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Home My WebLink About20102382.tiff C '1)�7 Weld County Planning Department �,�r GREELEY OFFICE • se) ns 7f11n MEMORANDUI\ECEVED TO: Lin Dodge, Planning Services DATE: Sept 1, 2010 WIiDc FROM: Clay Kimmi, P.E., CFM SUBJECT: USR-1630 Rejoice Lutheran Church Grading Permit COLORADO The applicant's representative submitted the grading permit application package to the Planning Department. The Planning Department submitted the packet to Public Works for review on August 30, 2010. The Weld County Public Works Department has reviewed the submittal. The submittal appears to be acceptable to Public Works. Once the BOCC has accepted the collateral and improvements agreement for USR-1630, please release the hold on the grading permit. Email&Original: Lin Dodge,Planning Services • PC: USR-1630 Michelle Martin,Planning Services • 0aW ^/e d©/0—O7 3eR q-i3-020/O PL 'e15 Page 1 of 1 M:\PLANNING-DEVELOPMENT REVIEW\USR-Use by Special Review\USR-1630 Rejoice Lutheran Church\USR-1630 Grading Permit Release 9-1-10.doc Michelle Martin From: Stephanie Arries Sent: Wednesday, August 11, 2010 12:15 PM To: Michelle Martin Subject: RE: certification of officers The Resolution states that the President and any Vice-President can sign documents The Second page only has one vice president and no president, so I would say that the VP is your man...l assume that they wanted to make the pastor eligible, but that person is not named as the president. They would need a new resolution to accomplish that From: Michelle Martin Sent: Wednesday, August 11, 2010 12:02 PM To: Stephanie Arries Subject: FW: certification of officers Stephanie, Could you please give me your thoughts regarding who has the ability to sign for"Rejoice Lutheran church" this involves the improvements agreement and plat, thanks. Michelle Martin Planner Ill 1555 N 17th Ave Greeley,CO 80631 mmartin@co.weld.co.us PHONE: (970) 353-6100 x 3540 FAX: (970) 304-6498 From: rnarucki@comcast.net [mailto:rnarucki@comcast.net] Sent: Tuesday, August 10, 2010 2:34 PM To: Michelle Martin; Diane Koenig; Rick Nearman; Amy Deines Subject: certification of officers Greetings Michelle, Thank you for the pertinent information this morning. I have pulled the congregational meeting's resolution of March 28, 2010. The congregation voted on going forward with the loan for the renovation of the church house. They also voted as to the officers of "Ministry" who are authorized to carry out business for the congregation. I believe this will suffice as to the ability of myself, council president or another officer to sign documents. I am sending this for you to look at so you can decide if this resolution will suffice as prove of authority. Please let me know ASAP so we may go forward without delay. Thank you for your consideration and time. Pastor Ruby Narucki, Rejoice Lutheran Church 1 •7 1SION INVESTMENT FLSD OF THE EVANGELICAL LUTHERAN CHURCH IN AMERICA 8765 West Higgins Road Chicago, Illinois 60631 WHEREAS the Rejoice Lutheran Church (Ministry) proposes to borrow the sum of$596,000.00 from Mission Investment Fund of the Evangelical Lutheran Church in America under the following conditions (a) the loan proceeds are to be used for the purpose of refinancing an MW loan and renovating a house, (b) the loan is to be secured by a first lien deed of trust or other security instrument, on the real property of the Congregation, specifically the church buildings and grounds as well as the personal property of the ministry, (c) the loan will be for a term of IS years at a fixed interest rate, and it is 3.5%. RESOLVED that (a) the Ministry is authorized to borrow the sum of$596,000.00 from the Mission Investment Fund of the Evangelical Lutheran Church in America, to be used for the foregoing purpose and to be secured by real property of the Ministry as set forth above; (b) the President and/or any Vice President of the Ministry are authorized to execute the promissory note and mortgage, or deed of trust or other security instrument, to evidence sail borrowing, with such changes in those documents as such officers of the Ministry may approve. (c) those officers are also authorized to take all further actions and execute all such further documents as may be necessary to carry out the foregoing borrowing; and (d) those officers are also authorized to agree to any extensions in the payment dates or due dates under that promissory note as are acceptable to the Fund. CERTIFICATION OF SECRETARY OR ASSISTANT SECRETARY Re: Adoption of resolutions and certification as to officers Name of Ministry: Rejoice Lutheran Church Address: 3413 Lowell Lane, Erie, CO 80516 I. , Rxt 2 rladi2x m ale t^ am the Secretary of the above named ministry (herein the "Ministry", and I hereby certify to the following: 1. Adoption of resolution by a 2/3 vote of the ministry and by the governing board: The above is a true and correct copy of a resolution duly adopted (A) by vote of the Ministry Council of the Ministry at a meeting of said governing board duly called and held on Tuesday, March 9, 2010, at which meeting a quorum was at times present and acting; AND (B) subsequently by a two-thirds vote of the members of the Ministry at a meeting thereof duly called and held on Sunday, March 28, 2010 at which meeting a quorum was at all times present and acting, and that said resolution remains in full force and effect as of the date of this certification. • • 2. Certification as to officers of the Ministry. I further certify that the following are the titles, names and signatures of the officers of the Ministry: Title Name Signature • ids A6yttlark • Vi:.E re.5\c: TQ CV't sT ;cn fly 7 � t ' Vie' i� Date of this certification: N rci-, ,L;1 .„, 9-0) 0 Signature of certifying officer; \ ! I,, � � i"�v.(;. Print name \ i il\.i( :A.Li� Title: Secretary -.Assistant-Seer-€.0.1:y/[strike out inapplicable terms] 2 Weld County Planning DepartMinf GREELEY OFFICE MEMORANDUM RECEIVED TO: Michelle Martin, Planning Services DATE: August 4, 2010 V1 FROM: Clay Kimmi, P.E., CFM, Public Works ant C SUBJECT: USR-1630, Rejoice Lutheran Church Comments COLORADO The Weld County Public Works Department received the proposal on August 3, 2010. It appears that the applicant has addressed the Public Works resolution items with the exception of the Improvements Agreement have been sufficiently addressed by the applicant. Improvements Agreement: An !mprovements Agreement and Collateral will be required prior to recording of the Plat. The Improvements Agreement is under review by Public Works and Planning and will be forwarded to the applicant once the internal review is complete. Drainage Report: On August 3, 2010, the applicant's engineer submitted a final drainage report dated August 2, 2010 and was stamped and signed by Todd Borger, P.E. No. 32993. The final drainage report appears to be acceptable to Public Works. Construction Drawings: On August 3, 2010, the applicant's engineer submitted the Construction Drawings for the project. The drawings were dated August 2, 2010 and signed and stamped by Todd Borger, P.E. No. 32993. The construction drawings were acceptable to Public Works. Plat Drawing: On August 2, 2010, the applicant's architect submitted final plat drawings. The drawings were reviewed by Public Works on August 2, 2010 and appear to be acceptable. Non-exclusive License Agreement: The Non-exclusive license agreement was approved by the BOCC on August 4, 2010. Access Permit: Public Works received the access permit application from the applicant on July 28, 2010. The access permit was approved by Public Works on July 28, 2010. Grading Permit: A grading permit is required after the plat has been submitted for recording and prior to the issuance of building permits. The applicant is aware of the requirement and has been provided with the applicable information. This requirement should not hold up the recording of the plat. Email+original: Michelle Martin, Planning Services Cc to file: USR-1630 Page 1 of 1 M:\PLANNING—DEVELOPMENT REVIEV USR-Use by Special Review\USR-1630 Rejoice Lutheran Church\USR-1630 Comments 8-4-10.DOC • • • FINAL DRAINAGE REPORT • FOR • USR-1630 • REJOICE LUTHERAN CHURCH • WELD COUNTY, COLORADO • • • • • Prepared for: • REJOICE LUTHERAN CHURCH • d/o Pastor Ruby Naruki • P.O. Box 1244 • Erie, CO 80516 • • • Prepared by: • TJB CONSULTING GROUP, LLC 1 1- • 2602 Clover Basin Drive, Suite B AttaibitA by �►,L • Longmont, Colorado 80502 &AWL • S•44•40 • cot • September 13, 2007 --- - • April 27, 2010 [ I I� �� • Revised: August 2, 2010 • AUG - 3 2010 _ , • • n"1 • �---- • • • TJB Consulting Group, LLC • • • • • • • • • • • ENGINEER'S CERTIFICATION • • I hereby certify that this report for the Final Drainage Design for Rejoice Lutheran Church was prepared • by me (or under my direct supervision) in accordance with the provisions of Weld County storm drainage • criteria the owners thereof. • • • \\\\\\\p�P010 REtG S O":' TODD E. •. cc‘ OOZ Es Es • 2993. • Tod d Re • State of Colorado No. 32993 • • • • • • • • • • • • • • • • • • • • • • • • • a • • • • • • TABLE OF CONTENTS • • Page • 1.0 Introduction 1 • 2.0 General Site Location and Description 1 • 3.0 Drainage Basins and Sub-Basins 1 • 4.0 Drainage Design Criteria 2 • 5.0 Drainage Facility Design 2 • 6.0 Conclusion 7 • • Appendix • A. Vicinity Map • B. FIRM Map C. Soils Map • D. Hydrologic Calculations E. Hydraulic Calculations • F. Rejoice Lutheran Civil Construction Documents • G. Rejoice Lutheran Church Drainage Plans • • • • • • • • • • • • • • • • • • • • • • • • • FINAL DRAINAGE REPORT FOR • REJOICE LUTHERAN CHURCH • 1.0 INTRODUCTION • • The intent of this report is to serve as the Final Drainage Report for the Rejoice Lutheran Church (Church) site. There is currently an existing residential building and gravel driveway on the site. The • historic phase of this drainage analysis will be considered as the site without the existing residential • building and site improvements. The interim phase of this drainage analysis will include a gravel parking lot, sidewalks and the existing building. The future final improvements will include the addition to the • building, an expanded and paved asphalt parking lot and associated landscaping and will be the final • phase of this drainage analysis. • 2.0 GENERAL SITE LOCATION AND DESCRIPTION • Location • The Church Site is on Lot 5, Block 4, Ranch Eggs, Inc. Subdivision Filing No. 2 in the northwest quarter of • Section 34, Township 1 North, Range 68 West, Weld County, Colorado. The site is at the northwest • corner of Lowell Lane and the future Huron Street, see Appendix A for a Vicinity Map. Properties to the east and south of the Church Site are in the City and County of Broomfield. Properties to the west and • north of the Church Site are in Weld County, Ranch Eggs, Inc. Subdivision Filing No. 2. • No major open channels, lakes, streams, irrigation or other water resource facilities are within or adjacent • to the Church Site. • Description • The Church Site, as shown on the attached Drainage Plans, is approximately 4.24 acres. After future • dedication of additional Right-of-Way for Lowell Lane, the site will be approximately 4.10 acres. • Soil type on-site is described in Soil Conservation Service soil survey of Weld County, Southern Part as • Ulm clay loam and is classified within Hydrologic Soil Group C, see Appendix C for details. • The existing ground cover on-site consists of dry land grasses with a few trees and some irrigated • landscaping. The site slopes generally south and east at approximately 1% to 2%. No major open • channels or Irrigation facilities are within the Church Site or within 200 feet of the property. • 3.0 DRAINAGE BASINS AND SUB-BASINS • Major Basin Description • The Church Site is within a single major basin that drains to the southeast and is tributary to Big Dry • Creek. • According to FEMA Flood Insurance Rate Map 080266 0970 D dated September 28, 1990, the site is in • Flood Zone C, areas of minimal flooding, see Appendix B for FIRM Map. • Sub-Basin Description • Historic sub-basin H1 and H2 drains offsite easterly towards future Huron Street right of way. Historic • sub-basin H3 drains southerly to Lowell Lane and then east along the north edge of Lowell Lane. Off-Site • Basins OS1 and OS2 drains onto the Church site along the northwest portion of the site. Approximately 0.42 acres of off-site area is tributary to Basins H1 and H2. Runoff from the Church site is conveyed • • • • S • • • • overland towards the east and is tributary to Big Dry Creek, east of 1-25. See Appendix D for hydrologic • calculations. • 4.0 DRAINAGE DESIGN CRITERIA • The drainage design of Rejoice Lutheran Church is in accordance with the Weld County Storm Drainage • Criteria (WCSDC) dated October 2006, and where necessary, the Urban Storm Drainage Criteria Manual (USDCM) by Urban Drainage and Flood Control District, Denver, Colorado. • No previous drainage studies affect or are affected by development of this site. Site constraints include no defined outfall location from the property and relatively flat slopes across the site. • Water quality is provided for both the Interim and Final conditions and detention is provided for only the • Final condition. The 5-year runoff for the Historic undeveloped Church Site is approximately 1.44 cfs. • Therefore, based on Weld County's Criteria, the allowable developed 100-yr runoff from the Church site is restricted to 1.44 cfs. The 100-year event was analyzed as the major storm event. Peak flows were • determined using the Rational Method. Rainfall intensities were taken from USDCM. The one-hour • design rainfall depth of 1.40, 1.65 and 2.70 were used for the 5-yr, 10-yr and 100-yr events respectively. The values for the runoff coefficients (C) are based on "Table RO-5," and the percent impervious (I) • values are based on "Table RO-3," from the USDCM. Detention pond sizing was done using the FAA • Method based on the allowable 100-yr release of 0.28 cfs and undetained flows from the Church Site will be 1.16 cfs for a total developed runoff from the Church Site of 1.44 cfs. • 5.0 DRAINAGE FACILITY DESIGN • General Concept • Historic Phase: • The historic Church site has been subdivided into three sub-basins: H1, H2 and H3. The historic drainage map is based on an existing undeveloped property. Runoff from Basins H1 through H3 will • continue to surface flow towards the east and south and is tributary to Big Dry Creek. The 5-year event • for the historic conditions is the basis for the allowable 100-yr developed release rate for the developed Church site. Basins OS1 and OS2 are off-site basins that will be routed through the site but not . accounted for in the sizing of the water quality capture volumes or the 100-year detention volumes. The • Historic Drainage Plan is Drawing DNG1 in Appendix G. • Interim Phase: • The Interim condition will consist of the existing building, a gravel parking lot, concrete sidewalks and a crusher fines path. The Church Site will be divided into seven on-site sub-basins. Basins Al, B1 and Cl • will included impervious areas and will therefore be routed to a proposed Water Quality pond located at the southeast corner of the Church Site. Basin D1 will remain undeveloped but will also be tributary to • the Water Quality Pond. Basins El and G1 will remain undeveloped, except for a small portion of a • driveway crossing Basin G1, and the runoff from these basins will flow off-site without water quality treatment. Basin Fl will be future Lowell Lane Right-of-Way and will also be undeveloped and runoff • from this basin will flow off-site without water quality treatment. The flows tributary to the Water Quality • pond will be treated by a sediment basin with a riser pipe and the required water quality capture volume will be provided. The discharge from the Water Quality pond will be tributary to the Lowell Lane Right-of- • Way. The Water Quality Pond can be accessed from the north for maintenance. No detention will be . provided during the Interim condition. The Interim Drainage Plan is Drawing DNG2 in Appendix G. • Final Phase: For the final condition, there will be a new building in addition to an expanded paved parking lot and • associated landscaping. The final condition will consist of seven on-site sub-basins. Basins A2, B2 and • C2 will included impervious areas and will therefore be routed to a proposed Detention pond located at the southeast corner of the Church Site. Basin D2 will remain undeveloped but will also be tributary to • the Detention Pond. Basins El and G1 will remain undeveloped, except for a small portion of a driveway • • • • • • • • crossing Basin G1, and the runoff from these basins will flow off-site undetained. Basin Fl will be future • Lowell Lane Right-of-Way and will also be undeveloped and runoff from this basin will flow off-site undetained. The 100-year runoff of Basins El and G1 will be accounted for in determining the 100-year • allowable release rate from the Detention Pond for the Church development. • The Detention Pond will provide a water quality control volume and the 100-yr detention volumes for the • Final Phase of the Church site. Grass lined swales and curb and gutter will direct runoff to the ponds. Peak flows are shown in the calculations. A minimum of one foot freeboard above the 100-year storm • water volume and water quality volume will be provided. The detention pond discharge will be controlled . by an orifice plate on the outlet pipe of the outlet structure. The detention pond will outlet to the south and discharge into the Lowell Lane Right-of-Way. The Detention Pond can be accessed from the north for • maintenance. The Final Drainage Plan is Drawing DNG3 in Appendix G. • Sub-Basin Details Historic 41 • Historic basins H1, H2, and H3 were used in determining the 5-year undeveloped runoff in order to obtain the 100-year developed allowable release rate. Off-site basins OS1 and OS2 were analyzed to • determine how much runoff will be routed through the site. • Basin H1 . Basin H1, approximately 1.15 acres, consists of undeveloped open space on the north portion of the • Church site. The percent imperviousness of Basin H1 is 0.00%. Runoff will be conveyed by overland towards the east to Design Point 1 • C (5-year) =0.15 Q (5-year) =0.42 cfs • . Basin H2 Basin H2, approximately 1.26 acres, consists of undeveloped open space. The percent imperviousness of Basin H2 is 0.00%. Runoff will be conveyed by overland towards the east to Design Point 2. • C (5-year) =0.15 Q (5-year) =0.43 cfs • Basin H3 Basin H3, approximately 1.83 acres, consists of undeveloped open space along the southern portion of • the Church site. The percent imperviousness of Basin H3 is 0.00%. Runoff will be conveyed by overland . towards the south to Design Point 3. • C (5-year) = 0.15 Q (5-year) =0.59 cfs Off-site Basin OS1 • Basin OS1, approximately 0.34 acres consists of undeveloped open space to the northwest of the Church site. The percent imperviousness of Basin OS1 is 0.00%. Runoff will be conveyed by overland to Design Point 4 and combine with runoff from Basin H1 and be conveyed to Design Point 1. • C (5-year) =0.15 Q (5-year) =0.14 cfs • C (10-year) = 0.25 Q (10-year) = 0.28 cfs • C (100-year) =0.50 Q (100-year) = 0.92 cfs • • • • • • • • • • • Basin 0S2 • Basin OS2, approximately 0.08 acres, consists of undeveloped open space to the northwest of the • Church site. The percent imperviousness of Basin OS2 is 0.00%. Runoff will be conveyed by overland to Design Point 5 and combine with runoff from Basin H2 and be conveyed to Design Point 2. • • C (5-year) = 0.15 Q (5-year) = 0.05 cfs • C (10-year) = 0.25 Q (10-year) = 0.08 cfs • C (100-year) =0.50 Q (100-year) = 0.25 cfs • Interim • Basin Al • Basin Al, approximately 0.61 acres, consists of mostly undeveloped open space on the north portion of the Church site but includes a portion of the roof of the existing building. The percent imperviousness of • Basin Al is 1.51%. Runoff will be conveyed by overland flow towards the east to Design Point 6. • C (5-year) =0.16 Q (5-year) =0.24 cfs • C (10-year) = 0.26 O (10-year) = 0.47 cfs • C (100-year) =0.51 Q (100-year) = 1.49 cfs • Basin B1 • Basin B1, approximately 0.18 acres, consists of the landscape area with a crusher fine path that drains to a low point at the basement entrance to the existing building at Design Point 7. The runoff to the low area • will need to be pumped to discharge into Basin Al. The percent imperviousness of Basin B1 is 10.76%. • C (5-year) = 0.23 Q (5-year) = 0.15 cfs • C (10-year) =0.32 Q (10-year) =0.25 cfs C (100-year) =0.55 Q (100-year) = 0.70 cfs • • Basin C1 Basin Cl, approximately 1.37 acres, consists of a majority of the existing building, sidewalks and a gravel • parking lot. The percent imperviousness of Basin Cl is 38.37%. Runoff will be conveyed by overland to • a drainage pan along the east side of the parking lot which discharges to Basin D1 at Design Point 8. • C (5-year) = 0.44 Q (5-year) = 2.14 cfs C (10-year) =0.50 Q (10-year) = 2.92 cfs • C (100-year) =0.67 Q (100-year) = 6.35 cfs • Basin D1 • Basin D1, approximately 1.63 acres, consists of undeveloped open space on the southern portion of the • Church site and includes the water quality pond. The percent imperviousness of Basin D1 is 0.00%. Runoff will be conveyed by overland flow towards the south to Design Point 9. • C (5-year) = 0.15 Q (5-year) =0.39 cfs • C (10-year) = 0.25 Q (10-year) = 0.77 cfs • C (100-year) =0.50 Q (100-year) = 2.53 cfs • • • • • • • • a • • • • Basin El • Basin El, approximately 0.19 acres, consists of undeveloped open space along the southern edge of the • Church site. The percent imperviousness of Basin El is 0.00%. Runoff will be conveyed by overland . flow towards the south to the Lowell Lane Right-of-Way at Design Point 10. • C (5-year) = 0.15 Q (5-year) =0.10 cfs C (10-year) = 0.25 Q (10-year) =0.19 cfs • C (100-year) =0.50 Q (100-year) = 0.62 cfs • Basin F2 Basin F2, approximately 0.14 acres, consists of undeveloped open space along the southern edge of the • Church site that will be future Lowell Lane Right-of-Way. The percent imperviousness of Basin F2 is 0.00%. Runoff will be conveyed by overland flow off-site undetained at Design Point 11. • C (5-year) = 0.15 0 (5-year) =0.08 cfs • C (10-year) = 0.25 Q (10-year) =0.15 cfs • C (100-year) =0.50 0 (100-year) = 0.50 cfs • Basin G1 . Basin G1, approximately 0.11 acres, consists of undeveloped open space at the northeast portion of the Church site. The percent imperviousness of Basin 61 is 6.25%. Runoff will be conveyed by overland • flow off-site undetained at Design Point 12. • C (5-year) = 0.20 Q (5-year) =0.10 cfs • C (10-year) = 0.29 Q (10-year) =0.18 cfs C (100-year) =0.53 Q (100-year) = 0.54 cfs • Final • Basin A2 . Basin A2, approximately 0.61 acres, consists of undeveloped open space on the north portion of the Church site but includes a portion of the roof of the existing building. The percent imperviousness of . Basin A2 is 1.51%. Runoff will be conveyed by overland flow towards the east to Design Point 6. C (5-year) =0.16 Q (5-year) =0.24 cfs • C (10-year)=0.26 Q (10-year) = 0.47 cfs • C (100-year) =0.51 Q (100-year) = 1.49 cfs . Basin 82 Basin B2, approximately 0.16 acres, consists of the landscape area with a crusher fine path that drains to a low point at the basement entrance to the existing building at Design Point 7. The runoff to the low area • will need to be pumped to discharge into Basin A2. The percent imperviousness of Basin B2 is 14.06%. • C (5-year) =0.26 Q (5-year) =0.16 cfs C (10-year) = 0.34 Q (10-year) =0.25 cfs C (100-year) =0.56 Q (100-year) = 0.66 cfs 1 r S S S S • • • • Basin C2 • Basin C2, approximately 1.46 acres, consists of a majority of the existing building, a new building, • sidewalks and an asphalt parking lot. The percent imperviousness of Basin C2 is 51.37%. Runoff will be conveyed by overland flow to a drainage pan along the east side of the parking lot which discharges to • Basin D2 at Design Point 8. • C (5-year) = 0.53 Q (5-year) = 2.50 cfs • C (10-year) =0.59 Q (10-year) = 3.27 cfs • C (100-year) =0.72 Q (100-year) = 6.60 cfs • Basin D2 • Basin D2, approximately 1.57 acres, consists of undeveloped open space on the southern portion of the Church site and includes the Detention Pond. The percent imperviousness of Basin D2 is 0.00%. Runoff • will be conveyed by overland flow towards the south to Design Point 9. • C (5-year) =0.15 Q (5-year) = 0.38 cfs • C (10-year) = 0.25 Q (10-year) = 0.74 cfs C (100-year) =0.50 Q (100-year) = 2.43 cfs • Basin E2 • Basin E2, approximately 0.19 acres, consists of undeveloped open space along the southern edge of the Church site. The percent imperviousness of Basin E2 is 0.00%. Runoff will be conveyed by overland • towards the south to the Lowell Lane Right-of-Way at Design Point 10. • C (5-year) =0.15 Q (5-year) = 0.10 cfs • C (10-year) = 0.25 Q (10-year) =0.19 cfs . C(100-year) =0.50 Q (100-year) =0.62 cfs • Basin F2 Basin F2, approximately 0.14 acres, consists of undeveloped open space along the southern edge of the • Church site that will be future Lowell Lane Right-of-Way. The percent imperviousness of Basin F2 is • 0.00%. Runoff will be conveyed by overland off-site undetained at Design Point 11. • C (5-year) = 0.15 Q (5-year) = 0.08 cfs • C (10-year) =0.25 Q (10-year) =0.15 cfs C (100-year) =0.50 Q (100-year) = 0.50 cfs • Basin G2 • Basin G2, approximately 0.11 acres, consists of undeveloped open space at the northeast portion of the • Church site. The percent imperviousness of Basin G2 is 6.25%. Runoff will be conveyed by overland off- site undetained at Design Point 12. • • C (5-year) = 0.20 Q (5-year) =0.10 cfs C(10-year) = 0.29 Q (10-year) =0.18 cfs • C (100-year) =0.53 Q (100-year) =0.54 cfs • Specific Details • The proposed interim water quality pond will be located at the south end of the Church Site to capture the • flows from the building and parking lot. The interim Water Quality Pond will provide approximately 1,555 . CF of water quality capture volume based on interim conditions. The water surface elevation of the water • quality capture volume is 4981.25 within the Water Quality Pond. • A proposed water quality/detention pond located at the south east portion of the site will provide the required water quality capture and 100-yr detention volumes. The required water quality capture volume • for the final Church development is approximate 1,951 CF with a water surface elevation of 4981.16 • • • • • • • • within the detention pond. The required 100-year detention pond volume for the proposed Church • development is approximately 25,542 CF with a water surface elevation of 4982.20. The pond will release the provided water quality capture volume through a proposed Type C Outlet structure fitted with • a water quality orifice plate. The outlet structure will also be fitted with a restrictor plate located on the 12" PVC outlet pipe that will release 0.28 cfs during the 100-yr event. The pond will provide one foot of • freeboard. The pond has an overflow weir with an elevation of 4982.75 with a top of berm elevation of • 4983.30. The outfall from the pond will be conveyed through a proposed 12" CMP storm sewer and will discharge into the Lowell Lane right-of-way. • An emergency spillway of 20 feet in length will pass two times the 100-year pond inflow, including off-site flow, of 24.8 cfs. • • 6.0 CONCLUSION • Final drainage design for the Rejoice Lutheran Church is in accordance with the Weld County Storm • Drainage Criteria. • The 100-year storm release from the developed site will be 1.44 cfs, which is the 5-year historic discharge • from the site. This design will effectively control the damage to the property and surrounding properties • from storm water runoff. • • • • • • • • • • • • • • • • • • • • • • • • • a • • • • • 6.0 REFERENCES • 1. Urban Storm Drainage Criteria Manual, Volume 1, Urban Drainage and Flood Control District, • Wright Walter Engineers, June 2001. • 2. Urban Storm Drainage Criteria Manual, Volume 2 Urban Drainage and Flood Control District, • Wright Walter Engineers, June 2001. • 3. Urban Storm Drainage Criteria Manual, Volume 3, Urban Drainage and Flood Control District, • Wright Walter Engineers, June 2001. • 4. Weld County Storm Drainage Criteria, Weld County Public Works, October 2006. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • I • • I • • • • • • • • • • Appendix A • Vicinity Map • • • • • • • • • • • • • • • • • • • • O • g • i OO-4 e • i( O O • i • i OI • e Z a • I SZ 31d1SUBINI � o to • I iWo � • I Z o Z U • I z ' � F_ • � O w • 111 W ~ 0 • a0 O • I J a • I O z • I o 0 • w I 0 W ? W • w • I Z a • Z J CO • Z J J W • O O • -, J o • A 4 . • u ≥ 5 J L0HO0 6om a o • W m m o mrn • g' Wo �1 > o • � Q I a y a ., 51 • ~ N 41' a' 'v O a • I r- , CO c II C•E0 • 1uHnaiitP" • • • • • • • • • • • • • • • • • I • • • • • • • • • • • • • • • • Appendix B • FIRM Map • • • • • • • • • • • • • • • • • • • • • 4 • g • $ /s d I Wo o$ \ 10. • m < � n 6"...0 boa e '� u o..-frK • w i ma that io C� °1m%@ Lu • z co IN ewe F C z _ am a n ` 9 n ft ca • \Tr - 1 S o F...I ...7z -+ i ea o p6p6 F • e O [y W W C aOL - X r m� O O Z L6 .qn':r.i. 4. t a'L r o la. 171 3U� a s � . %#Eao n r : ,t ' &ecKc • d --- ---.