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Home My WebLink About20060842.tiff Page 1 of 1 Carol Harding From: Myrna Folsom [myrna_f 2000@yahoo.com[ Sent: Thursday, March 16, 2006 8:30 AM To: Carol Harding Cc: artie elmquist; virginia shaw; bud d hopper; Town Mead; michael simone; michael simone; mike simone; ben ready Subject: CARMA To the Weld Board of County Commissioners The intentions of the Weld County commissioners are now out in the open with the statement of one of them at the CARMA hearing, as reported in the Times-Call, that; "We are in the business of urban development". There is no longer any pretense of protecting the viability of agriculture in the county or cooperation with municipalities leading to well planned growth in the southwest Weld County. The gloves are off. The County and local municipalities will be in competition for urban growth projects; benefiting developers, who will be in a position to get the "best deal" for their own benefit rather than that of current and future residents of the area. It is difficult to understand the fixation of the commissioners in pursuing urban growth under County auspices rather than planned growth under municipalities. The County will receive the same property taxes either way, but, at least as an honorable commitment, have the responsibility for assuring ALL urban services to an assortment of scattered new developments will be provided. However, fortunately for the present commissioners, their successors will have the problem of dealing with the whirlwind they have sown. John Folsom PS: It will be interesting to see when all of theses amenities and services are delivered; during phase one or phase four 15-18 years from now. The schools sites will have no value unless there is money to build schools on them [at a hearing one of the applicants stated the developers would be providing mitigation funds to build the schools!]—but it sounds good. JF Yahoo! Travel Find great deals to the top 10 hottest destinations! /gyn'"i k „ t a.j`v n1 2006-0842 3/16/2006 _ 3—ao JAN 1 7 2006 KERR•McGEE ROCKY MOUNTAIN CORPORATION 1999 BROADWAY,SUITE 3600 • DENVER,VIA US MAIL AND FACSIMILE January 12,2006 PHONE: 303-296-3600 o-296-3601 Kim Ogle, Planning Manager Weld County Colorado Department of Planning Services 918 10th Street Greeley, Colorado 80631 Re: Carma St.Vrain Change of Zone Number PZ-1078 Carina Colorado, Inc.,Applicant Township 2 North, Range 68 West Sections 25, 35 and 36 Dear Mr. Ogle, Pursuant to Weld County's request, this letter will describe the basic understanding between Carma Colorado, Inc., and Kerr-McGee Oil & Gas Onshore LP, formerly Kerr-McGee Rocky Mountain Corporation, in addition to the letter that was dated July 28, 2005 and submitted to the County along with Carma's Change of Zone submittal#PZ-1078. Given the nature and size of this project, Carina Colorado, Inc., and Kerr-McGee have worked together to agree in principle to the oil and gas operations areas as previously described. The two companies will then develop a specific Surface Use Agreement with each platting area that will formalize each oil and gas operations area. This will allow both parties to consider the location of pipelines, access easements and other information when there is a more definitive plan in place. Kerr McGee represents that the oil and gas operations areas are adequate for current and future well operations and adequate space is provided for the agreed upon 150' setbacks from all well heads and 200' setbacks from any production facility. Carina agrees to leave these areas accessible labeled as oil and gas operations areas once the ground is platted and will work on an access plan with Kerr McGee in association with each plat. General conditions of access to these areas are a 20' access easement with an all weather surface to the production facilities. Oil and gas operations areas will be owned and maintained by the developer's district. Planting and landscaping plans in the areas will be agreed upon in the individual Surface Use Agreements along with each plat. Sincerely, • ‘—r4 Kerr-McGe I&Gas On shore Carma Colorado, Inc. Terry D. Enright Tyler Packard Landman Specialist Development Manager Leininu.n,t al - zoo- OS' is-(j-.2f,rO PLl215 Page 1 of 1 Kim Ogle • From: Jacqueline Hatch Sent: Monday, January 16, 2006 8:06 AM To: Kim Ogle Subject: RE: minimum lot sizes or average lot sizes for PUD developments ... From: Kim Ogle Sent: Sunday, January 15, 2006 5:09 PM To: Lin Dodge; Chris Gathman; Jacqueline Hatch Subject: minimum lot sizes or average lot sizes for PUD developments ... Elms 1 SFR Elms 2 SFR Elms 3 SFR Farms SFR Lifebridge SFR ----SF R-1 = 8000, R-2 & R-3 =4500, and R-4= 3000 Adler SFR 5500 SF? Idaho Creek SFR Thanks for your assistance. Need by end of business Monday. Kim 01/16/2006 Page 1 of 1 Kim Ogle • From: Lin Dodge Sent: Monday, January 16, 2006 9:52 AM To: Kim Ogle Subject: RE: minimum lot sizes or average lot sizes for PUD developments ... IDAHO CREEK - minimum lot size is 2,409 sf w/ ranges from 2,498 sf to 6,377 sf-average appears to be 2,800 sf THE ELMS 1ST- range from 8,975 sf to 12,588 sf; average appears to be around 9,800 sf THE ELMS 2ND - range from 9,406 sf to 11,904 sf, average appears to be around 10,300 sf THE ELMS 3RD - range from 9,375 sf to 12, 516 sf, aver appears to be around 10,500 sf ADLER ESTATES - (from referral plat) minimum SFD lot size proposed is 5,500 sf LIFEBRIDGE - (from Change of Zone plat) - minimum SFD lot size is 7,500 sf MEADOW VALE FARMS 1ST - range from 32,970 sf to 46,782 sf MEADOW VALE FARMS 2ND - range from 35,843 sf to 65,796 sf MEADOW VALE FARMS 3RD/REPLAT - range from 13,195 sf to 72,653 sf, average appears to be around 32,200 sf From: Kim Ogle Sent: Sunday, January 15, 2006 5:09 PM To: Lin Dodge; Chris Gathman; Jacqueline Hatch Subject: minimum lot sizes or average lot sizes for PUD developments ... • Elms 1 SFR Elms 2 SFR Elms 3 SFR Farms SFR Lifebridge SFR Adler SFR 5500 SF? Idaho Creek SFR Thanks for your assistance. Need by end of business Monday. Kim • 01/16/2006 m in C_ > J V O 9 J .0 C • .0 m m Y rn cu m £ a E J .� E L J = N •N 9 e , W)0 t cat t t cc LL LL LL U -8 p pp NN J a) a) D 0 O 8 8 0 O E I a) (00 0 O co 1N-0 N o C N L UI fn co CO `y Imi �, K C O a T p8p 18I0 11 LL z` W (O N o. U J m 8 V l+1 0 > a) el C N d O N 01 LL O 0 ✓ a' LL LL LL L- N g ll = C V �Tv _ N m to y - o O v m _ o N 8 �8 $ LL O O, co ii a N L 9 �_ tO0 R N LL N & 0 a) N cos- O1 /� N M O O✓C m Ca 4I) J N LL LL LL ` N N D C}C}1 ¢ m 0 co g d r x 0 v o a `° m y u_ lL u m 0 'm - O yQ{ t a' IL' 6321 U) w 2 4) (-) ca 0 �3 �v In L — se Q J _, U w z C w LL IQi D ii❑ I N � m2 NIO ° O � NN � Q Q M NCO V Q - 0 I Mil Z X J N V n I J) w — W W LL 2 a m lit 1 O O I O a N a N l n 0 0000' t? Q CO NCO d' O Z Cr o N X I- f° a L v y 0Ne LL LL LL LL J 7 O O O N O O N N LW N N O N N If) (O) m m I I M O2 0 N N C CO D N 0 0) 0) 0)35 a'. 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J 3 C -E a a EO ° ILILCNK CEnr OLLln i) 0' E (n v) aw a) m11110 5 m cal IL OmCOIL a a ❑ 2 2 w J Q 0 K m w !i ,N Carroll & Lange Professional Engineers & Land Surveyors 165 South Union Blvd., Suite 156 M M Lakewood, CO S0 (303)980-0200 Fax 8(303)980-0917 Denver-Winter Park Dir. (303) 980-9600 To: Weld County Southwest Service Center Job No. 3075 4209 County Road 24.5 Date: June 12, 2006 Longmont, CO 80504 (970)353-6100 Attn: Kim Ogle Project: St Vrain Lakes WE ARE SENDING YOU: VIA: []Fax No. (970) 304-6498 Number of pages sent including transmittal . If you do not receive all pages or if transmission is not clear, please call Carroll & Lange, Inc. at (303)980-0200. []Pick Up []Delivery Service []Mail []Overnight DIR RUSH REG Copies Date* Description 3 6/12/2006 St Vrain Lakes Final Plat (33 sheets) 3 6/12/2006 St Vrain Lakes Construction Plans (120 sheets) 3 6/12/2006 St Vrain Lakes Landscape Plans 2 6/12/2006 St Vrain Lakes Phase III Drainage Report 1 6/12/2006 St Vrain Lakes title commitment 3 6/12/2006 Weld County Road 9.5 Improvement Plans Indicates plan date or current revision date. THESE ARE TRANSMITTED: ri For approval []As requested []For your use []For review and comment ri(other) Remarks Please call if you have any questions. Copy to By Katherine Strozinski If enclosures are not as noted,please notify us promptly White-Original. Yellow-Income File, Pink-Engineering • r Prig Land Title Guarantee Company CUSTOMER DISTRIBUTION Land Title (,UARANl tl COMPANY Date: 05-30-2006 Our Order Number: FCC25065390-2 Property Address: ST. VRAIN LAKES FILING NO. 1 If you have any inquiries or require further assistance,please contact one of the numbers below: For Title Assistance: Ft. Collins "FCC" Unit Wendy Bell 772 WHALERS WAY#100 FORT COLLINS, CO 80525 Phone: 970-282-3649 Fax: 970-282-3652 EMail: wbell@ltgc.com CARMA COLORADO CARROLL&LANGE, INC 9110 E NICHOLS AVE#180 165 S UNION BLVD#156 ENGLEWOOD, CO 80112 LAKEWOOD,CO 80228 Ann: CAROLE DODERO Attn: KATHERINE STROZINSKI Phone: 303-790-6591 Phone: 303-980-0200 Fax: 303-706-9453 Fax: 303-980-0917 Copies: I Copies: 1 EMail:cdodero@carma.ca EMail: kstrozinski@carroll-lange.com Linked Commitment Delivery Sent Via EMail � S IF" Land Title Guarantee Company Date: 05-30-2006 Land Title Our Order Number: FCC25065390-2 I.0 iR.\NILL IUM1I VPNI' Property Address: ST. VRAIN LAKES FILING NO. 1 Buyer/Borrower: NA Seller/Owner: CARMA BAYSHORE, LLC, A COLORADO LIMITED LIABILITY COMPANY AND ROBERT L. SIEGRIST AND WINIFRED T. SIEGRIST AND MICHAEL U. SIEGRIST AND MICHELLE L. SANDOVAL AND CONSTRUCTION LEASING INVESTMENT CO.. A GENERAL PARTNERSHIP ****************************************************************** Note: Once an original commitment has been issued, any subsequent modifications will be emphasized by underlining. ****************************************************************** Need a map or directions for your upcoming closing? Check out Land Title's web site at www.ltgc.com for directions to any of our 54 office locations. ESTIMATE OF TITLE FEES Information Binder $214. 00 If Land Title Guarantee Company will be closing this transaction, above fees will be collected at that time. TOTAL $214. 00 Fore. 06/04 THANK YOU FOR YOUR ORDER! Fig LAND TITLE GUARANTEE COMPANY INVOICE Land Title 4 UARANIL L COWAN) Owner: CARMA BAYSHORE, LLC, A COLORADO LIMITED LIABILITY COMPANY AND ROBERT L. SIEGRIST AND WINIFRED I. SIEGRIST AND MICHAEL Property Address: ST. VRAIN LAKES FILING NO. 1 Your Reference No.: When referring to this order, please reference our Order No. FCC25065390-2 - CHARGES - Information Binder $214.00 --Total-- $214.00 Please make checks payable to: Land Title Guarantee Company P.O. Box 5440 Denver, CO 80217 t , Old Republic National Title Insurance Company ALTA COMMITMENT Our Order No. FCC25065390-2 Schedule A Cust. Ref.: Property Address: ST. VRAIN LAKES FILING NO. 1 1. Effective Date: May 16, 2006 at 5:00 P.M. 2. Policy to be Issued, and Proposed Insured: Information Binder $0.00 Proposed Insured: NA 3. The estate or interest in the land described or referred to in this Commitment and covered herein is: A Fee Simple 4. Title to the estate or interest covered herein is at the effective date hereof vested in: CARMA BAYSHORE, LLC, A COLORADO LIMITED LIABILITY COMPANY AND ROBERT L. SIEGRIST AND WINIFRED I. SIEGRIST AND MICHAEL U. SIEGRIST AND MICHELLE L. SANDOVAL AND CONSTRUCTION LEASING INVESTMENT CO., A GENERAL PARTNERSHIP 5. The land referred to in this Commitment is described as follows: SEE ATTACHED PAGE(S) FOR LEGAL DESCRIPTION t i Our Order No: FCC25065390-2 LEGAL DESCRIPTION A PARCEL OF LAND LOCATED IN SECTIONS 35 AND 36, TOWNSHIP 3 NORTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, COUNTY OF WELD, STATE OF COLORADO, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF THE NORTHEAST QUARTER OF SAID SECTION 35 AND CONSIDERING THE NORTH LINE OF THE NORTHEAST QUARTER OF SAID SECTION 35 TO BEAR NORTH 89 DEGREES 16 MINUTES 34 SECONDS EAST WITH ALL BEARINGS CONTAINED HEREIN BEING RELATIVE THERETO; THENCE NORTH 89 DEGREES 16 MINUTES 34 SECONDS EAST ALONG THE NORTH LINE OF THE NORTHEAST QUARTER OF SAID SECTION 35, A DISTANCE OF 2655.85 FEET TOTHE NORTHEAST CORNER OF THE NORTHEAST QUARTER OF SECTION 35; THENCE SOUTH 00 DEGREES 15 MINUTES 20 SECONDS EAST, ALONG THE EAST LINE OF THE NORTHEAST QUARTER OF SAID SECTION 35, A