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HomeMy WebLinkAboutTRAIL HEAD - Filed GC-GENERAL CORRESPONDENCE - 2005-04-08GREAT WESTERN RAILWAY OF COLORADO, L.L.C. P.O. Box 537 Zip 80539 950 Taylor Avenue Icweland, Colorado 80538 Telephone 970-667-6883 Fax 970-667-1444 Mobile 970567-1388 http://ww ,.omnitrax.com September 11, 2003 Mr. Jim Wright Senior Project Engineer J-R Engineering 2620 East Prospect Road Suite 190 Fort Collins, Co 80525 Dear Mr. Wright: Omno This is in response to your letter to Mr. Gary Eamshaw of the Great Western Railway Company of September 3, 2003 concerning the drainage issue under E, Vine Drive and the Black Hollow spur in the SW Y4 of Section 4, T7N, R68W. This culvert was inspected by myself and Roadmastcr Shawn Vecellio on September 10, 2003. The Great Western Railway is willing to work with you and the property owner to replace the wood box culvert with a new CMP supplied by the property owner. Encloses' are specifications for the new CMP. A 24" diameter and length of 18' will be sufficient. Mr. Vecellio at phone 970.667.6883 or cell 970. 679.7690 can coordinate the efforts to replace the culvert. As an additional note, before the irrigation is re -implemented on the land south of the tracks, the existing open ditches east and south of the culvert should be moved off the railroad property. Any further questions, please contact Shawn at the above number or myself at 303.3 98.043 7. Sincerely, Chris Dodge, P.E. Vice President Engineering & Mechanical OmniTRAX, Inc. 252 Clayton, 4th Floor Denvcr, CC 80206 cc: B. Bums — Real Estate S. Vecellio - Loveland December 23, 2003 City of Fort Collins — Engineering Department 281 North College Avenue P.O. Box 580 Fort Collins, Colorado 80522 RE: Trail Head Development PDP JR PN 39145.11 Dear Mr. Stringer: J R ENGINEERING JR Engineering is pleased to submit, on behalf of Hartshorn Properties, LLC., the 50% Preliminary Development Plans for the Trail Head Development on Parcel #8704000003 located at 3500 East Vine Drive. The following items have been transmitted herewith for review and comment: Y 13 Bound Bond Copies: • Utility Plans • Final Plat • 4 Lane Arterial Design of East Vine Drive • 2 Lane Arterial Design of Greenfields Street Y 23 Folded Bond Copies: • Final Plat `r 4 Bound Copies: • Drainage Report ➢ 2 Bound Copies: Geotechnical Report Y 2 Loose Copies: Request for Variance Letter Please note that the developed condition hydrology calculations have been preliminarily analyzed to insure proper detention facility sizing. Rational method calculations, detention basin staging, street capacity calculations, inlet sizing and storm drain hydraulics will be included in I uture submittals once drainage patterns have been approved. In addition, the StoiYn Sewer Plan and Profile sheets (43-52) have been intentionally excluded from this submittal. These sheets will also be included in future submittals. Please also note that the preliminary arterial designs for both East Vine Drive. and Greenfields Street have been designed per the revisions to the Master Street Plan as part of the Mountain Vista Subarea Plan. These plans represent future ultimate conditions and are shown for future design purposes. These ultimate improvements will not be constructed per this development. An interim design for East Vine Drive will be designed and coordinated with the Trailhead Utility X \3910000.aI1\39145 11ACorrespondcnceATnansmitwl Let(cisTI)I'Suhmitta1I2-23-03-doe 2620 f : , h-,poa Road. S,Ml 190. Fort C011inv. CO 80525 1)'0 491 `ISHS • Ilex 9-0-191 9984 • www.'Ircn Flm�nng.a,rn Fort Collins Engineering Department Page Two December 23, 2003 Plans and will be constructed with this Project. The improvement will include roadway widening to facilitate the necessary left turn lanes as per the preliminary traffic study. The interim design will be included in future submittals. We appreciate your time and consideration in reviewing this submittal. If you have any questions or need additional information please call (970) 491-9888. Sincerely, Timothy Halopoft, PE. Project Engineer cc: Ken Crumb, Manager Hartshorn Properties, LLC. File X_A1910000.aI1A39145I ] Correspondence\Transmittal LettcrnVPDPSubmataI 12-23-03.do Susan Joy - Re Trailhead Q Page 1 From: To: Date: Subject: Tom Reiff Bob Barkeen, Susan Joy 1 /12/04 11:25AM Re: Trailhead Q Susan, I can't think of any code that requires a trail connection every so many feet. Maybe Bob could help out on that one. But as far as the cul-de-sac is concerned, if there is a destination at the end of the cul-de-sac then we can require them to construct an 8' concrete connection to that trail from the end of the cul-de-sac. Hmmmm, maybe their not showing that many connections because of the grade difference? By the way the trail is shown as going under the road ? I'll let you know more once I crack open the plans. 