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SUP-15-04
City of Wheat jAe COMMUNITY DEVELOPMENT Memorandum TO: Case File SUP -15-04 FROM: Meredith Reckert, Senior Planner DATE: October 5, 2018 SUBJECT: Modification of building architecture Case No. SUP -15-04 was a request for approval to allow a drive through facility at 2900 Youngfield. Accompanying it were two additional cases: Case No. WA -15-13 and WSP-15-03. The intent behind the application was to construct a 432 square foot drive through coffee facility (The Human Bean) on the premises. Included with the SUP was a site plan (Case No. WSP-15- 03) with a 5' variance to the 20' build -to requirement along Youngfield (Case No. WA -15-03). The SUP with site plan and variance was approved on November 9, 2015, with the following conditions: 1. The grant of use run with the property. 2. The Special Use Permit shall comply with all material representations, commitments, and operation restricts as depicted in the application material and documents maintained in the case file. The approved coffee shop was never constructed. Staff was recently approached with a request to assume the SUP by another coffee vendor (Ziggi's). While the architecture has changed, there are no changes proposed to the site layout, fagade articulation, the amount of masonry on the first story, building locations, the amount and location of landscaping, the amount of parking and circulation, and civil plans. The elevations are consistent with the requirements of the Architectural and Site Design Manual. Conclusion Staff concludes that the proposed changes are consistent with the criteria listed for an administrative site plan amendment and that the approved architecture can be modified without submission of an entirely new site plan. No referrals to outside agencies or other city departments are necessary. All of the other sheets in the approved site plan still need to be followed. The developer can proceed with a building permit application. MAH Architectural Grou ! aen 5. 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SLIDMITTAL r; 00:A Seel. S/e•- r -o• Del. Drawn JUNG 6, 2018 Dr.wn 5H JCM D..cr"k n PLANNING GLGVATIONS Sleet Number A 1.0 I OP 1 ROAD I 1 I I I I I I I I I I I I I I I I I I I I I I I I > I I � I I I I � to I } I I I I I I I I I I I I I I I I I I I I I I 1 n ARCHITECTURAL 51TE PLAN AtG SCALE: V . 10' EX. PAVED PARKN6 AREA ASPHALT PAVING MAH Architectural Grou 1 sas s. colerado eHd, P<neho�.< Den ver,090222 (0) 909.11a.0.TT6.0 (P) 909.118.0609oq (w) www.mah.rch.com stamp Notes R-71 DO NOT SGALG TNG DRAWINGS, OPPk.E BUILO wt v M e.IHn.elen of J1mealae hem tb Ari:at.. r.gmred. tMe o.a,.l cone.«ta cF.N eFedc ..d 1Fy .p Iev.lA d.eum. ad dlmen.mne and A.II apc.t a N .l Ger ,...J amlalc.n. ee Um Ar<Fleecl xnm.dateJy. lfil. d,.wln'I. ea b. radIne ) .Ian wXF .aacew.tmedm.N.l, eleenlc.l .nLx y aNm, coauhmee i.wln5. M.e m.y be .ppllc.bl.. TF1e dr.wlnd w de .eclu.lve pep .ty of ehe Arehlk.e! ud mat not b. rcPr doted wlHwut Flr wikten larcmlvelort .• EXISTNN6 LARDSOAPSAREA ARLANDSC EAS ., PROPOSE a' X 1 MU TRASH ENOL ON CONCRETE 5L 4"BOLLARDS \ (TYP. oP a \' A' � I 0 TIED OTR1►I I ' rA ' U"TED PATIO BOLLARDS ' d fTYP. OP 9) RG LANDSCAPE 6'W MR -THRU STOREY SUILDIN6 - 492 5P. PANTED ARROWS o ITY►.OP T / d�i 4 v I NHEELS 40) AAVM I �(T1T. OP 4) ►AVMA / Ce STOP 516 �i 111 � J MANSPORNOR i p CANOPY RYL OP ];., C= ------------------------------------ WE ---------------------------------- WE LMLITY POLE IIASTN6 LANDSCAPE AREA HYDRANT KETAININ6 WALL op POLE BUREAU OF LAND MANAGEMENT STATE OFFICE 1� W , LANOSGAPE AREA EX. PAVED PARKING AREA MAX MALL HE16HT - EXISTING 1_AND5GAPE AREA lu V o ►Ll o I- ��—/� 0 Q U/ co ro0 luW L Z 00� U > Q l7 N 3 N soak 1•.I O' Data Drawn MAY 91, 201a Drawn Dy ASG D ... rlptlon 51TG PLAN Sheet Number A 1.0 I 7500 West 29th Avenue � ► City of Wheat Ridge, Colorado 80033 ]/9rh6at303.235.2846 Fax: 303.235.2857 W1qge Approval of Special Use Permit, Variance and Site Plan WHEREAS, an application for a Special Use Pen -nit, a Variance and a Site Plan was submitted for the property located at 2900 Youngfield Street to allow a drive through facility with a 5 -foot variance to the build -to requirement in the Contemporary Overlay district in the Architectural and Site Design Manual referenced as Case Nos. SUP -15-04, WA -15-13 and WSP15-03; and WHEREAS, City staff found basis for approval of the Special Use Permit, the Variance, and the Site Plan, relying on criteria listed in Sections 26-111, 26-114, 26-115 of the Wheat Ridge Code of Laws and on information submitted in the case file; and WHEREAS, the Community Development Department has properly notified pursuant to Section 26-109 of the Wheat Ridge Code of Laws; and WHEREAS, there were no registered objections regarding the application; NOW THEREFORE, be it hereby resolved that a Special Use Permit to allow a drive through facility with a 5 -foot variance to the 20 -foot build -to requirement on a property zoned Restricted Commercial and located at 2900 Youngfield Street (Case Nos. SUP -15-04, WA -15-13 and WSP- 15-03) is granted based on the following findings of fact: SPECIAL USE PERMIT I . The proposed improvements are consistent with the land uses in the area, the RC zone district regulations and in substantial compliance with the ASDM. 2. There is adequate access to the property. 3. Approval of the SUP will result in vacant property being developed. 4. The request will not have a detrimental effect upon the general public health, welfare and safety of the surrounding area. VARIANCE 1. The proposed location will be compatible with existing structures and site design in the area. 2. The proposed location will provide ADA compliant pedestrian access to the site. 3. The proposed variance will not have a detrimental effect upon the general public health, welfare and safety of the surrounding area. SITE PLAN 1. A site plan was properly applied for and is in substantial compliance of Section 26-111 of the City Code and the Architectural and Site Design Manual. WITH THE FOLLOWING CONDITION: 1. The grant of use shall run with the property. 2. The Special Use Permit shall comply with all material representations, commitments, and operation restrictions as depicted in the application materials and documents maintained in the case file. I I 1�li S- - -1 to Community Develop jnent Director 1*�AI Ir City of grWh6atlik, e TO: CASE MANAGER: CASE NO. & NAME: ACTION REQUESTED: CITY OF WHEAT RIDGE PLANNING DIVISION STAFF REPORT Community Development Director Lisa Ritchie DATE: October 29, 2015 SUP- 15-04/WA-15-13/WSP-15-03 — Human Bean Request for a Special Use Permit with a site plan to allow a drive through facility with a 5 -foot variance to the build -to requirement LOCATION OF REQUEST: 2900 Youngfield Street APPLICANT (S) OWNER (S): APPROXIMATE AREA: PRESENT ZONING: PRESENT LAND USE: Ed Peterson, Annandale Consultants Youngfield Park Holding, Inc. 15,000 square feet (0.34 acres) Restricted Commercial (RC) Vacant ENTER INTO RECORD: (X) CASE FILE & PACKET MATERIALS (X) ZONING ORDINANCE Location Map �1 Special Use Permit. Variance and Site Plan Case Nos. SUP- 15-041HI415-13/N,SP-15-03 Site JURISDICTION: All notification and posting requirements have been met; therefore, there is jurisdiction to make an administrative decision. 1. REQUEST The applicant is requesting approval of a Special Use Permit (SUP) for the development of a vacant property at 2900 Youngfield for a coffee shop with a drive through. Also included is a request for a 5 -foot variance to the 20 -foot build -to line in the Contemporary Overlay district. The property is zoned Restricted Commercial (RC), which allows for a variety of office uses and provides for a limited range of retail uses which are neighborhood -oriented. A drive through eating establishment requires a SUP. Sections 25-114 (Special Uses) and 26-115.0 (Variances) of the Wheat Ridge City Code empowers the Director of Community Development to decide upon applications for special use review and administrative variances from the strict application of the zoning district development standards that are not in excess of fifty (50) percent of the standard if the following conditions are met: 1. A completed application package has been submitted and fee paid; 2. The Community Development Department has notified adjacent property owners by letter notice and the site has been posted for at least ten days; 3. No written objections have been received in such ten-day period; 4. The Community Development Director concludes that the criteria for approval, as set forth below, are substantially complied with and support the request. The Community Development Director can impose conditions or stipulations upon approval, which may include physical design, operational, and maintenance considerations to ensure compliance with the criteria for review. Staff recommends approval of the request with conditions. 11. EXISTING CONDITIONS The site is located at 2900 Youngfield Street, in the southwest quadrant of Wheat Ridge. The site is currently vacant and zoned Restricted Commercial (RC). To the north and east of the site, an existing three-story office building and parking lot, also zoned RC, is constructed. To the west, across Youngfield Street, is a Commercial -One (C-1) parcel which has a multi -tenant structure containing a Dairy Queen and vacant space. The southern property line is the municipal boundary of Wheat Ridge and the City of Lakewood. Continuing into Lakewood, the land uses are similar, with multi -story office and drive through restaurant facilities. The site is owned by Youngfield Park Holdings, Inc., which also owns the buildings to the north and east of the subject property. The operators, Human Bean, will be leasing the site. i*4 'Zoning Map) Use Permit. Variance and Site Plan Case Nos. SUP-15-04/WA-15-13/WSP-15-03 Based on Jefferson County Assessor records, the property is 15,000 square feet (0.34 acres) in size. There is roughly 100 feet of frontage along Youngfield Street, and the property is roughly 150 feet deep. (Exhibit 2, Aerial. Exhibit 3, Site Photos). III. CASE ANALYSIS The applicant has submitted a 9 page site plan which includes plans for landscaping, site design, building elevations, photometric and light fixture information, and other site development details. (Anaonsent 1, Site Plan) The proposed site plan orients the 432 square foot building toward Youngfield Street. The Architectural and Site Design Manual (ASDM) requires buildings in the Contemporary Overlay district to place 40% or more of the building footprint within 20 feet of the front property line. The application meets the 40% requirement; however a 5 -foot variance is requested to the build - to requirement. Due to the drive through and the need for ADA compliant pedestrian site access, the applicant requests relief from this standard. The building locates the drive through window facing Youngfield Street, and also has a walk-up window facing the interior of the site. A single vehicular access drive is provided from Youngfield Street. Four parking spaces are provided at the rear of the building, along with the entry to the drive through. A trash enclosure is provided at the northeast corner (rear) of the site. An additional pedestrian access location is provided at the rear of the property to allow access from the adjacent office buildings. A patio area with three outdoor tables is proposed at the rear of the building, between the building and the parking area. The landscape plan complies with all criteria, providing 26.9% of the site as landscaped area. The plan complies with all requirements regarding trees and shrubs, hardscape, and turf area. Three street trees are proposed along Youngfield Street, to be planted in a buffer area of turf. The building design complies with all criteria required by the ASDM, including transparency and building materials. The primary material is proposed to be hard coat stucco, with stone accents. The transparency requirement of 60% on the Youngfield Street frontage is exceeded, at 63%. The applicants desire a wall sign, as part of a future sign permit application, on the interior portion (east elevation) of the site fronting their access drive and the access drives for adjacent properties. In order to accommodate this request, staff required compliance with the ASDM building design standards for public space. Again, the required transparency of 300/, is exceeded, with the applicant proposing 42%. All glazing will be clear thermopane glass. The lighting plan complies with the development standards in the City code, with the exception of pole height. The applicant requests pole heights of 20'-0" feet, exceeding the permitted height of 18'-0". This is requested in order to keep the new poles the same height as existing light poles on the surrounding properties. IV. SPECIAL USE CRITERIA Special Use Permit, Variance and Site Plan Case Nos. SUP- 15-04/FVA-15-13/WSP-15-03 Before an administrative special use is approved, the applicant shall show and the Community Development Director shall find that the majority of the proposed special use criteria have been met. Staff provides the following review and analysis of the SUP criteria: 1. The special use will not have a detrimental effect upon the general health, welfare, safety and convenience of persons residing or working in the neighborhood. The proposed development of the site will not have a detrimental effect on the general health, welfare, safety and convenience of persons residing or working in the neighborhood. A drive through operation is compatible with the surrounding land uses and character of the area. Staff Ends this criterion has been met. 2. The special use will not create or contribute to blight in the neighborhood by virtue of physical or operational characteristics. The request will not create or contribute to blight in the neighborhood and should be an improvement to the area through the development of a vacant parcel of land. Staff finds this criterion has been met. 3. The special use will not create adverse impacts greater than allowed under existing zoning for the property. The list of permitted uses in the RC zone district includes eating establishments. The site design has taken into consideration safe access and upgraded site and building design which are compliant with RC regulations and the ASDM. The design of the proposed building includes no indoor seating, therefore offsetting the associated impact of parking and visitors. Staff finds this criterion has been met. 4. The special use will not result in undue traffic congestion or traffic hazards, or unsafe parking, loading, service or internal traffic conflicts to the detriment of persons whether on or off the site. As part of the application, a trip generation letter was submitted and approved by Public Works with the conclusion that the resultant traffic can be accommodated. The proposed site design includes provisions for pedestrian access from Youngfield, as well as from adjoining properties. The proposed site design accommodates ADA accessibility requirements in an adequate manner. Staff:finds this criterion has been met. Special Use Permit, Variance and Site Plan Case Nos. SUP-15-04/(4!9-15-13/tFSP-15-03 5. The property is appropriately designed, including setbacks, heights, parking, bulk, buffering, screening and landscaping, so as to be in harmony and compatible with the character of the surrounding areas and neighborhood, especially with adjacent properties. The single story structure is consistent with the requirements in the zoning code and the ASDM. The surrounding buildings are office and retail uses constructed in the 1980s, and the proposed building is compatible and hannonizes with those uses. The proposed site design will provide landscaping and street trees, which improves the vacant lot as it currently exists. Stqfffinds this criterion has been met. 6. The special use will not overburden the capacities of the existing streets, utilities, parks, schools and other public facilities and services. All utility agencies responded to the referral and indicated the capacity to serve the proposed development. There will no impact of parks, schools or other public facilities and services. Sta.f finds this criterion has been met. 7. There is a history of compliance by the applicant and/or proper., owner with Code requirements and prior conditions, if any, regarding the subject property. No history was found regarding code requirements or violation of prior conditions or approval on the vacant subject property. Sta/f finds that this criterion has been met. 8. The application is in substantial compliance with the applicable standards set forth in the Architectural and Site Design Manual. Staff has reviewed the site plan for conformance with the standards in the ASDM and concluded that the proposal will generally be consistent with the ASDM. This includes upgraded architecture, including transparency and building materials. The exception to this is the request for a 5 -foot variance to the build -to requirement. See variance discussion. Staff finds that this criterion has been met. V. VARIANCE CRITERIA Included with this application is a request for a 5 -foot variance to the 20 -foot build -to requirement in the Contemporary Overlay district in the ASDM. The request is due to the Spacial (Ire Permit, Variance and Site Plan Case Nos. SUP- 15-0411VA-1.5-1311i'SP-15-03 topography of the site and the provision of ADA compliant pedestrian access and the design of the drive through. In order to approve an administrative variance, the Community Development Director must find that the majority of the criteria for review listed in Section 26-115.C.4 of the City Code have been met. Staff provides the following review and analysis of the variance criteria. (Exhibit 4, Applicant's response to variance criteria) 1. The property in question would not yield a reasonable return in use, service or income if permitted to be used only under the conditions allowed by regulation for the district in which it is located. The property could be developed without the variance but the increased setback allows for full circulation around the proposed structure in a safe manner. Without the variance, it is unlikely that a restaurant drive through window could be accommodated while also providing ADA compliant pedestrian access due to slope on the site. Stafj':finds this criterion has been met. 2. The variance would not alter the essential character of the locality. The variance will not alter the essential character of the site. A cursory review of aerial photography of the area reveals that all of the surrounding properties are setback at least 55 feet from the front property lines. Multiple restaurants in the area have drive aisles and extensive areas of sod or parking within the front setbacks. The proposed site design with a build -to of 25 -feet will be compatible with the essential character of the site. Staff f nds this criterion has been met. 3. The applicant is proposing a substantial investment in the property with this application, which would not be possible without the variance. The applicant is proposing to develop a site that has long been vacant with a drive through coffee kiosk that would not be possible without the variance. In order to provide a drive through operation that satisfies circulation requirements and provides ADA compliant pedestrian access, a variance to the 20 -foot build -to requirement is needed. The project will provide substantial investment in the property. Staff:finds this criterion has been met. 4. The particular physical surrounding, shape or topographical condition of the specific property involved results in a particular and unique hardship (upon the owner) as distinguished from a mere inconvenience if the strict letter of the regulations were carried out. Special Use Petmit. Variance and Site Plan Case Nos. SUP-15-04/WA-15-13/WSP-15-03 The existing slope at the front of the property would require steps onto the property to provide pedestrian access if a variance were not approved. In order to provide ADA compliant pedestrian access, a longer ramp is required into the site that necessitates locating the building further inward on the site. While the property could be developed without the variance, it may not result in the highest and best tax -generating use. Sta.j''finds this criterion has been met. 5. The alleged difficulty or hardship has not been created by any person presently having an interest in the property. The current property owner purchased the property in 2001, and is not responsible for the slope on the site. Staff finds this criterion has been met. 6. The granting of the variance would not be detrimental to the public welfare or injurious to other property or improvements in the neighborhood in which the property is located, by, among other things, substantially or permanently impairing the appropriate use or development of adjacent property, impairing the adequate supply of light and air to adjacent property, substantially increasing the congestion in public streets or increasing the danger of fire or endangering the public safety, or substantially diminishing or impairing property values within the neighborhood. The request would not be detrimental to public welfare and would not be injurious to neighboring property or improvements. It would not hinder or impair the development of the adjacent properties. The adequate supply of air and light would not be compromised as a result of this request. The request would not increase the congestion in the streets. Nor would it cause an obstruction to motorists on the adjacent streets or impede the sight distance triangle. The request will not diminish or impair property values within the neighborhood. Conversely, the proposed improvements will likely have a positive impact on the neighborhood by developing a vacant property and providing revenue to the City. Sta.J.finds this criterion has been met. 7. The unusual circumstances or conditions necessitating the variance request are present in the neighborhood and are not unique to the property. The conditions necessitating the variance include the requirement to provide ADA compliant access, which is not unique to the property. Staff finds that this criterion has not been met. 8. Granting of the variance would result in a reasonable accommodation of a person with disabilities. Special Use Permit, Variance and Site Plan Case Nos. SUP- 15-04/ti'A-1S-13/WSP-1S-03 Granting the variance will result in a reasonable accommodation of a person with a disability by the provision of a ramp rather that steps onto the property. Staff:finds this criterion has been met. 9. The application is in substantial compliance with the applicable standards set forth in the Architectural and Site Design Manuah Staff has reviewed the site plan and building elevations and concludes that the proposal is in substantial compliance with the applicable standards set forth in the ASDM, including building materials, transparency requirements, site design and other requirements. Staff finds this criterion has been met. VI. PUBLIC INPUT A neighborhood meeting required for the SUP application was held on June 29, 2015. There were no attendees from the neighborhood. A summary of the meeting is attached. (Exhibit 5, neighborhood meeting notes) There were no positive or negative responses to the administrative posting and noticing for either the SUP or administrative variance. VII. AGENCY REFFERAL Referrals were sent to impacted agencies and all responded that the property can be served with improvements at the developer's expense. The following specific comments were received: Xcel Energy: Can serve Wheat Ridge Fire District: Can serve. Applicant should continue to work with the fire district on specific site requirements. Northwest Lakewood Sanitation District: Can serve Wheat Ridge Police: No comments Wheat Ridge Public Works: A final drainage report is approved with the application. A traffic impact analysis was reviewed and approved. VIII. STAFF CONCLUSIONS AND RECOMMENDATIONS Regarding the Special Use Permit, staff concludes that the evaluation criteria support approval of the request for the following reasons: Special Use Permit. Variance and Site Plan Case Nos. SUP- I5-04/11'A-15-13/If'SP-15-03 I . The proposed improvements are consistent with the land uses in the area, the RC zone district regulations and in substantial compliance with the ASDM. 2. There is adequate access to the property. 3. Approval of the SUP will result in vacant property being developed. 4. The request will not have a detrimental effect upon the general public health, welfare and safety of the surrounding area. In relation to the proposed variance to the build -to requirement, staff has concluded that the evaluation criteria support approval of the request for the following reasons: 1. The proposed location will be compatible with existing structures and site design in the area. 2. The proposed location will provide ADA compliant pedestrian access to the site. 3. The proposed variance will not have a detrimental effect upon the general public health, welfare and safety of the surrounding area. For these reasons, a recommendation of approval is given for Case Nos. SUP -15-04, WA -15-13 and WSP-15-03 with the following conditions: 1. The grant of use shall run with the property. 2. The Special Use Permit shall comply with all material representations, commitments and operation restrictions as depicted in the application materials and documents maintained in the case file. Special Use Permit, Variance and Site Plan Case Nos. SUP- 15-04/WA-15-1311VSP-15-03 EXHIBIT 1: ZONING MAP U Special Use Permit, Variance and Site Plan 10 Case Nos. SUP- 15-04/11'A-15-13/11'SP-1S-03 EXHIBIT 2: AERIAL I Special Use Permit, Variance and Site Plan Case Nos. SUP-15-04/WA-15-13/WSP-I 5-03 EXHIBIT 3: SITE PHOTOS Special Use Permit, Variance and Site Plan 12 Case Nos. SUP- 15-0411YA-15-13/WSP-15-03 Special Use Permit. Variance and Sire Plan Case Nos. SUP- 15-04/WA-15-13/FVSP-15-03 3 EXHIBIT 4: RESPONSE TO VARIANCE CRITERIA -AnnandaCe Consuftan is Inc. 1360 S. Wadsworth Blvd. #310 Lakewood, CO 80232 303-985-1188 Fax 303-985-0608 annandaleconsultantsC@comcast.net October 22, 2015 City of Wheat Ridge Community Development Re: Variance Request Human Bean Coffee Shop 2900 Youngfield In accordance with City of Wheat Ridge requirements we are requesting a variance to the build to lot line requirement along Youngfield Street. We believe that this request conforms to the City of Wheat Ridge requirements for such a variance under the following provision Due to the location of the handicap ramp from Youngfield Street, the building does not meet the ASDM build to requirement. A variance is requested in accordance with Section 26.115 of the Wheat Ridge Municipal Code. Granting of this variance will result in a reasonable accommodation for a person with disability and would not be detrimental to the public welfare or injurious to other property or improvements in the neighborhood in which this property is located by, among other things, substantially or permanently impairing the appropriate use of development of adjacent property, impairing the adequate supply of light and air to adjacent property, substantially increasing the congestion in public streets or increasing the danger of fire or endangering the public safety or substantially diminishing or impairing property values within the neighborhood The applicant is in substantial compliance with the applicable standards set forth in the "Architectural and Site Design Manual" Thank you for your consideration in this matter. Sincerely, _ l O� Ed Peterson Special Use Pei -mil, Variance and Site Plan 14 Case Nos. SUP -15-04/11 A-15-13/1iSP-15-03 I EXHIBIT 6: NEIGHBORHOOD MEETING NOTES NEIGHBORHOOD MEETING NOTES Meeting Date: Attending Staff: Location of Meeting: Property Address: Property Owner(s): Property Owner(s) Present? Applicant: Existing Zoning: Existing Comp. Plan: June 29, 2015 Meredith Reckert, Senior Planner City of Wheat Ridge Municipal Building 7500 W. 29'x' Avenue Wheat Ridge, CO 80033 2900 Youngfield Daryl Propp No Ed Peterson Restricted -Commercial (RC) Mixed -Use Commercial Existing Site Conditions: The site is located at 2900 Youngfield Street, in the southwestern quadrant of Wheat Ridge. The site is currently vacant and zoned Restricted Commercial (RC). To the north and east of the site, an existing three-story office building and parking lot zoned RC. To the west, a Commercial -One (Cl) parcel, currently developed as a Dairy Queen. The southern property line is the municipal boundary of Wheat Ridge and the City of Lakewood. Continuing into Lakewood, the physical fabric remains consistent with multi -story offices and drive-thru restaurants. The site is owned by Youngfield Park Holding Inc., the same owners of multi -story offices located north and east of 2900 Youngfield. The applicant would be leasing the site. Based on Jefferson County Assessor records, the property is 15,000 square feet (.034 acres) in size. The frontage along Youngfield Street is about 100 feet in width. Applicant/Owner Preliminan, Proposal: The applicant is proposing to develop the site as the next extension of the coffee drive-through franchise; The Human Bean. The Human Bean would serve customers through double drive- through windows, aligned north and south, and a walkup window that would serve pedestrian Special Use Permit. Variance and Site Plan Case Nos. SUP- 15-04/WA-15-1311VSP-15-03 15 traffic on Youngfield Street. The structure will be 432 square feet with no indoor seating. The majority of the site will be used for a drive-through queue and parking. Four parking spaces and a dumpster are currently proposed in the center of the site. The applicant proposed two accesses; one on the southwest corner from Youngfield, and one exiting north to an existing parking lot on 3000 Youngfield Street. There were no attendees from the neighborhood. Special Use Permit. Variance and Site Plan 16 Case Nos. SUP- 15-04/104-15-13/IFSP-15-03 0 O 0 a FE E 0 Q i yl a EXISTING ZONING RESTRICTED COMMERCIAL PROPOSED LAND USE DRIVE-THROUGH EATING ESTABLISHMENWIF TOTAL AREA 15,000 S.F./0.35 ACRES GROSS & NET w FLOOR AREA BY USE 432 S.F. DRIVE-THROUGH EATING ESTABLISHMENT AREAS REQUIRED PROVIDEt3 MAX. BUILDING COVERAGE 12,000 S.F./80% 432 S.F./2.941 MAX. LANDSCAPE AREA 3,000 S.F./20% 4,473 S.F./29,,9% MAX. HARDSCAPE AREA 12,000 S.F./80% 10,527 S.F./70,2% SITE PARKING TYPE REQUIRED PROVIDED STANDARD STALL 3 3 ACCESSIBLE STALLS 1 1 CASE Ow SUP -15-04' R -15-03 Sheet Sheet Title Number 1 COVER SHEET 2 SITE PLAN 3 UTILITY PLAN 4 GRADING PLAN 5 DETAIL SHEET 6 LANDSCAPE PLAN 7 ARCHITECTURAL ELEVATIONS AND SIGN DETAIL 8 PHOTOMETRIC PLAN 9 FIXTURE & SIGN DETAILS MANHARD CONSULTING 10835 DOVER STREET, SUITE 700 WESTMINSTER, CO 80021 303=665-SS05 DAVID CARPENTER, PE DOUGLAS ORT, PLS DEVELOPER ANNANDALE CONSULTANTS, INC. ED PETERSON 1360 S. WADSWORTH BLVD, SUITE 310 LAKEWOOD, CO 80232 OWNER'$ CERTIFICATE The below signed owner(s), or legally designated agent(s) thereof, do hereby agree that the property legally described hereon will be developed in accordance with the restrictions and conditions contained in this plan, and as may otherwise be required by law. I (we) further recognize that the approval of this Site Plan does not create a vested property right. Vested property rights may only arise and accrue pursuant to the provisions of Section 26-121 of the Wheat Fridge Code of Laws. dward ete'rson State of Colorado )SS County of Jefferson ) The foregoing instrument was acknowledged before me this day- f :i=�s�„�.i >A.D.201 by Aj,i . $5(y_ 1 Witness my hand and official seal. My commission expires: AG'_ENCY LIST CITY OF WHEAT RIDGE 7500 W. 29TH AVE. WHRAT RIDGE, CO 80033 CONSOLIDATED MUTUAL (WATER DISTRICT) 12700 W. 27TH AVE. LAKFWOOD, CO 80215 NORTHWEST LAKEWOOD (SANITATION DISTRICT) 141 UMON BLVD., #15 LAKEWOOD, CO 80228 CITY CERTIFICATION Approved this day of tNI--af by the City of Wheat Ridge,P ail ATTEST �a omm6, ty Development Director t LISSA MACKEY NOTAI`�y PIJt$I.jC STATE OF COLORADO NOTARY ID 20134k -A2377 IMY COMMISSION EXPIRES M i •+ i i , � a . i � , • i i a Jr � + • • • � � r • a �, � • Ca. -••i 2. THE APPLICANT IS IN SUBSTANTIAL COMPLIANCE WITH THE APPLICABLE STANDARDS SET FORTH IN THE "ARCHITECTURAL AND SITE DESIGN MANUAL AP � a i • • • • �,• •� •EE DRIVE-THROUGH FRANCHISE (THE HUMAN BEAN). THE FACILITY WILL SERVE CUSTOMERS THROUGH ONE DRIVE -UP WINDOWAND ONE WALK-UP WINDOW THERE IS ONE FULL MOVEMENT CURB CUT AS WELL AS HANDICAP ACCESS RAMP FROM YOUNGFIELD STREET. DUE TO THE SITE CONSTRAINTS 1 • THE ADDITION OF HANDICAP RAMP FROM • ■ r LIC ..Da APPLICANT REQUESTING •. VARIANCE arI:a ALLOW • STRUCTURE .- �,. TO BE LOCATED 25 FEET EAST OF THE WEST PROPERTY LINE ALONG YOUNGFIELD STREET. THE STRUCTURE SHALL BE WITH No INSIDE SEATING,• PARKING ra PROVIDED, !!• N BEING ACCESSIBLE H+ Dar PARKING AS AN 8'X14'TRASH ENCLOSURE, ACCOMPANYING DRIVE IISLE, LANDSCAPING AND OTHER CITY REQUIRED IMPROVEMENTS. sw PROJECT BENCHMARK: CITY OF WHEAT RIDGE BENCHMARK PHAC-2, BEING 9/16" STAINLESS STEEL ROD IN MONUMENT BOX, AT THE LEWIS MEADOW; PARK AT THE INTERSECTION OF W. 32ND DR, AND UNION ST. THE MONUMENT IS LOCATED APPROXIMATELY 60' NORTH OF THE LEWIS MEADOWS PARK SIGN. HAVING AN ELEVATION OF 5451.56 FEET (NAVD 88). h�1111� 11111111 1111111111 on., • • • a Oita' a, a• a; aia i a i + i • •'+i• a ia•i a i a • + i � �. • •i � i• a i ` � • i + + � • a !� r DAVID A. CARPENTER, PE jr DATE REGISTRATION NO. 40140 SURVEYOR'S CERTIFICATE )0 REG/,q'� . O 01 Lj m Z Z LU a � Uj Cc d D � Uj F_ Z cm w rfi �e +'.r PROD. MGR.: _ DAC PROD, ASSOC.: AMA DRAWN BY: ,JLG DATE: __.FJ/®V2015 SHEET OF 9 AN oWHCV01 Q U Z J O d N � W M LoL F— U) Of W W W O N Uj L0 A N DO 01 Lj Z LU Uj Cc cc D Uj cm 4 rfi �e +'.r PROD. MGR.: _ DAC PROD, ASSOC.: AMA DRAWN BY: ,JLG DATE: __.FJ/®V2015 SHEET OF 9 AN oWHCV01 a � _ Lo � 37.5'VAR|E6 EX. UTILITY POLE 3STAIRS WITH 7.5" RISERS AND 11" TREADS EX. LANDSCAPE AREA EDGE 0FCONCRETE - ��SIGN T0BE RELOCATED SITE PLAN THE HUMAN BEAN 2900 YOUNGFIELD STREET, WHEAT RIDGE, COLORADO CROSS WALK 4 PYLON SIGN ,"LIGHT POLE �? N89"31'40"E150.00','m R=14,00 CONCRETE PATIO WITH TABLES 41 � PICK UP STATION <1U u 0 � � . m /S.v, SIGN PROPOSED |COMMERCIAL | 432S.F. BUILDING � 6.1 lz WALKUP ORDER STATION CANOPY /J GAS METER < STOP SIGN TRANSFORMER LIGHT POLE v 2 - EX. UTILITY POLE EXISTINGLANDSCAPE AREA *' m EX, FIRE HYDRANT EX. RETAINING WALL EXISTING LANDSCAPE AREA LANDSCAPE PROPOSED 8.XI4.X6. AREA TALL C��UTRASH / ASPHALT | { �� R=I4,5U'--/ �� `�� ^^�~- �� CONCRETE SLAB � PAVING 4" BOLLARDSR = L3. 0 0`3' ZIA (TY P. ()FQ) PAINTED STRIPING FLOW LINE OF -/ - [ON[RITEPAN 021 R=2.O0 ACCESSIBLE | PARKING SIGN l '/ | LIGHT POLE LIGHTED PATIO BOLLARDS LANDSCAPE (TYP. OF 3) RE: LANDSCAPE AREA 6" CURB AND GUTTER Lu 19, 00 LEGEND PAINTED ARROWS 11=25.00' PROPOSED EXISTING ���----' -- --- -- PROPOSED PAN FLOVVL|NE PROPOSED' DRY STACK RETAINING WALL WHEELSTOP "S,.."^. PROPERTY LINE (TYP. OF 4) PAVING / --- --- --- DRAINAGE EASEMENT - - - - |NF|LTRATVESURFACE AREA R=3.00' -- ---- SIGN Lu PAINTED ARROWS (D LU <= Lu Lu CONCRETE SCORED CC DAVIS COLOR #641(FLAGSTONE BROWN) R=25.00' MAX WALL HEIGHT ±35 DEC|DUOW-5TREE CONIFEROUS TREE EXISTING LIGHT POLE EXISTING LIGHT POLE EXISTING PAVED PARKING AREA FIRE HYDRANT --O-- SIGN UTILITY POLE GUY WIRE MANAGE M ENT �1-y LIGHT POLE [M GAGMETE'R | 0 | ELECTRICAL TRANSFORMER TABLE o LIGHTED PATIO BOLLARD PAINTED ACCESSIBLE PARKING SYMBOL \ \ \ �, VEHICLE STACKING SYMBOL � 0 RAMP ����~��� �n&��8 L_~� Lu I. ALL PROPOSED WALLS TO BE KEYSTONE RETAINING WALL SYSTEMS OR APPROVED EQUAL. Uj LL 2. PATIO CONCRETE TOBECOLORED "FLAGSTONE BROWN" #6418YDAVIS COLOR. LANDSCAPE L: AREA u� �Z) 3: <uo � z� �m �� z Lu if - UJ Lu 2 + CC W Lw Z) �u ,51 141 « PROJ. MGR,: DAC DRAWN BY: AJD uj SHEET 2 OF 9 Al|/ n EDGE 0FCONCRETE - ��SIGN T0BE RELOCATED SITE PLAN THE HUMAN BEAN 2900 YOUNGFIELD STREET, WHEAT RIDGE, COLORADO CROSS WALK 4 PYLON SIGN ,"LIGHT POLE �? N89"31'40"E150.00','m R=14,00 CONCRETE PATIO WITH TABLES 41 � PICK UP STATION <1U u 0 � � . m /S.v, SIGN PROPOSED |COMMERCIAL | 432S.F. BUILDING � 6.1 lz WALKUP ORDER STATION CANOPY /J GAS METER < STOP SIGN TRANSFORMER LIGHT POLE v 2 - EX. UTILITY POLE EXISTINGLANDSCAPE AREA *' m EX, FIRE HYDRANT EX. RETAINING WALL EXISTING LANDSCAPE AREA LANDSCAPE PROPOSED 8.XI4.X6. AREA TALL C��UTRASH / ASPHALT | { �� R=I4,5U'--/ �� `�� ^^�~- �� CONCRETE SLAB � PAVING 4" BOLLARDSR = L3. 0 0`3' ZIA (TY P. ()FQ) PAINTED STRIPING FLOW LINE OF -/ - [ON[RITEPAN 021 R=2.O0 ACCESSIBLE | PARKING SIGN l '/ | LIGHT POLE LIGHTED PATIO BOLLARDS LANDSCAPE (TYP. OF 3) RE: LANDSCAPE AREA 6" CURB AND GUTTER Lu 19, 00 LEGEND PAINTED ARROWS 11=25.00' PROPOSED EXISTING ���----' -- --- -- PROPOSED PAN FLOVVL|NE PROPOSED' DRY STACK RETAINING WALL WHEELSTOP "S,.."^. PROPERTY LINE (TYP. OF 4) PAVING / --- --- --- DRAINAGE EASEMENT - - - - |NF|LTRATVESURFACE AREA R=3.00' -- ---- SIGN Lu PAINTED ARROWS (D LU <= Lu Lu CONCRETE SCORED CC DAVIS COLOR #641(FLAGSTONE BROWN) R=25.00' MAX WALL HEIGHT ±35 DEC|DUOW-5TREE CONIFEROUS TREE EXISTING LIGHT POLE EXISTING LIGHT POLE EXISTING PAVED PARKING AREA FIRE HYDRANT --O-- SIGN UTILITY POLE GUY WIRE MANAGE M ENT �1-y LIGHT POLE [M GAGMETE'R | 0 | ELECTRICAL TRANSFORMER TABLE o LIGHTED PATIO BOLLARD PAINTED ACCESSIBLE PARKING SYMBOL \ \ \ �, VEHICLE STACKING SYMBOL � 0 RAMP ����~��� �n&��8 L_~� Lu I. ALL PROPOSED WALLS TO BE KEYSTONE RETAINING WALL SYSTEMS OR APPROVED EQUAL. Uj LL 2. PATIO CONCRETE TOBECOLORED "FLAGSTONE BROWN" #6418YDAVIS COLOR. z if - UJ Lu CL CC W PROJ. MGR,: DAC DRAWN BY: AJD uj SHEET 2 OF 9 Lu Cc uj CL Lli LLJ Of 00 z if - UJ Lu CL CC W PROJ. MGR,: DAC DRAWN BY: AJD DATE: 5/8/2015 SHEET 2 OF 9 � m _� 3;: � � � � s r � s ED � � / � z :2 cl- ' _ * � o _ E � 0 0 m m m � m DO � ' CONNECTION T0EX SANITARY AT INV ELEV: 5532,73' N: 701753.85' E: 101292.13' ss SS Lu uj Lu �� Lu 01 - = ZOO U- CL _L =� Llj ~= ~�° �� uj &�~ * -----OHU OMU nHu �= ui m GO �� �� m m �� �� UTILITY -PLAN THE~�LU� HUMAN �0 �� � � �� ���� �� �l��[��8��i�W ��&_J���� 2900 YONNGFIE% D STREET WHEAT RIDGE, COLORADO BASIS OFBEARING: BEARINGS USED HEREIN ARE BASED ONTHE NORTHLINE OFTHE SOUTHWEST I/40FSECTION 29,BEING N89^Z9'29"EASMEASURED WITH GPS USING THE CITY OFWHEAT RIDGE CONTROL COORDINATES, ASK4ONUMENTEDONTHE WEST BYA FOUND 3,25" BRASS CAP IN RANGE BOX STAMPED PLS 13212 AND ON THE EAST BY A FOUND 3.2S"BRASS CAP |NRANGE BOX STAMPED PLS 13Z12, PROJECT BENCHMARK: CITY OFWHEAT RIDGE BENCHMARK PHAC'2 BEING STA|NLESSSTEELR0D|NK40NU&4ENT8OX,ATTHELEVV/SK4EADO-'� '-- VVSpAMKATTHE |NTERSECT0NOFVV.32NDDR, AND UN0. 3T. THE K4ONU---|SLOCATED APPROXIMATELY 6U'N0HTHOFTHE LEWIS MEADOWS PARK SIGN. HAVING ANELEVATION OF5451.5GFEET (NAVD88). IRON PIN WITH RED PLASTIC CAP FOUND PLS168Z6. HAVING ANELEVATION [)FSS3534 FEET (NAVD 88). LEGEND �����Q�� ��_������� PROPOSEDEX/ST|NG -- --- -- PROPOSED PAN FLOWL/NE PROPOSED RETAINING WALL PROPERTY LINE DECIDUOUS TREE CONIFEROUS TREE --- OHU --- OVERHEAD ELECTRICAL LINE ----- ST ---- STORM LINE ----G---- --- GAS --- GAS LINE ---- S3 ---' ---- SS ---' SANITARY SEWER LINE -----VV----- ------VV------ WATER LINE -----E----- ---- E ---- BURIED ELECTRICAL ----- F(] ---- FIBER LINE SEWER MANHOLE C�U STORM MANHOLE FIRE HYDRANT ' wv L~^�| WATER VALVE --�-- SIGN UTILITY POLE ------7 GUY WIRE D� ELECTRICAL PEDESTAL �� ��: LIGHT POLE �� ~~� GAS METER / m | ELECTRICAL TRANSFORMER TABLE BIKE RACK NTS PRQJ. DRAWN BY. _JL�___ ums. _V�����- AAWNWI Lu Z UJ uj �� �� 01 - = Uj CL _L =� ~= ~�° �� uj &�~ �= ui LL �� �� �� �� uj Cc ry Ld IL Ld CN uj Lo 00 PRQJ. DRAWN BY. _JL�___ ums. _V�����- AAWNWI Lu Z UJ uj �� �� m� - = Uj CL _L =� ~= ~�° �� uj &�~ �= ui LL �� �� �� �� PRQJ. DRAWN BY. _JL�___ ums. _V�����- AAWNWI EXISTING ASPHALT ROAD 9.3% EXISTING GUTTER EXISTING [URB R 3'GRASSSUOPE 3'GRASS SLOPE / / / .' � | ` | � | ` / / TW TOP OF WALL Q0 I / / / ' / ' ' } ` | \ | . . . / / cr� � � . / ^ |Ln I/ � | ,u,ul . � �. 1,1 � o ^ m 3 STAIRS WITH 7r 7.5" RISERS AND BEGIN WALL 5541.35 11" TREADS 5539.14 TW BACK OF WALK 5538.83 BW BACK OF WALK 5542.11 ME 5542,10 ME TC 554171 ME FL Ln to A 5540.1 A 5540,51 5542J5 ME TC �_541 7-4 ME FL 554036 00 SD Ln 0 Ln BACK OF WALK 5542.30 ME TC 5541.85 ME FL - lid 5541.24 5542.22 FL BACK OF WALK 5540.79 0779 �-�5542'12FL \ 5542.22 FL BACK OF WALK GRADII\\[G PLAN CURB& GUTTER ASPHALT DRIVE \ ` ` � ` � ul 00 ` � ` ` ` ` ` � ` ` ` -Ln Lo 5539,74 5542.41 0.00'�S89'31'40"W 15 5542.49 ME TC 5542.07 ME FL 5542.40 ME BACK OF WALK < ---- 1.7% 55J8.17 END WALL 5538.76 TW 5538.50 BW � S53O.65 ' ' BEGIN WALL 5537.80 TW5536�8OBVV EXISTING ASPHALT ROAD ].996 . " 150,00'-- 5538.17 - CURB DRIVE CUT R| � 4'CONCRETEVVALK 1.2% | '~ / ^, ' ' ' / / / / END WALL 55 5S36.49 BW 15 79 8]5 553 ' 5537.68, 537.55HP / ' � ������������� ���"n`�.��� 5537.80 TW [n 5534.30 BW ------- ' / ' / ' ' / ' / ' / / TW TOP OF WALL Q0 I BOTTOM OF WALL TC / ' ' ' / ' ' / ' FL FLOVVUNE' T3VV TOP0FWALL ATSP|LLVVAY 5536, 11 LIGHT POLE 5535.46 RETAINING WALL 5535.46 5536.06 END WALL 5537.80 TW 5536.80 BW 5537.80 TW [n 5534.30 BW ------- ' / ' / ' ' / ' / ' / / TW TOP OF WALL BW BOTTOM OF WALL TC / ' ' ' / ' ' / ' FL 553430 BW 55S7�75TVV 5534.37 BW ) / / / / / / ASPHALT DRIVE 5�1Y6 LEGEND ME MATCH EXISTING TW TOP OF WALL BW BOTTOM OF WALL TC TOP OFCURB FL FLOVVUNE' T3VV TOP0FWALL ATSP|LLVVAY 1^� LIGHT POLE RETAINING WALL NOTES: 1. SPOT ELEVATIONS REFER TOFLOW-LINE UNLES�OTHERWISE NOTED. l ALL PROPOSED VVALLSTOBEKEYSTONE RETAi�0|NGVVALLSYSTEK40RAP�RDVEDE�UAL 3. THE CONTRACTOR SHALL CALL FOR APUBLIC WORKS INSPECTION AT(303)235-Z861A MINIMUM OF24HOURS PRIOR TOCOMMENCEMENT OFTHE SOIL SCARIFICATION PROCEDURE FOR THE DETENTION FACILITY. I'MLURETOHAVE THE INSPECTION MAY RESULT |NREMOVAL AND RECONSTRUCTION 0FTHE AREA ATTHE SOLE EXPENSE OFTHE CONTRACTOR. 4. NOGRADING FOR DETENTION ORWATER QUALITY FACILITIES SHALL OCCUR WITHIN TWO (2) FEET OFTHE PROPERTY BOUNDARY, ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OFSAID PROPERTY. 5. MODULAR BLOCK RETAINING WALLS OVER 48" IN HEIGHT SHALL BE ENGINEERED (REFER TDSTRUCTURAL PLANS) WALLS LESS THAN 48"/NHEIGHT TO8EDESIGN BUILD. INFIL����l�����8���� ����� CONSTRUCTION ��x���� TRATION 0����� ����~��Q� ��������H F�����A ]���� NOTES Lj 1. BLOCK OFF AREA TOPROTECT |TFROM COMPACTION 8YCONSTRUCTION ACTIVITIES. I. EXCAVATE SOIL IN INFILTRATION BASIN TO A MINIMUM DEPTH OF 48" BELOW EXISTING � GRADE ORTODEPTH WHERE POROUS GRAVEL/SAND LAYER |SACHIEVED. 3. EXCAVATE WITH ATRACKED EXCAVATOR. NOTRAFFIC SHALL 8EPERMITTED |NTHE � BOTTOM [}FTHE EXCAVATION. PROTECT THE SOIL FROM COMPACTION. � 4. SUBSEQUENT T0EXCAVATION, THE BOTTOM THE BASIN |SSCARIFIED AND ND ` � ADDITIONAL HEAVY EQUIPMENT |SALLOWED WITHIN THE BASIN AREA. � S. ONCE THE SYSTEM |5EXCAVATED TQTHE INFILTRATIVE SURFACE ELEVATION AND THE BOTTOM SCARIFIED, HAND RAKE |NPREPARATION FOR PLACEMENT OFB|OL|TERAIN GARDEN GROWING MEDIA. � 6. NOSILT, CLAY OROTHER FINES FROM STORM RUNOFF SHALL ENTER THE EXCAVATION. � 7. TOP 6"0FSOIL SHALL 8E80L|TERAIN GARDEN GROWING MEDIA (80LF&SPORT SOLUTIONS (9�D\2D4'G12l)ORDTHERUDFCD�PPROVEDE(}U|VALENT SHALL a `" ' ' ' � MIXED WITH NAT|VESEED MIX FOR RAIN GARDENS" PER UDF[DTABLE 8'6. USE CITY ° 0FWHEAT RIDGE STANDARD SEED MIX FOR REMAINDER OFGRASS AREAS ONSITE. o uj uj ui CID CL Lu cn uj uj U) LL F__ Lu PROJ. MGR.: DAC PROJ. ASSOC,: AMA DRAWN BY: AJD DATE: 5/8/2015 SHEET OF 9 0 Lu co uj uj ui CID CL Lu cn uj uj LL PROJ. MGR.: DAC PROJ. ASSOC,: AMA DRAWN BY: AJD DATE: 5/8/2015 SHEET OF 9 ARCHITECTURAL ELEVATIONS A .6\TD SIGN DETAIL THE HUMAN BEAN 2900 YOUD STREET, WHEAT RIDGE� COLORADO .rwrr DFOINAIT flag , 14P 4 NOTE., SIGN SHALL REQUIRE SEPARAI WEST ELEVATION (318" = 11) tj nt i a ctit it Di: CP13 A RATF PFR MIT Base Levelinq Pad Notes: I. The leveling pad is to be constructed of crushed stone or 2,000 psi± unreinforced concrete 231he base foundation is to be approved by the site geotechnical engineer prior to placement of the leveling pad. Limits 6' Crushed Rock or Unreinforced Concrete Leveling Pad Standard unit/Base Pad Isometric Section View EAST ELEVATION (3/8" 1, KEYSTONE COMPAC VICTORAN ROCK FACE COLOR: BROWN L_ V &—% I A %.1 N V r_j I d REQUIRED I PROPOSED GRO114DROORTRANSPARACY STU-1 (STUCCO 11 z WES . T .'' ELEVATION 60% MIN./128.7 S,F. MIN PER 62�.9%/ 135 5 �F� EAST ELEVATION FINISH: RANDOM RIVERLET (—P2--) SEMAtOARY MATERIALS (ELDORADO STONE) '!5kN'UFACTURER: SHERWIN WILLIAMS STU-2 (STUCCO 2) WEST ELEVATION 25% MAX. / 137 S.F. MAX 19.57%/ 107.25 S.F, SOU 1H ELEVATION 1 25% MAX,/ 60.75 S.F. MAX 16.67%/40.5 S.F. EAST ELEVATION 25% MAXJ187 S.F. MAX 19.57%/ 107.25 S.F, NORTH ELEVATION 25% MAX./ 50.5 S.F. MAX. 6%/ 12 S.F. L_ V &—% I A %.1 N V r_j I d _PAINTS EXTERIOR FINISHES STU-1 (STUCCO 11 z MATERIAL: HARD COAST STUCCO COLOR: MC -29065 COLOR: MATCH SHERWIN WILLIAMS MC29065 FINISH: SEMI -GLOSS FINISH: RANDOM RIVERLET (—P2--) '!5kN'UFACTURER: SHERWIN WILLIAMS STU-2 (STUCCO 2) COLOR: DORMER BROWN 7521 MATERIAL: HARD COAT STUCCO FINISH: SEMI -GLOSS COLOR: MATCH SHERWIN WILLIAMS DORMER BROWN 7521 P�-3 '5VNUrACTURER: FINISH: RANDOM RIVERLET SERWIN WILLIAMS COLOR: SAFETY RED (9425 SERIES) T-1 (STONE VENEER) FINISH: SEMI -GLOSS V) (—P--4—) 'V9NUFACTURER: STYLE: EL DORADO 00 cit L) COLOR: MISSISSIPPI BRONZE U Uj Z C12 0 < 0 00 0 n 0 0 W Ln 00 aW 'a M a G/ST (GLASS & STOREFRONTS < en � 0 C KEY NOTES: 1, BUILDING CURB — ALIGN WITH FACE OF PILASTER COLUMN STEEL BOLLARD, FULLY GROUTEDALIGN WITH LEADING EDGE OF PILASTER (TYP) "HUMAN BEAN" LIGHT FIXTURE, ALIGN WITH TOP OF WINDOW STRUCTURAL CANOPY WITH METAL ROOFING INTEGRAL PART OF BLDG. ELEVATION. 7. JUNCTION BOX FOR CAMERA. PROVIDE BACKING FOR MOUNTING (SECURITY SYSTEM OFOI. 9. "HUMAN BEAN" MENU (OFCI) 2 TYPICAL. 120, FLOOD LIGHT, SEE DETAIL. ; 1. MOUNTING PLATE FOR FLAG POLE (FLAG BRACKETS/OFOI). 12. ELECTRICAL METER PANEL. 13, DOOR HEAD FLASHING '14. PHONE/CABLE CONNECTION 15. IRRIGATION CONTROL AND RISER, 16. HOSE BIBB FROST PROOF 17. EXTERIOR OUTLET WITH WEATHER COVER j8, GAS METER/PRESSURE REGULATOR 1) 1 "HUMAN BEAN" BUILDING SIGN 1OFOI1 Dimensions & Weight May Vary by Region NOTE; PRIMARY MATERIAL FOR SURFACE OF THE BUILDING IS HARD COAT STUCCO, RANDON RIVERILET FINISH IN 73. STAINLESS STEEL SERVING SHELF TWO COLORS, PRIMARY COLOR TO MATCH SHERWIN WILLIAM'S MC29065, SECONDARY COLOR SHERWIN WILLIAMS 24, DOWNSPOUT LEADER HEAD PAINT TO MATCH BACKGROUND COLOR DORIAER BROWN. NORTH ELEVATION (3/8AF = 11 GENERAL FINISH SCHEDULE _PAINTS EXTERIOR FINISHES STU-1 (STUCCO 11 I�WUFACTURER: SHERWIN WILLAIMS MATERIAL: HARD COAST STUCCO COLOR: MC -29065 COLOR: MATCH SHERWIN WILLIAMS MC29065 FINISH: SEMI -GLOSS FINISH: RANDOM RIVERLET (—P2--) '!5kN'UFACTURER: SHERWIN WILLIAMS STU-2 (STUCCO 2) COLOR: DORMER BROWN 7521 MATERIAL: HARD COAT STUCCO FINISH: SEMI -GLOSS COLOR: MATCH SHERWIN WILLIAMS DORMER BROWN 7521 P�-3 '5VNUrACTURER: FINISH: RANDOM RIVERLET SERWIN WILLIAMS COLOR: SAFETY RED (9425 SERIES) T-1 (STONE VENEER) FINISH: SEMI -GLOSS MANUFACTURER: ELDORADO (—P--4—) 'V9NUFACTURER: STYLE: EL DORADO SHERWIN WILLIAMS COLOR: WARM SPRINGS LEDGE PANEL COLOR: MISSISSIPPI BRONZE FINISH: SEMI -GLOSS STOREFRONT & GLAZING G/ST (GLASS & STOREFRONTS G ST MANUFACTURER: AMERICAN ALUMINUM COLOR: DARK BROWN ANODIZED GLASS: CLEARTHERMOPANE G T2 MANUFACTURER: GENERALALUMINUM COLOR: DARK BROWN ANODIZED GLASS: BLACK SPANDREL P-2 SPLIT FACE BLOCK 8'X8'X16" TRASH ENCLOSORE SIDE & REAR ELEV. (3/88d 11 ---- ------ GENERAL NPJE DUE TO THE LOCATION OF THE HANDICAP RAMP FROM YOUNGFIELD ISTEET, THE BUILDING DOES NOT MEET THE ASDM BUILD TO REQUIREMENT. A VARIANCE IS REQUESTED, IN ACCORDANCE WITH SECTION 26- 115 OF THE WHEAT RIDGE MUNICIPAL CODE. GRANTING OF THIS VARANCE WILL RESULT IN A REASONABLE ACCOMODATION FOR A PERSON WITH DISABILITY AND WOULD NOT BE DETRIMENTAL TO THE PUBLIC WELFARE OR INGURIOLIS TO OTHER PROPERTY OR IMPROVEMENTS IN THE NEIGHBORHOOD IN WHICH THIS PROPERTY IS LOCATED, BY, AMONG OTHER THINGS, SUBSTAINTIALLY OR PERMANENTLY IMPAIRING THE APPROPRIATE USE OF DEVELOPMENT OF ADJACENT PROPERTY, IMPAIRING THE ADEQUATE SUPPLY OF LIGHT AND AIR TO ADJACENT PROPERTY, SUBSTANTIALLY INCREASING THE CONGESTION IN PUBLIC STREETS OR INCREASING THE DANAGER OF FIRE OR ENDANGERING THE PUBLIC SAFETY, OR SUBSTAINTAILLY DIMINISHING OR IMPAIRING PROPERTY VALUES WIT11IN THE NEIGHBORHOOD. THE APPLICANT IS IN M... ay COMPLIANCE WITH THE APPLICABLE STANDARDS SET FORTH IN THE ARCHITECTURAL AND SITE DESIGN MANUAL". Elm Ste` 4 Elm 6 � PROPERTY LINE � ' 0 ° All new landscape areas shall beserved byafunctioning L) automatic irrigation system which combines drip and � mVFINISH GRADE subsurface irrigation with high efficiency sprinklers. The DECIDUOUS 4. system will befeed from the main water bupV|yufthe ' U pLACEFERTZERPRV]RTO MULCH APPLICATION, FEATHER MULCH T0BASE OF building, The system will bezoned for maximum efficiency toprovide the appropriate amount ofwater tosustain all living plant material. SPRING SNOW CRAB w There wi||beseparatezones for turf grass and shrub beds, TREES for sun and shade and other climate conditions accurd|ngto :r WATER AND TAMP POCKETS ToREMOVE AIR, the water demand ofthe plant materials used, The system AP DECIDUOUS 5 will becontrolled byaseven day time clock and will have an AUSTRIAN PINE B&B F|LLPLANT PIT vmTHumopNATURAL automatic rain shut off device. Aback flow pnmventeratthe W sprinkler system riser shall be'installed inaccordance with W SOIL (EXCAVATED MATERIAL) WITH 1ooF water department requirements and certified annually. GFS EVERGREEN = The irrigation nflandscaped areas shall hmconsistent with GOLD—FLAME SPIRIA SUTTER GOLD POLEiFiLIA ORGANIC MATTER, any restrictions imposed bythe water district inwhich the SHRUBS property islocated and shall beoperated inamanner BLUE CHIP JUNIPER COMMON JUNIPER =~ consistent with any water restriction imposed bythe OVER UmD|GTURREDSOIL. district, i {YAR. nooTqALL+|z^| w "The irrigation system shall bemaintained bythe owner of COMMUNIS'EFFUSA' the property in accordance with standard maintenance GRASSES recommendations oustipulate bythe manufacturer and the Now U. landscape contractor. Th|auhuUInclude but not limited to 0 PIVIG annua|seasonal drainage and `blowout ufthe system to MISCANTHUS SINENSIS � prevent damage from freezing. �� �� w Except for appruv*dstreet trees, the landscaping required |nthorlghtof�-waybetwaenthe-pvopertyAneand the curb line shall not hopermitted toobtain gheight greater than 35"above the level ufthe road way. ~ Landscaping shall beinstalled only unthe property tobe developed nrfor which abuilding permit is applied. ^ All turf shall receive organic compost atorate of8 yardo/10QUS.F.rototU|edand fine graded except inthe � bottom n/the Infiltration Basin asdescribed onthe Civil ~ UJ Drawings, |nthis area aminimum of6-inrh*sof"bipUte LIJ media" mixed with "native seed mix for rain garden" perLn UDF[Dtable B-6. No,otherplanting material will be ` LU instaUadinthburea-AUgradingandsoUpnepuhoUbe|n ``_ ' ~ ^ ~~ strict conformance with civil drawings and nequ|ementsnf 0 > the drainage report, w AUsod uhaUbeRTF Fescue assupplied byGreen VaUeyTu� ~~�. �c� Farm and installed inaccordance with the growers LL recommendations, �� ~�� pz w The landscape contractor isresponsible for damage done tu Z o- anyunderground utility asitrelates tothe construction of I Z) the landscaping project, Utilities must bolocated byUtility Notification Center ofColorado (1-80O-82Z-1g87)prior to >_ ' anv-`ravabontuinstall |ondocopennatehal. � Trees shall be installed in accordance with accepted practices and shall remain staked for aperiod ofone year. a. Do not cut or damage leader. Prune damaged or dead wood immediately prior toplanting period, - b. Cut twine atbottom ofwire baskets and twine under root ball before placing tree pit. o. Remove all wire from sides, top and bottom ofball. d. Cut twine and burlap from around trunk, pull back and down one-third tnone-half way down. Cut ^ and remove burlap. ' � e. Fill hole with native soil. t Any broken orcrumbling root ball -will berejected. Removing the wire will not beanexcuse for a ' damaged root ball. • All sidewalks shown are tubeconcrete, dr{vuoendpa,Nng areas are asphalt. installed inaccordance with civil drawings and any local jurisdictional requirements. ~ All utility easements shall remain unobstructed and fully accessible along the entire length toallow for maintenance as required, • Landscape contractor will warrant all plant material for o period tfone-year (one full growing cycle) and shall replace any plant material that dies orshows substantial deterioration insize mrcharacter with new material ofequal size and species asdescribed \n|andooapeplan. • Owner shall maintain all landscaped areas inaccordance with standards and practices including irrigation, normal maintenance, and weed and pest control inaccordance with all local governing agency requirements. � PROPERTY LINE � ' `. � y ��� � ��� / � � �/ l K , �� � �� PLA''Al THE���� �� HUMAN �� �� ���� J� �H �������K��&`� ������%`� 2900 YONGF8ED STREET, WHEAT RIDGE, COLORADO EX. LANDSCAPEAREA PENN I <= 13 Ci NOTE: DENOTES STRIPPING ON ASPHALT PAVING AI -0 4SGP |� \ |. - ` AP-\ 'OPOSED INFILTRATION BASIN INFILTRATION AREA = 1077 S/F BOTTOM ELEV. 5534,30 IN HE BOTTOM OF THE INFILTRATION OFTHE TOP 6," NEEDS TO BE "$IOLITE IVIEDIA" MIXED WITH )< EX. SIGN TO BE RELOCATED-, -A> NATIVE SEED MIX FOR RAIN GAfttNs, PER UDFCD TABLE B-6 ' \ | ' ` / / t EXISTINGDECIDUOUS TREEBIOUTE MEDIAEXISTING NATIVE SEED MIX"CONIFEROUSTREERTF FESCUESODSTREETTREE CRUSHED GRANITEOVER WEED BARRIERMIM 3" DEEPORNAMENTALTREESTEEL EDGINGEVERGREFUTREERMAINIMS WALLDECIDUOUSSHRUBS1-if tRETEEVERGREENSCHRUBS - NOTE: 1. DoNOT CUT LEADER. 2. PRUNE ALL DAMAGED oRDEAD WOOD AFTER !�IL*NTINo. STAKING AND MULCHING, 3. KEEP CROWN SHAPE TYPICAL OFSPECIES. REMOVE ALLPLANTING LABELS AFTER FINAL ACCEPTANCE Py HITE0T (2) METAL 7`POST STAKES WITH PROTECTIVE CAP, DRIVE (N|N24^)FIRMLY INTO SU8GRAD2PRIOR ToOAuKF(LUNm. ' (2) 12 GAUGE GALVGuy YNkla$AT�-0^ ABOVE GRADE »mVz DIA. X1/rp��. PIPE oNEACH WIRE, PLANT SoTHAT TOP oFR0C)TBALL |oo^ ABOVE FINISHED GRADE. PLACE FERTILIZER PRIOR T0MuLoH APPLICATION. FEATHER MV�CHTuTREE ! TRUNK. ! APPLY MULCH WITH A4DIA, MULCH � n|wa(T,p.) KEEP MULCH /VVAvFROM TRUNK VPTREE, CUT AND REMOVE ALL TWINE WRAPPING AND BURLAP FROM TOP HALF OFBALL. FULLY REMOVE ALL TVVWEIV*REBASKET FROM RooTBaLL 3^TAMPED TOPSOIL. SCARIFY TO4`DEPT*. WATER AND TAMP POCKETS TOREMOVE ' DECIDUOUS TREE 328343.39-0e NOTE ` 1. DO NOT CUT LEADER. PRUNE ALL DAMAGED oRDEAD WOOD AFTER PLANTING, STAKING AND MULCHING. 2KEEP CROWN SHAPE TYPICAL OF SPECIES. 3. REMOVE ALL PLANTING LABELS AFTER FINAL ACCEPTANCE )ScaPEARo*nECT o-1uGAUGE GALV(DOUBLE STRAND Tm8STEo) GUY WIRES AT3-0"ABOVE GRADE. WITH i/2"D|A. WHITE PVC PIPE o6'LENGTH DNEACH WIRE. ATTACH GUY WIRE Toz^CANVAS STRAP nR APPROVED EQUIV. THROUGH GROMMETS, PLANT TREE o'`ABOVE NURSERY GRADE, SET TRUNK PLUMB. APPLY MULCH WITH xn'DIA. MULCH RING (rYP.) KEEP MULCH FROM CONTACTING TRUNK OFTREE. INSTALL A2''`3''HT. WATER RING ATTIME oF PLANTING, METAL STAKES, 3PER TREE ALIGNED EQUALLY AROUND TREE. BURY ANCHOR 1z' UNDERGROUND. UaE'oDOKa|LL'EARTHANCHOR ORAPPROVED EQUAL. OUTANDRBNOVEAU-TWINEVVRAPP|NGAND BURLAP FROM TOP HALF 0PBALL. FULLY REMOVE ALL TWINE/WIRE BASKET FROM RnoT8ALL FILL PLANT PIT WITH 213opNATURAL SOIL (EXCAVATED MATERIAL) WITH 1xaOFORGANIC MATTER, umo|oTunosono|L. zxuALLum, EVERGREEN 7 -REE P8 ANT!NC 3293*3,3e-08 511 � , ��-� SITE DATA INTERNAL LANDSCAPE REQUIREMENTS 3000 S.F. 2&9% -4035 S.F. (1027 S.F, INFILTRATION BASIN/3008 S,FFORMAL LANDCAPE) PLANTING REQUIREMENT (1) TREE + (10) SHRUBS/l000 s,F. OF REQUIRED LANDSCAPED AREA 3 30 6 41 STREET TREE REQUIREMENTS YOUNGFIELD 3.3 3 (DUE TO ENTRY DRIVE, SIZE & SPECIES OF TREES PROVIDED) MAXIMUM TURF AREA /auNoFPROVIDED LANDSCAPE AREA) LANDSCAPE ARE _LROVIDED 3008 SF902.4S.F. 9105,F MAXIMUM NON -LIVING LANDSCAPE MATERIAL AREA MAX NONLIVING LANDSCAPE MINIMUM LANDSCAPE AREA 3000 S.F. 1050 S.R DECIDUOUS SHADE TREES 0 BOTANICAL, NAME COMMON NAME _CO N _T _L —5 1 Z 7E L) � mVFINISH GRADE cr' DECIDUOUS 4. U pLACEFERTZERPRV]RTO MULCH APPLICATION, FEATHER MULCH T0BASE OF ORNAMENTAL � MALUS SPRING SNOW CRAB '44 TREES < :r WATER AND TAMP POCKETS ToREMOVE AIR, AP DECIDUOUS 5 NIGRA AUSTRIAN PINE B&B F|LLPLANT PIT vmTHumopNATURAL `. � y ��� � ��� / � � �/ l K , �� � �� PLA''Al THE���� �� HUMAN �� �� ���� J� �H �������K��&`� ������%`� 2900 YONGF8ED STREET, WHEAT RIDGE, COLORADO EX. LANDSCAPEAREA PENN I <= 13 Ci NOTE: DENOTES STRIPPING ON ASPHALT PAVING AI -0 4SGP |� \ |. - ` AP-\ 'OPOSED INFILTRATION BASIN INFILTRATION AREA = 1077 S/F BOTTOM ELEV. 5534,30 IN HE BOTTOM OF THE INFILTRATION OFTHE TOP 6," NEEDS TO BE "$IOLITE IVIEDIA" MIXED WITH )< EX. SIGN TO BE RELOCATED-, -A> NATIVE SEED MIX FOR RAIN GAfttNs, PER UDFCD TABLE B-6 ' \ | ' ` / / t EXISTINGDECIDUOUS TREEBIOUTE MEDIAEXISTING NATIVE SEED MIX"CONIFEROUSTREERTF FESCUESODSTREETTREE CRUSHED GRANITEOVER WEED BARRIERMIM 3" DEEPORNAMENTALTREESTEEL EDGINGEVERGREFUTREERMAINIMS WALLDECIDUOUSSHRUBS1-if tRETEEVERGREENSCHRUBS - NOTE: 1. DoNOT CUT LEADER. 2. PRUNE ALL DAMAGED oRDEAD WOOD AFTER !�IL*NTINo. STAKING AND MULCHING, 3. KEEP CROWN SHAPE TYPICAL OFSPECIES. REMOVE ALLPLANTING LABELS AFTER FINAL ACCEPTANCE Py HITE0T (2) METAL 7`POST STAKES WITH PROTECTIVE CAP, DRIVE (N|N24^)FIRMLY INTO SU8GRAD2PRIOR ToOAuKF(LUNm. ' (2) 12 GAUGE GALVGuy YNkla$AT�-0^ ABOVE GRADE »mVz DIA. X1/rp��. PIPE oNEACH WIRE, PLANT SoTHAT TOP oFR0C)TBALL |oo^ ABOVE FINISHED GRADE. PLACE FERTILIZER PRIOR T0MuLoH APPLICATION. FEATHER MV�CHTuTREE ! TRUNK. ! APPLY MULCH WITH A4DIA, MULCH � n|wa(T,p.) KEEP MULCH /VVAvFROM TRUNK VPTREE, CUT AND REMOVE ALL TWINE WRAPPING AND BURLAP FROM TOP HALF OFBALL. FULLY REMOVE ALL TVVWEIV*REBASKET FROM RooTBaLL 3^TAMPED TOPSOIL. SCARIFY TO4`DEPT*. WATER AND TAMP POCKETS TOREMOVE ' DECIDUOUS TREE 328343.39-0e NOTE ` 1. DO NOT CUT LEADER. PRUNE ALL DAMAGED oRDEAD WOOD AFTER PLANTING, STAKING AND MULCHING. 2KEEP CROWN SHAPE TYPICAL OF SPECIES. 