DISTANCE OF 55.00 FEET; THENCE SOUTH 89 DEGREES 16 MINUTES 34 SECONDS WEST, ALONG A LINE 55 FEET SOUTHERLY DISTANT, WHEN MEASURED AT RIGHT ANGLES, AND PARALLEL WITH THE NORTH LINE OF THE NORTHEAST QUARTER OF SAID SECTION 35, A DISTANCE OF 1456.22 FEET TO A POINT OF CURVATURE; THENCE ALONG THE ARC OF A CURVE TO THE LEFT, HAVING A CENTRAL ANGLE OF 90 DEGREES 00 MINUTES 00 SECONDS, A RADIUS OF 30.00 FEET AND AN ARC LENGTH OF 47.12 FEET; THENCE SOUTH 00 DEGREES 43 MINUTES 26 SECONDS EAST, A DISTANCE OF 111.66 FEET TO A POINT OF CURVATURE; THENCE ALONG THE ARC OF A CURVE TO THE LEFT, HAVING A CENTRAL ANGLE OF 00 DEGREES 47 MINUTES 32 SECONDS, A RADIUS OF 4955.00 FEET AND AN ARC LENGTH OF 68.52 FEET THENCE NORTH 88 DEGREES 29 MINUTES 01 SECONDS EAST, A DISTANCE OF 117.98 FEET; THENCE SOUTH 03 DEGREES 46 MINUTES 16 SECONDS EAST, A DISTANCE OF 100.47 FEET; THENCE NORTH 86 DEGREES 13 MINUTES 44 SECONDS EAST, A DISTANCE OF 200.00 FEET; THENCE SOUTH 03 DEGREES 46 MINUTES 16 SECONDS EAST, A DISTANCE OF 110.00 FEET; THENCE NORTH 86 DEGREES 13 MINUTES 44 SECONDS EAST, A DISTANCE OF 43.81 FEET TO A POINT OF CURVATURE; THENCE ALONG THE ARC OF A CURVE TO THE RIGHT HAVING A CENTRAL ANGLE OF 41 DEGREES 19 MINUTES 11 SECONDS, A RADIUS OF 180.00 FEET AND AN ARC LENGTH OF 129.81 FEET TO A POINT OF REVERSE CURVATURE; THENCE ALONG THE ARC OF A CURVE TO THE LEFT HAVING A CENTRAL ANGLE OF 40 DEGREES 54 MINUTES 49 SECONDS, A RADIUS OF 15.00 FEET AND AN ARC LENGTH OF 10.71 FEET TO A POINT OF REVERSE CURVATURE; THENCE ALONG THE ARC OF A CURVE TO THE RIGHT HAVING A CENTRAL ANGLE OF 22 DEGREES 26 MINUTES 54 SECONDS, A RADIUS OF 75.00 FEET AND AN ARC LENGTH OF 29.38 FEET; THENCE NORTH 43 DEGREES 26 MINUTES 10 SECONDS EAST, A DISTANCE OF 9.39 FEET; THENCE SOUTH 86 DEGREES 06 MINUTES 08 SECONDS EAST, A DISTANCE OF 146.42 FEET; THENCE SOUTH 62 DEGREES 15 MINUTES 49 MINUTES EAST, A DISTANCE OF 179.30 FEET; 1 l Our Order No: FCC25065390-2 LEGAL DESCRIPTION THENCE SOUTH 00 DEGREES 58 MINUTES 09 SECONDS WEST, A DISTANCE OF 74.07 FEET TO A POINT ON A CURVE; THENCE ALONG THE ARC OF A NON-TANGENT CURVE TO THE RIGHT HAVING A CENTRAL ANGLE OF 70 DEGREES 03 MINUTES 07 SECONDS, A RADIUS OF 50.00 FEET, AN ARC LENGTH OF 61.13 FEET AND A CHORD WHICH BEARS SOUTH 42 DEGREES 46 MINUTES 06 SECONDS EAST; THENCE NORTH 82 DEGREES 15 MINUTES 28 SECONDS EAST, A DISTANCE OF 17.94 FEET; THENCE SOUTH 55 DEGREES 07 MINUTES 41 SECONDS EAST, A DISTANCE OF 105.93 FEET; THENCE SOUTH 35 DEGREES 56 MINUTES 12 SECONDS WEST, A DISTANCE OF 30.33 FEET; THENCE SOUTH 54 DEGREES 03 MINUTES 48 SECONDS EAST, A DISTANCE OF 296.00 FEET; THENCE SOUTH 36 DEGREES 53 MINUTES 22 SECONDS EAST, A DISTANCE OF 73.83 FEET; THENCE SOUTH 23 DEGREES 48 MINUTES 02 SECONDS EAST, A DISTANCE OF 319.26 FEET; THENCE SOUTH 66 DEGREES 11 MINUTES 58 SECONDS WEST, A DISTANCE OF 105.00 FEET; THENCE SOUTH 23 DEGREES 48 MINUTES 02 SECONDS EAST, A DISTANCE OF 143.29 FEET; THENCE NORTH 66 DEGREES 11 MINUTES 58 SECONDS EAST, A DISTANCE OF 110.00 FEET; THENCE SOUTH 87 DEGREES 33 MINUTES 38 SECONDS EAST, A DISTANCE OF 112.22 FEET; THENCE SOUTH 84 DEGREES 29 MINUTES 40 SECONDS EAST, A DISTANCE OF 92.25 FEET; THENCE SOUTH 75 DEGREES 45 MINUTES 47 SECONDS EAST, A DISTANCE OF 91.09 FEET; THENCE SOUTH 62 DEGREES 85 MINUTES 45 SECONDS EAST, A DISTANCE OF 91.19 FEET; THENCE SOUTH 48 DEGREES 07 MINUTES 13 SECONDS EAST, A DISTANCE OF 152.15 FEET; THENCE SOUTH 48 DEGREES 31 MINUTES 09 SECONDS EAST, A DISTANCE OF 70.00 FEET; THENCE SOUTH 51 DEGREES 43 MINUTES 47 SECONDS EAST, A DISTANCE OF 137.38 FEET; THENCE SOUTH 65 DEGREES 27 MINUTES 51 SECONDS EAST, A DISTANCE OF 136.10 FEET; THENCE SOUTH 75 DEGREES 16 MINUTES 56 SECONDS EAST, A DISTANCE OF 69.10 FEET; THENCE SOUTH 75 DEGREES 57 MINUTES 06 SECONDS EAST, A DISTANCE OF 280.00 FEET; THENCE SOUTH 69 DEGREES 51 MINUTES 25 SECONDS EAST, A DISTANCE OF 95.51 FEET; THENCE NORTH 60 DEGREES 34 MINUTES 02 SECONDS EAST, A DISTANCE OF 192.59 FEET; THENCE NORTH 80 DEGREES 47 MINUTES 09 SECONDS EAST, A DISTANCE OF 401.77 FEET; THENCE SOUTH 60 DEGREES 58 MINUTES 46 SECONDS EAST, A DISTANCE OF 304.38 FEET; Our Order No: FCC25065390-2 LEGAL DESCRIPTION THENCE SOUTH 35 DEGREES 09 MINUTES 15 SECONDS EAST, A DISTANCE OF 362.51 FEET; THENCE SOUTH 01 DEGREES 30 MINUTES 16 SECONDS EAST, A DISTANCE OF 388.59 FEET TO A POINT ON THE SOUTH LINE OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SAID SECTION 36; THENCE SOUTH 88 DEGREES 29 MINUTES 44 SECONDS WEST, ALONG THE SOUTH LINE OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SAID SECTION 36, A DISTANCE OF 877.94 FEET TO THE SOUTHWEST CORNER OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SAID SECTION 36; THENCE SOUTH 00 DEGREES 17 MINUTES 20 SECONDS EAST, ALONG THE EAST LINE OF THE NORTHWEST QUARTER OF THE SOUTHWEST QUARTER OF SAID SECTION 36, A DISTANCE OF 1335.11 FEET TO THE SOUTHEAST CORNER OF THE NORTHWEST QUARTER OF THE SOUTHWEST QUARTER OF SAID SECTION 36; THENCE SOUTH 88 DEGREES 21 MINUTES 56 SECONDS WEST, ALONG THE SOUTH LINE OF THE NORTHWEST QUARTER OF THE SOUTHWEST QUARTER OF SAID SECTION 36, A DISTANCE OF 1323.94 FEET TO THE NORTHEAST CORNER OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SAID SECTION 35; THENCE SOUTH 89 DEGREES 15 MINUTES 43 SECONDS WEST, ALONG THE NORTH LINE OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SAID SECTION 35, A DISTANCE OF 522.99 FEET TO THE NORTHEAST CORNER OF SUBDIVISION EXEMPTION NO. 741 AS RECORDED IN RECEPTION No. #2669206 IN THE RECORDS OF THE WELD COUNTY CLERK AND RECORDER; THENCE ALONG THE NORTHERLY BOUNDARY OF SAID SUBDIVISION EXEMPTION NO. 741 THE FOLLOWING TWO (2) COURSES; 1. THENCE SOUTH 72 DEGREES 40 MINUTES 05 SECONDS WEST, A DISTANCE OF 825.83 FEET; 2. THENCE SOUTH 66 DEGREES 34 MINUTES 28 SECONDS WEST, A DISTANCE OF 1420.78 FEET TO A POINT ON THE EAST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 35; THENCE NORTH 00 DEGREES 42 MINUTES 02 SECONDS WEST, ALONG THE EAST LINE OF THE SOUTHWEST QUARTER OF SECTION 35, A DISTANCE OF 21.71 FEET TO THE NORTHERLY LINE OF THAT PARCEL OF LAND DESCRIBED IN RECEPTION No. #2261418 IN THE RECORDS OF THE WELD COUNTY CLERK AND RECORDER; THENCE SOUTH 77 DEGREES 43 MINUTES 35 SECONDS WEST, ALONG THE NORTHERLY LINE OF SAID PARCEL OF LAND, A DISTANCE OF 2395.38 FEET TO THE EASTERLY RIGHT OF WAY LINE OF HIGHWAY 25 AS DESCRIBED IN RECEPTION No. #3019961 IN THE RECORDS OF THE WELD COUNTY CLERK AND RECORDER; THENCE ALONG THE EASTERLY RIGHT OF WAY LINE OF SAID HIGHWAY 25 THE FOLLOWING SEVEN (7) COURSES; 1. THENCE NORTH 00 DEGREES 01 MINUTES 11 SECONDS WEST, A DISTANCE OF 119.70 FEET; 2. THENCE SOUTH 89 DEGREES 58 MINUTES 49 SECONDS WEST, A DISTANCE OF 114.82 FEET; 3. THENCE NORTH 00 DEGREES 01 MINUTES 11 SECONDS WEST, A DISTANCE OF 186.21 FEET TO A POINT OF CURVATURE; 4. THENCE ALONG THE ARC OF A CURVE TO THE LEFT HAVING A CENTRAL ANGLE OF 06 DEGREES 12 MINUTES 52 SECONDS, A RADIUS OF 3379.26 FEET AND AN ARC LENGTH OF 366.52 FEET; 5. THENCE NORTH 06 DEGREES 14 MINUTES 03 SECONDS WEST, A DISTANCE OF 601.98 Our Order No: FCC25065390-2 LEGAL DESCRIPTION FEET TO A POINT OF CURVATURE; 6. THENCE ALONG THE ARC OF A CURVE TO THE RIGHT HAVING A CENTRAL ANGLE OF 05 DEGREES 11 MINUTES 20 SECONDS, A RADIUS OF 3182.41 FEET AND AN ARC LENGTH OF 288.21 FEET; 7. THENCE NORTH 01 DEGREES 04 MINUTES 25 SECONDS WEST, A DISTANCE OF 463.45 FEET; THENCE SOUTH 88 DEGREES 45 MINUTES 13 SECONDS EAST, A DISTANCE OF 82.35 FEET; THENCE NORTH 00 DEGREES 11 MINUTES 21 SECONDS WEST, A DISTANCE OF 379.15 FEET; THENCE NORTH 88 DEGREES 08 MINUTES 57 SECONDS EAST, A DISTANCE OF 185.82 FEET; THENCE NORTH 00 FEBRUARY 57 MINUTES 37 SECONDS WEST, A DISTANCE OF 172.01 FEET; THENCE NORTH 82 DEGREES 52 MINUTES 03 SECONDS EAST, A DISTANCE OF 590.67 FEET; THENCE NORTH 04 DEGREES 18 MINUTES 10 SECONDS WEST, A DISTANCE OF 264.11 FEET; THENCE NORTH 89 DEGREES 31 MINUTES 37 SECONDS EAST, A DISTANCE OF 1708.18 FEET TO A POINT ON THE WEST LINE OF THE NORTHEAST QUARTER OF SAID SECTION 35; THENCE NORTH 00 DEGREES 42 MINUTES 02 SECONDS WEST, ALONG THE WEST LINE OF THE NORTHEAST QUARTER OF SAID SECTION 35, A DISTANCE OF 2357.64 FEET TO THE POINT OF BEGINNING; COUNTY OF WELD, STATE OF COLORADO. ALTA COMMITMENT Schedule B-1 (Requirements) Our Order No. FCC25065390-2 The following are the requirements to be complied with: Payment to or for the account of the grantors or mortgagors of the full consideration for the estate or interest to be insured. Proper instrument(s) creating the estate or interest to be insured must be executed and duly filed for record, to-wit: This product is for informational purposes only and does not constitute any form of title guarantee nor insurance. The liability of the company shall not exceed the charge paid by the applicant for this product, nor shall the company be held liable to any party other than the applicant for this product. THIS COMMITMENT IS FOR INFORMATION ONLY, AND NO POLICY WILL BE ISSUED PURSUANT HERETO. 1. CORRECTION DEED FROM ROBERT L. SIEGRIST AND WINIFRED 1. SIEGRIST CONSTRUCTION LEASING INVESTMENT COMPANY, A PARTNERSHIP, SIEGRIST CONSTRUCTION CO., A COLORADO CORPORATION AND MICHAEL U. SIEGRIST AND MICHELLE L. SANDOVAL TO CARMA BAYSHORE, LLC, A COLORADO LIMITED LIABILITY COMPANY CONVEYING THE SUBJECT PROPERTY. NOTE: THIS REQUIREMENT IS NECESSARY TO CORRECT LEGAL DESCRIPTION IN DEED RECORDED IANUARY 12, 2006 AT RECEPTION NO. 3354313 IN WHICH BEGINNING BEARINGS HAD AN INCORRECT QUARTER SECTION REFERANCE. ALTA COMMITMENT Schedule B-2 (Exceptions) Our Order No. FCC25065390-2 The policy or policies to be issued will contain exceptions to the following unless the same are disposed of to the satisfaction of the Company: 1. Rights or claims of parties in possession not shown by the public records. 2. Easements, or claims of easements, not shown by the public records. 3. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, and any facts which a correct survey and inspection of the premises would disclose and which are not shown by the public records. 4. Any lien, or right to a lien, for services, labor or material theretofore or hereafter furnished, imposed by law and not shown by the public records. 5. Defects, liens, encumbrances, adverse claims or other matters, if any, created, first appearing in the public records or attaching subsequent to the effective date hereof but prior to the date the proposed insured acquires of record for value the estate or interest or mortgage thereon covered by this Commitment. 6. Taxes and assessments not yet due or payable and special assessments not yet certified to the Treasurer's office. 7. Any unpaid taxes or assessments against said land. 8. Liens for unpaid water and sewer charges, if any. 9. RIGHT OF WAY FOR ST VRAIN CREEK AS ESTABLISHED AND/OR USED. 10. ANY INCREASE OR DECREASE IN THE AREA OF THE LAND AND ANY ADVERSE CLAIM TO ANY PORTION OF THE LAND WHICH HAS BEEN CREATED BY OR CAUSED BY ACCRETION OR RELICTION, WHETHER NATURAL OR ARTIFICIAL; AND THE EFFECT OF THE GAIN OR LOSS OF AREA BY ACCRETION OR RELICTION UPON THE MARKETABILITY OF THE TITLE OF THE LAND. 11. RIGHT OF WAY FOR FARMERS NO. 3 RESERVOIR AS EVIDENCED BY MAP FILED JUNE 1, 1910 AT FILING NO. 156140. 12. RIGHT OF WAY FOR COUNTY ROADS 30 FEET ON EITHER SIDE OF SECTION AND TOWNSHIP LINES, AS ESTABLISHED BY THE BOARD OF COUNTY COMMISSIONERS FOR WELD COUNTY, RECORDED OCTOBER 14, 1889 IN BOOK 86 AT PAGE 273. 13. RESERVATIONS MADE BY UNION PACIFIC RAILWAY COMPANY, IN DEED RECORDED OCTOBER 08, 1891, IN BOOK 106 AT PAGE 45, PROVIDING SUBSTANTIALLY AS FOLLOWS: RESERVING UNTO SAID COMPANY AND ITS ASSIGNS ALL COAL THAT MAY BE FOUND UNDERNEATH THE SURFACE OF LAND HEREIN DESCRIBED AND THE EXCLUSIVE RIGHT TO PROSPECT AND MINE FOR SAME, ALSO SUCH RIGHT OF WAY AND OTHER ALTA COMMITMENT Schedule B-2 (Exceptions) Our Order No. FCC25065390-2 The policy or policies to be issued will contain exceptions to the following unless the same are disposed of to the satisfaction of the Company: GROUNDS AS MAY APPEAR NECESSARY FOR PROPER WORKING OF ANY COAL MINE THAT MAY BE DEVELOPED UPON SAID PREMISES AND FOR TRANSPORTATION OF COAL FROM SAME. 14. RIGHT OF WAY FOR HAY SEED DITCH AS EVIDENCED BY INSTRUMENT RECORDED FEBRUARY 9, 1900 IN BOOK 178 AT PAGE 189. 15. RIGHT OF WAY TO LAY , MAINTAIN, INSPECT OPERATE AND REPAIR A PIPE LINE AS CONTAINED IN INSTURMENT RECORDED AUGUST 17, 1950 IN BOOK 1277 AT PAGE 359. 