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Home My WebLink About20242379.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE: AMOUNT $ APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: PROPERTY INFORMATION Is the property currently in violation? No /G _J�Yes Violation Case Number: Parcel Number: 1 3 1 3 S ite Address: 649 Highway 52 3 1 4 _ 0 0 0 1 6 Legal Description: PT SE4 31-2-68 SUB EXEMPT SUBX13-0012 Section: 31 , Township 2 N, Range 68 Within subdivision or townsite? II No / Yes Name: Water (well permit # or water district tap #): N/A W Zoning District: Ag Acreage: 9.54 Sewer (On -site wastewater treatment system permit # or sewer account #): SP -0400264 Floodplain No /[! Yes Geological Hazard F No / Yes P ROJECT U SR Use being applied for: Church/Place of Worship Name of proposed business: St. Scholastica Catholic Parish Airport Overlay No / I Yes P ROPERTY OWNER(S) (Attach additional sheets if necessary.) Name: Fr. Robert Wedow Company: St. Scholastica Catholic Parish in Erie/Archdiocese of Denver P hone #: 303-828-4221 Email: buildingcommittee@stscholasticaerie.org Street Address: 575 Wells Street City/State/Zip Code: Erie, CO 80516 APPLICANT/AUTHORIZED AGENT (Authorization Form must be included if there is an Authorized Agent) N ame: Tim Uhrik, PE Company: TAIT & Associates, Inc. Phone #: 970-612-5444 Email: tuhrik@tait.com Street Address: 6163 E. County Road 16 City/State/Zip Code: Loveland, CO 80537 I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my (our) knowledge. All fee owners of the property must sign this application. If an Authorized Agent signs, an Authorization Form signed by all fee owners must be included with the application. If the fee owner is a corporation, evidence must be included indicating the signatory has the legal authority to sign for the corpor Signature Ti MOifly (J/iRl Il OVI1 ate Signature Date Print Print 9/10/21 9 DEPARTMENTS OF PLANNING BUILDING, DEVELOPMENT REVIEW AND ENVIRONMENTAL HEALTH 1555 NORTH 17TH AVENUE GREELEY, EY, CO 80631 AUTHORIZATION FORM St. Schalastica Catholic Parish in Erie give permission to Tim Uhril , PE (TAIT & Associates, Inc.) I, ( e), , (Owner — please print) (Authorized Agent/Applicant—please print) to apply for any Planning, Building, Access or OWTS permits on our behalf, for the property located at (address or parcel number) below: 649 Highway 52, Erie, CO 80516 Legal Description: N/A Subdivision Name: iMeniiillAVIVIOAtil of Section , Township 2 N, Range 68 Lot N/A Block WA Property Owners Information: Physical: 575 Wells Street, Erie, CO 80516 - Mailing: PO Box 402, Erie, CO 80516 Address: (o)393-828-4221 (c)303-877MC728 Phone: E-mail: buildingcomrnittee@stscbolasticaerie.or€g Authorized Agent/Applicant Contact Information: 6163 E. CountyRoad 16, Loveland, CO 80537 Address: 970-612-5444 Phone: _�. E -Mail: tuhrik 1?tait.com Correspondence to be sent to: Owner Authorized Agent/Applicant by: Mail Email 111 Please send all correspondence to both Owner and Authorized Agent/Applicant. Additional info: Owner Signature: �.. Owner Signature: // __se6csoiretery hW ter e re 9 If ilech- Date: Date: uciaia; 9/10121 11 Document must be filed electronically. Paper documents will not be accepted. Document processing fee Fees & forms/cover sheets are subject to change. To access other information or print copies of filed documents, visit www.sos.state.co.us and select Business Center. $50.00 't jno a i30 SFfRc;.t•.t OF STATE 11/n4/201n 15:03:18 ABOVE SPACE FOR OFFICE USE ONL Y Statement of Conversion filed pursuant to § 7-90-201.7 (3) of the Colorado Revised Statutes (C.R.S.) 1. For the converting entity, its ID number (if applicable), entity name or true name, form of entity, jurisdiction under the law of which it is formed, and principal address are ID number Entity name or true name St. Scholastica Catholic Parish in Erie Form of entity Unincorporated Nonprofit Association Jurisdiction Colorado Street address 615 Main St. Mailing address (Colorado Secretary of State ID number) Erie (Street number and name) CO 80516 (City) (State) (Postal/Zip Code) USA (Province — if applicable) P.O. Box 402 (Country) (leave blank if same as street address) (Street name and number or Post Office Box information) Erie CO 80516 (Cif) (State) (Postal/Zip Code) USA (Province — ifapplicable) (Country) 2. The entity name of the resulting entity is St. Scholastica Catholic Parish in Erie (Caution: The use of certain terms or abbreviations are restricted by law. Read instructions for more information) 3. The converting entity has been converted into the resulting entity pursuant to section 7-90-201.7, C.R.S. 4. (If applicable, adopt the following statement by marking the box and include an attachment) ■ This document contains additional information as provided by law. 5. (Caution: Leave blank if the document does not have a delayed effective date. Stating a delayed effective date has significant legal consequences. Read instructions before entering a date) (If the following statement applies, adopt the statement by entering a date and, if applicable, time using the required format.) The delayed effective date and, if applicable, time of this document are (mm/d /y yy hour:•minute am/pm) COMB_CONV_NPC Page 1 of 2 Rev. 02/26/2008 Notice: Causing this document to be delivered to the Secretary of State for filing shall constitute the affirmation or acknowledgment of each individual causing such delivery, under penalties of perjury, that such document is such individual's act and deed, or that such individual in good faith believes such document is the act and deed of the person on whose behalf such individual is causing such document to be delivered for filing, taken in conformity with the requirements of pan 3 of article 90 of title 7, C.R.S. and, if applicable, the constituent documents and the organic statutes, and that such individual in good faith believes the facts stated in such document are true and such document complies with the requirements of that Part, the constituent documents, and the organic statutes. This perjury notice applies to each individual who causes this document to be delivered to the Secretary of State, whether or not such individual is identified in this document as one who has caused it to be delivered. 6. The true name and mailing address of the individual causing this document to be delivered for filing are Kelly Kevin ■ (Iasi) (First) 1200 17th Street (Middle) (Suffix) (Street name and number or Post Office Box information) Suite 3000 Denver CO 80202 (City) (State) (Postal/Zip Code) (Province - ifapplicable) (Country - if not US) (If applicable, adopt the following statement by marking the box and include an attachment.) This document contains the true name and mailing address of one or more additional individuals causing the document to be delivered for filing. Disclaimer: This form/cover sheet, and any related instructions, are not intended to provide legal, business or tax advice, and are furnished without representation or warranty. While this form/cover sheet is believed to satisfy minimum legal requirements as oft s revision date, compliance with applicable law, as the same may be amnded from time to time, remains the responsibility f the ser of this form/cover sheet. Questions shuld be addressed to the p tY user's legal, business or tax advisor(s). COMB_CONV_NPC Page 2 of 2 Rev. 02/26/2008 Document processing fee If document is filed on paper If document is filed electronically Fees & forms/cover sheets are subject to change. To file electronically, access instructions for this form/cover sheet and other information or print copies of filed documents, visit www.sos.state.co.us and select Business Center. Paper documents must be typewritten or machine printed. $125.00 Currently Not Available 20 it 61 0646 CO spins _ _ SECRETARY OF STATE. ABOVE SPACE FOR OFFICE USE ONLY Articles of Incorporation for a Corporation Sole filed pursuant to §7-90-301, et seq., §7-52-101, and §7-122-102 of the Colorado Revised Statutes (C.R.S.) 1. Entity name: St. Scholastica Catholic Parish in Erie (The name ofa nonprofit corporation may, but need not. contain the term or abbreviation "corporation", "incorporated". "company", "limited". "corp. ", "inc. ". "co. " or "ltd." §7-90-601. C.R.S.) 2, Use of Restricted Words (f any of these terms are contained in an entity name, true name of an entity. trade name or trademark stated in this document, mark the applicable box): ❑ "bank" or "trust" or any derivative thereof ❑ "credit union" O "savings and loan" CI "insurance", "casualty", "mutual", or "surety" 3. Principal office street address: 615 Main St. Erie (Street name and number or Post Office Box information) CO 80516 (City) (State) (Postal/Zip Code) (Province - if applicable) (Country - if not US) 4. Principal office mailing address: P.Q. Box 402 (if different from above) (Street name and number) Erie CO 80516 (City) (State) (Postal/Zip Code) (Province - rf applicable) (Country - if not US) 5. Registered agent:(ifan individual): (Inv)(First) OR (if a business organization): (Middle) (Sufx) The Archdiocese of Denver Management Corporation 6. The person appointed as registered agent in the document has consented to being so appointed. 7. Registered agent street address: 1300 S. Steele St. Denver (Street name and number) CO 80210 (City) (State) (Postal/Zip Code) ARTINC_CS Page 1 of 3 Rev. 10/4/2005 8. Registered agent mailing address: (if different from above) (Street name and number or Post Office Box information) (City) (State) (Postal/Zip Code) (Province - if applicable) (Country - if not US) 9. Purpose of the corporation: To constitute a parish established under the canonical laws of the Roman Catholic Church (If additional space is needed, mark this box r4 and include an attachment stating the purpose of the corporation.) 10. (Optional) Delayed effective date: (mm/dd/yyyy) 11. Name and title of person in whom is vested legal title to the property: Florez Herman (First) (Last) Pastor (Middle) (Suffix) 12. Additional information may be included pursuant to §7-52-101, C.R.S. and other organic statutes such as title 12, C.R.S. If applicable, mark this box Et and include an attachment stating the additional information. Notice: Causing this document to be delivered to the secretary of state for filing shall constitute the affirmation or acknowledgment of each individual causing such delivery, under penalties of perjury, that the document is the individual's act and deed, or that the individual in good faith believes the document is the act and deed of the person on whose behalf the individual is causing the document to be delivered for filing, taken in conformity with the requirements of part 3 of article 90 of title 7, C.R. S., the constituent documents, and the organic statutes, and that the individual in good faith believes the facts stated in the document are true and the document complies with the requirements of that Part, the constituent documents, and the organic statutes. This perjury notice applies to each individual who causes this document to be delivered to the secretary of state, whether or not such individual is named in the document as one who has caused it to be delivered. 13. Name(s) and address(es) of the individual(s) causing the document to be delivered for filing: Kelly Kevin (Last) (First) 1200 17th Street (Middle) (Suffix) (Street name and number or Post Office Box information) Suite 3000 Denver CO 80202 (City) (State) (Postal/Zip Code) (Province - if applicable) (Country - if not US) (The document need not state the true name and address of more than one individual. However. if you wish to state the name and address of any additional individuals causing the document to be delivered for filing. mark this box ❑ and include an attachment stating the name and address of such individuals.) ARTINC_CS Page 2 of 3 Rev. 10/4/2005 Disclaimer: This form, and any related instructions, are not intended to provide legal, business or tax advice, and are offered as a public service without representation or warranty. While this form is believed to satisfy minimum legal requirements as of its revision date, compliance with applicable law, as the same may be amended from time to time, remains the responsibility of the user of this form. Questions should be addressed to the user's attorney. ARTINC_CS Page 3 of 3 Rev. 10/4/2005 ARTICLES OF INCORPORATION of ST. SCHOLASTICA CATHOLIC PARISH IN ERIE, a Colorado corporation sole Reverend Hernan Florez, Having been appointed by the Archbishop of the Archdiocese of Denver ("Archbishop") to serve as Pastor of St. Scholastica Catholic Parish in Erie, a parish,' under the ecclesiastical jurisdiction of the Archdiocese of Denver ("Archdiocese");2 Having the parish entrusted to him as pastor, exercising the pastoral care of the community committed to him under the authority of the diocesan bishop in whose Christian ministry he has been called to share, carrying out the functions of teaching, sanctifying, and governing in accordance with Holy Scripture and the doctrine, Canon Law3, and sacramental rites of the Roman Catholic Church, as well as working so that the Christian faithful are nourished through the devout celebration of the sacraments; Having motives only to bring the love of God and the desire for salvation to the souls of his neighbors as well as having the same joy and hope as the people of God, giving himself as a servant to the people of God, as Christ gives himself for the Church and opening heaven and giving nourishment to souls while fulfilling the eternal ministry of the priesthood; Being vested with legal title to certain personal property owned by and held for the use of St. Scholastica Catholic Parish in Erie; and Acting in accordance with Colorado Revised Statutes § 7-52-101 et seq.; ` "Parish" as used in these Articles refers to an entity established by the Archbishop of Denver or his predecessors. It is known in Canon Law as a public juridic person and in civil law, formerly as an unincorporated association, and, after the filing of these Articles, as a corporation sole. A parish is a certain community of the Christian faithful stably constituted in a particular church, whose pastoral care is entrusted to a pastor (parochus) as its proper pastor (pastor) under the authority of the Archbishop of Denver. 2,TArchdiocese" as used in these Articles refers to an entity established by the Holy See. It is known in Canon Law as a public juridic person, and in civil law under various terms. It is that portion of the people of God in certain northern Colorado counties that has been entrusted to the Archbishop of Denver in cooperation with his presbyterate to shepherd. 3"Canon Law," as used herein shall refer to ecclesiastical law governing the Roman Catholic Church including the principal codification of such law, The Code of Canon Law (l 983) as periodically amended or revised and canonical instructions or other documents promulgated by the Holy See, which interprets canonical legislation; the canonical norms for the Roman Catholic Church in the United States as approved by the Holy See; the particular law of the United States Conference of Catholic Bishops, which body interprets such law; and the particular law, legislative decrees and regulations promulgated by the Archbishop of Denver, which interprets such law. The Pastor or his designee shall inform anyone who, by letter, requests a copy of such Canon Law of a site to acquire or inspect the same. {00854003/1} - 1 DOES HEREBY MAKE AND ADOPT THESE ARTICLES OF INCORPORATION ("Articles") in order to continue certain functions of his office with the aid of the Parish Corporation. ARTICLE I Name of the Parish Corporation The name of the Parish Corporation, a Colorado corporation sole, shall be "St. Scholastica Catholic Parish in Erie" ("Parish Corporation"). ARTICLE H Purposes The purposes of the Parish Corporation are: A. To celebrate the Eucharistic liturgy, the sacraments, and sacramentals in compliance with universal and particular law of the Roman Catholic Church; B. To proclaim and expound faithfully the deposit of faith, to preach the Gospel to all peoples, and to protect and safeguard revealed truth; z C. To provide for the pastoral care of its parishioners as well as all the Christian faithful (Roman Catholics) who either reside within any decreed territorial boundaries, who shall have a right to pastoral care by virtue of Canon Law or who shall freely associate themselves therewith; D. To acquire, retain, administer, and alienate temporal goods offered by the Christian faithful and all other parish ecclesiastical goods exclusively for the exercise of the pastoral care of the parish and for all other responsibilities which are incumbent upon the parish as defined by Canon Law; E. To maintain the bond of unity and charity with, to participate in, and to contribute to the life and ministry of the Archdiocese and of the Roman Catholic Church in accord with the provisions of universal and particular law and all other specific mandates of the Archbishop which he from time to time may issue; F. To acquire, retain, and administer real and personal property, to alienate personal property, and, except in the circumstances of suppression or merger, to request the approval where necessary to the alienation of real property that will be effected by The Archdiocese of Denver, a Colorado corporation sole, as trustee of the Archdiocese of Denver Charitable Trust; and G. To have perpetual succession and existence as afforded to a corporation sole under Colorado law. Notwithstanding any other provision in these Articles, the Parish Corporation cannot be organized or operated for any purpose inconsistent with the Roman Catholic doctrine or Canon Law or with the exempt purposes of Section 501(c)(3) of the Lnternal Revenue Code or any of its -., corresponding successor provisions. {00854003 / 1 } 2 ARTICLE III Powers Subject at all times to Canon Law and any limitations imposed thereunder, the Parish Corporation shall have the powers: A. To conduct ministry; B. To hold the beneficial interest, to possess, to use, to administer, and to insure the parish's real property that, under the civil law, is held in trust by the Archdiocese of Denver, a Colorado corporation sole, as trustee of the Archdiocese of Denver Charitable Trust, for the benefit of the parish; C. To hold legal title for or beneficial interest in the parish's personal property, and to use, possess, invest, or expend such property; D. To contract; E. To acquire property by purchase, devise, bequest, gift, or otherwise; F. To borrow money, issue notes, or negotiable paper; G. To lease property or license the use of it; H. To borrow money without security; guarantee the loans of other religious, charitable and educational corporations and associations; I. To hire, assign, discipline, and terminate contractors, employees, and volunteers; J. To sue and be sued; K. To operate and conduct such canonical entities as may be determined in accordance with Canon Law for the purpose of Christian worship; and L. To engage in other proper activities to accomplish its purposes. Notwithstanding any other provision in these Articles, the Parish Corporation shall have no powers inconsistent with Roman Catholic doctrine or Canon Law or with the requirements of Section 501(c)(3) of the Internal Revenue Code or its successor provisions. The Parish Corporation's powers are limited to those powers as are defined and permitted under Canon Law, the parish's Canon Law statutes, sacramental rites and regulations of the Roman Catholic Church. No part of the Parish Corporation's earnings shall inure to the benefit of any private individual other than one reasonably compensated for services to the Parish Corporation or one who is the object of the Parish Corporation's charitable bounty. No substantial part of the Parish Corporation's activities shall be the carrying on of propaganda or otherwise attempting to influence legislation. The Parish Corporation shall not participate in or intervene in any political campaign on behalf of or in opposition to any candidate for public office. The Pastor shall have no power or authority to make an inter vivos or testamentary transfer in trust, pursuant to the { 00854003 / I } -3 - terms of a will or by any other bequest, or devise any property of the Parish Corporation, and no heirs of a Pastor shall have any rights in any property of the Parish Corporation. ARTICLE IV Title Reverend Henan Florez, the person executing these Articles, is the Pastor of St. Scholastica Catholic Parish in Erie, but his corporate title and the corporate title of his successors in office shall be St. Scholastica Catholic Parish in Erie, a Colorado corporation sole. ARTICLE V Conveyances and Encumbrances All deeds or other instruments of conveyance or encumbrance of real property, and all instruments affecting the parish's real property shall be valid and binding upon the Parish Corporation only when executed by the Archbishop, Charles J. Chaput, O.F.M. Cap., or his successors in office as the Archdiocese of Denver, a Colorado corporation sole, or by his or their attorney -in -fact. ARTICLE VI Removal of Pastor Subject at all times to Canon Law, in the event of those circumstances provided under Canon Law with respect to the removal of the Pastor, the Archbishop may initiate and undertake the process described in canons 1742-1752 of such Canon Law. Any decree of removal issued by the Archbishop in accordance with Canon Law shall effect the removal of the Pastor. ARTICLE VII Pastor Temporary Incapacity In the event of the temporary incapacity of the Pastor, the Archbishop may appoint an administrator to assume all or some of the Pastor's powers, responsibilities, and prerogatives, to be described in the decree of appointment, and for a particular time established by decree. Such appointment shall not constitute the ecclesiastical office of Pastor, nor confer the general powers enumerated in these Articles; provided, however, such administrator shall effectively be a successor in office of the Pastor for purposes of the Parish Corporation as set forth in Article VIII of these Articles. ARTICLE VIII Succession In accordance with Colorado Revised Statute § 7-52-104 and Canon Law, the powers of the Parish Corporation shall automatically be invested in the successors in office to the incumbent Pastor upon the incumbent's (or any subsequent incumbent's) death or upon such incumbent's transfer, resignation or removal so long as any such transfer, resignation or removal is in accordance with Canon Law. Should the office of Pastor become vacant as defined by Canon Law, the one who assumes administration of the parish in accordance with the processes of Canon Law shall effectively be a successor in office of the Pastor for the purposes of the Parish Corporation and shall have all powers of the Parish Corporation until the new Pastor is duly appointed and takes possession of the parish in accordance with Canon Law. (00854003 / I) -4- Notwithstanding the foregoing, the powers of the Parish Corporation shall not exceed the powers of the one who properly assumes governance of the parish while the office of the Pastor is vacant. ARTICLE IX No Directors or Members The Parish Corporation shall have no directors or members. ARTICLE X Principal Office; Registered Agent The principal office of the Parish Corporation shall be 615 Main St., Erie, Colorado 80516. The registered agent shall be: The Archdiocese of Denver Management Corporation; and the address of the registered agent shall be: 1300 South Steele Street, Denver, Colorado 80210. ARTICLE XI Canon Law Among other functions of Canon Law, Canon Law defines and limits the powers and purposes of the one who occupies the office constituting this Parish Corporation and, thereby, defines and limits the powers of the Parish Corporation. It determines the modes of appointing and the assumption of office of the Pastor, of accepting his resignation, of transferring and of removing him. It determines the vacancy of the pastoral office, determines the one who assumes governance of the parish should the office of the Pastor become vacant and limits his powers, and, therefore, the Parish Corporation's powers, while the office of the Pastor is vacant. Canon Law determines the identification of transferees upon the suppression or dissolution of the Parish Corporation and limits the content of any amendment to these Articles. It determines which juridic persons within the Roman Catholic Church are capable of owning property, the incidents of such ownership, and other matters relevant to the operation of this Parish Corporation. Universal law regulates the celebration of the sacraments. Canon Law is, therefore, incorporated into these Articles by reference. Should there be any conflict regarding these Articles or the governance of the parish or the Parish Corporation, Canon Law shall control and govern the resolution of the conflict notwithstanding any other law. ARTICLE XII Dissolution In the event of a merger, division, or suppression of the parish or dissolution of the Parish Corporation and consistent with the requirements of Canon Law, the property held by the Parish Corporation shall be conveyed in accordance with Canon Law to one or more Roman Catholic parishes, dioceses, religious societies, or charitable organizations that is exempt from federal income tax under Section 501(c)(3) of the Internal Revenue Code. ARTICLE XIII Amendment The Pastor or his successors may recommend any amendment to these Articles to the Archbishop. The Archbishop shall approve in writing any amendment to these Articles. Any (00854003 / Z ) - 5 .•:•1 :k -"1 1 amendment to these Articles permissible hereunder or required in accordance with Canon Law shall be effectuated by the Pastor executing and filing either a notice of amendment or restated articles of incorporation with the Colorado Secretary of State. [Signature page immediately follows] { 00854003 r I } - 6 V... • .a:.. . IN WITNESS WHEREOF and consistent with the doctrinal and canonical obligations of his office, the Reverend Hernan Florez, the Pastor of St. Scholastica Catholic Parish in Erie, hereunto sets his hand on this 28th day of October, in the year of Our Lord, Jesus Christ, 2010. STATE OF COLORADO 4eztj Asa i c9fl � Reverend Hernan Florez Pastor, St. Scholastica Catholic Parish in Erie ss. Reverend Henan Florez, Pastor of St. Scholastica Catholic Parish in Erie, who is known to me, acknowledged these Articles of Incorporation of St. Scholastica Catholic Parish in Erie, a Colorado corporation sole, before me this 28th day of October, 2010. 7 rZ�l My commission expires: Witness r ands i,oaE.N4 c'-141 seal. • • 0• . ,A0TAR' •• • t • • . 4 • PUgO . O . .-\.• r . •te- ;3p . Notary Public (00854003 / 1) .. 7 - Document must be filed electronically. Paper documents are not accepted. Fees & forms are subject to change. For more information or to print copies of filed documents, visit www.sos.state.co.us. Colorado Secretary of State Date and Time: 11/19/2020 01:49 PM ID Number: 20101610646 Document number: 20208001456 Amount Paid: $10.00 ABOVE SPACE FOR OFFICE USE ONLY Periodic Report filed pursuant to §7-90-301, et seq. and §7-90-501 of the Colorado Revised Statutes (C.R.S) ID number: Entity name: Jurisdiction under the law of which the entity was formed or registered: 1. Principal office street address: 2. Principal office mailing address: (if different from above) 20101610646 St. Scholastica Catholic Parish in Erie Colorado 615 Main St. (Street name and number•) Erie (City) (Province — if applicable) P.O. Box 402 CO 80516 (State) (Postal/Zip Code) United States (Country — if not US) (Street name and number or Post Office Box information) Erie (City) (Province — if applicable) CO 80516 (State) (Postal/Zip Code) United States (Country — if not US) 3. Registered agent name: (if an individual) (Last) (First) (Middle) (Suffix) or (if a business organization) The Archdiocese of Denver Management Corporation 4. The person identified above as registered agent has consented to being so appointed. 5. Registered agent street address: 6. Registered agent mailing address: (if different from above) 1300 S. Steele St. (Street name and number) Denver (City) CO (State) 80210 (PostalZip Code) (Street name and number or Post Office Box information) (City) (Province — if applicable) (State) (Postal/Zip Code) (Country — if not US) REPORT Page 1 of 2 Rev. 12/01/2012 Notice: Causing this document to be delivered to the secretary of state for filing shall constitute the affirmation or acknowledgment of each individual causing such delivery, under penalties of perjury, that the document is the individual's act and deed, or that the individual in good faith believes the document is the act and deed of the person on whose behalf the individual is causing the document to be delivered for filing, taken in conformity with the requirements of part 3 of article 90 of title 7, C.R.S., the constituent documents, and the organic statutes, and that the individual in good faith believes the facts stated in the document are true and the document complies with the requirements of that Part, the constituent documents, and the organic statutes. This perjury notice applies to each individual who causes this document to be delivered to the secretary of state, whether or not such individual is named in the document as one who has caused it to be delivered. 7. Name(s) and address(es) of the individual(s) causing the document to be delivered for filing: Celestin Robbyn (Last) (First) (Middle) (Suffix) 1300 S. Steele St. (Street name and number or Post. Office Box information) Denver CO 80210 (City) (State) (Postal/Zip Code) United States (Province — if applicable) (Country — if not US) (The document need not state the true name and address of more than one individual. However•, if you wish to state the name and address of any additional individuals causing the document to be delivered for filing, mark this box ❑ and include an attachment stating the name and address of such individuals.) Disclaimer: This form, and any related instructions, are not intended to provide legal, business or tax advice, and are offered as a public service without representation or warranty. While this form is believed to satisfy minimum legal requirements as of its revision date, compliance with applicable law, as the same may be amended from time to time, remains the responsibility of the user of this form. Questions should be addressed to the user's attorney. REPORT Page 2 of 2 Rev. 12/01/2012 Document must be filed electronically. Paper documents are not accepted. Fees & forms are subject to change. For more information or to print copies of filed documents, visit www.sos.state.co.us. Colorado Secretary of State Date and Time: 06/29/2016 08:47 AM ID Number: 20101610646 Document number: 20161446082 Amount Paid: $25.00 ABOVE SPACE FOR OFFICE USE ONLY Articles of Amendment filed pursuant to §7-90-301, et seq. and §7-130-105 of the Colorado Revised Statutes (C.R.S.) ID number 20101610646 1. Entity name St. Scholastica Catholic Parish in Erie (If changing the name of the corporation, indicate name before the name change) 2. New Entity name (if applicable) 3. (If the following statement applies, adopt the statement by marking the box and include an attachment.) Other amendments are attached. 4. If the nonprofit corporation's period of duration as amended is less than perpetual, state the date on which the period of duration expires or (mm/dd/YYYY) If the nonprofit corporation's period of duration as amended is perpetual, mark this box 5. (Optional) Delayed effective date (mm/dd✓YYYY) 6. Additional information may be included pursuant to other organic statutes such as title 12, C.R.S. If applicable, mark this box and include an attachment stating the additional information. Notice Causing this document to be delivered to the secretary of state for filing shall constitute the affirmation or acknowledgment of each individual causing such delivery, under penalties of perjury, that the document is the individual's act and deed, or that the individual in good faith believes the document is the act and deed of the person on whose behalf the individual is causing the document to be delivered for filing, taken in conformity with the requirements of part 3 of article 90 of title 7, C.R.S., the constituent documents, and the organic statutes, and that the individual in good faith believes the facts stated in the document are true and the document complies with the requirements of that Part, the constituent documents, and the organic statutes. This perjury notice applies to each individual who causes this document to be delivered to the secretary of state, whether or not such individual is named in the document as one who has caused it to be delivered. 7. Name(s) and address(es) of the individual(s) causing the document to be delivered for filing Bid Renee (Last) 1300 S. Steele St. (First) (Middle) (Suffix) (Street name and number or Post Office Box information) AMD_NPC Page 1 of 2 Rev. 12/01/2012 Denver (City) (Province — if applicable) CO 80210 (State) (Postal/Zip Code) United States (Country — if not US) (The document need not state the true name and address of more than one individual. However, if you wish to state the name and address of any additional individuals causing the document to be delivered for filing, mark this box and include an attachment stating the name and address of such individuals.) Disclaimer: This form, and any related instructions, are not intended to provide legal, business or tax advice, and are offered as a public service without representation or warranty. While this form is believed to satisfy minimum legal requirements as of its revision date, compliance with applicable law, as the same may be amended from time to time, remains the responsibility of the user of this form. Questions should be addressed to the user's attorney. AMD_NPC Page 2 of 2 Rev. 12/01/2012 CERTIFICATE OF SUCCESSOR'S COMMISSION ST. SCHOLASTICA CATHOLIC PARISH IN ERIE a Colorado corporation sole (filed pursuant to Cola Rev. Stat. §7-52-104) KNOW ALL MEN BY THESE PRESENTS that, Reverend R tt? 4 L tvie:JOL (Print Name) has been duly commissioned as pastor of St. Scholastica Catholic Parish in Erie, a Colorado corporation sole (the "Parish"), in succession to Reverend Heenan Floret (pastor of the Parish immediately prior, to the commission certified hereby), and files this Certificate with the Secretary of State for the State of Colorado pursuant to C.R.S. §7-52-104, as amended. The undersigned enjoys all of the corporate power and authority provided him pursuant to C.R.S. 7-52- 101. , et seq., as amended. i /I Dated this b day of ,, Elm �=-- STATE OF COLORADO )ss. COUNTY OF BJUr /11 700, 11:;#1,1 Reverend Robert Wedow Pastor of St. Scholastica Catholic Parish in Erie The foregoing instrument was acknowledged before me this 4-1 d ay of ter, ,20 r (0 , by g � g Reverend 1b�.r-�-k & . .oLS , pastor of St. Scholastica Catholic Parish in Erie, a Colorado corporation sole. WITNESS MY HAND AND OFFICIAL SEAL. My Commission expires: Moi„r- Lin 13 , -b TRACY L. THORN NOTARY PUBLIC STATE OF COLORADO NOTARY ID 20144011674 MY COMMISSION EXPIRES MARCH 13 2018 TAUT & ASSOCIATES November 17, 2021 Revised January 27, 2023 Revised May 17, 2024 Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue Greeley, CO 80631 RE: Planning Questionnaire 1. Explain the proposed use and business name: Since 1964 320 North Lincoln Avenue, Loveland, CO 80537 970.613.1447 TAIT.COM The property is proposed to be used as a Religious Institution, housing a place of worship and associated classroom, rectory, and office spaces, operating under the name "St. Scholastica Catholic Church". 2. Explain the need for the proposed use. St Scholastica Catholic Church was originally constructed in 1899, in the heart of Erie, CO. The congregation at St. Scholastica has, for many years, outstripped the capacity of the existing building, and the property itself is not large enough to accommodate a building expansion. The property in question was purchased in 2019 as a means of providing a new home for the Parish, allowing for growth and expansion of the church community. 3. Describe the current and previous use of the land. Property has historically been used as a residence and place of business, most recently as a print shop. It is currently used as a place of business, housing the Parish Offices. 4. Describe the proximity of the proposed use to residences. The property sits immediately adjacent to a commercially owned property to the west and an undeveloped, mixed -use property to the east. A private residence is located '/4 mile east of the property, but not immediately adjacent, and multiple private residences are located on the opposite side of Highway 52. Describe the surrounding land uses of the site and how the proposed use is compatible with them. The area in question has seen an increased level of residential development planned for and proposed along Highway 52. Places of Worship have historically been constructed in residential areas, and are considered a natural element to be included in a growing community. 6. Detail the hours and days of operation? i.e. Monday thru Friday, 8:00 AM to 5:00 pm. • Staff of 3-4 people on -site from 9 am to 5 pm daily. • Daily masses - Monday - none, Tuesday 6 pm, Wednesday 9 am, Thursday 6 pm, Friday 9 am, Saturday 7:30am. For Masses during the week - assume 30 minutes prior and 30 minutes after for site usage. • Weekend masses - Saturday 4 pm, Sunday - 830 am, 1130 am, 5:30 pm • Religious education class - Sunday 9:30 to 10:30 • Weekday use of parish ministry meetings: after 6 pm until 9 pm 7. Detail the number of full-time and part-time employees proposed to work on -site. If shift work is proposed, describe the shift schedule and number of employees per shift. There will be 3 full time; 2 part time employees on site during regular business hours. 8. Describe the maximum number of users, patrons, members, buyers or other visitors that the site will accommodate at any one time. In addition to employees stated above, the property will be accessed by approximately 40 people during the afternoon and evening hours Monday through Friday, about 100 on Saturday evening, and about 350 on Sunday morning. 9. List the types and maximum numbers of animals to be on the site at any one time (for dairies, livestock confinement operations, kennels, etc.). N o animals are planned to be kept on site. 10. List the types and number of operating and processing equipment. N o operating or processing equipment is proposed for the property. 11. List the types, number and uses of the existing and proposed structures. Existing structures are as follows: • A single family home, intending to be remodeled to act as both Rectory and Parish office building. • A garage which will remain. • A print shop building, which will be remodeled to serve as a Classroom / Religious Education center. • A pole barn located north of the existing garage will remain for outdoor storage. New structures are to include: • A 4,500 SF pre-engineered metal building is proposed to be constructed east of the existing garage on the southern portion of the property, to serve as the new Church facility. 12. Describe the size of any stockpile, storage or waste areas. The existing 4,700 SF pole barn north of the existing garage would be maintained in its existing condition and may be used for storage purposes. Any stockpiles, storage, or waste areas needed for construction will be determined at a later phase and identified on the erosion control plan. Any spoils remaining from grading activities will be remain onsite and stabilized with native seed. 13. Describe the method and time schedule of removal or disposal of debris, junk and other wastes associated with the proposed use. Existing trash collection service would be maintained, with collection occurring on Tuesday morning. 14. Include a timetable showing the periods of time required for the construction of the operation. A contractor has not been selected; however construction is expected to occur over a 6 -month period. 15. Describe the proposed and existing lot surface type and the square footage of each type (i.e. asphalt, gravel, landscaping, dirt, grass, buildings). The site is composed of 13,000 SF of buildings and 25,000 SF of impervious surface. The proposed development will and construct a 4,500 SF church. The proposed conditions will have approximately 17,500 SF of buildings, 24,000 SF crushed gravel parking lot, and 44,000 SF of impervious surface (included widened access drive, proposed access drive, proposed ADA parking stalls, sidewalk, and entry plaza). Approximately 40,000 SF of the property is currently landscaped, mainly surrounding the existing single family home and the area south of it. The rest of the lot is covered by native grasses. The proposed development will add approximately 8,000 SF of enhanced landscaping immediately adjacent to the proposed Church building. All other areas disturbed by construction, approximately 49,000 SF, will remain native grasses. 16. How many parking spaces are proposed? How many handicap -accessible parking spaces are proposed? A parking lot for 88 cars is proposed to be added in the southeastern portion of the property, east of the existing buildings, and accessed using the proposed access to Highway 52. Four (4) handicap -accessible spaces will be provided adjacent to the Church and included in the above number. 17. Describe the existing and proposed fencing and screening for the site including all parking and outdoor storage areas. Existing trees and fencing will be maintained along the south border of the property. 18. Describe the existing and proposed landscaping for the site. Existing trees screen the property from Highway 52, and additional trees are present around the paved drive and residence. Several existing trees will need to be removed to accommodate the widened access drive. Enhanced landscaping will be provided immediately adjacent to the proposed building. 19. Describe reclamation procedures to be employed as stages of the operation are phased out or upon cessation of the Use by Special Review activity. N o cessation of the Use by Special Review is planned. 20. Describe the proposed fire protection measures. Existing buildings will have the following levels of fire protection: • Existing Rectory / Parish Office — non-sprinklered with existing smoke detection system. • Existing Classroom building (new use) — non-sprinklered, with fire alarm updates provided as required per the IBC. • New Church building — non-sprinklered, as allowed by the IBC for occupancies under 300, with Fire Alarm provided to meet current code. 21. Explain how this proposal is consistent with the Weld County Comprehensive Plan per Chapter 22 of the Weld County Code. P roposed use is consistent with the Weld County Comprehensive plan as it is allowed by special review. 22. Explain how this proposal is consistent with the intent of the zone district in which it is located. (Intent statements can be found at the beginning of each zone district section in Article III of Chapter 23 of the Weld County Code.) The Agricultural Zone District is intended to provide areas for the conduct of agricultural activities; however the majority of the proposed development is on the east side of the property that is covered by a Non -Irrigation Easement. Therefore, it is not feasible to create and maintain agricultural specific uses on this portion of the site. The proposed use is allowed by special review and will not result in uncontrolled and undirected development of the property. 23. Explain how this proposal will be compatible with future development of the surrounding area or adopted master plans of affected municipalities. The area in question has seen an increased level of residential development planned for and proposed along Highway 52. Places of Worship have historically been constructed in residential areas and are considered a natural element to be included in a growing community. 24. Explain how this proposal impacts the protection of the health, safety and welfare of the inhabitants of the neighborhood and the County. Access to and from the site will be provided as recommended per the attached Traffic Report, completed by SM Rocha, providing safe vehicular access along Highway 52. No additional impacts to health, safety, and welfare are expected. 25. Describe any irrigation features. If the proposed use is to be located in the A (Agricultural) Zone District, explain your efforts to conserve prime agricultural land in the locational decision for the proposed use. Additions or modifications to existing irrigation systems are not anticipated. The majority of the proposed development will take place on a portion of the site that is covered by a Non -Irrigation Easement which restricts agricultural uses over the area of development. 26. Explain how this proposal complies with Article V and Article XI of Chapter 23 if the proposal is located within any Overlay Zoning District (Airport, Geologic Hazard, or Historic Townsites Overlay Districts) or a Special Flood Hazard Area identified by maps officially adopted by the County. The proposal is not located within any Overlay Zoning District or Special Flood Hazard area. 27. Detail known State or Federal permits required for your proposed use(s) and the status of each permit. Provide a copy of any application or permit. No State or Federal permits are anticipated for the proposed use of the property. II TAIT WILING TO TNT CMAtl/MOI p:970161311447 www.tost.Covn November 17, 2021 Revised January 27, 2023 Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue Greeley, CO 80631 RE: Planning Questionnaire 1. Explain the proposed use and business name: 6163 E. County Rood 16, Loveland, CO 80537 The property is proposed to be used as a Religious Institution, housing a place of worship and associated classroom, rectory, and office spaces, operating under the name "St. Scholastica Catholic Church". 2. Explain the need for the proposed use. St Scholastica Catholic Church was originally constructed in 1899, in the heart of Erie, CO. The congregation at St. Scholastica has, for many years, outstripped the capacity of the existing building, and the property itself is not large enough to accommodate a building expansion. The property in question was purchased in 2019 as a means of providing a new home for the Parish, allowing for growth and expansion of the church community. Describe the current and previous use of the land. Property has historically been used as a residence and place of business, most recently as a print shop. It is currently used as a place of business, housing the Parish Offices. 4. Describe the proximity of the proposed use to residences. The property sits immediately adjacent to multiple commercially owned properties. A private residence is located 1/4 mile east of the property, but not immediately adjacent, and multiple private residences are located on the opposite side of Highway 52. Describe the surrounding land uses of the site and how the proposed use is compatible with them. The area in question has seen an increased level of residential development planned for and proposed along Highway 52. Places of Worship have historically been constructed in residential areas, and are considered a natural element to be included in a growing community. 6. Detail the hours and days of operation? i.e. Monday thru Friday, 8:00 AM to 5:00 pm. • Staff of 3-4 people on -site from 9 am to 5 pm daily. • Daily masses - Monday - none, Tuesday 6 pm, Wednesday 9 am, Thursday 6 pm, Friday 9 am, Saturday 7:30am. For Masses during the week - assume 30 minutes prior and 30 minutes after for site usage. • Weekend masses - Saturday 4 pm, Sunday - 830 am, 1130 am, 5:30 pm • Religious education class - Sunday 9:30 to 10:30 • Weekday use of parish ministry meetings: after 6 pm until 9 pm 7. Detail the number of full-time and part-time employees proposed to work on -site. If shift work is proposed, describe the shift schedule and number of employees per shift. There will be 3 full time; 2 part time employees on site during regular business hours. 8. Describe the maximum number of users, patrons, members, buyers or other visitors that the site will accommodate at any one time. In addition to employees stated above, the property will be accessed by approximately 40 people during the afternoon and evening hours Monday through Friday, about 100 on Saturday evening, and about 350 on Sunday morning. 9. List the types and maximum numbers of animals to be on the site at any one time (for dairies, livestock confinement operations, kennels, etc.). N o animals are planned to be kept on site. 10. List the types and number of operating and processing equipment. N o operating or processing equipment is proposed for the property. 11. List the types, number and uses of the existing and proposed structures. Existing structures are as follows: • A single family home, intending to be remodeled to act as both Rectory and Parish office building. • A garage which will remain. • A print shop building, which will be remodeled to serve as a Classroom / Religious Education center. • A pole barn located north of the existing garage will remain for outdoor storage. New structures are to include: • A 4,500 SF pre-engineered metal building is proposed to be constructed in the location of the existing garage, to serve as the new Church facility. 12. Describe the size of any stockpile, storage or waste areas. The existing 4,700 SF pole barn north of the existing garage would be maintained in its existing condition, and may be used for storage purposes. Any stockpiles, storage, or waste areas needed for construction will be determined at a later phase and identified on the erosion control plan. Any spoils remaining from grading activities will be remain onsite and stabilized with native seed. 13. Describe the method and time schedule of removal or disposal of debris, junk and other wastes associated with the proposed use. Existing trash collection service would be maintained, with collection occurring on Tuesday morning. 14. Include a timetable showing the periods of time required for the construction of the operation. A contractor has not been selected, however construction is expected to occur over a 6 -month period. 15. Describe the proposed and existing lot surface type and the square footage of each type (i.e. asphalt, gravel, landscaping, dirt, grass, buildings). The site is composed of 13,000 SF of buildings and 23,000 SF of impervious surface. The proposed development will and construct a 4,500 SF church. The proposed conditions will have approximately 17,500 SF of buildings, 35,000 SF crushed gravel parking lot, and 39,400 SF of impervious surface (included widened access drive, proposed ADA parking stalls, sidewalk, and entry plaza). Approximately 40,000 SF of the property is currently landscaped, mainly surrounding the existing single family home and the area south of it. The rest of the lot is covered by native grasses. The proposed development will add approximately 8,000 SF of enhanced landscaping immediately adjacent to the proposed Church building. All other areas disturbed by construction, approximately 45,000 SF, will remain native grasses. 16. How many parking spaces are proposed? How many handicap -accessible parking spaces are proposed? A parking lot for 91 cars is proposed to be added in the southeastern portion of the property, east of the existing buildings, and accessed using the proposed access to Highway 52 and the proposed access drive through the adjacent parcels to the west. 4 handicap -accessible spaces will be provided adjacent to the Church entry and included in the above number. 