- . _. t fr o i21 a I 1 .E • -1 O % wnB kg • Ighti • coF taoa • - Ti _ \ ,_____ - <:_sNN• i, I • • IF U ft ii • I oil n M • N Ilil M ••• I • ! I tIi • li t • • ii I' O. • I\ li II H. 1 • 0 — I - • ;'I, • • I • • a • • • • • • • • • • • • • • • • • • • • • • • • • • • Appendix C • USGS Soils Map • • • • • • • • • • • • • • a • • • • in • b b b b b § • OM • OOBBZ4P OSL't►4 OOL•DP 099:Z44 009:Z44 OSSOZ►/ ,.il .6S .401 e in „ll .69 -POI N O ij iE 14414 .- . ,'20!-- :�.1-r4-=' _ ti- •` ;; - CO l0 I fit,!• '� ,i ^ i�. ' ` sip�.. � woe a. • O • • • ii • f0 16' • C C m .C • p co • it: $ � o � � + 0— • 0 t► - ,o v H in a d JD Zs p 3 0 1 w ° aV c • CO ' v • O § . `F • Y7 S r - rn - _ fM I. • �. .. , cci m • 8 _ Aso., pa`alQ < N • a • $ g N ii,�,�� 1.- . gj .,- d § wit' _ p _ ' • FF orn ... • t _ - Z • 1 .-m• icf. ..oc Tit . , • _ „II _ 2 co O S . zQ ZU It Q .0¢ ,6S .401 II • ,0£ .69 .P01 $ § '��ii 0099Z44 0919Z44 OOL9Z44 0S99Z44 ODOR l'4 0SS9t►► • in " 111 bsti • • S • • • • • O (7 • _ co o S a d <� • O E m d e b a, pp a N 0 a L' �I 3 c a • g to L d '0 c t E O C W 3 f a • 2 _ o s .`s2 & `0 m 80q a N o d d O x d d 2 ^2 U No 1° 55 • F in a 'a woo z v� oE �' u Q 3 m o �,z a _c_v Q i° a • N 4 n 9 0, D 0 J `° O t a 02 ;; Y, U. 0• m g °ai GN Eo ooc L ESE$ • ea � > d f E SP EL= v.° ill d BaaiE • Q _u 8 m` m J @ al 3 a t y g m p2 0 N L z K d a O O a • C 7 EE c^ E N- T N 6°, T N at `I O E O U ^p J • N a O C a N Q d a E.58"-.= O 5'� L d 3 t? — 2 Ism C a m a 6 a D C c N N E O O C Vpp.Y 2 Q a L a J • a N a S Si got,. S.N y m m o nli om or. ? L QQ LL • L a E N U F{{ N N O f u E 0 r O t • N ^ 2 m o m O • 53 z m 000 N • c< n • o ac co W L o US g g j a • 3J C .g b� ta • d 0 z (.a K • R S • co s g n 45 S CO f • z u < U I w E 'c C Z o a (7 E a o n m •Iv • — c w q O J ≤ g a p E _ .I x $c 2 c rt u tt R 6 • p, 2 i° o < g m a u d o z x u e S m z a g S g Q d • c e n n 0 n ® D n n s 8 } t • r LI m a Gd �, a x, i A. �. a a N a 3 I " o • ` N 0 c • &a° 2 • N 0 , z O • ZU • 1 • • • • • 0 • • • • Hydrologic Soil Group-Weld County,Colorado,Southern Part REJOICE LUTHERAN CHURCH • • Hydrologic Soil Group • • • Hydrologic Soil Group—Summary by Map Unit—Weld County,Colorado,Southern Part • Map unit symbol I Map unit name I Rating I Acres in AOI I Percent of A01 66 I Ulm day loam,0 to 3 percent I C 25.4 100.016 • slopes • Totals for Area of Interest l 26.4 100.0% • 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(A/D, B/D, and C/D).The groups are defined as follows: • Group A. Soils having a high infiltration rate(low runoff potential)when thoroughly wet.These consist mainly of deep,well drained to excessively drained sands or • gravelly sands.These soils have a high rate of water transmission. • Group B. Soils having a moderate infiltration rate when thoroughly wet.These • consist chiefly of moderately deep or deep,moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.These soils • have a moderate rate of water transmission. • Group C. Soils having a slow infiltration rate when thoroughly wet.These consist • chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture.These soils have a slow rate of water • transmission. • Group D. Soils having a very slow infiltration rate (high runoff potential)when • thoroughly wet.These consist chiefly of days 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 (A/D, B/D,or C/D),the first letter is • for drained areas and the second is for undrained areas.Only the soils that in their natural condition are in group D are assigned to dual classes. • Rating Options • • Aggregation Method: Dominant Condition • Component Percent Cutoff. None Specified • 77e-break Rule: Lower • USd1 Natural Resources Web Soil Survey 6/4/2010 Conservation Service National Cooperative Soil Survey Page 3 of 3 • • • a up • • • • • • • • • • • • • • • • • • • • • • • • • • Appendix D • Hydrologic Calculations • • • • • • • • • • • • • • • a • • • • RUNOFF COEFFICIENTS-HISTORIC AND DEVELOPED • REJOICE LUTHERAN CHURCH • • CALCULATED BY: LTV PROJECT: RLC • DATE: OW30/10 JOB NUMBER: D09026 CHECKED BY: MDC • NRCS Soil Type: C • LAND USE: LANDSCAPE PAVED ROOF • Ern Coe AREA AREA AREA filclent 015 090 075 • 101R Coefficient 025 092 077 100Th Coefficient 050 095 0.82 • %IMPERVIOUS 000% 10000% 9000% • LANDSCAPE PAVED ROOF TOTAL TOTAL TOTAL Crm IMP DESIGN DESIGN AREA AREA MFA AMA ALAALADa C,.. ERVIOUS • BASIN POINT (SF) (SF) OF) lSF) (ACRES) 1%) • Mtge I 49.691 0 0 HM49.891 1.15 015 025 050 0.00% • 112 2 55.082 0 0 55.062 126 015 0.25 050 000% H3 I 3 78515 0 0 79,615 183 016 025 060 000% • TOTALS 184406 0 0 1µ4p 414 0.15 0.26 040 0.00% • Imerim • Al 6 26.216 0 448 26.724 0.51 0.16 026 051 m 0.23 1.51% 9+ J 7.057 851 0 7905 a 0.32 ass 10 75% • Cl 8 36699 31144 2.006 59873 I 1.J] OM 060 067 bA% 01 9 71.146 0 0 71.1464.52 0.15 0.25 050 094% • El 10 0.841 0 0 8,341 0.59 015 025 050 0.00% F II 5,889 0 0 5.889 0.14 0.15 0.25 050 0.00% • GI 12 4]21 255 0 4.609 i 0.11 0.20 0.29 053 625% TOTALS 156,729 21,307 2464 184,450 4.24 6.15 044 036 1311% • TOTALS Without PI 153.840 21,301 1,464 170,60 4.10 1.32 116 3.21 13.13% • Bash Fl will b•future Lowell Lune ngmnLway. • Final • Al 125.276 0 416 9.134 061 0.16 926 051 151% 02 1 6142 1,905 a 7147 016 025 ON 050 1403% • C2 6 10.250 27%1 6159 63.470 146 0 53 0.59 0.12 51 T% 02 9 88.338 0 0 68,338 157 0.15 025 0.50 000% • E2 10 8341 0 0 BNf 0.19 015 025 050 aOa% F2 II 5669 0 0 6059 014 0.15 0.25 050 0.00% • G2 12 4321 258 0 4.600 01+ 020 0.29 053 625% TOTALS 149351 21464 4101 114.511 4.24 0.30 6.84 0.44 9. • 30%TOTALS Tributary to Pon 131,944 9,044 6,601 115,611 3.30 1.04 1.4 226 20.13% • Booing AT B1,C2 anti D2 will Be titulary la the Pond Basin F2 will be Mtn Lowell Una n9M<Fway. • 041318* • 4 14.788 0 0 14188 0 34 0.15 0.25 0.50 000% 052• 5 3.598 0 0 3.598 008 015 0.25 0,50 0.00% • TOTALS 15,264 0 0 20.386 6.42 6.16 016 0.50 0.10% • • • • • • • • • • • • • m c.) w CC O 1 0 0 0 N A o 0 o vl c. 0 0 o n a o O Y N N N YI N m N N N N N A N N 4f) N N N • U O O O O O O O O O O o O O O O O ,O O O ii • e N N N m N O N N N 10 ♦ W N N N W H) N U W N N N N M N N N N N N f7 N N N N N N N W m v o 0 0 0 0 0 0 0 0 0 0 0 0 O o c o o P • O2 a▪ m , ^ 0 N m 0) V N r 00 m m el 1f) N In N ^ N U .- N 0 N 01 II) • O O O O O O o O o O O- ,O ,066006 6 O O O C. C 0 W • i • til -1 • ( 2 NT. f0 m O 0 0. 0 A O m O N OI A v m N W Z F f N CO !�! N O VII 01 a N O Q Ol O W 4. • m m,- zg f = o o • Y m ~ w p J = • u Z O Z � N in N t 0 J 01 . - d f1.7 CO CO . N M. Z O O m 0 • r • N O u CO Q • ~ n Z • u.O W (? • Z u CL O ; LL Or f s a O C_ O 13 • r.) w LL 0 u. = C • Z I—• Ill F (I) 6 W" V N � N N • ! 6 • O d� m I f a N 1 0 0 • mi �� _ 0 • Z LL ^ N W —I J O m m O (P m tp a t ap 0 N h v. r m N W Of 0 • ZZ N N U) N Or 01 . W c N .- •-- M rn J 1 2 v W ,e z4 a o .e 2� • W AI S A A 0 2e 3' A M h o a v m O 00 O e m O $ W N Q g O :� pf V .._ I O A O M N K1 O A O C) N m m i . N N O N N O N • Q F r r _ I Z O O O O N O O N O N ' o O N N O 0 LL Q N `D h N O O <9 10 M . I, O O ry M N • 2 ti -• n r) V N N N N N N N 0 J p J M N N )n tD Cl < N ' O 01 U) N eN- N N m U � 0 0 r N V r N N O N r 0 O O( O O O O O O O O O fJ o o G o P 0 0 { • 03 W } u4 tV P) I m A H) W V 1 m 1 W A W V - Cl o • O Q Q Q 4 m to ' 0 )o : ,- 0 0 0 . 0 0 0 0 o 0 o 0 o � ' • Q 0 w 1 N N 01 01 01 el IS 0 . Q V 0 ac w c V1 ... •' I Nx I Q M O O W U. 0 4 m U O W N 0 O O LI CJ a I • N L. _ I • • • • al ._- • • • • • DRAINAGE CRITERIA MANUAL(V. 1) RUNOFF • • Table RO-5—Runoff Coefficients, C • Percentage Imperviousness Type C and O NRCS Hydrologic Soil Groups • 2-yr 5- 1 r 25-yr 50-yr tyr • \ kO t-b 0% 0.04 0.15 0 25Th 0.37 0.44 0.50 5% 0.08 0.39 0.46 u 5l • 10% 0.11 0.21 0.30 0.41 0.47 0.53 • 15% 0.14 0.24 0.32 0.43 0.49 0.54 20% 0.17 0.26 0.34 0.44 0.50 0.55 • 25% 0.20 0.28 0.36 0.46 0.51 0.56 • 30% 0.22 0.30 0.38 0.47 0.52 0.57 35% 0.25 0.33 0.40 0.48 0.53 0.57 • 40% 0.28 0.35 0.42 0.50 0.54 0.58 45% 0.31 0.37 0.44 0.51 0.55 0.59 • 50% 0.34 0.40 0.46 0.53 0.57 0.60 • 55% 0.37 0.43 0.48 0.55 0.58 0.62 60% 0.41 0.46 0.51 0.57 0.60 0.63 • 65% 0.45 0.49 0.54 0.59 0.62 0.65 • 70% 0.49 0.53 0.57 0.62 0.65 0.68 75% 0.54 0.58 0.62 0.66 0.68 0.71 • 80% 0.60 0.63 0.66 0.70 0.72 0.74 85% 0.66 0.•: 914 0.75 0.77 0. • \GUQ ---v. 90% 0.73 0.7 0.777 ) 0.80 0.82 0.83 • 95% 0.80 I = 0 0.87 0.88 ►'' • �V0),r> 100% 0.89 0.90 0.9'2) 0.94 0.95 0.96 rPE B NR D HYDROLOGIC SOILS GROUP • 0% 0.02 0.08 0.15 0.25 0.30 0.35 50/0 0.04 0.10 0.19 0.28 0.33 0.38 • 10% 0.06 0.14 0.22 0.31 0.36 0.40 15% 0.08 0.17 0.25 0.33 0.38 0.42 • 20% 0.12 0.20 0.27 0.35 0.40 0.44 • 25% 0.15 0.22 0.30 0.37 0.41 0.46 30% 0.18 0.25 0.32 0.39 0.43 0.47 • 35% 0.20 0.27 0.34 0.41 0.44 0.48 • 40% 0.23 0.30 0.36 0.42 0.46 0.50 45% 0.26 0.32 0.38 0.44 0.48 0.51 • 500/0 0.29 0.35 0.40 0.46 0.49 0.52 • 55% 0.33 0.38 0.43 0.48 0.51 0.54 60% 0.37 0.41 0.46 0.51 0.54 0.56 • 65% 0.41 0.45 0.49 0.54 0.57 0.59 70% 0.45 0.49 0.53 0.58 0.60 0.62 • 75% 0.51 0.54 0.58 0.62 0.64 0.66 • 80% 0.57 0.59 0.63 0.66 0.68 0.70 85% 0.63 0.66 0.69 0.72 0.73 0.75 • 90% 0.71 0.73 0.75 0.78 0.80 0.81 95% 0.79 0.81 0.83 0.85 0.87 0.88 • 100% 0.89 0.90 0.92 0.94 0.95 0.96 • • • • • 2007-01 RO-11 Urban Drainage and Flood Control District • • • • •• DRAINAGE CRITERIA MANUAL(V. 1) RUNOFF • • Table RO.3—Recommended Percentage Imperviousness Values • Land Use or Percentage • Surface Characteristics Imperviousness Business: • Commercial areas 95 • Neighborhood areas 85 • Residential: • Single-family " Multi-unit(detached) 60 • Multi-unit(attached) 75 • Half-acre lot or larger • Apartments 80 • Industrial: • Light areas 80 Heavy areas 90 • Parks,cemeteries 5 _ • Playgrounds 10 • Schools 50 • Railroad yard areas 15 Undeveloped Areas: . Historic flow analysis 2 • Greenbelts, agricultural 2 • Off-site flow analysis 45 • (when land use not defined) . Streets: ----1, Paved 100 • Gravel(packed) 40 Drive and walks 90 • ---T Roofs 90 • Lawns, sandy soil 0 --p.Lawns, clayey soil 0 • "See Figures RO-3 through RO-5 for percentage imperviousness. • ' C,, = KA + (1.31i' -1.4412 + 1.1351-0.12)for CA 0,otherwise CA=0 (RO-6) • • C CD - CD-K + (0.8581' -0.78612 +0.774i+ 0.04) (RO-7) • • CB -(CA + Ca,V2 • • RO-9 • 2007-01 Urban Drainage and Flood Control District • • • • • • • • E :!1l i i t i i f . l i 1 I j E '• I i ! I k I i I I • I IIj Ii & I i ! I i I I I • I i 1 1 ! I I • Flo n g ! i 1 I E 1 l • I , i I ! if 'E I I � I i 1 j 1 I i I • _ I I k I ! I ; I i I l 1 i ! i l i 1 • u�� I I i i j i I I oa° u ill 1 I g 8 • I • ! • ; :• I I 1 i �t 3 " I , I ! { • i ; ; • ; I I I . I • 10I I i 1 III k • I 1 I I E ' I• ; I{ I j I 1 I ! i ttli 1 •• 9 w ' i 1 ! ! 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Y C s xns • Q<w 5 — ass :a Y a q _ s a < m L x s : a 0 • a 3 a a a ° o $ a e a a a o 2 o a a a a a ° a o a _ • °I o e = a a e a a e a o „ a o o a o 0 • _i s s a a . a x x s2 2' 2 2a g 2 • o a e >3 - 8 a a • e—Y i ¢ a a a a a a ₹ a a a a o a e lez e • i e a o o e o n o e T. • • mom • 50E yy 3 w i i s a m a ° m° 0 9 g . o g g • u I I li 1 m • — I • • • • • 0 S • • • • • • • • I1 • � ' • c,a ; I 3 I I I • • udf i 1 f it' p S 6 • I • g e ''i l I • ? • ci I !II • Ni' TS • J �cw g E • ema S at ry a C _ v a a a a 55-55 .5555 e - — • � e Sol o q j Y e Et e e . . o e e _ o e m g e o • �� } a . . .. a . • 1 ' Y 28 Si 2 ds a v a• b ° a3 $ ` r ; a • a . r e I a . _ • d i ass v a v e v e a a v e o a v o o e• _ a - - ea a o o p - o 0 o e e • f .. .. n gg • °g o • g a 3 g a : a m a u 7 o G S it . 3 E il • f • • • • • • a S • • • • RAINFALL DRAINAGE CRITERIA MANUAL(V. 1) • i, 6' W • z �n 5 1 ' 'J 1 30 A • ii I I • I _ 1f 11 • -' • , • F _r1 aIII• eC _GE-_ 2 11 I • c. • / •• `� \ I S/ ..._..../ ! \-1 _ 61-5601, • Ow �p� . ;6U5 _— CL-3-"al r<< . • • I .,,w • • X 39 �- • IA- I • z 6 • • Figure RA-2—Rainfall Depth-Duration-Frequency: 5-Year, 1-Hour Rainfall • • • • • RA-14 01/2004 Urban Drainage and Flood Control District • • a, S • • • • DRAINAGE CRITERIA MANUAL(V. 1) RAINFALL • • • 9 1.2 v. 6 El ‘. � F3 F, - 55 • ` 1 1.cv I i \ • • I I l Intel� \I •• .^I • ',RIG • • \ / c iRSC< " _ E, 1 ) I -j-rinii , • • • • / ki, GU..S fL?Ci` r �t; �; II I Imo= ' E SEDi z L1 _, I \ 1 oS I a E a F5 V. v9 r G a w c E7 v' . E5 0. I q Et r F 54 o- IIFigure RA-3—Rainfall Depth-Duration-Frequency: 10-Year, 1-Hour Rainfall II li I I ' Rev. 01/2004 RA-15 Urban Drainage and Flood Control District • IIP • • RAINFALL DRAINAGE CRITERIA MANUAL(V. 1) • • • 2 ,. 2 F - , I 2VE ' G,. _ • _ I n___,_• �P 1 iaIrsi ii=CIOt • r j I � u • r • er2 A”\,,A.0 ao •• 2.1 A,A-AiS, t�• r4. 1 J. 7 — a ,w �.J1 \!\ 2 • S . s • E, .L 20 ES y 5 44 6c e 1 W o`_ n • Figure RA-6—Rainfall Depth-Duration-Frequency: 100-Year, 1-Hour Rainfall Ill • • RA-18 01/2004 Urban Drainage and Flood Control District • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Appendix E • Hydraulic Calculations • • • • • • • • • • S • • • • • I • • o a Y • C E • • • o W m w m 0 O rc ? l- • a82 • � m O • S a CO 0 4 v • c o o r 8 m C E E aN --H- I • »id To e t S S S o w et Q O I- T. • atu m a • Q g 11 u 0 m CO + W a 0 0 w • W a 3 o • I § CO p N N O m W i— g • g o a • J II p o • Q 3 7 (D' co V • J a E d r 0 mi N r m • 9 E E S o o0 u or tO OD c p r N r r G • a a Q m U O I F 3 2 • c n 00 Cr • .o II c I 5 Si i 6 O m E m E a e >> o AA u • " 0 m c 3 E j �s 2 2 a • m E - its o 4 • ; a } COo ` o vO N 8 • �¢O Y N g a J W LL N a C.) m • co • • • • • 0 • • • • Design Procedure Form: Extended Detention Basin(EDB) -Sedimentation Facility • Sheet 1 of 3 • Designer. LTV - Company: V3 Companies 5 Date: July 1,2010 Project: Rejoice Lutheran Church • Location: Weld County,Colorado • • 1 Basin Storage Volume I,= 13 73 % • A)Tributary Area's Imperviousness Ratio(i=la/100) I= 0.14 • B) Contributing Watershed Area(Area) Area= 4 100 acres C) Water Quality Capture Volume(WC)CV)Area*1.2 WQCV= 0.09 watershed inches D) Design Volume Vol=(WQCV/ • (WQCV=10'(0.91=l .1.1912+01 Vol= 0.0357 acre-feel • 12)'Area' — • 2 Outlet Works • A) Outlet Type(Check One) Orifice Plate • X Perforated Riser Pipe Other • • 8) Depth at Outlet Above Lowest Perforation(H) H= 0.30 feet • C) Recommended Maximum Outlet Area per Row,(Ao) A0= 0.3 square inches • D) Perforation Dimensions: = 0.250 inches 0 Circular Perforation Diameter or D D= inches • ii)Width of 2"High Rectangular Perforations E) Number of Columns(nc,See Table 6a-1 For Maximum) nc= 1 number • F) Actual Design Outlet Area per Row(Ao) A0= 0.1 square inches • G) Number of Rows(nr) nr= 1 number • H) Total Outlet Area(A,,) Ao,= 0.0 square inches • • 3 Trash Rack • A) Needed Open Area A,=0.5'(Figure 7 Value)'Ao, A,= 2 square inches • B) Type of Outlet Opening(Check One) X <2"Diameter Round 2"High Rectangular Other: • C) For 2',or Smaller,Round Opening(Ref Figure 6a)' • i) Width of Trash Rack and Concrete Opening(W,,,.o) )ry oo.= 3 inches • from Table 6a-1 • il) Height of Trash Rack Screen(HIM HTR= 35 inches • • • • • • • • • 009028 Interim WO-OD-BMP_v2.08.x1s.EDB 7/1/2010,2:00 PM • • • • Design Procedure Form: Extended Detention Basin (EDB)-Sedimentation Facility Sheet 1 of 3 • Designer: LTV • Company: V3 Companies • Date: June 30,2010 Project: Rejoice Lutheran Church • Location: Weld County,Colorado • 1. Basin Storage Volume • I,= 20.53 % A)Tributary Area's Imperviousness Ratio(i=I,/100) i= 0.21 • B) Contributing Watershed Area Wee) Area= 3.80 acres • C) Water Quality Capture Volume(WQCV) WQCV= 0.12 watershed inches • (WOCV=1.0'(0.91 .1 -1.19'1 +078'11) D) Design Volume:Vol=(WQCV/12) Area•1.2 Vol= 0.0448 acre-feet • 05/ OF • 2. Outlet Works • A) Outlet Type(Check One) X Orifice Plate Perforated Riser Pipe • Other. • B) Depth at Outlet Above Lowest Perforation(H) H= 0.13 feet • C) Recommended Maximum Outlet Area per Row,(A,) A,= 0.4 square inches • 0) Perforation Dimensions: • i) Circular Perforation Diameter or D= 0.625 inches ii)Width of 2'High Rectangular Perforations W= inches • E) Number of Columns(no,See Table 6a-1 For Maximum) nc= 1 number • F) Actual Design Outlet Area per Raw(A,) A,= 0.3 square inches • G) Number of Rows(nr) nr= 0 number • H) Total Outlet Area(Ad) A,,= 0.1 square inches • • 3. Trash Rack • A) Needed Open Area A,=0.5'(Figure 7 Value)'Au' A,= 4 square inches B) Type of Outlet Opening(Check One) X <2"Diameter Round • 2"High Rectangular Other • C) For 2",or Smaller,Round Opening(Ref Figure 6a): • i) Width of Trash Rack and Concrete Opening(W,,,,,) from Table 6a-1 W,or,= 3 inches • ii) Height of Trash Rack Screen(Hra) HTa= 32 inches • • • • • • • • • • 009028 Final WO-UD-BMP v2.08.xls, EDB 6/30/2010, 12:20 PM • • • • • • DETENTION VOLUME BY THE MODIFIED FAA METHOD Mee USDCM Volume 2 Storage Chapter for desldptioo of method) • Project REJOICE LUTHERAN CHURCH • Basin ID: Bastes A2,02,C2 and D2 (For catchments leas than 160 acres only.For larger catchments,use hydmgraph routing method) (NOTE forcatchments larger than 90 acres,CUHP nydrogmph and routing are recommended) • Warn*anon of MINOR Detention Volume Using Modified FM Method Determination of MAJOR Detention Volume Using Modified FAA Method • DesIan hdommtion Munn C Oaalon information(lnout): Glrman', nNap lmpemwnPss 3051 Gerten 040omenl Deanne lmx^+Cuvuea I•e 2053 percent • Cndvnmt 0011011 Area A= 3Op 84766 Callrmc'4 Dreamt Area a• ,3800 Bern PreWempane4 MRCS 504Group 1y70° C A6,C.IXD PredevebpmMI MRCS Sol GrWp Type= C AB,L IXD Reign PniW la Detention COMroI i= 10 7000112 Z.10 25.50.8 100) Onion Peno]lot 01001101 Central T=I 100 hems(28.1025500,100) • tuff 06COKln1150 ooN WallN,eq To• 16 Minutes TRq of GOKMPa50n d WMenM5 To• 40 mourn Mewoso AM Release Rafe q= 010 i 0owdr Unit Release Rate of COT daire 05,-hair Rxipftson P. 165 `n<fixe One.hotu Recg1a90n P,= 2 7 notes • Osage Riioall(OF Formula I-CC P,IIC,oT2°Ce Design Reiman ins Formula I=CC PAIC,T.YC, Cw062eI one C,1 2e 50 Cwlharent One C,• 3050 CDe0aaenl Two C,= 10 000:cent'Iwo Ca= 10 • Coenlont Three C,• 0 790 Caelfrwml Three L,= 0 790 pet i tbn ofA OeaUl I the B ' IC 1 W dl: Detenelnstion o/Awnoe Outflow from the satlnjCakugnerli: • 4uroX CONI4gm 0= 902 Runoff Loelnnanl C= 054 Inflow Peol Runoff Opal= 2}0 7Ix Inflow Peak Runoff Oput' _ 830 <h • Allowable Peak Outflow Rate OpM= 030 ohs CDAllowable Peak Outflow Rate Ogee.= 020 c MM.FAA Minot stray*Volum6• 8.091 cubic Ise Mod.FM Major 41446226 Vduma• 25.51} music lootNod.FMMinor5Wpa• 0.110 x<HI Meet FM Mater Storer Volume,• 0.LO bosh ill s gaullae Renton I Adjustment Average Outflow Storage00456 Doodah RMlall INgw Adjustment Average 00406Outflow Storage Ourdlm INen6% Volume Factor Ourlbu Vdur* VM,me DUraAOr lee/rag I Volume Factor Outflow Vdeme Volume • minutes 'Wes 14008) cubc reel dF cube teat Abe last meats rncnnrnr [vdc eel m NGc feel W151 0•4441 (01400)) 10dpn1 luap00 lanpal lW1pYl ICur0 ImpuO LaMpal IdMPA laden) 1000 1dVIM) I0WnI r0 00 0 000 300 0 0 0 OD 0 _ 000 000 • 0 0 • 5 N 2010 055 071 63 1,95] 5 06 3.57] 055 015 46 5331 1D <1 ]210 050 023 131 30BI 10 06 8.386 0 6 • 09 trJt 8]65 15 70 4047 365 025 }23 - 3624 15 05 11.175 005 7 010 • 165 11.011 • 20 30 a8R 070 0A ]21 4151 211 24 I]9U} 0 7 020 317 12.665 25 03 5111 070 029 43] 4.740 25 64 14.278016 021 ]1T 1)901 30 55 5584 081 031 551 5032 30 17 15118 081 0 2 GW 15,012 • 35 32 5 93 086 022 684 • 5351 35 5ao 0 16, o!6 024 504 15.985 40 6241 001 00$ 020 5433 10 `00 17233396 091 025 810 15,625 45 BB 0512 096 030 Bea 5528 45 25 17963 095 027 123 17258 • }C BS 6155 100 036 1110 5615 50 OJ 18654 180 015 BW 1)814 55 74 6915 +C0 OJP. 1 5711 55 M 19261 100 030 924 10.338 60 64 7177 1GO 030 I 36 5449 90 64 19.810 000 028 100B 16810 • 65 55 7263 100 030 1483 5.89185 54 20.'!31 ISO 028 1092 19238 70 48 15]5 100 0]B 1596 5920 70 41 10.x06 103 025 1116 198)0 • 75 It 1695 100 030 1]10 5905 70 20 21150 100 026 1,250 19990 80 34 ]Bad ISO 020 1024 8022 80 70 71088 lr]D 0}B 1324 10]12 85 29 1989 100 039 1530 6053 85 11 23057 • 100 020 1.428 20629 • 80 24 0122 100 038 2002 6441 90 02 22477 1D3 022 1512 • 20915 95 10 8249 100 Ob 2166 • 5603 BS 95 22,770 100 020 1583 21102 130 15 8370 ISO 0 3 7280 6000 105 BB 23.112 100 028 1880 21,431 • 100 It 8185 100 030 2]91 6691 105 81 23 430 100 029 1.1& 25866 110 07 8595 100 038 2598 6057 110 75 2)124 'W D28 +&B 21.1186 115 as 8701 1CO 030 2622 5079 115 70 24026 100 025 1.932 22.093 • 120 Ot 8002 100 039 2730 6846 120 65 . 24,305 100 020 20110 22209 125 ea0660 100 000 2850 6009 125 60 2a 578 ICs • 020 21]0 j 21414 130 95 8993 100 038 2984 6.029 130 55 24,834 100 028 2.161 22049 • 135 92 9001 100 038 1.078 0006 1]5 51 - 15004 100 020 2280 321115140 50 9 17 101 0]B 3192 59]9 140 47 23.325 100 026 2350 11.9]3 145 07 9256 100 038 3306 5951 145 45 25559 100 028 2437 23122 • 150 0.5 9330 100 0]0 0470 5918 150 40 25755 100 026 2521 2],266 155 83 9417 100 0]B 3524 5 8B 155 10 26985 100 029 3005 25400 • 160 01 9095 top 030 1644 5647160 33 26218 ' 100 025 2889 225]0 165 79 9570 100 030 3,762 5898 155 ]J 211426 000 020 37]3 23..653 1]0 • 78 9613 000 038 3816 5161 173 21 26.627 7 0 • 026 2657 23710 • 1]5 18 9 71 100 038 )990 5724 I 175 34 26 523 • 100 030 296 }J 683100 71 9703 100 035 1154 5.579 1x0 22 }1019 1 0 033 3335 23410 I 185 73 9850 103 030 4.218 5632 I 105 19 21201 I00 Op ]109 29002 • 1911 12 9916 103 130 4322 5508 190 17 2]563 100 029 3 24190 195 70 9981 tm 339 946 5530 195 15 27589 1022 Op )27719] }4281 200 69 10044 101 038 4560 5484 200 1] 27734 198 028 3381 24.373 • 206 1 6B 10105 172 0 3 8614 5431 205 11 27.004100 326 3523 14459 210 re 1D195 100 039 4786 5.111 210 OB 28010 100 020 ]539 24581 215 65 10224 100 038 4902 5122 715 . 07 • 20.233 100 • 024 1603 29.620 • 220 04 10202 100 oN 5016 5266 720 OD 20392 100 026 3997 24.695 225 03 10336 100 039 51]0 5706 225 0] 205x8 • 100 020 7.1x1 24.767 230 82 10394 100 038 5244 5 150 230 01 28,701 100 026 3005 24836 • 235 81 03440 100 030 5355 5090 235 00 28.851 100 036 3949 24,902 200 80 13502 100 030 5472 5 03 240 96 18996 109 OR 1033 24940 245 59 13554 100 039 5580 4958 245 9] 29 143 100 • 076 4.11] 25.025 • 7722 58 IOEW 100 0]B 5100 4905 150 95 29285 100 022 • 4201 25084 }55 57 10056 100 038 5518 4942 25] 94 A<}5 100 028 4285 25180 • 200 56 12300 100 718 5920 4770 203 9} 26502 000 028 4049 25.103 265 53 IPY '00 030 6042 ?702 165 91 }9.697 100 Op 4.453 25,244 270 55 10002 100 038 8156 4846 2]0 90 29830 100 026 4.63] 25.293 • 275 54 10 8A 100 030 62]0 4500 275 M 10.969 100 028 4621 25.329 280 53 13696 100 038 6.384 4.502 283 Bl • 30089 100 • 010 4.705 25384 785 SJ 1]911 103 030 6408 44.44 285 06 30215 100 020 4709 15.429 • rye 51 10907 152 • 338 6012 4375 I 290 85 I 30343 100 010 4873 25.467 64 3062 195 51 11032 100 354 6726 4398 295 100 029 4957 25505 NO 51 1.075 100 019 6240 4.235 300 B3 10583 100 020 5041 25547 • Mod.FM Miner Storage Veleme(made MI= 6,001 Mod.FAA M*'Sblape volume(Cubic hl= )3512 Mod.FM Minor Storage Volume tomtit- 0.1390 Mod,FAA Major Scares Volume late.50. 0.5424 UDFCO DETENTION VOLUME ESTIMATING WORKBOOK Version 203,Released February 2008 • • 000028100rR UOR<eraon v203xis Meure0 FM 63000101155 PM • 0 • • • • • DETENTION VOLUME BY THE MODIFIED FAA METHOD IS USDCM Volume 2 Storage Cheater for description of method) • Project REJOICE LUTHERAN CHURCH • /Basin ID:Basins A2,B2,C2 and D2 \ • Inflow and Outflow Volumes vs.Rainfall Duration • 35,000 • • • i 30,000 ' • • � 25,000 - �•••f Nff•oIla1•••f H•• • ••••••••••••f••f•f • •• • • $ 20.000 ••• u • S. • a a • • 3 15,000 • • ' • 10,000 • - • n?O c'00 CC 0000000000 O 00 O CO 0 C O 00000r,�,��.., ,' • 5,000 00 .0 — - h�"""000 000 • • 0 • 0 50 100 150 200 250 300 350 Duration(Minutes) • PMlner Stem Inflow Volume '+NMInor Storm Outflow Volume 0 Minor Storm Singe Volume 5 \ Major Storm Inflow Velume —a—Major Storm Outflow Volume • Major Storm Storage Volume 4,• • • • • • • • • • UOFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.03.Released February 2008 • • D09022e la.YR URDetwty. 20]its Noanrw FAA GOM1010 If 55 AM • 0 • • • • • • INTERIM • WATER QUALITY FACILITY • VOLUME CALCULATIONS • • • CALCULATED BY: LTV PROJECT: RLC • DATE: 06/30/10 JOB NUMBER: Dgy02g CHECKED BY: MDC • • REVD INTERIM WQCV VOLUME= 0.0357 ecre•ft • • Elevation Area Average Incremental Incremental Cumalative Cumalative Area Depth Volume Volume Volume Notes • (ft) (sf) (et) Aft) (cp (ci) (acre ft) • 4980.70 0 PLD BOTTOM 5,050 0.3 1,010 1,010 0.023 • 4981.00 10,100 5233 0.5 2,064 3,074 0.071 • 4981.50 365 WQ WSEL • RE0'D INTERIM WQCV VOLUME= 0.0357 acre.ft • PROVIDED INTERIM WQCV VOLUME= 0.0357 acrelt • • • • • • • • • • • • • • • • • • • • a • • • • • • FINAL • STORMWATER DETENTION FACILITY • VOLUME CALCULATIONS • • • • CALCULATED BY: LTV PROJECT: RLC • DATE: 07/01/10 JOB NUMBER: D09028 CHECKED BY: MDC • • REQ'D FINAL WOCV VOLUME= 0.0448 acre-ft • REQ'D FINAL 100-YR VOLUME= 0.5864 acre-ft • Elevation Area Average Incremental Incremental Cumalative Cumalative (ft) (at) Area Depth Volume Volume Volume Notes • (sf1 (R) fen (cf1- (acreftj, 4980.70-. 0 PLD BOTTOM • 5,050 0.3 1,010 1,010 0.023 4981.00 10,100 • 4981.16 11.847 10,974 0.2 1,754 2,764 0.063 WQ WSEL • 15,056 0.3 5,080 7,844 0.180 4961.50 16.264 • 23,138 0.5 11,482 19,326 0444 4982.00 28,012 41 31,406 0.2 6,269 25,595 0.588 4982.20 34.800 100-Year WSEL • 37,067 0.3 11,113 36,708 0.843 4982.50 39,334 • 41,835 0.3 10,453 47,161 1.083 4982.75 44,336 Freeboard • 47,683 0.3 11.911 59,071 1.356 4983,00 51.029 • 54,613 0.3 16,372 75,443 1.732 4983.30 58,196 Top of Berm • • • • REQ'D VOLUME WSEL VOLUME PROVIDED TOTAL VOLUME (aaeR) OP@ WSEL PROVIDED • WATER QUALITY 0.0448 4981.16 0.063 1.732 100-YR 0.5864 4982.20 0.588 1.732 • • • • • • • • • • • • • PROJECT: Rejoice Lutheran Church V3 PROJECT NO.: D09016 • SUBJECT: Type C Outlet Structure Orifice Sizing DATE: 1/26/2010 • ITEM: 100-Year Orifice Plate • • Check: • Use Mannings equation: • Q=CA(2gh)^0.5 • Height Q Area Diameter Cd= 0.65 • (ft) (cfs) (ftA2) (in) • 1.46 0.28 0.0444 2.85 • Allowable 100-year release rate = 0.28 cfs • Outlet Pipe Invert Elevation = 4980.62 Outlet Pipe Diameter (ft)= 1.00 • 100-YR WSE= 4982.20 • • • • • • • • • • • • • • • • • • • • • • • • • • • a • • • •• • V.3 Final Detention Pond • Emergency Overflow Spillway Sizing • Project Name: Rejoice Lutheran Church Date: 6/30/2010 • Project Number: D09028 By: LTV • top of berm • Equation for flow over a Cipoletti Weir Q • • Q = CLH31 Spill elevation where C=weir coefficient= 3.367 �._ L —� • H =overflow depth • L= length of the weir • The pond has a spill elevation equal to the maximum water surface elevation in the pond • H = 0.55 ft • Size the spillway assuming that the pond outlet is completely clogged. • 2 x 0100= 24.8 cfs includes off-site flows • Spill elev= 4982.75 ft • Min top of berm elev.= 4983.30 ft • Weir length required: L= 18 ft • Use L= 20 ft • • V= 1.91 ft/s • • • • • • • • • • • • • • • • • • a • • • c Co 4 .0 6 c • u u • a C O o a O O O Q o O O 0 4 4 u • 0D OD E in47 M n R E • V V V V g U N co o a • o N • O W - a • • O • O • N el• Crli at • M a •• ., o • Nil "VLV o • 0 • U • O • Q J • L03 2 • _ Q • 4 3 • .N o O C O - U N • X f U 3 • W J ita 4- wo O v a) • L p E 0 O • 3 ry03 • NID • E O U • L (3- • N E • 2 • 3 . O II • O O O 0 w o 0 0 0 0 o r • L > In O co O O N- Q1 r-- t.