16. UNDIVIDED ONE-HALF INTEREST IN AND TO ALL OIL, GAS AND OTHER MINERALS AS RESERVED IN DEED, RECORDED FEBRUARY 11, 1955, IN BOOK 1411 AT PAGE 402, AND ANY AND ALL ASSIGNMENTS THEREOF OR INTERESTS THEREIN. 17. OIL AND GAS LEASE RECORDED JUNE 25, 1970 UNDER RECEPTION NO. 1549961 AND ANY AND ALL ASSIGNMENTS THEREOF, OR INTEREST THEREIN. NOTE: EXTENSION OF THE ABOVE LEASE AS CLAIMED BY AFFIDAVIT OF PRODUCTION WAS RECORDED NOVEMBER 04, 1975 UNDER RECEPTION NO. 1673754. 18. OIL AND GAS LEASE RECORDED SEPTEMBER 25, 1970 UNDER RECEPTION NO. 1555147 AND ANY AND ALL ASSIGNMENTS THEREOF, OR INTEREST THEREIN. NOTE: EXTENSION OF THE ABOVE LEASE AS CLAIMED BY AFFIDAVIT OF PRODUCTION WAS RECORDED FEBRUARY 26, 2001 UNDER RECEPTION NO. 2827994. 19. ALL OIL, GAS, MINERALS AND OTHER MINERAL RIGHTS AS RESERVED IN INSTRUMENT RECORDED DECEMBER 29, 1977, UNDER RECEPTION NO. 1739993. 20. TERMS, CONDITIONS AND PROVISIONS OF MEMORANDUM OF AGREEMENT RECORDED OCTOBER 26, 1979 AT RECEPTION NO. 1807435. 21. RIGHT OF WAY EASEMENT AS GRANTED TO UNION RURAL ELECTRIC ASSOSSICATION INC IN INSTRUMENT RECORDED MAY 27, 1980, UNDER RECEPTION NO. 1825837. ALTA COMMITMENT Schedule B-2 (Exceptions) Our Order No. FCC25065390-2 The policy or policies to be issued will contain exceptions to the following unless the same are disposed of to the satisfaction of the Company: 22. TERMS, CONDITIONS, AND COVENANTS, CONDITIONS AND RESTRICTIONS OF DEED RECORDED FEBRUARY 11, 1981 AT RECEPTION NO. 1849408. 23. TERMS, CONDITIONS AND PROVISIONS OF AGREEMENT RECORDED FEBRUARY 11, 1981 AT RECEPTION NO. 1849409. 24. TERMS, CONDITIONS AND PROVISIONS OF AS CONTAINED ON MAP RECORDED FEBRUARY 10, 1981 AT RECEPTION NO. 1849334. 25. RIGHT OF WAY EASEMENT AS GRANTED TO UNION RURAL ELECTRIC ASSOCIATION IN INSTRUMENT RECORDED DECEMBER 23, 1981, UNDER RECEPTION NO. 1877947. 26. TERMS, CONDITIONS AND PROVISIONS OF SPECIAL USE PERMIT RECORDED MAY 27, 1982 AT RECEPTION NO. 1893052. 27. ALL OIL, GAS, MINERALS AND OTHER MINERAL RIGHTS AS RESERVED IN INSTRUMENT RECORDED DECEMBER 27, 1983, UNDER RECEPTION NO. 1951081. 28. ALL OIL, GAS, MINERALS AND OTHER MINERAL RIGHTS AS RESERVED IN INSTRUMENT RECORDED AUGUST 24, 1984, UNDER RECEPTION NO. 1979661. 29. TERMS, CONDITIONS AND PROVISIONS OF EASEMENT AND RIGHT OF WAY AGREEMENTS RECORDED JANUARY 17, 1996 AT RECEPTION NO. 2472235, 2472236, AND 2472237. 30. TERMS, CONDITIONS AND PROVISIONS OF EASEMENT AND RIGHT OF WAY AGREEMENTS RECORDED MARCH 11, 1996 AT RECEPTION NO. 2480304 AND 2480305. 31. TERMS, CONDITIONS AND PROVISIONS OF EASEMENT AND RIGHT OF WAY AGREEMENT RECORDED MARCH 26, 1996 AT RECEPTION NO. 2482497. 32. RIGHT OF WAY EASEMENT AS GRANTED TO K N GAS GATHERING, INC. IN INSTRUMENT RECORDED OCTOBER 09, 1997, UNDER RECEPTION NO. 2573471. ALTA COMMITMENT Schedule B-2 (Exceptions) Our Order No. FCC25065390-2 The policy or policies to be issued will contain exceptions to the following unless the same are disposed of to the satisfaction of the Company: 33. TERMS, CONDITIONS AND PROVISIONS OF AGREEMENT RECORDED OCTOBER 09, 1997 AT RECEPTION NO. 2573333. 34. MATTERS AS SHOWN IN BOUNDARY SURVEY RECORDED NOVEMBER 15, 1999 AT RECEPTION NO. 2732653 35. TERMS, CONDITIONS AND PROVISIONS OF NOTICE OF OIL AND GAS INTERESTS AND SURFACE USE RECORDED DECEMBER 07, 2000 AT RECEPTION NO. 2811909. 36. TERMS, CONDITIONS AND PROVISIONS OF NOTICE OF OIL AND GAS INTERESTS AND SURVACE USE RECORDED DECEMBER 12, 2000 AT RECEPTION NO. 2812809 AND 2812810. 37. TERMS, CONDITIONS AND PROVISIONS OF SUBSTITUTE WATER SUPPLY PLAN RECORDED JUNE 18, 2001 AT RECEPTION NO. 2858352. 38. TERMS, CONDITIONS AND PROVISIONS OF REQUEST FOR NOTIFICATION RECORDED OCTOBER 15, 2001 AT RECEPTION NO. 2891987 AND 2891988. 39. REQUEST FOR NOTIFICATION OF SURFACE DEVELOPMENT AS EVIDENCED BY INSTRUMENT RECORDED MAY 28, 2002 UNDER RECEPTION NO. 2954748. 40. TERMS, CONDITIONS AND PROVISIONS OF RIVERDANCE PUD ZONE CHANGE RECORDED DECEMBER 02, 2002 AT RECEPTION NO. 3010132. 41. TERMS, CONDITIONS AND PROVISIONS OF RULE AND ORDER RECORDED DECEMBER 31, 2002 AT RECEPTION NO. 3019961. 42. TERMS, CONDITIONS AND PROVISIONS OF NORTH LINE EXTENSION PARTICIPATION AND REIMBURSEMENT AGREEMENT RECORDED MARCH 14, 2003 AT RECEPTION NO. 3042278. 43. UNDIVIDED ONE-HALF INTEREST IN AND TO ALL OIL, GAS AND OTHER MINERALS AS RESERVED IN DEED, RECORDED JANUARY 08, 2004, UNDER RECEPTION NO. 3142765, AND ANY AND ALL ASSIGNMENTS THEREOF OR INTERESTS THEREIN. • ALTA COMMITMENT Schedule B-2 (Exceptions) Our Order No. FCC25065390-2 The policy or policies to be issued will contain exceptions to the following unless the same are disposed of to the satisfaction of the Company: 44. TERMS, CONDITIONS AND PROVISIONS OF NORTH LINE EXTENSION PARTICIPATION AND REIMBURSEMENT AGREEMENT RECORDED MARCH 08, 2004 AT RECEPTION NO. 3159863. 45. TERMS, CONDITIONS AND PROVISIONS OF NON-EXCLUSIVE UTILITY EASEMENT AGREEMENT RECORDED MARCH 08, 2004 AT RECEPTION NO. 3159864. 46. TERMS, CONDITIONS AND PROVISIONS OF NON-EXCLUSIVE UTILITY EASEMENT AGREEMENT RECORDED JANUARY 25, 2006 AT RECEPTION NO. 3357799. 47. ANY TAX, LIEN, FEE, OR ASSESSMENT BY REASON OF INCLUSION OF SUBJECT PROPERTY IN THE NORTHERN COLORADO WATER CONSERVANCY DISTRICT, AS EVIDENCED BY INSTRUMENT RECORDED APRIL 21, 2006, UNDER RECEPTION NO. 3381394. 48. TERMS, CONDITIONS AND PROVISIONS OF REQUEST FOR NOTIFICATION OF SURFACE DEVELOPMENT RECORDED APRIL 21, 2006 AT RECEPTION NO. 3381184. (ITEMS 9 THRU 48 AFFECT SECTION 35) 49. RIGHT OF WAY FOR COUNTY ROADS 30 FEET ON EITHER SIDE OF SECTION AND TOWNSHIP LINES, AS ESTABLISHED BY THE BOARD OF COUNTY COMMISSIONERS FOR WELD COUNTY, RECORDED OCTOBER 14, 1889 IN BOOK 86 AT PAGE 273. 50. INLET DITCH FARMERS NO. 2 RESERVOIR, AND ANY AND ALL RIGHTS OF WAY THEREFORE, AS EVIDENCED BY MAP AND STATEMENT FILED JUNE 16, 1910 AT RECEPTION NO. 156670, IN WHICH SPECIFIC LOCATION IS NOT DEFINED. 51. RIGHT OF WAY FOR HAY SEED DITCH AS EVIDENCED BY INSTRUMENT RECORDED FEBRUARY 9, 1900 IN BOOK 178 AT PAGE 189. 52. ALL RIGHTS TO ANY AND ALL MINERALS, ORES, AND METALS OF EVERY KIND AND CHARACTER AND ALL COAL, ASPHALTUM, OIL AND OTHER LIKE SUBSTANCES IN OR UNDER SAID LAND AND THE RIGHT OF INGRESS AND EGRESS FOR THE PURPOSE OF MINING TOGETHER WITH ENOUGH OF THE SURFACE OF SAME AS MAY BE NECESSARY FOR THE PROPER AND CONVENIENT WORKING OF SUCH MINERALS AND SUBSTANCES AS RESERVED IN PATENT RECORDED NOVEMBER 01, 1920 IN BOOK 677 AT PAGE 207. ALTA COMMITMENT Schedule B-2 (Exceptions) Our Order No. FCC25065390-2 The policy or policies to be issued will contain exceptions to the following unless the same are disposed of to the satisfaction of the Company: 53. RIGHT OF WAY EASEMENT AS GRANTED TO THE BOARD OF COUNTY COMMISSIONERS, WELD COUNTY IN INSTRUMENT RECORDED MARCH 17, 1909, IN BOOK 296 AT PAGE 149. 54. UNRECORDED OIL AND GAS LEASE BETWEEN STATE OF COLORADO AND GEN OIL INC., AND ANY AND ALL ASSIGNMENTS THEREOF, OR INTEREST THEREIN. NOTE: TERMS, CONDITIONS AND PROVISIONS OF POOLING AGREEMENT RECORDED JUNE 1, 1973 AT RECEPTION NO. 1614444. NOTE: TERMS, CONDITIONS AND PROVISIONS OF AFFIDAVIT OF EXTENSION OF LEASE TERM BY PRODUCTION RECORDED OCTOBER 10, 1974 AT RECEPTION NO. 1646466. 55. OIL AND GAS LEASE RECORDED SEPTEMBER 25, 1970 UNDER RECEPTION NO. 1555147 AND ANY AND ALL ASSIGNMENTS THEREOF, OR INTEREST THEREIN. NOTE: EXTENSION OF THE ABOVE LEASE AS CLAIMED BY AFFIDAVIT OF PRODUCTION WAS RECORDED OCTOBER 10, 1974 UNDER RECEPTION NO. 1646467. NOTE: EXTENSION OF THE ABOVE LEASE AS CLAIMED BY AFFIDAVIT OF PRODUCTION WAS RECORDED FEBRUARY 21, 2001 UNDER RECEPTION NO. 2827994. 56. RIGHT OF WAY EASEMENT AS GRANTED TO PANHANDLE EASTERN PIPELINE COMPANY IN INSTRUMENT RECORDED MAY 21, 1975, UNDER RECEPTION NO. 1660904. 57. ALL OIL, GAS, MINERALS AND OTHER MINERAL RIGHTS AS RESERVED IN INSTRUMENT RECORDED DECEMBER 29, 1977, UNDER RECEPTION NO. 1739993. 58. TERMS, CONDITIONS AND PROVISIONS OF AS CONTAINED ON MAP RECORDED FEBRUARY 10, 1981 AT RECEPTION NO. 1849334. 59. TERMS, CONDITIONS AND PROVISIONS OF INCLUSION AGREEMENT RECORDED MAY 09, 1990 AT RECEPTION NO. 2213261. • ALTA COMMITMENT Schedule B-2 (Exceptions) Our Order No. FCC25065390-2 The policy or policies to be issued will contain exceptions to the following unless the same are disposed of to the satisfaction of the Company: 60. TERMS, CONDITIONS AND PROVISIONS OF GRANT OF PERMANENT EASEMENT RECORDED APRIL 23, 1993 AT RECEPTION NO. 2330175. 61. RIGHT OF WAY EASEMENT AS GRANTED TO K N GAS GATHERING, INC IN INSTRUMENT RECORDED OCTOBER 09, 1997, UNDER RECEPTION NO. 2573472. 62. TERMS, CONDITIONS AND PROVISIONS OF NON-EXCLUSIVE UTILITY EASEMENT AGREEMENT RECORDED MARCH 29, 2001 AT RECEPTION NO. 2836232. 63. TERMS, CONDITIONS AND PROVISIONS OF RESOLUTION RECORDED OCTOBER 09, 2000 AT RECEPTION NO. 2798903. 64. TERMS, CONDITIONS AND PROVISIONS OF ORDINANCE NO. #147-Q RECORDED OCTOBER 31, 2000 AT RECEPTION NO. 2803771. 65. TERMS, CONDITIONS AND PROVISIONS OF ORDINANCE NO. #191-E RECORDED NOVEMBER 07, 2000 AT RECEPTION NO. 2805193. 66. TERMS, CONDITIONS AND PROVISIONS OF REQUEST FOR NOTIFICATION RECORDED NOVEMBER 06, 2001 AT RECEPTION NO. 2898341. 67. TERMS, CONDITIONS AND PROVISIONS OF NOTICE OF EASEMENT AGREEMENT RECORDED APRIL 04, 2002 AT RECEPTION NO. 2939929. 68. EASEMENTS, CONDITIONS, COVENANTS, RESTRICTIONS, RESERVATIONS AND NOTES ON THE RECORDED EXEMPTION PLATS OF RE-1140 RC FEBRUARY 14. 1989 AT RECEPTION NO. 2170733 AND AMENDED PLAT RECORDED 10 22, 1992 AT RECEPTION NO. 2307900. 69. ANY TAX, LIEN, FEE, OR ASSESSMENT BY REASON OF INCLUSION OF SUBJECT PROPERTY IN THE NORTHERN COLORADO WATER CONSERVANCY DISTRICT, AS EVIDENCED BY INSTRUMENT RECORDED APRIL 21, 2006, UNDER RECEPTION NO. 3381394. 70. TERMS, CONDITIONS AND PROVISIONS OF REQUEST FOR NOTIFICATION OF SURFACE • ALTA COMMITMENT Schedule B-2 (Exceptions) Our Order No. FCC25065390-2 The policy or policies to be issued will contain exceptions to the following unless the same are disposed of to the satisfaction of the Company: DEVELOPMENT RECORDED APRIL 21, 2006 AT RECEPTION NO. 3381185. (ITEMS 49 THRU 70 AFFECT SECTION 36) NOTE: THE FOLLOWING NOTICES PURSUANT TO CRS 9-1.5-103 CONCERNING UNDERGROUND FACILITIES HAVE BEEN FILED WITH THE CLERK AND RECORDER. THESE STATEMENTS ARE GENERAL AND DO NOT NECESSARILY GIVE NOTICE OF UNDERGROUND FACILITIES WITHIN THE SUBJECT PROPERTY: (A) MOUNTAIN BELL TELEPHONE COMPANY, RECORDED OCTOBER 1, 1981 IN BOOK 949 AT RECEPTION NO. 1870705. (B) ASSOCIATED NATURAL GAS, INC., RECORDED JULY 20, 1984 IN BOOK 1037 AT RECEPTION NO. 1974810 AND RECORDED OCTOBER 1, 1984 IN BOOK 1045 AT RECEPTION NO. 1983584 AND RECORDED MARCH 3, 1988 IN BOOK 1187 AT RECEPTION NO. 2132709 AND RECORDED APRIL 10, 1989 IN BOOK 1229 AT RECEPTION NO. 2175917. (C) PANHANDLE EASTERN PIPE LINE COMPANY, RECORDED OCTOBER 1, 1981 IN BOOK 949 AT RECEPTION NO. 1870756 AND RECORDED JUNE 26, 1986 IN BOOK 1117 AT RECEPTION NO. 2058722. (D) COLORADO INTERSTATE GAS COMPANY, RECORDED AUGUST 31, 1984 IN BOOK 1041 AT RECEPTION NO. 1979784. (E) WESTERN GAS SUPPLY COMPANY, RECORDED APRIL 2, 1985 IN BOOK 1063 AT RECEPTION NO. 2004300. (F) ST. VRAIN SANITATION DISTRICT, RECORDED DECEMBER 14, 1988 AT RECEPTION NO. 2164975. (G) UNITED POWER, INC., RECORDED JANUARY 24, 1991 AT RECEPTION NO. 2239296. LAND TITLE GUARANTEE COMPANY and MERIDIAN LAND TITLE, LLC DISCLOSURE STATEMENTS Note: Pursuant to CRS 10-11-122, notice is hereby given that: A) The subject real property may be located in a special taxing district. B) A Certificate of Taxes Due listing each taxing jurisdiction may be obtained from the County Treasurer's authorized agent. C) The information regarding special districts and the boundaries of such districts may be obtained from the Board of County Commissioners, the County Clerk and Recorder, or the County Assessor. Note: Effective September 1, 1997, CRS 30-10-406 requires that all documents received for recording or filing in the clerk and recorder's office shall contain a top margin of at least one inch and a left, right and bottom margin of at least one half of an inch. The clerk and recorder may refuse to record or file any document that does not conform, except that, the requirement for the top margin shall not apply to documents using forms on which space is provided for recording or filing information at the top margin of the document. Note: Colorado Division of Insurance