17. Describe the existing and proposed fencing and screening for the site including all parking and outdoor storage areas. Existing trees and fencing will be maintained along the south border of the property. 18. Describe the existing and proposed landscaping for the site. Existing trees screen the property from Highway 52, and additional trees are present around the paved drive and residence. Several existing trees will need to be removed to accommodate the widened access drive. Enhanced landscaping will be provided immediately adjacent to the proposed building. 19. Describe reclamation procedures to be employed as stages of the operation are phased out or upon cessation of the Use by Special Review activity. N o cessation of the Use by Special Review is planned. 20. Describe the proposed fire protection measures. Existing buildings will have the following levels of fire protection: • Existing Rectory / Parish Office — non-sprinklered with existing smoke detection system. • Existing Classroom building (new use) — non-sprinklered, with fire alarm updates provided as required per the IBC. • New Church building — non-sprinklered, as allowed by the IBC for occupancies under 300, with Fire Alarm provided to meet current code. 21. Explain how this proposal is consistent with the Weld County Comprehensive Plan per Chapter 22 of the Weld County Code. P roposed use is consistent with the Weld County Comprehensive plan as it is allowed by special review. 22. Explain how this proposal is consistent with the intent of the zone district in which it is located. (Intent statements can be found at the beginning of each zone district section in Article III of Chapter 23 of the Weld County Code.) The Agricultural Zone District is intended to provide areas for the conduct of agricultural activities, however the majority of the proposed development is on the east side of the property that is covered by a Non -Irrigation Easement. Therefore, it is not feasible to create and maintain agricultural specific uses on this portion of the site. The proposed use is allowed by special review and will not result in uncontrolled and undirected development of the property. 23. Explain how this proposal will be compatible with future development of the surrounding area or adopted master plans of affected municipalities. The area in question has seen an increased level of residential development planned for and proposed along Highway 52. Places of Worship have historically been constructed in residential areas and are considered a natural element to be included in a growing community. 24. Explain how this proposal impacts the protection of the health, safety and welfare of the inhabitants of the neighborhood and the County. Access to and from the site will be provided as recommended per the attached Traffic Report, completed by SM Rocha, providing safe vehicular access along Highway 52. No additional impacts to health, safety, and welfare are expected. 25. Describe any irrigation features. If the proposed use is to be located in the A (Agricultural) Zone District, explain your efforts to conserve prime agricultural land in the locational decision for the proposed use. Additions or modifications to existing irrigation systems are not anticipated. The majority of the proposed development will take place on a portion of the site that is covered by a Non -Irrigation Easement which restricts agricultural uses over the area of development. 26. Explain how this proposal complies with Article V and Article XI of Chapter 23 if the proposal is located within any Overlay Zoning District (Airport, Geologic Hazard, or Historic Townsites Overlay Districts) or a Special Flood Hazard Area identified by maps officially adopted by the County. The proposal is not located within any Overlay Zoning District or Special Flood Hazard area. 27. Detail known State or Federal permits required for your proposed use(s) and the status of each permit. Provide a copy of any application or permit. No State or Federal permits are anticipated for the proposed use of the property. II TAIT WILING TO TNT CMAtl/MOI p:970161311447 www.tost.Covn November 17, 2021 Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue Greeley, CO 80631 RE: Planning Questionnaire 1. Explain the proposed use and business name: 6163 E. County Rood 16, Loveland, CO 80537 The property is proposed to be used as a Religious Institution, housing a place of worship and associated classroom, rectory, and office spaces, operating under the name "St. Scholastica Catholic Church". Explain the need for the proposed use. St Scholastica Catholic Church was originally constructed in 1899, in the heart of Erie, CO. The congregation at St. Scholastica has, for many years, outstripped the capacity of the existing building, and the property itself is not large enough to accommodate a building expansion. The property in question was purchased in 2019 as a means of providing a new home for the Parish, allowing for growth and expansion of the church community. Describe the current and previous use of the land. Property has historically been used as a residence and place of business, most recently as a print shop. It is currently used as a place of business, housing the Parish Offices. 4. Describe the proximity of the proposed use to residences. The property sits immediately adjacent to multiple commercially owned properties. A private residence is located 1/4 mile east of the property, but not immediately adjacent, and multiple private residences are located on the opposite side of Highway 52. Describe the surrounding land uses of the site and how the proposed use is compatible with them. The area in question has seen an increased level of residential development planned for and proposed along Highway 52. Places of Worship have historically been constructed in residential areas, and are considered a natural element to be included in a growing community. 6. Detail the hours and days of operation? i.e. Monday thru Friday, 8:00 AM to 5:00 pm. • Staff of 3-4 people on -site from 9 am to 5 pm daily. • Daily masses - Monday - none, Tuesday 6 pm, Wednesday 9 am, Thursday 6 pm, Friday 9 am, Saturday 7:30am. For Masses during the week - assume 30 minutes prior and 30 minutes after for site usage. • Weekend masses - Saturday 4 pm, Sunday - 830 am, 1130 am, 5:30 pm • Religious education class - Sunday 9:30 to 10:30 • Weekday use of parish ministry meetings: after 6 pm until 9 pm 7. Detail the number of full-time and part-time employees proposed to work on -site. If shift work is proposed, describe the shift schedule and number of employees per shift. There will be 3 full time; 2 part time employees on site during regular business hours. 8. Describe the maximum number of users, patrons, members, buyers or other visitors that the site will accommodate at any one time. In addition to employees stated above, the property will be accessed by approximately 40 people during the afternoon and evening hours Monday through Friday, about 100 on Saturday evening, and about 350 on Sunday morning. 9. List the types and maximum numbers of animals to be on the site at any one time (for dairies, livestock confinement operations, kennels, etc.). N o animals are planned to be kept on site. 10. List the types and number of operating and processing equipment. N o operating or processing equipment is proposed for the property. 11. List the types, number and uses of the existing and proposed structures. Existing structures are as follows: • A single family home, intending to be remodeled to act as both Rectory and Parish office building. • A garage, which the owner is planning to remove. • A print shop building, which will be remodeled to serve as a Classroom / Religious Education center. • A pole barn located north of the existing garage will remain for outdoor storage. • New structures are to include: • A 4,500 SF pre-engineered metal building is proposed to be constructed in the location of the existing garage, to serve as the new Church facility. 12. Describe the size of any stockpile, storage or waste areas. The existing 4,700 SF pole barn north of the existing garage would be maintained in its existing condition, and may be used for storage purposes. Any stockpiles, storage, or waste areas needed for construction will be determined at a later phase and identified on the erosion control plan. Any spoils remaining from grading activities will be remain onsite and stabilized with native seed. 13. Describe the method and time schedule of removal or disposal of debris, junk and other wastes associated with the proposed use. Existing trash collection service would be maintained, with collection occurring on Tuesday morning. 14. Include a timetable showing the periods of time required for the construction of the operation. A contractor has not been selected, however construction is expected to occur over a 6 -month period. 15. Describe the proposed and existing lot surface type and the square footage of each type (i.e. asphalt, gravel, landscaping, dirt, grass, buildings). The site is composed of 13,000 SF of buildings and 23,000 SF of impervious surface. The proposed development will remove the existing garage (2,500 SF) and construct a 4,500 SF church. The proposed conditions will have approximately 15,000 SF of buildings, 35,000 SF crushed gravel parking lot, and 28,000 SF of impervious surface (included widened access drive, proposed ADA parking stalls, sidewalk, and entry plaza). Approximately 40,000 SF of the property is currently landscaped, mainly surrounding the existing single family home and the area south of it. The rest of the lot is covered by native grasses. The proposed development will add approximately 5,000 SF of enhanced landscaping immediately adjacent to the proposed Church building. All other areas disturbed by construction, approximately 45,000 SF, will remain native grasses. 16. How many parking spaces are proposed? How many handicap -accessible parking spaces are proposed? A parking lot for 92 cars is proposed to be added in the central southern portion of the property, east of the existing buildings, and accessed using the existing highway entry and drive. An additional 4 handicap -accessible spaces will be provided adjacent to the Church entry. 17. Describe the existing and proposed fencing and screening for the site including all parking and outdoor storage areas. Existing trees and fencing will be maintained along the south border of the property. 18. Describe the existing and proposed landscaping for the site. Existing trees screen the property from Highway 52, and additional trees are present around the paved drive and residence. Several existing trees will need to be removed to accommodate the widened access drive. Enhanced landscaping will be provided immediately adjacent to the proposed building. 19. Describe reclamation procedures to be employed as stages of the operation are phased out or upon cessation of the Use by Special Review activity. N o cessation of the Use by Special Review is planned. 20. Describe the proposed fire protection measures. Existing buildings will have the following levels of fire protection: • Existing Rectory / Parish Office — non-sprinklered with existing smoke detection system. • Existing Classroom building (new use) — non-sprinklered, with fire alarm updates provided as required per the IBC. • New Church building — non-sprinklered, as allowed by the IBC for occupancies under 300, with Fire Alarm provided to meet current code. 21. Explain how this proposal is consistent with the Weld County Comprehensive Plan per Chapter 22 of the Weld County Code. P roposed use is consistent with the Weld County Comprehensive plan as it is allowed by special review. 22. Explain how this proposal is consistent with the intent of the zone district in which it is located. (Intent statements can be found at the beginning of each zone district section in Article III of Chapter 23 of the Weld County Code.) The Agricultural Zone District is intended to provide areas for the conduct of agricultural activities, however the majority of the proposed development is on the east side of the property that is covered by a Non -Irrigation Easement. Therefore, it is not feasible to create and maintain agricultural specific uses on this portion of the site. The proposed use is allowed by special review and will not result in uncontrolled and undirected development of the property. 23. Explain how this proposal will be compatible with future development of the surrounding area or adopted master plans of affected municipalities. The area in question has seen an increased level of residential development planned for and proposed along Highway 52. Places of Worship have historically been constructed in residential areas and are considered a natural element to be included in a growing community. 24. Explain how this proposal impacts the protection of the health, safety and welfare of the inhabitants of the neighborhood and the County. Access to and from the site will be provided as recommended per the attached Traffic Report, completed by SM Rocha, maintaining safe vehicular access along Highway 52. No additional impacts to health, safety, and welfare are expected. 25. Describe any irrigation features. If the proposed use is to be located in the A (Agricultural) Zone District, explain your efforts to conserve prime agricultural land in the locational decision for the proposed use. Additions or modifications to existing irrigation systems are not anticipated. The majority of the proposed development will take place on a portion of the site that is covered by a Non -Irrigation Easement which restricts agricultural uses over the area of development. 26. Explain how this proposal complies with Article V and Article XI of Chapter 23 if the proposal is located within any Overlay Zoning District (Airport, Geologic Hazard, or Historic Townsites Overlay Districts) or a Special Flood Hazard Area identified by maps officially adopted by the County. The proposal is not located within any Overlay Zoning District or Special Flood Hazard area. 27. Detail known State or Federal permits required for your proposed use(s) and the status of each permit. Provide a copy of any application or permit. No State or Federal permits are anticipated for the proposed use of the property. TAUT & ASSOCIATES November 17, 2021 Revised January 27, 2023 Revised May 17, 2024 Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue Greeley, CO 80631 RE: Development Review Questionnaire Since 1964 320 North Lincoln Avenue, Loveland, CO 80537 970.613.1447 TAIT.COM 1. Describe the access location and applicable use types (i.e., agricultural, residential, commercial/industrial, and/or oil and gas) of all existing and proposed accesses to the parcel. Include the approximate distance each access is (or will be if proposed) from an intersecting county road. State that no existing access is present or that no new access is proposed, if applicable. There is one existing full -movement access servicing the site near the southwestern portion of the site. It is approximately 0.6 miles from County Line Road to the west and approximately 0.36 miles to County Road 3 to the east. The property has historically been used as a residence and a place of business, most recently a small print shop and is surrounded by a mix of agricultural and residential land uses. A new 4,500 SF church building is being proposed and will require revising the access to the property. To conform to CDOT's Access Control Plan for Highway 50 the existing access will be decommissioned, and a new, restricted access will be constructed near the eastern property line. The proposed access will be restricted to right-in/right- out movements. The proposed access along the eastern property line will be approximately 0.25 miles west of County Road 3 and 0.73 miles east of County Line Road. The existing access is better described in the following sections. 2. Describe any anticipated change(s) to an existing access, if applicable. The existing full -movement access servicing the site will be decommissioned. 3. Describe in detail any existing or proposed access gate including its location. The existing access for the site will be decommissioned and a fence constructed across the drive to prevent use. There is no proposed gates for the proposed access. 4. Describe the location of all existing accesses on adjacent parcels and on parcels located on the opposite side of the road. Include the approximate distance each access is from an intersecting county road. The accesses for the adjacent parcels are as follows: • North Side of Highway 52, west of property o 440' from existing access o 0.53 miles from County Line Road o 0.45 miles from County Road 3 • North Side of Highway 52, east of property o The access for the property immediately adjacent to the east is provided further east (1,220') than the nearest access drive providing access to a residential property. Below is the information for the access drive closest to this development. o 1,015' from existing access o 0.73 miles from County Line Road o 0.24 miles from County Road 3 • South Side of Highway 52, west of property o 100' from existing access o 0.59 miles from County Line Road o 0.38 miles from County Road 3 • South Side of Highway 52, east of property o 635' from existing access o 0.80 miles from County Line Road o 0.17 miles from County Road 3 5. Describe any difficulties seeing oncoming traffic from an existing access and any anticipated difficulties seeing oncoming traffic from a proposed access. The proposed access is located on a flat, straight section of Highway 52 with no obstacles preventing visibility. Therefore, there are no anticipated issues or difficulties with visibility for the proposed access. Describe any horizontal curve (using terms like mild curve, sharp curve, reverse curve, etc.) in the vicinity of an existing or proposed access. No horizontal curves are adjacent to the site. 7. Describe the topography (using terms like flat, slight hills, steep hills, etc.) of the road in the vicinity of an existing or proposed access. Highway 52 is relatively flat with a longitudinal slope approximately 1.5% adjacent to the site. II TAIT WILING TO TNT CMAtl/MOI p:970161311447 www.tost.Covn November 17, 2021 Revised January 27, 2023 Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue Greeley, CO 80631 RE: Development Review Questionnaire 6163 E. County Rood 16, Loveland, CO 80537 1. Describe the access location and applicable use types (i.e., agricultural, residential, commercial/industrial, and/or oil and gas) of all existing and proposed accesses to the parcel. Include the approximate distance each access is (or will be if proposed) from an intersecting county road. State that no existing access is present or that no new access is proposed, if applicable. There is one existing full -movement access servicing the site near the southwestern portion of the site. It is approximately 0.6 miles from County Line Road to the west and approximately 0.36 miles to County Road 3 to the east. The property has historically been used as a residence and a place of business, most recently a small print shop and is surrounded by a mix of agricultural and residential land uses. A new 4,500 SF church building is being proposed and will require revising the access to the property. To conform to CDOT's Access Control Plan for Highway 50 the existing access will be decommissioned, and a new, restricted access will be constructed near the eastern property line. The proposed access will be restricted to right-in/right- out movements. In addition, this development is proposing to construct a new access drive across the properties to the west to have access to the existing full movement intersection at Highway 50. The proposed access along the eastern property line will be approximately 0.25 miles west of County Road 3 and 0.73 miles east of County Line Road. The existing access to the west is approximately 0.45 miles west of County Road 3 and 0.53 miles east of County Line Road. The existing and proposed accesses are better described in the following sections. Describe any anticipated change(s) to an existing access, if applicable. The existing full -movement access servicing the site will be decommissioned. The existing full -movement access to the west is utilized by the Town of Erie for the Water Reclamation Facility and a private owner for their quarry operations. It is currently anticipated that no improvements to this intersection/access will be required by this development as the Spring Hill Development to the south has incorporated proposed improvements to this intersection as required to serve their development. 3. Describe in detail any existing or proposed access gate including its location. The existing access for the site will be decommissioned and a fence constructed across the drive to prevent use. The access to the west has an existing gate that is proposed to be relocated with this development. There is no proposed gates for the proposed onsite access. 4. Describe the location of all existing accesses on adjacent parcels and on parcels located on the opposite side of the road. Include the approximate distance each access is from an intersecting county road. The accesses for the adjacent parcels are as follows: • North Side of Highway 52, west of property o 440' from existing access o 0.53 miles from County Line Road o 0.45 miles from County Road 3 • North Side of Highway 52, east of property o The access for the property immediately adjacent to the east is provided further east (1,220') than the nearest access drive providing access to a residential property. Below is the information for the access drive closest to this development. o 1,015' from existing access o 0.73 miles from County Line Road o 0.24 miles from County Road 3 • South Side of Highway 52, west of property o 100' from existing access o 0.59 miles from County Line Road o 0.38 miles from County Road 3 • South Side of Highway 52, east of property o 635' from existing access o 0.80 miles from County Line Road o 0.17 miles from County Road 3 Describe any difficulties seeing oncoming traffic from an existing access and any anticipated difficulties seeing oncoming traffic from a proposed access. The existing and proposed accesses are located on a flat, straight section of Highway 52 with no obstacles preventing visibility. Therefore, there are no known issues or difficulties with visibility from the existing access and none are anticipated with the proposed access. 6. Describe any horizontal curve (using terms like mild curve, sharp curve, reverse curve, etc.) in the vicinity of an existing or proposed access. No horizontal curves are adjacent to the site. 7. Describe the topography (using terms like flat, slight hills, steep hills, etc.) of the road in the vicinity of an existing or proposed access. Highway 52 is relatively flat with a longitudinal slope approximately 1.5% adjacent to the site. II TAIT WILING TO TNT CMAtl/MOI p:970161311447 www.tost.Covn November 17, 2021 Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue Greeley, CO 80631 RE: Development Review Questionnaire 6163 E. County Rood 16, Loveland, CO 80537 1. Describe the access location and applicable use types (i.e., agricultural, residential, commercial/industrial, and/or oil and gas) of all existing and proposed accesses to the parcel. Include the approximate distance each access is (or will be if proposed) from an intersecting county road. State that no existing access is present or that no new access is proposed, if applicable. No new accesses are proposed with this development. There is one existing full - movement access servicing the site near the southwestern portion of the site. It is approximately 0.6 miles from County Line Road to the west and approximately 0.36 miles to County Road 3 to the east. The property has historically been used as a residence and a place of business, most recently a small print shop and is surrounded by a mix of agricultural and residential land uses. A new 4,500 SF church building is being proposed and will require modifications to the existing access and described in the following section. 2. Describe any anticipated change(s) to an existing access, if applicable. The existing full -movement access will be modified to Right-in/Right-Out (RIRO) movement. The RIRO will include a right turn deceleration lane and be approximately 600 feet in length including the taper length. Describe in detail any existing or proposed access gate including its location. There is no existing or proposed access gate at this location. 4. Describe the location of all existing accesses on adjacent parcels and on parcels located on the opposite side of the road. Include the approximate distance each access is from an intersecting county road. The accesses for the adjacent parcels are as follows: • North Side of Highway 52, west of property o 440' from existing access o 0.53 miles from County Line Road o 0.45 miles from County Road 3 • North Side of Highway 52, east of property o The access for the property immediately adjacent to the east is provided further east (1,220') than the nearest access drive providing access to a residential property. Below is the information for the access drive closest to this development. o 1,015' from existing access o 0.73 miles from County Line Road o 0.24 miles from County Road 3 • South Side of Highway 52, west of property o 100' from existing access o 0.59 miles from County Line Road o 0.38 miles from County Road 3 • South Side of Highway 52, east of property o 635' from existing access o 0.80 miles from County Line Road o 0.17 miles from County Road 3 5. Describe any difficulties seeing oncoming traffic from an existing access and any anticipated difficulties seeing oncoming traffic from a proposed access. The existing access is located on a flat, straight section of Highway 52 with no obstacles preventing visibility. Therefore, there are no known issues or difficulties with visibility from the existing access and none are anticipated with the proposed modifications to the existing access. 6. Describe any horizontal curve (using terms like mild curve, sharp curve, reverse curve, etc.) in the vicinity of an existing or proposed access. No horizontal curves are adjacent to the site. Describe the topography (using terms like flat, slight hills, steep hills, etc.) of the road in the vicinity of an existing or proposed access. Highway 52 is relatively flat with a longitudinal slope approximately 1.5% adjacent to the site. II TAIT WILING TO TNT CMAtl/MOI p:970161311447 www.tost.Covn November 17, 2021 Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue Greeley, CO 80631 RE: Environmental Health Questionnaire 6163 E. County Rood 16, Loveland, CO 80537 1. Discuss the existing and proposed potable water source. If utilizing a drinking water well, include either the well permit or well permit application that was submitted to the State Division of Water Resources. If utilizing a public water tap, include a letter from the Water District, a tap or meter number, or a copy of the water bill. The proposed development will utilize the existing public tap and service, see attached copy of water bill. 2. Discuss the existing and proposed sewage disposal system. What type of sewage disposal system is on the property? If utilizing an existing on -site wastewater treatment system, provide the on -site wastewater treatment permit number. (If there is no on -site wastewater treatment permit due to the age of the existing on -site wastewater treatment system, apply for a on -site wastewater treatment permit through the Department of Public Health and Environment prior to submitting this application.) If a new on -site wastewater treatment system will be installed, please state "a new on -site wastewater treatment system is proposed." (Only propose portable toilets if the use is consistent with the Department of Public Health and Environment's portable toilet policy.) The existing on -site wastewater treatment system (OWTS) will be abandoned in - placed and a new OWTS is proposed and will accommodate the proposed uses. See attached existing OWTS permit and supporting septic design documentation. 3. If storage or warehousing is proposed, what type of items will be stored? Storage and/or warehousing is not proposed. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. Stockpile and/or storage of waste, chemicals, and/or petroleum are not proposed. 5. If there will be fuel storage on site, indicate the gallons and the secondary containment. State the number of tanks and gallons per tank. Fuel and chemicals kept on site will be limited to those required for site and building maintenance, and will be stored in these amounts: three 5 -gallon containers of gasoline, one 2.5 gallon oil/gas mixture for lawn equipment, and 200 gallons of propane for RV use. No other hazardous substances are used on a routine basis. 6. If there will be washing of vehicles or equipment on site, indicate how the wash water will be contained. N o vehicle washing or equipment is proposed. 7. If there will be floor drains, indicate how the fluids will be contained. Floor drains will tie into the wastewater treatment system. 8. Indicate if there will be any air emissions (e.g. painting, oil storage, etc.). N o air emissions are anticipated. 9. Provide a design and operations plan if applicable (e.g. composting, landfills, etc.). N o composting, landfills, etc are proposed. 10. Provide a nuisance management plan if applicable (e.g. dairies, feedlots, etc.). N uisance management plan is not applicable. 11. Additional information may be requested depending on type of land use requested. Acknowledged. PRELIMINARY DRAINAGE REPORT FOR ST. SCHOLASTICA CATHOLIC PARISH ERIE, CO Prepared For: ST. SCHOLASTICA CATHOLIC CHURCH St. Scholastica Catholic Parish PO Box 402 Erie, CO 80516 Prepared by: 7 TAIT & Associates, Inc. 320 North Lincoln Avenue Loveland, Colorado 80537 Phone: (970) 613-1447 Fax: (970) 613-1897 November 2021 Revised January 2023 Revised May 2024 "I hereby certify that this report for the preliminary drainage design of St. Scholastica Catholic Parish was prepared by me or under my direct supervision in accordance with the provisions of The Weld County Engineering and Construction Criteria (WCECC) for the owners thereof" TAIT & Associates, Inc. TIMOTHY UHRIK, PE State of Colorado No. 52448 TABLE OF CONTENTS 1. INTRODUCTION................................................................................................................1 2. GENERAL SITE LOCATION AND DESCRIPTION.....................................................1 A. LOCATION 1 B. DESCRIPTION OF PROPERTY 1 3. DRAINAGE BASINS AND SUB-BASINS........................................................................ 2 A. MAJOR BASIN DESCRIPTION 2 B. EXISTING SUB -BASIN DESCRIPTIONS 2 C. PROPOSED SUB -BASIN DESCRIPTIONS 3 4. DRAINAGE DESIGN CRITERIA..................................................................................... 3 A. REGULATIONS 3 B. HYDROLOGIC CRITERIA 3 C. HYDRAULIC CRITERIA 4 5. DRAINAGE FACILITY DESIGN..................................................................................... 4 A. GENERAL CONCEPT AND DESIGN 4 B. DETENTION 4 6. COMPLIANCE WITH STANDARDS4 A. COMPLIANCE WITH STANDARDS 4 7. REFERENCES..................................................................................................................... 5 1. INTRODUCTION This report addresses the drainage patterns and basins for the proposed development of St. Scholastica Catholic Parish in Weld County, Colorado. 2. GENERAL SITE LOCATION AND DESCRIPTION A. LOCATION St. Scholastica Catholic Parish is a proposed Church at 649 Highway 52 in Weld County, State of Colorado. The project site in a portion of the southeast quarter of Section 31, Township 2 North, Range 68 West of the 6th Principal Meridian, Weld County, State of Colorado. The project is surrounded by undeveloped or residential land in Weld County zoned AG to the north, south, and west, and a mixed use property within the City of Frederick zoned mixed use to the east. See Appendix A for Vicinity Map. B. DESCRIPTION OF PROPERTY The project site consists of approximately 9.54 acres of partially developed land. Disturbed area from the proposed development is primarily on the southeastern portion of the site. The southwest portion of the site contains existing improvements including structures and paved access drives. The topography of the site generally slopes from South to North at 2%-4%. The NRCS Soils Survey indicates onsite soils generally consist of Olney fine sand loam and Otero sandy loam which are classified as hydrologic soil group B and A, respectively. FIRM Panel 08123 C205 8F, dated November 30, 2023 identifies the subject site within Zone X - Areas of minimal flood hazard. 1 3. DRAINAGE BASINS AND SUB -BASINS A. MAJOR BASIN DESCRIPTION The entire 9.54 acre site falls into one major basin which discharges to an existing drainage channel along the western property line. The drainage basin has further been divided into sub -basins and analyzed for individual sub basin characteristics such as runoff coefficients and peak runoff flows. The basin has been divided into 2 onsite sub -basins, A and B. Runoff will sheet flow to ponds or be captured by storm drain or grass swale and discharge into proposed detention ponds. The ponds will detain and release the stormwater at the pre - developed 5 -year, 1 -hr storm rates per Weld County Code for urbanizing areas and discharge into the existing drainage channel. Design standards from The Weld County Engineering and Construction Criteria published January 2021 and available spreadsheets from the County website were used in determining runoff values and pond sizing. Hydrologic and hydraulic calculations have been provided with this Preliminary Drainage Report. See Appendix C and D for calculation spreadsheets. The Drainage Exhibits have been included in the Appendix for site reference. B. EXISTING SUB -BASIN DESCRIPTIONS BASIN EX -A Basin EX -A is located on the southeast portion of the site and consists of undeveloped land. The basin is 2.77 acres and has been analyzed for the historic, predeveloped condition with an imperviousness of 2%. Runoff sheet flows north and west towards the existing drainage channel along the western property line. The 5 -year, 1 -hr flow rate produced from this basin is 0.61 cfs. BASIN EX -B Basin EX -B is located on the southwest portion of the site and consists of an existing rectory/office building, existing meeting hall, driveway, sidewalk, and landscaped areas. A portion of this existing basin has been analyzed for mitigation of the proposed improvements. The evaluated area is 0.13 acres and has been analyzed for the historic, predeveloped condition with an imperviousness of 2%. Runoff sheet flows west towards the existing drainage channel. The 5 -year, 1 -hr flow rate produced from this basin is 0.03 cfs. 2 BASIN EX -C Basin EX -C is located on the north of the site and consists of undeveloped land. This basin has not been evaluated as this area will remain undisturbed. C. PROPOSED SUB -BASIN DESCRIPTIONS BASIN A Basin A is located in the southeast of the project site and consists of landscaping, gravel parking area, paved drive aisles, sidewalks, a proposed building, and a detention pond. The basin is 2.77 acres and has been analyzed with an imperviousness of 37%. The majority of runoff is directed via sheet flow towards area inlets and conveyed via storm drain and then grass swale to the detention pond. The 100 -year flow produced from this basin is 8.75 cfs. BASIN B Basin B is located in the southwest of the project site and consists of widening a portion of the existing access drive and the proposed detention pond. A portion of this basin has been analyzed for mitigation of the proposed improvements. The evaluated area is 0.13 acres and has been analyzed with an imperviousness of 100%. Runoff sheet flows west into the proposed detention pond. The 100 -year flow produced from this basin is 1.15 cfs. 4. DRAINAGE DESIGN CRITERIA A. REGULATIONS This report has been prepared in accordance with Chapter 5 of the Weld County Engineering and Construction Criteria (WCECC), January 2021. B. HYDROLOGIC CRITERIA Calculations for the proposed detention ponds are in accordance with WCECC Criteria and are provided in the Appendix. Detention pond sizes were determined with Modified FAA Routing in conjunction with Rational Method using the Workbooks provided on the County Website. Hydrographs used to calculate the volume were produced based on the allowable release rate of the historic 5 -year, 1 -hr storm and the inflow of post development 100 year storm for urbanizing areas. 3 C. HYDRAULIC CRITERIA The Rational Method analysis utilizing Peak Runoff Prediction Workbook from the County Website and NOAH point precipitation estimates was used in the determination of time of concentration and on -site runoff produced by the 100 year storm for each basin. Storm Drain and Swale sizing was performed in accordance with chapter 5 of the WCECC. 5. DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT AND DESIGN The overall development has been analyzed for water quality treatment and mitigation of increased runoff due to urbanization. The impacts of the 100 -year major storm event have been evaluated. The contributing areas to be controlled by the detention pond outlet structures is 2.90 acres. Flow from the contributing area is captured and conveyed with a combination of sheet flow, grass swales, and storm drain to detention ponds that serves as local low points. Water quality control volume (WQCV) is attenuated through an orifice plate in the outlet structure. Runoff collected in the pond will be released less than or equal to the historic 5 year runoff from the site. Workbooks from The County were used in determining the WQCV and allowable release rates. B. DETENTION The proposed drainage patterns will maintain similar drainage characteristics to existing. The detention pond and outlet structure were designed using the Detention Basin Volume Estimating Workbook from Weld County. The site is within 1/4 mile of Fredrick and Erie, so it is considered to be an urbanizing area and the allowable release rate is calculated using the 5 -year, 1 -hour storm. Rainfall duration was extended to 3+ hours during analysis, and if a peak volume was not reached during that period, the volume at the 60 minute interval was taken as the required detention volume (WCECC §5.10.2). The detention pond for Basin B did not peak at 3 hours, so the volume of the 60 minute interval was taken and requires a storage volume of 1,176 cubic feet; 1,696 cubic feet has been provided. The detention pond for Basin A requires a storage volume of 14,809 cubic feet; 15,460 cubic feet has been provided. See Appendix D for calculations. 6. COMPLIANCE WITH STANDARDS A. COMPLIANCE WITH STANDARDS St. Scholastica Catholic Parish is in general compliance with requirements in Chapter 5 of The Weld County Engineering Construction Criteria (WCECC), January 2021. 4 7. REFERENCES Weld County Engineering Construction Criteria (WCECC), January 2021. 8. APPENDICES A. VICINITY MAP B. FLOOD MAP C. HYDROLOGIC COMPUTATIONS D. HYDRAULIC COMPUTATIONS E. POST DEVELOPMENT DRAINAGE EXHIBIT F. REFERENCE MATERIAL 5 APPENDIX A VICINITY MAP 0 W >- J F- Z D 0 U W HIGHWAY 52 BOULDER AND WELD COUNTY DITCH WESTVIEW RD /)r- SITE LOWER BOULDER DITCH V) PARENT ST VICINITY MA D SCALE 1:2000 l ti o N APPENDIX B FLOOD MAP APPENDIX C HYDROLOGIC COMPUTATIONS CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: CO1394B - St. Scholastica Catholic Parish Existing I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = A 2.77 Acres 2.00 B A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = 01= C2= C3= P1= I (inch/hr) = Cl * P1 /(C2 + Td)AC3 5 28.50 10.00 0.786 1.11 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.08 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (,J Deeming, Flow Di cdon Catic lute nt B ounitary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input 0.0300 500 0.08 N/A 1 2 3 4 5 Sum 500 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.79 2.71 2.71 inch/hr inch/hr inch/hr Flow Velocity V fps output 0.29 Flow Time Tf minutes output 28.61 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 28.61 12.78 12.78 0.40 0.61 0.61 cfs cfs cfs 0O1394A BasinA-EX TC&Q100 ud-rational-v1.02a.xls, Tc and PeakQ 5/10/2024, 1:13 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: CO1394B - St. Scholastica Catholic Parish Existing I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = B 0.13 2.00 A II. Rainfall Information Design Storm Return Period, Tr = 01= C2= C3= P1= Acres 0/0 A, B, C,orD I (inch/hr) = Cl * P1 /(C2 + Td)AC3 5 28.50 10.00 0.786 1.11 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.00 0.08 0.00 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (,J Deeming, Flow Di cdon Catic lute nt B ounitary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0350 300 0.08 N/A 0.24 21.10 1 2 3 4 5 Sum 300 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = 2.12 2.82 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = Rainfall Intensity at User -Defined Tc, I = 2.82 inch/hr Peak Flowrate, Qp = Calculated values for Tc & Qp are based on overide values entered for C & C-5. 21.10 11.67 11.67 0.02 0.03 0.03 cfs cfs cfs CO1394A BasinB-EX TC&Q100 ud-rational-v1.02a.xls, Tc and PeakQ 5/10/2024, 1:17 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: CO1394B - St. Scholastica Catholic Parish Proposed I. Catchment Hydrologic Data Catchment ID = A Area = Percent Imperviousness = NRCS Soil Type = 2.77 Acres 37 % B A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = 01= C2= C3= P1= I (inch/hr) = Cl * P1 /(C2 + Td)AC3 100 years 28.50 10.00 0.786 2.72 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.49 0.28 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (,J Deeming, Flow Di cdon Catic lute nt B ounitary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0480 186 0.28 N/A 0.26 12.01 1 0.0330 440 2 3 4 5 Sum 626 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 6.23 6.49 6.49 inch/hr inch/hr inch/hr 15.00 2.72 2.69 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 14.70 13.48 13.48 8.41 8.75 8.75 cfs cfs cfs 0O1394A BasinA-PR TC&Q100 ud-rational-v1.02a.xls, Tc and PeakQ 5/10/2024, 1:16 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: CO1394B - St. Scholastica Catholic Parish Proposed I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = B 0.13 100 A II. Rainfall Information Design Storm Return Period, Tr = 01= C2= C3= P1= Acres 0/0 A, B, C,orD I (inch/hr) = Cl * P1 /(C2 + Td)AC3 100 28.50 10.00 0.786 2.72 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.96 0.90 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (,J Deeming, Flow Di cdon Catic lute nt B ounitary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output 0.0350 300 0.90 1 2 3 4 5 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 9.61 6.91 9.23 300 inch/hr inch/hr inch/hr NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output N/A 1.18 4.24 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 4.24 11.67 5.00 1.19 0.86 1.15 cfs cfs cfs 0O1394A BasinB-PR TC&Q100 ud-rational-v1.02a.xls, Tc and PeakQ 5/10/2024, 1:18 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: CO1394B - St. Scholastica Catholic Parish Basin ID: A (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): la = A = Type = T = Tc = q = P1 = C1 = C2 = C3 = percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Design Information (Input): la = A = 37 percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P,/(C2+T j^C3 Coefficient One Coefficient Two Coefficient Three 37 Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P,/(C2+T j^C3 Coefficient One Coefficient Two Coefficient Three 2.770 2.770 B Type = T = Tc = q = P1 = C1 = C2 = B 5 100 13.5 14 0.22 0.22 1.11 2.72 28.50 28.50 10 10 0.789 C3 = 0.789 Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft 5 -Minutes) Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate Mod. FAA Minor Storage Mod. FAA Minor Storage <- Enter Rainfall Duration Incremental C = Op -in = 0.28 Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate Mod. FAA Major Storage Mod. FAA Major Storage C = 0.49 2.03 Qp-in = Qp-out = 8.72 Qp-out = Volume = 0.61 0.61 1,753 Volume = Volume = 14,809 Volume = Increase Value 0.040 0.340 5 Here (e.g. 5 for Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) 0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.000 5 3.73 0.020 1.00 0.61 0.004 0.016 5 9.15 0.086 1.00 0.61 0.004 0.081 10 2.98 0.032 1.00 0.61 0.008 0.023 10 7.29 0.136 1.00 0.61 0.008 0.128 15 2.50 0.040 0.95 0.58 0.012 0.028 15 6.12 0.172 0.95 0.58 0.012 0.160 20 2.16 0.046 0.84 0.51 0.014 0.032 20 5.30 0.198 0.84 0.51 0.014 0.184 25 1.91 0.051 0.77 0.47 0.016 0.035 25 4.69 0.219 0.77 0.47 0.016 0.203 30 1.72 0.055 0/3 044 0.018 0.037 30 4.22 0.237 0/3 044 0.018 0.218 35 1.57 0.059 0.69 0.42 0.020 0.038 35 3.85 0.252 0.69 0.42 0.020 0.231 40 1.44 0.062 0.67 0.41 0.022 0.039 40 3.54 0.265 0.67 0.41 0.022 0.242 45 1.34 0.064 0.65 0.40 0.025 0.040 45 3.28 0.276 0.65 040 0.025 0.252 50 1.25 0.067 0.64 0.39 0.027 0.040 50 3.07 0.287 0.64 0.39 0.027 0,260 55 1.17 0.069 0.62 0.38 0.029 0.040 55 2.88 0.296 0.62 0.38 0.029 0.267 60 1.11 0.071 0.61 0.37 0.031 0.040 60 2.71 0.304 0.61 0.37 0.031 0.274 65 1.05 0.073 0.60 0.37 0.033 0.040 65 2.57 0.312 0.60 0.37 0.033 0.279 70 1.00 0.075 0.60 0.36 0.035 0.040 70 2.44 0.320 0.60 0.36 0.035 0.285 75 0.95 0.076 0.59 0.36 0.037 0.039 75 2.33 0.327 0.59 0.36 0.037 0.289 80 0.91 0.078 0.58 0.36 0.039 0.038. 80 2.23 0.333 0.58 0.36 0.039 0.294 85 0.87 0.079 0:58 0.35 0.041 0.038 85 2.13 0.339 0.58 0.35 0.041. 0.298 90 0.84 0.080 0.58 0.35 0.043 0.037 90 2.05 0.345 0.58 0.35 0.043 0.301 95 0.80 0.082 0:57 0.35 0.046 0.036 95 1.97 0.350 0.57 0.35 0.046 0.305 100 0.78 0.083 0.57 0.35 0.048 0.035 100 1.90 0.355 0.57 0.35 0.048 0.308 105 0.75 0.084 0.56 0.34 0.050 0.034 1.05 1.83 0.360 0.56 0.34 0.050 0.310 110 0.72 0.085 0.56 0.34 0.052 0.033 110 1.77 0.365 0.56 0.34 0.052 0.313 11.5 0.70 0.086 0.56 0.34 0.054 0.032 1.15 1./2 0.369 0.56 0.34 0.054 0.315 120 0.68 0.087 0.56 0.34 0.056 0.031 120 1:67 0.374 0.56 0.34 0.056 0.318 125 0.66 0.088 0.55 0.34 0.058 0.030 1.25 1.62 0.378 0.55 0.34 0.058 0.320 130 0.64 0.089 0.55 0.34 0.060 0.029 130 1.57 0.382 0.55 0.34 0.060 0.322 135 0.62 0.090 0.55 0.34 0.062 0.028 135 1.53 0.386 0.55 0.34 0.062 0.323 140 0.61 0.091 0.55 0.33 0.064 0.026 140 1.49 0.389 0.55 0.33 0.064 0.325 145 0.59 0.092 0.55 0.33 0.067 0.025 145 1.45 0.393 0.55 0.33 0.067 0.326 150 0.58 0.092 0.55 0.33 0.069 0.024 150 1.41 0.396 0.55 0.33 0.069 0.328 155 0.56 0.093 0.54 0.33 0.071 0.023 155 1.38 0.400 0.54 0.33 0.071 0.329 160 0.55 0.094 0.54 0.33 0.073 0.021 160 1.35 0.403 0.54 0.33 0.073 0.330 165 0.54 0.095 0:54 0.33 0.075 0.020 1.65 1.32 0.406 0.54 0.33 0.075 0.331 170 0.53 0.095 0.54 0.33 0.077 0.018 170 1.29 0.409 0.54 0.33 0.077 0.332 175 0.51 0.096 0.54 0.33 0.079 0.017 175 1.26 0.412 0.54 0.33 0.079 0.333 180 0.50 0.097 0.54 0.33 0.081 0.016 180 1.23 0.415 0.54 0.33 0.081 0.334 185 049 0.098 0.54 0.33 0.083 0.014 185 1.21 0.418 0.54 0.33 0.083 0.335 190 048 0.098 0.54 0.33 0.085 0.013 190 1.19 0.421 0.54 0.33 0.085 0.336 195 047 0.099 0.53 0.33 0.088 0.011 195 1.1.6 0.424 0.53 0.33 0.088 0.336 200 047 0.099 0.53 0.33 0.090 0.010 200 1.14 0.427 0.53 0.33 0.090 0.337 205 0.46 0.100 0.53 0.32 0.092 0.008 205 1.1.2 0.429 0.53 0.32 0.092 0.337 210 0.45 0.101 0.53 0.32 0.094 0.007 210 1.10 0.432 0.53 0.32 0.094 0.338 215 0.44 0.101 0.53 0.32 0.096 0.005 215 1.08 0.434 0.53 0.32 0.096 0.338 220 0.43 0.102 0.53 0.32 0.098 0.004 220 1.06 0.437 0.53 0.32 0.098 0.339 225 043 0.102 0.53 0.32 0.100 0.002 225 1.04 0.439 0.53 0.32 0.100 0.339 230 042 0.103 0.53 0.32 0.102 0.001 230 1:03 0.441 0.53 0.32 0.102 0.339 235 0.41 0.103 0.53 0.32 0.104 -0.001 235 1.01 0.444 0.53 0.32 0.104 0.339 240 0.41 0.104 0.53 0.32 0.106 -0.002 240 0.99 0.446 0.32 0.106 0.340 0.53 245 040 0.105 0.53 0.32 0.108 -0.004 245 0.98 0.448 0.53 0.32 0.108 0.340 250 0.39 0.105 0.53 0.32 0.111 -0.006 250 0.96 0450 0.53 0.32 0.111 0.340 255 0.39 0.106 0.53 0.32 0.113 -0.007 255 0.95 0.453 0.53 0.32 0.113 0.340 260 0.38 0.106 0.53 0.32 0.115 -0.009 260 0.94 0.455 0.53 0.32 0.115 0.340 265 0.38 0.107 0.53 0.32 0.117 -0.010 265 0.92 0.457 0.53 0.32 0.117 0.340 270 0.37 0.107 0.53 0.32 0.119 -0.012 270 0.91 0.459 0.53 0.32 0.119 0.340 275 0.37 0.107 0.52 0.32 0.121 -0.014 275 0.90 0.461 0.52 0.32 0.121 0.340 280 0.36 0.108 0.52 0.32 0.123 -0.015 280 0.88 0.463 0.52 0.32 0.123 0.340 285 0.36 0.108 0.52 0.32 0.125 -0.017 285 0.87 0.465 0.52 0.32 0.125 0.340 290 0.35 0.109 0.52 0.32 0.127 -0.019 290 0.86 0.467 0.52 0.32 0.127 0.339 295 0.35 0.109 0.52 0.32 0.129 -0.020 295 0.85 0.469 0.52 0.32 0.129 0.339 300 0.34 0.110 0.52 0.32 0.132 -0.022 300 0.84 0.471 0.52 0.32 0.132 0.339 Mod. FAA Minor Storage Volume (cubic ft.) = 1,753 Mod. FAA Minor Storage Volume (acre -ft.) = 0.0402 Mod. FAA Major Storage Volume (cubic ft.) = Mod. FAA Major Storage Volume (acre ft.) = UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 14,809 0.3400 C01394A BasinA-Pond ud-detention v2.35.xls, Modified FAA 5/10/2024, 1:35 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: CO1394B - St. Scholastica Catholic Parish Basin ID: A !•!!!!!•••••••••••••••••••••••••• • • • • •, ! • • • Y r • • ► w 4 00000000r 0 0 �.C' 0 0 O.O r 4' o Q ci (',j OJo Q Ood. J o O OOOOOOOO (� ann -- Minor Storm Inflow Volume -- - Minor Storm Outflow Volume o Minor Storm Storage Volume t Major Storm Inflow Volume —d— Major Storm Outflow Volume • Major Storm Storage Volume UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 CO1394A BasinA-Pond_ud-detention_v2.35.xls, Modified FAA 5/10/2024, 1:35 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: CO1394B - St. Scholastica Catholic Parish Basin ID: B (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): la = A = Type = T = Tc = q = P1 = C1 = C2 = C3 = percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Design Information (Input): la = A = 100 percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P,/(C2+Tc)^C3 Coefficient One Coefficient Two Coefficient Three 100 Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Coefficient One Coefficient Two Coefficient Three 0.13 0.13 A Type = T = Tc = q = P1 = C1 = C2 = A 5 100 5 5 0.23 0.23 1.11 2.72 28.50 28.50 10 10 0.789 C3 = 0.789 Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft 5 -Minutes) Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate Mod. FAA Minor Storage Mod. FAA Minor Storage <- Enter Rainfall Duration Incremental C = Op -in = 0.90 Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate Mod. FAA Major Storage Mod. FAA Major Storage C = 0.96 0.44 Qp-in = Qp-out = 1.14 Qp-out = Volume = 0.03 0.03 471 Volume = Volume = 1,611 Volume = Increase Value 0.011 0.037 5 Here (e.g. 5 for Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) 0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.000 5 3.73 0.003 1.00 0.03 0.000 0.003 5 9.15 0.008 1.00 0.03 0.000 0.008 10 2.98 0.005 0.75 0:02 0.000 0.004 10 7.29 0.013 015 0.02 0.000 0.012 15 2.50 0.006 0.67 0.02 0.000 0.006 15 6.1.2 0.016 0.67 0.02 0.000 0.015 20 2.16 0.007 0.63 0:02 0.001 0.006 20 5.30 0.018 0.63 0.02 0.001 0.018 25 1.91 0.008 0.60 0.02 0.001 0.007 25 4.69 0.020 0.60 0.02 0.001. 0.020 30 1.72 0.008 0.58 0:02 0.001 0.008 30 4.22 0.022 0.58 0.02 0.001 0.021 35 1.57 0.009 0.57 0.02 0.001 0.008 35 3.85 0.023 0.57 0.02 0.001. 