3. REMOVE ALL PLANTING LABELS AFTER FINAL ACCEPTANCE )ScaPEARo*nECT o-1uGAUGE GALV(DOUBLE STRAND Tm8STEo) GUY WIRES AT3-0"ABOVE GRADE. WITH i/2"D|A. WHITE PVC PIPE o6'LENGTH DNEACH WIRE. ATTACH GUY WIRE Toz^CANVAS STRAP nR APPROVED EQUIV. THROUGH GROMMETS, PLANT TREE o'`ABOVE NURSERY GRADE, SET TRUNK PLUMB. APPLY MULCH WITH xn'DIA. MULCH RING (rYP.) KEEP MULCH FROM CONTACTING TRUNK OFTREE. INSTALL A2''`3''HT. WATER RING ATTIME oF PLANTING, METAL STAKES, 3PER TREE ALIGNED EQUALLY AROUND TREE. BURY ANCHOR 1z' UNDERGROUND. UaE'oDOKa|LL'EARTHANCHOR ORAPPROVED EQUAL. OUTANDRBNOVEAU-TWINEVVRAPP|NGAND BURLAP FROM TOP HALF 0PBALL. FULLY REMOVE ALL TWINE/WIRE BASKET FROM RnoT8ALL FILL PLANT PIT WITH 213opNATURAL SOIL (EXCAVATED MATERIAL) WITH 1xaOFORGANIC MATTER, umo|oTunosono|L. zxuALLum, EVERGREEN 7 -REE P8 ANT!NC 3293*3,3e-08 511 � , ��-� SITE DATA INTERNAL LANDSCAPE REQUIREMENTS 3000 S.F. 2&9% -4035 S.F. (1027 S.F, INFILTRATION BASIN/3008 S,FFORMAL LANDCAPE) PLANTING REQUIREMENT (1) TREE + (10) SHRUBS/l000 s,F. OF REQUIRED LANDSCAPED AREA 3 30 6 41 STREET TREE REQUIREMENTS YOUNGFIELD 3.3 3 (DUE TO ENTRY DRIVE, SIZE & SPECIES OF TREES PROVIDED) MAXIMUM TURF AREA /auNoFPROVIDED LANDSCAPE AREA) LANDSCAPE ARE _LROVIDED 3008 SF902.4S.F. 9105,F MAXIMUM NON -LIVING LANDSCAPE MATERIAL AREA MAX NONLIVING LANDSCAPE MINIMUM LANDSCAPE AREA 3000 S.F. 1050 S.R DECIDUOUS SHADE TREES 0 BOTANICAL, NAME COMMON NAME _CO N _T _L —5 1 Z 7E L) � mVFINISH GRADE cr' DECIDUOUS U pLACEFERTZERPRV]RTO MULCH APPLICATION, FEATHER MULCH T0BASE OF ORNAMENTAL SHRUB BR4NCHEa,FORM vm&'toNT. RIM. MALUS SPRING SNOW CRAB TREES < :r WATER AND TAMP POCKETS ToREMOVE AIR, AP DECIDUOUS 5 NIGRA AUSTRIAN PINE B&B F|LLPLANT PIT vmTHumopNATURAL W SHRUBS W SOIL (EXCAVATED MATERIAL) WITH 1ooF GFS EVERGREEN –BUMALDAG OLD FLAME SPIRIN CINQUEFOIL'SUTTER GOLD' GOLD—FLAME SPIRIA SUTTER GOLD POLEiFiLIA ORGANIC MATTER, #5 #5 SHRUBS REMOVE ALL CONTAINER MATERIAL. PLACE BLUE CHIP JUNIPER COMMON JUNIPER =~ OVER UmD|GTURREDSOIL. HORIZONTALIS 'BLUE CHIP' i {YAR. nooTqALL+|z^| #5 C3 ORNAMENTAL COMMUNIS'EFFUSA' GRASSES Now U. 0 PIVIG S MISCANTHUS SINENSIS --' NOTE: 1, DO NOT CUT LEADER. PRUNE ALL DAMAGED oRDEAD WOOD AFTER PLANTING, STAKING AND MULCHING. z.KEEP CROWN SHAPE TYPICAL upSPECIES, a. REMOVE ALL PLANTING LABELS AFTER FINAL ACCEPTANCE BYLANDSCAPE ARCHITECT. ' 32933313-06 oil oil 0 PLANT $oTHAT TOP OFROQTBALL0LEVEL ` L) � mVFINISH GRADE cr' 0 U pLACEFERTZERPRV]RTO MULCH APPLICATION, FEATHER MULCH T0BASE OF SHRUB BR4NCHEa,FORM vm&'toNT. RIM. < :r WATER AND TAMP POCKETS ToREMOVE AIR, 5 M ^_ � F|LLPLANT PIT vmTHumopNATURAL W W SOIL (EXCAVATED MATERIAL) WITH 1ooF ORGANIC MATTER, F REMOVE ALL CONTAINER MATERIAL. PLACE =~ OVER UmD|GTURREDSOIL. UJ i {YAR. nooTqALL+|z^| UNDISTURBED SOIL 32933313-06 oil oil 0 L) � 0 < :r 5 M ^_ � �� �� W W OL =~ UJ Now U. 0 Z �� �� O m 0 E O + 11� 4 + + + + + + + + + + + + + 0,19 0, 2 3 029 0,33 OA2 U3 0,69 U9 1,121,37 1,08 0,90 031 0,81 U4 OR 1,00 0,85 0,82 0,82 U2 1,14 1 A2 1,63 1,50 36 1,15 0,9 + + +5 0,80 U9 U2 0 5 33 OA7 0.40 031 021 0,15 0,11 0,09 + + + + + + + + + + + + + + + + + + + + + ,04 lf 0,21 0,26 0,32 0,38 OA7 U9 0,81 1 A 1 A 1 ]l 1 N 0h 1, 5,16, 1,35 134 1,40 11,51 1,72 1,78 1 s52 139 1,33 1 A I A 2 11 2,'l 3 2,03 1,77 1 A 5 119 0 99 08'7 U9 0, 6`9 0,59 0A9 0,38 0,25 0,17 0,1' ........... i - - .............. . .................... .. ...... - ------- . ..... i + - - - - ------------ - r + + + + + + + n f 2" 117 1,06 0,92 OT 0,61 018 0,19 0, '13 0,10 ... ...... . .. - - -- - -- .......... . ......... . . ..... ................... . .. ....... . . . ....... . . .... ........... .. .................... . .. ....... - - ---- ------ -- -r)4 1 04-- -2 2 D6-1-- - I x62 2,05 2,60 2 7 -'M -6 U� L 14 2,01 0, 2" 4 0,30 036 4 5 0,56 U9 bik 1 1 �22 1,59 10 2A1 Z46 1 .... ........ ......... ... ..... ........... ---2.14 luu ..... ........ ... + + + 1,41 + + T T + 2 31", 1]6 7 4 W,1 3 010 1 : + 12 1 �54 U 1,95 Z49 220 138 1 -179 lt,l 9) 5 2,43 2,0f 1,90 `A4 314 120 42', 9 2 Z65 2.30 1,9'2 1, M' 0, O,73 IGNI PJ zr.'4 4 ,`2 dif 0,28 035 0A 0,55 U0 + + 4, 4- + + + + + + + + + + n4 + 01,46 0,30 + + + + + + + 4, + + + + + . ..... + T -------- + + + 0 ------2-6-7 -130 ,08 4�,l 1 3,51 2,90 147 3,99 Z94 2,47 237 NO 3,49 3,10 Z71 1 1,8 1 7 -37 ................. -.3.03 0,30 039 0A9 0, irb 3 U0199- +\ ............... 93 4 --------- 0111 2.58 2,26 2,06 \1 �85 I okt 047 1 + i. + 14 + + 17 + + ...... . . ........ . + + + --jw - � - - t, ....... . ..... - -4 - Z46 15." ,9", ZI + + + + J. I /671 -- `5 198 5', 7 0 5,39 3,65 3,33 Y102 3 9"* + ON! 191, " 1:681 ID/ I- --- 0,31 0,40 U2 0,67 2 7 P, 2,66 1 3,52 151 4,23 4M 4,85 184 3,67" 117 Z83 Z55 2-22 126 0,T4 &2 OT 0,17 + T + + + 0,14 0,11 + + + + ... ....... ... .. . ....... +-.._.... .... + + + . .. . ........ - ........... ... . .............. ........................... ..... t + + .......... ........... ..... ............. - -- - - ------- . ............... ....... . .. ................. + -'A 1 14 4. ...... . ... ......... . ..... ................ 5 4,16 4,89 + A ........... - - 3", 4 T, \' � 1) 11 P\ \ 3 7,3��/ 9, 0 9, 1 737 6 74 6, -[J` 8 4, 2) 3 11 be' A 7 12 0, 3) 1 NO 0, 115) 2 0, 0,871 69: Z55 180 r% '84 1 0,65 040 0,25 ..................... 451-----4.1-1 ---3-�,97- u2 3,38 ,"2,'k9Jv5 2-49 1 11 /14 + + + 4. + + + + + + + + + 4 +\ + + + + + 0,18 0,14 0,11 + + 4-1 ... ........ Q ii + 9 8 7 0 , '94 OT 0 47 2 U31 J69 1 2,53 3,81 1 �,b 7157 84f`/ + 32- 6 -6917 66- 8 11--i 485�--5,37` J�113 I . . . ............ ................... 36 Z59 338 424 4,4'7 4, 3 4 4 2`1 424 4,54 3,91 "1 C) 1 215 1 147 . . .......... Q\Q 0 1 B 0 01 099 0,59 037 0,26 + + 011 0,11 + .......... 27 4 OU + + + + + + 034 0A2 P51 0,68 U3 "L8 7 214 173 1 7 4 6,85 6] 70 A 1 523 5 1 R 4.146 95 Z71 2,36 231 100 185 4,24 2 0 18 427 422 163 Z44 I �52 1 0,88 M6 0.134 0.25 OA7 0, 3 0, 0 21 + + + + + 10 + + + + + AA31 + + + 6v + + + + + + + + 0,24 02 036 0,46 OR OT 1,1311 1,89 335 9� 122 1 1 527 532 591 5,27 4 F 3139 2,56 227 2,27 Z67 333 3,71 3,87 181 172 331 Z71 Z51 + ............ - - - - ----- ------------ .................... - z ................ ................... ............ 1,69 t" 0 U8 0,49 03,3 022 0,15 0,12 0,09 130 + + + + + + + + + + + + �6' 6 TO 1 8 + 0,23 0128 035 0,43 i 0, 5 55, U6 1,65� U9 Z90 4�,84 U9 41 6, 5 6, 2 9 3,69 1,97 1,82 1 T + .......... + 97 315 3, 17 339 129 1 59 2, + . . ........ . ..... 2A3 Z 3,11 HO 2,33 1 i 3 ON 0,42 0 2 6 0,19 0,14 + + + + 010 0,08 +1 + + + + + + + + + + �013 .......... J - L� A17 1, 36- 141 1 �62 1,91 2,32 ",68 2,97 3,69 3,96 319 Z59 17 0,, N 0.57 032 br I ..... .......... 7 -4-a . .. .... -11, 7 02- 022 027 035 0,43 0,55 0,23 0,35 0,83 162 �.,7? 5.87 5d, 9 + /3� cc cc + OA9 OA5 011 ............... + baa 9 0,07 ............ + ........... 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Consulting Electrical Engineers Est. 1984 Village Square at Lone Tree 9364 Teddy Lane, Ste #101 Lone Tree, CO 80124 Phone: 720-489-1609 Fax: 720-489-1611 Project #: 15409 @ 2015 mm 0 w m m Z Z Z W < U) Z CL Z 0 T cc UJ cn 0 w 0 I-- �UJ 3: U. zu] I a LU z4d D 0 0 CD 0 w Z Z W < w CL Z LLJ cc UJ cn 0 w 0 I-- �UJ 3: U. (L a Z D 0 0 CD I. r. PROD, MGR.: DMK PROD. ASSoc.: DMK DRAWN BY: DMK DATE: 10-22-15 SHEET 8 OF 9 L ANN.WH0001 LIGHT FIXTURE - DID NTS City of Wheaticlge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29`x' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 LETTER NOTICE October 22, 2015 Dear Property Owner: This letter is to inform you of Case No. SUP -15-04, a request for a Special Use Permit for a drive-through coffee shop, with a Site Plan review and a request for a variance. The requests are for property located at 2900 Youngfield Street and zoned Restricted Commercial (R -C). The attached photo identifies the location of the requests. A coffee shop is a permitted use in the R -C zone district; however drive-through operations require a Special Use Permit. The variance request is for approval of a 5 -foot (25%) variance to the 20 -foot build -to requirement. Pursuant to Section 26-114 of the City Code, an administrative special use review can be granted by the Community Development Director without need for a public hearing. Prior to the rendering of a decision, all adjacent property owners are required to be notified of the request by mail. If you have any questions, please contact the Planning Division at 303-235-2846 or if you would like to submit comments concerning this request, please do so in writing by 5:00 p.m. on November 2, 2015. Thank you. iN %N Ns A.N% heatridge.co.us r City of W heat Iidge LETTER NOTICE CERTIFICATION (as required pursuant to Code Section 26-109.D) Case No.: SUP -15-04 This is an administrative variance review with a 10 -day posting period. Public comments concerning this request are due in writing by 5:00 p.m. on November 2, 2015. I Tammy Odean, Administrative Assistant, Community Development Department, hereby certify that I mailed a total of 3 letters on October 22, 2015 to the attached recipient list. Signature: un --- Date: MCDONALDS CORPORATION % CLARA CORPORATION 4855 WARD RD 600 WHEAT RIDGE CO 80033 NEWTON C JENNINGS LIVING TRUST % SHIRLEY M JENNINGS 27302 N QUINTANA DR TONTO VERDE AZ 85263 YOUNGFIELD PARK HOLDING INC 12600 W COLFAX AVE B130 LAKEWOOD CO 80215 ♦�Ae City Of ]��WhcatRie COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29`x' Ave. October 30, 2015 Mr. Ed Peterson Annandale Consultants, Inc. 1360 S. Wadsworth Blvd, #310 Lakewood, CO 80232 Wheat Ridge. CO 80033-8001 P: 303.235.2846 F: 303.235.2857 Re: SUP -15-04, WA -15-13 and WSP-15-03 / Human Bean -4th Review Dear Mr. Peterson: This letter is in regard to your application for approval of a special use permit and site plan for property zoned Restricted Commercial (R -C) and located at 2900 Youngfield St. I have reviewed the fourth submittal and have the following comments: Please provide a written response on a separate document to the variance criteria for the case files. Sheet 1 1. Add "WA -15-13" to the Case History box. This is the case number assigned to the variance. 2. Sheets 6 and 7 were switched on this submittal. Ensure this list matches the order of provided sheets. 3. On Sheet 9, match the name of the sheet, "Fixture Schedule and Details". 4. Include revision and submittal dates. Sheet 9 5. Include the details for fixture DD, as shown and with the required corrections from the previous submittal. Wheat Ridge Public Works: See attached comments from Dave Brossman dated October 30, 2015. This concludes the summary of comments. For the next review, please provide a response to this letter, including a response to each item identified above, and resubmit plans in the following formats: • One (1) full-size hard copy of the plans • Digital files of the resubmittal documents in Adobe .pdf format The notice and posting period ends on November 2, 2015. To date, no comments, positive or negative, have been received. Sincerely, Lisa Ritchie, Planner 11 303-235-2852 lritchie@ci.wheatridge.co.us Enclosures ♦�A4 City of J�WheatRj, COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 291h Ave. October 21, 2015 Mr. Ed Peterson Annandale Consultants, Inc. 1360 S. Wadsworth Blvd, #310 Lakewood, CO 80232 Wheat Ridge. CO 80033-8001 P: 303.235.2846 F: 303.235.2857 Re: SUP -15-04 and WSP-15-03 / Human Bean — P Review Dear Mr. Peterson: This letter is in regard to your application for approval of a special use permit and site plan for property zoned Restricted Commercial (R -C) and located at 2900 Youngfield St. I have reviewed the third submittal and have the following comments: Please provide a written response on a separate document to the variance criteria for the case files. Sheet 1 1. In the Site Data Table, Revise "Max. Landscape Area" to "Min. Landscape Area". The Landscape plan in the submittal provides the additional detail necessary to differentiate the landscape areas, therefore "Max. Hardscape Area" can be deleted. 2. Remove the Professional Engineer Certification. This will be required on the Civil Submittal. 3. On the Vicinity Map, add 31" Ave, 291h Ave and Xenon Street. Sheet 6 4. Correct to "Evergreen" 5. Correct to "Minimum" 6. Correct to "Trees" 7. Revise "Trees Provided" to 6. The 3 street trees are counted below. Sheet 7 8. Upon further review, opaque or reflective spandrels are not permitted in the ASDM. If clear glass is not desired, window display graphics that do not include advertisements are permitted. See attachments for examples that have been approved in the City of Wheat Ridge. 9. Remove the General Note from this sheet. Sheet 8 10. Remove or clarify the tables (assumed) in the parking area. 11. Revise the pole height to 18 feet. This is the maximum pole height permitted in the code. Revise photometrics if necessary. Sheet 9 12. Revise quantity of DD to (6) 13. Label "Sign Details" to "DD" to match lighting fixture schedule. 14. Revise the pole height to 18 feet. Wheat Ridge Public Works: See attached comments and redlines from Dave Brossman dated October 19, 2015. This concludes the summary of comments. For the next review, please provide a response to this letter, including a response to each item identified above, and resubmit plans in the following formats: • One (1) full-size hard copy of the plans • Digital files of the resubmittal documents in Adobe .pdf format Staff continues to express support for the project. If a meeting to discuss these comments is desired, please let me know. Sincerely. Lisa Ritchie, Planner 11 303-235-2852 Iritchie@ci.wheatridge.co.us Enclosures 4 City of WheatP jge PUBLIC WORKS Memorandum TO: Lisa Ritchie, Planner 11 FROM: Dave Brossman. Development Review Engineer DATE: October 19, 2015 SUBJECT: SUP -15-04 and WSP-15-03/Human Bean — Site Plan & FDR Review #3 I have completed my third review of the above-mentioned documents provided with the request to approve a Special Use Permit with a Site Plan for Drive -Through on the property located at 2900 Youngfield Street, received on October 19, 2015, and I have the following comments: Site Development Plan: 1. The P.E. certification found on the Cover Sheet is for use on the Civil Construction Plans (as indicated in the certification). Therefore, PW suggests this be removed from the Site Plan. Other than this single comment, the SDP is approvable from a PW standpoint. Final Drainage Report/Plan: 1. All previous comments have been addressed; the Final Drainage Report and Plan are found to be in an approvable condition. 2. Please have the engineer provide a minimum of two (2) signed and sealed hardcopies of the Final Drainage Report and "Proposed Drainage Map" for approval. 2900 Youngfield_Human Bean_approval.ltr.docx - -- — - .,.....�N �1�nSN0� 133HS tl3A00 j o 00'3001tl 1V3HM'133kUS 0131d0N€IOA ooezD4UDE W NY39 NVwnH 3H1 Min Z. s3��ay W„E Mr 1 Y1 $` z : as HIM s rn �e��$ :�e3� m $�$� & YSL. a : � .!a'2a aCy) W crg R i w e&go ng AS i, w�j Z H p as ;lf 3 �1�Jr ee O p cc 0t6 O-uOU If Z N L J = m O Q �LL( m Z w F- F H Q Z W a Q w a g 2 e 7 "a A}{e'itJ ZaLLOXv~i�3E33I3; f1�;If Q��o�wZ c= N Z cZ Q 'Pls�i�{n fp {Dg y _ 0wcwwp = LL LL W "tea F -Z O W V Z w Z p p Y w Q O >- C) o 00 m V) N ~ W Ln LL p:sffi w p O a a3 @ O ♦1�A41 City of ' `,1Vheat Ft doge 9cor DEVELAPMENT City of Wheat Ridge Municipal Building 7500 W. 29'h Ave. October 5, 2015 Mr. Ed Peterson Annandale Consultants, Inc. 1360 S. Wadsworth Blvd, #310 Lakewood, CO 80232 Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 Re: SUP-] 5-04 and WSP-15-03 / Human Bean — 2nd Review Dear Mr. Peterson: This letter is in regard to your application for approval of a special use permit and site plan for property zoned Restricted Commercial (R -C) and located at 2900 Youngfield St. I have reviewed the second submittal and have the following comments: Sheet I 1. Remove the Legend. 2. Add a Case History Box; include case numbers SUP -15-04 and WSP-15-03. 3. Remove "Notes, Parking Requirements" and narrative below. The application complies with the Code as submitted. See Sec. 26-501, Parking Requirements. The required parking is permitted to be calculated on floor area, less 10%. In the Site Data table (see below), please state as 4 spaces required (1 space/] 00 SY w/ 10% reduction). 4. Revise the vicinity map to a line drawing. The map as submitted will not reproduce on black and white mylar legibly. 5. Under "Statement of Land Use": Update the narrative to align with the application. Remove the phrase "(Per Pre -Application Meeting Summary)". Include the reference to the variance for the build -to requirement. 6. Under Owner's Certificate: Add the name of the person who will be signing the document. 7. Revise the address for the City of Wheat Ridge to 7500 W. 29`h Ave. 8. Remove "Development" from the title. Place "The Human Bean" at the top row, "Site Plan" at the second row. 9. Add a complete Site Data Table, formatted as: Existing zoning Proposed land use Total area[acres/sq ftgross[acres/sq ft net Floor area by use Use sq ft Required Proposed Building coverage % max / sq ft max % / s ft Open sace/landsca in % min / sq ft min % / sq ft Useable % min / sq ft min % / sq ft Sod % max / sq ft max % / sq ft Hardsca e % max / sq ft max % / sq ft Parkin Standard # # Accessible # # Bicycle # # Sheet 2 10. In Legend: a. Add Concrete Hatch or other identifying lineweight for concrete. Include separate symbology for colored concrete. b. Add Existing Retaining Wall, as this is identified in the site area. c. Add Pavement Marking. d. Add Easement line. e. Add Lighted Bollards. 11. The pedestrian access point at the rear of the property is in an undesirable location next to the trash enclosure. Staff would rather see a better location selected. If no other options are available at the rear of the site, consider connecting a pedestrian access point at the proposed front sidewalk near the northeast corner at the bend in the sidewalk. The connection shall be 5' wide and conform to ADA requirements. Should the proposed location remain, revise to be 5' wide and the finished grade for the entire length shall be ADA accessible. Label the walk with the grade. Grade to ensure that this access point does not capture drainage that is intended to flow to the infiltration area. 12. Remove or lighten and hatch the canopy on the Site Plan in order to show the site materials below. The layout on this Site Plan does not match the material configuration on the landscape plan. Remove note "Continue concrete under canopy up to order station". 13. Use the same pattern for concrete throughout the Site Plan. The walks are hatched and the patio only shows the scoring pattern. 14. Identify paving material for the site, assumed to be asphalt. 15. Identify the drive through pick-up station. 16. Include the dimension of the building, both length and width. 17. Include car symbols or dimensions to reflect that the required drive through stacking is met. Per Sec. 26-501, stacking spaces shall be a minimum of 18 feet long. 6 spaces are required before the order box and 4 are required between the order box and the window. 18. Identify the area on which a drainage easement will be recorded. 19. Include a bike rack and provide a detail. 20. Use consistency on the labeling of pavement markings, use either solid fill or outline, to match the detail in the Legend. 21 . Label 6" Curb and Gutter throughout. 22. Identify other required and/or existing easements, if any. 23. Confirm there is adequate room between the bollards and curb, so that there is appropriate overhang. 24. Remove Site Data Table. 25. Remove Vicinity Map. 26. Remove Benchmark Note. 2 27. Revise Title at the top of the page on all sheets to the same as the first page. The side title block should reflect the title of each page. 28. Remove Statement of Land Use. 29. Remove Notes: Parking Requirements. 30. The landscape plan references colored concrete on the patio. Please provide color and include a new symbol in the legend. If colored concrete is to be used elsewhere, note these; ramps for example. 31. For consistency, any changes to symbology or reference on this plan should be utilized on all other sheets. 32. Provide setback dimension for the freestanding sign; 30' is required. Sheet 3 33. No comments Sheet 4 34. No comments Sheet 5 35. Show grade of proposed pedestrian access Sheet 6 36. Remove from Site Plan submittal. Include in Civil submittal Sheet 7 37. Remove from Site Plan submittal. Include in Civil submittal. Sheet 8 38. Remove from Site Plan submittal. Include in Civil submittal. Sheet 9 39. Dimension all faces of the trash enclosure. 40. Clarify the dimension of the trash enclosure, it varies throughout the set. Sheet 10 41. Remove Vicinity Map 42. Remove Legal Description 43. Remove Benchmark 44. Remove Owner's Certificate 45. Remove City Certification 46. Revise Site Data Table. Move the Site information to the top of the table. 47. Per Sec. 26-502, 4 street trees are required. Add another deciduous or evergreen tree along Youngfeld St. (100 feet of frontage/30 feet = 3.333 trees) 48. Swap the "Autumn Purple Ash" for another variety, due to concern for Emerald Ash Borer. See City of Wheat Ridge Streetscape Design Manual for alternatives. 49. Remove or clarify the "Reveille HBG" in the Site Shrubs table. 50. Remove "(5)" before Gold Flame Spirea. 51. Remove "(1) GA" after Heavy Metal Switch Grass (Unless part of name) 52. All shrubs shall be 5 gallon in size. 53. Per Sec. 26-502, no more than 30% of the landscaped area may be comprised of turf, or in this case 1,000 square feet. Revise the table to read "Maximum Turf Area", and reduce amount provided to comply. 54. Per Sec. 26-502, the use of non -living material cannot exceed 35% of the required landscaped area, or 1,050 square feet. This number is derived by determining the entire area that is covered by mulch or hardscape, then subtracting out the area that will be covered by living materials, ie shrubs, ornamental grasses, etc, at their estimated size at 2 years following installation. 55. Include a legend with all plant types, including Existing Coniferous Tree, Existing Deciduous Tree, Coniferous Tree, Deciduous Tree, Ornamental Tree, Deciduous Shrub, Coniferous Shrub, or other as appropriate to match plan. The legend should also include any linework on the plan, for example property lines, retaining walls, concrete, etc. 56. Revise "Conferous" to "Coniferous" in all places. 57. Label each plant and add quantity per grouping. 58. Ensure patio design matches site plan. 59. Remove, lighten or hatch the canopy so site materials below are visible. 60. Add note or label to the 1 '/4" to 2 '/2" crushed rock over weed barrier that it is to be a minimum of 3*'deep in all areas. 61. Revise trash enclosure dimension for consistency. 62. Screen utility related items with taller shrubs or ornamental grasses. 63. Provide the color proposed for the colored concrete patio. 64. The site plan references the landscape plan for the lighted bollards. Provide spec sheet and details with the other lighting. 65. Increase the size of the planting detail, or make clearer for readability. Sheet 11 66. Include a Building Materials Schedule, formatted as: Per the Contemporary Overlay requirements in the ASDM, transparency and building material requirements apply on the Youngfield Street (west elevation). Transparency is required for the Youngfield St fagade at a rate of 60%. The other facades have no requirement regarding transparency. If wall signs are desired on the east elevation, then the patio area will be considered a public space and the ASDM design requirements shall apply to this elevation, including the 30% transparency requirement. The application as submitted does not comply. Revise and provide the schedule above to note compliance. 67. Note that Hard Coat Stucco is a suitable material for a primary material. This shall not be construed to mean EIFS is acceptable in these locations. 68. Per Sec. 26-710 regarding signage, wall signs are permitted to be placed on the west elevation. If wall signs are desired on the east elevation, then the patio area will be 4 Required Proposed Ground floor transparency Facade A i %min/s ftmin %/s ft Facade B I % min / s ft min % / s ft Secondary material (EIFS/CMU/metal anels/sidin .. Facade A % max / sq ft max % / s ft Facade B % max / sq ft max % / s ft Per the Contemporary Overlay requirements in the ASDM, transparency and building material requirements apply on the Youngfield Street (west elevation). Transparency is required for the Youngfield St fagade at a rate of 60%. The other facades have no requirement regarding transparency. If wall signs are desired on the east elevation, then the patio area will be considered a public space and the ASDM design requirements shall apply to this elevation, including the 30% transparency requirement. The application as submitted does not comply. Revise and provide the schedule above to note compliance. 67. Note that Hard Coat Stucco is a suitable material for a primary material. This shall not be construed to mean EIFS is acceptable in these locations. 68. Per Sec. 26-710 regarding signage, wall signs are permitted to be placed on the west elevation. If wall signs are desired on the east elevation, then the patio area will be 4 considered a public space and the ASDM design requirements shall apply to this elevation, including the 30% transparency requirement. A separate sign permit will be required prior to installation. 69. Per Sec. 26-710 regarding signage, freestanding signs for buildings between 0-1,500 square feet are permitted to be a maximum of 35 square feet. The sign as proposed shall be reduced in size. A separate sign permit will be required prior to installation. 70. Note on all windows which storefront system referenced in the Finishes schedule will be used. 71. Under General Notes: a. As noted in the ASDM, a canopy does not meet the requirements for compliance with the Build -to requirement. A variance will be required. Revise the note to acknowledge a request for a variance, rather than compliance with the ASDM. b. Remove note regarding canopy construction. c. Remove note regarding transparency. d. Remove note regarding trash enclosure. Provide elevations of the trash enclosure, noting all materials in the Finishes schedule. 72. Clarify where paints P-1, P-2 and P-3 are to be used. Clarify what P6 is referencing on the elevations. 73. Provide reference for the empty leader callout on the north elevation. 74. Include a sample elevation of the retaining wall. Provide material information in the Finishes schedule. Sheet 12 75. Provide specs and details for all lighting proposed, including wall mounted lights, Human Bean lights, light poles and lighted bollards. An additional page may need to be provided. 76. Wheat Ridge Public Works: See attached comments and redlines from Dave Brossman dated September XX, 2015. This concludes the summary of comments. For the next review, please provide a response to this letter, including a response to each item identified above, and resubmit plans in the following formats: • One (1) full-size hard copy of the plans • One (1) hard copy of the drainage letter and plan. • Digital files of the resubmittal documents in Adobe .pdf format Staff continues to express support for the project. If a meeting to discuss these comments is desired. please let me know. Sincerely, 5 Lisa Ritchie, Planner 11 303-235-2852 lritchie@ci.wheatridge.co.us cc: Case files (SUP -14-01 and WSP-14-02) Enclosures City of Wheat Pidge PUBLIC WORKS Memorandum TO: Lisa Ritchie, Planner Il FROM: Dave Brossman, Development Review Engineer DATE: September 30, 2015 SUBJECT: SUP -15-04 and WSP-15-03/Human Bean — Site Plan. FDR, TGL Review #2 I have completed my second review of the three above-mentioned documents provided with the request to approve a Special Use Permit with a Site Plan for Drive -Through on the property located at 2900 Youngfield Street, received on September 21, 2015, and I have the following comments: Site Development Plan: Sheet 2 Site Plan): 1. The ADA pedestrian connection to Youngfield is great. Please keep the stair connection as previously shown for those who don't a ramp. 2. Based upon the AutoTURN analysis provided it's obvious the nose of the ordering island needs to be modified to accommodate the turning movement. 3. Radii dimensions need to be added. 4. Please specify the wall material. Sheet 2 (Erosion Control Plan): 1. The slope along the northwesterly side of the pond is proposed to be around 3:1. You should consider some kind of armoring to protect the slope. 2. Please add the following Note: "ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED DURING CONSTRUCTION, AND SHALL BE INSTALLED IMMEDIATELY UPON REQUEST BY THE CITY INSPECTOR." Sheet 5 (Gradin Pg Ian): 1. It appears the gutter pan on the northeasterly portion of the site will be extremely flat as proposed. The drive -up aisle should be sloped to the SE rather than to the NE. 2. Provide the grade percent of the proposed sidewalk connection to the east. Final Drainage Report: Discussion: 1. Under the Proposed Stormwater Storage Facilities section, in the last sentence of 2900 Youngfield_Human Bean_Review-2.Itr.docx Public Works Engineering September 30, 2015 Page 2 the second to last paragraph on page 6, it is stated that the "average percolation rate was reduced by a safety factor of 20% which yields an infiltration rate of 34 min/inch". The safety factor was applied incorrectly here (and 1 apparently led you astray with my previous comments — my apologies). The infiltration rate with the safety factor correctly applied would yield a rate of 50 min/inch (the time must INCREASE to yield the 20% decreased infiltration rate). Appendix: 1. Please modify the calculations on the Pond Infiltration/Release Rate Calculations worksheet to correctly reflect the 20% safety factor. 2. On the UDFCD Detention Volume by the Modified FAA Method worksheet, since the infiltration basin is being sized for the 100 -year event, the minor storm info is essentially irrelevant (both values will be the same in the case of the Full Infiltration system). Please use the calculated value from the Pond Infiltration/Release Rate Calculations worksheet for the Allowable Unit Release Rate to determine both the Minor and Major volumes. Drainage Plan: 1. If a pedestrian connection to the east is proposed, a grade break shall be required to prevent stormwater from flowing down the sidewalk and to the east rather than flowing into the pond. 2. Please provide gutter elevations at the locations shown. 3. Show grade percent's on the proposed curbing. 4. Depending on the grade, you may need to include a couple more curb cuts into the pond. 5. Provide all top and bottom of wall elevations, or just include Sheet 7 (Wall Profile 2) from the Site Plan set. The wall is integral to the pond design and needs to be included in this Report. 6. Please specify the wall material around the pond. 2900 Youngfield_Human Bcan_Re4iew-2.Itr.docx FINAL DRAINAGE REPORT THE HUMAN BEAN 2900 YOUNGFIELD STREET WHEAT RIDGE, COLORADO Prepared for: Annandale Consultants Inc. 1360 Wadsworth Blvd. #310 Lakewood, CO 80232 303-985-1188 May 2015 Rev. August 2015 Project No. ANN.WH0001.00 Manhard. CONSULTING Prepared by: David Carpenter, PE Manhard Consulting, Ltd. 10835 Dover Street, Suite 700 Westminster, CO 80021 Phone, 303-665-5505 CITY OF WHEAT RIDGE PUBLIC WORKS DATE 09/21/2015 RECEIVED 09/21/2015 2nd Submittal TABLE OF CONTENTS Table of Contents GeneralLocation and Description.................................................................................................. 3 SiteLocation................................................................................................................................ 3 Description of Property and Land Use........................................................................................ 3 Drainage Basins and Sub-Basins.................................................................................................... 4 MajorBasin Description.............................................................................................................. 4 Sub -Basin Description — Existing Conditions............................................................................. 4 Sub -Basin Description — Proposed Conditions........................................................................... 4 DrainageDesign Criteria................................................................................................................ 5 Regulations.................................................................................................................................. 5 Hydrology.................................................................................................................................... 5 Water Quality Enhancement........................................................................................................ 5 Proposed Stormwater Conveyance or Storage Facilities................................................................ 6 Stormwater Conveyance Facilities.............................................................................................. 6 Stormwater Storage Facilities...................................................................................................... 6 Potential Permitting Requirements................................................................................................. 7 Conclusions..................................................................................................................................... 7 References....................................................................................................................................... 8 1 APPENDIXA................................................................................................................................... HYDROLOGICCALCULATIONS............................................................................................. — Composite C Calculations..................................................................................................... — Time of Concentration Calculations..................................................................................... — Runoff Computations............................................................................................................ APPENDIXB................................................................................................................................... HYDRAULICCALCULATIONS................................................................................................ — Detention Volume by the Modified FAA Method................................................................ — Percolation Test Summary.................................................................................................... — Calculations for Bioretention Basin...................................................................................... APPENDIXC................................................................................................................................... FIGURES AND BACKGROUND INFORMATION................................................................... — Flood Insurance Rate Maps.................................................................................................. — Soil Map....................................................................................................................... — Existing Drainage Map......................................................................................................... — Proposed Drainage Map........................................................................................................ 2 GENERAL LOCATION AND DESCRIPTION SITE LOCAT/ON The site is known as the Human Bean and is located in the Southwest Quarter of Section 29, Township 3 South, Range 69 West of the 6`h Principal Meridian, City of Wheat Ridge, County of Jefferson, State of Colorado and contains 0.344 acres. The property is located in the southwest quadrant of the City of Wheat Ridge grid number 29. A walk-up/drive-through coffee shop is proposed for this site. In addition to the approximately 432 sf building, development will include associated parking, underground utilities, landscaping, and a driveway access to Youngfield Street. The site is bounded by the Youngfield Street right-of-way on the West, the Bureau of Land Management State Office lot on the South, and an office building and associated parking on the North and East. DESCR/PT/ON OF PROPERTY AND LAND USE The existing site is undeveloped. The site slopes to the east at an approximately 15% slope for a short distance adjacent to the sidewalk and then at approximately 3% across the rest of the site. Stomwater runoff flows west to east across the site and leaves the site over the curb on to the existing office building parking lot and is directed to their onsite detention facility. The site lies in Zone X outside the 100 -year floodplain per FEMA Flood Insurance Rate Map number 08059COI94F revised February 5, 2014. The on-site soils consist of Denver — Urban Land complex, 0 to 2% slopes. Please refer to Appendix C for a copy of the NRCS soils map. The Denver variant — Urban land complex is categorized as NRCS Hydrologic Soil Group (HSG) `C'. Group `C' soils have a slow infiltration rate when thoroughly wet. They consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. The proposed bioretention area is designed to penetrate the clay soil surface layer to create an infiltrative surface with a good rate of water transmission. Bore logs are included in the Appendix B. DRAINAGE BASINS AND SUB -BASINS MAJOR BASIN DESCRIPTim The project site is located in the Lena Gulch Basin which is tributary to Lena Gulch. It is on the west side of the basin, two blocks northeasterly of Maple Grove Reservoir. The site currently drains on to the adjacent office building property and into their existing detention facility. SUB -BASIN DESCRIPTION- EXISTING CONDITIONS The existing topography associated with this project site creates a single onsite drainage basin with one small off-site basin contributing to the flow on the property. Please refer to the Existing Drainage Map for basin location. Historic Basin E-1 is 0.34 acres and covers the entirety of the site. Runoff sheet flows from all areas of the site, easterly to the adjacent office building property and on to their existing detention facility. Rational Method calculations yield a flowrate of 0.33 cfs for the 5 -year storm event and 1.64 cfs for the 100 -year storm event. Historic Basin OS 1 is 0.02 acres and is comprised of a narrow strip running along the north, west, and part of the south side of the site. Stormwater runoff from this area currently sheet flows on to the site and combines with the onsite runoff flowing easterly to the adjacent office building property and to their existing detention facility. Rational Method calculations yield a flowrate of 0.02 cfs for the 5 -year storm event and 0.09 cfs for the 100 -year storm event. SUB -BASIN DESCRIPTION - PROPOSED CONDIT/ONS The proposed site is comprised of two drainage basins. The first is onsite and the second is area that flows off-site. Please refer to the Proposed Drainage Map for basin location. Basin P-1 is 0.32 acres and contains the entire site tributary to the bioretention infiltration basin. Runoff is directed overland to the infiltration facility at the southeast corner of the site which serves as both the water quality and detention facility. Stormwater in this infiltration basin will percolate in to the soil. Rational Method calculations yield a flowrate of 1.32 cfs for the 5 -year storm event and 2.50 cfs for the 100 -year storm event. Basin OS2 is 0.03 acres and is comprised predominantly of perimeter landscape area that could not be directed to the infiltration basin and runs off-site to the office building property. The associated stormwater is conveyed to their existing detention facility as it was in existing conditions. The strip along the west side is the hardscape area created by the widening of the sidewalk. Rational Method calculations yield a flowrate of 0.04 cfs for the 5 -year storm event and 0.15 cfs for the 100 -year storm event. No impact to adjacent properties is anticipated. DRAINAGE DESIGN CRITERIA REGULATIONS This drainage study is prepared in conformance with the City of Wheat Ridge, Site Drainage Requirements and the Urban Drainage and Flood Control District Criteria Manuals 1-3 (UDFCD Criteria Manual), latest editions. HYDROLOGY The City of Wheat Ridge, Site Drainage Requirements state that following are the return frequencies of the minor and major storms. Minor Storm: 5 -Year Major Storm: 100 -Year The project site is less than 90 acres in size; therefore, the Rational Method (i.e., Q=CiA) was used to estimate the excess existing (historic) and developed runoff. The existing and developed runoff coefficients were calculated using Table RO-5 from the UDFCD Criteria Manual. The 100 -year and 5 -year rainfall intensity data for the existing and developed conditions were taken from Figure 5-1 provided in the City of Wheat Ridge, Site Drainage Requirements. The site will use an infiltration basin for stormwater detention and water quality. The release rate of the infiltration basin is based upon the City of Wheat Ridge, Site Drainage Requirements methodology: the bottom area of the basin multiplied by the average percolation rate. WATER QUALITY ENHANCEMENT The structural BMP to be utilized for water quality is the infiltration detention basin. PROPOSED STORMWATER CONVEYANCE OR STORAGE FACILITIES STORMWATER CONVEYANCE FAauTIES The general runoff pattern for the site directs drainage overland and along curb and gutter in to the proposed infiltration basin. STORMWA TER STORAGE FACILITIES An infiltration basin, in general conformance with the UDFCD Bioretention fact sheet and City of Wheat Ridge Public Works Site Drainage Requirements, is proposed for this site. It will be a total infiltration system so no underdrain is required. The volume of the infiltration basin is sized to accommodate 100% of the 100 -year detention volume. No WQCV is required for the entire site because full infiltration of stormwater is proposed. The release rate of the infiltration basin is based upon the City of Wheat Ridge, Site Drainage Requirements methodology: the bottom area of the basin multiplied by the average percolation rate. Three percolation tests were conducted approximately 20 feet from the east property line in April 2015 by Colorado Geoscience and Design, Inc. The detailed results, including Tri -County Health Department Form S-431, location map and supporting information is included in Appendix B. The percolation rate results for the three holes were 240, 40, and 48 minutes per inch. The average of 109 min/in was heavily influenced by the 240 min/in slow percolation rate outlier. In addition to the percolation tests, a bore to at least nine feet in depth was conducted in this area for soil profile information. Sandy clay was found down to a depth of 4.5 feet. Below this level a considerably more sand and gravelly type soil was found and continued to the limits of the bore. For this reason, any area below the infiltrative surface that does not extend to the elevation of this soil type interface will be removed and replaced with an appropriate select fill. No water was encountered in this bore or any others conducted in other parts of the site which extended down 20 and 24 feet. These additional two bores are described in the "Subsurface Investigation of 2900 Youngfield Street" report dated April 30, 2015, also by Colorado Geoscience and Design, Inc. Since the 240 min/inch percolation rate was found above the bottom of the impervious clay, the City will allow this result to be dropped from inclusion in the average percolation rates. Therefore, using the average percolation rate of the 40 min/inch and 44 min/inch yields 42 minutes/inch. This nWnLcLis reduced by a safety factor of 20% which yields a design infiltration rate o 34 min/inch The 20% Safety Factor will INCREASE this value, not decrease it. Please change this to 50 min./inch. Soil in the area of the proposed bioretention basin will be excavated to a minimum depth of 48 inches below existing ground or to the depth where the more porous gravel/sand excavation layer is achieved. Subsequent to excavation, the bottom of the pond is scarified and no more heavy equipment is allowed within the basin area. A minimum of 6 inches of BioLite Rain Garden Growing Media will be incorporated the topsoil of the basin. The emergency overflow for the bioretention basin will be along the east side of the basin. If the basin overtops the design volume, plus the 6 inches of freeboard, this will convey the stormwater to its original path in existing conditions. POTENTIAL PERMITTING REQUIREMENTS This proposed development is seeking required approvals from the City of Wheat Ridge. Since the site is less than one acre in area, no Stormwater Management Plan or State permits are required. CONCLUSIONS This development improves drainage conditions for the adjacent Office Building property by keeping its stormwater onsite. The property will no longer be tributary to the existing detention facilities on that site. This Storm Drainage Study Report substantially complies with the City of Wheat Ridge Site Drainage Requirements and the UDFCD Criteria Manual for water quality and detention requirements. REFERENCES City of Wheat Ridge Site Drainage Requirements, City of Wheat Ridge Public Works, Colorado, Latest Edition. Wheat Ridge Community Development Department Pre -Application Meeting Summary, City of Wheat Ridge, Colorado, October 9, 2014. Urban Storm Drainage Criteria Manual, Vol. 1, 2 and 3, Urban Drainage and Flood Control District, Denver, Colorado. Latest Edition. APPENDIX A HYDROLOGIC CALCULATIONS - COMPOSITE C CALCULATIONS - TIME OF CONCENTRATION CALCULATIONS - RUNOFF COMPUTATIONS COMPOSITE C CALCULATION PROJECT NAME The Human Bean PROJECTNO ANN.WH0001 Manhard LOCATION. Wheat Ridge, colorado "Calculations on this sheet come from UDFCD. Urban Storm Drainage Criteria Manual (V.1) NRCS Hydrologic Soil Group: C Historic flow analysis 2% Impervious 0.00 5 yr= 0.16 0.00 100 vr= 0.51 FYIQTIAIG r)DAMIn Cc nocn BASIN ID Lawns, sandv soil 0% Impervious 0.00 5 yr= 0.15 0.00 100 yr= 0.50 Gravel (packed) ft2 Paved 100% Impervious 0.00 5 yr= 0.90 0.00 100 yr= 0.96 15000 Roofs 90% Impervious 0.00 5 yr= 0.75 0.00 100 yr= 0.83 831 Gravel (packed) 40% Impervious 0.00 5 yr= 0.35 0.00 100 yr= 0.58 FYIQTIAIG r)DAMIn Cc nocn BASIN ID Atota ft2 Historic flow analysis ft2 Lawns, sandy soil ft2 Paved ft2 Roots ft2 Gravel (packed) ft2 Atotal Ac COMPOSITE C 5 yr 100 yr Percent Impervious E1 15000 15000 0.34 0.16 0.51 2% 0S1 831 831 0.02 0.16 0.51 2% Subtotals: 15,831 15.831 0 0 0 0 2% vI C11110J.0 rUCd— U.JO 1 of 2 Designer: AJD Date: 8/25/2015, 9:44 AM P \Annwhco0l\Documents\Drainage\2015-08-25 Annwhco01 (drainage calculations - V.1).xlsx COMPOSITE C CALCULATION PROJECT NAME: The Human Bean r Manhard PROJECTNO: ANN.WHCO01 CON5ULTINC LOCATION: Wheat Ridge, colorado `Calculations on this sheet come from UDFCD: Urban Storm Drainage Criteria Manual (V.1) n —A—A,'ADCA BASIN ID NRCS Hydrologic Soil Group: C Lawns, sandy soil (ft 2) Paved (ft2) Historic flow analysis 2% Impervious A total (Ac 0.00 5 yr= 0.16 0.00 100 yr= 0.51 Lawns sandy soil 0% Impervious 641 0.00 5 yr= 0.15 0.00 100 yr= 0.50 1194 Paved 100% Impervious 189 0.00 5 yr= 0.90 0.00 100 yr= 0.96 Roofs 90% Impervious 0.00 5 yr= 0.75 0.00 100 yr= 0.83 Gravel (packed) 40% Impervious 0.00 5 yr= 0.35 0.00 100 yr= 0.58 n —A—A,'ADCA BASIN ID Atotal ft2 Historictlow a nalysis ftZ Lawns, sandy soil (ft 2) Paved (ft2) Roofs (ft2) Gravel packed) (ft2) A total (Ac COMPOSITE C 5 yr 100 yr Percent Impervious P1 13806 3388 9777 641 0.32 0.71 0.84 75% OS2 1194 1006 189 0.03 0.27 0.57 16% Subtotals: 15.000 0 4,394 9,966 641 0 70% Uldlnayc mica— v..,-. 2 of 2 Designer: AJD Date: 8125/2015, 9:44 AM P:\Annwhco0l\Documents\Drainage\2015-08-25 AnnwhcoOl (drainage calculations - V.1).xlsx O (6 w c Y E E QE 2 .E W Of J Q C O O Z O O O r t � (n O .0 N Z co E U) J Y m - U W = W (.5 Z (� Z > m J N J N m Q m O F- U � C m O E Lu C/) U _� m � J ^ W Q o E o = E w Z � W J 7 W L W a' Z co a Q O $ O O Z Z cli W N J Cl)UJ O I' Q Q Q O O < Q 0 Z CO CO Q U T 0 0 m 0z U) Z O w a W O w c 75 O 'i O co � O �p O Co O c 0 a caU-a E _ � 7 Z L a W O Z Z O Z U Q i W U W O O 4 Y E Q E_ .E C C W ZJO w O O ol I Lr) LO LL0 ^ + — LO (n O .0 N co E co J a Y co U W 0 _ W Z Z a W )O m J w N J N a C Oo O W > O o U o i H N J ^ Wv 3 NO V CD f Z O 0 W j 5 J � V j O W 2 6 J W _ r a Q 0 O i O F- Z T- 0 U Z LO N W J W U N M M O a a Q O O a 0 cf) U N a O O m C� cn 0 z N V) U _ d 0 d 0 N O N vz sz vN i UC At Q N X c C O U U N Q m C (6 O £O S c Q LO N W O u7 0 N N m c m 0 c 0 E 7 O 0 0 U 3 c c a IY 1 ■ ■ ■ ■ Milli M111111111111 11111111 � M1111111111111111111111 tl M1111111111 �IIY 1 M11111 1 ■ ■uNAI Q N X c C O U U N Q m C (6 O £O S c Q LO N W O u7 0 N N m c m 0 c 0 E 7 O 0 0 U 3 c c a O uj z I O o N U m O N c O a. m U a E 2 E 2 @ Z H Q uj O F— W U QO O 0 - cc CL Q N 111■ � ■ t Id ■ ■ ■ Q N APPENDIX B HYDRA ULIC CALCULATIONS - Detention volume by the Modified FAA Method - Percolation Test Summary - Calculations for Bioretention Basin T N J co N C4 L CL 0 0 Z I- U LL a) "' V) w �L u u W W �' N O kDLn rj Lr) Q V) O O O O U N � � O O t:r O N N 00 O -! O O DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Human Bean, Wheat Ridge Basin ID: (For catchments less than 160 acres only. For larger catchrrnents, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Mod, Mirror Ston Volume (acre -ft.) Mfg. eMMalOr Booroge volume(Cubic ti)' 3.475 age )' 0.0202 Mod FAAMa1or Storage Volume (acre4. 0.0755 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 2015-08-18 UD-0eteraon_v2 35 - With Actual IC As. Moddred FAA 8125f2015. 9 42 AM Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information Onoutl: Catchment Dranage lmpemomness 1,= 7000 percent Catchment Drainage Area A= 0.344 acres Predevelopment NRCS SOY Group Type = C A B. C. or D Return Period for Detention Control T = 5 yearn (2.5. 10.25. 50, or 100) Time of concentration of Watershed Tc = 5 ne mes t Release Rae 9 = 0.17 One -Mu PreelpeaDOn . = 1.35 Iles 5 -yr = 100-y Oeslgn RelMaff IDFFormula I-C,'P,1(C,-T,)^Ca Coefficient Ore C = 2850 coefficient Two C:= 10 Coeffio -Three C,= 0789 Desitin information (Inoutl: Catchmentem Drainage lmpomness I,' 70.00 percent Catchment Drairuge Area A= 0344 acres Predeveloprient N1CS Sod Group Type = C A, B, C. or D Repan Period for Detention Control T = 700 year. (2, 5.10.25, 50. or 100) Time of Concentration of Watertured Tc = 5 m nut" t Release Rete 9= 009 One-hour Preap4Won 261 a nes Deslgn Rmin1afl IDFFormula I-C,-P,f(Cr�7,)^C, C. th.ent Ore C = 28 50 CoeM¢,ent Two Ct= -1p Coeff,clent Thee Cs= 0.789 Deterrnination of Average Outflow from the Basin (Calcu lated): Runoff Coeti C= 053_ Inflow Peak Runoff Opin= _0.93 ds Aflovade Peak Outflow Rate Upovl= 0.08 cis Mod. FAA Minor Storage Volume- 882 cubic feat Mod. FAA Minor Storage Volume - 0.020 aers4t 30 _ <-Enter RenfaN Du,aoo�Incremena lrcrease vsue r+ara • 5for5aArsaes igp�cl"Avera sie Outflow from the Ba sin (Calcu RunoffC ,aero C=_ IrNow Pe Runufl Gpan' Opo14' See previous page Major Storage Volume- Major Storage Volume- lateft 068 2.05 0.03 3,475 0.000 cfa etc cubic reel mre-h Rainfall Duration ..Los Rartall Intensity inCfgs/re 0 Inflow um Vole wFe4eel 0 Adpstment Factor Average 0,0- cis 0 Outlbw Volume aCne4eet Storage Vol-. we4eet Raedall Dul orlrarbs Randall Inf oory, I1ct1es/hr Inflow Volcano acre-feet A Ojlsbnent Facto! 'm' Average Crum- els 0 Outflow Volume acre -feel 0 Storage Volume acre-feet (Cutout, _ O DO 0 000 ODD 0.00 0.000 0 000 0 0.00 0.000 0.00 0.00 0 000 00000 30 _209 0.018 0.58 0.03 _ 0.001 OOU 30 4.05 0.039 0.56 0.02 0.001 0.0384 _ 80 7.35 0.020 0.51 0.03 0.003 1 0.018 80 2,80 0.050 0.54 0.02 0.001 0.0489 90 102 0.023 0.53 0.03 0.004 0.019 90 1.97 0.057 0.53 0.02 0.002 0.0549 120 0.63 0.025 0.52 0.03 0.005 0.020 120 1.800.082 0.52 0.02 0.003 _ 0.0590 150 0.70 0.026 0.52 0.03 0.006 o 020 150 1 1.38 0.088 0.52 0.02 0.003 0.0621 180 0.81 0.028 0.51 0.03 0.007 0.020 180 1.19 0.089 0.S7 0.02 0.004 0.0648 210 0.55 0.020 0.51 0.03 0.009 0.020 210 1.o6 0.071 0.51 0.02 0.005 0.6666 240 0.49 0.030 0.51 0.03 0.010 0.020 240 0.95 0.074 0.51 0.02 0.005 00683 270 0.45 0.031 0.51 0.09 0.011 0.020 270 0.87 0.078 0.51 0.02 0.008 0.0698 300 0.42 0.031 0.51 0.03 0.012 0.019 300 0.81 0.078 0.51 0.02 0.007 330 0.39 0.032 0.51 0.03 0.013 0.019 330 0.75 0.080 0.51 o.o2 0.007 _0.0710 00721 380 0.36 0.033 0.51 0.03 0.015 golle 360 0.70 0.081 0.51 0.02 0008 00731 390 0.34 0.033 g.51 0.03 0.016 0.017 390 0.88 0.093 0.51 0.02 0 009 00739 420 0.32 0.034 0.51 0.03 0.017 0.017 420 0.82 0.094 0.51 0.02 _ 0.009 00747 450 0.30 0.034 0.51 0.03 0.018 0.018 450 0.59 0.085 0.51 0.02 0.010 0 076i- 480 029 0,035 0.51 0.03 0.020 0.015 480 0.56 0.087 0.51 0.02 0.011 0 0760 510 0.28 0,035 0.50 0.03 0.021 0.015 510 0.54 0.088 0.50 0.02 0.011 00785 _540 _ 570 _ 0.26 _ 0.25 0035 0.038 0.50 0.50 0.03 0.03 0.022 0.023 0.014 0.013 540 570 0.51 _ _ 0.49 0.089 _ 0.090 0.50 0.50 0.02_ 0.02 0.012 0.013 00770 0.0774 600 024 0.037 0.50 0.03 0.024 0.012 600 0.47 0.001 0.50 0.02 0.013 0.0778 630 0.24 0.037 0.50 0.03 0.028 0012 630 0.45 0.092 0.50 0.02 0.014 0.0781 880_ 0.23 0.038 0.50 0.03 0.027 0.011 1 660 044 0.093 0.50 0.02 0.015 0.0784 690 720 0.22 0.21 _ 0.038 _ 0.039 0.50 0.50 1 0.03 _ _ 0.03 0.028 0.029 0.010 0.009 _ 690 _ 720 0.42_ oill 0.094 _ 0.095 old) 0.50 0.02 0.02 0.015 0.018 0.0787 0.0789 750 0.21 0.039 0.50 0.03 0.030 0.008 1 750 0.40 0.096 0.50 0.02 0.017 00791 780 020 0.039 0.50 0.03 0.032 0.007 1 780 0.30 0.097 0.50 0.02 0.017 _ 00712 810 0.19 0.039 0.50 0.03 0.033 0.006 810 0.37 0.098 0.50 0.02 0.018 840 870 0.19 0.18 0_040 0.040 _ 0.50 0.50 0.03_ 0.03 0.034 0.035 0.006 0.005 940 870 0.36 0.35 0.098 0.099 0.60 0.50 0.02 0.02 0.019 0.019 0.0795 0.0796 9DO 0.18 0010 0.50 0.03 _ 0.038 OOdi 900 0.34 0.100 0.50 0.02 0.020 0.0797 930 960 0.17 0.17 0.041 0.041 0.50 0.50 0.03 0.03 0.038 _ 0.039 0.003 0.002 930 960 0.34 0.33 0.101 0.101 0.50 0.50 0.02 0.02 0.021 0.021 0.0797 0.0798 _ 990 10 02 _ 0_17 _ _ _ 0.18 0.041 0.041 _ _0.5_0 _ 0.50 _0.03 0.03 0.040 _ 0.041 _ _ 0.001 _ 0.000 990 1020 0.32 _ _ 0.31 0.102 _ 0.103 0.50 0.50 0.02 0,02 _ _ 0.022 0.023 _ 0.0798 0.0796 1050 0.16 0.042 0.50 0.03 1 0.042 -0.001 1050 0.31 0.103 0.50 0.02 0.023 0.0798 1080 0.15 0.042 0.50 0.03 _ 2.044 -0.002 1090 0.30 0.104 0.50 0.02 0.024 _ 0.0797 1110 0.15 0.042 0.50 0.03 0.045 -0.003 1110 029 0.104 0.50 1 0.02 0.025 0.0797 1140 0.15 0.042 0.50 0.03 __9046 _ .0004 _ 1140 0.29 0.105 0.50 0.02 0.025 0.0798 1170 0.15 0.043 0.50 0.03 0.047 -0.005 1170 028 0.106 0.50 0.02 1 0.028 00798 1200 0.14 0.043 0.50 0.03 0.049 -0.006 1200 0.27 0.108 0.50 0.02 1 0,027 0.0795 1230 0.14 0.043 OSo 0.03 0.050 -0.007 1230 0.27 8.107 0.50 0.02 0027 0.0794 1260 0.14 0.043 o.SO 0.03 0.051 -0.008 1260 0.28 0.107 0.50 0.02 0028 _ 0.0793 1290 0.13 0.044 0.50 0.03 0.052 .0009 i 1290 0.26 oioe 0.50 0.02 0.029 0.0792 1320 0.13 0.044 0.50 0.03 0.053 .0010 1320 0.26 0.109 0.50 0.02 0.029 0.0790 1350 0.13 0.044 0.50 0.03 0.055 -0.011 1 1350 0.25 1 0.100 0.50 0,02 0.030 _ 0.0789 1390 0.13 0.044 0.50 0.03 0.056 4012 13W 0.25 0.110 0.50 0.02 0.031 0.0787 7410 0.13 0.044 0.50 0.03 0.057 -0.013 1410 0.24 0.110 0.50 0.02 0.031 007_86 1410 0.12 0.045 0.50 0.03 0.058 -0.014 1440 0.24 0.111 0.50 0.02 0.032 00784 1470 0.12 0.045 1 0.50 0.03 0.059 -0.015 1470 0.23 0.111 0.50 0.02 0.033 00782 1500 0.12 0.045 050 0.03 0.061 -0.016 1500 0.23 0.112 0.50 1 0.02 0.033 _ 0.0781 1530 0.12 0.045 (1 0.03 0.062 -0.017 1530 0.23 0.112 0.50 0.02 0.034 0.0779 1580 0.72 0 0.50 0.03 0.053 -0.019 1560 0.22 0.113 0.50 0.02 0.035 0.0777 1590 0.11 0.046 0.50 0.03 0.064 -0.019 1590 0.22 0.113 0.50 0.02 0.035 0.0775 1620 0.11 0.040 0.50 0.03 0.085 -0.020 1 1020 022 0.113 0.50 0.02 0.036 0.0773 1650 0.11 0.040 0.50 0.03 0.067 -0.021 1650 0.21 0.114 0.50 0.02 0.037 oono 1680 0.11 0.046 0.50 0.03 0.058 -0.022 1680 0.21 0.114 0.50 0.02 0.037 00766 1710 1740 1770 law 0.11 0.11 0.10 0.10 0.046 0.046 0.047 0.047 0.50 0.50 0 50 -050 0.03 0.03 0,03 0.03 0.059 0.070 0 071 0073 -0.023 -0.024 -0 025 .0026 _ 1710 1740 _ 1770 1800 0.21 0-21 020 0.20 0.115 0.115 0.116 0.116 0.50 0.50 0.50 0.50 0.02 0.02 0.02 0.02 0.038 0.039 0.039 0.040 1 0.0766 0.0761 00781 00759 Mod, Mirror Ston Volume (acre -ft.) Mfg. eMMalOr Booroge volume(Cubic ti)' 3.475 age )' 0.0202 Mod FAAMa1or Storage Volume (acre4. 0.0755 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 2015-08-18 UD-0eteraon_v2 35 - With Actual IC As. Moddred FAA 8125f2015. 9 42 AM I DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Human Bean Wheat Ridge Basin ID: Inflow and Outflow Volumes vs. Rainfall Duration 0.14 0.12 ••• ••••• ••••• 0.1 0.08 • ••••••• o °O• m m E ooO oo° 2 0.06 000Oo 0 0.04 0.02 0 0 200 400 600 800 1000 1200 1400 1600 1800 2000 Duration (Minutes) Mry SwmlTov Vo4n! ��Mm3twm ONMwvdwm o Mnw Lwm Stw+pe vdune �Wp SwmrYow Vdww r�W�w Siwm OMrow Vdumr • Wp3wm 31w+a+vdum+ 2015-09-1811D4)etenuon v2 35 Wrtn Actual IC +k Modlietl FAA 6251101 ••• ••••• ••••• • o °O• ° °po ooO oo° 000Oo UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 5 9 42 AM AVAILABLE DETENTION STORAGE VOLUME PROJECTNAME The Human Beall r Manhard PROJECTNO. ANN.WH0001 C C N S U L'! N C LOCATION Wheat Ridge. colorado POND ID(ft') ELEV AREA VOLUME (ft') I VOLUMES,,,,, (ft') METHOD 5534.3 0.00 0 0 5535 1201.44 421 421 5536 1494.08 1,345 1,766 5537 3875.07 2,592 4,357 prismoidal Vloo(ft3)= 3475 Elevioo(ft)= 5536.66 1 of 1 Designer: AJD Date: 9/2/2015, 5:35 PM P:lAnnwhco011DocumentslDrainagel2015-08-25 Annwhco0l (drainage calculations - V.1).xlsx Tri -County Health Department Percolation Test Summary and Data Form Job #15-203 Property address 2900 Youngfield Street Wheatridge CO 80033 Legal description 2900 Youngfield Street Jefferson County, Colorado Property Owner/Contractor: Name Annandale Consultants Inc. Address 1360 South Wadsworth Blvd. Lakewood CO 80226 Email Addre Phone 303-941-8956 Saturation and Swelling Date and time presoak water added: 04.13.15 8:15 am Amount of presoak water added (gallons): t5 Date and time percolation test is started: 04.14.15 11:30 am Did water remain in the hole after the overnight swelling period: Hole 1 Yes x No Hole 4 Yes No Hole 2 Yes x No Hole 5 Yes No Hole 3 Yes x No Hole 6 Yes No Percolation Rate Measurements Percolation Rate Depth Percolation Rate Hole 1 240 36 Hole 4 Hole 2 40 48 Hole 5 Hole 3 48 60 Hole 6 Average Rate Depth l,Cf LII II.Q II VII I certify the information on this form is correct and complete to the best of my knowledge and that I performed all tests in accordance with the provisions of Tri -County Health Department Regulation 0-14. 1 certify that I have the competencies needed in accordance with Section 7.13 B. of 0-14. 