Regulations 3-5-1, Paragraph C of Article VII requires that "Every title entity shall be responsible for all matters which appear of record prior to the time of recording whenever the title entity conducts the closing and is responsible for recording or filing of legal documents resulting from the transaction which was closed". Provided that Land Title Guarantee Company conducts the closing of the insured transaction and is responsible for recording the legal documents from the transaction, exception number 5 will not appear on the Owner's Title Policy and the Lenders Policy when issued. Note: Affirmative mechanic's lien protection for the Owner may be available (typically by deletion of Exception no. 4 of Schedule B, Section 2 of the Commitment from the Owner's Policy to be issued) upon compliance with the following conditions: A) The land described in Schedule A of this commitment must be a single family residence which includes a condominium or townhouse unit. B) No labor or materials have been furnished by mechanics or material-men for purposes of construction on the land described in Schedule A of this Commitment within the past 6 months. C) The Company must receive an appropriate affidavit indemnifying the Company against un-filed mechanic's and material-men's liens. D) The Company must receive payment of the appropriate premium. E) If there has been construction, improvements or major repairs undertaken on the property to be purchased within six months prior to the Date of the Commitment, the requirements to obtain coverage for unrecorded liens will include: disclosure of certain construction information; financial information as to the seller, the builder and or the contractor; payment of the appropriate premium fully executed Indemnity Agreements satisfactory to the company, and, any additional requirements as may be necessary after an examination of the aforesaid information by the Company. No coverage will be given under any circumstances for labor or material for which the insured has contracted for or agreed to pay. Note: Pursuant to CRS 10-11-123, notice is hereby given: This notice applies to owner's policy commitments containing a mineral severance instrument exception, or exceptions, in Schedule B, Section 2. A) That there is recorded evidence that a mineral estate has been severed, leased, or otherwise conveyed from the surface estate and that there is a substantial likelihood that a third party holds some or all interest in oil, gas, other minerals, or geothermal energy in the property; and B) That such mineral estate may include the right to enter and use the property without the surface owner's permission. Nothing herein contained will be deemed to obligate the company to provide any of the coverages referred to herein unless the above conditions are fully satisfied. Form DISCLOSURE 09/01/02 , JOINT NOTICE OF PRIVACY POLICY OF LAND TITLE GUARANTEE COMPANY, MERIDIAN LAND TITLE, LLC, LAND TITLE INSURANCE CORPORATION AND OLD REPUBIC NATIONAL TITLE INSURANCE COMPANY This Statement is provided to you as a customer of Land Title Guarantee Company and Meridian Land Title, LLC, as agents for Land Title Insurance Corporation and Old Republic National Title Insurance Company. We want you to know that we recognize and respect your privacy expectations and the requirements of federal and state privacy laws. Information security is one of our highest priorities. We recognize that maintaining your trust and confidence is the bedrock of our business. We maintain and regularly review internal and external safeguards against unauthorized access to non-public personal information ("Personal Information"). In the course of our business, we may collect Personal Information about you from: * applications or other forms we receive from you, including communications sent through TMX, our web-based transaction management system; * your transactions with, or from the services being performed by, us, our affiliates, or others; * a consumer reporting agency, if such information is provided to us in connection with your transaction; and * the public records maintained by governmental entities that we either obtain directly from those entities, or from our affiliates and non-affiliates. Our policies regarding the protection of the confidentiality and security of your Personal Information are as follows: * We restrict access to all Personal Information about you to those employees who need to know that information in order to provide products and services to you. * We maintain physical, electronic and procedural safeguards that comply with federal standards to protect your Personal Information from unauthorized access or intrusion. * Employees who violate our strict policies and procedures regarding privacy are subject to disciplinary action. * We regularly access security standards and procedures to protect against unauthorized access to Personal Information. WE DO NOT DISCLOSE ANY PERSONAL INFORMATION ABOUT YOU WITH ANYONE FOR ANY PURPOSE THAT IS NOT PERMITTED BY LAW. Consistent with applicable privacy laws, there are some situations in which Personal Information may be disclosed. We may disclose your Personal Information when you direct or give us permission; when we are required by law to do so, for example, if we are served a subpoena; or when we suspect fraudulent or criminal activities. We also may disclose your Personal Information when otherwise permitted by applicable privacy laws such as, for example, when disclosure is needed to enforce our rights arising out of any agreement, transaction or relationship with you. Our policy regarding dispute resolution is as follows. Any controversy or claim arising out of or relating to our privacy policy, or the breach thereof, shall be settled by arbitration in accordance with the rules of the American Arbitration Association, and judgment upon the award rendered by the arbitrator(s) may be entered in any court having jurisdiction thereof. Form PRIV POL.ORT • • Weld County Planning Department SOUTHWEST BUILDING JUN 2 9 2006 virtte, MEMORANDUM RECEIVED TO: Kim Ogle, Planning Depa . e- ' DATE: 23-June-2006 W� ' FROM: Peter Schei, P.E.,Pu'(, • Department Ci SUBJECT: PF-1078 St. Vrain La's UD- Filing 1 (Final Plan) COLORADO Weld County Public Works Department has reviewed grading plan materials and has the following development referral comments. Comments ❑ The following application materials for final plan were submitted to our office for review to check if all items required for the application were submitted: o A final plat for Filing 1 o A set of construction drawings for Filing 1 o A set of construction drawings for CR 9.5 o A final drainage/stormwater report for Filing 1 U The following items were missing to complete an application for final plan for Public Works: o Copy of the recorded Change of Zone plat. o Copy of the on-site Improvements Agreement;including construction schedule. o Copy of the Traffic Impact Study;including roadway cross-sections; Including CDOT access permit(s)(if applicable). o Copy of the off-site Improvements Agreement;including Municipal agreements(if applicable). o Copy of the Geotechnical Report. o Copy of the Flood Hazard Review(if applicable). o Copy of the Geological Hazard Review(if applicable). Recommendation o Public Works recommends the applicant submit the required materials noted above for the final plan application. Any issues shall be resolved with Public Works prior to recording of any final plat.. •PCPF-1078 St.Vrain Lakes PUD-Filing I(Final Plan) Email&Original:Planner:Kim Ogle PC by Post: Applicant:Tyler Packard wl Carma Colorado PC by Post: Engineer:Fred Tafoya,111,P.E.,Carroll&Lange,Inc. Page 1 of 1 .-- P1 Kim Ogle From: David Bauer Sent: Thursday, August 17, 2006 4:15 PM To: Frank Hempen; Perry Eisenach; Peter Schei; Drew Scheltinga; Donald Carroll; Jesse Hein; Brian Varrella; Brad Mueller; Kim Ogle Subject: St. Vrain Lakes/Carma CLOMR application FYI today I received a copy of a 8/15/06 letter from FEMA to Fred Tafoya (Carroll & Lange) informing them that FEMA has determined that the application materials submitted by Carma/Carrol & Lange is incomplete. FEMA has requested additional information before FEMA will proceed with review of the CLOMR application. The requested additional materials and information include revisions to their computer models, additional topographic information, and questions some of the assumptions used in the computer model. It is likely that assembly of the requested information and new computer modeling and redrafting of associated displays by Carroll & Lange will take at least one to 2 weeks. Upon receipt of the revised models and maps, FEMA would resume its review of the CLOMR request. It seems likely that FEMA's approval of Carma/Carrol & Lange's application will be delayed past September, 2006. As there is a tie between gaining FEMA's approval of the CLOMR and approval of the revisions to the Siegrist St. Vrain gravel pit reclamation plans with the Colorado Division of Minerals and Geology, I suggest planning our schedules, agendas, and hearings accordingly. David Bauer, P.E. Weld County Public Works 1111 H Street Greeley, CO 80632-0758 (970) 304-6496 08-21-2006 REVISED TRAFFIC IMPACT ANALYSIS ST. VRAIN LAKES WELD COUNTY, COLORADO TRANSPORTATION CONSULTANTS, INC. dirwnig ii "62.X0()-o ntz, /02-le O1O PL /1/5" LSC TRANSPORTATION CONSULTANTS, INC. 1889 York Street Denver, CO 80206 (303)333-1105 FAX(303)333-1107 E-mail: Isc@Iscdenver.com Web Site: http://www.lscdenver.com TRANSPORTATION CONSULTANTS, INC. December 30, 2005 Mr. Tyler Packard Carma Colorado, Inc. 9110 E. Nichols Ave. Englewood, CO 80112 Re: St. Vrain Lakes Weld County, CO (LSC #040840) Dear Mr. Packard: At your request, we have provided the following responses to comments provided by Weld • County, dated November 28, 2005, regarding the proposed St. Vrain Lakes development to be located east of I-25 and south of SH 66 in Weld County, Colorado. Technical comments pertaining to the traffic study: • Assumptions made for internal trip-making all seem reasonable. • Land uses analyzed in the study are 3,308 single-family homes, 1,823 town home units (including multi-family residential), three schools, a 300,000 square foot municipal center, 40,000 square feet of recreation club, and 435,000 square feet of shopping center. - This is consistent with the numbers provided in the development plan drawings titled: Detailed Change of Zone Plan for St. Vrain Lakes PUD dated August 2005, by DTJ Design, Inc. • The LSC traffic study identifies three phases. Phase One is approximately the western half south of WCR 28 (year 2011). Phase Two is approximately the eastern half south of WCR 28 (year 2014). Phase Three is all other development north of WCR 28 (year 2025). - This is not consistent with the plan drawings titled: Detailed Change of Zone Plan for St. Vrain Lakes PUD dated August 2005, by DTJ Design, Inc. DTJ drawings propose four phases to the development. There must be consistency between the traffic impact analysis and the proposed development (including plan drawings); especially traffic thresholds and phasing. • Response: The revised traffic study speaks to four phases as requested. • The traffic numbers shown in the LSC report compare reasonably well with the I- 25/ SH 66 EA re-evaluation Felsburg Holt av Ullevig prepared (for SH 66 east of I-25). • Mr. Tyler Packard Page 2 December 30, 2005 - However, The St. Vrain Lakes Traffic study does not recognize WCR 9.5 north of SH 66. This is one of the County's strategic roadways and the north leg of the SH 66/WCR 9.5 intersection should be incorporated into the LOS analysis and into the site-generated and total traffic figures. Response: The revised traffic study shows traffic on the north leg of WCR 9.5 north of SH 66 and this is reflected in the analysis as requested. • Year 2025 site-generated traffic (Figure 14) does not reflect the full trip generation estimates from Table 1. Somehow, 13% of the Table 1 trip estimates were not assigned to the network. Response:This was an error in our trip assignment procedure which has been corrected in the revised traffic study as requested. • The trip distribution does not reflect WCR 9.5 north of SH 66; this road currently exists and will be extended further