1" >>> Susan Joy 01/12/04 11:11AM >>> Hi Bob and Tom! Quick question.... do they have enough connections out to the trail running north south between this project and Waterglen? Right now they show one just south of Bear River Ct towards the bottem of the site There isn't another one until the very north tip of the project. Don't they have to make connections every so many feet? It seems there should be one at the culdesac and another one (or two) north of there as well. What do you think? Susan Joy - Trailhead PDP - Redline Comment Page 1 From: Ralph Campano To: Bob Barkeen Date: 1/12/04 8:29AM Subject: Trailhead PDP - Redline Comment Hello Bob, In response to your 12/23/2003 Project Comment Sheet. 1 have noticed that the Site Plan includes notes for the dedication of a future City Trail. However, the Plat does not indicate a dedication. I am copying this to Craig Foreman to see if we will need to require this dedication. Based upon what is presented, 1 would suggest adding the trail easement in a location that parallels the existing Industrial Effluent and non -toxic substances easement on the northwest. The Plat shows no indication of reserving any area for a future trail easement on the east side. We should also require an easement on the east. Please call me if you have any further questions. Thank you, Ralph @6275 CC: Craig Foreman, Paul Yarbrough Susan Joy - ReTrail Head Page 1 From: Craig Foreman To: Susan Joy, Tom Reiff Date: 1 /13/04 11:15AM Subject: Re: Trail Head Sorry, I was thinking of another project. We will need to get some funds in place for this trail. We'll do in the future. Craig >>> Susan Joy 01/13/04 10:54AM >>> Here's another question.... The plans are showing the bike trail as "Future" and to be constructed by others. I'm assuming the mean the city. Is that what we want or can we make them construct it with this project? Over half of it is on their property... L'oPie5A2E iNc(,u;Dtn in! r-4yp/LOW617 )2ZPo R-((AfPk.F) City of Fort Collins Stormwater Division C/O Basil Harridan 700 Wood Street Ft. Collins, CO Mr. Hamdan, February 15, 2004 I am the legal owner of the property located in the northwest one -quarter of section 9, township 7 north, range 68 west. This property may also be identified as Latimer County Assessor parcel number 87090-00-039. This property is located due south of the Hartshorn Farms property on Vine Drive. I understand that the Hartshorn Farms property will become a residential development to be known as Trailhead. Recently, I was informed of the drainage changes that will occur on my property due to the improvements being made on the Hartshorn Farms Property. As a result of my being informed, I acknowledge that Trailhead will release storm water discharge via conduit that conveys water from a Trailhead detention pond to the Northwest corner of my property. I understand that Historically, the flow rates discharged from the north to this swale are 10.7 cfs during the 2-year storm event and 21.6 cfs during the 100-year storm event. While it is likely that the volume of discharge will increase, the drainage report prepared by J R Engineering concludes that through detention, the developed condition 100-year event will now be reduced to a flow rate of 10 cfs. It can then he deduced that the developed condition 2-year event will be reduced to a flow rate less than 10 cfs. Thus, once Trailhead is complete, the flow rates released at the northwest corner of my property will be less than historical rates. This reduction complies with the requirement set forth by the City of Fort Collins, which mandates that the discharged flow rate associated with the developed condition 100-year event must he equal to or less than the discharged flow rate associated with the historical 2-year event. 'therefore, I will allow storm water flow from Trailhead to be released into the swale located in the Northwest corner of my property, continuing to preserve historical drainage patterns. Sincerely, Dave Whitham I Fop 2 0 , L �. Susan Joy - Re: Trailhead Page 1 From: Craig Foreman To: Susan Joy Date: 3/24/04 2:48PM Subject: Re: Trailhead Susan: We will fund the design and construction of the trail and the underpass. The Development Agreement language should be the same as for Lind, etc. We'll need the area for the trail shown on the final plat as per Lind. Thanks. Craig >>> Susan Joy 03/19/04 01:59PM >>> Hi Craig! I just wanted to make sure of something... Trailhead needs to design both underpasses, correct? Are they building any of them or just giving you Have you been routed the plans this round or would you like to have them routed to you on the next round? Thanks again! Susan IRRIGATION OFFICE 106 ELM STREET P.O. BOX 206 TELEPHONE 454-3377 EATON, COLORADO 80615 Larimer & Weld Irrigation Co. Larimer & Weld Reservoir Co. Windsor Reservoir & Canal Co. Owl Creek Supply & Irrigation Co. Cache La Poudre Water Users Assn. Divide Canal & Reservoir Co. April 9, 2004 Hartshorn Properties, LLC Attn: Mr. Kenneth Cnlmb P.O. Box 337600 Grcelcy, CO 80634 Re: Eaton Ditch (Hartshorn Property / Waterglen Property) Dear Mr. Crumb: Lucas Lateral Ditch Co. Town Boyd Lateral Co. For Far Lateral Co. Gale Lateral Co. West Irrigation Co. Decker Lateral Co. Graham Lateral Co. Larimer & Weld Irrigation Company, a Colorado mutual ditch company ("LWIC"), as owner and operator of the Larimer & Weld Canal (a/k/a Eaton Ditch), hereby authorizes Hartshorn Properties, LLC, and its contractors and representatives, to enter upon any and all abandoned portions of the Eaton Ditch as it traverses