0.022 40 1.44 0.009 0.56 0.02 0.001 0.008 40 3.54 0.024 0.56 0.02 0.001 0.023 45 1.34 0.010 0:56 0.02 0.001 0.009 45 3.28 0.025 0.56 0.02 0.001. 0.024 50 1.25 0.010 0.55 0:02 0.001 0.009 50 3.07 0.026 0.55 0.02 0.001 0.025 55 1.17 0.010 0.55 0.02 0.001 0.009 55 2.88 0.027 0.55 0.02 0.001. 0.026 60 1.11 0.011 0.54 0:02 0.001 0.009 60 0.028 0.54 0.02 0.001 0.027 2.71 65 1.05 0.011 0.54 0.02 0.001 0.010 65 2.57 0.029 0.54 0.02 0.001. 0.027 70 1.00 0.011 0.54 0:02 0.002 0.010 70 2.44 0.029 0.54 0.02 0.002 0.028 75 0.95 0.011 0.53 0.02 0.002 0.010 75 2.33 0.030 0.53 0.02 0.002 0.028 80 0.91 0.012 0.53 0.02 0.002 0.010 80 2.23 0.031 0.53 0.02 0.002 0.029 85 0.87 0.012 0.53 0.02 0.002 0.010 85 2.13 0.031 0.53 0.02 0.002 0.029 90 0.84 0.012 0.53 0:02 0.002 0.010 90 2:05 0.032 0.53 0.02 0.002 0.030 95 0.80 0.012 0.53 0.02 0.002 0.010 95 1.97 0.032 0.53 0.02 0.002 0.030 100 0.78 0.012 0.53 0:02 0.002 0.010 100 1.90 0.033 0.53 0.02 0.002 0.030 105 0.75 0.013 0.52 0.02 0.002 0.010 1.05 1.83 0.033 0.52 0.02 0.002 0.031 110 0/2 0.013 0.52 0:02 0.002 0.010 110 1.77 0.034 0.52 0.02 0.002 0.031 11.5 0.70 0.013 0.52 0.02 0.002 0.011 1.15 1./2 0.034 0.52 0.02 0.002 0.031 120 0.68 0.013 0.52 0.02 0.003 0.011 120 1:67 0.034 0.52 0.02 0.003 0.032 125 0.66 0.013 0.52 0.02 0.003 0.011 1.25 1.62 0.035 0.52 0.02 0.003 0.032 130 0.64 0.013 0.52 0:02 0.003 0.011 130 1.57 0.035 0.52 0.02 0.003 0.032 135 0.62 0.014 0.52 0.02 0.003 0.011 135 1.53 0.035 0.52 0.02 0.003 0.033 140 0.61 0.014 0.52 0:02 0.003 0.011 140 1.49 0.036 0.52 0.02 0.003 0.033 145 0.59 0.014 0.52 0.02 0.003 0.011 145 1.45 0.036 0.52 0.02 0.003 0.033 150 0.58 0.014 0.52 0:02 0.003 0.011 150 1.41 0.036 0.52 0.02 0.003 0.033 155 0.56 0.014 0.52 0.02 0.003 0.011 155 1.38 0.037 0.52 0.02 0.003 0.033 160 0.55 0.014 0.52 0.02 0.003 0.011 160 1.35 0.037 0.52 0.02 0.003 0.034 165 0.54 0.014 0.52 0.02 0.004 0.011 1.65 1.32 0.037 0.52 0.02 0.004 0.034 170 0.53 0.014 0.51 0:02 0.004 0.011 170 1.29 0.038 0.51 0.02 0.004 0.034 175 0.51 0.015 051 0.02 0.004 0.011 175 1.26 0.038 0.51 0.02 0.004 0.034 180 0.50 0.015 0.51 0:02 0.004 0.011 180 1.23 0.038 0.51 0.02 0.004 0.034 185 049 0.015 0.51 0.02 0.004 0.011 185 1.21 0.038 0.51 0.02 0.004 0.035 190 0.48 0.015 0.51 0:02 0.004 0.011 190 1.19 0.039 0.51 0.02 0.004 0.035 195 047 0.015 0.51 0.02 0.004 0.011 195 1.1.6 0.039 0.51 0.02 0.004 0.035 200 0.47 0.015 0.51 0.02 0.004 0.011 200 1.14 0.039 0.51 0.02 0.004 0.035 205 046 0.015 051 0.02 0.004 0.011 205 1.1.2 0.039 0.51 0.02 0.004 0.035 210 0.45 0.015 0.51 0:02 0.004 0.011 210 1.10 0.040 0.51 0.02 0.004 0.035 215 044 0.015 051 0.02 0.005 0.011 215 1.08 0.040 0.51 0.02 0.005 0.035 220 0.43 0.015 0.51 0:02 0.005 0.011 220 1.06 0.040 0.51 0.02 0.005 0.036 225 043 0.015 0.51 0.02 0.005 0.011 225 1.04 0.040 0.51 0.02 0.005 0.036 230 0.42 0.016 0.51 0:02 0.005 0.011 230 1.03 0.041 0.51 0.02 0.005 0.036 235 0.41 0.016 0.51 0.02 0.005 0.011 235 1.01 0.041 0.51 0.02 0.005 0.036 240 0.41 0.016 0.51 0.02 0.005 0.011 240 0.99 0.041 0.02 0.005 0.036 0.51 245 040 0.016 051 0.02 0.005 0.011 245 0.98 0.041 0.51 0.02 0.005 0.036 250 0.39 0.016 0.51 0:02 0.005 0.011 250 0.96 0.041 0.51 0.02 0.005 0.036 255 0.39 0.016 051 0.02 0.005 0.011 255 0.95 0.042 0.51 0.02 0.005 0.036 260 0.38 0.016 0.51 0:02 0.005 0.011 260 0.94 0.042 0.51 0.02 0.005 0.036 265 0.38 0.016 0.51 0.02 0.006 0.011 265 0.92 0.042 0.51 0.02 0.006 0.036 270 0.37 0.016 0.51 0:02 0.006 0.010 270 0.91 0.042 0.51 0.02 0.006 0.037 275 0.37 0.016 0.51 0.02 0.006 0.010 275 0.90 0.042 0.51 0.02 0.006 0.037 280 0.36 0.016 0.51 0.02 0.006 0.010 280 0.88 0.043 0.51 0.02 0.006 0.037 285 0.36 0.016 051 0.02 0.006 0.010 285 0.87 0.043 0.51 0.02 0.006 0.037 290 0.35 0.016 0.51 0:02 0.006 0.010 290 0.86 0.043 0.51 0.02 0.006 0.037 295 0.35 0.016 051 0.02 0.006 0.010 295 0.85 0.043 0.51 0.02 0.006 0.037 300 0.34 0.017 0.51 0.02 0.006 0.010 300 0.84 0.043 0.51 0.02 0.006 0.037 Mod. FAA Minor Storage Volume (cubic ft.) = 471 Mod. FAA Minor Storage Volume (acre -ft.) = 0.0108 Mod. FAA Major Storage Volume (cubic ft.) = Mod. FAA Major Storage Volume (acre -ft.) = UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 1,611 0.0370 CO1394A BasinB-Pond ud-detention v2.35.xls, Modified FAA 5/10/2024, 1:37 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: CO1394B - St. Scholastica Catholic Parish Basin ID: B -,n000000000000000000000000Q0 0C0r_:: 00000000 �Otp`O` JC,C,t, UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 CO1394A BasinB-Pond_ud-detention_v2.35.xls, Modified FAA 5/10/2024, 1:37 PM APPENDIX D HYDRAULIC COMPUTATIONS Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, May 10 2024 Q100 < 20 cfs for Open Channel --> 1.33 x Q100 (Q100=8.75 cfs) for Freeboard Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 3.00 2.50 2.00 1.50 1.00 0.50 2.00 4.00, 4.00 1.00 1.00 2.00 0.033 Known Q = 11.64 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.69 11.64 3.28 3.54 7.69 0.68 7.52 0.89 0 1 2 3 4 5 6 7 8 9 10 11 12 Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) APPENDIX E POST DEVELOPMENT DRAINAGE EXHIBIT APPENDIX F REFERENCE MATERIAL 10/1/21, 4:24 PM Precipitation Frequency Data Server NOAA Atlas 14, Volume 8, Version 2 Location name: Erie, Colorado, USA* Latitude: 40.0883°, Longitude: -105.0421° Elevation: 4966.56 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular t PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration t 1 ll (I II 10 I L 50 it 100 �t 200 t 500 1000 5 -min 0.223 (0.172-0.288) 0.272 (0.210-0.352) 0.368 (0.283-0.478) 0.464 (0.355-0.606) 0.618 (0.469-0.870) 0.756 (0.556-1.07) i 0.909 (0.645-1.32) 1.08 (0.737-1.62) 1.33 (0.874-2.05) 1.54 (0.977-2.38) 10 -min 0.326 (0.252-0.422) 0.398 (0.307-0.515)A 0.539 (0.415-0.700) 0.679 (0.520-0.887) 0.905 (0.687-1.27) 1.11 (0.813-1.57) 1.33 (0.945-1.94) 1.58 (1.08-2.37) 1.95 (1.28-3.00) 2.26 (1.43-3.48) 15 -min 0.398 (0.307-0.515) 0.485 (0.374-0.628) 0.657 (0.506-0.854) 0.828 (0.634-1.08)1 (0.838-1.55) y 1.35 (0.992-1.91)+ 1.62 (1.15-2.36) (1.32-2.89) 2.38 1 (1.56-3.66) 2.76 (1.75-4.25) I 30 -min 0.543 (0.419-0.702) 0.660 �� (0.510-0.855) 0.892 (0.687-1.16) Y Y 2.20 (1.56-3.19) 3.22 I (2.11-4.95) 3.73 (2.36-5.75) 60 -min 0.662 (0.512-0.857) 0.811 (0.626-1.05) 1.10 (0.848-1.43) 1.39 (1.06-1.81) 1.85 (1.40-2.60) 2.26 I (1.66-3.20) 2.72 (1.93-3.95) 3.23 (2.20-4.82) 3.98 (2.60-6.11) 4.60 (2.91-7.08) 2 -hr 0.782 (0.612-0.999) 0.961 (0.751-1.23) 1.31 (1.02-1.68) 1.65 (1.28-2.13) 2.21 (1.69-3.06) 2.69 (2.00-3.76) 3.24 1 (2.32-4.63) 3.84 (2.65-5.66) 4.73 (3.13-7.16) 5.47 (3.50-8.30) 3 -hr 0.848 (0.668-1.07) 1.05 (0.822-1.33) y 2.39 (1.84-3.28) Y 3.49 (2.52-4.96) 5.08 y (3.38-7.62) 5.86 (3.77-8.82) 6 -hr 1.01 (0.805-1.26) 1.24 (0.984-1.55) i 1.67 (1.32-2.09) 2.08 (1.64-2.62) 2.73 i (2.13-3.69) 3.31 (2.49-4.49) 3.93 (2.87-5.49) 4.63 (3.24-6.65) 5.65 (3.80-8.33) 6.49 (4.22-9.61) 12 -hr 1 (1.01215 1.51 (1.22-1.86) 1.99 (1.60-2.46) 2.44 (1.95-3.03) 3.14 (2.47-4.16) 3.75 (2.86-5.00) 4.41 (3.25-6.04) 5.14 (3.63-7.25) 6.19 (4.20-8.98) 7.05 (4.64-10.3) 24 -hr 1.51 I(1.23-1.83) I 1.83 (1.49-2.22) 2.39 (1.94-2.92) 3.66 I (2.89-4.73) I 4.30 (3.30-5.62) 1 4.98 (3.69-6.68) 6.74 M (4.62-9.59) 7.57 (5.03-10.9) 2-day1.73 P (1.43-2.07) 2.13 (1.76-2.55) 2.81 (2.31-3.38) 3.40 i (2.78-4.10) 4.23 I i (3.35-5.33) i 4.89 (3.79-6.26) I 5.58 (4.17-7.33) 6.30 1 (4.52-8.52) 7.28 I (5.02-10.1) 8.04 (5.40-11.4) 3 -day 1.88 (1.57-2.24) 2.29 (1.91-2.73) 2.99 (2.47-3.56) 3.58 (2.95-4.29) 4.43 (3.53-5.53) 5.10 (3.98-6.46) 5.80 (4.36-7.54) 6.52 (4.71-8.74) 7.51 (5.22-10.4) . 8.29 (5.60-11.6) 4 -day 2.01 (1.68-2.38) 2.42 (2.02-2.86) 3.11 (2.59-3.68) 3.70 I (3.06-4.41) 4.55 (3.65-5.64) 5.22 (4.09-6.58) 5.93 (4.48-7.66) 6.66 (4.83-8.87) 7.66 (5.35-10.5) 8.45 (5.74-11.8) 7 -day 2.32 (1.96-2.70) I 2.73 (2.30-3.19) 3.43 (2.88-4.01) 4.02 (3.37-4.74) 4.88 i (3.95-5.97) I 5.56 (4.40-6.91) i 6.26 (4.79-7.99) 7.00 (5.13-9.20) 1 8.00 (5.64-10.8) 8.79 (6.02-12.1) 10 -day 2.58 (2.19-2.99) 3.01 (2.55-3.49) 3.72 (3.15-4.33) 4.34 (3.65-5.07) 5.20 (4.24-6.31) 5.89 I (4.69-7.25) 6.60 (5.07-8.34) i 7.33 (5.40-9.54) 8.32 (5.90-11.2) , 9.10 (6.27-12.4) 20 -day 3.32 (2.86-3.78) 3.81 (3.27-4.34) 4.61 (3.95-5.28) 5.28 (4.51-6.08) 6.22 (5.12-7.40) 6.95 (5.59-8.39) 7.68 (5.97-9.52) 8.43 (6.27-10.8) 9.42 (6.75-12.4) 10.2 (7.10-13.7) 30 -day 3.90 (3.39-4.41) I 4.46 (3.87-5.05) i 5.38 (4.65-6.10) 6.13 i (5.27-6.99) 7.16 i (5.93-8.41) ` 7.94 (6.43-9.49) 8.72 (6.82-10.7) 9.51 (7.12-12.0) 10.5 1 (7.59-13.7) 11.3 (7.94-15.0) 45 -day 4.61 (4.03-5.17) 5.29 (4.62-5.93) 6.38 (5.55-7.17) 7.26 (6.28-8.20) 8.44 (7.03-9.80) 9.33 (7.60-11.0) 10.2 (8.02-12.4) 11.0 (8.32-13.8) 12.1 (8.80-15.6) 13.0 (9.15-17.0) 60 -day 5.20 (4.57-5.79) 5.99 (5.26-6.67) 7.25 (6.34-8.10) 8.26 (7.18-9.27) 9.59 (8.02-11.1) 10.6 (8.66-12.4) 11.5 (9.12-13.9) 12.5 (9.44-15.4) 13.6 1 (9.92-17.4) 14.5 (10.3-18.9) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.0883&Ion=-105.0421 &data=depth&units=english&series=pds 1/4 10/1/21, 4:24 PM Precipitation Frequency Data Server a 16 14 12 E cs DS -based depth -duration -frequency (DDF) curves Latitude: 40.0883°, Longitude: -105.00421x. rn 5 10 25 50 100 200 NOAA Atlas 14o Volume 8, Version 2 (1 Duration >1 > >M >1 >+ > >I n5 (D ifuX19 f1 ea e -o Tri ID ID i rJ f O� 6 6 Lt5 6 1 rn g1`4 500 1000 Average recurrence interval (years) Created ('GMT): Fri Oct 1 22:24:22 2021 Back to Top Maps & aerials Small scale terrain c rigs recurrence inteiva 1 (years) 1 2 5 10 25 50 100 200 500 10O0 Duration 5-mn 10 -min 1 ini 30 -min 6mn 2 -hr 3-nr 6 -hr 12 -hr 24 -hr 2 -day 3 -day 4 -day 7 -day 10 -day. 20 -day 30 -day 45 -day 60 -day. https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.0883&Ion=-105.0421 &data=depth&units=english&series=pds 2/4 10/1/21, 4:24 PM Precipitation Frequency Data Server i • HILL Goo di nAGM I II II Nat II I 3km I' 2mi a i • i 4.4RKL.4ND AIRPORT 7- f r .7 Ls i t. • C.7'1 rtf__ Cal }�I the' Le-, Large scale terrain FortC' II irr. Long:, F'e,:ak. 4 LI.:_Y r[I • Cheyenne • ee l ey JL ongmont B,YuIder g. 'I 100km 6�0mi Fi Y�L_a%� i — J 1 Denver a Large scale map F.::'r t 100km 60mi u N 4_ f ye r7 re - Greeley iIT'Z1. COI r- pri9:t. Large scale aerial T https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.0883&Ion=-105.0421 &data=depth&units=english&series=pds 3/4 10/1/21, 4:24 PM Precipitation Frequency Data Server Back to Top ' Colorado Springs US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.0883&Ion=-105.0421 &data=depth&units=english&series=pds 4/4 USDA United States Department of Agriculture N ACS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Weld County, Colorado, Southern Part October 1, 2021 40° 5' 26" N 40o 105° 2' 40" W I. - ' I • "1 - r— — r r It 1844 Q K 5'14"N 4 105° 2'40"W 496230 496270 r, tom, . 9 _d-0 • I l"a at' 1 ll 1 If ,1 ~lad s '' 'IIP. •- ,:,. `I s. f 1A 4 Ii • 4 C r. 4 a� it ~. r • , ?till 'I • {. I I a I t . f » Custom Soil Resource Report Soil Map 496310 el otmiMap may not be valid at this scale. 212 496230 496270 496310 496350 496390 496430 496470 Map Scale: 1:1,830 if printed on A portrait (8.5" x 11") sheet. 496350 _tar 0 25 50 100 Feet 0 50 100 200 300 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 496390 Meters 150 496430 496470 4 t1 ft rill 4 4 t HSG: A "tom- GI( 4 105° 2' 28" W :I 8 - 105° 2' 28" w' r, z 400 5'26"N 40° 5'14"N 9 Custom Soil Resource Report MAP LEGEND Area of Interest (AO!) Area of Interest (AO1) Soils C Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout r, O 0 v •m 4 4 404 Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot a Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background iair°§1 Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA -MRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 20, Aug 31, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Oct 1, 2018 —Oct 31, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 4 Aquolls and Aquepts, flooded 1.0 10.4% 47 Olney fine sandy percent slopes loam, 1 to 3 1.4 14.0% 52 Otero sandy loam, percent slopes 3 to 5 7.3 75.0% 76 Vona sandy loam, percent slopes 1 to 3 0.1 0.6% Totals for Area of Interest 9.7 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate 11 Custom Soil Resource Report pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Weld County, Colorado, Southern Part 4—Aquolls and Aquepts, flooded Map Unit Setting National map unit symbol: 3621 Elevation: 3,600 to 4,700 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 50 to 55 degrees F Frost -free period: 100 to 165 days Farmland classification: Prime farmland if drained and either protected from flooding or not frequently flooded during the growing season Map Unit Composition Aquolls and similar soils: 55 percent Aquepts, flooded, and similar soils: 25 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Aquolls Setting Landform: Drainageways, plains, depressions Down -slope shape: Linear Across -slope shape: Linear Parent material: Recent alluvium Typical profile HI - 0 to 8 inches: variable H2 - 8 to 60 inches: stratified sandy loam to clay Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high (0.06 to 6.00 in/hr) Depth to water table: About 6 to 36 inches Frequency of flooding: FrequentNone Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Maximum salinity: Moderately saline to strongly saline (8.0 to 16.0 mmhos/cm) Sodium adsorption ratio, maximum: 5.0 Available water supply, 0 to 60 inches: Low (about 4.7 inches) Interpretive groups Land capability classification (irrigated): 6w Land capability classification (non irrigated): 6w Hydrologic Soil Group: D Ecological site: R067BY035CO - Salt Meadow Hydric soil rating: Yes 13 Custom Soil Resource Report Description of Aquepts, Flooded Setting Landform: Stream terraces Down -slope shape: Linear Across -slope shape: Linear Parent material: Recent alluvium Typical profile HI - 0 to 8 inches: variable H2 - 8 to 60 inches: stratified sandy loam to clay Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high (0.06 to 6.00 in/hr) Depth to water table: About 6 to 36 inches Frequency of flooding: FrequentNone Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Maximum salinity: Moderately saline to strongly saline (8.0 to 16.0 mmhos/cm) Sodium adsorption ratio, maximum: 5.0 Available water supply, 0 to 60 inches: Low (about 4.7 inches) Interpretive groups Land capability classification (irrigated): 6w Land capability classification (nonirrigated): 6w Hydrologic Soil Group: D Ecological site: R067BY038CO - Wet Meadow Hydric soil rating: Yes Minor Components Thedalund Percent of map unit: 10 percent Hydric soil rating: No Haverson Percent of map unit: 10 percent Hydric soil rating: No 47 Olney fine sandy loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 362v Elevation: 4,600 to 5,200 feet Mean annual precipitation: 11 to 15 inches 14 Custom Soil Resource Report Mean annual air temperature: 46 to 54 degrees F Frost -free period: 125 to 175 days Farmland classification: Prime farmland if irrigated and the product of I (soil erodibility) x C (climate factor) does not exceed 60 Map Unit Composition Olney and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Olney Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Mixed deposit outwash Typical profile H1-0to10 inches: H2 - 10 to 20 inches. H3 - 20 to 25 inches H4 - 25 to 60 inches. fine sandy loam • sandy clay loam : sandy clay loam • fine sandy loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 7.0 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (non irrigated): 4c Hydrologic Soil Group: B Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Minor Components Zigweid Percent of map unit: 10 percent Hydric soil rating: No Vona Percent of map unit: 5 percent Hydric soil rating: No Custom Soil Resource Report 52 Otero sandy loam, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 3631 Elevation: 4,700 to 5,250 feet Mean annual precipitation: 12 to 15 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 130 to 180 days Farmland classification: Farmland of statewide importance Map Unit Composition Otero and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Otero Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Eolian deposits and/or mixed outwash Typical profile H1 - 0 to 12 inches: sandy loam H2 - 12 to 60 inches: fine sandy loam Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 7.7 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (non irrigated): 4e Hydrologic Soil Group: A Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Custom Soil Resource Report Minor Components Kim Percent of map unit: 12 percent Hydric soil rating: No Vona Percent of map unit: 3 percent Hydric soil rating: No 76 Vona sandy loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 363w Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Farmland of statewide importance Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Terraces, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium and/or eolian deposits Typical profile HI - 0 to 6 inches: sandy loam H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Custom Soil Resource Report Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Minor Components Remmit Percent of map unit: 9 Hydric soil rating: No Julesburg Percent of map unit: 3 Hydric soil rating: No Olney Percent of map unit: 3 Hydric soil rating: No percent percent percent 18 PRELTh'IINARY DRAINAGE REPORT FOR ST. SCHOLASTICA CATHOLIC PARISH ERIE, CO Prepared For: ST. SCHOLASTICA CATHOLIC CHURCH St. Scholastica Catholic Parish PO Box 402 Erie, CO 80516 Prepared by: TAIT & Associates, Inc. 6163 East County Road 16 Loveland, Colorado 80537 Phone: (970) 613-1447 Fax: (970) 613-1897 NOVEMBER 2021 "I hereby certify that this report for the preliminary drainage design of St. Scholastica Catholic Parish was prepared by me or under my direct supervision in accordance with the provisions of The Weld County Engineering and Construction Criteria (WCECC) for the owners thereof." TIM UHRIK, PE State of Colorado No. 52448 TABLE OF CONTENTS 1. INTRODUCTION 1 2. GENERAL SITE LOCATION AND DESCRIPTION ....................................... 1 A. LOCATION B. DESCRIPTION OF PROPERTY 3. DRAINAGE BASINS AND SUB -BASINS A. MAJOR BASIN DESCRIPTION 4. B. EXISTING SUB -BASIN DESCRIPTIONS C. PROPOSED SUB -BASIN DESCRIPTIONS DRAINAGE DESIGN CRITERIA 1 1 1 1 2 2 A. REGULATIONS 4 B. HYDROLOGIC CRITERIA 4 C. HYDRAULIC CRITERIA 4 5. DRAINAGE FACILITY DESIGN 4 A. GENERAL CONCEPT AND DESIGN 4 B. DETENTION 4 6. COMPLIANCE WITH STANDARDS 5 A. COMPLIANCE WITH STANDARDS 5 REFERENCES 7. 1. INTRODUCTION This report addresses the drainage patterns and basins for the proposed development of St. Scholastica Catholic Parish in Weld County, Colorado. 2. GENERAL SITE LOCATION AND DESCRIPTION A. LOCATION St. Scholastica Catholic Parish is a proposed Church at 649 Highway 52 in Weld County, State of Colorado. The project site in a portion of the southeast quarter of Section 31, Township 2 North, Range 68 West of the 6th Principal Meridian, Weld County, State of Colorado. The project is surrounded by undeveloped or residential land in Weld County zoned AG to the north, south, and west, and a mixed use property within the City of Frederick zoned mixed use to the east. See Appendix A for Vicinity Map. B. DESCRIPTION OF PROPERTY The project site consists of approximately 9.54 acres of partially developed land. Disturbed area from the proposed development is primarily on the southeast of the site and amounts to 3.13 acres. The southwest portion of the site contains an existing driveway that will be upgraded for this development. The topography of the site generally slopes from South to North at 2%-4%. The NRCS Soils Survey indicates onsite soils generally consist of Olney fine sand loam and Otero sandy loam which are classified as hydrologic soil group B and A, respectively. Per FEMA FIRM Panel 0802660850 C, September 28, 1982, this area is in zone C. Preliminary FIRM Panel 08123C2058F identifies this area as zone X. Both zones are areas of minimal flood hazard. 3. DRAINAGE BASINS AND SUB -BASINS A. MAJOR BASIN DESCRIPTION The entire 9.54 acre site falls into one major basin for the storm water runoff and discharges to an existing abandoned irrigation ditch along the western property line. The drainage basin has further been divided into sub -basins and analyzed for individual sub basin characteristics such as runoff coefficients and peak runoff flows. The basin has been divided into 2 onsite sub -basins, A and B. Runoff will sheet flow to ponds or be captured by storm drain or grass swale and discharge into proposed detention ponds. The ponds will 1 detain and release the stormwater at the pre -historic 5 -year, 1 -hr storm into the existing irrigation ditch. Design standards from The Weld County Engineering and Construction Criteria published January 2021 and available spreadsheets from the County website were used in determining runoff values and pond sizing. Hydrologic and hydraulic calculations have been provided with this Preliminary Drainage Report. See Appendix C and D for calculation spreadsheets. The Drainage Exhibits have been included in the Appendix for site reference. B. EXISTING SUB -BASIN DESCRIPTIONS BASIN EX -A Basin EX -A is located on the southeast portion of the site and consists of an existing garage and undeveloped land. The basin is 4.55 acres and has been analyzed for the historic condition with an imperviousness of 2%. Runoff sheet flows north and west towards the existing abandoned irrigation ditch along the western property line. The 5 - year, 1 -hr flow rate produced from this basin is 0.99 cfs. BASIN EX -B Basin EX -B is located on the southwest portion of the site and consists of an existing rectory/office building, existing meeting hall, driveway, sidewalk, and landscaped areas. A portion of this existing basin has been analyzed for mitigation of the proposed improvements. The evaluated area is 0.12 acres and has been analyzed for the historic condition with an imperviousness of 2%. Runoff sheet flows west towards the existing abandoned irrigation ditch. The 5 -year, 1 -hr flow rate produced from this basin is 0.02 cfs. BASIN EX -C Basin EX -C is located on the north of the sure and consists of a pole barn and undeveloped area. This basin is 2.48 acres and has not been evaluated as this area will not be disturbed as part of the proposed development. C. PROPOSED SUB -BASIN DESCRIPTIONS BASIN A Basin A is located in the southeast of the project site and consists of landscaped area, paved parking area, gravel parking area, sidewalk, a proposed building, and a detention pond. The basin is 4.55 acres and has been analyzed with an imperviousness of 17%. 2 Runoff on the south portion is directed via sheet flow towards area inlets and conveyed via storm drain and then grass swale to the detention pond. Runoff from the north portion sheet flows to the detention pond. The 100 -year flow produced from this basin is 13.03 cfs. BASIN B Basin B is located in the southwest of the project site and consists of a proposed paved drive area to widen the existing driveway and a detention pond. A portion of this basin has been analyzed for mitigation of the proposed improvements. The evaluated area is 0.12 acres and has been analyzed with an imperviousness of 100%. Runoff sheet flows west into the proposed detention pond. The 100 -year flow produced from this basin is 1.06 cfs. BASIN C Basin C is located on the north portion of the site. Basin EX -C is located on the north of the sure and consists of a pole barn and undeveloped area. This basin is 2.48 acres and has not been evaluated as this area will not be disturbed as part of the proposed development. 3 4. DRAINAGE DESIGN CRITERIA A. REGULATIONS This report has been prepared in accordance with Chapter 5 of the Weld County Engineering and Construction Criteria (WCECC), January 2021. B. HYDROLOGIC CRITERIA Calculations for the proposed detention ponds are in accordance with WCECC Criteria and are provided in the Appendix. Detention pond sizes were determined with Modified FAA Routing in conjunction with Rational Method using the Workbooks provided on the County Website. Hydrographs used to calculate the volume were produced based on the allowable release rate of the historic 5 -year, 1 -hr storm and the inflow of post development 100 year storm. C. HYDRAULIC CRITERIA The Rational Method analysis utilizing Peak Runoff Prediction Workbook from the County Website and NOAA point precipitation estimates was used in the determination of time of concentration and on -site runoff produced by the 100 year storm for each basin. Storm Drain and Swale sizing was performed in accordance with chapter 5 of the WCECC. 5. DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT AND DESIGN The overall development has been analyzed for water quality treatment and mitigation of increased runoff due to urbanization. The impacts of the 100 -year major storm event have been evaluated. The contributing areas to be controlled by the detention pond outlet structures is 4.67 acres. Flow from the contributing area is captured and conveyed with a combination of sheet flow, grass swales, and storm drain to detention ponds that serves as local low points. WQCV is attenuated through an orifice plate in the outlet structure. Runoff collected in the pond will be released less than or equal to the historic 5 year runoff from the site. Workbooks from The County were used in determining the WQCV and allowable release rates. B. DETENTION The proposed drainage patterns will maintain similar drainage characteristics to existing. The detention pond and outlet structure were designed using the Detention Basin Volume Estimating Workbook from Weld County. The site is within 1/4 mile of Fredrick and Erie, 4 so it is considered to be an urbanizing area and the allowable release rate is calculated using the 5 -year, 1 -hour storm. Rainfall duration for both ponds was extended to 3+ hours during analysis and did not reach a peak volume during that period. Per §5.10.2 of the WCECC, the volume at the 60 minute interval was taken as the required detention volume. The detention pond for Basin B has a required volume of 0.025 ac -ft or 1089 cubic feet and a design volume of 0.031 ac -ft or 1358 cubic feet. The detention pond for Basin A has a required volume of 0.419 ac -ft or 18251 cubic feet and a design volume of 0.454 ac -ft or 19,791 cubic feet. See Appendix D for calculations. 6. COMPLIANCE WITH STANDARDS A. COMPLIANCE WITH STANDARDS St. Scholastica Catholic Parish is in general compliance with requirements in Chapter 5 of The Weld County Engineering Construction Criteria (WCECC), January 2021. 7. REFERENCES Weld County Engineering Construction Criteria (WCECC), January 2021. 8. APPENDICES A. VICINITY MAP B. FLOOD MAP C. HYDROLOGIC COMPUTATIONS D. HYDRAULIC COMPUTATIONS E. REFERENCE MATERIAL 5 APPENDIX A VICINITY MAP 0 W >- J F- Z D 0 U W HIGHWAY 52 BOULDER AND WELD COUNTY DITCH WESTVIEW RD /)r- SITE LOWER BOULDER DITCH V) PARENT ST VICINITY MA D SCALE 1:2000 l ti o N APPENDIX B FLOOD MAP APPENDIX C HYDROLOGIC COMPUTATIONS CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: CO1394 - St. Scholastica Existing I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = A 4.55 Acres 2.00 A, B, C,orD B II. Rainfall Information Design Storm Return Period, Tr = 01= C2= C3= P1= I (inch/hr) = Cl * P1 /(C2 + Td)AC3 5 28.50 10.00 0.786 1.11 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.08 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (,J Deeming, Flow Di cdon Catic lute nt B ounitary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0280 300 0.08 N/A 0.22 22.67 1 2 3 4 5 0.0280 300 Sum 600 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.85 2.66 2.66 inch/hr inch/hr inch/hr 7.00 1.17 4.27 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 26.94 13.33 13.33 0.69 0.99 0.99 cfs cfs cfs CO1394 Basin A EX ud-rational-v1.02a.xls, Tc and PeakQ 11/17/2021, 4:03 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: CO13940 - St. Scholastica Existing I. Catchment Hydrologic Data Catchment ID = B Area = Percent Imperviousness = NRCS Soil Type = 0.12 Acres 2.00 A A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = 01= C2= C3= P1= I (inch/hr) = Cl * P1 /(C2 + Td)AC3 5 years 28.50 10.00 0.786 1.11 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.08 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (,J Deeming, Flow Di cdon Catic lute nt B ounitary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0300 300 0.08 N/A 0.23 22.16 1 0.0300 0 2 3 4 5 Sum 300 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.07 inch/hr 2.82 inch/hr 2.07 inch/hr 7.00 1.21 0.00 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 22.16 11.67 22.16 0.02 cfs 0.03 cfs 0.02 cfs CO1394 EX ud-rational-v1.02a.xls, B Tc and PeakQ 10/19/2021, 12:29 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: CO1394 - St. Scholastica Basin ID: A (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): la = A = Type = T = Tc = q = P1 = C1 = C2 = C3 = percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Design Information (Input): la = A = 16.94 percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Coefficient One Coefficient Two Coefficient Three 16.94 Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P,/(C2+T j^C3 Coefficient One Coefficient Two Coefficient Three 4.550 4.550 B Type = T = Tc = q = P1 = C1 = C2 = B 5 100 13 13 0.22 0.22 1.11 2.72 28.50 28.50 10 10 0.789 C3 = 0.789 Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft 5 -Minutes) Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate Mod. FAA Minor Storage Mod. FAA Minor Storage <- Enter Rainfall Duration Incremental C = Op -in = 0.24 Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate Mod. FAA Major Storage Mod. FAA Major Storage C = 0.46 2.88 Qp-in = Qp-out = 13.52 Qp-out = Volume = 1.001 1.001 2,198 Volume = Volume = 22,355 Volume = Increase Value 0.050 0.513 5 Here (e.g. 5 for Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) 0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.000 5 3.73 0.028 1.00 1.00 0.007 0.021 5 9.15 0.132 1.00 1.00 0.007 0.125 10 2.98 0.045 1.00 1:00 0.014 0.031 10 7.29 0.210 1.00 1.00 0.014 0.196 15 2.50 0.056 0.94 0.95 0.020 0.037 15 6.1.2 0.264 0.94 0.95 0.020 0.245 20 2.16 0.065 0.83 0.83 0.023 0.042 20 5.30 0.305 0.83 0.83 0.023 0.282 25 1.91 0.072 0.77 0.77 0.026 0.046 25 4.69 0.338 0.77 0.77 0.026 0.312 30 1.72 0.078 0.72 0.72 0.030 0.048 30 4.22 0.365 0/2 0.72 0.030 0.335 35 1.57 0.083 0.69 0.69 0.033 0.049 35 3.85 0.388 0.69 0.69 0.033 0.355 40 1.44 0.087 0.67 0.67 0.037 0.050 40 3.54 0408 0.67 0.67 0.037 0.371 45 1.34 0.091 0.65 0.65 0.040 0.050 45 3.28 0.426 0.65 0.65 0.040 0.386 50 1.25 0.094 0.63 0:63 0.044 0.050 50 3W 0.442 0.63 0.63 0.044 0.398 55 1.17 0.097 0.62 0.62 0.047 0.050 55 2.88 0.456 0.62 0.62 0.047 0.409 60 1.11 0.100 0.61 0.61 0.051 0.049 60 2.71 0.469 0.61 0.61 0.051 0:419 65 1.05 0.103 0.60 0.60 0.054 0.049 65 2.57 0.482 0.60 0.60 0.054 0.428 70 1.00 0.105 0.60 0.60 0.057 0.048 70 2.44 0.493 0.60 0.60 0.057 0.436 75 0.95 0.107 0.59 0.59 0.061 0.046 75 2.33 0.503 0.59 0.59 0.061. 0.443 80 0.91 0.109 0.58 0.58 0.064 0.045 80 2.23 0.513 0.58 0.58 0.064 0.449 85 0.87 0.111 0:58 0.58 0.068 0.044 85 2.13 0.523 0.58 0:58 0.068 0.455 90 0.84 0.113 0.57 0.57 0.071 0.042 90 2;05 0.531 0.57 0.57 0.071 0.460 95 0.80 0.115 0:57 0.57 0.075 0.040 95 1.97 0.540 0.57 0.57 0.075 0.465 100 0.78 0.117 0.57 0.57 0.078 0.038 100 1.90 0.548 0.57 0.57 0.078 0.470 105 0.75 0.118 0.56 0.56 0.082 0.037 1.05 1.83 0.555 0.56 0.56 0.082 0.474 110 0.72 0.120 0.56 0.56 0.085 0.035 110 1.77 0.563 0.56 0.56 0.085 0.478 11.5 0.70 0.121 0.56 0.56 0.088 0.033 1.15 1./2 0.569 0.56 0.56 0.088 0.481 120 0.68 0.123 0.56 0.56 0.092 0.031 120 1:67 0.576 0.56 0.56 0.092 0.484 125 0.66 0.124 0.55 0.55 0.095 0.029 1.25 1.62 0.583 0.55 0.55 0.095 0.487 130 0.64 0.125 0.55 0.55 0.099 0.027 130 1.57 0.589 0.55 0.55 0.099 0.490 135 0.62 0.127 0.55 0.55 0.102 0.024 135 1.53 0.595 0.55 0.55 0.102 0.492 140 0.61 0.128 0.55 0.55 0.106 0.022 140 1.49 0.600 0.55 0.55 0.106 0.49.5 145 0.59 0.129 0.55 0.55 0.109 0.020 145 1.45 0.606 0.55 0.55 0.109 0.497 150 0.58 0.130 0.54 0.54 0.113 0.018 150 1.41 0.611 0.54 0.54 0.113 0.499 155 0.56 0.131 0.54 0.54 0.116 0.015 155 1.38 0.617 0.54 0.54 0.116 0.501 160 0.55 0.132 0.54 0.54 0.119 0.013 160 1.35 0.622 0.54 0.54 0.119 0.502 165 0.54 0.133 0:54 0.54 0.123 0.010 1.65 1.32 0.627 0.54 0.54 0.123 0.504 170 0.53 0.134 0.54 0.54 0.126 0.008 170 1.29 0.631 0.54 0.54 0.126 0.505 175 0.51 0.135 0.54 0.54 0.130 0.006 175 1.26 0.636 0.54 0.54 0.130 0.506 180 0.50 0.136 0.54 0.54 0.133 0.003 180 1.23 0.641 0.54 0.54 0.133 0.507 185 0.49 0.137 0.54 0.54 0.137 0.001 185 1.21 0.645 0.54 0.54 0.137 0.508 190 048 0.138 0.54 0.54 0.140 -0.002 190 1.19 0.649 0.54 0.54 0.140 0.509 195 0.47 0.139 0.53 0.53 0.144 -0.004 195 1.16 0.654 0.53 0.53 0.144 0.510 200 047 0.140 0.53 0.53 0.147 -0.007 200 1.14 0.658 0.53 0.53 0.147 0.511 205 0.46 0.141 0.53 0.53 0.151 -0.010 205 1.12 0.662 0.53 0.53 0.151. 0.511 210 0.45 0.142 0.53 0.53 0.154 -0:012 210 1.10 0.666 0.53 0.53 0.154 0.512 215 0.44 0.143 0.53 0.53 0.157 -0.015 215 1.08 0.670 0.53 0.53 0.157 0.512 220 0.43 0.143 0.53 0.53 0.161 -0:017 220 1.06 0.673 0.53 0.53 0.161 0.513 225 0.43 0.144 0.53 0.53 0.164 -0.020 225 1.04 0.677 0.53 0.53 0.164 0.513 230 0.42 0.145 0.53 0.53 0.168 -0.023 230 1.03 0.681 0.53 0.53 0.168 0.513 235 0.41 0.146 0.53 0.53 0.171 -0.025 235 1.01 0.684 0.53 0.53 0.171 0.513 240 0.41 0.146 0.53 0.53 0.175 -0.028 240 0.99 0.688 0.53 0:53 0.175 0.513 245 0.40 0.147 0.53 0.53 0.178 -0.031 245 0.98 0.691 0.53 0.53 0.178 0.513 250 0.39 0.148 0.53 0.53 0.182 -0.034 250 0.96 0.695 0.53 0.53 0.182 0.513 255 0.39 0.149 0.53 0.53 0.185 -0.036 255 0.95 0.698 0.53 0.53 0.185 0.513 260 0.38 0.149 0.53 0.53 0.188 -0.039 260 0.94 0.701 0.53 0.53 0.188 0.513 265 0.38 0.150 0.53 0.53 0.192 -0.042 265 0.92 0.704 0.53 0.53 0.192 0.513 270 0.37 0.151 0.52 0.53 0.195 -0:045 270 0.91 0.708 0.52 0.53 0.195 0.512 275 0.37 0.151 0.52 0.52 0.199 -0.047 275 0.90 0111 0.52 0.52 0.199 0.512 280 0.36 0.152 0.52 0.52 0.202 -0.050 280 0.88 0114 0.52 0.52 0202 0.512 285 0.36 0.153 0.52 0.52 0.206 -0.053 285 0.87 0.717 0.52 0.52 0.206 0.511 290 0.35 0.153 0.52 0.52 0209 -0.056 290 0.86 0120 0.52 0.52 0209 0.511 295 0.35 0.154 0.52 0.52 0.213 -0.059 295 0.85 0.723 0.52 0.52 0.213 0.510 300 0.34 0.154 0.52 0.52 0.216 -0.062 300 0.84 0.726 0.52 0.52 0.216 0.510 Mod. FAA Minor Storage Volume (cubic ft.) = 2,198 Mod. FAA Minor Storage Volume (acre -ft.) = 0.0505 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 Mod. FAA Major Storage Volume (cubic ft.) = Mod. FAA Major Storage Volume (acre -ft.) = 22,355 0.5132 CO1394 Pond A ud-detention v2.35.xlsx, Modified FAA 11/17/2021, 4:08 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: CO1394 - St. Scholastica Basin ID: A Inflow and Outflow Volumes vs. Rainfall Duration 0.8 0.7 0.6 0.5 0.3 0.2 0.1 0 50 100 150 200 ••••••••••••••••••••••• 'OpOn OOO 00n 250 300 350 Duration (Minutes) Minor Storm Inflow Volume - . Minor Storm Outflow Volume Minor Storm Storage Volume t Major Storm Inflow Volume f Major Storm Outflow Volume • Major Storm Storage Volume UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 J CO1394 Pond A ud-detention v2.35.xlsx, Modified FAA 11/17/2021, 4:08 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: CO1394 - St. Scholastica Basin ID: B (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P,/(C2+Tc)^C3 Coefficient One Coefficient Two Coefficient Three la = A= Type = T= Tc = P1 = C1 = C2 = C3 = 100.00 0.120 A 5 5 0.17 1.11 28.50 10 0.789 percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P,/(C2+Tc)^C3 Coefficient One Coefficient Two Coefficient Three la = A= Type = T= Tc = q= P1 = C1 = C2 = C3 = 100.00 percent 0.120 A 100 5 0.17 2.72 28.50 10 0.789 acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.90 Inflow Peak Runoff Op -in = 0.40 cfs Allowable Peak Outflow Rate Qp-out = 0.02 cfs Mod. FAA Minor Storage Volume = 484 cubic feet Mod. FAA Minor Storage Volume = 0.011 acre -ft 5 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5 -Minutes) Rainfall Rainfall Duration Intensity minutes inches / hr (input) (output) 0 5 10 Inflow Volume acre-feet (output) Adjustment Factor „m.. (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.96 Inflow Peak Runoff Qp-in = 1.05 cfs Allowable Peak Outflow Rate Qp-out = 0.02 cfs Mod. FAA Major Storage Volume = 1,557 cubic feet Mod. FAA Major Storage Volume = 0.036 acre -ft Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) 0.00 0.000 3.73 0.003 2.98 0.004 0.00 1.00 0.75 0.00 0.02 0:02 0.000 0.000 0.000 0.000 0.003 0.004 0 0.00 0.000 0.00 0.00 0.000 0.000 5 9.15 0.007 1.00 0.02 0.000 0.007 10 7.29 0.012 015 0.02 0.000 0.011 15 2.50 0.006 0.67 0.01 0.000 0.005 15 6.1.2 0.015 0.67 0.01 0.000 0.014 20 2.16 0.006 0.63 0:01 0.000 0.006 20 5.30 0.017 0.63 0.01 0.000 0.016 25 1.91 0.007 0.60 0.01 0.000 0.007 25 4.69 0.019 0.60 0.01 0.000 0.018 30 1.72 0.008 0.58 0:01 0.000 0.007 30 4.22 0.020 0.58 0.01 0.000 0.020 35 1.57 0.008 0.57 0.01 0.001 0.008 35 3.85 0.021 0.57 0.01 0.001. 0.021 40 1.44 0.009 0.56 0.01 0.001 0.008 40 3.54 0.022 0.56 0.01 0.001 0.022 45 1.34 0.009 0.56 0.01 0.001 0.008 45 3.28 0.023 0.56 0.01 0.001. 0.023 50 125 0.009 0.55 0:01 0.001 0.009 50 3:07 0.024 0.55 0.01 0.001 0.024 55 1.17 0.010 0.55 0.01 0.001 0.009 55 2.88 0.025 0.55 0.01 0.001. 0.024 60 1.11 0.010 0.54 0:01 0.001 0.009 60 2.71 0.026 0.54 0.01 0.001 0.025 65 1.05 0.010 0.54 0.01 0.001 0.009 65 2.57 0.027 0.54 0.01 0.001. 0.026 70 1.00 0.010 0.54 0:01 0.001 0.009 70 2.44 0.027 0.54 0.01 0.001 0.026 75 0.95 0.011 0.53 0.01 0.001 0.010 75 2.33 0.028 0.53 0.01 0.001. 0.027 80 0.91 0.011 0.53 0.01 0.001 0.010 80 2.23 0.028 0.53 0.01 0.001 0.027 85 0.87 0.011 0.53 0.01 0.001 0.010 85 2.13 0.029 0.53 0.01 0.001. 0.028 90 0.84 0.011 0.53 0:01 0.001 0.010 90 2:05 0.029 0.53 0.01 0.001 0.028 95 0.80 0.011 0.53 0.01 0.001 0.010 95 1.97 0.030 0.53 0.01 0.001. 0.028 100 0.78 0.012 0.53 0:01 0.001 0.010 100 1.90 0.030 0.53 0.01 0.001 0.029 105 0.75 0.012 0.52 0.01 0.002 0.010 1.05 1.83 0.031 0.52 0.01 0.002 0.029 110 0.72 0.012 0.52 0:01 0.002 0.010 110 1.77 0.031 0.52 0.01 0.002 0.029 115 0.70 0.012 0.52 0.01 0.002 0.010 1.15 1.72 0.031 0.52 0.01 0.002 0.030 120 0.68 0.012 0.52 0.01 0.002 0.010 120 1:67 0.032 0.52 0.01 0.002 0.030 125 0.66 0.012 0:52 0.01 0.002 0.010 1.25 1.62 0.032 0.52 0.01 0.002 0.030 130 0.64 0.012 0.52 0:01 0.002 0.011 130 1.57 0.032 0.52 0.01 0.002 0.031 135 0.62 0.013 0.52 0.01 0.002 0.011 135 1.53 0.033 0.52 0.01 0.002 0.031 140 0.61 0.013 0.52 0:01 0.002 0.011 140 1.49 0.033 0.52 0.01 0.002 0.031 145 0.59 0.013 0.52 0.01 0.002 0.011 145 1.45 0.033 0.52 0.01 0.002 0.031 150 0.58 0.013 0.52 0:01 0.002 0.011 150 1.41 0.034 0.52 0.01 0.002 0.032 155 0.56 0.013 0.52 0.01 0.002 0.011 155 1.38 0.034 0.52 0.01 0.002 0.032 160 0.55 0.013 0.52 0.01 0.002 0.011 160 1.35 0.034 0.52 0.01 0.002 0.032 165 0.54 0.013 032 0.01 0.002 0.011 165 1.32 0.034 0.52 0.01 0.002 0.032 170 0.53 0.013 0.51 0:01 0.002 0.011 170 1.29 0.035 0.51 0.01 0.002 0.032 175 0.51 0.013 0:51 0.01 0.002 0.011 175 1.26 0.035 0.51 0.01 0.002 0.033 180 0.50 0.013 0.51 0:01 0.003 0.011 180 1.23 0.035 0.51 0.01 0.003 0.033 185 049 0.014 0.51 0.01 0.003 0.011 185 1.21 0.036 0.51 0.01 0.003 0.033 190 0.48 0.014 0.51 0:01 0.003 0.011 190 1.19 0.036 0.51 0.01 0.003 0.033 195 0.47 0.014 0.51 0.01 0.003 0.011 195 1.16 0.036 0.51 0.01 0.003 0.033 200 0.47 0.014 0.51 0.01 0.003 0.011 200 1.14 0.036 0.51 0.01 0.003 0.033 205 0.46 0.014 051 0.01 0.003 0.011 205 1.1.2 0.036 0.51 0.01 0.003 0.034 210 0.45 0.014 0.51 0:01 0.003 0.011 210 1.10 0.037 0.51 0.01 0.003 0.034 215 0.44 0.014 051 0.01 0.003 0.011 215 1.08 0.037 0.51 0.01 0.003 0.034 220 0.43 0.014 0.51 0:01 0.003 0.011 220 1.06 0.037 0.51 0.01 0.003 0.034 225 0.43 0.014 0.51 0.01 0.003 0.011 225 1.04 0.037 0.51 0.01 0.003 0.034 230 0.42 0.014 0.51 0:01 0.003 0.011 230 1:03 0.037 0.51 0.01 0.003 0.034 235 0.41 0.014 0.51 0.01 0.003 0.011 235 1.01 0.038 0.51 0.01 0.003 0.034 240 0.41 0.014 0.51 0.01 0.003 0.011 240 0.99 0.038 0.51 0.01 0.003 0.034 245 040 0.015 051 0.01 0.003 0.011 245 0.98 0.038 0.51 0.01 0.003 0.035 250 0.39 0.015 0.51 0.01 0.004 0.011 250 0.96 0.038 0.51 0.01 0.004 0.035 255 0.39 0.015 051 0.01 0.004 0.011 255 0.95 0.038 0.51 0.01 0.004 0.035 260 0.38 0.015 0.51 0.01 0.004 0.011 260 0.94 0.039 0.51 0.01 0.004 0.035 265 0.38 0.015 0.51 0.01 0.004 0.011 265 0.92 0.039 0.51 0.01 0.004 0.035 270 0.37 0.015 0.51 0.01 0.004 0.011 270 0.91 0.039 0.51 0.01 0.004 0.035 275 0.37 0.015 0.51 0.01 0.004 0.011 275 0.90 0.039 0.51 0.01 0.004 0.035 280 0.36 0.015 0.51 0.01 0.004 0.011 280 0.88 0.039 0.51 0.01 0.004 0.035 285 0.36 0.015 051 0.01 0.004 0.011 285 0.87 0.039 0.51 0.01 0.004 0.035 290 295 0.35 0.015 0.35 0.015 0.51 0.51 300 0.34 0.015 0.51 0.01 0.01 0.01 0.004 0.004 0.004 0.011 0.011 0.011 290 295 0.86 0.040 0.51 0.85 0.040 0.51 0.01 0.01 0.004 0.036 0.004 0.036 300 0.84 0.040 0.51 0.01 0.004 0.036 Mod. FAA Minor Storage Volume (cubic ft.) = 484 Mod. FAA Minor Storage Volume (acre -ft.) = 0.0111 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 Mod. FAA Major Storage Volume (cubic ft.) = Mod. FAA Major Storage Volume (acre -ft.) = 1,557 0.0357 CO1394 Pond B ud-detention v2.35.xlsx, Modified FAA 10/19/2021, 12:30 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: CO1394 - St. Scholastica Basin ID: B Inflow and Outflow Volumes vs. Rainfall Duration 0.045 0.04 0.035 0.03 0.025 It w CD CD E 0.02 0.015 0.01 0.005 ••• •• • • • • • • • 000000000000—a 000 0 OOC�C'00000_..�,000C>QOO0,C;C;r.J'�c�rc�rc�>cu>Q00 (ThC) nno 0 r 50 100 150 200 Duration (Minutes) 250 300 350 Minor Storm Inflow Volume Minor Storm Outflow Volume Minor Storm Storage Volume Major Storm Inflow Volume f Major Storm Outflow Volume • Major Storm Storage Volume UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 CO1394 Pond B ud-detention v2.35.xlsx, Modified FAA 10/19/2021, 12:30 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: CO1394 - St. Scholastica Proposed I. Catchment Hydrologic Data Catchment ID = A Area = Percent Imperviousness = NRCS Soil Type = 4.55 Acres 16.94 % B A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = 01= C2= C3= P1= I (inch/hr) = Cl * P1 /(C2 + Td)AC3 100 years 28.50 10.00 0.786 2.72 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.43 0.18 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (,J Deeming, Flow Di cdon Catic lute nt B ounitary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0220 186 0.18 N/A 0.18 17.47 1 0.0200 310 2 3 4 5 Sum 496 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.36 inch/hr 6.65 inch/hr 6.65 inch/hr 15.00 2.12 2.44 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 19.90 12.76 12.76 10.52 cfs 13.03 cfs 13.03 cfs CO1394 Basin A PR ud-rational-v1.02a.xls, Tc and PeakQ 11/17/2021, 3:44 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: CO1394 - St. Scholastica Proposed I. Catchment Hydrologic Data Catchment ID = B Area = Percent Imperviousness = NRCS Soil Type = 0.12 Acres 100.00 A A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = 01= C2= C3= P1= I (inch/hr) = Cl * P1 /(C2 + Td)AC3 100 years 28.50 10.00 0.786 2.72 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.45 0.96 (enter an overide C value if desired, or leave blank to accept calculated C.) 0.21 0.90 (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND (,J Deeming, Flow Di cdon Catic lute nt B ounitary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0300 300 0.90 N/A 1.15 4.35 1 0.0300 0 2 3 4 5 Sum 300 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 9.55 inch/hr 6.91 inch/hr 9.23 inch/hr 15.00 2.60 0.00 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 4.35 11.67 5.00 1.10 cfs 0.80 cfs 1.06 cfs CO1394 PR ud-rational-v1.02a.xls, B Tc and PeakQ 10/19/2021, 12:12 PM APPENDIX D HYDRAULIC COMPUTATIONS Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. 1.33 x 100 year Q for Basins Al -A4 Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 2.00 1.75 1.50 1.25 1.00 0.75 2.00 4.00, 4.00 0.67 1.00 2.00 0.033 Known Q = 10.30 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Monday, Nov 1 2021 0.65 10.30 2.99 3.44 7.36 0.64 7.20 0.83 1 2 3 4 5 6 7 8 9 10 0 Depth (ft) 1.00 0.75 0.50 0.25 0.00 -0.25 Reach (ft) Nyloplast 15" Dome Grate Inlet Capacity Chart BASIN A3 4.50 4.00 3.50 3.00 2.50 s. cj 2.00 BASIN Al BASIN A2 1.50 1.00 0.50 0.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 110 0.55 0.60 0.65 70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 BASIN Al BASIN A3 Head (ft) Nyloplast 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 BASIN A2 APPENDIX E REFERENCE MATERIAL 10/1/21, 4:24 PM Precipitation Frequency Data Server NOAA Atlas 14, Volume 8, Version 2 Location name: Erie, Colorado, USA* Latitude: 40.0883°, Longitude: -105.0421° Elevation: 4966.56 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular t PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration t 1 ll (I II 10 I L 50 it 100 �t 200 t 500 1000 5 -min 0.223 (0.172-0.288) 0.272 (0.210-0.352) 0.368 (0.283-0.478) 0.464 (0.355-0.606) 0.618 (0.469-0.870) 0.756 (0.556-1.07) i 0.909 (0.645-1.32) 1.08 (0.737-1.62) 1.33 (0.874-2.05) 1.54 (0.977-2.38) 10 -min 0.326 (0.252-0.422) 0.398 (0.307-0.515)A 0.539 (0.415-0.700) 0.679 (0.520-0.887) 0.905 (0.687-1.27) 1.11 (0.813-1.57) 1.33 (0.945-1.94) 1.58 (1.08-2.37) 1.95 (1.28-3.00) 2.26 (1.43-3.48) 15 -min 0.398 (0.307-0.515) 0.485 (0.374-0.628) 0.657 (0.506-0.854) 0.828 (0.634-1.08)1 (0.838-1.55) y 1.35 (0.992-1.91)+ 1.62 (1.15-2.36) (1.32-2.89) 2.38 1 (1.56-3.66) 2.76 (1.75-4.25) I 30 -min 0.543 (0.419-0.702) 0.660 �� (0.510-0.855) 0.892 (0.687-1.16) Y Y 2.20 (1.56-3.19) 3.22 I (2.11-4.95) 3.73 (2.36-5.75) 60 -min 0.662 (0.512-0.857) 0.811 (0.626-1.05) 1.10 (0.848-1.43) 1.39 (1.06-1.81) 1.85 (1.40-2.60) 2.26 I (1.66-3.20) 2.72 (1.93-3.95) 3.23 (2.20-4.82) 3.98 (2.60-6.11) 4.60 (2.91-7.08) 2 -hr 0.782 (0.612-0.999) 0.961 (0.751-1.23) 1.31 (1.02-1.68) 1.65 (1.28-2.13) 2.21 (1.69-3.06) 2.69 (2.00-3.76) 3.24 1 (2.32-4.63) 3.84 (2.65-5.66) 4.73 (3.13-7.16) 5.47 (3.50-8.30) 3 -hr 0.848 (0.668-1.07) 1.05 (0.822-1.33) y 2.39 (1.84-3.28) Y 3.49 (2.52-4.96) 5.08 y (3.38-7.62) 5.86 (3.77-8.82) 6 -hr 1.01 (0.805-1.26) 1.24 (0.984-1.55) i 1.67 (1.32-2.09) 2.08 (1.64-2.62) 2.73 i (2.13-3.69) 3.31 (2.49-4.49) 3.93 (2.87-5.49) 4.63 (3.24-6.65) 5.65 (3.80-8.33) 6.49 (4.22-9.61) 12 -hr 1 (1.01215 1.51 (1.22-1.86) 1.99 (1.60-2.46) 2.44 (1.95-3.03) 3.14 (2.47-4.16) 3.75 (2.86-5.00) 4.41 (3.25-6.04) 5.14 (3.63-7.25) 6.19 (4.20-8.98) 7.05 (4.64-10.3) 24 -hr 1.51 I(1.23-1.83) I 1.83 (1.49-2.22) 2.39 (1.94-2.92) 3.66 I (2.89-4.73) I 4.30 (3.30-5.62) 1 4.98 (3.69-6.68) 6.74 M (4.62-9.59) 7.57 (5.03-10.9) 2-day1.73 P (1.43-2.07) 2.13 (1.76-2.55) 2.81 (2.31-3.38) 3.40 i (2.78-4.10) 4.23 I i (3.35-5.33) i 4.89 (3.79-6.26) I 5.58 (4.17-7.33) 6.30 1 (4.52-8.52) 7.28 I (5.02-10.1) 8.04 (5.40-11.4) 3 -day 1.88 (1.57-2.24) 2.29 (1.91-2.73) 2.99 (2.47-3.56) 3.58 (2.95-4.29) 4.43 (3.53-5.53) 5.10 (3.98-6.46) 5.80 (4.36-7.54) 6.52 (4.71-8.74) 7.51 (5.22-10.4) . 8.29 (5.60-11.6) 4 -day 2.01 (1.68-2.38) 2.42 (2.02-2.86) 3.11 (2.59-3.68) 3.70 I (3.06-4.41) 4.55 (3.65-5.64) 5.22 (4.09-6.58) 5.93 (4.48-7.66) 6.66 (4.83-8.87) 7.66 (5.35-10.5) 8.45 (5.74-11.8) 7 -day 2.32 (1.96-2.70) I 2.73 (2.30-3.19) 3.43 (2.88-4.01) 4.02 (3.37-4.74) 4.88 i (3.95-5.97) I 5.56 (4.40-6.91) i 6.26 (4.79-7.99) 7.00 (5.13-9.20) 1 8.00 (5.64-10.8) 8.79 (6.02-12.1) 10 -day 2.58 (2.19-2.99) 3.01 (2.55-3.49) 3.72 (3.15-4.33) 4.34 (3.65-5.07) 5.20 (4.24-6.31) 5.89 I (4.69-7.25) 6.60 (5.07-8.34) i 7.33 (5.40-9.54) 8.32 (5.90-11.2) , 9.10 (6.27-12.4) 20 -day 3.32 (2.86-3.78) 3.81 (3.27-4.34) 4.61 (3.95-5.28) 5.28 (4.51-6.08) 6.22 (5.12-7.40) 6.95 (5.59-8.39) 7.68 (5.97-9.52) 8.43 (6.27-10.8) 9.42 (6.75-12.4) 10.2 (7.10-13.7) 30 -day 3.90 (3.39-4.41) I 4.46 (3.87-5.05) i 5.38 (4.65-6.10) 6.13 i (5.27-6.99) 7.16 i (5.93-8.41) ` 7.94 (6.43-9.49) 8.72 (6.82-10.7) 9.51 (7.12-12.0) 10.5 1 (7.59-13.7) 11.3 (7.94-15.0) 45 -day 4.61 (4.03-5.17) 5.29 (4.62-5.93) 6.38 (5.55-7.17) 7.26 (6.28-8.20) 8.44 (7.03-9.80) 9.33 (7.60-11.0) 10.2 (8.02-12.4) 11.0 (8.32-13.8) 12.1 (8.80-15.6) 13.0 (9.15-17.0) 60 -day 5.20 (4.57-5.79) 5.99 (5.26-6.67) 7.25 (6.34-8.10) 8.26 (7.18-9.27) 9.59 (8.02-11.1) 10.6 (8.66-12.4) 11.5 (9.12-13.9) 12.5 (9.44-15.4) 13.6 1 (9.92-17.4) 14.5 (10.3-18.9) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.0883&Ion=-105.0421 &data=depth&units=english&series=pds 1/4 10/1/21, 4:24 PM Precipitation Frequency Data Server a 16 14 12 E cs DS -based depth -duration -frequency (DDF) curves Latitude: 40.0883°, Longitude: -105.00421x. rn 5 10 25 50 100 200 NOAA Atlas 14o Volume 8, Version 2 (1 Duration >1 > >M >1 >+ > >I n5 (D ifuX19 f1 ea e -o Tri ID ID i rJ f O� 6 6 Lt5 6 1 rn g1`4 500 1000 Average recurrence interval (years) Created ('GMT): Fri Oct 1 22:24:22 2021 Back to Top Maps & aerials Small scale terrain c rigs recurrence inteiva 1 (years) 1 2 5 10 25 50 100 200 500 10O0 Duration 5-mn 10 -min 1 ini 30 -min 6mn 2 -hr 3-nr 6 -hr 12 -hr 24 -hr 2 -day 3 -day 4 -day 7 -day 10 -day. 20 -day 30 -day 45 -day 60 -day. https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.0883&Ion=-105.0421 &data=depth&units=english&series=pds 2/4 10/1/21, 4:24 PM Precipitation Frequency Data Server i • HILL Goo di nAGM I II II Nat II I 3km I' 2mi a i • i 4.4RKL.4ND AIRPORT 7- f r .7 Ls i t. • C.7'1 rtf__ Cal }�I the' Le-, Large scale terrain FortC' II irr. Long:, F'e,:ak. 4 LI.:_Y r[I • Cheyenne • ee l ey JL ongmont B,YuIder g. 'I 100km 6�0mi Fi Y�L_a%� i — J 1 Denver a Large scale map F.::'r t 100km 60mi u N 4_ f ye r7 re - Greeley iIT'Z1. COI r- pri9:t. Large scale aerial T https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.0883&Ion=-105.0421 &data=depth&units=english&series=pds 3/4 10/1/21, 4:24 PM Precipitation Frequency Data Server Back to Top ' Colorado Springs US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.0883&Ion=-105.0421 &data=depth&units=english&series=pds 4/4 USDA United States Department of Agriculture N ACS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Weld County, Colorado, Southern Part October 1, 2021 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nrcs142p2_053951). 142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface 2 How Soil Surveys Are Made 5 Soil Map 8 Soil Map 9 Legend 10 Map Unit Legend 11 Map Unit Descriptions 11 Weld County, Colorado, Southern Part 13 4 Aquolls and Aquepts, flooded 13 47 Olney fine sandy loam, 1 to 3 percent slopes 14 52 Otero sandy loam, 3 to 5 percent slopes 16 76 Vona sandy loam, 1 to 3 percent slopes 17 References 19 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil -landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 40° 5' 26" N 40o 105° 2' 40" W r— — r r It 18,4 Q K 5'14"N 4 105° 2'40"W 496230 496270 r, tom, . 9 _d-0 • I l"a ai'1 / ll 1 If ,1 ~lad s '' 'IIP. •- ,:,. `I s. f 1A 4 Ii • 4 C 4 a� it ~. r • , ?till 'I • {. I I a I t . f » Custom Soil Resource Report Soil Map 496310 el otmiMap may not be valid at this scale. 212 496230 496270 496310 496350 496390 496430 496470 Map Scale: 1:1,830 if printed on A portrait (8.5" x 11") sheet. 