north in the future as one of the County's Strategic Roadways. Response: The revised traffic study shows five percent routed to/from the north on WCR 9.5. • Similarly, the distribution of traffic to/from the north via WCR 13 may be low (only • 2 % in the report). WCR 13 is also a planned Strategic Roadway with continuity planned as far north as SH 14. A greater portion of the site traffic is likely to utilize this roadway. Response: The revised traffic study shows five percent routed to/from the north on WCR 13. • Trip distribution using WCR 28 under I-25 varies by planning horizon year. It drops between 2011 and 2014 and then increases to 2025. - The report does not indicate the specific reason for this change. Response: The revised traffic study contains an explanation as to why the distribution using WCR 28 under 1-25 varies by planning horizon year as requested. • Background traffic developed for this study appears to be reasonable, other than WCR 9.5 north of SH 66. • The LOS analysis of the SH 66/I-25 Frontage Road intersection does not account for this signal serving six legs; the ramp approaches were not included. - This LOS must be updated accordingly. Response: The revised traffic study contains the correct analysis of this inter- section. • Roundabout intersections are shown to function properly, and the County would concur with that finding. • - More analysis will be needed in the future when detailed design is to be done. Mr. Tyler Packard Page 3 December 30, 2005 • The study should ensure that the planned interchange improvements for the I-25/ SH 66 interchange are adequate given 2025 projections. Response: The revised traffic study contains analysis and discussion of the 1-25/ SH 66 interchange as requested. • The LOS table identifies a school access; this could not be found on any of the study figures. Response: The traffic study contained some errors in the numbering of intersections. This has been corrected in the revised traffic study. • There is some inconsistency in the lane geometry for the WCR 9.5/Frontage Road intersection. Some graphics show this as full movement, some do not. - What is the intent for this intersection? - Similarly, some of the figures show only a 3/4 movement for the PA-1 access onto the Frontage Road, others full movement. - More narrative may be needed for this area to explain the intent. Response: The revised traffic study shows these accesses as '/< movement accesses for all scenarios. • Intersection numbering on the figures was not consistent with the LOS table. • Response: The traffic study contained some errors in the numbering of intersections. This has been corrected in the revised traffic study. • The traffic study needed to make some assumptions relative to access for specific parcels which is fine for now. - Specific access may be subject to future site planning when more detail is known about each parcel. - The assumptions might be fine for now, but a note indicating that access is subject to further study and CDOT input/approval might be wise. Response: A note has been added to the revised traffic study as recommended. Improvements likely to be considered (above and beyond those listed in the LSC traffic study): • The LSC report identifies three planning horizons for development and identifies improvements for each. There are some off-site improvement considerations that are identified in the study. The County has pointed out some others below, but does not intend to imply that these improvements should be the responsibility entirely of this development. Rather, Weld County simply wants to point out that there are other improvement considerations that should be considered for the area. Additional discussions are needed to fully flush out the items identified. - The LSC report must coincide with the proposed development by DTJ Design, Inc. DTJ drawings propose four phases to the development. There must be . consistency between the traffic impact analysis and the proposed development (including plan drawings); especially traffic thresholds and phasing. • Mr. Tyler Packard Page 4 December 30, 2005 Response: The revised traffic study is consistent with the phasing shown in other documents. • The LSC traffic study shows a fair amount of traffic utilizing the WCR 28 underpass. This is currently a one-lane box-culvert. The County may want to consider a means of getting this widened. - By 2025, this should be conveying four through lanes of traffic and a center left turn lane. With Phase One, approximately 2000 vpd could use the underpass according to the study. Response: This issue has been discussed in the traffic study. • The study also shows that Phase One of the development would add 2000 trips per day onto the Frontage Road just south of SH 66. Consideration should be given to construct WCR 9.5 in its entirety (up to SH 66) as part of the development's first phase. - The I-25 North ramps/Frontage Road/SH 66 intersection is very awkward today, and relocating the frontage road to WCR 9.5 would be preferred over adding traffic to the Frontage Road if all involved parties can be coordinated to do so. Response: This issue has been discussed in the revised traffic study. • The study recommends dust control along WCR 28 and WCR 11 for phase 1. Each • of these roads could see 2000 to 3000 additional vehicles per day from Phase One. - It may be necessary to add pavement rather than dust control. Response: The wording of this recommended improvement was changed in the revised traffic study. The study now recommends roadway improvements and not dust control. • The study identifies many future traffic signals and lane additions that are summarized in Section G and not repeated here. We trust that our findings will assist in the planning for the proposed St. Vrain Lakes develop- ment. Please call us if we can be of further assistance. Respectfully submitted, �•.eeue,s LSC Transportation Consultants, I •kr® ' jyrF�f ; Ct•a c:9:p • . 35827 By. enj in T. Waldman, P,E., S•••...•••'• BTW/wc • n.73%Z:\LSC\Projects\2004\040840\December 2005\response to comments 12-30.wpd LSC TRANSPORTATION CONSULTANTS, INC. 1889 York Street Denver,CO 80206 (303)333-1105 FAX(303)333-1107 E-mail: Isc@lsedenver.com Web Site: http://www.lscdenver.com TRANSPORTATION CONSULTANTS, INC. December 30, 2005 Mr. Tyler Packard Carma Colorado, Inc. 9110 E. Nichols Avenue Englewood, CO 80112 Re: St. Vrain Lakes Weld County, CO (LSC #040840) Dear Mr. Packard: We are pleased to submit our revised Traffic Impact Analysis (TIA) report of the proposed St. Vrain Lakes development to be located in Weld County, Colorado. This traffic impact study first provides a summary of the existing roadways and traffic volumes in the vicinity of the proposed development, followed by estimates of the amount and directional distribution of vehicular traffic likely to be generated. This information is then combined with projected future traffic volumes in the vicinity to evaluate the impact of the new development on the existing and future roadway system and, where appropriate, to make recommendations for the necessary roadway improvements. We trust that our findings and recommendations will assist in the planning for the proposed St. Vrain Lakes development. Please call us if we can be of further assistance. Respectfully submitted, ,,opO�O REoi LSC Transportation Consu - ts, Inc.; O`t"••t�0MA °° rF `:. ••4/4,. a s, .,A O: �r;O '.VC By I .� •� M-- i /,' °• 7 ' enj- 1 in T. Walden. , P.E. ,. BTW/wc • //E�o.f Z:\LSC\Projects\2004\040840\December 2005\Report\R4-TOC-StVrain.wpd • • Revised Traffic Impact Analysis St. Vrain Lakes Weld County, Colorado • Prepared for Carma Colorado, Inc. 9110 E. Nichols Avenue Englewood, CO 80112 Prepared by LSC Transportation Consultants, Inc. 1889 York Street Denver, CO 80206 (303) 333-1105 • December 30, 2005 (LSC #040840) • TABLE OF CONTENTS Section Description Page A Introduction 1 B Roadway and Traffic Conditions 3 C Traffic Generation 13 D Traffic Distribution 18 E Traffic Assignment 22 F Traffic Impacts 33 G Recommendations 49 H Conclusions 52 Appendix A: Traffic Counts Appendix B: Year 2011 Capacity Analyses Appendix C: Year 2014 Capacity Analyses Appendix D: Year 2025 Capacity Analyses LIST OF TABULATIONS • Table Description Page 1 Estimated Traffic Generation - Buildout 15 2 Estimated Traffic Generation - Phase 1 16 3 Estimated Traffic Generation - Phases 1 & 2 17 4 Intersection Levels of Service - Phase 1 38-39 5 Intersection Levels of Service - Phases 1 & 2 40-42 6 Intersection Levels of Service - Buildout 43-47 • LIST OF ILLUSTRATIONS Figure Description Page 1 Vicinity Map 2 2 Site Plan 6 3 Existing Traffic Volumes 7 4 Year 2011 Background Traffic 8 5 Year 2014 Background Traffic (External Intersections) 9 6 Year 2014 Background Traffic (Internal Intersections) 10 7 Year 2025 Background Traffic (External Intersections) 11 8 Year 2025 Background Traffic (Internal Intersections) 12 9 Directional Distribution of 2011 & 2014 Site-Generated Traffic 20 10 Directional Distribution of 2025 Site-Generated Traffic 21 11 Year 2011 Assignment of Site-Generated Traffic 23 12 2014 Assignment of Site-Generated Traffic (External Intersections) 24 13 2014 Assignment of Site-Generated Traffic (Internal Intersections) . 25 14 2025 Assignment of Site-Generated Traffic (External Intersection) . 26 15 2025 Assignment of Site-Generated Traffic (Internal Intersections) 27 16 Year 2011 Total Traffic 28 17 Year 2014 Total Traffic (External Intersections) 29 18 Year 2014 Total Traffic (Internal Intersections) 30 • 19 Year 2025 Total Traffic (External Intersections) 31 20 Year 2025 Total Traffic (Internal Intersections) 32 21 Year 2011 Recommended Lane Geometry & Traffic Control 35 22 Year 2014 Recommended Lane Geometry & Traffic Control 36 23 Year 2025 Recommended Lane Geometry & Traffic Control 37 24 Year 2025 Average Daily Traffic Impacts 48 • • SECTION A Introduction • The St. Vrain Lakes mixed use development is planned for a parcel of land located east of I-25, west of Weld County Road (WCR) 13, south of State Highway (SH) 66, and north of the St. Vrain River (see Figure 1). The 1,313-acre site is proposed to contain approximately 3,308 single-family homes, 1,823 townhouses, 735,000 square feet of commercial/municipal property, three schools totaling approximately 1,800 students, and approximately 40,000 square feet of recreation centers. LSC Transportation Consultants, Inc. has been retained by Canna Colorado, Inc. to prepare a Traffic Impact Analysis (TIA) of the development, consistent with the require- ments of Weld County. This analysis identifies the impacts of the proposed development on the surrounding roadway system and describes its access requirements. Specific steps taken in this analysis process are described below: . • A review of present roadway and traffic conditions in the vicinity of the site. • A determination of the amount of peak-hour traffic that would be generated by the proposed development and an analysis of the directional distribution of that traffic on the surrounding roadway system. • A projection of future background traffic volumes on the adjacent street system for the Years 2011, 2014 and 2025,'which will provide the basis for estimating future short- and long-term impacts. • A determination of future traffic impacts associated with the proposed development. These impacts are based upon estimates of the total amount of traffic on the surrounding roadway system in the vicinity of the develop- ment. • A determination of street and access improvements that will be necessary to mitigate the traffic impacts associated with the proposed development. • • St. Vram Lakes (LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 1 „ 6as9 6 1 . II Far .'S ( T Y • `' � � / ■ A + r LS. ', f , S�alc r ' r-247 A • ii -1 rr i I1 R i 4 .0 C. I i ' N - 0 y t- L . .r1. r r1• r ~4 r _ 4 -y t Y l • r' 1R i. J . :• _ X1,1 r. _ - • > 4 • r-47 l• r . it 1 J'. .- - "T- _ 4 .. - �^ • _ Yr yid( 41, 31 + l _ _ -• - _ J 41 r 1� r� �, ,r1 j_ 1. , , rte. _ },r. _ •�,�NI j I. if SI 1.1... . I ni .i "y 1rid ^i_. }� 't ) -' Z ;+.'� .l ti } " t .- _ t,, _ t t.. , f * . f •4• * t rt I •-•••••• _ �r r' t -T- M; t1AlI S !r .I !11 - 4 r :. 