any portion of Watcrglcn P.U.D. or any real property owned by Hartshorn Properties, LLC (being that portion of the Eaton Ditch, as identified on the attached Exhibit "A"). Authority for entry upon such portion of the Eaton Ditch shall include, but is not limited to, the right and authority to fill the former ditch. Any fill or other physical work undertaken by Hartshorn Properties, f_LC with respect to the Eaton Ditch shall be undertaken at the sole cost, expense, respons!bility and risk of Hartshorn Properties, LLC. Sincerely, LAPS?v1ER & WELD IRRIGATION' COMPANY By marry An, on, President Susan Joy - City Trail route @ Trailhead Page 1 From: <THalopoff@JREngineering com> To: <BBarkeen@fcgov.com> <CFOREMAN@fcgov com>, <DMOORE@fcgov.com>, <TBUCHANAN@fcgov com>, <cmathis@vfavfr.com>, <sjoy@fcgov.com>, <SWAMHOFF@fcgov con-> Date: 6/1/04 5.15PM Subject: City Trail route @ Trailhead Hello All, I wanted to summarize what was discussed at today's trails meeting in order to afford the opportunity to everyone to clarify or elaborate on any points made during the discussion The realignment of the City trail is to cross the Larimer/Weld Canal north of the BNSF RR A 50' easement, to be processed by seperate document will be prescribed to the City This easement will occur immediately adjacent to the north RR right of way and will extend the entire length of the Hartshorn Farms Property The trail is scheduled to proceed SW to either the current Vine Drive/RR intersection or the proposed future alignment/RR intersection. On the Preliminary Vine Drive Arterial plan set that we are preparing an underpass will be shown at the proposed future location. On the Trailhead Utility plan set, an altemative trail alignment will be shown with underpass at Vine Drive and Wagon Trail Road. This will be in addition to an ultimate grading sheet without the trail. The Trailhead plat will prescribe a public drainage, utility, access easement on Tract N that will ensure the City option of an underpass on the west side of Wagon Trail Road - Ultimately the utility set will have an Interim ultimate and ultimate w/ trail sheet so that all possibilities are covered While the trail is aligned on Vine Drive flowing in the East/West direction, it will remain in the public right of way as a combined 10' trail/sidewalk until it either veers south on the Whitham Property or begins to grade break to the underpass North of Vine and east of Three Forks Drive The underpass designs will include Contour grading, slopes, possible retaining walls an underpass cross- section, and the potential for drainage of the underpass to the downstream property If I have missed anything, please inform me and I will update and resend this correspondence Thank You, Timothy J Halopoff, P E Project Engineer << OLE Obj _» 2620 E Prospect Road, Suite 190 Ft Collins, CO 80525 970-491-9888 970-491-9984 (fax) CC: <LWatkins@JREngineering com> July 6"' 2004 Ms. Susan Joy City of Fort Collins Engineering Department J R ENGINEERING 281 North Collcgc Avenue P.O. Box 580 Fort Collins, Colorado 805-12 Reference: PN 39145.11 TrailHead Property — Request for variance for minimized left turn taper for Campfire Dr. from the interim Vine Dr. Dear Susan, The intent of this letter is to request a variance for the taper length required to enter the left turn lane along the interim Vine Dr. at the Vine Dr. i Campfire Dr. intersection. Vine drive is classified as a Major Arterial Road and Campfire Dr. is classified as a Local Residential Road. The required taper distance for the proposed 12' left turn lane is 200'. Due to Campfire Drives proximity to Grecntields Street, approximately 400', it is not possible to achicac this length. The left turn lane requires a 50' storage length, a 235' deceleration length, and a 200' taper length (a total of 485') per the " I,arinter County Urban Area Street Standards, January 2, 2001"' edition (Figure 8-2, Arterial 50mph Design Speed). We propose to provide the required storage and deceleration lengths but modify the taper length to 108'. Support for the variance described above is discussed in the line item listed below: 1) As per the Traffic Impact Study the short-range peak hour thru directional traffic flow is 300 ypit per lane with 35 vehicles making left turns into Campfire Dr. Typically this would not warrant a left turn lane. However, due to the classification of Vine Drive as a 'Major Arterial, a left turn lane is required (Figure 8-1 LCUASS). Also this left turn lane is only a temporary condition. In the long range, the ultimate design !or Vine Drive will have center medians constructed and the access to Campfire Dr. will he limited to a right -in' right -out movement only. Since, in the interim no medians will be built_ a Icft-in movement to Campfire Dr. will not be physically limited. I hercfbrc, access will most likely occur with or without the left turn lane. By accommodating this movement with 50' of storage, 235' of dccel lane and 108' of taper length, the left turn movement will be a safer movement than if' no accommodations were made. The 108' taper corresponds to a taper ratio of 9:1. The minimum allowed in constrained areas is 8:1 as per the LCUASS figure 8-3. Ifyou have any questions or comments, or need additional information, please do not hesitate to contact me at (970) 491-9888. Thank you. Sincerely, Thomas E. Kassmel, P.E. Project Engineer NOI 6ni I'm.raa P,."