7� .,a► � ai , D Original Signature Michael W. Klausner Print Name !01,11116 Date Form S-431 Colorado Geoscience and Design Inc Company Name P O Box 68 Franktcwn CO 80116 Address 303.688.2150 Phone mike(a)cogeodesign com Email Profile Hole Information Client; Annandale Consultants, Inc. (Soils must be classified using Unified System ASTM D2487) Location: 2900 Youngfield Street, Jefferson County, Job No: 15-203 Colorado 1-0 0 Clay, sandy, very stiff, moist. =brown (CL) 2.5 Drive Sample Taken at 3 FT. 27/12 Blow Count 11% Moisture Content 52% Passed the #200 Sieve Medium -grained sand, gravelly, clayey, dense, slightly moist, pinkish brown 7.5 Drive Sample Taken at 8 35/12 Blow Count 5% Moisture Content 21% Passed the #200 Sieve 10 Type of Equipment Used - CME 45C Drill Rig Certification I certify that the above information is correct and complete to the best of my knowledge and that all tests were performed in accordance with the provisions of Chapter 25-10-104 (2) 1973 of the Colorado Revised Statues as amended which pertains to individual sewage disposal systems by myself or under my supervision. WARM"I". Oft ��Ifignature i5.,l�ltp Colorado Geoscience and Design, Inc. Company Name P.O. Box 68, Franktown, CO 80116 Address Phone: (303) 688-2150 Original Seal 2900 YOUNGFIELD STREET, JEFFERSON COUNTY, COLORADO PERCOLATION TEST RESULT FORM 15-203 '" Water Added Note: 1) Field notes shall be recorded on this form or in this format; typed copies of field records may be submitted on this form. 2) A four hour test must be conducted unless (a) water remains in the hole after the presoak in which case one 30 minute interval is sufficient, (b) the first 6" of water seeps away in < 30 minutes in which case a one-hour test of 6-10 minutes time intervals may be used, (c) the test is being conducted in sand in which case a one-hour test of 6-10 minute time intervals may be used, (d) three successive water level drops do not vary by more than 1/16 inch in which case a two-hour test must be conducted, (e) the test is in the Dawson Arkose in which case the test must be run a minimum of four hours until the last three successive water level drops vary by less than 1/16 inch. HOLE HOLE I LENGTH OF i i WATER DEPTH WATER DEPTH @ PERCOLATION HOLE DEPTH DIAMETER INTERVAL START OF INTERVAL END OF INTERVAL DROP IN WATER RATE @ FINAL NO. LEVEL (IN.) (IN.) (IN.) (MIN.) (IN.) (IN.) INTERVAL (MINJIN ) 36 8 30 8.0000 7 3742 0.6258 30 7.3742 6.8117 0.5625 30 6.8117 6.3117 0.5000 30 6.3117 5.8742 0.4375 30 5.8742 5.4992 0.3750 30 5.4992 5.3742 0.1250 30 5.3742 5.2492 0.1250 30 5.2492 5.1242 0.1250 240 2 48 B 30 8 0000 5.1250 2.8750 30 5.1250 2.7500 2.3750 30 8.0000 6.0000 2.0000 30 6.0000 4.3125 1.6875 30 4.3125 3.0000 1.3125 30 3.0000 1.9375 1.0625 30 1.9375 1.0625 0.8750 30 1.0625 0.3125 0.7500 40 3 60 8 30 8.0000 5.1250 2.8750 30 5.1250 2.7500 2.3750 30 2.7500 0.8125 1.9375 30 8.0000 6.5000 1.5000 30 6.5000 5.2500 1.2500 30 5.2500 4.3750 0.8750 30 4.3750 3.6250 0.7500 30 36250 2.9375 0.6875 44 '" Water Added Note: 1) Field notes shall be recorded on this form or in this format; typed copies of field records may be submitted on this form. 2) A four hour test must be conducted unless (a) water remains in the hole after the presoak in which case one 30 minute interval is sufficient, (b) the first 6" of water seeps away in < 30 minutes in which case a one-hour test of 6-10 minutes time intervals may be used, (c) the test is being conducted in sand in which case a one-hour test of 6-10 minute time intervals may be used, (d) three successive water level drops do not vary by more than 1/16 inch in which case a two-hour test must be conducted, (e) the test is in the Dawson Arkose in which case the test must be run a minimum of four hours until the last three successive water level drops vary by less than 1/16 inch. APPENDIX C FIG URESAND BACKGROUND INFORMATION - FLOOD INSURANCE RATE MAPS - SOIL MAP - EXISTING DRAINAGE MAP - PROPOSED DRAINAGE MAP SL600Vb LWOW 65600" TS600W £4600bt S£600" LZ600" M .6Z 2 oSOl N m 0 0 U Y N CL a c m c 0 d m N :3 o > d C a) o� 0 c 0 0 0 Y N 0 O m rn o' m M _o co O c U m cc E (D = Q �- c 0 0 c� M XI B oSOt R tom M..6Z2 oSol N O � y lfi O) O a r Z U) �' y 'o Z 05 > > L7 �, O U a Z K�00 z' M c O K sm KO Z K KO I ! F U_ Si y C c O 0 O y d C) O O 41 7 N Z �6 C O Z U a oSOl a Hydrologic Soil Group—Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties Hydrologic Soil Group Human Bean - 2900 Youngfield Street Hydrologic Soil Group— Summary by Map Unit— Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties (CO641) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 34 Denver -Urban land C 0.6 100.0% complex, 0 to 2 percent slopes Totals for Area of Interest 0.6 100.0% Rating Options Aggregation Method. 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'a "_ '� ,� -�_ < .� .�i .n' .o,.'s .v .e ..m .� .0 .9 .$ .% .�•.}$ .� .B .� .ter .e 'o .:-'? .fl's .� .Yf 'o ' <. ..-. '� o 'o •"-i. •� a c, '� '� '� .� ..:f .? .o -� .o U .� .� •�v .o '� .3 a •�+` 'n c. <> •� .o .Xi .e .d .� .� .!C .kS .d .st'. +R,ai .oi a� .� +� t. FINAL DRAINAGE REPORT THE HUMAN BEAN 2900 YOUNGFIELD STREET WHEAT RIDGE, COLORADO Prepared for: Annandale Consultants Inc. 1360 Wadsworth Blvd. #310 Lakewood, CO 80232 303-985-1188 May 2015 Rev. August 2015 Project No. ANN.WHC001.00 Manhard. CONSULTING L_; Prepared by: David Carpenter, PE Manhard Consulting, Ltd. 10835 Dover Street, Suite 700 Westminster, CO 80021 Phone. 303-665-5505 �p,DO C/�Fy�i o,oPJC p�•,F i" 40140 p: TABLE OF CONTENTS Tableof Contents............................................................................................................................ 1 General Location and Description SiteLocation.............................................................................................................. Description of Property and Land Use Drainage Basins and Sub-Basins.................................................................................................... 4 MajorBasin Description.............................................................................................................. 4 Sub -Basin Description — Existing Conditions............................................................................. 4 Sub -Basin Description — Proposed Conditions........................................................................... 4 DrainageDesign Criteria................................................................................................................ 5 Regulations.................................................................................................................................. 5 Hydrology.................................................................................................................................... 5 Water Quality Enhancement........................................................................................................ 5 Proposed Stormwater Conveyance or Storage Facilities................................................................ 6 Stormwater Conveyance Facilities.............................................................................................. 6 StormwaterStorage Facilities...................................................................................................... 6 Potential Permitting Requirements................................................................................................. 7 Conclusions..................................................................................................................................... 7 References....................................................................................................................................... 8 E APPENDIXA................................................................................................................................... HYDROLOGIC CALCULATIONS............................................................................................. — Composite C Calculations..................................................................................................... — Time of Concentration Calculations..................................................................................... — Runoff Computations............................................................................................................ APPENDIXB................................................................................................................................... HYDRAULIC CALCULATIONS................................................................................................ — Detention Volume by the Modified FAA Method................................................................ — Percolation Test Summary .................................................................................................... — Calculations for Bioretention Basin...................................................................................... APPENDIXC................................................................................................................................... FIGURES AND BACKGROUND INFORMATION................................................................... — Flood Insurance Rate Maps.................................................................................................. — Soil Map................................................................................................................................ — Existing Drainage Map......................................................................................................... — Proposed Drainage Map........................................................................................................ 2 GENERAL LOCATION AND DESCRIPTION SITE LOCAT/ON The site is known as the Human Bean and is located in the Southwest Quarter of Section 29, Township 3 South, Range 69 West of the 61 Principal Meridian, City of Wheat Ridge, County of Jefferson, State of Colorado and contains 0.344 acres. The property is located in the southwest quadrant of the City of Wheat Ridge grid number 29. A walk-up/drive-through coffee shop is proposed for this site. In addition to the approximately 432 sf building, development will include associated parking, underground utilities, landscaping, and a driveway access to Youngfield Street. The site is bounded by the Youngfield Street right-of-way on the West, the Bureau of Land Management State Office lot on the South, and an office building and associated parking on the North and East. DESCRIPTION OF PROPERTY AND LAND USE The existing site is undeveloped. The site slopes to the east at an approximately 15% slope for a short distance adjacent to the sidewalk and then at approximately 3% across the rest of the site. Stomwater runoff flows west to east across the site and leaves the site over the curb on to the existing office building parking lot and is directed to their onsite detention facility. The site lies in Zone X outside the 100 -year floodplain per FEMA Flood Insurance Rate Map number 08059COI94F revised February 5, 2014. The on-site soils consist of Denver — Urban land complex, 0 to 2% slopes. Please refer to Appendix C for a copy of the NRCS soils map. The Denver variant — Urban land complex is categorized as NRCS Hydrologic Soil Group (HSG) `C'. Group `C' soils have a slow infiltration rate when thoroughly wet. They consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. The proposed bioretention area is designed to penetrate the clay soil surface layer to create an infiltrative surface with a good rate of water transmission. Bore logs are included in the Appendix B. DRAINAGE BASINS AND SUB -BASINS MAJOR BaSLv DESCRIPTION The project site is located in the Lena Gulch Basin which is tributary to Lena Gulch. It is on the west side of the basin, two blocks northeasterly of Maple Grove Reservoir. The site currently drains on to the adjacent office building property and into their existing detention facility. SuB-B.4si,v DESCRIPTION - EXIST/NG CONDITIONS The existing topography associated with this project site creates a single onsite drainage basin with one -small off-site basin contributing to the flow on the property. Please refer to the Existing Drainage Map for basin location. Historic Basin E-1 is 0.34 acres and covers the entirety of the site. Runoff sheet flows from all areas of the site, easterly to the adjacent office building property and on to their existing detention facility. Rational Method calculations yield a flowrate of 0.33 cfs for the 5 -year storm event and 1.64 cfs for the 100 -year storm event. Historic Basin OS I is 0.02 acres and is comprised of a narrow strip running along the north, west, and part of the south side of the site. Stormwater runoff from this area currently sheet flows on to the site and combines with the onsite runoff flowing easterly to the adjacent office building property and to their existing detention facility. Rational Method calculations yield a flowrate of 0.02 cfs for the 5 -year storm event and 0.09 cfs for the 100 -year storm event. ScB-B,4av DESCRIPTION - PROPOSED CONDITIONS The proposed site is comprised of two drainage basins. The first is onsite and the second is area that flows off-site. Please refer to the Proposed Drainage Map for basin location. Basin P-1 is 0.32 acres and contains the entire site tributary to the bioretention infiltration basin. Runoff is directed overland to the infiltration facility at the southeast corner of the site which serves as both the water quality and detention facility. Stormwater in this infiltration basin will percolate in to the soil. Rational Method calculations yield a flowrate of 1.32 cfs for the 5 -year storm event and 2.50 cfs for the 100 -year storm event. Basin OS2 is 0.03 acres and is comprised predominantly of perimeter landscape area that could not be directed to the infiltration basin and runs off-site to the office building property. The associated stormwater is conveyed to their existing detention facility as it was in existing conditions. The strip along the west side is the hardscape area created by the widening of the sidewalk. Rational Method calculations yield a flowrate of 0.04 cfs for the 5 -year storm event and 0.15 cfs for the 100 -year storm event. No impact to adjacent properties is anticipated. DRAINAGE DESIGN CRITERIA REGULATIONS This drainage study is prepared in conformance with the City of Wheat Ridge, Site Drainage Requirements and the Urban Drainage and Flood Control District Criteria Manuals 1-3 (UDFCD Criteria Manual), latest editions. HYDROLOGY The City of Wheat Ridge, Site Drainage Requirements state that following are the return frequencies of the minor and major storms. Minor Storm: 5 -Year Major Storm: 100 -Year The project site is less than 90 acres in size; therefore, the Rational Method (i.e., Q=CiA) was used to estimate the excess existing (historic) and developed runoff. The existing and developed runoff coefficients were calculated using Table RO-5 from the UDFCD Criteria Manual. The 100 -year and 5 -year rainfall intensity data for the existing and developed conditions were taken from Figure 5-1 provided in the City of Wheat Ridge, Site Drainage Requirements. The site will use an infiltration basin for stormwater detention and water quality. The release rate of the infiltration basin is based upon the City of Wheat Ridge, Site Drainage Requirements methodology: the bottom area of the basin multiplied by the average percolation rate. WATER QUALITY ENHANCEMENT The structural BMP to be utilized for water quality is the infiltration detention basin. PROPOSED STORMWATER CONVEYANCE OR STORAGE FACILITIES STORNMA TER CO:VGEYAVCEFACILmES The general runoff pattern for the site directs drainage overland and along curb and gutter in to the proposed infiltration basin. STORMWA TER STOR4GE FACILITIES An infiltration basin, in general conformance with the UDFCD Bioretention fact sheet and City of Wheat Ridge Public Works Site Drainage Requirements, is proposed for this site. It will be a total infiltration system so no underdrain is required. The volume of the infiltration basin is sized to accommodate 100% of the 100 -year detention volume. No WQCV is required for the entire site because full infiltration of stormwater is proposed. The release rate of the infiltration basin is based upon the City of Wheat Ridge, Site Drainage Requirements methodology: the bottom area of the basin multiplied by the average percolation rate. Three percolation tests were conducted approximately 20 feet from the east property line in April 2015 by Colorado Geoscience and Design, Inc. The detailed results, including Tri -County Health Department Form S-431, location map and supporting information is included in Appendix B. The percolation rate results for the three holes were 240, 40, and 48 minutes per inch. The average of 109 min/in was heavily influenced by the 240 min/in slow percolation rate outlier. In addition to the percolation tests, a bore to at least nine feet in depth was conducted in this area for soil profile information. Sandy clay was found down to a depth of 4.5 feet. Below this level a considerably more sand and gravelly type soil was found and continued to the limits of the bore. For this reason, any area below the infiltrative surface that does not extend to the elevation of this soil type interface will be removed and replaced with an appropriate select fill. No water was encountered in this bore or any others conducted in other parts of the site which extended down 20 and 24 feet. These additional two bores are described in the "Subsurface Investigation of 2900 Youngfield Street" report dated April 30, 2015, also by Colorado Geoscience and Design, Inc. Since the 240 min/inch percolation rate was found above the bottom of the impervious clay, the City will allow this result to be dropped from inclusion in the average percolation rates. Therefore, using the average percolation rate of the 40 min/inch and 44 min/inch yields 42 minutes/inch. This number is reduced by a safety factor of 20% which yields a design infiltration rate of 34 min/inch. Soil in the area of the proposed bioretention basin will be excavated to a minimum depth of 48 inches below existing ground or to the depth where the more porous gravel/sand excavation laver is achieved. Subsequent to excavation, the bottom of the pond is scarified and no more heavy equipment is allowed within the basin area. A minimum of 6 inches of BioLite Rain Garden Growing Media will be incorporated the topsoil of the basin. The emergency overflow for the bioretention basin will be along the east side of the basin. If the basin overtops the design volume, plus the 6 inches of freeboard, this will convey the stormwater to its original path in existing conditions. POTENTIAL PERMITTING REQUIREMENTS This proposed development is seeking required approvals from the City of Wheat Ridge. Since the site is less than one acre in area, no Stormwater Management Plan or State permits are required. CONCLUSIONS This development improves drainage conditions for the adjacent Office Building property by keeping its stormwater onsite. The property will no longer be tributary to the existing detention facilities on that site. This Storm Drainage Study Report substantially complies with the City of Wheat Ridge Site Drainage Requirements and the UDFCD Criteria Manual for water quality and detention requirements. REFERENCES City of Wheat Ridge Site Drainage Requirements, City of Wheat Ridge Public Works, Colorado, Latest Edition. Wheat Ridge Community Development Department Pre -Application Meeting Summary, City of Wheat Ridge, Colorado, October 9, 2014. Urban Storm Drainage Criteria Manual, vol. 1. 2 and 3, Urban Drainage and Flood Control District, Denver, Colorado. Latest Edition. APPENDIX A HYDROLOGIC CALCULATIONS - COMPOSITE C CALCULATIONS - TIwE OF CONCE,�'TRATION CALCLZATIOaS - RUNOFF COA1P(,'T.4 TIONS COMPOSITE C CALCULATION PROJECT NAME The Human Bean PROJECTNO ANN.WHCO01 Manhard CONSULTING LOCATION Wheat Ridge, colorado 'Calculations on this sheet come from UDFCD Urban Storm Drainage Criteria Manual (V 1) Fa2QTINr nPalnter-c nocn BASIN ID NRCS Hydrologic Soil Group. C Lawns. sandy sod ftZ) Historic flow analysis 2% Impervious 0.00 5 yr= 0.16 0.00 100 yr= 0.51 Percent Impervious Lawns, sandy soil 0% Impervious 0.00 5 yr= 0.15 0.00 100 yr= 0.50 0.16 0.51 Paved 100% Impervious 0.00 5 yr= 0.90 0.00 100 yr= 0.96 0.02 Roofs 90% Impervious 0.00 5 yr= 0.75 0.00 100 yr= 0 83 Gravel (packed) 40% Impervious 000 5 yr= 0.35 000 100 yr= 0 58 Fa2QTINr nPalnter-c nocn BASIN ID Atotal (ft2) Historic flow analysis (ftZ) Lawns. sandy sod ftZ) Paved (ftZ) Roofs (ftz) Gravel (packed, (ftz) Piot,, (Ac COMPOSITE C 5 yr 100 yr Percent Impervious E1 15000 15000 0.34 0.16 0.51 2% OS1 831 831 0.02 0.16 0.51 2% Subtotals: 15.831 15.831 0 0 0 0 2% urainage /Area= U.sb 1 of 2 Designer AJD Date. 8/25/2015, 9:44 AM P 1AnnwhcoOl \Documents\Drainage\2015-08-25 Annwhco01 (drainage calculations - V.1).xlsx COMPOSITE C CALCULATION PROJECTNAME The Human Bean ® Manhard PROJECTNO ANN.WH0001 C O N S U L r I N C LOCATION Wheat Ridoe, colorado 'Calculations on this sheet come from UDFCD Urban Storm Drainage Criteria Manual (V 1) PRnPnQFn nPd1A1d/797 101=A BASIN ID NRCS Hydrologic Soil Group. C Lawns. sandy soil ft2 Historic flow analysis 2% Impervious 0.00 5 yr= 0.16 0.00 100 yr= 0 51 Percent Impervious Lawns, sandy soil 0% Impervious 0.00 5 yr= 0.15 0.00 100 yr= 0.50 0.32 Paved 100% Impervious 0.00 5 yr= 0.90 0.00 100 yr= 0.96 189 Roofs 90% Impervious 0.00 5 yr= 0.75 0.00 100 yr= 0 83 Gravel (packed) 40% Impervious 0.00 5 yr= 0.35 0.00 100 yr= 0.58 PRnPnQFn nPd1A1d/797 101=A BASIN ID Atotal ftZ Historic flow analysis ft2 Lawns. sandy soil ft2 Paved ftZ Roofs (ft2) Gravel (packed) (ft2) Atotal (Ac COMPOSITE C 5 Yr 100 r Percent Impervious P1 13806 3388 9777 641 0.32 071 0.84 75% OS2 1194 1006 189 0.03 0.27 0.57 16% Subtotals: 15.000 0 4.394 9,966 641 0 70% uralnage /Area= u.34 2 of 2 Designer: AJD Date: 8/25/2015, 944 AM P \AnnwhcoOl\Documents\Drainage\2015-08-25 AnnwhcoOl (drainage calculations - V.1).xlsx O C O �B CC Z C) Q G W U Z O U— C) W C O n C !0 7 L I M L all s' c� a= 0 cu _O O U O O Z O L Q Q w 0 N X N C O m 7 U m N 0) m a 0 O U 3 C Q N oo O 0 N N m m m c v E 7 U O 0 0 O U L 3 c 3 a Y E E Of :3 D Q E E 2 E W J <(Z) O Z ,y O O LL v U� L6 O t Cn C) .0 N 0 En Q J Y m. �- U W = N ~ Z > m J N 6 J v N m Q m O � N U a� C m �m O E � U m� D w D E o = v � _ Z � U W U J n n - C � CO 7 � M W o W d M J o Q v 0 O o Z Z w N J Q W U Q V N M O � Q o 0 Q Z s cD CD U r r Q o 0 0] m Z Z U) 0 Z w _ W O a Q w 0 N X N C O m 7 U m N 0) m a 0 O U 3 C Q N oo O 0 N N m m m c v E 7 U O 0 0 O U L 3 c 3 a z LL_O f� Q Iz' U O U LL C) W :�i PZ W O N x X Y E E o� Q E E .0 2 _ W v of IE J Q C 0 0 J O t U7 (n O .0 N Z co E Q J Y m . �- U W � _ = W U Z(� Z ? m76 J N N c ca Q O a� U N rn c C co rn ca O O E a W O O W v > 3 N U) O D� - o E o = 0 L) Z CD N � w W J T) r � - � V O O N o W m " W _ Lo Q v 0 O U O O � Z T- 0 OU L) Z N m O O LLIZ C ca U J E = Q M O Z C Q Q Q O O L Q > ~ Q U ? w Q o 0 U m -1o a = z 1 Z N O W a O - W O N x X C Q U LL O Z 'a `> L O (D o v� C)o s= c� N Z O n v U M O O O O O O IT I' O C6 m L C } W O O 0) o') cLO F— LO LO �a U a� U) c C O O a O O p Lo L E C: O r O m O a 0 0 0 U LL � U E Q T 00 LO E o 0 0 U N N N _N L_ C N O LO LO cO O r O O m J U a W U U) O Oa- -o 2 cD cD r c � U co O N n O ai 0 cmc E _ OE Q N W U co O cu C zz ' Q < O O u O Z � ? 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O o O LIL N O s= c, v= �o U d T N v ch O O O O O V O O 6i L C } O O � Wm c LO L6 U7 T1 `0 2 _ Z -4 @ a� U a� m c O O cn U O O ❑ L-6 LO E O` c ON O @ o 0 o 0 U � U Q O _ N (N O 0 E Lo O O O U N N _N L V Q 00 LO 0 O O O U U @ W U U) 0 0 d 0 LO O O c 0 U @ o U n o � c 0 E _ c Q of Q C-4 co y Z L Q 0 0 - Q _U 0 Z 2 C Z - 1- U) ❑ N Cn w Q 0 O CD Z LU N d 0 0 W d ❑ Q 5 CL APPENDIX B HYDRA ULIC CALCULATIONS - Detention volume by the Modified FAA Method - Percolation Test Summary - Calculations for Bioretention Basin �I L a. .c c a ►A °U z Z L N W LA 1n W W LJ ° z U O 75L'i W W N N O lD N Q N cf U m N Q1 u O n O 000 � 0 O c0 O _0 N 'IT O O 3:0 > O O 2 ip Z � Q aj 2 O Q � � U a: JLU 41 0 o Cc c Y � rn L ra N w c L Q x � v U v L Q1 N v Q1 w Q N E ° w C O C O O O > E L L L L L (n cJ cu 0° 1✓ i S✓ S_ C V d DETENTION VOLUME BY THE MODIFIED FAA METHOD I Project: Human Bean, Wheat Ri Basin ID Runoff CoeHKbm .- = 053 Runoff CoeHobnt 1 88 Inflow Peak Runoff OP- = 083 cis Inflow Peak Runoff :,o 205 cls Allowable Peak Outflow Rate opoul= 0.06 is Allowable Peak outflow Rale ".p-=..1 0.03 ds Mod. FAA Minor Storage Volume • 882 cubic het Mod. FAA Major Storage Votume = 3.475 cubic Met Mod. FAA Minor Storage Volume • 0.020 acre -R Mod. FAA Major Storage Volume = 0.060 aero -R Ramfan=Ramaillon=sbrage (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) Outflow Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (IniauW Inflowrage Design Information (InI Catchmem Drainage impennousness 70700 percent Catchment Dranage rope—sness '0 CatChmem Drainage Areal D 344 xre{ Catchment Drainage Area - )0 percent NRCS Sol Group ,ce A. B. C. or 0 Predewlopmerd NRCS Soil Group 3 344 ac, es Return Panod for Detention Control S years (2, S. 10. 25. $0. or 100) Return Period for Detention Control ,ape - A BsC .,D 100 5 10 25. Time of Concentration of WMBrsMd "c -I 5 miMAesTime of Concentration Watersned yeah 12. 50. or 100) Allowable Und Rebase Rate One-hour Precipitation 0 17 - ofs/aere a 135 meMs of Allowable Und Rebase Rate Preciprtaton -mutes = 0.09 cfs/xre OF Formula , • C,' P,/(C>-Ta)"C, One4lour Design Rainfall tab Formula • C,- P,/(C,-Taj^C, a._ 2.81 mcMs Co/lgn One CoeHKMm One ., 2850 CoeH,c,eM One Coemuere Two C -100 CoeHK,em Two = 1850 ` - C -11I Three C 7'89 COBHobm Three at Runoff CoeHKbm .- = 053 Runoff CoeHobnt 1 88 Inflow Peak Runoff OP- = 083 cis Inflow Peak Runoff :,o 205 cls Allowable Peak Outflow Rate opoul= 0.06 is Allowable Peak outflow Rale ".p-=..1 0.03 ds Mod. FAA Minor Storage Volume • 882 cubic het Mod. FAA Major Storage Votume = 3.475 cubic Met Mod. FAA Minor Storage Volume • 0.020 acre -R Mod. FAA Major Storage Volume = 0.060 aero -R Ramfan=Ramaillon=sbrage Outflow Storage Ram1s11 RYnIYI Inflowrage OutflowStorageDurstontorOuVolurM Duration Intensely Volum cls xre-reef For OMflow VVolume-mutesm' xre-lest minutesxre-fet at mui fs xre-feetWN 000 0 000 0 00 0 ,a 0 00 o N 0 000 (output) int Uf 0 ut 0 0 N (output) 0 ul 30 209 0016 058 003 0001 0 000 0 0 00 0000 0 00 00 00 00 00 00 50 135 0 020 054 003 0 003 0014 30 405 0039 058 002 0001 00384 30 1 02 0 023 053 003 0 004 0 018 50 260 0 050 054 002 0 001 00489 u 20 0 83 0 025 052 003 0 005 0 019 3o 1 97 0 057 053 0 02 r 0 002 00549 150 0 70 0 026 0 52 0 03 0 006 0 020 120 1 80 0082 0 52 0 02 0 003 0 0590 180 061 0 028 051 003 0 007 0 020 150 1 36 0 066 052 0 02 0 003 0 0621 210 0 55 0 029 051 003 0 009 0 020 180 1 18 0 069 051 c02 0 004 0 D846 240 049 0 030 051 003 0 010 0 020 210 too 0 071 051 0 02 000 005 00666 270 045 0031 051 003 OOtt 0 020 240 095 0 074 051 002 0 005 00863 300 042 0031 0.51 003 0012 0020 27D 087 0076 0.51 002 0006 00698 330 039 0032 051 003 0013 0019 300 081 0078 051 002 0007 00710 380 036 0037 051 003 0015 0019 330 075 0080 051 002 0007 00721 390 0 31 0 033 0.51 003 0018 360 070 0081 051 002 0008 00737 420 032 0.018 0 017 390 066 0 083 0 51 0 02 0 009 0 0739 0034 051 003 0017 0017 420 062 0084 051 002 0009 00747 450 030 0034 0.51 003 0018 0016 450 059 0085 051 002 0010 480 0 29 0 035 051 003 0 020 0 015 480 056 0 087 051 00754 510 028 0035 050 003 0021 0015 510 054 0 02 0 011 0 0780 540 026 0 036 050 0.03 0 022 00 74 0088 050 002 OOtt 00765 570 25 0250036 0 036 0 50 003 0 023 0 013 540 051 008 050 002 0 012 00770 600 024 0037 050 003 0024 0072 570 049 0 090 050 002 0 013 00774 630 024 0037 050 003 0026 600 047 0091 050 002 0013 00778 660 023 0 038 0 50 003 0 027 0012 630 045 0092 050 002 0014 00781 690 022 0 038 050 003 0 028 0 011 660 044 0 093 050 002 0 015 00784 720 021 0 038 050 003 0 029 0 010 690 042 0 094 050 002 0 015 00787 750 021 0 039 050 003 0 030 0 009 720 041 0 095 0 50 002 0 016 00789 780 020 0 039 D 50 003 0 032 0 008 750 040 0 096 050 002 0 017 00791 810 019 0 039 050 003 0 033 0 007 790 0 38 0 097 050 002 0 017 00792 840 0 19 0.040 050 003 0 034 0 006 810 037 0 098 050 002 0 018 00794 870 0 18 0040 050 003 0 035 0 006 640 036 0 098 050 002 0 019 00795 90o 0 18 0040 050 003 0 036 0 005 870 035 0 099 050 002 0 019 00796 930 0 17 0 041 050 003 0 038 0 004 900 034 0 100 050 002 0 020 00797 960 0 17 0 041 050 003 0 039 0 003 930 034 0 101 050 002 0 021 00797 990 0 17 0 041 050 003 0 040 0 002 960 0 33 0 101 050 002 0 021 00798 1020 0.16 0 041 050 003 0 041 0 001 990 032 0 102 050 002 0 022 00798 1050 0 1 6 0 042 050 003 0 042 0 000 1020 031 0 103 050 002 0 023 00798 1080 0 15 0 042 050 003 0 044 -0 001 1050 031 0 103 050 002 0 023 00798 111 0 0 15 0 042 050 003 0 045 -0002 1080 030 0 104 050 002 0 024 00797 1140 0 15 0 042 050 003 0 046 -0003 1110 029 0 1 D4 050 002 0 025 00797 t70 1170 0 15 0.043 050 003 0 047 -0 004 1140 0 29 0 105 0 50 0 02 0 025 00796 1200 0 14 0 043 050 003 004' -0 005 1170 028 0 106 050 0 02 0 026 00796 1230 014 0043 050 003 0050 -0 006 1200 D 27 0 108 050 002 0 027 00795 1260 0 14 0 043 D 50 003 0 051 -0007 1230 027 0107 050 002 0027 00794 1290 0 13 0 044 050 003 -0 008 1260 026 0 107 050 002 0 028 00793 1320 0 13 0 0 052 '0009 1290 0 26 0 109 050 002 0 029 00792 044 050 003 0 053 -0010 1320 026 0 109 050 002 0 029 00790 1350 0 13 0 044 050 003 0 055 .001, 1350 02 5 25 0 109 0 50 002 0 1300 D 13 0 044 050 0.03 0 056 -0012 1380 025 0 110 0 50 030 00789 1410 013 0.014 050 003 0057 -0.013 1410 0 02 0 031 0 0787 1440 0 12 0 045 050 003 00' 014 024 0110 050 002 0031 00786 1470 0 12 0 045 050 003 0 059 -0 1440 024 0.111 050 002 0 032 0 0784 1500 012 0045 050 003 OOet -0 015 1470 0 23 0 111 0 50 002 003 00782 1530 012 0045 050 003 0062 -0016 1500 023 0.112 050 002 0033 00781 1560 0 /2 0 045 050 003 0 D63 -0017 :530 023 0112 050 002 D034 00779 1590 0 11 0 046 050 003 0 064 -0 018 1560 022 0 113 050 002 0 035 00777 1620 0 11 0 046 050 003 0 065 .0019 1590 022 0 113 050 002 0 035 00775 1650 0 11 0 046 050 003 0 067 -0020 1620 022 0 113 050 002 0 036 00773 1880 0 11 .046 050 003 0 068 -0 02' 1650 021 0 114 050 0 02 0 037 00770 1710 0 11 0 046 050 003 0 069 -0022 1680 021 0 114 050 002 0 037 00768 1740 0 71 0 046 050 003 0 070 -0.023 1710 021 0 115 0.50 002 0 038 00766 1770 0 10 0 047 050 003 0 071 -0024 1740 021 0 115 050 0.02 0 039 0.0764 1800 010 0 017 0 50 0 03 0 073 -0 025 1770 0 20 0 116 0 50 0 02 0 079 0.076' Mod. FAA Minor Stwraww Vnla,r r,,awi. w,. -0 026 ee• 1800 0 20 0 1 i6 050 0 D2 0 040 00759 — . v, aaa,r•ye -n.— I—ii. n.I • 3.475 Mod. FAA Minor Storage Volume lacre4R.) • 0.0202 Mod, FAA Major Storage Volume (acre -R.) • 0.0798 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2 35, Released January 2015 2015-08-18 UD-Datenti 2 35 Wdh Actual :C As Modihea FAA 8252015. 9'42 AM Project: Human Bean Basin ID: 01 01 01 ar J8 A d E 2 0.06 0 0.02 0 DETENTION VOLUME BY THE MODIFIED FAA METHOD I Inflow and Outflow Volumes vs. Rainfall Duration 4 I I 2 I i I I � I •••••••• ••• •i••••••.,••• • I • I I I I I � I J 00 0000 000 000 OJ 00 O 0 200 400 600 600 1000 1200 1400 1600 '800 2000 Duration (Minutes) +Mror Nwminflow Volume +Mrw�3twm OutMwvdume o Mriw ]idm Siwap]vdwn] ��Wp Siwminfb�vdum� ��Wpr ]twm Odtie�Vdume • pr ]iwm Siw]ge vdum] UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35. Released January 2015 2015-08-18 UD-0et.im 4 35 Wrt11 Aciwl IC x13. Modd d FAA 9r25 20'5 i i,>M AVAILABLE DETENTION STORAGE VOLUME PROJECT NAME The Human Bean Manhard PROJECTNO ANN.WHCO01 CONSUITINC LOCATION. Wheat Ridoe cnlnracln POND ID(ft') ELEV AREA VOLUME ft3) VOLUME,,, (fts METHOD 55343 0.00 0 0 5535 1201.44 421 421 5536 1494.08 1,345 1.766 5537 3875.07 2,592 4.357 prismoidal V100(ft3)= 3475 Elevloo(ft)= 5536.66 1 of 1 Designer AJD Date: 9/2/2015. 5'34 PM R\Annwhco01 \Documents\Drainage\2015-08-25 Annwhco01 (drainage calculations - V 1).xlsx Tri -County Health Department Percolation Test Summary and Data Form �cb �t,_;-203 omega, descr!pTlci- Jeff-LSOrC U� / C,:sio 3dc game Annard3le Corsultants. Inc. Address '. 360 South ''Wads-Nortn Blvd Lakewood. CO 80226 -r"a i Address °"cn= 303-94' 8955 Saturation and Swelling • Date and time presoak water added: 04.13.15 8:15 am Amount of presoak water added (gallons): t5 • Date and time percolation test is started: 04.14.15 11:30 am . Did water remain in the hole after the overnight swelling period: Hole 1 Yes x No Hole 4 Yes No Hole 2 Yes x No Hole 5 Yes No Hole 3 Yes x No Hole 6 Yes No Percolation Rate Measurements Percolation Rate Depth Percolation Rate Hole 1 240 36 Hole 4 Hole 2 40 48 Hole 5 Hole 3 48 60 Hole 6 Average Rate 109 Certification Depth I certify the information on this form is correct and complete to the best of my knowledge and that I performed all tests in accordance with the provisions of Tri -County Health Department Regulation 0-14. 1 certify that I have the competencies needed in accordance with Section 7.13 B. of 0-14. Or:giral Signature Michael V1 Klausr.er 3rr Colorado Geoscer'.ce and Desi Company Name P O Box 68. rrarnKtowr, ^.G 8n 4 Address 303 668 2150 Ph.c,.e key )co,,eodesi E;rai! Profile Hole Information :3, ; _iib Ni D ' 5-2133 F i� .e Sar _ ?-T 77, 12 52'/c 73sse� #2CO S.eve gra;,ea sar;j,�avei,, 9 i Drive Sample TaKer. at 8 35/ 12 &ow Cour.; FLS 5'/0 Moisture Conter.t 21 °,o Passed tl?e #2CG Sieve Type of Eq. pment Used - CME 45C Drill Rig Certification I certify that the above information is correct and complete to the best of my knowledge and that all tests were performed in accordance with the provisions of Chapter 25-10-104 (2) 1973 of the Colorado Revised Statues as amended which pertains to individual sewage disposal systems by myself or under my supervision. 2A 3 5�� ►� 3'e ,o:orado Geoscience and Design Inc. C=part' Na ,e P.O. Box 68, Franktown. CO 80116 Address Phone. (303! 588-2150 Original Sea! 2900 YOUNGFIELD STREET, JEFFERSON COUNTY, COLORADO PERCOLATION TEST RESULT FORM 15-203 Water Added Note: 1) Field notes shall be recorded on this form or in this format; typed copies of field records may be submitted on this form. 2) A four hour test must be conducted unless (a) water remains in the hole after the presoak in which case one 30 minute interval is sufficient, (b) the first 6" of water seeps away in < 30 minutes in which case a one-hour test of 6-10 minutes time intervals may be used, (c) the test is being conducted in sand in which case a one-hour test of 6-10 minute time intervals may be used, (d) three successive water level drops do not vary by more than 1/16 inch in which case a two-hour test must be conducted, (e) the test is in the Dawson Arkose in which case the test must be run a minimum of four hours until the last three successive water level drops vary by less than 1/16 inch. HOLE HOLE LENGTH OF ' WATER DEPTH @ WATER DEPTH @ PERCOLATION HOLE DEPTH DIAMETER INTERVAL p START OF INTERVAL END OF INTERVAL DROP WATER RATE @ FINAL (IN.) (IN.) (MIN.) (IN.) (IN.) LEVEL (IN.) E INTERVAL (MIN./IN ) 36 8 30 30 30 30 30 30 30 30 240 48 8 30 30 30 30 30 3 3 40 3 6" 8 '- 44 Water Added Note: 1) Field notes shall be recorded on this form or in this format; typed copies of field records may be submitted on this form. 2) A four hour test must be conducted unless (a) water remains in the hole after the presoak in which case one 30 minute interval is sufficient, (b) the first 6" of water seeps away in < 30 minutes in which case a one-hour test of 6-10 minutes time intervals may be used, (c) the test is being conducted in sand in which case a one-hour test of 6-10 minute time intervals may be used, (d) three successive water level drops do not vary by more than 1/16 inch in which case a two-hour test must be conducted, (e) the test is in the Dawson Arkose in which case the test must be run a minimum of four hours until the last three successive water level drops vary by less than 1/16 inch. APPENDIX C r [vvRGJ Hiv" Ll1f (-ALrKUU/vtJ lNtUXM 4IIUN — FLOOD I.tiSURA.VCE R4TE MAPS — SOIL MMP — EXISTING DR,4I..4GE M4P — PROPOSED DR.41V.aGE MAP Ln LOV - ,b b k w d ma F- O= �om ° L m W U- ui Z a JS z a owo a m D =DL✓ W� m If W U U a LL _ w Z Z tO o $ 8 � aa zLO to NIOVIVIASTLL yEWmm i Q y CL 3t� )1 U U GwL�Z 2 N O D - ,b b k ma �om ° L m W U- 0 'T e > � � � LOfNj;LZO E a E a m D =DL✓ W� m Lu (nN o 8VyLL oo mV > It � aa zLO NIOVIVIASTLL yEWmm CL 01 Q y aN�z 2 N O D CL CIO 0 c a w ' $E�Eg t; CbM V � y � y a E E LL ~yE �i z °F k�a E o�v T �w �_ c" w t C N D m 0 E o�,=c Vim% 1\ o ' So maE°J S0 E °s} N°�s�3 _ `° Em �L Z c> �.LL t o O C � U C L m N ; m D� a E N y LL p LOlHOIaM 1S > iH`JIZIM < J > a Q I21P.1 V)00 Ln v ® v °sE F ° C 10 D Y mC E ID - E m m m o N 10 l� 1H918M �nON - ,b b k > � � � LOfNj;LZO 1-u v It 0)� NIOVIVIASTLL Lr) L 13 CbM V � � GaVM r - cc) cc) rn L IT L I�cp c> LOlHOIaM 1S > iH`JIZIM < J > a Q I21P.1 V)00 Ln N 10 l� 1H918M I =1HS18M rn N 1S NONJX I � I I dv� y�V y I U w ; 1S ONbZ 13 VINNIZ b I F Q o L VINiN Z ❑ 1 CO r O S ZINNIA ° - U P SZ600" MbZ8 AO /9600" 6560066 TS600" £6600bb cc� k Ln M .6Z d ,SOT g NIF7, T d Z Z� 'o y rn a U Z r� C ,O O 92 N �n D N00 O yx a O 4) U 7 N O 0 a d + f o C) ` 7 N c ZQ 2U M .£F 9 �SOt Q Hydrologic Soil Group --Golden Area, Colorado. Parts of Denver. Douglas. Jefferson, and Park Counties Hydrologic Soil Group Human Bean - 2900 Youngfield Street Hydrologic Soil Group— Summary by Map Unit — Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties (CO641) Map unit symbol Map unit name Rating Acres in AOI Percent of A01 �y uenver-uroan iano c 0.6 100.0% complex, 0 to 2 percent slopes Totals for Area of Interest 0.6 100.0% Rating Options Aggregation Method. Dominant Condition Component Percent Cutoff., None Specified Tie-break Rule: Higher USDA Natural Resources Web Sod Survey 5/7/2015 Conservation Service National Cooperative Soil Survey Page 3 of 3 a LSJ Llj W uio oc LL U z 0 I THE BTUMAN BEAN 2900 YOUNGFIELD STREET, WHEAT RIDGE, COLORADO 0 5 10 20 SCALE: V=10' LEGEND —6200— PROPOSED MAJOR CONTOUR c �s RUNOFF EXISTING MAJOR CONTOUR POINT E1 EXISTING MINOR CONTOUR THE BTUMAN BEAN 2900 YOUNGFIELD STREET, WHEAT RIDGE, COLORADO 0 5 10 20 SCALE: V=10' LEGEND —6200— PROPOSED MAJOR CONTOUR —6200— PROPOSED MINOR CONTOUR RUNOFF EXISTING MAJOR CONTOUR POINT E1 EXISTING MINOR CONTOUR 10.0% SLOPE MN ME SM BASIN BOUNDARY A -61 -'--DESIGN POINT BASIN ID 0.40 0.20 1,, 0.a0 SYR COMPOSITE C VALUE AREA (ACRES) 100YR COMPOSITE C VALUE SUMMARY OF EXISTING RUNOFF DRAINAGE DESIGN RUNOFF AREA E1 POINT E1 5 -year, cfs 100 -year, cfs 0.33 1.6-4 — OS1 OSI 0.02 _D.09 PROJECT BENCHMARK: CITY OF WHEAT RIDGE BENCHMARK PHAC-2, BEING 9/16" STAINLESS STEEL ROD IN MONUMENT BOX, AT THE LEWIS MEADOWS PARK AT THE INTERSECTION OF W. 32ND DR. AND UNION ST. THE MONUMENT IS LOCATED APPROXIMATELY 60' NORTH OF THE LEWIS MEADOWS PARK SIGN. HAVING AN ELEVATION OF 5451.56 FEET (NAVD 88). NOT TO SCALE FT ��.aq+ 0..9 0 0 LL IL i i W� ui �z i— cn F- u - a z D 0 PROJ. h?GR.: DAC--- PROD, ASSOC.: AMA _ DRAWN 6Y: ASD — DATE.. 5 6 20? 5 SHEET i OF2 ANN.M0001 [a0 ,`!3 p4C c U 43 1 CF fkq G : ,�z„YS,h9a v,asc§+ua€� rxr -41 ,'Lnd Ave 'Al 3Ilkt Ave � 3 S r oei J?s a n _ W 322.6 i / � H u .2fid Avevv3a01 SSA= .:I F P3 ffil,j,7 e F >1 M, = ,... 24 ,fir. xi1 S 7 e rev alr R G NOT TO SCALE FT ��.aq+ 0..9 0 0 LL IL i i W� ui �z i— cn F- u - a z D 0 PROJ. h?GR.: DAC--- PROD, ASSOC.: AMA _ DRAWN 6Y: ASD — DATE.. 5 6 20? 5 SHEET i OF2 ANN.M0001 [a0 ,`!3 p4C 43 1 CF fkq G : ,�z„YS,h9a v,asc§+ua€� 'Al 3Ilkt Ave 3 S Fry: v a a _ W 322.6 i a�.�•` u .2fid Avevv3a01 ffil,j,7 F >1 M, = ,... 24 ,fir. xi1 S 7 e 44 21 Rh Dr 44 V� VO, S4� rr y 41 G. ff i ,p DI NOT TO SCALE FT ��.aq+ 0..9 0 0 LL IL i i W� ui �z i— cn F- u - a z D 0 PROJ. h?GR.: DAC--- PROD, ASSOC.: AMA _ DRAWN 6Y: ASD — DATE.. 5 6 20? 5 SHEET i OF2 ANN.M0001 ---------- PROPOSED MAJOR CONTOUR f\ C PROPOSED MINOR CONTOUR LJ1 ( - - EXISTING MINOR CONTOUR L.LI SLOPE L.IJ BASIN BOUNDARY — — PAN FLOWLINE n w OS1 0.04 0.15 0 Lu q — EL cL u ib zn_ CL 0 41 THE HUMAN -onlr--,AN 0 5 10 20 SCALE: 1"=1.0' LEGEND —6200— PROPOSED MAJOR CONTOUR —6200-- PROPOSED MINOR CONTOUR — — (� -- — ( THE HUMAN -onlr--,AN 0 5 10 20 SCALE: 1"=1.0' LEGEND —6200— PROPOSED MAJOR CONTOUR —6200-- PROPOSED MINOR CONTOUR — — (� -- — EXISTING MAJOR CONTOUR - - EXISTING MINOR CONTOUR 10.0% SLOPE WM ME MM BASIN BOUNDARY — — PAN FLOWLINE n RETAINING WALL L�a — DESIGN POINT BASIN ID B1 0.40 0.20 eso 5YR COMPOSITE C VALUE is � AREA (ACRES) 100YR COMPOSITE C VALUE Imblailmal • PROJECT BENCHMARK: CITY OF WHEAT RIDGE BENCHMARK PHAC-2, BEING 9/16" STAINLESS STEEL ROD IN MONUMENT BOX, AT THE LEWSS MEADOWS PARK AT THE INTERSECTION OF W. 32ND DR. AND UNION ST. THE MONUMENT iS LOCATED APPROXIMATELY 60' NORTH OF THE LEWIS MEADOWS PARK SIGN, HAVING AN ELE",'ATION OF 5451.56 FEET (NAVD 88). SUMMARY OF PROPOSED RUNOFF r i; t,i �a.h A.sie.;3ao DRAINAGE DESIGN RUNOFF AREA POINT F 5 -year, cfs 100 -year, cfs P1 P1 1.32 2.50 L---cls1 OS1 0.04 0.15 Imblailmal • PROJECT BENCHMARK: CITY OF WHEAT RIDGE BENCHMARK PHAC-2, BEING 9/16" STAINLESS STEEL ROD IN MONUMENT BOX, AT THE LEWSS MEADOWS PARK AT THE INTERSECTION OF W. 32ND DR. AND UNION ST. THE MONUMENT iS LOCATED APPROXIMATELY 60' NORTH OF THE LEWIS MEADOWS PARK SIGN, HAVING AN ELE",'ATION OF 5451.56 FEET (NAVD 88). VICINIIY MAF' NOT TO SCALE ol ,y v r i; t,i �a.h A.sie.;3ao cc 0 .j 0 C) tl! CL y,n @ yr 41 Z Cr uj yj M W ve (.x U n ulz w C :• ) ty � ? i.H i ( ld ..I s a n" 43 ?Jpt Df z �� im ,Y 32^,d Ave, G � ,,.3-t d Ave :. - ", WKr, n F R� 1 V PROJ. MGR.: _DAC PROJ. ABBOc.:_AMA DRAWN BY: AJD DATE 5/8/2015 r° 373? Arof r. 2 OF 2 ANN.WHCO01 .J P [T P Pd > o .. F_'s:Y ,9 V s :J 27111 Cr K 4 n j B, 2clm lhlz •• �- til' ++ aT tt r K' 7 a .i 12 Yt#i... m' f} J'. '� ¢*• t VICINIIY MAF' NOT TO SCALE ol C i cc 0 .j 0 C) tl! CL Z Cr uj yj M W ulz w L11 ( 'L CL LL z RJ R� 1 V PROJ. MGR.: _DAC PROJ. ABBOc.:_AMA DRAWN BY: AJD DATE 5/8/2015 SHEET 2 OF 2 ANN.WHCO01 Annandale Consultants Inc. 1360 S. Wadsworth Blvd. #310 Lakewood, CO 80232 303-95-1188 Fax 303-985-0608 annandaleconsuItants@comcast.net September 15, 2015 Lisa Ritchie Planner II City of Wheat Ridge Re: SUP -15-04 and WSP-15-03/Human Bean — I" Review Comments Ms Ritchie: Under cover of this letter we are re -submitting the necessary engineering, architectural and supportive material in requesting approval of SUP -15-04 and WSP-15-03 for the Human Bean Coffee Shop located at 2900 Youngfield. This submittal consists of 12 sheets of drawings as follows: • Sheet 1 (Cover Sheet) • Sheet 2 (Site Plan) • Sheet 3 (Erosion Control Plan) • Sheet 4 (Utility Plan) • Sheet 5 (Grading Plan) • Sheet 6 (Wall Profile 1) • Sheet 7 (Wall Profile 2) • Sheet 8 (Detail Sheet) • Sheet 9 (Detail Sheet) • Sheet 10 (Landscape Plan) • Sheet 11 (Architectural Elevations and Sign Detail • Sheet 12 (Photometric Plan) Also included are Autoturn Exhibit and cut sheets for exterior lighting fixtures. In addition to these graphic exhibits we are including a final drainage report and design in accordance with City requirements per first review comment letters. All items under general comments 1 through 8 have been addressed as well as items detailed in the response letter from Public Works we are also including a traffic impact study prepared by CIVTrans Engineering Inc. dated March 7, 2013 prepared for a like use that of Starbucks drive through coffee shop on the same site. If you have any questions, please feel free to contact me. We are looking forward to working with the City of Wheat Ridge to move this project forward. Sincerely, d Peterson TRAFFIC IMPACT STUDY Proposed Starbucks on Youngfield Street City of Wheat Ridge, Colorado C� March 7, 2013 20130001 Prepared by: COVI - -N5 En�ineerin� Inc. PO Box 150335 Lakewood, CO 80215 (720) 295-0001 This report has been prepared by the staff of CivTrans Engineering Inc. on behalf of Propp Realty Management LLC under the direction of the undersigned professional engineer whose seal and signature appears hereon. Craig A. MacPhee, P.E TABLE OF CONTENTS EXECUTIVESUMMARY................................................................................................. 1 INTRODUCTION............................................................................................................. 3 ProjectOverview.................................................................................................. 3 Purposeof the Report.......................................................................................... 3 ANALYSIS METHODOLOGY......................................................................................... 7 CapacityAnalysis.................................................................................7 Analysis Horizons..........................................................................1. , fes......... 8 EXISTING CONDITIONS..................................................... ..... ......... 10 LandUse............................................................................................................ 10 ExistingRoadways............................................................................................. 10 YoungfieldStreet.....................................................................................10 W32nd Avenue.......................................................................................10 26th/ 27th Avenue...................................................................................10 Interstate70.............................................................................................10 Study Area Intersections....................................................................................11 Traffic Control and Descriptions.........................................................................11 Traffic Volumes and Peak Hours of Operation ................................................... 11 EXISTING LEVEL OF SERVICE AND TRAFFIC ANALYSIS......... ............................... 12 TRIP GENERATION AND DISTRIBUTION................................................................... 14 TripGeneration................................................................................................... 14 TripTypes........................................................................................................... 14 TripDistribution.................................................................................................. 16 FUTURE YEAR TRAFFIC IMPACT ANALYSIS............................................................ 20 Short -Term Conditions (Year 2014) with the Project .......................................... 20 Long Range Conditions (Year 2035) without the Project .................................... 22 Long Range Conditions (Year 2035) with the Project ......................................... 24 CONCLUSIONS & RECCOMMENDATIONS................................................................ 26 LIST OF EXHIBITS Exhibit 1 - Vicinity Map ........................... Exhibit 2 - Conceptual Site Map.......................,............................................. 6 ................. Exhibit 3 - Existing Traffic Volumes (2013)............ Exhibit 4 — Regional Distribution for Project Trips ..... 13 Exhibit 5— Project Generated (New) Trips............ • ....................... 17 Exhibit 6 — Project Generated Pass -By""".. ""... 18 Trips .......... 19 ..................................................... Exhibit 7 — Short Term With Project (2014) Traffic Volumes .............................. Exhibit 8 — Long Range Without Project (2035) Traffic Volumes ................................... 23 Exhibit 9 — Long Range With Project (2035) Traffic Volumes ................ LIST OF TABLES Table 1— Intersection Analysis Criteria ........................ Table 2 - 2013 Existing Intersections Levels of Service ................................................ 12 Table 3 -Project Trip Generation .................. Table 4 - Trip Generation Reductions ...14 ...................... Table 5 - Year 2014 Levels of Service With the Project ...................................... Table 6 - Year 2035 Levels of Service Without the Project... ........................................ 20 22 Table 7 - Year 2035 Levels of Service With the Project ................................................ 24 TECHNICAL APPENDIX Raw Traffic Counts Level of Service Calculations Existing; Short -Term with Project; Long Range No Project; Long Range with Project EXECUTIVE SUMMARY This Traffic Impact Study (TIS) document has been prepared to assess and identify the traffic impacts related to a proposed drive-through Starbucks coffee shop located at 2900 Youngfield Street in the City of Wheat Ridge, Colorado. The following is a summary of the traffic information and findings included in this report. 1. The proposed Starbucks site is located along the east side of Youngfield Street, between 27th Avenue and the 1-70 off ramp, within the City of Wheat Ridge, Colorado. 2. The current proposal includes a 650 square foot coffee shop with a drive-through and no indoor seating. The project concept site plan has been provided and is shown on Exhibit 2, herein. 3. The site is currently vacant, but was recently in use as a small business (daycare and confection shop). There are two driveway curb cuts along the site's frontage to Youngfield Street. The southern driveway aligns with the egress driveway for Dairy Queen on the west side of Youngfield. The northern access lies approximately 65' north of the southern access. The project will only utilize the northern driveway for site access, which is proposed to be full -movement. 4. The proposed Starbucks development has the potential to generate 1,152 daily trips, with 194 of those trips occurring during the AM peak hour and 48 during the PM peak hour. The project generation incorporates a reduction in trips of 80% to account for pass -by trips. 5. The study area was identified to include the intersection of the site driveway & Youngfield Street. This intersection was analyzed for the AM and PM peak hour. 6. The analysis horizons considered and evaluated in this report include: • Existing Conditions Short-term with Project Conditions (Year 2014) Long Range No Project Conditions (Year 2035) • Long Range with Project Conditions (Year 2035) Each of these analysis horizons included intersection capacity analysis and a sight distance evaluation. 7. The analysis results indicate all of the study area intersections are currently operating at acceptable levels of service (LOS), LOS D or better. 8. Future year conditions, short term (2014) and long range (2035), with and without the project indicate that the site driveway will continue to function at acceptable levels. CivTrans Engineering Inc. 1 Starbucks at 2900 Youngfield St 9. The required line of sight of along Youngfield Street from the project driveway is 390' to the right for left turning vehicles (AASHTO table 9-6) and 335' to the left for right turning vehicles (AASHTO table 9-8). There do not appear to be any obstructions to obtain the required line of sight for the project driveway. Any new signs placed related to the project should not be located in this sight triangle. 10. The existing center two-way left -turn lane within Youngfield Street will allow for a two-stage left -turn movement to occur from the Starbucks driveway. The acceptable levels of service for scenarios that include the project relies on drivers, to some degree, utilizing this center lane for making two-stage left turn movements from the site driveway. If after the opening of Starbucks, observations show that vehicles are not utilizing this two-stage gap movement and excessive delay is experienced by left turning traffic from the driveway, then signage should be installed to either prohibit left turns from the driveway or encourage drivers to utilize the center lane for left turns. Based on the analysis, findings and conclusions discussed in this report, the recommendation to the City of Wheat Ridge staff is that the site plan for the Starbucks project be approved for development and the site driveway be observed after opening to verify that left turning vehicles are utilizing the center lane for two-stage turns and not experiencing excessive delay. CivTrans Engineering Inc. 2 Starbucks at 2900 Youngfield St INTRODUCTION Project Overview Starbucks is proposing to construct a drive-through coffee shop at 2900 Youngfield Street in the City of Wheat Ridge, Colorado. The site is located along the east side of Youngfield Street, south of the 1-70 off ramp and north of 27th Avenue. The development will accommodate a 650 square foot modular building with a drive-through window and walk-up window, but no indoor seating. Surface parking will be provided for employees and customers that wish to utilize the walk-up window. The project is anticipated to be constructed 2013. The 15,000 square foot property that will accommodate the Starbucks is currently vacant. However, as recent as five years ago, this site was in use for a day-care business, which utilized both of the existing driveway curb cuts along Youngfield Street. The site has also been used for a confection store, Truffles and Treasures. Regional access to the area is accommodated primarily by Youngfield Street, Interstate 70, 32nd Avenue and 27th/26th Avenue. Youngfield is a north -south, three -lane minor arterial roadway adjacent to the project site, which extends essentially from Colfax Avenue (south of the site) to 44th Avenue (north of the site). An interchange access to Interstate 70 is located within '/2 mile to the north of the project site and connection to Colfax Avenue and the 32nd Avenue are provided to the south and north respectively. W 32nd Avenue and 26th/27th Avenue serve as east -west connections in the vicinity of the site. Along Youngfield Street, there are multiple fast-food and office uses in the vicinity of the site. Purpose of Report The purpose of this study is to review, assess and identify potential traffic related impacts that the proposed project may have on the transportation network and recommend mitigation to minimize these impacts where necessary and possible. Exhibit 1 shows the general vicinity of the project in the City of Wheat Ridge. The conceptual site plan is included as Exhibit 2, which shows the general layout of the site as well as proposed location of driveway access. The City of Wheat Ridge staff has indicated that a Traffic Impact Study (TIS) is required to be submitted as part of the development process for the Starbucks project. The assumptions utilized in conducting the traffic analysis are based on direction received from City of Wheat Ridge staff. This report includes an evaluation and assessment of the study area for the existing conditions, short-term conditions and the long range conditions. The short-term conditions considered the potential impact within the study area related to completion of the development by evaluating one-year after the anticipated occupancy of the Starbucks (Year 2014). The long range conditions considered the potential growth in CivTrans Engineering Inc. 3 Starbucks at 2900 Youngfield St traffic within the study area and how the existing transportation system will handle those volumes with and without the Starbucks project 20 years into the future (Year 2035). CivTrans Engineering Inc. 4 Starbucks at 2900 Youngfield St V,' %6d, A- ErE 1 FF History Park L Y/15th Ar S Al 441A P1 PlanrNgan Condos 14 4410. A,t CSI Rd 5� Co Rd 58 Co Rd Se 0 vi 4411, (1,,: p", I Ln P, 11 Aw, r I ;. � C Fnaltdala 5N & 2 g x Ul . - Z-g St ! 1 9 1 . L' Kipling , Heights k' I i SIG W 42rvJ Aw *dI, L'1*" P MCI 41" P, 11.11m A, -1, MV A- le r1a1�Ar mc 341 - _ e, ic W rl L Rd 180 W384, A,. Co Rd j80 10V 391h Aw Louise me Turner Park DL�d�eryw3im A, 13 371h P1 e, VA-1 Rdq, s Vo 35'h Pi An ulal Hn-4-: w 35111 A- W lf!'.A. W 36,m Arn W 3911 A,, �O5 lit 541n =l 0 Applewood So a .2 volages il G C cole K P, VV 3nd An tN 32nd A,. W 32'.1 Ave Co Rd 781 YJ 32nd Ave W 32rd A. 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BOX 150335 6 LAKEWOOD, CO 80215 • 720-295-0001 EXHIBIT 2 CONCEPTUAL SITE PLAN NOT TO SCALE MARCH 7. 201.E C:VTRA Engineering Inc. 5 CIVIL -TRANSPORTATION - TRAFFIC P.O. BOX 150335 • LAKEWOOD, CO 80215 0 720-295-0001 ANALYSIS METHODOLOGY The various analyses conducted and reported in this document include intersection capacity analysis and sight distance evaluation. Capacity Analysis The analyses described in this report were performed in accordance with the procedures in the Highway Capacity Manual (HCM) and as described below. The analyses and procedures conducted are based upon the worst case conditions that occur during a typical weekday. Therefore, most of each weekday and the weekends will experience traffic conditions better than those described within this document, which represent the peak hours of operation only. Level of Service (LOS) is an empirical premise developed by the transportation profession to quantify driver perception for such elements as travel time, number of stops, total amount of stopped delay, and impediments caused by other vehicles afforded to drivers who utilize the transportation network. LOS has been defined by the Transportation Research Board in the 2090 Highway Capacity Manual. This document has quantified level of service into a range from "A" which indicates little, if any, vehicle delay, to "F" which indicates significant vehicle delay and traffic congestion that may lead to system breakdown due to volumes that may far exceed capacity. The Highway Capacity Manual defines the level of service for a signalized intersection as the average delay per vehicle (amount of time a vehicle must spend at the intersection) for the overall intersection. For unsignalized intersections that include both stop -controlled and uncontrolled approaches (known as through/stop controlled), the Highway Capacity Manual defines the level of service as the average delay per vehicle for the worst approach, not the overall intersection. The level of service letter grades as defined by the Transportation Research Board and the associated amount of delay in seconds per vehicle, as well as a brief description of the operating condition, for both signalized and unsignalized intersections are included for reference in Table 1 on the next page. The City of Wheat Ridge has established level of service D as the minimum acceptable intersection operating condition. Analysis results indicating operations worse than the minimum acceptable level were considered for mitigation measures. In the cases where existing conditions currently operate at or future background conditions are projected to operate at states poorer than the minimum acceptable level, the future with project conditions will be evaluated to maintain the current or projected operating conditions. CivTrans Engineering Inc. 7 Starbucks at 2900 Youngfield St Table Untersection Analysis Criteria Signalized Intersection Lpvpl of Ramiro rritaria Unsignalized Intersection Level of Service Criteria A 5 10 A s 10 Very low delay. Most vehicles do not stop. B > 10 and <_ 20 Generally good progression of vehicles. Slight delays. C > 20 ands 35 Fair progression. Increased number of stopped vehicles. D > 35 ands 55 Noticeable congestion. Large portion of vehicles stopped. E > 55 ands 80 Poor progression. High delays and frequent cycle failure. F > 80 Oversaturation. Forced flow. Extensive queuing. Unsignalized Intersection Level of Service Criteria A 5 10 Little or no conflicting traffic for minor street approach. B > 10 and:5 15 Minor street approach begins to notice absence of available gaps. C > 15 ands 25 Minor street approach begins experiencing delays for available gaps. D > 25 and <_ 35 Minor street approach experiences queuing due to a reduction in available gaps. E > 35 and <_ 50 Extensive minor street queuing due to insufficient gaps. F > 50 Insufficient -safely gaps of suitable size to allow minor street traffic demand to cross throucih a manor traffic stream. vL/U1UU. r nyivvay aNacuy iwa IER11 11cmaNuiiauun mus@drun t5oaro, zouu). Analysis Horizons The following four scenarios were analyzed as part of this study during both the AM and PM peak hours, with the corresponding volume and network configurations as indicated: 1. Existing Conditions Analysis of the existing conditions at the study area intersections was based on the turning movement volumes collected in February of 2013 and the intersection geometry and traffic control as observed in the field. 