-- a) in N- a) a Vw v v v v r • a. • a • • : - g • $ .2 a • W 12 • ° ci 0 • € J Or in • O ch w fV t II o = O to Q1 �w • E e o0 0 Tr • in 0 oY o 4 iia- > c • cma d • ea Jr C c N • O N O1 v _ • a C N C N E = J y" Z • a N . C a CO >> CO C W c, • v • m coe o J N' O • N • C �O co CW or) • - -4- • ti; £c O • C- C • 2 , O O • O^ O co c0 O ii LL C `t C • cc C • ` C a i N • L/� Y o • _ 5 • CDcn dI. • co m Oro'a vi • C t O T • 3 cp a c cx ci a CDJ d' N • w -o u) • In C . W _N in= • ti i • O C o 4.0a JZ • • • • • • • • Detention Pond Swale Capacity Analysis • Project Description • Friction Method Manning Formula • Solve For Discharge • Input Data • Roughness Coefficient 0.035 • Channel Slope 0.40000 % • Normal Depth 6.00 in Left Side Slope 7.00 % • Right Side Slope 8,33 % • Bottom Width 5.00 ft • ;Results • Discharge 7.24 fW/s • Flow Area 5.79 ft2 • Wetted Perimeter 18.18 ft Hydraulic Radius 3.82 in • Top Width 18.15 ft • Critical Depth 0.31 ft • Critical Slope 0.03001 ft/ft • Velocity 1.25 f is Velocity Head 0.02 ft • Specific Energy 0.52 ft • Froude Number 0.39 • Flow Type Subcritical • GVF Input Data - • Downstream Depth 0.00 in • Length 0.00 ft Number Of Steps 0 • • GVF Output Data_ - • Upstream Depth 0.00 in Profile Description • Profile Headloss 0.00 ft • Downstream Velocity Infinity Nis • Upstream Velocity Infinity his Normal Depth 6.00 in • Critical Depth 0.31 ft • Channel Slope 0.40000 % • _ • Bentley Systems,Inc. Haestad Methods Sol6bitleplflewMaster V8i(SELECTsedes 1) [08.11.01.03) • 6/1512010 1:40:03 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755.1666 Page 1 of 2 • • • a • • • • • • Detention Pond Swale Capacity Analysis • GVF Output Data • Critical Slope 0.03001 (flit • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Bentley Systems,Inc. Hassled Methods SolaicalleffilewMasler V8i(SELECTseries 1) [08.11.01.03] 6/15/2010 1:40:03 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA N-203-755-1666 Page 2 of 2 • • • • • • • • • • 4' Cross Pan Capacity Analysis • Project Description • Friction Method Manning Formula • Solve For Discharge • Input Data • Roughness Coefficient 0.013 • Channel Slope 1.00000 % • Normal Depth 2.00 in Left Side Slope 8.33 % • Right Side Slope 8.33 % • Results • Discharge 0.73 fNls • Flow Area 0.33 ft2 • Wetted Perimeter 4.02 ft • Hydraulic Radius 1.00 in Top Width 4.00 ft • Critical Depth 0.19 ft • Critical Slope 0.00546 ft/ft • Velocity 2.18 (Us Velocity Head 0.07 ft • Specific Energy 0.24 ft • Froude Number 1.33 • Flow Type Supercritical • GVF Input Data • Downstream Depth 0.00 in • Length 0.00 fl • Number Of Steps 0 • GVF Output Data • Upstream Depth 0.00 in • Profile Description Profile Headloss 0.00 ft • Downstream Velocity Infinity !Us • Upstream Velocity Infinity Ws • Normal Depth 2.00 in Critical Depth 0.19 ft • Channel Slope 1.00000 % • Critical Slope 0.00546 ftft • Bentley Systems,Inc. Haestad Methods SoliEttcntlepatewMaster V81(SELECTserles 1) 108.11.01.03] • 6115/2010 9:25:07 AM 27 Siemens Company Drive Suite 200 W Watertown,CT 06795 USA +1-203.755-1666 Page 1 at 1 • • 0 • • • • • Basin A2 Swale Capacity Analysis • Project Description • Friction Method Manning Formula • Solve For Discharge • Input Data • Roughness Coefficient 0.035 • Channel Slope 1.00000 % Normal Depth 6.00 in • Left Side Slope 3.03 % • Right Side Slope 2.02 % • Bottom Width 4.00 ft • Results • Discharge 21.95 ft'/s • Flow Area 12.31 ft' • Wetted Perimeter 45.27 ft Hydraulic Radius 3.26 in • Top Width 45.25 ft • Critical Depth 0.40 ft • Critical Slope 0.02950 ft/ft Velocity 1.78 (Vs • Velocity Head 0.05 ft • Specific Energy 0.55 ft • Froude Number 0.60 Flow Type Subcritical • GVF Input Data • Downstream Depth 0.00 in Length 0.00 ft • Number Of Steps 0 • GVF Output Data Upstream Depth 0.00 in • Profile Description • Profile Headloss 0.00 ft • Downstream Velocity Infinity f/s • Upstream Velocity Infinity ft/s Normal Depth 6.00 in • Critical Depth 0.40 ft • Channel Slope 1.00000 • • Bentley Systems,Inc. Hassled Methods SolB®rtlOpMee1Master V8i(SELECTseries 1) (08.11.01.03] • 6115/2010 9:25:16 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 • • • • • • • • • 3' Curb Cut Capacity Analysis • Project Description • Friction Method Manning Formula • Solve For Discharge • Input Data • Roughness Coefficient 0.013 • Channel Slope 1.00000 % • Normal Depth 6.00 in Bottom Width 3.00 ft Results • • Discharge 8.92 ft'/s Flow Area 1.50 ft' • Wetted Perimeter 4.00 ft • Hydraulic Radius 4.50 in • Top Width 3.00 ft Critical Depth 0.65 ft • Critical Slope 0.00459 ft/ft • Velocity 5.94 Ws • Velocity Head 0.55 ft • Specific Energy 1.05 ft Froude Number 1.48 • Flow Type Supercritical • GVF Input Data • Downstream Depth 0.00 in • Length 0.00 ft • Number Of Steps 0 • GVF Output Data • Upstream Depth 0.00 in • Profile Description Profile Headloss 0.00 ft • Downstream Velocity Infinity Ws • Upstream Velocity Infinity Ws • Normal Depth 6.00 in • Critical Depth 0.65 ft Channel Slope 1.00000 °/E • Critical Slope 0.00459 Wft • • • Bentley Systems,Inc. Haestad Methods SoltWrtI plftewMaster Vet(sELECTseries 1) [08.11.01.03) • 6/15/2010 9:25:23 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755.1666 Page 1 0l 1 • • 0 • • • • • Capacity: 12" CMP Outlet Pipe • Project Description • Friction Method Manning Formula • Solve For Discharge • Input Data • • Roughness Coefficient 0.024 Channel Slope 0.50000 • Normal Depth 12.00 in • • Diameter 12.00 in • Results • Discharge 1.36 ft3/s • Flow Area 0.79 ft' • Wetted Perimeter 3.14 ft • Hydraulic Radius 3.00 in Top Width 0.00 ft • Critical Depth 0.49 ft • Percent Full 100.0 % • Critical Slope 0.02083 ft/ft • Velocity 1.74 ft/s Velocity Head 0.05 ft • Specific Energy 1.05 ft • Froude Number 0.00 • Maximum Discharge 1.47 ft'/s • Discharge Full 1.36 ft'/s Slope Full 0.00500 ft/ft • Flow Type SubCritical • GVF Input Data • • Downstream Depth 0.00 in Length 0.00 ft • Number Of Steps 0 • GVF Output Data • • Upstream Depth 0.00 in Profile Description • Profile Headloss 0.00 ft • Average End Depth Over Rise 0.00 % • Normal Depth Over Rise 100.00 % • Downstream Velocity Infinity ft/s • Bentley Systems,Inc. Haestad Methods SohRSitl RMewMaster V8i(SELECTseries 1) [08.11.01.03] • 7/27/2010 2:03:10 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 • • • a • 0 0 • • Capacity: 12" CMP Outlet Pipe • GVF Output Data • Upstream Velocity Infinity ft/s • Normal Depth 12.00 in • Critical Depth 0.49 ft • Channel Slope 0.50000 % • Critical Slope 0.02083 ft/ft • • • • • • • 0 • • • • • • • • 0 • • • • • • • • • • • Bentley Systems,Inc. Haestad Methods SolebtllekftewMaster V8i(SELECTseries 1) [08.11.01.03] 7/27/2010 2:03:10 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1.203-755-1666 Page 2 of 2 • • • S • • • • • Normal Depth: 12" CMP Outlet Pipe • Project Description • Friction Method Manning Formula • Solve For Normal Depth • Input Data • Roughness Coefficient 0.024 • Channel Slope 0.50000 • Diameter 12.00 in • Discharge 0.28 ft3/s • Results • Normal Depth 3.69 in • Flow Area 0.20 ft2 • Wetted Perimeter 1.18 ft 5 Hydraulic Radius 2.09 in Top Width 0.92 ft • Critical Depth 0.22 ft • Percent Full 30.7 % • Critical Slope 0.01950 ft/ft 5 Velocity 1.37 Ws Velocity Head 0.03 ft • Specific Energy 0.34 ft • Froude Number 0.51 5 Maximum Discharge 1.47 ft3/s • Discharge Full 1.36 ft'/s Slope Full 0.00021 ft/ft • Flow Type SubCritical • GVF Input Data • Downstream Depth 0.00 in • Length 0.00 ft • Number Of Steps 0 • GVF Output Data • Upstream Depth 0.00 in • Profile Description • Profile Headloss 0.00 ft • Average End Depth Over Rise 0.00 % 5 Normal Depth Over Rise 30.73 % Downstream Velocity Infinity ft/s • • Bentley Systems,Inc. Haestad Methods SoIaWTtle/eFtewMaster V8i(SELECTseries 1) [08.11.01.03] 7/27/2010 2:03:27 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 • • • a • • • • • Normal Depth: 12" CMP Outlet Pipe • GVF Output Data • Upstream Velocity Infinity ftls • Normal Depth 3.69 in • Critical Depth 0.22 ft • Channel Slope 0.50000 • Critical Slope 0.01950 ft/ft • • • • • • • • • • • • • • • • • • • • • • 411 • • • • Bentley Systems,Inc. Haestad Methods SoleSfll FtewMaster V8i(SELECTseries 1) [08.11.01.03] 7/27/2010 2:03:27 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1.203-755-1666 Page 2 of 2 • • • a S • • • • REJOICE LUTHERAN CHURCH • Date: 7/27/2010 Project. D09028 • By: LTV RIPRAP SIZING CALCULATIONS • 3'CURB CUT • Qmii= 892 crs Q= 635 cis • H= 05 ft w= 3 n •• 01 Oe" dtH dill Use tl AIAe„l A V P4 Riprap T L w (Fig Hs-209( -tw (Fig HS-20b) d/H I (Fi9 n5-s al (ft( tlpsl�_- (Fig HS-20c) (II) A) (n) • 071 066 5.99 y055 0.55 028 055 083 770 825 `L I.3 2 5 3'Curb cut will provide: 5'x 2'x 1.5'Type'L'Riprap • • 12"CMP Outlet Pipe • Qsuii= 1 36 ds Q= 0.28 crs • H= I ft We 1 ft • OIOr,el dIH WWII' d/H Use tl AIM„4 A V a Pe FRipragod (XI (ft) IW) • (Fig.HS-209) W (F9 HS-20b) d/H (X1 (FI0.H9-205 (�) (__�) _.( 9 _�.-2_____.`_ • 0.21 045 028 080 045 045 045 0.45 0.62 3.86 L 13 4 5 12"CMP Outlet pipe will provide: 5'x 4'x 1.5'Type'V Riprap • • aG,u-ad 3l8 9w11e.. ::i w L=CDT'f 2l • w t • o 1"+gds cn J 10 I'=design now velocdy at pipe wmt(lvsac) • t g=accelentwn due to gnusy=322 P,sec' e=design depth)))Mn al pipe outlet(m 7 3 4 5 6 7 8 • Storm Sceer 'l;rlTetat. C. sr Height. H. 't- Fl. • Figure Hs-20—Low Teineler Riplap BasIna tot Storm Sewer Pipe Oulleta— Ripretp Selection Chat for Low TailweM Basin el Pipe Outlet (Stevens and Urbonas 1996) • A,=the Medan see d lM 1pap(see tablet-IS-9 I • Table HS.S-Ileben tie.,Da)Size of District's R.prsp • Rgnp Type D..-Median Rock Sue(Indies) 9 M 12 • ry 18 B1B l8(g'oNed) • • • • • • a • • • HYDRAULIC STRUCTURES DRAINAGE CRITERIA MANUAL N. 2) • • 1.0 S.. 0.9 -- • 0.8 - - d/D ..7 - 0.6 �. � 4� •• = .�.. 's. � 1 ' ! ...... • a0.5 .. .l' ' . I - - - - • O0.4 ' � - - -- - • 0.3 ' , - • 0.2 ... .. 0.1 N... . .. • • 0.0 0.0 2.0 4.0 6.0 8.0 • O/D2.6 Dr O/WH7.5 • • • • • Figure HS-20b—Low Tailwater Riprap Basins for Storm Sewer Pipe Outlets— Brink Depth for Horizontal Pipe Outlets • (Stevens and Urbonas 1996) • • • • • • • • • HS-82 2008-04 Urban Drainage 8 Flood Control District • 0 • • • • DRAINAGE CRITERIA MANUAL(V. 2) HYDRAULIC STRUCTURES • • • • _#Grouted BIB Boulders • • 25 • 20 = y- - ill • E L • 0 15 ; • •• 0 10 • 5 • 1 2 3 4 5 6 7 8 • Storm Sewer Diameter. D , or Height, H, in ft . • • • • • Figure HS-20c—Low Tailwater Riprap Basins for Storm Sewer Pipe Outlets— • Riprap Selection Chart for Low Tailwater Basin at Pipe Outlet • (Stevens and Urbonas 1996) • • • • • • • • • HS-83 Rev. 2008-04 • Urban Drainage&Flood Control District • 0 • • • EROSION PROTECTION CALCULATIONS • Reference: 1. Boulder County Drainage Criteria Manual • • 5 12 "Outlet Pipe • Determine Riprap Basin Dimensions • From HGL calcs: Using Figure 713(Ref 1): • QIN= 0.28 cfs Vim' 1.74 fps Froude No.= Q/D^2.5= 0.28/(0)^2.5 0.28 OK<6 • IE= 4980.52 USGS Q/DA1.5= 0.28/(D)^1.5 0.28 TW= 4980.62 USGS Yt/D= (TW-IE)/D= 0.10 • So= 0.005 ft/ft Fig 713: Type L Riprap • Use Type L Riprap Minimum From FlowMaster For Normal Depth Conditions: Yn= 0.31 Da= 1/2*(D+Yn)= 0.655 • Vn= 1.37 YUDa= (TW-IE)= 0.15 • Fn= 0.51 Q/Da^1.5= 275/(Da)^1.5 0.53 Flow Type= Supercritical Fig 713: Type L Riprap • Use Type L Riprap Minimum From Table 707: D50 Type M= 9 in. • • Find Expansion Factor: Q/Da^2.5= 0.81 > From Figure 715 Use Expansion Factor= 3 • For Allowable Channel Velocity= 4.55 fps At=Q/V= 0.1 Sq.Ft. • Channel Protection Length=(Exp Ce)'(At/Yt-D)= -1.15 ft Protection width=FES width+2 ft.each side Neglect use L=3'D= 12 ft FES for 12"Outlet Pipe= 7 ft± • Maximum Channel Length Protection=l0D= 10.00 ft Therefore Width = 11 ft± • Use Maximum Riprap Depth=2.0'050= 18 in for 1/2L=6 ft and 1.5*D50=13.5 in for 112L=6 ft • Determine Bedding Requirements • Per Table 710(Ref 1)for fine grained soils; use either two stage filter:4"Type I and 4"type II bedding,or • Filter fabric with 4"Type II bedding. • Summary Use Type L Riprap Minimum 12 ft Total Channel Length Protection, 11 ft wide • Bedding: use either two stage filter:4"Type I and 4"type II bedding,or Filter fabric with 4"Type II bedding. • • • • • • • • • • • • 7/27/2010 V3 Colorado D09028 Filter Bedding8.xls 0 • • • • BOULDER COUNTY • STORM DRAINAGE CRITERIA MANUAL FIGURE 715 • • • EXPANSION FACTOR FOR CIRCULAR CONDUITS • • • • • • 8 G =Expansion Angle• • • 7 • • 6 67 • N 5 • - p O • o 4 //r O • a Dv • � LI � b or • Z /• eje • 2 • • • 0 .1 2 3 I .4 .5 .6 .7 .8 • TAILWATER DEPTH/ CONDUIT HEIGHT, Yf/D • • • I - _ • • • • • WRC ENG. REFERENCE: USDCM, DRCOG, March 1969, (Revised 11-15-82) • 1 • -761- • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Appendix F • Rejoice Lutheran Church Civil Construction Documents • ( eD • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Appendix G • Rejoice Lutheran Church Drainage Plan • (Dvi,-5;red ma{io - SI. Dry uwD �� • • • • • • • • • • Michelle Martin From: Clayton D. Kimmi Sent: Monday, August 02, 2010 3:53 PM To: Amy Deines Cc: Michelle Martin Subject: RE: Rejoice Lutheran Attachments: image002.jpg Amy, I met with Michelle Martin this afternoon. We went over the plat together. The changes that you provided was what I needed. You addressed Michelle's comments also. The plat appears to be acceptable for both Planning and Public Works. I am still waiting on Todd to send me the required copies of the drainage report and construction drawings which have been stamped, signed, and dated by a registered P.E licensed in the State of Colorado. We are also waiting on the improvements agreement and I understand that Rich is working on it. As we discussed on Friday,July 29, after the plat is ready for recording and the improvements agreement and collateral have been accepted by our Board, a grading permit need to be obtained. The grading permit application will need to be downloaded from our website, http://www.co.weld.co.us/assets/7B3551A10DCa554A9347.pdf. In addition to the checklist information, you will need to submit, Sheets C2.1 and C3.0 from the construction drawings and a copy of the approved Colorado Department of Public Health and Environment Construction Stormwater Discharge Permit (download from http://www.cdphe.state.co.us/wq/Perm itsUnit/FO RMSandApplications/APPLICATIONS/SWCONSTFO RM.odf. Let me know if you have any other questions. Thanks Clay Kimmi, P.E., CFM Drainage & Floodplain Engineer Weld County Public Works 1111 H St PO Box 758 Greeley, CO 80632-0758 O: 970-304-6496x3741 F: 970-304-6497 From: Amy Deines [mailto:ADeines@eidosarch.com] Sent: Monday, August 02, 2010 11:09 AM To: Clayton D. Kimmi Cc: Diane Koenig; Rick Nearman Subject: Rejoice Lutheran Clay- Attached are updated sheets that include the changes we discussed on Friday. I also spoke with Don Carol in your office. He looked through Rich Hastings documents and found that the Improvements Agreement has been started. We provided Rich with the required information back in March; he should be able to have a document to us Wednesday when he gets back into the office. 1 1M • • Please respond to this e-mail to verify receipt. Thanks for your help. Amy 111Amy Deines,LEED AP Design Associate Eidos Architects, PC 5400 Greenwood Plaza Blvd. • Greenwood Village, CO 80111 • • 720-200-0630 Phone 720-200-0631 Fax www.eidosarch.com GENERAL DISCLAIMER This e-mail contains proprietary information some or all of which may be legally privileged. It is for the intended recipient only. If an addressing or transmission error has misdirected this e-mail, please notify the author by replying to this e-mail. If you are not the intended recipient you must not use, disclose, distribute, copy, print, or rely on this e-mail. DRAWING DISCLAIMER Eidos Architects transmits this electronic file(s) for reference only.The enclosed file(s) shall not be modified, altered, copied, distributed to third parties, or used on any other project, without prior written permission from Eidos Architects. These file(s) are not to be used, in whole or in part, as Construction Documents or Shop Drawings, without Eidos Architects' official seal and signature on each document. Any use of the enclosed file(s) other than that herewith expressed, will be prosecuted to the fullest extent permitted by law. 2 Michelle Martin From: Michelle Martin Sent: Thursday, July 29, 2010 1:48 PM To: 'Diane Koenig' Cc: Rick Nearman; Pastor Ruby; Lauren Light Subject: RE: USR-1630 Rick, It's my understanding from Lauren Light that the conditions of the Environmental Health Department outlined in USR- 1630 have been satisfied. Let me know if you have any other questions. Michelle Martin Planner III 1555 N 17th Ave Greeley, CO 80631 mmartin@co.weld.co.us PHONE: (970)353-6100 x 3540 FAX: (970) 304-6498 From: Diane Koenig [mailto:DKoenig@eidosarch.com] Sent: Monday, July 26, 2010 9:23 AM To: Michelle Martin Cc: Rick Nearman; Pastor Ruby; Lauren Light Subject: RE: USR-1630 July 26, 2010 Michelle: If I am reading your email correctly, the septic permit is approved and simply needs to be picked up by the contractor and the work completed per the revised drawings and permit. If that is the case, I am assuming that the condition has been met in the Site Development Plan submittal and I will notify the contractor that he should pick up that permit the work can be completed. Rick Nearman Eidos Diane Koenig ARCHITECTS Office Manager From: Michelle Martin [mailto:mmartin@co.weld.co.us] Sent: Friday, July 23, 2010 4:24 PM To: Rick Nearman; Pastor Ruby; Diane Koenig Subject: FW: USR-1630 Rick, Please see the below email from the Health Department. Let me know if you have any questions. 1 Michelle Martin Planner Ill 1555 N 17th Ave Greeley, CO 80631 mmartin@co.weld.co.us PHONE: (970)353-6100 x 3540 FAX: (970) 304-6498 From: Lauren Light Sent: Friday,July 23, 2010 4:16 PM To: Michelle Martin Subject: RE: USR-1630 All conditions of approval for usr-1630 have been met to the satisfaction of Environmental Health Services Weld County Department of Public Health & Environment. The septic permit has benn issued but has not received final approval. The septic permit is valid for one year or when the building permit expires. Lauren Light, M.B.S. Environmental Planner, Environmental Health Services Weld County Department of Public Health & Environment 1555 N. 17th Ave. Greeley, CO 80631 970-304-6415 Ext. 2211 (office) 970-304-6411 (fax) From: Diane Koenig [mailto:DKoenig@eidosarch.com] Sent: Friday,July 23, 2010 9:37 AM To: Michelle Martin Cc:Tom Parko; Clayton D. Kimmi; Richard Hastings; Lauren Light; Rick Nearman; Pastor Ruby Subject: RE: USR-1630 July 23, 2010 Michelle: I did receive the email that you forwarded to me on July 22, 2010, regarding Rejoice Lutheran Church's USR-1630. I also did receive confirmation from Todd Borger from TJB that he did receive Clay Kimmi's comments on the various site drainage issues and he also confirmed that he would be responding to those right away. Next, I did receive and we are modifying the redlines of the plat that you did note and we will be getting those back to you shortly as well. The only other comment in your email is the comment regarding Item 1.G in which you request that we address the requirements and concerns of the Department of Health (Lauren Light). As you may recall, we did receive Lauren's comments and I did have Ken Hamilton from KC Hamilton Engineering respond to Lauren's comments earlier. In responding, he did draft modifications to the septic system report that he had originally done for the project. Those changes were in response to Lauren's comments and after first denying that she had received them in our meeting of June 18, she did come back into the meeting and did acknowledge that she had not only received them but had already received the check for the permit and was in the process of issuing the permit for the septic system improvements to the project. I thought that addressed your comments. If there are other issues that Lauren does have that we are not aware of, please let me know and we would be happy to respond to them right away. Rick Nearman 2 Eidos Diane Koenig ARCHITECTS Office Manager From: Michelle Martin [mailto:mmartin@co.weld.co.us] Sent:Thursday, July 22, 2010 4:33 PM To: Diane Koenig; Rick Nearman Cc:Tom Parka; Clayton D. Kimmi; Richard Hastings; Lauren Light Subject: USR-1630 Hi Richard, The Department of Planning Services and the Department of Public Works has reviewed the latest version of information regarding USR-1630. It's been determined that the following items per the resolution still need to be completed before the plat can be recorded. 1.F Addressing the requirements and concerns of the Department of Public Works (Clay Kimmi with public works) 1.G Addressing the requirements and concerns of the Department of Public Health (Lauren Light with health dept) 1.O Improvements agreement (Rich Hastings with Public Works) In addition to the above conditions I have attached the redlines of the plat, which will also need to be modified before the USR plat can be recorded. If you have any questions regarding the modifications to the plat or the conditions please feel free to contact me. You may also contact Lauren Light at 970-304-6415 x 2211, Clay Kimmi at 970-304-6496 x 3741 or Rich Hastings at 970-304- 6496 x 3727 regarding the above conditions. Michelle Martin Planner III 1555 N 17th Ave Greeley,CO 80631 mmartin@co.weld.co.us PHONE: (970)353-6100 x 3540 FAX: (970) 304-6498 3 • • Michelle Martin From: Michelle Martin Sent: Thursday, July 22, 2010 4:33 PM To: 'Diane Koenig'; 'rnearman@eidosarch.com' Cc: Tom Parko; Clayton D. Kimmi; Richard Hastings; Lauren Light Subject: USR-1630 Attachments: DEST2056.tif; DEST2058.tif; DEST2060.tif; DEST2059.tif; DEST2057.tif Hi Richard, The Department of Planning Services and the Department of Public Works has reviewed the latest version of information regarding USR-1630. It's been determined that the following items per the resolution still need to be completed before the plat can be recorded. 1.F Addressing the requirements and concerns of the Department of Public Works (Clay Kimmi with public works) 1.G Addressing the requirements and concerns of the Department of Public Health (Lauren Light with health dept) 1.O Improvements agreement (Rich Hastings with Public Works) In addition to the above conditions I have attached the redlines of the plat, which will also need to be modified before the USR plat can be recorded. If you have any questions regarding the modifications to the plat or the conditions please feel free to contact me. You may also contact Lauren Light at 970-304-6415 x 2211, Clay Kimmi at 970-304-6496 x 3741 or Rich Hastings at 970-304- 6496 x 3727 regarding the above conditions. Michelle Martin Planner III 1555 N 17th Ave Greeley, CO 80631 mmartinPco.weld.co.us PHONE: (970)353-6100 x 3540 FAX: (970) 304-6498 1 • • PUBLIC WORKS DEPARTMENT e y GREELEY OFFICE Weld County Planning Department 1111 H STREET, P.O. BOX 758 Ittt 2 2 2010 GREELEY, COLORADO 80632 'D • WEBSITE: WW356-4000, EXT. W.CO.WELD.CO.US RECEIVED PHONE: (970)FAX: (970) O4-64977 COLORADO COPY July 20, 2010 Eidos Architects Attention: Rick Nearman 5400 Greenwood Plaza Blvd Greenwood Village, CO 80111 Re: USR-1630 Rejoice Lutheran Church Non-Exclusive Agreement and Access Permit Dear Mr. Nearman, Enclosed is a copy of the non-exclusive agreement information for Rejoice Lutheran Church. The non-exclusive agreement is required for the use of Weld County Right of Way. I have completed a portion of the agreement. Please complete the remaining items and return it with the appropriate fee. Also enclosed is a copy of the access permit application and instructions. Access permits are now required when the use changes on a property. In this case, the use is changing from residential to small commercial. Please complete the enclosed application and return it with the appropriate application fee. If you have any questions regarding the access permit, please contact Janet Carter at the above number. If you have any questions please feel free to contact me at the above number. Sincerely, Clay Kimmi, P.E., CFM Weld County Public Works Original: Eidos Architects CC to File: USR-1630 PC by Post: Michelle Martin,Planning Services Page 1 of 1 M\PLANNING-DEVELOPMENT REVIEW,USR-Use by Special Review\USR-1630 Rejoice Lutheran Church\Non-Exclusive Cover Letter 07-20-1O doc • • Weld County Planning Department GREELEY OFFICE MEMORANDUM ,,,, , 2,riip (itik„-H. .. RECEIVED TO: Michelle Martin, Planning Services DATE: July 20, 2010 I FROM: Clay Kimmi, P.E., CFM, Public Works W� DC� SUBJECT: USR-1630, Rejoice Lutheran Church Final Drainage Report COLORADO Comments The Weld County Public Works Department received the proposal on July 6, 2010. The Final Drainage Report and Construction Drawings were not stamped, signed, and dated by a registered professional engineer. Weld County Public Works Department has reviewed Final Plat materials and has the following comments. Comments made during this stage of the review process may not be all-inclusive, as revised materials will have to be resubmitted and other concerns or issues may arise during further review. Our comments and requirements are as follows: COMMENTS AND REQUIREMENTS: An On-site Improvements Agreement and Collateral will be required prior to recording of the Plat. It is understood that the applicant has contacted Rich Hastings to begin work on the Improvements Agreement. Drainage Report: The redline comments provided on the drainage report drawings and construction drawings have been returned directly to the applicant's engineer. 1. The narrative section of the final drainage report appeared to be complete however; the report was not stamped, signed, and dated by a registered professional engineer licensed in the State of Colorado. As stated in the October 19, 2007 and May 12, 2010 Memos, the drainage report must be wet stamped, signed, and dated by a registered Professional Engineer licensed to practice in the State of Colorado. 2. Please address all red line comments provided on the final drainage report drawings and the construction drawings. There were several comments from the May 12, 2010 redline comments that were not addressed. 3. As stated in the October 19, 2007 and May 12, 2010 Memos, please specify a seed mix from Weld County Drainage Addendum for revegetation of the entire site. This seed mix shall be reproduced on the Drainage/Erosion Control sheet in the construction drawings. 4. A drainage easement must be shown on the Plat for the detention pond and all associated drainageways (channels, swales, etc). 5. As requested in the May 12, 2010 Memo, The Final Drainage Report and Construction Drawings must include typical details for all structures to be constructed, erosion and sediment control plans, etc. The applica hall address the comments listed above during thiseviewx• • ss , 1ommen ade A Orin.A ,,is stg a of review process may not be all-inclusive, a vised ' jria rll&h • •e 44 • i an hercoricerns or Issue&willitiwduring furtber re ' . °ova l c Swill ;. --,co t t ear hensappropriate:elements.h ve been submitted pod ou din r a .- old Any c. terns must be resolved with the-Public Works Department prior to, ordin• , e Final lat" .,t Email+original: Michelle Martin.Planning Services Pc by post: Richard Nearman, Eidos Architects, 5400 Greenwood Plaza Blvd,Greenwood Village,CO 80111 Todd Borger.V3, 2399 Blake St,Si,ite 130, Denver,CO 80205 Cc to file: USR-1630 Page 1 of 1 M:\PLANNING-DEVELOPMENT REVIEW\USR-Use by Special Review\USR-1630 Rejoice Lutheran Church\USR-1630 Comments 7-20-10.DOC Michelle Martin From: Clayton D. Kimmi Sent: Friday, July 16, 2010 3:50 PM To: Michelle Martin Cc: Clayton D. Kimmi Subject: Rejoice Lutheran Church Michelle, I was able to talk with Leon today. It appears that the access that Rejoice is using will be within Weld County ROW. They will need a non-exclusive agreement in order to use that ROW. Also, I talked with Janet, she is going to need an access permit for a change of use (access going from residential to commercial). Thanks Clay Kimmi, P.E., CFM Drainage & Floodplain Engineer Weld County Public Works 1111 H St PO Box 758 Greeley, CO 80632-0758 O: 970-304-6496 x 3741 F: 970-304-6497 1 Michelle Martin From: Diane Koenig [DKoenig@eidosarch.com] Sent: Friday, July 16, 2010 9:07 AM To: Michelle Martin Cc: Pastor Ruby; Greg Wermager; Rick Nearman Subject: Rejoice Lutheran Church Resubmittals Attachments: image001.jpg July 16, 2010 Michelle: After you and I did talk on Wednesday, I did talk to Pastor Ruby about the status of the resubmtitals which we sent to you on July 2, 2010. In the conversation, Pastor Ruby also informed me that you had told her you were waiting for a letter from me outlining those demolition items that we were proposing to do prior to receiving the formal go ahead for the Site Development Planning process and the building permit for the project. With that in mind,the following is the list of items we would propose to you that the church potentially could do with only a demolition permit as the existing Church House is not currently being utilized for anything. 1. Removal of existing floor finishes which are to be replaced such as the carpeting and any tile floors in the building. 2. Removal of any non-load bearing wall partitions in the Church House which are not to remain. 3. Removal and capping off of plumbing fixtures which are to be removed and replaced once the permit has been received with handicapped fixtures. 4. Removal of interior doors and hardware which are not to be reutilized or are to be relocated. 5. Removal and capping off of any light fixtures which are not to be reutilized as part of the project. 6. The planting of additional landscape materials which are to be incorporated on the church's property as part of the proposed landscape plan in the Site Development Submittal. 7. Cutting and removal of portions of the garage floor slab where new footings for the eventual new floor framing in the area will be installed. In addition to these demolition items I believe that you and some of the other department heads that we did meet with on June 18, 2010, did state that it would be very acceptable to do painting on both the interior and the building including the staining or oiling of the logs and the sealing and painting of the chinking in the logs. I hope that this list is acceptable to you and can be approved as part of the demolition work on the project. If there are any items on the list which are not acceptable as part of the demolition permit, please simply tell us so. Do not throw out the issuance of the demolition permit because one or more of the items is not acceptable. Thank you for your attention to this matter. Rick Nearman Diane Koenig Office Manager Eidos Architects, PC 5400 Greenwood Plaza Blvd. • " Greenwood Village, CO 80111 I 1 • • 720-200-0630 Phone 720-200-0631 Fax www.eidosarch.com GENERAL DISCLAIMER This e-mail contains proprietary information some or all of which may be legally privileged. It is for the intended recipient only. If an addressing or transmission error has misdirected this e-mail, please notify the author by replying to this e-mail. If you are not the intended recipient you must not use, disclose, distribute, copy, print, or rely on this e-mail. DRAWING DISCLAIMER Eidos Architects transmits this electronic file(s)for reference only.The enclosed file(s) shall not be modified, altered, copied, distributed to third parties, or used on any other project, without prior written permission from Eidos Architects. These file(s) are not to be used, in whole or in part, as Construction Documents or Shop Drawings, without Eidos Architects' official seal and signature on each document. Any use of the enclosed file(s)other than that herewith expressed, will be prosecuted to the fullest extent permitted by law. 2 Pf # z- A . Sign Plan QI,_ Q_._.. _Q.. . . .p-.—_ �9_ _. O - ._-.-p. . .Q ' . . .