& tiuio: 190, 1 "t (blline, CO 80525 9_0 191 `IHXX • I a,. `)-0 191 998,1 • e �r_j rrng111''I' g.ttnn Roadway and Ballast SECTION 4.3 SPECIFICATIONS FOR PREFABRICATED CORRUGATED STEEL PIPE AND PIPE -ARCHES FOR CULVERTS, STORM DRAINS, AND UNDERDRAINS 4.3.1 GENERAL (1989) 4.3.1.1 Scope This specification covers coated, prefabricated corrugated steel pipe and pipe arches for use as culverts, storm sewers and underdrams. 4.3.1.2 Class Pipe and pipe arches shall be of the following classes with respect to corrugations (See Table 4-1): • Class I Annular corrugations. • Class II Helical corrugations. 4.3.1.3 Shape Pipe and pipe arches shall be of the following cross -sectional shapes: Shape 1 Pipe, full circular cross section. Shape 2 Pipe, factory elongated. Shape 3 Pipe arch cross section. 4.3.2 MATERIAL (1989) 4.3.2.1 Steel Sheets Corrugated steel pipe and pipe arches shall be fabricated from either of the following materials: Steel sheet, zinc coated in accordance with AASHTO M-218. • Steel sheet, aluminum coated in accordance with AASHTO M-274. 4.3.2.2 Rivets All rivets shall conform to the specifications of ASTM designation A31, Grade A, and shall be electroplated in accordance with the specifications of ASTTM designation A 164, Type RS. 4.3.3 FABRICATION (1989) 4.3.3.1 Corrugations The corrugations- shall Corm smooth, continuous curves and tangents. The crests and valleys of annularly corrugated pipe and pipe arches shall form circumferential rings about the longitudinal axis of the pipe. The crests and valleys of helically corrugated pipe and pipe arches shall form helices about the longitudinal axis of the pipe, and the direction of the corrugations shall be not less than 45 degrees from the longitudinal axis of the pipe 'The dimensions of the corrugations shall be as specified in Table 4-1. a,sss n��.a� aa,iwav e�s�••,�e a^a meme�.ao�eb,-wav ns:o�auo� 1-4-1 o AREMA Manual for Railway Engineering July 6, 2004 Ms. Susan Joy CITY OF FORT COLLINS 281 North College Avenue Fort Collins (`O 80522 Re: Trailhead hearing requirements Dcar Susan, J R ENGINEERING We would like to schedule the Trailhcad project for public liearing as soon as possible. We understand that there are several items that the City of Fort Collins has deemed necessary prior to a public hearing of said project. The purpose of this letter is to identify those items and to notify the City of our current effort to satisfy each issue. The items arid their resolutions arc as tollmti .,: • An casement isill be required for the bridge extension at the north Greensfield Drive/Canal crossing. A separate casement for construction of said bridge is also required. \%c have recorded both said easements and otter the Ibllo�N ing reception numbers and copies of each recorded easement. Reception #'s — • An casement for a public trail bridge crossing the canal along the west side of the subject propertN'. Said casement to be located in a location that is mutually agreeable to both the developer .and the City of Fort Collins. A separate casement for construction of' said bridge is also required. The developer and the City have agreed upon the approximate location of the trail system and their associated crossings at Vine and the Canal. We have recorded a permanent bridge casement and temporary construction cascmcnt positioned to cross the canal at the agreed upon location. We offer )ou the following reception numbers and copy of said casements. Reception #'s — An easement for the treated storm water discharge from pond "A" to the N,hitham Property to the south. We have a signed letter font David Whitham accepting our discharge drainage flows through his property. We have recorded this document as a blanket easement against this property. Per Basil IJamdan, this casement will suffice for the Citv's drainage requirements. The reception number and recorded cascmcnt are included. Reception # — • An casement for a possible future public trail under -crossing in Tract "N" of the Trailhcad FDP plat. An casement will be prescribed in Tract " N" that trill ;Tokv for a future trail under -crossing should the decision ever be made to construct said under -crossing. _'620 1,111 1'm1111i IL lad, ,tinBa 190, ro'' Gi llu.- (:0 80�25 TU -101 1)"8 • flu; 9-0-.91 `198" • wwacjrrnginrcnng.com lrm Utrnd Grr�ri�te wgmi mem¢ A6 ¢„ona P,f,Cc -, A construction easement for any pipe installed within the Whitham property to the south will be required. Our plans no longer include any pipe construction on this property; therefore, no casement is required. • An agreement with the railroad to install a new 24" pipe in the railroad right of way on the south side of Vine. We have an agreement with the railroad that states that they will install a developer provided CMP pipe where the existing wooden box culvert is located. We arc in the process of having this work completed by the railroad company. No further casements or agreements are necessary. We are enclosing a copy of the agreement with the railroad for your use. • A