2. Short-term with Project Conditions The short-term future year analysis includes the same roadway geometry as for the existing conditions. The forecast volumes were calculated by applying the anticipated 1.0% growth rate over the next year and adding the trips associated with the project. CivTrans Engineering Inc. 8 Starbucks at 2900 Youngfield St 3. Long Range No Project Conditions The long range conditions included the best available information for projecting the situation approximately 20 years into the future for the study area to the Year 2035. A Long Range No Project condition analysis, without the proposed land use and associated trip additions, was performed as a comparison for the condition with the project (build). No known improvements are planned for Youngfield Street. Therefore, existing geometry was utilized for the long range evaluation. The Long Range No Project condition volumes were calculated by using the Denver Regional Council of Governments (DRCOG) year 2015 and 2035 projected volumes along Youngfield Street in the vicinity of the project study area. The DRCOG volumes projected actually decline at approximately 1.0% per year over the 20 year time span. While this may actually occur, a conservative 1.0% per year increase was used for the analysis in this study. No growth was used for the site driveway. The DRCOG volume projections are shown in the technical appendix. 4. Long Range With Project Conditions The long range future year analysis included the same roadway geometry as for the Long Range No Project conditions. The forecast volumes were calculated by combining the Long Range No Project volumes with the site -generated trips related to the proposed Starbucks project. CivTrans Engineering Inc. 9 Starbucks at 2900 Youngfield St EXISTING CONDITIONS Existing Conditions within the Study Area The purpose of this section is to document the existing conditions within the study area for the proposed Starbucks project. Land Use The site is currently vacant, but has historically been used for small businesses (day care and confection store). There are two existing driveway curb cuts along the site's Youngfield Street frontage. Immediately north and south of the site are office buildings, including the Bureau of Land Management (BLM) to the south. Along the west side of Youngfield Street are McDonalds and Dairy Queen fast-food restaurants and office uses. Existing Roadways As shown on the vicinity map, the site will be directly accessed from Youngfield Street, but also served indirectly by 32nd Avenue, 26th/27th Avenue and Interstate 70. The following is a list of the surrounding streets, their functional classification, and general geometry. Youngfield Street is a north -south minor arterial roadway providing local connectivity with connectivity to two of Denver's major thoroughfares. Interchange access to 1-70 is located within Y2 mile to the north of the site and a Colfax Avenue (Highway 40) intersection is located 1Y2 miles to the south. The four -lane roadway along the site frontage provides one southbound lane and two northbound lanes with a center two-way left -turn lane. The roadway is signed at 35 mph within the study area. W 32nd Avenue is an east -west minor arterial roadway that connects the City of Wheat Ridge with the City of Denver. The arterial is a two-lane roadway through most of its length, provides one lane in each direction. The roadway is signed at 35 mph in the vicinity of Youngfield Street. 26th/27th Avenue is an east -west major collector that extends through the City of Lakewood between Youngfield Street and Zuni Street within the City of Denver. The two-lane roadway has a posted speed limit of 30 mph in the vicinity of Youngfield Street. Interstate 70 is an east -west interstate freeway that extends from 1-15 in Utah, through central Colorado, to eastern Colorado and beyond. Within the Denver Metro area, 1-70 serves as a connection between the Cities of Golden, Wheat Ridge, Arvada, Denver and Aurora. In the vicinity of the site, 1-70 has an eastbound off ramp immediately to the north of the site along Youngfield Street. The eastbound on-ramp lies along Youngfield Street, north of 32nd Avenue. The westbound 1-70 on and off ramps access directly to CivTrans Engineering Inc. 10 Starbucks at 2900 Youngfield St 32nd Avenue. 1-70 is a 6 -lane roadway with 3 lanes in each direction and is posted at 65 mph. Study Area Intersections The project study area intersection was identified through conversations with the City of Wheat Ridge staff. The study area includes the following intersection: Youngfield Street & Project Site Driveway This intersection has been analyzed for level of service (LOS) for the weekday AM & PM peak hours and forms the basis of this document. Traffic Control and Descriptions Youngfield Street & Project Site Driveway is an unsignalized intersection with the following lane configuration: The northbound approach has two through lanes and a center two-way left turn lane. The southbound approach has one through lane with a center two-way left turn lane. The proposed Starbucks driveway will form the westbound approach to this intersection, which will accommodate one ingress lane and one egress lane. The two-way left -turn lane within Youngfield Street will allow for a two-stage left turn movement to occur from the Starbucks driveway. For example, a vehicle turning left can wait for a gap in the northbound traffic, cross half the street, and use the center turn lane for refuge to wait for a gap in the southbound traffic. Traffic Volumes and Peak Hours of Operation A daily count was obtained from the DRCOG website along Youngfield Street between W 27th Avenue and W 20th Avenue from 2011 (12,673). Traffic volumes were also collected by CivTrans Engineering, Inc. at the intersections of Youngfield Street & 1-70 Eastbound Off -Ramp and Youngfield Street & the project driveway during the morning (7:00 — 9:00 AM) and afternoon (4:00 — 6:00 PM) peak periods. The counts were conducted on February 13, 2013. The daily and peak hour volumes from these counts are shown in Exhibit 3. The raw count data is provided in the Technical Appendix. CivTrans Engineering Inc. 11 Starbucks at 2900 Youngfield St EXISTING LEVEL OF SERVICE AND TRAFFIC ANALYSIS Level of Service The current site driveway does not have any traffic on it as the site is vacant. Therefore, the existing level of service for the minor approach to this intersection is LOS A with 0.0 seconds of delay because there are no vehicles. However, historically this site was used as a confection shop and then used as a daycare facility. A daycare facility, the size that operated, would generate approximately 20 or fewer trips during the AM peak hour and 20 or fewer trips during the PM peak hour, with half entering and half exiting. To show how the existing facilities would operate today if the daycare was still in operation, these trips were added to the existing counts and used to develop a modified existing level of service. The existing levels of service at the subject intersection was calculated using the methods from the 2010 Highway Capacity Manual as implemented in Synchro, Version 8. The existing levels of service (LOS) for the intersections within the study area are summarized on the following table. The existing traffic volumes used for this report are shown on Exhibit 3. Table 2 -2093 Existing* Intersections Levels of Service Youngfield & Starbucks Driveway I U L.14.5 B 16.6 1 671 `actually a hypothetical "existing" condition with the daycare trips to show how the driveway would operate today with its historical use. According to the City of Wheat Ridge, a level of service (LOS) D should be used as a guideline to maintain for overall intersection operations. Mitigation measures should be considered for overall signalized intersection or unsignalized approaches reported to be operating at LOS E or F. All of the existing study area intersections are currently operating at acceptable levels during both the AM and PM peak hours. The level of service reports for the existing conditions are provided in the Technical Appendix. Sight Distance Evaluation AASHTO's A Policy on Geometric Design of Highways and Streets, 6th Edition (2090) was consulted for evaluating the sight distance requirements for the project site driveway. The speed limit along Youngfield Street is 35 mph, which corresponds to a required line of sight of 390' to the right for left turning vehicles (AASHTO table 9-6) and 335' to the left for right turning vehicles (AASHTO table 9-8). There do not appear to be any obstructions to obtain the required line of sight for the project driveway. CivTrans Engineering Inc. 12 Starbucks at 2900 Youngfield St XX(XX) — AM Peak Hour (PM Peak Hour) *driveway counts projected from historical use Source: CivTrans Engineering Inc., collected February 13, 2013 (DRCOG On—line ADT Count north of 20th Avenue (2011)) XXX - DAILY VOLUMES F.XTTTRTT 2 EXISTING TRAFFiC VOLUMES (201 3) NOT TO SCALE MARCH 7, 2013 C.:v TRAN5 Engineering Inc. CIVIL — TRANSPOR-iATION —TRAF=F=IC P.O. BOX 150335 9 LAKEWOOD, CO 80215 • 720-295-0001 TRIP GENERATION AND DISTRIBUTION Trip Generation The proposed Starbucks development will accommodate a 650 square foot modular building with a drive-through window and walk-up window, but no indoor seating. Primarily, Starbucks serves coffee and other hot and cold beverages, but also offers a variety of pastries, sandwiches and other snack foods. The Trip Generation Manual, 9th Edition published by the Institute of Transportation Engineers (ITE) was used to determine the number of trips generated by the proposed land use. The purpose of the Trip Generation Manual (TGM) is to compile and quantify empirical trip generation rates for specific land uses within the US, UK and Canada. The proposed Starbucks fall under Land Use Category 958 "Coffee/Donut Shop with Drive- thru and No Indoor Seating." Additionally, a traffic count was performed at an existing Starbucks (drive-through only) at 104th Avenue & Bannock Street in Northglenn, Colorado. This count is used to confirm the trip generation manual data. The trip generation for proposed Starbucks is shown in the table below. Table 3 - Project Trip Generation ITE Daily AAA Peak Hour PM Peak Hour Land Use code Size Units Tris In Out Total In Out Total Coffee/Donut shop with Drive- 958 0.65 KSF 1,152 97 97 194 24 24 48 thru and no indoor seating As shown in the table above, the proposed Starbucks is anticipated to generate 194 AM peak hour trips, 48 PM peak hour trips, and 1,152 average daily trips. The existing Starbucks in Northglenn, Colorado yielded 171 AM peak hour trips. Therefore, the trip generation assumptions appear to be reasonable to slightly conservative for the amount of traffic a drive-through Starbucks experiences. Trip Types Nearly all developments are made up of the following six trip types: new (destination) trips, pass -by trips, diverted trips, shared (internal) trips, pedestrian (non -vehicular) trips, and transit oriented trips. In order to better understand the trip types available for land access and how they relate to this project, a description of each specific type follows. New (Destination) Trips — These types of trips occur to access a specific land use such as a new retail development or a new residential subdivision. These types of trips will travel to and from the new site and a single other destination such as home or work. This is the only trip type that will result in a net increase in the total amount of traffic within the study area. The reason primarily is that these trips represent planned trips to CivTrans Engineering Inc. 14 Starbucks at 2900 Youngfield St a specific destination that never took trips to that part of the county prior to the development being constructed and occupied. This project will develop new trips. Pass -by Trips — These trips represent vehicles which currently use adjacent roadways providing primary access to new land uses or projects. These trips, however, have an ultimate destination other than the project in question. They should be viewed as drop- in customers who stop in on their way home from work. A good example is a quick stop at the grocery store to pick up an ingredient for dinner on the way home from work or at a latte stand to grab a coffee on the way to work. This can make this trip pre- determined, but the stop is still on the way by. Another example would be on payday, where an individual generally drives by their bank every day without stopping, except on payday. On that day, this driver would drive into the bank, perform the prerequisite banking and then continue home. In this example, the trip started from work with a destination of home, however on the way, the driver stopped at the grocery store/latte stand and/or bank directly adjacent to their path. Pass -by trips are most always associated with commercial/retail types of developments. Therefore, trips for this project must be considered to some degree as pass -by trips. For this project, it is estimated pass -by trips will make up 80% of the total site -generated trips based on data shown in the Trip Generation Manual. A general rule -of -thumb is the pass -by trips for a project will not exceed 10% of the existing traffic volume on the adjacent street. Diverted (Linked) Trips - These trips occur when a vehicle takes a different route than normal to access a specific facility. For example, if a person normally just drives on 32nd Avenue to get from home to work in the morning, a diverted trip would occur if that person decided to divert from their usual route and use Youngfield Street to get to the project site, and then return to 32nd to continue on to work. Diverted trips are similar to pass -by trips, but diverted trips occur from roadways that do not provide direct access to the site. Instead, one or more street must be utilized to get to and from the site. For this project, diverted trips are anticipated, but would be difficult to track or verify. Therefore, no diverted trips were accounted for the project within this study. Shared Trips - These are trips which occur on the site where a vehicle/consumer will stop at more than one place on the site. For example, someone destined for a grocery store that is part of a strip mail may stop at another shop within the same development. Overall, this counts as a trip for the grocery store and a trip for the other shop, but the trips occur internal to the site. This trip type reduces the number of new trips generated on the public road system and is most commonly used for mixed-use developments. Determining these trip types is more difficult to quantify and without specific guidance are usually determined by engineering judgment on a project by project basis. The Starbucks site is not proposed to be accessible directly from any of the adjacent properties. Therefore, shared (internal) trips are not anticipated for this project. Pedestrian and Bicycle Trips - These are non -vehicular trips to and from the site. Generally they are local trips from the surrounding neighborhood or adjacent businesses. If a development is in an area with a high amount of bicycle and pedestrian activity, such as a downtown setting or college campus, a reduction of vehicular trips CivTrans Engineering Inc. 15 Starbucks at 2900 Youngfield St would be anticipated. While some pedestrian and bicycle trips are anticipated for this project as walk-up patrons, the reduction of vehicular trips is not anticipated to be significant. Transit Trip - RTD bus lines currently operate along Youngfield Street, with stops immediately in the vicinity of the proposed project. The Institute of Transportation Engineers' Trip Generation Handbook, Second Edition (2004) identifies a range of trip reductions from 2.5% to 10% for transit use for facilities within a'/4 mile of a bus transit corridor. The usage of the RTD bus lines is anticipated to be minimal for this project and was not utilized in this study. The resulting pass -by trip reductions include 922 daily trips, of which 154 trips are during the AM peak hour and 38 trips are during the PM peak hour. The resulting site trips are summarized in Table 4. 1 dule 4 - I rip %jerieration meauctions I Daily AM Peak Hour PM Peak Hour Trip In Out Total In Out Tota! Site Sub -Total Pass -By Trip Reduction (Retail/Restaurant)' Total New Trips (Sub -Total minus Reductions) Source: Institute of Transportation Engineers' Trip 1,152 97 97 194 24 24 48 -922 -77 -77 -154 -19 -19 -38 230 20 20 ration, 9th Edition ( Hanaboofc, Z' tditlon (2004) 'A 80% pass -by trip reduction was applied to the coffee shop land use Trip Distribution 40 5 5 10 ) & Trip Generation The project is expected to draw primarily from the local area. Regionally, there are several other Starbucks coffee shops throughout the Denver metro area. Consequently, the directional distribution for how site -generated trips would access the development were based on existing travel patterns of adjacent fast-food restaurants. The resulting trip distribution for the area was determined to be the following: ■ Youngfield Street North of the Site -50% • Youngfield Street South of the Site -50% These trip distribution percentages are illustrated in Exhibit 4. Pass -by trips were assigned proportionately based on the directional distribution of northbound to southbound traffic on Youngfield Street. The site access trip distributions for the project are provided in Exhibit 5 with pass -by trips shown on Exhibit 6. CivTrans Engineering Inc. 16 Starbucks at 2900 Youngfield St XX� - REGIONAL DISTRIBUTION EXHIBIT 4 REGIONAL DISTRIBUTION FOR PROJECT TRIPS NOT TO SCALE MARCH 7, 2013 C:vTRA I Engineering Inc. CIVIL -TRANSPORTATION -TRAF=F=IC:: P.O. BOX 150335 s LAKEWOOD, CO 80215 e 720-295-0001 o� �o 4km0(3) X10(2) o v 00 XX(XX) — AM Peak Hour (PM Peak Hour) EXHIBIT 5 PROJECT GENERATED (NEW) TRIPS 15 au b b cu �r. 0 PROJECT SITE NOT TO SCALE MARCH 7, 2013 C:VTRA Engineering Inc. Y5 CIVIL -TRANSPORTATION -TRAF=F=IC P.O. BOX 150335 e LAKEWOOD, CO 80215 • 720-295-0001 a� a� N � N b O �12) X37(12) N_ N_ I v gg XX(XX) — AM Peak Hour (PM Peak Hour) PROJECT GENERATED PASS -BY TRIPS NOT TO SCALE MARCH 7, 2013 C:VTRA Engineering Ince Y5 CIVIL —TRANSPORTATION —TRAF=F=IC P.O. BOX 150335 a LAKEWOOD, CO 80215 • 720-295-0001 FUTURE YEAR TRAFFIC IMPACT ANALYSIS Level of service calculations for the Short Term (Year 2014) and Long Range (Year 2035) conditions assumed that the existing traffic volumes as shown on Exhibit 3 experience a background increase above the 2013 volumes at 1.0% per year on Youngfield Street. Two scenarios were examined for the long range condition, one without the project and one with the project completed. A list of the future scenarios follows. • Short-term Condition (Year 2014) with Project • Long Range Condition (Year 2035) without the project • Long Range Condition (Year 2035) with Project These scenarios will allow a specific comparison of impacts to the study area intersections and allow a determination to be made as to the extent of the project's impact and if any mitigation measures will be required. Short -Term Condition (Year 2014) with Project The traffic volumes included in this scenario include the existing (Year 2013) traffic volumes as shown on Exhibit 3 with a 1.0% increase over the next year, and the additional traffic from the proposed Starbucks project, as shown on Exhibits 5 and 6. The total traffic volumes anticipated under this condition are shown on Exhibit 7. A summary of the results are shown in Table 5, which follows. With the addition of traffic generated by the proposed project, the site driveway is anticipated to operate at LOS C for both the AM and PM peak hours, which is within acceptable levels. The level of service reports for the short-term with the project condition are provided in the Technical Appendix. The two-way left -turn lane within Youngfield Street will allow for a two-stage left turn movement to occur from the Starbucks driveway. For example, a vehicle turning left can wait for a gap in the northbound traffic, cross half the street, and use the center turn lane for refuge to wait for a gap in the southbound traffic. If after the opening of Starbucks, observations show that this two-stage gap movement is not being utilized and excessive delay is experienced by left turning traffic from the driveway, then signage should be installed to either prohibit left turns from the driveway or encourage drivers to utilize the center lane on Youngfield Street for left turns. CivTrans Engineering Inc. 20 Starbucks at 2900 Youngfield St n^ n� r°Qi d 40(15) Cf 7(14) o� a.v nn M t0 XX(XX) — AM Peak Hour (PM Peak Hour) EXHIBIT 7 SHORT TERM WITH PROJECT (201 4) TRAFFIC VOLUMES C NOT TO SCALE MARCH 7, 2013 C:VTRA Engineering Inc. 5 CIVIL — TRANSROFRTATION — TRAFFIC P.O. BOX 150335 • LAKEWOOD, CO 80215 9 720-295-0001 Long Range Condition (Year 2035) without the Project This section focuses on the Long Range scenario of the year 2035 without traffic from the project. This scenario assumes that the proposed Starbucks project has not developed. Should the site remain vacant, the level of service for the site driveway would be LOS A with 0.0 second of delay on the minor approach. However, historically this site was used for daycare facilities and prior to that a confection shop. A daycare facility, the size that operated, would generate approximately 20 or fewer trips during the AM peak hour and 20 or fewer trips during the PM peak hour, with half entering and half exiting. Similar to the existing conditions analysis, the level of service evaluation for this condition assumes that the site is still occupied by the daycare to show how a lower traffic generating use would have functioned on this site in the future. This analysis will show how the traffic volumes will be handled by the existing facilities and what new elements may be needed for the traffic system to continue functioning at an acceptable level of service. The traffic volumes for this condition include the existing traffic, as shown on Exhibit 3 with the ambient background growth. Please see Exhibit 8 for the traffic volumes used for this scenario. A summary of the level of service results are shown in Table 6 which follows. With the anticipated growth in traffic along Youngfield Street over the next 20 years, the site driveway is anticipated to continue to operate at acceptable levels (LOS C). The level of service reports for the Long Range No Project conditions are provided in the Technical Appendix, Sight Distance Evaluation As the roadway geometry is not anticipated to change from the existing condition, please refer to the sight distance evaluation shown in the Existing Conditions section of this report. CivTrans Engineering Inc. 22 Starbucks at 2900 Youngfield St iA co (o LO PqX rt5(5)* 4(f Cf \ M^ \ R� M 00 XX(XX) — AM Peak Hour (PM Peak Hour) *driveway trips projected from historical use FXAiRIT R LONG RANGE WITHOUT PROJECT (2035) TRAFFIC VOLUMES J pq PROJECT SITE X 1 %�• NOT TO SCALE MARCH 7, 2013 C:V TRA Engineering Inc, CIVIL —TRANSPORTATION — TRAFFIC P.O. BOX 150335 • LAKEWOOD, CO 80215 • 720-295-0001 Long Range Conditions (Year 2035) with the Project The traffic volumes included in this scenario include the Long Range (Year 2035) traffic volumes as shown on Exhibit 8, and the additional traffic from the development, as shown on Exhibits 5 and 6. The total traffic volumes anticipated under this condition are shown on Exhibit 9. A summary of the results are shown in Table 7, which follows. As shown in the table above, the project driveway is anticipated to continue to operate at acceptable level of service for the long range condition. The level of service reports for the Long Range With Project conditions are provided in the Technical Appendix. The two-way left -turn lane within Youngfield Street will allow for a two-stage left turn movement to occur from the Starbucks driveway. For example, a vehicle turning left can wait for a gap in the northbound traffic, cross half the street, and use the center turn lane for refuge to wait for a gap in the southbound traffic. If after the opening of Starbucks, observations show that this two-stage gap movement is not being utilized and excessive delay is experienced by left turning traffic from the driveway, then signage should be installed to either prohibit left turns from the driveway or encourage drivers to utilize the center lane for left turns. Sight Distance Evaluation As the roadway geometry is not anticipated to change from the existing condition, please refer to the sight distance evaluation shown in the Existing Conditions section of this report. Any new signage related to the project should be placed to not obscure the line of site. CivTrans Engineering Inc. 24 Starbucks at 2900 Youngfield St XX(XX) — AM Peak Hour (PM Peak Hour) F.XHTRTT 9 i� LONG RANGE WITH PROJECT (2035) TRAFFIC VOLUMES NOT TO SCALE MARCH 7, 2013 C:VTRAn Engineering Inc, CIVIL —TRANSPORTATION — TRAFFIC P.O. BOX 150335 s LAKEWOOD, CO 80215 a 720-295-0001 PROJECT SITE NOT TO SCALE MARCH 7, 2013 C:VTRAn Engineering Inc, CIVIL —TRANSPORTATION — TRAFFIC P.O. BOX 150335 s LAKEWOOD, CO 80215 a 720-295-0001 CONCLUSIONS & RECOMMENDATIONS Based upon the analysis, field observations, assumptions, methodologies and results which are provided in the body of this document, this project has no mitigatable impacts as presented within this study. The two-way left -turn lane within Youngfield Street will allow for a two-stage left -turn movement to occur from the Starbucks driveway. If after the opening of Starbucks, observations show that vehicles are not utilizing this two-stage gap movement and excessive delay is experienced by left turning traffic from the driveway, then signage should be installed to either prohibit left turns from the driveway or encourage drivers to utilize the center lane for left turns. Therefore, the recommendation to the City of Wheat Ridge staff is that site plan be approved for development without any restrictions on the traffic movements to and from the site driveway. . CivTrans Engineering Inc. 26 Starbucks at 2900 Youngfield St STARBUCKS AT Y®UNGFIELD STREET TRAFFIC IMPACT STUDY UPDATE TECHNICAL APPENDIX MARCH 79 2013 RAW TRAFFIC COUNTS Start Time 7:0( 7:11 7:3( 7:45 8:O( 8:15 8:3C 8:45 C:vTRAy5 Englneering Inc. CIVIL TRAFFIC . TRANSPORTATION Peak -Hour Turning Movement Count Intersection: Youngfield Street & Starbucks Driveway Date: Wednesday, February 13, 2013 YOUNGFIELD YOUNGFIELD Eastbound WpCthm Intl r11nr+1�I�nI Ind CnI +h1,nl Intel Left Thru Right HV Left Thru Right HV LeftThru Right HV Left Thru Right HV Int. Total 11 Int. Total 103 5 97 4 200 157 4 307 148 2 129 6 277 184 9 157 2 150 1 157 4 307 178 3 184 9 157 2 341 1 134 178 3 151 5 329 282 0 0 0 0 156 6 126 6 282 0 591 0 17 1 1259 138 3 138 4 276 188 121 5 1 134 5 255 AM PEAK HOUR Eastbound 7:3( 7:45 8:0( 8:15 Hr Total YOUNGFIELD YOUNGFIELD Westhnund Nnrth hm Intl cnl l+hhnl Incl Left I Thru I Right I HV Left Thru Right I HV Left I Thru I Right I HV Left I Thru I Right I HV Int. Total Int. Total 150 1 157 4 307 6 355 184 9 157 2 341 176 178 3 151 5 329 1 134 156 6 1 126 6 1 282 0 0 0 0 0 0 0 0 0 668 0 19 1 0 591 0 17 1 1259 PHF 0.923021 YOUNGFIELD YOUNGFIELD Start Eastbound Westhound Nnrthhmind Cnllthhmenrl Time 16:0( 16:15 16:3( 16:45 17:OC 17:15 17:3C 17:45 Left Thru Right HV Left Thru Right HV Left Thru Right HV Left Thru T Right I HV Int. Total 200 7 155 6 355 215 186 5 176 362 179 171 1 134 2 305 359 199 0 0 0 0 179 0 716 0 3 378 215 188 2 403 211 179 390 189 1 170 1 359 189 1 170 1 359 'M PEAK YOUNGFIELD YOUNGFIELD TOUR Eastbound Westbound Nnrthhnund Snuthhnunrl 16:45 17:OC 17:15 17:3C it Total Left I Thru I Right I HV Left I Thru r Right I HV Left I Thru Right HV Left I Thru I Right I HV int. Total 199 179 378 215 188 2 403 211 179 390 189 1 170 1 359 0 0 0 0 0 0 0 0 0 814 0 1 0 716 0 3 1530 PHF 0.949132 Start Time 7:0( 7:11 7:3( 7:41 8:0C 8:1� 8:3C 8:45 AM PEAK -TOUR 7:15 7:3C 7:45 8:OC it Total CavTRAy5 Engineering Inc. CIVIL - TRAFFIC . TRANSPORTATION Peak -Hour Turning Movement Count Intersection: Youngfield Street & 1-70 Off Ramp Date: Wednesday, February 13, 2013 1-70 OFF RAMP YOUNGFIELD YOUNGFIELD Eastbound Westbound Northbound Southbound Left I Thru 1 Right I HV Leff I Thru I Right I HV Left I Thru I Right I HV Left I Thru I Right I HV Int, Total 1 42 12 103 5 86 4 243 61 22 148 2 108 6 339 66 22 2 150 1 142 4 380 83 20 1 184 9 137 2 424 45 20 178 3 137 5 380 63 18 155 6 112 6 348 59 23 136 3 122 4 340 58 22 1 1 123 5 120 5 1 323 1-70 OFF RAMP YOUNGFIELD YOUNGFIELD Eastbound Westbound Northbound Southbound Left I Thru Right I HV Left I Thru I Right I HV Left I Thru I Right I HV Left I Thru I Right I HV Int. Total 66 22 2 192 5 150 1 142 4 380 83 20 1 184 9 137 2 424 45 20 484 89 12 178 3 137 5 380 63 18 156 1 442 155 6 1 112 6 1 348 257 0 80 3 0 0 0 0 0 667 0 19 1 0 528 0 17 1 1532 PHF 0.903302 1-70 OFF RAMP YOUNGFIELD YOUNGFIELD Start Eastbound Westbound Northbound Southbound Time 16:OC 16:15 16:3C 16:45 17:OC 17:15 17:30 17:45 'M PEAK TOUR 16:45 17:OC 17:15 17:30 it Total Left I Thru I Right I HV Left I Thru Right HV Left Thru I Right I HV Left Thru Right I HV Int. Total 80 13 201 7 145 6 439 84 10 192 5 168 454 84 10 177 1 127 2 398 71 12 212 171 466 75 16 0 0 0 0 220 173 2 484 89 12 210 170 481 83 14 189 1 156 1 442 83 14 189 1 156 1 442 1-70 OFF RAMP YOUNGFIELD YOUNGFIELD Eastbound Westbound Northbound Southbound Left I Thru I Right I HV Left Thru Right I HV Left I Thru I Right HV Left I Thru I Right I HV Int. Total 71 12 212 171 466 75 16 220 173 2 484 89 12 210 170 481 83 14 189 1 156 1 442 318 0 54 0 1 0 0 0 0 0 831 0 1 0 670 0 3 1873 PHF 0.967459 DRCOG TRAFFIC MODEL VOLUMES I t _ w L l� as a a 6-6 LO a Q � C Q t.1 L. x M 0 �N QILWIL N04 "III �a 2,378 ... a '— 9.ous .4h., ir, fmn 44 -," Yirmnc,"sial+s SZi o Anz J i .s i r .4h., ir, fmn 44 -," Yirmnc,"sial+s SZi o Anz om- - . --. .1Jnr 1 .. -- V—, —fi,.Vi :zi R! B 9L CIIL O > >1 SlIff A% o gc%jL R eZL IL x 0 le CV QILIUAL LL fl N;' jqill , Ell j,i 4,314 91,041 tri om- - . --. .1Jnr 1 .. -- V—, —fi,.Vi :zi R! LEVEL OF SERVICE CALCULATIONS EXISTING CONDITIONS HCM 2010 TWSC 1: Youngfield Street & Site Driveway 3/6/2013 Cap, veh/h - 390 868 - HCM Control Delay, s - 14.5 9.174 - HCM Lane V/C Ratio - 0.03 0.01 - HCM Lane LOS - - B A - HCM 95th -tile Q, veh - - 0.1 0.0 - V4 Volume Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Existing AM Peak Hour 2/19/2013 Baseline Synchro 8 Light Report CivTrans Engineering, Inc. Page 1 Intersection Delay, s/veh 0.2 �Z-: '� :;:el�lii,..'•:iyy 4 d�M►3L �tA. Fii44-t.iu:+ra. '�".,r .:.,.i �:�v..t:�1. '; i$r;. 7ii..'i�J+YW`':'Ji y.1 Vol, veh/h 5 5 668 5 5 591 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 0 50 Median Width 12 12 12 Grade, % 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 5 726 5 5 642 Number of Lanes 1 0 2 0 1 1 Conflicting Flow All 1382 366 0 0 732 0 Stage 1 729 - - - - - Stage 2 653 - - - Follow-up Headway 3.519 3.319 2.22 Pot Capacity -1 Maneuver 146 632 - 868 Stage 1 439 - - Stage 2 517 - - Time blocked -Platoon, % 0 0 0 Mov Capacity -1 Maneuver 145 632 868 Mov Capacity -2 Maneuver 282 - - - Stage 1 439 - - - Stage 2 514 - - i? ski HCM Control Delay, s 14.5 0 0.1 HCM LOS B - - Cap, veh/h - 390 868 - HCM Control Delay, s - 14.5 9.174 - HCM Lane V/C Ratio - 0.03 0.01 - HCM Lane LOS - - B A - HCM 95th -tile Q, veh - - 0.1 0.0 - V4 Volume Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Existing AM Peak Hour 2/19/2013 Baseline Synchro 8 Light Report CivTrans Engineering, Inc. Page 1 HCM 2010 TWSC 1: Youngfield Street & Site Driveway 3/6/2013 Intersection Delay, s/veh 0.2 $- r! 1.5.... _._ ..���.. _ - y j t,..- ..... .;�{'.'� ��Ai7rIQ '..,�.34n't •:..I Vol, veh/h 5 5 814 5 5 716 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 0 50 Median Width 12 12 12 Grade, % 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 5 885 5 5 778 Number of Lanes 1 0 2 0 1 1 Conflicting Flow All 1677 445 0 0 890 0 Stage 1 888 - - - - - Stage 2 789 - - Follow-up Headway 3.519 3.319 2.22 Pot Capacity -1 Maneuver 95 561 757 Stage 1 363 - - Stage 2 446 - - Time blocked -Platoon, % 0 0 0 Mov Capacity -1 Maneuver 94 561 757 Mov Capacity -2 Maneuver 224 - - - Stage 1 363 - Stage 2 443 - HCM Control Delay, s 16.6 0 0.1 HCM LOS C - - Cap, veh/h - 320 757 HCM Control Delay, s - 16.6 9.79 HCM Lane V/C Ratio - - 0.03 0.01 - HCM Lane LOS - - C A - HCM 95th -tile Q, veh - - 0.1 0.0 - �.J. 4%i,r� • -,3� .."Y-'�:___ 'L °.ai�}�I .�•:!'i%iR'1i"iMll Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined Existing PM Peak Hour 2/19/2013 Baseline Synchro 8 Light Report CivTrans Engineering, Inc. Page 1 LEVEL OF SERVICE CALCULATIONS YEAR 2014 CONDITIONS WITH PROJECT HCM 2010 TWSC 1: Youngfield Street & Starbucks Driveway 3/6/2013 Cap, veh/h 377 859 - HCM Control Delay, s - 18.2 9.456 - HCM Lane V/C Ratio - 0.28 0.06 - HCM Lane LOS - C A - HCM 95th -tile Q, veh - - 1.1 0.2 �: � . . a,.,,,u.. c ax _.;r V �:.eDr_ .�+.+... � � :/ES'�'',.r. �1-Ll.•+, � a .... ,_. . - _ . _.. ..... ,., .. i `... . i : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined AM Peak Hour 2119/2013 Short Term Build Synchro 8 Light Report CivTrans Engineering, Inc. Page 1 lls T -'w 1 Intersection Delay, s/veh 1.6 4 Vol, veh/h 47 50 635 50 47 560 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 0 50 Median Width 12 12 12 Grade, % 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 092 0.92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 51 54 690 54 51 609 Number of Lanes 1 0 2 0 1 1 �".iii[]l w . s33F/..aai�.�ddYif�u...'�7wew.� 'ti-"' 2.'y •....-- ,- -: - ; :.. JLi1Pia,df�A _..r -,— ', ;y. - �^ y �'i.cP3i 3r�Y'wi��SF.�dr I Conflicting Flow All 1428 372 0 0 745 0 Stage 1 717 - - - - Stage 2 711 - - Follow-up Headway 3.519 3.319 2.22 Pot Capacity -1 Maneuver 137 626 859 Stage 1 446 - - - Stage 2 486 - - Time blocked -Platoon, % 0 0 0 Mov Capacity -1 Maneuver 129 626 859 Mov Capacity -2 Maneuver 265 - - - Stage 1 446 Stage 2 457 - f'ill Zr (. � 1 . G �ft)'r�4. 'dhk.{,Y7Sf 1 � f `�7 i„'C o;T.. .y ��a �=�•� �,i,'.. � A' �–..._,y i,# T ~ HCM Control Delay, s 18.2. 0 0.7 HCM LOS C - - Cap, veh/h 377 859 - HCM Control Delay, s - 18.2 9.456 - HCM Lane V/C Ratio - 0.28 0.06 - HCM Lane LOS - C A - HCM 95th -tile Q, veh - - 1.1 0.2 �: � . . a,.,,,u.. c ax _.;r V �:.eDr_ .�+.+... � � :/ES'�'',.r. �1-Ll.•+, � a .... ,_. . - _ . _.. ..... ,., .. i `... . i : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined AM Peak Hour 2119/2013 Short Term Build Synchro 8 Light Report CivTrans Engineering, Inc. Page 1 HCM 2010 TWSC 1: Youngfield Street & Starbucks Driveway 3/6/2013 Intersection Delay, s/veh 0.4 i . ,.➢:T Fxsis�.s.1'y'lc...:^::it�",:w :..5_.>>'hr.F,�e: i>�.� Ja:"�L" _-� �lgF_ 5•��� Vol, veh/h 14 15 810 14 15 711 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 0 50 Median Width 12 12 12 Grade, % 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 15 16 880 15 16 773 Number of Lanes 1 0 2 0 1 1 �. Major 1 ,,-A Conflicting Flow All 1693 448 0 896 0 Stage 1 888 - - - - Stage 2 805 - - Follow-up Headway 3.519 3.319 - 2.22 Pot Capacity -1 Maneuver 93 559 - 753 Stage 1 363 - - Stage 2 439 - - Time blocked -Platoon, % 0 0 0 Mov Capacity -1 Maneuver 91 559 - 753 Mov Capacity -2 Maneuver 221 - - Stage 1 363 Stage 2 430 Qia��T NB 38 HCM Control Delay, s 17.4 0 0.2 HCM LOS C - SBT Cap, veh/h - 322 753 HCM Control Delay, s - 17.4 9.887 HCM Lane V/C Ratio - 0.10 0.02 HCM Lane LOS - C A - HCM 95th -tile Q, veh - - 0.3 0.1 - WC.>,^171e'n i:l a ..i.''5O�.:.�b].'a:: Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined PM Peak Hour 2/19/2013 Short Term Build Synchro 8 Light Report CivTrans Engineering, Inc. Page 1 LEVEL OF SERVICE CALCULATIONS YEAR 2035 CONDITIONS WITHOUT PROJECT HCM 2010 TWSC 1: Youngfield Street & Site Driveway 316/2013 *r—xc�,—.^-'7: �-3•z"`Y .�—�.';r y r.,--T"'�T.« '�'l��-:. i � �.ii.';: I� _ r -,a— r..+ Intersection Delay, s/veh 0.2 Long Range NO Project AM Peak Hour 316/2013 Baseline Synchro 8 Light Report CivTrans Engineering, Inc. Page 1 Vol, veh/h 5 5 831 5 5 736 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 0 0 Median Width 12 12 12 Grade, % 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 092 0.92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 5 903 5 5 800 Number of Lanes 1 0 2 0 1 1 Conflicting Flow All 1717 454 0 0 909 0 Stage 1 906 - - - - - Stage 2 811 - - Follow-up Headway 3.519 3.319 2.22 - Pot Capacity -1 Maneuver 89 554 745 - Stage 1 356 - - - Stage 2 436 - - Time blocked -Platoon, % 0 0 - 0 Mov Capacity -1 Maneuver 88 554 - 745 Mov Capacity -2 Maneuver 218 - - - - Stage 1 356 - - - Stage 2 433 - - - HCM Control Delay, s 16.9 0 0.1 HCM LOS C - - FJ#JJSJW Major Mvmt NRR Cap, veh/h - 313 745 - HCM Control Delay, s - 16.9 9.868 HCM Lane V/C Ratio - 0.04 0.01 HCM Lane LOS - - C A HCM 95th -tile Q, veh - 0.1 0.0 �F*+� y / � ._. +y^T"TNi+f`31 +ei.._ _ ! . - ,�-•=.� `4av a r ;h-Je N.7vI1MCa�.'�'ASi7f;��t4 .vfJA1'.Rt'.k Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Long Range NO Project AM Peak Hour 316/2013 Baseline Synchro 8 Light Report CivTrans Engineering, Inc. Page 1 HCM 2010 TWSC 1: Youngfield Street & Site Driveway 3/6/2013 :-S. ��. JG, .+ r. , s u �... �. Y ���� '� a " � �i .Y .� `1 � ,�. I 5.iy_. ��1'"5.. � .� J� "� � •� Intersection Delay, s/veh 0.1 Long Range NO Project PM Peak Hour 3/6/2013 Baseline Synchro 8 Light Report CivTrans Engineering, Inc, Page 1 T'J: Jia Ll LN.. r Vol, veh/h 5 5 1013 5 5 891 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 0 50 Median Width 12 12 12 Grade, % 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 5 1066 5 5 938 Number of Lanes 1 0 2 0 1 1 Conflicting Flow All 2017 536 0 0 1072 0 Stage 1 1069 - _ _ _ - Stage 2 948 - _ Follow-up Headway 3.519 3.319 - - 2.22 Pot Capacity -1 Maneuver 57 490 - - 646 Stage 1 292 - _ _ Stage 2 376 - _ _ Time blocked -Platoon, % 0 0 0 Mov Capacity -1 Maneuver 57 490 - - 646 Mov Capacity -2 Maneuver 175 _ _ _ Stage 1 292 _ Stage 2 373 HCM Control Delay,�s 19.5 0 O.t HCM LOS C _-.- . .,y � .i;. -;„�f�.. ,Ew_�d.� •.� �..��a .:ri`aSn•;: �Y -c, .}l, � n?T �`�"�Li.:� Cap, veh/h - 258 646 - HCM Control Delay, s - 19.5 10.619 HCM Lane V/C Ratio - 0.04 0.01 - HCM Lane LOS - C B _ HCM 95th -tile Q, veh -0T.1 0.0 - �1•��OeR Rd'i.�+', HCvt ss j('!�A.M1l'iY l�'M!l�."Y'�rHc1 Pve *Y �S��H _ .-. .. Jn Y 1M�{ . Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Long Range NO Project PM Peak Hour 3/6/2013 Baseline Synchro 8 Light Report CivTrans Engineering, Inc, Page 1 LEVEL OF SERVICE CALCULATIONS YEAR 2035 CONDITIONS WITH PROJECT HCM 2010 TWSC 1- Youngfield Street & Starbucks Driveway 316/2013 Intersection Dewy, s/veh 1.6 AM Peak Hour 2/19/2013 Long Range Build (2035) Synchro 8 Light Report CivTrans Engineering, Inc. Page 1 Vol, veh/h 47 L 50 791 50 47 699 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 0 0 Median Width 12 0 0 Grade, % 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 092 0.92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 51 54 860 54 51 760 Number of Lanes 1 0 2 0 0 1 Conflicting Flow All 1749 457 0 0 914 0 Stage 1 887 _ _ _ Stage 2 862 - Follow-up Headway 3.519 3.319 2.22 Pot Capacity -1 Maneuver 85 551 - 742 Stage 1 364 - _ Stage 2 412 - Time blocked -Platoon, % 0 0 _ _ 0 Mov Capacity -1 Maneuver 75 551 - 742 Mov Capacity -2 Maneuver 200 - Stage 1 364 Stage 2 363 _ i�-'-�F1�Ia,�`���G'$:i�LL'rs��iG�l�'F'S�'�' +l'r�'':'?�'•fi;�IL:i'.,�: ""pfi'a`Y HCM Control Delay, s 23.6 0 0.6 HCM LOS C _ y- 13 r{!`3�-.`�1tr?r�Alltf�lwif��i7TY2� �it�.+1 Cap, veh/h - 298 742 - HCM Control Delay, s - 23.6 10.21 0 HCM Lane V/C Ratio - 0.35 0.07 - HCM Lane LOS - C B A HCM 95th -tile Q, van 1.5 0.2 Volume Exceeds Capacity, $ . Delay Exceeds 300 Seconds; Error: Computation Not Defined AM Peak Hour 2/19/2013 Long Range Build (2035) Synchro 8 Light Report CivTrans Engineering, Inc. Page 1 HCM 2010 TWSC 1: Youngfield Street & Starbucks Driveway 3/6/20'3 r Intersection Delay, s/veh 0.4 £ S+ .Jiw�iiiE.✓ .�L ..0 �.c i �Illi�' ; 4k� l 1 c tw-, Vol, veh/h 14 15 1001 14 15 879 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 0 50 Median Width 12 12 12 Grade, % 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 15 16 1088 15 16 955 Number of Lanes 1 0 2 0 1 1 ci µ Conflicting Flow All 2084 552 0 0 1103 0 Stage 1 1096 - - - - - Stage 2 988 - - Follow-up Headway 3.519 3.319 2.22 Pot Capacity -1 Maneuver 52 478 629 Stage 1 283 - - Stage 2 359 - - Time blocked -Platoon, % 0 0 - 0 Mov Capacity -1 Maneuver 51 478 629 Mov Capacity -2 Maneuver 166 - - Stage 1 283 - - - Stage 2 350 - - - - jell HCM Control Delay, s 21.4 0 0.2 HCM LOS C - - Cap, veh/h - 251 629 HCM Control Delay, s - 21.4 10.876 HCM Lane V/C Ratio - 0.13 0.03 HCM Lane LOS - C B HCM 95th -tile Q, veh - - 0.4 01 - : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined PPA Peak Hour 2/1912013 Long Range Build (2035) Synchro 8 Light Report CivTrans Engineering, Inc. Page 1 Daryll Propp From: Neil Marciniak <NeiMar@lakewood.org> Sent: Tuesday, April 15, 2014 1:08 PM To: Daryll Propp Subject: 2100 Youngfield Zoning Daryll, Tafolino's Rezoning Case RZ-07-004 was denied for restaurant use at 2100 Youngfield Street. I don't believe the properties to the north were included in that; 2200 and 2230 Youngfield which have the same zoning, M -N -S (Mixed -Use Neighborhood Suburban). Restaurant uses would be allowed on 2200 and 2230 Youngfield. Here's the language in our Zoning Ordinance that prohibits 2100 Youngfield from a restaurant use until it is rezoned or the below language is removed from our Zoning Ordinance. 17.1.5: Applicability A. The regulations, requirements, limitations, and provisions of this Zoning Ordinance shall extend and apply to land and the use of land within the corporate limits of the City of Lakewood, Colorado. B. The adoption of this Zoning Ordinance shall not grant any property owner the right to engage in, or develop, any use that was proposed but denied by City Council in a rezoning decision between April 1, 2003, and April 1, 2013. This Section does not preclude property owners from submitting future rezoning applications for these properties. In talking to various City staff it sounds like various calls have come into the City regarding this property. Let me know if you have any questions, Neil Marciniak ECONOMIC DEVELOPMENT SPECIALIST CITY MANAGER'S OFFICE 303.987.7732 480 SOUTH ALLISON PARKWAY LAKEWOOD, COLORADO 80226 WWW.LAKEWOOD.ORG Lakewood M City of W heat id ,e COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 2Vh Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 August 12, 2015 Mr. Ed Peterson Annandale Consultants, Inc. 1360 S. Wadsworth Blvd, #310 Lakewood, CO 80232 Re: SUP -15-04 and WSP-15-03 / Human Bean — 1St Review Dear Mr. Peterson: This letter is in regard to your application for approval of a special use permit and site plan for property zoned Restricted Commercial (R -C) and located at 2900 Youngfield St. I have reviewed the first submittal and have the following comments. The submittal is deficient with respect to multiple requirements for new development in the City of Wheat Ridge. General comments are provided below. An additional round of technical comments should be anticipated following a resubmittal that complies with the ASDM and other City requirements. General Comments 1. All sheets for the submittal shall be provided in one plan set, with consistent title blocks and sheet layout. Provide page numbers as Sheet X of X on each page. 2. The submittal shall be compliant with the City of Wheat Ridge's Architectural and Site Design Manual (ASDM), with the Contemporary Overlay requirements applied. All new buildings must comply with the requirements, including provisions for overlay areas, site design, building design, and sign design. 3. Signage: All signs shall comply with requirements defined in Article 7, Chapter 26 of the Code, including setbacks for the freestanding sign. Provide a single sheet within the submittal dedicated to signage for the development. Include a table(s) for signage calculations identifying requirements and what is being proposed, a site plan identifying locations, elevations and dimensions of signs. 4. Landscaping: The landscaping plan shall be included in the plan set, with consistent title block and sheet layout, including page number as Sheet X of X. The landscaping submittal shall comply with the requirements defined in Sec. 26-502. Landscaping requirements. a. Include a complete legend identifying all plant types. b. Include the property line and dimensions on the plan. c. Under the plant schedule, include required and provided shrubs, required and provided trees, and required and provided street trees. d. Include landscape installation details. 5. Photometric Plan: The lighting plan shall be included in the plan set, with consistent title block and sheet layout, including page number as Sheet X of X. The exterior lighting shall comply with Sec. 26-503. Exterior lighting. a. The photometric plan shall include lighting affixed to the building. b. Include exterior lights affixed to the building in the fixture schedule and manufacturer cut sheets. 6. Building Elevations: The elevation plan shall be included in the plan set, with consistent title block and sheet layout, including page number as Sheet X of X. Building design shall comply with Contemporary Overlay requirements in the ASDM. a. Provide building widths and heights on all elevations b. Provide summary table of materials and transparency by fagade, including required and provided elements. 7. Site Design: a. Pedestrian connectivity through the site and to the site shall be improved. Provide pedestrian access at points along the side and/or rear of the property to be accessed by neighboring office uses. b. The pedestrian access point at the front sidewalk is not adequate to meet ADA requirements. It shall be 5' wide and shall not have steps. Also, consider pedestrian access from those entering the property from the south. c. The build -to requirement of 20' is not met with the canopy. A canopy is considered "non -permanent" in the ASDM. A variance request shall be required if this is not relocated, including response to the Variance Review Criteria. d. Consolidate the exit lanes into one lane by extending the landscaped area to the south and narrowing the curb cut to approximately 25'. e. Consider providing vehicular ingress and/or egress from at the rear of the property. 8. Cover Page: a. Under the owner signature, please indicate the name and title of the person who will be signing the plan on behalf of the owner. b. Update the Legal Description to match the Deed ("Northwest" should be "Northeast") c. Site Data Table: i. Revise "Existing Zoning" header to "Floor Area by Use" ii. Include "Usable Open Space" in the table; include coverage for "Usable" and "Sod". Wheat Ridge Public Works: See attached comments and redlines from Dave Brossman dated August 3, 2015. Wheat Ridge Fire District: See attached comments and site planning guide from Kelly Brooks dated July 27, 2015. Consolidated Mutual Water District: See attached comments from Andy John Boyle dated July 27, 2015. NW Lakewood Sanitation District. See attached comments fi•om Bill Willis dated July 27, 2015. Xcel Energy: See attached comments from Donna George dated August 6, 2015. Jefferson County Department of Health: See attached comments from Tracy Volkman dated July 24, 2015. 2 City of Lakewood: See attached comments from Jacob Nichtals dated August 7, 2015. Wheat Urban Renewal Authority /Economic Development. No comments received. Wheat Ridge Police Department: No comments received. Century Link: No comments received. Comcast Cable: No comments received. Wheat Ridge Building Division: No comments received. This concludes the summary of comments. For the next review, please provide a response to this letter, including a response to each item identified above, and resubmit plans in the following formats: • One (1) full-size hard copy of the plans • One (1) hard copy of the drainage letter and plan. • Digital files of the resubmittal documents in Adobe .pdf format Staff continues to express support for the project. if a meeting to discuss these comments is desired, please let me know. Sincerely. Lisa Ritchie, Planner 11 303-235-2852 lritchie@ci.wheatridge.co.us cc: Case files (SUP -14-01 and WSP-14-02) Enclosures City of W heat jdge COMMUNITY DEVELOPMENT Community Development 7500 West 29th Avenue Wheat Ridge, Colorado 80033 Ph: 303.235.2846 Fax: 303.235.2857 Community Development Referral Form Date Mailed: 7/23/15 Response Due: 8/7/15 The Wheat Ridge Community Development Department has received a request for approval of a Site Plan and Special Use Permit at 2900 Youngfield Street. No response from you will constitute having no objections or concerns regarding this proposal. Case No.: SUP -15-04 and WSP-15-03 / Human Bean Request: The applicant is requesting approval of a Special Use Permit with a Site Plan for Drive - Through operations for a drive through coffee kiosk located on a vacant lot. The proposal is for a 432 sf building with no interior seating space for guests. It will include both a drive- through and walk-up window. Please respond to this request in writing regarding your ability to serve the property. Please specify any new infrastructure needed or improvements to existing infrastructure that will be required. Include any easements that will be essential to serve the property as a result of this development. Please detail the requirements for development in respect to your rules and regulations. If you need further clarification, contact the case manager: Case Manager: Lisa Ritchie Phone: 303.235.2852 Email:lritchie@ci.wheatridge.co.us Fax: 303.235.2852 DISTRIBUTION: Consolidated Mutual Water District NW LakewoodSanitation District Wheat Ridge Fire District City of Lakewood JeffCo Health Department Xcel Energy Century Link Comcast Cable Wheat Ridge Building Division Wheat Ridge Economic Development Wheat Ridge Police Department Wheat Ridge Public Works 7t jam all LJ( L �4 tit C.QOSIvar;h t, 1''6.2014 3q :4 Jefferson County Public Health jeffco.us/public-health July 24, 2015 Lisa Ritchie Planner II 7500 W. 291h Avenue Wheat Ridge, CO 80033 303.235.2852 Dear Ms. Ritchie, Thank you for the opportunity to comment on this proposal. Jefferson County Public Health (JCPH) has reviewed the submitted documents for the proposed Special Use Permit for the coffee kiosk, The Human Bean, and we have the following comments for the applicant: REGULATED FACILITIES The proposed retail food service establishment will be subject to a plan review, yearly licensing and routine inspections by this Department. The applicant must contact Matthew Garcia, Plan Review Coordinator (303.271.5762) for specific requirements. "Retail food establishment" means a retail operation that stores, prepares, or packages food for human consumption or serves or otherwise provides food for human consumption to consumers directly or indirectly through a delivery service, whether such food is consumed on or off the premises or whether there is a charge for such food. Colorado Revised Statutes 25-4-1602(14). AIR A fugitive dust permit is not required for the development of this site. However, the developer must use sufficient control measures and have a dust control plan in place to minimize any dust emissions during demolition, land clearing and construction activities. This department will investigate any reports of fugitive dust emissions from the project site. If confirmed, a notice of violation will be issued with appropriate enforcement action taken by the State. Please feel free to contact me if you have any questions. Thank you. Kind Regards, Tracy R. Volkman, REHS Environmental Health Services Jefferson County Public Health 645 Parfet Street Lakewood, CO 80215 303.271.5763 tvolkman(d-)jeffco.us Mission: Promoting and protecting health across the lifespan through prevention, education, and partnerships. Lakewood Offices/Clinic 645 Parfet Street Lakewood, CO 80215 phone: 303.232.6301 fax: 303.239.7088 Environmental Health 645 Parfet Street Lakewood, CO 80215 phone: 303.232.6301 fax: 303.271.5760 Vital Records 800 Jefferson County Pkwy Golden, CO 80401 phone: 303-271-6450 fax: 303-271-6451 Lakewood Colorado August 7, 2015 Lisa Ritchie Planning and Development Services 7500 W. 29" Ave. Wheat Ridge, CO 80033 Re: OR -15-021 - Outside referral for 2900 Youngfield St. Wheat Ridge Case Numbers: SUP -15-04 and WSP-15-03 Ms. Ritchie, Planning Department Civic Center North 480 South Allison Parkway Lakewood, Colorado 80226-3127 303.987.7505 303.987.7057 TTY/TDD Lakewood.org/Planning The City of Lakewood Development Assistance Team has reviewed the referral for the proposed special use permit and site plan at 2900 Youngfield St., Jefferson County PIN: 39-293-00-015. We appreciate the opportunity to review the development proposal and we have the following comments: Engineering Comment: Drainage: The release for the water quality area (rain garden) should be directed to the public storm sewer. The City of Lakewood will not allow direct discharge onto adjacent properties within the City of Lakewood. Engineering staff are still in the process of reviewing the preliminary drainage report and associated plan sheets and will forward any additional comments. Engineering staff respectfully requests to review the final drainage report, if required of the applicant. Planning Comments: General: Staff has reviewed the proposal using the Mixed -Use Neighborhood Suburban (M -N -S) zone district standards, which is the zoning on the property directly to the south of the site. These comments are not meant to represent an exhaustive review of the project; rather, the comments are intended to highlight some of the inconsistencies between the proposal and the adjacent M -N -S zoning. Pole Sign: The maximum height for freestanding signs is 8 feet. Build -to -Zone: The width of the building's street facing fagade is required to be at least 40% of the total lot width. Sight Visibility: It appears that there may be a sight visibility concern between the vehicles exiting the drive-thru and those exiting the parking area. Vehicle Stacking: Twenty feet of vehicle stacking is required between the edge of the street and the drive-thru lane. OR -15-021 2900 Youngfield St. Page 2 of 2 Parking Lot Landscaping: Staff would encourage the applicant to explore a landscape island to the east of the parking row to reduce the amount of paving and better define traffic circulation routes. If you have additional questions, you may contact me directly at 303-987-7520 or by emailing me at Thank you. Sincerely, Jacob Nitchals Project Planner Cc: Case # OR -15-021 Paul Rice, Manager, Planning -Development Assistance Shawn DeJong, Engineering Coordinator S:\Development Review\Cases\DAT15\OR-15-021 - 2900 YOUNGFIELD SMOMMENT LETTER.docx WHEAT RIDGE FIRE PROTECTION DISTRICT DOING THE RIGHT THINGS AT THE RIGHT TIMES FOR THE RIGHT REASONS 3880 Upham Street Wheat Ridge, Colorado 80033 • ph.303.403.5900 • www.wrfire.org DIVISION OF FIRE PREVENTION July 27, 2015 Lisa Ritchie City of Wheat Ridge Community Development 7500 West 2911' Ave Wheat Ridge, CO 80033 RE: Community Development Referral CASE No.: SU -15-04 & WSP-15-03/Human Bean The Wheat Ridge Fire Protection District has reviewed the Community Development Referral and has the following comments regarding our ability to serve this property: 1. A Commercial Site Planning Guide is attached and should be provided to the applicant. All requirements established in the Commercial Site Planning Guide, as well as the 2012 International Fire Code and IFC amendments adopted by the City of Wheat Ridge shall be met unless approved by the Division of Fire Prevention. 2. While we have no concerns regarding our ability to serve the property, specific site requirements including water supply/hydrant locations, site access, building configuration, site infrastructure, etc, may require fire department review and approval. The applicant is encouraged to request fire department input at the earliest reasonable opportunity. 3. The applicant should be made aware that the proposed project may require one or more of the following Fire Department permits: c Fire District building permit o Fire alarm system permit o Sprinkler system permit o Commercial kitchen hood suppression system permit It is the responsibility of the property owner/tenant to verify that all required Fire Department permits are acquired. Please feel free to contact me if there are any questions or concerns with respect to this review. Reviewed by, r Kelly Brooks Fire Marshal Wheat Ridge Fire Protection District SITE PLANNING GUIDE FOR COMMERCIAL OCCUPANCIES Division of Fire Prevention 12012 IFC Revised: November 3, 2014 41DWHEAT RIDGE FIRE PROTECTION DISTRICT INTEGRITY • COMPASSION • SACRIFICE 9 RESPECT • STEWARDSHIP 3880 Upham St., Wheat Ridge, CO 80033 • www.wrfiire.org • ph.303.403.5900 Table of Contents General Information Signage 2 ------------.-----_--------._.-.--.-----_-._-__.---.--_--._._...__--.-._.._._._-._--- __._._--__________............ __..._._- ............ _____--___-___.__. - Private Street Signs - Building Address Numbers Fire Apparatus Access Roads 3 - Additional Access - Dimensions- Public and Private Streets - Dimensions- Private Drives - Commercial and Industrial Developments - Remoteness - Aerial Fire Apparatus Access Roads - Fire Apparatus Access Road Widths - Vertical Clearances - Authority - Surface - Access and Loading - Bridges and Elevated Surfaces - Dead End Fire Apparatus Access Roads - Turning Radius - Fire Apparatus Access Road Grades - Marking of Fire Apparatus Access Roads Water Supply and Fire Flow g - Where Hydrants are Required—�—'---------- - Water Supply of Fire Protection - Fire Flow Calculation Area - Minimum Required Fire Flow - Reductions in Minimum Required Fire Flows - One and Two Family Dwellings - Buildings Other Than One and Two Family Dwellings Fire Hydrant Spacing 7 - Location and Spacing of Hydrants - Sprinkler or Standpipe Systems and Hydrant Location Fire Hydrants and Installation --. 7 ------------ ------ - Obstruction --- ---- - Clear Space Around Fire Hydrants - Physical Protection - Other Barriers FireProtection Systems — g Underground Lines for Fire Protection Systems — - - Backflow Prevention - Fire Department Connection Locations - Access to Fire Department Connections - Locking Fire Department Connection Caps Utilities 9 - Electrical Rooms ------ -- ----- - Gas Meters Subject to Vehicular Damage - Other Barriers Miscellaneous Features ------------- — ----._....-------------..... 