•S39s"C 2`�d�9�9-�f:1)._ . . . . .p' SD'' .. ._ N89.33'96"E 294.87 (P)� o 4 ' ' Y/°Ryd k31F B1 , V i e / £� I ,043 - e, / III ME- o t I CO Nn £ NN HH .t0 V7 3 e33 4 nry wa t o 400 \ io. N lI _.I I ' II • •i / SIGN FACILITY �/ _ � I SIGN Hir______ __ _I Lowr traNE -�� I N - -- — S89'36'09'W 264479' S. LINE Of THE NW. 1/4, SEC. 34, TIN, P68W, 679 PM. Site Plan Scale: 1" = 80'-0" 8'-O"/ / /1"y i % / REJT OICE LUTHERAN<1T HERANl < 7-I/2" H. "TIMES ROMAN" FONT CHURCH, ELCA LETTERS ROUTED INTO GLUE N LAM. BEAM - PT. LETTERS 313 Lowell Lane __GLUE LAM. WOOD BEAM - ST. \ L METAL STRAPS N XXXXX < HANGING WOOD SIGN IN/ `fl q'-O SERVICE TIMES X GONG. FOOTINGS 3" H. "TIMES ROMAN" FONT p LETTERS ROUTED INTO GLUE m LAM. BEAM - PT. LETTERS 1, 1 -O" ijf, Facility Sign Detail Scale: 1/2" = 1'-0" Eidos Architects.PC Rejoice Lutheran Church 09046 Facility Sign Detail and Location A III nr Scale: Varies 06/28/10 B . Agreement with Mineral Owners LIST OF MINERAL OWNERS AND MINERAL LESSEES (Rejoice Lutheran Church) Subject Property: Township 1 North, Range 68 West, 6th P.M., Weld County, CO Sec. 34: Lot 5, Block 4, Ranch Eggs, Inc., Subdivision Filing No. 2 Crews & Zeren, LLC, a mineral title company, states that to the best of its knowledge the following is a true and accurate list of the names and addresses of the mineral owners and mineral leasehold owners having an interest in the Subject Property, based upon the real property records of Weld County, Colorado, as verified through June 17, 2010, at 7:45 a.m. A photocopy or facsimile of this list shall, for all purposes, be as valid as the original hereof. Dated this 30th day of June, 2010. CREWS & ZEREN LLC By: William G. Crews CPL Certified Professional Landman #3477 Mineral Owners: Mineral Leasehold Owners: Rejoice Lutheran Church EnCana Oil && Gas (USA) Inc. P.O. Box 1244 370 17th Street, Suite 1700 Erie, CO 80516 Denver, CO 80202 Crews eh'Zeren, LW Oil and Gas Ede Services P.O. Box336337 (970)351-0733 Greeley, CO 80633-0606 Page 1 of 2 Fax(303)484-2110 By acceptance and use of this list, the client and its agents agree to all of the following: William G. Crews ("Crews")and Cynthia A. E. Zeren ("Zeren") are Certified Professional Landmen certified by the American Association of Petroleum Landmen who have been asked by Client or Client's agent to provide listings of mineral estate owners entitled to notice pursuant to §§ 24- 65.5-103 or 31-23-215, C.R.S., as provided under the Surface Development Notification Act, Colorado Revised Statutes §24-65.5-101 et seq. Such lists will be prepared by Crews or Zeren, although the Client's contract is with, and all payments are due to, Crews & Zeren, LLC ("C&Z"), a Colorado limited liability company of which Crews and Zeren are the only members. Neither Crews nor Zeren is an attorney licensed to practice law. Crews and Zeren have agreed to prepare listings of mineral estate owners for the Client only if the Client agrees that the liability of Crews, Zeren and C&Z in connection with such services shall conclusively be limited to the amount paid by the Client to C&Z for such services. Crews, Zeren and C&Z make no warranty, express, implied or statutory, in connection with the accuracy, completeness or sufficiency of any such listing of mineral estate owners. In the event any such listing proves to be inaccurate, incomplete, insufficient or otherwise defective in any way whatsoever or for any reason whatsoever, the liability of Crews, Zeren and C&Z shall never exceed the actual amount paid by Client to C&Z for such listing. In order to induce Crews, Zeren and C&Z to provide such services, Client does hereby agree to indemnify and hold Crews, Zeren and C&Z harmless from and against all claims by all persons (including but not limited to Client) of whatever kind or character arising out of the preparation and use of each such listing of mineral estate owners, to the extent that such claims exceed the actual amount paid by Client to C&Z for such listing. Client specifically intends that both the foregoing limitation on liability and the foregoing indemnification shall be binding and effective without regard to the cause of the claim, inaccuracy or defect, including but not limited to, breach of representation, warranty or duty, any theory of tort or of breach of contract, or the fault or negligence of any party(including Crews, Zeren and C&Z) of any kind or character (regardless of whether the fault or negligence is sole,joint, concurrent, simple or gross). Crews e3'Zeren, LLC Oi<and Gas Etre Services P.O. Box336337 (970)351-0733 Gree<ey, CO 80633-0606 Page 2 of 2 fax(303)484-2110 ENCANA.. 370 1731 Street to (3 3)623-%3 0 Su:le 1 700 m,. 1303)623-2400 Dever.co e0202 WNW encana com June 29, 2010 Rejoice Lutheran Church PO Box 1244 Erie, CO 80516 RE: USR1630 Ranch Eggs Subdivision NW/4 Section 34-TIN-R68W Weld County, CO Dear Pastor Narucki: Per our phone conversation today, enclosed please find a copy of a letter that was sent to you on December 14, 2007 regarding your zoning hearing with Weld County for your church in the captioned area. The only copy of the letter in our files was not on letterhead and was unsigned, so please consider this a replacement for that letter. Please be advised that we had no objection to your proposal at that time and that we still have no objection to your proposed plans. A copy of the December 14th letter was also sent to the Weld County Planning Commission. Per your request, I have also enclosed a copy of your original letter to us informing us of the initial hearing. Thank you for keeping us advised. Should you need anything further, please feel free to contact me directly at 720-876-3714. Very truly yours, Encana Oi & Gas (USA) Inc. Lisa H. Roy Land Negotiator Attachments December 14, 2007 Rejoice Lutheran Church P. O. Box 1244 Erie, Colorado 80516 Re: USR-1630 Ranch Eggs Subdivision NW/4-Section 34-T1N-R68W Weld Co., CO Ladies and Gentlemen: Reference is made to your letter whereby you advised us of a zoning hearing with Weld County for a church in the captioned area. Please be advised that we have no objection to said proposal. Thank you for keeping us advised. Very truly yours, Kent Craig Land Negotiator Cc: Weld County Planning Commission • Rejoice Lutheran Church EnCana Energy Resources Inc., A Montana Corporation 370 17th St. Ste. 1700 Denver, CO 80202 Dear Sirs, This letter is sent to inform you of a meeting ot the Weld County Planning Commission at which the USR - 1630- Request for a Site Specific Development Plan and Use by Special Review Permit for a public and quasi-public building (Church) in the A (Agricultural) Zone District on a parcel of land described as Lot 5, Block 4, Ranch Eggs Subdivision, Filing 2, being a part of the NW4 of Section 34, TIN, T68W of the 6"' P.M., Weld County, Colorado will be presented. This meeting will take place on December 18, 2007 at 1:30 p.m. in the Hearing Room, Weld County Planning Department, 4209 CR 24.5, Longmont Colorado. Since you are the mineral leasehold owner of this property you must be informed of this meeting as per state law. Should you have any questions about this please feel free to call me or the Weld County Department of Planning Services, Southwest Office (720) 652-4210. The planner assigned to our project is Jacqueline Hatch. Sincer��I[[ -tr/l' '" -,,lit, Keith Prekker, Pastor October 29, 2007 11.1-7-- OCT 3 J ILI PO Box 1244 Erie, Colorado 303.828.3953 www.rejoicelutheranchurch.com C . Waterline / Hydrants . . ;d E} N89 ,3'16"E L4.99' (Q.) -O' •O N89°33'1Ay6��E 294.8(7�' 10' VRAINAGE 4 U11LITY EASEMENT • - / - - (N) DRY STACK RETAINING +7-ri /7 WALL I b �, / I OUTDOOR EQUIPMENT SHED 4 TRASH ENCLOSURE Q / /F i -4-0 44. 4 "� � I j "FIRE LANE" SIGN + (EJ TELEPHONE" . . j �c h flER7�E--- / /v\ X1113 �g�� b \ �+ L 4 / \ / incil FIRE HYDRANT � / i a d II ° \\ • N FIlTI1RE �� H.G. RAMP &J \ADDITION I 1 . I _ 04) 6" D. CONC. PAD UNDER \�.. /\./ i- ,/I t ACCESS WALKKWAYIN& SPAGES a -I r . • / .. eil\ 4 g a_ 0) 5 WIDE GONG. I I / O P "FIRE LANE" SIGN •�� WALKWAY W/ I j j % M y pa M1 H.G. PARKING SIGNS E.J.'5 a 30'-0" 6 j b Nip b UT I (N) 6 D.GRAVEL `— CNN 0 N N I PARKING LOT - v I I 50 SPACES 4 Ii >3 16' H.EXTERIOR ^ �.' c h LI6HTPOLE5 N r t TOTAL / 33 o o COMPACTED I I I I I I I I I_, \.. • •:..... •o o oi FIRE HYDRANT O O BE K MORE I // �I � O O I WWALKWAY-ALKWAY TO I •K / "/ CRUSHER FINES 1- 21"-O 8'PLO" Cb4 • Z Z �___ ,I a I , / C RELOCATE GRAVEL ACCESS THAN 5% SLOPE I I I I I I I I I I I Q DRIVE TO WEST- (N) DRIVE L_ LLL _71I_I IJJJ ,• — e TQBEe" D.ROAD BASE • •-. - FUTURE PARKING / -=� (H1 12" WATER LINE PRECAST CONC. CURB i l' -- -- STOP BLOCKS® ALL ' STAKE INTO GROUND PER I -- / p PARKIN&SPACES I 50'-0" 40' "" 140'-0" / W/OUT CONC. WALK. WE WATE- RD . FUTURE R.O.W. N•1 W/ 12" LONG •4 REINF: Z tr STEEL BARS GEPTI0 x cIn fi I re N F DETENTION POND "FIRE LANE" SIGN Wl ( - - -- o 4 Fro —HURON STREET DEDICATED O : T I -. O I TO THE COUNTY BY THE - 1 C�., RANCH E6GS SUBDIVISION FILING 2 PLAT,RECEPTION § $1505145 _._. (t4) FACILITY SIGN 4 ti— b NOTE, "WELD COUNTY IS NOT -- - RESPONSIBLE FOR -- - -- "- - MAINTENANCE OF ON-SITE LOWELL LANE - DRAINAGE RELATED ' FEATURES. S89°36'09'W 2644.79' LOWELL LANE DEDICATED TO S. LINE ❑P THE NW. 1/4, SEC. 34, 1N, R6BW, 6TH RM. THE COUNTY BY THE RANCH - E665 SUBDIVISION FILING 2 N PLAT,RECEPTION *1505143 ( IhSite Plan /Scale: 1" = 50'-0" Eidos Architects PC Rejoice Lutheran Church 09046 Site Plan C • • � �1°"=" Scale: 1" = 50'-0" 06/28/10 D . Landscape Plan C. N89° 5'1 6" - 4.99' • N89°33'16"E 294.87' 2 2 f SP WP 1 M NP I . e m GA y 0 dr IC> —FUTURE �' Ilii (O \v RI GDP µ I 6 SJW 0 \ ��R)� ' ,, ,iii'(' ,is -- O WP `� �1 R)Mr FUTURE II° (E) �� U O "} ��,�� (E), , — M o 1 2 Vs' _ GA APA \ ' Z- FUTI SE 12 TREES , (E)-N �. o_ W DL tiP FUTURE 6GA ON 1 in ' ! FUTURE DL — NP a (E)1 N N ' I 1.5 oci), N N �, O j LO cD LC) 3 -.....(E) _ FGA ---r -- 3 3 Q ,_ , in"in bMoi (E) 17 ��II ITIJ � 0 o0 (E l o H I I I I I I I 1 I Lin 00 0 0 00 - (n yr ' z.Z I. _. - IL I H 1 1 1 1 1 1 1 1 1 ' 11 1 I I ! " (E) L JJJJI 1 _1_1_1_1 _L I- FUTURE PARKING GA ° M (E)..-NP APA NP ! (E) I _ I 1 M I, 1 _ _ DETENTION PO _.. - _. NP M , w I W T 1 I - I O CJ NP ff I M x (R) cQCOaOCS & M M NP LOWELL LANE1/6--.2 _ S89°36'09"W 2644,79' S. LINE OF THE N,W. 1/4, SEC. 34, T1N, R68W, 6TH P.M. N hLandscape Plan yScale: 1 " = 50'-0" Eidos Architects.PC Rejoice Lutheran Church 09046 n �.� ,-!!. Landscape Plan D1 pi _ "��°s"" Scale: 1" = 50'-0" 06/28/10 EVERGREEN TREE DECIDUOUS TREE ' # $ 2 I/2"x2 1/2"x1O' CEDAR STAKE 3 GUYS OF 14 GA. � IN/ NOTCHED END W/ 14 GA. TWISTED WIRE W/ 1/2" "'3'``' " ' TWISTED GUY WIRES b 1/2" DIA. DIA. WHITE PVG * - WHITE PVC SLEEVES IS" LONG SLEEVES 36" LONG ON ' ON ALL GUY WIRES. 2 PER 1-O" ALL GUY WIRES (EVGRN. # .. ':' / EXPOSED DECID. TREE, INSTALL TREES ONLY) INSTALL * * „ AS REQ'D. FOR SHRUBS. AS REQ'D. FOR SHRUBS. WRAP DECIDUOUS TREE TRUNKS y + OVER I" CAL. IN/ BURLAP OR ASPHALTIC KRINKLE KRAFT TREE WRAP. GROUND COVER/MULCH, TYP. 2"x2"x24" STAKE REMOVE ALL TWINE, WIRE S DRIVEN FLUSH IN/ BURLAP FROM TOP OF ROOT GROUND. � BALL. REMOVE ALL WIRE tr • "I r BASKETS S CONTAINERS. CUT GROUND LINE TO BE 7� 1 y111Tr_ OPEN REMAINING BURLAP @ (4) III SAME AS EXIST. ® - .-I $ _e r —, OPPOSING SIDES S UNDER NURSERY GARDEN — ROOT BALL. USE CAUTION NOT HOUSE, TYP. — _ I — I l _ — TO DAMAGE ROOT BALL. I / _ BAGKFILL W/ TOP SOIL S IL— PEATMOSS ® 3:1 RATIO BY UNDISTURBED SUBSOIL VOLUME IN 4" LAYERS. WATER BELOW ROOTBALL, TYP. 3 TIMES BALL EA. LAYER UNTIL SETTLED, TYP. / DIAMETER / 1 . Planting Detail Scale: N.T.S. EVERGREEN OR DECIDUOUS SHRUB SOIL LEVEL TO BE 1/2" TO I" BELOW TOP OF ROOT BALL, TYP. MULCH BAGKFILL W/ TOP SOIL 4 PEATMOSS ® 3:1 RATIO BY VOLUME IN ol" LAYERS. WATER EACH LAYER UNTIL SETTLED. — II 1 � � -III'— III1_:,11 I ' 2. Planting Detail /TWICE BALL DIA/ Scale: N.T.S. LANDSCAPE SCHEDULE MARK SYMBOL QTY COMMON NAME BOTANICAL NAME CNTR. . MATURE SIZE NOTES HYDRO- SIZE HT. X SPRD. ZONES NP 0 S Newport Plum Prunus cerasifera 24" cal. B&B M (ll I I Maple Acer 24"cal. B&B APA 0 2 Autumn Purple Ash Fraxinus americana'Autumn Purple 2.5"Cal. FGA 0 2 Fall Gold Ash Fraxinus nigra'fallgold' 2.5" Cal. GA Q 2 Green Ash Fraxinus pennsylvanica 2.5" Cal. SP 4 2 Scotch Pine Pinus sylvestris 6'B&B SWP 4 3 Southwestern White Pine Pinus strobiforimus 6' B&B GDP 0 13 Gold Drop Potentilla Potentilla fruticosa 5 gal. BJ `✓i E 5 Buffalo Juniper Juniperus sabina "Buffalo" 5 gal. — FUTURE LANDSCAPE SCHEDULE MARK SYMBOL QTY COMMON NAME BOTANICAL NAME CNTR. MATURE SIZE NOTES HYDRO- SIZE HT. X SPRD. ZONES APA 0 2 Autumn Purple Ash Fraxinus americana'Autumn Purple' 2.5"Cal. r FGA %„_.• 2 Fall Gold Ash Fraxinus nigra'fallgold' 2.5" Cal. GA Q I Green Ash Fraxinus pennsylvanica 2.5" Cal. SWP 4 I Southwestern White Pine Pinus strobiforimus 6' B&B BMS 7 Blue Mist Spirea Caryopteris x clandonensis #5 Contnr. SJW 6 St.John's Wort Hypericum perforatum 'Ilidcote' #5 Contnr. DL (" IS Day Lily Hemerocallis'Stella de Oro' #1 Contnr. Eidos Architects,PC Rejoice Lutheran Church 09046 _c In Planting Details and Landscape Schedule D2 • • - "`"'' Scale: N.T.S. 06/28/10 F. PUD Plan • I Po.i ; aF Bi 1-- 111i .s df q iii 4 s&i VpE ZEEiiiaE il RE �i sq1 flu F!a 8t .a % i U. 0I ael F i `yy cg a 3 6 Iii 1 iR_I i Y FF p gg fix f a g . F t P4 ' fiE 5pl B •1 6y a a F . 14 V—I '� g@ ➢ 4! a II t s !es ;11 Y a x 4 T6 a =s 5 � a ff o Q3 6 co iy@ s'i iSen Y€ HZ aae i a e ° no __' ZE¢ ifixaBE b.'_'< .- ! 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III C, e� 4:. /i 01) 6" D. CONC. PAD UNDER b I \ /U _ �....- �II d ACCESS WALKING KWAYSPAGES \ } _f � ? li_ I 4.---- .1\ ■ I / o o_ (N) 5'.WIDE GONG. 1 �I el4 "" TIRE LANE" SIGN 44-...i WALKWAY W/ I 7 I 1 / II §p d op 1 �I E.J.'S® SOLO" 4 ! / U Q h N (.p 00 H.G.PARKINb SIGNS tn N LO N (N) 8" D. GRAVEL J 0 'p 9 EO CO 1 CO CO 50 SPPARKIAACES T a / ( 3 3 lb' H. EXTERIOR TOTAL �� on on LIGHTPOLES 1 ' ' N N � N -4- TI-FIT-HI-IT-In.q• i , p 6a I M O (N)4" D. el l ' FIRE HYDRANT • COMPACTED 1 ■ \ .I O• Z CRUSHER FINES j_-,.. I I d •�,24'-0 J��X \ 1� . ti4" WALKWAY- 11 - 27, b BE SLOPE I I 1 1 1 1 1 1 1 IWALKWAY TO ■ I • I RELOCATE GRAVEL ACCESS / Q' DRIVE TO VEST - (N) DRIVE • LL L I 4I_LI J_l_J _l = = ie. I TO BE 5" D. ROAD BASE FUTURE PARKING / (N) 12" WATER LINE PRECAST GONG. CURB I I, i STOP BLOCKS * ALL I ' O PARKING SPACES 501-0" . 140'-0" POW ST 1K" LINTO*4 UND - WATER EASE - "ROTHOJV. 4 FUTURE R.O.W. ' 5 CON UROUND P€R;REGEPTION p1�53'-• F _ _ _ STEEL BARS - - _ n la Qc • I V I ry -1� �' DETENTION POND \ . I .. 'FIRE LANE" SIGN . y C4 . a Z � -HURON STREET DEDICATED 't, 1 O 1 TO THE COUNTY BY THE RANCH EGGS SUBDIVISION '� I FILING 2 PLAT,RECEPTION _ I x *1505145 - - -__-` -- (r) FACILITY SIGN n - v NOTE: "WELD COUNTY IS NOT RESPONSIBLE FOR -. - - - - - I MAINTENANCE OF ON-SITE DRAINAGE RELATED LOWELL LANE 2- i FEATURES." S89°36'09'W 2644.79' LOWELL LANE DEDICATED TO S. LINE OF THE N.W. 1/4, SEC. 34, 1N, R6BW, 6TH P.M. THE COUNTY BY THE RANCH EGGS SUBDIVISION FILING 2 N PLAT,RECEPTION *1505145 ( I Site Plan K //Scale: 1" = 50'-0" ' Eidos Architects.PC Rejoice Lutheran Church 09046 -� ii Site Plan F •• • - `""' Scale: V = 50'-0" 06/28/10 G . Septic System Study KC Hamilton Engineering, Inc. September 28, 2009 Revised June 2, 2010 Rejoice Lutheran Church C/O Eidos Architects, Attn: Mr. Richard Nearman 5400 South Syracuse Street Greenwood Village, CO 80111 Re: Onsite Wastewater System Design Proposed Rejoice Lutheran Church 3413 Lowell Lane, Weld County, Colorado Job No. 09-113 Mr. Nearman, As requested, KC HAMILTON Engineering, Inc. (HAMILTON) prepared this revised Onsite Wastewater System (OWS) design for the subject site in response to include Weld County (County) review comments. The OWS design was prepared for ISDS permit submittal to the County. This report presents the proposed OWS layout, drain field sizing calculations, and design figures. The body of this report, the notes on the figures, manufacturer guidelines for the OWS components, and the current County ISDS regulations should be considered the technical specifications for this project. The OWS design will require the OWS installer have demonstrated experience in similar OWS installations, and be familiar with the County ISDS regulations. A partial site plan is presented on Figure 1.0. Figures 3.0, 4.0 and 5.0 were revised per County comments. 1.0 - SPECIAL CONDITIONS: The following special conditions exist for the proposed OWS: A. This OWS design is based on previous subsurface investigation and percolation testing performed for the original OWS at the site. B. The liquid level in the existing septic tank was lower than the outlet pipe. It known whether the tank had been pumped recently or if the tank is leaking. C. The risers of the existing tank have degraded and should be replaced. 2.0- EXISTING AND PROPOSED CONSTRUCTION A 130-seat church is proposed. The church will be housed in an existing three-bedroom residence. The existing residence will be remodeled to house the church members. The existing residence has a 1000-gallon two-compartment septic tank and an 1800 square foot drain field consisting of PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kchengineering.com KC Hamilton Engineering, Inc. Job No. 09-113, June 2, 2010 Page 2 gravel and pipe: approximately 30 feet by 60 feet. This OWS was designed for an average daily sewage flow of 450 gallons per day (gpd). A copy of the County ISDS permit with a sketch of the installed OWS is presented in Appendix A. A site visit was performed in September 2009. At the time of the site visit the existing OWS was partially observed. The septic tank was buried about 1 foot below the existing grade. The access risers were deteriorated. The lids appeared to be in good condition. The liquid level in the tank was lower than the both the inlet and outlet pipes. There was no observation pipe in the drain field area. There appeared to be no evidence of effluent surfacing in the assumed drain field area. The prescribed minimum daily sewage flow for a 130-seat church is 650 gallons per day based on 5-gallons per day per seat. The prescribed minimum peak flow is 150% of the average, or 975 gallons per day. This flow rate is greater than the original OWS design requiring additional septic tank volume and additional drain field area. If the prescribed water use or projected water use is different than that depicted herein, HAMILTON should be contacted in order to re-evaluate the suitability of this design. 3.0 - SITE CONDITIONS The site is located in a semi-rural area requiring OWS. The area for the proposed site drain field has slight slopes down to the east northeast. The drain field area was vegetated with grasses. 4.0 - SUBSURFACE CONDITIONS A subsurface investigation and percolation testing previously performed for the original OWS design indicated clay soils to a depth of 8 feet. The percolation testing performed indicated a percolation rate of 60 minutes per inch. 5.0 - PROPOSED OWS DESIGN Based on the subsurface conditions described above, it appears that an OWS can be installed at the site. The proposed OWS layout is presented on Figure 2.0. The proposed OWS design is based on: 1.) An average daily flow rate of 650 gpd with a peaking factor of 1.5. 2.) A percolation rate of 60 MPI. 3.) It is proposed to design the new OWS in the same manner as the original design that included a 25% increase in the field area due to the percolation rate. The drain field calculations are presented below. 4.) An effluent pump is recommended to provide better distribute the effluent to the existing drain field and the new drain field area. A drain field sizing reduction of 25% is proposed for effluent dosing. 5.1 - Internal Plumbing The plumbing serving the proposed church should drain by gravity to the septic tank. If an ejector pump is planned in the basement, it should only lift the sewage generated on the lower level. The upper floors should drain by gravity where possible. If the entire church will drain to the lower level and an ejector pump will be required, a duplex PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kchengineerine.com KC Hamilton Engineering, Inc. Job No. 09-113, June 2, 2010 Page 3 pumping system should be used in the event of a pump failure. Access for pump repair should be considered in the plumbing design, as necessary. 5.2 — Existing Septic Tank: To accommodate the sewage flows, a minimum septic tank volume of 1220 gallons is required. The existing septic tank has a capacity of 1000-gallons. Additional septic tank volume is required. An additional 1000-gallon two compartment tank is proposed. The existing septic tank should be inspected and made water tight. The access risers with lids should be replaced with new concrete risers and lids. The risers and lids should be installed in a water tight condition. All tank openings and/or penetrations should have water-tight seals. If the existing tank can not be made water-tight, or is determined to be in poor condition it should be replaced. 5.3 — Proposed Septic Tank: A 1000-gallon two-compartment septic tank with an effluent pump is proposed. The tank must be installed on stable subgrade and in a water-tight condition with water-tight risers, access lids, and inlet and outlet piping penetrations. A minimum 36 inches of cover fill is recommended to accommodate the sewer connection and effluent pipe burial. The area around the tank should be well graded to prevent runoff from accumulating around the tank access lids. Tank details are presented on Figure 3.0. 5.4 - Effluent Piping_ The effluent piping from the septic tank to the drain field shall be 1.5- inch diameter SCH 40 PVC pipe with solvent welded joints. The pipes should be properly bedded per the County ISDS regulations and local plumbing code. The piping shall have a minimum 1% slope back to the tank from the automatic distributing valve (ADV). A minimum burial depth of 12 to 18 inches is recommended. 5.5 - Automatic Distributing Valve (ADV): A 3-outlet automatic distributing valve is proposed (OSI Model 6403). The ADV will have three discharge pipes. Two discharge pipes will be connected to the existing effluent pipe that currently connects the existing septic tank and drain field. The third outlet from the ADV will be connected to the proposed drain field. The ADV should be installed per the manufacturer guidelines and drain between pump cycles. A manufacturer diagram of the ADV is presented on Figure 4.0. 5.6 - Drain Field: The existing drain field area will be retained and additional area is proposed. The total drain field area required is based on the following calculation: Min. Drain Field Area = 650 gpd x 1.5 x (sqrt(60)/3.5)x 1.25 x 1.3 x 0.75 = 2630 square feet(sf) Note:An area increase of 25% (the 1.25 factor) was used as per the original OWS design, and an area reduction of 25% (the 0.75 factor) was taken for dosing per County 15O5 regulations. Minimum Additional Drain Field Area = 2630 sf— 1800 sf = 830 sf Proposed Drain Field Area = 900 sf(50' by 18') PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kchengineering.com KC Hamilton Engineering, Inc. Job No. 09-113, June 2, 2010 Page 4 The existing drain field area is 1800 square feet or about 67% of the total area proposed. The new drain field area will be about 33% of the total area proposed. The effluent will be distributed by the ADV as shown here in to disperse 67% of the effluent to the existing drain field and 33% to the proposed drain field. 6.0 - EFFLUENT PUMPING SYSTEM The proposed pumping system must meet the following specifications: 6.1 — Pump: The effluent pump for the effluent dosing shall be an Orenco Systems, Inc. model PF5005 HH pump. The pump motor shall be 110 VAC and Single Phase. The pump shall be UL and CSA listed as an effluent pump. Pump is to be activated by a motor-contact switch. 6.2 - Access Risers: Access risers that extend to final grade must be provided. The risers are to be watertight and attached to the septic tanks such that a watertight seal is provided. Risers should be rated for the appropriate load requirements. 6.3 - Discharge Assembly: The pump discharge assembly (Orenco cold weather version) is to have a disconnect union accessible from the ground surface to allow pump replacement. The discharge assembly is to be plumbed with a 3/16" diameter weep hole to allow drainage between cycles to minimize freezing potential. 6.4 - Float Switch Assembly: The on/off, timer over-ride, and high water alarm floats are to be accessible for adjustment without removing the pump or vault. Float switches are to be low- amperage. Electrical power to supply the pumps shall not be through the float switches. The effluent pump float switches should be set to discharge volume of 50 to 75 gallons. 6.5 - Electrical Splice Box: The splice box shall be UL approved for wet locations (NEMA 4X). All wire splices are to be completed with UL listed waterproof splice connectors. 6.6 - Controls and Alarms: Controls and alarms shall be listed per UL 508. Controls are to include a toggle switch for manual operation of the pumps; separate dedicated circuits for the pumps and the high water alarm; an audible and visual alarm; and an elapsed time meter. Panels are to be NEMA 4X rated. 7. 0 - SITE GRADING AND DRAINAGE Good drainage should be incorporated in to the site-grading plan to direct runoff away from the drain fields. Automatic sprinkler systems must not be installed over the fields. The surface of the fields should be seeded after installation of the system. Livestock is to be kept off the drain field areas. A seed mix such as "Foothills, Pasture, or Prairie" mixes is suggested. These mixes do not require irrigation and develop a growth 10 to 15 inches high. 8.0 - OWS INSTALLATION OBSERVATIONS The installation of the OWS is to be observed by the HAMILTON. These observations include drain field excavation prior to backfill. At those times, subsurface conditions, scarifying and fill material will be reviewed. A final observation will be required prior to backfill of the OWS. Our office should be called 720-261-9358 to observe the installation of the OWS and at least 48 hours in advance. PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kchengineering.com KC Hamilton Engineering, Inc. Job No. 09-113, June 2, 2010 Page 5 9.0 - OPERATION AND PREVENTATIVE MAINTENANCE SCHEDULE The goal of an operation and maintenance schedule is to observe the operation, and perform minor maintenance to the onsite wastewater system to allow for proper, long term functioning of the system. An operation and maintenance schedule or contract with a private maintenance company is recommended, and is typically required for the AdvanTex system. 9.1 - Tank: The scum and sludge accumulation in the tanks should be monitored yearly. Once the scum or sludge thickness reaches 25% of the liquid depth, the entire tank should be pumped. A pumping frequency of 1 to 3 years at design flows is anticipated. An alternative is a scheduled pumping frequency of every two years. 9.2 - Effluent Filter: The Effluent filter at the septic tank discharge should be cleaned (hosed off) at the time of pumping or as needed. 9.3 - Drain Fields: The surface area around the fields should be observed monthly for signs of failure such as lush vegetation growth or effluent ponding. No landscaping or plastic can be installed over the field. 9.4 - General: System users must realize an onsite wastewater system is different from public sewer service. Plastic or other non-biodegradable material should not be introduced into the system. Biodegradable cleaners should be used. Water use should be monitored. A malfunctioning toilet can consume a large amount of water. This excess water in addition to daily loading could flood and irreparably harm the OWS. Allowing fixtures to flow continuously to prevent water lines from freezing is not recommended. Although the proposed system can accommodate variable flows, spreading water use over the day and minimizing peak flows is recommended. The chemical and hydraulic loading from the backwash of a water softener may be detrimental to the OWS and a separate drywell should be constructed for the backwash waste, if a softener is installed. Chemically treated water from a swimming pool, hot tubs or spas should not be introduced into the OWS. The design of the OWS is based on the treatment of domestic sewage only. No industrial or hazardous wastes should be introduced into the OWS. 10.0 - LIMITATIONS This OWS design and recommendations are based on data submitted and the proposed construction. If conditions considerably different from those described in this report are encountered, we should be called to observe the conditions. If proposed construction is changed, HAMILTON should be notified to evaluate the effect of the changes on the wastewater system, if any. All construction is to be in accordance with the Individual Sewage Disposal System (ISDS) regulations. Pipe type and size, burial requirements, and other specifications, which are not depicted in this report, are to conform to the requirements of the ISDS regulations. The installer of the system is to be licensed by the County, and is to have demonstrated knowledge of the ISDS regulations and requirements. PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kchengineering.com KC Hamilton Engineering, Inc. Job No. 09-113, June 2, 2010 Page 6 The proposed system design is based on an average daily flow rate outlined above. Increased flows may hydraulically or organically overload the system, causing premature failure. A water meter should be installed to monitor water usage, not including irrigation. If you have questions please call. Prepared by: it w W 3 :a' 97 Kenneth C. Hamilton, P.E. �� Project Engineer -cr Attachments: Figures 1.0 through 5.0, and Appendix A. Distribution: 4 copies sent, 1 copy to Weld County KCH/kch PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kchenoineering.com +/ 4.1 Acres SCALE: 1" = 100' 3413 Lowell Lane 0 5G 100' 150' Weld County, Colorado N s o . O 0,k.DRAIN FIELD <h • ,o r EX.SEPTIC TANK • I i EX.RESIDENCE • • • LOWELL LANE NOTES: 1. THE LOCATION OF EXISTING AND PROPOSED IMPROVEMENTS SHOWN ARE NOT THE RESULT OF A PROPERTY SURVEY. IMPROVEMENT LOCATIONS ARE APPROXIMATE. CALL UTILITY NOTIFICATION 2. IT IS THE PROPERTY OWNER'S RESPONSIBILITY TO DEFINE PROPERTY CENTER OF COLORADO BOUNDARIES AND ENSURE ALL ONSITE IMPROVEMENTS ARE LOCATED INTER OR COLORADO WITHIN THE PLATTED SITE AND OUT OF INAPPROPRIATE EASEMENTS. -1987 3. THIS SITE PLAN WAS DERIVED FROM THE ORIGINAL ISDS DESIGN CALL TWO BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, DOCUMENTS BY URBAN DESIGN CIVIL ENGINEERS AND LAND SURVEYORS, OR EXCAVATE FOR THE MARKING OF DATED 09-1998. UNDERGROUND MEMBER UTILITIES SITE PLAN K.C. HAMILTON Engineering, Inc. 3413 LOWELL LANE, PO BOX 300626, Denver, CO 80203 WELD COUNTY, COLORADO Phone/Fax: 303-733-4702 www.kchengineering.com JOB NO. 09-113 FIGURE 1 .