construction easement will be required for the construction of a drainage pipe out of Pond "B" that will be installed on the WatcrGlen property. The discharge pipe has been redesigned and is no longer to be installed on the WatcrGlen property. Thcretbre, no casement is required. A construction easement is required for the abandoned canal filling and storm drain construction in Tract C of WaterGlen. The Larimer-Weld Irrieation Company has provided Hartshorn properties pennission to till the old canal and perfonn any additional xrork necessary in the area of their old canal alignment. This document has been provided for your convenience. In addition to this document, we would like to state that all work done in the WatcrGlen property is limited to Tract C. tikhich is a recorded public drainage and public utility easement. This existing easement allow°s for the construction, maintenance or removal of any associated stone drainage or utility infrastructure. Therefore, no additional casements are required. Furihennore, the tilling of the Canal will greatly improve public safety while reseeding of the slopes will provide a defense against erosion. We offer this letter and accompanying documentation for your review in an attempt to expedite the scheduling of the Trailhead Subdivision final public hearing, as required by the City of Fort Collins code. If you have any questions or need additional clarification. please contact our office at your earliest convenience. Sincerely, JR ENGINEERING, LLC Lee Watkins, PE project Manager /dlm September 23, 2004 City of Fort Collins Engineering Department/Development Review 281 North College Avenue Fort Collins, CO 80522-0580 Dear Matt Baker, J R ENGINEERING This letter has been written to summarize and compile the costs and reimbursements that we are aware of that should be considered for our client, Trail Head Partners, LLC as they pertain to the development agreement currently being drafted for the Trail Head residential development. These costs have been discussed at several meetings and may be verified by Ken Crumb, Susan Joy and yourself. Supporting calculations and documents are attached for clarity. Trail Head Partners, LLC has been asked to post funds in escrow for several improvements that are unneeded or not able to be constructed in conjunction with the Trail Head project at this time. These funds include the developer's portion of the ultimate East Vine Drive arterial over -sizing, the developer's portion of the Greenfield's Bridge over the newly aligned Larimer/Weld Canal and the entire amount for the future extension of Glacier Creek Drive to the west boundary. The portion of cost to our client for the ultimate East Vine Drive future improvement shall be those costs associated with a comparable local residential half street section with arterial thickness and the earthwork related to that portion for the entire frontage of this development. This amount is $179,658. The portion of cost to our client for the Greenfield's Bridge over the newly aligned Larimer/Weld Canal is 34% of the entire construction cost estimated at $496,760. This amount is $168,898. The cost to our client for the future extension of Glacier Creek Drive to the west boundary is the entire amount of those improvements to be completed at a future date. This amount is 2$ 0.817. In addition to funds posted, Trail Head Partners, LLC shall receive reimbursements for design fees paid for the future improvements listed below. The portion reimbursed to our client for fees paid for design of the ultimate Vine Drive shall coincide with the street over -sizing percentage of width of street as a ratio. That ratio may be explained by 15'/63'. Following that reasoning, our client should be responsible for 24% of the fees. Therefore, 76% of $14,670 should be reimbursed. This amount is $11.149. The portion reimbursed to our client for fees paid for design of the Greenfield's bridge should be equal to the percentage of construction fees incurred by the City and the future developer to the north. Thus, 66% of $27,000 should be reimbursed. This amount is $17,820. Finally, all of the offsite design beyond the City's standard requirements for the preliminary Greenfield's minor arterial design should be reimbursed since the extra design to Mountain Vista, does not directly affect the Trail Head property. Our client has already incurred the design fees for that portion of Greenfield's on the Anheiser- Busch property. This amount is $3,500. 2620 E.E Frospr,, Ruad, Suite 190, For, Collins, CO 80525 970-491-9888 • F.., 970-491-9984 • w jrengineering.com In summary, We find that all funds that need to be posted in escrow by our client total $369,373, while all funds needed to be reimbursed to our client total $32,469. Please, review the estimates and associated costs and contact me with any amendments or deletions so that our agreements may be reflected in the development contract. Thank you for your time and attention. Warm regards, ;-�:;; 7 /g-�7 � Timothy J. Halopoff, P.E. Project Engineer Project: �,QAiL. 