00 B Acres A,B,C,orD II. Rainfall Information I (inchlhr) = Cl * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = Cl = C2= C3= P1= 10 28.50 10.00 0.786 1.62 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.17 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Cate huttent Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach Slope ID S ft/ft input Overland 0.0100 1 0.0287 2 0.0149 Length L ft input 100 209 202 5-yr NRCS Runoff Convey- Coeff ance C-5 output input 3 0.0051 390 4 0.0360 834 5 0.0171 467 Sum 2,202 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.69 3.01 1.69 inch/hr inch/hr inch/hr 0.08 N/A 7.00 7.00 Flow Velocity V fps output 0.09 1.19 0.85 7.00 0.50 7.00 7.00 1.33 Flow Time Tf minutes output 18.39 2.94 3.94 13.00 10.47 0.92 8.50 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 57.24 22.23 57.24 8.02 14.30 8.02 cfs cfs cfs 10yr E2 Historic Qc.xlsm, Tc and Peak() 5/7/2014, 12:54 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Historic 100-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = E3 0.74 2.00 B II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= Acres A,B,C,orD I (inchlhr) = Cl * P1 /(C2 + Td)AC3 100 28.50 10.00 0.786 2.66 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.36 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Catchment nt Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 Slope S ftlft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Flow Convey- Velocity ance V fps input output 0.0100 0.0073 100 137 0.08 N/A 0.09 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.95 6.84 4.95 237 i nchlhr inch/hr inch/hr 7.00 0.60 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = Flow Time Tf minutes output 18.39 3.82 22.21 11.32 22.21 1.33 1.83 1.33 cfs cfs cfs 100yr E3 Historic Qc.xlsm, Tc and PeakO 5/7/2014, 1:03 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Historic 10-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = E3 0.74 2.00 B II. Rainfall Information Design Storm Return Period, Tr = Cl = C2= C3= P1= Acres A,B,C,orD I (inchlhr) = Cl * P1 /(C2 + Td)AC3 10 28.50 10.00 0.786 1.62 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.17 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Catchment Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 Slope S ftlft input Length L ft input 5-yr Runoff Coeff C-5 output 0.0100 100 0.08 0.0073 137 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 3.01 4.17 3.01 237 i nchlhr inch/hr inch/hr NRCS Convey- ance input N/A 7.00 Flow Velocity V fps output 0.09 0.60 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = Flow Time Tf minutes output 18.39 3.82 22.21 11.32 22.21 0.37 0.51 0.37 cfs cfs cfs 10yr E3 Historic Qc.xlsm, Tc and Peak() 5/7/2014, 12:53 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Historic 100-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = CAS 1 12.55 2.00 B II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= Acres A,B,C,orD I (inchlhr) = Cl * P1 /(C2 + Td)AC3 100 28.50 10.00 0.786 2.66 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.36 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Catchment Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output 0.0100 0.0226 100 973 0.08 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 3.89 5.86 3.89 1,073 i nchlhr i nch/hr inch/hr NRCS Convey- ance input N/A 7.00 Flow Velocity V fps output 0.09 1.05 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = Flow Time Tf minutes output 18.39 15.41 33.80 15.96 33.80 17.67 26.65 17.67 cfs cfs cfs 100yr OS1 Historic Qc.xlsm, Tc and Peak() 5/7/2014, 1:02 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Historic 10-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 061 12.55 2.00 B II. Rainfall Information Design Storm Return Period, Tr = Cl = C2= C3= P1= Acres A,B,C,orD I (inchlhr) = Cl * P1 /(C2 + Td)AC3 10 28.50 10.00 0.786 1.62 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.17 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Catchment Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 Slope S ft/ft input 0.0100 0.0226 Length L ft input 5-yr Runoff Coeff C-5 output 100 0.08 973 Sum 1,073 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.37 3.57 2.37 i nchlhr inch/hr inch/hr NRCS Convey- ance input N/A 7.00 Flow Velocity V fps output 0.09 1.05 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = Flow Time Tf minutes output 18.39 15.41 33.80 15.96 33.80 4.91 7.41 4.91 cfs cfs cfs 10yr OS1 Historic Qc.xlsm, Tc and Peak+D 5/7/2014, 12:52 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Historic 100-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = OS2 4.82 2.00 B Acres A,B,C,orD II. Rainfall Information I (inchlhr) = Cl * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 28.50 10.00 0.786 2.66 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.36 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Cate huttent Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach Slope ID S ft/ft input Overland 0.0100 1 0.0133 2 0.0325 3 4 5 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 3.26 5.36 3.26 Length L ft input 100 830 708 5-yr NRCS Runoff Convey- Coeff ance C-5 output input 1,638 i nchlhr inch/hr inch/hr 0.08 N/A 7.00 7.00 Flow Velocity V fps output 0.09 0.81 1.26 Flow Time Tf minutes output 18.39 17.14 9.35 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 44.87 19.10 44.87 5.68 9.36 5.68 cfs cfs cfs 100yr OS2 Historic Qc.xlsm, Tc and Peak() 5/7/2014, 1:01 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Historic 10-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = OS2 4.82 2.00 B Acres A,B,C,orD II. Rainfall Information I (inchlhr) = Cl * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 10 28.50 10.00 0.786 1.62 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.17 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Catchment Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach Slope ID S ft/ft input Overland 0.0100 1 0.0133 2 0.0325 3 4 5 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.98 3.26 1.98 Length L ft input 100 830 708 5-yr NRCS Runoff Convey- Coeff ance C-5 output input 1,638 i nchlhr inch/hr inch/hr 0.08 N/A 7.00 7.00 Flow Velocity V fps output 0.09 0.81 1.26 Flow Time Tf minutes output 18.39 17.14 9.35 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 44.87 19.10 44.87 1.58 2.60 1.58 cfs cfs cfs 10yr OS2 Historic Qc.xlsm, Tc and Peak+D 5/7/2014, 12:47 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Historic 100-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = OS3 1.48 2.00 B II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= Acres A,B,C,orD I (inchlhr) = Cl * P1 /(C2 + Td)AC3 100 28.50 10.00 0.786 2.66 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.36 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Catchment Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Slope S ft/ft input Overland I 0.0100 1 I 0.0216 2 3 4 5 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.40 6.31 4.40 Length L ft input 5-yr Runoff Coeff C-5 output 100 555 0.08 655 i nchlhr i nch/hr i nch/hr NRCS Convey- ance input N/A 7.00 Flow Velocity V fps output 0.09 1.03 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = Flow Time Tf minutes output 18.39 8.99 27.38 13.64 27.38 2.36 3.38 2.36 cfs cfs cfs 100yr OS3 Historic Qc.xlsm, Tc and Peak() 5/7/2014, 1:05 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Historic 10-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = OS3 1.48 2.00 B Acres A,B,C,orD II. Rainfall Information I (inchlhr) = Cl * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 10 28.50 10.00 0.786 1.62 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.17 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Catchment Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Slope S ft/ft input Overland I 0.0100 1 I 0.0216 2 3 4 5 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.68 3.84 2.68 Length L ft input 5-yr Runoff Coeff C-5 output NRCS Flow Convey- Velocity ance V fps input output 100 555 0.08 N/A 0.09 655 i nchlhr inch/hr i nch/hr 7.00 1.03 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = Flow Time Tf minutes output 18.39 8.99 27.38 13.64 27.38 0.66 0.94 0.66 cfs cfs cfs 10yr OS3 Historic Qc.xlsm, Tc and Peak+D 517/2014, 12:49 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Developed 100-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = P1 23.38 11.41 B Acres A,B,C,orD II. Rainfall Information I (inchlhr) = Cl * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 28.50 10.00 0.786 2.66 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.41 0.15 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Catchment Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Flow Convey- Velocity ance V fps input output Flow Time Tf minutes output 0.0171 300 0.15 N/A 0.20 25.00 0.0121 2,635 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.97 4.50 4.50 2,935 inch/hr i nch/hr