9 _--- - ------ - --------- -- --- - Key Boxes ---------— ......... - Locks WHEAT RIDGE FIRE PROTECTION DISTRICT Division of Fire Prevention General Information This site planning guide for commercial occupancies is based upon the 2012 International Fire Code and the 2012 International Building Code as amended and adopted by the City of Wheat Ridge. For site plan purposes, commercial occupancies include all buildings other than one and two family dwellings and townhomes as classified by the International Residential Code. This guide has been prepared for use within the boundaries of the Wheat Ridge Fire Protection District that have adopted the 2012 International Fire Code. This information is intended to be used as a guide for site planning purposes and is not intended to be inclusive of all code requirements. Additional requirements based upon the International Fire Code as amended may be applicable once a site plan submittal has been reviewed by the Division of Fire Prevention. Signage Streets and roads shall be identified with approved signs. Temporary signs shall be installed at each street intersection when construction of new roadways allows passage by vehicles. Signs shall be of an approved size, weather resistant and be maintained until replaced by permanent signs. Street signs, temporary or permanent, shall be installed prior to above grade construction. (IFC 12 505.2) Private Street Signs. The installation of street signs shall be the responsibility of the developer. Street signs shall meet the requirements of the Model Traffic code. The street sign design shall be approved by the Division of Fire Prevention prior to installation. (IFC 12 505.2) Building Address Numbers. New buildings shall have approved address numbers, building numbers or approved building identification placed upon the building in a position that is plainly legible and visual from the street or roadway fronting the property. The address numbers shall contrast with their background. Where required by the fire code official, address numbers shall be provided in additional approved locations to facilitate emergency response. Address numbers shall be Arabic numerals or alphabet letters. Address or building identification numbers shall be a minimum height of not less than four (4) inches, and with a minimum stroke width of not less than 0.5 inches. (IFC 12 505.1) Where access is by means of a private road and the building cannot be viewed from the public way, a monument, pole or other sign or means shall be used to identify the structure. Address numbers shall be maintained. (IFC 12 505.1) 21 WHEAT RIDGE FIRE PROTECTION DISTRICT Division of Fire Prevention Fire Apparatus Access Roads Approved fire apparatus access roads shall be provided for every facility, building or portion of a building hereafter constructed or moved into the Wheat Ridge Fire Protection District. The fire apparatus access road shall comply with the requirements of the fire code and shall extend to within 150 feet of all portions of the exterior wall of the first story of the building as measured by an approved route around the exterior of the building or facility. (IFC 12 503.1.1) Exception: The fire marshal or designated representative is authorized to increase the dimension of one hundred fifty (150) feet where: 1. The building is provided throughout with an approved automatic sprinkler system installed in accordance with the fire code. 2. Fire apparatus access roads cannot be installed because of location on property, topography, waterways, nonnegotiable grades or other similar conditions, and an approved alternative means of fire protection is provided. 3. There are not more than two Group R-3 or Group U occupancies. Additional Access. The fire marshal is authorized to require more than one fire apparatus access road based upon the potential for impairment of a single road by vehicle congestion, condition of terrain, climatic conditions or other factors that could limit access. (IFC 12 503.1.2) Dimensions- Public and Private Streets. Public and private streets that are used for fire apparatus access shall have an unobstructed width that meets the dimensions and parking restrictions as set forth by the Street Standards adopted by the City of Wheat Ridge; and an unobstructed vertical clearance of not less than thirteen (13) feet six (6) inches. (IFC 12 503.2.1 amended) Dimensions- Private Drives. Fire apparatus access that is designated as a private drive shall have an unobstructed width of not less than twenty-six (26) feet and an unobstructed vertical clearance of not less than thirteen (13) feet six (6) inches. (IFC 12 503.2.1.1 amended) Commercial and Industrial Developments. Buildings of facilities exceeding thirty (30) feet or three stories in height shall have at least two means of fire apparatus access for each structure. (IFC 12 D104.1) Buildings or facilities having a gross building area of more than sixty-two (62) thousand square feet shall be provided with two separate and approved access roads. Exception: Projects having a gross building area of up to 124,000 one -hundred -twenty-four thousand square feet that have a single approved fire apparatus access road when all buildings are equipped throughout with an approved automatic sprinkler system. (IFC 12 D104.1) 3I WHEAT RIDGE FIRE PROTECTION DISTRICT Division of Fire Prevention Remoteness. Where two fire apparatus access roads are required, they shall be placed a distance apart equal to not less than one half of the length of the maximum overall diagonal dimension of the lot or area to be served, measured in a straight line between accesses. (IFC 12 D104.3) Aerial Fire Apparatus Access Roads. Where the vertical distance between the grade plane and the highest roof surface exceeds 30 feet (9144 mm), approved aerial fire apparatus access roads shall be provided. For purposes of this section, the highest roof surface shall be determined by measurement to the eave of a pitched roof, the intersection of the roof to the exterior wall, or the top of parapet walls, whichever is greater. (IFC 12 Appendix D105.1) Aerial fire apparatus access roads shall have a minimum unobstructed width of 26 feet (7925 mm), exclusive of shoulders, in the immediate vicinity of the building or portion thereof. (IFC 12 Appendix D105.2) At least one of the required access routes meeting this condition shall be located within a minimum of 15 feet (4572 mm) and a maximum of 30 feet (9144 mm) from the building, and shall be positioned parallel to one entire side of the building. The side of the building on which the aerial fire apparatus access road is positioned shall be approved by the fire code official. (IFC 12 D105.3) Authority. The fire marshal shall have the authority to require an increase in the minimum access widths where they are inadequate for fire or rescue operations. (IFC 09 503.2.2) Surface. Fire apparatus access roads shall be designed and maintained to support the imposed loads of eighty five thousand (85,000) pound fire apparatus and shall be surfaced in a manner that provides all-weather driving capabilities. (IFC 12 503.2.3) Access and loading. Facilities, buildings or portions of buildings hereafter constructed shall be accessible to fire department apparatus by way of an approved fire apparatus access road with an asphalt, concrete or other approved driving surface capable of supporting the imposed load of fire apparatus weighing at least 85,000 pounds. (IFC 12 D102.1 amended) Bridges and Elevated Surfaces. Where a bridge or elevated surface is part of a fire apparatus access road, the bridge shall be constructed and maintained in accordance with AASHITO HB -17 and City Engineering Standards. Bridges and surfaces shall be designed for a live load of a minimum of eighty five thousand (85,000) pound fire apparatus. Vehicle load limits shall be posted at both entrances to bridges. Where elevated surfaces which are not designed as for use of fire apparatus, approved barriers, approved signs or both shall be installed and maintained when required.(IFC 12 503.2.6) 4 1 P a g e WHEAT RIDGE FIRE PROTECTION DISTRICT Division of Fire Prevention Dead End Fire Apparatus Access Roads. Dead end fire apparatus access roads in excess of one hundred fifty (150) feet in length shall be provided with an approved area for the turning around of fire apparatus. (IFC 12 503.2.5) TABLE D103.4 REQUIREMENTS FOR DEAD-END FIRE APPARATUS ACCESS ROADS LENGTH WIDTH (feet) (feet) TURNAROUNDS REQUIRED 0--150 20 None required 120 -foot Hammerhead, 60 -foot "Y" or 151-500 20 96 -foot -diameter cul-de-sac in accordance with Figure D103.1 120 -foot Hammerhead, 60 -foot "Y" or 501-750 26 96 -foot -diameter cul-de-sac in accordance with Figure D 103.1 Over 750 Special approval required Turning Radius. The required turning radius for fire apparatus shall be a minimum of 50.5ft outside radius and 38.1ft inside radius. In addition, the outside radius is 53.6' when accounting for the front bumper overhang and is 55.8ft when accounting for the boom platform overhang. (IFC 12 503.2.4 amended) 96' - 28' R TYP.' 28' 96' DIAMETER CUL-DE-SAC 60-1 I �— 0' 2a2 28'R- 6 8' R - TYP.' 26' 120' HAMMERHEAD 20 —} 26' 20'-T 20' MINIMUM CLEARANCE AROUND A FIRE HYDRANT 28'R TYP.' 4 70'- 20' 20' ACCEPTABLE ALTERNATIVE TO 120' HAMMERHEAD FIGURE D103.1 DEAD-END FIRE APPARATUS ACCESS ROAD TURNAROUND Fire Apparatus Access Road Grades. The grade of fire apparatus access roads shall be within the limits established by Wheat Ridge Fire Protection District Standards. (IFC 12 503.2.7) 51F.,,,- WHEAT RIDGE FIRE PROTECTION DISTRICT Division of Fire Prevention Marking of Fire Apparatus Access Roads. Where required by the fire code official, approved signs or other approved notices or markings that include the words NO PARKING—FIRE LANE shall be provided for fire apparatus access roads to identify such roads or prohibit the obstruction thereof. The means by which fire lanes are designated shall be maintained in a clean and legible condition at all times and be replaced or repaired when necessary to provide adequate visibility. (IFC 12 503.3) Water Supply and Fire Flow Where Hydrants are Required. Where a portion of a facility or building hereafter constructed or moved into or within the jurisdiction is more than 300 feet (90m) from a hydrant on a fire apparatus access road, as measured by an approved route around the exterior of the facility or building. Onsite fire hydrants and mains shall be provided were required by the fire code official. Exception: For buildings equipped throughout with an approved automatic sprinkler system in accordance with section 903.3.1.1 or 903.3.1.2 the maximum distance requirement shall be 500 feet (150 meters). (IFC 12 507.5. 1) Water Supply for Fire Protection. An approved water supply for fire protection, either temporary or permanent, shall be made available as soon as combustible material arrives on the site. (IFC 12 3312.1) Water lines shall be installed and looped in accordance with the Water District of jurisdiction standards. Fire Flow Calculation Area. The fire flow calculation area shall be the total floor area of all floors within the exterior walls, and under the horizontal projections of the roof of a building except as modified in Section B104.3. (IFC12 B104.1) The fire flow calculation area of buildings constructed of Type IA and Type IIB construction shall be the area of the three largest successive floors.(IFC 12 B104.3) Minimum Required Fire Flow. The procedure for determining fire -flow requirements for buildings or portions of buildings hereafter constructed shall be in accordance with appendix B and Table B105.1 (IFC 12 Appendix B). A copy of Appendix B and Table B105.1 is available upon request from the Division of Fire Prevention. Reductions in the Minimum Required Fire Flow Area Separations. Portions of buildings which are separated by two (2) hour fire walls without openings, constructed in accordance with the 2012 International Building Code are allowed to be considered as separate fire flow calculations. (IFC 12 B104.2) One- and two-family dwellings. The minimum fire -flow and flow duration requirements for one- and two-family dwelling having a fire -flow calculation area that does not exceed 3,600 square -feet shall be 1,500 gallons per minute for 1 hour. Fire -flow and flow duration requirements for one- and two-family dwelling having a fire -flow calculation area in excess of 3,600 square -feet shall not be less than that specified in Table 61 WHEAT RIDGE FIRE PROTECTION DISTRICT Division of Fire Prevention B105.1. Exception: A reduction in required fire -flow of 50 percent, as approved by the fire code official, is allowed when the building is equipped with an approved automatic fire sprinkler system (IFC 12 B105.1 amended). Buildings other than one- and two-family dwellings. The minimum fire -flow and flow duration requirements for buildings other than one- and two-family dwellings shall as specified in Table B105.1. Exception: A reduction in required fire -flow of 50 percent, as approved, is allowed when the building is equipped with an approved automatic fire sprinkler system installed in accordance with Section 903.3.1.1 or 903.3.1.2. The resulting fire -flow shall not be less than 1,500 gallons per minute for the prescribed duration as specified in Table B105.1 (IFC 12 B105.2 amended). Fire Flow Test Information. Contact the Water District of jurisdiction to obtain fire flow test information and test data. (IFC 12 B105.2 Fire Hydrant Spacing Location and spacing of hydrants. Fire hydrants shall be provided along required apparatus access roads and adjacent public streets with spacing between hydrants no greater than 300 feet. Fire hydrant spacing for complexes or subdivisions shall not exceed 300 feet. (IFC 12 507.5.1.2 amended) Fire hydrant locations shall be approved by the appropriate Water District of jurisdiction and the Division of Fire Prevention. Hydrant for sprinkler and standpipe systems. Buildings equipped with a sprinkler and/or standpipe system installed in accordance with section 903 or 904 shall have a fire hydrant within 150 feet of the fire department connection. (IFC 12 507.5.1.1 amended) Fire Hydrants and Installation Fire hydrants shall be installed in such a manner that the four and one half (4-1/2) inch discharge nozzle on the fire hydrant is a minimum of eighteen (18) inches above finished grade in accordance with the Water District of jurisdiction standards. Fire hydrant discharge nozzle threads shall be in accordance with the Water District of jurisdiction standards. Obstruction. Unobstructed access to fire hydrants shall be maintained at all times. The fire department shall not be deterred or hindered from gaining immediate access to fire protection equipment or fire hydrants. (IFC 12 507.5.4) Clear Space Around Fire Hydrants. A 3 -foot clear space shall be maintained around the circumference of fire hydrants, except as otherwise required or approved. (IFC 12 507.5.5) 71` WHEAT RIDGE FIRE PROTECTION DISTRICT Division of Fire Prevention Physical Protection. Where fire hydrants are subject to impact by a motor vehicle, guard posts or other approved means shall comply with Section 312. (IFC 12 507.5.6) Other barriers. Physical barriers shall be a minimum of 36 inches in height and shall resist a force of 12,000 pounds applied 36 inches above the adjacent ground surface. (IFC 12 312.3) Fire Protection Systems For information on sprinkler or standpipe systems that may be required by the International Fire and Building Codes or required for access, fire flow requirements for water supply, please contact the Division of Fire Prevention or the City Building Department. Underground Lines for Fire Protection Systems. Underground fire lines and water lines shall be adequately sized for the sprinkler system design density and required inside and outside hose streams. Underground contractors shall be licensed with the Colorado Division of Fire Safety and the Water District of jurisdiction. Underground fire line design and installation will need to be approved and inspected by the Water District of jurisdiction. The two -hundred (200) pound hydrostatic two (2) hour test shall be witnessed by the Division of Fire Prevention. (IFC 12 507.5.3) Back Flow Prevention. The potable water supply shall be protected against backflow in accordance with the requirements of this section and the International Plumbing Code. Back flow prevention shall be installed on all new sprinkler and standpipe systems. (IFC 12 903.3.5) 1. Double Check back flow prevention devices may be installed for sprinkler and standpipe systems without chemicals. 2. Reduced Pressure back flow prevention shall be installed on sprinkler and standpipe systems using anti -freeze or chemicals. Please contact the Water District of jurisdiction for installation and type of back flow prevention that is approved for installation. (IFC 12 912.5) Fire Department Connection Locations. The fire department connection serving a sprinkler or standpipe system shall be located on the front of the building or as approved by the fire marshal. A fire department connection serving a sprinkler or standpipe system shall be installed at a minimum height of not less than three (3) feet nor more than four (4) feet above finished grade. (IFC 12 903.3.7) Location of sprinkler control valves. When automatic sprinkler systems are required within a building and the system serves more than one tenant space, the main control 8 1 P a g e WHEAT RIDGE FIRE PROTECTION DISTRICT Division of Fire Prevention valves shall be located within an approved room that is accessible directly from the building exterior. The door to said room shall be not less than three (3) feet (914 mm) in width by six (6) feet eight (8) inches (203.2 mm) in height. The door to said room shall be identified as required in section 509.1. (IFC 12 903.1.2 amended) Access to Fire Department Connections. Immediate access to fire department connections shall be provided and maintained at all times and without obstruction by fences, bushes, trees, walls, or any other object for a minimum of three (3) feet. (IFC 12 912.3) Locking Fire Department Connection Caps. Locking Knox fire department connection caps shall be provided on fire department connections for water-based fire -protection systems. (IFC 12 912.3.1) Utilities Electrical room Labeling. Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating ELECTRICAL ROOM or similar approved wording. The disconnecting means for each service, feeder or branch circuit originating on a switchboard or panel board shall be legibly and durably marked to indicate its purpose unless such purpose is clearly evident. (IFC 12 605.3.1) Gas Meters Subject to Vehicular Damage. Gas meters that are subject to vehicular damage shall be adequately protected by posts or other approved barriers that comply with the fire code. (IFC 12 312.1) 1. Constructed of steel not less than 4 inches in diameter and filled with concrete. 2. Spaced not more than 4 feet between posts on center. 3. Set not less than 3 feet deep in a concrete footing of not less than a 25 -inch diameter. 4. Set with the top of the posts not less than 3 feet above the ground and located not less than 3 feet from the protected object. Other barriers. Physical barriers shall be a minimum of thirty-six (36) inches in height and shall resist a force of twelve (12,000) pounds applied thirty-six (36) inches above the adjacent ground surface. (IFC 12 312.3) Miscellaneous Features Key Boxes. Where required. Where access to or within a structure or an area is restricted because of secured openings or where immediate access is necessary for life-saving or fire -fighting purposes a key box is required to be installed in an approved location. The key box shall be a "Knox' Brand key box and shall contain keys to gain necessary access as required by the fire code official. (IFC 12 506.1) Locks. An approved lock shall be installed on gates or similar barriers when required by the fire code official. (IFC 12 506.1.1) 9 1 P a g e XcelEnergysm PUBLIC SERVICE COMPANY August 6, 2015 City of Wheat Ridge Community Development 7500 West 29th Avenue Wheat Ridge, CO 80033 Attn: Lisa Ritchie Re: Human Bean, Case #s SUP -15-04 and WSP-15-03 Right of Way & Permits 1123 West Sd Avenue Denver. Colorado 80223 Telephone: 303.571.3306 Facsimile: 303. 5 71.3284 donna.1.george@xcelenergy.com Public Service Company of Colorado's (PSCo) Right of Way & Permits Department has reviewed the plans for Human Bean. Please be aware PSCo owns and operates existing electric distribution facilities within the subject property. The property owner/developer/ contractor must contact the Builder's Call Line at 1-800-628-2121 and complete the application process for any new gas or electric service, or modification to existing facilities. It is then the responsibility of the developer to contact the Designer assigned to the project for approval of design details. Additional easements may need to be acquired by separate document for new facilities. As a safety precaution, PSCo would like to remind the developer to call the Utility Notification Center, at 1-800-922-1987 to have all utilities located prior to any construction. Should you have any questions with this referral response, please contact me at 303-571- 3306. Donna George Contract Right of Way Referral Processor Public Service Company of Colorado MARTIN/MARTIN .00000001*4 CO\51; 11 �fi �i M1G' N E F Rti July 27, 2015 Lisa Ritchie City of Wheat Ridge Community Development 7500 W. 25`h Avenue Wheat Ridge, CO 80033 Email: Iritchie@ci.wheatridge.co.us Re: NWLSD —SUP -15-04 and WSP-15-03 — Human Bean Martin/Martin, Inc Project No.: 15700.C.01 Dear Ms. Ritchie, On behalf of the Northwest Lakewood Sanitation District (NWLSD), Martin/Martin Inc., acting as the District Engineer, offers the following in response to the referenced referral dated July 23, 2015 concerning a site plan and special use permit application for the Human Bean coffee shop located at 2900 Youngfield Street. The District has no issue with the two applications and has the ability to provide sanitary sewer service given that the following conditions are met. The subject lot at the property referenced above is completely within the boundary and service area of NWLSD. Treatment of sewage generated within the NWLSD is provided by the Metro Wastewater Reclamation District (Metro). Existing Sanitary Sewer Mainline NWLSD has an 8 -inch diameter sanitary sewer main line running south to north, west of the proposed site within Youngfield Street. It appears from existing records that the property may be serviced by gravity flow; however, the developer is responsible for determining depths to verify if gravity flow is capable of servicing lots or if private individual sewage ejector (lift station) is required. Prior to any building permit issuance, please provide any information regarding food production/heating processes. NWLSD will determine any requirement for a grease interceptor. Costs All costs involved are to be deposited in advance— engineering, reviews, design, construction, observation and inspections — are the responsibility of the Owner/Developer at the then current rate fee structure. Please be aware that proper tap and development fees are required to be paid prior to connection to the District main. A minimum 72 -hour notice prior to construction is required following District receipt of all fees. These fee amounts can be paid directly to the District Office prior to connection, payable to Northwest Lakewood Sanitation District, which also collects Metro Wastewater's "connection fees". A copy of the District's rules and regulations are available upon request. Any questions regarding this document, please contact us at (303) 431-6100. Sincerely, /C/, lal--- Bill Willis, PE Cc: AJ Beckman — SDMSI, Inc. Tim Flynn —Collins, Cockrel, Cole MARTIN/MARTIN, INC. 12499 WEST COLFAX AVENUE LAKEWOOD, COLORADO 80215 MAIN 303.431.6100 MARTINMARTIN.COM CCCONSOLIDATED mutual water July 27, 2015 City of Wheat Ridge Community Development Ms. Lisa Ritchie 7500 West 291h Avenue Wheat Ridge, Colorado 80033 Re: Case No. SUP -15-04 & WSP-15-03 — 2900 Youngfield Street Dear Ms.Ritchie: This letter will acknowledge receipt of your correspondence dated July 23, 2015, regarding the above referenced property. Please be advised that the above referenced property is in an area served by The Consolidated Mutual Water Company ("Company".) Domestic water service may be provided to this property subject to compliance with the Company's rules, regulations and requirements for such service. Our records indicate that the property addressed as 2900 Youngfield Street is currently receiving domestic water from the Company through a 5/8 -inch meter (CMWCo Tap Number 6913/Account Number 03102604-01.) Domestic water service may continue to be provided to this property subject to compliance with the Company's rules, regulations and requirements for such service. The Company requires that a new application for water service be completed by the owner and returned to the Company at the time there is a change in use. The Company considers a remodel or building addition as a "change of use." The Company's rules, regulations, and requirements further state that each separate structure be served by a separate tap and meter, and in order to receive domestic water service, the property must also front a Company main. THE CONSOLIDATED MUTUAL WATER COMPANY 12700 West 27th Avenue • P.O. Box 150068 • Lakewood, Colorado 80215 Telephone (303)238-0451 • Fax (303)237-5560 City of Wheat Ridge Community Development Ms. Lisa Ritchie July 27, 2015 Page 2 of 2 Fire protection requirements should be obtained from Wheat Ridge Fire Protection District ("District") and those requirements forwarded to this office by the District at the earliest possible time. We can then determine if additional system improvements would be required to meet the demands set forth by the District. If you should have any questions or comments regarding this correspondence, please contact this office. Sincerely, enf*-- John J. Boyle Vice President cc: Kelly Brooks, Fire Marshall, Wheat Ridge Fire District Michael E. Queen, CMWCo President Andy Rogers, CMWCo Project Engineer Zach Queen, CMWCo Superintendent of Distribution Kim Medina, CMWCo Tap Administrator ^�WCity of heat �dge PUBLIC WORKS Memorandum TO: Lisa Ritchie, Planner II FROM: Dave Brossman, Development Review Engineer DATE: August 3, 2015 SUBJECT: SUP -15-04 and WSP-15-03/Human Bean — Site Plan, FDR, TGL Review #1 I have completed my first review of the three above-mentioned documents provided with the request to approve a Special Use Permit with a Site Plan for Drive -Through on the property located at 2900 Youngfield Street, received on July 24, 2015, and I have the following comments: Site Development Plan: Sheet 1 (Site Plant 1. The pedestrian connection to Youngfield needs to meet ADA requirements. (The walk can always be angled or have a curve to achieve this). 2. The proposed entrance is too wide and will create traffic conflicts. Please provide AutoTURN turning templates for the drive-through with the next submittal. Sheet 2 (Erosion Control Plan): 1. Please refer to the Bioretention Area Construction Notes for numerous redlined comments. 2. The Bioretention Area Construction Notes should be on the Grading Plan (Sheet 3). Please remove them from the Erosion Control sheet and place them on the Grading Plan. Sheet 3 (Gradin Pg lan): 1. Please be advised that according to the current calculations in the Final Drainage Report it appears the proposed bioretention basin is too small, so this area may need to be modified. 2. Please include the following Notes on this Sheet: "THE CONTRACTOR SHALL CALL FOR A PUBLIC WORKS INSPECTION AT 303.235.2861 A MINIMUM OF 24 HOURS PRIOR TO COMMENCEMENT OF THE SOIL SCARIFICATION PROCEDURE FOR THE DETENTION FACILITY. FAILURE TO HAVE THE INSPECTION MAY RESULT IN REMOVAL AND RECONSTRUCTION OF THE AREA AT THE SOLE EXPENSE OF THE CONTRACTOR." PW—Review-1- Human Bean.ltr.docx Public Works Engineering August 3, 2014 Page 2 "NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN TWO (2) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY." "MODULAR BLOCK RETAINING WALLS OVER 48" IN HEIGHT SHALL BE ENGINEERED (REFER TO STRUCTURAL PLANS). WALLS LESS THAN 48" IN HEIGHT TO BE DESIGN BUILD." Sheet 6 (Detail Sheet): 1. Please include the following Notes on this Sheet: "NOTICE TO CONTRACTOR: IF MORE THAN THREE (3) STREET CUTS OCCUR WITHIN 250 LINEAR FEET, ADDITIONAL MILLING/OVERLAY REQUIREMENTS WILL APPLY. REFER TO THE TERMS OF THE CITY OF WHEAT RIDGE ROW CONSTRUCTION PERMIT TO BE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS, 303.235.2861, PRIOR TO COMMENCEMENT OF WORK." "CONTRACTOR SHALL OBTAIN THE PROPER ROW CONSTRUCTION PERMITS FROM THE CITY OF WHEAT RIDGE DEPARTMENT OF PUBLIC WORKS (303.235.2861) PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES WITHIN THE PUBLIC RIGHT-OF-WAY." "ONCE EXCAVATED, THE BOTTOM OF THE DETENTION AREA SHALL BE SCARIFIED AND NO FURTHER HEAVY EQUIPMENT SHALL BE ALLOWED WITHIN THE AREA. " "THE CONTRACTOR SHALL CALL FOR A PUBLIC WORKS INSPECTION AT 303.235.2861 A MINIMUM OF 24 HOURS PRIOR TO COMMENCEMENT OF THE SOIL SCARIFICATION PROCEDURE FOR THE DETENTION FACILITY. FAILURE TO HAVE THE INSPECTION MAY RESULT IN REMOVAL AND RECONSTRUCTION OF THE AREA AT THE SOLE EXPENSE OF THE CONTRACTOR." "NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN TWO (2) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY." "MODULAR BLOCK RETAINING WALLS OVER 48" IN HEIGHT SHALL BE ENGINEERED (REFER TO STRUCTURAL PLANS). WALLS LESS THAN 48" IN HEIGHT TO BE DESIGN BUILD." PW—Review-1- Human Bean.hr.docx Public Works Engineering August 3, 2014 Page 3 Final Drainage Report: Discussion: 1. Please change the title of the Report from "Preliminary Drainage Report" to "Final Drainage Report". 2. Under the Drainage Design Criteria section on page 5, please state that the release rate of the infiltration basin is based upon the City's Site Drainage Requirements methodology (Bottom Area of Basin x Average Percolation Rate). 3. Under the Proposed Stormwater Conveyance or Storage Facilities section (page 6): a. Pertaining to the 3`d paragraph about the sizing of the infiltration basin: i. The basin is incorrectly sized for the 100 -year detention volume. Since the proposed basin is full infiltration the release rate will be based upon the City's criteria (bottom area X average perc rate) rather than the UDFCD 0.17 CFS/Acre for the Minor Storm and 1.0 CFS/acre for the Major Storm. (Please refer to the comments on the UDFCD FAA Worksheet). ii. The comment about no WQCV being required "as this is a commercial development" needs to be modified. No WQCV is required because full infiltration is being proposed (it has nothing to do with the type of development). b. In the 4th paragraph there are some inconsistencies with the percolation test info that need to be cleared up. The results provided should be 240, 40, and 44 min/in (not 48). The statement that 240 min/inch needs to be modified — this is a very slow percolation rate (not high as stated). And per the City's Site Drainage Requirements the AVERAGE percolation rate shall be used, not the single highest. The reason the City requires more than one test hole and the average taken is that the underlying soils can vary greatly from one spot to another and one depth to another (as indicated by the huge differences between the 40 & 44 compared to the 240). c. In the second to last paragraph on page 6 it is stated that per UDFCD guidelines the BioLite Rain Garden Growing Media is not needed for a Full Infiltration Section. While this is true, the City's Site Drainage Requirements deviate from UD on this and are more stringent. The City requires that a minimum of 6" of the BioLite Growing Media be used for ALL above -ground infiltration facilities (due to past experience/performance data). d. Please be advised: Since you are proposing the removal of any material above the depth of the essentially impervious clay (around the 4.5' depth), the City will allow the 240 min/inch results to be dropped from inclusion in the average percolation rate. However, you still must add the 40 and 44 together and divide by 2 (yeilding a 42 min/inch average). The 42 min/inch is then reduced by the 20% safety factor to 34 min/inch, which is the value you will need to use. For future reference should you have any more projects within Wheat Ridge, we generally require the percolation tests be done using a double -ring infiltrometer (ASTM D 3385). The perc tests should be performed by a geotechnical firm familiar with this procedure and commence at the depth of the proposed pond bottom (rather than the basic M—Review-I- Human Bean.Itr.docx Public Works Engineering August 3, 2014 Page 4 test used for septic systems included in this Report). Appendix: 1. On the UDFCD Detention Volume by the Modified FAA Method worksheet, since the infiltration basin is being sized for the 100 -year event, the minor storm info is essentially irrelevant. But the release rate is NOT going to be the standard UDFCD lcfs/acre used for an EDB outlet structure; the release rate will be based upon the ACTUAL average percolation rate multiplied by the bottom area of the basin. You'll have to do the conversion factors to get it from inches per minute to CFS, and of course divide the basin square footage by 43,560 to convert the area into acres for use in this spreadsheet. 2. Pertaining to the drain time calculation sheet: a. The volume needs to be recalculated - see UDFCD FAA worksheet. b. The pond area is 731 ft2 on this sheet is shown as 791 ft2 on the Drainage Plan. Please be sure these values correspond to one another. c. Please note the following: i. Please be advised that percolation tests for infiltration systems need to be performed at the proper depth, e.g., the 3' depth begins at the bottom of the proposed basin. Public Works (PW) generally rejects results from tests incorrectly performed. ii. The percolation rate of 240 min/inch occurs at a depth of 36" for test hole #1. Since the rate increases to 40 and 44 min/inch at a depth of 48" or greater at test holes 2 & 3 respectively, it appears there may bea clay layer that occurs at approx. the 4 foot depth (as also indicated by the bore logs). As such, PW will allow the 240 min/in value to be dropped from the average and allow just the 40 & 44 values to be used, IF the following 5 conditions are met: 1. The average percolation rate is 40 + 44 = 42 min/inch, The 42 min/inch is then reduced by the required 20% safety factor to 34 min/inch, which is the value you will need to use as the release rate for the FAA Volume calculations. 2. Soil in the area of the proposed bioretention basin is excavated to a minimum depth of 48" (compared to the surrounding existing ground) or to the depth where the more porous gravel/sand layer is achieved. 3. Subsequent to excavation the bottom of the pond is scarified and no more heavy equipment is allowed within the basin area. 4. A minimum 6" depth of BioLite growing media is worked into the topsoil of the basin. iii. if all of this is acceptable, items 1 - 4 above must be stated in the Final Drainage Report and items 2 - 4 must be included as Notes on the Civil Construction Plans. (PW may add language to the Construction Notes as necessary during subsequent reviews). Drainage Plan: 1. The pond area is shown on this Plan as being 791 ft2 while the drain time PW—Review-l- Hunan Bean.ltr.docx Public Works Engineering August 3, 2014 Page 5 calculation worksheet mentioned above shows the pond area to be 731 ft`. Please be sure these values correspond to one another. 2. Please be advised that based upon the percolation test results provided in this Report, the pond appears to be greatly undersized. Trip Generation Letter: 1. Mark Westberg. P.E. will be providing comments pertaining to the Traffic Impact Study at a later date under separate cover. PW Review -l- Hwnan Beanitudocx PRELIMINAR RAINAGE REPORT Please change to "Final Drainage Report" THE HUMAN BEAN 2900 YOUNGFIELD STREET WHEAT RIDGE, COLORADO Prepared for: Annandale Consultants Inc. 1360 Wadsworth Blvd. #310 Lakewood, CO 80232 303-985-1188 May 2015 Project No. ANN.WHC001.00 1 Manhard. CONSULTING Prepared by: David Carpenter, PE Manhard Consulting, Ltd. 10835 Dover Street, Suite 700 Westminster, CO 80021 Phone. 303-665-5505 CITY OF WHEAT RIDGE PUBLIC WORKS DATE 07/24/2015 RECEIVED 07/24/2015 1st Submittal TABLE OF CONTENTS Table of Contents ............................................................... General Location and Description 3 .................................................................................................. SiteLocation ................................................................................................................................3 Description of Property and Land Use........................................................................................3 DrainageBasins and Sub-Basins....................................................................................................4 MajorBasin Description..............................................................................................................4 Sub -Basin Description — Existing Conditions............................................................................. 4 Sub -Basin Description — Proposed Conditions........................................................................... 4 DrainageDesign Criteria................................................................................................................ 5 Regulations..................................................................................................................................5 Hydrology....................................................................................................................................5 5 WaterQuality Enhancement........................................................................................................ 6 Proposed Stormwater Conveyance or Storage Facilities................................................................ Stormwater Conveyance Facilities.............................................................................................. 6 StormwaterStorage Facilities...................................................................................................... 6 Potential Permitting Requirements................................................................................................. 7 Conclusions..................................................................................................................................... 7 8 References....................................................................................................................................... I APPENDIXA................................................................................................................................... HYDROLOGIC CALCULATIONS............................................................................................. — Composite C Calculations..................................................................................................... — Time of Concentration Calculations..................................................................................... — Runoff Computations............................................................................................................ APPENDIXB................................................................................................................................... HYDRAULICCALCULATIONS................................................................................................ — Detention Volume by the Modified FAA Method................................................................ — Percolation Test Summary....................................................... ............................................. — Calculations for Bioretention Basin...................................................................................... APPENDIXC................................................................................................................................... FIGURES AND BACKGROUND INFORMATION................................................................... — Flood Insurance Rate Maps.................................................................................................. — Soil Map................................................................................................................................ — Existing Drainage Map......................................................................................................... — Proposed Drainage Map........................................................................................................ 2 GENERAL LOCATION AND DESCRIPTION SITE LOCA 710A The site is known as the Human Bean and is located in the Southwest Quarter of Section 29, Township 3 South, Range 69 West of the 6`h Principal Meridian, City of Wheat Ridge, County of Jefferson, State of Colorado and contains 0.344 acres. The property is located in the southwest quadrant of the City of Wheat Ridge grid number 29. A walk-up/drive-through coffee shop is proposed for this site. In addition to the approximately 432 sf building, development will include associated parking, underground utilities, landscaping, and a driveway access to Youngfield Street. The site is bounded by the Youngfield Street right-of-way on the West, the Bureau of Land Management State Office lot on the South, and an office building and associated parking on the North and East. DESCRIPTION OF PROPERTYAND LAND USE The existing site is undeveloped. The site slopes to the east at an approximately 15% slope for a short distance adjacent to the sidewalk and then at approximately 3% across the rest of the site. Stomwater runoff flows west to east across the site and leaves the site over the curb on to the existing office building parking lot and is directed to their onsite detention facility. The site lies in Zone X outside the 100 -year floodplain per FEMA Flood Insurance Rate Map number 08059CO194F revised February 5, 2014. The on-site soils consist of Denver — Urban land complex, 0 to 2% slopes. Please refer to Appendix C for a copy of the NRCS soils map. The Denver variant — Urban land complex is categorized as NRCS Hydrologic Soil Group (HSG) `C'. Group `C' soils have a slow infiltration rate when thoroughly wet. They consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. The proposed bioretention area is designed to penetrate the clay soil surface layer to create an infiltrative surface with a good rate of water transmission. Bore logs are included in the Appendix B. DRAINAGE BASINS AND SUB -BASINS MAJOR BASIN DESCRIPTION The project site is located in the Lena Gulch Basin which is tributary to Lena Gulch. It is on the west side of the basin, two blocks northeasterly of Maple Grove Reservoir. The site currently drains on to the adjacent office building property and into their existing detention facility. SUB -BASIN DESCRIPTION - EXISTING CONDITIONS The existing topography associated with this project site creates a single onsite drainage basin with one small off-site basin contributing to the flow on the property. Please refer to the Existing Drainage Map for basin location. Historic Basin E-1 is 0.34 acres and covers the entirety of the site. Runoff sheet flows from all areas of the site, easterly to the adjacent office building property and on to their existing detention facility. Rational Method calculations yield a flowrate of 0.33 cfs for the 5 -year storm event and 1.64 cfs for the 100 -year storm event. Historic Basin OS 1 is 0.02 acres and is comprised of a narrow strip running along the north, west, and part of the south side of the site. Stormwater runoff from this area currently sheet flows on to the site and combines with the onsite runoff flowing easterly to the adjacent office building property and to their existing detention facility. Rational Method calculations yield a flowrate of 0.02 cfs for the 5 -year storm event and 0.09 cfs for the 100 -year storm event. SUB -BASIN DESCRIPTION - PROPOSED CONDITIONS The proposed site is comprised of two drainage basins. The first is onsite and the second is area that flows off-site. Please refer to the Proposed Drainage Map for basin location. Basin P-1 is 0.32 acres and contains the entire site tributary to the bioretention infiltration basin. Runoff is directed overland to the infiltration facility at the southeast corner of the site which serves as both the water quality and detention facility. Stormwater in this infiltration basin will percolate in to the soil. Rational Method calculations yield a flowrate of 1.31 cfs for the 5 -year storm event and 2.49 cfs for the 100 -year storm event. Basin OS2 is 0.03 acres and is comprised predominantly of perimeter landscape area that could not be directed to the infiltration basin and runs off-site to the office building property. The associated stormwater is conveyed to their existing detention facility as it was in existing conditions. The strip along the west side is the hardscape area created by the widening of the sidewalk. Rational Method calculations yield a flowrate of 0.04 cfs for the 5 -year storm event and 0.14 cfs for the 100 -year storm event. No impact to adjacent properties is anticipated. DRAINAGE DESIGN CRITERIA REGULATIONS This drainage study is prepared in conformance with the City of Wheat Ridge, Site Drainage Requirements and the Urban Drainage and Flood Control District Criteria Manuals 1-3 (UDFCD Criteria Manual), latest editions. HYDROLOGY The City of Wheat Ridge, Site Drainage Requirements state that following are the return frequencies of the minor and major storms. Minor Storm: 5 -Year Major Storm: 100 -Year The project site is less than 90 acres in size; therefore, the Rational Method (i.e., Q=CiA) was used to estimate the excess existing (historic) and developed runoff. The existing and developed runoff coefficients were calculated using Table RO-5 from the UDFCD Criteria Manual. The 100 -year and 5 -year rainfall intensity data for the existing and developed conditions were taken from Figure 5-1 provided in the City of Wheat Ridge, Site Drainage Requirements. WATER QUALITY ENHANCEMENT The structural BMP to be utilized for water quality is the infiltration detention basin. State that the release rate of the infiltration basin is based upon the City's Site Drainage Requirements methodology (Bottom Area of Basin x Average Percolation Rate). PROPOSED STORMWATER CONVEYANCE OR STORAGE FACILITIES STORMWA TER CONVEYANCE FACILITIES The general runoff pattern for the site directs drainage overland and along curb and gutter in to the proposed infiltration basin. No WQCV is required because full infiltration is being Refer to comments on proposed (it has nothing to do with the type of development). the FAA worksheet An infiltration basiin general conformance with the UDFCD Bioretention fact beet and City of Wheat Ridge Pu is Works Site Drainage Requirements, is proposed for this s e. It will be a total infiltration syst m so no underdrain is required. a commercial developme� no WQCV is required for the entire site. Three percolation tests were conducted approximately 20 feet from the east property line in April 2015 by Colorado Geoscience and Design, Inc. The detailed results, including Tri -C Health Department Form S-431, location ma and supporting 44 in Appendix P p pporting information is inc e Appendix B. The percolation rate results for the three holes were 240, 40, and 4 minutes per inch. The average of 109 min/in was heavily influenced by the 40 min/in outlier. Although this high percolation rate was found directly in the area of the pr sed retention basin, the most conservative a of 40 min/in was used in the calculatiors. In addition to the perco ion tests, a bore to at le nine feet in depth was conducted in this area for soil profile information. andy clay was f nd down to a depth of 4.5 feet. Below this level a considerably more sand and velly typ oil was found and continued to the limits of the bore. For this reason, any area bel t infiltrative surface that does not extend to the elevation of this soil type interface will be remo ed and re laced with an appropriate select fill. :ally?? This is incredibly SLOW, as would be observed for impervious clay. No water was encountered in this bore or any others conducted in other parts of the site which extended down 20 and 24 feet. « Investigation of 2900 Youngfiel NOTE: The City deviates from the UDFCD recommendation on this topic Geoscience and Design, Inc due to past site performance data. The City requires a min. of 6" of the BioLite media for ALL bioretention basins / rain eardens. Per the "Full lnfiltration Sections" section on page B-5 of the UDFCD Bioretention (rain garden) fact sheet, "it is not necessary to use the prescribed rain garden growing medium." However, for ease of future maintenance, 6 inches of BioLite Rain Garden Growing Media will be incorporated in to the design. The emergency overflow for the bioretention basin will be along the east side of the basin. If the basin overtops the design volume, plus the 6 inches of freeboard, this will convey the stonmwater to its original path in existing conditions. Since you are proposing the removal of any material above the depth of the essentially impervious clay (around the 4.5' depth), the City will allow the 240 min/inch results to be dropped from inclusion in the average percolation rate. However, you still must add the 40 and 44 together and divide by 2 (yeilding a 42 min/inch average). The 42 min/inch is then reduced by the 20% safety factor to 34 min/inch, which is the value you will need to use. For future reference should you have any more projects within Wheat Ridge, we generally require the percolation tests be done using a double -ring infiltrometer (ASTM D 3385). The perc tests should be performed by a geotechnical firm familiar with this procedure (rather than the basic test used for septic systems). POTENTIAL PERMITTING REQUIREMENTS This proposed development is seeking required approvals from the City of Wheat Ridge. Since the site is less than one acre in area, no Stormwater Management Plan or State permits are required. CONCLUSIONS This development improves drainage conditions for the adjacent Office Building property by keeping its stormwater onsite. The property will no longer be tributary to the existing detention facilities on that site. This Storm Drainage Study Report substantially complies with the City of Wheat Ridge Site Drainage Requirements and the UDFCD Criteria Manual for water quality and detention requirements. REFERENCES City of Wheat Ridge Site Drainage Requirements, City of Wheat Ridge Public Works, Colorado, Latest Edition. Wheat Ridge Community Development Department Pre Application Meeting Summary, City of Wheat Ridge, Colorado, October 9, 2014. Urban Storm Drainage Criteria Manual, Vol. 1, 2 and 3, Urban Drainage and Flood Control District, Denver, Colorado. Latest Edition. APPENDIX A HYDROLOGIC CALCULATIONS - COMPOSITE C CALCULATIONS - TIME OF CONCENTRATION CALCULATIONS - RUNOFF COMPUTATIONS COMPOSITE C CALCULATION PROJECT MANE: The Human Bean PROJECTIVO: ANN.WH0001 1 Manhard LOCATION. Wheat Ridge, colorado CONSUL 1 1 N 0 'Calculations on this sheet come from UDFCD: Urban Storm Drainage Criteria Manual (V.1) FXL4TlAir. nRalArar_F et7ca BASIN ID NRCS Hydrologic Soil Group: C Lawns. sandy soil ft2 Historic flow analysis 2% Impervious 0.00 5 yr= 0.16 0.00 100 yr= 0.51 Percent Impervious Lawns, sandy soil 0% Impervious 0.00 5 yr= 0.15 0.00 100 yr= 0 50 0.34 Paved 100% Impervious 0.00 5 yr= 0.90 0.00 100 yr= 0.96 Roofs 90% Impervious 0.00 5 yr= 0.75 0.00 100 yr= 0.83 Gravel (packed) 40% Impervious 0.00 5 yr= 0.35 0.00 100 yr= 0.58 FXL4TlAir. nRalArar_F et7ca BASIN ID Atotal ft2 Historic flow analysis ft2 Lawns. sandy soil ft2 Paved ftZ Roofs ftZ Gravel (packed) ftZ Atotal AcI COMPOSITE C 5 r 100 Yr Percent Impervious E1 15000 15000 0.34 0.16 0.51 2% OS1 831 831 0.02 0.16 0.51 2% Subtotals: 15,831 1 15,831 1 0 0 0 1 0 2% ulalnaye Hrea= u.sb 1 of 6 Designer: AJD Date: 5/8/2015, 4:21 PM P:\Annwhco0l\DocumentslDrainagelAnnwhco01 (drainage calculations - V.1).xlsx PROJECT MANE: The Human Bean COMPOSITE C CALCULATION Q Manhard PROJECTNO: ANN.WHCO01 LOCATION: Wheat Ridge, colorado 'Calculations on this sheet come from UDFCD: Urban Storm Drainage Criteria Manual (V.1) CONSULTINC BASIN ID P1 OS2 NRCS Hydrologic Soil Group: C Paved ftZ 9600 188 Roofs ftZ 677 Historic flow analysis 2% Impervious COMPOSITE C 5 r 100 r 0.70 0.83 0.27 0.57 0.00 5 yr= 0.16 0.00 100 yr= 0.51 Lawns, sandy soil 0% Impervious 0.00 5 yr= 0 15 0.00 100 yr= 0.50 Paved 100% Impervious 0.00 5 yr= 0.90 0.00 100 yr- 0.96 Roofs 90% Impervious 0.00 5 yr= 0.75 0.00 100 yr= 0.83 Gravel (packed) 40% Impervious 0.00 5 yr= 0.35 0.00 100 yr= 0.58 CONSULTINC BASIN ID P1 OS2 /� Histoncflow total analysis ftZ ftZ 13841 1159 Lawns, sandy soil ftZ 3565 971 Paved ftZ 9600 188 Roofs ftZ 677 Gravel (packed) ft= A total Ac 0.32 0.03 COMPOSITE C 5 r 100 r 0.70 0.83 0.27 0.57 Percent Impervious 74% 16% Subtotals: 15,000 0 1 4,536 1 9,788 1 677 1 0 A n A 69% vI CIn IGyc nl ca- v.. 2 of 6 Designer: AJD Date: 5/8/2015, 4:21 PM P:\Annwhco0l\Documents\Drainage\Annwhco01 (drainage calculations - V.1).xlsx O m c O cU O � � U Cc O N c O a cu -0 E _ E Z Q) m Q LU z O z U Q I— W U ui 0 CL a Y E E cif Z5 Z) Q E 2i C .E C W J C CD CD Z .-- Z O O LL LO LO O (n O .0 N Z w E v J Q U W T- = W N O _ Z Z > m J N �-' J N v Q a O ~ U U _C 6 E v 0 � H � J ^ W Z J C ' M W W LO J Q O O J U O Z F CN Z N W J Q LLI U Cl) o H Q o 0 Q C) Z co co Q U `- O O m In U) CD Z U) W O a0 0 ►/ Y E E Q E_ .E C C W tf -i Q cCD O CD O Z w t u7 L, lz O (n O .0 N Z cO T Q J Y co U W _ LU U N C� Z Z Ln m J N � Q F- 0 F- C ' co m O UJ O g_ U o N W v Q Irf 3 (f)v N O O i = i ~ Z O W J 2 C � j E O W a W _ r o —'O Q o J O F-' Un Z T- 0 0 Z (n N W J M O Q w Q Q o 0 F- 0 Z o r� Q O O m m Un (7 Z N W O _ a O m 0 C/) z _O O U LL LL O Z r C c O �p O N � U n o O E _ E � Z L C ZQ > li O Z Z O ti ti - U Q W U u 0 -1 CL C L ■ 1 1 milli M11111 E1111111 11111111� p t ■ R M111111 1111 1� ■Y ■I�NI ■ ■ N milli I H11111111111 111111 C/) z O o W O O U2 L a L O Z z �A T O (D M111111111111111111111111 ■ ■ mom mmm om ■ ■ ■ oil I 11111111111111111i ■ Nil �m III I III 1111111111 mom m ENE Id T O (D APPENDIX B HYDRAULIC CALCULATIONS - Detention Volume by the Modified FAA Method - Percolation Test Summary - Calculations for Bioretention Basin I DETENTION VOLUME BY THE MODIFIED FAA METHOD I Project: Human Bean, Wheat Ridge Basin ID: (For catchments less than 160 acres only. For larger catchments, use hytlrograph 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 s' n lnl t n l Desicin l 1 tin In cat ' I, = 87 00 percent 6700 Catchment Dra,nage Imperv,oueness I, = percMl Catchmert Drainage ImPemouenee6 A: 0344 acres Catchment DI -o- Area A = 0 344 aaea A. B. C. w O Catmment Aana9e Area Ret79veIWrera MRCS Sal Group Type: C A B. C. w D C P,eaeveio ent MRCS Sal Group Type = T 1- 12. 5. 10, 25. 50. a 10C Return PMod la Dd met COrard T = 700 years (2. 5. 10, 25. 50. a 100) i s the -mutes Time of ConcertraoM of Watershed T 5 o�`� Tc = Allowable Um Rdeem Rate 0 ` 100 d lase '$ i� A "F� a FY)a®ou)6YOPMQa I0o-year P,= -h- One-hour P-Pboon r Design Rainfall OF FormWa I • C; P,IIC; T, 1'cr Deelgn Rairea111OF FormuM I • c,' P,l(Cr•TXcr C, 2850 2 50 Coeft-1 One C, = Coefhaea Oro C; v 10 Coell,uenl Tvo 0, = 0 Coefhaere Two Coelfiaent Three G, • 789 89 Coerfi 441 Three C. = Determination of Average Outflow from the sin a uWled : nation o1 Average Outflow from the In (Calculated): lcul Runoff Coef l -f C = 57 Runoff Coeffi-t Inflo Peak Runoff = O n 066 198 de Int -Peak Rurwfl Open • 80 ds ds All-ble Peak Old'- Rate O • 0.34 ds Allowable Peak Outn- Rate Op out • .06 7 Ctrbk 1••1 Mod FAA Mala Storage V • • 1,461 cubic feet MOA FAA Minor storage Vduma • Mod FM Mala Storage V came • 0031 acre -0 Mod FAA Minor St -W Vdum• • 019 ac -ft Em. Remail Duration Inaementa. Increase Val- • • 51. SJAnupe OrRllwv Storage Rexdsll Ranfll Inflow Letment Average OUBIow Stage Ran/alI Rainfall INlow A4luatmem A ap Vdume Fad. Outflow Vdume Vdume WraoM is being for the�'°� m da ""'°" ""'"` -mimes ° Since the infiltration basin sized 100 -year event, the minor storm info is as u 5 • u ;� •u u< o. • ut 000 1 o - 5 essentially irrelevant. But the release rate is 0022 0.75 007 0.26 023 00°1 0.905 0.018 0023 25 NOT the UDFCD 1cfs/acre used for an EDB ow 521 o� o 30 the rate will be based on t�: 058 °� 0.20 010 0.008 °�R 0.030 35 outlet structure; release 0.56 019 0.011 45 the ACTUAL average percolation rate 0,9 °0120.046 upon 055 019 O01355 multiplied by the bottom area of the basin. You'll 0047 OW9 055 054 0190011506o 079 0017have to do the conversion factors to get it from °�° 05' 054 °'e 018 °°"70 0.07880 inches per minute to CFS, and Of course divide 0051 0052053018 gp53 053 076 0°19 0020 0033 the basin square footage by 43,560 to convert 00540.53 0056 053 0 t 0.16 0021 0023 0033 0033 9D the area into acres for use in this spreadsheet. 00% 0.057 0.53 653 018 Ot8 0.024 0025 0.032 0032 100 0.058 0.52 0.18 0 026 0.032 105 110 ---F02-3 052 0.03 0 005 0.019 110 1.70 088 0.059 0.52 0.18 0.16 0.027 0.028 0. 0.031 115 085 0024 0.52 003 0 005 0.019 115 1.65 1 w 0.059 0.060 0.52 0.52 0.18 0.030 0.030 120 083 0.024 0.52 0.03 0 D05 0.019 120 0.005 0.019 725 1.55 0.061 0.52 0.18 0.037 0.030 125 0.80 0.024 0.52 0.03 052 0.03 0.005 0.019 130 1.51 0061 0.52 018 0.032 0.029 13D 135 0.78 0.024 0 76 0025 052 003 0.006 0.019 135 1 47 0062 0.52 018 0.033 0029 0028 740 0 71 0.025 052 0.03 0 006 0 019 140 1.43 0 062 0.52 052 Ole 018 °.031 0 036 0 028 115 072 0 025 052 003 0 006 0 019 145 1 39 150 1 36 0 063 0.064 052 018 0 037 0027 150 0.70 0 025 D 52 003 0.006 0019 003 0.006 0.019 155 1.32 0.064 0.52 0.18 0.038 0018 155 088 0.028 0.52 067 0.026 0.52 003 0.007 0.019 180 1.29 0 085 0.52 Ole 0039 0 025 160 165 085 0.020 0 52 003 0.007 0.019 165 1.26 0.065 052 0.78 0 040 0041 0025 0021 170 064 0026 057 003 0007 0.019 170 1.24 0.086 0.066 0.51 0.51 0.78 0.18 0.°43 0.021 775 0.83 0.026 051 003 0007 0.019 175 1.21 -6"6 -1 180 118 0.067 0.51 0.78 0.044 0.023 too 0.027 0.57 0.03 0007 0.019 0.51 0.03 0 006 0.019 185 1.18 0.067 0 51 018 0.045 0022 185 080 0.027 0.59 0027 0.51 0.03 0008 0019 190 114 0.058 0.51 018 0046 0021 190 195 058 0027 051 003 0006 0.019 195 112 0.058 0.51 078 0047 0 049 0021 0 020 200 057 0 027 051 0.03 0 006 0.019 200 1.09 107 0 068 0-0090.57 0.51 0.18 0.78 0050 0.079 205 058 0028 057 0.03 Oooe 0.019 205 0 oo9 0.019 210 106 0 059 0.51 0.18 0051 0 018 210 0.55 0.028 0.51 0.03 0.028 0.51 003 0009 0.019 215 104 0.070 0.51 0.18 0052 0.018 215 220 0.54 0.53 0.028 0.51 0.03 0.009 0 019 220 1.02 0 070 051 0.18 0.78 0 053 0.054 0.077 °.016 225 0.52 0.028 0.51 0.030.000 0.019 225 1.00 230 0.99 0.070 0.077 0.51 0.51 0.18 0 056 0 015 230 0.51 0.028 0 51 003 0.009 0.019 003 0.010 0 019 235 0.97 0.071 0 51 O 18 0.057 0.014 235 050 0.028 0.51 0 51 0.03 0010 0 019 240 095 0.072 051 018 0.056 -0059 0.014 240 245 049 0 029 0 49 0.029 0.51 0.03 0 010 0.019 245 094 0 072 0.51 018 0 013 0.012 250 048 0029 0.51 0.03 0.010 0 019 250 092 0 072 0 073 0 57 051 018 -018 0.080 0.062 0.017 255 047 0.029 0 51 003 0 010 0.019 255 0.91 0.019 2611 0.90 0.073 0.57 0.78 0063 0.010 260 0.46 0.029 0510.03 0 011 0.51 003 0 011 0018 285 0.88 0 073 051 0.18 0 084 0.009 265 270 046 0.029 0 45 0029 0.51 0.03 0 071 0.078 770 0.87 0.074 0.51 018 0056 0.066 0 009 0.008 275 0 44 0.030 0.51 0.03 0011 0.010 275 006 0.071 0.071 0.51 051 0.18 O 18 0.068 0.007 280 0 44 0.030 0.51 003 0 011 0.018 280 O.BS 0.012 0.018 285 084 0.075 051 018 0.009 0.006 285 0.43 0 030 0.51 003 0.030 0.51 0.03 0.072 0.018 200 083 0.075 0.51 0.17 0.070 0.005 290 295 013 0.42 0.030 0.57 0.03 0072 0.018 295 O.BZ 0.075 0.51 0.17 017 0071 0 072 0004 0 003 300 0.42 0.030 0.51 003 1_0012 0.018 300 0 01 an 0076 0.51 Mod FM Malor Storage VOWne(cubic R)• 7,487 Mod FM Minor Storage V -1-(-.A)• 0.0193 Mod FM Moja Storage Vdume (acre -ft) 0.03MUDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35. Rebased January 2015 SW2015, 3 52 PM 2015-05-05 UD-Dehi nbm_v2 35. With Actual IC 06. MOd6ed FAA Project: Human Bean, Wheat Ridge Basin ID: 001 001 0 0E I 0.05 0.03 0.02 0.01 0111 0 DETENTION VOLUME BY THE MODIFIED FAA METHOD Inflow and Outflow Volumes vs. Rainfall Duration .......... 