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N N F W Z_ F = C7 Z F a rw D m F O w Y W W H F U ❑ a r 0 > a w Z m 0 7 F a a Ca O N W O LL W d NO LLLL YYUU tL UUUUUUU (lJYLLLLWYY - J J J J (n J J J VJ (n Z W W W W W W W W W W W J 00 a U J _ a N m O Q Z U N ❑ W Q W 2 a_ N N J p U O U>- N c m m m a m¢ `o -3o0 :°� o E Z] a O cc ~ J w N U) 'ti N m O C 'C cCa a .JF 0 °vim' ddF- O oa �� cq� °' T — ��� N mrJ m e y _ W N (n CCH U�Q� �v��i->�LL� (n C7aUOc_ ❑Ja w D J U Z LU m F O Z J J r w w LL Q O LL U?E- Ul No z0 Z W CO Ir CC Z Ow U LL C7 W Z n Cc ¢ U W D W Q W j F U U)L)0 CCU ❑ waa >O LL W Q z F LL J F ~ a W O a F p w C J a G H- Culverts Table 4.1. Corrugations -F Class Diameter Nominal Maximum Pitch Minimum Size (Note 1) Inside Radius 8--96- 22/i x Ih 2'/,- 11/16" 1 12 -96- 3 . 1- 314- 9/32 —_ fi -18- P/z a r/o lr/e 9/32 12-96 2%x'/2- 23/0 11/16- I 48 =120 3 ,< 1 31A- 9/32 48 =120 5- x 1- 51/.- 1 9132" Note 1: Pitch is measured at right angles to the corrugation. Note 2: Depth shall not overrun by more than 5%. 4.3.3.2 Perforations for Underdrains Perforations, unless otherwise specified, shall be arranged in two groups of longitudinal rows placed symmetrically on each side of an unperforated segment corresponding to the flow line of the pipe. The longitudinal rows within each group shall be spaced on approximately 11/2 inches centers in annularly corrugated pipe and (in approximatel) 1 inch centers on helically con ugated pipe. The perforations shall have a diameter of approximately 3/e inch and shall be located on the inside crests, or on the neutral axis, of all corrugations except that perforations are not required within 6 inches of each pipe or in the crests of corrugations where seams are located. The minimum number of longitudinal rows of perforations and the minimum width of the unperforated segment shall be as shown in Table 4-2. Table 4-2. Perforations 4.3.3.2 Perforations for Underdrains Perforations, unless otherwise specified, shall be arranged in two groups of longitudinal rows placed symmetrically on each side of an unperforated segment corresponding to the flow line of the pipe. The longitudinal rows within each group shall be spaced on approximately 11/2 inches centers in annularly corrugated pipe and (in approximatel) 1 inch centers on helically con ugated pipe. The perforations shall have a diameter of approximately 3/e inch and shall be located on the inside crests, or on the neutral axis, of all corrugations except that perforations are not required within 6 inches of each pipe or in the crests of corrugations where seams are located. The minimum number of longitudinal rows of perforations and the minimum width of the unperforated segment shall be as shown in Table 4-2. Table 4-2. Perforations Minimum Width Nominal Minimum Number or of Unperforated Inside Diameter Rows of Segment Inches Perforations Inches 6 4 4 8 4 7 10 4 9 12 6 91h 15 6 13 18 6 161h 21 6 20 24 8 22 4191)5 Amman R,,Nay En gin ean, and Ma ndenarceol Way Asmeadlon AREMA Manual for Railway Engineering 1-4-11 Roadway and Ballast 4.3.3.3 Widths of Laps (Class I Annular Pipe) a. The lapped joints in longitudinal seams shall be as shown in Table 4-3. _ b. The average inside diameter of circular pipe and pipe to be reformed into pipe arches shall not vary more *^�� than 'h inch from the nominal diameter when measured on the inside crest of the corrugations for ilk diameters through 48 inches and 1% for diameters greater than 48 inches. In no case shall the difference in diameter of the abutting pipe ends be more than 112 inch. Table 4-3. Pipe Requirements Nominal Inside Diameter Inches Corrugation Depth Nominal Inches Minimum Width or Lap Inches 8 10 '/z 1'h 12 Vz 1'/z 15 1/2 11/2 1.8 '/z 11/2 21 '12 1Yz 24 '/z 2 30 '/1 2 36 '/z 2 36 1 3 42 'h or 1 3 48 'h or 1 3 54 'h or 1 3 60 '/z or 1 3 66 'h or 1 3 72 '/z or 1 3 78 1/2 or 1 3 84 '/z or 1 3 90 1 3 96 1 3 102 1 3 108 1 3 114 1 3 120 1 3 6; 1 y94 Pmenran Railway Engineering an0 Mai��ananceol-Wey Pssoaelion 1-4-12 AREMA Manual for Railway Engineering Culverts 4.3.3.4 Riveted Seams a. Rivets shall be of the diameter shown in Table 4-4. Table 4-4. Riveted Seams Gage Sheet Thickness Inches Rivet Diameter Inches 21/> x1/2 3x 1 16 0.064 5/16 a/a 14 0.079 9/32 3A 12 0.109 3A 7/16 10 0.138 3A 7/16 8 0,168 3/8 7/16 All rivets shall be cold driven in such a manner that the metal shall be drawn tightly together throughout the entire lap. The center of each rivet shall be not closer than 2 rivet diameters- from the edge of the sheets. All rivets shall have full hemispherical heads or heads of a form acceptable to the engineer They shall be driven in a neat, workmanlike manner to completely fill the hole without bending. Longitudinal seams shall be riveted with one rivet in each corrugation for pipes less than 42 inches in diameter and two rivets in each corrugation for pipes 42 inches in diameter and larger. Circumferential scams shall be riveted with a rivet spacing of 6 inches except that six rivets will be sufficient in 12 inches diameter pipe. The longitudinal seams of all 1 inch corrugated depth shall be two rivets in each corrugation. 