inch/hr 15.00 1.65 26.62 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 51.62 26.31 26.31 28.45 43.12 43.12 cfs cfs cfs 100yr P1 Developed Qc.xlsm, Tc and PeakO 1/12/2017, 2:29 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Developed 10-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = P1 23.38 11.41 B Acres A,B,C,orD II. Rainfall Information I (inchlhr) = C1* P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 10 28.50 10.00 0.786 1.62 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.23 0.15 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Catchment Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Flow Convey- Velocity ance V fps input output Flow Time Tf minutes output 0.0171 300 0.15 N/A 0.20 24.98 0.0121 2,635 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.81 2.74 2.74 2,935 inch/hr inch/hr i nch/hr 15.00 1.65 26.57 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 51.55 26.31 26.31 9.65 14.61 14.61 cfs cfs cfs 10yr P1 Developed Qc.xlsm, Tc and PeakQ 1/12/2017, 2:29 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Developed 100-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = P2 18.37 13.80 B Acres A,B,C,orD II. Rainfall Information I (inchlhr) = Cl * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 28.50 10.00 0.786 2.66 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.42 0.16 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Catchment Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Flow Velocity Time V Tf fps minutes output output 0.0249 300 0.16 0.0249 382 0.0131 1,072 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 3.62 5.27 5.27 1,754 inch/hr inch/hr inch/hr N/A 7.00 15.00 _ 0.23 21.73 1.10 5.76 1.72 10.41 Computed Tc = 37.90 Regional Tc = 19.74 User -Entered Tc = 19.74 Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 27.90 40.57 40.57 cfs cfs cfs 100yr P2 Developed Qc.xlsm, Tc and PeakO 1/12/2017, 2:30 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Developed 10-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = P2 18.37 13.80 B Acres A,B,C,orD II. Rainfall Information I (inchlhr) = Cl * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 10 28.50 10.00 0.786 1.62 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.24 0.16 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 4O Beginning Flow Dint lien Cate huttent Boundary N RCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! W ate rways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 Slope S ft/ft input Length L ft input 0.0249 0.0249 0.0131 300 5-yr Runoff Coeff C-5 output N RCS Convey- ance input Flow Velocity V fps output 0.16 N/A 0.23 382 1,072 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.21 3.21 3.21 1,754 i nchlhr inch/hr inch/hr 7.00 1.71 15.00 Flow Time Tf minutes output 21.72 5.76 10.42 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 37.91 19.74 19.74 9.78 14.22 14.22 cfs cfs cfs 10yr P2 Developed Qc.xlsm, Tc and Peak() 1/14/2017, 10:01 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Developed 100-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = P3 9.29 15.25 B Acres A,B,C,orD II. Rainfall Information I (inchlhr) = Cl * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 28.50 10.00 0.786 2.66 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.42 0.17 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Catchment Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 Slope S ft/ft input 0.0278 0.0278 Length L ft input 300 797 ., Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.01 5.84 5.84 1,097 inch/hr i nch/hr inch/hr 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Flow Velocity Time V Tf fps minutes output output 0.17 N/A 0.24 20.76 7.00 1.17 11.38 4 Computed Tc = 32.14 Regional Tc = 16.09 User -Entered Tc = 16.09 Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 15.81 23.04 23.04 cfs cfs cfs 100yr P3 Developed Qc.xlsm, Tc and PeakO 1/12/2017, 2:36 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Developed 10-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = P3 9.29 15.25 B II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= Acres A,B,C,orD I (inchlhr) = Cl * P1 /(C2 + Td)AC3 10 28.50 10.00 0.786 1.62 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.25 0.17 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Catchment Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 Slope S ftlft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input 0.0278 0.0278 300 797 ., Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.44 3.56 3.56 1,097 inch/hr i nch/hr inch/hr 0.17 N/A 7.00 Flow Velocity V fps output Flow Time Tf minutes output 0.24 20.76 1.17 11.38 4 Computed Tc = 32.14 Regional Tc = 16.10 User -Entered Tc = 16.10 Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 5.65 8.23 8.23 cfs cfs cfs 10yr P3 Developed Qc.xlsm, Tc and Peak() 1/12/2017, 2:36 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Developed 100-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = P4 0.74 45.70 B Acres A,B,C,orD II. Rainfall Information I (inchlhr) = Cl * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 28.50 10.00 0.786 2.66 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.51 0.33 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Catchment Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 Slope S ftlft input 0.0100 0.0073 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.56 6.84 6.84 Length L 5-yr Runoff Coeff ft C-5 input output MRCS Flow Convey- Velocity ance V fps input output Flow Time Tf minutes output 100 0.33 137 237 i nchlhr inch/hr inch/hr N/A 0.12 13.97 7.00 0.60 3.82 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 17.79 11.32 11.32 2.10 2.59 2.59 cfs cfs cfs 100yr P4 Developed Qc.xlsm, Tc and PeakO 12/21/2016, 10:32 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Developed 10-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = P4 0.74 45.70 B Acres A,B,C,orD II. Rainfall Information I (inchlhr) = C1* P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 10 28.50 10.00 0.786 1.62 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.38 0.33 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Catchment Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 Slope S ftlft input 0.0100 0.0073 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 3.38 4.17 4.17 Length L 5-yr Runoff Coeff ft C-5 input output NRCS Flow Convey- Velocity ance V fps input output Flow Time Tf minutes output 100 0.33 137 237 i nchlhr inch/hr inch/hr N/A 0.12 13.97 7.00 0.60 3.82 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 17.79 11.32 11.32 0.96 1.18 1.18 cfs cfs cfs 10yr P4 Developed Qc.xlsm, Tc and PeakQ 12/21/2016, 10:32 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Developed 100-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = P5 14.79 14.34 B II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= Acres A,B,C,orD I (inchlhr) = Cl * P1 /(C2 + Td)AC3 100 28.50 10.00 0.786 2.66 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.42 0.16 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Catchment Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 Slope S ft/ft input 0.0100 0.0275 0.0061 Length L ft input 100 255 0.0418 0.0116 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 3.01 5.22 5.22 494 622 346 1,817 inch/hr i nch/hr inch/hr 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.16 N/A 0.10 16.89 7.00 1.16 3.66 7.00 0.55 7.00 1.43 7.00 0.75 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 15.06 7.24 7.65 50.51 20.09 20.09 18.78 32.53 32.53 cfs cfs cfs 100yr P5 Developed Qc.xlsm, Tc and PeakO 1/12/2017, 2:37 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 13139 - Panorama Estates PUD Developed 10-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = P5 14.79 14.34 B II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= Acres A,B,C,orD I (inchlhr) = Cl * P1 /(C2 + Td)AC3 10 28.50 10.00 0.786 1.62 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.24 0.16 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (3 Beginning Flow Dint lien Catchment Boundary NRCS Land Type • Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pastu re/ Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output 0.0100 0.0275 0.0061 0.0418 0.0116 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.84 3.18 3.18 100 255 494 622 346 1,817 inch/hr i nch/hr inch/hr 0.16 N/A 7.00 7.00 0.10 1.16 0.55 7.00 1.43 7.00 0.75 Flow Time Tf minutes output 16.89 3.66 15.06 7.24 7.65 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 50.51 20.09 20.09 6.63 11.48 11.48 cfs cfs cfs 10yr P5 Developed Qc.xlsm, Tc and PeakQ 1/12/2017, 2:36 PM B. Hydraulic Computations Culvert Sizing, Channel Sizing and Stability, Detention Pond Storage, Outlet Works 17 Panorama Estates PUD: Change of Zone Drainage Report Culvert Report Hydraflow Express Extension for Autodesk® AutoCADC) Civil 3D® by Autodesk, Inc. Panorama Estates P.U.D. - Culvert P3 100-YR Invert Elev Dn (ft) Pipe Length (ft) S lope (°/a) Invert Elev Up (ft) Rise (in) S hape S pan (in) N o. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 4930.00 4929.00 4928.00 4927.00 4926.00 4925.00 4924.00 4923.00 4922.00 492'1.O© Circular Culy erl 4922.00 130.00 0.38 4922.50 30.0 Circular 30.0 1 0.012 = Circular Concrete _ Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4929.00 = 35.00 = 20.00 Panorama Estates P.U.D. - Culvert P3 1GO-YR Reach ia) Emban k Calculations Qmin (cfs) Q max (cfs) Tailwater Elev (ft) Highlighted Q total (cfs) Q pipe (cfs) Q overtop (cfs) Veloc Dn (ftls) Veloc Up (ftls) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime 110 120 130 140 150 1 CELl Thursday, Jan 12 2017 45.17 45.27 0.00 45.27 45.27 0.00 9.80 9.22 4924.23 4925.67 4926.83 1.73 Inlet Control Hw Depth (ft) 7.50 170 5.5V 5.50 4.50 3.5D I.5W 0.50 - 0.500 - 1 50 Culvert Report Hydraflow Express Extension for Autodesk® AutoCADC) Civil 3D® by Autodesk, Inc. Panorama Estates P.U.D. - Culvert P3 10-YR Invert Elev Dn (ft) Pipe Length (ft) S lope (°/a) Invert Elev Up (ft) Rise (in) S hape S pan (in) N o. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 4930.00 4929.00 4928.00 4927.00 4925.00 4925.00 4924.00 4923.00 4922.00 492'1.00 CircularCulverl erl 4922.00 130.00 0.38 4922.50 30.0 Circular 30.0 1 0.012 = Circular Concrete _ Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4929.00 = 35.00 = 20.00 Reach ia) Panorama Estates P.U.D. - Calved P3 1D-YR Calculations Qmin (cfs) Q max (cfs) Tailwater Elev (ft) Highlighted Q total (cfs) Q pipe (cfs) Q overtop (cfs) Veloc Dn (ftls) Veloc Up (ftls) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime 70 0 90 100 110 120 130 140 Embank 150 1OU' Friday, Jan 13 2017 14.92 15.02 0.00 = 15.02 = 15.02 - 0.00 5.79 5.76 4923.31 4923.81 4924.34 0.74 Inlet Control Hw Depth (ft) 7.50 170 5.5V 5.50 4.50 3.50 0.50 -0.500 Culvert Report Hydraflow Express Extension for Autodesk® AutoCADC) Civil 3D® by Autodesk, Inc. Panorama Estates P.U.D. - Culvert P2 100-YR Invert Elev Dn (ft) Pipe Length (ft) S lope (°/a) Invert Elev Up (ft) Rise (in) S hape S pan (in) N o. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 4935.00 4935.0 493400 4933.00 4932.0© 4939.00 4934.00 4929.00 4928.00 4927.00 4928.00 45.00 0.29 4928.13 30.0 Circular 30.0 2 0.012 = Circular Concrete _ Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4935.00 = 35.00 = 20.00 Panorama Estates P.U.D. - Culvert P21GO-Y'R Calculations Qmin (cfs) Q max (cfs) Tailwater Elev (ft) Highlighted Q total (cfs) Q pipe (cfs) Q overtop (cfs) Veloc Dn (ftls) Veloc Up (ftls) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Inlet control ID 5 10 Circular Guly erI 15 20 HGL 25 3D Ernban k 35 4u 45 5C 55 3D 65 Reach ifl Thursday, Jan 12 2017 - 90.10 90.26 4928 = 90.26 = 90.26 - 0.00 - 9.77 9.19 4930.23 4930.84 4932.44 1.73 Inlet Control Hw Depth (ft) 7.87 5.87 r 7 J. 1 4.87 3.87 2.87 1.07 - 0.13 - 113 Culvert Report Hydraflow Express Extension for Autodesk® AutoCADC) Civil 3D® by Autodesk, Inc. Panorama Estates P.U.D. - Culvert P2 10-YR Invert Elev Dn (ft) Pipe Length (ft) S lope (°/a) Invert Elev Up (ft) Rise (in) S hape S pan (in) N o. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 4935.00 4935.0 4934_{0 4933.00 4-932_00 4939.00 4934.00 4929.00 4928.00 4927.4}0 5 10 Circular Culy erl 5 20 HGL 25 3D Ernban k 35 4u 45 50 55 65 4928.00 45.00 0.29 4928.13 30.0 Circular 30.0 2 0.012 = Circular Concrete _ Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4935.00 = 35.00 = 20.00 Panorama Estates PAID. - Culvert P2 10-YR Calculations Qmin (cfs) Q max (cfs) Tailwater Elev (ft) Highlighted Q total (cfs) Q pipe (cfs) Q overtop (cfs) Veloc Dn (ftls) Veloc Up (ftls) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Friday, Jan 13 2017 = 35.22 35.32 4928 = 35.32 = 35.32 - 0.00 - 6.13 6.13 4929.42 4929.55 4930.16 0.81 Inlet Control Hw Depth (ft) 7.87 Reach ifl 5.87 4.87 3.87 2.87 1.07 0.87 - 0.13 - 113 Culvert Report Hydraflow Express Extension for Autodesk® AutoCADC) Civil 3D® by Autodesk, Inc. Panorama Estates P.U.D. - Culvert P1100-YR Invert Elev Dn (ft) Pipe Length (ft) S lope (°/a) Invert Elev Up (ft) Rise (in) S hape S pan (in) N o. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft). 4949.p0 4 r. 4346.00 4945.00 4x44.00 4941O0 = 4944.25 = 45.00 1.91 = 4945.11 = 36.0 = Circular = 36.0 1 = 0.012 = Circular Concrete _ Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4948.75 = 35.00 = 20.00 Panorama Estates P.U.D. - Culvert P1 100-YR Calculations Qmin (cfs) Q max (cfs) Tailwater Elev (ft) Highlighted Q total (cfs) Q pipe (cfs) Q overtop (cfs) Veloc Dn (ftls) Veloc Up (ftls) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Inlet control - - 0 5 9 0 15 20 25 30 36 41] 50 55 U:. Circular Guly erl HGL Reach ia) Thursday, Jan 12 2017 = 49.59 49.69 (dc+D)/2 49.69 49.69 0.00 7.53 8.57 4946.90 4947.40 4948.74 1.21 Inlet Control Hw Depth (ft) 3.89 1.89 7).8 - 0.11 - 4.11 Culvert Report Hydraflow Express Extension for Autodesk® AutoCADC) Civil 3D® by Autodesk, Inc. Panorama Estates P.U.D. - Culvert P110-YR Invert Elev Dn (ft) Pipe Length (ft) S lope (°/a) Invert Elev Up (ft) Rise (in) S hape S pan (in) N o. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 4950.0O 4949.00 4-948.00 4947.00 4946.00 4945_{)0 4944.00 4943.1]0 = 4944.25 = 45.00 1.91 = 4945.11 = 36.0 = Circular = 36.0 1 = 0.012 = Circular Concrete _ Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4949.00 = 35.00 = 20.00 Panorama Estates. P.U.D. - Calved P1 1D-YR Calculations Qmin (cfs) Q max (cfs) Tailwater Elev (ft) Highlighted Q total (cfs) Q pipe (cfs) Q overtop (cfs) Veloc Dn (ftls) Veloc Up (ftls) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Int etcontrol 1} 5 10 15 20 1 '5 1 45 80 85 Circular CuIv erl HGL 1=bei1c Reach ifl Friday, Jan 13 2017 15.54 15.64 (dc+D)/2 = 15.64 = 15.64 - 0.00 - 2.91 5.54 4946.38 4946.37 4946.83 0.57 Inlet Control Hw Depth (It) 4.89 3.89 2.89 1.89 - 0.11 - 2.11 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: P1- 100 year Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n- B= Z1 = Z2- F- Y'= 0.0086 0.030 4.00 4.00 1.00 2.00 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T P= R= D- Es = Vo- Fs = 72.22 0.80 4.51 16.00 16.00 16.49 0.97 1.00 2.32 0.66 1.29 cfs fps sg ft ft ft ft ft ft ft kip UD-Channels-P 1 100YR v1.05.xls, Basics 1/13/2017, 9:10 AM Critical Flow Analysis - Trapezoidal Channel i r Project: Channel ID: P1- 100 year Design Information (Input) Bottom Width Left Side Slope Right Side Slope Design Discharge B= Z1 Z2 = 0.00 4.00 4.00 43.12 ft ftlft ftlft cfs Critical Flow Condition (Calculated) Critical Flow Depth Critical Flow Area Critical Top Width Critical Hydraulic Depth Critical Flow Velocity Froude Number Critical Wetted Perimeter Critical Hydraulic Radius Critical (min) Specific Energy Centroid on the Critical Flow Area Critical (min) Specific Force Y= A= T= Fr - P= R= Esc = Yoc = Fsc = 1.48 8.76 11.84 0.74 4.92 1.01 12.20 0.72 1.86 0.25 0.55 ft sg ft ft ft fps ft ft ft ft kip UD-Channels-P 1 100YR v 1.05.xls, Basics 1/13/2017, 9:10 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: P1- 10 year Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n- B= Z1 = Z2- F= 0.0086 0.030 4.00 4.00 1.00 1.10 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es= Vo- Fs - 14.67 0.72 3.03 4.84 8.80 9.07 0.53 0.55 1.24 0.36 0.20 cfs fps sg ft ft ft ft ft ft ft kip UD-Channels-P1 10YR v1.05.xls, Basics 1/13/2017, 9:11 AM Critical Flow Analysis - Trapezoidal Channel i r Project: Channel ID: P1- 10 year Design Information (Input) Bottom Width Left Side Slope Right Side Slope Design Discharge B= Z1 _ Z2 = 0.00 4.00 4.00 14.61 ft ftlft ftlft cfs Critical Flow Condition (Calculated) Critical Flow Depth Critical Flow Area Critical Top Width Critical Hydraulic Depth Critical Flow Velocity Froude Number Critical Wetted Perimeter Critical Hydraulic Radius Critical (min) Specific Energy Centroid on the Critical Flow Area Critical (min) Specific Force Y A= T= D= v= Fr = P= R= Esc = Yoc = Fsc = 0.96 3.69 7.68 0.48 3.96 1.01 7.92 0.47 1.20 0.16 0.15 ft sg ft ft ft fps ft ft ft ft kip UD-Channels-P1 10YR v1.05.xls, Basics 1/13/2017, 9:11 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: P2- 100 year Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2- F= Y'= 0.0093 0.030 4.00 4.00 1.00 1.59 ftlft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q_ Fr= V= A= T= P R= D= Es = Yo = Fs = 40.73 0.80 4.03 10.11 12.72 13.11 0.77 0.80 1.84 0.52 0.65 cfs fps sg ft ft ft ft ft ft ft kip UD-Channels-P2 100YR v 1.05.xls, Basics 1/13/2017, 9:12 AM Critical Flow Analysis - Trapezoidal Channel i r Project: Channel ID: P2- 100 year Design Information (Input) Bottom Width Left Side Slope Right Side Slope Design Discharge B= Z1 = Z2 = _ 0.00 4.00 4.00 40.57 ft ftlft ftlft cfs Critical Flow Condition (Calculated) Critical Flow Depth Critical Flow Area Critical Top Width Critical Hydraulic