00 • 000000000000000000000,00 00000000000000000c • DU 1UU 150 200 250 300 350 Duration (Minutes) —�Mrrwr Slorm In11ow Vorume ��Muwr Slorm Ornrbw Vorume � Mrmr Slorm 5lorpe Volume •tMapr Slorm Inaow Volume ��Yapr Slorm OuraO�V� • Mapr Slorm $rollee Vorume UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 2015-05-05 UD-Detenson v2 35 Wafi Actual IC ds Modfieci FAA SWO15, 3 52 PM VTO-County Health Department Percolation Test Summary and Data Form Job #15-203 Property address 2900 Youngfield Street Wheatridge CO 80033 Legal description 2900 Youngfield Street Jefferson County, Colorado Property Owner/Contractor: Name Annandale Consultants Inc. Address 1360 South Wadsworth Blvd. Lakewood CO 80226 Email Address Phone 303-941-8956 Saturation and Swelling Date and time presoak water added: 04.13.15 8:15 am Amount of presoak water added (gallons): t5 Date and time percolation test is started: 04.14.15 11:30 am Did water remain in the hole after the overnight swelling period: Hole 1 Yes x No Hole 4 Yes No Hole 2 Yes x No Hole 5 Yes No Hole 3 Yes x No Hole 6 Yes No Percolation Rate Measurements Percolation Rate Depth Percolation Rate Depth Hole 1 240 36 Hole 4 Hole 2 40 48 Hole 5 Hole 3 48 60 Hole 6 Average Rate 109 - Certification I certify the information on this form is correct and complete to the best of my knowledge and that I performed all tests in accordance with the provisions of Tri -County Health Department Regulation 0-14. 1 certify that I have the competencies needed in accordance with Section 7.13 B. of 0-14. Original Signature Michael W. Klausner Print Name .I to h Date S-431 Colorado Geoscience and Design Inc Company Name P O Box 68 Franktown CO 80116 Address 303.688.2150 - Phone mike(cDcogeodesign com Email Profile Hole Information Client: Annandale Consultants, Inc. (Soils must be classified using Unified System ASTM D2487) Location: 2900 Youngfield Street, Jefferson County, Job No: 15-203 Colorado F- 0 opi Clay, sandy, very stiff, moist, =brown (CL) 2.5 Drive Sample Taken at 3 FT. 27/12 Blow Count 11% Moisture Content 52% Passed the #200 Sieve 5 Medium -grained sand, gravelly, clayey, dense, slightly moist, pinkish brown 7.5 Drive Sample Taken at 8 35/12 Blow Count 5% Moisture Content 21% Passed the #200 Sieve 10 Type of Equipment Used - CME 45C Drill Rig Certification I certify that the above information is correct and complete to the best of my knowledge and that all tests were performed in accordance with the provisions of Chapter 25-10-104 (2) 1973 of the Colorado Revised Statues as amended which pertains to individual sewage disposal systems by myself or under my supervision. 7�� Original Signature -51&)t6- Date Colorado Geoscience and Design, Inc. Company Name O. Box 68, Franktown, CO 80116 Address Phone: (303) 688-215 Original Seal 2900 YOUNGFIELD STREET, JEFFERSON COUNTY, COLORADO PERCOLATION TEST RESULT FORM 15-203 HOLE HOLE HOLE i LENGTH OF WATER DEPTH @ WATER DEPTH @ PERCOLATION NO. DEPTH DIAMETER INTERVAL START OF INTERVAL END OF INTERVAL DROP IN WATER RATE @ FINAL (IN.) (IN.) (MIN.) (IN.) I (IN) LEVEL (IN.) INTERVAL (MINAN ) 1 36 8 30 •• 8.0000 7.3742 C 6258 30 7.3742 6.8117 0.5625 30 6.8117 6.3117 0.5000 30 6.3117 5.8742 0.4375 30 5.8742 5.4992 0.3750 30 5.4992 5.3742 0.1250 30 5.3742 5.2492 0.1250 30 5.2492 5.1242 0.1250 240 2 48 8 30 8.0000 5.1250 2.8750 30 5.1250 2.7500 2.3750 30 8.0000 6.0000 2.0000 30 6.0000 4.3125 1.6875 30 4.3125 3.0000 1.3125 30 3.0000 1.9375 1.0625 30 1.9375 1.0625 0.8750 30 1.0625 0.3125 0.7500 40 3 60 8 30 - 8.0000 5.1250 2.8750 30 5.1250 2.7500 2.3750 30 2.7500 0.8125 1.9375 30 8.0000 6.5000 1.5000 30 6.5000 5.2500 1.2500 30 5.2500 4.3750 0.8750 30 4.3750 3.6250 0.7500 30 3.6250 2.9375 0.6875 44 Shown as 48 in the Discussion portion of this Report hater Haaea Note: 1) Field notes shall be recorded on this form or in this format; typed copies of field records may be submitted on this form. 2) A four hour test must be conducted unless (a) water remains in the hole after the presoak in which case one 30 minute interval is sufficient, (b) the first 6" of water seeps away in < 30 minutes in which case a one-hour test of 6-10 minutes time intervals may be used, (c) the test is being conducted in sand in which case a one-hour test of 6-10 minute time intervals may be used, (d) three successive water level drops do not vary by more than 1/16 inch in which case a two-hour test must be conducted, (e) the test is in the Dawson Arkose in which case the test must be run a minimum of four hours until the last three successive water level drops vary by less than 1/16 inch. The volume needs to be recalculated - see FAA worksheet. At _ .L,- - M.ELIL- c ` Should use the AVERAGE rate: - - - - -�-- (240+40+44)/3 = 324/3 = 108 min./inch, which exceeds the - - minimum percolation rate of 60 min/inch allowed by the City 4 _ ---lt`- U 1 '_---- Shown as 791 ft'- on the Drainage _ Plan. Please be sure these values -- --- - " - — - - correspond to one another. I >e ne aavisea inat percuIauvu MbLb ,VI the 3' depth bens at the bottom of the tj a rwr-e, ion systems nee to be perfornie at the properdepth.' ;ed basin. Public Works (PW) generallyrejects results rom tests incorrectly performed. '- _ cnlation rate of X4(1 min/inch occurs -ata depth -of " ncreases to - -` 0 and 44 min/inch at a depth of 48" or greater at test holes 2 & 3 respectively, it appears there may be a -,Iay-iayertha�-occurs-atapprox.the-4�foot-dcpth (as also i A-ssach; PWwitt - allow the 240 min/in value to be dropped from the average and allow just the 40 & 44 values to be used, the To—o—wing 5 con , ions are met: 1. The average percolation rate is 40 + 44 = 42 min/inch The 42 min/inch is then reduced by the _ equired 20% safety factor to 34 min/inch, which is the value you will need to use as the release rate for — .Soil in the area of the proposed bioretention basin is excavated to a minimum depth of 48" (compared Subsequent to excavation the bottom of the pond is scarified and no more heavy equipment is allowed v,t in the basin area. A minimum 6" depth of BioLite growing, media is worked into the topsoil of the basin;-_______ f all of the above is acceptable, items 1 - 4 must be stated in the Final Drainage Report and items 2 - 4 otes as necessary during subsequent reviews). APPENDIX C FIGURESAND BACKGROUND INFORMATION - FLOOD INSURANCE RATE MAPS - SOIL MAP - EX/STING DRAINAGE MAP - PROPOSED DRAINAGE MAP °g w w m E -moo; CD O LL ac°c° 'oo E L 8 a Q' o w m l N O "0cc 8�ar Q Q �_ �a >wN m U ori d O QLL w 1— Q w a e e a e o z E CL CD E m LD Z In Q d L Q 00 Q a u E cv, o O m N m a Q�$� II O U F Z `� ED a a � O OZ a88 0O LL p g g n a W ac�a � $ E o W `n 2 OQa m m€FELL Q a 5 CO �p O ° i°F ~4 �8 �(ZE c uLL &0 a Q O (f. 1"a0 LT O W Z Q 25 �� rc 0 E c a e�aE°E w ,f ^tmnu 1L �T] % �"7 U Q w L x 5 6o E z m U c� ° C" °D- -g SSE -E a U0 . `o RE� N m c E wmEaa N a m ° ° Of LO 5 Gj M )a rnN 0 d)do,b, ��4Jhr0 J�� 0f,gON z 267 Fj� co Z r r co LO 00 M M LOO > �6 VIVIAN LO LOST �t U t� hh� op rn O �' w > a 4� 10 LO lO OaVM 00 OD CC) O QaVM O� NCC)O D l u, C) in 1S w 1H`JILlM � > � � Q HJIbM LO1H910 Q = ol °�' lO lO 1HJIaM 1H�JILiM � � = Z H H m + LS NON3X � I dDvya 0�y as dwva 1 GL y U w SS ONb2 wn < p �� �bH ONbZ 1S VINNIZ P O131�JNnol il wQ o ' a `n S o lO HINNIZ SL600" M,.6Z 2 oSOT N (D �c 0 0 U Y m a v c (a (D M.EE2 oSOT 14600D* 6S6000t TS60066 MOD" S£60D" _ LZ60006 M,6Z2 oSOT 2 Z O 1C) m a Z � o y 'o Z� O (� a z * c o Z � g 06 x g � Q O y' m U 10:? 0 e 0 aa to f o m ` ZQ 2U M.£( A oSol A Hydrologic Soil Group—Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties Hydrologic Soil Group Human Bean - 2900 Youngfield Street Hydrologic Soil Group— Summary by Map Unit — Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties (CO641) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 34 Denver -Urban land C 0.6 100.0% complex, 0 to 2 percent slopes Totals for Area of Interest 0.6 100.0% Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.- None Specified Tie-break Rule. Higher Natural Resources Web Soil Survey 5/7/2015 i Conservation Service National Cooperative Soil Survey Page 3 of 3 a l l j N I 1 l n S N 0 a w JDquDpr_Nr- dVw 3oVNrotlO oNLLs1x3 OOVtlO'1OO "MO LL 1V3HM'MtU O131jONf1OA 006E ; NV38 wvwnH 3H1 p1a? 4 ep Jill VI z 6F� W V I i._� 1331J15 O131ADNnoA == , ==•` evw aovrnnna aasoeone N t o N I 1 i ns N o o oavnoioo'MGIU MHM'1331us 013MWIOA OOW a .1 D 4 u D w� Ml3B NtlWnH 3Hl i i 9 N �I���g��:v e � �� �� !=a l�� 2�i� 111-•x•: 1 � f vC� g •�y I I • 1 11 �$ pill O \ a } wss o f 0 o � 1 � i r SKr 133a15 O13jj9Nnoe CONNECT TO EX SANITARY Y FL= ./- 5532.34 IedOtrlr ooeaeeLiaa to anagfieW I b meet ADA 1tc IT aa4. (The ea always be aagbd a here a To wAm—e die), I SITS' PIAN THE HUMAN BEAN 2900 YOUNGFIELD STREET, WHEAT RIDGE, COLORADO EX. PAVED PARKING AREA 37.5' VARIES l• IT - —y v EX. LANDSCAPE AREA N89'31'40'E 150.00' PYLON SIGN \ I ►� 4" 4"SANITARY I, DOUGLAS H. ORT III, A PROFESSIONAL LAND SURVEYOR IN THE STATE OF COLORADO, ON .. — SS S SITE PLAN IS BASED UPON A DESIGN SURVEY MADE UNDER MY SUPERVISION IN MARCH WATER 2015, AND THAT THE BOUNDARY IS AN ACCURATE REPRESENTATION OF THE PROPERTY AS 4' BOLLARDS 0 2 STAIRS u 3 < PROPOSED iYv RISERAND 11" A.EACH SIGN ORDER COMMERCIAL _A W STATION i c p © STORM MANHOLE LIGHT POLE z n x a o a WV • N WATERVALVE a --TV_ SIGN ' CONCRETE PATIO WITH TABLES LANDSCAPE V15 I e ware - i RAMP - t'ir � v • 5S — ss s ss � I LU N LU F— a i Q �_N N a f D J ' LL EX WATER SERVICE 0 COORDINATE WITH n CONSOLIDATED MUTUAL m WATER DISTRICT FOR D O SIZE AND MATERIAL I I4• l• IT - --t ay iolCR ' \ I ►� 4" 4"SANITARY I, DOUGLAS H. ORT III, A PROFESSIONAL LAND SURVEYOR IN THE STATE OF COLORADO, ON .. — SS S SITE PLAN IS BASED UPON A DESIGN SURVEY MADE UNDER MY SUPERVISION IN MARCH WATER 2015, AND THAT THE BOUNDARY IS AN ACCURATE REPRESENTATION OF THE PROPERTY AS 4' BOLLARDS METER CammuYty Dava6prad Okarmr PROPOSED iYv — E BURIED ELECTRICAL COMMERCIAL _A W 4 2S BDIMING EX GATE VALVE } �7>E C, CANOPY (TIP. OF 3) a NI } D 4, I a EDGE OF CONCRETE VI I = D C NILa N � • 'I IY'I N a C )HUCHU @i♦DI — CHU I OHU VVV+++VVVOUU — OHU I U �.l u EX. LANDSCAPE AREA I CONTINUE CONCRETE UNDER CANOPY UP TO ORDER STATION WALKUP I ORDER STATION trop SIGN aposcd cntrstcc is too uidc and tall cmiac bairn .PonfKts. protide A"TURN turning Iornplia. for the dmc-through LIGHT POLE r LIGHTED PATIO BOLLARDS 19 (EYP. Of 31 RE: LANDSCAPE TYP. RELOCATE SIGN I Da tNil A I BUREAU OF LAND EX. RETAINING WALL MANAGEMENT ` STATE OFFICE OWNER'S CERTIFICATE The below sgrad owner(s). or KroaM desgnated agent(s) dwsd'do Mashy apse UWthe property "Ily descnbed hson eW be developed In scoordance wish the restrictions and condidoM conulnelan d In this p, and as may otna suss M rpuind by law. I (wa) hrth rscognirs eut Ma spprot'el of this Site Plan does not orae" a vmled Property right Vestedw preny rights may only ansa b and — pursuant tM Pro 1-3 of Section 26-121 W the Whest Ridge Code of Latva. (KORAI Mita ol awrar(s) or agent(s) who well sign] Stag ofcebrado ) SS Courtly or AsRwacn ) The 1°repdrp aYtruMerd was aduwwMdpW befas ma I* —day of . A.D. 20_ by_ W4ness my MM and oMcIW seal. My commission aspires: Hoary FhLlk - -_ CITY CERTIFICATION SURVEYOR'S CERTIFICATE --t ay iolCR ' COMFEROUS TREE — by ft of Rid DY Ba CRY d Wheat FBdpa. I, DOUGLAS H. ORT III, A PROFESSIONAL LAND SURVEYOR IN THE STATE OF COLORADO, ON .. THEBASIS OF MV KNOWLEDGE, INFORMATION AND BELIEF, DO HEREBY CERTIFY THAT THIS ATTEST SITE PLAN IS BASED UPON A DESIGN SURVEY MADE UNDER MY SUPERVISION IN MARCH � 2015, AND THAT THE BOUNDARY IS AN ACCURATE REPRESENTATION OF THE PROPERTY AS 4' BOLLARDS DETERMINED BY THE SURVEY. CammuYty Dava6prad Okarmr \ �; 5 EX. LANDSCAPE AREA LANDSCAPE AREA COMFEROUS TREE 9q .. p 6• �Opp��P y�ory�y�e, � d. k 4' BOLLARDS Fj�CJG9 J11 (TYR. of 8) \ �; 4 — E BURIED ELECTRICAL FLOW UNE OF — FO FIBER LINE CONCRETE PAN QS SEWER MANHOLE UGNT POLE © STORM MANHOLE 0 PO /o� COMFEROUS TREE I LANDSCAPE AREA — ST STORM UNE �Opp��P W o � W li — W— M / 1 1 MAX WALL HEIGHT 2.5' — E BURIED ELECTRICAL EX. LANDSCAPE AREA EX. PAVED PARKING AREA OFFICE BLIIIDRIG 8 8 0 :a1 NOTES PARKING REQUIREMENTS: BECAUSE NO SEATING IS PROPOSED FOR THE HUMAN BEAN FACILITY, THERE IS A REDUCED PARKING REQUIREMENT. THE CODE REQUIRES I PARKING SPACE PER 100 SQUARE FEET OF FLOOR AREA FOR A DRNE-IN RESTAURANT, AND 3 SPACES ARE ESTIMATED FOR EMPLOYEES ON MAXIMUMSHIFT. (PER PRE-APPUCATION MEETING SUMMARY) STATEMENT OF LAND USE THE HUMAN BEAN WOULD SERVE CUSTOMERS IN VEHICLES THROUGH DOUBLE DRIVE-THROUGH WINDOWS, ALIGNED NORTH AND SOUTH, AND SERVE PEDESTRIAN TRAFFIC ON YOU NGFIELD STREET WITH A WALKUP WINDOW. THE STRUCTURE WILL BE 432 SQUARE FEET WITH NO INDOOR SEATING. THE MAJORITY OF THE SITE WILL BE USED FOR A DRIVE-THROUGH QUEUE AND PARKING. FOUR PARKING SPACES AND A DUMPSTER ARE CURRENTLY PROPOSED FOR THE SITE. (PER PRE -APPLICATION MEETING SUMMARY) LEGAL DESCRIPTION THE WEST 189 FEET OF THE SOUTH 100 FEET Of THE NORTHWEST QUARTER SOUTHWEST QUARTER Of SECTION 29, TOWNSHIP 3 SOUTH RANGE 69 WEST OF THE STH PRINCIPAL MER MAN, EXCEPT THE WEST 39 FEET THEROF, COUNTY OF JEFFERSON, STATE OF COLORADO. BENCHMARK PROJECT BENCHMARK: CITY OF WHEAT RIDGE BENCHMARK PHAC-2, BEING 9/16' STAINLESS STEEL ROD IN MONUMENT BOX, AT THE LEWIS MEADOWS PARK AT THE INTERSECTION OF W 32ND DR. AND UNION ST. THE MONUMENT IS LOCATED APPROXIMATELY 60' NORTH OF THE LEWIS MEADOWS PARK SIGN. HAVING AN ELEVATION OF 5451.56 FEET (NAVO 88) LEGEND PROPOSED EXISTING PROPOSED PAN FLOWLINE PROPOSED RETAINING WALL PROPERTY LINE V W H m 3 z Z a U a LUI.. X N W p J W 'LL V z oQ0 N sot DAC wwwc NIA was. A.p 5/S/2013 SHEET 7 ANN.NMC001 Z DECIDUOUSTREE COMFEROUS TREE — OHU OVERHEAD ELECTRICAL LINE — ST STORM UNE — GAS GAS LINE — SS SS SANITARY SEWER LINE — W— — W— WATERLINE — OHU OVERHEAD ELECTRICAL — E BURIED ELECTRICAL — FO FIBER LINE QS SEWER MANHOLE © STORM MANHOLE FIRE HYDRANT Y WV N WATERVALVE --TV_ SIGN CO-> UTILITY POLE —� GUY WIRE ® ELECTRICAL PEDESTAL LIGHT POLE CM OF MEAT RIDGE PUBLIC WORKS TABLE DATE 07124zols RECEIVED 0 712 412 01 5 1s1 Submittal SITE DATA TABLE EXISTING ZONING RESTRICTED COMMERCIAL N PROPOSED LAND USE DRNE-THROUGH EATING ESTABLISHMENT TOTALAREA 15ODOS.F.0.35 ACRES GROSS&NET EXISTING ZONING 32 4S.F. DRNE.THROUGH EATING ESTABLISHMENT AREAS REQUIRED PROVIDED MAK. BUILDING COVERAGE 12000 S. F. 8D% 4325.f. 2.9X MAX. LANDSCAPE AREA 3000S.F.20% 4,473 S.F.29.8% 0 5 10 20 MAX. HARDSCAPE AREA 12,000 S.f. 80% 10,527 S.F. 0.2% SCALE: 1==10' SITE PARKING TYPE PEOUIRED PROVIDED STANDARDSTALL 3 3 ACCESSIBLE ST.. 1 1 V W H m 3 z Z a U a LUI.. X N W p J W 'LL V z oQ0 N sot DAC wwwc NIA was. A.p 5/S/2013 SHEET 7 ANN.NMC001 LU LU w U � 3 w0 LL Z O NOTE IF CONSTRUCTION ACTIVITIES CEASE FOR LONGER THAN TEMPORARILY SEED & MULCH SITE PER CITY OF WHEAT, OFFICE BUILDING BIORETENTION AREA CONSTRUCTION NOTES S. THE CONTRACTOR SHALL 1. BLOCK OFF AREA TO PROTECT IT FROM COMPACTION BY CONSTRUCTION ACTIVDIES, SEED MIX REQUIREMENTS. 2. EXCAVATE WITH A TRACKED EXCAVATOR. NO TRAFFIC SHALL BE PERMITTED IN THE MCARIFIED ' Add the Ic'[t u Indlcalcd BOTTOM OF THE EXCAVATION. PROTECT THE SOIL FROM COMPACTION. NA ONCE THE SYSTEM IS EXCAVATED TO THE INFILTRATIVE SURFACE ELEVATION IAND RAKE m-1--� . IN PREPARATION FOR SEEBING.PLACEM ENT OF BIOLITE RAIN GARDEN GROWING MEDIA COMPOST BLANKET 4. NO SILT, CLAY OR OTHER FINES FROM STORM RUNOFF SHALL ENTER THE EXCAVATION. CFB 'NATNE SEED MIX FOR RAIN GARDENS' PER O CWA UDFCD TABLE &6. USE STANDARD SEED MIX FOR REMAINDER OF GRASS AREAS ON SITE. MFE�<TOP 6" OF SOIL SHALL BE BIOLITE RAIN GARDEN GROWING MEDIA ❑ ❑ CM (GOLF & SPORT SOLUTIONS (970) 2X4-6121) OR OTHER UDFCD APPROVED / EQUIVALENT, SHALL BE MIXED WITH PLAN LEGEND PROPOSED EXISTING —5700— 5700 —5700— 5700 N 0 5 10 20 SCALE: V-10' MAJOR CONTOUR BMP LEGEND CD CHECK DAM m-1--� CB COMPOST BLANKET 0 CFB COMPOST FILTER BERM O CWA CONCRETE WASHOUT AREA STEEL ROD IN MONUMENT BOX, AT THE LEWIS MEADOWS PARK AT THE INTERSECTION OF W. CONSTRUCTION FENCE ❑ ❑ CM CONSTRUCTION MARKER DW DEWATERING .--.--. . • DD DIVERSION DITCH ECB EROSION CONTROL BLANKET IP INLET PROTECTION ® RCD REINFORCED CHECK DAM ® RRB REINFORCED ROCK BERM RRC RRB FOR CULVERT PROTECTION ® SB SEDIMENT BASIN ® SCL SEDIMENT CONTROL LOG qmmEg,ST SEDIMENT TRAP 0 SM SEEDING AND MULCHING SILT FENCE SSA STABILIZED STAGING AREA SR SURFACE ROUGHENING TSD TEMPORARY SLOPE DRAIN TSC TEMPORARY STREAM CROSSING _________:___; TER TERRACING VTC VEHICLE TRACKING CONTROL WW VTC WITH WHEEL WASH ROCK AND RIPRAP GRADATIONS IIIIIIIIIII� LLLL1Bllll\ LOC LIMITS OF CONSTRUCTION PV PROTECTION OF EXISTING TREES MAJOR CONTOUR MINOR CONTOUR PROPERTY LINE FLOW ARROW BENCHMARK DECIDUOUS TREE PROJECT BENCHMARK: CITY OF WHEAT RIDGE BENCHMARK PHAC-2, BEING 9/16- STAINLESS STEEL ROD IN MONUMENT BOX, AT THE LEWIS MEADOWS PARK AT THE INTERSECTION OF W. 32ND DR. AND UNION ST. THE MONUMENT IS LOCATED APPROXIMATELY 60' NORTH OF THE CONIFEROUS TREE LEWIS MEADOWS PARK SIGN. HAVING AN ELEVATION OF 5451.56 FEET (NAVD IN). Know what's below. Call before you dig. EXISTING EXISTING GUTTER CURB EXISTING ASPHALT ROAD 8'SIDEWALK CURB& GUTTER 11' GRASS SLOPE ASPHALT DRIVE SECTION A -A SECTION B -B NOT TO SCALE NOT TO SCALE Plr indmk t►e fdlnwhr No4as a thiA Sliect: THE CONTRACTOR SHALL A FOR A PUBLIC WORKS INSPECTION AT 303 735 7861 A MINIMUM OF 24 HOURS PRIOR TO COMMENCEMENT OF THE SOIL Sc,RFICATION PROCEDURE FOR THE DETENTION FACILITY FAILURE TO HAVE THE INSPECTION MAY RESULT IN REMOVAL AND RECONSTRUCTION OF THE AREA AT THE SOLE EXPENSE OF THE CONTRACTOR NO GRADING FOR DETENTION OR WO FACILITIES SHALL OCCUR WITHIN TWO RI FEET OF THE PROPERTY BOUNDARY ANY WORK TRA AFFECTS ADJOINING PROPERTY 'HALL REQUIRE WRITTEN APPROV 1 AND/OR A TEMPOILARY CONSTRUCT10N EASEMENT FROM THE OWNER OF SAID PROPERTY. MODULAR BLOCK RErAINING WALLS OV R 48'[N HEIGHTC A BE ENGINEERED / FF R TO STRUCTURAL PLANS) WALLS C FCC THAN 48' IN H I .HTO BED CF ICN Btlll D Ila BEGIN WALL I 53! 'TW i 553&83 BW END WALL 5536.92 TW 5542.11ME 5536.498W BACK OF WALK i Oil N89'31'40'E 150.00' 5542.10 ME TC ss3j x 55/1.71 ME FIL '953 � ly 5539 39 d S • a � �, rs� 5537.68 \ 5542.19• T90 5541 5540 Jy.39 BACK Of WALK TOP OP STEP 5540.73 I • BOTTOM STEP 5537.48 END WALL ° 5536.80 TW 5542.15 ME TC 5540.51 4.6y J 5541.74 ME FL <_ y�y 5536.33 BW g AL _ A J 5537.37 M 13 v fF•5541.3,� 'n 5541.04 1=,be tlris°d Ihm According Io the cUlrrni 5542.26 ME TC SS41.82 ME Fl ona m the Final Drnnag< Rcpon d 8a' s,p ° appcm the propotcd basin it m small. ! 5541.84 5537.17 LP /� N �p 5541.92 5541.89 (l 5512.00 FL y B y BL - _BACK OF WALK '8 5542.14 d 5542.06 5542.49 ME TC 5542.07 ME FL 5542.40 ME BACK OF WALK I I I=> - 5542.22 FL RACKOF WALK 3.7% BEGIN WALL 1141.17- 541.57TWBACK 5541.02 BW SG,P by+, 5539 1 's h � I Zf 5536.80 TW 5S36.30TSW 5534.30 BW 5536.80TW SS36.30TSW 5534.30 BW 5536.80 TW 5534.30 BW 5536.80 TW SS34.30 BW N 0 5 10 20 SCALE: 1"=10' NOTE: • SPOT ELEVATIONS REFER TO FLOWLINE UNLESS OTHERWISE NOTED. • RETAINING WALL TO BE DESIGN -BUILD DURING CONSTRUCTION. LEGEND ME MATCH EXISTING TW TOP OF WALL BW BOTTOM OF WALL TC TOPOFCURB FL FLOWLINE LIGHT POLE RETAINING WALL O U W a IE I- Z m 3 g aCq a m Z = H D W a Z �QQ N wow DAC •uoc: AW wr AM 5/B/T015 BHEET 3OF7 ANN.W COOL SG,P by+, O y y 5538.17 y y �yC O u END WALL 5538.76 TW 5538.50 BW `'r 5 MAX WALL MEIGHT = 52.5' 5536.80 TW 5536 5534.30 BW BEGIN WALL 5536.80 TW SS36.50 BW Zf 5536.80 TW 5S36.30TSW 5534.30 BW 5536.80TW SS36.30TSW 5534.30 BW 5536.80 TW 5534.30 BW 5536.80 TW SS34.30 BW N 0 5 10 20 SCALE: 1"=10' NOTE: • SPOT ELEVATIONS REFER TO FLOWLINE UNLESS OTHERWISE NOTED. • RETAINING WALL TO BE DESIGN -BUILD DURING CONSTRUCTION. LEGEND ME MATCH EXISTING TW TOP OF WALL BW BOTTOM OF WALL TC TOPOFCURB FL FLOWLINE LIGHT POLE RETAINING WALL O U W a IE I- Z m 3 g aCq a m Z = H D W a Z �QQ N wow DAC •uoc: AW wr AM 5/B/T015 BHEET 3OF7 ANN.W COOL BEGIN WALL 5539.14 TW 553&83 BW I END WALL 5536.92 TW --- 0+00 � 1 5536.49 BW _ TOP OF WALL 0+ N89'31'40'E 150.00' STA: 0+09.46 0+92 ss UA J TOP OF WALL SS`39 STA: 0+00.00 Sq EL 5541.02 9 FINISHED GRADE FINAL GRADE SS37.68 STA: 0+00.00 EL 5539.14 \ • 5590 TOP OF WALL STA: 5583.63 EL 5539.18 STA: 5568.25 TOP OE WALL G STJ9 \I 'I'' 5540 TOP OF WALL 5541 OP OfFWALWAIL STA: 0+00.00 MSTING GRADE� FINISHEDGRADE 5537.48 5540.51 o EL: 5538.83 STA: 5568.25 J4.64.6 EL 5538.50 EXISTING GRADE 5537.37 1 ° STA: 0+52.25 554104 vv 55x13 STA: 01+92.13 �II 4 O N�T� J EL•5537.71 TOP WALL 5537.17 LP EXISTING GRADE _ _ Q0 � -- -0+15 0+00 1 5540 5535 -0+15 0+00 NORTH WALL PLAN VIEW 1+001+05 0+50 NORTH WALL PROFILE 5540 5535 1+001+05 N 0 5 10 20 SCALE: 1'.=10' VERTICAL SCALE: 1"=10' � I :8 5541.04 FF=55411 3 T� 5541.89 5542.00 FL BACK OF WALK i <=I 3.7% BEGIN WALL 5542.22 FL 5541.57 TW BACK OF WALK 5541.02 BW a S 150.00'589? T9� S9r `C SSj9 / N N I I ! 1 -0+20 0+00 5540 5535 -0+20 0+00 SOUTH WALL PLAN VIEW / 5538.17 N END wau 5538.76 TW N 5538.50 BW 153861-, 5 BEGINWALL 5536.80TW 5536.50 BW 0+90 STA: 0+00.00 I EL•S54LS7_- 1 _ TOP OF WALL STA: 0+09.46 6 EL: 5539.78 TOP OF WALL STA: 0+00.00 TOP OF WALL EL 5541.02 FINISHED GRADE FINAL GRADE STA: 0+00.00 EL 5539.14 TOP OF WALL STA: 5583.63 EL 5539.18 STA: 5568.25 TOP OE WALL TOP OF WALL EL: 9 TOP OF WALL OP OfFWALWAIL STA: 0+00.00 MSTING GRADE� FINISHEDGRADE EL: 5538.83 STA: 5568.25 EL 5538.50 EXISTING GRADE fINKHED GRADE _ STA: 0+52.25 STA: 01+92.13 �II STA: 0+29'30 EC 5536.92 EL•5537.71 TOP WALL EXISTING GRADE _ _ � -- EXISTING RADE STA: 0.92.13 EL 5536.49 EXISTING GRA I 0+50 NORTH WALL PROFILE 5540 5535 1+001+05 N 0 5 10 20 SCALE: 1'.=10' VERTICAL SCALE: 1"=10' � I :8 5541.04 FF=55411 3 T� 5541.89 5542.00 FL BACK OF WALK i <=I 3.7% BEGIN WALL 5542.22 FL 5541.57 TW BACK OF WALK 5541.02 BW a S 150.00'589? T9� S9r `C SSj9 / N N I I ! 1 -0+20 0+00 5540 5535 -0+20 0+00 SOUTH WALL PLAN VIEW / 5538.17 N END wau 5538.76 TW N 5538.50 BW 153861-, 5 BEGINWALL 5536.80TW 5536.50 BW 0+90 STA: 0+00.00 I EL•S54LS7_- _ TOP OF WALL �i 6 TOP OF WALL STA: 0+00.00 EL 5541.02 FINISHED GRADE STA: 0+50.80 ' EL 5539.18 STA: 5568.25 TOP OF WALL EL: 5538.77 TOP OF WALL MSTING GRADE� FINISHEDGRADE STA: 5568.25 EL 5538.50 fINKHED GRADE STA: 0+52.25 EL 5537.50 FINISHED GRADE 0+50 SOUTH WALL PROFILE 5535 0+90 r 5537.18 END WALL + 5536.80 TW 5536 33 BW 5537.37 T M �N r 5537.171D yy�yx G dP0 � a /`Py5 3 5536.80 TW 5536.30 TSW J 5534.30 ew / SS38.17 y+P /t5536.80 TW 8 END WALL o 5538.76 TW5536.30 TSW 3 c 5538.50 BW yy+p / 5534.30 BW 0 5 10 20 ^ S 553a.6s -, AWf WALL HEIGHT • 22.5' SCALE: ALE: 1 c J 5 O+SO 5536.80 TW VERTICAL SCALE: 1"=10' 5534.30 BW q 5536.90 TW 5536 5536.80 TW N a E 5534.30 BW 5531.30 SW E S r X144 BEGIN WALL ` 5536.80 TW - -_--- --- - c 5536.50 BW O ; • W BASIN WALL PLAN VIEW -0+15 0+00 1+00 1+48 5540 5540 V ui O aFa Z W N Q 0 W = f~A .j O Q LU LL 5535 5535 2 OQO N .. AC AMA 5530 5530 sienms -0+15 0+00 0+50 1+00 1+48 SHEET BASIN WALL PROFILE R ANN.IMI0001 20.00' ENHRGENCY SPILLWAY CENTERED ON WALL STA: O�OZ.83 STA: 0.69.86 SM 89.86 STA: 1+32.36 EL 505+3062.80 EEL 5536.80 EEL 5536.80 El: 5 .80 EEL 5536.80 EL: 5536.80 TOP OF WALL TOP OF WALE TOP OF WALL TOP F WALL TOP OF WALL TOP Oimimimmi M CC CL F WALL a STA: ao2.e3 EL 5536.50 TOP OF SPILLWAY STA: 132.3ui 8 EL: 5536.33 FINISHED GGRADEFINISHEDGMDE STA: W32.72 F816XEDGMDE 5T OM3.11 EL: 5531.30 El: 31.30 FIN6NEDGMDE FM EDGMOE E%KTING GGRADED GENERAL NOTES OR PRIVATE DEVELOPMENT 1 ALL WORK WITHIN THE PUBLIC RIGHTIJF"WAY OR EASEMENT SNAIL CONFORM TO THE CITY OF WHEAT RIDGE ENGINEERING REGULATIONS AND DESIGN STANDARDS Z. AN APPROVED RtGMTLF-W AT CONSTRUCRON PERMIT AND A MUNICIPAL CONTRACTOR'S LICENSE IS REQUIRED PRIOR TO ANY WORK COMMENCING WITHIN THE PUBLIC RIOT -OF -WAY. ANY WORK PERFORMED VRTMN THE STATE RIGHTOF WAY SMALL REQUIRE AN APPROVED STATE CONSTRUCTION PERMIT PRIOR TO ANY WORK COMMENCING 3. IT SHALL BE THE CONTRACTOR -3 RESPONSIBILITY TO NOTIFY THE ON'NERDEVELOPER OF ANY PROBLEM IN CONFORMING TO THE APPROVED CONSTRUCTION PLANS FOR ANY ELEMENT OF THE PROPOSED IMPROVEMENTS PRIOR TO ITS CONSTRUCTION A. IT SMALL BE THE RESPONSIBILRY OF THE DEVELOPER OUFSNG CONSTRUCTION ACTIVT IES TO RESOLVE CONSTRUCTION PROBLEMS DUE TO CHANGED CONDITIONS OR DESIGN ERRORS ENCOUNTERED BY THE CONTRACTOR DARING THE PROGRESS OF ANY PORTION OF THE PROPOSED WORK IF, IN THE OPINION OF THE CITY'S INSPECTOR, THE MODIFICATIONS PROPOSED BY THE DEVELOPER TO THE APPROVED PANS INVOLVE SIGNIFICANT CHANGES TO THE CHARACTER OF THE WORK OR TO FUTURE CONTIGIKUUS PUBLIC OR PRIVATE IMPROVEMENTS, THE DEVELOPER SHALL BE RESPONSIBLE FOR SUBMITTING REVISED PLANS TO THE CITY OF WHEAT RIDGE FOR APPROVAL PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO THAT PORTION OF WOW ANY IMPROVEMENTS CONSTRUCTED NOT IN ACCORDANCE WITH THE APPROVED PANS. OR THE APPROVED REVISED PLANS SHALL BE REMOVED AND THE IMPROVEMENTS SNAIL BE RECONSTRUCTED TO THE APPROVED PLANS S. UTILITY NOTIFICATION CENTER- THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO FOR LOCATION ON UNDERGROUND GINS. ELECTRIC AND TELEPHONE UTILITIES AT LEAST Y HOURS PRIOR TO THE COM NENCEIKIT OF ANY CONST EICT10H. CALL NNIM2.11IT. 6 ALL UTILITY POLES SHALL BE RELOCATED PRIOR TO THE PLACEMENT OF CONCRETE T WITH NOTIFICATION O THE RESPECTIVE OWNER ADJUST RMS O ALL CIEANOUTS. MANHOLES. VALVE COVERS AND BERNEY MONUMENTS PRIOR TO THE FINAL PAVING UFT 6 THE CONTRACTOR SHALL PROVIDE ALL LIGHTS. SIGNS, BARRICADES FLAGMEN OR OTHER DEVICES NECESSARY TO PROVIDE FOR THE PUBLIC SAFETY IN ACCORDANCE WITH THE CURRENT IAAMUAL OF UNIFORM TRAFFIC CONTROL DEVICES. 9 THE CONTRACTOR SMALL PROVIDE AND MAINTAIN INGRESS AND EGRESS TO PRIVATE PROPERTY ADIAC'ENT TO THE WORK THROUGHOUT THE PERIOD O CONSTRUCIION. PRIOR TO BEGINNING ANY WORK THE CONTRACTOR SHALL OBTAIN A WRITTEN AGREEMENT FROM THE AFFECTED PROPERTY ONNER(SI IMPACTED BY THIS ACCESS 10. PRIOR TO THE FINAL LIFT OF SURFACE PAVEMENT ALL UNDERGROUND UTILITY MAINS SHALL BE INSTALLED AND SERVICE CONNECTIONS STUBBED OUR BEYOND THE BACK OF CURB/SIDEWMA LINE WHEN ALLOWED BY THE UTILITY. SERVICE FROM PUBLIC UTILITIES AND FROM SANITARY SEWERS SMALL BE MADE AVALIBLE FOR EACH LOT IN SUCH A MANNER THAT WILL NOT BE NECESSARY TO DISTURB THE STREET PAVEMENT. CITE, GUTTER AND SIDEWALK WHEN CONNECTIONS ARE MADE 11. TWO (2) COPIES O THE -AS BOLT' PLANS ARE TO BE SUBMITTED PRIOR TO FINAL ACCEPTANCE O THE WORT( M 1 COPY IS TO BE ON 24' X 36' BONA PAPER. AND D i COPY IS TO BE ON ELECTRONIC MEDIA (CDROM OR DVDROM) AND IS TO BE IN AN AUTOCAD COMPATIBLE FORMAT(DXF. DWG) 12. THE CONTRACTOR SHALL NOTIFY THE CITY INSPECTOR AT LEAST 21 HOURS PRIOR TO THE DESIRED INSPECTION 13. NO PORTION O THE STREET MAY BE FINAL PAVED UNTIL ALL STREET LIGHTING IMPROVEMENTS. DESIGNED TO SERVE THE STREET ANO/OR DEVELOPMENT HAVE BEEN COMPLETED. IM. STREET RIGMT-OF-WAY MONUMENTS SHALL BE SET PRIOR TO FINAL LFT OF ASPHALT PAVEMENT. MONUMENT HARDWARE SWILL BE PROVIDED BY THE CITY OF WHEAT RIDGE UPON REOUEST. 15 SEEDING AND MULCHING SHALL BE COMPLETED WTTHN THIRTY (30) DAYS OF INITIAL EXPOSURE OR SEVEN (T) DAYS AFTER CNADINC M 0 TANTIALLY COM'LEI£ IN A CNEN AREA V16 DEFINED SY THE CITY) THIS MAY REWRE MULTIPLE MOBILIZATIONS FOR SEEDING AND MULCHING. 16. ANY DISTURBED AREA OR STOCKPILE NOT AT FINAL GRADE THAT IS TO BE LEFT EXPOSED FOR MORE THAN THIRTY (30) DAYS AND IS NOT SUBJECT TO CONSTRUCTION TRAFFIC. SHALL BE TEMPORARILY SEEDED WITHIN SEVEN(T) DAYS OF PLACEMENT OR DISTURBANCE IN ACCORDANCE IN ACCORDANCE WITH THE CITY O WHEAT RIDGE TEMPORARY SEEDING STANDARDS IF THE SEASON OR STOCKPILE MATERIAL PROHIBITS TEMPORARY SEEDING. THE DISTURBED AREAS SHALL BE STABILIZED WITH CITY OF WHEAT RIDGE SEEDING NA EROSION CONTROL REQUIREMENTS 17 STOCKPILESH OF ANY MATERIAL SMALL BE LOCATED FULLY WTN THE LIMITS OF CONSTRUCTION AND NO LESS THAT IOPFEET FROM THE SAWS O THE NEAREST ORNHAGEWAY, STOCKPILE AREAS SMALL BE SIZED TO FULLY COWAN THE MATERIAL BASED ON MAXIMUM ALLOWABLE STOCKPILE SIDE SLOPES OF 3 (HORIZONTAL) TO I (VERTICAL I CONSTRUCTION IS. PEF*AkNEW OR TEMPORARY SOI. STABIIZAr10N ME/ SURES SHALL BE APPLIED TO DISTURBED AREAS WITHIN 30 DAYS AFTER FINAL GRADE IS ACHIEVED ON ANY AS PORTION OF THE SITE. OR TO DISTURBED ARE THAT MAY NOT BE AT FINAL GRADE. BUT ARE TO BE LEFT DORMANT FOR A PERIOD OF TIME O MORE TWIN 30 DAYS 19. ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED DURING CONSTRUCTKI N. AND SHALL BE INSTALLED IMMEDIATELY PER INSTRUCTIONS OF THE CITY INSPECTOR. F "MEAN .Q CITY OF WHEAT RIDGE DETAIL O G -A03 GEN NOTES -PVT CODE DEPT. OF PUBLIC WORKS GENERAL NOTES FOR G' ENGINEERING DIVISION PRIVATE DEVELOPEMENT �toR"� APPaovFD By sNN Dam HANDICAP SK " C U RB STANDARD ACCESSIBLE SPACE NOTICE i0 CONTRACTOR IF MORE THAN THREE (3) STREET CUTS OCCUR WITHIN 250 LINEAR FEET. ADDITIONAL MILLIN&OVERLAY REQUIREMENTS WILL APPLY. REFER TO THE TERMS OF THE CITY OF WHEAT RIDGE ROW CONSTRUCTION PERMIT TO BE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS. 303 215 2161, PRIOR TO COMMENCEMENT OF WORK. CONTRACTOR SHALL OBTAIN THE PROPER ROW CONSTRUCTION PERMITS FROM THE CITY OF WHEAT RIDGE DEPARTMENT OF PUBLIC WORKS (303.235 21611 PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES WITHIN THE PUBLIC RIGHT OF -WAY ONCE EXCAVATED. THE BOTTOM OF THE DETENTION AREA SHALL — BE SCARIFIED AND NO FURTHER HEAVY EQUIPMENT SHALL BE ALLOWED WITHIN THE AREA. 0.5' THE CONTRACTOR SHALL CALL FOR A PUBLIC WORKS INSPECTION AT 303 235 2961 A MINIMUM OF 24 HOURS PRIOR TO COMMENCEMENT OF THE SOIL SCARIFICATION PROCEDURE FOR THE DETENTION FACILITY. FAILURE TO HAVE THE INSPECTION MAY RESULT IN REMOVAL AND RECONSTRUCTION OF THE AREA AT THE SOLE EXPENSE OF THE CONTRACTOR. NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN TWO (2) FEET OF THE PROPERTY BOUNDARY. ANY WORK T'D THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN .APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY MODULAR BLOCK RETAINING WALLS OVER 48' IN HEIGHT SHALL BE ENGINEERED (REFER TO STRUCTURAL PLANS) WALLS LESS THAN J8' IN HEIGHT TO BE DESIGN BUILD Im 12'x6' HANDICAP SIGN STANDARD 6' CURB O U W Q Z Z I n W Q W co R J x 9 G LL m %QQ W N SHEET 6� 7 ,40&1 ' n 0 0 cn v� �0 iv c) -• O C O *3 3 =cn cn CD v COcn O 0 0(nE�: O C:D v o �0 0 m cn 3 0 Cal Cn ` 1 v 3 C/) C/) m" _0 CC 13 N cn 0 D ry � CD Q� 0-00 to CD T v CD n CD o �� osv0 x -cD0 �cn((D Ln 3 +� i CD G� Q CD 0 (n = U)ry v — Q x o CD CL nD C: o 3 00 �cn CD S N �. Cn n O_ 0 O n v -- o a3Cl) C0000 CD cnCD �— I En rn w PRELIMINARY DRAINAGE REPORT THE HUMAN BEAN 2900 YOUNGFIELD STREET WHEAT RIDGE, COLORADO Prepared for.- Annandale or: Annandale Consultants Inc. 1360 Wadsworth Blvd. #310 Lakewood, CO 80232 303-985-1188 May 2015 Project No. ANN.WHC001.00 bi I -" Manhard. CONSULTINC LTD Prepared by: David Carpenter, PE Manhard Consulting. Ltd. 10835 Dover Street, Suite 700 Westminster, CO 80021 Phone. 303-665-5505 TABLE OF CONTENTS Tableof Contents............................................................................................................................ l General Location and Description.................................................................................................. 3 SiteLocation................................................................................................................................ 3 Description of Property and Land Use........................................................................................ 3 Drainage Basins and Sub-Basins.................................................................................................... 4 MajorBasin Description.............................................................................................................. 4 Sub -Basin Description — Existing Conditions............................................................................. 4 Sub -Basin Description — Proposed Conditions........................................................................... 4 DrainageDesign Criteria................................................................................................................ 5 Regulations.................................................................................................................................. 5 Hydrology.................................................................................................................................... 5 WaterQuality Enhancement........................................................................................................ 5 Proposed Stormwater Conveyance or Storage Facilities................................................................ 6 Stormwater Conveyance Facilities..............................................................................................6 StormwaterStorage Facilities...................................................................................................... 6 Potential Permitting Requirements................................................................................................. 7 Conclusions..................................................................................................................................... 7 References....................................................................................................................................... 8 APPENDIXA................................................................................................................................... HYDROLOGIC CALCULATIONS............................................................................................. — Composite C Calculations..................................................................................................... — Time of Concentration Calculations..................................................................................... — Runoff Computations............................................................................................................ APPENDIXB................................................................................................................................... HYDRAULIC CALCULATIONS................................................................................................ — Detention Volume by the Modified FAA Method................................................................ — Percolation Test Summary .................................................................................................... — Calculations for Bioretention Basin...................................................................................... APPENDIXC................................................................................................................................... FIGURES AND BACKGROUNDINFORMATION................................................................... — Flood Insurance Rate Maps.................................................................................................. — Soil Map................................................................................................................................ — Existing Drainage Map......................................................................................................... — Proposed Drainage Map........................................................................................................ 2 GENERAL LOCATION AND DESCRIPTION SITE LOC.1 TIO. The site is known as the Human Bean and is located in the Southwest Quarter of Section 29, Township 3 South, Range 69 West of the 6`h Principal Meridian, City of Wheat Ridge. County of Jefferson. State of Colorado and contains 0.344 acres. The property is located in the southwest quadrant of the City of Wheat Ridge grid number 29. A walk-up/drive-through coffee shop is proposed for this site. In addition to the approximately 432 sf building, development will include associated parking, underground utilities, landscaping, and a driveway access to Youngfield Street. The site is bounded by the Youngfield Street right-of-way on the West, the Bureau of Land Management State Office lot on the South, and an office building and associated parking on the North and East. DESCRIPTION OF PROPERTY. - ND L.4ND USE The existing site is undeveloped. The site slopes to the east at an approximately 15% slope for a short distance adjacent to the sidewalk and then at approximately 3% across the rest of the site. Stomwater runoff flows west to east across the site and leaves the site over the curb on to the existing office building parking lot and is directed to their onsite detention facility. The site lies in Zone X outside the 100 -year floodplain per FEMA Flood Insurance Rate Map number 08059COI94F revised February 5, 2014. The on-site soils consist of Denver — Urban land complex, 0 to 2% slopes. Please refer to Appendix C for a copy of the NRCS soils map. The Denver variant — Urban land complex is categorized as NRCS Hydrologic Soil Group (HSG) `C'. Group 'C' soils have a slow infiltration rate when thoroughly wet. They consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. The proposed bioretention area is designed to penetrate the clay soil surface layer to create an infiltrative surface with a good rate of water transmission. Bore logs are included in the Appendix B. 3 DRAINAGE BASINS AND SUB -BASINS MAJOR BASLE' DESCRIPT av The project site is located in the Lena Gulch Basin which is tributary to Lena Gulch. It is on the west side of the basin, two blocks northeasterly of Maple Grove Reservoir. The site currently drains on to the adjacent office building property and into their existing detention facility. SUB-BASLv DESCRIPTION - ExisnNG CONDITIONS The existing topography associated with this project site creates a single onsite drainage basin with one small off-site basin contributing to the flow on the property. Please refer to the Existing Drainage Map for basin location. Historic Basin E-1 is 0.34 acres and covers the entirety of the site. Runoff sheet flows from all aregis of the site, easterly to the adjacent office building property and on to their existing detention facility. Rational Method calculations yield a flowrate of 0.33 cfs for the 5 -year storm event and 1.64 cfs for the 100 -year storm event. Historic Basin OSlis 0.02 acres and is comprised of a narrow strip running along the north, west, and part of the south side of the site. Stormwater runoff from this area currently sheet flows on to the site and combines with the onsite runoff flowing easterly to the adjacent office building property and to their existing detention facility. Rational Method calculations yield a flowrate of 0.02 cfs for the 5 -year storm event and 0.09 cfs for the 100 -year storm event. SUB -BASIN DESCRIPTION -PROPOSED CONDITIONS The proposed site is comprised of two drainage basins. The first is onsite and the second is area that flows off-site. Please refer to the Proposed Drainage Map for basin location. Basin P-1 is 0.32 acres and contains the entire site tributary to the bioretention infiltration basin. Runoff is directed overland to the infiltration facility at the southeast corner of the site which serves as both the water quality and detention facility. Stormwater in this infiltration basin will percolate in to the soil. Rational Method calculations yield a flowrate of 1.31 cfs for the 5 -year storm event and 2.49 cfs for the 100 -year storm event. Basin OS2 is 0.03 acres and is comprised predominantly of perimeter landscape area that could not be directed to the infiltration basin and runs off-site to the office building property. The associated stormwater is conveyed to their existing detention facility as it was in existing conditions. The strip along the west side is the hardscape area created by the widening of the sidewalk. Rational Method calculations yield a flowrate of 0.04 cfs for the 5 -year storm event and 0. 14 cfs for the 100 -year storm event. No impact to adjacent properties is anticipated. DRAINAGE DESIGN CRITERIA REG 1-1.4 TIONS This drainage study is prepared in conformance with the City of Wheat Ridge, Site Drainage Requirements and the Urban Drainage and Flood Control District Criteria Manuals 1-3 (UDFCD Criteria Manual), latest editions. HYDROLOGY The City of Wheat Ridge, Site Drainage Requirements state that following are the return frequencies of the minor and major storms. Minor Storm: 5 -Year Major Storm: 100 -Year The project site is less than 90 acres in size; therefore, the Rational Method (i.e., Q=CiA) was used to estimate the excess existing (historic) and developed runoff. The existing and developed runoff coefficients were calculated using Table RO-5 from the UDFCD Criteria Manual. The 100 -year and 5 -year rainfall intensity data for the existing and developed conditions were taken from Figure 5-1 provided in the City of Wheat Ridge, Site Drainage Requirements. WATER QUALITY ENHANCEMENT The structural BMP to be utilized for water quality is the infiltration detention basin. PROPOSED STORMWATER CONVEYANCE OR STORAGE FACILITIES STORAIW-I TER COA [ "EYA A CE F a ( IL (TIES The general runoff pattern for the site directs drainage overland and along curb and gutter in to the proposed infiltration basin. STORAMA TER STORAGE F-IC/LmES An infiltration basin, in general conformance with the UDFCD Bioretention fact sheet and City of Wheat Ridge Public Works Site Drainage Requirements, is proposed for this site. It will be a total infiltration system so no underdrain is required. The volume of the infiltration basin is sized to accommodate 100% of the 100 -year detention volume. As a commercial development, no WQCV is required for the entire site. Three percolation tests were conducted approximately 20 feet from the east property line in April 2015 by Colorado Geoscience and Design, Inc. The detailed results, including Tri -County Health Department Form S-431, location map and supporting information is included in Appendix B. The percolation rate results for the three holes were 240, 40, and 48 minutes per inch. The average of 109 min/in was heavily influenced by the 240 min/in outlier. Although this high percolation rate was found directly in the area of the proposed retention basin, the most conservative value of 40 min/in was used in the calculations. In addition to the percolation tests, a bore to at least nine feet in depth was conducted in this area for soil profile information. Sandy clay was found down to a depth of 4.5 feet. Below this level a considerably more sand and gravelly type soil was found and continued to the limits of the bore. For this reason, any area below the infiltrative surface that does not extend to the elevation of this soil type interface will be removed and replaced with an appropriate select fill. No water was encountered in this bore or any others conducted in other parts of the site which extended down 20 and 24 feet. These additional two bores are described in the "Subsurface Investigation of 2900 Youngfield Street" report dated April 30, 2015, also by Colorado Geoscience and Design, Inc. Per the "Full Infiltration Sections" section on page B-5 of the UDFCD Bioretention (rain garden) fact sheet, "it is not necessary to use the prescribed rain garden growing medium." However, for ease of future maintenance, 6 inches of Biotite Rain Garden Growing Media will be incorporated in to the design. The emergency overflow for the bioretention basin will be along the east side of the basin. If the basin overtops the design volume, plus the 6 inches of freeboard, this will convey the stormwater to its original path in existing conditions. POTENTIAL PERMITTING REQUIREMENTS This proposed development is seeking required approvals from the City of Wheat Ridge. Since the site is less than one acre in area, not Stormwater Management Plan or State permits are required. CONCLUSIONS This development improves drainage conditions for the adjacent Office Building property by keeping its stormwater onsite. The property will no longer be tributary to the existing detention facilities on that site. This Storm Drainage Study Report substantially complies with the City of Wheat Ridge Site Drainage Requirements and the UDFCD Criteria Manual for water quality and detention requirements. REFERENCES City of Wheat Ridge Site Drainage Requirements, City of Wheat Ridge Public Works, Colorado, Latest Edition. Wheat Ridge Community Development Department Pre -Application Meeting Summary, City of Wheat Ridge, Colorado, October 9, 2014. Urban Storm Drainage Criteria Manual, vol. 1, 2 and 3, Urban Drainage and Flood Control District, Denver, Colorado. Latest Edition. APPENDIX A HYDROLOGIC CALCULATIONS - COMPOSITE C CALCULATIONS - TLvIE OF CONCENTP,4TION CALCUL.9TIONS - RUNOFFCOMPUTATIONS COMPOSITE C CALCULATION PROJECT MANE The Human Bean -W1 Manhard. PROJECTNO ANN.WH0001 coHsuuiMc LOCATION. Wheat Ridge, colorado "Calculations on this sheet come from UDFCD Urban Storm Drainage Criteria Manual (V 1) NRCS Hydrologic Soil Group: C Historic flow analysis 2% Impervious 0.00 5 yr= 0.16 0.00 100 vr= 0.51 0% Impervious 0.00 100 yr= 0.5C 100% Impervious 0.00 100 yr= 0.96 90% Impervious 0.00 100 yr= 0.83 40% Impervious 0.00 100 yr= 0.58 EXISTING DRAINAGE AREA BASIN ID Lawns, sandv soil 0.00 5 yr= 0.15 Paved ft2 Paved 0.00 5 yr= 0.90 COMPOSITE C 5 yr 100 r Roofs 0.00 5 yr= 0.75 15000 Gravel (packed) 0.00 5 yr= 0.35 0% Impervious 0.00 100 yr= 0.5C 100% Impervious 0.00 100 yr= 0.96 90% Impervious 0.00 100 yr= 0.83 40% Impervious 0.00 100 yr= 0.58 EXISTING DRAINAGE AREA BASIN ID Atotal ft2 Histonc flow analysis ftz Lawns. sandy sod ft2 Paved ft2 Roofs ft2 Gravel Tacked) ft2 Atotal (Ac) COMPOSITE C 5 yr 100 r Percent impervious E1 15000 15000 0.34 0.16 0.51 2% OS1 831 831 0.02 0.16 0.51 2% Subtotals 15,831 15,831 0 0 1 0 1 0 2% uralnage Area= U.Jb 1 of 6 Designer: AJD Date: 5/8/2015. 4:21 PM PWnnwhco011Documents0rainageWnnwhco0l (drainage calculations - V.1).xlsx COMPOSITE C CALCULATION PROJECT MANE The Human Bean PROJECTNO ANN.WHCO01 !" Manhard C ONSULTINC LOCATION. Wheat Ridae. colorado 'Calculations on this sheet come from UDFCD Urban Storm Drainage Criteria Manual (V.1) NRCS Hydrologic Soil Group: C Historic flow analysis 2% impervious 0.00 5 yr= 0.16 0.00 100 vr= 0.51 0% Impervious 0.00 100 yr= 0.50 100% Impervious 0.00 100 yr= 0.96 90% Impervious 0.00 100 yr= 0.83 40% Impervious 0.00 100 yr= 0.58 PRnPn.QFf) nP41A1AF]F APPA BASIN ID Lawns, sandy soil 0.00 5 yr= 0.15 Paved ft2 Paved 0.00 5 yr= 0.90 COMPOSITE C 5 yr 100 yr Roofs 0.00 5 yr= 0.75 3565 Gravel (packed) 000 5 yr= 0.35 0% Impervious 0.00 100 yr= 0.50 100% Impervious 0.00 100 yr= 0.96 90% Impervious 0.00 100 yr= 0.83 40% Impervious 0.00 100 yr= 0.58 PRnPn.QFf) nP41A1AF]F APPA BASIN ID Atotal ft2 Histonc now analysis ftz Lawns. sandy soil ftz Paved ft2 7ftj Gravel (packed) ft2 Atotal Ac COMPOSITE C 5 yr 100 yr Percent Impervious P1 13841 3565 9600 677 0.32 0.70 0.83 74% OS2 1159 971 188 0.03 0.27 0.57 16% Subtotals: 15.000 1 0 4,536 1 9,788 677 1 0 7 1 69% vI all layer M ca— U. J4 2 of 6 Designer: AJD Date 5/8/2015, 4:21 PM P:1Annwhco0l\Documents\Drainage\Annwhco01 (drainage calculations - V 1).xlsx 76 O N ly 0 co �0 @ o N U CO O C: O o m U E _ 7 _ N Z f— Q W O 2 Z O ? W U O O a a Y E E Q EE CC: W � � J Q CO Z -� E O _o + a (n O .0 N Z_ 2 E U) J V Y m. �.- U W W = U Z0 _ Z m J N 6 6 O U J u r - C_ a � o l s W 3 F" J ^ W Q 1 3 c 1 i = F - z -- LLJ J - C � CD M W LOW Q O o � � o Z = Z N W J W U Q V M N O Q Q O O Q Z CD cD W U Q O O m CD � � Z W W O a N V O N LO ui Q cc rn O M �f 0 m C � �p O U CO O N C O U m U -o E _ E D 2 io Z L G LU � 2 O Q ti ti Z U Q I— WLu U O O a a a i 0111111111111111111 1 011111111111111111111111 milli 11111 1111111 milli 11111111111111 01111111111111111111111 01111111111111 H11111111111111111 C/) z O 1 CL ZN O U LL U- 0 Z ■11111 ■ Mill ■111011111 ■ ■ 1 ■ t ■1 ■ 1 1 M111111 1111111111111� 111111 1� 1 M1111111 ■ Milli 0111111101111111111 0 n a c O a E _ _ ca Z C QZ j u O Z � z O W U � O CL C L ■ ■ ■N ■ ■ ■ ■ ■ ■ ■ 1 ■ ■ 1 ■ ■ ■ 11 11 � I ■ II APPENDIX B HYDRA ULIC CALCULATIONS - Detention volume by the Modified FAA Method - Percolation Test Summary - Calculations for Bioretention Basin I DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Human Bean, Wheat Ridge Basin ID: (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) IDetermination of MINOR Detention Volume Using Modred FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method CA-rl Dnmaga moa- Catchment Dnmage Area Prsd-IcpmAnt NRCS Soil Group Realm Penod for 0-p Control T,me of Conpntntwn of 'N. -ad Allovnnle -I R.- Rap OM -hour Pr punion Design Rainfall IDF Formula I • C,' Pd(C4aTJ•C) ..«KiniMt OM Coaff-t Two Coen iMt Three 6' pNCeM A = av« TYpa = A. B. C or 0 T = i years 12. 5. 10. 25 50 or 1001 Tc = 5 rips g = 3 ^ ova... :8 50 0 0 '99 .atcnment Dr -age impervulusnees -atcnman, Drunaps Area Prada -P-1 NRCS Soil Group Return P-od for O.o n Convol Time of C--trat" m •n.-sd Allowate. -1 RNsaM Rap Ona -Mur Precnitsc- Deign Rainfall IDF Formula 1 . C,- P,/(C4.TJ•C4 �PeKcient One �OaKicien' "wo CoaMuem n,ee A - 0344 OefCMI TI'Pa = C A. 8. C .,D T'®Ysii 5 10. 25 50 or 1001 Tc • 5 minups I, ' cfa/ave• P, - rad se C, = 2850 C; • 10 C' = 0'89 R-0 :oeMc�em _ - 051 neow Pe« RVMK Oprn = 080 cis Alldwabh P«k Oudbw Rate Op-oul = 0.06 cia MOO. FAA Minor Storage Volume = 837 cubic Mt Mod, FAA Minor Storage Volume = 0.019 rife -R < En., Rainfall Dunaon Invem 1 IMrease Value Rera a 5 br 5-Minupa Runoff C«muent C = Infbw Peak RuMK 0".- All-ble Peak Oullbw Rale OP -out = Mod. FAA Major Storage Volume • Mod. FAA Major Storage Volume • 066 1 99 0.34 1 46' 0.03A de cubic Mt ace -h Ramhll Ramhn meow AONaenent Avenge DUtltoW Storage Ramfall Ramf.0 meow AdrysMen' Avanpe Duntron mhnvry Vol_ Factor Oudlow Volume Volume Dunoon Oudlow Stoops minupa �nchn r hr aua-het m cfs aua-Mt e-r«t m,nups n' nvry ,race« 1 nr VOWme ars-f«t an Oudlow cfF Volume Volume n ut ou t ou ou ou t ou ut ou t lira] t lou 1 1 0000 1 fr«I ueMt x0000 000 0000 000 000 0000 0000 0001 0000 00 DO 2 t 5 454 0 005 1 00 006 0 000 0 005 5 B 78 0000 10 382 DOW 075 004 0001 0008 '0 0 014 1 00 034 0 002 0 011 15 304 0011 067 004 0001 700 0022 075 026 0004 0018 20 0010 '.5 587 0028 087 023 0005 0023 263 0013 063 004 0001 0012 20 508 0032 083 022 0006 25 233 0 014 060 004 0 001 0 013 25 . 50 0 035 060 0026 30 209 0015 058 003 0001 0014 JO 0 21 0 007 00 8 35 1 91 00 057 003 405 0038 OSB 020 0008 0030 0 002 0 015 35 369 0 040 057 0 20 0 009 00 1 40 176 0017 056 003 0002 0015 40 340 0042 056 019 0011 a5 183 D018 056 003 0002 0018 45 315 0032 50 1 52 Dole 055 0.03 0 002 00 0044 058 019 0012 0032 55 143 0019 055 003 0002 50 2 94 0 048 0 54 0 19 00 13 0 033 60 0017 55 276 0047 055 019 0014 0033 1 35 0 020 054 003 0 003 001-1 60 260 0 049 05 0 19 015 00 Is 0 65 128 0020 054 003 0003 0017 65 247 0050 054 033 70 121 0021 054 003 0003 0017 '0 234 019 00170034 75 118 0021 053 003 0003 0018 -5 0051 054 0'8 00'80034 80 110 223 0052 053 018 0019 0033 0021 0.43 003 0003 0018 30 214 0053 053 018 0020 0033 35 1 06 00 022 053 003 0 004 0 018 95 2 05 0 054 0 53 O 18 90 102 0022 053 003 000. 0018 30 197 0 021 0 033 95 0 98 0 022 053 003 0 004 0 016 95 1 89 0055 0056 053 053 010 0 I B 0073 0 024 0.033 100 09. 0023 053 003 0004 0019 '00 182 0057 053 003 2 104 091 0023 0.52 003 0004 00'9 105 176 0058 OtB 0025 0032 110 088 0023 052 003 0005 0019 it0 042 018 0026 0032 +t5 085 OON 052 003 0005 170 0059 052 018 0017 0031 120 0019 115 185 0059 052 018 0028 003' 0 83 0.024 052 003 0 005 00 '9 019 120 1 80 0 060 OSI a'$ 0 030 0 036 25 080 0024 051 003 0005 0019 125 154 0061 052 130 079 0024 0.52 003 0005 0019 130 151 ODBC 018 0031 0030 '35 078 0025 0.51 003 0006 DOt9 135 052 0'8 0032 0029 ,40 074 0025 052 003 147 0062 052 018 0.033 0029 0006 0019 1.0 143 0062 052 Ole 0034 0028 'A5 072 0025 052 003 0006 0019 145 139 0063 052 018 0036 '50 070 0025 0.52 003 0006 0019 150 136 0064 042 0028 ' 55 068 0 026 052 003 0 008 0 019 155 1 32 Ole 0037 002' '60 087 0026 052 003 0007 0019 006, 052 Ole 0 030 0 026 '65 065 0026 052 180 129 0085 052 Ole 0039 0026 003 0007 0019 165 126 0085 042 Ole 0040 0025 '70 064 0026 OSI 003 0007 0019 170 124 00% 051 0111 0041 "5 063 0026 051 003 0007 0019 175 121 0066 051 018 0024 '.a0 061 0027 051 003 0007 0019 190 t t8 0067 051 0043 0024 85 080 0027 0.51 003 0008 0019 185 116 0067 018 00.4 00 2] '90 059 0027 051 003 0008 0019 190 051 Ole 0.045 0022 95 058 0027 051 003 0008 0019 114 0068 051 Ole 0046 0021 200 057 195 112 0068 051 Ota 0047 0021 0 027 0.51 0.03 0 008 0 019 200 1 09 0 068 0 51 0 18 0 049 0 020 205 056 0028 051 003 0008 0019 205 107 0069 051 210 055 0028 051 003 0009 0019 210 106 018 0050 009 215 05. 0028 051 0.03 0009 0019 0069 051 018 005' OO1B 220 053 215 104 0070 051 018 0052 0010 0028 051 003 0009 0019 220 102 0070 051 O18 0053 001' 225 052 0028 051 003 0009 0019 225 100 0070 051 018 230 051 0028 051 003 0009 0019 230 099 0071 005. 0016 235 050 0028 051 003 0010 0019 235 051 018 0. D56 0.015 240 049 0029 051 097 0071 051 016 0057 0014 003 0010 0019 240 095 0072 0.51 018 0058 0.014 245 049 0029 051 003 0.010 0019 245 094 0072 051 Ole 0059 250 048 0029 051 003 0010 0019 250 092 0072 051 0013 255 047 0029 051 0.03 D010 0019 255 091 018 0060 0012 260 046 0029 051 0.03 0011 0019 260 0073 051 0111 0062 0011 265 046 0029 051 090 0073 051 018 0063 0010 003 0011 OOta 265 088 0073 051 018 0084 0009 270 045 0029 051 003 0011 0018 270 087 0074 051 018 0065 275 044 0030 0.51 003 0011 0018 275 086 0.074 0009 280 044 0030 051 003 0011 0018 280 085 051 018 0066 0008 285 0 43 0 030 05 003 0.012 00 0074 051 O1B 0068 0007 290 043 0030 051 003 0.012 285 0 84 0 075 05 0 18 0 069 0 006 295 042 0018 290 083 0075 051 017 0070 0005 0030 051 003 0012 0018 295 082 0075 051 017 D071 0004 300 042 0030 05' 003 0012 3018 300 081 0076 051 017 A Minor storage Volume (cubic Rj • 837 0072 Mod. FAA Major Storage Volume lcu.c , , . 0007 Mod. FAA Malo, Storage Volume (acn-rtl UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Verson 2 35. Released January 2015 2015-05-05 UD -Det rbon v2 35 `N,M Actual iC .h. MOduled FAA M DETENTION VOLUME BY THE MODIFIED FAA METHOD Protect: Human Bean, Wheat Ridge Basin ID. 0.05 d d d v 004 m d E 0 0.03 002 0.01 0 1110 rt • Inflow and Outflow Volumes vs. Rainfall Duration 000 jo00000¢0000000000000000000 •.000000600000000._ • • bu 100 150 200 250 300 350 Duration (Minutes) ��Yinp dorm Nliw VOYim• TMhler 3lorm QAIION VolulA O Y4Yr SlorY 31w•P YOII•n• _- +Mapr Yorm Inlb� velurY �Y•pr 9brril OWIw Volum • Y•p 3Yrm ix•i V•NnY UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Verson 2.35. Rebased January 2015 2015-05-05 U043—son_4 35 - Wm Aq l IC m Mo fiM1 FAA SiV2015. 3 52 PM jo00000¢0000000000000000000 •.000000600000000._ • • bu 100 150 200 250 300 350 Duration (Minutes) ��Yinp dorm Nliw VOYim• TMhler 3lorm QAIION VolulA O Y4Yr SlorY 31w•P YOII•n• _- +Mapr Yorm Inlb� velurY �Y•pr 9brril OWIw Volum • Y•p 3Yrm ix•i V•NnY UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Verson 2.35. Rebased January 2015 2015-05-05 U043—son_4 35 - Wm Aq l IC m Mo fiM1 FAA SiV2015. 3 52 PM Tri -County Health Department Percolation Test Summary and Data Form #15-203 P,ocerty address 2900 Youngfield Street 'r'lheatr edge CO 80033 Lega. description 29(.'j0 YcurQT;eid Street Jefferson Cour *v Coi^rado Properti ONner, Contractor, Nar^e Anrandaie Consultants. Inc. Address 1360 South ` )adsworth Blvd LaKewocclCO 80226 Er^ail Address NA. X956 Saturation and Swelling • Date and time presoak water added: 04.13.15 8:15 am • Amount of presoak water added (gallons): t5 Date and time percolation test is started: 04.14.15 11:30 am Did water remain in the hole after the overnight swelling period: Hole 1 Yes x No Hole 4 Yes No Hole 2 Yes x No Hole 5 Yes No Hole 3 Yes x No Hole 6 Yes No Percolation Rate Measurements Percolation Rate Depth Hole 1 240 36 Hole 4 Hole 2 40 48 Hole 5 Hole 3 48 60 Hole 6 Average Rate Certifica Percolation Rate Depth certify the information on this form it correct and complete to the best of my knowledge and that I performed all tests in accordance with the provisions of Tri -County Health Department Regulation 0-14. 1 certify that I have the competencies needed in accordance with Section 7.13 B. of 0-14. CP ;nature IVtnhaei W Klausner Colorado Geasc:erce and Design Irc Company Name P G Box 68, FranKtowrn. CO 80115 Address 303.688 21 _50 Phone rrike(a.cogeedessgr.. ,om Email Profile Hole Information oo Jcb Nc 15-2%3 C ar;t: A-3---daiz .crsuaa: '.s .,c Location 79oc Y�urg='ei4 jtree. •�--3:Cra�C Clay sari, Drive Sample Taker, at 3=T 2')12 Row Cour; 11'/1, Moisture Content 52'/c Passed the #200 Sieve Medi,, -grained sand, gravelly clayey dense. slight!y moist. pinkish orowr. Drive Sampie Taxer at 8 35i12 Blow Court 5'/o Moisture Content 21% Passed the #200 Sieve Type of Equipment Used - CME 45C Drill Rig Certification I certify that the above information is correct and complete to the best of my knowledge and that all tests were performed in accordance with the provisions of Chapter 25-10-104 (2) 1973 of the Colorado Revised Statues as amended which pertains to individual sewage disposal systems by myself or uirr Coiorado Geoscience and Design, Inc. Company Name P.O. Box 68, Franktown, CO 80116 Address Phone. 1,303) 688-2150 Original Seal Colorado ,;ec 2900 YOUNGFIELD STREET, JEFFERSON COUNTY, COLORADO PERCOLATION TEST RESULT FORM 15-203 HOLE HOLE HOLE i I LENGTH OF WATER DEPTH @ WATER DEPTH @ PERCOLATION N0. DEPTH DIAMETER INTERVAL START OF INTERVAL END OF INTERVAL DROP IN WATERRATE @FINAL (IN.) (IN.) (MIN.) (IN.) (IN.) LEVEL (IN.) INTERVAL (MINAN.) 1 36 8 30 •' 30 30 30 30 30 30 30 48 8 30 30 30 30 30 3 3 3 60 a •• 44 Water Added Note: 1) Field notes shall be recorded on this form or in this format; typed copies of field records may be submitted on this form. 2) A four hour test must be conducted unless (a) water remains in the hole after the presoak in which case one 30 minute interval is sufficient, (b) the first 6" of water seeps away in < 30 minutes in which case a one-hour test of 6-10 minutes time intervals may be used, (c) the test is being conducted in sand in which case a one-hour test of 6-10 minute time intervals may be used, (d) three successive water level drops do not vary by more than 1/16 Inch in which case a two-hour test must be conducted, (e) the test is in the Dawson Arkose in which case the test must be run a minimum of four hours until the last three successive water level drops vary by less than 1/16 inch. APPENDIX C PlGUKLSAND BACKGROUND INFORMATION — FLOOD IVSURANCE P-4TE MdPS — SO1L MAP — EXISTLVG DRAINAGE MAP — PROPOSED D2-l1NAGE MAP LO I— W O w O LL �mr MP F �.L"-Lo N I 4,6 u M !:. r�c3E O o b CL cW_E B �� pv x LLJ LLJ in a 0 �o o`mm =V UjI �mE"c_ E Y` Z Ix eei Ix LO w z Q g LULL ws3� Seo 1E 2E R=' ? 19 % = � $ a 3=z m e�m LU z w E f BEij og p LLI L) U a ,e O C i � a ,y :V y Z g c U LL Cp C,m : O Z LL E 92 8 $ If LL, a V d i � LO cat LL R M v v ® otE o �zc m E m y E a z x�xOLL �° Z J a aOD LL. O Al Z w 1 LL - t 00 I J. A Z J 4,6 u M !:. r�c3E O o b CL cW_E B �� pv R 00 LLJ LLJ in a 0 �o o`mm =V UjI �mE"c_ E Y` Z Ix eei Ix LO U' c O y C) CL E a� CL r me Qz o` 1E 2E R=' ? 19 % = � $ a 3=z m e�m LU QST w E f BEij og Y E �EELL « � a � � Z2°F w Y ,e O C i � a ,y :V y g c U LL Cp C,m : O g 0 L 0« E o?E$v LL, a V d i � LO &LL t - u u C U d N '- �`9w-E IEBt-s R M v v ® otE o �zc m E m y E a F`3oa J. A Z J Z C R 00 LO 00 VIVIAN QST LO it co °) c Lo c LL, a V d i � LO `� -10 08vm R M 00 Cb 00 aOD 1 t 00 1S 1HJIaM a >; Q a I N 10 10 1H`918M 3� I 1H`JIZIM 2 3 M � N y 1S NON3X 1 � I i J. A Z J 2 P SL600" M..6Z 2 oSol N O C 0 ° U m m CL a c m c 0 N d L9600bV 65600" TS60000 £b600" SE600" LO (n M.6Z.8 .601 a O N e O f M .EE 8 'Sol mN k y o m 0 — m o y cn o. $ U �{ tC o Z g g Cd X R C � o 5 � m v � N 0 nn �p o o ro ` � H i Z� C 2 V M.