496350 _tar 0 25 50 100 Feet 0 50 100 200 300 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 496390 Meters 150 496430 496470 4 t1 ft rill 4 4 tf it HSG: A "tom- GI( 4 105° 2' 28" W :I 8 4 - 105° 2' 28" w' r, z 400 5'26"N 40° 5'14"N 9 Custom Soil Resource Report MAP LEGEND Area of Interest (AO!) Area of Interest (AO1) Soils C Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout r, O 0 v •m 4 4 404 Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot a Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background iair°§1 Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA -MRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 20, Aug 31, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Oct 1, 2018 —Oct 31, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 4 Aquolls and Aquepts, flooded 1.0 10.4% 47 Olney fine sandy percent slopes loam, 1 to 3 1.4 14.0% 52 Otero sandy loam, percent slopes 3 to 5 7.3 75.0% 76 Vona sandy loam, percent slopes 1 to 3 0.1 0.6% Totals for Area of Interest 9.7 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate 11 Custom Soil Resource Report pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Weld County, Colorado, Southern Part 4—Aquolls and Aquepts, flooded Map Unit Setting National map unit symbol: 3621 Elevation: 3,600 to 4,700 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 50 to 55 degrees F Frost -free period: 100 to 165 days Farmland classification: Prime farmland if drained and either protected from flooding or not frequently flooded during the growing season Map Unit Composition Aquolls and similar soils: 55 percent Aquepts, flooded, and similar soils: 25 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Aquolls Setting Landform: Drainageways, plains, depressions Down -slope shape: Linear Across -slope shape: Linear Parent material: Recent alluvium Typical profile HI - 0 to 8 inches: variable H2 - 8 to 60 inches: stratified sandy loam to clay Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high (0.06 to 6.00 in/hr) Depth to water table: About 6 to 36 inches Frequency of flooding: FrequentNone Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Maximum salinity: Moderately saline to strongly saline (8.0 to 16.0 mmhos/cm) Sodium adsorption ratio, maximum: 5.0 Available water supply, 0 to 60 inches: Low (about 4.7 inches) Interpretive groups Land capability classification (irrigated): 6w Land capability classification (non irrigated): 6w Hydrologic Soil Group: D Ecological site: R067BY035CO - Salt Meadow Hydric soil rating: Yes 13 Custom Soil Resource Report Description of Aquepts, Flooded Setting Landform: Stream terraces Down -slope shape: Linear Across -slope shape: Linear Parent material: Recent alluvium Typical profile HI - 0 to 8 inches: variable H2 - 8 to 60 inches: stratified sandy loam to clay Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high (0.06 to 6.00 in/hr) Depth to water table: About 6 to 36 inches Frequency of flooding: FrequentNone Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Maximum salinity: Moderately saline to strongly saline (8.0 to 16.0 mmhos/cm) Sodium adsorption ratio, maximum: 5.0 Available water supply, 0 to 60 inches: Low (about 4.7 inches) Interpretive groups Land capability classification (irrigated): 6w Land capability classification (nonirrigated): 6w Hydrologic Soil Group: D Ecological site: R067BY038CO - Wet Meadow Hydric soil rating: Yes Minor Components Thedalund Percent of map unit: 10 percent Hydric soil rating: No Haverson Percent of map unit: 10 percent Hydric soil rating: No 47 Olney fine sandy loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 362v Elevation: 4,600 to 5,200 feet Mean annual precipitation: 11 to 15 inches 14 Custom Soil Resource Report Mean annual air temperature: 46 to 54 degrees F Frost -free period: 125 to 175 days Farmland classification: Prime farmland if irrigated and the product of I (soil erodibility) x C (climate factor) does not exceed 60 Map Unit Composition Olney and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Olney Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Mixed deposit outwash Typical profile H1-0to10 inches: H2 - 10 to 20 inches. H3 - 20 to 25 inches H4 - 25 to 60 inches. fine sandy loam • sandy clay loam : sandy clay loam • fine sandy loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 7.0 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (non irrigated): 4c Hydrologic Soil Group: B Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Minor Components Zigweid Percent of map unit: 10 percent Hydric soil rating: No Vona Percent of map unit: 5 percent Hydric soil rating: No Custom Soil Resource Report 52 Otero sandy loam, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 3631 Elevation: 4,700 to 5,250 feet Mean annual precipitation: 12 to 15 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 130 to 180 days Farmland classification: Farmland of statewide importance Map Unit Composition Otero and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Otero Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Eolian deposits and/or mixed outwash Typical profile H1 - 0 to 12 inches: sandy loam H2 - 12 to 60 inches: fine sandy loam Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 7.7 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (non irrigated): 4e Hydrologic Soil Group: A Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Custom Soil Resource Report Minor Components Kim Percent of map unit: 12 percent Hydric soil rating: No Vona Percent of map unit: 3 percent Hydric soil rating: No 76 Vona sandy loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 363w Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Farmland of statewide importance Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Terraces, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium and/or eolian deposits Typical profile HI - 0 to 6 inches: sandy loam H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Custom Soil Resource Report Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Minor Components Remmit Percent of map unit: 9 Hydric soil rating: No Julesburg Percent of map unit: 3 Hydric soil rating: No Olney Percent of map unit: 3 Hydric soil rating: No percent percent percent 18 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. N ational Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U .S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nres/detai I/national/soils/?cid=nres 142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=n res142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=n res142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. U nited States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. U nited States Department of Agriculture, Natural Resources Conservation Service. N ational forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nrcs142p2_053374 p2_053374 U nited States Department of Agriculture, Natural Resources Conservation Service. N ational range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepastu re/?cid=stelprdb 1043084 19 Custom Soil Resource Report U nited States Department of Agriculture, Natural Resources Conservation Service. N ational soil survey handbook, title 430 -VI. http://www.nrcs.usda.gov/wps/portal/ nres/detai I/soils/scientists/?cid=nres 142p2 054242 U nited States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nrcs142p2_053624 U nited States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nres.usda.gov/Internet/FSE_DOCUMENTS/nres142p2_052290.pdf 20 GEOTECHNICAL ENGINEERING REPORT Proposed Saint Scholastica Catholic Parish Church 649 State Highway 52 Weld County, Colorado Prepared For: St. Scholastics Catholic Parish P.O. Box 402 Erie, Colorado 80516 Prepared By: Cole Garner Geotechnical CGG Project No.: 21.22.098 June 28, 2021 Cole Garner Geotechnical 1070 W. 124th Ave, Ste. 300 Westminster, CO 80234 303.996.2999 June 28, 2021 St. Scholastica Catholic Parish P.O. Box 402 Erie, Colorado 80516 Attn: Pastor Robert L. Wedow Re: Geotechnical Engineering Report Proposed Saint Scholastica Catholic Parish Church 649 State Highway 52 Weld County, Colorado CGG Project No. 21.22.098 Cole Garner Geotechnical (CGG) has completed a geotechnical engineering investigation for the proposed catholic parish development to be constructed at the referenced site in unincorporated Weld County, Colorado. This geotechnical summary should be used in conjunction with the entire report for design and/or construction purposes. It should be recognized that specific details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive u nderstanding of the items contained herein. The section titled General Comments should be read for an u nderstanding of the report limitations. • Soil Conditions: Existing man-made fill comprised of sandy lean clay and clayey to silty sand was present in two of the borings (Boring Nos. P2 and P3) to depths of about 2 to 3 feet below existing site grades. Native clayey to silty sands were present underlying the fill or just below the surface in the remaining borings. A sandy lean clay layer was present underlying the sands (in the building borings) at depths of about 4 and 12 feet below existing site grades. Fine to coarse sands with silt and gravel were present below the clay soils at depths of about 11 and 16 feet below existing site grades and extended the full depth of our building borings. Other specific information regarding the subsurface conditions is shown on the attached Boring Logs. • Building Demolition and Site Preparation: Portions of the existing development (detached garage and shed structure) will be demolished and removed from the site as part of the new development. Demolition should include removal of foundations, underground utilities, and mitigation of any loose or otherwise unsuitable backfill materials. The existing soils should be suitable for reuse in new fills and backfill, provided debris, organics and other unsuitable materials are substantially removed. Some inert construction debris may be blended into the soils at the discretion of the geotechnical engineer. Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 • Existing Fill Soils: Approximately 2 to 3 feet of existing man-made fill soil was encountered in two of our pavement borings and may be present in other areas on the site. We believe the fill was likely placed as part of construction of the existing development; however, we are unaware if the fill was placed under the testing and observation of a geotechnical engineer. It is possible that zones or layers of poorly compacted fill may be encountered on the site or unsuitable materials (such as organics and construction debris) may be present within or buried by the fill. Therefore, we recommend the fill be removed and recompacted below the proposed building and other critical structures. For other proposed improvement areas (exterior flatwork, pavements, etc.) some of the existing fill may remain in place provided further evaluation of the fill is performed by CGG during construction and these materials are deemed suitable. • Shallow Groundwater Conditions: Groundwater was encountered within our building borings at depths of about 11 to 13 feet below existing site grades. We typically recommend foundations bear a minimum of 3 feet above groundwater. Therefore, groundwater conditions may limit final basement depth on the site. Subsurface drainage systems and/or dewatering systems will be required around all below -grade interior building areas. The shallow groundwater and associated lower strength soils may also impact foundation design and infrastructure construction, depending on depth of construction and proposed site grade changes. Soft soils should also be anticipated at the site as excavations approach groundwater depth. Depending on seasonal conditions and depth of excavations, these soils will likely need to be improved to provide a stable base for construction (foundations, underground utilities, etc.). Stabilization can typically be economically performed by placing crushed aggregate or recycled concrete into the subgrade soils until a stable base is achieved. Dewatering will be required where excavations penetrate into groundwater. • Structural Considerations: It is our opinion that the proposed church building can be supported on a spread footing foundation, when bearing on a relatively uniform zone of approved native soils or properly compacted engineered fill soils. Slab -on -grade floors should also provide acceptable performance for unfinished areas of each building; however, we recommend the use of suspended structural floors for any ground -floor living spaces. We recommend evaluation of exposed soils and excavations resulting from demolition and removal of existing development. Where non -uniform bearing conditions are present or where any unsuitable soils (existing fills, loose/soft soils, etc.) are encountered, some removal and recompaction may be required. It may be possible to stabilize soft soils in place by augmenting the subgrade materials with crushed gravel or recycled concrete. We recommend that the project budget and schedule be prepared to account for recompaction or stabilization of the site soils (if required) to a minimum depth of 3 feet below foundations/floor slabs. Subgrade preparation/mitigation should be observed by the geotechnical engineer to confirm that suitable bearing conditions are present. Cole Garner Geotechnical Page ii Geotechnical Engineering and Materials Testing Glenn D. Ohlsen, P.E. Project Engineer Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 • Surface Drainage: The amount of movement associated with foundations, floor slabs, pavements, etc. will be related to the wetting of underlying supporting soils. Therefore, it is imperative the recommendations outlined in the "Grading and Drainage" section of this report be followed to reduce potential movement. We appreciate being of service to you in the geotechnical engineering phase of this project and are prepared to assist you during the construction phases as well. Please do not hesitate to contact us if you have any questions concerning this report or any of our testing, inspection, design and consulting services. Sincerely, Cole Garner Geotechnica ica t�iezit —za wilful 1rir-----4 al, i . x.31 Copies to: Addressee (1 PDF copy) Andrew J. Garner, P.E. Principal, COO Cole Garner Geotechnical Page iii Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 TABLE OF CONTENTS Page No. Letter of Transmittal ii INTRODUCTION 1 PROJECT INFORMATION 2 SITE EXPLORATION PROCEDURES 2 Field Exploration 2 Laboratory Testing 3 SITE CONDITIONS 3 SUBSURFACE CONDITIONS 4 Soil Conditions 4 Field and Laboratory Test Results 4 Groundwater Conditions 4 ENGINEERING RECOMMENDATIONS 5 Geotechnical Considerations 5 Earthwork 7 General Considerations 7 Demolition and Site Preparation 7 Building Pad Preparation 8 Excavation and Trench Construction 8 Subgrade Preparation 9 Fill Materials 9 Fill Placement and Compaction 10 Foundation Design and Construction 11 Lateral Earth Pressures 11 Seismic Considerations 13 Floor Slab Design and Construction 13 Below -Grade Construction and Subsurface Drainage 14 Private Pavement Thickness Design and Construction 15 Final Grading, Landscaping, and Surface Drainage 20 Additional Design and Construction Considerations 21 Exterior Slab Design and Construction 21 Underground Utility Systems 22 Concrete Corrosion Protection 22 GENERAL COMMENTS 23 APPENDIX A: BORING LOCATION DIAGRAM, BORING LOGS APPENDIX B: LABORATORY TEST RESULTS APPENDIX C: GENERAL NOTES, TYPICAL PERIMETER FOUNDATION DRAIN DETAIL APPENDIX D: BORING LOGS AND LAB SUMMARY FROM OUR PRELIMINARY GEOTECHNICAL SITE STUDY Cole Garner Geotechnical Page iv Geotechnical Engineering and Materials Testing Cole Garner Geotechnical IOW 1070 W. 124th Ave, Ste. 300 Westminster, CO 80234 303.996.2999 GEOTECHNICAL ENGINEERING REPORT PROPOSED SAINT SCHOLASTICA CATHOLIC PARISH 649 STATE HIGHWAY 52 WELD COUNTY, COLORADO CGG Project No. 21.22.098 June 28, 2021 INTRODUCTION Geotech This report contains the results of our geotechnical engineering exploration for the proposed catholic church development to be constructed at the referenced site in unincorporated Weld County, Colorado. This study was performed in general accordance with our Change Order No. 1 (Revision No. 1) to our prior proposal/agreement for preliminary geotechnical engineering services (CGG Proposal No. P20.22.130), executed May 13, 2021. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: • Geologic conditions • Subsurface soil and bedrock conditions • Groundwater conditions • Foundation design and construction • Lateral earth pressures • Floor slab design and construction • Below -grade construction • Pavement thickness design and construction • Earthwork • Drainage The recommendations contained in this report are based upon the results of field and laboratory testing, engineering analyses, our experience with similar subsurface conditions and structures, and our understanding of the proposed project. As part of preparation of this report, we have reviewed the following report we previously prepared for the site: Preliminary Geotechnical Engineering Report — Proposed Saint Scholastka Parish, 649 State Highway 52, Weld County, Colorado, (CGG Project No. 20.22.118) dated July 9, 2020. Boring logs and a summary of laboratory test results from this study are provided in Appendix D. Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 PROJECT INFORMATION We understand the proposed project will include church development on the referenced site. Based on provided plans, we understand that this phase of the project will include construction of a temporary church building and associated automobile parking lot, as shown on the Boring Location Diagram. The proposed building will include a footprint of approximately 80 feet by 45 feet and will consist of a one- story pre-engineered steel building supported on a reinforced concrete foundation. The building may also include a walkout basement. We understand a conventional slab -on -grade may be utilized for the building floor. The proposed parking lot will be constructed southeast for the church building and will include compacted recycled asphalt materials, or alternatively asphalt pavement. Development will also include construction of underground utilities, exterior flatwork, and installation of site landscaping. Based on existing topography, we assume some limited site grading will be required for the site, with maximum earthen cut/fill on the order of about 3 feet, or more, to bring the site to construction grade. Additional fill may be required where walkout basement is planned. If our assumptions above are not accurate, or if you have additional useful information, please inform us as soon as possible. SITE EXPLORATION PROCEDURES The scope of the services performed for this project included site reconnaissance by a field geologist, a subsurface exploration program, laboratory testing and engineering analysis. Field Exploration: We investigated the subsurface conditions at the site with a total of five (5) supplemental test borings. Borings were advanced with an ATV -mounted drilling rig utilizing 4 -inch diameter, solid stem auger. Borings for the building were drilled to depths of about 25 to 35 feet below existing site grades, while the pavement borings were drilled to a depth of about 5 feet below existing grades. Building borings (Boring Nos. B1 and B2) were completed as temporary groundwater monitoring wells. Refer to the Boring Location Diagram in Appendix A for the approximate boring locations on the project site. A lithologic log of each boring was recorded by our field personnel during the drilling operations. At selected intervals, samples of the subsurface materials were obtained by driving modified California barrel samplers. Penetration resistance measurements were obtained by driving the sample barrel into the subsurface materials with a 140 -pound automatic hammer falling 30 inches. The penetration resistance value is a useful index to the consistency, relative density or hardness of the materials encountered. Cole Garner Geotechnical Page 2 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 Groundwater measurements were made in the boring at the time of site exploration and again (in the temporary monitoring wells) a minimum of one day later. Shallow pavement borings were backfilled upon completion of drilling. We recommend groundwater measurements be taken periodically (at least once a month during the Summer months) in order to help determine the high groundwater level to be utilized for design and construction of the project. We are available to provide for periodic measurement of groundwater depth upon request. Laboratory Testing: Samples retrieved during the field exploration were returned to the laboratory for observation by the project geotechnical engineer, and were classified in general accordance with the Unified Soil Classification System described in Appendix C. Bedrock was classified according to the General Notes for Rock Classification. At that time, an applicable laboratory -testing program was formulated to determine engineering properties of the subsurface materials. Following the completion of the laboratory testing, the field descriptions were confirmed or modified as necessary, and Boring Logs were prepared. These logs are presented in Appendix A. Laboratory test results are presented in Appendix B. These results were used for the geotechnical engineering analyses and the development of foundation and earthwork recommendations. Laboratory tests were performed in general accordance with the applicable local or other accepted standards. Selected soil samples were tested for the following engineering properties: • Water content • Dry density • Swell/Consolidation SITE CONDITIONS • Grain size • Plasticity Index • Water-soluble sulfates The site consists of an approximate 9.54 -acre residential/agricultural lot located at 649 State Highway 52 in unincorporated Weld County, Colorado. The lot is bound by State Highway 52 to the south and agricultural land to the north, east, and west. The southwestern portion of the site includes existing residential development consisting of a single-family home and multiple outbuildings. The proposed church site is planned to the east of the existing development on the lot and is currently utilized as an agricultural field/pasture. Based on review of USGS mapping, the surrounding area has a general downward slope to the north and west, toward the Boulder Creek drainage. The site appears to be consistent with the overall topography, sloping gently to the north and west with an estimated elevation differential of about 5 to 10 feet. Cole Garner Geotechnical Page 3 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 SUBSURFACE CONDITIONS Soil Conditions: Existing man-made fill comprised of sandy lean clay and clayey to silty sand was present in two of the borings (Boring Nos. P2 and P3) to depths of about 2 to 3 feet below existing site grades. Native clayey to silty sands were present underlying the fill or just below the surface in the remaining borings. A sandy lean clay layer was present underlying the sands (in the building borings) at depths of about 4 and 12 feet below existing site grades. Fine to coarse sands with silt and gravel were present below the clay soils at depths of about 11 and 16 feet below existing site grades and extended the full depth of our building borings. Other specific information regarding the subsurface conditions is shown on the attached Boring Logs. Field and Laboratory Test Results: Field test results indicate that the clay fill soils were stiff in consistency, while the native clays varied from medium stiff to stiff. A sample of the sand fill soils was medium dense in relative density. The clayey to silty sand soils ranged from very loose to loose, while the deeper fine to coarse sands varied from loose to very dense. The clayey soils are considered to have moderate plasticity and select samples exhibited low expansive potential at existing moisture contents. The silty sand and fine to coarse sand soils are considered to be non -plastic and non -expansive. Testing of select soil samples (from this and our prior site study) for the presence of water-soluble sulfates indicated concentrations of nil to 100 parts per million (ppm). Groundwater Conditions: Based upon review of U.S. Geological Survey Maps ('Hillier and Schneider, 1979), regional groundwater beneath the project area predominates in unconsolidated alluvial deposits at depths generally from 10 to 20 feet below the ground surface. Groundwater information obtained during our current and prior studies is outlined below. Building borings (Boring Nos. B1 and B2) were completed as temporary groundwater monitoring wells. Boring No. Ground* Elevation Surface Approximate Depth to Groundwater and USGS Elevation (feet) — Prelim Study During Drilling (6/18/2020) Follow-up Measurement (6/23/2020) 1 4956 12 / 4944 8 / 4948 2 4957.5 11 / 4946.5 9 / 4948.5 3 4962 13 / 4949 12 / 4950 4 4966.5 16 / 4950.5 16 / 4950.5 1 Hillier, Donald E.; and Schneider, Paul A., Jr., 1979, Depth to Water Table (1976-1977) in the Boulder — Fort Collins — Greely Area, Front Range Urban Corridor, Colorado, United States Geological Survey, Map I -855-I. Cole Garner Geotechnical Geotechnical Engineering and Materials Testing Page 4 Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 Boring No. Ground* Elevation Surface Approximate Depth to Groundwater and USGS Elevation (feet) — Current Study During (5/26/2021) Drilling Follow-up (6 2 Measurement 2021) Follow-up (6/21/2021 Measurement B1** 4962 15 / 4947 11 / 4951 11 / 4951 B2** 4964 15 / 4949 16 / 4948 13 / 4951 P1 4967 None Backfilled — 5/26/21 P2 4959.5 None Backfilled — 5/26/21 P3 4959.5 None Backfilled — 5/26/21 * Boring ground surface elevations were correlated from contours shown on the provided ALTA plan and estimated to the nearest half foot. ** Borings were completed as temporary groundwater monitoring wells. The above groundwater observations are only representative of the locations explored at the time(s) of our exploration(s). Seasonal fluctuations in groundwater elevation beyond those indicated above should be expected, therefore, the possibility of groundwater fluctuations should be considered when developing design and construction plans for the project. We recommend groundwater measurements be taken periodically (at least once a month during the Summer months) in the temporary monitoring wells (Boring Nos. B1 and B2), in order to help determine the high groundwater level to be utilized for design and construction of the project. We are available to provide for periodic measurement of groundwater depth upon request. Based upon review of U.S. Geological Survey Maps (2Hillier and Schneider, 1979), regional groundwater beneath the project area predominates in unconsolidated alluvial deposits at depths generally from 10 to 20 feet below the ground surface. ENGINEERING RECOMMENDATIONS Geotechnical Considerations: The site appears suitable for the proposed construction as long as the recommendations included herein are incorporated into the design and construction aspects of the project. The geotechnical concerns with respect to the proposed development are outlined below. • Building Demolition and Site Preparation: Portions of the existing development (detached garage and shed structure) will be demolished and removed from the site as part of the new development. Demolition should include removal of foundations, underground utilities, and mitigation of any loose or otherwise unsuitable backfill materials. The existing soils should be suitable for reuse in new fills and backfill, provided debris, organics and other unsuitable materials are substantially 2 Hillier, Donald E.; and Schneider, Paul A., Jr., 1979, Depth to Water Table (1976-1977) in the Boulder — Fort Collins — Greely Area, Front Range Urban Corridor, Colorado, United States Geological Survey, Map I -855-I. Cole Garner Geotechnical Page 5 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 removed. Some inert construction debris may be blended into the soils at the discretion of the geotechnical engineer. • Existing Fill Soils: Approximately 2 to 3 feet of existing man-made fill soil was encountered in two of our pavement borings and may be present in other areas on the site. We believe the fill was likely placed as part of construction of the existing development; however, we are unaware if the fill was placed under the testing and observation of a geotechnical engineer. It is possible that zones or layers of poorly compacted fill may be encountered on the site or unsuitable materials (such as organics and construction debris) may be present within or buried by the fill. Therefore, we recommend the fill be removed and recompacted below the proposed building and other critical structures. For other proposed improvement areas (exterior flatwork, pavements, etc.) some of the existing fill may remain in place provided further evaluation of the fill is performed by CGG during construction and these materials are deemed suitable. • Shallow Groundwater Conditions: Groundwater was encountered within our building borings at depths of about 11 to 13 feet below existing site grades. We typically recommend foundations bear a minimum of 3 feet above groundwater. Therefore, groundwater conditions may limit final basement depth on the site. Subsurface drainage systems and/or dewatering systems will be required around all below -grade interior building areas. The shallow groundwater and associated lower strength soils may also impact foundation design and infrastructure construction, depending on depth of construction and proposed site grade changes. Soft soils should also be anticipated at the site as excavations approach groundwater depth. Depending on seasonal conditions and depth of excavations, these soils will likely need to be improved to provide a stable base for construction (foundations, underground utilities, etc.). Stabilization can typically be economically performed by placing crushed aggregate or recycled concrete into the subgrade soils until a stable base is achieved. Dewatering will be required where excavations penetrate into groundwater. • Structural Considerations: It is our opinion that the proposed church building can be supported on a spread footing foundation, when bearing on a relatively uniform zone of approved native soils or properly compacted engineered fill soils. Slab -on -grade floors should also provide acceptable performance for unfinished areas of each building; however, we recommend the use of suspended structural floors for any ground -floor living spaces. We recommend evaluation of exposed soils and excavations resulting from demolition and removal of existing development. Where non -uniform bearing conditions are present or where any unsuitable soils (existing fills, loose/soft soils, etc.) are encountered, some removal and recompaction may be required. It may be possible to stabilize soft soils in place by augmenting the subgrade materials with crushed gravel or recycled concrete. We recommend that the project Cole Garner Geotechnical Page 6 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 budget and schedule be prepared to account for recompaction or stabilization of the site soils (if required) to a minimum depth of 3 feet below foundations/floor slabs. Subgrade preparation/mitigation should be observed by the geotechnical engineer to confirm that suitable bearing conditions are present. • Surface Drainage: The amount of movement associated with foundations, floor slabs, pavements, etc. will be related to the wetting of underlying supporting soils. Therefore, it is imperative the recommendations outlined in the "Grading and Drainage" section of this report be followed to reduce potential movement. Design and construction recommendations for the foundation system and other earth -connected phases of the project are outlined below. Earthwork: • General Considerations: The following presents recommendations for site preparation, excavation, subgrade preparation and placement of engineered fills on the project. All earthwork on the project should be observed and evaluated by CGG. The evaluation of earthwork should include observation and testing of engineered fills, subgrade preparation, foundation bearing soils and other geotechnical conditions exposed during construction of the project. • Demolition and Site Preparation: Strip and remove existing vegetation and other deleterious materials from proposed building and pavement/flatwork areas. Stripped materials consisting of vegetation and organic materials should be wasted from the site or used to revegetate landscaped areas or exposed slopes after completion of grading operations. Existing trees, root balls and laterally oriented roots greater than about 1 -inch in diameter should be removed from all construction areas. Demolition of the existing structures should include complete removal of all foundation elements within the proposed construction area. Demolition should also include removal of any loose backfill found adjacent to or below existing foundations and underground utilities. CGG must be contacted to observe the conditions exposed by demolition and confirm suitable conditions are present before any backfill takes place. If drilled pier foundations are present, they will need to be truncated at least 5 feet below new foundations, floor slabs, et cetera. All non -inert materials derived from the demolition of existing structures should be removed from the site and should not be allowed for use in any on -site fills without approval of the engineer. The near -surface soils are anticipated to relatively soft and stability may be further affected by precipitation, repetitive construction traffic, or other factors. As excavations approach Cole Garner Geotechnical Page 7 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 groundwater elevation (below about 10 feet from current site grades), unstable soils will likely be encountered. Unstable conditions will need to be mitigated for support of the planned building construction. Where unstable conditions are encountered or develop during construction, workability may be improved by scarifying and aeration during warmer periods. It may be possible to stabilize soft soils in place by augmenting the subgrade materials with crushed gravel or recycled concrete, mechanically compacting/kneading crushed rock into the subgrade soils. In our experience, crushed rock or recycled concrete materials on the order of 3 to 6 inches in size is effective in most situations. Inert construction debris such as concrete and flatwork produced by demolition of the existing development may be crushed and re -used on -site for mitigation of soft conditions. The actual mitigation methods used should be based on observation of exposed conditions by the geotechnical engineer. • Building Pad Preparation: Demolition and removal of existing structures will result in varying excavation depths and potentially expose non -uniform soil bearing conditions (soft/loose soils, etc.). These conditions are likely to require mitigation in order to support the new building. In general, mitigation should include constructing a zone of fill that is relatively uniform in thickness to support new foundations. Where the building will include a basement, the lower level may not require mitigation, but mitigation may still be needed beneath any crawlspace areas. We recommend that any ground -floor foundations bear on a minimum of 3 feet of recompacted on -site soils (on -site soils are considered suitable in this zone). This zone should also extend at least 3 feet horizontally beyond the outside edges of footings. These earthen materials may be processed, moisture conditioned and recompacted to construct the engineered fill zone. We do not anticipate that mitigation in this manner would be required beneath basement foundations; however, stabilization of soft soils (approaching groundwater) may be required as discussed above. Foundation and floor slab excavations and any subgrade preparation/mitigation should be observed by the geotechnical engineer to confirm that suitable bearing conditions are present. • Excavation and Trench Construction: It is anticipated that excavations for the proposed construction can be accomplished with conventional heavy-duty earthmoving equipment. However, for any excavations approaching groundwater, the use of lightweight, track -mounted excavation equipment will likely be required in order to reduce "pumping" of the subgrade soils. Relatively shallow groundwater was present at the site at depths ranging from about 11 to 13 feet below existing site grades. Where excavations approach groundwater, dewatering of excavations will be required during construction (temporary construction dewatering). The amount of water Cole Garner Geotechnical Page 8 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 encountered will depend on the depth of the excavations and seasonal groundwater conditions. We believe that water that collects in excavations may be pumped from low points and used on -site or directed to a suitable outfall, provided that dewatering permits are obtained. Discharge of this water may be subject to regulations of the State of Colorado and/or Weld County. The clayey soils are expected to stand on relatively steep slopes; however, caving sand soils are also present on the site. Caving soils (OSHA Type C) will require excavations be sloped at a minimum slope of 1-%:1 (horizontal:vertical) in accordance with OSHA requirements, unless the contractor's OSHA -competent personnel deem otherwise. All excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. Individual contractors are responsible for the safety of excavations on the site. The soils to be penetrated by the proposed excavations may vary significantly across the site. The contractor should verify that similar conditions exist throughout the proposed area of excavation. If different subsurface conditions are encountered at the time of construction, the actual conditions should be evaluated to determine any excavation modifications necessary to maintain safe conditions. As a safety measure, it is recommended that all vehicles and soil piles be kept to a minimum lateral distance from the crest of the slope equal to no less than the slope height. The exposed slope face should be protected against the elements. • Subgrade Preparation: All subgrade soils below new fill, slab -on -grade floors, exterior PCC flatwork, and pavements should be scarified to a minimum depth of 12 inches, moisture conditioned and compacted as discussed below just prior to construction of these elements. • Fill Materials: Clean on -site soils or approved imported materials may be used as fill material. Other imported soils used for general fill (if required) should conform to the following: Percent finer by weight Gradation (ASTM C136) 6" 100 3" 70-100 No. 4 Sieve 50-100 No. 200 Sieve 60 max • Liquid Limit 35 (max) • Plasticity Index 15 (max) • Maximum expansive potential (%)* 0.5 Cole Garner Geotechnical Page 9 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 *Measured on a sample compacted to approximately 95 percent of the ASTM D698 maximum dry density at about optimum water content. The sample is confined under a 500 psf surcharge and submerged. • Fill Placement and Compaction: Engineered fill for site development, grading, and below foundations and floor slabs should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. Fill soils should be placed and compacted according to the following criteria: Criteria Recommended values Fill Materials On Imported -site soils fill, (4 if to required, 6 inch fragments should max) meet the specifications above Lift Thickness 8 to 12 inches or less in loose thickness Moisture Range Content • • Clayey Non -plastic soils: +1% Optimum granular to +4% soils: to above +2% -2% above below optimum optimum to moisture +3% above in content pavement optimum areas Compaction • • Clayey Non Proctor -plastic soils: dry density 95% minimum granular soils: of ASTM 95% minimum D698 standard of ASTM Proctor D1557 dry density modified Earthwork contractors should use equipment and methods that ensure sufficient processing/break-down of the soils, relatively uniform distribution of added moisture, and adequate compaction throughout each lift. We recommend that fill placement and compaction beneath foundations be observed and tested by CGG on a full-time basis, unless modified by the geotechnical engineer. At a minimum, fill soils placed for site grading, utility trench backfill, foundation backfill or sub - excavation fill, and floor slab and PCC flatwork subgrade soils should be tested to confirm that earthwork is being performed according to our recommendations and project specifications. Subsequent lifts of fill should not be placed on previous lifts if the moisture content or dry density is determined to be less than specified. Fill should not be allowed to dry significantly prior to construction. Areas allowed to dry may require additional preparation prior to construction of roadways, flatwork, foundations, et cetera. Cole Garner Geotechnical Page 10 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 Foundation Design and Construction: Provided mitigation of the variable bearing conditions (anticipated from demolition and removal of existing improvements) is properly performed as outlined above, we believe that spread footing foundations are considered acceptable for support of the proposed church building and other structures. The design of spread footing foundations should be based on the following: Criteria Design Value Bearing Conditions Upper -Level Foundations: 3 feet of undisturbed recompacted Basement Foundations: onsite soils Approved soils or stabilized subgrade Maximum net allowable bearing pressure" 2 2,000 psf Min. depth below grade, exterior wall footings3 36 inches Min. depth below grade, interior footings3 12 inches Estimated total foundation movement 1 inch Estimated differential movement % to 1 inch 1. The design bearing pressure above may be applied to dead loads plus one-half of design live load conditions. The design bearing pressure may be increased by 1/3 when considering total loads that include wind or seismic conditions. 2. Footings should be proportioned to maintain a relatively consistent dead -load pressure in order to reduce differential settlement between adjacent footings. 3. Finished grade is the lowest adjacent grade for perimeter footings and floor level for interior footings. Additional foundation movements could occur if excessive water from any source infiltrates the foundation soils; therefore, proper drainage should be provided in the final design and during construction. Failure to maintain proper surface drainage could result in excessive soil -related foundation movement. Footings and foundations should be reinforced as necessary to reduce the potential for distress caused by foundation movement. Foundation excavations and subexcavation operations should be observed by the geotechnical engineer during construction. If the soil conditions encountered differ significantly from those presented in this report, supplemental recommendations may be required. Lateral Earth Pressures: Earth pressures will be influenced by structural design of the walls, conditions of wall restraint, methods of construction, wetting of backfill materials, and/or compaction and the strength of the materials being restrained. Loads that should be considered by the structural engineer on walls are shown below. Cole Garner Geotechnical Page 11 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 - Active Pressure assumes movement Fin Shed Grade H (ft) r • i At -Rest Pressure should be used where movement is restrained. Finished Grade Active earth pressure is commonly used for design of freestanding cantilever retaining walls and assumes wall movement. The "at -rest" condition assumes no wall rotation. Walls with unbalanced backfill levels on opposite sides (i.e. basement, crawlspace, or site retaining walls) should be designed for earth pressures at least equal to those indicated in the following table. The recommended design lateral earth pressures do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls. EARTH PRESSURE COEFFICIENTS Earthpressure conditions Coefficient type for backfill Equivalent pressure, fluid pcf Surcharge pressure psf P1, Earth pressure N, psf Active (Ka) On -site clay soils - 0.38 45 (0.38)S (45)H At -Rest (Ko) On -site clay soils - 0.54 65 (0.54)S (65)H Passive (Kp) On -site clay soils — 2.1 250 --- --- Conditions applicable to the above conditions include: • for active earth pressure, wall must rotate about base, with top lateral movements 0.01 Z to 0.02 Z, where Z is wall height • for passive earth pressure, wall must move horizontally to mobilize resistance • uniform surcharge, where S is surcharge pressure • in -situ soil backfill weight a maximum of 120 pcf • horizontal backfill, compacted to at least 95 percent of standard Proctor maximum dry density • loading from heavy compaction equipment not included • no groundwater acting on wall • no safety factor included • ignore passive pressure in frost zone Cole Garner Geotechnical Page 12 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 Backfill placed against structures may consist of the on -site soils processed with maximum particle sizes on the order of 4 to 6 inches. To calculate the resistance to sliding, a value of 0.35 may be used as the coefficient of friction between the footing and the underlying soil. If the project contains any walls that will retain unbalanced soil loads (i.e. basement, crawlspace, or site retaining walls), we recommend installation of a drainage system at the base of the retained soil mass to control the water level behind the wall. If this is not possible, then combined hydrostatic and lateral earth pressures should be calculated for lean clay backfill using an equivalent fluid weighing 90 and 100 pcf for active and at -rest conditions, respectively. These pressures do not include the influence of surcharge, equipment or floor loading, which should be added. Heavy equipment should not operate within a distance closer than the exposed height of retaining walls to prevent lateral pressures more than those provided. Seismic Considerations: Based on the subsurface conditions encountered in the test holes drilled on the site, we estimate that a Site Class D is appropriate for the site according to the 2015 International Building Code (Section 1613.3.2 referencing Table 20.3-1 of ASCE 7, Chapter 20). This parameter was estimated based on extrapolation of data beyond the deepest depth explored, using methods allowed by the code. Actual shear wave velocity testing/analysis and/or exploration to 100 feet was not performed. Floor Slab Design and Construction: Provided mitigation of any unsuitable soils (loose/soft soils, etc.) is performed below the proposed building as outlined above, we believe there is low risk of excessive slab - on -grade movement at this site. However, even small amounts of movement can cause unacceptable levels of distress to finished areas. We estimate slab movement of 1 inch is possible even when bearing on properly placed and compacted engineered fill. Even this low amount of movement could cause uneven floors and possible distress to finished areas (tile, drywall, door frames, etc.). Therefore, we recommend the use of suspended floors over a crawlspace for finished areas. Use of conventional slab -on -grade floors should only be considered in unfinished areas, such as basements or storage areas. Slab -on -grade subgrade soils should be evaluated prior to foundation construction and all subgrade soils prepared as outlined in the "Earthwork" section of this report. For structural design of concrete slabs - on -grade, a modulus of subgrade reaction of 100 pounds per cubic inch (pci) may be used for floors supported on compacted soils/processed bedrock at the site. Additional floor slab design and construction recommendations are as follows: • Positive separations and/or isolation joints should be provided between slabs and all foundations, columns or utility lines to allow independent movement. Cole Garner Geotechnical Page 13 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 • Control joints should be provided in slabs to control the location and extent of cracking. • A minimum 2 -inch void space should be constructed below non-bearing partition walls placed on the floor slab. This typically involves suspending drywall 3 to 4 inches above the slab and utilizing a "bottom plate" in wood framing to which baseboards can be connected (no connection from baseboards to drywall). Corner beads and other elements must also be isolated from the slab. If metal framing is used, it's common to include this "slip joint" at the top of the wall. • Doorjambs and frames within partition walls should be trimmed to allow for floor slab movement and avoid potential distortion (we understand that about %2 -inch is typical). • The thickness of the partition void and gap at the base of door frames should be checked periodically and adjusted as needed to maintain a void space and avoid transferring slab movement to upper level framing. • Interior trench backfill placed beneath slabs should be compacted in accordance with recommended specifications outlined below. • The use of a vapor retarder/barrier should be considered beneath concrete slabs on grade that will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder/barrier, the slab designer and slab contractor should refer to ACI 302 for procedures and cautions regarding the use and placement of a vapor retarder/barrier. • Floor slabs should not be constructed on frozen subgrade. • Other design and construction considerations, as outlined in Section 302.1R of the ACI Design Manual, are recommended. Below -Grade Construction and Subsurface Drainage: We understand the building will include below - grade building spaces (crawlspace or basement). Based on groundwater measurements (about 11 to 13 feet below existing site grades), we recommend limiting the depth of basement excavations to provide for a minimum 3 feet separation above the groundwater. Additionally, subsequent to development and irrigation of landscaping, additional perched groundwater may also develop at the site. Our experience indicates that if not controlled, this perched groundwater can become a nuisance for building owners and possibly cause damage to infrastructure. Maintaining proper surface drainage can Cole Garner Geotechnical Page 14 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 help reduce the potential impacts of perched groundwater; however, prudent subsurface drainage systems can also be used to collect and divert perched groundwater. Crawl space areas should be well ventilated to help control humidity and to facilitate moisture release. To help promote drainage towards the perimeter of the structure, we suggest "crowning" the subgrade at the center of the crawl space area. To further control humidity, placement of a vapor barrier/retarder on the exposed soils in the crawl space should be provided, per applicable building codes. The vapor retarder should be sealed at joints and attached to concrete foundation elements. To reduce the potential for perched groundwater to impact foundation -bearing soils and enter below - grade building spaces (basement, crawlspace), installation of a foundation drainage system around the foundation of these spaces is recommended. We commonly recommend the drain be installed around the exterior of the foundation when this perched water is the expected source of subsurface water. However, the drain may be placed on the interior of the foundation provided footings contain "block outs" or void forms every 10 to 12 feet to allow exterior water to enter the interior drain system. Due to the presence of relatively shallow groundwater, we recommend an interior drainage system be utilized around basement foundations. The drainage system should be installed in a trench excavated around the perimeter of the basement foundation. The base of the trench should be sloped at a minimum of 1/8 inch per linear foot, and should direct perched water to a suitable outlet, such as a sump pit where accumulated water may be pumped outside of these spaces (basement, crawlspace), well away from the building. The