1 , --„i . , _, , , ,,..../ J... ,.. — *V.l V ♦!?Il, P '-' �i ��. `l �` ,• ; f -� ” 1t1 � .tea 1= ',�, . :1; l l V t' r f�/j�'[{'fir ' + , O Figure 1 0 VICKI fit/ a Map St. Vrain Lakes (LSC #040840) D 4Z stotKri\tD4Wal•a112-28asWasa oas t1fibtar,idea DMA December 30, 2005 Page 2 • SECTION B Roadway and Traffic Conditions The location of the proposed St. Vrain Lakes mixed use development is shown in Figure 1. As indicated, the study area is located east of I-25, west of Weld County Road (WCR) 13, south of State Highway(SH) 66, and north of the St. Vrain River. Although the site is within Weld County, portions of the study area are annexed, or will soon be annexed, to the Town of Mead. At full buildout, five access points are proposed along SH 66, four access points are planned along WCR 13, five access points are planned along WCR 11, six access points are planned along WCR 28, two access points are planned along WCR 9.5, and a single access point is planned along the I-25 East Frontage Road. A site plan showing the planning areas and proposed access control plan is shown in Figure 2. The site is planned to be constructed in four phases. Phase 1 is expected to be completed in the Year 2011 while Phase 2 is expected to be completed in the Year 2014. The Year 2025 was assumed as full buildout of site (completion of • Phases 1, 2, 3, and 4) as well as the surrounding developments. Area Roadways Major existing and proposed roadways in the vicinity of the site (see Figure 2) are described below: • SH 66 is a paved two-lane state highway with east-west continuity from Long- mont to US Highway 85. It is posted at 45 mph in the vicinity of the site. The intersections with the I-25 Ramps and East Frontage Road are currently signalized while the intersections with WCR 11 and WCR 13 are north/south Stop controlled. • SH 119 is a paved two-lane state highway connecting Boulder and Longmont and continuing east, past I-25 to the I-25 East Frontage Road. It is posted at 45 mph in the vicinity of the site. The roadway continues east from the I-25 East Frontage Road as WCR 24 and terminates at WCR 23 just west of the Platte River. The intersections with the I-25 East Frontage Road and WCR 13 are currently signalized. • I-25 is a four-lane interstate highway with north-south continuity throughout the State of Colorado. There are currently full interchanges located at SH 66 northwest of the site and at SH 119 southwest of the site. • St. Vrain Lakes (LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 3 • • I-25 East Frontage Road is a two-lane roadway with north-south continuity throughout Weld County. • WCR 11 is currently an unpaved,two-lane roadway with north-south continuity from SH 66 to WCR 28. • WCR 13 is currently a two-lane roadway with north-south continuity from SH 60 on the north to the Denver metropolitan area on the south. • WCR 28 is currently an unpaved, two-lane roadway with east-west continuity from WCR 3 on the west to WCR 13 on the east. West of the site, the roadway travels through a one-lane underpass underneath I-25. It was assumed that this underpass would remain one lane through the Year 2014. Therefore, the amount of site-generated traffic from the first two phases of the development using WCR 28 to travel to and from the west was limited based on the capacity of the underpass. By the Year 2025, it is expected that the bridge will be widened to allow for more travel lanes. As a result, more site-generated traffic was assumed to use WCR 28 in the Year 2025 traffic scenario. • WCR 9.5 does not currently exist in the vicinity of the site. It is planned to be constructed as part of the proposed development and run north/south through the site connecting SH 66 on the north to the I-25 East Frontage Road on the south. • Initial Roadway System Assumptions Figure 2 illustrates the proposed roadway network. As this figure shows, the future alignment of WCR 9.5 is planned through the development area and will be extended to the south by connecting to the existing 1-25 East Frontage Road. Existing and Future Traffic Conditions Figure 3 shows the existing morning and evening peak-hour turning movement counts at key intersections in the study area. These counts were collected by Counter Measures, Inc. in January 2005. The raw count data is included in Appendix A. Figure 3 also shows the existing daily traffic volumes on the study area roadways, which are based on recent traffic counts conducted by Weld County rounded to the nearest 100. Since the development will be constructed in four major phases, background traffic volumes were developed for the Years 2011, 2014, and 2025 which represent buildout of Phase 1, Phases 1 and 2, and Phases 1, 2, 3, and 4, respectively. The background traffic projections were derived by applying a 2.8 percent annual growth rate to the • existing traffic volumes to account for regional growth. This growth rate was estimated St. Vrain Lakes(LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 4 • based on the Colorado Department of Transportation's (CDOT) 20-Year Growth Factors for SH 66 and SH 119 in the vicinity of the site. In addition, the Year 2025 background traffic volumes include site-generated traffic for the out-lots located between the St.Vrain Lakes development and I-25. We assumed that the total development of these lots would include approximately 1,435,000 square feet of business park and 1,330 single-family residential dwelling units. These developments were not assumed in the Years 2011 and 2014. Background traffic was further refined by making adjustments based on traffic projections shown in the 1-25 SH 66 Frontage Road Environmental Assessment Reevaluation report(FHU, November, 2005) and 2030 traffic projections from URS for the I-25/SH 66 interchange. The resulting Year 2011 background traffic volumes are depicted in Figure 4; Year 2014 background traffic volumes are depicted in Figures 5 and 6; and the Year 2025 back- ground traffic volumes are shown in Figures 7 and 8. Background traffic does not include the traffic expected to be produced by the proposed development. • • St. Vrain Lakes(LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 5 ►a A!%.!Q UMW" TM Rnri 4-tR_g0433fkw-Ig 1s7 Wna!'f'W a (0v80V0# DS]) sale] mean •1S c Up/d App wn1-}u6% _ c luawanom sic _ - : - c ails }uawanon-uni = CY I. z ain214 : ON3D3-1 F c c c C _... -.- alai /ills. 1 I 1 I ano 1 , mall 11 /10,111$ \I. � � ass � �" _ "�_ _ — \� " � L �� - - .A / - ' / } •11 anal 71 1'14 , .1sor LA+rwo•J 2 , • ...-- Ln • 11.41V MIS ' •Silialli • t ' ! ` I a ._� �. r/ i '- *ae -t 1. j 7I/no EL - i - Dv 1•L 1 I c-vr t Y_ ` ; allAPO L-rs j Ta rt ar i r i 401-vall I ovingst - C _ vita ISPItS / ract la . suar eemetuo 0 tt-vd 1 : .Z7 1 .>y t9 - r wino v - rzt y >r ♦ t ! wee Cl Ii asa 1.1-181 , y �( poitemolZ -70-CV av CO , - I •\ • a fill '''. ' I APy% n.nw__,\:\�, a dvM �..Arm wwwri DV W13 .1 II \ _ I a I +.�xeiirT :� . 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"1T-T'' • 99 �IMH C� ..., J no/ =./ al eeS a/PJs incunx[Lddy I 4- 111 1 • 1135 99J �V 39 3 J L33 17 206 -' 415 226 , 464 350 306 390 Sri 201 444 210 70 437 2 ` 1 290 Sao �60 2 rJ 0 I ° 3 425 440 2 1 47-0SOO 484 O130 3-45 80 LI C Approximate Scale3 Scale.re-3,000' H66 — 19 8,000 v T9 12 13,000 I , T0�1�5 9 3v, A3385 i o ;0 100 2,500 ass . z52 325 ' �' 425 20 -IIV 188 300 410 21 15 1 27 19 da 1451 166 5 ;1 SITE W R28 4 20 H i z a a g� 200 1 15 2 1:711 ..)11„„. 6 3t - 4, 355 ,_ -L-'3 423 + 399 45 139 d58 :2 4 1 • 14 35ix-- -n 2 19 ir- u 7 59 4° 14 8g 3 103 \ 38 — p 2 / 3 1 r t0 11000 1 3 bit 4 3 / 2,000 6.11L-61 0 / 1 � �1 r 3 2 500 5 1 Iir% 1 5 7 47 5 140 SH119 WCR 24 So PY 67 103 9 IT 48 16 121 15 / 34 r``� 12 9 139 -ill, 28 112 -7 9 290 207 171-7 i 27 `- 640 314 134 _11 96� X35 643 294 348 1 22 296 1 251 27 1$4 7 148 39 14 154 It� 7 319 37 Tg 58 figure 3 68 LEGEND: Lr Existing • 26 = AM Peak—Hour Traffic Traffic Volumes PM Peak—Hour Traffic 32,500 = Average Weekday Traffic St.Vrain Lakes(ISC#040840) VC D"5`^"'"°201"Cao800r'a°s°'®°°'°"WX4200519933144iDecember 30, 2005 Page 7 85 35 5 255 s0 — (CO 13 35 • is ,40 J L 650 J L 20 4...j 330-SU� #91 as 480 355 -7 #90 .10 540 355 #18 555 N 70 j` 5 445 r 405 480 r 485 5,-a -1 44° 5 �F 430 #92 1 515 -55 8 4ss s� s �l r 5 55-1 `45 5 5 35 25�}r 35 40 C 50 15 1O5 Z 3 45 SH 65 TC� — 'C APP,ak:I e Scak ,000 i 260 100 \ 25 3'�0 150 \ 35 '2i 15 ,1 L #� 111 a4o #94 490 at5 10 445 545 5 325 -, #2 500 295 `200 5 5 415 -1 400 245 150 K 25 �}r 2U 1 60 e 3 SITE 35 2s 60 50 • 90 wa,28 11 90 j _ 180 100 5 J� 255 25� 360 #93 480 a33 3' 5 -1 #23 340 ` -i 5 240 r200 . 5 I} 240 .�, 5 70 _ ', 3 125 • // 5 5 1 / ° 5 5 J L5 0 0 5 5 aJ R5 0 - � 5 J #10 5- 5 5 5 0-3 #3 k 5 #14 0 5 5 r / 5 5 / 30 55 5 ° \ 0 #16 \ 170 \'‘‘.\ \\N_____ ; y 5 #19r 5 5 SH 119 ' Ma 24 \ / 'IA \ / .__: / 1 / 60 // // ,25 10 B0117 40 20 40 is #15 145 20 30 J1� 10 185 50 \ 135 350 380 , #s 160 } 170 JlL 35 K 205 35 ,45 115 60 250 #6 775 8b #8 °3a5�4-352 185 780 420 355 (^15 60 180 45 }r 10 70igure 4 LEGEND: sus 45 / \ Year 2011 • ao L26 PM Peak—Hour Traffic Background Traffic 31 PM Peak—Hour Traffic Note: Traffic volumes rounded to the nearest five. St.Vrain Lakes (LSC#040840) 6.YSAVRmvueAvAceczoo5\DY80 064 V/t f 5 N4EM December 30, 2005 Page 8 25 35 2i 10 is _ 15 s 20 _ill_L. 10 27 • 25 15 25 , �10 14S 5 7-0, 590 'b' #18 610 965 #2 550 � 5 10 535 #90 430 r° 5 r sob zs� `40 525 I r s 20 5475 35 3, #92 r t5 6 0 \ ; 5 35-CC 30 l25 tT K0� r��50 \ 55 " 4045 Approximate Scale 20 11.f Scale.-1"=4,0170 50 S 51166 275 115 3i0r 185 L.- / 460 #94 520 SITE 475 575 330-1 1-225 in =r 4 100 5 5 5 J1 � I / i #23 • 185 125 5 390 J #93 28b �-275 510 � -5- g It } 380 S 80 135 2351 x220 260 220 90 40 145 � 1,..5S 70 135, AS0 sun+ 375 #91 535 M 460 `\\\ / 160 \ S #8 65 ` ₹0S 145 gb 0 0 65 3 -� 160 135 I 70 1 -11- T.-.0 -so bs 20 5 �•� II 45 J1L. ,5 5 J #35 1 90 150 11 #5 ��385 5 (1rte` 5 #15 160 20 420 f8U T' 5 "I V ° 1 0 T 185 Mr 1�55 35 i � `30 Figure 5 10 65 tY 275 80 #6 35 855 Year 2014 6 86039 RS 335 35 0 I465 LEGEND: 245205�tr10 '° Bdl round Traffic Thr 26 PM Peak—Hour Traffic 90 (External Intersections) 31 PM Peak—Hour TrafficNote: Traffic volumes rounded to the nearest five. St.Vrain Lakes(lSC#040840) c ¢4ANOEtl\AX\C4C040\12-3BY5\29C5‘041940_04.4 1S5 10942 al December 30, 2005 Page 9 • i \ J 5 #15r 5 5 #16r 5 N 5 5 5 f 5 flI 5H as _ _ Approximate Scale Scale It=3,006 C)' 5 #17� 5 I 3 SI E T. wcx2a _. .. ci ' 5 #18_ 5 3 • ;J L. s s J #6 i 5 5 _ #14.„_ s s 5 5 55 \ ///K }511119 WCR24 /7/ Figure 6 Year 2014 LEGEND: • Background Traffic 26 _ AM Peak—Hour Traffic (Internal Intersections) PM Peak—Hour Trofiic Note: Traffic volumes rounded to the nearest five. St.Vrain Lakes(LSC#040840) o.usaoiecn\moa\wvr+miz 28-05l040840_09,54 WO=1053®m December 30, 2005 Page 10 • (p1880 210 35 JL 59*955 545 S r 600925 98� #34 r 825 800 #2 8 35 #52 r ,00h `zo 9os r i7o 40 T �t r r 5 120 14O r 20 30 r 55 \N------. 40 --it r30 " 30 35 170 20 \ SO 35 75 175 Approximate Scale 6s ISO 100 Scale-1'-4,W0 145 200 110 50 „5 \ 500 .TO 25 110 \ J #90 �- 825 20 74 790 770 1 4s0� `165 j\ 1 175 ,15 57:�, silo. .. +� 249700 1150 75100 (s//A #33 313 405 405 c . 220 3. 130 600 #94 785 �. ,bb 815 p 865 I , 520 510 wan l #32 t il•� E 105 / - � 3 120 / • 210 275 7790 90 J #93 1A10 ,� 135 113 r 10IS K-1 1 390 10 rl SD 600 #35 r 955 25, #31 920 -1 825 20 10 525 ₹s- 10-it 285 25 10.5 183 180 150 JI 140 235, .140 sx m WQ 21 140 880 #91 1020 I •• •' 9 —1 1,265 5 145 150 260 5 30 180 1 420 5 WOin ) / rn j #23 90 #8 2971 .)f 1451 210 113 4450 30 200 190 3 25 225 290 270 55 160 110 5 J 195 20 123 19 55i 195 235 6J #3 L30 150 1 145 145 65 J j 65 75 160 220 I 96 220 J #8 575 Tff _ 620 275 10� 1 5 435 60 5 I r 0 5 #1s 585 1 160 145 205, 65 Figure 7 aZ r -iir '° 15 90 ,tU t 395 #685',215 3p 3S 210 Year 2025 265 ,22090 560 20 660 225 LEGEND: 290 330295-,tr15 t5 Bac groundTraffic • __ 295 100 TS- 26 AM Peak—Hour Traffic 155 (External Intersections) PM Peak—Hour Traffic Note: Traffic volumes rounded to the nearest five. St.Vrain Lakes(LSC#040840) nc b.VANaP4\2oST12 xiUso+mm oMa Ww>$bsas.m December 30, 2005 Page 11 \ 1 * 30 120120 150 +101CO 115,ao iS3 mss #27 #26 #24 #25 1 f '� 95 t t 100 125 Appmximare Scale 100 _ 5 130 125 Scale:/'-.10017 125 w 10 145 / 120 -- ---N\\ E 5H 66 _ \ r i 260 �� #28 115 42-0790 � 2� 135 215 140 3 � ,150 ' � #9g 60 ' 100 75 60 g ; -� 125 f I 445 L? 275 W41 260 � •/ i �•''� 200 #18 1195 65 ..