( NOTES: SCALE: 1" = 100' 1. THE CONTRACTOR SHALL VERIFY THE LOCATIONS OF THE EXISTING OWS f� COMPONENTS PRIOR TO CONSTRUCTION, AND NOTIFY THE ENGINEER IF 0' 50' 100' 150' ANY CONFLICTS WITH THE EXISTING AND PROPOSED OWS. 3. THE EXISTING WATER SUPPLY LINE AND OTHER UTILITIES TO BE LOCATED PRIOR TO CONSTRUCTION 4. THE EX. SEPTIC TANK SHOULD BE INSPECTED FOR WATER TIGHTNESS AND STRUCTURAL SOUNDNESS, AND REPLACED IF NECESSARY.THE EX. SEPTIC TANK SHALL BE IMPROVED AS OUTLINED IN THE DESIGN REPORT. 5. ALL APPLICABLE ISDS HORIZONTAL SEPARATION DISTANCES SHALL BE CONFIRMED PRIOR TO CONSTRUCTION. 6. ALL ITEMS LISTED ABOVE SHALL BE INCLUDED IN THE BID QUOTE FOR THE WORK. - • S 0 0 • PROPOSED DRAIN N FIELD: 18'X 50' I • • Co i ^ / A • r / j // �\ 1.5-INCH EFFLUENT / I p � ` PIPE (TYP.) // %1C> // • // F\�P /// EX.SEPTIC TANK / Q' O+' / X.SEWER (APPROXIMATE) / cg- v • / J , • I PROPOSED 3-OUTLET ' AUTO. DISTRIBUTIN VALVE (SEE DETAIL) I 'I • PROPOSED USED 1000-GAL. SEPTIC TANK 1 130-SEAT CHURCH (SEE REPORT AND DETAIL) I I, I CALL UTILITY NOTIFICATION \ CENTER OF COLORADO i 1-800-922-1987 CALL TWO BUSINESS DAYS IN ADVANCE BEFORE YOU DIG. GRADE. OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES PROPOSED OWS LAYOUT K.C. HAMILTON Engineering, Inc. PO BOX 300626, Denver, CO 80203 Phone/Fax: 303-733-4702 FIGURE 2 www.kchengineering.com JOB NO. 09-113 \ / ,». cc \ ) ,_ § / f / \}{ / / t $- - ! A. ! . e a. Eo cc {! >Se = ee § !! !!! + \ ( # >; ! |»y m , fl g! ! ; ! ! 6 i RG ,§ f au ! ® 1w . }€ !?& ofl :nJi ~ k\| 2 \ 5i !a f �� (! ®� ® \ z \ ' - i.._ 4:7 iii .�■ ` ) (I). , < u p [ a 9 / } i � ! . } \ / 2 b " H ) ! J z ° . 7 ( / N i tv \ 2 E_ O [ } � a _ / � E \ ( CL CI- \ .63 2 \ '. / !a— c o _ !� c n .2 |$ ! » ° w ! | Its t 2 : _{ c $ , e [ { e [ f i I i L.ors OO ) / �I I < 0 } ; ` : C t CL /} ii ( 0)j : al E . If AI * { \ % § ! - � g ( { / ) H \ } _ zoo z - r co 9 C:) � \ D I io 0 ( # - ) \ — (!| I a- 0 jj !i ) o > � C ~ !!; 30"DIA.FIBERGLASS, BOLT-DOWN LID WITH 2 INCHES OF INSULATION. VACUUM RELEASE VALVE: RUBBER-FLAP STYLE 2"INSULATION PLUG FINAL GRADE 1.5'UNION 1 I M -' 30"DIA.PVC RISER 17 TO 18' ' OSI MODEL 6403 VALVE BEDDED . IN a"MINUS PEA GRAVEL "!W&€ • . , 1.5'PIPE TO DRAIN FIELDS • .• ••' ' SLOPE DOWN 1%(MIN.) FLOW FLOW 1.5'BALL VALVE 1.5"PIPING FROM DISCHARGE PUMPS • :se:NN:NNH. 2%MIN.BACK TO DISCHARGE PUMP PROFILE VIEW: AUTOMATIC DISTRIBUTION VALVE (ADV) ASSEMBLY NOT TO SCALE INLET PIPE:SLOPE BACK TO PUMP 1%(MIN.) 1.5X4 BUSHING X.EFFLUENT PIPE 1.5"OUTLET#1 OF ADV FLOW TO EXISTING liJN< DRAIN FIELD 1.5"OUTLET#2 OF ADV FLOW FLOW TO PROPOSED /M / ^� Y,r /V v/ r DRAIN FIELD ',,/` },',/,'•‘ \•.1/41,2<,// „' ti y V 150- � ':/ '��,` l 1.5"OUTLET#3 OF ADV <rt PLAN VIEW: AUTOMATIC DISTRIBUTION VALVE (ADV) ASSEMBLY NOT TO SCALE AUTOMATIC DISTRIBUTING K.C. HAMILTON Engineering, Inc. PO Box 300626, Denver, CO 80203 VALVE (ADV) DETAIL Phone/Fax: 303-733-4702 FIGURE 4.( www.kchengineering.com JOB NO. 09-113 Revised 06/01/1 ( TYPICAL PLAN VIEW OBSERVATION PIPE 1.5"DIA. EFFLUENT PIPE. SOLID PIPE OUTSIDE OF FIELD 1%SLOPE FROM ADV AREA AND 3 FEET INTO FIELD 4" DIA. SDR 35 PVC PERFORATED TO FIELD(MIN.). AREA. 1%SLOPE INTO FIELD DISPERSAL PIPING. INSTALL LEVEL. • I ' DISPERSAL GRAVEL, 1"TO 2.5" , • i3' 6' P.) I • • a P.) 50 STD. PLASTIC OR PRECAST CONCRETE DISTRIBUTION BOX. INSTALL LEVEL OBSERVATION PIPE GEOTEXTILE SILT ISDS DISPERSAL GRAVEL, BARRIER 1"TO 2.5" EX. GRADE TYPICAL PROFILE VIEW 4"DIA.SDR 35 PVC PERFORATED DISPERSAL PIPE 12"(MIN.) 3 " (MAX.) . ..... .. . . . . . .r.-.-. -r.- . -.`: 12"(MIN.)- 18' SCARIFY BOTTOM OF EXCAVATION PRIOR TO BACKFILL. SPECIFICATIONS 1. ALL DISPERSAL PIPE IN THE DRAIN FIELD TO BE SDR 35 PVC PERFORATED PIPE. STD. COUNTY APPROVED DISPERSAL PIPING. ALL JOINTS TO BE SOLVENT WELDED. 2. RUBBER TIRED EQUIPMENT IS NOT PERMITTED IN THE DRAIN FIELD EXCAVATION. 3. DRAIN FIELD EXCAVATION TO BE LEVEL. SCARIFY BOTTOM OF EXCAVATION 2" TO 3". 4. DISPERSAL GRAVEL TO BE 1"TO 2.5" WASHED GRAVEL APPROVED FOR USE IN ISDS BY THE COUNTY. 5. SILT BARRIER TO BE MIRAFI 140N OR SIMILAR. 6. COVER FIELD WITH AT LEAST 12 INCHES OF COVER SOILS AND RESEED PER THE DESIGN REPORT OR WITH OWNER PREFERRED GRASSES. DRAIN FIELD DETAILS K.C. HAMILTON Engineering, Inc. 250 Pearl Street, Unit 206, Denver, CO 80203 FIGURE 5.1 Phone/Fax: 303-733-4702 JOB NO. 09-113 Revised 06/01/1 I Appendix A Job No. 09-113 WELD COUNTY DEPARTMENT OF PUBLIC HEALTH AND ENVIRONMENT • 1555 NORTH 17TH AVENUE, GREELEY, CO 80631 PHONE (970) 304-6415 FAX (970) 304-6411 Permit # : SP-9800556 Sec/Twn/Rng: Status: 2,( ‘d Permit Type : KNEW C=commercial. R.residential NEW, REPair, VauLT Applied: 11/19/1998 Parcel No : 1467 34 Issued: 11/20/1998 Fineled: ?/e, g /495 Location: PENDING ADDRESS RANCH EGG ESTATES LTS BLK4 31-1-68 Legal Desc : APPLICANT MULLENAX CRAIG Phone : (303) 828-0441 PO BOX 747 , ERIE CO 80516 OWNER YORK PHYLLIS Phone : (301) 864-6711 4608 AMHERST RD, COLLAGE PARK MD 20740 SEPT-INSTL W. KUEHSTER CONTRACTROS Phone : (303) 263-1678 PO BOX 1614 , EVERGREEN CO 80437 Description: HOUSE Commercial (Y/N) : N Residential (Y/N) : Y Acres : 4 . 23 Number of Persons : 1 Basement Plumbing (Y/N) : Y Number of Bedrooms : 3 Bathrooms-> Full : 3 3/4 : 1/2 : Water Public (Y/N) : Y Utility Name : LEFT HAND Water Private (Y/N) : Cistern (Y/N) : Well (Y/N) : Water Permit No: Percolation Rate : 60 . 0 Limiting Zone : >08 ft 00 in Desc : % Ground Slope: Dir : Soil Suitable (Y/N) : Y Engineer Design Req' d (Y/N) : N In 100 Yr Flood Plain (Y/N) : N Minimum Installation Septic Tank: 1000 gal Absorption Trench: sq. ft . Absorption Bed: 1725 sq. ft . Actual Installation Septic Tank: /O cl:J gal Absorption Trench: sq. ft . Absorption Bed: /7o d sq. ft . Design Type : NOTICE The issuance of this permit does not imply compliance with other state, county or local regulatory or building requirements, nor shall it act to certify that the subject system will operate in compliance with applicable state, county and local regulations adopted persuant to Article 10, Title 25, CRS as amended, except for the purpose of establishing final approval of installed system for issuance of a local occupancy permit persuant to CRS 1973 25-10-111 (21 . This permit is not transferable. The Weld County Health Department reserves the right to impose additional terms and conditions required to meet our regulations on a continuing basis. Final permit approval was contingent upon the final inspection of the completed system by the Weld County Health Department. X /L 9/23V5 Environmental Specialist Date 11` ,44 I /0 /if° o 51 1f c� --y--- 3 P-2 12 /oat z. r.« I4 H . I andscape Plan / Planting Detail N893 15„C 4.99' /p\ N89°33'16"E 294.87' T , .e- . T._ . -Cr - . - O - _li __ iSP WP iiI �qll� _ M 1l, 1 NP ° \ M / FUTURE FUTURE (E) i i �P I ., 11/2 > 0 R ■ GDP 4 NP WF \\ (R) R /%D`.� ' /i( add �1 b N (E) _'!., R) j I FUTURE (p .- II/I� � , (E), a r M ' 1 2LP 1 ^^ GA APA / 2 FUTUERSE _ 12 (E) NP S i.. a WP FUTUREFGA �� -.�—. DL L .. ADDITION 6 1 ^ i�, u� tli' NP FUTURE DL ' W co u'i SHRUBS— _ _. (E), M N N N N� _ 1 CO co co col .(E) FGA I - M 1 ._. I 1 3 3 ', in in ' ID COO1 N N o goo (E ' I . I !�� o0 0 0 N N O z f __ 6 I (E� LLLLI I_I I 111111111 1 JJ � � FUTURE PARKINS I I M (E)- dP „ m{ CIA PA NP (E) 1`, rn l, I � DETENTION PO ® �, I it i I z 1 P/ x (R) 4 GDP 1 5M NP A L0WELL LANE 589°36'09"W 2644.79' S. LINE El THE N.W. 1/4, SEC. 34, TIN, R68W, 6TH P.M. N IhLandscape Plan /Scale: 1" = 50'-0" Eidos Architects. PC Rejoice Lutheran Church 09046 Landscape Plan H1 vn..,F R • _," '2r,ir,0,'• Scale: 1" = 50'-0" 06/28/10 EVERGREEN TREE DECIDUOUS TREE 2 I/2"x2 1/2"x10' CEDAR STAKE 3 GUYS OF 14 GA. W/ NOTCHED END W/ 14 GA. TWISTED WIRE IN/ 1/2" =` ""`'"" ' TWISTED GUY WIRES 4 1/2" DIA. DIA. WHITE PVC * - WHITE PVC SLEEVES IS" LONG SLEEVES 36" LONG ON / ON ALL GUY WIRES. 2 PER 1'-O" ALL GUY WIRES (EVGRN. :';r'' EXPOSED DECID. TREE, INSTALL TREES ONLY) INSTALL * AS REO'D. FOR SHRUBS. AS REO'D. FOR SHRUBS. WRAP DECIDUOUS TREE TRUNKS OVER I" CAL. W/ BURLAP OR ASPHALTIC KRINKLE KRAFT TREE WRAP. GROUND COVER/MULCH, TYP. 2"x2"x24" STAKE DRIVEN FLUSH IN/ REMOVE ALL TWINE, WIRE 4 GROUND. BURLAP FROM TOP OF ROOT BALL. REMOVE ALL WIRE BASKETS 4 CONTAINERS. CUT GROUND LINE TO BE _ OPEN REMAINING BURLAP @ (4) SAME AS EXIST. ® -I IF �' I—_ I I OPPOSING SIDES d UNDER NURSERY GARDEN — — — I —1 = ROOT BALL. USE CAUTION NOT HOUSE, TIP. -_ = TO DAMAGE ROOT BALL. IL 4 • ' I• - - 1 /-III I I _-I i ' EATMOSS ® 3:I RTOP ATIO BY UNDISTURBED SUBSOIL VOLUME IN 4" LAYERS. WATER BELOW ROOTBALL, TYP. 3 TIMES BALL EA. LAYER UNTIL SETTLED, TYP. / DIAMETER 1 . Planting Detail Scale: N.T.S. EVERGREEN OR DECIDUOUS SHRUB SOIL LEVEL TO BE 1/2" TO I" BELOW TOP OF ROOT BALL, TYP. MULCH BACKFILL Y4/ TOP SOIL 8 EATMOSS ® 3:1 RATIO BY VOLUME IN 9" LAYERS. WATER EACH LAYER UNTIL SETTLED. =1I --I I I_ II - I I I- -I I' I I _-_i I I-- 11 I II I-I - - I I I -II - I II I -. - -i , i fill VIII III 2. Planting Detail TWICE BALL DIA. Scale: N.T.S. LANDSCAPE SCHEDULE MARK SYMBOL QTY COMMON NAME BOTANICAL NAME CNTR. . MATURE SIZE NOTES HYDRO- SIZE HT. X SPRD. ZONES NP Q 8 Newport Plum Prunus cerasilera 2;"cal.B&B M O 11 Maple Acer 24" cal. B&B APA Q 2 Autumn Purple Ash Fraxinus americana'Autumn Purple' 2.5"Cal. FGA 0 2 Fall Gold Ash Fraxinus nigra'fallgold' 2.5" Cal. GA Q 2 Green Ash Fraxinus pennsylvanica 2.5"Cal. SP . 2 Scotch Pine Pinus sylvcstris 6'B&B SWP . 3 Southwestern White Pine Pinus strobiforimus 6'B&B GDP O 13 Gold Drop Potentilla Potentilla fruticosa 5 gal. BJ 5 Buffalo Juniper Juniperus sabina "Buffalo" 5 gal. FUTURE LANDSCAPE SCHEDULE MARK SYMBOL QTY COMMON NAME BOTANICAL NAME CNTR. MATURE SIZE NOTES HYDRO- SIZE HT. X SPRD. ZONES APA Q 2 Autumn Purple Ash Fraxinus americana'Autumn Purple' 2.5"Cal. T FGA Oy 2 Fall Gold Ash Fraxinus nigra'fallgold' 2.5"Cal. GA Q 1 Green Ash Fraxinus pennsylvanica 2.5" Cal. SWP € I Southwestern White Pine Pinus strobiforimus 6' B&B BMS 7 Blue Mist Spirea Caryopteris x clandonensis #5 Contnr. SJW 4 St.John's Wort Ilypericum perforatum'I lidcote' #5 Contnr. DL ('' 18 Day Lily Hemerocallis'Stella de Oro' #1 Contnr. Eidos Architects,PC Rejoice Lutheran Church 09046 a.n,eo a, n Planting Details and Landscape Schedule H2 r """ Scale: N.T.S. 06/28/10 H . I andscape Plan / Planting Detail o . . ., .o . . . .o a . . . o- O N893'1fi"E P4.99' (t N89°33'16"E 294.87' . . 2 2 SP WP b " A lc ' M ` 0 SRO `-"msµ"R) 6 GA _FUG i TREES—�� (E) .. i� - Aar \ a (R • (O GDP\ , VIII/r > �i j p �/ .— � �` -6sew � t � Q 1 I V (E) 2 � ,� ■r� k� ) NP (E) .> .�� r I ��r1� FUTURE a ``• ITR. 0 _ k , 2 ■ _ a .-.� GA APA 2 TREES pL Q (E) NP FGA vv � WP FADDITION 6 1 � CD ' tf) Oh FUTURE DL NP — d cD L(2.1 SHRUBS \� \^� fi (O,M N N I NNI , o (OL I ° °I (E) (FGA M I 3 % `FGA 0 in 141 N a O O I b (E) � �f —I I I I�l� .. !cpq j. 00 (E I I II I I I I I i . . OO 0o t wl1 I z z I- ■ II LLLLI I IJ I I I I I I 1 1 ,I 1 (E� f FUTURE PARKIN& GA 0 , 1 NP i ... . APA (E) , N" 1 DETENTION POND NP `+t ' 4 \ ___ __ -- M ` I Lt] c[ __ f- 1 (� 4 Z P GDP II 5 i/ M �� NP LOWELL LANE SB9`36'09"W 2644.79' S. LINE OF THE NW. 1/4, SEC. 34, TIN, R6BW, 6TH PM_ N "i Landscape Plan \ /Scale: 1" = 50'-0" Eidos Architects.PC Rejoice Lutheran Church 09046 .. :�I Landscape Plan H1 • • -' Scale: 1" = 50'-0" 06/28/10 EVERGREEN TREE DECIDUOUS TREE 2 1/2"x2 I/2"x1O' CEDAR STAKE 3 GUYS OF 14 GA. I W/ NOTCHED END W/ 14 GA. ��.,,� TWISTED WIRE W/ I/2" _ TWISTED GUY' WIRES b 1/2" DIA. DIA. WHITE PVG * WHITE PVC- SLEEVES IS" LONG SLEEVES 36" LONG ON ` ON ALL GUY WIRES. 2 PERT-O" ALL GUY WIRES (EVGRN. ,'A':"' EXPOSED DECID. TREE, INSTALL aR TREES ONLY) INSTALL * / AS REO'D. FOR SHRUBS. AS REO'D. FOR SHRUBS. ,\p,�r; •.,, WRAP DECIDUOUS TREE TRUNKS " ` t OVER I" CAL. W/ BURLAP OR ASPHALTIC KRINKLE KRAFT -..•' � � TREE WRAP. GROUND COVER/MULCH, TYP. 2"x2"x24" STAKE REMOVE ALL TWINE, WIRE 4 DRIVEN FLUSH W/ BURLAP FROM TOP OF ROOT GROUND. BALL. REMOVE ALL WIRE BASKETS 4 CONTAINERS. CUT GROUND LINE TO BE \7Dr II' OPEN REMAINING BURLAP @ (4) SAME AS EXIST. ® -I I_i I I . t &� 4 I I II OPPOSING SIDES d UNDER NURSERY GARDEN _ E = ROOT BALL. USE CAUTION NOT HOUSE, TYP. I-_I - -_ __D -- = TO DAMAGE ROOT BALL. H II1 I BACKFILL W/ TOP SOIL d HI— PEATMO55 @ 5:1 RATIO BY UNDISTURBED SUBSOIL VOLUME IN 9" LAYERS. WATER BELOW ROOTBALL, TYP. 3 TIMES BALL / EA. LAYER UNTIL SETTLED, TYP. DIAMETER 1 . Planting Detail Scale: N.T.S. EVERGREEN OR DECIDUOUS SHRUB SOIL LEVEL TO BE 1/2" TO I" BELOW TOP OF ROOT BALL, TYP. MULCH BAGKFILL W/ TOP SOIL b PEATMOSS ® 3:1 RATIO BY VOLUME IN 9" LAYERS. WATER EACH LAYER UNTIL SETTLED. - I 1 = -' I I 111 II 1 1 --III -- ' 11 _1 _ 1 1 - 1 1_ 1 I _III III Ii ' 2. Planting Detail /TWICE BALL DIA/ Scale: N.T.S. LANDSCAPE SCHEDULE MARK SYMBOL QTY COMMON NAME BOTANICAL NAME CNTR. MATURE SIZE NOTES HYDRO- SIZE ' HT,X SPRD. ZONES • NP Ill 8 Newport Plum Prunus cerasifera 2s" cal. B&B M 0 11 Maple Acer 2;" cal. B&B APA 0 2 Autumn Purple Ash Fraxinus americana'Autumn Purple' 2.5"Cal. FGA 0 2 Fall Gold Ash Fraxinus nigra'fallgold' 2.5"Cal. GA Q 2 Green Ash Fraxinus pennsylvanica 2.5"Cal. SP . 2 Scotch Pine Pinus sylvestris 6'B&B SWP 0 3 Southwestern White Pine Pinus strobiforimus 6'B&B GDP e 13 Gold Drop Potentilla Potentilla fruticosa 5 gal. BJ " 5 Buffalo Juniper Juniperus sabina"Buffalo" 5 gal. FUTURE LANDSCAPE SCHEDULE MARK SYMBOL QTY COMMON NAME BOTANICAL NAME 1 CNTR. MATURE SIZE NOTES HYDRO- SIZE HT. X SPRD. ZONES APA 0 2 Autumn Purple Ash Fraxinus americana'Autumn Purple' 2.5" Cal. FGA �� 2 Fall Gold Ash Fraxinus nigra'fallgold' 2.5" Cal. GA Q I Green Ash Fraxinus pennsylvanica 2.5" Cal. SWP ,. I Southwestern White Pine Pinus strobiforimus 6' B&B BMS 7 Blue Mist Spirea Caryopteris x clandonensis #5 Contnr. 8SJW 4 St.John's Wort Ilypericum perforatum'Ilidcote' #5 Contnr. DL ( 18 Day Lily Hemerocallis'Stella de Oro' #1 Contnr. Eidos Architects,PC Rejoice Lutheran Church 09046 i,,00� o•e�ir Planting Details and Landscape Schedule H2 v;,e �a-zm.re,r • • -.-,:7er.2'D'aR31 Scale: N.T.S. 06/28/10 ''ill.. I Fxisting Septic System KC Hamilton Engineering, Inc. September 28, 2009 Revised June 2, 2010 Rejoice Lutheran Church C/O Eidos Architects, Attn: Mr. Richard Nearman 5400 South Syracuse Street Greenwood Village, CO 80111 Re: Onsite Wastewater System Design Proposed Rejoice Lutheran Church 3413 Lowell Lane, Weld County, Colorado Job No. 09-113 Mr. Nearman, As requested, KC HAMILTON Engineering, Inc. (HAMILTON) prepared this revised Onsite Wastewater System (OWS) design for the subject site in response to include Weld County (County) review comments. The OWS design was prepared for ISDS permit submittal to the County. This report presents the proposed OWS layout, drain field sizing calculations, and design figures. The body of this report, the notes on the figures, manufacturer guidelines for the OWS components, and the current County ISDS regulations should be considered the technical specifications for this project. The OWS design will require the OWS installer have demonstrated experience in similar OWS installations, and be familiar with the County ISDS regulations. A partial site plan is presented on Figure 1.0. Figures 3.0, 4.0 and 5.0 were revised per County comments. 1.0 - SPECIAL CONDITIONS: The following special conditions exist for the proposed OWS: A. This OWS design is based on previous subsurface investigation and percolation testing performed for the original OWS at the site. B. The liquid level in the existing septic tank was lower than the outlet pipe. It known whether the tank had been pumped recently or if the tank is leaking. C. The risers of the existing tank have degraded and should be replaced. 2.0- EXISTING AND PROPOSED CONSTRUCTION A 130-seat church is proposed. The church will be housed in an existing three-bedroom residence. The existing residence will be remodeled to house the church members. The existing residence has a 1000-gallon two-compartment septic tank and an 1800 square foot drain field consisting of PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kchengineerinq.com KC Hamilton Engineering, Inc. Job No. 09-113, June 2, 2010 Page 2 gravel and pipe: approximately 30 feet by 60 feet. This OWS was designed for an average daily sewage flow of 450 gallons per day (gpd). A copy of the County ISDS permit with a sketch of the installed OWS is presented in Appendix A. A site visit was performed in September 2009. At the time of the site visit the existing OWS was partially observed. The septic tank was buried about 1 foot below the existing grade. The access risers were deteriorated. The lids appeared to be in good condition. The liquid level in the tank was lower than the both the inlet and outlet pipes. There was no observation pipe in the drain field area. There appeared to be no evidence of effluent surfacing in the assumed drain field area. The prescribed minimum daily sewage flow for a 130-seat church is 650 gallons per day based on 5-gallons per day per seat. The prescribed minimum peak flow is 150% of the average, or 975 gallons per day. This flow rate is greater than the original OWS design requiring additional septic tank volume and additional drain field area. If the prescribed water use or projected water use is different than that depicted herein, HAMILTON should be contacted in order to re-evaluate the suitability of this design. 3.0 - SITE CONDITIONS The site is located in a semi-rural area requiring OWS. The area for the proposed site drain field has slight slopes down to the east northeast. The drain field area was vegetated with grasses. 4.0 - SUBSURFACE CONDITIONS A subsurface investigation and percolation testing previously performed for the original OWS design indicated clay soils to a depth of 8 feet. The percolation testing performed indicated a percolation rate of 60 minutes per inch. 5.0 - PROPOSED OWS DESIGN Based on the subsurface conditions described above, it appears that an OWS can be installed at the site. The proposed OWS layout is presented on Figure 2.0. The proposed OWS design is based on: 1.) An average daily flow rate of 650 gpd with a peaking factor of 1.5. 2.) A percolation rate of 60 MPI. 3.) It is proposed to design the new OWS in the same manner as the original design that included a 25% increase in the field area due to the percolation rate. The drain field calculations are presented below. 4.) An effluent pump is recommended to provide better distribute the effluent to the existing drain field and the new drain field area. A drain field sizing reduction of 25% is proposed for effluent dosing. 5.1 - Internal Plumbing: The plumbing serving the proposed church should drain by gravity to the septic tank. If an ejector pump is planned in the basement, it should only lift the sewage generated on the lower level. The upper floors should drain by gravity where possible. If the entire church will drain to the lower level and an ejector pump will be required, a duplex PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kchengineerincbcom KC Hamilton Engineering, Inc. Job No. 09-113, June 2, 2010 Page 3 pumping system should be used in the event of a pump failure. Access for pump repair should be considered in the plumbing design, as necessary. 5.2 — Existing Septic Tank: To accommodate the sewage flows, a minimum septic tank volume of 1220 gallons is required. The existing septic tank has a capacity of 1000-gallons. Additional septic tank volume is required. An additional 1000-gallon two compartment tank is proposed. The existing septic tank should be inspected and made water tight. The access risers with lids should be replaced with new concrete risers and lids. The risers and lids should be installed in a water tight condition. All tank openings and/or penetrations should have water-tight seals. If the existing tank can not be made water-tight, or is determined to be in poor condition it should be replaced. 5.3 — Proposed Septic Tank: A 1000-gallon two-compartment septic tank with an effluent pump is proposed. The tank must be installed on stable subgrade and in a water-tight condition with water-tight risers, access lids, and inlet and outlet piping penetrations. A minimum 36 inches of cover fill is recommended to accommodate the sewer connection and effluent pipe burial. The area around the tank should be well graded to prevent runoff from accumulating around the tank access lids. Tank details are presented on Figure 3.0. 5.4 - Effluent Pining: The effluent piping from the septic tank to the drain field shall be 1.5- inch diameter SCH 40 PVC pipe with solvent welded joints. The pipes should be properly bedded per the County ISDS regulations and local plumbing code. The piping shall have a minimum 10/0 slope back to the tank from the automatic distributing valve (ADV). A minimum burial depth of 12 to 18 inches is recommended. 5.5 - Automatic Distributing Valve (ADV): A 3-outlet automatic distributing valve is proposed (OSI Model 6403). The ADV will have three discharge pipes. Two discharge pipes will be connected to the existing effluent pipe that currently connects the existing septic tank and drain field. The third outlet from the ADV will be connected to the proposed drain field. The ADV should be installed per the manufacturer guidelines and drain between pump cycles. A manufacturer diagram of the ADV is presented on Figure 4.0. 5.6 - Drain Field: The existing drain field area will be retained and additional area is proposed. The total drain field area required is based on the following calculation: Min. Drain Field Area = 650 gpd x 1.5 x (sqrt(60)/3.5)x 1.25 x 1.3 x 0.75 = 2630 square feet (sf) Note:An area increase of 25% (the 1.25 factor) was used as per the original OWS design, and an area reduction of 25% (the 0.75 factor) was taken for dosing per County ISDS regulations. Minimum Additional Drain Field Area = 2630 sf— 1800 sf = 830 sf Proposed Drain Field Area = 900 sf(50' by 18') PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kchengineerinci.com KC Hamilton Engineering, Inc. Job No. 09-113, June 2, 2010 Page 4 The existing drain field area is 1800 square feet or about 67% of the total area proposed. The new drain field area will be about 33% of the total area proposed. The effluent will be distributed by the ADV as shown here in to disperse 67% of the effluent to the existing drain field and 33% to the proposed drain field. 6.0 - EFFLUENT PUMPING SYSTEM The proposed pumping system must meet the following specifications: 6.1 — Pumo: The effluent pump for the effluent dosing shall be an Orenco Systems, Inc. model PF5005 HH pump. The pump motor shall be 110 VAC and Single Phase. The pump shall be UL and CSA listed as an effluent pump. Pump is to be activated by a motor-contact switch. 6.2 - Access Risers: Access risers that extend to final grade must be provided. The risers are to be watertight and attached to the septic tanks such that a watertight seal is provided. Risers should be rated for the appropriate load requirements. 6.3 - Discharge Assembly: The pump discharge assembly (Orenco cold weather version) is to have a disconnect union accessible from the ground surface to allow pump replacement. The discharge assembly is to be plumbed with a 3/16" diameter weep hole to allow drainage between cycles to minimize freezing potential. 6.4 - Float Switch Assembly: The on/off, timer over-ride, and high water alarm floats are to be accessible for adjustment without removing the pump or vault. Float switches are to be low- amperage. Electrical power to supply the pumps shall not be through the float switches. The effluent pump float switches should be set to discharge volume of 50 to 75 gallons. 6.5 - Electrical Splice Box: The splice box shall be UL approved for wet locations (NEMA 4X). All wire splices are to be completed with UL listed waterproof splice connectors. 6.6 - Controls and Alarms: Controls and alarms shall be listed per UL 508. Controls are to include a toggle switch for manual operation of the pumps; separate dedicated circuits for the pumps and the high water alarm; an audible and visual alarm; and an elapsed time meter. Panels are to be NEMA 4X rated. 7. 0 - SITE GRADING AND DRAINAGE Good drainage should be incorporated in to the site-grading plan to direct runoff away from the drain fields. Automatic sprinkler systems must not be installed over the fields. The surface of the fields should be seeded after installation of the system. Livestock is to be kept off the drain field areas. A seed mix such as "Foothills, Pasture, or Prairie" mixes is suggested. These mixes do not require irrigation and develop a growth 10 to 15 inches high. 8.0 - OWS INSTALLATION OBSERVATIONS The installation of the OWS is to be observed by the HAMILTON. These observations include drain field excavation prior to backfill. At those times, subsurface conditions, scarifying and fill material will be reviewed. A final observation will be required prior to backfill of the OWS. Our office should be called 720-261-9358 to observe the installation of the OWS and at least 48 hours in advance. PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kchenaineering.com KC Hamilton Engineering, Inc. Job No. 09-113, June 2, 2010 Page 5 9.0 - OPERATION AND PREVENTATIVE MAINTENANCE SCHEDULE The goal of an operation and maintenance schedule is to observe the operation, and perform minor maintenance to the onsite wastewater system to allow for proper, long term functioning of the system. An operation and maintenance schedule or contract with a private maintenance company is recommended, and is typically required for the AdvanTex system. 9.1 - Tank: The scum and sludge accumulation in the tanks should be monitored yearly. Once the scum or sludge thickness reaches 25% of the liquid depth, the entire tank should be pumped. A pumping frequency of 1 to 3 years at design flows is anticipated. An alternative is a scheduled pumping frequency of every two years. 9.2 - Effluent Filter: The Effluent filter at the septic tank discharge should be cleaned (hosed off) at the time of pumping or as needed. 9.3 - Drain Fields: The surface area around the fields should be observed monthly for signs of failure such as lush vegetation growth or effluent ponding. No landscaping or plastic can be installed over the field. 9.4 - General: System users must realize an onsite wastewater system is different from public sewer service. Plastic or other non-biodegradable material should not be introduced into the system. Biodegradable cleaners should be used. Water use should be monitored. A malfunctioning toilet can consume a large amount of water. This excess water in addition to daily loading could flood and irreparably harm the OWS. Allowing fixtures to flow continuously to prevent water lines from freezing is not recommended. Although the proposed system can accommodate variable flows, spreading water use over the day and minimizing peak flows is recommended. The chemical and hydraulic loading from the backwash of a water softener may be detrimental to the OWS and a separate drywell should be constructed for the backwash waste, if a softener is installed. Chemically treated water from a swimming pool, hot tubs or spas should not be introduced into the OWS. The design of the OWS is based on the treatment of domestic sewage only. No industrial or hazardous wastes should be introduced into the OWS. 10.0 - LIMITATIONS This OWS design and recommendations are based on data submitted and the proposed construction. If conditions considerably different from those described in this report are encountered, we should be called to observe the conditions. If proposed construction is changed, HAMILTON should be notified to evaluate the effect of the changes on the wastewater system, if any. All construction is to be in accordance with the Individual Sewage Disposal System (ISDS) regulations. Pipe type and size, burial requirements, and other specifications, which are not depicted in this report, are to conform to the requirements of the ISDS regulations. The installer of the system is to be licensed by the County, and is to have demonstrated knowledge of the ISDS regulations and requirements. PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kchengineering.com KC Hamilton Engineering, Inc. Job No. 09-113, June 2, 2010 Page 6 The proposed system design is based on an average daily flow rate outlined above. Increased flows may hydraulically or organically overload the system, causing premature failure. A water meter should be installed to monitor water usage, not including irrigation. If you have questions please call. Prepared by: /ØA( / Kenneth C. Hamilton, P.E. .......E Project Engineer Attachments: Figures 1.0 through 5.0, and Appendix A. Distribution: 4 copies sent, 1 copy to Weld County KCH/kch PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kchengineering.com +1- 4.1 Acres SCALE: 1" = 100' 3413 Lowell Lane o' 50' 100 150 Weld County, Colorado X. DRAIN FIELD I . i�/h\ > i ).SEPTIC TANK I A. X. RESIDENCE I ,/ l { 1I i I 1 I • I I I I I I I I I I LOWELL LANE NOTES: 1. THE LOCATION OF EXISTING AND PROPOSED IMPROVEMENTS SHOWN ARE NOT THE RESULT OF A PROPERTY SURVEY. IMPROVEMENT LOCATIONS ARE APPROXIMATE. 