drainage system should consist of a minimum 4 -inch diameter perforated or slotted pipe, embedded in free -draining gravel, placed in a trench at least 12 inches in width. The edge of the trench should be sloped at a 1:1 slope beginning at the bottom edge of the footing. The trench should not be cut vertically at the edge of the footing. Gravel should extend a minimum of 2 to 3 inches beneath the bottom of the pipe and at least 6 inches above the pipe. The gravel should be covered with drainage fabric prior to placement of foundation backfill. A general construction detail for the basic interior system is included in Appendix C. Additional details may be required based on the final design. Private Pavement Thickness Design and Construction: Design of private pavements for the project is based on the procedures outlined in the 1993 Guideline for Design of Pavement Structures by the American Association of State Highway and Transportation Officials (AASHTO) and also the Colorado Department of Transportation (CDOT) Pavement Design Manual (2014). Public roadway improvements, if any, will require a formal pavement thickness design be provided to the governing agency for approval prior to pavement construction. We are available to discuss these additional services with you, if needed. Cole Garner Geotechnical Page 15 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 These referenced design methods are based on soil support values and anticipated traffic over a given design life. • Subgrade Soil: The near surface soils are variable at the site and include sandy lean clays and clayey to silty sands. The silty sand soils are considered to provide for good pavement support, while the lean clay to clayey sand soils are generally considered to provide poor pavement support. We have estimated a design R -value of 5 (Resilient Modulus of 3,025 psi) for flexible pavement (asphalt) thickness design based on the properties of the clay soils. Likewise, modulus of subgrade reaction (k - value) of 100 pounds per cubic inch (pci) was used for design of rigid concrete pavements. • Assumed Traffic: We assume that pavements associated with the project will include private drive lanes, fire lanes, and surface parking for automobiles and light trucks. We assume that private pavements will be surfaced with either asphalt concrete or Portland cement concrete. Any improvements to adjacent public roadways will need to be designed and constructed according to the governing standards. Based on our experience with similar projects, the following traffic criteria were used for determining pavement thicknesses using a design life of 20 years: • Light -duty, Parking stalls — maximum daily traffic of 1,000 cars per day (equivalent single -axle loads, ESAL's of 22,000) • Heavy-duty, Site Access, Main Drives and Fire lanes — Typical traffic for these types of roadways include up to 5 trips/day by single -axle delivery trucks per day, 1 combined -axle truck per day, 1 trash truck per day, occasional fire truck traffic (85,000 pounds maximum) plus maximum daily traffic of 1,000 cars per day (73,000 ESAL's) The owner should review these assumptions, and we should be contacted to confirm or modify these resulting pavement sections, if needed. • Pavement Sections: For flexible pavement design a drainage coefficient of 1.0, a terminal serviceability index of 2.0, and an inherent reliability of 80 percent were used. Using, the appropriate ESAL values, environmental criteria and other factors, the design structural numbers (SN) of the pavement sections were determined on the basis of the 1993 AASHTO design equation. In addition to the flexible pavement design analyses, a rigid pavement design analysis was completed based upon AASHTO design procedures. Along with soil and traffic conditions, rigid pavement design is based on the Modulus of Rupture of the concrete, and other factors previously outlined. A modulus of rupture of 650 psi (working stress 488 psi) was used for pavement concrete. The rigid pavement thickness for each traffic category was determined on the basis of the AASHTO design equation. Cole Garner Geotechnical Page 16 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 We have considered full depth -asphalt paving, a composite section with hot -mix asphalt over aggregate base course, and full depth rigid concrete sections. Alternatives for flexible and rigid pavements are summarized for each traffic area as follows: Private Traffic Pavement Area Alternative Recommended Pavement Thickness (Inches) Hot -Mix (HMA) Asphalt Aggregate Course (ABC) Base Portland Cement Concrete (PCC) Automobile Light-Duty and Parking Light Truck Only Al 3-34 8 -- A2 4 6 -- B 5-%z C -- -- 5 Heavy-Duty Private Drives, Truck access Fire Lanes, Al 4-% 8 -- A2 5 6 -- B 6-% -- -- C -- -- 6 In our opinion, PCC pavements typically provide good performance under the heavy loads associated with trash trucks, heavy trucks, etc. In our experience, HMA pavements can rut under heavy loads or "shove" beneath turning axles of these heavy vehicles. For areas subject to concentrated and repetitive loading conditions such as dumpster pads, and ingress/egress aprons, we recommend using the 6 -inch Portland cement concrete pavement alternative. For dumpster pads, the concrete pavement area should be large enough to support the container and tipping axle of the refuse truck. • Temporary Unpaved Access Drives or Parking Areas: In our opinion, the use of aggregate base course or crushed stone may be considered for use in constructing temporary access roads for construction traffic and/or all-weather fire truck access. In order to provide an all-weather surface, we recommend that the section include a minimum of 12 inches of aggregate base course (CDOT Class 5 or 6) or reclaimed asphalt pavement (RAP), or alternatively, a minimum of 8 inches of 3 -inch minus crushed aggregate (or recycled concrete). In our opinion, these sections would be suitable for the support of delivery and concrete trucks and occasional fire truck access (80,000 to 85,000 pounds maximum) for the anticipated duration of a typical project of this magnitude. The contractor/owner should be responsible for monitoring the condition of unpaved drive lanes/parking areas, including the repair and maintenance of the these roadways throughout its use in order to provide the required access. We believe it is likely that these aggregate materials will be "contaminated" with soil and other constituents over the course of construction; therefore, the aggregate materials should not be considered part of the final pavement section unless otherwise evaluated and approved by the Geotechnical Engineer. Cole Garner Geotechnical Page 17 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 • Potential Mill and Overlay Option: Provided the existing asphalt pavement is in acceptable condition, a mill and overlay could be utilized as an alternative to pavement reconstruction. If this option is desired, we recommend evaluation of the existing pavement be performed to determine pavement condition and assess support capability. We are available to discuss this option further upon request. In general, a mill and overlay would involve milling of the existing pavement to an approximate depth of about one inch to provide a level surface and to remove pavements with the highest degree of oxidation. Based upon existing pavement distress, crack filling and/or patching in certain structural distress areas will likely be required prior to overlay placement. In order to provide a more uniform overlay thickness, patching could be performed in limited areas, prior to new overlay pavement. Full -depth removal is generally recommended for medium to high severity longitudinal, transverse, alligator and block cracking. Provided the existing pavement is in good condition, we estimate that an asphalt overlay on the order of 4-'z to 5 inches would be required for a 20 -year design based on heavy-duty traffic areas (assuming a one -inch mill). We would be happy to provide additional consultation regarding this alternative, if desired. • Subgrade Preparation: We recommend the pavement areas be rough graded and then thoroughly proof rolled with a loaded tandem axle dump truck, water truck, or other heavy equipment approved by the observing engineer prior to final grading and paving. Particular attention should be paid to high traffic areas that were rutted and disturbed earlier and to areas where backfilled trenches are located. Areas where unsuitable conditions are located should be repaired by removing and replacing the materials with properly compacted engineered fills. At a minimum, in order to provide a more uniform subgrade for site pavements, we recommend that all pavements be constructed on a minimum of 12 inches of properly moisture conditioned and recompacted on -site soils. Confirmation of the moisture content and compaction level of the subgrade soils should be confirmed within 24 hours prior to paving. • Pavement Materials: Aggregate base course (if used on the site) should consist of a blend of sand and gravel which meets strict specifications for quality and gradation. Use of materials meeting Colorado Department of Transportation (CDOT) Class 5 or 6 specifications is recommended for base course. Aggregate base course (ABC) should be placed in lifts not exceeding 6 inches and compacted to a minimum of 95 percent of the standard Proctor density (ASTM D698). Hot -mix asphalt (HMA) should be composed of a mixture of aggregate, filler and additives (if required) and approved bituminous material. HMA should conform to approved mix designs stating the Hveem properties, optimum asphalt content, and job mix formula and recommended mixing Cole Garner Geotechnical Page 18 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 and placing temperatures. Aggregate used in HMA should meet particular gradations. Material meeting CDOT Grading S, SG (bottom -lift only) or SX (top -lift only) specifications or equivalent is recommended for asphalt concrete. Mix designs should be submitted prior to construction to verify their adequacy. Asphalt material should be placed in appropriate lifts (CDOT specs per table below) and compacted within a range of 92 to 96 percent of the theoretical maximum (Rice) density (ASTM D2041). CDOT specifications for asphalt pavement lift thickness per grading size: CDOT HMA Grade Nominal Aggregate Maximum Size Structural Layer Lift Thickness (Inches)* Minimum Maximum SX 1/2" 2.00 3.00 S 3/4" 2.25 3.50 SG 1" 3.00 4.00 * Alternative lift thicknesses can be considered provided the contractor uses equipment and procedures to obtain the required compaction. Where rigid pavements are used, the concrete should meet CDOT Class P requirements and be obtained from an approved mix design with the following minimum properties: • Modulus of Rupture @ 28 days 650 psi minimum • Strength Requirements ASTM C94 • Cement Type Type II Portland • Entrained Air Content 6 to 8% • Concrete Aggregate ASTM C33 and CDOT Section 703 Concrete should be deposited by truck mixers or agitators and placed a maximum of 90 minutes from the time the water is added to the mix. Other specifications outlined by CDOT should be followed. Longitudinal and transverse joints should be provided as needed in concrete pavements for expansion/contraction and isolation. The location and extent of joints should be based upon the final pavement geometry. Sawed joints should be cut within 24 hours of concrete placement and should be a minimum of 25 percent of slab thickness plus 1/4 inch. All joints should be sealed to prevent entry of foreign material and doweled where necessary for load transfer. • Compliance: Recommendations for pavement design and construction presented depend upon compliance with recommended material specifications. To assess compliance, observation and testing should be performed under the observation of the geotechnical engineer. Cole Garner Geotechnical Page 19 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 • Pavement Performance: Future performance of pavements constructed on the subgrade at this site will be dependent upon several factors, including: • Maintaining stable moisture content of the subgrade soils. • Providing for a planned program of preventative maintenance. The performance of all pavements can be enhanced by minimizing excess moisture, which can reach the subgrade soils. The following recommendations should be considered at minimum: • Site grading at a minimum 2 percent grade onto or away from pavements. • Water should not be allowed to pond behind curbs. • Compaction of any utility trenches for landscaped areas to the same criteria as the pavement subgrade. • Sealing all landscaped areas in or adjacent to pavements to minimize or prevent moisture migration to subgrade soils. • Placing compacted backfill against the exterior side of curb and gutter. • Placing curb, gutter and/or sidewalk directly on subgrade soils without the use of base course materials. Preventative maintenance should be planned and provided for an ongoing pavement management program in order to enhance future pavement performance. Preventative maintenance activities are intended to slow the rate of pavement deterioration and to preserve the pavement investment. Preventative maintenance consists of both localized maintenance (e.g. crack sealing and patching) and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. Final Grading, Landscaping, and Surface Drainage: All grades must be adjusted to provide positive drainage away from structure during construction and maintained throughout the life of the proposed project. Water permitted to pond near or adjacent to the perimeter of the structure (either during or post -construction) can result in significantly higher soil movements than those discussed in this report. As a result, any estimations of potential movement described in this report cannot be relied upon if positive drainage is not obtained and maintained, and water is allowed to infiltrate the fill and/or subgrade. Infiltration of water into utility or foundation excavations must be prevented during construction. We recommend that exposed ground be sloped at a minimum of 10 percent grade for at least 10 feet beyond the perimeter of the buildings, where possible. We understand that this may not be feasible in Cole Garner Geotechnical Page 20 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 all unpaved areas due to ADA access requirements and other required design features. In these areas, exterior grades should be sloped as much as possible down to area drain systems, swales, and/or sidewalk chases to facilitate drainage. In all cases, the grade should slope a minimum of 5 percent away from structures in accordance with the applicable building code. Downspouts should also be connected to area drain systems to help reduce wetting, if possible. If this is not possible, roof drain flows should be directed onto pavements or discharge a minimum of 5 feet away from the structure through the use of splash blocks or downspout extensions. Backfill against foundations, exterior walls and in utility and sprinkler line trenches should be well compacted and free of all construction debris to reduce the possibility of moisture infiltration. After building construction and prior to project completion, we recommend that verification of final grading be performed to document that positive drainage, as described above, has been achieved. This is especially important in areas where heating and cooling units are placed in close proximity to the buildings. Planters located adjacent to the structure should preferably be self-contained (planter boxes, potted landscaping, etc.). Landscaped irrigation adjacent to foundations should be eliminated where possible or minimized to only limited drip irrigation. Sprinkler mains and spray heads should be located a minimum of 5 feet away from the buildings. We recommend the use of Xeric landscaping, requiring little or no irrigation, be used within .5 feet of foundations. If drip irrigation is required in this zone, systems should be timed to provide only the amount of water needed to sustain growth. Irrigation systems should be frequently checked for proper performance and any breakages fixed as soon as possible. Additional Design and Construction Considerations: • Exterior Slab Design and Construction: Flatwork and pavements will be subject to post construction movement due to backfill settlement and/or soil/frost heave. The amount of movement will be related to the compactive effort used when the fill soils are placed and future wetting of the subgrade soils. The potential for damage would be greatest where exterior slabs are constructed adjacent to the building or other structural elements. To reduce the potential for damage, we recommend: • exterior slabs in critical areas be supported on a zone of recompacted soils as recommended for pavement areas. • supporting of flatwork at building entrances and other critical areas on haunches attached by the building foundations. Cole Garner Geotechnical Page 21 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 • placement of effective control joints on relatively close centers and isolation joints between slabs and other structural elements. • provision for adequate drainage in areas adjoining the slabs. • use of designs which allow vertical movement between the exterior slabs and adjoining structural elements. • Underground Utility Systems: All underground utility lines penetrating below foundations should be installed deep enough to avoid direct contact with foundations or be designed with flexible couplings (if available), so minor deviations in alignment do not result in breakage or distress. Utility knockouts in foundation walls should be oversized to accommodate differential movements. It is strongly recommended that a representative of the geotechnical engineer provide full-time observation and compaction testing of trench backfill within building and pavement areas. • Concrete Corrosion Protection: Select soil samples (from our current and prior site studies) were tested for the presence of water-soluble sulfates, as outlined in the table below. Boring Depth (ft) Material Water Sulfates -Soluble (ppm) ACI Sulfate Exposure Class 2 4 Sandy Lean Clay 100 SO 4 4 Silty Sand 0 SO B2 2 Clayey Sand 0 SO As noted in the table above, select samples likely to be in contact with project concrete were tested for the presence of water-soluble sulfates in order to determine corrosion characteristics and the appropriate concrete mixtures. Results of testing indicate these soils are categorized as American Concrete Institute (ACI) Sulfate Exposure Class SO. However, for increased protection from concrete sulfate attack, we recommend project concrete be designed for ACI Sulfate Exposure Class S1 in accordance with Chapter 19 of the ACI design manual, Building Code Requirements for Structural Concrete (ACI 318-14), as outlined in the table below. ACI Exposure Sulfate Class Portland (ASTM Cement C150) Type Water/Cement Maximum Ratio Compressive Minimum Concrete Strength (psi) 51 II (or equivalent) 0.50 4,000 Cole Garner Geotechnical Geotechnical Engineering and Materials Testing Page 22 Geotechnical Engineering Report St. Scholastica Catholic Parish Church — 649 State Highway 52, Weld County, CO CGG Project No. 21.22.098 GENERAL COMMENTS CGG should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. CGG should also be retained to provide testing and observation during the excavation, grading, foundation and construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include, either specifically or by implication, any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes are planned in the nature, design, or location of the project as outlined in this report, the conclusions and recommendations contained in this report shall not be considered valid unless CGG reviews the changes, and either verifies or modifies the conclusions of this report in writing. Cole Garner Geotechnical Page 23 Geotechnical Engineering and Materials Testing APPENDIX A BORING LOCATION DIAGRAM BORING LOGS ENCE CFA 'RON INLET 4• L' M PIPE C RICHT-OF-WAY VARIES D'2020 Maxar Technologies, U.S. Geological Survey, USDA Farm Service Agency. Map data 02020 United States Terms Send feedback 100 it �. APPROXIMATE BORING LOCATIONS FROM OUR PRELIMINARY GEOTECHNICAL ENGINEERING STUDY (PROJECT NO. 20.22.118) DATED JULY 9, 2020 B1/P1 APPROXIMATE SUPPLEMENTAL BORING LOCATIONS FIGURE 1- BORING LOCATION DIAGRAM ST. SCHOLASTICA CATHOLIC PARISH CHURCH SITE 649 STATE HIGHWAY 52 WELD COUNTY, COLORADO CGG PROJECT NO. 21.22.098 Cole Garner Geotechnical 1070 W. 124th Ave., Suite 300 Westminster, CO 80234 (303) 996-2999 CD U Q O U H O3 a tai N N N O N O CD H U w 0 N 6 re llU--65 vJ z LL H z Q 0_ U Q H CD I r r r N N H 0 CD Q fH UJ H z tD I z G J O U 2 m U w H O w CD Cole Garner Geotechnical BORING NUMBER B1 *str`"11.---f__ 04 Geotech 1070 Westminster, Telephone: W 124th Ave CO 303-996-2999 Suite 80234 300 PAGE 1 OF 1 CLIENT St. Scholastica Catholic Parish PROJECT NAME St. Scholastica Catholic Parish Site PROJECT NUMBER 21.22.098 PROJECT LOCATION 649 State Highway 52 - Weld County, Colorado DATE STARTED 5/26/21 COMPLETED 5/26/21 GROUND SURFACE ELEV.4962 ft PROPOSED ELEV. Not Provided DRILLING CONTRACTOR Vine Laboratories SURFACE CONDITIONS Low to medium growth of grass and weeds DRILLING METHOD Buggy Rig/Solid Stem Auger GROUND WATER LEVELS: HAMMER TYPE Automatic V DURING DRILLING 15.00 ft I Elev 4947.00 ft LOGGED BY JL CHECKED BY AG 7 AFTER DRILLING 11.00 ft / Elev 4951.00 ft - 6/21/21 0 MATERIAL DESCRIPTION USCS SYMBOL IPLE TYPE RECOVERY PENETRATION blows/in DRY UNIT WT. (pcf) SWELL-CONSOL /SURCHARGE LOAD, %psf z0 Q O O o DEPTI (ft) MOIS1 CONTEI . � .7, . . : j..-- . - -- - - - CLAYEY to SILTY SAND, fine to medium grained, some coarse, 4 brown to dark brown, moist, loose 4958.0 SC/SM CB 100 6 / 12 13.9 113 +0.2/200 77 �� • • . , SANDY LEAN CLAY, light brown to brown, calcareous, moist, 5 CL CB 100 7 / 12 10.3 104 medium stiff to stiff 10 CL CB 100 13 / 12 22.4 99 +0.2/500 11 74951.0 • .:�.• : . • • .• .• ..:•:.. • • _. . ;-: . 1 J 1- •J• • ._ FINE to COARSE SAND with SILT and GRAVEL, tan, light - - brown, wet, loose to very dense 15 SP-SM CB 100 46 / 12 5.3 V 35 4927.0 _ _ 20 SP-SM CB 100 22 / 12 7.0 _ _ 25 SP-SM CB 100 50 / 11 6.9 30 SP-SM CB 100 14 / 12 18.4 35 SP-SM CB 100 50 / 2 Approximate bottom of borehole at 35.0 feet. CD CD U Q a U) U) 00 0) 0 tai N N N 0 N O CD H U w 0 03 N 0 w U) z H Q U) 0 U Q H CD r r N N V Q r -J vJ d H U) H z CD 2 G J O U 2 m U w H O w CD Cole Garner Geotechnical BORING NUMBER B2 • •r`,7T,1..--f__ 04 Geotech 1070 Telephone: Westminster, W 124th Ave CO 303-996-2999 Suite 80234 300 PAGE 1 OF 1 CLIENT St. Scholastica Catholic Parish PROJECT NAME St. Scholastica Catholic Parish Site PROJECT NUMBER 21.22.098 PROJECT LOCATION 649 State Highway 52 - Weld County, Colorado DATE STARTED 5/26/21 COMPLETED 5/26/21 GROUND SURFACE ELEV.4964 ft PROPOSED ELEV. Not Provided DRILLING CONTRACTOR Vine Laboratories SURFACE CONDITIONS Low to medium growth of grass and weeds DRILLING METHOD Buggy Rig/Solid Stem Auger GROUND WATER LEVELS: HAMMER TYPE Automatic V DURING DRILLING 15.00 ft / Elev 4949.00 ft LOGGED BY JL CHECKED BY AG 7 AFTER DRILLING 13.00 ft / Elev 4951.00 ft - 6/21/21 0 MATERIAL DESCRIPTION USCS SYMBOL IPLE TYPE RECOVERY PENETRATION blows/in DRY UNIT WT. (pcf) SWELL-CONSOL /SURCHARGE LOAD, %psf z0 Q O O o DEPTI (ft) MOIS1 CONTEI • •.:.. •• .:.;: .:.: .:: .._ . . - - J '•' . ' - - - CLAYEY to SILTY SAND, fine to medium grained, some coarse, 12 brown to dark brown, dry to wet, very loose to loose 4952.0 SC/SM CB 100 5 / 12 8.7 108 5 SC/SM CB 100 8 / 12 6.7 107 ii 10 SM CB 100 13 / 12 8.9 114 ' • SANDY LEAN CLAY, brown to dark brown, moist to wet, stiff 15 CL CB 100 15 / 12 23.1 102 -0.4/1000 v 16 4948.0 - •.. : • • - •. .1 l -.' ., : FINE to COARSE SAND with SILT and GRAVEL, tan, light - - 25 brown to brown, tan, wet, medium dense to very dense 4939.0 20 SP-SM CB 100 50 / 11 7.2 116 - - 25 SP-SM CB 100 21 / 12 6.0 122 Approximate bottom of borehole at 25.0 feet. CD CD U H J O U U) H U) 00 0) a <Ni N N N O N O w CD U) H U w a cc 0 N 6 re w w U) z H z Q U) 0 U Q H (D r co r r N N CO V Q r -J vJ d H U) H z tD 2 G J O U 2 m o w H O w CD Cole Garner Geotechnical BORING NUMBER P1 • •r`,7T,1..--f__ 04 Geotech 1070 Telephone: Westminster, W 124th Ave CO 303-996-2999 Suite 80234 300 PAGE 1 OF 1 CLIENT St. Scholastica Catholic Parish PROJECT NAME St. Scholastica Catholic Parish Site PROJECT NUMBER 21.22.098 PROJECT LOCATION 649 State Highway 52 - Weld County, Colorado DATE STARTED 5/26/21 COMPLETED 5/26/21 GROUND SURFACE ELEV.4967 ft PROPOSED ELEV. Not Provided DRILLING CONTRACTOR Vine Laboratories SURFACE CONDITIONS Low to medium growth of grass and weeds DRILLING METHOD Buggy Rig/Solid Stem Auger GROUND WATER LEVELS: HAMMER TYPE Automatic V DURING DRILLING None LOGGED BY JL CHECKED BY AG 7 AFTER DRILLING Backfilled - 5/26/21 0 MATERIAL DESCRIPTION USCS SYMBOL IPLE TYPE RECOVERY 70 PENETRATION blows/in DRY UNIT WT. (pcf) SWELL-CONSOL /SURCHARGE LOAD, %psf z0 Q O O 0 (ft) MOIS1 CONTEI ,/..:-: .:.: .. .;: - -. .. - - _ CLAYEY to SILTY SAND, fine to medium grained, some coarse, varies moist, very loose 5 to Sandy Lean Clay, brown to dark brown, dry to 4962.0 SM CB 100 5/12 8.5 5 SC CB 100 5 / 12 16.0 107 +0.1/200 Approximate bottom of borehole at 5.0 feet. CD U (Hn J O U U) H U) 00 0) a <Ni N N N O N O w CD U) H U w a cc 0 N 6 re w w U) z H z Q U) 0 U Q H (D r co r r N N CO V Q r -J vJ d H U) H z tD 2 G J O U 2 m U w H O w CD Cole Garner Geotechnical BORING NUMBER P2 .•r`,7T,1...-f__ IX Geotech 1070 Westminster, Telephone: W 124th Ave CO 303-996-2999 Suite 80234 300 PAGE 1 OF 1 CLIENT St. Scholastica Catholic Parish PROJECT NAME St. Scholastica Catholic Parish Site PROJECT NUMBER 21.22.098 PROJECT LOCATION 649 State Highway 52 - Weld County, Colorado DATE STARTED 5/26/21 COMPLETED 5/26/21 GROUND SURFACE ELEV.4959.5 ft PROPOSED ELEV. Not Provided DRILLING CONTRACTOR Vine Laboratories SURFACE CONDITIONS Approximately 4" of asphalt pavement DRILLING METHOD Buggy Rig/Solid Stem Auger GROUND WATER LEVELS: HAMMER TYPE Automatic V DURING DRILLING None LOGGED BY JL CHECKED BY AG 7 AFTER DRILLING Backfilled - 5/26/21 0 MATERIAL DESCRIPTION USCS SYMBOL IPLE TYPE RECOVERY 70 PENETRATION blows/in DRY UNIT WT. (pcf) SWELL-CONSOL /SURCHARGE LOAD, %psf z0 Q O 0 `J (ft) MOIS1 CONTEI - SM CB 12 15 / 12 11.3 FILL - CLAYEY to SILTY SAND, with gravel, varies with Sandy 2 Lean Clay, dark brown to brown, moist, medium dense 4957.5 •. *1 :-. 1 - SC/SM CB 12 5/ 12 14.6 110 CLAYEY to SILTY SAND, fine to medium grained, some loose 5 coarse, brown to dark brown, grey, dry to moist, very loose to 4954.5 _ 5 SC/SM CB 12 9 / 12 7.0 Approximate bottom of borehole at 5.0 feet. CD U H cn J O U U) H U) 00 0) a <Ni N N N O N O w CD U) H U w a cc 0 N 6 re w w U) z H z Q U) 0_ U Q H (D r co r r N N CO V Q r -J vJ d H U) H z tD 2 G J O U 2 m U w H O w CD Cole Garner Geotechnical BORING NUMBER P3 .•r`,7T,1...-f__ 04 Geotech 1070 Westminster, Telephone: W 124th Ave CO 303-996-2999 Suite 80234 300 PAGE 1 OF 1 CLIENT St. Scholastica Catholic Parish PROJECT NAME St. Scholastica Catholic Parish Site PROJECT NUMBER 21.22.098 PROJECT LOCATION 649 State Highway 52 - Weld County, Colorado DATE STARTED 5/26/21 COMPLETED 5/26/21 GROUND SURFACE ELEV.4959.5 ft PROPOSED ELEV. Not Provided DRILLING CONTRACTOR Vine Laboratories SURFACE CONDITIONS Approximately 4" of asphalt pavement DRILLING METHOD Buggy Rig/Solid Stem Auger GROUND WATER LEVELS: HAMMER TYPE Automatic V DURING DRILLING None LOGGED BY JL CHECKED BY AG 7 AFTER DRILLING Backfilled - 5/26/21 0 MATERIAL DESCRIPTION USCS SYMBOL IPLE TYPE RECOVERY 70 PENETRATION blows/in DRY UNIT WT. (pcf) SWELL-CONSOL /SURCHARGE LOAD, %psf _o Q O O `J (ft) MOIS1 CONTEI FILL - SANDY LEAN CLAY, with gravel, varies with Clayey - CL CB 12 12 / 12 12.7 114 Sand, 3 brown to dark brown, black, moist, stiff 4956.5 CL CB 12 15 / 12 15.3 115 +0.5/200 • .:. ::• • . CLAYEY to SILTY SAND, fine to medium grained, some coarse, 5 brown, moist, loose 4954.5 5 SC/SM CB 12 9/ 12 14.3 113 Approximate bottom of borehole at 5.0 feet. APPENDIX B LABORATORY TEST RESULTS U H U) Q O I U H 00 rn a C CV 0 CD U) H U w O 0_ N 6 w U- H z Q U H z t3 co CO CD m Q 0 H J C) z C) z Q H 0 U) Z O U CLIENT PROJECT Geotech -:__ St. Scholastica 1070 Telephone: Cole Westminster, Garner W 124th Catholic Geotechnical Ave CO 303-996-2999 Parish Suite 80234 300 PROJECT NAME LOCATION SWELL/CONSOLIDATION St. Catholic Parish Site TEST Scholastica NUMBER 21.22.098 PROJECT 649 State Highway 52 - Weld County, Colorado 10 -10 -2 -4 -6 -8 8 6 4 2 0• 0.1 w w i' O II o i- < o 51 z O U 1 APPLIED PRESSURE, ksf 10 100 BOREHOLE DEPTH Classification % MC% • B1 2.0 CLAYEY SILTY SAND 113 14 to Note: Water Added to Sample at 200 psf. Date: 6/9/21 U H U) Q O I U U) 00 rn a C CV 0 CD U) H U w O 0_ N 6 w U- H z Q U H z t3 co CO CD m Q 0 H J C) z C) z Q H 0 U) Z O U CLIENT PROJECT Geotech -:__ St. Scholastica 1070 Telephone: Cole Westminster, Garner W 124th Catholic Geotechnical Ave CO 303-996-2999 Parish Suite 80234 300 PROJECT NAME LOCATION SWELL/CONSOLIDATION St. Catholic Parish Site TEST Scholastica NUMBER 21.22.098 PROJECT 649 State Highway 52 - Weld County, Colorado 10 -10 8 6 4 2 0 -2 -4 -6 -8 0.1 w w i' O o i- < o 51 z O U 1 APPLIED PRESSURE, 10 ksf 100 BOREHOLE DEPTH Classification % MC% • B1 9.0 SANDY LEAN CLAY 99 22 Note: Water Added to Sample at 500 psf. Date: 6/9/21 U H U) Q O I U U) 00 rn a C CV 0 CD U) H U w O 0_ N 6 w U- H z Q U H z t3 co CO CD m Q 0 H J C) z C) z Q H 0 U) Z O U CLIENT PROJECT Geotech -:__ St. Scholastica 1070 Telephone: Cole Westminster, Garner W 124th Catholic Geotechnical Ave CO 303-996-2999 Parish Suite 80234 300 PROJECT NAME LOCATION SWELL/CONSOLIDATION St. Catholic Parish Site TEST Scholastica NUMBER 21.22.098 PROJECT 649 State Highway 52 - Weld County, Colorado 10 -10 -2 -4 -6 -8 8 6 4 2 w w i' O 0.1 o i- < o 51 z O U 1 APPLIED PRESSURE, 10 ksf 100 BOREHOLE DEPTH Classification 'Yd MC% • B2 14.0 SANDY LEAN CLAY 102 23 Note: Water Added to Sample at 1000 psf. Date: 6/9/21 U H U) Q O I U U) 00 rn a C CV 0 CD U) H U w O 0_ N 6 w U- H z Q U H z t3 co CO CD m Q 0 H J C) z C) z Q H 0 U) Z O U CLIENT PROJECT Geotech -:__ St. Scholastica 1070 Telephone: Cole Westminster, Garner W 124th Catholic Geotechnical Ave CO 303-996-2999 Parish Suite 80234 300 PROJECT NAME LOCATION SWELL/CONSOLIDATION St. Catholic Parish Site TEST Scholastica NUMBER 21.22.098 PROJECT 649 State Highway 52 - Weld County, Colorado 10 -10 -2 -4 -6 -8 8 6 4 2 0• 0.1 w w i' O • -----0-----___NN o i- < o 51 z O U 1 APPLIED PRESSURE, 10 ksf 100 BOREHOLE DEPTH Classification % MC% • P1 4.0 CLAYEY SAND 107 16 Note: Water Added to Sample at 200 psf. Date: 6/9/21 U H U) Q O I U H 00 rn a C CV 0 CD U) H U w O 0_ N 6 w U- H z Q U H z t3 co CO CD m Q 0 H J C) z C) z Q H 0 U) Z O U CLIENT PROJECT Geotech -:__ St. Scholastica 1070 Telephone: Cole Westminster, Garner W 124th Catholic Geotechnical Ave CO 303-996-2999 Parish Suite 80234 300 PROJECT NAME LOCATION SWELL/CONSOLIDATION St. Catholic Site TEST Scholastica Parish NUMBER 21.22.098 PROJECT 649 State Highway 52 - Weld County, Colorado 10 -10 -2 -4 -6 -8 8 6 4 2 w w i' O 0.1 o i- < o 51 z O U 1 APPLIED PRESSURE, 10 ksf 100 BOREHOLE DEPTH Classification % MC% • P3 2.0 FILL - SANDY LEAN CLAY 115 15 Note: Water Added to Sample at 200 psf. Date: 6/9/2021 CR H Q 0 C) H co 0) N N N a N 0 C) U) H 0 w 0 0 N 6 w u_ z cc H z Q Q H z CD N- C') N N N Q U) 0 z N U) z Q CC C) CLIENT PROJECT Geotech -:__ St. Scholastica 1070 Telephone: Cole Westminster, Garner W 124th Catholic Geotechnical 303-996-2999 Church Ave CO Suite 80234 300 PROJECT PROJECT NAME LOCATION St. Scholastica GRAIN Catholic SIZE Church DISTRIBUTION NUMBER 21.22.098 649 State Highway 52 - Weld County, Colorado 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 U.S. SIEVE OPENING IN INCHES 6 4 3 2 1.5 1 3/4 1/2 I U.S. SIEVE 3 4 6 810 1416 NUMBERS I 30 40 50 60 100 140 200 HYDROMETER : • • • • • • : _ w Ill z • • . • . : . : z w O rx . : : • • • 100 10 GRAIN SIZE 1 IN MILLIMETERS 0.1 0.01 0.001 COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine BOREHOLE DEPTH Classification LL PL PI Cc Cu • Si 4.0 SANDY LEAN C LAY(C L) 35 21 14 S2 9.0 SILTY SAND(SM) NP NP NP H BOREHOLE DEPTH D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • S1 4.0 0.85 0.097 0.0 50.0 50.0 S2 9.0 9.5 0.499 0.083 8.0 63.4 28.5 H LAB SUMMARY - GINT STD US LAB.GDT - 6/24/21 16:15 - Y:\GINT BACKUPS\MAIN TRANSFER 10.281PROJECTS GEO 2021\21.22.098 ST SCHOLASTICA.GPJ Cole Garner Geotechnical SUMMARY OF LABORATORY RESULTS CLIENT 114 Geotech __ St. Scholastica 1070 Telephone: Westminster, W 124th Catholic Ave CO 303-996-2999 Parish Suite 80234 300 PROJECT NAME St. Scholastica Catholic Parish Site PAGE 1 OF 1 PROJECT NUMBER 21.22.098 PROJECT LOCATION 649 State Highway 52 - Weld County, Colorado Borehole Depth Soil Description Water Dry Swell Consolidation (+) or (-)1 Water Soluble Passing Atterberg Limits Content ° (%) Density (pcf) Surcharge (%/psf) Sulfates (ppm) #200 Sieve ° (0/0) Liquid Limit Plastic Limit Plasticity Index B1 2 CLAYEY to SILTY SAND 13.9 112.6 +0.2/200 B1 4 SANDY LEAN CLAY(CL) 10.3 103.7 50 35 21 14 B1 9 SANDY LEAN CLAY 22.4 99.4 +0.2/500 B1 14 FINE to COARSE SAND with SILT and GRAVEL 5.3 B1 19 FINE to COARSE SAND with SILT and GRAVEL 7.0 B1 24 FINE to COARSE SAND with SILT and GRAVEL 6.9 B1 29 FINE to COARSE SAND with SILT and GRAVEL 18.4 B2 2 CLAYEY to SILTY SAND 8.7 108.4 0 B2 4 CLAYEY to SILTY SAND 6.7 106.6 B2 9 SILTY SAND(SM) 8.9 113.9 29 NP NP NP B2 14 SANDY LEAN CLAY 23.1 101.8 -0.4/1000 B2 19 FINE to COARSE SAND with SILT and GRAVEL 7.2 116.3 B2 24 FINE to COARSE SAND with SILT and GRAVEL 6.0 122.1 P1 2 SILTY SAND(SM) 8.5 27 NP NP NP P1 4 CLAYEY SAND 16.0 107.1 +0.1/200 P2 0 FILL - SILTY SAND 11.3 23 NP NP NP P2 2 CLAYEY to SILTY SAND 14.6 109.6 P2 4 CLAYEY to SILTY SAND 7.0 P3 0 FILL - SANDY LEAN CLAY 12.7 113.8 53 35 21 14 P3 2 FILL - SANDY LEAN CLAY 15.3 115.2 +0.5/200 P3 4 CLAYEY to SILTY SAND 14.3 112.6 APPENDIX C GENERAL NOTES TYPICAL PERIMETER FOUNDATION DRAIN DETAIL GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - 1%" I.D., 2" O.D., unless otherwise noted ST: Thin -Walled Tube — 2.5" O.D., unless otherwise noted RS: Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted CB: California Barrel - 1.92" I.D., 2.5" O.D., unless otherwise noted HS: PA: HA: RB: WB: Hollow Stem Auger Power Auger Hand Auger Rock Bit BS: Bulk Sample or Auger Sample Wash Boring or Mud Rotary The number of blows required to advance a standard 2 -inch O.D. split -spoon sampler (SS) the last 12 inches of the total 18 -inch penetration with a 140 -pound hammer falling 30 inches is considered the "Standard Penetration" or "N -value". For 2.5" O.D. California Barrel samplers (CB) the penetration value is reported as the number of blows required to advance the sampler 12 inches using a 140 -pound hammer falling 30 inches, reported as "blows per inch," and is not considered equivalent to the "Standard Penetration" or "N -value". WATER LEVEL MEASUREMENT SYMBOLS: WL: WCI: DCI: AB: Water Level Wet Cave in Dry Cave in After Boring WS: WD: BCR: AC R: While Sampling While Drilling Before Casing Removal After Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse -grained soils are defined on the basis of their in -place relative density and fine-grained soils on the basis of their consistency. FINE-GRAINED SOILS (CB) Blows/Ft. <3 3-5 6-10 11-18 19-36 > 36 (SS) Blows/Ft. 0-2 3-4 5-8 9-15 16-30 > 30 Consistency Very Soft Soft Medium Stiff Stiff Very Stiff Hard COARSE -GRAINED SOILS (CB) Blows/Ft. 0-5 6-14 15-46 47-79 > 79 RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Terms of Other Constituents Trace With Modifier Percent of Dry Weight <15 15-29 > 30 RELATIVE PROPORTIONS OF FINES Descriptive Terms of Other Constituents Trace With Modifiers Percent of Dry Weight <5 5— 12 >12 (SS) Blows/Ft. <3 4-9 10-29 30-50 > 50 Relative Density Very Loose Loose Medium Dense Dense Very Dense (CB) Blows/Ft. < 24 24-35 36-60 61-96 > 96 BEDROCK (SS) Blows/Ft. < 20 20-29 30-49 50-79 > 79 GRAIN SIZE TERMINOLOGY Major Component Consistency Weathered Firm Medium Hard Hard Very Hard of Sample Particle Size Boulders Cobbles Gravel Sand Silt or Clay Over 12 in. (300mm) 12 in. to 3 in. (300mm to 75 mm) 3 in. to #4 sieve (75mm to 4.75 mm) #4 to #200 sieve (4.75mm to 0.075mm) Passing #200 Sieve (0.075mm) PLASTICITY DESCRIPTION Term Non -plastic Low Medium High Plasticity Index 0 1-10 11-30 30+ UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests' Soil Classification Group Symbol Group Name Coarse Grained Soils Gravels Clean Gravels Cu ≥ 4 and 1 ≤ Cc ≤ 3E GW Well graded gravelF More than 50% retained More than 50% of coarse Less than 5% fines fraction retained on Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravelF on No. 200 sieve No. 4 sieve Gravels with Fines More Fines classify as ML or MH GM Silty gravelF''" than 12% fines Fines classify as CL or CH GC Clayey gravelF' Sands Clean Sands Cu ≥ 6 and 1 ≤ Cc ≤ 3E SW Well graded sand' 50% or more of coarse Less than 5% fines° fraction passes Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sand' No. 4 sieve Sands with Fines Fines classify as ML or MH SM Silty sand' More than 12% fines° Fines classify as CL or CH SC Clayey sand' Fine -Grained Soils Silts and Clays Inorganic PI > 7 and plots on or above "A" lined CL Lean clay"'L,M 50% or more passes the Liquid limit less than 50 No. 200 sieve PI < 4 or plots below "A" line ML Silt' Organic Liquid limit dried - oven Organic clayK'L,M,N < 0.75 OL Liquid limit dried - not Organic silt"`' -'M'° Silts and Clays Inorganic PI plots on or above "A" line CH Fat clay'M Liquid limit 50 or more PI plots below "A" line MH Elastic silt'Lm Organic Liquid limit - oven dried Organic clayK'L,M.P 0.75 OH < Liquid limit - not dried Organic silt"`' -'m'° Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat ABased B If field or boulders, c Gravels gravel graded °Sands sand sand ECU = on sample with with with with D60/D10 the with gravel silt, silt, silt, 5 or material contained both" 5 to 12% GW-GC with to 12% SW -SC SP -SC Cc to silt, fines = poorly passing cobbles group fines well GP well (D3°) -GC require graded 2 require graded graded name. the or poorly dual sand 3 -in. boulders, dual gravel sand (75 graded symbols: -mm) symbols: with with clay, with sieve or both, clay, gravel SW-SM SP-SM clay add GW-GM GP -GM with clay. "with well well poorly poorly graded cobbles graded graded "If ' J K L nn NPI fines are If soil contains If Atterberg If soil contains gravel," whichever If soil contains "sandy" to y If soil contains "gravelly" to ≥ 4 and organic, limits group g group plots ≥ 15% 15 ≥ 30% p name. ≥ 30% on add plot to 29% is name. or "with gravel, in shaded predominant. plus plus above organic add plus No. No. "A" "with area, No. 200, 200 200, line. fines" gravel" soil predominantly p predominantly add to group to group is a CL -ML, "with sand" y sand, name. gravel, name. silty clay. or "with add add F If Glf soil fines contains classify ≥ 15% as CL -ML, 010 x sand, D60 add use dual I'r "with sand" symbol to group GC -GM, name. or SC-SM. 0 P P PI QPI < 4 or plots on plots below plots or below "A" line. above "A" line. "A" line. I I For classification of fine-grained soils and fine-grained fraction of coarse -grained soils ,/ / , / Equation "A" line `�-e,/ AS „P `.• of - // Horizontal P1=4 to LL=25.5. at then P1=0.73 (LL -20) / // / O+ ` IND Equation of "U" - line ,/ o A / Vertical at LL=16 to P1=7 G ,/ then P1=0.9 (LL -8) / /' / , // / C MH or OH , , , , , // CL ML ML OL 4 __ ; or o 0 10 16 20 30 40 LIQUID 50 LIMIT 60 (LL) 70 80 90 100 110 ROCK CLASSIFICATION (Based on ASTM C-294) Sedimentary Rocks Sedimentary rocks are stratified materials laid down by water or wind. The sediments may be composed of particles or pre-existing rocks derived by mechanical weathering, evaporation or by chemical or organic origin. The sediments are usually indurated by cementation or compaction. Chert Very fine-grained siliceous rock composed of micro -crystalline or cyrptocrystalline quartz, chalcedony or opal. Cheri is various colored, porous to dense, hard and has a conchoidal to splintery fracture. Claystone Fine-grained rock composed of or derived by erosion of silts and clays or any rock containing clay. Soft massive and may contain carbonate minerals. Conglomerate Rock consisting of a considerable amount of rounded gravel, sand and cobbles with or without interstitial or cementing material. The cementing or interstitial material may be quartz, opal, calcite, dolomite, clay, iron oxides or other materials. Dolomite Limestone Sandstone Shale Siltstone A fine-grained carbonate rock consisting of the mineral dolomite [CaMg(OO3)2]. May contain noncarbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL). A fine-grained carbonate rock consisting of the mineral calcite (CaCO3). May contain noncarbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL). Rock consisting of particles of sand with or without interstitial and cementing materials. The cementing or interstitial material may be quartz, opal, calcite, dolomite, clay, iron oxides or other material. Fine-grained rock composed of or derived by erosion of silts and clays or any rock containing clay. Shale is hard, platy, of fissile may be gray, black, reddish or green and may contain some carbonate minerals (calcareous shale). Fine grained rock composed of or derived by erosion of silts or rock containing silt. Siltstones consist predominantly of silt sized particles (0.0625 to 0.002 mm in diameter) and are intermediate rocks between claystones and sandstones and may contain carbonate minerals. SIGNIFICANCE LABORATORY AND TEST PURPOSE SIGNIFICANCE PURPOSE TEST California Ratio Bearing Used subbase, materials to evaluate and for use the base in course road potential and airfield strength material, pavements. of including subgrade soil, recycled Pavement Design Thickness Consolidation Used both to differential develop an and estimate total settlement of both the of rate a structure. and amount of Foundation Design Direct Shear Used of soil to determine or rock. the consolidated drained shear strength Bearing Foundation and Slope Capacity, Design, Stability Dry Density Used to fine-grained determine soils. the in -place density of natural, inorganic, Index Property Soil Behavior Expansion Used soil and to to measure provide the a expansive basis for swell potential potential of classification. fine-grained Foundation Design and Slab Gradation Used particle for sizes the quantitative in soil. determination of the distribution of Soil Classification Liquid & Plastic Limit, Plasticity Index Used systems and materials. to as specify an to characterize integral the fine-grained part the of fine-grained engineering fraction fraction of classification construction of soils, Soil Classification Permeability Used liquid to determine or gas. the capacity of soil or rock to conduct a Groundwater Flow Analysis pH Used soil. to determine the degree of acidity or alkalinity of a Corrosion Potential Resistivity Used electrical to indicate currents. the relative ability of a soil medium to carry Corrosion Potential R -Value Used subbase, materials to evaluate and for use the base in course road potential and airfield strength material, pavements. including of subgrade recycled soil, Pavement Design Thickness Soluble Sulfate Used sulfates to determine within a soil mass. the quantitative amount of soluble Corrosion Potential Unconfined Compression obtain possess the state. approximate sufficient cohesion compressive to strength permit testing of soils in the Bearing Analysis Foundations Capacity for To that unconfined Water Content Used to mass. determine the quantitative amount of water in a soil Index Property Soil Behavior REPORT TERMINOLOGY (Based on ASTM D653) Allowable Soil Bearing Capacity Alluvium Aggregate Base Course Backfill Bedrock Bench Caisson (Drilled Pier or Shaft) Coefficient of Friction Colluvium Compaction Concrete Slab -on - Grade Differential Movement Earth Pressure ESAL Engineered Fill Equivalent Fluid Existing Fill (or Man -Made Fill) Existing Grade The recommended maximum contact stress developed at the interface of the foundation element and the supporting material. Soil, the constituents of which have been transported in suspension by flowing water and subsequently deposited by sedimentation. A layer of specified material placed on a subgrade or subbase usually beneath slabs or pavements. A specified material placed and compacted in a confined area. A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires drilling, wedging, blasting or other methods of extraordinary force for excavation. A horizontal surface in a sloped deposit. A concrete foundation element cast in a circular excavation which may have an enlarged base. Sometimes referred to as a cast -in -place pier or drilled shaft. A constant proportionality factor relating normal stress and the corresponding shear stress at which sliding starts between the two surfaces. Soil, the constituents of which have been deposited chiefly by gravity such as at the foot of a slope or cliff. The densification of a soil by means of mechanical manipulation A concrete surface layer cast directly upon a base, subbase or subgrade, and typically used as a floor system. Unequal settlement or heave between, or within foundation elements of structure. The pressure exerted by soil on any boundary such as a foundation wall. Equivalent Single Axle Load, a criteria used to convert traffic to a uniform standard, (18,000 pound axle loads). Specified material placed and compacted to specified density and/or moisture conditions under observations of a representative of a geotechnical engineer. A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral support presumed to be equivalent to that produced by the actual soil. This simplified approach is valid only when deformation conditions are such that the pressure increases linearly with depth and the wall friction is neglected. Materials deposited throughout the action of man prior to exploration of the site. The ground surface at the time of field exploration. REPORT TERMINOLOGY (Based on ASTM D653) Expansive Potential Finished Grade Footing Foundation Frost Depth Grade Beam Groundwater Heave Lithologic Native Grade Native Soil Optimum Moisture Content Perched Water Scarify Settlement Skin Friction (Side Shear) Soil (Earth) Strain Stress Strip Subbase Subgrade The potential of a soil to expand (increase in volume) due to absorption of moisture. The final grade created as a part of the project. A portion of the foundation of a structure that transmits loads directly to the soil. The lower part of a structure that transmits the loads to the soil or bedrock. The depth at which the ground becomes frozen during the winter season. A foundation element or wall, typically constructed of reinforced concrete, used to span between other foundation elements such as drilled piers. S ubsurface water found in the zone of saturation of soils or within fractures in bedrock. U pward movement. The characteristics which describe the composition and texture of soil and rock by observation. The naturally occurring ground surface. N aturally occurring on -site soil, sometimes referred to as natural soil. The water content at which a soil can be compacted to a maximum dry unit weight by a given compactive effort. Groundwater, usually of limited area maintained above a normal water elevation by the presence of an intervening relatively impervious continuous stratum. To mechanically loosen soil or break down existing soil structure. Downward movement. The frictional resistance developed between soil and an element of the structure such as a drilled pier. Sediments or other unconsolidated accumulations of solid particles produced by the physical and chemical disintegration of rocks, and which may or may not contain organic matter. The change in length per unit of length in a given direction. The force per unit area acting within a soil mass. To remove from present location. A layer of specified material in a pavement system between the subgrade and base course. The soil prepared and compacted to support a structure, slab or pavement system. DRAINAGE FABRIC 3/4 -INCH WASHED GRAVEL 4 -INCH DIAMETER PERFORATED OR SLOTTED DRAIN PIPE (TAP) GENERAL NOTES: 1. BLOCK -OUTS WITHIN FOOTING MAY BE FORMED USING CARDBOARD VOID, SOLID PVC PIPE, OR OTHER APPROVED METHOD 2. SLOPE DRAIN TRENCH AT A MINIMUM OF 1/8" PER LINEAL FOOT (APPROXIMATELY 1%) DOWN TOWARD OUTFALL. 3. AT HIGH POINT, BOTTOM OF TRENCH SHOULD BE 6 INCHES BELOW FOOTING. 4. EXCAVATE DRAIN TRENCH AT A 45 -DEGREE ANGLE (1:1) DOWN FROM FOOTING EDGE. 5. PIPE SHALL BE INSTALLED WITH SLOPE TO MATCH THE TRENCH, PERFORATIONS FACING DOWN. 6. MAINTAIN A MINIMUM OF ABOUT 2 TO 3 INCHES OF GRAVEL BELOW THE PIPE AND ABOUT 6 INCHES OF GRAVEL ABOVE THE PIPE. 7. APPROXIMATE QUANTITIES PER LINEAL FOOT: a. 3/4" WASHED GRAVEL: 1.5 CUBIC FEET b. DRAINAGE/FILTER FABRIC: 2 SQUARE FEET 8. DRAINS SHALL BE INSTALLED IN WINDOW WELLS AND CONNECTED TO DISCHARGE INTO FOUNDATION DRAIN SYSTEM FOOTING INTERUPTED WITH BLOCK -OUT OR VOID EVERY 10 TO 12 LINEAR FEET ON - CENTER TYPICAL INTERIOR PERIMETER DRAIN DETAIL FOOTING FOUNDATION NOT TO SCALE Cole Garner Geotechnical 1070 W. 124th Ave., Suite 300 Westminster, CO 80234 (303) 996-2999 J APPENDIX A BORING LOGS AND LAB SUMMARY FROM OUR PRELIMINARY GEOTECHNICAL SITE STUDY 0_ 0 w cc or c� CC U U H Q J 0 U co N O N O N O N 0 CD 0 0 cC 0 -456 6 cc w w z Q cc z Q U Q H Z cc LL ) C a N N- ti CD Q d H H z tD 2 G J O U 2 m o w H O w CD Cole Garner Geotechnical BORING NUMBER 1 .•r`,7T,1...-f__ 04 Geotech 1070 Telephone: Westminster, W 124th Ave CO 303-996-2999 Suite 80234 300 PAGE 1 OF 1 CLIENT St. Scholastica Catholic Church PROJECT NAME Proposed St. Scholastica Catholic Church Site PROJECT NUMBER 20.22.118 PROJECT LOCATION 649 State Highway 52 - Weld County, Colorado DATE STARTED 6/18/20 COMPLETED 6/18/20 GROUND SURFACE ELEV. Not Provided PROPOSED ELEV. Not Provided DRILLING CONTRACTOR Vine Laboratories SURFACE CONDITIONS Medium to high growth of grass and weeds DRILLING METHOD Buggy Rig/Solid Stem Auger GROUND WATER LEVELS: HAMMER TYPE Automatic V DURING DRILLING 12.00 ft LOGGED BY JL CHECKED BY AG 7 AFTER DRILLING 8.00 ft - 6/23/20 0 MATERIAL DESCRIPTION USCS SYMBOL IPLE TYPE RECOVERY PENETRATION blows/in DRY UNIT WT. (pcf) SWELL-CONSOL /SURCHARGE LOAD, %psf z0 Q O 0 o DEPTI (ft) MOIS1 CONTEI .. N. • • • \l'.<%. SANDY LEAN CLAY to CLAYEY SAND, brown to dark brown, - - iron -stained, moist to wet, soft to medium stiff 5 CL CB 100 10 / 12 15.9 108 +0.3/500 10 SC CB 100 3 / 12 20.2 108 - V 13 . . ••• .. • • • ".-:• . :.. :.:• I FINE to COASE SAND with SILT and GRAVEL, brown, iron -stained, 25 wet, medium dense to very dense 15 SP-SM CB 100 41 / 12 26.9 110 20 SP-SM CB 100 50 / 6 6.0 25 SP-SM CB 100 31/12 7.5 Approximate bottom of borehole at 25.0 feet. 0_ 0 w cc or c� CC U U H Q J 0 U H co N O N O N O N 0 CD H U w 0 cC 0 -456 6 cc w w z Q cc z Q CO c U Q H Z cc LL ) a N N- N- CD Q H z tD z G J O U 2 m o w H O w CD Cole Garner Geotechnical BORING NUMBER 2 .•r`,7T,1...