Depth Critical Flow Velocity Froude Number Critical Wetted Perimeter Critical Hydraulic Radius Critical (min) Specific Energy Centroid on the Critical Flow Area Critical (min) Specific Force Y T= D= Fr — P= R= Esc = Yoc = Fsc = 1.44 8.35 11.56 0.72 4.86 1.01 11.92 0.70 1.81 0.24 0.51 ft sg ft ft ft fps ft ft ft ft kip UD-Channels-P2 100YR v 1.05.xls, Basics 1/13/2017, 9:12 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: P2- 10 year Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2- F= 0.0093 0.030 4.00 4.00 1.00 1.22 ftlft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q_ Fr= V= A= T= P R= D- Es = Yo = Fs = 20.10 0.76 3.38 5.95 9.76 10.06 0.59 0.61 1.40 0.40 0.28 cfs fps sg ft ft ft ft ft ft ft kip UD-Channels-P2 10YR v1.05.xls, Basics 1/13/2017, 9:09 AM Critical Flow Analysis - Trapezoidal Channel i r Project: Channel ID: P2- 100 year Design Information (Input) Bottom Width Left Side Slope Right Side Slope Design Discharge B= Z1 Z2 = 0.00 4.00 4.00 19.68 ft ftlft ftlft cfs Critical Flow Condition (Calculated) Critical Flow Depth Critical Flow Area Critical Top Width Critical Hydraulic Depth Critical Flow Velocity Froude Number Critical Wetted Perimeter Critical Hydraulic Radius Critical (min) Specific Energy Centroid on the Critical Flow Area Critical (min) Specific Force Y A= T D= v= Fr - P= R= Esc = Yoc = Fsc = 1.08 4.67 8.64 0.54 4.22 1.01 8.91 0.52 1.36 0.18 0.21 ft sg ft ft ft fps ft ft ft ft kip UD-Channels-P2 10YR v1.05.xls, Basics 1/13/2017, 9:09 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: P3- 100 year Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2- F= Y'= 0.0090 0.030 4.00 4.00 1.00 1.75 ftlft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q_ Fr= V= A= T= P R= D= Es = Vo- Fs - 51.75 0.80 4.22 12.25 14.00 14.43 0.85 0.88 2.03 0.58 0.87 cfs fps sg ft ft ft ft ft ft ft kip UD-Channels-P3 100YR v 1.05.xls, Basics 1/13/2017, 9:11 AM Critical Flow Analysis - Trapezoidal Channel i r Project: Channel ID: P3- 100 year Design Information (Input) Bottom Width Left Side Slope Right Side Slope Design Discharge B= Z1 Z2 = 0.00 4.00 4.00 49.69 ft ftlft ftlft cfs Critical Flow Condition (Calculated) Critical Flow Depth Critical Flow Area Critical Top Width Critical Hydraulic Depth Critical Flow Velocity Froude Number Critical Wetted Perimeter Critical Hydraulic Radius Critical (min) Specific Energy Centroid on the Critical Flow Area Critical (min) Specific Force Y= A_ T= D= Fr - P= R= Esc = Yoc = Fsc = 1.57 9.86 12.56 0.78 5.04 1.00 12.95 0.76 1.96 0.26 0.65 ft sg ft ft ft fps ft ft ft ft kip UD-Channels-P3 100YR v 1.05.xls, Basics 1/13/2017, 9:11 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: P3- 10 year Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2- F= 0.0090 0.030 4.00 4.00 1.00 1.12 ftlft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q_ Fr= V= A= T= P= R= D= Es= Vo- Fs - 1 5.74 0.74 3.14 5.02 8.96 9.24 0.54 0.56 1.27 0.37 0.21 cfs fps sg ft ft ft ft ft ft ft kip UD-Channels-P3 10YR v1.05.xls, Basics 1/13/2017, 9:10 AM Critical Flow Analysis - Trapezoidal Channel i r Project: Channel ID: P3- 10 year Design Information (Input) Bottom Width Left Side Slope Right Side Slope Design Discharge B= Z1 = Z2 = 0.00 4.00 4.00 15.64 ft ftlft ftlft cfs Critical Flow Condition (Calculated) Critical Flow Depth Critical Flow Area Critical Top Width Critical Hydraulic Depth Critical Flow Velocity Froude Number Critical Wetted Perimeter Critical Hydraulic Radius Critical (min) Specific Energy Centroid on the Critical Flow Area Critical (min) Specific Force Y A= T= D= v= Fr - P= R= Esc = Yoc = Fsc = 0.99 3.88 7.88 0.49 4.03 1.01 8.12 0.48 1.24 0.16 0.16 ft sg ft ft ft fps ft ft ft ft kip UD-Channels-P3 10YR v1.05.xls, Basics 1/13/2017, 9:10 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: P4- 100 year Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2- F= Y'= 0.0093 0.030 4.00 4.00 1.00 1.65 ftlft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q_ Fr= V= A= T= P R= D= Es = Yo = Fs = 44.96 0.80 4.13 10.89 13.20 13.61 0.80 0.83 1.91 0.54 0.73 cfs fps sg ft ft ft ft ft ft ft kip UD-Channels-P4 100YR v 1.05.xls, Basics 1/13/2017, 9:10 AM Critical Flow Analysis - Trapezoidal Channel i r Project: Channel ID: P4- 100 year Design Information (Input) Bottom Width Left Side Slope Right Side Slope Design Discharge B= Z1 Z2 = 0.00 4.00 4.00 4527 ft ftlft ftlft cfs Critical Flow Condition (Calculated) Critical Flow Depth Critical Flow Area Critical Top Width Critical Hydraulic Depth Critical Flow Velocity Froude Number Critical Wetted Perimeter Critical Hydraulic Radius Critical (min) Specific Energy Centroid on the Critical Flow Area Critical (min) Specific Force Y= A_ T= Fr - P= R= Esc = Yoc = Fsc = 1.51 9.12 12.08 0.75 4.96 1.01 12.45 0.73 1.89 0.25 0.58 ft sg ft ft ft fps ft ft ft ft kip UD-Channels-P4 100YR v 1.05.xls, Basics 1/13/2017, 9:10 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: P4- 10 year Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2- F= 0.0093 0.030 4.00 4.00 1.00 1.10 ftlft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es= Vo- Fs - 15.25 0.75 3.15 4.84 8.80 9.07 0.53 0.55 1.25 0.36 0.20 cfs fps sg ft ft ft ft ft ft ft kip UD-Channels-P4 1 0YR v1.05.xls, Basics 1/13/2017, 9:11 AM Critical Flow Analysis - Trapezoidal Channel i r Project: Channel ID: P4- 10 year Design Information (Input) Bottom Width Left Side Slope Right Side Slope Design Discharge B= Z1 = Z2 = 0.00 4.00 4.00 15.02 ft ftlft ftlft cfs Critical Flow Condition (Calculated) Critical Flow Depth Critical Flow Area Critical Top Width Critical Hydraulic Depth Critical Flow Velocity Froude Number Critical Wetted Perimeter Critical Hydraulic Radius Critical (min) Specific Energy Centroid on the Critical Flow Area Critical (min) Specific Force Y A= T= D= v= Fr - P= R= Esc = Yoc = Fsc = 0.97 3.76 7.76 0.49 3.99 1.01 8.00 0.47 1.22 0.16 0.15 ft sg ft ft ft fps ft ft ft ft kip UD-Channels-P4 1OYR v1.05.xls, Basics 1/13/2017, 9:11 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: P5- 100 year Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n- B= Z1 = Z2- F- 0.0085 0.030 4.00 4.00 1.00 2.18 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q_ Fr= V= A= T= P= R= D= Es= Yo= Fs= 90.35 0.80 4.75 19.01 17.44 17.98 1.06 1.09 2.53 0.72 1.69 cfs fps sg ft ft ft ft ft ft ft kip UD-Channels-P5 100YR v 1.05.xls, Basics 1/13/2017, 9:12 AM Critical Flow Analysis - Trapezoidal Channel i r Project: Channel ID: P5- 100 year Design Information (Input) Bottom Width Left Side Slope Right Side Slope Design Discharge B= Z1 Z2 = 0.00 4.00 4.00 90.26 ft ftlft ftlft cfs Critical Flow Condition (Calculated) Critical Flow Depth Critical Flow Area Critical Top Width Critical Hydraulic Depth Critical Flow Velocity Froude Number Critical Wetted Perimeter Critical Hydraulic Radius Critical (min) Specific Energy Centroid on the Critical Flow Area Critical (min) Specific Force Y= A _ T= D= v= Fr - P= R= Esc = Yoc = Fsc = 1.99 15.92 15.96 1.00 5.67 1.00 16.45 0.97 2.49 0.33 1.32 ft sg ft ft ft fps ft ft ft ft kip UD-Channels-P5 1 00YR v1.05.xls, Basics 1/13/2017, 9:12 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: P5- 10 year Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n- B= Z1 = Z2- F= 0.0035 0.030 4.00 4.00 1.00 1.54 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q_ Fr= V= A= T= P R= D- Es = Yo = Fs = 35.76 0.76 3.77 9.49 12.32 12.70 0.75 0.77 1.76 0.51 0.56 cfs fps sg ft ft ft ft ft ft ft kip UD-Channels-P5 10YR v1.05.xls, Basics 1/13/2017, 9:12 AM Critical Flow Analysis - Trapezoidal Channel i r Project: Channel ID: P5- 10 year Design Information (Input) Bottom Width Left Side Slope Right Side Slope Design Discharge B= Z1 Z2 = 0.00 4.00 4.00 35.32 ft ftlft ftlft cfs Critical Flow Condition (Calculated) Critical Flow Depth Critical Flow Area Critical Top Width Critical Hydraulic Depth Critical Flow Velocity Froude Number Critical Wetted Perimeter Critical Hydraulic Radius Critical (min) Specific Energy Centroid on the Critical Flow Area Critical (min) Specific Force Y= T= v= Fr - P= R= Esc = Yoc = Fsc = 1.37 7.51 10.96 0.68 4.70 1.00 11.30 0.66 1.71 0.23 0.43 ft sg ft ft ft fps ft ft ft ft kip UD-Channels-P5 1 0YR v1.05.xls, Basics 1/13/2017, 9:12 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Panorama Estates P.U.D. Basin ID: Developed Site Detention Basin (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) )NOTE: for catchments larger than 90 acres, CU HP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (input): I$ = A = Type = T = Tc = q - P1 = C I - C2 = C3 = percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfslacre .nches Desiun Information (Input): la = A = Type = T = Tc = q = Pi = C1 = C2 = C3 = 13,64 percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 10 0) minutes cis/acre inches Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment N RCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDE Formula