2. IT IS THE PROPERTY OWNER'S RESPONSIBILITY TO DEFINE PROPERTY CALL UTILITY NOTIFICATION BOUNDARIES AND ENSURE ALL ONSITE IMPROVEMENTS ARE LOCATED CENTER OF COLORADO WITHIN THE PLATTED SITE AND OUT OF INAPPROPRIATE EASEMENTS. 1-800-922-1987 3. THIS SITE PLAN WAS DERIVED FROM THE ORIGINAL ISDS DESIGN CALL TWO BUSINESS DAYS IN ADVANCE BEFORE YOU DIG,GRADE, DOCUMENTS BY URBAN DESIGN CIVIL ENGINEERS AND LAND SURVEYORS, OR EXCAVATE FOR THE MARKING OF DATED 09-1998. UNDERGROUND MEMBER UTILITIES K.C. HAMILTON Engineering, Inc. SITE PLAN PO BOX 300626, Denver, CO 80203 3413 LOWELL LANE, Phone/Fax: 303-733-4702 WELD COUNTY, COLORADO www.kchengineering.com JOB NO. 09-113 FIGURE 1 .( NOTES: SCALE: 1" = 1OO' 1. THE CONTRACTOR SHALL VERIFY THE LOCATIONS OF THE EXISTING OWS COMPONENTS PRIOR TO CONSTRUCTION, AND NOTIFY THE ENGINEER IF O' 5O' 1OO' 15O ANY CONFLICTS WITH THE EXISTING AND PROPOSED OWS. 3. THE EXISTING WATER SUPPLY LINE AND OTHER UTILITIES TO BE LOCATED PRIOR TO CONSTRUCTION 4. THE EX. SEPTIC TANK SHOULD BE INSPECTED FOR WATER TIGHTNESS AND STRUCTURAL SOUNDNESS, AND REPLACED IF NECESSARY. THE EX. SEPTIC TANK SHALL BE IMPROVED AS OUTLINED IN THE DESIGN REPORT. 5. ALL APPLICABLE ISDS HORIZONTAL SEPARATION DISTANCES SHALL BE CONFIRMED PRIOR TO CONSTRUCTION. 6. ALL ITEMS LISTED ABOVE SHALL BE INCLUDED IN THE BID QUOTE FOR THE WORK. • • ic • 3 O • m CV PROPOSED DRAIN O FIELD: 18'X 50' I I I, n , /// • i .\ 1.5-INCH EFFLUENT ` PIPE (TYP.) i i 40 i/ �QP� � I / � � CX.SEPTIC TANK I'i i OQQO}' X.SEWER (APPROXIMATE) i �+QQ `P j i i :PROPOSED 3-OUTLET AUTO. DISTRIBUTIN . VALVE (SEE DETAIL) I L PROPOSED USED 1OOO-GAL. SEPTIC TANK I 130-SEAT CHURCH i, , (SEE REPORT AND DETAIL) i _ I • 1 CALL UTILITY NOTIFICATION 1 CENTER OF COLORADO 1 1-800-922-1987 CALL TWO BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES PROPOSED OWS LAYOUT K.C. HAMILTON Engineering, Inc. PO BOX 3OO626, Denver, CO 8O2O3 Phone/Fax: 3O3-733-47O2 www.kchengineering.com JOB NO. 09-113 FIGURE 2.1 oc e \ \ ® \ / r ,z ! & { �} /\ D { 2. l ' 8g s. Olilfill , n:!! \ /!,? JI1HHht - {!s 2 .8 \ m . . / ® � k \ §� T. e \ • i ( § • q - I . ± = O !®• I ri ! S }k f 0- / 4J2t % x } O Ni in [ �r / E , • = E • a. D0 }3 C \ ) ik / !!� @ . i7 ! k � / ) L i 2c 3. }\ { } �I I @ / ( - cc t ) / �� I ) p / ) ■ H -6_ C { } � �\ : ( � \ § o ({ : 6 \ ( � ja - \ ) � o CO ) ) [ ON o - , �I I # S@ ( ( / - - § g : CoWS E{ ' 2 ° o 8 ? ■ 5!/ M. .� � � | 30"OIA.FIBERGLASS,BOLT-DOWN LID WITH 2 INCHES OF INSULATION. VACUUM RELEASE VALVE: RUBBER-FLAP STYLE 2"INSULATION PLUG FINAL GRADE UNION V// /� - „ - 30"DIA.PVC RISER 12"TO 18" I"• 051 MODEL 6403 VALVE BEDDED IN a'MINUS PEA GRAVEL • 1.5"PIPE TO DRAIN FIELDS • SLOPE DOWN 1%(MIN.) FLOW • . p FLOW • J l • 1.5"BALL VALVE 1.5'PIPING FROM DISCHARGE PUMPS 2%MIN.BACK TO DISCHARGE PUMP PROFILE VIEW: AUTOMATIC DISTRIBUTION VALVE (ADV) ASSEMBLY NOT TO SCALE INLET PIPE:SLOPE BACK TO PUMP 1%(MIN.) 1.5X4 BUSHING X.EFFLUENT PIPE 1.5'OUTLET#1 OF ADV �r 7y� FLOW TO EXISTING �'' >YjY< Nx DRAIN FIELD ,!yyy��)S;>,,,,,,„„,,,,c,,, 1 y 1 5"OUTLET#2 OF ADV • N // V �) y/ / Y.?,/ ,," FLOW �. }• 1 52', yl Zfy J�• ! ^� y?>2,'j'f 1, i.5 'SY�)"v/20Yr ` . FLOW TO PROPOSED : �• .•.,x;')a;`v, ,,,/,'/�Y ,/ y,, - DRAIN FIELD >, / 4 ? / 1,5'OUTLET#3 OF ADV PLAN VIEW: AUTOMATIC DISTRIBUTION VALVE (ADV) ASSEMBLY NOT TO SCALE K.C. HAMILTON Engineering, Inc. AUTOMATIC DISTRIBUTING PO Box 300626, Denver, CO 80203 VALVE (ADV) DETAIL Phone/Fax: 303-733-4702 FIGURE 4.1 www.kchengineering,com JOB NO. 09-113 Revised 06/01/11 TYPICAL PLAN VIEW OBSERVATION PIPE 1.5"DIA. EFFLUENT PIPE. SOLID PIPE OUTSIDE OF FIELD 1% SLOPE FROM ADV AREA AND 3 FEET INTO FIELD q^ DIA. SDR 35 PVC PERFORATED TO FIELD(MIN.). AREA. 1%SLOPE INTO FIELD DISPERSAL PIPING. INSTALL LEVEL. IDISPERSAL GRAVEL, 1"TO 2.5" lr' 5' P.) I a P.) •.• . 4:.4 J 30' STD. PLASTIC OR PRECAST CONCRETE DISTRIBUTION BOX. INSTALL LEVEL OBSERVATION PIPE GEOTEXTILE SILT ISDS DISPERSAL GRAVEL, BARRIER 1"TO 2.5" EX. GRADE TYPICAL PROFILE VIEW 4"DIA. SDR 35 PVC PERFORATED DISPERSAL PIPE -12"(MIN.) (MAX.) .,.,., ,,,,,,,,,,,,,,,,,,,,,,,,,,,,, .,V,.,.,. , 12"(MIN.)- 'I 8' SCARIFY BOTTOM OF EXCAVATION PRIOR TO BACKFILL. SPECIFICATIONS 1. ALL DISPERSAL PIPE IN THE DRAIN FIELD TO BE SDR 35 PVC PERFORATED PIPE. STD. COUNTY APPROVED DISPERSAL PIPING. ALL JOINTS TO BE SOLVENT WELDED. 2. RUBBER TIRED EQUIPMENT IS NOT PERMITTED IN THE DRAIN FIELD EXCAVATION. 3. DRAIN FIELD EXCAVATION TO BE LEVEL. SCARIFY BOTTOM OF EXCAVATION 2" TO 3". 4. DISPERSAL GRAVEL TO BE 1" TO 2.5" WASHED GRAVEL APPROVED FOR USE IN ISDS BY THE COUNTY. 5. SILT BARRIER TO BE MIRAFI 140N OR SIMILAR. 6. COVER FIELD WITH AT LEAST 12 INCHES OF COVER SOILS AND RESEED PER THE DESIGN REPORT OR WITH OWNER PREFERRED GRASSES. DRAIN FIELD DETAILS K.C. HAMILTON Engineering, Inc. 250 Pearl Street, Unit 206, Denver, CO 80203 FIGURE 5. Phone/Fax: 303-733-4702 JOB NO. 09-113 Revised 06/01/1 Appendix A Job No. 09-113 WELD COUNTY DEPARTMENT OF PUBLIC HEALTH AND ENVIRONMENT 1555 NORTH 17TH AVENUE, GREELEY, CO 80631 PHONE (970) 304-6415 FAX (970) 304-6411 Permit # : SP-9800556 Sec/Twn/Rng: Status: ( oe. Permit Type : KNEW C=commercial, R-residential + NEW, REPair, VauLT Applied: 11/19/1998 Parcel No : 1467 34 Issued: 11/20/1998 Finaled: gf, 8499S Location: PENDING ADDRESS RANCH EGG ESTATES LTS BLK4 31-1-68 Legal Desc : APPLICANT MULLENAX CRAIG Phone : (303) 828-0441 PO BOX 747 , ERIE CO 80516 OWNER YORK PHYLLIS Phone : (301) 864-6711 4608 AMHERST RD, COLLAGE PARK MD 20740 SEPT-INSTL W. KUEHSTER CONTRACTROS Phone : (303) 263-1678 PO BOX 1614 , EVERGREEN CO 80437 Description: HOUSE Commercial (Y/N) : N Residential (Y/N) : Y Acres : 4 . 23 Number of Persons: 1 Basement Plumbing (Y/N) : Y Number of Bedrooms : 3 Bathrooms-> Full : 3 3/4 : 1/2 : Water Public (Y/N) : Y Utility Name : LEFT HAND Water Private (Y/N) : Cistern (Y/N) : Well (Y/N) : Water Permit No: Percolation Rate : 60 . 0 Limiting Zone : >08 ft 00 in Desc : Ground Slope : Dir: Soil Suitable (Y/N) : Y Engineer Design Req' d (Y/N) : N In 100 Yr Flood Plain (Y/N) : N Minimum Installation Septic Tank: 1000 gal Absorption Trench: sq. ft . Absorption Bed: 1725 sq. ft . Actual Installation Septic Tank: /O cfoigal Absorption Trench: sq. ft . Absorption Bed: /god sq. ft . Design Type : NOTICE The issuance of this permit does not imply compliance with other state, county or local regulatory or building requirements, nor shall it act to certify that the subject system will operate in compliance with applicable state, county and local regulations adopted persuant to Article 10, Title 25, CRS as amended, except for the purpose of establishing final approval of installed system for issuance of a local occupancy permit persuant to CRS 1973 25-10-111 (2) . This permit is not transferable. The Weld County Health Department reserves the right to impose additional terms and conditions required to meet our regulations on a continuing basis. Final permit approval was contingent upon the final inspection of the completed system by the Weld County Health Department. X Environmental Specialist Date `� 4/1/ /00 o 3 (-) .., • ,rt D °t'al�I( 1101 • Proposed Property Maintenance Plan Rejoice Lutheran Church Weld County, Colorado As part of the on-going maintenance of the Rejoice Lutheran Church facility located at 3413 Lowell Lane, the following tasks shall be completed on or about the intervals noted on the Maintenance Plan. Grounds As part of the completion of the current construction project, the congregation shall, by no later than the late summer of 2010, complete all planting of all plant materials and all seeding and sodding of the disturbed areas in the yard. The members of the congregation shall also irrigate the various plant materials to allow them to be established. Other grounds tasks that shall be completed on a regular basis include: 1. Mowing and maintenance of the lawn areas. Weekly 2. Grading of the gravel drive and parking lot area. Monthly 3. Weeding and fertilizing of the lawn and landscaped areas. 4-6 week intervals 4. Snow removal. As required Buildings and Systems 1. Painting 3-5 years 2. Roofing 15-20 years 3. Septic Systems Inspected annually 4. Maintenance of lighting and power systems. As required N . Proposed Property Maintenance Plan F\ !k, ctci .. ;S..2 : Catalog Number r. LITHON/A LIGHT/NG° Notes Type FEATURES & SPECIFICATIONS INTENDED USE—Ideal for use in car lots,street lighting or parking areas. CONSTRUCTION—Rugged,.063"thick,aluminum rectilinear housing.Formed for Area Lighting weather-tight seal and iteg rity.Nato rally anodized,extruded,aluminum door frame KSF1 with mitered corners is retained with ltwol.188'"diameter hinge pins and secured with (one)qu arte e-tu rn,quick release fastener.Weatherproof seal between housing and doorframe is accomplished with an integrally designed,extruded silicone gasket that snaps into doorframe and another gasket applied to the housing. FINISH—Standard finish is dark bronze(0DB)polyester powder finish with other architectural colors available. OPTICALSYSTEM—Reflectors.anodized and segmented for superior uniformity and METAL HALIDE control.Reflectors atta ch with tool-less fasteners and are rotatable and interchange- 410h. 100W-250W able.Three cutoff distributions availableT a IIlRoadwa I, vp T e Ill(Asymmetric),Type NIGHTTIME vp v FRIENDLY HIGH PRESSURE SODIUM IV(Forward Throw,Sharp Cutoff). ^-t Lens.0.125"thick,impact-resistant,tempered,glasswiththermally-appliedsilkscreenedshield ' 70W-200W ELECTRICALSYSTEM—Ballast High pressure sodium:70-150Wis high reactance,high 15' to 20' Mounting powerfactor.Constantwattage autotransforme rf or 200-250W.Metal halide.100-150W Specifications is high reactance,high powerfactor and is standard with pulse-start ignitortechnology. "SCWA"not required.Constant wattage autotransformer for 175-250W.Super CWA EPA:1.5 10.2 1.14m2) (pulse start ballast1,88%efficient and EISA legislation compliant,is requiredfor metal (includes arm) 0 halide 151-250WISCWAopt)onlfor US shipments only.CSA,NOM or INTL required for *weight 35 lbs (15.9kg) probe start shipments outside of the US.Pulse-startballast ISCWAI required for 200W. Length: 21-1/4 (54) Ballast is 100%factory-tested. Socket:Porcelain,horizontallymounted mediumbase socketfor 70-150W and position- Width: 15-15/32139.31 _Arm I L oriented mogul basesocketfor 175W and above,with copperalloy,nickel-plated screw Depth: 7-1/4 (18.4) shell and center contact.If L listed 1500W,600V. Mountine Option Drilhno Template Arm:4 (10.2) SPxx,RPxx,0Al2P 5 INSTALLATION—Extruded aluminum arm for pole orwall mounting is shipped'Mixture .Weigh as configured in WBxx,DA12WB 6 carton.Optional mountings available. example below. WUVxx 7 LISTING—UL Listed(standard).CSA Certified(See Options).NOM Certified(See Options).UL Listed for 25°C ambientte mperatu res and wet locations.IP65 rated. All dimensions are inches(centimeters)unless otherwise specified.Specifications subject to change without notice. ORDERING INFORMATION For shortest lead times, configure product using standard options (shown in bold(. Example:KSF1 100M R3 TB SPO4 LPI KSF1 Series [Voltage Mounting Ballast I. Options Lamp" KSF1 111 120 Pole tvoe lenoths (blank) Magnetic Shipped installed in fixture LPI Lamp 2085 SP__ Square 04 4" arm ballast SF Single fuse 120,277,347V° included Wattage 2405 pole O6 6'arm CWI Constant OF Double fuse 208,240,480V'' (stdeed) Metal High HP Round pole 09 9" arm wattage EC Emergency circuit'? L/LP Less lamp 277 WB Wall isolated PER NEMA twist-lock receptacle only halide pressure 347 bracket 12 12`arm (no photocontrol) 100M' Sodium' PuL JIaa^rl t 150Ms 705' 4805 WW__ Wood pole _,,,,,,,,,- ® ORS Quartz restrike system' Finish" TB' orwall QRSTD ORS time delay 175MP° 505mos bracket SCWA Super CWA HS House-side shield° 2ppM' 1505' 23050HZa (blank) Dark bronze pulse start OAl2P Degree arm KWI Kilo Watch OO 120V control relay" 250M'° 2005° (pole)" ballast Mqy KiloWatch 277V control relay's DWH White DBL Black Ceramic DA12WB Degree arm NOTE:For shipments CSA CSA Certified Metal (wall"? to U.S.territories, NOM NOM Certified DMB Medium halide Mast ar bronze KMA m SCWA must be 7OMHC external s ecified to comply INTL Available for MH probe start DNA Natural 100MHC finer'^ with EISA. shipping outside the U.S. aluminum I50MHC Distribution KTMB Twin Shiooed Se oaratelv'" CR Corrosion- mounting PE1 NEMA twist-lock PE 1120,208,240V) resistant R2 IES type II asymmetric barn PE3 NEMA twist-lock PE(347VI CRT Non-stick R3 IES type III PE4 NEMA twist-lock PE)480V) protective asymmetric PE7 NEMA twist-lock PE I277V) coating1° R4SC IES type IV forward SC Shorting cap for PER option throw, sharp cutoff VG Vandal guard 11 Must specify voltage.Not aeailalbe NOTES: with TB or TBV. Accessories: Tenon Mounting Slipfitter Not available with SCWA. 12 Max allowable wattage lamp included. (Order as separate catalog number) Not available with TBV. 13 Available with R2&R3 distributions only. Number of fixtures Must be ordered with SCWA. 14 May be ordered as an accessory. Not available with 480V. 15 See www.lithonia.com/archcolors for Tenon 0.0. One Two®780° Two®90° Three®120° Three®90° Four®90` Must specify CWI for use in Canada additional color options. 2-3/8' T20-190 T20-280 T20-290" T20-320 T20-390" 120-490" Optional multi-tap ballast(120,208.240,277V1. 16 Black finish only. 2.7/8' T25-190 T25-280 T25-290" T25-320 T25-390" T25-490" 1120,277,347V in Canada). 17 Must be specified. 4' T35-190 T35-280 T35-290" T35-320 T35-390" T35-490" Consult factory for available wattages. 18 Must use RP09 or RP12. KSF1HS House side shield's 9"arm is required when two or more luminaires are 19 Only available with 150S KSFIVG Vandal guard oriented on a 90'drilling pattern. 20 These wattages do not comply with 0 Ships separately. California Title 20 regulations. Outdoor Sheet e:KSF1-M-S AL-310 KSF1 Arm-Mounted Rectilinear Cutoff Lighting Coefficient of Utilization Initial Footcandles KSF1 150S R2 Test No.TEST NO.1194090802 KSF1 150S R3 TestNo.TESTN0.1194081603 KSF1 150S R4SC Test No.TEST N0.1194081502 COEFFICIENT OF UTILIZATION COEFFICIENT OF UTILIZATION COEFFICIENT OF UTILIZATION 0 .l .3 .4 _ .s2 0 1 z 3 < _ s, a 1 2 3 0 5 12 I I 25 I e ! I F I - 2s : ^_ `+ / F 25 1 e5 V / r. 25 I rl D I 2 - < 1 E 0 I 2 2 5 0 0 5 2 3 4 5 0 150W high pressure sodium lamp.16000 rated 150W high pressure sodium lamp,16000 rated 150W high pressure sodium lamp,20000 rated lumens.Footcandle values based on 35 lumens.Footcandle values based on 35' lumens.Footcandle values based on 35' mounting height,Distribution IV,full cutoff. mounting height.Distribution II.full cutoff. mounting height.Distribution III,full cutoff KSF1 250M R2 TEST NO: 1194090701P KSF1 250M R3 TEST NO: 1194080302P KSF1 250M R4SC TEST NO: 119408090W ISOILLUMINANCE PLOT(Footcandle) ISOILLUMINANCE PLOT(Footcandle) ISOILLUMINANCE PLOT(Footcandle) -3 -3 -3 r x i ti F t2 17.25 -2 i 0 25 '2 t -2 i 0.5 cO 0.5 0 0 z z 1 b -1 2 t5 -1 F -t r 25 0 25 z 0�$ z 5 02 5 0 �3 ' 00 O O t- �►� _ _ 2 , r J S D . 2w 22 2 ow W o O U 3r 3F 3< rn N Co p p O 4 4 4 O t 2 3 4 5 6 0 1 2 3 4 5 6 0 1 2 3 4 5 6 250W pulse start metal halide lamp.rated 22500 250W pulse start metal halide lamp,rated 22500 250W pulse start metal halide lamp.rated 22500 lumens.Foolcandle values based on 20' lumens Footcandle values based on 20' lumens Footcandle values based on 20' mounting height mounting height mounting height. Classification:Type ll,Short.Full Cutoff Classification.Type III,Short,Full Cutoff Classification'Unclassified(Type IV,Very Short1,Full Cutoff Mounting Height Correction Factor (Multiply the fc level by the correction factor) 15 ft 5.4 NOTES: 30 M1= 1.36 1 For electrical characteristics, consult technical data tab. 40 h. 77 2 Tested to current IES and NEMA standards under stabilized laboratory conditions. Various operating factors can cause differences between laboratory and actual field measurements.Dimensions and specifications are based on the most current ,t2_ available data and are subject to change. (Existing Mounting Height Correction Factor 3 Photometric data for other distributions can be accessed from www.lithonia.com. New Mounting Height / (A L/THON/A L/UHT/NGG Lithonia Lighting Outdoor Lighting An"McuityBrands Company One Lithonie Way,Conyers,GA30012-3957 Phone.770-922-9000 Fax:770-918-1209 Sheet it:KSF1-M-S ©20002009 Acuity Brands Lighting,Inc.,All rights reserved,Rev 12/07/09 ww.v.lithoniacorn ,, s a . _,_ _ ,v ...a }. I. 7 -�u... ,. __ - At ' nm ., - 2 .2 c c 2 c 2 2 .. a 2 o v 2 2 a o 2 2 u a c o a -. _._ c W z 2 _ .- r _ a c.r e 1 -I .- a o L '. P a P � a _ o .. o o ' °CA> ,I4Se9'M",Sh,LRIo0'0.S o o ., a _ 2 ., o N( E ( ] .. Y i- 2' 2 2 2 2 \\A 1:;12t. F I- f- - - I�, _ o - p ,':' ' ''' ; 3; ; :;'_'; - 2. ; 2 ;„;-2 2 2".,' ;, ; 2 2 ; .1...,;_—:1 ; 2 2 2 :2.,' 2 2 2 N - is l ��' a �r o _ � -d rte • - 2 o ., o o a o .cif I 0 V 2 • 4 ,. A) -c—r = -2 2. 2 a s ct'-1-.-- 3NIl 632VM (3) 4_i� f Pa Iwo (}C) e � c IJ a o� �� . 1 3 ¢ rP rYIY lc:1; T) - is 3 cr b Li ma a.0 (s; `E G v j �r; v , J \ (w) IS 9I9 /.\ ',9 ON I g II I I • ' I Zb w m Ili I , ea s:p � Inl � l I w x o e g z 0 I Iii I U O v Ile m LEW ,,• I w U Z - I Z H W - 4 w uJ 2 , \• , (2• / NI I nr) I r) j I s I I I II ' % / ii ‘ki • va4 MOUNrq/N • • MOUNTAIN VIEW FIRE PROTECTION DISTRICT Administrative Office: 9119 County Line Road •Longmont, CO 80501 c E �+ (303) 772-0710 •FAX (303) 651-7702 e VIE* Weld County Planning Department GREELEY OFFICE ul n69nin June 28,2010 RECEIVED Ms. Michelle Martin Weld County Department of Planning Services 918 10th Street Greeley,CO 80631 Dear Ms.Martin: This letter is written with regard to the proposed Rejoice Lutheran Church to be located at 3413 Lowell Lane in Weld County (Case Number: USR-1630). The Fire District does not object to the use of the existing building as a church as all applicable codes for the exiting building have been met, as outlined in our letter dated October 2,2007. Fire department access is adequate for the existing building. At the time additional construction occurs, a new site plan will need to be submitted and access revisited. Water supply for fire protection has been provided and is adequate for the exiting building. At the time additional construction occurs, a new site plan will need to be submitted and access revisited. Should there be any proposed remodeling of the existing building plans for the work must be submitted for review and approval prior to building permits being issued. A final inspection of the occupancy by a member of the Fire District will be required before a Certificate of Occupancy is issued for the building. We appreciate being involved in the planning process. Should you have any questions, please contact me at 303-772-0710 x 15. Sincerely, C r LuAnn Penfold Fire Marshal LMP/Ip cc: Mr. Rick Nearman,Eidos Architects,5400 enecuwood Plaza Blvd. 80111 project file 1O6.17.10 Station 1 Station 2 Station 3 Station 4 Station 5 Station 6 Station 7 9119 Cnty Line Rd. 14308 Mead St,Unit B P.O.Box 575 P.O.Box 11 10911 Dobbin Run 50 Bonanza Dr. P.O.Box 40 Longmont,CO Longmont,CO 299 Palmer Ave. 8500 Niwot Road Lafayette,CO Erie,CO 100 So.Forest St. 80501 80504 Mead,CO 80542 Niwot,CO 80544 80026 80516 Dacono,CO 80514 Jacqueline Hatch From: Don Dunker Sent: Friday, June 26, 2009 2:08 PM To: Jacqueline Hatch Cc: Clayton D. Kimmi; Donald Carroll; Richard Hastings; David Bauer Subject: USR-1630 Rejoice Lutheran Church Jacqueline, Public Works is in support of allowing this USR-1630 to phase its project over time, with the understanding that the applicant does not pave the parking lot or expand the existing building. Collateral for all remaining items will need to be posted and the drainage facilities will need to be installed in the next phase of the project. In the first phase provided the parking lot remains gravel and the building improvements are only to the inside of the existing building Public Works will only require a water quality feature and other safety items be installed. Comments made during this stage of the process will not be all-inclusive, as revised materials are submitted other concerns or issues may arise. All issues of concern and critical issues during further review must be resolved with the Public Works Department. Let me know if you have any questions. Thanks, Don Dunker, P.E. Weld County Public Works 1111 H Street Greeley, CO 80631 phone: 970.304.6496 ext. 3749 fax: 970.304 .6497 ddunker@co.weld.co.us 1 r4 • • A CHITECTS 5400 Greenwood Plaza Blvd.,Greenwood Village,Colorado 80111 I P:720/200-0630 I F:720/200-0831 June 7, 2010 Weld County Planning Department GREELEY OFFICE Ms. Michelle Martin Planner II JUN n9 7010 Weld County Department of Planning Services 1555 North 17th Avenue RECEIVED Greeley, Colorado 80631 Re: Rejoice Lutheran Church Use by Special Review Permit USR#1630 Weld County Erie, Colorado Eidos Project No. 09046 Dear Ms. Martin: Attached to this letter is a copy of the revised Septic Tank System Report from KC Hamilton Engineering, Inc. The revisions to the report reflect the comments which were provided to KC Hamilton Engineering by the Sanitation District for the County. A copy of this report has already been forwarded directly back to them. This copy is therefore, for your records. If any additional revisions are required, please let me know. Sincerely, n` 0npP, Richard G. Nearman President RGN:dlk enclosures cc; Pastor Ruby Todd Christianson Greg Wermager Eidos Architects.PC MI oww.eidosarch,com KC Hamilton Engineering, Inc. September 28, 2009 Revised June 2, 2010 Rejoice Lutheran Church C/0 Eidos Architects, Attn: Mr. Richard Nearman 5400 South Syracuse Street Greenwood Village, CO 80111 Re: Onsite Wastewater System Design Proposed Rejoice Lutheran Church 3413 Lowell Lane, Weld County, Colorado Job No. 09-113 Mr. Nearman, As requested, KC HAMILTON Engineering, Inc. (HAMILTON) prepared this revised Onsite Wastewater System (OWS) design for the subject site in response to include Weld County (County) review comments. The OWS design was prepared for ISDS permit submittal to the County. This report presents the proposed OWS layout, drain field sizing calculations, and design figures. The body of this report, the notes on the figures, manufacturer guidelines for the OWS components, and the current County ISDS regulations should be considered the technical specifications for this project. The OWS design will require the OWS installer have demonstrated experience in similar OWS installations, and be familiar with the County ISDS regulations. A partial site plan is presented on Figure 1.0. Figures 3.0, 4.0 and 5.0 were revised per County comments. 1.0 - SPECIAL CONDITIONS: The following special conditions exist for the proposed OWS: A. This OWS design is based on previous subsurface investigation and percolation testing performed for the original OWS at the site. B. The liquid level in the existing septic tank was lower than the outlet pipe. It known whether the tank had been pumped recently or if the tank is leaking. C. The risers of the existing tank have degraded and should be replaced. 2.0- EXISTING AND PROPOSED CONSTRUCTION A 130-seat church is proposed. The church will be housed in an existing three-bedroom residence. The existing residence will be remodeled to house the church members. The existing residence has a 1000-gallon two-compartment septic tank and an 1800 square foot drain field consisting of PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kchengineerinq.com KC Hamilton Engineering, Inc. Job No. 09-113, June 2, 2010 Page 2 gravel and pipe: approximately 30 feet by 60 feet. This OWS was designed for an average daily sewage flow of 450 gallons per day (gpd). A copy of the County ISDS permit with a sketch of the installed OWS is presented in Appendix A. A site visit was performed in September 2009. At the time of the site visit the existing OWS was partially observed. The septic tank was buried about 1 foot below the existing grade. The access risers were deteriorated. The lids appeared to be in good condition. The liquid level in the tank was lower than the both the inlet and outlet pipes. There was no observation pipe in the drain field area. There appeared to be no evidence of effluent surfacing in the assumed drain field area. The prescribed minimum daily sewage flow for a 130-seat church is 650 gallons per day based on 5-gallons per day per seat. The prescribed minimum peak flow is 150% of the average, or 975 gallons per day. This flow rate is greater than the original OWS design requiring additional septic tank volume and additional drain field area. If the prescribed water use or projected water use is different than that depicted herein, HAMILTON should be contacted in order to re-evaluate the suitability of this design. 3.0 - SITE CONDITIONS The site is located in a semi-rural area requiring OWS. The area for the proposed site drain field has slight slopes down to the east northeast. The drain field area was vegetated with grasses. 4.0 - SUBSURFACE CONDITIONS A subsurface investigation and percolation testing previously performed for the original OWS design indicated clay soils to a depth of 8 feet. The percolation testing performed indicated a percolation rate of 60 minutes per inch. 5.0 - PROPOSED OWS DESIGN Based on the subsurface conditions described above, it appears that an OWS can be installed at the site. The proposed OWS layout is presented on Figure 2.0. The proposed OWS design is based on: 1.) An average daily flow rate of 650 gpd with a peaking factor of 1.5. 2.) A percolation rate of 60 MPI. 3.) It is proposed to design the new OWS in the same manner as the original design that included a 25% increase in the field area due to the percolation rate. The drain field calculations are presented below. 4.) An effluent pump is recommended to provide better distribute the effluent to the existing drain field and the new drain field area. A drain field sizing reduction of 25% is proposed for effluent dosing. 5.1 - Internal Plumbing_ The plumbing serving the proposed church should drain by gravity to the septic tank. If an ejector pump is planned in the basement, it should only lift the sewage generated on the lower level. The upper floors should drain by gravity where possible. If the entire church will drain to the lower level and an ejector pump will be required, a duplex PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kcheneineerino.com KC Hamilton Engineering, Inc. Job No. 09-113, June 2, 2010 Page 3 pumping system should be used in the event of a pump failure. Access for pump repair should be considered in the plumbing design, as necessary. 5.2 — Existing Septic Tank: To accommodate the sewage flows, a minimum septic tank volume of 1220 gallons is required. The existing septic tank has a capacity of 1000-gallons. Additional septic tank volume is required. An additional 1000-gallon two compartment tank is proposed. The existing septic tank should be inspected and made water tight. The access risers with lids should be replaced with new concrete risers and lids. The risers and lids should be installed in a water tight condition. All tank openings and/or penetrations should have water-tight seals. If the existing tank can not be made water-tight, or is determined to be in poor condition it should be replaced. 5.3 — Proposed Septic Tank: A 1000-gallon two-compartment septic tank with an effluent pump is proposed. The tank must be installed on stable subgrade and in a water-tight condition with water-tight risers, access lids, and inlet and outlet piping penetrations. A minimum 36 inches of cover fill is recommended to accommodate the sewer connection and effluent pipe burial. The area around the tank should be well graded to prevent runoff from accumulating around the tank access lids. Tank details are presented on Figure 3.0. 5.4 - Effluent Piping: The effluent piping from the septic tank to the drain field shall be 1.5- inch diameter SCH 40 PVC pipe with solvent welded joints. The pipes should be properly bedded per the County ISDS regulations and local plumbing code. The piping shall have a minimum 1% slope back to the tank from the automatic distributing valve (ADV). A minimum burial depth of 12 to 18 inches is recommended. 5.5 - Automatic Distributing Valve (ADV): A 3-outlet automatic distributing valve is proposed (OSI Model 6403). The ADV will have three discharge pipes. Two discharge pipes will be connected to the existing effluent pipe that currently connects the existing septic tank and drain field. The third outlet from the ADV will be connected to the proposed drain field. The ADV should be installed per the manufacturer guidelines and drain between pump cycles. A manufacturer diagram of the ADV is presented on Figure 4.0. 