-f__ 04 Geotech 1070 Telephone: Westminster, W 124th Ave CO 303-996-2999 Suite 80234 300 PAGE 1 OF 1 CLIENT St. Scholastica Catholic Church PROJECT NAME Proposed St. Scholastica Catholic Church Site PROJECT NUMBER 20.22.118 PROJECT LOCATION 649 State Highway 52 - Weld County, Colorado DATE STARTED 6/18/20 COMPLETED 6/18/20 GROUND SURFACE ELEV. Not Provided PROPOSED ELEV. Not Provided DRILLING CONTRACTOR Vine Laboratories SURFACE CONDITIONS Medium to high growth of grass and weeds DRILLING METHOD Buggy Rig/Hollow Stem Auger GROUND WATER LEVELS: HAMMER TYPE Automatic V DURING DRILLING 11.00 ft LOGGED BY JL CHECKED BY AG 7 AFTER DRILLING 9.00 ft - 6/23/20 0 MATERIAL DESCRIPTION USCS SYMBOL IPLE TYPE RECOVERY PENETRATION blows/in DRY UNIT WT. (pcf) SWELL-CONSOL /SURCHARGE LOAD, %psf z0 Q O 0 o DEPTI (ft) MOIS1 CONTEI • • • • SANDY LEAN CLAY, varies to Clayey Sand, light brown to brown, iron -stained, calcareous, moist to wet, soft to medium stiff CL CB 100 5 / 12 14.6 109 -0.2/500 10 CL CB 100 9 / 12 19.4 105 -0.7/500 _ 12 :. FINE to COARSE SAND with SILT and GRAVEL, brown, - - iron -stained, 27 wet, medium dense to dense 15 SW-SM CB 100 26 / 12 10.4 20 SP-SM CB 100 50 / 10 5.5 131 25 SP-SM CB 100 45 / 12 8.1 131 SANDY CLAYSTONE BEDROCK, grey, moist, very hard 35 30 - CB 100 50 / 4 16.9 112 35 - CB 100 50 / 4 13.8 119 Approximate bottom of borehole at 35.0 feet. 0_ O w cc or c� CC U U H Q J 0 U H co N O N O N O N 0 CD 0 cC 0 -456 6 cc w w z Q cc z Q U Q H Z cc LL ) C a N N- ti CD Q d H H z tD 2 G J O U 2 m o w H O w CD Cole Garner Geotechnical BORING NUMBER 3 .•r`,7T,1...-f__ 04 Geotech 1070 Telephone: Westminster, W 124th Ave CO 303-996-2999 Suite 80234 300 PAGE 1 OF 1 CLIENT St. Scholastica Catholic Church PROJECT NAME Proposed St. Scholastica Catholic Church Site PROJECT NUMBER 20.22.118 PROJECT LOCATION 649 State Highway 52 - Weld County, Colorado DATE STARTED 6/18/20 COMPLETED 6/18/20 GROUND SURFACE ELEV. Not Provided PROPOSED ELEV. Not Provided DRILLING CONTRACTOR Vine Laboratories SURFACE CONDITIONS Medium to high growth of grass and weeds DRILLING METHOD Buggy Rig/Solid Stem Auger GROUND WATER LEVELS: HAMMER TYPE Automatic V DURING DRILLING 13.00 ft LOGGED BY JL CHECKED BY AG 7 AFTER DRILLING 12.00 ft - 6/23/20 0 MATERIAL DESCRIPTION USCS SYMBOL IPLE TYPE RECOVERY PENETRATION blows/in DRY UNIT WT. (pcf) SWELL-CONSOL /SURCHARGE LOAD, %psf z0 Q O 0 o DEPTI (ft) MOIS1 CONTEI .. N. • • • \ 1' . < _t . - - SANDY LEAN CLAY and CLAYEY to SILTY SAND, brown, dry to wet, medium stiff 5 CL CB 100 9 / 12 8.1 109 -0.3/500 10 CL CB 100 10 / 12 17.4 109 -0.3/500 13 U .. ....:• . • -...:':-:•:••• • ". • - :.. :• • FINE to COARSE SAND with SILT and GRAVEL, tan, brown, wet, medium 25 dense 15 SP-SM CB 100 25 / 12 6.2 20 SP-SM CB 100 37 / 12 5.3 136 _ _ 25 SP-SM CB 100 37 / 12 2.6 Approximate bottom of borehole at 25.0 feet. 0 r2 ILI 0_ CC U J 0 H co N O N 0 N O NJ 0 w CD CO H 0 w 0 0 CD N C w z H Q n_ z rc LL ) C a N N- ti Q d H H z tD 2 G J 0 U 2 m c.) w H 0 w CD Cole Garner Geotechnical BORING NUMBER 4 • •r`,7�,I..--f__ 04 Geotech 1070 Telephone: Westminster, W 124th Ave CO 303-996-2999 Suite 80234 300 PAGE 1 OF 1 CLIENT St. Scholastica Catholic Church PROJECT NAME Proposed St. Scholastica Catholic Church Site PROJECT NUMBER 20.22.118 PROJECT LOCATION 649 State Highway 52 - Weld County, Colorado DATE STARTED 6/18/20 COMPLETED 6/18/20 GROUND SURFACE ELEV. Not Provided PROPOSED ELEV. Not Provided DRILLING CONTRACTOR Vine Laboratories SURFACE CONDITIONS Medium to high growth of grass and weeds DRILLING METHOD Buggy Rig/Solid Stem Auger GROUND WATER LEVELS: HAMMER TYPE Automatic V DURING DRILLING 16.00 ft LOGGED BY JL CHECKED BY AG 7 AFTER DRILLING 16.00 ft - 6/23/20 0 MATERIAL DESCRIPTION USCS SYMBOL IPLE TYPE RECOVERY PENETRATION blows/in DRY UNIT WT. (pcf) SWELL-CONSOL /SURCHARGE LOAD, %psf z0 Q O O o DEPTI (ft) MOIS1 CONTEI • ••• • • . • . ". . .;• ;.; .-• -. J ;.; • - - - CLAYEY to SILTY SAND, fine to medium -grained, varies with Sandy 10 Lean Clay lenses, light brown to brown, dry to moist, loose SC/SM CB 100 6 / 12 4.9 105 5 SM CB 100 9 / 12 4.1 109 -0.9/500 ii 10 SC/SM CB 100 6 / 12 8.6 101 -0.6/1000 •• •• • • • • N. .. \ _• .• , : SANDY LEAN CLAY, brown to dark brown, moist to wet, - - medium stiff 15 CL CB 100 6 / 12 22.9 97 18 - CLAYEY to SILTY SAND, fine to medium -grained, brown, iron -stained, 23 moist to wet, loose 20 SC/SM CB 100 12 / 12 22.8 104 . .• .• -. • .. :.;. .. 1.25 FINE to COARSE SAND with SILT and GRAVEL, tan, brown, - wet, dense 25 SP-SM CB 100 50 I 8 6.4 Approximate bottom of borehole at 25.0 feet. LAB SUMMARY - GINT STD US LAB.GDT - 717120 10:16 - Y:\GINT BACKUPSIMAIN TRANSFER 10 281PROJECTS GEO 2020\20.22.118 STSCHOLASTICACHURCH-PRELIM.GPJ Cole Garner Geotechnical SUMMARY OF LABORATORY RESULTS CLIENT 114 Geotech __ St. Scholastica 1070 Telephone: Westminster, W 124th Catholic CO 303-996-2999 Church Ave Suite 80234 300 PROJECT NAME Proposed St. Scholastica Catholic Church PAGE 1 Site OF 1 PROJECT NUMBER 20.22.118 PROJECT LOCATION 649 State Highway 52 - Weld County, Colorado Borehole Depth Soil Description Water Dry Swell Consolidation (+) or (-)1 Water Soluble Passing Atterberg Limits Content ° (%) Density (pcf) Surcharge (%/psf) Sulfates (ppm) #200 Sieve ° (0/0) Liquid Limit Plastic Limit Plasticity Index 1 4 SANDY LEAN CLAY(CL) 15.9 108.5 +0.3/500 59 37 20 17 1 9 CLAYEY SAND 20.2 108.0 1 14 FINE to COARSE SAND with SILT and GRAVEL 26.9 109.6 1 19 FINE to COARSE SAND with SILT and GRAVEL 6.0 1 24 FINE to COARSE SAND with SILT and GRAVEL 7.5 2 4 SANDY LEAN CLAY 14.6 108.8 -0.2/500 100 2 9 LEAN CLAY(CL) 19.4 105.2 -0.7/500 89 49 19 30 2 14 FINE to COARSE SAND with SILT and GRAVEL 10.4 8 NP NP NP 2 19 FINE to COARSE SAND with SILT and GRAVEL 5.5 130.6 2 24 FINE to COARSE SAND with SILT and GRAVEL 8.1 131.0 2 29 SANDY CLAYSTONE BEDROCK 16.9 112.4 2 34 SANDY CLAYSTONE BEDROCK 13.8 118.6 3 4 SANDY LEAN CLAY(CL) 8.1 108.5 -0.3/500 58 36 21 15 3 9 SANDY LEAN CLAY 17.4 109.0 -0.3/500 3 14 FINE to COARSE SAND with SILT and GRAVEL 6.2 3 19 FINE to COARSE SAND with SILT and GRAVEL 5.3 136.2 3 24 FINE to COARSE SAND with SILT and GRAVEL 2.6 4 2 CLAYEY to SILTY SAND 4.9 104.7 4 4 SILTY SAND(SM) M) 4.1 109.0 -0.9/500 0 24 NP NP NP 4 9 CLAYEY to SILTY SAND 8.6 101.0 -0.6/1000 4 14 SANDY LEAN CLAY 22.9 96.9 4 19 CLAYEY to SILTY SAND 22.8 104.4 4 24 FINE to COARSE SAND with SILT and GRAVEL 6.4 CHURCH Onsite Wastewater Consultants ill ON -SITE WASTEWATER TREATMENT SYSTEM (OWTS) DESIGN REPORT NOVEMBER 5, 2021 P repared By: CHURCH Onsite Wastewater Consultants, LLC P .O. Box 18796; Golden, CO 80402 Phone: 720-898-3434 E -Mail: kcarney@gmail.com Subject Site: St. Scholastica Parish, 649 Highway 52 Job No: B1593 Weld County, Colorado BASIS OF DESIGN P repared for: St. Scholastica Catholic Parish Mr. John Bolders P .O. Box 402 Erie, CO 80515 Phone: 720-319-5161 E -Mail: holders @ pm.me The following OWTS report provides design information for a new church building with 236 attendees at 649 Highway 52, in Weld County, Colorado. The 9.54 -acre property is currently developed with a barn, office and meeting hall. The design is to replace the current system which is undersized. The property is fronted on the south by State Highway 52 and surrounded on all other sides by private parcels. The raw wastewater characteristics for this design are expected to be similar to the average residential raw wastewater properties as indicated in the table below: Table 8: Typical Composition of Untreated Domestic Wastewater Composition Units Concentration Weak Average 220 Strong 350 Total Suspended Solids Mg/L 100 BOD5 at 20°C 0 1g/L 110 220 400 Nitrogen (total as N) Mg/L 20 40 85 Phosphorus (total as P) Mg/L 4 8 15 Fats, Oils & Grease (FOG) Mg/L 50 100 150 Total Coliform Mg/L 106-10' 10'-10a 10$-109 source: i a a, I ypicai composition of untreated domestic wastewater from Wastewater Engineering, Treatment, Disposal and Reuse, Metcalf & Eddy, 1991. The wastewater flows are anticipated to be within the normal range for the residential application indicated. The estimated wastewater flows from the structure are provided in the calculations of the components in this report. These OWTS design documents are based on the requirements of sound OWTS engineering design principles and the Weld County Health Department, Onsite Wastewater Treatment System Regulations, effective February 12, 2018. P.O. Box 18796, Golden, CO 80402 • Voice 720-898-3434 B1593 — 649 Highway 52., OWTS Design Report November 5, 2021, Page 2 Note that the design for this onsite wastewater system shall include both the written report and the design figures. The OWTS design incorporates the County OWTS regulations, as currently amended, by this reference. COWC recommends that when soliciting for costs of equipment, the complete design package be submitted to suppliers to allow them to understand the design and provide the correct components/equipment. It is the responsibility of the installer to have sufficient knowledge and experience installing systems of this type to be able to review the entire set of design documents and understand the system concept and the intent of the design. If the installer does not understand the design intent and the system concept, the system installation should not be bid. If there are items in the design that are not clear, or if errors are noted during the installer's review of the design package, the installer should call CHURCH OWC, before bidding, to clarify and correct. The county permit issued for this site is specific to the engineered design documents as submitted. N o changes to the system design are allowed without written permission from the design engineer. If at any time, the installer changes any portion of the design without written permission from the design engineer, there is the risk that the engineer may reject the changes and that the changed item(s) will have to be removed and/or reworked to conform to the permitted design documents at the installer's own expense. P UBLISHED SITE INFORMATION AND SITE CONDITIONS Date Site Investigation Conducted: 6/15/2021 Water Supply: The subject property is served by Left Hand Water. Topography: Topography at the site is mostly flat. Slopes range from 3 to 5% to the north. Soil Data: A Web Soil Survey has been obtained from the USDA, Natural Resources Conservation Service (NRCS), and is attached to this report. S ubsurface Investigation: Subsurface conditions were investigated in three profile test pits excavated by backhoe at the locations indicated on Figure 1. Subsurface conditions are presented in Appendix A attached with this report. Based on all available soils information, the soil is classified as Soil Type 3. A TL3, chambered, soil treatment area bed is proposed with a long-term acceptance rate (LTAR) of 0.35. Existing OWTS Records: The existing septic tanks and fields are to be abandoned. Landscape Position: Landscape position was determined by observation of the site in comparison to the Slope Shape and Hillslope descriptions as defined by the National Resource Conservation Service, NRCS. Landscape position is described as LL (linear, linear), having a slope to the northeast at the proposed STA location of approximately 3-5%. Vegetation: The site is covered in native grasses and trees. B1593 — 649 Highway 52., OWTS Design Report November 5, 2021, Page 3 Natural and Cultural Features: No known natural or cultural features exist on this site. Current and Historic Land Use: The current use of the parcel is as a commercial parcel. Historical u se is unknown. Additional Information: A. Survey: Site survey information was provided by integration design group. A development plan was provided by Tait & Associates, Inc. The site plan drawing was derived from the site development plan, information obtained during the initial site visit, county records, and aerial images. B. Easements: There are no known easements on the property. C. Floodplain: A special flood base area is located west of the property. No floodplain exists within the property. D. Aerial: An aerial image has been included with this report. Please see attached NRCS soils report for aerial image. E. Climate information: Climate information is included in the NRCS soils report. F. Delineated Wetlands: No delineated wetlands have been identified on the subject property. OWTS DESIGN The design is for a church with 236 attendees. There are no known or anticipated changes in land u se that would impact the proposed system. Design flow values: Churches, per seat; with food service = 7.5 gpd 236 attendees x 7.5 gpd = 1,770 GPD, 2,000-GPD used for conservative design purposes. Building Sewer: All new building sewer piping, and the proposed sections between the tanks shall be 4 -inch Schedule 40 PVC installed with a minimum slope of 2% to the septic tank. Joints shall be solvent welded or gasketed bell & spigot. Cleanouts are required 1) at the stubout from the building, within 5 -feet of the face of the structure, 2) at spacing not exceeding 100 feet, and 3) u pslope of two or more bends closer than ten feet in the sewer pipe, within 10 -feet above the u pslope bend. Short sweep bends in the building sewer pipe are not to exceed 45 degrees although a long sweep bend is permissible. The pipe should be properly bedded per the typical trench detail presented in the design drawings. Tank: All existing septic tanks shall be abandoned. The required septic tank capacity shall be achieved by installing a new 2,000 gallon, single -compartment, Front Range Precast concrete septic tank followed in series by a second 2,000 gallon, single compartment Front Range Precast concrete septic tank with an effluent filter and high-water alarm in the outlet tee of the tank. This shall effectively create 2 compartments with 4,000 -gallons of capacity. A 2,500 gallon, single - compartment, Front Range Precast equalization tank with a pump shall be installed after the septic tank. The equalization tank and timed dosing pump will allow no more than 1,000-gpd of wastewater to flow to the treatment units and soil treatment area. All the components downstream of the u qualization tank will be sized for 1,000-gpd. B1593 — 649 Highway 52., OWTS Design Report November 5, 2021, Page 4 A 2,000 gallon, modified 3 -compartment concrete tank, with a 3 -compartment lid shall be installed for the recirculation and dosing tank. The tank shall have the first baffle removed, and the second sealed to the top of the tank. A recirculation splitter valve shall be installed in the first access riser, a recirculation pump in the second access riser pumping to the (2) AX20 units, and a discharge pump in the third access opening pumping to the soil treatment area. All concrete tanks shall have ani-buoyancy collars. The installer shall provide a handle extension, if necessary, to bring any filter handle within 6 to 12 -inches of the bottom of the outlet compartment riser lid. Provide a stable subgrade for over the tank. Over -excavate all soft and yielding material and backfill with �/2" minus -material. Tank bedding shall be 5 -inches of sand. Backfill around the tank in lifts not to exceed 12" loose thickness and compact each lift. Compact all fill and backfill to a minimum 90% max dry density and all bedding to a minimum 95% max dry density. All compaction shall be in accordance with ASTM D698. See Figure 3 & 4 for tank installation details. Alternate tanks are permissible with approval of design engineer. No mid -seam tanks will be allowed. AdvanTex Treatment Units: Two (2) AdvanTex AX -20 treatment units are specified to treat the wastewater for 1,000-gpd. The AX units shall be buried so that 2 -inches protrudes above final grade and such that treated effluent will gravity flow from the units back to the recirculation tank. Installer shall ensure adequate compaction of backfill soils between units. The excavation dimensions for the higher -level treatment unit shall be in accordance with the manufacturer's installation guidelines. The AX20 units shall be backfilled in accordance with the manufacturer's instructions, with granular material, placed and consolidated as instructed. Pumping System: The equalization pump, recirculation pump and discharge pump shall all be Orenco Systems, Inc. (OSI) PF5005, 1/2 HP, 115 Volt, Single Phase pumps, The recirculation pump shall be preceded by an OSI Biotube effluent filter model FT0854-38A mounted to the outlet of the second septic tank. Tank Discharge Piping: A 2 -inch diameter Schedule 40 PVC shall be installed between the equalization tank and the recirculation/discharge tank, and between the discharge pump and the automatic distribution valve (ADV). The pipe shall be properly bedded per the typical trench detail presented on the design drawings. The piping shall be installed with a minimum slope of 1% to drain between pump cycles. The ADV must be installed at the high point. Control Panels: An OSI S1-PTROETMCT control panel shall be installed next to the equalization tank to control the equalization pump and high-water alarm in tank 3. An OSI Vericomm Control Panel specified by the manufacturer shall be installed to control both the recirculation pump, the discharge pump and alarms. The panel shall be wired by an electrician licensed in the State of Colorado. All installation and wiring shall be in accordance with the instructions of the manufacturer and the National Electric Code; the more stringent requirements shall govern the installation process. Controls and alarms shall be listed per UL 508Yhe control panel shall be installed near the septic tank on a 4 -inch by 4 -inch pressure treated post with a line of site to the pump vault riser. Furnish and install a pressure treated plywood backing board to mount the control panel. Coordinate with owner for location of panel. B1593 — 649 Highway 52., OWTS Design Report November 5, 2021, Page 5 Soil Treatment Area: The Soil Treatment Area (STA) shall be a three (3), pressure dosed, chambered beds. The soil in the area of the proposed STA is classified as Type 3. Therefore, an LTAR of 0.35 will be used for the design. The STA size using Infiltrator Quick -4 Plus Standard chambers is as follows: • Long Term Acceptance Rate (LTAR) = 0.35 Gallons/day/SF. • Equalized Design Flow = 1,000 gallons per day. • STA = Design Flow (gallons/day)/LTAR (gallons/day/SF) = 1,000/0.35 = 2,857.1 SF • Estimated number and configuration of Infiltrator Quick4 Standard Chambers = 2,857.1 SF/12 SF/Chamber = 239 chambers. • Configuration: 3 beds with 4 rows of 24 chambers per row, for a total of 288 chambers. The STA shall be excavated to the lines and grades indicated on the design figures. The finished grade of the STA area shall be configured to drain precipitation or snow melt away from the field area. The STA shall be excavated 24" below finished grade to define the infiltrative surface. The finished soil cap over the chambers will be a minimum of 10 -inches and a maximum of 24 -inches. The STA should be constructed similar to details in Figure 7. Vertical Separations: Three (3) feet of vertical separation is required between the bottom of the chambers (infiltrative surface) and any restrictive layer. The restrictive layer is groundwater at 7 - feet. Surface Activity: No surface activities that compact the soils of the STA shall be permitted. It is recommended that the STA be fenced and/or barriers be installed to protect the laterals and in - situ soils. Ground Cover: The STA shall be planted with drought tolerant native grasses, and irrigation shall not be allowed over the STA. Continually watering the absorption area will cause premature absorption system failure. The installer shall verify with the system owner who will have the responsibility of maintaining and watering the seed until it germinates and becomes established. OWTS CONSTRUCTION The OWTS shall be constructed to meet all Weld County Health Department OWTS requirements. Please see the attached OVVTS design drawings for elevations of the key components of the OVVTS. There are no anticipated or expected construction issues with the installation of the OWTS. The area selected for the septic tank, piping and STA are clear of interfering objects, set back from existing structures far enough to allow the use of standard excavation equipment and piling of soil spoil. INSTALLATION OBSERVATIONS The installation of the OWTS shall be observed by the design engineer. A minimum of one observation is required after the septic tanks, AX20 units, pumps, piping, valves and chambers are installed with risers on the tank, and inlet and outlet connections properly bedded, prior to backfill. Our office should be called at 720-898-3434 to observe the installation of the OVVTS at least 24 hours in advance. These observations, any repeat observations, OVVTS design revisions, B1593 — 649 Highway 52., OWTS Design Report November 5, 2021, Page 6 staking of STAs or additional site visit requirements are not included in the scope of work of this design and will be invoiced at an additional unit rate fee. OPERATION AND PREVENTATIVE MAINTENANCE SCHEDULE The goal of an operation and maintenance schedule is to observe the system function and operation, perform minor maintenance to allow for proper, long term functioning of the system and to record performance data for future evaluation. All system equipment will require some level of monitoring and maintenance to ensure it is functioning within the manufacturer's specifications and the intent of the design documents. The owner should obtain the manufacturer's Operations and Maintenance Manual for each piece of proprietary equipment in the system, and ensure that the equipment/component is properly serviced per the manufacturer's recommendations. To ensure that the equipment/component is functioning properly, the system owner can periodically check the equipment, or can hire a trained and certified maintenance provider. Septic Tanks: The scum and sludge accumulation in the septic tank(s) should be monitored yearly. Once the cumulative scum or sludge thickness reaches 18 -inches, the entire tank should be pumped. A pumping frequency of 1 to 3 years at design flows is common. An alternative is a regular pumping frequency of every 2 years. AX Unit: A maintenance agreement with a certified service provider to provide maintenance of the AX20 units is required. Filter and Effluent Pumping System: The effluent filter at the septic tank discharge should be cleaned (hosed off) at the time of pumping or as needed. The effluent pump should be checked semi-annually to ensure pump is functioning properly. If the alarm sounds, the pumps and floats should be checked and/or serviced immediately. The filter should be pulled and observed every six -months for at least the first 18 -months to establish a cleaning frequency. If the filter is observed to be relatively clean after a six-month interval, then the interval can be extended to 9-12 months between cleanings. If the filter is observed to be relatively clogged after a six-month interval, then the observation and cleaning frequency should be shortened to 3-4 months. Automatic Distributing Valve: The ADV should be checked at the time the pump and float system is checked. Each discharge pipe of the ADV has a section of clear PVC pipe, through which the flow of pumped effluent can be observed. To check that the ADV is properly alternating through the outlet pipes, the observer removes the lid of the ADV vault to see the ADV. Then activate the pump and observe which outlet pipe the effluent is discharging through. Shut off the flow by turning the valve preceding the ADV and allow the cam to drop into position. Open the valve and observe the ADV to see that the effluent is discharging through a different outlet pipe; repeat these steps for each outlet pipe. Soil Treatment Area: The surface area around the STA is to be observed monthly for signs of failure such as lush vegetation growth or effluent ponding. Liquid levels within each field section are to be observed through the observation pipes, and levels recorded. Flow to each field is to be controlled through the pump and piping manifolds. The laterals should be flushed yearly. B1593 — 649 Highway 52., OWTS Design Report November 5, 2021, Page 7 General: System users must realize an onsite wastewater system is different from public sewer service. There are daily considerations such as not putting plastic or other nonbiodegradable material into the system. Water use should be monitored so toilets are not allowed to leak when seals malfunction. Allowing fixtures to flow continuously to prevent water lines from freezing is not acceptable. Laundry should be spread out through the week to prevent hydraulically overloading the field. Although the proposed system can accommodate variable flows, spreading water use over several hours and eliminating peak flows is recommended. To illustrate the point, a malfunctioning toilet can discharge in excess of 1,000 GPD. Excessive daily loading could flood and irreparably harm the OWTS. Discharging fats, oils and grease (FOG) from any source into the household drains can be detrimental to the OWTS. COWC strongly recommends that the owner limit the use of any garbage disposal and dispose of FOG, uneaten food when cleaning dishes before washing, food scraps and food preparation remains into the trash and not down the household drains. Water softener backwash from a salt -type water softener must not be plumbed into the septic tank or AX20 unit, as this will void the system's warranty. See the Orenco white paper, Water Softeners and Wastewater Treatment Systems, CWP-SOFT-1, for more information. A separate drywell should be constructed for the backwash waste, if a softener is installed. The design of the OWTS is based on the treatment of domestic sewage only. Swimming pool or spa water should not be discharged into the OWTS. The proposed OWTS design is based on the flows noted in the report. Increased flows may hydraulically or organically overload each the OWTS, causing premature failure. LIMITATIONS Our investigation, layout, design, and recommendations are based on data submitted. If conditions different from those described in this report are encountered, COWC should be called to observe the conditions and make design changes if necessary. If proposed construction is changed, COWC should be notified to evaluate the effect of the changes on the wastewater system. All construction is to be in accordance with the current OWTS regulations. Pipe type and size, burial requirements, septic tank construction, and other specifications, which are not depicted in our report, are to conform to the requirements of the OWTS regulations. The system installer shall be licensed by the county health department & have demonstrated knowledge of the OWTS regulations & requirements. This onsite wastewater system design is intended to be used only for the wastewater load specified in the STA calculations and for the site indicated on the subject line. Any other application of this design is not authorized by CHURCH Onsite Wastewater Consultants, LLC. Use of this design for any other area on the subject lot than designated, on any other lot or for wastewater volumes or strengths not indicated, constitutes a misapplication of the design and voids all liabilities on the part of COWC. B1593 — 649 Highway 52., OWTS Design Report November 5, 2021, Page 8 COWC encourages the owners of the system to research OWTS operations and maintenance information and also visit online websites providing OWTS information: www.nsfc.edu, https://www.weldgov.com/Government/Departments/Health-and-Environment/Environmental- Health/Septic-Systems or www.cpow.info or to learn how the OWTS should be operated and maintained. If there are questions, or if clarifications are desired, please feel free to contact COWC. Sincerely, CHURCH Onsite .Wastewater Consultants, LLC. Kathryn E. Carney, P.E. Principal Engineer ±9.54 ACRES 649 HIGHWAY 52 WELD COUNTY, COLORADO 50 110 2'0 SCALE: 1" = 100' NOTES: 1. PUBLIC WATER SUPPLIED BY LEFT HAND WATER 2. PROPERLY ABANDON ALL EXISTING OWTS • CALL UTILITY NOTIFICATION CENTER OF COLORADO 1-800-922-1987 CALL TWO BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE OR EXCAVATE TO ALLOW FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES THE LOCATION OF PROPERTY LINES AND EXISTING STRUCTURES, FENCING AND DRIVEWAY ARE NOT THE RESULT OF A PROPERTY SURVEY. IMPROVEMENT LOCATIONS ARE APPROXIMATE. IT IS THE PROPERTY OWNER'S RESPONSIBILITY TO DEFINE PROPERTY BOUNDARIES AND ENSURE ALL ONSITE IMPROVEMENTS ARE LOCATED WITHIN THE PLATTED SITE AND OUT OF INAPPROPRIATE EASEMENTS. ALL SEPARATION DISTANCES ARE TO BE VERIFIED PRIOR TO EXCAVATION. CHURCH OWC, LLC Onsite Wastewater Consultants Onsite Wastewater Engineering -Civil Engineering P.O. Box 18796, Golden, CO 80402 Voice: (720) 898-3434 649 HIGHWAY 52 - OWTS SITE PLAN N Revision Date DESIGNED BY: DRAWN BY: CHECKED BY: DATE: NMW NMW KEC 10/28/2021 JOB NO. B1593 Fi ure1 of NEW CHURCH FT = 4964.50 BUILDING STUBOUT - 4961 FG OF SEPTIC TANKS - 4958 TOP OF 1ST 2,000 GAL TANK - 4956 INVERT INLET OF 1ST 2,000 GAL TANK - 4954.75 INVERT OUTLET OF 1ST 2,000 GAL TANK - 4954.5 TOP OF 2ND 2,000 GAL TANK - 4955.5 INVERT INLET OF 2ND 2,000 GAL TANK - 4954.25 INVERT OUTLET OF 2ND 2,000 GAL TANK - 4954 FIN GRADE AT TANK 3 & 4 = 4957 TOP OF 3RD 2,500 GAL EQ TANK - 4954 INVERT INLET OF 3RD 2,500 GAL EQ TANK - 4952.75 INVERT OUTLET OF 3RD 2,500 GAL EQ TANK - 4954 TOP OF 4TH 2,000 GAL TANK - 4954 INVERT INLET OF 4TH 2,000 GAL TANK - 4952.50 INVERT OUTLET OF 4TH 2,000 GAL TANK - 4954 TOP OF AX20 UNITS - 4956.5 FG OF ADV - 4961 INVERT INLET OF ADV - 4959.5 FG OF SOIL TREATMENT AREA - 4958-4961 TOP OF CHAMBER - 4957-4960 INFILTRATIVE SURFACE — 4956-4959 GROUNDWATER -- 4951.2 CHURCH OWC, LLC Onsite Wastewater Consultants Onsite Wastewater Engineering -Civil Engineering / / 2,000 GAL FLXX RECIRC 8c DOSE TANK /// // i / 2,500 GAL FLXX EQ TANK WITH PUMP j; i FLXX 2,000 1 -COMP SEPTIC TANKS rr�uru�tu RETENTION POND11 r LOCATION _ . _� it illi 2" SCH 40 PVC DISCHARGE PIPE !a■ . - a NEW CHURCH `r'�BUILDING #ilirjoellirsafrr/Zilles.:::::::-..:..ipi:.•;.1:-.• + • , - grit ` : r .• %.. > >• • :�- r �.. �'� rte. \+• ~•\. t4.• ▪ • .� •' •••.�. a -{YY„a '1 -a is cal°•�'• •9•.:%•..• .•q•s t �;f• PVC 1....1.1..;:� 1::: .. • • ...,_::.••.:;..:: ry a:-�aY rY r Y 24 INCH WATER TIGHT LID W/2" FOAM INSULATION, TYP BUILDING SEWER M POSITIVE SLOPE I I SAW CUT VERT - MIN 6", 2 -SIDES OF PIPE • r `2;\\i 2,000 GALLON 1 -COMPARTMENT (TANK 1) 24" PVC RISER; BOND TO TANK W/RECOMMENDED ADHESIVE FINISHED GRADE POSITIVE SLOPE • • . .\\ \\\r\\\ j s ,\ \%\° >\\:/\> \ ` 2,000 GALLON 1 -COMPARTMENT (TANK 2) GENERAL DOSING TANK NOTES: 1. ORENCO EFFLUENT FILTER MODEL FT0854-38A SHALL BE INSTALLED AT THE OUTLET OF TANK 2. 2. CONTRACTOR SHALL FURNISH AND INSTALL EXTERNAL SPLICE BOX. 3. ALL EQUIPMENT ACCESS HANDLES SHALL BE EXTENDED TO A MAX OF 12" BELOW BOTTOM OF RISER LID. 4. SLOPE FINISHED GRADE AWAY FROM TANK LIDS AT MIN 5% FOR 5 -FEET. MIN SLOPE THEREAFTER IS 2% AWAY . FROM TANK. 5. EXTEND ALL RISERS TO 1" ABOVE SURFACE AT FINISHED GRADE. 6. TANKS SPECIFIED ARE FRONT RANGE PRECAST CONCRETE TANKS. IF OTHER MFG TANK IS USED, CONTACT DESIGN ENGINEER FOR APPROVAL. NO MID -SEAM TANKS SHALL BE ALLOWED. 7. PROOF ROLL SUBGRADE PRIOR TO PLACING BEDDING. COMPACT BEDDING TO MIN 95% MAX DRY DENSITY. 8. PROVIDE EXCAVATION FOR TANK IN ACCORDANCE W/OSHA REGULATIONS TO FURNISH A SAFE WORKING ENVIRONMENT FOR INSTALLERS. 9. FASTEN FLOAT TREE RETAINERS TO FACE OF TANK LID ACCESS HOLES. 10. INSULATE TANK LIDS AND RISERS W/2" CLOSED CELL FOAM INSULATION AT SITES WHERE FROST PENETRATION EXCEEDS 36". 11. PROVIDE A STABLE SUBGRADE FOR TANKS. OVEREXCAVATE ALL SOFT & YIELDING MAT'L. BACKFILL W/ 1/2" MINUS SAND. BACKFILL & COMPACT IN LIFTS TO BOT PIPES BEFORE INSTALLING PIPES. COMPACT ALL SUBGRADE & SOIL TO MIN 95% MAX DRY DENSITY PER ASTM D698. 12. BACKFILL IN MAX 12" LIFTS AROUND TANKS TO BOTTOM OF INLET AND OUTLET PIPES BEFORE PLACING PIPES. BED PIPES BEFORE PLACING. 13. INSTALL GROUND WATER MONITORING PIPE IN TANK EXCAVATIONS, ADJACENT TO TANK WALLS AT MIDPOINT. 14. EXTEND CONDUIT FULL LENGTH TO CONTROL PANEL. FURNISH & INSTALL A CONDUIT SEAL PER MFGS INSTRUCTIONS. RISER INSULATION DETAIL 24" PVC RISER AND WATER TIGHT LID /977-77.7 FILTER CARTRIDGE HANDLE (FIELD CUT TO DESIRED HEIGHT) VENT ORIFICE \! A 0\ GRAVITY DISCHARGE TO NEXT TANK ////\\///\\// VAULT INLET PORTS /A------IN-SITU MATERIAL ORENCO FT0854-3M EFFLUENT FILTER 2" MIN INSULBOARD INSIDE RISER INSULATION AT TOP, TYP TANK RISER 2" MIN INSULBOARD ALL SIDES OF RISER FILL SOIL BETWEEN INSULBOARD AND RISER BEDDING MATERIAL GRADATION (CDOT #7) SIEVE SIZE (IN) % PASSING 3/4 100 1/2 90-100 3/8 40--70 #4 0-15 #8 0-5 CHURCH OWC, LLC Onsite Wastewater Consultants Onsite Wastewater Engineering -Civil Engineering P.O. Box 18796, Golden, CO 80402 Voice: (720) 898-3434 649 HIGHWAY RD - OWTS O 2,000 GALLON SEPTIC TANKS No, Revision Date DESIGNED BY: DRAWN BY: CHECKED BY: DATE: NMW NMW KEC 10/28/2021 JOB NO. B1593 Figure 3 of 9 2" SCHED 40 PVC FROM TANK 3 eX HIGH WATER ALARM/TIMER OVERIDE FLOAT TIMER ON FLOAT REDUNDANT OFF/LOW WATER ALARM FLOAT /195,\ /2 FLOW INDUCER TOWER COMPACTED BACKFILL SOIL ANTI -BUOYANCY COLLAR, TYP HIGH LVL ALRM/TIMER OVERRIDE ON/OFF FLOAT TIMER ON/OFF FLOAT REDUNDANT OFF & LOW LVL 2,000 -GAL ALARM FLOAT 2 -COMP TANK OSI PF5005 W/ 3 COMP LID RECIRCULATION PUMP 1 . TANK 3 SHALL BE FRONT RANGE PRECAST (FLXX) 2,500 -GAL. 1 -COMP CONCRETE TANK. TANK 4 SHALL BE FLXX 2,000 GAL. 3 -COMP CONCRETE TANK, WITH THE FIRST BAFFLE WALL REMOVED AND THE SECOND BAFFLE WALL COMPLETELY SEALED TO CREATE SEPARATE DISCHARGE CHAMBER AND 3 -COMP LID TO ACCOMMODATE THE RECIRCULATING SPLITTER VALVE (RSV) IN 1ST RISER, THE RECIRCULATION PUMP IN 2ND RISER, AND THE DISCHARGE PUMP IN 3RD RISER. ALTERNATE TANK CONFIGURATIONS ARE POSSIBLE WITH PRIOR WRITTEN APPROVAL OF DESIGN ENGINEER. 2. RSV IN 1ST RISER OF 4TH TANK, SHALL SPLIT FLOW FROM AX2O'S BETWEEN RECIRC CHAMBER AND DISCHARGE CHAMBER (3RD RISER OF 4TH TANK). 3. RECIRCULATION PUMP SHALL BE OSI PF5005 IN 2ND RISER OF 4TH TANK FOR RECIRCULATION OF EFFLUENT TO AX2O'S. 4. DISCHARGE PUMP SHALL BE OSI PF5005 IN FLOW INDUCER TOWER MODEL UFI-4 INSTALLED IN DISCHARGE CHAMBER (3RD RISER OF 4TH TANK) FOR DISCHARGE TO STA. 5. CONTRACTOR SHALL FURNISH AND INSTALL (3) EXTERNAL ELECTRICAL SPLICE BOXES.. 6. ALL EQUIPMENT ACCESS HANDLES SHALL BE EXTENDED TO A MAX OF 12" BELOW BOTTOM OF RISER LID. 7. PUMPS SHALL HAVE A COLD WEATHER DISCHARGE ASSEMBLY. WEEP HOLE IN DISCHARGE ASSEMBLY SHALL DRAIN SACK INTO SEPTIC TANK. ORIENT WEEP HOLE TO SPRAY DOWN INTO TANK, NOT AT RISER SIDE. WEEP HOLE DIAMETER= 1/8" 8. FLOAT SEPARATION CALCULATIONS BASED ON A FRONT RANGE PRECAST CONCRETE TANK. IF OTHER MFG TANK IS USED, CONTACT DESIGN ENGINEER FOR VERIFICATION OF DOSE VOLUM£ NO MID -SEAM TANKS SHALL BE ALLOWED. 9. SLOPE FINISHED GRADE AWAY AT MIN 1% AWAY FROM TANK LIDS. 10. PROVIDE EXCAVATION FOR TANK IN ACCORDANCE W/OSHA REGULATIONS TO FURNISH A SAFE WORKING ENVIRONMENT FOR INSTALLERS. 11. PROVIDE A STABLE SUBGRADE FOR TANK. OVEREXCAVATE ALL SOFT & YIELDING MAT'L. BACKFILL W/1/2" MINUS MAT'L. COMPACT SUBGRADE BEFORE PLACING BEDDING MATERIAL. TANK SHALL BE SET ON 5" SAND BED. BACKFILL AROUND TANK IN LIFTS NOT TO EXCEED 12" LOOSE THICKNESS AND COMPACT EA LIFT. 12. COMPACT ALL FILL AND BACKFILL TO MIN 90% MAX DRY DENSITY AND ALL BEDDING TO MIN 95% MAX DRY DENSITY. ALL COMPACTION SHALL BE IN ACCORDANCE WITH PER ASTM 0698 13. INSULATE TANK LIDS & RISERS W/2" CLOSED CELL FOAM INSULATION ALL AROUND AT SITES WHERE FROST PENETRATION EXCEEDS 36", TYP ALL RISERS AND LIDS. 14. EXTEND CONDUIT FULL LENGTH TO CONTROL PANEL. INSTALL CONDUIT SEAL IN ACCORDANCE WITH MFG. INSTRUCTIONS. CHURCH OWC, LLC Onsite Wastewater Consultants Onsite Wastewater Engineering -Civil Engineering 2,500 GALLON 1 -COMP & 2,000 GALLON 2 -COMPARTMENT TANK WI 3 -COMP LID WITH RSV, RECIRCULATION PUMP AND DISCHARGE PUMP 24" PVC RISER W/GROMMETS; BOND TO TANK W/RECOMMENDED ADHESIVE, TYP THIS TANK FLOAT TREE HANDLE, TYP (SEE NOTE 6) COLD WEATHER DISCHARGE ASSEMBLY, TYP /.: TANK ADAPTOR (CAST OR BOLTED) HIGH WATER ALARM FLOAT PUMP ON FLOAT PUMP OF FLOAT \Xi/r\///o< VAULT INLET PORTS tc<:/:\<</e/. ,OSI PF5005 EFFLUENT PUMP \\,✓/\\/., i/\\/• N. IN -SITU MATERIAL FLOW EQUALIZATION CALCULATIONS 1. 20O0 GPD PEAK FLOW/ 7 DAYS/WEEK = 500 GALS/DAY 2. PUMP FLOW N50 GPM 3. REDUNDANT OFF/ HIGH WATER ALARM SET AT 26 -INCHES OFF SOT OF TANK. TIMER ON FLOAT SET AT 29 INCHES OFF BOT OF TANK. HIGH WATER/ TIMER OVERRIDE FLOAT SET AT 3 -INCHES BELOW TANK INLET. 4. TIMER ON TIME = 1 MIN ON, 2.5 HOUR OFF 5. TIMER OVERRIDE = 1MIN ON, 1 HOUR OFF STA DOSING CALCULATIONS VOLUME OF MANIFOLD & LATERALS = 15.6 GALS 4 X VOL OF MANIFOLD AND LATERALS = 59.6 GALS DRAINBACK = 44.9 GALS 60.3 GALS + 44.9 GALS = 105.2 GALS TANK DRAW DOWN VOL = 10.5 GAL/IN 105.2 GALS / 10.5 G/IN = 10 IN SET AT 10 INCHES FOR 105 GAL DOSE DISCHARGE FLOAT ELEVATION SETTINGS: SET THE HIGH WATER ALARM FLOAT ACTIVATION ELEVATION 3 -INCHES ABOVE THE PUMP ON FLOAT ELEVATION. SET THE PUMP ON FLOAT ACTIVATION ELEVATION 10 -INCHES ABOVE THE OFF FLOAT ACTIVATION ELEVATION. SET THE PUMP OFF FLOAT ACTIVATION ELEVATION 26 -INCHES OFF THE BOTTOM OF THE TANK 2,000 GAL SEPTIC TANK - TOP VIEW 2,000 GAL SEPTIC TANK - TOP VIEW NTS •... ,.4..,: ,._ •., • - ... NTS 4" BUILDING SEWER 4" SCH 40 PVC GRAVITY PIPE TO 2ND TANK 1. ADVANTEX SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ALL MANUFACTURER'S INSTRUCTIONS, RECOMMENDATIONS AND GUIDELINES. 2. PIPES SHALL DRAIN FROM THE PODS TO THE RECIRCULATION TANK AT MIN 1% SLOPE. 3. PRESSURE TEST ALL PRESSURE DISCHARGE PIPES PRIOR TO BACKFILL. 4. ALL SEPTIC AND EQUALIZATION TANKS A SINGLE COMPARTMENT. 5. PROVIDE STABLE SUBGRADE FOR INSTALLATION OF AX20 PODS. OVER EXCAVATE ALL SOFT AND YIELDING SUBGRADE, BACKFILL OVEREX WITH GRANULAR BACKFILL. PROOF ROLL SUBGRADE TO PROVIDE FIRM AND UNYIELDING SURFACE. 6. PROOF ROLL SUBGRADE PRIOR TO PLACING BEDDING. INSTALL MIN 5" OF SAND BEDDING MATERIAL BELOW AX PODS. COMPACT TO MIN 90% MAX DRY DENSITY PER ASTM D689. 7. BACKFILL MATERIAL WITHIN 24" OF OUTSIDE OF AX20 POD SHALL BE 1 -INCH MINUS GRANULAR MATERIAL COMPACTED TO MIN 95% MAX DRY DENSITY, PER ASTM D698. 8. FILL AROUND AX20 PODS AND COMPACT FILL SOIL TO ALLOW POD LID TO HAVE FULL RANGE OF MOTION PROVIDED BY MFG. 2„ - 1" REDUCER AT POD INLET, TYP 4 2,000 GAL RECIRC/DISCHARGE TANK & AX20'S - TOP VIEW NTS ==-x-x-x-x-x-x-x-x-x-x-x-x-x-x•�� I x—x—x—x—x—xxxxxx—x—x4 tatemi 20 HIGHER LEVEL 9800 TREATMENT UNIT, OSI PF5005 DISCHARGE PUMP IN FLOW INDUCER TOWER 2" SCH 40 PVC DISCHARGE PIPE 8" EFFLUENT SCREEN, ORENCO FT0854-38A 2,500 GAL EQUALIZATION TANK - TOP VIEW NTS 4" SCH 40 PVC GRAVITY PIPE TO 3RD TANK AX20 HIGHER LEVEL TREATMENT UNIT, TYP ��;:-.:?II[�[[L�!:_ �i###ri###t#i#t♦##'#t#t#t*###t#########i#####t####t##i : j�:::�III�IIL�r \I 90 -DEGREE EL OR TEE CONNECTS 4" SCH 40 PVC DRAIN PIPE TO RSV AT RECIRC TANK OSI RECIRCULATION PUMP VIII •- tt♦♦###i#####t############♦i VIII ! .:;�:::=riii..-: ��ii�iti�i�i#iii#iii##itiiiii#►�i'�t#+#i�i'ii��tii'�;�::_:::�!iw _" [[L■I,.-.ls--. ►ice##iiii�l►i#i##i!t##i#+►iii#� -,� 1[L !. Yg-III�a. ►i#i0iii#ii*#i►i,►ii#ii#iiiii#iii#i�►ii�i#ii##�#i#1►�iti °♦ II [!' ;�► .,. [[!�[r.r_...#viii#i#*ti#i�###i####i�i�iiiii�i�t#it��iiii#�#iii -t �i jij1II i■Ii[��•_:::-IIi tt#iNEU iiii#i♦##t#�#♦♦iiit#i♦♦♦ .� .._ ._:�.►��_ids_��.s��►.�►�►.�►�►�r..►.�_i.�.�.�♦ „r., [► ru—.ors ♦...IAA1 4.'tlrrY�1 ►j [I .')viii%1'�'/��TA"��'►VI',V/1V�iVAV1��fI1V��Va ,• i i f�� SLOPE BEDDING SURFACE © 1% DOWN TO DRAIN END OF UNIT 5" SAND BEDDING, COMPACT TO 95% MAX DRY DENSITY AX20 POD - CROSS SECTION NTS RECIRCULATING SPLITTER VALVE (RSV) 2" SCH 40 PVC PIPE TO 4TH TANK OSI EQ DISCHARGE PUMP FINISHED GRADE SEE NOTE 7 INSULATION (SEE NOTE 4) IN -SITU SOIL ELECTRICAL RE@ UIREMENTS S1 PTROETMCT CONTROL PANEL ONE 115V, 20 AMP CIRCUIT FOR EQ DISCH PUMP ONE 115V, 10 -AMP CIRCUIT FOR CONTROLS VCOM-AX20B1 CONTROL PANEL ONE 115V, 20 AMP CIRCUIT FOR RECRIC PUMP ONE 115V, 20 AMP CIRCUIT FOR DISCH PUMP ONE 115V, 10 -AMP CIRCUIT FOR CONTROLS 2" SCH 40 PVC FROM THIRD TANK CHURCH OWC, LLC Onsite Wastewater Consultants Onsite Wastewater Engineering -Civil Engineering P.O. Box 18796, Golden, CO 80402 Voice: (720) 898-3434 649 HIGHWAY 52 - OWTS RECIRCULATION & DISCHARGE TANKS AND AX20 UNITS SCHEMATIC No. Revision Date • DESIGNED BY: KNMW DRAWN BY: NMW CHECKED BY: KEC DATE: 10/28/2021 JOB NO. B1593 Figure 5 of 9 Pump Selection for a Pressurized System - Single Family Residence Project B1593, Fig 6, 649 Highway 52, 2021-10-28, NMW Parameters Discharge Assembly Size Transport Length Before Valve Transport Pipe Class Transport Line Size Distributing Valve Model Transport Length After Valve Transport Pipe Class Transport Pipe Size Max Elevation Lift Manifold Length Manifold Pipe Class Manifold Pipe Size Number of Laterals per Cell Lateral Length Lateral Pipe Class Lateral Pipe Size Orifice Size Orifice Spacing Residual Head Flow Meter 'Add-on' Friction Losses Calculations 2.00 inches 258 feet 40 2.00 inches 6606 50 feet 40 1.50 inches 5 feet 9 feet 40 1.25 inches 12 96 feet 40 1.25 inches 1/8 inches 3 feet 5 feet None inches 0 feet Minimum Flow Rate per Orifice 0.43 gpm Number of Orifices per Zone 66 Total Flow Rate per Zone 29.3 gpm Number of Laterals per Zone 2 % Flow Differential 1st/Last Orifice 9.1 Transport Velocity Before Valve 2.8 fps Transport Velocity After Valve 4.6 fps Frictional Head Losses Loss through Discharge Loss in Transport Before Valve Loss through Valve Loss in Transport after Valve Loss in Manifold Loss in Laterals Loss through Flowmeter 'Add-on' Friction Losses Pipe Volumes 1.7 feet 3.8 feet 9.4 feet 2.5 feet 0.3 feet 1.0 feet 0.0 feet 0.0 feet Vol of Transport Line Before Valve 44.9 gals Vol of Transport Line After Valve 5.3 gals Vol of Manifold 0.7 gals Vol of Laterals per Zone 14.9 gals Total Vol Before Valve 44.9 gals Total Vol After Valve 20.9 gals Minimum Pump Requirements Design Flow Rate Total Dynamic Head Orenco STEMS fROttCtlt t tKt vWOitG 29.3 gpm 28.7 feet Total Dynamic Head, TDH (Feet) 10 20 30 40 50 Net Discharge (gpm) PumpData PF5005 High Head Effluent Pump 50 GPM, 1/2HP 115/230V 10 60Hz, 200/230V 30 60Hz PF5007 High Head Effluent Pump 50 GPM, 3/4HP 230V 10 60Hz, 200/230/460V 30 60Hz PF5010 High Head Effluent Pump 50 GPM, 1HP 230V 10 60Hz, 200/460V 30 60Hz PF5015 High Head Effluent Pump 50 GPM, 1-1/2HP 230V 10 60Hz, 200V 30 60Hz Legend 60 70 System Curve: Pump Curve: Pump OptimaLliange: Operating Point: Design;Point: 80 2" SCH 40 PVC INLET PIPE CMU SEE NOTE FIBERGLASS LOCKING LID SEE NOTE 5 AIR/VAC RELIEF VALVE \ AUTOMATIC DISTRIBUTING VALVE ASSEMBLY 2" EFFLUENT PIPE FROM PUMP AUTOM NTS TIC DISTRIBUTING VALVE(ADV) ORENCO MODEL 6606 PLAN VIEW a A. a...wally., II S a a a w .. 1 Ar IF \ id V . Li gill llS illial•IwoNIKS p IIIMIDS11111 if r` `. �Cre Irri to .... one PP iron I i A PP4 PROF LE V EW !fC 41;reer Ns) 4): if I Ar raielinFICtela SEE ;PT r► r►, SEE NOTE 5, TYP 1.5" OUTLET PIPE, TYP PVC RISER AUTOMATIC DISTRIBUTING VALVE 3 -PART PVC UNION (NP) VAULT, SEE NOTE 2 0TE 3 rWI Cibto, rar kleimi kRi kW*" 8 X 8 X 16 CMU NSULATED VAULT PIPE BEDDING OUTLET PIPE, TYP SPACE UNDER UNION NOTES. 1. BACKFILL & COMPACT SOIL BETWEEN RISER AND INSULATION, TYP. 2. VAULT SHALL BE SIZED TO ALLOW ACCESS TO ALL PIPE UNIONS TO FACILITATE REMOVAL OF ADV. VAULT SHALL BE MINIMUM 30" DIAMETER. 3. SLOPE FINISHED GRADE AWAY FROM RISER AT MIN 2% FOR 5 -FEET. 4. OUTLET CONFIGURATION INDICATED IS GENERIC. REFER TO SPECIFIC MODEL NUMBER ABOVE. 5. INSTALL 2" HIGH DENSITY FOAM INSULATION AT TOP OF AUTOMATIC DISTRIBUTING VALVE. COVER WITH SOIL TO FINISHED GRADE. 6. FURNISH AND INSTALL MIN 2" THICK HIGH DENSITY FOAM INSULATION OVER ALL PIPING NOT BURIED TO MIN COUNTY BURY DEPTH. 7. CENTER MIN 24" WIDE INSULATION BOARD OVER CROWN OF PIPE. 8. 3 -PART UNIONS REQUIRED ON ALL ADV CONNECTIONS TO INLET AND OUTLET PIPES. 9. INSTALL CMU AS INDICATED TO SUPPORT ADV BODY & ALLOW REMOVAL OF UNIONS. FILL CMU W/SOIL. 10. PROVIDE SPACE BELOW UNIONS FOR DISASSEMBLY, AND SOIL BENCH WITHIN 12" OF UNIONS FOR PIPE BEDDING. CHURCH OWC, LLC Onsite Wastewater Consultants Onsite Wastewater Engineering -Civil Engineering P.O. Box 18796, Golden, CO 80402 Voice: (720) 898-3434 649 HIGHWAY 52- OWTS AUTOMATIC DISTRIBUTION VALVE Job No. B1593 DATE: 10/28/2021 Figure 8 of 9 INFILTRATOR QUICK4 STD PLUS CHAMBER, TYP 1.5" SCHED 40 PVC DISCH PIPE FROM ADV, TYP SECTION FINISHED GRADE /\//\//\//\/\//\//`//\//\//\. f `\�/�\�/�\. 1.25 SCHED 40 PVC DISCH LATERAL 4" SDR35 OBSERVATION PORT W/CAP, TYP 10-12" COVER SOIL OPTIONAL 10"O HDPE VAULT, SEE NOTE 1 SEE NOTE 8 RECEIVING SOIL NTS FIN GRADE, TYP INSTALL 12" SOIL BERM ON UPSLOPE SIDE OF BED 1.25" SCHED 40 LATERAL STANDARD OBS PORT CONFIG 0///,\//1\/7,\/\//f //\/\// \ 4/ %//\//e/ 4/0/%4/4/ \0 f>): INFILTRATOR QUICK4 STD PLUS CHAMBER, TYP PROFILE >j 4" PVC OBS PORT IN -SITU SOIL PVC FLUSHING ASSEMBLY / // NTS TYP SOIL BASED, CHAMBERED STA SECTION NTS TOPSOIL & SEED CHAMBER LATERAL \\/ \4<S/ IN -SITU SOIL 1.25" PVC SLIP X FPT ADAPT. W/PLUG 10" HDPE VAULT 1.25" BALL VALVE 1.25" PVC SPOOL 1.25" PVC LONG SWEEP 90` BEND FLUSHING VALVE ASS'Y NTS SOIL BASED SOIL TREATMENT AREA NOTES: 1. OBSERVATION PORTS ARE REQUIRED. VAULTED MON TUBE IS OPTIONAL AT THE DISCRETION OF THE OWNER. STANDARD MON TUBE CONFIGURATION SHALL OMIT THE VAULT AND EXTEND THE PIPE MIN 18" ABOVE FINISHED GRADE. 2. INSTALL CHAMBERS TO ENSURE 10"-12" OF COVER OVER TOP OF CHAMBERS AFTER SOIL SEI _ I _ LEMENT. DO NOT COVER WITH MORE SOIL THAN THE EQUIVALENT OF 12" AFTER SE! _ LEMENT. 3. ALL PRESSURE PIPE SHALL BE SCHEDULE 40 PVC PIPE. 4. ALL LATERALS SHALL BE INSTALLED LEVEL. 5. SECURE LATERAL PIPE TO CEILING OF CHAMBER W/NON-DEGRADABLE HANGER MATERIAL. 6. PERFORATED PVC LATERALS SHALL HAVE 1/81'0 ORIFICES ON 36" CENTERS. FIRST, LAST, AND MIDDLE ORIFICE IN EACH LATERAL SHALL FACE 6 O'CLOCK POSITION FOR DRAINAGE. ALL OTHER ORIFICES SHALL FACE 12 O'CLOCK POSITION WHEN INSTALLED. 7. LANDSCAPING SHALL BE THE RESPONSIBILITY OF THE OWNER. SEE DESIGN REPORT FOR GUIDANCE. 8. SAW CUT BOTTOM OF PIPE MIN 6" HIGH, 2 -SIDES, 180' APART. 2" SCH 40 PVC FROM PUMP 4 -OUTLET ADV, AT HIGH POINT & W/ AIR/VAC RELEASE VALVE (2) 1.5" SCH 40 PVCS FROM ADV, TYP 90' BEND, TYP--\ 2I /0 U 0 m U WELD COUNTY DESIGN CALCULATIONS LOADING= Q= 1,000 GPD SOIL TYPE 3, LTAR: 0.35 a I 24 CHAMBERS PER ROW: 4 N 14" SDR 35 PVC INSP PORT ITO BOT OF CHAMBER, TYP al (SEE NOTE 1) I I FLUSHING ASSEMBLY IN HDPE ENCLOSURE, TYP SOIL TREATMENT AREA = Q/LTAR = 1,000/0.35 = 2,858 SF 2,858/(12 SF/CHAMBER)= 239 CHAMBERS CHAMBERS USED IN DESIGN= 288: 3 BEDS, EACH WITH 4 ROWS OF 24 CHAMBERS (2) 1.5" SCH 40 PVC TO BED 2 (2) 1.5" SCH 40 PVC TO BED 3 CHURCH OWC, LLC Onsite Wastewater Consultants Onsite Wastewater Engineering -Civil Engineering P.O. Box 18796, Golden, CO 80402 Voice: (720) 898-3434 649 HIGHWAY 52 - OWTS CHAMBERED BEDS STA DETAILS No. Revision Date DESIGNED BY: DRAWN BY: CHECKED BY: DATE: NMW NMW KEC 10/29/2021 JOB NO. B1593 FIGURE 7 of 9 CONTROL PANEL FACE OF BUILDING a O CO O LLI I Y);\\./N/ \\S'i zy< \\>\,/f MOUNT BOARD TO POST WITH MIN TWO 3/8"0 STAINLESS BOLTS, NUTS AND FENDER WASHERS. MAINTAIN MIN 1" CLEAR OF ALL EDGES MIN 5/8" PRESSURE TREATED PLYWOOD (NOT OSB). TREAT ALL CUT EDGES AGAINST ROT. SIZE TO ALLOW MOUNTING BOLTS ABOVE AND BELOW CONTROL PANEL 4 X 4 PRESSURE TREATED HEMLOCK OR DOUG FIR ELECTRICAL CONDUIT FROM PANEL TO PUMPING EQUIPMENT SLOPE EARTH OR CONC TO DRAIN AT POST / CONTROL PANEL NTS UNPAVED AREAS MATCH EXIST GRADE SAND ALL COMPACTED 3,000 PSI CONCRETE SCHED 40 6" PVC PIPE �Y ALTERNATE POST INSTALLATION OPTION PAVED AREAS NOTE: CONTROL PANEL MAY ALSO BE MOUNTED TO EXTERIOR WALL OF RESIDENCE, WITHIN LINE OF SIGHT OF PUMP TAK. IT IS RECOMMENDED TO NOT MOUNT TO EXTERIOR WALL OF A BEDROOM AS MOTOR CONTACTS MAKE AN AUDIBLE CLICK WHEN ENGAGED. U 0 O 0 0 UNCLASS. FILL/ _ BACKFILL SEE NOTES 4 & 5 DEPTH VARIES 7 J o� 0 O`' O ° a 00 ° O o a O 0 O°0 ° o 0 ro O BURIED PIPE MATCH EXIST AC PVMT SAW CUT ASPHALT ONLY. NO OTHER TYPE CUT MATCH EXIST LEVELING COURSE. MATCH EXIST SUB -BASE SLOPE PER OSHA REQUIREMENTS NON -FROST SUSCEPTIBLE FILL/BACKFILL 1/2" MINUS GRANULAR BEDDING MATt; TYP 6" ALL SIDES PIPE BUILDING SEWER/DISCHARGE PIPE SECTION NTS TRENCH NOTES: 1. PLACE & COMPACT BEDDING MATERIAL TO BOTTOM OF PIPE ELEVATION BEFORE INSTALLING PIPE. 2. BEDDING SHALL BE IN PLACE, COMPACTED & PIPE INSTALLED AT TIME OF COWC INSTALLATION OBSERVATION. 3. BURY DEPTH MEANS DISTANCE FROM FINISHED GRADE TO THE PIPE CROWN. 4. FOR ALL SITUATIONS WHERE THE MIN PIPE BURY DEPTH PER COUNTY REQUIREMENTS CANNOT BE MET, A MIN OF 1" OF HIGH DENSITY CLOSED CELL FOAM INSULATION CAN BE SUBSTITUTED FOR EA 12" OF SOIL COVER THAT IS LACKING. A MIN OF 2" OF FOAM INSULBOARD SHALL BE REQUIRED. STYROFOAM BEAD BOARD IS NOT ACCEPTABLE. 5. MINIMUM INSULATION WIDTH IS 24", CENTERED OVER CROWN OF PIPE. 6. ALL COMPACTION SHALL BE IN ACCORDANCE WITH ASTM D-698. COMPACT FILL & BACKFILL OUTSIDE RIGHT OF WAY TO MIN 90% MAX DRY DENSITY. COMPACT FILL & BACKFILL INSIDE RIGHT OF WAY TO MIN 95% MAX DRY DENSITY. C, LLC Onsite Wastewater Consultants Onsite Wastewater Engineering -Civil Engineering P.O. Box 18796, Golden, CO 80402 Phone: (720) 898-3434 2.0±' FOUNDATION STRUCTURE SHOWN IS ASSUMED. INSTALLER SHALL FIELD VERIFY DURING CONSTRUCTION 6" SCHEDULE 40 PVC SLEEVE AT FOUNDATION WALL PENETRATION ALT FOUNDATION STRUCTURE SHOWN IS ASSUMED. IT ASSUMES FDN WALL PENETRATION W/PIPE NOTES: 4r' PVC RISER W/CAP, TYP FINISHED GRADE FLOW 4" PVC WYE, TYP 4" SCHED 40 PVC SERVICE PIPE COUPLING, SEE NOTE 5 1. MIN DEPTH OF BURY SHALL BE IN ACCORDANCE WITH COUNTY BUILDING DEPARTMENT REGULATIONS TO PREVENT FREEZING OF PIPE. 2. FOR EACH FOOT LESS THAN COUNTY MANDATED MINIMUM BURY, INSTALL MIN 1" THICKNESS OF HIGH DENSITY CLOSED CELL FOAM INSULATION. MIN INSULATION WIDTH SHALL BE 24", CENTERED OVER CROWN OF PIPE. 3. CLEANOUT RISER IN HDPE VAULT SHOWN IS OPTIONAL ALTERNATE IS TO EXTEND CLEANOUT MIN 18" ABOVE FINISHED GRADE AND CAP. SEE ALTERNATE RISER & CAP DETAIL BELOW. 4. CLEANOUT RISER SHALL BE HIGH DENSITY POLYETHYLENE. 5. FURNISH & INSTALL (F&I) AN APPROVED TRANSITION COUPLING BETWEEN BUILDING WASTEWATER PIPING AND BUILDING SEWER TO TANK. 6. FOR AREAS SUBJECT TO TRAFFIC OVER CLEANOUT, FURNISH & INSTALL A CAST OR DUCTILE IRON, TRAFFIC RATED FRAME & LID. 7. WHERE BUILDING SEWER PENETRATES FOUNDATION WALL SLEEVE BUILDING SEWER IN 6" SCHEDULE 40 PVC, BUILDING SEWER CLEANOUT NTS CAP DEPTH, TYP PVC CAP SAW CUT, • TYP PVC CLEANOUT, VENT, OR OBSERVATION PORTS RISER PIPE CAP NOTES: 1. SAW CUT THE TOP OF THE PIPE THE DEPTH OF THE CAP, ON THE QUADRANTS OF THE PIPE TO ALLOW EASE OF CAP REMOVAL IN THE FUTURE. 2. DETAIL APPLIES TO ALL OBSERVATION PORTS AND RISER PIPES 649 HIGHWAY 52 - OVVTS CONTROL PANEL, TRENCH, PIPE CAP AND CLEANOUT DETAILS VENT AND CLEANOUT CAP NTS Revision DESIGNED BY: DRAWN BY: CHECKED BY: DATE: NMW NMW KEC 10/28/2021 JOB NO. 61593 Figure 9 of 9 PPENDIXA SOIL LOG, and CS SOILS REPORT ao 64! 111GM 3 15V 52 No TS O 1 2 3 4 5 6 7 8 - 9 10 TP-1 0-96" SILTY CLAY LOAM, 10YR 5/3, BLOCKY, MODERATE, FRIABLE, ST 3 TEST PIT NOTES: 1. TP-2 0-96" SILTY CLAY LOAM, 10YR 5/3, BLOCKY, MODERATE, FRIABLE, ST 3 84" - GROUNDWATER THE EXPLORATORY PROFILE HOLES WERE DUG USING A EXCAVATOR. THE PROFILE HOLES WERE EVALUATED ON 6/15/2O21 BY KATHRYN CARNEY, PE OF COWC. 3. FREE WATER WAS ENCOUNTERED AT 84" IN TEST PIT 2. L1 Topsoil Pavement Fill material Silt Clay Sand Loam F:'lQ Gravel Idol Cobbles RI clays -tone • Sandstone cemented Weathered Gneiss CHURCH OWC, LLC Onsite Wastewater Consultants Onsite Wastewater Engineering -Civil Engineering P.O. Box 18796, Golden, CO 80402 Voice: (720) 898-3434 JOB NO. B1593 649 HIGHWAY 52.OVVTS SOIL LOG DATE: 11/4/2021 Figure Al 40° 5' 26" N 40° 5' 14" N 105° 2' 4U" W 0 r 8 ce)r 496210 496250 496299 496330 496370 496410 4S6450 496490 105° 2'40"W 496210 496250 Soil Map —Weld County, Colorado, Southern Part (B1593, NRCS Aerial, 2021-10-29) 496290 496330 ap may not be valid at this scale. Map Scale: 1:1,930 if printed on A portrait (8.5" x 11") sheet. 