i= C,' Py/(C2+Tare3 Coefficient One Coefficient Two Coefficient Three 13.64 Catchment Drainage Imperviousness Catchment Drainage Area Predevebpment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDE Formula i=C1' P1i(C2+TorC3 Coefficient One Coefficient Two Coefficient Three 66.5 70 66.570 B B 10 100 26 26 0.50 0.50 1.62 2.66 28.50 28 50 10 10 0.789 0.789 Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft 5-lu6nutes) Determination of Average Outflow fromthe Basin (Calculated): cfs cfs cubic feet acre -ft Runoff Coefficent Inflow Peak Runoff Allowable Peak C r- Op -in = Outflow Rate Op -out = Mod, FAA Minor Storage Volume= Mod. FAA Minor Storage Volume= <- Enter Ra nf_. Duration Incremental Increase Value 0.24 Runoff Coefficient C = Inflow Peak Runoff Op -in = Allowable Peak Outflow Rate Op -out = Mod FAA Major Storage Volume = Mad. FAA Major Storage Volume = 0.42 43.37 124.62 33.20 33.29 2 2,4 96 186,325 0.516 4.277 5 Here (e.g. 5 for Rainfall Duration minutes (Input) Ra nfall Intensity inches 1 hr (output) Inflow Volume acre-feet (output) Adjustment Factor 'm" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) infaaw Volume acre-feet (output) Ad ustment Factor 'rnTM (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) 0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.0 0 0.000 0.000 5 5.45 0.600 1.00 33.20 0.229 0.371 5 8.95 1.723 1.00 33.29 0.229 1.494 10 4.34 0.956 1.00 83.20 0.457 0.499 10 7.13 2/47 1.00 33.29 0.458 2.288 15 3.64 1.202 1.00 33.20 0.686 0.516 15 5.98 3.455 1.00 33.29 0.688 2.767 20 3.15 1.388 1,00 33.20 0.915 0.474 20 5.18 3.989 1.00 33.29 0.917 3.072 25 2.79 1.537 1.00 33.20 1.143 0.393 25 4.59 4.416 1.00 38.29 1.146 3.269 30 2.51 1.660 0.94 31.15 1.287 0.373 30 4.13 4.769 0.94 31.23 1.290 3.478 35 2.29 1.764 0.88 29.07 1.401 0.363 35 316 5.070 0.88 29.14 1.405 3.665 40 2.11 1.856 0,83 27.51 1.516 0.340 40 346 5.332 0.83 27.58 1.520 3.812 45 1.96 1.936 0.79 26.30 1.630 0.306 45 321 5.564 0/9 26.37 1.634 3.930 50 1.83 2.009 0.76 25.33 1.744 0.264 50 3.00 5.772 0.76 25.39 1.749 4.023 55 1.71 2.074 0,74 24.53 1.859 0.218 55 2.81 5.961 0/4 24.60 1.863 4.097 60 1.62 2.134 0.72 23.87 1.973 0.161 60 2.65 6.133 0/2 23.93 1.978 4.155 65 1.53 2.190 0.70 23.31 2.087 0.103 65 2.51 6.292 0/0 23.37 2.093 4.200 70 1.45 2.241 0.69 22.83 2.202 0.040 70 2.39 6.440 0.69 22.89 2.207 4.233 75 1.39 2.289 0.68 22.42 2.316 -0.027 75 228 6.578 0.68 22.48 2.322 4.256 80 1.33 2.334 0.66 22.05 2.430 -0.096 80 2.18 6.707 0.66 22.11 2.437 4.270 85 1.27 2.876 0.65 21.73 2.545 -X1.168 85 2.09 6.828 0.65 21.79 2.551 4.277 90 1.22 2.416 0.65 21.45 2.659 -0.243 90 2.00 6.943 0.65 21.50 2.666 4.277 95 1.17 2.454 0.64 21.19 2.773 -0.319 95 1.93 7.052 0.64 21.25 2.780 4.272 100 1.13 2.490 0.63 20.96 2.887 -0.397 100 1.86 7.156 0.63 21.02 2.895 4.261 105 1.09 2.525 0.63 20.76 3.002 -0.477 105 119 7.255 0.63 20.81 3.010 4.245 110 1.06 2.558 0.62 20.57 3.116 -0.559 110 113 7.349 0.62 20.62 3.124 4.225 115 1.02 2.589 0.61 20.39 3.230 -X1.641 115 1.68 7.440 0.61 20.45 3.239 4.201 120 125 0.99 0.96 2.619 2.648 0.61 0.61 20.24 20.09 3.345 -0.725 120 1.63 7.527 0.61 20.29 3.353 4.173 3.459 0.811 125 1.58 7.610 0.61 20.14 3.468 4.142 130 0.94 2.676 0.60 19.96 3.578 -0.897 130 1.54 7.691 0.60 20.01 3.583 4,108 135 0.91 2.704 0.60 19.83 3.688 -0.984 135 1.49 7.768 0.60 19.88 3.697 4.071 140 0.89 2.730 0.59 19.72 3.802 -1.072 140 1.45 7.843 0.59 19.77 3.812 4.032 145 0.86 2.755 0.59 19.61 3.916 -1.161 145 1.42 7.916 0.59 19.66 3.927 3.990 150 0.84 2.779 0.59 19.51 4.031 4.251 150 138 7.987 0.59 19.56 4.041 3.945 155 0.82 2.803 0.58 19.41 4.145 -1.342 155 135 8.055 0.58 19.47 4.156 3.899 160 0.80 2.826 0.58 19.33 4.259 -1.433 160 1.32 8121 0.58 19.38 4.270 3.851 165 018 2.849 0.58 19.24 4.374 -1.525 165 129 8.185 0.58 19.29 4.385 3.800 170 0/7 2.870 0.58 19.17 4.488 -1.618 170 126 8.248 0.58 19.22 4.500 3148 175 0.75 2.892 0.58 19.09 4.602 -1.711 175 123 8.309 0.58 19.14 4.614 3.695 180 0/4 2.912 0.57 19.02 4.717 -1.804 180 121 8.369 0.57 19.07 4.729 3.640 185 0/2 2.933 0.57 18.96 4.831 -1.898 185 118 8.427 0.57 19.01 4.844 3.583 190 0.71 2.952 0.57 18.90 4.945 -1.993 190 116 8.483 0.57 18.95 4.958 3.525 195 0.69 2.971 0.57 18.84 5.060 -2.088 195 114 8.538 0.57 18.89 5.073 3.466 200 0.68 2:990 0.57 18.78 5.174 -2.184 200 112 8.592 0.57 18.83 5.187 3.405 205 0.67 3.009 0,56 18.73 5.288 -2.280 205 110 8.645 0.56 18.78 5.302 3.343 210 0.65 3.027 0.56 18.68 5.403 -2.376 210 1.08 8.697 0.56 18.73 5.417 3.280 215 0.64 3.044 0.56 18.63 5.517 -2.473 215 1.06 8.748 0.56 18.68 5.531 3.216 220 0.63 3.061 0.56 18.58 5.631 -2.570 220 1.04 8.797 0.56 18.63 5.646 3.151 225 0.62 3.078 0.56 18.54 5.745 -2.667 225 1.02 8.846 0.56 18.59 5.760 3.085 230 0.61 3.095 0.56 18.50 5.860 -2.765 230 1.00 8.893 0.56 18.54 5.875 3.018 235 0.60 3.111 0.56 18.46 5.974 -2.863 235 0.99 8.940 0.56 18.50 5.990 2.950 240 0.59 3.127 0.55 18.42 6.088 -2.961 240 0.97 8.986 0.55 18.47 6.104 2.881 245 0.58 3.143 0.55 18.38 6.203 -3.060 245 0.96 9.031 0.55 18.43 6.219 2.812 250 0.57 3.158 0,55 18.24 6.317 -3.159 250 0.94 9.075 035 18.39 6.334 2/41 255 0.57 3.173 0.55 18.31 6.431 -3.258 255 0.93 9.118 0.55 18.36 6.448 2.670 260 0.56 3.188 0.55 18.28 6.546 -3.358 260 0.91 9.161 0.55 18.33 6.563 2.598 265 035 3.203 0,55 18.25 6.660 -3.457 265 0.90 9.203 035 18.29 6.677 2326 270 0.54 3.217 0.55 18.22 6.774 -3.557 270 0.89 9.244 0.55 18.26 6.792 2.452 275 0.53 3.231 0.55 18.19 6.889 -3.657 275 0.88 9.285 0.55 18.23 6.907 2.378 280 0.53 3.245 0.55 1816 7.008 4758 280 0.86 9.325 055 18.21 7.021 2.304 285 0.52 3.259 0.55 18.13 7.117 3.858 285 0.85 9.364 0.55 18.18 7.136 2.228 290 0.51 3.272 0.55 18.10 7.232 -3.959 29D 0.84 9.403 0.55 18.15 7.250 2.153 295 0.51 3.286 0.54 18.08 7.346 -4.060 295 0.83 9.441 034 18.13 7.365 2.076 300 0.50 3.299 0.54 18.05 7.460 -4.162 300 0.82 9.479 0.54 18.10 7.480 1.999 Mod.. FAA Minor Storage Volume (cubic ft,)= 22,496 Mod, FAA Major Storage Volume (cubic ft.) = Mod. FAA Minor Storage Volume (acre -ft.)= 0.5164 Mod, FAA Major Storage Volume (acre -ft.) = UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2O13 186,325 4.2774 LID-Detenton ;2.34-10 yr reease.S. Modified FAA 1/13/2 017, 9 :1 5 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Panorama Estates R.U.D. Basin ID: Developed Site Detention Basin Inflow and Outflow Volumes vs. Rainfall Duration Volume (acre-feet) 10 9 8 7 6 5 4 3 2 1 U 0 S P +i a • � � i i� r ti -10 ~f i_ + ate. 50 100 150 200 Duration (Minutes) 250 300 llinor Storm inflow Volume -\ A6 nor Storm Outflow Volume fl 316 nor Storm Storage Volume * Major Storm Inflow Volume Major Storm Outflow Volume A Major Storm Storage Volume 350 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 I LID-Deteiiton ,2.34-10 yr reiease.S. Modified FAA 1/13/2017,9:15 AM W I O a W 2 J O W H 0. 4 J C a CD j/�� Y1 Project: Panorama Estates P.U.D Basin ID: Developed Site 4- 3 4) E O } C WQCV Desi 4) a II Diameter of holes. D 2 2 4) a U) a) O L 4) L E Z U E CO CO ti IL. r Co O C) 4- zf M Mcp Catchment Area. A = Depth at WQCV outlet above lowest perforation. H = II Number of rows. NL = II II II C ) .2 U ° O 4) U y a) .0 Et it _2 m $ 15 t v a 0 4 C O CL a) -c I- d a) it q) 4) *-S CIS V N Ca co 141,26 rza 4 4 0000 0 0 0 0 0000 0000 a o 0 0 4 0 0000 0000 a a a a a a 0000 0000 0 0 0 0 C n Information Watershed Desi II I d CO 11) k >, H O O CO U) C C 4) Q) 4) O - O- Percent Soil Type CiD = 4- 3 O n Information Outlet Desi 0A35 watershed inches 0.748 acre-feet II II C Ili E E > > 41 a_ 0) 3 3 a a l0 O U 0 3 O CI op 03 % II M r rt to 4, 4 r 0 a en 0 } C U) 4) C U) C O- 2 w 2 u) 2 C coo 3 O an O O II II <C Q P L a w c to I � C C 4 v U) .O 'o 2 L U W 4) t�O 1O t0 C_ C 4) C. O D H Total opening area at each row based on user -input above, A0 = W o u- 4 Z 4b4* 4 Z 4 Z 4t #NIA WN# VIN# 4 22222 4b42 4 4 *42* 4 4 VIN# 4 Z *4** 4 Z 4 Z YIN# V/N# VIN# 4 Z 42* 4 Z 4 z 4*4*42 4 Z 4 Z'Z 4 424* 4 Z MIA 4 Z 4*4k 4 Z VIN# VIN# 4 Z 42* 4 Z VJN# 4 222222 42* 4 4 4* 4 42 4 *4b 4 #NIA 4 22 *4* 4 V1N# 4 2 42 Central Elevations of Rows of Holes in feet ROW 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 5 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 1 r Row 15 Row 19 Row 20 Row 21 Row 22 Row23 Row 23 Collection Capacity for Each Row of Holes in cfs 32 VI) CSI O o X 41 a L. to > < 0 CC 4) co W 0 4 v O v scr na < O 4) C+7 U- ro w � > Q 0 CC 4) co 72. t0 v 2 0 CC v m 70 0 < 0 Cr v (13 _. O 0 C S O tY f7 lc `tZ ) 0 v N w v o 7.1 Cff S C UD-Detention v2.34-10 yr release xis. W QCV 13139 PANORAMA ESTATES P.U.D. FIRESTONE, COLORADO FINAL DRAINAGE REPORT - JANUARY 2017 ONSITE POND - STAGE DETENTION STORAGE Labels Contour Elevation Contour Area (ft2) Incremental Depth (ft) Incremental Cumulative Cumulative Incremental Cumulative Cumulative Volume Volume Volume Volume Volume Volume Avg. End Avg. End Avg. End Conic Conic Conic (cu. ft) (cu. ft) (ac -ft) (cu. ft) (cu. ft) (ac -ft) 4,922.0 6 N/A N/A - 0.000 N/A 1 - 0.000 4,922.5 1,301 0.5 327 327 0.007 232 ` 232 0D05 4,923.0 5,014 4 0.5 1,579 1,905 ^ 0.044 1,478 1,710 0.039 4,923.5 10,811 0.5 3,956 5,861 0.135 3,865 5,575 0.128 4,924.0 16,911 0.5 6,931 12,792 0.294 6,874 12,449 0.286 4,924.5 ° 23,416 0.5 10,082 22,874 0.525 10,038 22,486 0.516 4,925.0 30,398 0.5 13,454 36,327 0.834 13,416 35,902 0.824 10-YR 4,925.5 38,733 0.5 17,283 53,610 1.231 17,241 53,143 1.220 4,926.0 47,380 0.5 21,528 75,138 1.725 21,492 74,635 1.713 4,926.5 54,689 0.5 25,517 100,655 2.311 25,495 100,130 2.299 4,927.0 60,981 0.5 28,917 129,573 2.975 28,`903 129,033 2.962 4,927.5 66,524 0.5 31,876 161,449 3.706 31,866 160,899 3.694 100-YR 4,928.0 71,535 0.5 34,515 195,964 4.499 34,507 195;406 4.486 4,928.5 74,645 0.5 36,545 232,508 5.338 36,542 231,948 5.325 TOP 4,929.0 77,633 0.5 38,069 270,578 ` 6.212 38,067 ` 270,015 6.199 Culvert Report Hydraflow Express Extension for Autodesk® AutoCADC) Civil 3D® by Autodesk, Inc. Outfall Culvert Invert Elev Dn (ft) Pipe Length (ft) S lope (°/a) Invert Elev Up (ft) Rise (in) S hape S pan (in) N o. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 4929.00 4-928.00 4927.00 4926.00 4925.O© 4924.00 4923.00 4922.00 4921.00 4920.00 = 4921.50 = 70.00 0.71 4922.00 24.0 Circular 24.0 1 0.013 = Circular Concrete = Square edge wlheadwall (C) = 0.0098, 2, 0.0398, 0.67, 0.5 = 4928.00 = 4.00 = 100.00 Outfall Culvert Calculations Qmin (cfs) Q max (cfs) Tailwater Elev (ft) Highlighted Q total (cfs) Q pipe (cfs) Q overtop (cfs) Veloc Dn (ft/s) Veloc Up (ftls) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Friday, Jan 13 2017 - 33.10 = 33.20 = 4922 = 33.10 = 33.10 - 0.00 - 10.73 10.54 4923.40 4924.87 4927.75 2.88 Inlet Control Hw Depth (ft) 7.00 Inlet 5 10 15 Circular Guly erl 0 5 HGL 5 40 5 Emban k 0 65 70 75 6 8 5 90� Reach ifl 6.00 4.00 3.00 2.00 1.00 2.r Channel Report Hydraflow Express Extensions for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jan 13 2017 Panorama Estates P.U.D. - Outlet Sheet Flow Channel - 100 -Year Storm Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4924.00 4923.50 4923.00 4922.50 4922.00 4921.50 4921.00 25.00 = 4.00, 4.00 _ 2.00 4921.50 0.10 0.020 Known C = 33.20 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Ye (ft) Top Width (ft) EGL (ft) 0.70 33.20 19.46 1.71 30.77 _ 0.33 30.60 - 0.75 0 5 10 15 20 25 30 35 40 45 50 55 Depth (ft) 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jan 13 2017 Panorama Estates P.U.D. - Outlet Sheet Flow Channel - Onsite 10 -Year Historic Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4924.00 4923.50 4923.00 4922.50 4922.00 4921.50 4921.00 25.00 = 4.00, 4.00 _ 2.00 4921.50 0.10 0.020 Known C = 33.20 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Ye (ft) Top Width (ft) EGL (ft) 0.70 33.20 19.46 1.?1 = 30.77 = 0.38 = 30.60 0.75 0 5 10 15 20 25 30 35 40 45 50 55 Depth (ft) 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Weir Report Hydraflow Express Extension for Autodesk® AutoCADC) Civil 3D® by Autodesk, Inc. Panorama Estates P.U.D. - Outlet Sheet Flow Weir - 100 -Year Storm Rectangular Weir Crest Bottom Length (ft) Total Depth (ft) Calculations Weir Coeff. Cw Compute by: Known Q (cfs) Sharp 80.00 0.50 = 8.83 Known Q = 33.20 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Top Width (ft) Friday, Jan 13 2017 - 0.25 33.20 19.95 1.66 = 80.00 Depth (ft) Panorama Estates P.U.D. - Outlet Sheet Flow Weir - 100 -Year Storm 1.00 0.50 0.00 -0.50 0 10 Weir 20 30 40 .. 50 60 70 80 90 100 Depth (ft) 1.00 0.50 0.00 -0.50 Length (ft) Weir Report Hydraflow Express Extension for Autodesk® AutoCADC) Civil 3D® by Autodesk, Inc. Friday, Jan 13 2017 Panorama Estates P.U.D. - Outlet Sheet Flow Weir - Onsite 10 -Year Historic Rectangular Weir Crest Bottom Length (ft) Total Depth (ft) Calculations Weir Coeff. Cw Compute by: Known Q (cfs) Depth (ft) 1.00 0.50 0.00 Sharp 80.00 0.50 = 8.83 Known Q = 33.20 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Top Width (ft) - 0.26 33.20 19.95 1.66 = 80.00 Panorama Estates P.E.D. - Outlet Sheet Flow Weir - Onsite 10 -Year Historic -0.50 0 10 Weir 20 30 40 50 W.S. 60 70 80 90 100 Depth (ft) 1.00 0.50 0.00 -0.50 Length (ft) Weir Report Hydraflow Express Extension for Autodesk® AutoCADC) Civil 3D® by Autodesk, Inc. Panorama Estates Detention Pond Overflow Spillway Trapezoidal Weir Crest Bottom Length (ft) Total Depth (ft) Side Slope (z:1) Calculations Weir Coeff. Cw Compute by: Known Q (cfs) Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 Sharp 80.00 1.00 4.00 = 3.33 Known Q = 190.55 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Top Width (ft) Panorama Estates Detention Pond Overflow Spillway Friday, Jan 13 2017 - 0.79 190.55 65.70 = 2.90 = 86.32 0 10 Weir 20 30 W.S. 40 50 60 70 80 90 100 110 Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 Length (ft) C. Drainage Basin Maps and Details Historic Drainage Plan Map, Developed Drainage Plan Map, Drainage Details 18 Panorama Estates PUD: Change of Zone Drainage Report /4.10.:•',N..1• %.1”0. '.J.J A13�att;rifijid 1:S_wi:' kid 2,9F? LD lot-dr] iti ❑ 'S - eirlUdAV -eAUt PJ •3111 `8 niinsun) DT I �+ Id 568U1 :G :)!Jr4 IH 'tw•o 6e'Ja}S3 aWwOUed 31, `Atddnss JSSeM :Nut! UN SNUISlA97J a' W i a 3 } • s it }1 iC 4! r cfy „rr -� _ �r ---, IN\r t--, h I,1• i —v x N. 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J.xIn .,.1 Response to Concerns Weld County Department of Public Works - Access Location — The access location has been moved to the south side of the property as requested by Janet Lundquist, Weld County Department of Public Works representative. Access permit AP16-00402 has been issued by the Department. Weld County Department of Planning Services — Engineer - An updated Drainage Report has been completed by J&T Consulting, and included with this submittal. Weld County Department of Planning Services - Common Open Space waiver — We believe that the required 150/0 open space is not essential for Panorama Estates. We will be happy to ask the Board of County Commissioners for the waiver from open space and discuss the ownership of the drainage area. 60' Easement to Lot B RE -1850 — The easement was requested by the owner of Lot B RE -1850 in order to make access to his lot easier. The property owner would have to get approval from Weld County Department of Public Works and the Panorama Estates Homeowner's Association before it could be utilized. Weld County Department of Public Health and Environment - Individual Sewage Disposal System requirements have been met. The requested percolation tests have been completed. A new report from Soilogic dated November 21, 2016 has been included with this submittal. Weld County Zoning Compliance - The site is not in violation. Weld County Sheriff's Office - The Weld County Sheriffs Office indicated no concerns. Town of Frederick — The Town of Frederick indicated no concerns Central Weld County Water District - Bob Choate, Assistant Weld County Attorney has reviewed the Can -Serve letter submitted with the Sketch Plan application. In an email dated 11/8/2016, Mr. Choate has indicated that the Can -Serve letter is adequate presuming that the developer can meet ail the requirements The applicants have contacted the Northern Colorado Water Conservancy District and understand the water tap and line extension requirements necessary to serve Panorama Estates. Norther Colorado Water Conservancy District - The applicant has contacted the Northern Colorado Water Conservancy District as requested in the Central Weld County Water District Can -Serve letter. Emails from Marilyn Conley, Inclusions Administrator, are included with this submittal. The emails dated 11/9/2016 and7/31/2014 indicate that the site will not be required to petition for membership into the Conservancy Districts at this time. Mountain View Fire Rescue - No concerns were raised by Mountain View Fire Rescue. All required development standards pertaining to water supply, fire hydrant locations and street design will be met. Lyon Gaddis on behalf of New Coal Ridge Ditch Company — The New Coal Ridge easement and ditch will not be modified or impacted and drainage will not be increased without an agreement with New Coal Ridge Ditch Company. An access easement has been obtained from the Sater Family Interest, LP which owns the ditch lateral running from the New Coal Ridge ditch along the west side of County Road 17. The agreement allows for the ditch to be run through a reinforced concrete pipe at the entrance to Panorama Estates. Lastly, it is understood that seepage from the Ditch is a permanent condition. Colorado Geologial Survey — At time of construction lot specific geotechnical investigations will be completed. Construction of foundations and basements will follow the recommendations made in the geotechnical reports. Town of Firestone — The Town of Firestone did not respond to a referral request at the Sketch Plan phase. The attached email dated 12/19/2016 was sent to Rebecca Toberman, Planning