4.3.3.5 Welded Seams (Class II Helical Pipe) Helically corrugated welded scam pipe shall have a continuous welded seam extending from end to end of each length of pipe section. The welded seam shall be of the high -frequency resistance butt welded type and shall be sufficiently strong to develop the full strength of the pipe. 4.3.3.6 Lock Seams (Class II Helical Pipe) Helically corrugated lock seam pipe shall have a continuous folded lock seam extending from end to end of each length of pipe section. Folded lock seams shall be formed with sufficient pressure to prevent any seam slippage that would seriously affect the load -carrying capacity of the pipe but without damaging the metal to such an extent that a plane of weakness is created. The metal used in fabricating lock seam shall be one that will permit cold forming without damage. 4.3.4 COUPLING BANDS (1989) Field joints for each class of corrugated steel pipe shall provide circumferential and longitudinal strength to preserve the pipe alignment, prevent separation of pipe and prevent infiltration of side fill material. The coupling bands shall be made of the same base metal as the pipe and shall be similarly coated. Coupling bands may be the next thickness lighter than that used for the pipe but not more than 0.109 inch (12 gage) nor less than 0.052 inch (18 gage). To facilitate field jointing, the ends of individual pipe section with helical corrugations may be rerolled to form circumferential corrugations extending at least two corrugations 6-om the pipe end. All types of pipe ends, whether rerolled or not, shall be matched in a joint such that the maximum difference in the diameter of abutting pipe ends is 'h inch. Q M99. Am-... Raeway Eng­­ns and Mmme..... of Asso—ton AREMA Manual for Railway Engineering 1-4-13 Roadway and Ballast It, Class I pipe furnished with circumferential corrugations, including recollect end helical pipe, shall be f ieldjointed with locking bands. The corrugated bands shall be not less than 7 inches wide for diameters through 36 inches, and 101/2 inches wide for all other pipe diameters. Wider bands should be considered where transverse forces are present, particularly on side hill slopes. c. Class It pipe with helical corrugations shall be field jointed, preferably with bands with projections. The ilk projections shall conform substantially to the shape and depth of the pipe corrugations and shall be in circumferential rows with one projection for each corrugation of helical pipe. Bands shall be so constructed as to lap on an equal portion of each of the culvert sections to be connected. The bands for pipe diameters of 12 inches to 54 inches Incl., shall be at least 101/e inches wide and shall have two circumferential rows of projections: and for pipe diameters 60 inches and greater shall be at. least 161G inches wide and shall have four circumferential rows of projections. The band shall be connected in a manner approved by the chief engineer or his representative, with a suitable fastening device such as galvanized 2 inches by 2 inches by 3/16 inch angles, or integrally or separately formed and attached flanges bolted with '% inch -in -diameter galvanized bolts, or a wedgelock constructed of the same gage as the band itself. The 10`/e inches hand shall have two, and the 161L inches hand shall have three Y, inch hand shall have two, and the 161A inches band shall have three 112 inch diameter galvanized fastening bolts. d- Underdram pipe may he field jointed with bands as described above or with a smooth sleeve -type coupler. The sleeve -type coupling may be either plastic or galvanized steel, suitable for holding the pipe firmly in alignment without the use of sealing compound or gaskets. Integral formed flanges fastened with a/a inch diameter galvanized bolts may be used in lieu of angles on two-piece corrugated bands. c. Other equally effective types of coupling bands and/or band -fastening devices maybe used if approved by the chief engineer or his representative. 4.3.5 SHAPE (1989) a, Class I and Class 11 pipe shall be furnished, as specified, as Shape 1, Shape 2 or Shape 3. It. Shape 1 pipe shall be round pipe, available in diameters of 6 inches to 120 inches, Incl. c. Shape 2 pipe shall be factory elongated to form an approximate ellipse with the vertical diameter approximately 57, greater than the nominal diameter of the corresponding round pipe. Shape 2 pipe shall be available in nominal diameters of 48 inches to 120 inches Incl. d. Shape 3 pipe arch shall be fabricated by reforming a circular pipe to a multi -centered pipe having an arch -shaped top with a slightly convex integral bottom. The pipe -arch shall conform to the requirements of Table 4-5 and Table 4-6. The longitudinal seams of riveted pipe arches shall not be placed in the haunch area. Table 4-5. Pipe Arch Specification Requirements Pipe Arches — 2�T x Vz" Corrugations (See Note 3) Pipe Arch Size Inches Equivalent Diameter Inches SpanTi)(INotel) Inchenches IN Rise Minimum Corner Radius Inches Maximum B Inches (Note 2) 17 x 13 15 17 13 1,15 18 21 15 3 6 24 x 18 21 24 18 3 T� 28 x 20 24 28 20 3 8 memi„n.-. or-wav n so­110- 1-4-14 AREMA Manual for Railway Engineering VA Culverts Table 4-5. Pipe Arch Specification Requirements Pipe Arches - 22/3 x'/z Corrugations (See Note 3) (Continued) Arch�Equivalent Span Rise Minimum Corner Maximum B FP'pe Size Diameter Inches Inches Radius Inches Inches Inches (Note 1) (Note 1) Inches (Note 2) 35 x 24 30 35 24 3 9'h 42 x 29 36 42 29 31/z 101/1 49 x 33 - 42 49 ! 