--2 #11 t 12 32 445 ; \ 275 • 150 200 #47 195 165 / 260 // 420 145 y #14 200 210 160 #12 \\ /// 150 #17 r 195 2O0 I 165 445 / 275 1J\ \\\` //// 5H119 Wa12C /7 '[..55 60 150 195 SS 200 #16 1s 66 r 50 \\ bb 45 90 #6 !— 145 \ 145 100K \ 150 #15 195 / 2011 165 }Figure8 LEGEND: ///// Year 2025 Background Traffic III , 26 = AM Peak—Hour Traffic (Internal Intersections) ri PM Peak—Hour Traffic Note; Traffic volumes rounded to the nearest five. St.Vrain lakes(ISC#040840) Lc o y.4Ao1e[O\IDIM\COW I2 28,3500140_011,11a3:051054}1104 December 30, 2005 Page 12 • SECTION C Traffic Generation The preliminary land use plan for the study area is summarized in Table 1. The site is proposed to contain a variety of uses consisting of approximately 5,131 residential units, 735,000 square feet of retail/municipal use development, two elementary schools, one middle school, and two recreation centers. The amount of traffic that will be generated by the proposed development has been estimated using trip generation rates published by the Institute of Transportation Engineers (ITE) in its report Trip Generation, 7th Edition, 2003. The results of the generation analysis are also given in Table 1. Figure 2 illustrates the zone system used for this report. Note that, due to the fact that this is a large mixed use development, many of the trips will be captured within the development area(internally captured trips or trips traveling to/from residential zones to/from retail or office zones). Therefore, we • have assumed seven percent internal capture for the residential zones and ten percent internal capture for the retail, municipal and recreational zones. In addition, we assumed that 75 percent of the traffic from the proposed schools will be from residential units within the development. Although the internal capture trips remain internal to the site and are not assigned to any external intersections, they were assigned between zones within the site and therefore accounted for at internal intersections. Furthermore, previous studies by ITE have shown that, on an average, 34 percent of the trips generated by a neighborhood shopping center are pass-by trips, or trips that are already on the roadway network and simply stop into the retail center and then continue on their route. Therefore, for the three neighborhood shopping centers,we assumed a total of 44 percent internal capture and pass-by trips. As with internal trips, pass-by trips were also assigned at nearby intersections and therefore accounted for in the future traffic volumes. As indicated in Table 1, buildout of the St. Vrain Lakes mixed use development is expected to generate about 63,290 total external vehicle-trips per day (31,645 entering • and 31,645 exiting vehicles in a 24-hour period). In addition, about 1,176 vehicles would St. Vrain Lakes(LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 13 • enter and 2,654 vehicles would exit during the morning peak-hour. During the evening peak-hour, there would be about 3,582 entering vehicles and 2,447 exiting vehicles. In addition, the trip generation estimates for Phases 1 and 2 are shown in Tables 2 and 3, respectively. As shown in Table 2, Phase 1 is expected to develop with a total of 793 single-family dwelling units, 409 townhouses, 300,000 square feet of retail/municipal space, an elementary school with approximately 500 students, and a 20,000 square-foot recreation center. The estimates were used to determine site-generated traffic for the Year 2011. As shown in Table 2, at buildout of Phase 1, the proposed development is expected to generate about 21,554 total external vehicle-trips per day (10,777 entering and 10,777 exiting vehicles in a 24-hour period). In addition, about 386 vehicles would enter and 703 vehicles would exit during the morning peak-hour. During the evening peak-hour, there would be about 1,131 entering vehicles and 879 exiting vehicles. These totals assume internal capture rates of six percent for residential dwelling units, ten percent for retail, municipal, and recreation uses, and 75 percent for the elementary school. • Table 3 shows the cumulative trip generation of Phases 1 and 2 and was used to deter- mine site-generated traffic for the Year 2014. In addition to the development outlined for Phase 1, Phase 2 was assumed to add 912 single-family dwelling units for a total of 1,705. As shown in Table 3, buildout of Phases 1 and 2 is expected to generate about 29,758 total external vehicle-trips per day (14,879 entering and 14,879 exiting vehicles in a 24-hour period). In addition, about 549 vehicles would enter and 1,183 vehicles would exit during the morning peak-hour. During the evening peak-hour, there would be about 1,688 entering vehicles and 1,188 exiting vehicles. These totals assume the same internal capture rates as listed above for Phase 1. • St. Vram Lakes(LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 14 P N C) N 0) N 0 (0 c0 c0 a N 0 0) r 0 (O 0 CO CO CO N 0 0 m CO m CO c0 c0 0 (N co N- .... 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NOON r) NO t 2 CO _ a 600000 N- itCI) N W 0 E Wm c Y co r m co O) o W m L() N CO > d R u) • 'N co r I O W c S 0 O J _ a c m - o s c E LL- ILA a m n LL U U N • O C co D (n D 2 D D co 2 0 F- U) C co YOY OCO O OYco Y d a (0O (00 (O NOOO O 0 D 0 O O N 0) O O O O O N o U To CON !- (O N N CO i0 D - •C C N v C at o t LL 0 O N N cc 0 c a 0 o m o U y E.▪ E o 6 U c `vNtr N c E- 2 _ = c o UoZ 0Z .= O TU .TN T U) ? O N -CN j N • E o9 m a a a) al TO H CC CC CO CC N CF- C m co f 1c TO • t 030c03 c N o O W O LL W f` 2 2D! N W F 0000 (0 F- YF 0) r N m Cr c m Cco 0 r N O O 0) V 0 (oa d 15 a Z December 30, 2005 Page 16 j O N CI N O) 01 m N .1- m CO m inal CD DI Om (C U) 3-LO J O r a • 0 Y N 0 C CO r rn 1n co r— co r co co a) as • OW mriO (C a- OD CO 0 0- V V 0 r V CO a r to E N m a c m N 0 j 0 r Co O r N Q r o O N a.2 U o r r C in a) L > m E m o m p 0 0 0 c a C OmNN0) mQ N000 Cl 00L Q — .- r N CO r cc)) N. o4 r To" T(n w N o E 2' To m r co a) T V OJ N V r V LO V N as N C 0 aI m O) r co (o or) O) O) corill m 0 Hm 0 co r r (V r (o Lo r 1. (8 —co E r n m r N tO w a3 0)'-N m N N — 10- N n C a a O a Cl D Z Z Z H C N N N To T o 0 S. 0 .6 0 0 — » n N O r tO aJ N 3 c c C Ul 0 0 O m m m m CO II J J J a n z) www Z 0. 0HHIz -. � 'O 0 o 5 c0 rr co cor F �(onm C O N 10 r 6 6 6 6 6 6 W 'O 6 ae Z y EE. ID aa)i W N O d a Oinm in COLO (n 0 y E _ 2 c mmv (o r (om L V w ya'-600066 in (J a) d 0 70 .0 a �o • F Y J 0 0 D or-(n') (mo co mo 0 V 00 Y O 0 0 0 0 0 0 0 N G c v_ a c CO o W , F' A N # 02 c coorn .1 CO Nr) O IP a < >" 3 C) aQ 6000006 w p y J• r CO W0 T ar W 0,-0 g (o °) n O) I- co 0 m m yi ma0 co or cnm c E > 0 v in NOr rnU Er)m t 3 w c C p o t w a r E 3 _ co _ n aa)i n a :C .3. lL lL a L- = LL mc LL co L 0 O o) 00 0 C/) C E IT, Y OYCC0 0 0 OYCO Y H `m a D or) c) m O N CO Cr O O O C 0 O O O N W O O r O O N 0 0 a co N N in O) N r to LO N mj O) m ca C_ C n o — w m m - O H o-mma' 0 o n n W V1,� co M O o O CD <1,7 m m m a p a) cr CO N al xU , m 0000 .C C aa)i 6a6 m EQ 3 2 ° 2 o o 0 z ra c z p T O • - ->, a) � � (a a COa) j N 0C) A E o m yz m E N m t 0 - a op a flu ci) a) a In O c , - a' 2 COa w a n t 0 'U a) (boo 2 J J t .-= p rnE E)= mTaa (a m w a > > m 5 m C O 0 0 0 0 o w rq w Ho S o c 0 /C r Ha r (O � Y � • m r N�� C 0 r N LOO O) CO a) m Q O a z December 30, 2005 Page 17 • SECTION D Traffic Distribution The directional distribution of generated vehicular traffic on the roadways providing access to and from the proposed St. Vrain Lakes mixed use development is one of the most important elements in planning its specific access requirements and in determining its traffic impacts on surrounding roadways and intersections. Major factors which will influence the traffic distribution include: • The site's location relative to the nearby population and activity centers. • The existing and future roadway network serving the area as detailed in Figure 2. • The specific access and circulation characteristics of the development plan. Based upon the influences described above, Figures 9 and 10 show the anticipated directional distribution of traffic to be generated by the St. Vrain Lakes mixed use development for the Years 2011/2014 and 2025, respectively. As indicated in Figure 9, upon buildout of Phase 1 (Year 2011) it is estimated that 35 percent of project-generated traffic will be oriented to and from the west on SH 119, 20 percent will be oriented to and from the west on SH 66, 13 percent will be oriented to and from the south on WCR 13, ten percent will be oriented to and from the west on WCR 28, five percent will be oriented to and from the east on both SH 66 and WCR 24, five percent will be oriented to and from the north on WCR 9.5, two percent will be oriented to and from the south on the I-25 East Frontage Road south of WCR 24, and the remaining five percent of the trips would be oriented to and from the north on WCR 13. A slight shift is expected in the Year 2014 due to changes in the surrounding land uses and the additional trips generated by Phase 2 of the St. Vrain Lakes development. It is expected that some of the traffic utilizing SH 119 and WCR 28 to travel to and from the west will utilize SH 66 instead. This is expected due to increased growth in areas north of the site as well as the capacity of the WCR 28/I-25 underpass. Note that the percent of traffic traveling to/from the west on WCR 28 was reduced from ten percent in Year 2011 to five percent in Year 2014. The • reason for this is that there is currently a single-lane box culvert underpass for WCR 28 St. Vrain Lakes(LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 18 • to cross under I-25 which allows for traffic to flow in only one direction at a time. By buildout of Phase 1, this underpass will be near capacity, even if a signal is provided to help with the traffic flow and safety, and therefore, traffic from Phase 2 will likely find other routes. Therefore, the percent of site generated traffic routed to the west on WCR 28 was assumed to go down from ten percent in Phase 1 to five percent in Phase 2 (the total traffic routed across the underpass does not change significantly from Phase 1 to Phase 2). By Year 2025, the distribution of project-generated traffic is anticipated to be different due to the buildout of the development and the surrounding areas. The projected distribution of project-generated traffic on the 2025 network is shown in Figure 10. As indicated, approximately 21 percent of project-generated traffic will be oriented to and from the west on SH 119, 27 percent will be oriented to and from the west on SH 66, 13 percent will be oriented to and from the south on WCR 13, 15 percent will be oriented to and from the west on WCR 28, five percent will be oriented to and from the east on both SH 66 and WCR 24, five percent will be oriented to and from the north on WCR 9.5, two • percent will be oriented to and from the south on the I-25 East Frontage Road south of WCR 24, two percent will be oriented to and from the north on the I-25 Frontage Road, and the remaining five percent of the trips would be oriented to and from the north on WCR 13. • St. Vrain Lakes(LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 19 • 4 20% 2 5% 30% 5% 5% it 1 — — — —5% Approximate Scak SHE'S Scale l'=30047 H I 5% I 5% I I qp I V 10% LL •., ;31 SITE 5 11 � wCR2e y_ _ 1 I 31 J— • ci'' is- _ ___ 30% 5% 30% 5% SH119 WCR 29 / 13% 13% t 2% Figure 9 ill L LEGEND: Directional Distribution of Years 2011 and 2014 Site-Generated Traffic 20% _ Year 2011 Percent of Directional Distribution St.Vrain Lakes(LSC#040840) 30`%° Year 2014 Percent Directional Distribution pI{3Aup[6\SO11MA9]I2-2909Cea0Obg.to/33/X05 Hai 15 R1 December 30, 2005 Page 20 t 27% T5,�o / 11 5% Approximate Scale Y 5H 66 _ _ - - Scale:mate Sca 06 I I — 5% . t 2% F O SI --NCI Yy. c 2 3 3 - 2 SITE 15% - H WIX 28 r - - • ": r ;_ } , -- 21% 5% 5H119 / WCR24 / 113% T2% Figure 10 • Directional Distribution of LEGEND: Year 2025 Site-Generated Traffic a _ Percent Directional St.Vrain Lakes(LSC#040840) ::;'.4•:t-7-4W/'....c __65% Distribution CHLscwons4 ar40dVT1h2BViYM6U Obg I3afl f II@0M December 30, 2005 Page 21 • SECTION E Traffic Assignment Traffic Assignment Figures 11 through 15 illustrate the assignment of project-generated traffic for Years 2011, 2014 and 2025. These