5.6 - Drain Field: The existing drain field area will be retained and additional area is proposed. The total drain field area required is based on the following calculation: Min. Drain Field Area = 650 gpd x 1.5 x(sqrt(60)/3.5)x 1.25 x 1.3 x 0.75 = 2630 square feet (sf) Note:An area increase of 25% (the 1.25 factor) was used as per the original OWS design, and an area reduction of 25% (the 0.75 factor) was taken for dosing per County ISDS regulations. Minimum Additional Drain Field Area = 2630 sf— 1800 sf = 830 sf Proposed Drain Field Area = 900 sf(50' by 18') PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kchengineering.com KC Hamilton Engineering, Inc. Job No. 09-113, June 2, 2010 Page 4 The existing drain field area is 1800 square feet or about 67% of the total area proposed. The new drain field area will be about 33% of the total area proposed. The effluent will be distributed by the ADV as shown here in to disperse 67% of the effluent to the existing drain field and 33% to the proposed drain field. 6.0 - EFFLUENT PUMPING SYSTEM The proposed pumping system must meet the following specifications: 6.1 — PumD: The effluent pump for the effluent dosing shall be an Orenco Systems, Inc. model PF5005 HH pump. The pump motor shall be 110 VAC and Single Phase. The pump shall be UL and CSA listed as an effluent pump. Pump is to be activated by a motor-contact switch. 6.2 - Access Risers: Access risers that extend to final grade must be provided. The risers are to be watertight and attached to the septic tanks such that a watertight seal is provided. Risers should be rated for the appropriate load requirements. 6.3 - Discharge Assembly: The pump discharge assembly (Orenco cold weather version) is to have a disconnect union accessible from the ground surface to allow pump replacement. The discharge assembly is to be plumbed with a 3/16" diameter weep hole to allow drainage between cycles to minimize freezing potential. 6.4 - Float Switch Assembly: The on/off, timer over-ride, and high water alarm floats are to be accessible for adjustment without removing the pump or vault. Float switches are to be low- amperage. Electrical power to supply the pumps shall not be through the float switches. The effluent pump float switches should be set to discharge volume of 50 to 75 gallons. 6.5 - Electrical Splice Box: The splice box shall be UL approved for wet locations (NEMA 4X). All wire splices are to be completed with UL listed waterproof splice connectors. 6.6 - Controls and Alarms: Controls and alarms shall be listed per UL 508. Controls are to include a toggle switch for manual operation of the pumps; separate dedicated circuits for the pumps and the high water alarm; an audible and visual alarm; and an elapsed time meter. Panels are to be NEMA 4X rated. 7. 0 - SITE GRADING AND DRAINAGE Good drainage should be incorporated in to the site-grading plan to direct runoff away from the drain fields. Automatic sprinkler systems must not be installed over the fields. The surface of the fields should be seeded after installation of the system. Livestock is to be kept off the drain field areas. A seed mix such as "Foothills, Pasture, or Prairie" mixes is suggested. These mixes do not require irrigation and develop a growth 10 to 15 inches high. 8.0 - OWS INSTALLATION OBSERVATIONS The installation of the OWS is to be observed by the HAMILTON. These observations include drain field excavation prior to backfill. At those times, subsurface conditions, scarifying and fill material will be reviewed. A final observation will be required prior to backfill of the OWS. Our office should be called 720-261-9358 to observe the installation of the OWS and at least 48 hours in advance. PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kchengineerina.com KC Hamilton Engineering, Inc. Job No. 09-113, June 2, 2010 Page 5 9.0 - OPERATION AND PREVENTATIVE MAINTENANCE SCHEDULE The goal of an operation and maintenance schedule is to observe the operation, and perform minor maintenance to the onsite wastewater system to allow for proper, long term functioning of the system. An operation and maintenance schedule or contract with a private maintenance company is recommended, and is typically required for the AdvanTex system. 9.1 - Tank: The scum and sludge accumulation in the tanks should be monitored yearly. Once the scum or sludge thickness reaches 25% of the liquid depth, the entire tank should be pumped. A pumping frequency of 1 to 3 years at design flows is anticipated. An alternative is a scheduled pumping frequency of every two years. 9.2 - Effluent Filter: The Effluent filter at the septic tank discharge should be cleaned (hosed off) at the time of pumping or as needed. 9.3 - Drain Fields: The surface area around the fields should be observed monthly for signs of failure such as lush vegetation growth or effluent ponding. No landscaping or plastic can be installed over the field. 9.4 - General: System users must realize an onsite wastewater system is different from public sewer service. Plastic or other non-biodegradable material should not be introduced into the system. Biodegradable cleaners should be used. Water use should be monitored. A malfunctioning toilet can consume a large amount of water. This excess water in addition to daily loading could flood and irreparably harm the OWS. Allowing fixtures to flow continuously to prevent water lines from freezing is not recommended. Although the proposed system can accommodate variable flows, spreading water use over the day and minimizing peak flows is recommended. The chemical and hydraulic loading from the backwash of a water softener may be detrimental to the OWS and a separate drywell should be constructed for the backwash waste, if a softener is installed. Chemically treated water from a swimming pool, hot tubs or spas should not be introduced into the OWS. The design of the OWS is based on the treatment of domestic sewage only. No industrial or hazardous wastes should be introduced into the OWS. 10.0 - LIMITATIONS This OWS design and recommendations are based on data submitted and the proposed construction. If conditions considerably different from those described in this report are encountered, we should be called to observe the conditions. If proposed construction is changed, HAMILTON should be notified to evaluate the effect of the changes on the wastewater system, if any. All construction is to be in accordance with the Individual Sewage Disposal System (ISDS) regulations. Pipe type and size, burial requirements, and other specifications, which are not depicted in this report, are to conform to the requirements of the ISDS regulations. The installer of the system is to be licensed by the County, and is to have demonstrated knowledge of the ISDS regulations and requirements. PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kchengineering.com KC Hamilton Engineering, Inc. Job No. 09-113, June 2, 2010 Page 6 The proposed system design is based on an average daily flow rate outlined above. Increased flows may hydraulically or organically overload the system, causing premature failure. A water meter should be installed to monitor water usage, not including irrigation. If you have questions please call. Prepared by: e ' tl ?z ;39765 a�' , w a , = • 2 Kenneth C. Hamilton, P.E. pL Project Engineer Attachments: Figures 1.0 through 5.0, and Appendix A. Distribution: 4 copies sent, 1 copy to Weld County KCH/kch PO Box 300626, Denver, Colorado 80203 Phone: 303-733-4702 www.kchengineering.com • • +1- 4.1 Acres 3413 Lowell Lane a 50' 100' 15( Weld County, Colorado N a 00) 4l O 1 C*. DRAIN FIELD o r / D.SEPTIC'TANK z7 , CX RESIDENCE i V C 1 I \ C ,�" 1 , v y \ /; 1 1 I I I I I I I I LOWELL LANE NOTES: 1. THE LOCATION OF EXISTING AND PROPOSED IMPROVEMENTS SHOWN ARE NOT THE RESULT OF A PROPERTY SURVEY. IMPROVEMENT LOCATIONS ARE APPROXIMATE. 2. IT IS THE PROPERTY OWNER'S RESPONSIBILITY TO DEFINE PROPERTY CALL UTILITY NOTIFICATION BOUNDARIES AND ENSURE ALL ONSITE IMPROVEMENTS ARE LOCATED CENTER OF COLORADO WITHIN THE PLATTED SITE AND OUT OF INAPPROPRIATE EASEMENTS. 1-800-922-1987 3. THIS SITE PLAN WAS DERIVED FROM THE ORIGINAL ISDS DESIGN CALL TWO BUSINESS DAYS IN DOCUMENTS BY URBAN DESIGN CIVIL ENGINEERS AND LAND SURVEYORS, OR ADVANCE TE FOR OE YOU DIG,MARKING GRADE, EXCAVATE THE OF DATED 09-1998. UNDERGROUND MEMBER UTILITIES SITE PLAN K.C. HAMILTON Engineering, Inc. 3413 LOWELL LANE, PO BOX 300626, Denver, CO 80203 WELD COUNTY, COLORADO Phone/Fax: 303-733-4702 www.kchengineering.com JOB NO. 09-113 FIGURE 1 NOTES: • • SCALE: 1" = 100' 1. THE CONTRACTOR SHALL VERIFY THE LOCATIONS OF THE EXISTING OWS iii COMPONENTS PRIOR TO CONSTRUCTION, AND NOTIFY THE ENGINEER IF 0' 50' 100' 1 5( ANY CONFLICTS WITH THE EXISTING AND PROPOSED OWS. 3. THE EXISTING WATER SUPPLY LINE AND OTHER UTILITIES TO BE LOCATED PRIOR TO CONSTRUCTION 4. THE EX. SEPTIC TANK SHOULD BE INSPECTED FOR WATER TIGHTNESS AND STRUCTURAL SOUNDNESS, AND REPLACED IF NECESSARY. THE EX. SEPTIC TANK SHALL BE IMPROVED AS OUTLINED IN THE DESIGN REPORT. 5. ALL APPLICABLE ISDS HORIZONTAL SEPARATION DISTANCES SHALL BE CONFIRMED PRIOR TO CONSTRUCTION. 6. ALL ITEMS LISTED ABOVE SHALL BE INCLUDED IN THE BID QUOTE FOR THE WORK. .I 0 0 rn PROPOSED DRAIN CV FIELD. 18'X sa 1 I I i o I I y i ' i ' • 1.5-INCH EFFLUENT I ', ` PIPE(TYP.) i O / / �I / P�"?- //AN � iii EX.SEPTIC TANK •\\ / / �+QQ0+I /�i X.SEWER(APPROXIMATE) < 1 i i I • PROPOSED 3-OUTLET AUTO. DISTRIBUTIN I VALVE(SEE DETAIL) . S PROPOSED DSED 1000-GAL. SEPTIC TANK 130-SEAT CHURCH (SEE REPORT AND DETAIL) I \ 1 , CALL UTILITY NOTIFICATION CENTER OF COLORADO 1 1-800-922-1987 CALL TWO BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES PROPOSED OWS LAYOUT K.C. HAMILTON Engineering, Inc. PO BOX 300626, Denver, CO 80203 Phone/Fax: 303-733-4702 www.kchengineering.com JOB NO. 09-113 FIGURE 2 • ■ • o . w : . $ 0 !�� } | Co w ! f A Pi / ! !. !y ! d 722 Fri co-2 \\� � } � ( a 1111 1 ! y E ° Er4f5} 7 \ © \ !! A Q! ! = eta �- 6 : !§& d & § t # g w| ! ! ! ! 6 ! i t '� ��` §; •k! •ki! ! \ 5 ! ! % !�a \ ; 2 .t di , F Cl) I-- .7 ) } ° i— ! , ! \ w l n k / ° § - !k \ < _ ! H N \ / % E 0- 0 [ oi R / � a - Cl) = ` k! a. -O 0- t! � \ \ ]| / - !ate CZ 5 5 �} 2 k I- = c NL----- }} 3. / { 7 �I I @ / \ — �_ 0 UI ' ) } ; F- .1 , C ( )} y E zG ei Lu §\ , tt , rg ± o ° g [ { » 6 @ � co / § / \ ( - e \ § r z - — y , o , § d— DI I ■ \ S + # \ - � f < Zr CZ ° Aggq{ io •a ( R ! / 90 I- j1- |q � _ • • 30"DIA.FIBERGLASS,BOLT-DOWN LID WITH 2 INCHES OF INSULATION. VACUUM RELEASE VALVE: RUBBER-FLAP STYLE 2"INSULATION PLUG LIT: 1.5"UNION -- , ✓L 11 I��r"//�/�//// 0'DIA.PVC RISER I -- 12718" OSI MODEL 6403 VALVE BEDDED I7 IN a'MINUS PEA GRAVEL • 1.5'PIPE TO DRAIN FIELDS • SLOPE DOWN 1%(MIN.) FLOW • • • • FLOW • 1.5"BALL VALVE 1.5"PIPING FROM DISCHARGE PUMPS 2%MIN.BACK TO DISCHARGE PUMP PROFILE VIEW: AUTOMATIC DISTRIBUTION VALVE (ADV) ASSEMBLY NOT TO SCALE INLET PIPE:SLOPE BACK TO PUMP 1%(MIN.) 1.5X4 BUSHING X.EFFLUENT PIPE 1.5"OUTLET#1 OF ADV FLOW TO EXISTING 77 77�� DRAIN FIELD / „<" 7 777 777 77 7, 7 77 1.5"OUTLET#2 OF ADV FLOW ds` i 77 ,C 7777777777FLOW TO PROPOSED 7 r d 7 Yjl• 777 yv�lll a DRAIN FIELD •� Yl7,77777777777, 1.5"OUTLET#3 OF ADV 1111 �j,zY�v �> ;�1',� YI f PLAN VIEW: AUTOMATIC DISTRIBUTION VALVE (ADV) ASSEMBLY NOT TO SCALE K.C. HAMILTON Engineering, Inc. AUTOMATIC DISTRIBUTING PO Box 300626, Denver, CO 80203 VALVE (ADV) DETAIL Phone/Fax: 303-733-4702 FIGURE 4. www.kchengineering.com JOB NO. 09-113 Revised 06/01/1 • • TYPICAL PLAN VIEW OBSERVATION PIPE 1.5"DIA. EFFLUENT PIPE. SOLID PIPE OUTSIDE OF FIELD 1%SLOPE FROM ADV AREA AND 3 FEET INTO FIELD7 4"DIA. SDR 35 PVC PERFORATED TO FIELD(MIN.). AREA. 1%SLOPE INTO FIELD DISPERSAL PIPING. INSTALL LEVEL. ' DISPERSAL GRAVEL, 1"TO 2.5".: : 6' P.) 1 II� 3' P.) 50 STD. PLASTIC OR PRECAST CONCRETE DISTRIBUTION BOX. INSTALL LEVEL OBSERVATION PIPE GEOTEXTILE SILT ISDS DISPERSAL GRAVEL, BARRIER 1"TO 2.5" EX. GRADE TYPICAL PROFILE VIEW 4"DIA. SDR 35 PVC PERFORATED DISPERSAL PIPE -12"(MIN.) L (MAX.) - -•-•-•-.-•-•••-.-.-••G,. ::: 12"(MIN.)- 18' SCARIFY BOTTOM OF EXCAVATION PRIOR TO BACKFILL. SPECIFICATIONS 1. ALL DISPERSAL PIPE IN THE DRAIN FIELD TO BE SDR 35 PVC PERFORATED PIPE. STD. COUNTY APPROVED DISPERSAL PIPING. ALL JOINTS TO BE SOLVENT WELDED. 2. RUBBER TIRED EQUIPMENT IS NOT PERMITTED IN THE DRAIN FIELD EXCAVATION. 3. DRAIN FIELD EXCAVATION TO BE LEVEL. SCARIFY BOTTOM OF EXCAVATION 2"TO 3". 4. DISPERSAL GRAVEL TO BE 1"TO 2.5" WASHED GRAVEL APPROVED FOR USE IN ISDS BY THE COUNTY. 5. SILT BARRIER TO BE MIRAFI 140N OR SIMILAR. 6. COVER FIELD WITH AT LEAST 12 INCHES OF COVER SOILS AND RESEED PER THE DESIGN REPORT OR WITH OWNER PREFERRED GRASSES. DRAIN FIELD DETAILS K.C. HAMILTON Engineering, Inc. 250 Pearl Street, Unit 206, Denver, CO 80203 FIGURE 5 Phone/Fax: 303-733-4702 JOB NO. 09-113 Revised 06/01/1 Appendix A Job No. 09-113 WELD COUNTY DEPARTMENT OF PUBLIC HEALTH AND ENVIRONMENT 1555 NORTH 17TH AVENUE, GREELEY, CO 80631 PHONE (970) 304-6415 FAX (970) 304-6411 • • Permit # : SP-9800556 Sec/Twn/Rng: Status: ),( 6( Permit Type : RNEW C-commercial, R-residential . NEW, REPair, VauLT Applied: 11/19/1998 Parcel No: 1467 34 Issued: 11/20/1998 Finaled: '/ g 419 �4 9 S Location: PENDING ADDRESS RANCH EGG ESTATES LT5 BLK4 31-1-68 Legal Desc : APPLICANT MULLENAX CRAIG Phone : (303) 828-0441 PO BOX 747, ERIE CO 80516 OWNER YORK PHYLLIS Phone : (301) 864-6711 4608 AMHERST RD, COLLAGE PARK MD 20740 SEPT-INSTL W. KUEHSTER CONTRACTROS Phone : (303) 263-1678 PO BOX 1614 , EVERGREEN CO 80437 Description: HOUSE Commercial (Y/N) : N Residential (Y/N) : Y Acres : 4 . 23 Number of Persons : 1 Basement Plumbing (Y/N) : Y Number of Bedrooms : 3 Bathrooms-> Full : 3 3/4 : 1/2 : Water Public (Y/N) : Y Utility Name : LEFT HAND Water Private (Y/N) : Cistern (Y/N) : Well (Y/N) : Water Permit No : Percolation Rate : 60 . 0 Limiting Zone : >08 ft 00 in Desc : % Ground Slope : Dir: Soil Suitable (Y/N) : Y Engineer Design Req' d (Y/N) : N In 100 Yr Flood Plain (Y/N) : N Minimum Installation Septic Tank: 1000 gal Absorption Trench: sq. ft . Absorption Bed: 1725 sq. ft . Actual Installation Septic Tank: /0 C)dgal Absorption Trench: sq. ft . Absorption Bed: /god sq. ft . Design Type : NOTICE The issuance of this permit does not imply compliance with other state, county or local regulatory or building requirements, nor shall it act to certify that the subject system will operate in compliance with applicable state, county and local regulations adopted persuant to Article 10, Title 25, CRS as amended, except for the purpose of establishing final approval of installed system for issuance of a local occupancy permit persuant to CRS 1973 25-10.111 (2) . This permit is not transferable. The Weld County Health Department reserves the right to impose additional terms and conditions required to meet our regulations on a continuing basis. Final permit approval was contingent upon the final inspection of the completed system by the Weld County Health Department. - X AL ". /L 9/1//. Environmental Specialist Date \Ns- . • • rt 400 3 a0a 4( I s ' 121e/eo i45S i n ; 4 Weld County Planning Department GREELEY OFFICE MEMORANDUM M Y i4 n4rr, RECEIVED TO: Michelle Martin, Planning Services DATE: May 12, 2010 ' FROM: Clay Kimmi, P.E., CFM, Public Works 60'1- SUBJECT: USR-1630, Rejoice Lutheran Church Final Drainage Report COLORADO Comments The Weld County Public Works Department received the proposal on April 30, 2010. The Final Drainage Report and Construction Drawings were not stamped, signed, and dated by a registered professional engineer. Weld County Public Works Department has reviewed Final Plat materials and has the following comments. Comments made during this stage of the review process may not be all-inclusive, as revised materials will have to be resubmitted and other concerns or issues may arise during further review. Our comments and requirements are as follows: COMMENTS AND REQUIREMENTS: The applicant shall indicate specifically on the plat the type of right-of-way/easement (future or existing) that exists. The 140 foot right of way for the road along the east side of the applicant's property must be delineated on the plat. The future and existing right-of-way, including documentation (i.e. reception numbers) creating the right of way, shall be included on the plat. Although the Weld County Board of County Commissioners Resolution for this case states 140 feet of Right of Way is required for Lowell Lane, the City and County of Broomfield has subsequently moved their arterial alignment to the south. Lowell Lane is expected to remain a local road requiring 60 feet of right of way. A total of 30 feet from the centerline of Lowell Lane shall be delineated on the plat. The future and existing right-of- way, including the documentation (i.e. reception numbers) creating them, shall be delineated on the plat. An On-site Improvements Agreement and Collateral will be required prior to recording of the Plat. It is understood that the applicant has contacted Rich Hastings to begin work on the Improvements Agreement. The applicant has shown the type of surfacing to be utilized on the access drive and parking lots in the final condition on the plat. The applicant has shown parking blocks and curbing to prevent vehicles from extending beyond the boundary of the parking space on the plat. Drainage Report: 1. Please address all red line comments and resubmit the Final Drainage Report. The drainage report must include all of the items included on the preliminary and final drainage report checklists for USRs and SPRs. Annotated copies of the checklists showing which items need to be included in the next submittal and the red line comments for the Final Drainage Report have been returned to the applicant's consultant (Eidos Architects). Page 1 of 2 M:\PLANNING-DEVELOPMENT REVIEW\USR-Use by Special Review\USR•1630 Rejoice Lutheran Church\USR-1630 Comments 5-12-10.DOC • • 2. As stated in the October 19, 2007 Memo, the drainage report must be wet stamped, signed, and dated by a registered Professional Engineer licensed to practice in the State of Colorado. 3. A drainage easement must be shown on the Plat for the detention pond and all associated drainageways (channels, swales, etc). 4. As stated in the October 19, 2007 Memo, please specify a seed mix from Weld County Drainage Addendum for revegetation of the entire site. This seed mix shall be reproduced on the Drainage/Erosion Control sheet in the construction drawings. 5. The Final Drainage Report and Construction Drawings must include typical details for all structures to be constructed, erosion and sediment control plans, etc. 6. The Final Drainage Report and all associated drawings must be labeled with the USR case number, USR-1630. phcant shat . a e comments'listed above dui this review proc' u e Wpoc of Imo a : IIha Titeaj 4 itte d o ors s*a III'an . • hn e r con a n ® • a p. late ele €bee S`subm in a 'ue so ve t pal Pict twY z co,pcelrns,must � - of with the ,.„u.,,I or' ® parbt%ratpngr.. ra , *. ; Email+original: Michelle Martin,Planning Services Pc by post: Richard Nearman,Eidos Architects,5400 Greenwood Plaza Blvd,Greenwood Village,CO 80111 Cc to file: USR-1630 Page 2 of 2 M:\PLANNING-DEVELOPMENT REVIEW\USR-Use by Special Review\USR-1630 Rejoice Lutheran Church\USR-1630 Comments 5-12-10.DOC Lauren Light From: Lauren Light Sent: Thursday, April 29, 2010 4:16 PM To: Michelle Martin Subject: usr-1630 Based on their engineer report dated September 22, 2009 the septic system is not sized for a 130 person church. Lauren Light. M.B.S. Environmental Planner, Environmental Health Services Weld County Department of Public Health &Environment 1555 N. 17th Ave. Greeley, CO 80631 970-304-6415 Ext. 221 I (office) 970-304-6411 (fax) 1 • pri • • • A CHITEC ' S 5400 Greenwood Plaza Blvd.,Greenwood Villama.Colorado 80111 I P:720/200-0630 I F:720/200-0631 April 26, 2010 Revised June 28, 2010 Ms. Michelle Martin Planner II Weld County Department of Planning Services 1555 North 17th Avenue Greeley, Colorado 80631 Re: Rejoice Lutheran Church Use by Special Review Permit USR#1630 Weld County Erie, Colorado Eidos Project No. 09046 Dear Ms. Martin: Based on the meeting which we did have on Rejoice Lutheran Church, the following are the responses and supporting information which we feel address the various concerns contained in the original resolution for the Special Review Permit with the Weld County Board of County Commissioners. Those review comments and our responses to them are as follows: A. The applicant shall submit a detail Sign Plan, in compliance with Chapter 23, Article IV, Division 2, of the Weld County Code, to the Weld County Department of Planning Services, for review and approval. Response: Attached to this letter is the revised proposed sign design and location of the sign that we have made part of the construction drawings and specifications for the project in conjunction with the contractor on the project. B. The applicant shall either submit a copy of an agreement with the property's mineral owner/operators, stipulating that the oil and gas activities have been adequately incorporated into the design of the site, or, show evidence that an adequate attempt has been made to mitigate the concerns of the mineral owner/operators. Drill envelopes may be delineated on the plat in accordance with the state requirements as an attempt to mitigate concerns. The plat shall be amended to include any possible future drilling sites. Response: Pastor Ruby Naruki is currently obtaining an updated copy of the Title including the Mineral Rights information for this item from Crews & Zeren, LLC as the Owner noted in the previous statement was the previous owner of the property. She is also going to obtain information from the Mineral Leasehold Owners EnCana Energy Resources, Inc. regarding the Mineral Leasehold Owners. Attached is the original Property Mineral Owner/Operators letter that was obtained by Rejoice Lutheran Church in the earlier submittal. IIIEidos Architects.PC :!'ww.euesao:h.com • • Ms. Michelle Martin April 26, 2010 Revised June 28, 2010 Page 2 C. The applicant shall address the requirements and concerns of the Mountain View Fire Protection District, as stated in the referral response dated October 2, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. The plat may need to be amended to address the concerns. Response: Rejoice Lutheran Church has now completed the installation of a new waterline along the east side of their property, including two new fire hydrants as requested by the Mountain View Fire Protection District. We also have now addressed the issue of access to the fire hydrants with the District. This fact was discussed with Lu Ann Pen fold, the Fire Marshal for the Mountain View Fire Protection District and she is contacting you (Michelle Martin) directly and will provide you with whatever letter or other documentation you need to verify this. D. The applicant shall address the requirements and concerns of the City and County of Broomfield, as stated in the referral response dated September 27, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: The City and County of Broomfield's request was a suggestion that the church add street trees across the south property line of their site adjacent to Lowell Lane and along the east property line of their site which will eventually front on Huron Street once it is developed. In response to this the church, in the summer of 2009, did plant seven deciduous street trees along the east property line. They also now, in the summer of 2010, have planted 13 additional deciduous street trees along the east property line and the south property line. In addition to this comment from the City of Broomfield, in order to address the landscape issues with Weld County which were contained on the original Use by Special Review statement, we have now added those trees and shrubs back into the project and will install those additional plant materials at this time with the exception of those trees which will be added when the future worship area is added onto the church. The reason for not putting those particular trees in at this time is that they would be destroyed when the addition is put on the church hopefully, within the next three to five years. E. The applicant shall attempt to address the requirements and concerns of the Weld County Sheriff's Office, as stated in the referral response dated November 11, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: Rejoice Lutheran Church respects the Weld County Sheriff's Office willingness to provide the church with a review of their facilities for security reasons. We however, do not feel that they are necessary at this time. F. The applicant shall address the requirements and concerns of the Weld County Department of Public Works, as stated in the referral response dated October 19, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: There are several comments from the Public Works Department for Weld County that need to be responded to: 1. 140 ft. right-of-way along the east and south property lines of Rejoice Lutheran Church. llLidos Architects,PC www,eidosarch.acm • Ms. Michelle Martin April 26, 2010 Revised June 28, 2010 Page 3 As noted on the attached PUD, which is on file with the City and County of Broomfield, the 140 ft. right-of-way along the east side of Rejoice Lutheran's property has been dedicated entirely on the adjoining property owner's property. With respect to the additional requested right-of-way along Lowell Lane on the south side of Rejoice Lutheran's property, Richard Nearman from Eidos Architects, representing Rejoice Lutheran Church, did discuss with David Bower from the Weld County Public Works Department the fact that we have been told that the developer to the south of Rejoice Lutheran Church's site is dedicating a separate right-of-way to their properties. David Bower did confirm this fact and did note that as such, Lowell Lane will more than likely remain a neighborhood type street or a frontage type street. With that in mind, we are by this document, formally requesting that the 140' wide right-of-way increase be waived. Based on the meeting and discussion that we did have with you and with Clay Kimmie on June 18, 2010, we have deleted all reference to the additional right-of-way dedication on the south side of the property. 2. Off-Street Parking Spaces: As indicated on the attached site plan drawing, the off-street parking spaces, including the access drive, shall be surfaced with gravel and shall be graded to prevent drainage problems. Each of the parking spaces will also be equipped with wheel guards or curb blocks. 