££.H oSol 91 Hydrologic Soil Group—Golden Area, Colorado, Parts of Denver. Douglas, Jefferson, and Park Human Bean - 2900 Youngfield Street Counties Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties (CO641) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 34 Denver -Urban land C 0.6 100.0% complex, 0 to 2 percent slopes Totals for Area of Interest 0.6 100.0% Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff., None Specified Tie-break Rule: Higher Natural Resources Web Soil Survey 5f7/2015 Conservation Service National Cooperative Soil Survey Page 3 of 3 HUMAN BEAN ul —6200— PROPOSED MAJOR CONTOUR --6200— PROPOSED MINOR CONTOUR EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR 10.0% SLOPE EN SM NO BASIN BOUNDARY LII DESIGN POINT / BASIN ID 81 .1 0.40 o SYR COMPOSITE C VALUE AREA (ACRES) 100YR COMPOSITE C VALUE ��— SU1MARY OF EXISTING RUNOFF DRAINAGE DESIGN RUNOFF AREA POINT — 6 t , +t t' v,f -year, cfs 100 -year, cfs i E1 E1 0.33 1.64 OS1 OS1 0.02 0.00 —� s PROJECT BENCHMARK: CITY OF WHEAT RIDGE BENCHMARK PHAC-2, BEING 9/16" STAINLESS STEEL ROD IN MONUMENT BOX, AT THE LEWIS MEADOWS PARK AT THE INTERSECTION OF W. 32ND DR. AND UNION ST. THE MONUMENT IS LOCATED APPROXIMATELY 60' NORTH OF THE LEWIS MEADOWS PARK SIGN. HAVING AN ELEVATION OF 5451.56 FEET (NAVD 88). 0 0 0 w .e w w w LL 0 z M 0 [L ( 0 0 C5 s. lLfilii t;:i .. t , +t t' v,f L. DAC q. 4 x "c_ A.,AA ._ rATE: f ,i 1 DRAWN B, AJD 5 8 ?OiS 'n _ _— ' SHEET � N ,t J' », VICINITY MA xx NOT TO SCALE - ANN.'WFIC001 0 0 0 w .e w w w LL 0 z M 0 [L ( 0 0 C5 s. t , +t t' v,f L. DAC q. 4 x "c_ A.,AA ._ rATE: f ,i 1 DRAWN B, AJD 5 8 ?OiS _ _— ' SHEET � N J' x P OF VICINITY MA NOT TO SCALE - ANN.'WFIC001 L1J Lu N Lu O a LL U a 0 TLIE HUMAN BEAN\ LEGEND —6200— PROPOSED MAJOR CONTOUR —6200— PROPOSED MINOR CONTOUR EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR 10.0% SLOPE no us om BASIN BOUNDARY — — PAN FLOWLINE RETAINING WALL oP DESIGN POINT Bt BASIN ID i foSYR COMPOSITE C VALUE AREA (ACRES) 100YR COMPOSITE C VALUE PROJECT BENCHMARK: CITY OF WHEAT RIDGE BENCHMARK PHAC-2, BEING 9/16" STAINLESS STEEL ROD IN MONUMENT BOX, AT THE LEWIS MEADOWS PARK AT THE INTERSECTION OF W 32ND DR. AND UNION ST. THE MONUMENT IS LOCATED APPROXIMATELY 60' NORTH OF THE LEWIS MEADOWS PARK SIGN. HAVING AN ELEVATION OF 5451.56 FEET (NAVD 88). 7'.VA SUMMARY OF PROPOSED RUNOFF DRAINAGE DESIGN RUNOFF —1 AREA POI N-11 5 -year, cfs01 0 -year, cfs P1 P1 1.31 2A9 OS1 OS1 0.04 0.14 PROJECT BENCHMARK: CITY OF WHEAT RIDGE BENCHMARK PHAC-2, BEING 9/16" STAINLESS STEEL ROD IN MONUMENT BOX, AT THE LEWIS MEADOWS PARK AT THE INTERSECTION OF W 32ND DR. AND UNION ST. THE MONUMENT IS LOCATED APPROXIMATELY 60' NORTH OF THE LEWIS MEADOWS PARK SIGN. HAVING AN ELEVATION OF 5451.56 FEET (NAVD 88). 7'.VA 6 'N 3%rd Am 5 J � SATE a PRoe. NIGH.: DAC PROJ.ASSOC.: AMA __ DRAWN BY. AJD DATE: 5L�207 5 SHEET 2 OF ANKINHIC001' F U n, uj �, ..t ' O m w ci :c J C N .E 3 3:LU L! N V N . v � _ m o _ o J PRoe. NIGH.: DAC PROJ.ASSOC.: AMA __ DRAWN BY. AJD DATE: 5L�207 5 SHEET 2 OF ANKINHIC001' 0 uj ..t m w 3:LU L! ui T _j Lim z D}''�y 0 I. W � Y a PRoe. NIGH.: DAC PROJ.ASSOC.: AMA __ DRAWN BY. AJD DATE: 5L�207 5 SHEET 2 OF ANKINHIC001' Colorado Geoscience & Design, Inc. P.O. Box 68 Franktown, Colorado 80116 • Phone: 303.688.2150 • Fax: 303.688.1295 • CoGeoDesign Human Bean Annandale Consultants, Inc 1360 South Wadsworth Blvd. Lakewood, CO 80226 SUBSURFACE INVESTIGATION OF 2900 YOUNGFIELD STREET JEFFERSON COUNTY, COLORADO REPORT NO. 15-203 April 30, 2015 O 0 REG/ .• .ZU0 ' N 30452 o • -� • s�6fi� • cr 0, NOT VALID WITHOUT ORIGINAL SIGNATURE GEOTECHNICAL STRUCTURAL CIVIL ENGINEERS TABLE OF CONTENTS General Site Conditions Field and Laboratory Investigation Foundation Recommendations Criteria for Concrete Slab on Grade Construction Placement of Foundation Fill Subsurface Drainage Surface Drainage Foundation Excavation Radon Gas General Information Location Map Log of Test Holes Swell / Consolidation Charts Summary of Laboratory Testing Details of Foundation Drain System Foundation Grading Detail Appendix 1 1 1 2 3 5 5 6 7 7 7 Figure 1 Figure 2 Figure 3 Table 1 Detail 1 Detail 2 Information about the Report Subsurface Investigation Annandale Consultants, Inc Colorado Geoscience and Design, Inc. Report No. 15-203 GENERAL This report presents the results of data obtained during the subsurface investigation at 2900 YOUNGFIELD STREET, JEFFERSON COUNTY, COLORADO. This investigation was made to determine the type of foundation required, allowable bearing capacity, and groundwater conditions encountered at the time of the field investigation. SITE CONDITIONS At the present time the site is vacant. It is our understanding The Human Bean Coffee Shop is planned for the site. The proposed structure will consist of wood framed construction with a steel reinforced concrete foundation. We anticipate the foundation loads to range from 1,000 to 2,000 pounds per lineal foot of foundation wall. The topography of the site is generally flat. The vegetation at the site consists of native grass and weeds. The weather was cool and clear at the time of the investigation. If the type of construction changes from that specified above, please contact this office for additional recommendations and/or requirements. FIELD AND LABORATORY INVESTIGATION Two (2) exploratory test holes were drilled on April 10, 2015 at the site shown on the Location Map, Figure 1. The test holes were drilled with a four -inch (4") diameter auger advanced with a CME -45 soil exploration drill rig. At specific intervals, the drilling tools were removed from the test holes and soil samples were obtained with a two-inch (2") diameter spoon sampling tube. The depths at which soil samples were taken and a description of the soil encountered are shown on the Log of Test Holes, Figure 2, and the Summary of Laboratory Testing, Table 1. All soil samples were carefully observed in the field during the drilling operation. These samples were classified in the laboratory through visual observation and laboratory testing to determine the pertinent properties. The natural moisture content and dry density was obtained from relatively undisturbed drive samples of typical soils. Swell - consolidation tests were performed on typical soil samples see Figure 3. These tests indicate the behavior of the soil upon various loadings in a wetted condition. Groundwater was not encountered at the time of the field investigation. These observations represent the groundwater conditions at the time of drilling or measurement and may not be indicative of the conditions at other times. Groundwater levels can be expected to fluctuate with varying seasonal weather conditions and if the sites use irrigation for lawns. Subsurface Investigation Annandale Consultants, Inc. Colorado Geoscience and Design, Inc. Report No. 15-203 Site soil conditions encountered may appear different from the test borings as presented in this report. An excavation observation is required and must be performed by a representative of this office to verify existing soil conditions, and the proposed design bearing pressure. The excavation observation must be performed only after the entire building footprint has been excavated to the bottom of bearing elevation. In addition, it may be necessary to revise our foundation recommendations based upon results of the excavation. The fee for this observation and/or revised foundation recommendations is not included in the cost of the soil report. Failure to follow the observation requirements noted herein may jeopardize the success of this construction project and shall absolve Colorado Geoscience and Design Inc. from any and all responsibility for any damages arising from the failure to obtain proper site observations. FOUNDATION RECOMMENDATIONS Based on our evaluation of the subsurface conditions, we recommend the proposed single-family residence be founded on continuous concrete footings and pads. A professional engineer should use the following design criteria to design the foundations. 1. The footings and pads shall be designed for a maximum soil bearing pressure of 2000 pounds per square foot (DL+LL). The entire foundation shall bear on the stiff sandy clay or the fine-grained clayey sand. 2. No footing or pad shall bear upon topsoil or soils that contain organic material. All loose and disturbed soil shall be removed before pouring the concrete for the footings or bearing pads. 3. All continuous footings supporting perimeter concrete foundation walls shall be at least 16 inches wide or the width required for the maximum design loads. We recommend footings be reinforced to bridge isolated soft areas up to 10 feet. Exterior footings should be provided with at least 3 feet of soil cover for frost protection, or per county codes. 4. The foundation walls sha!I be designed for an active horizontal pressure based on an equivalent fluid density of 40 pounds per cubic foot plus any applicable surcharge or hydrostatic loads. 5. In place structural settlements are very difficult to predict with any reasonable accuracy, due to the large number of variable geotechnical parameters involved. However, based upon the currently available methods of settlement prediction, it is estimated that total structural settlement will be on the order of 1" and differential structural settlement will be on the order of Y2". Subsurface Investigation Annandale Consultants, Inc. Colorado Geoscience and Design, Inc. Report No. 15-203 I CRITERIA FOR SLAB -ON -GRADE CONSTRUCTION Virtually all concrete slabs undergo some type of movement. Concrete slabs placed on soils comprised of medium dense or dense granular material, or comprised of soft or stiff clays with swell potential less than 1% under a 1000 lb surcharge is considered unlikely to sustain intolerable movement by standard engineering practice. Cracking of slabs -on -grade is difficult to control and should be expected to occur with time. Cracking may be the result of many factors such as concrete shrinkage and daily and seasonal variability in temperature and humidity and not necessarily the result of soil movement. Further, cracks and movement of slabs -on -grade can be transmitted through rigid floor coverings such as ceramic tile. Performance expectations should be taken into consideration in the selection of floor slab coverings. If floor coverings or coatings less permeable than the concrete slab are used, or if moisture is a concern, we recommend a vapor retarder be placed beneath the slab. Flooring installation should be consistent with the flooring manufacturer's recommendations for subsoil and slab construction and moisture testing prior to installation. A change in water content in soils is a major contributor to slab movement Colorado Geoscience and Design recommends that steps be taken to reduce the possibility of intolerable concrete slab movement due to changes in water content. Properly landscaped yards, drainage from the foundation walls, and the installation of perimeter and/or under slab drainage systems are ways to mitigate changes in the water content of the indigenous soils (See "Surface Drainage"). A slab performance risk evaluation was conducted in general compliance with industry guidelines for the local area. The risk assessment of a site for potential movement is not absolute; rather, it represents a judgment based upon the data available and our experience in the area. Movement of foundations and concrete flat work will occur over time in low to very high-risk areas as the soil moisture content increases. On low and moderate rated sites, slab movements of up to 3 inches across the slab with cracking of up to '/4 inch in width and/or differential movement are not unusual. The damage generally increases as the risk assessment increases and as the depth of wetting increases. It must be understood, however, that assessing risk is an opinion, and the prediction of heave is not an exact science. Therefore, it may be possible that heave less than or in excess of what is described herein may be experienced. This risk should be communicated to the subsequent homebuyer. We recommend the owner or prospective buyer review 'A Guide to Swelling Soils for Colorado Homebuyers and Homeowners", which is a special publication produced (SP43) by the Colorado Geological Survey to assist homeowners in reducing damage caused by swelling soils. 3 Subsurface Investigation Annandale Consultants, Inc. Colorado Geoscience and Design, Inc. Report No. 15-203 Swell Potential Chart Slab Performance Risk Category Representative Percent Swell 1,000 psf Surcharge) Low 0 to <2 Moderate 2 to <4 High 4 to <6 C Ve High > 6 Note: the representative percent swell values presented are not necessarily measured values; rather, they are a judgment of the swell of the soil and bedrock profile likely to influence slab performance. The swell potential of the indigenous soils for the residence at this site meet the criteria for low risk of slab -on -grade movement. Concrete slabs may be used for basement slabs, garage slabs and exterior surface (sidewalks, patios and aprons) placed on the native soil. Furthermore, intolerable movement of any slab on grade may occur at the site as a result of future factors beyond the control of Colorado Geoscience and Design, Inc. If differential slab -on -grade movement is not acceptable to the owner/builder and, if the owner/builder is unwilling to accept the risk of differential slab -on -grade movement a structural floor above a crawl space is required in the basement. The owner/builder shall be cautioned that problems with mold may arise when floors are built over a crawl space or with a structural floor. In order to prevent such problems, it may be necessary to take specific actions to mitigate the potential for molds, such as installing actively controlled humidistat systems and devices, providing adequate ventilation of enclosed spaces below the floor, and/or treatment of the soils with anti - mold, anti -fungal chemical agents. Colorado Geoscience and Design, Inc. will not be responsible for any and all claims arising from issues of mold or fungal contamination. It is the builder's responsibility to adequately address these issues during construction. If the owner/builder accepts the risk of slab -on -grade movement and chooses a slab -on - grade floor, the following steps shall be part of the concrete slab design: • Any soil disturbed during construction shall be compacted by use of a vibratory plate in the case of loose granular soils or wheel rolled by heavy equipment in the case of soft clay or silt soils prior to placement of the concrete slab. The soil should be kept moist but not wet during the compaction process as well as immediately prior to the placement of the concrete slab directly onto the soil. Steps shall be taken to ensure that subsurface moisture beneath the concrete slab remains constant during the construction process. The concrete slab shall be structurally isolated from all foundations and shall be isolated from penetrations by suitable expansion material not less than '/2" thick. The floating concrete slab shall be completely isolated from all utility lines. 4 Subsurface Investigation Annandale Consultants, Inc. Colorado Geoscience and Design, Inc. Report No. 15-203 Control joints shall be provided in the concrete slab. These control joints must be saw cut or tooled to a minimum of one third of the thickness of the slab. No portion of the concrete slab will have an area greater than neither 100 square feet nor a maximum dimension of 12'-0" in any direction without a control joint. • All non-bearing partition walls shall be constructed with a minimum of 3 inches of float to allow for slab -on -grade movement. If a hot water heating system is used, the piping may be cast within the concrete slab if the slab is reinforced with steel rebar and special care is taken not to damage the piping during future construction activities. Nails shall not be driven into a concrete slab that has hot water piping. Base plates should be attached with construction adhesive or anchor bolts cast in the concrete slab at the time of placement. If a forced air furnace is used, a 2" flexible connection should be installed between the furnace and the duct. i PLACEMENT OF FOUNDATION FILL Expansive soil is not suitable for backfill material adiacent to the foundation backfill or for retaining walls. Any soil disturbed or imported material adjacent to the foundation walls shall be re -compacted to a minimum of 85% of Standard Proctor Density, ASTM D-698. Compaction of each lift adjacent to walls should be accomplished with hand -operated tampers or other lightweight compactors. Over compaction may cause excessive lateral earth pressure, which could result in wall movement. No water flooding techniques should be used in the compaction of backfill. SUBSURFACE DRAINAGE The installation of an exterior foundation perimeter drainage system is required for any habitable space below grade level. See Perimeter Drain Detail 1, for a suggested method of installing this system. The perimeter drain shall discharge at a daylight location a minimum of 15 -feet away from the home. The daylight end shall have a screened end section to prevent rodents from entering the drain. Alternatively, the perimeter drain may discharge into a sump pit with a sump pump. If a sump pit is used, homeowners should perform routine observations of the sump pump system to make sure it remains in good working order. Failure to install and failure of a sump pump system can cause serious foundation problems. Water accumulation around foundation elements is the major cause of foundation stress, therefore proper installation of the perimeter drain is very important. Subsurface Investigation Annandale Consultants. Inc Colorado Geoscience and Design, Inc. Report No. 15-203 SURFACE DRAINAGE The backfill soil around the foundations should be moistened and well -compacted in 12- inch- maximum lifts with hand operated mechanical compaction equipment to prevent future settling. Controlled puddling of the backfill soils is not allowed. Site grading is critical. A simple means of reducing moisture change to prevent water infiltration into the soil is to slope the ground away from the foundation. For proper drainage, a slope of 10% (1' in 10') away from the foundations in all directions is required. This slope must be maintained for a minimum distance of 10'-0". The property owner should inspect the area around the foundation regularly particularly after rainstorms to determine if proper drainage away from the structure has been maintained. The owners are advised to immediately fill in any settled area near the foundations to eliminate containment of water. Roof drainage should include gutters, downspouts, extensions, and splash blocks. Down spouts must discharge onto concrete splash blocks or into metal gutter extensions at least 6 foot away from the foundation walls and beyond any backfill zones directing water away from the foundation. The owners should be cautioned regarding the installation of a lawn adjacent to the foundation walls. Lawn irrigation must be more than five feet (5) from the foundation walls to prevent wetting of the subsurface soils. Lawn and/or plants should not be planted within five feet (6) of the foundation walls. We recommend providing decorative gravel or bark around the foundations, as shown in Foundation Grading Detail 2. This method will prevent ponding of water and provide for proper drainage from the foundations. Non -woven geo textile fabric can be placed under the mulch to reduce weed growth and still allow some evaporation of soil moisture. Sprinkler heads and emitters should not be located or spray within 5 feet of the foundation or patio slabs and beyond backfill zones. Plantings near the foundations should not trap surface runoff. Furthermore, sidewalks or low-water consumption groundcover are recommended to further reduce the risk of water infiltration near the foundation walls. All pressurized irrigation lines and valve boxes should be located at least 10 feet from the foundation or patio slabs. Buried rain gutter discharge pipes are not recommended because of often undetected seepage problems caused by clogging, crushing and adverse grading of the pipes. Similarly, infiltration basins are not recommended adjacent to or upgrade of adjacent structures. If detention is required by statute, infiltration basins should be located down gradient and at least 30 feet from foundations. Changes in site grading by landscapers or property owners can have damaging effects on foundations and concrete basement and garage slabs -on -grade. It is the property owner's responsibility to control water and maintain the site to prevent infiltration near 0 Subsurface Investigation Annandale Consultants, Inc. Colorado Geoscience and Design, Inc. Report No. 15-203 foundations. Additionally, it is the property owner's responsibility to maintain downspouts and buried sprinkler system conduits. FOUNDATION EXCAVATION Precautions should be taken in deep excavations for safety of workers and to protect nearby structures. The sides of the temporary excavations should be sloped or benched at a '/ZH to 1V maximum rate. Spoils for the excavation should not be placed within 2 feet of the excavation sidewalls and the excavation should not be subject to excess vibration wetting or drying. The owner contractor should be familiar with the OSHA Safety and Health Standards for the Construction Industry, 29 CFR, Part 1926, or the appropriate foundation chapters of the International Building Code prior to construction. RADON GAS Most counties in Colorado have average radon levels (measured in homes) above the U.S. EPA recommended level of 4 PicoCuries per liter of air (pCi/1). Results of a 1987- 1988 EPA -supported radon study for Colorado indicated that granitic rocks, in particular, generally have elevated levels of uranium. Radon tends to accumulate in poorly ventilated areas below ground level, and can accumulate in above grade construction as well. Providing increased ventilation of basements and crawl spaces and sealing of the joints can mitigate build-up of radon gas. This mitigation is best implemented during the design and construction phase of the residence. The Colorado Geologic Survey and the U.S. EPA are both good sources for additional information regarding radon. GENERAL INFORMATION Based on this subsurface investigation, the proposed foundations appear to be technically feasible to be constructed at the proposed site. The structures should be designed for construction in the direct vicinity of the boring location. If the proposed locations change, additional borings will be required to assess the soil conditions at the new location. Permitting work will be required to obtain any local and state approval, and design work will need to be performed by a qualified professional engineer to bring this project into final design, and subsequent construction. A qualified contractor experienced with similar projects should carry out the construction of this project. The construction process should be carefully observed and documented to ensure the construction is performed in accordance with the design drawings and technical specifications. Subsurface Investigation Annandale Consultants, Inc. Colorado Geoscience and Design, Inc. Report No. 15-203 In any soil investigation it is necessary to assume that the subsurface soil conditions do not vary greatly from the conditions encountered in our field and laboratory testing. Our experience has been that at times soil conditions do change and variations do occur and may become apparent at the time of excavation for the foundation system. The work contained herein was performed by, or under the direct supervision of a licensed Professional Engineer in the State of Colorado. Professional judgments and evaluations are presented based on information gathered during the drilling operations, conversations with the owner and/or contractor, and on experience with similar projects. The performance of the project is not guaranteed in any manner, only that the engineering work and judgments rendered meet the standard of care of the engineering profession. The engineering services performed are within the limits set by the Client, with the usual thoroughness and competence of the engineering profession. No other representation, expressed or implied, is included or intended. The parties specifically agree that Colorado Geoscience and Design, Inc. has not been retained nor will they render an opinion concerning any environmental issues, hazardous waste or any other known or unknown conditions that may be present on this site, since this is not in the scope of this report. 8 Colorado Geoscience and Design, Inc. PROJECT: Subsurface Investigation JOB NO: 15-203 CLIENT: Annandale Consultants, Inc. LOCATION: 2900 Youngfield Street Jefferson County Colorado Log of Test Holes DRILLING METHOD: 4" Continuous Fliqht Auoer 100 9.1 92 W;1 w 84 80 76 5 72 1 Clay, sandy, stiff, moist, dark brown Coarse-grained sand and gravel,dense, dry, pinkish brown Notes 1. x/y indicates that 'Y' number of blows of a 140 -pound hammer falling 30 inchesarerequired to drive a 2 -inch diameter sampler "y" number of inches �■ 2. L1 Indicates depth at which soil samples were taken. 2 Fine-grained sand, clayey, medium dense, moist dark brown Coarse-grained sand and gravel,dense, dry, pinkish brown K11 "j I m 84 W 91 72 Where Applicable -- a: s Indicates ground water encountered during the drilling operatio b. T Indicates ground water encountered after 24 hours. c. I Indicates auger refusal. d. -C— Indicates caving. Figure 2 + +8 J +6 J W +4 LL N O W +2 O Z 0 O W Q 2 U W J -4 O Z 6 Z O U -8 SWELL - CONSOLIDATION TESTS I I I I I I I I I I Swell/Consolidation under pressure due to wetting Water added to sample 100 3UU 1M 3M 5M 10M 20,000 28,000 APPLIED PRESSURE (PSF) Test Hole No. 1 Depth 8' Soil Description: Coarse-grained sand and gravel, dense, dry, pinkish brown + +8 J +6 J W +4 LL N O +2 -, O z 0 0 O W Q 2 00 W .J -4 CL O Z Z -6 O V -8 I— I I 1111111 Swell/Consolidationpressure du under pressure due to wetting Water added to sample 1 UU 3UU 1 M 3M 5M 10M 20,000 28,000 APPLIED PRESSURE (PSF) Test Hole No. 1 Depth 24' Soil Description: Coarse-grained sand and gravel dense, dry, pinkish brown JOB NO. 15-202 FIGURE 3 4 O LL n Q F - C 30 0 FF O 3 � O O N N N f6 L N L H C C C y C C a a a '-O a n ?-- 2�, E Z v v ' m v N yy y(Dy � C N C >> > 7 > > Q Y m 2 2 E T 2 _ CTI CA CA CA Q) p U n O ?y 0 c c0 cC0 c9 N r_N t6 O C C �C G N (c(p N (m/1 C N -o @ w c f` La c0) CA CA N 0 m Lo T c0 U U U ii U U C a co O CD N m N C O •� m y o N co (D O O W 8 O 8 0 cn C J J J J J O U L dw NN O N N O E m LO OO uj LO to rn > c d •y \ � ga O CD O M N t0 o a C o Q1 N 1 Cf) IT O (O e - m LN .- co (D Ln N Z M O) I` r- N M O N (? r- 0 D L N C T N c0 CO M r p C O U Q �, M co m 5 Z r r r N N N 2 LL n Q F - BRACE WALLS, TOP & BOT., WELL SLOPED - 12" PER PRIOR TO BACKFILLING �_l 0 FT. MIN. DO NOT DIKE WITH r~ SOD OR EDGING CONCRETE C FLOOR i EXPA TOP 12" OF WELL -COMPACTED BACKFILL MODERATELY COMPACTED BACKFILL -DAMPPROOFING POLYETHYLENE GLUED TO WALL AND EXTENDED ALONG THE BOTTOM OF THE EXCAVATION. —15# BUILDING FELT ` •.o3/4" TO 1 1/2" CLEAN GRAVEL o ' :o 4" DIAMETER PERFORATED PIPE. SLOPE DRAIN PIPE 1/8" PER FOOT TO 12" MIN. DAYLIGHT, OR TO A SUMP PIT. IF TO DAYLIGHT, COVER END WITH SCREEN. BACKFILL AROUND THE FOUNDATION SHOULD BE MOISTENED AND COMPACTED AND THE FINAL GRADE SHOULD BE WELL SLOPED TO PRECLUDE PONDING OF RAINFALL, IRRIGATION WATER, AND SNOW MELT ADJACENT TO FOUNDATION WALLS. CAUTION: DO NOT DIKE OR IMPEDE THE FLOW OF WATER AWAY FROM FOUNDATION WALLS WITH SOD, EDGING OR DECORATIVE GRAVEL AND POLYETHYLENE. DOWNSPOUTS AND SILL COCKS SHOULD DISCHARGE INTO SPLASH BLOCKS OR LONG EXTENSIONS. DRAIN SYSTEM BELOW GRADE AND BACKFILL DETAILS (FOR FOOTING FOUNDATION) DETAIL 1 Z 00 FOUNDATION GRADING DETAIL I I I I I 1 I I 1 I I I jf FOUNDATION I 1 I I I 1 I I I I --1 V UL SLOPED AWAY FROM FOUNDATION. WALL NOTE: 1. PROVIDE A MINIMUM SLOPE OF 6" IN THE FIRST 10'-0" FROM HOUSE (10%). 2. DOWNSPOUTS AND EXTENSIONS SHOULD EXTENDED 5'-0" BEYOND THE FOUNDATION. GRADE DETAIL 2 APPENDIX Important Information About the Report The data collected by Colorado Geoscience & Design, Inc. during this investigation was used to provide geotechnical information and recommendations regarding subsurface conditions on the site investigated, the effect of those conditions on the proposed construction, and the foundation type for the named client. The stratification lines indicated on the boring log are approximate, and subsurface conditions encountered may differ from those presented herein. This uncertainty cannot be eliminated because of the many variabilities associated with geology. For example, material and engineering characteristics of soil and bedrock may change more gradually or more quickly than indicated in this report, and the actual engineering properties of non -sampled soil or rock may differ from interpretations made based on boring logs. Quantitative conclusions regarding the performance of geotechnical structures prior to construction are not possible because of the complexity of subsurface conditions. Rather, engineering judgments and experience are used to estimate likely geotechnical performance and provide the necessary recommendations for design and construction. Put another way, we cannot be sure about what is not visible, so the collected data and our training and experience are used to develop predictions and recommendations. There are no guarantees or warranties implied or expressed. The owner and/or client must understand that uncertainties are associated with geotechnical engineering, and they, the owner and/or client, must determine the level of risk they are willing to accept for the proposed construction. The risks can be reduced, but not eliminated, through more detailed investigation, which costs more money and takes more time, and through any appropriate construction which might be recommended as a result of that more detailed investigation. To reduce the level of uncertainty, this report was prepared only for the referenced client and for the proposed construction indicated in the report. Unless authorized by Colorado Geoscience & Design, Inc. in writing, the owner will assume additional geotechnical risk if this report is used for any construction that differs from that indicated in the report. Our firm should be consulted well before changes in the proposed construction occur, such as the nature, size, configuration, orientation, or location of any improvements. Additionally, the knowledge and experience of local geotechnical practices is continually expanding and it must be understood the presented recommendations were made according to the standard of practice at the time of report issuance. If the construction occurs one or more years after issuance of the report, the owner and/or client should contact our firm to determine if additional investigation or revised recommendations would be advisable. Geotechnical practice in the Denver Region must consider the risk associated with expansive soils and bedrock. Geotechnical practice in the Denver area uses a relative scale to evaluate swelling potentials. As stated in the Subsurface Investigation, when the sample is wetted under a surcharge pressure (loading) of 1000 pounds per square foot (PSF), the measured amount of swell is classified as low, moderate, high, or very high. Pagel of 3 Table 1 presents the relative classification criteria for the percentage of expansion relative to the initial sample height, at the indicated surcharge pressure. Swell Potential Chart SWELL POTENTIAL AT 1,000 LBS. CLASSIFICATION 0 to %2% Non-expansive/Very low %2 to 1 %2% Low 1 %2 to 3%2% Moderate 3'/2 to 6% High 6 to 8% Very High Greater than 8% Critical The swell potential classifications are based on the percentage of swell for samples placed on swell/consolidation machines under a surcharge of 1000 pounds per square foot. The relative swell classification can be correlated to potential slab damage as follows: Low - minor slab cracking, minor differential movement, and heave Moderate - lab cracking and differential movement, partial framing void and furnace plenum closure. High to Very High - large slab cracking and differential movement, closed voids, closed furnace plenum, and possible pipe rupture. These effects are based on monitoring and observation by several firms in the Denver metropolitan area and are not limited to the relative swell classification. More or less damage can occur in all classifications because of the uncertainty associated with subsurface conditions and geotechnical engineering. It is important to note that measured swell or soil expansion is not the only geotechnical criteria for the type of floor and foundation recommendations. Additional criteria considered include: • Soil and bedrock type and variability • Stratigraphy • Groundwater depth and anticipated post -construction moisture conditions. • Surface water drainage and features • Post -construction landscaping and irrigation • Construction details and proposed use • Local experience Page 2 of 3 Post-construction landscaping and owner maintenance will greatly affect structures on expansive soils and bedrock. Typically, irrigated landscaping increases the soil moisture content above the pre-constructed water content. Slabs, pavements, and structures significantly reduce evaporation of the soil moisture. Therefore, post- construction heave and resulting damage to buildings and other improvements are likely to occur on sites with expansive soils because of the high probability that subsurface moisture content will increase as the property and surrounding area is developed. Poor owner maintenance, such as negative slopes adjacent to foundation walls and irrigated landscaping adjacent to the foundation, also will significantly increase the risk of damage from expansive soil and bedrock. The property owner, and anyone he or she plans to sell the property to, must understand the risks associated with construction in an expansive soil area and also must assume responsibility for maintenance of the structure. The owner and prospective purchaser also should review "A Guide to Swelling Soils for Colorado Homebuyers and Homeowners, " which is a special publication (SP 43) produced by the Colorado Geological Survey to assist homeowners in reducing damage caused by swelling soils. Page 3 of 3 June 16, 2015 David Carpenter, PE Project Manager Manhard Consulting 10835 Dover Street, Suite 700 Westminster, CO 80021 RE: Trip Generation Estimate for the Human Bean on Youngfield Street in Wheat Ridge Dear David. Based on your request, Sustainable Traffic Solutions, Inc. (STS) has prepared a trip generation estimate for the Human Bean coffee shop. It is proposed on the east side of Youngfield Street south of 3151 Avenue. A Starbucks coffee shop was previously proposed on this site. The site plan and assumed trip distribution are contained in Figure 1 The trip distribution for the Human Bean coffee shop matches the trip distribution that was assumed for the Starbucks coffee shop The trip generation for the Human Bean is contained in the following table. The table also shows the trip generation for the Starbucks. Both estimates are based on the size of the proposed restaurants. Based on the estimate, the Human Bean will generate less traffic than the Starbucks. Notes 1 Trip generation estimates are based on rates contained in Tnp Generation 9th Edition (Institute of Transportation Engineers 2012) Feel free to contact me with questions or comments. Sincerely, Joseph L. Henderson, PE, PTOE Project Manager / Principal Human Bean Trip Generation Estimate 823 West 124th Drive Westminster, Colorado 80234 303.589.6875 joe@sustainabletrafficsolutions.com 0 L LL ...... mor ern .„n!� C 3 C \ [ 10 S � � m 13 CO I c � a �/ i c tY E H 4 � Q f � AE = Z a Z C ss Z A i - - Q # ui y/ —ty O N SI Youngfield Street - g^GIs= 0 ol 11 0 9C) p LO L 'A LANDSCAPE PLAN THE HUMAN BEAN 2900 YOUNGFIELD STREET— WHEAT RIDGE, COLORADO EXIST, PAVED PARKING AREA . MATURE DECOWL15 TREES RDC( FACE CMU RETAINING WALL :- MAG LS "ION • A /QIw�MAW MRN 0`011111" CIEFIETWICATE Th- bW- Wg— Or hopily c!.WI;.*.d apnmlal lvm& dO N"bY EIVINE VvA the JaDINI"Y WORRY deserted w" -Abd.,eWW "+ft to �"— -al -'WOW, —furred 0, oft Plan. a. as maye.— be MLWW by law- I (�) ft~ Pacogntm " Me aVpr-el Of thl- SA. Plan d—m—ta...sted pmoort,,,p,. Vomled rXOP" n" may o4y w1w and a—mi, pumant E, LINE W-1— -f Sb- 26-121 Of to Wheat Rok. Code & State of COkm%& )SS CLAY Of Jff. — , The 1-"-" -tC—W —;E&n-4,dge,, Let— Inca --dey of . . - . A.D. 2C Ely- WR--ynsr,d.V.ftE.j, �— CITY CERTIFrAT*N AOPv&da—daYoI—___ by the C"Yof Wheat Recipe ATTEST 'ay'j 00WAOFFICLAL ADB. 433 S.F. EXIST MATURE DECIDUOUS TREES SWITCH GRAM (1) GA COST MATURE DECIDUOUS TREES 4 •rALnum -:Ca IR OONOIEIE r 'A� -omm at LLJ ti ASPANILT PAVED ISLE AND PARKING LOT mIaR Lon :11L V) ss ui u - (D— - - z 141 0 > NaPLE A .7- T 00 —A—bVIL64CTI� 0`011111" CIEFIETWICATE Th- bW- Wg— Or hopily c!.WI;.*.d apnmlal lvm& dO N"bY EIVINE VvA the JaDINI"Y WORRY deserted w" -Abd.,eWW "+ft to �"— -al -'WOW, —furred 0, oft Plan. a. as maye.— be MLWW by law- I (�) ft~ Pacogntm " Me aVpr-el Of thl- SA. Plan d—m—ta...sted pmoort,,,p,. Vomled rXOP" n" may o4y w1w and a—mi, pumant E, LINE W-1— -f Sb- 26-121 Of to Wheat Rok. Code & State of COkm%& )SS CLAY Of Jff. — , The 1-"-" -tC—W —;E&n-4,dge,, Let— Inca --dey of . . - . A.D. 2C Ely- WR--ynsr,d.V.ftE.j, �— CITY CERTIFrAT*N AOPv&da—daYoI—___ by the C"Yof Wheat Recipe ATTEST 'ay'j 00WAOFFICLAL ADB. 433 S.F. EXIST MATURE DECIDUOUS TREES SWITCH GRAM (1) GA COST MATURE DECIDUOUS TREES FA' ROD, 0 777? • ks, � —m 1. ICE M OAu Ow. LANDC AREA RETAI WALL ",A,. 2.5' HIGH NOTES: ALL LIVING LANDSCAPE MATERIALS SHALL BE IRRIGATED BY AN AUTOMATIC IRRIGATION TEM. PASS AREAS WILL HAVE 5PROIKUER SITE DATA TABLE SYSTEM. G COVERAGE. SCRUBS & TREES TO BE IRRIGATED D Exis'nNG ZONINGI RESTRICTIEDCOMAoNIER-1. BY DRIP SYMN' SYSTEM SHALE BE EQUIP D PROPOSED LAND USE I DRIVE-THROUGH EATING ESTABUSHMENT WITH SEPARATE BACKFILOW PRIVIENTOIL TOTALAREA 15,000 S.F./D.35 ACRES GROSS & NET VACUUM WEAKER AND MULTEZONE TIME CL=. "STINKS ZONING SOD AREAS WILL BE MEWO WITH ORGANIC I32 S.F.JOREVE-THROUGH EATING ESTABLISHMENT li MUL04 PRIOR TO PLANTING, • ALL AREAS TO RECEIVE ROCK MULCH TO Of COVERED IN LANDSCAPE PAM PRIOR To AREAS REQUIRED PROVIDED IMAX. BUILDING COVERAGE 1 12AM S,FjM 36 i 432 S.FJ2.9% INSTALLATION OF MULCH TO PREVENT WEED MAX. LANDSCAPE AREA 3,03D S. FIM 4 A INTRUSION. MAX HARDSCAPE AREA 12,000 S 0 2 F 1 S�� AREAS WHERE SOD AND MUI CH MEET MILL BE ,03Of UIREATED By S' STEEL EWING SITE PARKING • ALL LIVING PLANT MATERIAL SHALL at STANDARD STALL 3 GUARANTEED FOR ONE YEAR FROM DAR Of ACCESSIBLE STALLS 1 :NSTALLATIO . • I IS UNDERSTOOD THAT THE PROPERTY OWNER WILL MAINTAIN LANDSCAPED AREAS INACCORDANCE WTI MUwoPAL CCQ( REQUIREMENTS BENCHMARK PROJECT BENCHMARK. CITY Of WHEAT RIDGE BENCEIMAREK PHAC-2, KING 9/16- STAINLESS STEEL ROD IN MONUMENT BOX, AT THE UEVVtS MEADOWS PARK AT THE INTERSECTION OF W. 32ND OR AND UNICENST. THE MONUMENT IS LOCATED APPRCEKIFAATELYW NORTH OF THE LEWIS MEADOWS PARK SIGN. HAVING AN ELEVATION OF 50.5I.56 FEET (NAVD 88). O NORTH 1-- 7 SCALE 1'=1• -:Ca IR OONOIEIE r 'A� ti ASPANILT PAVED ISLE AND PARKING LOT mIaR Lon ME CIVIL DRAWINGS) FA' ROD, 0 777? • ks, � —m 1. ICE M OAu Ow. LANDC AREA RETAI WALL ",A,. 2.5' HIGH NOTES: ALL LIVING LANDSCAPE MATERIALS SHALL BE IRRIGATED BY AN AUTOMATIC IRRIGATION TEM. PASS AREAS WILL HAVE 5PROIKUER SITE DATA TABLE SYSTEM. G COVERAGE. SCRUBS & TREES TO BE IRRIGATED D Exis'nNG ZONINGI RESTRICTIEDCOMAoNIER-1. BY DRIP SYMN' SYSTEM SHALE BE EQUIP D PROPOSED LAND USE I DRIVE-THROUGH EATING ESTABUSHMENT WITH SEPARATE BACKFILOW PRIVIENTOIL TOTALAREA 15,000 S.F./D.35 ACRES GROSS & NET VACUUM WEAKER AND MULTEZONE TIME CL=. "STINKS ZONING SOD AREAS WILL BE MEWO WITH ORGANIC I32 S.F.JOREVE-THROUGH EATING ESTABLISHMENT li MUL04 PRIOR TO PLANTING, • ALL AREAS TO RECEIVE ROCK MULCH TO Of COVERED IN LANDSCAPE PAM PRIOR To AREAS REQUIRED PROVIDED IMAX. BUILDING COVERAGE 1 12AM S,FjM 36 i 432 S.FJ2.9% INSTALLATION OF MULCH TO PREVENT WEED MAX. LANDSCAPE AREA 3,03D S. FIM 4 A INTRUSION. MAX HARDSCAPE AREA 12,000 S 0 2 F 1 S�� AREAS WHERE SOD AND MUI CH MEET MILL BE ,03Of UIREATED By S' STEEL EWING SITE PARKING • ALL LIVING PLANT MATERIAL SHALL at STANDARD STALL 3 GUARANTEED FOR ONE YEAR FROM DAR Of ACCESSIBLE STALLS 1 :NSTALLATIO . • I IS UNDERSTOOD THAT THE PROPERTY OWNER WILL MAINTAIN LANDSCAPED AREAS INACCORDANCE WTI MUwoPAL CCQ( REQUIREMENTS BENCHMARK PROJECT BENCHMARK. CITY Of WHEAT RIDGE BENCEIMAREK PHAC-2, KING 9/16- STAINLESS STEEL ROD IN MONUMENT BOX, AT THE UEVVtS MEADOWS PARK AT THE INTERSECTION OF W. 32ND OR AND UNICENST. THE MONUMENT IS LOCATED APPRCEKIFAATELYW NORTH OF THE LEWIS MEADOWS PARK SIGN. HAVING AN ELEVATION OF 50.5I.56 FEET (NAVD 88). O NORTH 1-- 7 SCALE 1'=1• PYLON SIGN DETAIL -:Ca IR OONOIEIE r 'A� PYLON SIGN DETAIL 0.19 023 0.27 0.32 0 40 0.52 0.67 0.87 109 128 147 136 107 089 080 0.79 0.81 095 G 98 0.83 0 80 0.80 091 113 142 163 150 136 1 14 0 95 0 80 0.69 0 62 0.53 0 46 040 0.31 0.21 0.15 011 0.69 0.21 0.26 0.31 0.36 0 45 0.57 077 104 13; 1.66 t 90 t 86 155 t 34 131 137 145 168 1.74 149 137 130 1.38 1.68 201 2.13 2.03 1 7 145 119 0 99 0.87 0.79 0.69 0.59 049 0.38 0.25 0.17 0.12 0.1" 0.23 0.29 0.35 0.43 0.51. 0.65 0.85 1.15 1.51 2.01 2.34 2.41 1.17 1.06 0.92 077 0.61 0.41 0.28 0.19 013 C ' 1.90 1.52 1.59 1.85 1:95:2:01 2.05 _2.0Q 1.91 1.69 1.61 2.04 2.59 2,71 2.53 2.13 1.80 1.46 121 027 0,34 042 0.52 0.65 V5 099 134 179 2.25 2.618 2.79 2.27 1.68 11.81 2.30 2.02 168 1.64 1.87 2.38 2.03 187 242 3.13 3.19 2.92 2.64 2.30 192 169 159 ,144 123 0.98 0.73 0.46 0.30 0.19 0,13 C - 0.28 036 045 0.57 0.12 4.89 1:20 1.61. 2.t9 2.61 3.34 3.43 2.88 2.30 2.79 3_.37 2.44 2.07 2.11 2_.24. 3.40. 3.04 2.68 3.26 3,92 4.06 3,69 3.36 3.02. 2.58 2.26 2.05 1.85 1.55 1.17 0.81 0.47 029 0.18 0.13 0.1' + + + + + .. + + + + + + + + - + + + + A11+ + + + + + + + + + + + + ++ + - + + + + + + 0.29 0.37 0.47 0.51 0.76 0.99 128 1.73 2.35 3.06 3.78. 4.131, 3.62 "3.01 3.17 3.68 2.51 2.58 92.60 2.44 3.79 3.45 3.47 4.21 4.91 4.84 4.32 3.84 3.66 3.37 2.83 2.55 2.26. 1.8t . 1.26 0.74 0.42 0.27 0.17 0.14 0.'" + 0.29 + 0.37 + 0.47 + 0.60 + 0.75 + 0.96. + 1.22 + 1.65 + 2.22 + 2.88 I + 3.50' +/ 3 78 � 3 30 2.75 3.21 3.69. 2.64_ Z89 288 .-2.BT-. 3 99 3 68 1.40 4.13 _4:80 84 451 f, . d t 1 + .3.97 + 4.02 + 3.38 + 2,94 + 2.49 + 1.84 + 1,14 + 0.65 + 0.40 + 0.25 + 0.18 + 0.14 - 0.' + 0.28 + 0.35 + 0.44 OS6 + 0711 + 0.90 + 1,18: + 1.47 + 1.89 + 2.40 + 2.83 +'- 2.93 + ,2.40 +: 1.94 + 229 + 2.98 + ' 2.72. + 4.10 + J:93 + 3.96 + 3.24 + 2.73 + 2.57 + 3.37 + 4.23 + 4.46 + 4.34 + 4.20 + 4.23 + 4.54 + 3.91 + 3.01 + 2.15 + 1.47 + 0.99 + 0.59 + 0.37 + 0.26 + 0.18 + 0.14 0.11 + 0.26 + 0.33 + 0.41 0.49 + 0.62 + 0.78 + IN + 1.23 + 1.61 + 2.06 +,i 2.35 + __ _+ + 2: 1.+ f.57 µ?�4 + 2.30 + 2.56' + 3.80 Be + 3.96 + 3.77 + 2.64 + 2.32 + 2.30 + 2.99 + 3.85 + 4.24 + 4.19 + 4.18 + 4.26 + 4.22 + 3.63 + 2.44 + 1.52 ! 1:; + 0.88 + 0.56 + 0.34 + 0.25 + 017 + 0.13 + 0.1: + 0.24 + 0.29 + 0.35 + 0.44 + 0.56 + 0.73 0.94 + 1.24 + 1.45 + 0.00 + 0.00 + 0.hh !, + 1,81 + 2.17 -+ 2.75' +' 3.81 + 3.70 + 3.31. + 2.53 + _ 2.25 + 2.25 + 2.66 + 3.33 + 3.71 + 3.87 + 3.80 + 3.72 + 3.31 + 2.71 + 2.51 + '+ 1.69 1.70 + 078 + 049 + 0.33 ++ 0.22 0.15 0.12 U- + 0.22 + 0.27 + 0.34 + 0.42 + 0.53 + 0.72 +` 0.94: + 0.23 + 0.26 + 0.00 +! 000 0. + E 1.40 + 1.60 + 2,11 +'fir 4.85 9.40 3.60 1.94 1.80 1.86 2.13 2.59 2.97 3.15 3.17 3.39 3.29 3.11 2.60 233 1.42 0.84 0.42 0.26 0.19 0.14 0.10 0.:. 0.21 0.27 0.34 0.42 0.54 0.19 0.25 0.31 0.37 0.00 0.00 0.4 0.96 1.07 142 2.52 2.36 2.28 1.44 -1,35 1A1 1.62 1.90 2.97 3.69 3.96 3.19 2.59 1.70 0.94 0.57 0.32 0.19 0.15 0.11 009 F + 0.21 + 0.27 + 0.11 + 0.14 + 0.19 + 0.25 + 0.31, + 0.41 + 0.50 + 0.58 + 0.00 0. 0.82 + 089 + 1.23 + 2.3� + 2.+48 + 2.43 + 1.35 + 1.26 + 1.23 + 1.36 + ,:'+ 1.66 � 2.04 + + 3.09 + 4.22 + 4.68 + 2.81 + 1.87 + 0.89 + 0.46 + 0.29 + 0.21 + + 0.12 + 0.10 + 0.08 Oi - o 1._ ,�.63 .15 007 0.09 0.13 0.18 0.24 031 '0,41 0.54 010 082 q.00 0. .78 0.65 1.22 3.45 4.31 3 09 1.45 1.30 1.23 1.25 1.44 1.90 2.55 3.21 4.80 5.19 2.43 1.56 0.83 0.44 0.21 0.18 .14 0.11 0.09 0.07 C _ 008 0.12 0.16 0.22 0.30 0.39 _.D53: 071 0.91 112 23 0. I 0.90 0.95 106 148 165 187. 158 1.A5 133 128 137 1,72 2.21 2.64 3.76 425 2.77 > 198 0.89 0.41 028 019 0113 0.11 008 0.07 c.. `�� 0.09 0.14 0.21 0A 038 0.50 0.67 0.91 1.20 IAB 1.68 1. 1.32 1.41 1.35 1.35 1.64 1.95 1.95 1.76 1.58 1.43 1.41 1.63 2.07 2.43 3.13 3.52 2.95 2.54 1.89 1.08 0.60 0.29 16 0.12 009 0.07 E.0 + 0.11 + 0.16 + 0.24 0.37 + 0.52 +' 0.70 + 0.87, + 1.16 + 1.50 + 1.88 + 2.12 + 2.09 + 1.70 + 1.61 + 1.95 + 2,13 + 1185 + 1:73 + 1.92 + 2:34- + 2.35 2.17- + 1.90 + 1.77 + 1.80 2.02 + 2.27 + 2.49 + 2.77 + 2.75 + 2.70 2.42 + 2.00 + 1.21 + 0.71 + 0.31 + + 0.13 + 0.10 + 0.07 0i .21 0.11 0.17 0.25 0.41 0.60 0.86 1.22 1.51 1.91 2.33 2.65 2.41 2.03 2.22 2.54 3.02 2.45 2.24 2.19 2.74 2.88 2.65 2.38 2.33 2.26 2.37 2.63 2.85 3.14 2.97 2.47 2.00 1.27 0.90 0.62 0.38 .23 0.15 0.10 0.07 E- + 0.17 0.26 0.39 0 59 0.95. 141 195 2.55 291 3.16 2.61 2.51 3.18 3 92 4.80 3.75 3.08 257 2.99 3 45 3.22 2.99 2 63 2.44 234 2.49 2 83 3.27 3.63 3 35 2.18 127 098 069 0.39 21 0.14 0.10 0.07 0.0 012 0.18 0.27 040 0.60 0.90 133 188 2.73 343 3.37 240 2.49 3.01 3.46 3.84 3.36 361 2.54 2.71 3.74 3.69 3.12 Z51 2.24 2.13 2.23 2.45 288 3.46 3.07 254 190 123 0.75 0.39 21 0.12 0.09 0.07 O.C- 0.13 0.19 0.27 0.41 0.62 0.93 131 179 2.31 2 82 2.53 195 2.22 2.57 2.19 162 222 2 53 224 2.19 2 90 3 09 2.68 2 32 2.03 192 193 2.05 2.52 2 76 2.42 2.22 195 147 G 90 0 44 20 0.12 0 07 0 07 0.0 + 0.13 + 0.19 + 0.27 - 0.41 + 0.63 + 092 ' 1.30 + 1.13 + 2.10 + 2.C8 + 1.51 + 1.70 + 2.23 + 2 00 + 1.21 +- + + + + + + + + + + Q + + + + + + + + + 0.25 + 0.13 0.07 + 0.06 - 0.05 0.13 0.19 0.27 0.40 0.61 0.87 1,21 1.55 1.73 1.40 0.96 1.11 1.67 1.15 0,41 0.39 0.45 1.41 1.65 1.14 1,17 1.75 2.01 1.86 1.61 1.40 1.32 1.42 1,51 1.40 1.34 1.31 1,24 1.06 0.81 0.55 0.28 0.15 008 0.12 0.17 0.25 0.37 0.53 0.74 0.99 1 18 1 12 0.92 C! 75 0.75 0 95 0.58 0.20 0.22 0 22 0.75 0.99 080 092 114 137 1.44 t 29 114 1.07 1 10 109 097 094 094 0.89 0.79 064 0 47 0.27 0.16 009 005 011 0.15 0.23 0.32 0.44 0 57 070 0.75 064 052 049 C 43 046 0.31 0.10 010 013 0.39 051 0.51 0 59 0 67 0.85 0 97 0.95 G 89 0 87 0.85 076 G 69 0.66 0.65 0.63 056 0.48 038 0.27 0.15 0.69 005 0.10 0.13 019 0.25 0-32 0.39 0.38 0.34 026 0.23 025 0.24 018 0.12 0.06 0.05 0 07 0.15 022 028 0 31 0.33 G 41 0 51 0.58 0.63 064 081 0.54 049 0.46 0.44 0.42 0.39 0.34 0.29 0 22 0 3 0.08 0.05 + 0.08 0.08 + 0.10 + 0.14 - 0.17 + 0.18 + 0.20 + 0.18 + 0.14 + C ' ^ + + + " " + " ^^ + + + + ^' + ^- + .. + + � + r ° 9 + 0.23 027 + 0.34 + 0.38 + 0.40 + 0.41 + 0.37 + 0.35 + 0.32 + 0.30 + 0.29 + 0.27 + 0.24 + 0.21 + 0.17 + 0.10 + 0.06 4 0.04 4- 0.03 LIGHTING PHOTOMETRIC PLAN NomSITE JAZ KAZIN E ASSOCIATES, INC CONSULTING ELECTRICAL ENGINEERS 9364 TEDDY LANE. SUITE #101 LONE TREE, CO 60124 (720)489- 1 609 (720) 469-1611 FAX Z U) Q o J CD LL Z Z Q � O o _ rn CV CLIENT: Pmpd N -4 - Dote 7-71.15 Or- by ow Checked by SU 04 REBAR WITH 03 IES 12" O C. 3 POLE DETAIL TYPE AA1 & AA3 NOT TD SCAIE ALT60, ALT96, ALT120 Small LED Luminaire un xD tunats 630 Traditional Bollards • ih ul[imah in IR14ra4vlrt Mqn naN4^91apq(Ne apinlrYrq. na � rfmrmal marugemenx arW unque patemN' DkoMo� alis ALn3 DmportiorW and wide +eaMta Yousirq. arailaW b A sml b mw r KIM U1 "I'ma mmm�rb man e.er xhxe • WmULB rmr[urtl on/oK/.ava4 aM >rtD amurrNq ,, r 6� control LUD DmI«o1 rens v1w«L AEilia aexry3llon peaLlai IefMaleilSM Dation. «KVDmaY slrnel iroaxNrx artl inOeMK ..nenuy wkwart oDatlK m10tlYSlaa (rob) as Yer,. umrr III��� ��++ IS1J M1I►35 ]ALSIQT7 'wpb. Y/A71 AA1641MS1y1N1 :v a.J;aa ar au!an >e frlmrn' srr � +w rr.ea s.n;"ro'a ,., -Ifl Swa Ln LJIL4 KlSli ■ftr soar' Vu11 �' r1rWlan/rru• xbia'� w. riw a•aIr >• rer r rawoaebaa � m D.r. sr a an an s� n nr oars sa sslrt sr rw '�� r alrrrbr rm Tr9ra v w, I.n m nn ° mMRI/eti �'' Y Jn• IrYra v u1Ln 4-ut•rsrautusin M7 Jrr1' •ss rsln rsrrwternrb. rro�.:,. ,, r.. ry. r�wOV►aa YfSfSII� • w' raM M M _ •ri ersrtl bawrrd �'Yw4fuW sr _ fWlY reed rfm rh YaW YbM1awaM RrYl Yar•el ar•Me fabarlYa ISA ALTIP35 12OL4K DB 11l IYnLaseealaf Am taw,wYaaM w M�a..mwn sr•Ia tsra.rarr arVrn trkraN llor unns yDr i aLrDrro Iaaslaq w tbraetm nr-1{f awrav ha � a n.s 'aa''IP �,� sr•Ir Jarr r a 1t3•r KM3f Yqr it All" TY n wDMIr•nw D!HR■1. mWI•YewYaSI' urNlf Sw at urVla rrar xa V tye 4w ••fase 9arr Rman aMVlS rrern auuro rTM1 Rnmi... Jbr B -W rwra al1Yl3 rw, r Al7u>a rwr r as soar nn•aa f ems. r a so' rLLTM13 rryr a eVrK Slft3A qp L Mr K xw.. fors• r3113s ttuw r 4 R AlrV35 rMLlrn LLIVNtapllMr �faM—��i• AF)A ]IwIYaM ss>fIr aae.r.rarc a rrn n a..«• L aa..w a..aea mer Y-n.+..,..r►r.aa. s wa LIGHTING FIXTURE SCHEDULE 630 Traditional Bollards na � LL— ID • Ik oar:— Kim e3l s»ram o, me SM eowA axnre . Erwd r KIM U1 "I'ma Ught distndrtan .;tn uN alert • rk Jlas rte, slmDb r,nDWuslue brm IookS 9D^e uD Mu al mell n ata 44xaMa 1 TYPE AA & AA3 NOT TO SCALE Low Level Luminaires LIGHTING FIXTURE SCHEDULE 630 Traditional Bollards na � ntluaa • wem e"n3Y erM1crem is lF0 moAi4 v+rv•i'uMe f« [M Bia Jaws ID • Ik oar:— Kim e3l s»ram o, me SM eowA axnre . Erwd FINISH Ught distndrtan .;tn uN alert • rk Jlas rte, slmDb r,nDWuslue brm IookS 9D^e uD Mu al mell n ata 44xaMa MANUFACTURER • auay rxkw. rmwrgeMr wtwy Dan w kor„e.ie• meia nonm•,.aiiwl. peaLlai IefMaleilSM f-3 &OWN= Iu r.n awe as Yer,. umrr u lyr K.n sc v.m m.r• is nw.,.m sew as on• K (mbm [m• ema�ryawwAe LED AREA LIGHT WITH TYPE 1 uo Itl[i�aa f4YxI®se nti 20' POLE Ia M +.err w wr,n atwn•Ir ISA ALTIP35 12OL4K DB i rw u r was IJl n uw arm tus ye,» sa rros � nu rhr tl _ — •,i POLE MOUNTED FULL CUT -OF ���K1LyY AA3 r IaII LJONT910 DARK BRONZE r7�\ TYPE BB NOT TO SCALE K KAZIN & ASSOCIATES, INC CONSULTING ELECTRICAL ENGINEERS 9364 TEDDY LANE, SUITE #101 LONE TREE, CO 80124 (720)489-1609 (720) 4831611 FAX Z (n W 1w Go LL. Z z Q � O o = o rn CV REVISIONS No. Oaa CLIENT: Proo" NraMer Dote 731-15 Drawn by DW CJI -ked by SL2 LIGHTING FIXTURE SCHEDULE PREPARED BY KAZIN & ASSOCIATES DESCRIPTION OF LUMINAIRE LUMINAIRE SPECIFICATION ID DESCRIPTION FINISH MOUNTING MANUFACTURER CATALOG NUMBER LAMP(S) OO POLE MOUNTED FULL CUT -0F M1 LED AREA LIGHT WITH TYPE 1 DARK BRONZE 20' POLE KIM ISA ALTIP35 12OL4K DB 12OLED DISTRIBUTION POLE MOUNTED FULL CUT -OF AA3 LED AREA LIGHT WITH TYPE 3 DARK BRONZE 20' POLE KIM ISA ALT3P35 12OL4K OB NFO 12DLED DISTRIBUTION B LEC BOLLARD DARK BRONZE .1 BOLLARD KIM 830 I0L4XUV D8 10LED NOTES' 1. PROVIDE FLUORESCENT LAMPS RATED 35DOK. 85CRI. AND ALL MADE BY THE SAME MANUFACTURER. 2. PROVIDE INTEGRAL DISCONNECT FOR EACH DOUBLE -ENDED FLUORESCENT FIXTURE TO DISCONNECT THE BALLAST FROM THE LAMP SOCKET, 3. PROVIDED HANGERS. ADAPTERS, INSTALLATION KITS. PARTS AND PIECES TO INSTALL THE SPECIFIED FIXTURE IN THE LOCATIONS SHOWN ON THE PLAN. 4. PROVIDE TWO BALLASTS MINIMUM OR STEP -DIMMING BALLAST FOR FLUORESCENT FIXTURES REQUIRED TO HAVE DUAL -LEVEL SWITCHING. 5. PROVIDE PROGRAMMED START BALLASTS FOR FLUORESCENT FIXTURES. K KAZIN & ASSOCIATES, INC CONSULTING ELECTRICAL ENGINEERS 9364 TEDDY LANE, SUITE #101 LONE TREE, CO 80124 (720)489-1609 (720) 4831611 FAX Z (n W 1w Go LL. Z z Q � O o = o rn CV REVISIONS No. Oaa CLIENT: Proo" NraMer Dote 731-15 Drawn by DW CJI -ked by SL2 L CONNECT TO EX I SANITARY Fl= ./. 5532.34 JI I • C -�-- SS SS w W M OWNER'S CERTIFICATE The below signad owrw(f). or bgaly designated agemis) owed. do h—by soros 81at the W prty "ally d—b d hereon -1 be developed m a—rd— with Me restoc — and coo ldi a arMakwd in this plan, arW as may olhe wise be mqueed by W. I (we) lufttw rsoogncur Mal Me apprmral of MIs SBe Plan does not aealea vested Properly ^BN. Vested Wopetiy rights may aNy arise and — porsuam w 8m ph—ns of Seca- 2&121 of M• Wheat Rage Code of Less (Insert name of wwrerls) w agen8+) who wA Bgni Slate of Calorodo ) ) ss Carly d Jelfason ) The laegssp it se—N wm "n sedged before me Qw ---day of -------. A.O. 20--- bly---- ----- ------ Warms my hand and dfasl s" My oomraes— eapses: Nowy Publs: SITE PLAN THE HUMAN BEAN 2900 YOUNGFIELD STREET, WHEAT RIDGE, COLORADO W r LIGHT POLE t EX. LANDSCAPE AREA RELOCATE SIGN EX. RETAINING WALL CITY CERTIFICATION SURVEYOR'S CERTIFICATE by the Cit O( _ e Cay d I, DOUGLAS H. ORT It[, A PROFESSIONAL LAND SURVEYOR IN THE STATE Of COLORADO, ON Dy Bre City d W11eai Ridge. THE BASIS OF MY KNOWLEDGE, INFORMATION AND BELIEF, DO HEREBY CERTIFY THAT THIS ATTEST SITE PLAN IS BASED UPON A DESIGN SURVEY MADE UNDER MY SUPERVISION IN MARCH 2015, AND THAT THE BOUNDARY IS AN ACCURATE REPRESENTATION OF THE PROPERTY AS DETERMINED BY THE SURVEY. Community OevebgnsH D�rerJa DOUGLAS M. ORT III, PLS 37066 BUREAU OF LAND MANAGEMENT STATE Of"CE OfFICE BUILDING NOTES PARKING REQUIREMENTS: BECAUSE NO SEATING IS PROPOSED FOR THE HUMAN BEAN FACILITY, THERE IS A REDUCED PARKING REQUIREMENT. THE CODE REWIRES 1 PARKING SPACE PER 100 SQUARE FEET OF FLOOR AREA FOR A DRIVE-IN RESTAURANT, AND 3 SPACES ARE ESTIMATED FOR EMPLOYEES ON MAXIMUM SHIFT. (PER PRE-APPUCATION MEETING SUMMARY) STATEMENT OF LAND USE THE HUMAN BEAN WOULD SERVE CUSTOMERS IN VEHICLES THROUGH DOUBLE DRIVE-THROUGH WINDOWS, ALIGNED NORTH AND SOUTH, AND SERVE PEDESTRIAN TRAFFIC ON YOUNG"IELD STREET WITH A WALKUP WINDOW, THE STRUCTURE WILL BE 432 SQUARE FEET WITH NO INDOOR SEATING. THE MAJORITY OF THE SITE WILL BE USED FOR A DRIVE-THROUGH QUEUE AND PARKING. FOUR PARKING SPACES AND A DUMPSTER ARE CURRENTLY PROPOSED FOR THE SITE. (PER PRE -APPLICATION MEETING SUMMARY) LEGAL DESCRIPTION THE WEST 189 FEET OF THE SOUTH 100 FEET OF THE NORTHWEST QUARTER SOUTHWEST QUARTER OF SECTION 29, TOWNSHIP 3 SOUTH RANGE 69 WEST Of THE 6TH PRINCIPAL MERIDIAN, EXCEPT THE WEST 39 FEET THEROF, COUNTY ^, JEFFERSON, STATE OF COLORADO. PROJECT BENCHMARK: CITY OF WHEAT RIDGE BENCHMARK PHAC-2, BEING 9/16' STAINLESS STEEL ROD IN MONUMENT BOX, AT TME LEWIS MEADOWS PARK AT THE INTERSECTION OF W. 32ND DR. AND UNION ST. THE MONUMENT IS LOCATED APPROXIMATELY 60' NORTH OF THE LEWIS MEADOWS PARK SIGN. HAVING AN ELEVATION OF 5451.56 FEET (NAVD 88). LEGEND PROPOSED EXISTING PROPOSED PAN FLOWLINE PROPOSED RETAINING WALL PROPERTY UNE �.11ad DEODUOUSTREE CONIFEROUSTREE OVERHEAD ELECTRICAL UNE SITE DATA TABLE Wa E%ISTINGZONING RESTRICTEDCOMMERCIAL LL EX WATER SERVICE LD COORDINATE WITN f( SANITARY SEWER LINE.' CONSOLIDATED MUTUAL 1 —W— :: WATER DISTRICT FOR SIZE AND MATERIAL M OWNER'S CERTIFICATE The below signad owrw(f). or bgaly designated agemis) owed. do h—by soros 81at the W prty "ally d—b d hereon -1 be developed m a—rd— with Me restoc — and coo ldi a arMakwd in this plan, arW as may olhe wise be mqueed by W. I (we) lufttw rsoogncur Mal Me apprmral of MIs SBe Plan does not aealea vested Properly ^BN. Vested Wopetiy rights may aNy arise and — porsuam w 8m ph—ns of Seca- 2&121 of M• Wheat Rage Code of Less (Insert name of wwrerls) w agen8+) who wA Bgni Slate of Calorodo ) ) ss Carly d Jelfason ) The laegssp it se—N wm "n sedged before me Qw ---day of -------. A.O. 20--- bly---- ----- ------ Warms my hand and dfasl s" My oomraes— eapses: Nowy Publs: SITE PLAN THE HUMAN BEAN 2900 YOUNGFIELD STREET, WHEAT RIDGE, COLORADO W r LIGHT POLE t EX. LANDSCAPE AREA RELOCATE SIGN EX. RETAINING WALL CITY CERTIFICATION SURVEYOR'S CERTIFICATE by the Cit O( _ e Cay d I, DOUGLAS H. ORT It[, A PROFESSIONAL LAND SURVEYOR IN THE STATE Of COLORADO, ON Dy Bre City d W11eai Ridge. THE BASIS OF MY KNOWLEDGE, INFORMATION AND BELIEF, DO HEREBY CERTIFY THAT THIS ATTEST SITE PLAN IS BASED UPON A DESIGN SURVEY MADE UNDER MY SUPERVISION IN MARCH 2015, AND THAT THE BOUNDARY IS AN ACCURATE REPRESENTATION OF THE PROPERTY AS DETERMINED BY THE SURVEY. Community OevebgnsH D�rerJa DOUGLAS M. ORT III, PLS 37066 BUREAU OF LAND MANAGEMENT STATE Of"CE OfFICE BUILDING NOTES PARKING REQUIREMENTS: BECAUSE NO SEATING IS PROPOSED FOR THE HUMAN BEAN FACILITY, THERE IS A REDUCED PARKING REQUIREMENT. THE CODE REWIRES 1 PARKING SPACE PER 100 SQUARE FEET OF FLOOR AREA FOR A DRIVE-IN RESTAURANT, AND 3 SPACES ARE ESTIMATED FOR EMPLOYEES ON MAXIMUM SHIFT. (PER PRE-APPUCATION MEETING SUMMARY) STATEMENT OF LAND USE THE HUMAN BEAN WOULD SERVE CUSTOMERS IN VEHICLES THROUGH DOUBLE DRIVE-THROUGH WINDOWS, ALIGNED NORTH AND SOUTH, AND SERVE PEDESTRIAN TRAFFIC ON YOUNG"IELD STREET WITH A WALKUP WINDOW, THE STRUCTURE WILL BE 432 SQUARE FEET WITH NO INDOOR SEATING. THE MAJORITY OF THE SITE WILL BE USED FOR A DRIVE-THROUGH QUEUE AND PARKING. FOUR PARKING SPACES AND A DUMPSTER ARE CURRENTLY PROPOSED FOR THE SITE. (PER PRE -APPLICATION MEETING SUMMARY) LEGAL DESCRIPTION THE WEST 189 FEET OF THE SOUTH 100 FEET OF THE NORTHWEST QUARTER SOUTHWEST QUARTER OF SECTION 29, TOWNSHIP 3 SOUTH RANGE 69 WEST Of THE 6TH PRINCIPAL MERIDIAN, EXCEPT THE WEST 39 FEET THEROF, COUNTY ^, JEFFERSON, STATE OF COLORADO. PROJECT BENCHMARK: CITY OF WHEAT RIDGE BENCHMARK PHAC-2, BEING 9/16' STAINLESS STEEL ROD IN MONUMENT BOX, AT TME LEWIS MEADOWS PARK AT THE INTERSECTION OF W. 32ND DR. AND UNION ST. THE MONUMENT IS LOCATED APPROXIMATELY 60' NORTH OF THE LEWIS MEADOWS PARK SIGN. HAVING AN ELEVATION OF 5451.56 FEET (NAVD 88). LEGEND PROPOSED EXISTING PROPOSED PAN FLOWLINE PROPOSED RETAINING WALL PROPERTY UNE �.11ad DEODUOUSTREE CONIFEROUSTREE O U W Q� qz W W m 3 z z W Q W d W = N W N w LL z D O O O T N wt. DAC awe AMA w Am SHEET 1-7 AN14.11HICO01 OVERHEAD ELECTRICAL UNE SITE DATA TABLE STORM LINE E%ISTINGZONING RESTRICTEDCOMMERCIAL GAS LINE '- --� - SS SANITARY SEWER LINE.' TOTAL AREA 1 15,000 S.F./D35 ACRES GROSS & NET —W— :: WATERLINE EXISTING ZONING 432 S.F. DRIVE-THROUGH EATING ESTABLISHMENT t AREAS REQUIRED I PROVIDED OVERHEAD ELECTRICAL MAX. BUILDING COVERAGE 12,OD0 S.F. BD% 432 S.f 2.9% - BURIED ELECTRICAL 0 S 10 20 MAX. HARDSCAPE AREA 12 ODO S.F 80% 10 927 S.F 0.2% FIBER LINE E7 TYPEREQUIRED PROVIDED STANDARD STALL 3 3 SEWER MANHOLE ACCESSIBLE STALLS 1 3 ' STORM MANHOLE ' FIRE HYDRANT WATER VALVE - - .. SIGN .. . UTILITY POLE - GUY WIRE _ ELECTRICAL PEDESTAL LIGHT POLE O U W Q� qz W W m 3 z z W Q W d W = N W N w LL z D O O O T N wt. DAC awe AMA w Am SHEET 1-7 AN14.11HICO01 TABLE SITE DATA TABLE E%ISTINGZONING RESTRICTEDCOMMERCIAL N PROPOSED LAND USE DRIVE-THROUGH EATING ESTABLISHMENT TOTAL AREA 1 15,000 S.F./D35 ACRES GROSS & NET EXISTING ZONING 432 S.F. DRIVE-THROUGH EATING ESTABLISHMENT AREAS REQUIRED I PROVIDED MAX. BUILDING COVERAGE 12,OD0 S.F. BD% 432 S.f 2.9% MAX. LANDSCAPE AREA 3 000 S.F. 0% 4,473 IE.29.8% 0 S 10 20 MAX. HARDSCAPE AREA 12 ODO S.F 80% 10 927 S.F 0.2% SCALE: 3"=10 SITE PARKING TYPEREQUIRED PROVIDED STANDARD STALL 3 3 ACCESSIBLE STALLS 1 3 O U W Q� qz W W m 3 z z W Q W d W = N W N w LL z D O O O T N wt. DAC awe AMA w Am SHEET 1-7 AN14.11HICO01 OfHCE BUILDING I1 a -. 20 LF 20 LF 24 Lf PV 1 PV PV _ PROPERTY UNE X—X— — — — — — —X X— —X� li o2 LF j xj -- SF i I 45 LF �� \ s �a STOCKPILE AREA I SB (AREA -397.56 S.F. I ; I SCL 1 i 1 1 j y CWA 67 LF w LU I i SSA I i H W SCL �> I 70 Lf I i \ ? �-► o - TEMPORARY20' 0 3 \ hyT I HAUL ROAD W a ! I 1 LL _u Z A „44 1D I LF , DD, j/ SF VTC 1I SCL i.,., a `.� I ?...`•'i `.-' tr.