0 25 50 100 Feet 0 50 100 200 300 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 4%6370 Meters 150 496410 496450 496490 105° 2' 27" W 105° 2' 27" 1,�L' R 0 S r_ R CD 0 8 40° 5' 26" N 40° 5' 14" N Natural Resources Web Soil Survey as Conservation Service National Cooperative Soil Survey 10/29/2021 Page 1 of 3 Soil Map —Weld County, Colorado, Southern Part (B1593, NRCS Aerial, 2021-10-29) MAP LEGEND Area of Interest (AO!) Area of Interest (AO1) ) Soils 0 U Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot a 05 ritt Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background ,; Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 20, Aug 31, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Oct 1, 2018 —Oct 31, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. ,b Natural Resources lain Conservation Service Web Soil Survey National Cooperative Soil Survey 10/29/2021 Page 2of3 Soil Map —Weld County, Colorado, Southern Part B1593, NRCS Aerial, 2021-10-29 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 4 Aquolls and Aquepts, flooded 7.6 40.9% 47 Olney fine sandy percent slopes loam, 1 to 3 2.0 11.0% 52 Otero sandy percent slopes loam, 3 to 5 8.6 46.5% 76 Vona sandy loam, percent slopes 1 to 3 0.3 1.6% Totals for Area of Interest 18.6 100.0% e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 10/29/2021 Page 3of3 Map Unit Description: Otero sandy loam, 3 to 5 percent slopes ---Weld County, Colorado, B1593, NRCS Soils, 2021-10-29 Southern Part Weld County, Colorado, Southern Part 52 Otero sandy loam, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 3631 Elevation: 4,700 to 5,250 feet Mean annual precipitation: 12 to 15 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 130 to 180 days Farmland classification: Farmland of statewide importance Map Unit Composition Otero and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Otero Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Eolian deposits and/or mixed outwash Typical profile H1 - 0 to 12 inches: sandy loam H2 - 12 to 60 inches: fine sandy loam Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 7.7 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (non irrigated): 4e Hydrologic Soil Group: A Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 10/29/2021 Page 1 of 2 Map Unit Description: Otero sandy loam, 3 to 5 percent slopes ---Weld County, Colorado, B1593, NRCS Soils, 2021-10-29 Southern Part Minor Components Kim Percent of map unit: 12 percent Hydric soil rating: No Vona Percent of map unit: 3 percent Hydric soil rating: No Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 20, Aug 31, 2021 e Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 10/29/2021 Page 2of2 From: Tim Uhrik To: Chris Gathman Cc: Building Committee; Fr. Robert Wedow; John Bolders; Adam Hermanson; Summer Schaller; Joe Naccarato Subject: RE: PRE21-0091 Completeness Review Comments (St. Scholastica) Date: Friday, December 10, 2021 1:41:37 PM Caution: This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hi Chris, Per our conversation, please see our responses below. I intend to submit the remaining items ($2,500 Check & signed Statement of Taxes) this afternoon. Item 1: There is no specific conceptual landscaping design prepared at this time. We understand that a Conceptual Landscape Plan may be required prior to proceeding with the Public Hearing process. Item 2: We have confirmed that any proposed lighting will be downcast and shielded. We can provide representative cut sheets/lighting details upon request. Item 3: We appreciate you working with us on extending the timeframe for the Chain of Title. Thanks, Tim Uhrik, PE Tait & Associates, Inc. 970-612-5444 From: Chris Gathman <cgathman@weldgov.com> Sent: Thursday, December 9, 2021 9:30 AM To: Tim Uhrik <tuhrik@TAIT.COM> Cc: Building Committee <BuildingCommittee@stscholasticaerie.org>; Fr. Robert Wedow <Pastor@stscholasticaerie.org>; John Bolders <jbolders@pm.me>; Adam Hermanson <adam.hermanson@integrationdesigngroup.com>; Summer Schaller <summer.schaller@integrationdesigngroup.com>; Joe Naccarato <jnaccarato@TAIT.COM> Subject: RE: [External] PRE21-0091 Completeness Review Comments (St. Scholastica) Dear Tim, I have been in meetings all morning. Note: we do not send out the case to outside referral agencies during completeness review. During the completeness review it is internal County review only (Environmental Health, Development Review and Planning). Regards, Chris Gathman Planner III Weld County Department of Planning Services cgathman@weldgov.com 970-400-3537 From: Tim Uhrik <tuhrik@TAIT.COM> Sent: Thursday, December 9, 2021 8:58 AM To: Chris Gathman <cgathman@weldgov.com> Cc: Building Committee <BuildingCommittee@stscholasticaerie.org>; Fr. Robert Wedow <Pastor@stscholasticaerie.org>; John Bolders <jbolders@pm.me>; Adam Hermanson <adam.hermanson@integrationdesigngroup.com>; Summer Schaller <summer.schaller@integrationdesigngroup.com>; Joe Naccarato <jnaccarato@TAIT.COM> Subject: RE: PRE21-0091 Completeness Review Comments (St. Scholastica) Caution: This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hi Chris, We appreciate you and your team's feedback on our submittal. Per my voicemail, would you have time today to further discuss these items so that we may address them as efficiently as possible? During our meeting with CDOT, it sounded like you had already sent our submittal out for Referral reviews while the Completeness Check was still being processed. Could you please confirm if that is accurate? Thank you, Tim Uhrik, PE Tait & Associates, Inc. 970-612-5444 From: Chris Gathman <cgathman @weldgov.com> Sent: Wednesday, December 8, 2021 5:41 PM To: Tim Uhrik <tuhrik@TAIT.COM> Subject: [External] PRE21-0091 Completeness Review Comments (St. Scholastica) Importance: High Dear Mr. Uhrik, The Departments of Environmental Health and Development Review have determined that this application is complete. The Department of Planning Services has the following review comments: 1. The application questionnaire indicates 5,000 square feet of landscaping is proposed to be installed around the proposed Church Building. Do you have a Landscape Plan that details these proposed landscaping improvements? 2. Lighting locations are shown on the Draft USR map. Are the lights going to be downcast, shielded? Do you have cut sheets/lighting specifications for the proposed lights? 3. NOTE: The Chain of Title and Surrounding Property Owner List expire within 30 -days. NOTE: The following completeness review notes are provided as a courtesy to the applicant. While we strive to identify significant issues, the following notes may not identify all issues, even major ones that may be raised during the formal review of your application. Modifications to the layout of this application may require a new completeness review. Let me know if you have any questions. Regards, Chris Gathman Planner III Weld County Department of Planning Services cgathman@weldgov.com 970-400-3537 TRAFFIC IMPACT STUDY For St Scholastica Weld County, Colorado January 2023 Revised December 2023 Revised March 2024 Prepared for: St Scholastica 575 Wells Street Erie, CO 80516 Prepared by: SM ROCHA, LLC TRAFFIC AND TRANSPORTATION LOf'JSULTANTS 4 Cr/ Sk • eXtedti, a, _400 REGes bilistiletc,.. vi.. 7 Asce.essases IS 491:. w \Cif( C % 1"-. V t;e .mot ittc 23410 -4 I. ... 6 ;: !.,..14,.. 03/21/2024 , ode:s , 00 i 8700 Turnpike Drive, Suite 240 Westminster, Colorado 80031 (303) 458-9798 6 South Tejon Street, Suite 618 Colorado Springs, Colorado 80903 (719) 203-6639 Project Engineer: Stephen Simon, EIT Engineer in Responsible Charge: Fred Lantz, PE 22-091752 St Scholastica — Traffic Impact Study March 2024 Table of Contents I. Introduction 1 Project Overview 1 Study Area Boundaries 1 Site Description 1 Existing and Committed Surface Transportation Network 4 II. Existing Traffic Conditions 5 Peak Hour Intersection Levels of Service — Existing Traffic 7 Existing Traffic Analysis Results 7 III. Future Traffic Conditions Without Proposed Development 8 Peak Hour Intersection Levels of Service — Background Traffic 11 Background Traffic Analysis Results — Year 2024 11 Background Traffic Analysis Results — Year 2042 12 IV. Proposed Project Traffic 13 Trip Generation 13 Adjustments to Trip Generation Rates 14 Trip Distribution 14 Trip Assignment 14 V. Future Traffic Conditions With Proposed Developments 16 VI. Project Impacts 19 Peak Hour Intersection Levels of Service — Total Traffic 19 Total Traffic Analysis Results Upon Development Build -Out 20 Queue Length Analysis 20 Auxiliary Lane Analysis 21 VII. Additional Analysis 22 Peak Hour SimTraffic Analysis 22 Year 2042 Total Traffic Simulation Analysis Results 22 VIII. Conclusion 23 SM ROCHA, LLC — Traffic and Transportation Consultants Page i St Scholastica — Traffic Impact Study March 2024 List of Figures Figure 1 Figure 2 Figure 3 Figure 4 Figures Figure 6 Figure 7 Figure 8 Table 1 Table 2 Table 3 Table 4 Table 5 Table 6 Table 7 Table 8 Location 2 Site Plan 3 Existing Traffic Volumes & Intersection Geometry 6 Background Traffic Volumes & Intersection Geometry — Year 2024 9 Background Traffic Volumes & Intersection Geometry — Year 2042 10 Distribution and Site -Generated Assignment 15 Total Traffic Volumes & Intersection Geometry — Year 2024 17 Total Traffic Volumes & Intersection Geometry — Year 2042 18 List of Tables Intersection Capacity Analysis Summary — Existing Traffic 7 Intersection Capacity Analysis Summary — Background Traffic — Year 2024 11 Intersection Capacity Analysis Summary — Background Traffic — Year 2042 12 Trip Generation Rates 13 Trip Generation Summary 13 Intersection Capacity Analysis Summary — Total Traffic — Year 2024 19 Intersection Capacity Analysis Summary — Total Traffic — Year 2042 20 Turn Lane Queues and Storage Requirements —Total Traffic Year 2042 21 APPENDIX A APPENDIX B APPENDIX C APPENDIX D APPENDIX E Appendices TRAFFIC COUNT DATA SPRING HILL - SUNDAY TRIP GENERATION ESTIMATES LEVEL OF SERVICE DEFINITIONS CAPACITY WORKSHEETS SIMTRAFFIC SIMULATION WORKSHEETS SM ROCHA, LLC — Traffic and Transportation Consultants Page ii St Scholastica — Traffic Impact Study March 2024 I. Introduction Project Overview This traffic impact study is provided as a planning document and addresses the capacity, geometric, and control requirements associated with the development entitled St Scholastica. This traffic impact study has been revised to address town review comments dated 03/04/2024 regarding the addition of an auxiliary lane analysis in the conclusion, clarification of U -turning movements, the addition of all turning movement operations to intersection analysis summary tables, the addition of a queue length table, an updated Synchro analysis, and the addition of a SimTraffic analysis. This proposed institutional development consists of a church with supporting facilities. The development is located at 649 State Highway 52 in Weld County, Colorado. Study Area Boundaries The study area to be examined in this analysis encompasses the State Highway 52 intersections with Asphalt Specialties Access Drive and proposed site access. Figure 1 illustrates location of the site and study intersections. Site Description Land for the development is currently occupied by a residential land use which also serves as a small printing business and is surrounded by a mix of agricultural, industrial, and residential land uses. The proposed development is understood to entail the reuse of existing structures on the site as well as the new construction of an approximate 4,500 square foot church building. Existing structures to remain are anticipated to serve ancillary functions to the main church building. The development is anticipated to provide capacity for approximately 242 seats. Proposed access to the development is provided at the following locations: one right-in/right-out access onto State Highway 52 (referred to as Site Access). It is understood that with the proposed redevelopment, the existing full -movement access onto State Highway 52 serving the residential use will be closed. For purposes of this study, it is anticipated that development construction would be completed by end of Year 2024. It is understood that additional site phasing and development expansion is anticipated in future conditions. However, details regarding said expansion are not fully defined at this time. As any additional development occurs on -site it is anticipated that an updated analysis may be provided in order to determine continued traffic impacts. A site plan, as prepared by Tait & Associates, is shown on Figure 2. This plan is provided for illustrative purposes only. SM ROCHA, LLC — Traffic and Transportation Consultants Page 1 414 ST SCHOLASTICA Traffic Impact Study - SMROCHA,LLC Traffic and Transportation Consultants I ACCESS POINTS TO BE REMOVED/ABANDONED 41114 ST SCHOLASTICA Traffic Impact Study SM ROCHA, LLC Traffic and Transportation Consultants NEW ACCESS PER CDOT ACCESS CONTROL PLAN Not to Scale Figure 2 SITE PLAN March 2024 Page 3 St Scholastica — Traffic Impact Study March 2024 Existing and Committed Surface Transportation Network Within the study area, State Highway 52 is the primary roadway that will accommodate traffic to and from the proposed development. The secondary roadways include the Asphalt Specialties Access Drive. A brief description of each roadway is provided below: State Highway 52 is an east -west state roadway having two through lanes (one lane in each direction) with shared turn lanes at the intersection within the study area. The Colorado Department of Transportation (CDOT) categorizes the adjacent segment of State Highway 52 as a Regional Highway (R -A) and provides a posted speed limit of 55 MPH. Asphalt Specialties Access Drive is a north -south private gravel roadway having two through lanes (one lane in each direction) with shared turn lanes at the intersection within the study area. Asphalt Specialties Access Drive does not provide a posted speed limit. However, pursuant to the roadway's functional operation, it is assumed to provide a posted speed limit of 25 MPH. All study intersections operate under a stop -controlled condition. A stop -controlled intersection is defined as a roadway intersection where vehicle rights -of -way are controlled by one or more "STOP" signs. It is understood that pursuant to prepared CDOT Planning and Environmental Linkage (PEL) reports and the State Highway 52 Access Control Plan (ACP), roadway and corridor improvements along SH 52 may be applicable. Specifically, it is anticipated that State Highway 52 would be widened from two to four through lanes to better accommodate regional transportation demands. However, it is understood that no timeline for completion of this improvement has been established. Therefore, for analysis purposes, no regional or specific improvements for the above -described roadway are assumed to be planned or committed at this time. The proposed Site Access location is understood to be in compliance with the State Highway 52 ACP. It is also to be noted that future adjacent development is anticipated to occur south of the proposed development area entitled Spring Hill. It is expected that this residential development will provide connection to the intersection of State Highway 52 and Asphalt Specialties Access Drive forming the southern leg of the intersection. Pursuant to prepared traffic impact analyses1 for the Spring Hill development, it is anticipated that construction may occur as early as Year 2025. Therefore, for purposes of this analysis, completion of the southern leg of the State Highway 52 and Asphalt Specialties Access Drive, along with associated planned signalization and associated roadway improvements, is assumed to occur by Year 2024 background traffic conditions. 1 Spring Hill, LSC Transportation Consultants, Inc., August 2021. SM ROCHA, LLC — Traffic and Transportation Consultants Page 4 St Scholastica — Traffic Impact Study March 2024 II. Existing Traffic Conditions Weekend (Sunday) peak hour traffic counts were collected at the intersection of State Highway 52 with Asphalt Specialties Access Drive. Average daily traffic (ADT) volumes were also collected over a 24 -hour period on State Highway 52. Counts were collected on Sunday, November 13, 2022, with the Sunday peak hour occurring during the period of 12:30 p.m. to 1:30 p.m. An examination of the collected data reveals no significant variation in vehicle type, including heavy vehicles, being identified as greater than 20 feet in length. This is primarily attributed to data collection occurring on a weekend pursuant to the proposed development land use. As such, no adjustments were made to collected data in order to account for heavy vehicles. Existing volumes and intersection geometry are shown on Figure 3. Traffic count data is included for reference in Appendix A. SM ROCHA, LLC — Traffic and Transportation Consultants Page 5 Asphalt Specialties Access Road (10,235) f L_J LEGEND Study Intersection Volumes Study Intersection Lane Geometry Development Site J 41114 ST SCHOLASTICA Traffic Impact Study SM ROCHA, LLC Traffic and Transportation Consultants 52 t: Not to Scale Figure 3 EXISTING TRAFFIC Volumes & Intersection Geometry Sunday Peak Hour (ADT) : Sunday Average Daily Traffic March 2024 Page 6 St Scholastica — Traffic Impact Study March 2024 Peak Hour Intersection Levels of Service — Existing Traffic The Signalized and Unsignalized Intersection Analysis techniques, as published in the Highway Capacity Manual (HCM), 6th Edition, by the Transportation Research Board and as incorporated into the SYNCHRO computer program, were used to analyze the study intersections for existing and future traffic conditions. These nationally accepted techniques allow for the determination of intersection level of service (LOS) based on the congestion and delay of each traffic movement. Level of service is a method of measurement used by transportation professionals to quantify a driver's perception of travel conditions that include travel time, number of stops, and total amount of stopped delay experienced on a roadway network. The HCM categorizes level of service into a range from "A" which indicates little, if any, vehicle delay, to "F" which indicates a level of operation considered unacceptable to most drivers. These levels of service grades with brief descriptions of the operating condition, for unsignalized and signalized intersections, are included for reference in Appendix C and have been used throughout this study. As previously noted, existing traffic volumes were observed to exhibit no significant variation in the number of trips made by heavy vehicles. However, in order to provide for a conservative analysis, SYNCHRO analysis performed assumes a standard heavy vehicle percentage of two percent as typical for study intersections. The level of service analyses results for existing conditions are summarized in Table 1. Intersection capacity worksheets developed for this study are provided in Appendix D. Table 1— Intersection Capacity Analysis Summary — Existing Traffic INTERSECTION LANE GROUPS LEVEL OF SERVICE SUNDAY PEAK HOUR State Highway 52 / Asphalt Specialites Access Drive (Stop -Controlled) Eastbound Left and Through No Delay Westbound Through and Right A Southbound Left and Right C Key: Stop -Controlled Intersection: Level of Service Existing Traffic Analysis Results Under existing conditions, operational analysis shows that the unsignalized intersection of State Highway 52 with Asphalt Specialties Access Drive has turning movement operations at LOS C or better during the Sunday peak traffic hour. SM ROCHA, LLC — Traffic and Transportation Consultants Page 7 St Scholastica — Traffic Impact Study March 2024 III. Future Traffic Conditions Without Proposed Development Background traffic is the traffic projected to be on area roadways without consideration of the proposed development. Background traffic includes traffic generated by development of vacant parcels in the area. To account for projected increases in background traffic for Years 2024 and 2042, a compounded annual growth rate was determined using historical traffic data provided by CDOT's Online Transportation Information System (OTIS) along the adjacent segment of State Highway 52, which anticipates a 20 -year growth rate of less than one percent. Therefore, in order to provide for a conservative analysis, a growth rate of two percent was applied to existing traffic volumes. This annual growth rate is considered to be applicable given the level of in -fill development expected within the area. To account for projected traffic from adjacent developments not yet built, trip generations from the Spring Hill traffic study were added to background traffic volumes. It is noted that the focus of the previously prepared traffic impact analysis for the Spring Hill development was during peak hours of adjacent street traffic during a typical weekday. Therefore, projected vehicle trips generated by the adjacent development were estimated for the Sunday peak hour, in order to coincide with the expected peak period of operation be the proposed land use. Trip generation was calculated based on standard traffic generation characteristics compiled by the Institute of Transportation Engineers (ITE) in their report entitled Trip Generation Manual, 11th Edition. These trips were then added to Year 2024 and Year 2042 background traffic utilizing assumed distribution patterns defined in the Spring Hill traffic impact analysis. A summary of Sunday peak hour trips generated by the adjacent development is provided in Appendix B. Pursuant to the area roadway improvements discussed in Section I, Year 2024 and Year 2042 background traffic conditions assume the completion of the southern leg of the State Highway 52 and Asphalt Specialties Access Drive intersection along with associated roadway improvements including installation of signal control. Signal timing parameters for the study intersection were assumed based on anticipated signal head configuration and allowable movements pursuant to the previous traffic impact analysis. No other roadway improvements to accommodate regional transportation demands are assumed. Projected background traffic volumes and intersection geometry for Years 2024 and 2042 are shown on Figure 4 and Figure 5, respectively. SM ROCHA, LLC — Traffic and Transportation Consultants Page 8 Asphalt Specialties Access Road 0 O r+I 4V it - 1 .-460 52 0 � 544 ► 52 cti C cQ c) b- / (12.055) 1 I L_J LEGEND Study Intersection Volumes Study Intersection Lane Geometry Development Site 1 41114 ST SCHOLASTICA Traffic Impact Study SM ROCHA, LLC Traffic and Transportation Consultants 52 Not to Scale Figure 4 BACKGROUND TRAFFIC - YEAR 2024 Volumes & Intersection Geometry Sunday Peak Hour (ADT) : Sunday Average Daily Traffic March 2024 Page 9 Asphalt Specialties Access Road I (16,765) f L_J LEGEND Study Intersection Volumes Study Intersection Lane Geometry Development Site J 41114 ST SCHOLASTICA Traffic Impact Study SM ROCHA, LLC Traffic and Transportation Consultants Not to Scale 52 Figure 5 BACKGROUND TRAFFIC - YEAR 2042 Volumes & Intersection Geometry Sunday Peak Hour (ADT) : Sunday Average Daily Traffic March 2024 Page 10 St Scholastica — Traffic Impact Study March 2024 Peak Hour Intersection Levels of Service - Background Traffic As with existing traffic conditions, the operations of study intersections were analyzed under background conditions, without the proposed development, using the SYNCHRO computer program. Background traffic level of service analysis results for Year 2024 are listed in Table 2. Year 2042 operational results are summarized in Table 3. Definitions of levels of service are given in Appendix C. Intersection capacity worksheets are provided in Appendix D. Table 2 — Intersection Capacity Analysis Summary — Background Traffic Year 2024 INTERSECTION LANE GROUPS State Highway 52 / Asphalt Specialites Access (Signalized) Eastbound Left Eastbound Through Eastbound Right Westbound Left Westbound Through Westbound Right Northbound Left Northbound Through and Right Southbound Left, Through and Right LEVEL OF SERVICE SUNDAY PEAK HOUR A (8.8) A A A A A A D A C Key: Signalized Intersection: Level of Service (Control Delay in seclveh) Background Traffic Analysis Results — Year 2024 Year 2024 background traffic analysis indicates that the signalized intersection of State Highway 52 with Asphalt Specialties Access Drive has overall operations at LOS A during the Sunday peak traffic hour. SM ROCHA, LLC — Traffic and Transportation Consultants Page 11 St Scholastica — Traffic Impact Study March 2024 Table 3 — Intersection Capacity Analysis Summary - Background Traffic - Year 2042 INTERSECTION LANE GROUPS State Highway 52 / Asphalt Specialites Access (Signalized) Eastbound Left Eastbound Through Eastbound Right Westbound Left Westbound Through Westbound Right Northbound Left Northbound Through and Right Southbound Left, Through and Right LEVEL OF SERVICE SUNDAY PEAK HOUR B (10.2) A A A A A A D A D Key: Signalized Intersection: Level of Service (Control Delay in seclveh) Background Traffic Analysis Results — Year 2042 By Year 2042 and without the proposed development, the study intersection of State Highway 52 with Asphalt Specialties Access Drive experiences LOS B operations during the Sunday peak traffic hour. SM ROCHA, LLC — Traffic and Transportation Consultants Page 12 St Scholastica — Traffic Impact Study March 2024 IV. Proposed Project Traffic Trip Generation Standard traffic generation characteristics compiled by the Institute of Transportation Engineers (ITE) in their report entitled Trip Generation Manual, 11th Edition, were applied to the proposed land use in order to estimate average daily Sunday traffic (ADT), and Sunday Peak Hour vehicle trips. A vehicle trip is defined as a one-way vehicle movement from a point of origin to a point of destination. The ITE land use code 560 (Church) was used for estimating trip generation because of its best fit to the proposed land use description. Trip generation rates used in this study are presented in Table 4. Table 4 - Trip Generation Rates ITE CODE LAND USE UNIT TRIP GENERATION RATES HOUR 24 SUNDAY PEAK HOUR ENTER EXIT TOTAL 560 Church STS 2.21 0.25 0.26 0.51 Key: STS = Seats. Note: All data and calculations above are subject to being rounded to nearest value. Table 5 illustrates projected ADT, and Sunday Peak Hour traffic volumes likely generated by the proposed development upon build -out. Table 5 - Trip Generation Summary ITE CODE LAND USE SIZE TOTAL TRIPS GENERATED 24 HOUR SUNDAY PEAK HOUR ENTER EXIT TOTAL 560 Church 242 STS 535 60 63 123 Total: 535 60 63 123 Key: STS = Seats. Note: All data and calculations above are subject to being rounded to nearest value. Upon build -out, Table 5 illustrates that the proposed development has the potential to generate approximately 535 daily Sunday vehicle trips with 123 of those occurring during the Sunday peak hour. SM ROCHA, LLC — Traffic and Transportation Consultants Page 13 St Scholastica — Traffic Impact Study March 2024 Adjustments to Trip Generation Rates A development of this type is not likely to attract trips from within area land uses nor pass -by or diverted link trips from the adjacent roadway system, therefore no trip reduction was taken in this analysis. Trip Distribution The overall directional distribution of site -generated traffic was determined based on the location of development site within the County, proposed and existing area land uses, allowed turning movements, available roadway network, and in reference to distribution patterns of existing traffic count data. Overall trip distribution patterns for the development are shown on Figure 6. Trip Assignment Traffic assignment is how generated and distributed vehicle trips are expected to be loaded onto the available roadway network. Applying trip distribution patterns to site -generated traffic provides the overall site -generated trip assignments shown on Figure 6. Given the right-in/right-out nature of the site access, vehicle trips originating from the west and trips returning to the east are likely to perform a U-turn movement at the first available intersection where U-turns are permitted. Therefore, trip assignment assumes various U-turn trips and adds them to the eastbound and westbound through movements as necessary. Given the weekend operations of the proposed use, it is not expected that U -Turns will result in any significant impact to area intersections. SM ROCHA, LLC — Traffic and Transportation Consultants Page 14 Asphalt Specialties Access Road t- 38 [25] / / / / L 1604 M C4 /J IL 60 361[25]—► L_J LEGEND Study Intersection Volumes Development Site ST SCHOLASTICA Traffic Impact Study t: Not to Scale Figure 6 SITE DEVELOPMENT DISTRIBUTION (%} : Overall [U -Turning Trips] SITE -GENERATED Sunday Peak Hour SM ROCHA, LLC Traffic and Transportation Consultants March 2024 Page 15 St Scholastica — Traffic Impact Study March 2024 V. Future Traffic Conditions With Proposed Developments Total traffic is the traffic projected to be on area roadways with consideration of the proposed development. Total traffic includes background traffic projections for Years 2024 and 2042 with consideration of site -generated traffic. For analysis purposes, it was assumed that development construction would be completed by end of Year 2024. Pursuant to area roadway improvement discussions provided in Section III, Year 2024 and Year 2042 total traffic conditions assume no additional roadway improvements to accommodate regional transportation demands. Roadway improvements associated with site development are expected to be limited to site access and frontage as required by the governing agency. Projected Year 2024 total traffic volumes and intersection geometry are shown in Figure 7. Figure 8 shows projected total traffic volumes and intersection geometry for Year 2042. SM ROCHA, LLC — Traffic and Transportation Consultants Page 16 4-1 —498 lir 52 25 o' 580 ► 52 ir N O Cif C3) Asphalt Specialties Access Road / / (12,590) r L_J LEGEND Study Intersection Volumes Study Intersection Lane Geometry Development Site J ST SCHOLASTICA Traffic Impact Study 4-66 4-513 652-► Not to Scale Figure 7 TOTAL TRAFFIC - YEAR 2024 Volumes & Intersection Geometry Sunday Peak Hour (ADT) : Sunday Average Daily Traffic SM ROCHA, LLC Traffic and Transportation Consultants March 2024 Page 17 Asphalt Specialties Access Road (DON N L► 2 4-685 152 1*25 0 � 816 ► 52 N O CO c� b- / / r L_J LEGEND Study Intersection Volumes Study Intersection Lane Geometry Development Site J ST SCHOLASTICA Traffic Impact Study (17,300) 4-60 701 889 ► Not to Scale Figure 8 TOTAL TRAFFIC - YEAR 2042 Volumes & Intersection Geometry Sunday Peak Hour (ADT) : Sunday Average Daily Traffic SM ROCHA, LLC Traffic and Transportation Consultants March 2024 Page 18 St Scholastica — Traffic Impact Study March 2024 VI. Project Impacts The analyses and procedures described in this study were performed in accordance with the latest HCM and are based upon the worst -case conditions that occur during a typical weekend upon build - out of site development and analyzed land uses. Therefore, study intersections are likely to operate with traffic conditions better than those described within this study, which represent the peak hours of weekend operations only, as applicable to the proposed development land use. Peak Hour Intersection Levels of Service — Total Traffic As with background traffic, the operations of the study intersections were analyzed under projected total traffic conditions using the SYNCHRO computer program. Total traffic level of service analysis results for Years 2024 and 2042 are summarized in Table 6 and Table 7, respectively. Definitions of levels of service are given in Appendix C. Intersection capacity worksheets are provided in Appendix D. Table 6 — Intersection Capacity Analysis Summary — Total Traffic Year 2024 INTERSECTION LANE GROUPS LEVEL OF SERVICE SUNDAY PEAK HOUR State Eastbound Eastbound Eastbound Westbound Westbound Westbound Northbound Northbound Southbound Highway 52 Left Through Right Left Through Right Left Through Left, / Asphalt Through and Specialites Right and Right Access (Signalized) A (9.1) A A A A A A D A C State Eastbound Westbound Westbound Southbound Highway 52 Through Through Right / Right Site Access (Stop -Controlled) No No No Delay Delay Delay C Key: Signalized Intersection: Level of Service (Control Delay in sec/veh) Stop -Controlled Intersection: Level of Service SM ROCHA, LLC — Traffic and Transportation Consultants Page 19 St Scholastica — Traffic Impact Study March 2024 Table 7 — Intersection Capacity Analysis Summary — Total Traffic Year 2042 INTERSECTION LANE GROUPS LEVEL OF SERVICE SUNDAY PEAK HOUR State Eastbound Eastbound Eastbound Westbound Westbound Westbound Northbound Northbound Southbound Highway 52 Left Through Right Left Through Right Left Through Left, / Asphalt Through and Specialites Right and Right Access (Signalized) B (11.2) A B A A A A D A D State Eastbound Westbound Westbound Southbound Highway 52 Through Through Right / Right Site Access (Stop -Controlled) No No No Delay Delay Delay C Key: Signalized Intersection: Level of Service (Control Delay in sec/veh) Stop -Controlled Intersection: Level of Service Total Traffic Analysis Results Upon Development Build -Out Table 7 illustrates how, by Year 2041 and upon development build -out, the signalized intersection of State Highway 52 with Asphalt Specialties Access Drive shows overall operations of LOS B during the Sunday peak traffic hour. Compared to the background traffic analysis, the traffic generated by the proposed development is not expected to significantly change the operations of the study intersection. The stop -controlled intersection of State Highway 52 with Site Access is projected to have turning movement operations at LOS C for the Sunday peak traffic hour. These intersection operations are similar to background conditions. Queue Length Analysis Queue lengths for study intersections with State Highway 52 were analyzed using Year 2042 total traffic conditions. The analysis yields estimate of 95th percentile queue lengths, which have only a five percent probability of being exceeded during the analysis time period. Queue lengths were modeled and are included with the Synchro worksheets in Appendix D. Table 8 summarizes the 95th percentile queue results in comparison to the projected storage requirements for turn movements within study area for Year 2042 SM ROCHA, LLC — Traffic and Transportation Consultants Page 20 St Scholastica — Traffic Impact Study March 2024 Table 8 — Turn Lane Queues and Storage Requirements - Total Traffic - Year 2042 Intersection Existing Lane (feet) Length Turn Recommended Turn Length Lane (feet) Turn Movement Sunday Peak Hour 95th Queue (feet; Percentile Length Equivalent (vehicles) Vehicle Signalized Intersections State Asphalt Access Highway Specialties Road EB L _ - * - 0 I 403' T - 595' 24 - R _ - 0' 0 378' 521 WB L _ - 25' 1 _ 418' _ T - 277' 12 - R _ - 0' 0 378' NB L - 92' 4 50' T - R - - 0' . 0 - SB L,T,R - 8' 1 - Stop -Controlled Intersections State Site Highway Access EB T - I 0' 0 - 521 WB T - 0' II 0 - R - I 0' I 0 340' SB R - 73' 3 - Note: Turn Lane Length does not include taper length, *= Synchro does not report queue length results. As Table 8 shows, no significant queues at the study intersections were indicated and it is expected that planned auxiliary lanes can accommodate these queues. The greatest on -site queue length anticipated at Site Access is approximately two to three vehicles for the southbound right turning movement. Auxiliary Lane Analysis Auxiliary lanes for site development access are to be based on CDOT's State Highway Access Code (SHAG). It is noted that pursuant to CDOT's SHAC, a Passenger Car Equivalence (POE) of two (2) shall be used for each vehicle or combination at or greater than 20 feet in length but less than 40 feet, and a POE of three (3) shall be used for each bus and all trucks and combinations at or greater than 40 feet in length. Since site -generated trips are not expected to generate any significant heavy vehicle trips, no adjustments due to PCE's were applied for determination of auxiliary lane requirements at site accesses. Considering development build -out, an evaluation of auxiliary lane requirements, pursuant to Section 3.8(5), of the CDOT SHAG, reveals that a right turn deceleration lane at Site Access along State Highway 52 is required since the development's projected peak hour right turn ingress volume is greater than the CDOT threshold of 25 vehicles per hour. Additionally, a right turn acceleration lane at Site Access is also required since the projected peak hour right turn egress volume exceeds the CDOT threshold of 50 vehicles per hour, and given that the posted speed limit is greater than 40 MPH. SM ROCHA, LLC — Traffic and Transportation Consultants Page 21 St Scholastica — Traffic Impact Study March 2024 VII. Additional Analysis Pursuant to Town review comments, additional analysis was conducted utilizing the SimTraffic software associated with SYNCHRO. Where SYNCHRO provides a macroscopic approach to traffic operational analysis by utilizing mathematical methods established by the Highway Capacity Manual (HCM), SimTraffic provides a microscopic analysis through simulation of individual vehicle behaviors. This analysis method can be useful for further analyzing the effect of adjacent intersection operations on neighboring ones including queueing behavior, blocking effects, lane change difficulties, and other related issues. Simulations are created using established parameters for assumed typical driver behaviors. SimTraffic generates different driving patterns through use of random number generation to determine when a new vehicle may enter the roadway network. Following these methods, multiple simulation runs are performed to establish an average result. It is to be noted that SimTraffic analysis is not a replacement of the results obtained through the standard HCM calculations performed by SYNCHRO in this report. Rather, this SimTraffic analysis is provided for comparison purposes and to give a more detailed perspective on adjacent intersection interactions in terms of typical driver behaviors. Actual conditions may vary considerably from simulation results due to unforeseen, or unconventional driver behaviors, particularly for long-term analysis periods. Peak Hour SimTraffic Analysis SimTraffic simulation analysis was performed for Year 2042 total traffic conditions. Simulation parameters include ten separate runs each for a 60 -minute analysis period with the average of all runs being reported. Analysis results produced by this analysis include intersection performances in terms of total delay per vehicle per movement, as well as queueing and blocking analysis. Simulation worksheets are provided for reference in Appendix E. Year 2042 Total Traffic Simulation Analysis Results Under Year 2042 total traffic conditions, simulation analysis reports intersection performance results comparable to the operations indicated by SYNCHRO level of service results. Queueing and blocking analysis results indicate no significant blocking caused by the anticipated queue lengths. Additionally, SimTraffic results indicate no westbound right turn queue lengths along State Highway 52. 95th percentile queues at the Drive Aisle along Site Access are expected to queue approximately 10 feet to the south towards State Highway 52. This minor queue is not expected to cause significant site impacts or impact the surrounding roadway network. SM ROCHA, LLC — Traffic and Transportation Consultants Page 22 St Scholastica — Traffic Impact Study March 2024 VIII. Conclusion This traffic impact study is provided as a planning document and addressed the capacity, geometric, and control requirements associated with the development entitled St Scholastica. This proposed institutional development consists of a church with supporting facilities. The development is located at 649 State Highway 52 in Weld County, Colorado. The study area to be examined in this analysis encompassed the State Highway 52 intersections with Asphalt Specialties Access Drive and proposed site access. Analysis was conducted for critical Sunday Peak Hour traffic operations for existing traffic conditions, Year 2024 and Year 2042 background traffic conditions, and Year 2024 and Year 2042 total traffic conditions. Under existing conditions, operational analysis shows that the unsignalized intersection of State Highway 52 with Asphalt Specialties Access Drive has turning movement operations at LOS C or better during the Sunday peak traffic hour. Year 2024 background traffic analysis indicates that the signalized intersection of State Highway 52 with Asphalt Specialties Access Drive has overall operations at LOS A during the Sunday peak traffic hour. By Year 2042 and without the proposed development, the study intersection of State Highway 52 with Asphalt Specialties Access Drive experiences LOS B operations during the Sunday peak traffic hour. Analysis of future traffic conditions indicates that the addition of site -generated traffic is expected to create no negative impact to traffic operations for the existing and surrounding roadway system upon consideration of the roadway and intersection control improvements assumed within this analysis. With all conservative assumptions defined in this analysis, the study intersection is projected to operate at future levels of service comparable to Year 2042 background traffic conditions. Site Access has long- term operations at LOS C during peak Sunday periods and upon build -out. In order to meet CDOT SHAC requirements for auxiliary lanes along State Highway 52, a 340 -foot westbound right turn deceleration lane and a 660 -foot southbound to westbound right turn acceleration at the Site Access is proposed. The submittal of a new CDOT access permit is anticipated with the development of this site and will be coordinated through CDOT staff. SM ROCHA, LLC — Traffic and Transportation Consultants Page 23 APPENDIX A Traffic Count Data Su r , ALL TRAFFIC !IATA SERVICES (303) 216-2439 www.alltrafficdata.net Location: 1 ASPHALT SPECIALITIES RD & SH 52 AM Date: Sunday, November 13, 2022 Peak Hour: 12:30 PM - 01:30 PM Peak 15 -Minutes: 12:45 PM - 01:00 PM Peak Hour - Motorized Vehicles (4) 1 0.25 1 (3) (2214) 405 4a 0.93 511 a (2,302) I r ASPHALT SPECIALITIES R n 0 � ! l» VL i 0 Id W 0.94 E 511 N S 1 r _ 405 0 ASPHALT SPECIALITIES n 0 It (2,217) - 406 0.93 a 512 (2,306) SH 52 0 0.00 0 () Note: Total study counts contained in parentheses. Traffic Counts - Motorized Vehicles SH 52 Eastbound Interval Start Time 1 Peak Hour - Bicycles I° SH 52 Westbound +-0 0 0 0 0 0 0 0 I N 0 O,JW E Vb 0 S ;r 0 0co 1 i r 0 4-0 0 N -ow i Peak Hour - Pedestrians r I I O 0 0 -► 0 N • WE 4_ 0 0 a ASPHALT SPECIALITIES RD ASPHALT SPECIALITIES RD Northbound Southbound U -Turn Left Thru Right U -Turn Left Thru Right U -Turn Left Thru Right U -Turn Left Thru Right Total O 1 Rolling Pedestrian Crossings Hour West East South North 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM 9:15 AM 9:30 AM 9:45 AM 10:00 AM 10:15 AM 10:30 AM 10:45 AM 11:00 AM 11:15 AM 11:30 AM 11:45 AM 12:00 PM 12:15 PM 0 0 44 0 0 0 32 0 0 0 0 0 0 0 0 47 0 0 0 59 0 0 0 0 0 0 0 0 43 0 0 0 78 0 0 0 0 0 0 0 0 72 0 0 0 66 1 0 0 0 0 0 0 0 62 0 0 0 61 0 0 0 0 0 0 0 0 76 0 0 0 80 0 0 0 0 0 0 0 0 75 0 0 0 106 0 0 0 0 0 0 0 0 107 0 0 0 82 0 0 0 0 0 0 0 0 75 0 0 0 108 0 0 0 0 0 0 0 0 104 0 0 0 101 0 0 0 0 0 0 0 0 125 0 0 0 120 0 0 0 0 0 0 0 0 98 0 0 0 115 1 0 0 0 0 0 0 0 114 0 0 0 105 0 0 0 0 0 0 0 0 95 0 0 0 96 0 0 0 0 0 0 0 0 95 0 0 0 88 0 0 0 0 0 0 0 0 88 0 0 0 115 0 0 0 0 0 0 0 0 111 0 0 0 88 0 0 0 0 0 0 0 0 137 0 0 0 91 0 0 0 0 0 0 0 0 0 76 0 0 0 106 0 0 0 121 0 0 0 139 0 0 0 123 1 0 0 157 0 0 0 181 0 0 0 189 0 0 0 183 0 0 0 205 0 0 0 245 1 0 0 215 0 0 0 219 0 0 0 191 0 0 0 183 0 0 0 203 1 0 0 200 0 0 0 228 442 0 0 0 0 489 0 0 0 0 540 0 0 0 0 600 0 0 0 0 650 0 0 0 0 710 0 0 0 0 758 0 0 0 0 822 0 0 0 0 848 0 0 0 0 884 0 0 0 0 870 0 0 0 0 808 0 0 0 0 796 0 0 0 0 777 0 0 0 0 814 0 0 0 0 866 0 0 0 0 907 0 0 0 0 917 0 0 0 0 12:30 PM 0 0 142 0 0 0 93 0 0 0 0 0 0 0 0 0 235 918 0 0 0 0 12:45 PM 0 136 0 0 0 107 1 0 0 0 0 0 0 0 244 893 0 0 0 0 1:00 PM 1:15 PM 0 0 109 0 0 0 101 0 0 124 0 0 0 104 0 0 0 0 0 0 0 0 0 210 880 0 0 0 0 0 0 0 0 0 0 1 0 0 229 0 0 0 0 1:30 PM 1:45 PM Count Total Peak Hour 0 0 101 0 0 122 0 0 2,302 0 0 511 0 0 0 109 0 0 0 109 0 0 0 2214 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 210 0 0 0 0 0 0 0 231 0 0 0 0 4 0 0 4,523 0 0 0 0 0 0 0 405 1 0 0 0 0 0 1 0 0 918 0 0 0 0 All Traffic Data Services 9660 W 44th Ave Wheat Ridge, CO 80033 www.alltrafficdata. net Page 1 Site Code: 2 Station ID: 2 SH 52 E.O. ASPHALT SPECIALTIES RD Start Time 13 -Nov -22 Sun EB WB Total 12:00 AM 50 48 98 01:00 21 23 44 02:00 15 24 03:00 20 26 04:00 25 29 39 46 54 05:00 37 62 99 06:00 69 101 170 07:00 132 128 260 08:00 09:00 10:00 11:00 12:00 PM 01:00 02:00 206 321 236 329 403 445 392 527 457 444 404 380 423 410 442 650 848 796 907 880 854 03:00 433 415 848 04:00 428 401 05:00 350 382 06:00 285 262 829 732 547 07:00 186 195 381 08:00 141 152 293 09:00 89 97 186 10:00 68 83 151 11:00 45 36 81 Total Percent 5144 50.3% 5091 49.7% 10235 AM Peak Vol. PM Peak Vol. 10:00 403 12:00 527 10:00 445 13:00 423 10:00 848 12:00 907 Grand Total Percent ADT 5144 50.3% ADT 10,235 5091 49.7% AADT 10,235 10235 APPENDIX B Spring Hill - Sunday Trip Generation Estimates St Scholastica 22-0917521 Traffic Impact Study Spring Hill January 2023 Sunday Trip Generation ITE CODE LAND USE UNIT TRIP GENERATION RATES 24 SUNDAY PEAK HOUR HOUR p ENTER EXIT TOTAL 210 220 Single Multifamily Family Housing Housing DU DU 8.48 3.86 0.44 0.19 0.39 0.17 0.83 0.36 Key: DU = Dwelling Units. ITE CODE LAND USE SIZE TOTAL TRIPS GENERATED HOUR 24 SUNDAY PEAK HOUR ENTER EXIT TOTAL 210 220 Single Multifamily Family Housing Housing 562 70 DU DU 4,766 270 247 13 219 12 466 25 Total: 5,036 261 231 492 Key: DU = Dwelling Units. Note: All data and calculations above are subject to being rounded to nearest value. APPENDIX C Level of Service Definitions The following information is referenced from the Highway Capacity Manual: A Guide for Multimodal Mobility Analysis, 6th Edition, Transportation Research Board, 2016: Chapter 19 — Signalized Intersections. Motorized Vehicle Level of Service (LOS) for Signalized Intersections Levels of service are defined to represent reasonable ranges in control delay. LOS A Describes operations with a control delay of 10 s/veh or less and a volume -to -capacity ratio no greater than 1.0. This level is typically assigned when the volume -to -capacity ratio is low and either progression is exceptionally favorable or the cycle length is very short. If it is due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. LOS B Describes operations with control delay between 10 and 20 s/veh and a volume -to -capacity ratio no greater than 1.0. This level is typically assigned when the volume -to -capacity ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A. LOS C Describes operations with control delay between 20 and 35 s/veh and a volume -to -capacity ratio no greater than 1.0. This level is typically assigned when progression is favorable or the cycle length is moderate. Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle) may begin to appear at this level. The number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping. LOS D Describes operations with control delay between 35 and 55 s/veh and a volume -to -capacity ratio no greater than 1.0. This level is typically assigned when the volume -to -capacity ratio is high and either progression is ineffective or the cycle length is long. Many vehicles stop and individual cycle failures are noticeable. LOS E Describes operations with control delay between 55 and 80 s/veh and a volume -to -capacity ratio no greater than 1.0. This level is typically assigned when the volume -to -capacity ratio is high, progression is unfavorable, and the cycle length is long. Individual cycle failures are frequent. LOS F Describes operations with control delay exceeding 80 s/veh or a volume -to -capacity ratio greater than 1.0. This level is typically assigned when the volume -to -capacity ratio is very high, progression is very poor, and the cycle length is long. Most cycles fail to clear the queue. Control (s/veh) Delay v/c LOS by Volume -to -Capacity Ratioa > 1.0 ≤ 1.0 v/c ≤10 A F >10-20 B F >20-35 C F > 35 - 55 D F > 55 - 80 E F > 80 F F Note: a For approach -based and intersectionwide assessments, LOS is defined solely by control delay. The following information is referenced from the Highway Capacity Manual: A Guide for Multimodal Mobility Analysis, 6th Edition, Transportation Research Board, 2016: Chapter 20 — Two -Way Stop -Controlled Intersections, Chapter 21 — All -Way Stop -Controlled Intersections, and Chapter 22 - Roundabouts. Motorized Vehicle Level of Service (LOS) for Unsignalized & Roundabout Intersections LOS is a quantitative stratification of performance measure(s) representing quality of service. Quality of service describes how well a transportation facility or service operates from a traveler's perspective. LOS is measured on an A — F scale, with LOS A representing the best operating conditions from a traveler's perspective. Control (s/veh) Delay v/c LOS by Volume -to -Capacity Ratioa > 1.0 ≤ 1.0 v/c 0-10 A F >10-15 B F >15-25 C F > 25 — 35 D F > 35 — 50 E F > 50 F F Note: The LOS criteria apply to each lane on a given approach and to each approach on the minor street. LOS is not calculated for major -street approaches or for the intersection as a whole. a For approaches and intersectionwide assessment, LOS is defined solely by control delay. APPENDIX D Capacity Worksheets HCM 6th TWSC Existing Traffic Volumes 1: State Highway 52 & Asphalt Specialties Access Road Sunday Peak Hour Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 V' Traffic Vol, veh/h 0 511 405 1 1 0 Future Vol, veh/h 0 511 405 1 1 0 Conflicting Pods, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 Veh in Median Storage, # - 0 0 - 0 Grade, % - 0 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 555 440 1 1 0 Ma'or/Minor Mator1 Major2 Minor2 Conflicting Flow All 441 Stage 1 Stage 2 Critical Hdwy 4.12 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.218 Pot Cap -1 Maneuver 1119 Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver 1119 Mov Cap -2 Maneuver - Stage 1 - Stage 2 - 0 - 0 996 441 441 555 - 6.42 6.22 5.42 - 5.42 - - 3.518 3.318 - 271 616 - 648 - - 575 - - 271 616 - 271 - - 648 - - 575 - Approach EB WB SB HCM Control Delay, s 0 0 18.3 HCM LOS C Minor Lane/Ma_orMvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1119 0 A 0 - 271 - 0.004 - 18.3 C 0 January 2023 Synchro Report SM ROCHA LLC Timings Background Traffic Volumes 1: State Highway 52 & Asphalt Specialties Access Road Sunday Peak Hour - Year 2024 4- t t `► 1 r Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) Future Volume (vph) Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Satd. Flow (RTOR) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 Minimum Split (s) 10.0 Total Split (s) 10.0 Total Split r/o) 10.0% Yellow Time (s) 3.0 All -Red Time (s) 2.