Coordinator for the Town. No response was received. Longmont Soil Conservation District - The District did not respond to the referral request. However, the district did respond in 2014 during the previous 16 lot submittal. At that time they indicated that the site had no soil limitations. Fort Lupton Postal Service — Please refer to the attached change of zone plat. A representative of the Fort Lupton Post Office has indicated that the location of the mail delivery area is fine. They asked that we discuss the construction of the site with then before the final plan, School District RE -I — In the attached email dated December 8, 2016, Douglas Moss representative for the RE -1 School District indicated that they had no concerns regarding the bus route, turning radius or bus shelters. Encana/Crestone Peak Resources - This subdivision was originally submitted as a 16 lot subdivision. The applicants were in discussion with Encana throughout the original application process. All concerns within the applicants power were addressed. The applicants have contacted Crestone Peak Resources since the application was expanded to 26 lots. Crestone representatives requested that an underground gas pipeline which runs under lots 24, 25, 26 and 18 be relocated. The applicants were in agreement with this request. The plat has been updated to show the new location of the pipeline. DEVELOPMENT GUIDE Sec. 27-6-40. Component One — environmental impacts. 1. Noise and vibration. The subdivision will maintain compliance with noise and vibration levels as permitted in Section 4-9-40 of the Weld County Code. 2. Smoke, dust and odors. The site will maintain smoke, dust and odor levels in compliance with levels allowed by the Colorado Air Quality Control Regulations. The lots will be serviced by a paved road which will limit dust. 3. Heat, light and glare. The proposed lots will maintain heat: light and glare levels below the maximum permissible levels as described in Section 23 of the Weld County Code. Outdoor lighting shall be arranged to deflect light away from any properties and from County road. 4. Visual/aesthetic impacts. Covenants will ensure that the aesthetics of the site are compatible to that of surrounding residential and agricultural land uses. 5. Electrical interference. The subdivision will not create any electrical interference. 6. Water pollution. The site will be designed and graded to meet all applicable Federal, State and County water quality regulations. 7. Wastewater disposal. All wastewater will be disposed of through septic systems which have been properly permitted in accordance with State and County regulations. 8. Wetland removal. There are no wetlands on this site. 9. Erosion and sedimentation. The site will be designed and graded with a storm water pond to capture any sedimentation. Further: the grading permit will include erosion and sedimentation controls, 10. Excavating, filling and grading. Grading permits will be acquired prior to excavating, filling or grading on the property. 11. Drilling, ditching and dredging. Any drilling. ditching or dredging done within the subdivision will be conducted according to applicable regulations and all required permits will be obtained. 12. Air pollution. All applicable air quality regulations will be maintained. 13. Solid waste. No solid wastes will be located on this site unless appropriately permitted. 14. Wildlife removal. The site is currently farmed which limits its use by wildlife. 15. Natural vegetation removal. The site is currently farmed therefore no natural vegetation will be removed. 16. Radiation/radioactive material. There will be no radioactive materials within the subdivision. 17. Drinking water source. The site will be serviced by Central Weld County Water District. 18. Traffic impacts. The interior road shall follow Rural Local Paved specifications as shown in Appendix 24-E of the Weld County Code and shall be maintained by the Panorama Estates HOA. The applicant will enter into an agreement with Weld County to pay their proportional share of the upgrades to County Road 17 from the entrance of Panorama Estates to County Road 24 when traffic counts require the upgrade. Sec. 27-6-50, Component Two — service provision impacts. 1. Schools. Gilcrest School District RE -1 has requested $1,054.20 per lot to mitigate impacts to the school District. In the attached email dated December 8; 2016: Douglas Moss representative for the RE - 1 School District indicated that they had no concerns regarding the bus route, turning radius or bus shelters. 2. Law Enforcement. Signs and addresses will be adequately posted to ensure emergency responders will have no difficulty in locating homes. Any additional concerns raised by the Weld County Sheriff's Office will be addressed as conditions of approval. 3. Fire Protection. The applicants met with Chuck Boyes. Fire Prevention Specialist, with Mountain View Fire Protection District to ensure that all District concerns have been or will be adequately addressed. 4. Ambulance. The twenty-six lots proposed will have a minimal impact. Signs and addresses will be adequately posted to ensure emergency responders will have no difficulty in locating homes. Any additional concerns raised by ambulance services will be addressed as conditions of approval. 5. Transportation (including circulation and roadways). Panorama Estates is accessed from County Road 17. The interior road shall follow Rural Local Paved specifications as shown in Appendix 24-E of the Weld County Code. A gated emergency access has been included on the west side of the property. 6. A traffic impact analysis prepared by a registered professional engineer. A memorandum from Delich Associates Traffic and Transportation Engineering addressing the traffic impact was submitted at the sketch plan phase. Recommendations made in the memorandum will be addressed in the improvements agreement at final platting. 7. Storm drainage. An updated Drainage Report prepared by J&T Consulting dated January 2017 is attached to this submittal. 8. Utility provisions. The utilities providers for Panorama Estates are as follows. Gas: Xcel Energy See attached Will Serve Letter Electric: United Power See attached Will Serve Letter Phone: Century Link See attached email 9. Water provisions. Panorama Estates will be serviced by Central Weld County Water District. A will serve letter has been submitted and approved by the Weld County Attorney's Office. 10. Sewage disposal provisions. The residences will be attached to septic systems which will be appropriately permitted through Weld County Environmental Health. 11. Structural Road Improvements Plan. Panorama Estates accesses onto County Road 17. Traffic counts indicate that County Road 17, from the entrance of Panorama Estates to County Road 24, should be upgraded with magnesium chloride. This upgrade will be addressed in the improvements agreement. The applicants are willing to pay their proportional share of this and future upgrades in conformance with the Weld County Comprehensive Plan. Sec. 27-6-60. Component Three — landscaping elements. 1. Landscape plan. Minimal landscaping is proposed. The open space will be planted in pasture grass to accommodate drainage as well as recreational uses. The entry mail area will be planted with a mixture of evergreen trees. 2. Proposed treatment, buffering or screening. No buffering or screening will be necessary to achieve compatibility within the development or with the surrounding properties. The large lots and building envelopes ensure adequate spacing between uses. 3. Maintenance schedule for landscaping. The landscape in Outlot A will include the use of evergreen trees which will require minimal water or maintenance. The trees will be watered with the shared ditch water until they are established. 4. On -site improvements agreement. A preliminary cost estimate prepared by Northern Colorado Constructors; Inc. is attached to this submittal. The applicants will enter into an improvements agreement at final platting. 5. Evidence of adequate water. Residential water taps from Central Weld County Water District will service the homes. Panorama Estates Homeowners Association will own 14 shares of Coal Ridge Ditch water which varies with the hydrologic cycle and Colorado's priority system but normally produces 1 acre- feetJshare. The HOA will have the authority to order and distribute water for irrigation for the open space and individual lots. The HOA can lease additional CBT water throughout the summer when available. Sec. 27-6-70. Component Four — site design. 1. Unique site features. No unique natural features exist on the site. The property naturally slopes from the southeast to the northwest A drainage pond will be located on the west end of the property to collect and release water at the appropriate levels as required by Weld County, 2. PUD rezoning is consistent with the goals and policies of Chapter 22 of the Weld County Code. Section 22-2-120.A. R.Goal 1. states. 