� -- J —_—'� b53 y9^ eI� a / R SF 38 Lf — LOC 463 LF =X— P V PV PV 26 LF - PV 20 Lf' 23 LF 23 LF BUREAU Of LAND MANAGEMENT STATE OFFICE PLAN LEGEND N 0 5 10 20 SCALE: 1"=10' BMP LEGEND o CD PROPOSED EXISTING CB COMPOST BLANKET --5700— -5700 MWRCONTOUR NOTE BIORETENTION AREA CONSTRUCTION NOTES —5700— -- 5700 - MINOR CONTOUR 1 CONSTRUCTION M N ACTTIES CEASE FOR LONGER THAN 7 DAYS, THE CONTRACTOR SHAH 1. BLOCK OFF AREA TO PROTECT IT FROM COMPACTION BY CONSTRUCTIONPROPERTY ACTIVITIES. CM CONSTRUCTION MARKER LINE TEMPORARILY SEED Z MULCH SITE PER CITY OF WHEAT RIDGE SEED MIX REQUIREMENTS. 2. EXCAVATE WITH A TRACKED EXCAVATOR. NO TRAFFIC SHALL BE PERMITTED IN THE "•► DD FLOW ARROW BOTTOM OfS THEM PROTECT THE SOIL FROM EROSION CONTROL BLANKET ,:�P= a ® IP INLET PROTECTION ETgN. IS EXCAION.VATED 3. ONCE THE SYSTEM K EXCAVATED TO THE INFILTRATNE SURFACE ELEYATgN, WIND RAKE SURFACE RCD REINFORCED CHECK DAM RRB IN PRLT, CLA O OTHERFOR DING FINES 0. NO SILT, CLAYOR OTHER TINES FROM STORM RUNOFF SHALL ENTER THE EXCAVATION. Q DECIDUOUS TREE ® S. TOP 6" Of SOIL SHALL BE MIKE WITH 'NATIVE SEED MIX FOR RAIN GARDENS" PER SEDIMENT BASIN SCL SEDIMENT CONTROL LOG UDFCD TABLE B-6. USE STANDARD SEED MIX FOR REMAINDER OF GRASS AREAS ON SITE. ST SEDIMENT TRAP Q SM SEEDING AND MULCHING CONIFEROUS TREE N 0 5 10 20 SCALE: 1"=10' BMP LEGEND o CD CHECK DAM CB COMPOST BLANKET Q CFB COMPOST FILTER BERM ❑ CWA CONCRETE WASHOUT AREA CONSTRUCTION FENCE O a CM CONSTRUCTION MARKER _ 0 DW DEWATERING DD DIVERSION DITCH ECB EROSION CONTROL BLANKET ,:�P= a ® IP INLET PROTECTION ® RCD REINFORCED CHECK DAM RRB REINFORCED ROCK BERM RRC RRB FOR CULVERT PROTECTION ® SB SEDIMENT BASIN SCL SEDIMENT CONTROL LOG C ST SEDIMENT TRAP Q SM SEEDING AND MULCHING SILT FENCE SSA STABILIZED STAGING AREA SR SURFACE ROUGHENING TSD TEMPORARY SLOPE DRAIN TSC TEMPORARY STREAM CROSSING TERRACING VEHICLE TRACKING CONTROL WW VTC WITH WHEEL WASH ROCK AND RIPRAP GRADATIONS LOC LIMITS OF CONSTRUCTION PV PROTECTION OF EXISTING TREES kil P BENCHMARK PROJECT BENCHMARK: CITY OF WHEAT RIDGE BENCHMARK PHAC-2, BEING 9/16' STAINLESS , STEEL ROD IN MONUMENT BOX, AT THE LEWIS MEADOWS PARK AT THE INTERSECTION OF W. 32ND DR. AND UNION ST. THE MONUMENT IS LOCATED APPROXIMATELY 60' NORTH OF THE L, LEWIS MEADOWS PARK SIGN. HAVINU AN ELEVATION OF 54S1.56 FEET INAVD 881. KOOW what's below. Call before you dig. •"_ INCA EXISTING "7ER CURB R EXISTING ASPHALT ROAD IT SIDEWALK SECTION A -A NOT TO SCALE CURB A GUTTER 11'GRASSSLOPE ASPHALT DRIVE BEGIN WALL S539.14 TW 2' GUTTER R SECTION B -B NOT TO HALE N END WALL 0 S 10 20 5536.92 TW -'-`- 40'E 150.00' ' _ - I 5536.49 BW SCALE: 1"=10' s s3i x 5538 ss3g �~ SS37.68 \ NOTE: SPOT ELEVATIONS REFER TO FLOWLINE I . UNLESS OTHER WISE NOTED, RETAINING WALL TO BE DESIGN -BUILD SS37.48 END WALL DURING CONSTRUCTION. - 5536.80 TW {� 5536.33 BW Y I I 5537.37 I N 8 I 5537.17 LP LEGEND O 3 ME MATCH EXISTING y�0y JB / I TW TOP OF WALL / BW BOTTOM OF WALL �Yq < 5536.80 TW TC TOP OF CURB 5536.30 TS W / tJ syyy 6 z 5534.30 BW {FL FLOWUNE LIGHT POLE yyyy /D� a RETAINING WALL / b" 5536.80 TW SS36.30 TSW 5534.30 BW 1 MAX WALL HEIGHT. 32.5' 1 I - 5536.80 TW 5534.30 BW 5536.80 TW 5536 5534.30 BW - 5536.80 TW - _ 5534.30 BIN Wf 5538.838W 5542.11 ME •1~�: BACK OF WALK I Q N69.31' 5542.30 ME TC 5541.71 ME FL 3y N Sy, 'O 5542.19 5541.90 '540 BACK Of WALK TOP STEP 5541 5540.73 BOTTOM STEP O 5542.15 ME 5541.74 ME FL FL .. 5540.53 W Lu AE _ `- -JA ) N I= W 03 o 11J z g LL' 5541.04 FF.SS41.3 j 5542.26 ME TC - 3 Z 5541.82 ME Fl m 0 o s J o g 5541.84 z 5541.89 5541.92 5542.00 fL BI - BACK OF WALK' �✓% 0 /S138.17 WALL END - BEGIN WALL 5538.76 TIN - S542.22 FL 5541.57 TW 5538.50 BW 5542.14 BACK OF WALK 5541.02 BW S538.6S - .. 5542.06 S542A9 ME TC 17 ( _i 1 - 150.00''SB9'31'40'W j `:` SS42.07 ME Fl BEGIN WALL --- - - 5536.80 TW 5542.40 ME 5536.50 OW BACK OF WALK ff i v � S_L. SECTION B -B NOT TO HALE N END WALL 0 S 10 20 5536.92 TW -'-`- 40'E 150.00' ' _ - I 5536.49 BW SCALE: 1"=10' s s3i x 5538 ss3g �~ SS37.68 \ NOTE: SPOT ELEVATIONS REFER TO FLOWLINE I . UNLESS OTHER WISE NOTED, RETAINING WALL TO BE DESIGN -BUILD SS37.48 END WALL DURING CONSTRUCTION. - 5536.80 TW {� 5536.33 BW Y I I 5537.37 I N 8 I 5537.17 LP LEGEND O 3 ME MATCH EXISTING y�0y JB / I TW TOP OF WALL / BW BOTTOM OF WALL �Yq < 5536.80 TW TC TOP OF CURB 5536.30 TS W / tJ syyy 6 z 5534.30 BW {FL FLOWUNE LIGHT POLE yyyy /D� a RETAINING WALL / b" 5536.80 TW SS36.30 TSW 5534.30 BW 1 MAX WALL HEIGHT. 32.5' 1 I - 5536.80 TW 5534.30 BW 5536.80 TW 5536 5534.30 BW - 5536.80 TW - _ 5534.30 BIN Wf I BEGIN WALL 5539.14 TW 5538.83 BW 0.00 ON So A I ' r1 -0+15 0+00 7 5540 NORTH WALL PLAN VIEW 5535 ' -0+15 0+00 0+50 NORTH WALL PROFILE END WALL 553692 TW 5536.49 BW Oa92 sy3j sS3B 5537.68 SS37.48 I 5537.37 1+001+05 STA: Dr92.13 EL: 5536.92 TOP OF WALL STA: 0.92.13 EL: 5536.49 EXISTING GRA 5540 5535 1+001+05 N 0 5 ]0 20 SCALE 1"=10' VERTICAL SCALE: 1"=10' I- g "544 3 z 5501.89 5542.00 Ft BACK OF WALK BEGIN WALL 5542.22 FL 5541.57TW BACK OF WALK 5541.02 BW yg` " -0+20 0+00 STA: D+00.00 EL: 5541.57 TOPOF WALL STA: 0.00.00 EL: 5541.02 FINISHED GRADE 5540 I STA: 0+09.46 x h9 hh 55 EL: 5539.78 END WALL TOP OF WALL 0 STA: 0.68.25 STA: 0.0000 EL: 5538.50 FINAL GRADE El: 5539.14 49'31'40'W TOP OF WALL STA: 0.83.63 TOP Of WALL .. 5536.80 TW EL: 5538.39 5536.50 BW TOP OF WALL STA -0400 .00 EL: 5538.83 EXISTING GRADE STA: 0.29.30 EL: 5537.71 --� EXISTING GRADE EXISTING GRADE 5535 ' -0+15 0+00 0+50 NORTH WALL PROFILE END WALL 553692 TW 5536.49 BW Oa92 sy3j sS3B 5537.68 SS37.48 I 5537.37 1+001+05 STA: Dr92.13 EL: 5536.92 TOP OF WALL STA: 0.92.13 EL: 5536.49 EXISTING GRA 5540 5535 1+001+05 N 0 5 ]0 20 SCALE 1"=10' VERTICAL SCALE: 1"=10' I- g "544 3 z 5501.89 5542.00 Ft BACK OF WALK BEGIN WALL 5542.22 FL 5541.57TW BACK OF WALK 5541.02 BW yg` " -0+20 0+00 STA: D+00.00 EL: 5541.57 TOPOF WALL STA: 0.00.00 EL: 5541.02 FINISHED GRADE 5540 I / x h9 hh 55 END WALL 5538.76 TW h0 SSlI&SO BW h" 0 STA: 0.68.25 SS38.65 EL: 5538.50 FINISHEDGRADE 49'31'40'W BEGIN WALL' - _.... .. 5536.80 TW FINISHED GRADE - 5536.50 BW SOUTH WALL PLAN VIEW 5535 L -0+20 0+00 0+90 5539.18 STA 0+6815 OFWALL EL: 5538.77 TOP OF WALL tTOP 0 STA: 0.68.25 EL: 5538.50 FINISHEDGRADE -8.52.25 EL: SS37.30 FINISHED GRADE - 0+50 SOUTH WALL PROFILE 5540 5535 0+90 5537.48 END WALL SS36.80 TW 5536.33 BW 5537.37 N I g Nil) S 5537.17 LP r � I + i 5536.80 TW 5536.30 TSW SS34.30 BW y9 •P �1 2 O / yy ,py1VT Oat' 'z 5538.17 b W ENO WALL b " 5536.80 TW 5538.76 TW „� .. 5536.30 TSW SS38.SO BW y / 5534.30 BW 5 MAX WALL HEIGHT. f2.5' I 0+50 5536.80 TW 5536.80TW 5534.30 BW ?7 5534.30 BW 5536 5536.80 TW BEGIN WALL 5534.30 BW - 5S36.80TW .. _ 5536.50 EW -0+15 0+00 5540 I- STA: 0.02.83 EL: SS36.90 TOP OF WALL ):;� STA; 0+02.83 EL: 5536.50 FINISHED GRADE 5535 5530 -01 BASIN WALL PLAN VIEW 1.M 20.00' EMERGENCY SPILLWAY CENTERED ON WALL 1+00 BASIN WALL PROFILE 421 5540 5535 --j 5530 1+48 N 0 5 10 20 SCALE: 1"=10' VERTICAL SCALE: 1"=10' STA: 0.69.86 STA: 0.89.86 STA: 1.32.38 EL: 5536.80 EL: 5536.80 EL: 5536.80 EL: 5536.80 EL: 5536.80 TOP OF WALL TOP OF WALL TOP OF WALL TOP OF WALL TOP OF WALL d _ EL: S536.30 TOP OF SPILLWAY STA: 38 � EL: 55336.36.33 \ � FINISHED GRADE STA: 0+32.72 FINISHED GRADE EL: 5534.30 STA 0+93.41 FINISHED GRADE EL: SS34.30 FINISHED GRADE EXISTING GRADE 1+00 BASIN WALL PROFILE 421 5540 5535 --j 5530 1+48 N 0 5 10 20 SCALE: 1"=10' VERTICAL SCALE: 1"=10' a SCREENING GATES - CONCRETE MASONRY UNIT WALL 14' O 1�74' BOLLARDS O (TYV. Of 6) O O CONCRETE O t E. a �.REINI..ATES �S g TRASH ENCLOSURE NTS L - -- - ----- — 2- S' �' to a k l JJQ Z ; SLOTTED CURBco - — �s - l' BSB O U w a 0 4 H W W m 3 Z W EA Q J LLI c W _ ( 0 W f' W LL C7 Z } 0 0 N i E .. DAC ..xac_AEIA ~- ---- swxT 7 7- ' ANN.YMCWI w.w. W m�e n.ufmon o�ai xes w r�.xaRn�,°wv....➢f zw � •Nr P�1 ISOMETRIC VIEW A wrmw� txwvnn.urn RswtE� pM w,naxa�"`w...aveorow➢ ropm nwnmP. rw R�fcTu. PRUR mw.nomorn Ex..EEax,,, 1 _ x,.➢xpR,. =III w corr.nx -III m➢r Rxro a,m SECTION A -A .c.aaw.°«, ore ..wP Rnx➢xn... �'O�� VERTICAL CURB DRIVECUT CITY OF WHEAT RIDGE C -Dos vcG.Ocz coDE DEPT. OF Pusuc WORKS COMMERCIAL DRIVEWAY WITH G` ENGINEERING DIVISION ADA ACCESSIBLE CG TYPE A NOTE: CONTRACTION JOINTS REWIRED AT MAXIMUM 1P SPACING CG2 8' CG2A Y NOTE: VERTICAL CURB AND GUTTER TO BE PLACED CGTB 10• MONOLITNIC WITH SIDEWALK I �— PAY ITEM SPLIT LINE TO BE PAID BY L F. I VERTICIL CURB AND I TO BE PAID BY S. Y. OF GUTTER TYPE (CG) I d• CONCRETE SIDEWALK Ar,�. �CPO4.EO Rcpt ROM v°r, OPTf M]E COM9E 1¢ASf fl ltOxl 81lOWi0[G]1i.EG,m t0 PROFILE GRADE d I � OFFSET LOCATION (LIP) I 4� 7 1? 1/B' RADIUS -7 8• � IN'/Fr 1` t•IFT d ° � ° e a A =III eoNo BREAKER HERE CITY OF WHEAT RIDGE WNENABUTTWG CONCRETE =III=III 0ET10L coDE 26— ' 1 1?RADIUS OF PUBLIC WORKS ENGINEERING DRIVEWAY SECTIONS sueGRAOE coMPACTEoro SIDEWALK MINIMUM DENSITY PER CG TYPE A NOTE: CONTRACTION JOINTS REWIRED AT MAXIMUM 1P SPACING CG2 8' CG2A Y NOTE: VERTICAL CURB AND GUTTER TO BE PLACED CGTB 10• MONOLITNIC WITH SIDEWALK I �— PAY ITEM SPLIT LINE TO BE PAID BY L F. I VERTICIL CURB AND I TO BE PAID BY S. Y. OF GUTTER TYPE (CG) I d• CONCRETE SIDEWALK Ar,�. �CPO4.EO Rcpt ROM v°r, OPTf M]E COM9E 1¢ASf fl ltOxl 81lOWi0[G]1i.EG,m t0 PROFILE GRADE d I � OFFSET LOCATION (LIP) I 4� 7 1? 1/B' RADIUS -7 8• � IN'/Fr 1` t•IFT d ° � ° e a A =III eoNo BREAKER HERE CITY OF WHEAT RIDGE WNENABUTTWG CONCRETE =III=III 0ET10L coDE 26— ' 1 1?RADIUS OF PUBLIC WORKS ENGINEERING DRIVEWAY SECTIONS sueGRAOE coMPACTEoro MINIMUM DENSITY PER SOIL CLASSIFICATION, PAY ITEM: CG TYPE. (LF) COOT SECTION 203.07 PAY ITEM: CONCRETE SIDEWALK (d'), Sy NOTE: CONTRACTION JOINTS REQUIRED CDOT SEC WR STD A VERTICAL CURB WITH SIDEWALK (CS) SECTION AT MAXIMUM IOSPACING, •ra MINIMUM 5' SPACING. IIB CG2 6' CITY OF WHEAT RIDGE C-Doz vcG.sw DEPT. OF PUBLIC WORKS VERTICAL CURB WITH G` ENGINEERING DMSKkI SIDEWALK (CS) SECTION fwl REsfIExTwT trn cu�Ecxai Psr neucoxr�-,f .,wfr,Fxrmml � suwuof wln.nfn ro xW OEEIS,ry PER ]Of CtASfFGTgx. mOr 9ECr,Nt Mf➢1 CONCRETE rxn. nwaE sx� �rr 11 — I w�cxMf fRI AE3OExrual K/NOE fl l�➢xYf11d+1 °r REY IRU Iv°iCx,l�im1lREaOExlELL1 I 9tl➢WE➢E A TED to ver IfEy.W IMTCxI Yj15Yl (OdYERaPLI ypR OU39iGlgx mor sfcnox mm ASPHALT r.•a�a.EO Raa I I r°OGRE4EtE 1NIIf CpII1fE (Ci/°Sal Ar,�. �CPO4.EO Rcpt ROM v°r, OPTf M]E COM9E 1¢ASf fl ltOxl 81lOWi0[G]1i.EG,m t0 �Ylw OF1rYTr PEx W 99fG,gx CpJT gt;,pN A] f. GRAVEL DRIVEWAY SECTIONS E CITY OF WHEAT RIDGE S -F01 DWAT.SECr 0ET10L coDE OF PUBLIC WORKS ENGINEERING DRIVEWAY SECTIONS S` DIVISION V�PT. NOTE: CONTRACTION JOINTS REQUIRED CDOT SEC WR STD A AT MAXIMUM IOSPACING, MINIMUM 5' SPACING. IIB CG2 6' MEASUREMENT LINEAR FOOT (LF) NA CG2A B' PAYMENT: BY CG TYPE NA CGTB t0- 11? 11? trB' aAows z-0' 118• RADIUS I -/FT C A � c TOP OF CURB TO SLOPE T} TOWARDS GLITTER (1!d' /FT). I III -ILII- — 7 7? a '� SUBGRADE COMPACTED TO MINIMUM DENSITY PER SOIL CLASSIFICATION, COOT SECTION 203.07 VERTICAL CURB &GUTTER (CG) SECTION SCALE: 1• = t'-0' CITY OF WHEAT RIDGE C•DDI VCG o0 DEPT. OF PUBLIC WORKS VERTICAL CURB AND G` ENGINEERING DMSION GUTTER (CG) SECTION Cii. of Wheat Ridge 07/1/2015 12:00 CDBA ZONIN5 APPLICATION FEES CDAQ11631 AhOUNT. FAU 70NiSG APPL3CATION EtS 470.00 PAYMENT RECEIVED ApOUHT CHECK: 1713 4'0.00 TOTAL 470 00 C CI R .n � p U N � b 0 T UU W � 4-) 0 O -F) p L ca @ u rd 3 r -i C •r -I 4-i 4D 0 U >H O ca c U) T O Uf\ O r-1 N U N O 4-4 ° � � T � 7 0 1 rd W U cd o U O e O c U W L * F 3 � ard ` 00 F r U C Cd �= L r Wo 0 s a f� V � y � c s O '- O w cd O R1 NH a OZ p c H N D lf� U \ E N ri c A c b y cd b C _ 7 f+ O C O U fA O s A I~ 00 rd H p Cd w rq O : a O Fl r -I Cd O 0 U c � ` cd rd 0 � P-1 3 02 b 00 O;d NL O e O N \O Ad -I N d id 0 -i H O 4r I--1 amsO h0 o e O y O 0 t E W O o N o O t L 3 0 0 �•o•oL o 0 G ` n td 0 td U y c o a u c t ° 0 C d C G. 0 c 00 •+ M HHH Cd N m N P+ Ul N +� O_� 0 � Q, q-4 m v ca �Nm3 .}.i W d) 3 4� z +n 4-3 01\ O N 4-1 \.O +� O yw, 0 � Cd Af Fi P� H 4) op CH �j P� 3 Hrnm�o 17 R 7 •2 o u �'> u ?� E 2�0= 'c oL.ru v u K H O.E c yL u E!,E R R 8 O L R u -a v u E =.V.E L �-2 c V �, ?:_ .,= o rd °- xL u H Cd `c^'. 5.o 0 O W ° H - - E c �wmv� R oz = c u do m9 E u u nTu_i,'CcEsv1Oi IdA O J t O �` c•-uu,� va ar•c A d .E •- �.E�L°po�'vap rd1 �Ul vv �r yuy o N cL c u9 °L. --Ey o u w 5 .Y u u Q� L V L C 7 R y 7-' .uc.`°8.3'nE o..c o._ O O�-�CL A YLLs. 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'cC,s° ��uey �uxc �'=o'`'E'v�•�? �� t �f] CJ Ln C E u Q! p U1 C pp°Fg+cK� ,s .0 +� .Y O p�an�•54�s N A wc�c -eueaE 40-p .0 3 O 3 F•L IP4 `�vF L a E� s= City of j�;rWheatlk MMUNITY DEVELOPMENT Memorandum TO: Potential Land Use Applicants FROM: Ken Johnstone, Community Development Director DATE: October 16, 2012 SUBJECT: Notification of Surface Development (C.R.S. §31-23-215 and §24-65.5) In 2001, the Colorado Revised Statutes were amended to include an Article which addresses mineral rights in respect to land use applications. This Article states that any application for development must be accompanied by a completed notification to mineral estate owners. For the purposes of this requirement, an application for development includes any application which requires non -administrative approval from Planning Commission or City Council, including: A Final Subdivision Plat A Rezoning (including Planned Developments) A Special Use Permit (if City Council approval is required) Building Permit applications are not considered an application for development, therefore mineral estate owners do not need to be noticed. A Certificate of Notice is attached, and must be completed and returned to the Community Development Department no later than ten (10) days prior to each public hearing. Both Planning Commission and City Council hearings must be noticed. It is the responsibility of the applicant, not the City, to notify any mineral estate owners prior to public hearing. Failure to notice will constitute sufficient grounds to reschedule the public hearing. If there are no mineral estate owners, the appropriate box on the certification can be checked and the certification can be submitted with the development application. City Of Wh6atP,idge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29`h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 NOTICE TO MINERAL ESTATE OWNERS APPLICANTS: You must submit this completed form to the Community Development Department no later than ten (10) days before the public hearing on your application. Failure to complete and submit this Certification of Notice shall constitute sufficient grounds to reschedule your public hearing. 1, 6,4 I'��i(/ , as of/with Cpg"1W--4*1j -r-&C (Print name) (Position/Job Title) (Entity applying for permit/approval) (hereinafter, referred to as the "Applicant"), do hereby certify that notice of the application for set for public hearing on (Describe type of application) w 20_, has been sent to all mineral estate owners at least thirty (30) days before the public hearing, as required by § 24-65.5-103(l ), C.R.S., or, in the alternative, that the records of the Jefferson County Clerk and Recorder do not identify any mineral estate owners of any portion of the property subject to the above referenced application. IxCheck here if there are no mineral estate owners of any portion of the subject property. I hereby further certify that I am authorized by the Applicant to make representations contained herein and act as the Applicant's agent for purposes of this Certificate of Notice and bind the Applicant to these representations by my signature below. Dated this l day of , 20� By. City of W heat iclge LAND USE CASE PROCESSING APPLICATION Community Development Department 7500 West 29th Avenue • Wheat Ridge, CO 80033 • Phone (303) 235-2846 (Please print or type all information) Applicant Annandale Consultants Inc. Address_ 1360 S. Wadsworth #310 Phone 303-985-118 City Lakewood State CO Zip 80232 Fax303-985-0608 Owner Youngfield Park Holding Inc. Address 12600 W. Colfax B-130 Phone 303-233-4000 City Lakewood State CO Zip 80215 Fax 303-233-3100 Contact Ed PEterson Address 1360 S. Wadsworth #310 Phone 303-985-1188 City Lakewood State CO Zip 802-3 Fax 303-985-0608 (The person listed as contact will be contacted to answer questions regarding this application, provide additional information when necessary, post public hearing signs, will receive a copy of the staff report prior to Public Hearing, and shall be responsible for forwarding all verbal and written communication to applicant and owner.) Location of request (address): 2900 Youngfield Type of action requested (check one or more of the actions listed below which pertain to your request): Application submittal requirements on reverse side O Change of zone or zone conditions O Special Use Permit O Subdivision: Minor (5 lots or less) O Consolidation Plat O Conditional Use Permit O Subdivision: Major (More than 5 lots) O Flood Plain Special Exception Pk Site Plan approval O Temporary Use, Building, Sign O Lot Line Adjustment O Concept Plan approval O Variance/Waiver (from Section ) O Planned Building Group O Right of Way Vacation O Other: Detailed description of request: Develop site for coffee drive-thru franchise (Human Bean) . Serve customers thru one drive -up window & one walk-up window. Structure is 432 S.F. with no inside seating. Required information: Assessors Parcel Number: PIN 39-293-00-015 Size of Lot (acres or square footage): 15.000 s.f= Current Zoning: R -C Proposed Zoning: R -C Current Use: Vacant Lot Proposed Use: Coffee Drive-Thru I certify that the information and exhibits herewith submitted are true and correct to the best of my knowledge and that in filing this application, I am acting with the knowledge and consent of those persons listed above, without whose consent the requested action cannot lawfully be accomplished. Applicants other than owners must submit power-of-attorney fpch approved of this action on his behalf. Signature of To be filled out by staff: Date received Comp Plan Desig. Related Case No. PUBLIC �•OF GO1•C Fee S Receipt No. Zoning Pre -App Mtg. Date ^72 me this 2"2Qda My expires Case No. Quarter Section Case Manager_ -/-7 -20140 Rev 512014 City of W heat Iie COMMUNITY DEVELOPMENT Submittal Checklist: Site Plan Project Name: HUMAN BEAN Project Location: 2900 YOUNGFIELD Application Contents: The site plan is used to confirm that new development, redevelopment, or significant facade improvements meet all applicable zoning or design standards. The following items represent a complete site plan application. _L11" Completed, notarized land use application form L2. Application fee Signed submittal checklist (this document) Proof of ownership—e.g. deed "5. Written authorization from property owner(s) if an agent acts on behalf of the owner(s) _U6: Written request and description of the proposal --E4---Plan set—including site plan, landscape plan, building elevations, streetscape plan, photometric Two (2) full size paper copies (24" x 36") L. -One (1) reduced size paper copy (11" x.17") L,13� One (1) color reduction of building elevations 9. Civil documents, if required lectronic (Adobe .pdo files of all submittal documents—these may be provided via mail, CD, DVD, or USB flash drive Form and content of Plan Set: Site Plan [,:end,,ng on the size of the site, Prp' t information ecessary to provide one EI. Title of document—centered at top of page plan and additional pages to ocaton of all buildings, Vicinity map ns, parking, etc. L-33 Scale and north arrow—scale not to exceed 1"=100' i✓4' Date of plan preparation and name/address of who prepared the plan --F-5: Legal description L-6. Appropriate signature blocks—see cover sheet handout Tom: Signed surveyor's certification T-8. Case history with applicable land use case numbers Statement of proposed uses and compliance with zoning L-tO. Site data in tabular form (numeric and percentage), including the following: _a. Total area of property, gross and net L -b. Building coverage Zc. Amount of open space required and provided—include breakdown of usable open space, hardscaped open space, and landscaped open space L -d'. Number of parking spaces required and provided �- a Gross floor area by use _f. Number of residential units and density —11 . Justification of provided parking ratio, especially where shared parking is proposed Community Development Department (303) 235-2846 - www.ci.wheatridge.co.us Sample Site Data Table [more or less information may be required depending on the development proposal] Existing zoning Proposed land use Total area acres/sq ftgross acres/s ft net Lot #[acres/sq ft Lot # acres/sq ft Floor area by use Use sq ft Use -_M ft Graphical information _12. Legend _v13. Property lines and dimensions L4,4. Adjoining property lines, buildings, access, and parking _15. Location of improvements that are proposed and those that are existing and will remain: Buildings—identify floor area, setback dimensions, proposed land use Lb. Parking and loading areas—identify handicap parking _t --c. Open space/landscaping—identify size (sq ft) and type (eg living, sod, hardscape) _Lid. Fences, walls, or hedges—identify height and material Exterior lighting L f. Signs—identify type and height Trash containers or storage area—identify height and material of screen walls Areas for outside storage/display—identify height and material of screen walls L --'f6 Easements, utilities, or other encumbrances that may impact development Drainage ways, pond areas, ditches, irrigation canals, lakes and streams—if applicable Z18. Streets and rights-of-way both adjacent and within the site—include names, widths, location of centerlines 41el 19. 100 -year floodplain—if applicable Landscape Plan ✓1� Title of document (centered at top of page) v2. Scale and north arrow (scale not to exceed 1"=100') Legend Property lines and dimensions -3. Proposed buildings and parking areas :':::6. Proposed open space/landscape areas—identify dimensions/square footage �7. Proposed materials for all landscape and hardscape areas—identify type of ground cover, pavers, and plant material Re uired Pro osed Building coverage % max / sn ft max %/S ft Open sace/landsca in % min / sn ft min %/S ft Useable % min / sn ft min %/S ft Sod % max / sq ft max % / s ft Hardsca e % max / s ft max %/S ft Parkin Standard # # Accessible # # Bicycle # it Graphical information _12. Legend _v13. Property lines and dimensions L4,4. Adjoining property lines, buildings, access, and parking _15. Location of improvements that are proposed and those that are existing and will remain: Buildings—identify floor area, setback dimensions, proposed land use Lb. Parking and loading areas—identify handicap parking _t --c. Open space/landscaping—identify size (sq ft) and type (eg living, sod, hardscape) _Lid. Fences, walls, or hedges—identify height and material Exterior lighting L f. Signs—identify type and height Trash containers or storage area—identify height and material of screen walls Areas for outside storage/display—identify height and material of screen walls L --'f6 Easements, utilities, or other encumbrances that may impact development Drainage ways, pond areas, ditches, irrigation canals, lakes and streams—if applicable Z18. Streets and rights-of-way both adjacent and within the site—include names, widths, location of centerlines 41el 19. 100 -year floodplain—if applicable Landscape Plan ✓1� Title of document (centered at top of page) v2. Scale and north arrow (scale not to exceed 1"=100') Legend Property lines and dimensions -3. Proposed buildings and parking areas :':::6. Proposed open space/landscape areas—identify dimensions/square footage �7. Proposed materials for all landscape and hardscape areas—identify type of ground cover, pavers, and plant material L-8. Schedule of proposed plantings, including: _tea Amount of open space required and provided—include breakdown of usable open space, hardscaped open space, landscaped open space, required and provided shrubs, required and provided trees, required and provided street trees b. Species name—common and botanical _V. Quantity of each species _L-d� Size of plants/trees—gallon size of container, caliper or height of trees I -e. Type of ground cover Quantity of ground cover—identify total size in square feet and as a percentage of total open space _g. Supplementary notes—regarding irrigation, size of plant container, balled and burlapped, depth of non -living material/rock/bark, etc Sample Landscape/Plant Schedule (more or less information may be required depending on the development proposal] Trees Required Botanical Name Pro osed andsca in % min / s ft min %/s ft nHardsca:e % min / s ft min %/s ft % min / s % max / s ftmax %/s ft Common Name % max / sg ft max % / sq ft On-site trees # %/s # Fa ade B On-site shrubs # ft max # ft Street trees # Trees Qt Botanical Name Common Name Ground floor trans arenc Shrubs Qt Botanical Name Common Name ft Fa ade B % min / s ft min Street Trees Qt Botanical Name Common Name Fa ade A Building Elevations _1 . Title of document (centered at top of page) 1-2. Detailed elevations for each fagade S. Detailed elevations for accessory structures L-4. Detailed elevations for trash enclosures/screen walls � -5. Material and color information L 6. Structure dimensions—overall building height, overall building width, floor -to -floor heights _7. Summary table of materials and transparency by facade—where material or transparency standards apply, include a table identifying required and proposed materials Sample Building Materials Summary [more or less information may be required depending on the development proposal] Re uired Proposed Ground floor trans arenc Fa ade A % min / s ft min % / s ft Fa ade B % min / s ft min Secondary material EIFS/CMU/metal panels/siding...). Fa ade A % max / sq ft max %/s ft Fa ade B %max / sq ft max % /sq ft Streetscape Plan It may be possible to combine this sheet with the Landscape Plan as long as public street trees are disaggregated in the plant schedule. Refer to the Wheat Ridge streetscape Design Manual for streetscape design requirements. 1. Title of document (centered at top of page) _2. Scale and north arrow (scale not to exceed 1 "= 100') _3. Location of all existing and proposed streetscape elements/furnishings, including: _a. Sidewalk and amenity zones—location, dimensions, materials _b. Street trees—identify spacing dimensions _c. Street lights d. Pedestrian lights _e. Street furniture—benches, trash cans, etc _f. Bus stops _g. Signs h. Irrigation system i. Utilities and utility boxes i. Curbs and ADA ramps _4. Schedule of proposed plantings, including: _a. Species name—common and botanical _b. Quantity of each species _c. Size of plants/trees—gallon size of container, caliper or height of trees _d. Type of ground cover _e. Quantity of ground cover—identify total size in square feet and as a percentage of total open space _f. Supplementary notes—regarding irrigation, size of plant container, balled and burlapped, depth of non -living material/rock/bark, etc 7. Schedule of proposed streetscape furnishings, including: a. Manufacturer b. Product number c. Color _d. Quantity Photometric Plan L' 1. Title of document (centered at top of page) �2. Scale and north arrow (scale not to exceed 1 "= 100') T3. Site plan showing the location of all exterior lights and a numerical grid of lighting levels in foot candles or as isoilluminance curves 4. A fixture schedule that includes all luminaries shown on the plan and specs for each fixture: tea. Manufacturer and model L --s. Fixture type and wattage l–b: Mounting height of all fixtures _5. Cut sheets showing the design and finishes of all fixtures, including designation of cutoff fixtures Additional information which may be required: Depending on the size, scope, and complexity of the request additional documents may be required. The submission of these documents will be discussed during the pre -application meeting. This includes, but is not limited to, the following documents (one paper copy plus Adobe .pdf file is required): �1 Trip generation letter or traffic study �1 Drainage report /Soils report l/4. Erosion control plan As applicant for this project, I hereby ensure that all of the above requirements have been included with this submittal. I fully understand that if any one of the items listed on this checklist has been excluded, the documents will NOT bestributed for City review. In addition, I understand that in the event any revisions need t e ma , fter the second (2 ) full review, I will be subject to the applicable resubmittal fee. Signature: Date: 7/21/15 Name (please print): Ed Peterson Phone: 303-985-1188 A , City Of W heat jge COMMUNITY DEVELOPMENT Case No. WSP1503 Date Received Case LAND USE APPLICATION FORM 7/21/2015 Related Cases Case Planner p Develop site for coffee drive-thru franchise (Human Bean). Serve customers thru one drive -up window is 432 S.F. with no inside seating. Applicant Information one walk-up window. S Name Annandale Consultants I Name Phone (303) 985-1188 Address 11360S Wadsworth, #310 City Lakewood State CO Zip 80232 - Owner Information Name Youngfield Park Holding I Name Phone (303) 233-4000 Address 12600 W Colfax, B-130 City Lakewood State CO Zip 80215 - Contact Information Name Ed Peterson Name Phone (303) 985-1188 Address 1360 S Wadsworth, #310 City Lakewood State CO Zip 80232 - Project Information Address 2900 Street Youngfield City State CO Zip Location Description Project Name Parcel No Qtr Section District No Referral Out: Comments #2 Sent 3929300015 Referral Due: Submittal #3 Rcvd: i Comments #1 Sent' Comments #3 Senti Submittal #2 Rcvd:— Reviews Pre -App Date Neighborhood Meeting Date F App No: Public Hearing Review Type Review Disposition Case Disposition Conditions of Approval Review Body Review Date Disposition Comments Disposition Date Note: P Statu Res # r— Ord # �— Recorded Date: Stora Reception #: . A4' City of W heat �idge LAND USE CASE PROCESSING APPLICATION Community Development Department 7500 West 29th Avenue • Wheat Ridge, CO 80033 • Phone (303) 235-2846 (Please print or type all information) Applicant Annandale Consultants Inc.Address 1360 S. Wadsworth #310 Phone 303-985-1D City Lakewod State Co Zip 9023. Fax 303-985-0608 Owner Youngfield Park Holding Intddress 12600 W. Colfax Ave. B-130 Phone 303-233-4000 CityState Co Zip 80215 Fax 303-233-3100 Contact Ed Peterson Address 1360 S. Wadsworth #310 Phone 303-985-1188 City Lakewood State CO Zip 80232 Fax 303-985-0608 (The person listed as contact will be contacted to answer questions regarding this application, provide additional information when necessary, post public hearing signs, will receive a copy of the staff report prior to Public Hearing, and shall be responsible for forwarding all verbal and written communication to applicant and owner.) Location of request (address): 2900 Youngf ield Type of action requested (check one or more of the actions listed below which pertain to your request): Application submittal requirements on reverse side O Change of zone or zone conditions ® Special Use Permit O Subdivision: Minor (5 lots or less) O Consolidation Plat O Conditional Use Permit O Subdivision: Major (More than 5 lots) O Flood Plain Special Exception O Site Plan approval O Temporary Use, Building, Sign O Lot Line Adjustment O Concept Plan approval O Variance/Waiver (from Section ) O Planned Building Group O Right of Way Vacation O Other: Detailed description of request: Appliant purposes to develop site for a coffee drive—thru franchise (The Human Bean). They serve customers thru one drive—up window and one walk—up window. The structure is 432 s.f. with no inside seating. Required information: Assessors Parcel Number: PIN 39-293-00-015 Size of Lot (acres or square footage): 15,000 S.F. Current Zoning: g Proposed Zoning: R—C Current Use: Vacant Lot Proposed Use: Coffee Drive—Thru I certify that the information and exhibits herewith submitted are true and correct to the best of my knowledge and that in filing this application, I am acting with the knowledge and consent of those persons listed above, without whose consent the requested action cannot lawfully be accomplished. Applicants other than owners must submit power-of-attorney�fromA er approved of this action on his behalf. Signature of To be filled out by staff: Date received Comp Plan Desig. Related Case No. rite . • Tin t e this day of , 20 ct�;•..PUBLIC 1 otary Pub �o�•�` • My com ssio expires S%7—,zp/� Fee S Receipt No. Case No. Zoning Quarter Section Map Pre -App Mtg. Date Case Manager City of Rev 5/2014 f' Wheat ,c COMMUNITY DFVUOPMENT Submittal Checklist: Special Use Permit Project Name: HUMAN BEAN Project Location: 2900 YOUNGFIELD Application Contents: A special use permit (SUP) is required for approval of a special use in any zone district. The following items represent a complete SUP application: v 1. Completed, notarized land use application form `�2. Application fee 1,-3. Signed submittal checklist (this document) ". Proof of ownership—e.g. deed L-�S. Written authorization from property owner(s) if an agent acts on behalf of the owner(s) X4 Mineral rights certification form Written request and description of the proposal L--fnclude a response to the SUP review criteria—these are found in Section 26-114 of the municipal code Additional information which may be required: Depending on the size, scope, and complexity of the request additional documents may be required. The submission of these documents will be discussed during the pre -application meeting. This includes, but is not limited to, the following documents (one paper copy plus Adobe. pdf file is required): _L-< Site plan application—required if new development is proposed with the SUP L-4. Proposed building elevations AL3. Trip generation letter or traffic study Drainage report As applicant for this project, I hereby ensure that all of the above requirements have been included with this submittal. l fully understand that if any one of the items listed on this checklist has been excluded, the documents will NOT be distributed for City review. In addition, l understand that in the event any revisions need to be made a e second (2 ) full review, l will be subject to the applicable resubmittal fee. .1 � Signature: _ ��//ri % ' /%� Date: 7/21/15 Name (please print): Ed Peterson Phone. -303-985-1188 Community Development Department - (303) 235-2846 - www.ci.wheatridge.co.us I City of Wheat 0ge COMMUNITY DEVELOPMENT Case No. ISUP1504 Date Received Case LAND USE APPLICATION FORM 7/21/2015 Related Cases ICase Planner F_ App scant purposes to aeveiop site for a cottee drive-thru franchise (The Human Bean). They serve customers thru one drive -up and one walk-up window. Applicant Information Name Annandale Consultants I Name Phone (303) 985-1188 Address 1360 S Wadsworth, #310 City Lakewood State CO Zip 80232 - Owner Information Name Youngfield Park Holding I Name Phone (303) 233-4000 Address 112600 W Colfax Ave B-130 City Lakewood State CO Zip 80215 - Contact Information Name Ed Peterson Name Phone (303) 985-1188 Address 1360 S Wadsworth, #310 City Lakewood State CO Zip 80232 - Project Information Address 2900 Street Youngfield City State CO Zip Location Description Project Name Human Bean Parcel No Qtr Section District No Referral Out: Comments #2 Sent! 39293000151 Referral Due: Submittal #3 Rcvd: I Comments #1 Sent Comments #3 Sentr_ Submittal #2 Rcvd: Reviews Pre -App Date Neighborhood Meeting Date �— App No: I Public Hearing Review Type Review Disposition Case Disposition I Conditions of Approval Review Body Review Date Disposition Comments Admin �— Disposition Date IF— Notes Note: Statu Res # Ord # 1 Recorded Date: Stora Reception #: City of "WheatT�idge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 NEIGHBORHOOD MEETING NOTES Meeting Date: Attending Staff: Location of Meeting: Property Address: Property Owner(s): Property Owner(s) Present? Applicant: Existing Zoning: Existing Comp. Plan: June 29, 2015 Meredith Reckert, Senior Planner City of Wheat Ridge Municipal Building 7500 W. 29`h Avenue Wheat Ridge, CO 80033 2900 Youngfield I� Daryl Propp No Ed Peterson Restricted -Commercial (RC)_ Mixed -Use Commercial Existing Site Conditions: The site is located at 2900 Youngfield Street, in the southwestern quadrant of Wheat Ridge. The site is currently vacant and zoned Restricted Commercial (RC). To the north and east of the site, an existing three-story office building and parking lot zoned RC. To the west, a Commercial -One (C1) parcel, currently developed as a Dairy Queen. The southern property line is the municipal boundary of Wheat Ridge and the City of Lakewood. Continuing into Lakewood, the physical fabric remains consistent with multi -story offices and drive-thru restaurants. The site is owned by Youngfield Park Holding Inc., the same owners of multi -story offices located north and east of 2900 Youngfield. The applicant would be leasing the site. Based on Jefferson County Assessor records, the property is 15,000 square feet (.034 acres) in size. The frontage along Youngfield Street is about 100 feet in width. Applicant/Owner Preliminary Proposal: The applicant is proposing to develop the site as the next extension of the coffee drive-through franchise; The Human Bean. The Human Bean would serve customers through double drive-through windows, aligned north and south, and a walkup window that would serve pedestrian traffic on Youngfield Street. The structure will be 432 square feet with no indoor seating. The majority of the site will be used for a drive-through queue and parking. Four parking spaces and a dumpster are currently proposed in the center of the site. The applicant proposed two accesses; one on the southwest corner from Youngfield, and one exiting north to an existing parking lot on 3000 Youngfield Street. There were no attendees from the neighborhood. www.ci.wheatridge.co.us rr� C G a. a••+ Eil z � � I U)O O O N Z- O O >- Ci 04 .Q O t O � •� N � Z rr� c�i cri � ori c� Eil z . c�i cri � ori c� � � s City of Wheat�dge COMMUNITY DEVELOPMENT What is a Special Use? Special uses are discretionary uses which, if properly designed, developed, operated, and maintained may be approved in a zone district where the special use is permitted. The primary issues to be addressed are those related to the justification of need and special design, as well as operational considerations which mitigate the potential detrimental impacts on surrounding land uses, the street system, and public services or facilities. A special use permit can be granted administratively by the Community Development Director or by City Council. Special use approvals can be vested with the land in perpetuity, can be granted only to the applicant, or can be for a specific period of time. Obtaining a special use approval can take as little as two months or as long as four months depending on the nature of the request and whether an administrative approval occurs. Special Use Permit Criteria Before a special use permit is approved, the applicant will demonstrate that the following criteria have been met: • Will not have a detrimental effect upon the general health, welfare, safety and convenience of persons residing or working in the neighborhood. • Will not create or contribute to blight in the neighborhood by virtue of physical or operational characteristics. • Will not create adverse impacts greater than allowed under existing zoning for the property. • Will not result in undue traffic congestion or traffic hazards, or unsafe parking, loading, service or internal traffic conflicts to the detriment of persons whether on or off the site. • Is appropriately designed, including setbacks, heights, parking, bulk, buffering, screening and landscaping, so as to be in harmony and compatible with the character of the surrounding areas and neighborhood, especially with adjacent properties. • Will not overburden the capacities of the existing streets, utilities, parks, schools and other public facilities and services. • There is a history of compliance by the applicant and/ or property owner with Code requirements and prior conditions, if any, regarding the subject property. • Will be in compliance with the applicable standards set forth in the Architectural and Site Design Manual. Standard Schedule Step 1: Pre -application Meeting Step 2: Neighborhood Meeting Step 3: Submit Complete Application Step 4: Staff Review, Referral (Typically 15 days) Step 5: Comments to Applicant Changes Necessary? Yes Step 6: 10 day noticing No Approved I I Denied Community Development Department - 303-235-2846 - www.ci.wheatridge.co.us Aerial 2900 Youngfield • SUP Drive Through Zoning Map Site CURRENT RESIDENT/TENANT CURRENT RESIDENT/TENANT CURRENT RESIDENT/TENANT 13070 W 30TH DR 12555 W 27TH AVE 2955 XENON ST GOLDEN CO 80401 LAKEWOOD CO 80215 WHEAT RIDGE CO 80215 CURRENT RESIDENT/TENANT 3040 XENON ST WHEAT RIDGE CO 80215 CURRENT RESIDENT/TENANT 12778 W 31 ST AVE WHEAT RIDGE CO 80215 CURRENT RESIDENT/TENANT 3050 YOUNGFIELD ST WHEAT RIDGE CO 80215 CURRENT RESIDENT/TENANT 2850 YOUNGFIELD ST LAKEWOOD CO 80215 CURRENT RESIDENT/TENANT 2801 YOUNGFIELD ST GOLDEN CO 80401 CURRENT RESIDENT/TENANT 2881 YOUNGFIELD ST GOLDEN CO 80401 CURRENT RESIDENT/TENANT 2800 YOUNGFIELD ST LAKEWOOD CO 80215 CURRENT RESIDENT/TENANT 3000 YOUNGFIELD ST WHEAT RIDGE CO 80215 7 -PP- t L4 - L kT City of at Ride 06/16/e8 d:33 d ! NtI6HB8jt Mfo FOR 296 FIELD ST., CDA811479 FMSD ZGNI PLICATION FE AMOUNT 101.58 PAYMtNT D `1C / 0608 AMOUN AMOUNT AUTN CUDH 7Z TOTAL____ 181.56 CURRENT RESIDENT/TENANT 2930 XENON ST WHEAT RIDGE CO 80215 CURRENT RESIDENT/TENANT 3015 YOUNGFIELD ST GOLDEN CO 80401 CURRENT RESIDENT/TENANT 2900 YOUNGFIELD ST LAKEWOOD CO 80215 CURRENT SIDENT/TENANT 2965 W HT CT WHE RIDGE CO 80215 CURRENT RE ENT/TENANT 2905 XEN ST WHEAT IDGE CO 80215 CURRENT RESIDENT/TENANT 12555 W 27TH AVE LAKEWOOD CO 80215 CURRENT RESIDENT/TENANT 2955 XENON ST WHEAT RIDGE CO 80215 CURREOGE NT/TENANT 12560 W WHEAT 80215 CURRENT RE ENT/TENANT 12590 W 29 AVE LAKEW D CO 80215 CURRENT SIDENT/TENANT 13080 W TH DR GOLD CO 80401 CURRENT IDENT/TENANT 2896 ZAN WAY GOLDE CO 80401 CURRENT R IDENT/TENANT 2980 XEN ' ST WHEAT IDGE CO 80215 CURRENT RE ENT/TENANT 12585 W 29 AVE WHEAT GE CO 80215 CURRENT RESIDENT/TENANT 13070 W 30TH DR GOLDEN CO 80401 CURRENT SIDENT/TENANT 2905 ON ST WH T RIDGE CO 80215 CURRENT IDENT/TENANT 2985 XE N ST WHE RIDGE CO 80215 CURRENT RESIDENT/TENANT 3040 XENON ST WHEAT RIDGE CO 80215 CURRENT RE ENT/TENANT 2895 WRIG CT LAKEW90D CO 80215 CURRENT RESIDENT/TENANT 2801 YOUNGFIELD ST GOLDEN CO 80401 CURRENT SIDENT/TENANT 3045 ON ST WHE RIDGE CO 80215 CURRENT R IDENT/TENANT 13021 W H AVE GOLD CO 80401 CURRENT RESIDENT/TENANT 12778 W 31 ST AVE WHEAT RIDGE CO 80215 CURRENT SIDENT/TENANT 13041 W H AVE GOLDE CO 80401 CU;AT EN ESIDENT/TENANT 290NON ST WH RIDGE CO 80215 CURRENT SIDENT/TENANT 2970 X ON ST WH T RIDGE CO 80215 CU RESIDENT/TENANT 3005 NON ST LA WOOD CO 80215 CURRENT IDENT/TENANT 3000 X ON ST WH RIDGE CO 80215 CURRENT IDENT/TENANT 13094 W TH DR GOL CO 80401 CURRENT RESIDENT/TENANT 2930 XENON ST WHEAT RIDGE CO 80215 CURRE ESIDENT/TENANT 3045 NON ST W AT RIDGE CO 80215 CURRENT ESIDENT/TENANT 13021 W 9TH AVE GOLD CO 80401 CURRENT RESIDENT/TENANT 2881 YOUNGFIELD ST GOLDEN CO 80401 CURRE ESIDENT/TENANT 2872 NON ST LA WOOD CO 80215 CURRENT RESIDENT/TENANT CURREN ESIDENT/TENANT CURRENT RESIDENT/TENANT 3015 YOUNGFIELD ST 2882 ON ST 3050 YOUNGFIELD ST GOLDEN CO 80401 LA OOD CO 80215 WHEAT RIDGE CO 80215 CURRENT R IDENT/TENANT 12620 W 3 AVE WHEAT IDGE CO 80215 CURRENT R ENT/TENANT 2897 XEN9K ST LAKENY)OIOD CO 80215 If CURRENT R IDENT/TENANT 2885 WRIG CT LAKEWO CO 80215 CURRENT RES NT/TENANT 2985 WRIG CT WHEAT GE CO 80215 CURRENTRIDENT/TENANT 2975 XENQIV ST WHEAT�IDGE CO 80215 CURRENT RESIDENT/TENANT 2800 YOUNGFIELD ST LAKEWOOD CO 80215 CURRENT SIDENT/TENANT 0 VAC T LAND 0 CURRENT RESIDENT/TENANT 2850 YOUNGFIELD ST LAKEWOOD CO 80215 CURRENT R DENT/TENANT 13001 W 2 H AVE GOLD CO 80401 CURRENT R IDENT/TENANT 12565 W2 H AVE WHEAT IDGE CO 80215 CURRENT R ENT/TENANT 2875 WRI T CT LAKE OD CO 80215 CURRENT ESIDENT/TENANT 2876 ZA WAY GOLDE CO 80401 CURRENTSIDENT/TENANT 3075 XENXD ST LAKEW O 80215 CURRENT RE� ENT/TENANT 2950 XEN - 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Plan: Mixed -Use Commercial Existing Site Conditions: The site is located at 2900 Youngfield Street, in the southwestern quadrant of Wheat Ridge. The site is currently vacant and zoned Restricted Commercial (RC). To the north and east of the site, an existing three-story office building and parking lot zoned RC. To the west, a Commercial -One (C 1) parcel, currently developed as a Dairy Queen. The southern property line is the municipal boundary of Wheat Ridge and the City of Lakewood. Continuing into Lakewood, the physical fabric remains consistent with multi -story offices and drive-thru restaurants. The site is owned by Youngfield Park Holding Inc., the same owners of multi -story offices located north and east of 2900 Youngfield. The applicant would be leasing the site. Based on Jefferson County Assessor records, the property is 15,000 square feet (.034 acres) in size. The frontage along Youngfield Street is about 100 feet in width. Applicant/Owner Preliminary Proposal: The applicant is proposing to develop the site as the next extension of the coffee drive-through franchise; The Human Bean. The Human Bean would serve customers through double drive- through windows, aligned north and south, and a walkup window that would serve pedestrian traffic on Youngfield Street. The structure will be 432 square feet with no indoor seating. The majority of the site will be used for a drive-through queue and parking. Four parking spaces and a dumpster are currently proposed in the center of the site. The applicant proposed two accesses; one on the southwest corner from Youngfield, and one exiting north to an existing parking lot on 3000 Youngfield Street. Will a neighborhood meeting need to be held prior to application submittal? Yes, a drive-through use requires a special use permit (SUP), and a neighborhood meeting is needed prior to submittal of the SUP application. Planning comments: The following items were discussed based on the applicant's proposal: Zoning & SUP The parcel is zoned Restricted Commercial (RC), a zone district which accommodates for various types of office uses performing administrative, professional, and personal services. The RC zone district also allows for a limited range of retail uses which are neighborhood oriented. In the RC zone district, a drive-through eating establishment is permitted only by special use. Special uses are land uses that may or may not be compatible with the surrounding neighborhood and require a special review to ensure there will be minimal impact. Special uses may be granted in a zone district either administratively or through a public hearing process; all applications begin with an administrative review. Approval of a special use is dependent on compatibility with surrounding uses, design of the property, and operation and management of the use. The entire review process is outlined below. In this case, the SUP application will include a site plan review. Staff believes a coffee drive- through at this location could be successful; the SUP review will be focused on ensuring the double drive-through component functions appropriately and the site and building designs meet zoning standards. Architectural and Site Design Manual (ASDM) The Architectural and Site Design Manual (ASDM) does apply to new development on this property. The property is in the Contemporary Overlay which includes a 0-20' build -to requirement. The manual requires 40% of the frontage include a building mass within the build - to area. The proposed site plan would not meet this build -to requirement. Staff suggested potentially rotating and moving the building closer to Youngfield Street. In addition to site design considerations in Chapter 3, the building design standards of Chapter 4.1 will apply. The pre -fabricated building is a unique proposal, but the applicant will be asked 2 to demonstrate that the requirements and intent of the ASDM are being met to the greatest extent possible. The ASDM is available for download from the City's website: hlW://www.ci.wheatridge.co.us/DocumentCenter/HomeNiew/588. Landscaping Section 26-502 of the zoning code addresses on-site landscaping. The proposed site plan did not meet the landscaping standards established for this zoning district. The following summary is a brief description of some requirements that apply for new commercial development: • At least 20% of the gross lot area must be landscaped. • One (1) tree and ten (10) shrubs are required for every one thousand (1,000) square feet of required landscape area. • No more than 30% of the total landscaped coverage on the lot shall be comprised of turf. The use of low water demand turf varieties such as buffalo grass, blue grama grass and tall fescue is encouraged. • Up to 35% of the required landscape area may be non -living material including bark, rock, or ornamental objects. • One (1) tree, deciduous, ornamental, or evergreen, for every thirty (30) feet (or portion thereof) of street frontage. They can be grouped instead of spaced 30 feet on center. The City's Streetscape Design Manual includes a list of plants, trees, and turf that are well-suited to the Front Range climate. Depending on design, some drainage and detention facilities can be counted toward the 20% landscaping requirement. A landscape plan should accompany the SUP application. Parking The proposed site plan currently shows three parking spaces and one handicapped space on the property. Because no seating is proposed for The Human Bean facility, there is a reduced parking requirement. The code requires 1 parking space per 100 square feet of floor area for a drive-in restaurant, and the applicant estimates 3 employees on maximum shift. The City does honor shared parking agreements to fulfill these requirements; a template is attached. Utility Districts Wheat Ridge is not a full service city, so the following utility companies serve the property: • Consolidated Mutual Water Company:: 303-238-0451 • Northwest Lakewood Sanitation District:: 303-987-0835 • Wheat Ridge Fire District #2 :: 303-403-5900 The SUP application will be referred to these agencies for comment, but the applicant is also encouraged to contact them directly for information on existing infrastructure or requirements for development. Public Works comments: 3 The following items were discussed based on the applicant's proposal: Traffic, Access & Circulation While the Human Bean is expected to draw customers largely from existing traffic on Youngfield Street, a Traffic Impact Study will be required. This will need to be submitted as part of the SUP application. The proposed site plan currently shows one curb -cut at the southwest corner of the property. For commercial development, curb -cuts are required to be located no closer than 25 feet to the property line. Given the small size of the property, staff recommends a cross access easement with the adjacent parcel to the north and east. The adjacent parcel has a wide curb -cut that allows for right or left-hand turning movements onto Youngfield Street. Staff would accept a circulation proposal in which the subject lot has a single curb -cut to enter the site and a looped drive-through lane in which customers exit onto the neighboring site. The intersection in the drive-through lane would need to be clearly marked. Drainage New commercial development must meet all site drainage requirements. A preliminary drainage report should be submitted with the SUP application; a final drainage report will accompany a building permit application. The property appears to drain to the east, and the neighboring property has a detention pond on the east side of the lot. To use this facility an analysis will need to confirm that the pond has the capacity to accommodate additional volume. Water quality features will need to be located on site. Pervious landscaping can fulfill water quality requirements if properly designed. Public Improvements There is an existing attached sidewalk along the Youngfield Street frontage. There are no requirements to improve the streetscape in this area, however the City would support a proposal to voluntarily widen the sidewalk. Two remnant curbs cuts are located along the western property line. If one or both of these are not used, they will need to be filled in. Building Division comments: The building division was not present at the meeting and has no comments at this time. Process The request to operate a drive through will require a Special Use Permit. The first step in the SUP process began with the pre -application meeting on October 10, 2014. The second step required by the Community Development Department will be to conduct a neighborhood meeting which can be held at City Hall. For this meeting, the applicant must notify all property owners within a 600 -foot radius of the property. Notification may be via mail or hand delivery. The Community Development Department will supply the applicant with a list Ell of all property owners within the 600 -foot radius. A sample notification letter is attached and can be used as a template. The letter will need to be approved by a planner before it is mailed. The meeting should be coordinated with the assigned staff member. A fee of $100 is required for staff to be present at this meeting. Meetings can be held at City Hall or any location the applicant desires. All costs associated with meeting, its location, and mailings will be paid by the applicant. The meeting will be led by the applicant and should inform those who are in attendance what is being proposed. After the neighborhood meeting is held, the applicant may submit their application for the Special Use Permit. Typically new development requires a separate site plan review to confirm that the proposed development meets zoning standards, however the SUP and site plan reviews can be consolidated to save time. The application package should include a written narrative, a response to the SUP criteria, a site plan, landscape plan, building elevations, traffic study, and preliminary drainage report. Upon the submittal, the application package will be reviewed by the case manager and sent to outside agencies for review. This referral period is 15 days long and allows time for agencies to comment on the application. Modifications to the application may be required as a result of these comments. Once the review of the application is complete, the property must be posted for a minimum of 10 consecutive days. In addition to the sign, the Community Development Department will send written notification of the request to property owners within 300 feet. If no legitimate complaints regarding the request are received within the 10 -day period, the application for a Special Use Permit may be reviewed administratively. If a complaint is received by the Community Development Department, then the request for the Special Use Permit will be decided upon at a public hearing before the City Council. If the application is reviewed administratively and denied, the applicant can be appeal the decision to the City Council. If a hearing before City Council is required for any reason, the neighborhood will be notified and the property shall be posted for a 15 -day period. At the public hearing staff will present evidence to recommend the approval, approval with conditions, or denial of the Special Use Permit. The public will be allowed to present evidence or give testimony in support or in opposition of the project. The City Council will approve, approve with conditions, or deny the project based on the testimonies given by staff, applicant and the public. Attachments: Neighborhood meeting template, SUP process guide, Restricted Commercial Development Guidelines, Phone Numbers Meredith Reckert — Senior Planner Lauren Mikulak — Senior Planner 303-235-2848 303-235-2845 5 Sara White — Planner II Joshua Botts — Planner I Dave Brossman — Development Review Engineer Mark Westberg — Projects Supervisor Steve Art — Economic Development 303-235-2852 303-235-2849 303-235-2864 303-235-2863 303-234-5924 rel j Pre -App Data Form o p ES PreappNo: JAPP 1445 PreappDate: 10/9/2013 Ap*anname: ISam Noga Pro)ectStreeno: 12900 Youngfield St. PreappFeePd PreappFee: (-- 5o Nbadmee bNDa te: 0 NbadmeebngFeePd NbadmeetmgFee: F- 5o Notes: [Drh.e-thru for the Human Bean Coffee Shop Case #: Permit #: 11_ co, f 14 4 553 of 553 ► ►i ► 1r. Unhitered Search I I Q i I � a I I � I I CONCRETE ORM 6' CONCRETE CURB !' CONCRETE CURB', 100.00' i$ w ��a (l h O .00'001 Nva i VM 3083NOO I .____lro aan� Ero earo I i � I j � I I i sniavA ArM eo iNaa xiena Y 13381S 01313JNno k IL Human Bean Wheat Ridge Colorado The Human Bean is a double -sided drive thru, which is a northwest phenomenon. Our double -sided drive thru will allow customers to enter from the south corner of 2900 Youngfield Street, Wheat ridge CO. After customers enter, they will make a choice between turning left and heading to the south facing window, or continuing to loop back around toward the north facing window. We will also have a walk up window on the west facing side of the building for the occasional walk up customers. We will serve all customers a hot cup of coffee, and they will have the option to also purchase a pastry or other breakfast item that we will offer. We will not be making the breakfast items that we will be carrying in the coffee stand; however, they will come from a pre-existing business prepackaged. On a day to day basis, we are expecting about 500 cars a day. We are expecting that 40% of our business will be in the morning between 5-9am, and 30% in the evening between 3- 7pm. We believe that the additional 30% will come throughout the day. It takes on average about a minute to make a cup of coffee, so we will have the capability to serve 120 cars an hour, because of the double sided drive thru. We will also staff an extra person during the busy hours to be a runner; this person's job responsibility will be to go from car to car and to take down their orders. By doing this, we will be able to get cars through the line quicker, which will cut down on any congestion. We also have the capability for another barista machine to expedite the process even further. The cars leaving will follow the path set for them. The cars on the north facing side will take a right exiting into the office parking lot. There will be a sign saying "please exit to the right." This signs purpose is to diminish any congestion with entering cars. It also allows 200ft of space from entrance and other exit. The cars on the south facing window will loop around and exit through the same place they entered. We will be placing a stop sign on the exit before the entrance lane crosses the path of the exit, to help prevent any accidents. Another stop sign will also be placed for the exit onto Youngfield. For additional help with the drive thru, there will be arrows painted on the asphalt to help guide customers through the drive thru. We are looking into building a pre -fabricated stand from Blazer, which has a Colorado state tag for it and we will be looking at contracting for foundation and site work. During a regular day, we will have 2-6 baristas working at one time. Mostly 2 people will be working, however during the busy times, we will be having more. We are a community driven business. Three times a year we plan on donating to different charities. We are going to focus the charity events on local issues within the community.