33 4 111/2 57 x 38 48 57 38 5 131/2 64 x 43 54 64 43 6 15 71 x 47 60 71 47 7 161/1 77 x 52 66 77 52 8 18 83 x 57 72 83 57 9 20 Note l A tolerance of ±1- or 21, of equivalent circular diameter, whichever is greater, will be permissible in span and rise. Note 2: B is defined as the vertical dimension from a horizontal line across the widest portion of the arch to the lowest portion of the base. Note 3: All dimensions are measured from the inside crests of the corrugations._ Table 4-6. Pipe Arch Specification Requirements Pipe Arches - 3 x 1 and 5- x I- Corrugations (See Note 2) Pipe Arch Size Inches Equivalent Diameter Inches Span Inches (Note 1) Rise Inches (Note 1) Minimum Corner Radius Inches 40 x 31 36 40-1.8 31+1.8 5 46 x 36 42 46-2.1 36+2.1 6 53 x 41 48 53-2.4 41+2.4 7 60 x 46 54 60-2.7 46+2.7 8 66 x 51 60 66-3.0 51+3.0 9 73 x 55 66 73-3.3 55+3.3 12 81 x 59 72 81-3.6 59+3.6 14 87 x 63 78 87-4A 63+4A 14 95 x 67 84 95-4.8 67+4.8 16 103 x 71 90 103-5.2 71+5.2 16 112 x 75 96 112-5.6 75+5.6 18 117 x 79 102 117-5.9 79+5.9 18 128 x 83 108 128-6.4 83+6.4 18 137 x 87 119 137-6.9 87+6.g 18 142x91 1 120 142-7.1 91+7.1 18 Note 1: Negative and positive numbers listed with span and rise dimensions are negative and positive tolerances. Note 2: All dimensions are measured from the inside crests of the corrugation. ©1999, Ame ncan Rai o,y Englnee-y a na Ma to -nee -of -Way al -Callen AREMA Manual for Railway Engineering 1-4.15 Roadway and Ballast 4.3.6 WORKMANSHIP (1989) Pipe shall show careful, finished workmanship in all particulars and shall be free from the following defects: a. Undue deviation from true shape. b. Uneven laps. C. Variations from a reasonably straight center line. d. Ragged or diagonally sheared edges. e- Loose, unevenly lined or spaced rivets, or welds. f. Poorly formed rivet heads. g. Illegible brand. h. Dents or bends, other than corrugations. i. Poor welds. j. Poorly formed lock seams and/or damaged lock seam metal. k. Bruised, scaled or broken coating. 4.3.7 MILL OR SHOP INSPECTION (1989) If the purchaser so elects, he may have the material inspected in the shop where it is fabricated. Ile may require from the mill that a chemical analysis- be made of any heat. The purchaser, or his representative, shall have free access to the mill or shop for inspection purposes, and every facility shall be extended to him for this purpose. Anv material included in any shipment which has been rejected at the mill or shop will be considered sufficient cause for the rejection of the entire shipment. 4.3.8 FIELD INSPECTION AND ACCEPTANCE (1989) The field inspection shall be made by the purchaser, who shall be furnished by the seller with an itemized statement of the sizes and lengths of pipe for deficiencies in length of sheets used, nominal specified diameter, net length of Finished pipe and any evidences of poor workmanship as outlined above. The inspection may include the taking of samples for chemical analysis and determination of weight of zinc coating. If 25% of the pipe in any shipment fails to meet all the requirements of this specifications, the entire shipment may be rejected. r ,aea. omei�a� aa�i..v e�a��.r��q a�a ma�ma�a��aoi-w.r nso�iei�o� 1-4-16 AREMA Manual for Railway Engineering December 23, 2003 39145.11 Mr. Dave Stringer City of Fort Collins Engineering Department 281 North College Avenue P.O. Box 580 Fort Collins, Colorado 80522 Reference: TrailHead Property — Lower Loop Drive Request for Variance for Tangential Distance Between an Intersection and beginning of curve. Dear Mr. Stringer: The intent of this letter is to request a variance for the distance between Lower Loop Drive's east and west knuckle/eyebrow curves and it's east and west intersection with Glacier Creek Drive. Lower Loop Drive and Glacier Creek Drive are classified as local residential streets. The proposed distance between the intersections and the beginning of curve, is 121-feet which is less than the distance required by the "Larimer County Urban Area Street Standards, January 2, 2001" edition. The length required is 200-feet for a local -to -local residential intersection. This standard is found in Table 7-3 on Page 7-7 of the design criteria. Support for the variance described above is discussed in the line items listed below: 1) The knuckle/eyebrow curves located on Lower Loop Drive were aligned as far south as possible in an effort to conserve and maintain the old growth trees in the open space to the north. In an effort to conserve the trees, the south side of Lower Loop Drive was left unlotted, allowing for a compact configuration. 2) Due to the proximity of the knuckle/eyebrow curves to the cast and west intersections at Glacier Creek Drive, automobiles on Lower Loop Drive will be traveling at rates less than normal local residential design speeds. Therefore, it is not anticipated that any public health, safety, and/or welfare problems will be created by the varied design. If you have any questions or comments, or need additional information, please do not hesitate to contact me at (970) 491-9888. Thank you. Sincerely, �IlIZ11 Timothy J. Halopoff, P.E. Project Engineer