'Ensure that adequate services and facilities are currently available or reasonably obtainable to serve the residential development or district." The applicant has submitted evidence that all services including water, septic, roadways, drainage, utilities and public services can adequately service the subdivision. Section 22-2-120.R.Policy 2.1 states "improvements associated with residential development should be based on the direct impact that development proposals have on the infrastructure and services related to that development. This may include being required to address off -site improvements necessary to adequately support any individual development." A preliminary Improvements Agreement addressing all construction costs has been included with the Change of Zone application Traffic counts indicate that County Road 17, from the entrance of Panorama Estates to County Road 24, should be upgraded with magnesium chloride. This upgrade will be addressed in the off -site road improvements agreement. The applicant is willing to pay a proportional share of this and future upgrades in conformance with the Weld County Comprehensive Plan, Recommended Strategy T.2.2.a. which states " Strive to have all users pay their proportionate fair share" Section 22-2-120.0, R.Goal 3. states 'Consider the compatibility with surrounding land uses, natural site features, nearby municipalities' comprehensive plans and general residential growth trends when evaluating new residential development proposals." The applicants proposed use is very similar to those on the surrounding properties. 3. Compatibility with the PUD Zone District. The subdivision will follow the uses allowed by right, accessory uses, uses by special review and bulk requirements of the Estates Zone District. Covenants will further control animal units, pets, landscaping, fencing, building design and location. 4. Compatibility with the surrounding land uses. Panorama Estates is surrounded by agricultural and large lot residential properties. These property uses are very similar to what is being proposed in this Change of Zone. 5. Overlay Districts. The property does not lie within any overlay districts. Sec. 27-6-80. Component Five — common open space usage. 1. Common open space. Because of the large lot size, and location of the subdivision the applicant is proposing 2.63 acres of recreational common open space in combination with the drainage area. The front entrance, postal area and the open space will be owned and maintained by the HOA in perpetuity. 2. Establishment of Homeowner's Organization. A Homeowner's Association shall be established prior to recording the PUD Final Plat. 3. Mandatory membership. All lot owners will be part of the Homeowner's Association and shall be subject to the Panorama Estate Covenants. 4. HOA responsibilities. Panorama Estate Covenants ensure that the organization will be responsible for liability insurance, taxes and maintenance of common open space. 5. HOA powers. Covenants guarantee that homeowners can be held liable for the cost of operating and maintaining common facilities thru levy assessments. 6. Failure to maintain common open space. Covenants will address failure to maintain common open space. Said failure may be dealt with through a tax lien pursuant to Section Colorado Revised Statute or by the Board of County Commissioners as stated in the Weld County Code. 7. Common open space allocation. %15 common open space has not been designated in Panorama Estates. Because of the large lot size; and rural location of Panorama Estates the applicants are proposing 2.63 acres of common open space. The open space will also be used as a drainage area. Sec. 27-6-90. Component Six — signage. The final plan for the development sign will be included in the Final plat submittal. The location of the sign is designated on the landscape plan showing the mail delivery area. All signage within the PUD will be in compliance with the Estate zone district as described by the Weld County Code. Sec. 27-6-100. Component Seven — RUA impact. Panorama Estates does not lie within an area designated a RUA Sec. 27-6-110. Component Eight — intergovernmental agreement impacts. At the start of this project Panorama Estates did not lie within an area designated in an intergovernmental agreement. The site now lies within the Firestone intergovernmental agreement area. Firestone representatives did not respond to the referral request. Subsequently the attached email was sent to Rebecca Toberman, Firestone Planning Coordinator. The email requests any additional concerns or comments that the Town representative may wish to make. No response was received. Weld County Treasurer Statement of Taxes Due 1"ckal T)c cnpgon Sekt.5 4{jrlr[„ tl I I•:I r..l -.ti.I I \I.l' I! 1. • t.,_ tear •I Lk fly C'I,urgr Ir=7 CL1 k' J'avrneaLs E!-Mhac- (land tour, a; n19ii 15r2.917 33726 Au-Ulu:T/ Ivtil11 E.ers Amount l'ulues nelual :txses:ad yi' L <I =r, -, .�nit" [2,L._TT CLIP.;EN l I BF Er.- "Jlilg1;,is,-,I, ,'4i.J!K11:?INI, \IJ, CC--l.IF...,y. AN- THE -,T L•, i?I ,! ! ^ T.] P Far_ L_ ' 11'IE F:,__t".'ll7-fL I.1.'..I -AD h^')EI:. I. I-Ir..F,'.r[° - A.--:J'T TAx LIEN Chris Gathman From: Sent: To: Subject: Chris Gathman Tuesday, February 28, 2017 3:54 PM 'sherilockman@what-wire.com' Remaining application items for Panorama Estates PUD Dear Sheri, See the attached comments from Hayley Balzano: Applicant has submitted a Drainage Report, however, the release rate is incorrect - it should be for the 5 year storm historic release rate. Due to the application being for Change of Zone, this will need to be addressed. At Change of Zone, a vehicular circulation system design will be required, including: cross sections, pavement study information, type of surface, parking/loading areas (if applicable), access to public rights of way, curb gutter, and sidewalk (if applicable), layout of roadway, vehicular speeds, traffic signage, plan and profile (horizontal and vertical curvature). Can you please provide more information about the 60' foot easement for Lot B of RE1850 that is mentioned in the documentation? If you have any questions from Hayley—you can contact her at hbalzano@weldgov.com or 970-400-3552. Regards, Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue tel: 970-400-3537 fax: 970-400-4098 Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. 1 Show Full Headers I Print Close Printer View From: "Mass, Douglas C" cmossdwcsdrel.ci-g> To: sherllockmar7+,iwha - ire.cnm Cc Richard L Wright .vrightrii �A;rsdreLo-oa Subject: Re: Development r v'ew Date r t,u 12/48/ 16 03.05 PM Sheri, Spoke with Mr. 1Nright our Transportation. Director and gave him a copy of the development. He said he had n❑ pr'cihlern as long as the bus could pull in and oat of the development and do a circla route to pick up the students. Hope this helps. Let me know if yo!. have erly further questions. Doug On The, Dec 1, 2016 at 11:76 AM, k _ › wrote: Doug, Thank you for your hela with this 26 int subdivision and my four lot Heirs subdivision an the southwest corner of County Road 17 and 26. Plannir,y star( askua ma to make sure you don't have any further requirements' regarding the bus route, taming radi;,s. bus shelters act. Thanks ag;iir,, Sheri Li.j 1rrnan Lockrnan Land Cunsrltirg, LLC 35509 CR 41 Eaton, CO ,90615 070-781-0526 rate: From; "Moss, Douglas C" To: Subject: Re: Development review. rats we i, 16 Nov 2016 13:49:39 -0700 Sheri, I have no quest ins in regards to the change. The amount per sate !s still the S],054.20 x 26 = 52741(]9.20- Once you get a new Case Number they will send this over and I veil provide the same letter to the County that Dr. Barbie. prepared. Let me knuv: -` you ircve any further questions- Good luck and look forward to the new ease numbs -n soon. Doug On +,^Jecl, NOV 16, 2x110 at 1.2:50 PM, ---•- --. nrotc: Ciuod mnniii'9 Mr 4v1ass, was given your name as the contact for development rediew for the PE -1 School District In 2014 1e were approved far a Cnangc or Tons for a Lb Int Plarr:led Unit Development, We have resubmitted the appl+ction far 26 lots. t have. attached the original comments made by Jo Evarbir_ and a new site plan_ Cuuld you Diease IN as know t ifs current n Ireu payment amount and any Other conditions or concerns you may have. Thank you. SI'rE:ri Lnckreen Lockman Lend Consulting, LLC UNITED �u.tirl!Izer :r. '1a 1': .'I,. tiI i L.0-,:S;rari I {61N { ,5tiniV Iti,I 4' (:r 1 Srlr' !)car 1 I.L;Lh rsl"• irivd III n, :43Cr JI cI :Tl'li ',Cr''.iCC in i17c a['ca SLl tIiC iU IriI �4'LI : {7 Il l S:E ['i; lt'ltiit!I! 111 HL: !i:°,111.x] P_1!1,-0:1:77 I _'5"a'C' Ic c:!Ii,'. _r' �; it ) _.[ LI t[r I{Li i 7. I j c rr is .L trit trl ii,lrih i!Ittrl lit'.I]e JIL,1 [I:.I'. gray or r',1:, !lii! 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