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 5.0 Lead/Lag Lead Lead -Lag Optimize? Yes Recall Mode None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio vitr vitr)1+ 0 544 52 52 460 1 92 0 0 544 52 52 460 1 92 0 1863 1863 1583 1770 1863 1583 1770 1583 0.342 0.956 1863 1863 1583 637 1863 1583 1781 1583 131 131 306 0 591 57 57 500 1 100 50 pm+pt NA Perm pm+pt NA Perm pm+pt NA 5 2 1 6 7 4 2 2 6 6 4 5 2 2 1 6 6 7 4 5.0 24.0 55.0 55.0% 4.0 2.0 0.0 6.0 Lag Yes Max 55.4 0.73 0.44 8.3 0.0 8.3 A 7.5 A 123 280 487 1357 0 0 0 0.44 5.0 24.0 10.0 24.0 55.0 10.0 55.0 55.0% 10.0% 55.0% 4.0 3.0 4.0 2.0 2.0 2.0 0.0 0.0 0.0 6.0 5.0 6.0 Lag Lead Lag Yes Yes Yes Max None Max 55.4 60.9 61.1 0.73 0.80 0.80 0.05 0.10 0.33 0.1 3.0 4.0 0.0 0.0 0.0 0.1 3.0 4.0 A A A 3.9 A 0 4 50 0 18 151 1020 250 1188 0 0 0 0.05 5.0 g 5.0 250 585 0 0 0 0.10 1498 0 0 0 0.33 5.0 24.0 55.0 55.0% 4.0 2.0 0.0 6.0 Lag Yes Max 61.1 0.80 0.00 0.0 0.0 0.0 A I 5.0 10.0 10.0 10.0% 3.0 2.0 0.0 5.0 Lead Yes None 7.3 0.10 0.59 47.7 0.0 47.7 D 0 47 0 92 250 1299 0 0 0 0.00 250 170 0 0 0 0.59 5.0 24.0 35.0 35.0% 3.0 2.0 0.0 5.0 None 7.4 0.10 0.12 0.5 0.0 0.5 A 32.0 C 0 0 236 812 0 0 0 0.06 4 46 1 0 0 46 1 0 0 0 0 1770 0 0 0 1863 0 0 0 1 0 Perm NA 8 8 8 8 5.0 24.0 25.0 25.0% 3.0 2.0 Lag Yes None 5.0 24.0 25.0 25.0% 3.0 2.0 0.0 5.0 Lag Yes None 5.7 0.08 0.01 35.0 0.0 35.0 C 35.0 C 0 6 712 492 0 0 0 0.00 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 76 Natural Cycle: 75 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.59 January 2023 Synchro Report SM ROCHA LLC Timings 1: State Highway 52 & Asphalt Specialties Access Road Background Traffic Volumes Sunday Peak Hour - Year 2024 Intersection Signal Delay: 8.8 Intersection Capacity Utilization 50.9% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 1: State Highway 52 & Asphalt Specialties Access Road 131 1 w1 . -t 10s 55s , 1- 10 s I 55 s 10 s 25 s January 2023 Synchro Report SM ROCHA LLC Timings Background Traffic Volumes 1: State Highway 52 & Asphalt Specialties Access Road Sunday Peak Hour - Year 2042 4- t P `► 1 r Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) Future Volume (vph) Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Satd. Flow (RTOR) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 Minimum Split (s) 10.0 Total Split (s) 10.0 Total Split r/o) 10.0% Yellow Time (s) 3.0 All -Red Time (s) 2.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 5.0 Lead/Lag Lead Lead -Lag Optimize? Yes Recall Mode None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio t 0 780 52 52 0 780 52 52 1863 1863 1583 1770 0.200 1863 1863 1583 373 131 0 848 57 pm+pt NA Perm 5 2 2 2 5 2 2 5.0 24.0 55.0 55.0% 4.0 2.0 0.0 6.0 Lag Yes Max 55.4 0.73 0.63 11.7 0.0 11.7 B 11.0 B 222 514 487 1356 0 0 0 0.63 5.0 24.0 55.0 55.0% 4.0 2.0 0.0 6.0 Lag Yes Max 55.4 0.73 0.05 0.1 0.0 0.1 A 57 pm+pt 1 6 1 5.0 g 5.0 10.0 10.0 10.0% 3.0 2.0 0.0 5.0 Lead Yes None 60.9 0.80 0.15 3.5 0.0 3.5 A 0 4 0 19 250 1188 0 0 0 0.05 250 390 0 0 0 0.15 24.0 55.0 55.0% 4.0 2.0 0.0 6.0 Lag Yes Max 61.2 0.80 0.47 5.1 0.0 5.1 A 5.0 A 83 251 1020 1497 0 0 0 0.47 t r 1+ 647 2 92 0 46 647 2 92 0 46 1863 1583 1770 1583 0 0.956 1863 1583 1781 1583 0 131 201 703 2 100 50 NA Perm pm+pt NA 6 7 4 6 4 6 6 7 4 5.0 24.0 55.0 55.0% 4.0 2.0 0.0 6.0 Lag Yes Max 61.2 0.80 0.00 0.0 0.0 0.0 A I 5.0 10.0 10.0 10.0% 3.0 2.0 0.0 5.0 Lead Yes None 7.3 0.10 0.58 47.4 0.0 47.4 D 0 47 0 92 250 1298 0 0 0 0.00 250 171 0 0 0 0.58 5.0 24.0 35.0 35.0% 3.0 2.0 0.0 5.0 None 7.4 0.10 0.15 0.9 0.0 0.9 A 31.9 C 0 0 236 748 0 0 0 0.07 2 0 2 0 0 1770 0 0 0 0 1863 0 0 0 Perm 2 0 NA 8 8 8 8 5.0 24.0 25.0 25.0% 3.0 2.0 Lag Yes None 5.0 24.0 25.0 25.0% 3.0 2.0 0.0 5.0 Lag Yes None 5.8 0.08 0.01 35.5 0.0 35.5 D 35.5 D 1 8 712 492 0 0 0 0.00 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 76.1 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.63 January 2023 Synchro Report SM ROCHA LLC Timings 1: State Highway 52 & Asphalt Specialties Access Road Background Traffic Volumes Sunday Peak Hour - Year 2042 Intersection Signal Delay: 10.2 Intersection Capacity Utilization 57.2% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service B Splits and Phases: 1: State Highway 52 & Asphalt Specialties Access Road 131 L Ci 10s 55s 35s n , �06 i t s9fi-,a 10s 55s .1Os 25s January 2023 Synchro Report SM ROCHA LLC Timings Total Traffic Volumes 1: State Highway 52 & Asphalt Specialties Access Road Sunday Peak Hour - Year 2024 %), 4- t t P Lane Group EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) Future Volume (vph) Satd. Flow (prot) Flt Permitted t 0 580 52 0 580 52 1863 1863 1583 Satd. Flow (perm) 1863 1863 1583 Satd. Flow (RTOR) 131 Lane Group Flow (vph) 0 630 57 Turn Type pm+pt NA Perm Protected Phases 5 2 Permitted Phases 2 2 Detector Phase 5 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 10.0 24.0 24.0 Total Split (s) 10.0 55.0 55.0 Total Split (%) 10.0% 55.0% 55.0% Yellow Time (s) 3.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 5.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None Max Max Act Effct Green (s) 53.8 53.8 Actuated g/C Ratio 0.70 0.70 v/c Ratio 0.48 0.05 Control Delay 9.4 0.1 Queue Delay 0.0 0.0 Total Delay 9.4 0.1 LOS A A Approach Delay 8.7 Approach LOS A Queue Length 50th (ft) 136 0 Queue Length 95th (ft) 307 0 Internal Link Dist (ft) 487 Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio t r 25 52 498 1 92 25 52 498 1 92 0 1770 1863 1583 1770 0.313 0.956 0 583 1863 1583 1781 131 0 84 541 1 100 pm+pt NA Perm pm+pt 1 6 7 6 6 4 1 6 6 7 5.0 5.0 10.0 24.0 10.0 55.0 10.0% 55.0% 3.0 4.0 2.0 2.0 0.0 0.0 5.0 6.0 Lead Lag Yes Yes None Max 61.4 61.7 0.80 0.81 0.15 0.36 3.3 4.1 0.0 0.0 3.3 4.1 A A 4.0 A 6 56 25 168 800 14 0 46 1 0 0 46 1 0 1583 0 0 1770 1583 0 0 1863 260 50 0 0 1 NA Perm NA 4 8 4 5.01 5.0 5.0M_ 24.0 10.0 23.0 55.0 10.0 35.0 55.0% 10.0% 35.0% 4.0 3.0 3.0 2.0 2.0 2.0 0.0 0.0 0.0 6.0 5.0 5.0 Lag Lead Yes Yes Max None None 61.7 7.3 7.4 0.81 0.10 0.10 0.00 0.59 0.13 0.0 48.1 0.7 0.0 0.0 0.0 0.0 48.1 0.7 A D A 32.3 C 0 47 0 0 92 0 250 250 250 250 250 1310 1152 545 1501 1301 169 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.48 0.05 0.15 0.36 0.00 0.59 781 0 0 0 0.06 8 8 8 5.0 23.0 25.0 25.0% 3.0 2.0 Lag Yes None 5.0 23.0 25.0 25.0% 3.0 2.0 0.0 5.0 Lag Yes None 5.7 0.07 0.01 35.0 0.0 35.0 C 35.0 C 0 6 712 489 0 0 0 0.00 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 76.5 Natural Cycle: 75 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.59 March 2024 Synchro Report SM ROCHA LLC Timings 1: State Highway 52 & Asphalt Specialties Access Road Total Traffic Volumes Sunday Peak Hour - Year 2024 r Lane Group SBR Lanonfigurations Traffic Volume (vph) 0 Future Volume (vph) 0 Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Satd. Flow (RTOR) Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (°/a) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary March 2024 Synchro Report SM ROCHA LLC Timings 1: State Highway 52 & Asphalt Specialties Access Road Total Traffic Volumes Sunday Peak Hour - Year 2024 Intersection Signal Delay: 9.1 Intersection Capacity Utilization 52.9% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 1: State Highway 52 & Asphalt Specialties Access Road 131 N L • •You 10s 55s , •ii _ 1— Uc 4\U A : aY U i_° 10s I 555 10s 25s March 2024 Synchro Report SM ROCHA LLC HCM 6th TWSC Total Traffic Volumes 2: State Highway 52 & Access A Sunday Peak Hour - Year 2024 Intersection Int Delay, s/veh 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations t t r r Traffic Vol, veh/h 0 652 513 60 0 63 Future Vol, veh/h 0 652 513 60 0 63 Conflicting Pods, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - Stop Storage Length - - 250 - 0 Veh in Median Storage, # - 0 0 - 0 Grade, % - 0 0 - 0 Peak Hour Factor 92 92 92 30 92 30 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 709 558 200 0 210 Ma'or/Minor Mapr1 Major2 Minor2 Conflicting Flow All - 0 Stage 1 - Stage 2 - Critical Hdwy - Critical Hdwy Stg 1 - Critical Hdwy Stg 2 Follow-up Hdwy - Pot Cap -1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap -1 Maneuver - Mov Cap -2 Maneuver - Stage 1 Stage 2 0 - 558 IMP - 6.22 MP IMI - 3.318 0 529 0 - 0 - 529 IMP Approach EB WB SB HCM Control Delay, s 0 0 16.2 HCM LOS C Minor Lane/Ma_or Mvmt EBT WBT WBR SBLn1 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 529 - 0.397 - 16.2 - C - 1.9 March 2024 Synchro Report SM ROCHA LLC Timings Total Traffic Volumes 1: State Highway 52 & Asphalt Specialties Access Road Sunday Peak Hour - Year 2042 %), ak... t P Lane Group EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) Future Volume (vph) Satd. Flow (prot) Flt Permitted t 0 816 52 0 816 52 1863 1863 1583 Satd. Flow (perm) 1863 1863 1583 Satd. Flow (RTOR) 131 Lane Group Flow (vph) 0 887 57 Turn Type pm+pt NA Perm Protected Phases 5 2 Permitted Phases 2 2 Detector Phase 5 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 10.0 24.0 24.0 Total Split (s) 10.0 55.0 55.0 Total Split (%) 10.0% 55.0% 55.0% Yellow Time (s) 3.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 5.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None Max Max Act Effct Green (s) 53.8 53.8 Actuated g/C Ratio 0.70 0.70 v/c Ratio 0.68 0.05 Control Delay 13.8 0.1 Queue Delay 0.0 0.0 Total Delay 13.8 0.1 LOS B A Approach Delay 13.0 Approach LOS B Queue Length 50th (ft) 241 0 Queue Length 95th (ft) #595 0 Internal Link Dist (ft) 487 Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 1309 0 0 0 0.68 250 1151 0 0 0 0.05 t r 14 25 52 685 2 92 0 25 52 685 2 92 0 0 1770 1863 1583 1770 1583 0.170 0.956 0 317 1863 1583 1781 1583 131 164 0 84 745 2 100 50 pm+pt NA Perm pm+pt NA 1 6 7 4 6 6 4 1 6 6 7 5.0 5.0 10.0 24.0 10.0 55.0 10.0% 55.0% 3.0 4.0 2.0 2.0 0.0 0.0 5.0 6.0 Lead Lag Yes Yes None Max 61.4 61.7 0.80 0.81 0.24 0.50 4.4 5.4 0.0 0.0 4.4 5.4 A A 5.3 A 6 90 25 277 790 250 349 0 0 0 0.24 1500 0 0 0 0.50 4 46 46 0 5.01 5.0 5.0M_ 24.0 10.0 23.0 55.0 10.0 35.0 55.0% 10.0% 35.0% 4.0 3.0 3.0 2.0 2.0 2.0 0.0 0.0 0.0 6.0 5.0 5.0 Lag Lead Yes Yes Max None None 61.7 7.3 7.4 0.81 0.10 0.10 0.00 0.59 0.17 0.0 47.8 1.2 0.0 0.0 0.0 0.0 47.8 1.2 A D A 32.3 C 0 47 0 0 92 0 250 250 1300 0 0 0 0.00 250 170 0 0 0 0.59 722 0 0 0 0.07 2 0 2 0 0 1770 0 0 1863 0 0 Perm 2 NA 8 8 8 8 5.0 23.0 25.0 25.0% 3.0 2.0 Lag Yes None 5.0 23.0 25.0 25.0% 3.0 2.0 0.0 5.0 Lag Yes None 5.8 0.08 0.01 35.5 0.0 35.5 D 35.5 D 1 8 712 488 0 0 0 0.00 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 76.6 Natural Cycle: 90 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.68 March 2024 Synchro Report SM ROCHA LLC Timings 1: State Highway 52 & Asphalt Specialties Access Road Total Traffic Volumes Sunday Peak Hour - Year 2042 r Lane Group SBR Lanonfigurations Traffic Volume (vph) 0 Future Volume (vph) 0 Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Satd. Flow (RTOR) Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (°/a) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary March 2024 Synchro Report SM ROCHA LLC Timings Total Traffic Volumes 1: State Highway 52 & Asphalt Specialties Access Road Sunday Peak Hour - Year 2042 Intersection Signal Delay: 11.2 Intersection Capacity Utilization 65.3% Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Intersection LOS: B ICU Level of Service C Splits and Phases: 1: State Highway 52 & Asphalt Specialties Access Road 101 22 to4 10 s 55 s 35 s ,O5 1106 .4\ �� 7 10S 5.5s ,10s • 5s March 2024 Synchro Report SM ROCHA LLC HCM 6th TWSC Total Traffic Volumes 2: State Highway 52 & Access A Sunday Peak Hour - Year 2042 Intersection Int Delay, s/veh 23 Movement EBL EBT WBT WBR SBL SBR Lane Configurations t t r r Traffic Vol, veh/h 0 889 701 60 0 63 Future Vol, veh/h 0 889 701 60 0 63 Conflicting Pods, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - Stop Storage Length - - 250 - 0 Veh in Median Storage, # - 0 0 - 0 Grade, % - 0 0 - 0 Peak Hour Factor 92 92 92 30 92 30 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 966 762 200 0 210 Ma'or/Minor Mapr1 Major2 Minor2 Conflicting Flow All - 0 Stage 1 - Stage 2 - Critical Hdwy - Critical Hdwy Stg 1 - Critical Hdwy Stg 2 Follow-up Hdwy - Pot Cap -1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap -1 Maneuver - Mov Cap -2 Maneuver - Stage 1 Stage 2 0 - 762 IMP - 6.22 - 3.318 0 405 0 - 0 - - 405 IMP IMP Approach EB WB SB HCM Control Delay, s 0 0 23.1 HCM LOS C Minor Lane/Ma_or Mvmt EBT WBT WBR SBLn1 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 405 - 0.519 - 23.1 - C - 2.9 March 2024 Synchro Report SM ROCHA LLC APPENDIX E SimTraffic Simulation Worksheets SimTraffic Performance Report Total Traffic Volumes Sunday Peak Hour - Year 2042 1: State Highway 52 & Asphalt Specialties Access Road Performance by movement Movement EBT EBR WBU WBL WBT WBR NBL NBR SBL All Denied Del/Veh (s) Total Del/Veh (s) 0.9 3.3 0.0 0.0 0.0 0.0 4.1 0.2 0.1 0.7 8.61 2.4 13.5 15.3 t4.2a 0.6 34.2 9.8 42.0 8.3 2: State Highway 52 & Access A Performance by movement Movement EBT WBT WBR SBT SBR All Denied Del/Veh (s) Total Del/Veh (s) 0.0 0.7 3.1 0.0 0.0 0.4 0.3 1.2 0.3 0.0 2.5 0.7 3: Access A & Parking Aisle Performance by movement Movement EBR NBL NBT SBT All Denied Del/Veh (s) Total Del/Veh (s) 0.1 0.0 0.0 0.1 0.0 2.4 1.0 0.1 0.1 0.8 Total Network Performance Denied Del/Veh (s) Total Del/Veh (s) 1.1 12.1 March 2024 SimTraffic Report SM ROCHA LLC Queuing and Blocking Report Total Traffic Volumes Sunday Peak Hour - Year 2042 Intersection: 1: State Highway 52 & Asphalt Specialties Access Road Movement EB EB WB WB NB NB SB Directions Served T R UL T L TR LTR Maximum Queue (ft) 225 64 126 160 110 121 21 Average Queue (ft) 88 11 39 43 50 25 2 95th Queue (ft) 174 39 76 103 91 61 11 Link Distance (ft) 533 808 283 745 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: State Highway 52 & Access A Movement SB Directions Served R Maximum Queue (ft) 31 Average Queue (ft) 24 95th Queue (ft) 45 Link Distance (ft) 107 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Access A & Parking Aisle Movement EB NB Directions Served LR LT Maximum Queue (ft) 30 30 Average Queue (ft) 19 1 95th Queue (ft) 43 10 Link Distance (ft) 156 107 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 0 March 2024 SimTraffic Report SM ROCHA LLC TRAFFIC IMPACT STUDY For St Scholastica Weld County, Colorado October 2021 Prepared for: St Scholastica 575 Wells Street Erie, Colorado 80516 ROCHA, LLC ASM TRAFFIC AND I RANSPORTA i ICN CO wir fifk, At..`�J SQ°°G.®03 R 7f.w11 cyL\IC K pc: . p� ,(4 Cam' 4• • o r 23410 NI 10/27/2021 • • Prepared by: SULTANTS 8703 Yates Drive, Suite 210 Westminster, Colorado 80031 (303) 458-9798 6 South Tejon Street, Suite 515 Colorado Springs, Colorado 80903 (719) 203-6639 Project Engineer: Stephen Simon, EIT Engineer in Responsible Charge: Fred Lantz, PE 21-061446 St Scholastica — Traffic Impact Study October 2021 Table of Contents Page I. Introduction 1 Project Overview 1 Study Area Boundaries 1 Site Description 1 Existing and Committed Surface Transportation Network 4 II. Existing Traffic Conditions 5 Existing Traffic Analysis Results 7 III. Future Traffic Conditions Without Proposed Development 8 Background Traffic Analysis Results — Year 2023 11 Background Traffic Analysis Results — Year 2041 11 IV. Proposed Project Traffic 12 Trip Generation 12 Adjustments to Trip Generation Rates 13 Trip Distribution 13 Trip Assignment 13 V. Future Traffic Conditions With Proposed Developments 16 VI. Project Impacts 19 Peak Hour Intersection Levels of Service 19 Total Traffic Analysis Results Upon Development Build -Out 19 Queue Length Analysis 20 Auxiliary Lane Analysis 20 VII. Conclusion 21 SM ROCHA, LLC - Traffic and Transportation Consultants Page i St Scholastica — Traffic Impact Study October 2021 Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Table 1 Table 2 Table 3 Table 4 Table 5 Table 6 Table 7 List of Figures Page Location 2 Site Plan 3 Existing Traffic Volumes 6 Background Traffic Volumes — Year 2023 9 Background Traffic Volumes — Year 2041 10 Distribution and Site Generated Assignment 15 Total Traffic Volumes — Year 2023 17 Total Traffic Volumes — Year 2041 18 List of Tables Page Intersection Capacity Analysis Summary — Existing Traffic 7 Intersection Capacity Analysis Summary — Background Traffic — Year 2023 11 Intersection Capacity Analysis Summary — Background Traffic — Year 2041 11 Trip Generation Rates 12 Trip Generation Summary 13 Intersection Capacity Analysis Summary — Total Traffic — Year 2023 19 Intersection Capacity Analysis Summary — Total Traffic — Year 2041 19 APPENDIX A APPENDIX B APPENDIX C Appendices TRAFFIC COUNT DATA LEVEL OF SERVICE DEFINITIONS CAPACITY WORKSHEETS SM ROCHA, LLC - Traffic and Transportation Consultants Page ii St Scholastica — Traffic Impact Study October 2021 I. Introduction Project Overview This traffic impact study addresses the capacity, geometric, and control requirements associated with the development entitled St Scholastica. This proposed institutional development consists of a church with supporting facilities. The development is located at 649 State Highway (SH) 52 in Weld County, Colorado. Study Area Boundaries The study area to be examined in this analysis encompasses the SH 52 intersection with site access. Figure 1 illustrates location of the site and the study intersection. Site Description Land for the development is currently occupied by a residential land use which also serves as a small printing business and is surrounded by a mix of agricultural, industrial, and residential land uses. The proposed development is understood to entail the reuse of existing structures on the site as well as the new construction of a 4,500 square foot church building. Existing structures to remain are anticipated to serve ancillary functions to the main church building. The development is anticipated to provide capacity for approximately 242 seats. Existing access to the development is provided at the following location: one full -movement access onto SH 52 (referred to as Site Access). It is understood that with the proposed redevelopment, Site Access will be reconstructed as a right -in / right -out only access. For purposes of this study, it is anticipated that development construction would be completed by end of Year 2023. It is understood that additional site phasing and development expansion is anticipated in future conditions. However, details regarding said expansion are not fully defined at this time. As any additional development occurs on -site it is anticipated that an updated analysis may be provided in order to determine continued traffic impacts. A conceptual site plan, as prepared by Tait & Associates, is shown on Figure 2. This plan is provided for illustrative purposes only. SM ROCHA, LLC - Traffic and Transportation Consultants Page 1 r/ ; t • ,,1 .1. .., V 'NT L • J T / .. f / / '2' i r 11 • / ,' / • / 'I 'tl / / -•/ I • / /• ''• jer ST SCHOLASTICA Traffic Impact Study t SM ROCHA, LLC r -- o LLC Traffic and Transportation Consultants t al - / --,Y,rit it • _ C t r• / /f / F • l -- ••• r f • f � r • c 1 r --. sr -.�I l„. - . • ja — ''` = ' iex i . • -.- r r•� • IS e OPCSED PHASE 2 EXPANSIOFB — PROPOSED BUILDING },500 SF _ I 4b'K1 DO' {j i r • Y L4l1.1Ur ------ -—;O59;1 — - — -1±?61 — ---(49&3 . - " T ♦ n _ .. • ., . • •�_r • r 11 • • ' r r•• 11 . 11 ,•. ,. - . „ .) • • I' •- 4 . . •. ♦ • V r • • ••• • ••. • u C ! -;.,rb ,;r, 71— ••a _ ` t — ` — I itt .1t.Ts—Gam.:.-1J • r 7 - .1 9' • v 1. - 1— — • - " • " . f r • • ♦ r ♦•' . • ! 0: • . • • • - 1• II w • II •• .. I• . • • Y • . . r. • • . 1• • • • . •' • . • . • . • . • 1 r - • • -I .1 ' a • • r V ' • . . Ir V `• It • r .•v 7 I • • . • V • • r . . • I r • • ' • ' ••' a • t Not to Scale 1 • a_, .T . • . -• - t ~r r �-- - .••••-.- r s a r • • _ ,• •-• E' -• l.-. • • PP.. Y \l - - � r ..-_ _ -_ . - _•— - - a _ o- . • . . . . . 1— t -- - -4 State Highway 52 + J ate •= T T j ^•-n_ _ _ . _ • • 0 4 S. \ -�� 7 - Figure 2 SITE PLAN October 2021 Page 3 St Scholastica — Traffic Impact Study October 2021 Existing and Committed Surface Transportation Network Within the study area, State Highway 52 is the primary roadway that will accommodate traffic to and from the proposed development. A brief description of the study roadway is provided below: State Highway 52 is an east -west state roadway having two through lanes (one lane in each direction) with shared turn lanes at the intersection within the study area. The Colorado Department of Transportation (CDOT) categorizes the adjacent segment of State Highway 52 as a Regional Highway (R -A) and provides a posted speed limit of 55 MPH. The study intersection operates under a stop -controlled condition. A stop -controlled intersection is defined as a roadway intersection where vehicle rights -of -way are controlled by one or more "STOP" signs. It is understood that an ongoing Planning and Environmental Linkage (PEL), and an Access Control Plan (ACP), is being prepared for SH 52 by CDOT. Pursuant to analysis findings documented in the PEL, roadway and corridor improvements along SH 52 may be applicable. Specifically, it is anticipated that SH 52 would be widened from two to four through lanes to better accommodate regional transportation demands. However, it is understood that no timeline for completion of this improvement has been established, and a final version of the PEL is currently unavailable. Therefore, for analysis purposes, no regional or specific improvements for the above -described roadway are assumed to be planned or committed at this time. SM ROCHA, LLC - Traffic and Transportation Consultants Page 4 St Scholastica — Traffic Impact Study October 2021 II. Existing Traffic Conditions Average daily weekend 24 -hour traffic volumes were collected on State Highway 52. Counts were collected on Sunday, July 19, 2020. It is noted that counts were collected during the COVID-19 pandemic, and therefore may not accurately represent 24 -hour traffic volumes under normal conditions. Therefore, in order to more accurately represent existing Year 2021 traffic volumes under normal conditions, an annual growth rate of two percent was applied. This growth rate was determined using traffic data provided by CDOT's Online Transportation Information System (OTIS), which anticipates a 20 -year growth rate less than two percent. This is understood to provide for a conservative analysis. In order to represent existing Sunday peak hour volumes at the existing Site Access intersection with State Highway 52, turning volumes were estimated using trip generation information provided by the Institute of Transportation Engineers (ITE) in their report entitled Trip Generation Manual, 10th Edition. Trip generation rates and estimated volumes for the existing land uses are provided in Section IV, Tables 4 and 5. These volumes, in addition to the adjusted peak Sunday traffic volume counts, are shown on Figure 3. Traffic count data is included for reference in Appendix A. SM ROCHA, LLC - Traffic and Transportation Consultants Page 5 Not to Scale State Hiahwav 52 f L_J LEGEND Study Intersection Volumes Study Intersection Lane Geometry Development Site J L► 2 1- 425 0 A 452 ST SCHOLASTICA Traffic Impact Study SM ROCHA, LLC Traffic and Transportation Consultants / (10,095) Figure 3 EXISTING TRAFFIC Volumes & Intersection Geometry AM I PM Peak Hour (ADT) : Average Daily Traffic October 2021 Page 6 St Scholastica — Traffic Impact Study October 2021 The Unsignalized Intersection Analysis technique, as published in the Highway Capacity Manual (HCM) by the Transportation Research Board and as incorporated into the SYNCHRO computer program, was used to analyze the study intersection for existing traffic conditions. This nationally accepted technique allows for the determination of intersection level of service (LOS) based on the congestion and delay of each traffic movement. Level of service is a method of measurement used by transportation professionals to quantify a driver's perception of travel conditions that include travel time, number of stops, and total amount of stopped delay experienced on a roadway network. The HCM categorizes level of service into a range from "A" which indicates little, if any, vehicle delay, to "F" which indicates a level of operation considered unacceptable to most drivers. These levels of service grades with brief descriptions of the operating condition, for unsignalized and signalized intersections, are included for reference in Appendix B and have been used throughout this study. The level of service analyses results for existing conditions are summarized in Table 1. Intersection capacity worksheets developed for this study are provided in Appendix C. Table 1— Intersection Capacity Analysis Summary — Existing Traffic INTERSECTION LANE GROUPS LEVEL OF SERVICE SUNDAY PEAK HOUR State Eastbound Southbound Highway 521 Left Left Site and and Through Access Right (Stop -Controlled) A B Key: Stop -Controlled Intersection: Level of Service Existing Traffic Analysis Results Under existing conditions, operational analysis shows that the unsignalized intersection of State Highway 52 with Site Access has turning movement operations at LOS B or better during the Sunday peak traffic hour. SM ROCHA, LLC - Traffic and Transportation Consultants Page 7 St Scholastica — Traffic Impact Study October 2021 III. Future Traffic Conditions Without Proposed Development Background traffic is the traffic projected to be on area roadways without consideration of the proposed development. Background traffic includes traffic generated by development of vacant parcels in the area. To account for projected increases in background traffic for Years 2023 and 2041, and as discussed in Section II, a compounded annual growth rate was determined using traffic data provided by CDOT's Online Transportation Information System (OTIS), which anticipates a 20 -year growth rate less than two percent. Therefore, in order to provide for a conservative analysis, a growth rate of two percent was applied to existing traffic volumes. This annual growth rate is also consistent with regional growth projections and the level of in -fill development expected within the area. It is understood that proposed development to the southwest of the study area entitled Spring Hill is anticipated in the near future. This residential development is anticipated to provide access locations to State Highway 52 both west and east of the proposed church development. However, at this time, no completed traffic analysis was available for consideration within this report, and as such no adjustments were made to background volumes beyond the anticipated two percent growth rate. It is to be noted that the focus of this analysis is on Sunday peak hour operations due to the nature of the proposed land use, with minimal to no traffic generation during weekdays. As such, potential impacts to the proposed development due to the Spring Hill development are anticipated to be minor. Pursuant to the non -committed area roadway improvements discussed in Section I, Year 2023 and Year 2041 background traffic conditions assume no roadway improvements to accommodate regional transportation demands. This assumption provides for a conservative analysis. Projected background traffic volumes and intersection geometry for Years 2023 and 2041 are shown on Figure 4 and Figure 5, respectively. SM ROCHA, LLC - Traffic and Transportation Consultants Page 8 Not to Scale State Hi • hwa 52 ii Ls A 2 4-442 0 A 470—► L / 1 I L_J LEGEND Study Intersection Volumes Study Intersection Lane Geometry Development Site 1 ST SCHOLASTICA Traffic Impact Study SM ROCHA, LLC Traffic and Transportation Consultants (10,500) Figure 4 BACKGROUND TRAFFIC - YEAR 2023 Volumes & Intersection Geometry AM I PM Peak Hour (ADT) : Average Daily Traffic October 2021 Page 9 Not to Scale No id L/ 3 1-638 0 678-► State Hiahwav 52 I L_J LEGEND Study Intersection Volumes Study Intersection Lane Geometry Development Site J ST SCHOLASTICA Traffic Impact Study SM ROCHA, LLC Traffic and Transportation Consultants r., / 1 1 I 1 (15,145) Figure 5 BACKGROUND TRAFFIC - YEAR 2041 Volumes & Intersection Geometry AM I PM Peak Hour (ADT) : Average Daily Traffic October 2021 Page 10 St Scholastica — Traffic Impact Study October 2021 As with existing traffic conditions, the operations of study intersections were analyzed under background conditions, without the proposed development, using the SYNCHRO computer program. Background traffic level of service analysis results for Year 2023 are listed in Table 2. Year 2041 operational results are summarized in Table 3. Definitions of levels of service are given in Appendix B. Intersection capacity worksheets are provided in Appendix C. Table 2 — Intersection Capacity Analysis Summary — Background TrafficYear 2023 INTERSECTION LANE GROUPS LEVEL OF SERVICE SUNDAY PEAK HOUR State Eastbound Southbound Highway 521 Left Left Site and and Through Access Right (Stop -Controlled) A B Key : Stop -Controlled Intersection: Level of Sery ice Background Traffic Analysis Results — Year 2023 Year 2023 background traffic analysis indicates that the unsignalized intersection of State Highway 52 with Site Access has turning movement operations at LOS B or better during the Sunday peak traffic hour. Table 3— Intersection Capacity Analysis Summary — Background TrafficYear 2041 INTERSECTION LANE GROUPS LEVEL OF SERVICE SUNDAY PEAK HOUR State Eastbound Southbound Highway 521 Left Left and Site and Through Access Right (Stop -Controlled) A B Key : Stop -Controlled Intersection: Level of Sery ice Background Traffic Analysis ResultsYear 2041 By Year 2041 and without the proposed development, the study intersection of State Highway 52 with Site Access experiences LOS B or better operations during the Sunday peak traffic hour. These intersection operations are similar to existing conditions. SM ROCHA, LLC - Traffic and Transportation Consultants Page 11 St Scholastica — Traffic Impact Study October 2021 IV. Proposed Project Traffic Trip Generation Standard traffic generation characteristics compiled by the Institute of Transportation Engineers (ITE) in their report entitled Trip Generation Manual, 10th Edition, were applied to the existing and proposed land uses in order to estimate average daily weekend traffic (ADT) and Sunday Peak Hour vehicle trips. A vehicle trip is defined as a one-way vehicle movement from a point of origin to a point of destination. The ITE land use codes 110 (General Light Industrial), 210 (Single -Family Housing), and 560 (Church) were used for estimating trip generation because of their best fit to the existing and proposed land use descriptions. Trip generation rates used in this study are presented in Table 4. Table 4 — Trip Generation Rates TRIP GENERATION RATES ITE 24 SUNDAY PEAK HOUR CODE LAND USE UNIT HOUR ENTER EXIT TOTAL 110 General Light Industrial KSF 5.00 0.33 0.36 0.69 210 Single -Family Housing DU 8.55 0.45 0.40 0.85 560 Church STS 1.21 0.26 0.28 0.54 Key: KSF = Thousand Square Feet. DU = Dwelling Units. STS = Seats. Note: All data and calculations above are subject to being rounded to nearest value. Table 5 illustrates projected average daily weekend traffic (ADT) and Sunday Peak Hour traffic volumes likely generated by the proposed development upon build -out and provides comparison to traffic volume estimates for the existing land uses. SM ROCHA, LLC - Traffic and Transportation Consultants Page 12 St Scholastica — Traffic Impact Study October 2021 Table 5 — Trip Generation Summary ITE CODE LAND USE SIZE TOTAL TRIPS GENERATED . 24 HOUR SUNDAY PEAK HOUR ENTER EXIT TOTAL Site Development - Existing 3.2 1 KSF DU 16 9 1 1 1 0 2 1 110 210 General Single -Family Light Industrial Housing Existing Total: 25 2 1 3 Site Development - Proposed 242 STS 293 64 67 131 560 Church Proposed Total: I 293 64 67 131 Difference Total: 268 62 66 128 Note: All data and calculations above are subject to being rounded to nearest value. Upon build -out, Table 5 illustrates that the proposed development has the potential to generate approximately 293 daily trips with 131 of those occurring during the Sunday peak hour. Adjustments to Trip Generation Rates A development of this type is not likely to attract trips from within area land uses nor pass -by or diverted link trips from the adjacent roadway system, therefore no trip reduction was taken in this analysis. Trip Distribution The overall directional distribution of site -generated traffic was determined based on the location of development site within the County, proposed and existing area land uses, allowed turning movements, and available roadway network. Overall trip distribution patterns for the development are shown on Figure 6. Trip Assignment Traffic assignment is how generated and distributed vehicle trips are expected to be loaded onto the available roadway network. Applying trip distribution patterns to site -generated traffic provides the overall site -generated trip assignments shown on Figure 6. SM ROCHA, LLC - Traffic and Transportation Consultants Page 13 St Scholastica — Traffic Impact Study October 2021 Given the right-in/right-out nature of the Site Access, vehicle trips originating from the west and trips returning to the east may perform a U-turn movement at the first available intersection or public driveway or else utilize an alternate route in order to return to their point of origin. Therefore, trip assignment assumes possible off -site U-turn trips and adds them the eastbound through volumes and westbound right turn movement as necessary. SM ROCHA, LLC - Traffic and Transportation Consultants Page 14 Not to Scale AE64 65-► State Highway 52 150°4 r L_J LEGEND Study Intersection Volumes Development Site 1 ST SCHOLASTICA Traffic Impact Study L / re 150°4 Figure 6 SITE DEVELOPMENT DISTRIBUTION (%) : Overall SITE -GENERATED AM / PM Peak Hour SM ROCHA, LLC Traffic and Transportation Consultants October 2021 Page 15 St Scholastica — Traffic Impact Study October 2021 V. Future Traffic Conditions With Proposed Developments Site -generated traffic was added to background traffic projections for Years 2023 and 2041 to develop total traffic projections. For analysis purposes, it was assumed that development construction would be completed by end of Year 2023. Pursuant to area roadway improvement discussions provided in Section III, Year 2023 and Year 2041 total traffic conditions assume no roadway improvements to accommodate regional transportation demands. Roadway improvements associated with site development are expected to be limited to site access and frontage as required by the governing agency. Projected Year 2023 total traffic volumes and intersection geometry are shown in Figure 7. Figure 8 shows projected total traffic volumes and intersection geometry for Year 2041. SM ROCHA, LLC - Traffic and Transportation Consultants Page 16 Not to Scale co 64 4-442 535 ► State Hiahwav 52 I L_J LEGEND Study Intersection Volumes Study Intersection Lane Geometry Development Site J ST SCHOLASTICA Traffic Impact Study SM ROCHA, LLC Traffic and Transportation Consultants r., / 1 1 I 1 (10720) Figure 7 TOTAL TRAFFIC - YEAR 2023 Volumes & Intersection Geometry AM I PM Peak Hour (ADT) : Average Daily Traffic October 2021 Page 17 Not to Scale CD a- 4-64 1--638 743—* State Highway 52 f L_J LEGEND Study Intersection Volumes Study Intersection Lane Geometry Development Site J ST SCHOLASTICA Traffic Impact Study L / 1 I (15,365) Figure 8 TOTAL TRAFFIC - YEAR 2041 Volumes & Intersection Geometry AM I PM Peak Hour (ADT) : Average Daily Traffic SM ROCHA, LLC Traffic and Transportation Consultants October 2021 Page 18 St Scholastica — Traffic Impact Study October 2021 VI. Project Impacts The analyses and procedures described in this study were performed in accordance with the Highway Capacity Manual (HCM) and are based upon the worst -case conditions that occur during a typical weekday upon build -out of site development and analyzed land uses. Therefore, study intersections are likely to operate with traffic conditions better than those described within this study, which represent the peak hour of Sunday operations only. Peak Hour Intersection Levels of Service As with background traffic, the operations of the study intersections were analyzed under projected total traffic conditions using the SYNCHRO computer program. Total traffic level of service analysis results for Years 2023 and 2041 are summarized in Table 6 and Table 7, respectively. Definitions of levels of service are given in Appendix B. Intersection capacity worksheets are provided in Appendix C. Table 6 — Intersection Capacity Analysis Summary — Total Traffic — Year 2023 INTERSECTION LANE GROUPS LEVEL OF SERVICE SUNDAY PEAK HOUR State Southbound Highway 521 Right Site Access (Stop -Controlled) B Key: Stop -Controlled Intersection: Level of Service Table 7 — Intersection Capacity Analysis Summary — Total Traffic — Year 2041 INTERSECTION LANE GROUPS LEVEL OF SERVICE SUNDAY PEAK HOUR State Southbound Highway 521 Right Site Access (Stop -Controlled) B Key: Stop -Controlled Intersection: Level of Service Total Traffic Analysis Results Upon Development Build -Out Table 7 illustrates how, by Year 2041 and upon development build -out, the stop -controlled intersection of State Highway 52 with Site Access shows turning movement operations of LOS B during the Sunday peak traffic hour. Compared to the background traffic analysis, the traffic generated by the proposed development is not expected to significantly change the operations of the study intersection. These intersection operations are similar to existing and background conditions. SM ROCHA, LLC - Traffic and Transportation Consultants Page 19 St Scholastica — Traffic Impact Study October 2021 Queue Length Analysis Queue lengths for existing Site Access intersection with State Highway 52 were analyzed using Year 2041 total traffic conditions. The analysis yields estimate of 95th percentile queue lengths, which have only a five percent probability of being exceeded during the analysis time period. Queue lengths were modeled and are included with the Synchro worksheets in Appendix C. No significant queue at the existing Site Access was indicated. The greatest on -site queue length anticipated at Site Access during the Sunday peak hour is approximately one to two vehicles for the southbound right turn movement. Auxiliary Lane Analysis Auxiliary lanes for site development access are to be based on the CDOT's State Highway Access Code (SHAG). Considering development build -out, an evaluation of auxiliary lane requirements, pursuant to Section 3.8(5), of the CDOT SHAC, reveals that a right turn deceleration lane at Site Access along State Highway 52 is required since the developments projected peak hour right turn ingress volume exceeds the CDOT threshold of 25 vehicles per hour. Additionally, a right turn acceleration lane along State Highway 52 would be required per the CDOT SHAC as the development's projected peak hour right turn egress volume exceeds the CDOT threshold of 50 vehicles per hour and the posted speed limit is greater than 40 MPH. It is however noted that CDOT construction requirements for a right turn acceleration lane require lengths that exceed the available distance separating adjacent accesses to the west of the site. Furthermore, pursuant to discussion in Section I regarding future roadway improvements, the potential for State Highway 52 to be widened to four through lanes is considered likely to reduce the need for an acceleration lane. It is also emphasized that peak site operations are expected to occur on Sundays only with minimal to no volumes generated on weekdays which generally experience the greatest traffic volumes. Therefore, based on these considerations in addition to the adequate levels of service shown for development Site Access, it is believed that the need for a right turn acceleration lane is not necessary. SM ROCHA, LLC - Traffic and Transportation Consultants Page 20 St Scholastica — Traffic Impact Study October 2021 VII. Conclusion This traffic impact study addressed the capacity, geometric, and control requirements associated with the development entitled St Scholastica. This proposed institutional development consists of church with supporting facilities. The development is located at 649 State Highway 52 in Weld County, Colorado. The study area examined in this analysis encompassed the State Highway 52 intersection with site access. Analysis was conducted for critical Sunday Peak Hour traffic operations for existing traffic conditions, Year 2023 and Year 2041 background traffic conditions, and Year 2023 and Year 2041 total traffic conditions. Under existing conditions, operational analysis shows that the unsignalized intersection of State Highway 52 with Site Access has turning movement operations at LOS B or better during the Sunday peak traffic hour. Year 2023 background traffic analysis indicates that the unsignalized intersection of State Highway 52 with Site Access has turning movement operations at LOS B or better during the Sunday peak traffic hour. By Year 2041 and without the proposed development, the study intersection of State Highway 52 with Site Access experiences LOS B or better operations during the Sunday peak traffic hour. Analysis of future traffic conditions indicates that the addition of site -generated traffic is expected to create no negative impact to traffic operations for the existing and surrounding roadway system upon consideration of the roadway and intersection control improvements assumed within this analysis. With all conservative assumptions defined in this analysis, the study intersection is projected to operate at future levels of service comparable to Year 2041 background traffic conditions. Proposed site access has long-term operations at LOS B during peak Sunday periods and upon build -out. The submittal of a new CDOT access permit is anticipated with the development of this site and will be coordinated through CDOT staff. SM ROCHA, LLC - Traffic and Transportation Consultants Page 21 APPENDIX A Traffic Count Data All Traffic Data Services www.alltrafficdata.net Page 1 Date Start: 19 -Jul -20 HWY52 E.O. WCR1 Site Code: 1 Station ID: Start Time 19 -Jul -20 Sun EB WB Total 12:00 AM 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 PM 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 9 4 4 7 18 49 115 132 168 262 316 370 443 425 389 342 405 308 294 231 168 169 101 56 6 6 5 11 39 148 263 220 205 304 344 387 417 432 384 375 394 341 301 224 183 147 120 54 15 10 9 18 57 197 378 352 373 566 660 757 860 857 773 717 799 649 595 455 351 316 221 110 Total Percent 4785 47.4% 5310 52.6% 10095 AM Peak Vol. PM Peak Vol. 11:00 370 12:00 443 11:00 387 13:00 432 11:00 757 12:00 860 Grand Total Percent ADT 4785 47.4% ADT 10,095 5310 52.6% AADT 10,095 10095 APPENDIX B Level of Service Definitions The following information can be found in the Highway Capacity Manual, Transportation Research Board, 2016: Chapter 19 — Signalized Intersections and Chapter 20 — Two -Way Stop Controlled Intersections. Automobile Level of Service (LOS) for Signalized Intersections Levels of service are defined to represent reasonable ranges in control delay. LOS A Describes operations with a control delay of 10 s/veh or less and a volume -to -capacity ratio no greater than 1.0. This level is typically assigned when the volume -to -capacity ratio is low and either progression is exceptionally favorable or the cycle length is very short. If it is due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. LOS B Describes operations with control delay between 10 and 20 s/veh and a volume -to -capacity ratio no greater than 1.0. This level is typically assigned when the volume -to -capacity ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A. LOS C Describes operations with control delay between 20 and 35 s/veh and a volume -to -capacity ratio no greater than 1.0. This level is typically assigned when progression is favorable or the cycle length is moderate. Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle) may begin to appear at this level. The number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping. LOS D Describes operations with control delay between 35 and 55 s/veh and a volume -to -capacity ratio no greater than 1.0. This level is typically assigned when the volume -to -capacity ratio is high and either progression is ineffective or the cycle length is long. Many vehicles stop and individual cycle failures are noticeable. LOS E Describes operations with control delay between 55 and 80 s/veh and a volume -to -capacity ratio no greater than 1.0. This level is typically assigned when the volume -to -capacity ratio is high, progression is unfavorable, and the cycle length is long. Individual cycle failures are frequent. LOS F Describes operations with control delay exceeding 80 s/veh or a volume -to -capacity ratio greater than 1.0. This level is typically assigned when the volume -to -capacity ratio is very high, progression is very poor, and the cycle length is long. Most cycles fail to clear the queue. Level of Service (LOS) for Unsignalized TWSC Intersections Level of Service (v/c ≤ 1.0) Average Control Delay (s/veh) A 0-10 B > 10 -15 C > 15-25 D >25-35 E >35-50 F > 50 APPENDIX C Capacity Worksheets HCM 6th TWSC Existing Traffic Volumes 1: State Highway 52 & Site Access Sunday Peak Hour Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 ii tirl Traffic Vol, veh/h 0 452 425 2 0 1 Future Vol, veh/h 0 452 425 2 0 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 491 462 2 0 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 464 0 - Stage 1 - - Stage 2 - - Critical Hdwy 4.12 - Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - Follow-up Hdwy 2.218 - Pot Cap -1 Maneuver 1097 Stage 1 - - Stage 2 - - Platoon blocked, % - Mov Cap -1 Maneuver 1097 - MovCap-2 Maneuver - - Stage 1 - - Stage 2 - - 0 954 463 463 - - 491 - - 6.42 6.22 5.42 - 5.42 - - 3.518 3.318 - 287 599 - 634 - - 615 - - 287 599 - 287 - - 634 - - 615 - Approach EB WB SB HCM Control Delay, s 0 HCM LOS 0 11 B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1097 0 A 0 - 599 - 0.002 - 11 - B 0 October 2021 Synchro Report SM ROCHA LLC HCM 6th TWSC Background Traffic Volumes 1: State Highway 52 & Site Access Sunday Peak Hour - Year 2023 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 0 0 0 Free 4 470 470 0 Free None - 0 - 0 92 92 2 2 0 511 Major/Minor Major1 13 442 442 0 Free 0 0 92 2 480 2 2 0 Free None 92 2 2 0 0 0 Stop 0 0 0 92 2 0 Major2 Minor2 1 1 0 Stop None 92 2 1 Conflicting Flow All 482 Stage 1 Stage 2 Critical Hdwy 4.12 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.218 Pot Cap -1 Maneuver 1081 Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver 1081 Mov Cap -2 Maneuver Stage 1 Stage 2 Approach EB 0 - WB 0 992 481 - 511 - 6.42 481 6.22 - 5.42 - - 5.42 - - 3.518 3.318 - 272 585 - 622 - 602 - 272 585 - 272 - 622 - 602 SB HCM Control Delay, s 0 HCM LOS 0 11.2 B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1081 0 A 0 - 585 - 0.002 - 11.2 - B 0 October 2021 Synchro Report SM ROCHA LLC HCM 6th TWSC Background Traffic Volumes 1: State Highway 52 & Site Access Sunday Peak Hour - Year 2041 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 0 0 0 Free 4 678 678 0 Free None 0 - 0 92 92 2 2 0 737 Major/Minor Major1 13 638 638 0 Free 0 0 92 2 693 3 3 0 Free None 92 2 3 0 0 0 Stop 0 0 0 92 2 0 Major2 Minor2 2 2 0 Stop None 92 2 2 Conflicting Flow All 696 Stage 1 Stage 2 Critical Hdwy 4.12 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.218 Pot Cap -1 Maneuver 900 Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver 900 Mov Cap -2 Maneuver Stage 1 Stage 2 Approach EB 0 - 0 1432 695 - 695 - 737 - 6.42 6.22 - 5.42 - 5.42 - - - 3.518 3.318 - 148 442 - 495 - 473 WB - 148 442 - 148 - 495 - 473 SB HCM Control Delay, s 0 HCM LOS 0 13.2 B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 900 0 A 0 - 442 - 0.005 - 13.2 - B 0 October 2021 Synchro Report SM ROCHA LLC HCM 6th TWSC Total Traffic Volumes 1: State Highway 52 & Site Access Sunday Peak Hour - Year 2023 Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations t t r r Traffic Vol, veh/h 0 535 442 64 0 67 Future Vol, veh/h 0 535 442 64 0 67 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 400 - 0 Veh in Median Storage, # - 0 0 - 0 Grade,% - 0 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 582 480 70 0 73 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 480 Stage 1 - Stage 2 - Critical Hdwy - Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy Pot Cap -1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver - Stage 1 Stage 2 MP al al - 6.22 - 3.318 0 586 0 - 0 - - 586 Approach EB VVB SB HCM Control Delay, s 0 0 12 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 586 - 0.124 - 12 - B - 0.4 October 2021 Synchro Report SM ROCHA LLC HCM 6th TWSC Total Traffic Volumes 1: State Highway 52 & Site Access Sunday Peak Hour - Year 2041 Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations t t r r Traffic Vol, veh/h 0 743 638 64 0 67 Future Vol, veh/h 0 743 638 64 0 67 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 400 - 0 Veh in Median Storage, # - 0 0 - 0 Grade,% - 0 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 808 693 70 0 73 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 693 Stage 1 - Stage 2 - Critical Hdwy - Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy Pot Cap -1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver - Stage 1 Stage 2 - 6.22 - 3.318 0 443 0 - 0 - - 443 Approach EB VVB SB HCM Control Delay, s 0 0 14.7 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 443 - 0.164 - 14.7 - B - 0.6 October 2021 Synchro Report SM ROCHA LLC I II TAIT WILING TO TNT CMAtl/MOI p:970161311447 www.tost.Covn November 17, 2021 Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue Greeley, CO 80631 RE: Contact Info for Owner/Operators Oil and Gas Wellbore Crestone Peak Resources Operating, LLC 1801 California Street, Suite 2500 Denver, CO 80202 Oil & Gas Lease (Exception 18) Dream Weaver Holdings, LLC Irrigation Ditches/Laterals N/A Pipelines N/A Overhead Lines United Power 9586 E. 1-25 Frontage Road Longmont, CO 80504 303-637-1300 Railroad BNSF 817-352-6461 6163 E. County Rood 16, Loveland, CO 80537 FOR COMMERCIAL OR INDUSTRIAL BUILDINGS, PLEASE COMPLETE THE FOLLOWING INFORMATION: Business Name: Address: Business Owner: Home Address: St. Scholastica Catholic Parish 649 Highway 52 Fr. Robed Wedow 575 Wells Street Phone: City, state, zip: Phone: City, state, zip: List up to three persons in the order to be called in the event of an emergency: NAME TITLE PHONE Fr. Robert Wedow - Father - 303-877-0728 - 575 Wells Street, Erie, CO 80516 303-828-4221 Erie, CO 80516 303-877-0728 Erie, CO 80516 ADDRESS Kristin Stegmueller - Business Manager - 720-272-7974 Mike Crader - Maintenance Manager - 720-391-0160 Business Hours: 9 AM - 5 PM UTILITY SHUT OFF LOCATIONS: Main Electrical: Gas Shut Off: Exterior Water Shutoff: Interior Water Shutoff: None on property. Days: Monday - Friday 9/10/21 12 Weld County Treasurer Statement of Taxes Due Account Number R8940221 Legal Description PT SE4 31-2-68 SUB EXEMPT SUBXI3-0012 Parcel 131331400016 Sites Address 649 HIGHWAY 52 WELD Account: R8940221 ST SCIOLASTICA CATHOLIC PARISH IN ERIE 1300 S STEELE ST DENVER, CO 80210-2526 Year 2020 2020 2020 2020 2020 2020 2020 2020 Charges Tax Abatement Tax Abatement Tax Abatement Tax Adjustment Tax Abatement DEL TAX NOTICE Tax Adjustment Tax Billed $2,540.34 ($2,614.88) $2,614.88 $4,864,46 ($4,864.46) $0,00 ($4,864.46) $4,864.46 Payments $2,540.34 ($2,614,88) $2,614.88 $4,864.46 ($4, 864,46) $0.00 ($4,864.46) $4,864.46 Balance $0,00 $0.00 $0.00 $0,00 $0.00 $0.00 $0.00 $0,00 Grand Total Due as of 12/09/2021 $0.00 Tax Billed at 2020 Rates for Tax Area 2306 - 2306 Authority WELD COUNTY SCHOOL DIST RED NORTHERN COLORADO WATER (NC MOUNTAIN VIEW FIRE HIGH PLAINS LIBRARY Taxes Billed 2020 Mill Levy 15.0380000* 56.5420000* 1.0000000 16,2470000 3,1810000 Amount $522.71 $1,965,41 $34.76 $564.75 $I 10,57 92.0080000 Weld County Treasurer's Office 1400 N 17th Avenue PO Box 458 Greeley, CO 80632 Phone: 970-400-3290 $3,198.20 Values SINGLE FAM,RES,- LAN D SINGLE FAM.RES- IMPROVEMTS SPEC,PURPOSE- LAND SPEC.PURPOSE- IMPROVEMENTS ., a.. • , a ww ..+•\ •4•• .Hs Actual Assessed $230,270 $16,460 $217,275 $4,491 $5,033 — . ads a a $15,540 $1,300 $1,460 a. a . Pursuant to the Weld County Subdivision Ordinance, the attached Statement of Taxes Due issued by the Weld County Treasurer are evidence that as of this date, all current and prior year taxes related to t s parcel have been paid in full. Si Date: Hello