3. Storm Water Drainage: Response: All of the stormwater drainage issues shall be addressed and included in the new formal drainage study for the project which shall be submitted to the County on June 30, 2010. As part of that submittal all of the various issues including items a. through i. shall also be responded to in writing. a The applicant shall address the requirements and concerns of the Weld County Department of Public Health and Environment, as stated in the referral response dated October 18, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: We have now had a full study of the septic system completed on the project by KC Hamilton Engineering, Inc. All of the improvements for the system recommended in that report have now been made part of the contract for construction with the general contractor on the project. A copy of that report is attached. The report from KC Hamilton engineering was modified and resubmitted to the Weld County Public Health and Environment this past month and it is our understanding that the permit for these revisions and changes to the septic system have now been approved and will be built in the upcoming few weeks. H. The applicant shall address the requirements of the Weld County Department of Planning Services Landscape referral, dated September 26, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: Attached to this response is a copy of the proposed Landscape Plan for the project which indicates all of the various new plant materials which are being added to the site, including street trees. The Landscape Plan also does note that all disturbed areas of the site resulting from the construction activities shall be re-seeded and re-established and maintained. MI[[dos Architects,PC www.aidosarch.com Ms. Michelle Martin April 26, 2010 Revised June 28, 2010 Page 4 Based on the meeting which we did have with you and the other members of the Planning, Engineering and Building Departments on June 18, 2010, we have added the original trees and plant materials back into the plan which were contained in the original Site Improvement Plan. The vast majority of those plant materials will be put into the project at this time with the exception of those trees and shrubs which were very close to the structure of the planned addition. Those particular plant materials will be installed in the project when the addition is completed in the next three to five years. The reason for doing so is that those plant materials would be destroyed as part of the construction of that addition at that time. I. The applicant shall address the requirements and concerns of the Weld County Department of Building Inspection referral response dated October 15, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: All of the construction drawings have now been completed for the architectural, structural, mechanical and electrical engineering requirements and modifications to the facility. All of these various drawings have been designed to comply with the 2006 IBC, 2006 IMC, 2006 IPC and the 2008 National Electric Code. These drawings have already been submitted to the Weld County Building Inspection Department for their review, comment and permitting of our work on the project. J. The applicant shall attempt to address the requirements and concerns of the Town of Erie, as stated in the referral response dated October 11, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: As noted in Item G. above, we have now completed a review of the existing septic system and the proposed new use of the property and all of those improvements and suggestions are now incorporated in the construction contract with the General Contractor who will be doing the work on the project. K. The applicant shall address the requirements and concerns of the Left Hand Water District, as stated in the referral response dated October 15, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: As requested by the Left Hand Water District we have made part of the project, a new backflow preventor. That backflow preventor will be located in the lower level of the existing structure. L. The applicant shall attempt to address the requirements and concerns of the Colorado Department of Transportation, as stated in the referral response dated October 25, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: As noted in the Colorado Department of Transportation's Plan Review comment, the Rejoice Lutheran Church project does not have any direct access off of the State Highway system. As a result, they did not express any concerns for the project. M. The applicant shall attempt to address the requirements and concerns of the Boulder Valley Soil Conservation District, as stated in the referral response dated October 22, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. IllEidos Architects.PC www.eidosarch,com Ms. Michelle Martin April 26, 2010 Revised June 28, 2010 Page 5 Response: As noted in the Boulder Valley Soil Conservation District's comments, we will have the contractor control any noxious weeds in the areas which are re-landscaped or re-seeded around the project site. We also, as noted in those comments, have had formal soils tests performed and will be utilizing foundation systems and other concrete construction that do consider the limitations of the ULM soil type on the site. N. The applicant shall submit a Property Maintenance Plan, for review and approval, to the Department of Planning Services. The Maintenance Plan shall be in compliance with Section 23- 3-250.B.7 of the Weld County Code. Response: Attached to this document is the Property Maintenance Plan proposed to Weld County by Rejoice Lutheran Church. Q. The applicant shall complete all proposed improvements, including those regarding landscaping, screening, access improvements, and parking lot requirements, or enter into an Improvements Agreement According to Policy Regarding Collateral for Improvements, and post adequate collateral for all required materials. The agreement and form of collateral shall be reviewed by County staff and accepted by the Board of County Commissioners, prior to recording the USR plat. Response: A proposed Improvements Agreement is currently being prepared by Rich Hastings from the Weld County Public Works Department. Eidos Architects and Alpine Build and Design, the Contractor on the project have provided Mr. Hastings with the cost information for the various site improvements which are to be made on the project. P. The plat shall be amended to delineate the following: 1. All sheets shall be labeled USR-1630. Response: All sheets in the submittal are now labeled USR-1630. Refer to Item Q. 2. The plat shall identify any types of rights-of-way and/or easements that exist on the site. Response: As noted above, the rights-of-way are no longer an issue on the project. 3. The applicant shall provide a Lighting Plan. Should exterior lighting be a part of this facility, all light standard shall be delineated on the plat and be in accordance with Section 23-3-250.8.6 of the Weld County Code. Response: Attached to this letter is a photometric plan that does show the affects of the lighting on the property. 4. Based on the application materials, the Department of Planning Services has determined that the proposed seventy (70) parking spaces, including four (4) Americans with Disabilities Act (ADA) parking spaces, will meet the demands of the site. Each parking space shall be equipped with wheel guards to prevent vehicles from extending beyond the boundaries of the space and from coming into contact with other vehicles, walls, IIEidos Architects,PC www.eidosarch.cem • • Ms. Michelle Martin April 26, 2010 Revised June 28, 2010 Page 6 fences, sidewalks, or plantings. The parking locations shall be dimensioned and shown according to Section 23-2-260 of the Weld County Code. Response: Based on the fact that the expansion of the building has now been scaled back to only remodeling and doing a very minor addition to the building, the number of persons who can be provided for in the worship area is 130 persons and the parking requirements, because of that have been scaled back from 70 parking spaces to 50 parking spaces. A number of handicapped parking spaces has also been scaled back from four to two. 5. The approved Landscaping and Screening Plan, as submitted with the application. 6. The off-street parking spaces, including the access drive, shall be surfaced with gravel, asphalt, concrete, or the equivalent, and shall be graded to prevent drainage problems. The location and type of surfacing material shall be delineated on the plat. 7. The approved Sign Plan. Q. The applicant shall submit two (2) paper copies of the plat for preliminary approval to the Weld County Department of Planning Services. Response: See attached two copies of the revised Site Improvement Plan. I hope that these responses along with the attached supporting information satisfactorily respond to the referral comments noted in the Resolution for the Proposed Special Review Permit #1630 for Rejoice Lutheran Church. Sincerely, I• G. Near an L resi•en lGN:. k encIIII Eidos Architects,PC www.eihosarch,com 1,t4 • • . . "Ipip,. . .. a CHiTEC S 5400 Greenwood Plaza Bind.,Greenwood Village,Colorado 80111 I P:720/200-0830 I F:720/200-0831 April 26, 2010 Ms. Michelle Martin Planner II Weld County Department of Planning Services 1555 North 17th Avenue Greeley, Colorado 80631 Re: Rejoice Lutheran Church Use by Special Review Permit USR#1630 Weld County Erie, Colorado Eidos Project No. 09046 Dear Ms. Martin: Based on the meeting which we did have on Rejoice Lutheran Church, the following are the responses and supporting information which we feel address the various concerns contained in the original resolution for the Special Review Permit with the Weld County Board of County Commissioners. Those review comments and our responses to them are as follows: A. The applicant shall submit a detail Sign Plan, in compliance with Chapter 23, Article IV, Division 2, of the Weld County Code, to the Weld County Department of Planning Services, for review and approval. Response: Attached to this letter is the proposed sign design and location of the sign that we have made part of the construction drawings and specifications for the project in conjunction with the contractor on the project. B. The applicant shall either submit a copy of an agreement with the property's mineral owner/operators, stipulating that the oil and gas activities have been adequately incorporated into the design of the site, or, show evidence that an adequate attempt has been made to mitigate the concerns of the mineral owner/operators. Drill envelopes may be delineated on the plat in accordance with the state requirements as an attempt to mitigate concerns. The plat shall be amended to include any possible future drilling sites. Response: Please see attached Agreement Between the Property Mineral Owner/Operators and Rejoice Lutheran Church. This document was provided to the Weld County Planning Department previously. :.Jas Aiem:ec:s.PC w:vw.einorarsh.eooi Ms. Michelle Martin April 26, 2010 Page 2 C. The applicant shall address the requirements and concerns of the Mountain View Fire Protection District, as stated in the referral response dated October 2, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. The plat may need to be amended to address the concerns. Response: Rejoice Lutheran Church has now completed the installation of a new waterline along the east side of their property, including two new fire hydrants as requested by the Mountain View Fire Protection District. The drawing showing the location of that waterline and those hydrants is attached. D. The applicant shall address the requirements and concerns of the City and County of Broomfield, as stated in the referral response dated September 27, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: The City and County of Broomfield's request was a suggestion that the church add street trees across the south property line of their site adjacent to Lowell Lane and along the east property line of their site which will eventually front on Huron Street once it is developed. In response to this the church, in the summer of 2009, did plant seven deciduous street trees along their east property line. They will then, in the summer of 2010, be planting 13 additional deciduous street trees along their east property line and south property line. E. The applicant shall attempt to address the requirements and concerns of the Weld County Sheriff's Office, as stated in the referral response dated November 11, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: There were no requests indicted from the Weld County Sheriff's office on their referral form. F. The applicant shall address the requirements and concerns of the Weld County Department of Public Works, as stated in the referral response dated October 19, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: There are several comments from the Public Works Department for Weld County that need to be responded to: 1. 140 ft. right-of-way along the east and south property lines of Rejoice Lutheran Church, As noted on the attached PUD, which is on file with the City and County of Broomfield, the 140 ft. right-of-way along the east side of Rejoice Lutheran's property has been dedicated entirely on the adjoining property owner's property. With respect to the additional requested right-of-way along Lowell Lane on the south side of Rejoice Lutheran's property, Richard Nearman from Eidos Architects, representing Rejoice Lutheran Church, did discuss with David Bower from the Weld County Public Works Department the fact that we have been told that the developer to the south of Rejoice Lutheran Church's site is dedicating a separate right-of-way to their properties. David Bower did confirm this fact and did note that as such, Lowell Lane will more than likely remain a neighborhood type street or a frontage type street. With that in mind, we are by this document, formally requesting that the 140' wide right-of-way increase be [dos Architects,PC ® www,altlosaroh.aam Ms. Michelle Martin April 26, 2010 Page 3 waived. We will however, on our drawings keep any development out of the proposed expanded right-of-way and will note the location of the potential right-of-way line as a "reservation for future right-of-way". 2. Off-Street Parking Spaces: As indicated on the attached site plan drawing, the off-street parking spaces, including the access drive, shall be surfaced with gravel and shall be graded to prevent drainage problems. Each of the parking spaces will also be equipped with wheel guards or curb blocks. 3. Storm Water Drainage: a. All stormwater must be detained on site and follow the requirements per Weld County Code 24-7-130 (D) and ordinance 2096-7. All stormwater detention facilities shall be designed to detain the stormwater runoff from the entire fully developed site from one-hundred-year storm and release the detained water at a rate not to exceed the rate of a five-year storm falling on the undeveloped site. Response: The proposed detention pond will detain a majority of the runoff from the site. A small portion (4% of the total site) of the site will go off-site undetained due to the existing grades. b. Off-site runoff flows onto the site must be managed through the site and contours shall be shown on the site plan for a minimum of 200 feet from the property line, or as far as necessary to show the entire offsite contributing area. Response: Offsite runoff that is tributary to the Church development has been routed to the final detention pond as shown on the Final Drainage Plan. The limits of contours off site contours shown are based off of best available information obtained. c. Please show how flows from Basin D1 and D3 will be conveyed into the detention pond and include these discharges in the detention pond size calculations. Response: Former Basin D1 (which is now Basin OS1 and A2) along with D3 (which is now C2) have been routed to the final detention pond as shown on the Final Drainage Plan. d. All proposed channels must be designed to be stable under USDCM criteria. Please add cross section details to the construction drawings and include side slope 100-yr water surface elevations, 100-yr energy grade line max depth and 1 foot of free board. Response: Comments acknowledged, see all three drainage sheets for details. IIEirlos Architects.PC www.eihosarch.com Ms. Michelle Martin April 26, 2010 Page 4 e. Please prove all outlet control pipes shall not surcharge the detention pond. Downstream tailwater can force backwater onto upstream detention pond. Please redesign the roadway culvert crossing to show appropriate tailwater as input, and recalculate upstream headwater. This headwater is also the downstream tailwater condition on the outlet pipe for the detention pond. Please make sure the outlet pipe does not create a higher water surface elevation that the orifice plates causes. Please verify with engineering calculations. Response: A culvert under Lowell Lane is no longer proposed. The final outfall for the detention pond will discharge at the SE portion of the Church site at existing grade. Tailwater was assumed to be at the top of the outfall pipe. f. Please profile all pipes and include proposed and existing grades, 100-yr HGL, slope, diameter, material and riprap protection. All pipe hydraulic and riprap sizes must be supported with engineering calculations. Response: Comment acknowledged, see "Final Drainage Plan,"along with calculations within "Final Drainage Report"for details. g. Please size the overflow spillway for offsite an onsite discharge, assuming a fully plugged condition and a 100-yr storm event. Please add a detail drawing to the construction drawings for the emergency overflow spillway. Response: The emergency overflow has been sized to adequately handle the 100-yr event, please see "Emergency Overflow Spillway Sizing,"calculations within the "Final Drainage Report"for details. h. The applicant must take into consideration storm water quality capture and provide accordingly for best management practices. Response: The proposed interim water quality pond has been strategically placed to capture runoff from a majority of the existing building and gravel road as shown on the "Interim Drainage Plan," The final location of the water quality/detention pond for the proposed final conditions of the Church has been located to capture all of the developed runoff on site and 96% of the total site area. i. Construct ditches/swale to direct onsite flows to the stormwater/water quality pond. Response: Swales, curb cuts, chases and drainage pans have been utilized on the site to help convey the runoff to the water quality/detention pond. G. The applicant shall address the requirements and concerns of the Weld County Department of Public Health and Environment, as stated in the referral response dated October 18, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services, Response: We have now had a full study of the septic system completed on the project by KC Hamilton Engineering, Inc. All of the improvements for the system recommended in that report have now been made part of the contract for construction with the general contractor on the project. A copy of that report is attached. fides Architects.PC ® www,eidosarch.cam Ms. Michelle Martin April 26, 2010 Page 5 H. The applicant shall address the requirements of the Weld County Department of Planning Services Landscape referral, dated September 26, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: Attached to this response is a copy of the proposed Landscape Plan for the project which indicates all of the various new plant materials which are being added to the site, including street trees. The Landscape Plan also does note that all disturbed areas of the site resulting from the construction activities shall be re-seeded and re-established and maintained. I. The applicant shall address the requirements and concerns of the Weld County Department of Building Inspection referral response dated October 15, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: All of the construction drawings have now been completed for the architectural, structural, mechanical and electrical engineering requirements and modifications to the facility. All of these various drawings have been designed to comply with the 2006 IBC, 2006 IMC, 2006 IPC and the 2008 National Electric Code. These drawings shall be submitted to the Weld County Building Inspection Department for their review, comment and permitting of our work on the project. J. The applicant shall attempt to address the requirements and concerns of the Town of Erie, as stated in the referral response dated October 11, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: As noted in Item G. above, we have now completed a review of the existing septic system and the proposed new use of the property and all of those improvements and suggestions are now incorporated in the construction contract with the General Contractor who will be doing the work on the project. K. The applicant shall address the requirements and concerns of the Left Hand Water District, as stated in the referral response dated October 15, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: As requested by the Left Hand Water District we have made part of the project, a new backflow preventor. That backflow preventor will be located in the lower level of the existing structure. L. The applicant shall attempt to address the requirements and concerns of the Colorado Department of Transportation, as stated in the referral response dated October 25, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: There were no referral comments noted from the Colorado Department of Transportation. M. The applicant shall attempt to address the requirements and concerns of the Boulder Valley Soil Conservation District, as stated in the referral response dated October 22, 2007. Evidence of such shall be submitted, in writing, to the Weld County Department of Planning Services. Response: There were no referral comments from the Boulder Valley Soil Conservation District. IllEidos Architects.PC www.eihosarch,com Ms. Michelle Martin April 26, 2010 Page 6 N. The applicant shall submit a Property Maintenance Plan, for review and approval, to the Department of Planning Services. The Maintenance Plan shall be in compliance with Section 23- 3-250.B.7 of the Weld County Code. Response: Attached to this document is the Property Maintenance Plan proposed to Weld County by Rejoice Lutheran Church. O. The applicant shall complete all proposed improvements, including those regarding landscaping, screening, access improvements, and parking lot requirements, or enter into an Improvements Agreement According to Policy Regarding Collateral for Improvements, and post adequate collateral for all required materials. The agreement and form of collateral shall be reviewed by County staff and accepted by the Board of County Commissioners, prior to recording the USR plat. Response: A proposed Improvements Agreement is currently being prepared by Rich Hastings from the Weld County Public Works Department. Eidos Architects and Alpine Build and Design, the Contractor on the project have provided Mr. Hastings with the cost information for the various site improvements which are to be made on the project. P. The plat shall be amended to delineate the following: 1. All sheets shall be labeled USR-1630. Response: All sheets in the submittal are now labeled USR-1630. Refer to Item Q. 2. The plat shall identify any types of rights-of-way and/or easements that exist on the site. Response: As noted above, the rights-of-way are no longer an issue on the project. 3. The applicant shall provide a Lighting Plan. Should exterior lighting be a part of this facility, all light standard shall be delineated on the plat and be in accordance with Section 23-3-250.B.6 of the Weld County Code. Response: Attached to this letter is a photometric plan that does show the affects of the lighting on the property. 4. Based on the application materials, the Department of Planning Services has determined that the proposed seventy (70) parking spaces, including four (4) Americans with Disabilities Act (ADA) parking spaces, will meet the demands of the site. Each parking space shall be equipped with wheel guards to prevent vehicles from extending beyond the boundaries of the space and from coming into contact with other vehicles, walls, fences, sidewalks, or plantings. The parking locations shall be dimensioned and shown according to Section 23-2-260 of the Weld County Code. Response: Based on the fact that the expansion of the building has now been scaled back to only remodeling and doing a very minor addition to the building, the number of persons who can be provided llEidos Architects,PC www.eihosarch,com • • Ms. Michelle Martin April 26, 2010 Page 7 for in the worship area is 130 persons and the parking requirements, because of that have been scaled back from 70 parking spaces to 50 parking spaces. A number of handicapped parking spaces has also been scaled back from four to two. 5. The approved Landscaping and Screening Plan, as submitted with the application. 6. The off-street parking spaces, including the access drive, shall be surfaced with gravel, asphalt, concrete, or the equivalent, and shall be graded to prevent drainage problems. The location and type of surfacing material shall be delineated on the plat. 7. The approved Sign Plan. Q. The applicant shall submit two (2) paper copies of the plat for preliminary approval to the Weld County Department of Planning Services. Response: See attached two copies of the revised Site Improvement Plan. I hope that these responses along with the attached supporting information satisfactorily respond to the referral comments noted in the Resolution for the Proposed Special Review Permit #1630 for Rejoice Lutheran Church. Sinc ichar G. earm resid nt :dlk enclosures llEidos Architects.PC www.eihasarch.com • Michelle Martin From: Clayton D. Kimmi Sent: Friday, April 02, 2010 12:01 PM To: rnearman@eidosarch.com Cc: Clayton D. Kimmi; Michelle Martin Subject: USR-1630 Rejoice Lutheran Church Rick, I had the opportunity to look through the file this morning. Per our conversation yesterday, Public Works is alright with the staging of your drainage improvements. Per our conversation and consistent with the information that we provided to the Planning Department in June 2009,the following items will be required: 1. Per our correspondence with the Planning Department in June, 2009, a water quality feature will be required for the existing building and the gravel parking lot. It is recommended that the water quality feature be placed where the detention pond will eventually go. 2. The full blown detention pond does not have to be constructed until the addition is added and/or the parking lot is paved. 3. A final drainage report will be required to be reviewed and deemed acceptable by Public Works prior to recording of the plat. We have provided redline comments of the drainage report to the engineer,TBJ Consulting Group. The Final Drainage Report must address all of the items contained in the preliminary and final drainage report checklists. Please let me know if you have any questions. Thanks Clay Kimmi, P.E., CFM Drainage and Floodplain Engineer 1111 H Street Greeley, CO 80632 (970) 304-6496 x 3741 t v • a fSat Weld County Planning Department l GREELEY OFFICE i MAR 307ntn ARCIHETECTS RECEIVED 5400 Greenwood Plaza Blvd.,Greenwood Vilinne.Colorado 80111 I P:720/200-0630 I F:720/200-0631 March 26, 2010 Ms. Lu Ann Penfold Mountain View Fire Protection District 9119 East County Line Road Longmont, Colorado 80501 Re: Rejoice Lutheran Church Use by Special Review Permit USR#1630 Weld County Erie, Colorado Eidos Project No. 09046 Dear Ms. Penfold: Attached to this letter is a copy of the drawings which does show the new waterline and the two new fire hydrants which have now been installed on the east side of Rejoice Lutheran Church. The fire hydrants have also now been tested and accepted by the City and County of Broomfield. As I mentioned to you when we did talk this week, the drawing also does reflect the fact that the church is not going to be building the worship area at this time due to the tight economy and the funding of the project. Instead they will only be remodeling the existing Church House. In the upcoming week or two we will be submitting the completed construction drawings and specifications to the County for permitting. At that time we will also submit drawings to you for your review and comment as well. I hope that we have now addressed your concerns on the Use by Special Review #1630, which was originally processed in 2007. 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LINE ❑F THE N,W, 1/4, SEC. 34, T1N, R68W, 6TH P.M, I N Site Plan s�aie: ," = so'—o„ Eidos Architects,PC Rejoice Lutheran Church 09046 5400 Greenwooa Plaza BNd. c�ee�wooamua9e.co emii Site Plan Phone� 120-2000630 � • Fa. no-zoo-os3i Scale: 1" = 50'-0" 03/26/10 �zaio • Ii*n • P/0 CPG GTyF, • • ,,,,,,:,,,,,1/24., . ro AC H I T E C S ��0. 8�/�%Y��4 7 C 4f 5400 Greenwood Plaza Blvd.,Greenwood Village,Colorado 80111 l P:720/200-0630 I F:7201200-063A. -i%Ct =/��9 elt4 February 4, 2009 Ms. Jacqueline Hatch-Drouillard Senior Planner Department of Planning Services Southwest Offices Weld County 4209 CR 24.5 Longmont, Colorado 80504 Re: Rejoice Lutheran Church Addition and Remodeling Conditions of Approval: USR-1630 Erie, Colorado Eidos Project Number 09004 Dear Ms. Hatch-Drouillard: Attached to this letter is a copy of the letter which you forwarded to Pastor Keith Prekker on January 28, 2009, regarding Rejoice Lutheran Church's Use by Special Review, which was originally processed in February of 2008. As we have mentioned to you in conversations since that time, the church has been in negotiations with the adjoining land developers to provide waterlines to their properties adjacent to the church to provide the church with adequate fire flows to meet some of the requirements of the Mountain View Fire Protection District, which were also part of the initial Use by Special Review Requirements from the Weld County Commissioners. Those negotiations are now nearing completion and we hope to be able to resubmit the plans to you at that time. During this same timeframe due to the current economic conditions in the entire Country, the church has needed to scale back their proposed project so that they will only be remodeling their existing Church House rather than remodeling the Church House and adding a new small worship area onto the facility. With that in mind, we also will revise the drawings to reflect this reduced scope of work and forward the revised drawings on to you as soon as possible. I hope that this letter satisfactorily responds to your letter to Pastor Keith dated January 28, 2009. Thank you for all of your past and current help in moving the church's project forward. Sin rely, hard u. N-.rma siden Rt. •, enclosures cc: Shawn Engel Mary Murray Pastor Carey Nos Grcluteots,PC wuiw.alaosaroh.oam DEPARTMENT OF PLANNING SERVICES SOUTHWESTCE 0 ttpl iwel- ::, 4209 CR 2OFF14.5 LONGMONT, CO 80504 jhatch@ co.weld.co.us 4 PHONE: (720) 652-4210, Ext. 8730 "il FAX: (720)652-4211 C. COLORADO January 28, 2009 Rejoice Lutheran Church Keith Prekker PO Box 1244 Erie, CO 80516 RE: Conditions of Approval: USR-1630 Dear Mr. Prekker: On February 27, 2008, your application for a Use by Special Review for a quasi-public building (church) in the Agricultural Zone District was approved by the Board of County Commissioners with specific Conditions of Approval. One of the Conditions of Approval grants applicants sixty(60)days to submit a Mylar Plat. I am aware of the difficulty and associated delays in meeting the conditions of approval normally associated with land use cases, and I'm willing to work with you in completing your application. Please notify me, in writing, within 10 working days of your status. If you have further question, please contact me at the above address, call (720) 652-4210 x 8730 or email. Sincerely, Cl...,,,,,—r--- t_________Jac 1�eline Hatch-Drouillard Senior Planner Hello