figures show the number of project-generated vehicle turning movements expected at the key study area intersections. These assignments of generated traffic are based upon the traffic distribution percentages shown in Figures 9 and 10 and the vehicle-trip generation estimates of Tables 1 and 2. Note that there are several accesses on WCR 28 that are shown as full movement in the short term (Years 2011 and 2014) and as right-turn-only in Year 2025. This is due to the fact that only the south half of WCR 28 will be constructed in the short term. By Year 2025, the north half or WCR 28 will be constructed along with a raised median which will limit these accesses to right-turn-only. Background Traffic • As mentioned in Section B of this report, the projections of future non-site-generated peak-hour traffic (i.e. background traffic) are shown in Figures 4 through 8 for the Years 2011, 2014 and 2025. The background traffic volumes represent projections of traffic that would be on the street system if traffic generated by the St.Vrain Lakes development were not included. Thus, they represent a"base condition"for measuring traffic impacts. Total Traffic Total peak-hour traffic volumes for the most impacted intersections are depicted in Figures 16 through 20. These volumes were derived by adding site-generated traffic to the background traffic. Figure 16 shows Year 2011 site-generated traffic from Figure 11 added to Year 2011 background traffic from Figure 4, while Figures 17 and 18 depict Year 2014 project-generated traffic from Figures 12 and 13 added to the Year 2014 back- ground traffic from Figures 5 and 6. In addition, Figures 19 and 20 show buildout site- generated traffic from Figures 14 and 15 added to Year 2025 background traffic from Figures 7 and 8. • St. Vrain Lakes(LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 22 \ 5 4 • 5 J I. 32 55 y #91 r 101 50 , #90 32 96 1 #18 �- 2 N 168 132 152 117 6 5 64-1 `24 49 147 #92 r 194 192 70 26� �43 28� f-20 143 3S 79 46 1 6 64 21 2 3 .11�..� . sH sc ^ -- -- Approximate Scale 20 7 1.-59 13 r#7 -# 23 59 'y #94 36 45 3-T 11 30 22 J #2 12 1 r 69 N. at 44 26-t r82 30 fl 294 c 7 36 1K T62 1 r t72 \ f�- 20 42 3 \ 1632 WCA 28 4 4365 //' 28 ( 93 � 105 g� •:•,�,, / / 31, 138 T l #23 r 37 23 I 108 m 73 / 1 3 41 / jt • 87 21 � 262_1 14 53 120 169 �33 � 52 76 fall, 1 35 6 139 ✓/ 15 4 #10 27 83 c21 �27 60 - 52 18 i 21 #3 36 97 -\#14 / 225 5 7 77 5 300 \ / \ 16 K..�t r3 15 111")/� 3l0 10 1 74 70 17 50 49 n `��45 64 129 145 #16 `111 K.., rr48 71 1x 8 83 _ 67 79 159 #19 175 163 14� r48 SH119 WCR24 ;'t r 169 45 150 38 92 44 130 27 L 39 3 1L 10 133 14 347 #1$ 6 1. 0.14 4 243 90 /1 301 135 /` 25 #5 5-- 16 r 65 134 `L 56 ` #8 38 45 87 3�IJ ,762 i�1 / 65 / #6 998 'ig 41 117 10 \\--..„._ f so Figure 11 LEGEND: \\\ // Year 2011 Assignment of • 26 AM Peak—Hour Traffic Site-Generated Traffic 31 PM Peak—Hour Traffic St.Vrain Lakes(l5C#040840) nc 31 \LSC-Projects0:0A00,412,2,05040B40_04+a 12/WaX15"."m°" December 30, 2005 Page 23 12 16 • z 6J �84c0 (---- -------\\ 33 5J1 / #2 _ 16 26 / 124 6 #90 57 287 4 #18 r 9 35 17 393 14 10 2r 12 146 �1 y3 6 7 128 37 387 #92 260 \ 383 �63 387 42� ` 260 \\\\ 383 68 5 29 28 4 26 119 11 0� � 3 25 12 Approximate Scale Scale:l'=4,00U ( d 3 43 ev/ I_C32 43 #94 92 SITE �. 132 C 23 C171 Pb Hr Wa it \ / 28 \ 85 65 8 � #23 • 92 _. �� 138 86 #93 263 // / 264 263 447 59 \ 497 \ 78 #8 59 ` 7b "Iii 165 504 ---; 89 126 #91 289 sem wan 15 P 34 399 271 / 22 5 „ill_ 12 13 39 25 , #5 16 38 5 23 6541 11 IT 335 90 98 25 339 135 158 J#6 56 117 31 //// 20 102 5 478, #6 162 14 s7 L. 24B 26 ` s 1 �72 50 121 18 #3 58 `14 33 ��29 \ II -91-;\ n 9 6 21 #15 33 Figure 12 26 20 -26 77 \ Year 2014 Assignment of LEGEND: 9 Site-Generated Traffic • L2631 AM Peak—Hour Traffic (External Intersections) 31 - pM Peak—Hour Traffic St.Vrain Lakes(LSC#040840) D uscwosmrzw,w®4m,zmonomv oam iyrysn:554.am December 30, 2005 Page 24 150 #24 236 300 r 233 121 #25 1132 82 -66 29 41 20 6 ) 37v C 9 85 r11 1171r�9 32 55 „ 110 I 27 71 17 P 3I SH 66 - — — Approxi Scak k(I I/ / Scale: a= ca 18 #7 50 (36 68 27-I 94K256\ -y1• 1r322F #31 \\\ 42 1 g' 111 25 `— 9 iN> 3' / 32 SI E 751 r17 88 17 WCA 28 244 �% � 3,4 39 \ 5 r 0 / / #16 , 5a _ #26 57 X100 ' 111 186 fr84 6 17 43 y 4 57 183 lbk r u'' 18rTI• 383 — 15 115 47 ST 345 11 J 219 i L 138 263 89 78 242 115 — #10 7-- 176 5 669,; iS3 155 168 #19 275 227 ` 178 15 �/ 24 827 -i ` 347 14 6 /`39 K 57 4B 2088 ��#14 35 283 - 41 -�f r17 272 25 r1,9 26 11 1 1I ,1� 44 \\\ a' _ 28 90 44 1� 9 272 131 SH119 WCR24 711 Figure 13 LEGEND: Year 2014 Assignment of • L Site-Generated Traffic 26 _ AM Peak—Hour Traffic 31 (Internal Intersections) 31 PM Peak—Hour Traffic St.Vrain Lakes(LSC#040840) 0 IS-F ranOl\°SC\1Z-Z6 0C.10 Day,t2/33/2M5 IRR11 el December 30, 2005 Page 25 • / IKIKI 3a 38- 164 #18 r 193 276 #34 81 97 #2 29 479 98: c16 in 223 4268 #62 r 2'2-5 434 185 92_ 2l 373 408 97S1 � � ��61118 149 ,07 20 83tm 66 1t "21 321 105 256 101 86 186 Ili 19 LQ 27 Approximate Scale Scale,l'=4.000 92 \ 134 \\ 172 #90 476 5 252 539 1 r 32 390 a f07 376 � 35 51 s l 201 63 #33 247 36(--- 207 47 , 1 27BO 130 // 240 5 S 242 s 8 's 3 a #94 176 a ; SITE 268 \ 240 164 - 73 \\\\ C325 ,� 1 303 H wan \ #32 90-1 �t 3-S 27K • 5 99 130 242 176 8 164 480 160 #93 r 501 467 316 \ r 42 3 \ K �� 264 #35 260 #31 9� c28 85-1 102 / 236 11 33 7 37 Th" 44 lt 63 122 \ \ 297 306 v #91 r sx titI Welt 24 677 915 631 / 301 551 100 DI \ 565 181 \ ` 53 I sz J 23 #B 2a0 #23 86 �j 132 2T% t09 22t 4a 11 822 1 46 I �86 40 177 75 it ff24 J 725 258 112 26 49 20 -' #5 17 308 144 #3 20 362 137 41 35 -1 51 495 280 L. 42 439 V 72 t52 24 1 21 #15 162 404 124 44 it Tt -iI� 56 203 �l� 62 131 20 19 @6 182 tot Figure 14 73 3 iTi r 42 —.. #6 117 317 11 a X12 "' Year 2025 Assignment fr-II 4 ,2 • LEGEND: f Site Generated Traffic 26 AM Peak—Hour Traffic co L. 31 — PM Peak—Hour Traffic 19 (External Intersections) St.Vrain Lakes(LSC#040840) INC b13Na/(6\SM\0105.10\l2-AP90340_aM rz/W3+1¢51®M December 30, 2005 Page 26 zze 22881 11506 Alb \\\ 420• I 102 1 4 �y 100 57 #�0 u 18 #39 U61C #37 #38 `148 tr109149 tr33 tb?S \ t tr12 13Y71 \ 3394 467 470 Appale 1le Stale \ 342 369 226 Sr'a/e-!'=$GU'a' 451 1 Alb 514 66 1 76 121no #41 25 40 24 .43 AS V„„ 35 t r 12 22 1261°4—, #7 290 i 333613 392 245 453 24� `395 , �� 60 1 t r 364 3 93 166 3 63 331 45-2 i� / , 354 7 333 54 �4� �we( , I L 13 5 4 � 166 238 3 #26 16 367 154 110 73 / ��278 257 r3S X776 , 3 6 #16 try rift' ,393 ' 846243 71 91 M 149 4 L-56 32 • 171 J #47 4 28 167 176 344 3 61 312 / 191 254 225 43 J ""j/(„, 39 307 #19 721 28 I 76 /`47 631 J "------..-'11\1 240 #1a C 39 226 a #48 1- 288 56 r94 281 -� 422 ',/y 3 \\ 33 11 168 37 163 \\\ ,19 39 541 108 700 r34 SM tt9 WO124 12 155 61 47 58 / 168 2,-0 16 8 20 � ,a 149—j 33 24 6 33 244349, #10 L44 3621 272 J #24 351 239 -' #25 6 308 I 527332 600 1 ` 7 356 428 -i i- 171 3 26 34 13 14-1 11 $ 20 23 716 `� 131 168 9 / r 13 r 40 13 131 168 Figure 15 108 LEGEND: Year 2025 Assignment of • Site-Generated Traffic 26 _ AM Peak—Hour Traffic (Internal Intersections) PM Peak—Hour Traffic St.Vrain Lakes(LSC#040840) o vsCAo/a6\'N\6p Tlh lnwm_0a.0 tz ,m WXH IM December 30, 2005 Page 27 BS Las 75 J �2 0 / • 20$ SO140 .1 $b BO15 — 40 5 65 50 45 3'6 4a 160 5 385 , #91 l' 580 405 , #90 U 635 355 #18 ss5 70 J�� 5 615 555 650 550 515 70—i 30 445 4800-7 #92 115 610 1 75 130 50 B5 olir,0 60 150 115 1s 13-5 ( ( 1 v 45 , F 8 sOw Approximate Scale 3_ Scale ate Scat 260 120 30 310 L210 5 J #7 115 525 35 �1,1,_ 10 505 #94 590 15 35 345�, #24.--10460 510 245 Z5 50 25 80 35 445 f 40 455 170 25 40 60 r85 i, 71 25-it I 3s 40 165 3 SITE 3577 40 65 • iss 90 \\\ wmza gI 20 80 135 IS 2S3 35 35 r 900 ' #93 585 ;,�� 5, 460 #23 40210 1235 I 20 I) 240 310 p 45 70 125 �/4 3 155 90 5 • ��135 265 5 o u 55 ,zo 175 ') L s so is s a�1�45 3530 1 5 TM `.// 15 70 ri. #10 90 55 I / 25 65 #3 40 95 360�`#l4 125 5 175 70 J 25� `` �2U 35 1} ,. 15 30 /// w 25 I 110 //550 31 0 ,0 �y 70 60 70 20 50 50 1�p� 45 235 130 145 #16 \ 110 tr70 30 90 #19 t— 70 80 12U 165 180 165 15, `50 se 119 wmz4 50 -41 x70 45 150 145 115 70 90 45 i�� / 85 90 125 1ao zo 135t0 I 25 #l5 90 J�` 20 390 1-1:-.'..\ ➢0 20 / 485 185 345 \\1 160 , #5 365 \ 1r6/ 305 r!` 90 450180 co 205 \ 6105'5 0 250.S�U, #6 195 775 ,8405 ) 4T0 i 1 r 185 280 r 420 #8 345 35 355 lU 1 \ 295 55 23 255 f r;I / Figure 16 LEGEND: 385 7 r5 / . L 105 Year 2011 26 _ AM Peak—Hour Traffic Total Traffic 31 PM Peak—Hour Traffic Note: Traffic volumes rounded to the nearest five. St.Vrain Lakes (LSC#040840) o usaorw�mw�wmmo-mos�wmm_osa�Uzfl wsmm December 30, 2005 Page 28 35 s0 7. 15 5 �S II 1235 I 5 5 45 JIL 10 • 25 ,s J L. 85 851 to "IT Tc 4s 5 70 405 -i #2 565 N 75 10 930 #90 875 7 585 #18 r 3s 510 620 500 `50 5011 ,� 31 L 5150 r 25 r 60 600 4-1 #92 !'15 850 \\ 470 345-1 (70 100 35 50 920'�� ` 870 \ 315 75 \ 55 55 80 ni5 35 95��I 45 150 20 125 Approximate Scale 50 Scale l'=4,000 a .' , a sH66 (<75 160 r 335 605 #94 610 0 SITE 605 f 330-1 `395 Want 3 55 1 ;� 100 30 115 90 \ 70 x1 • #23 195 215 145, 475 2$5 370775 \1/4 55 -.it J #93 1 765 � 165 BO 155 235' x300 260 4Ti0 90 40 ₹i0 55 \ 145 .J ` 70 13S 50 sens wan 500 -/ #91 825 1 11 900 730 / \ 445 190 ) 60 123 #8 373 ,,,r 170 133 65 ,55 0 20 160 505 0 30 143 8 �` _ 30 5\ 1 40 25 #3 �-- 55 720 50 J1� 25 65 40 1 35 115 \ 1l�iJ �� 401 1s� `20 1,—. 495 110 \ nin 190 #SITS 36 15 ill 5 #,5 I 35 345 ..4 .- 90 19s� `30 Figure 17 35 B5 30 445 / 280 '_ #6 195 870 380 i 3s Year 2014 260 6p 875 475 315 80 3'' 65 i2o 390 `ls 115 LEGEND: 205 745205-�ir-10 10 Total Traffic• 31 425 60 25 2 — AM Peak—Hour Traffic 26 (External Intersections) PM Peak—Hour Traftic Note: Traffic volumes rounded to the nearest five. St.Vrain Lakes(LSC#040840) D usmscmmunaare+mizmospoi ss 111W5Iaswm December 30, 2005 Page 29 i • 155 #24_r 240 N • 305 30� r 240 135 90 #25 r 135 s 20 35 `10 li- 100 85' r 130 -1 30 J 55 10 110 I r25 •C 70 TS {p f / Approximate Scak lI Scale-I--3,000 25 #7 55 \ \75 So 25 X255 fs -i r 330 e 140 #31 _ 65 65 160 115 1-10 n40 395 30 E 75 25 50 TS K245 r �%4055 �#16 , 160 #26 60 t�`100 -,. 115 190 15 11 45 65 n �, `55 150 11-U . 3 20 50 • \\\\\10 30 355 \ 15 - 3-0- 120 50 3S0 16Mi 225 J!.3 145 270 95 80 240 120 #10 T- 160 70 igs 155 175 #19 280 230 185 &5 195 25 430 ` 350 15, C 5 t1 /c40 10 55 lir_ 20 90 #14 35 3 ( 205 40 15 27030 ;O 30 180 25 45 10 20 1� 7-...:25 20 \ 90 45 76 270 130 // SH 119 WOl24 I Figure 18 LEGEND: Year 2014 Total Traffic 26 _ PM Peak—Hour Traffic (Internal Intersections) PM Peak—Hour Traffic Note: Traffic volumes rounded to the nearest five. St.Vrain Lakes(LSC#040840) Le o x , m l urffio o oa nw�as December 30, 2005 Page 30 173 • ,OS 65 2105 1105 135 r 1` ,5 765 #18 f 1 070 835 #34 r 1035 640 TTO, #2 �5 865 1,440 —1 �35 860 805 #62 1,105 1,420 - 1010 890 -��1TS 830 200 /290 20 965575 „580 2'7/55 r�170 W0,50'i 105 80 'nil 105 Ii�6u g5 545 130 65 100 65 235 65 120 233 105 195 no Appmximate Scak 65 125 gale./ 4000 145 300 110 .4... 140 60 A i 80 230 670 -' #90 1,300 45 350 1,280 1, r160 123 95 1 Ego 165 sew 470,� 165 #33 �o 185 yam/.. //"//�.j/i no , 245 t 3i5 370 480 / • , 235 te ' r le. 6 c 3 460 �. ; 680 #94 935 5 960 i \ 1.055 1,030 \\\ 520 ais awcam 'Jl 1#32 90-1 g 33 105 235 / 0 210 450 .. �� 460 41O 740 950 -7 #93 U 1530 445 1,29U 1,440 i 60 ,a5 1 365 535 55 r 400 825 #35 1 045 �, 1,140 1,085 #31 ,20� rX30 10s-1 345—, I '� f 23 1 i 10 70 60 285 5 160 ,40 285 220 .�115-5ry00 r 140 455 In 1 e_ sN 00 WO124 1,10.5 ji #91 1,695 •• ,140 1,840 -=t 1,895 150 105 4L0 ç Ts ,�r1 180 22s 905 60 ,So rif ,Ss / J #23 #8 US 215 M .,f 365 123 705 335 0 40 480 \,7010 / 265-11 5 0 -IL. �55 45 2T2S25 / 325 165 420 220 50 / 220 11770 505 380 s -• #3 �50 510 135 110 rl` 115 605 510 40 185 270, A16s 35� C25 k_160 845 123 130 240 #5 590 .� r 6U #15 1,005 285 655 --1.- 255 r 65 37 25 1 90 790 .11 L 205 6 1 f f 90 Figure 19 90 95 90 ` / 5,15'- r265 58s 50 \N / 435 #6 ,`3s /Year 2025 275 20 1,335 775 435 310 ' 90 560 30 540 LEGEND: 290 360295��20 zs Total Traffic • 645 ,zo 26 _ AM Peak—Hour Traffic 120 (External Intersections) PM Peak—Hour Traffic 210 Note: Traffic volumes rounded to the nearest five. St.Vrain lakes (LSC#040840) o.., ..,MW�sanum.,m�2-:sm�or®o_ue o, a a53n++ December,iU, 2UUS Page 31 350 350(' 1T>\ / 130 90 235 535 533 115 ₹80 35 i50 115 20 1� 100 + .9-------- L 10 135 100 165 #40 #39 X60 ", #37 #38 0—I `150 „„ sir ,sa 1ly irk ir,° 125 140 585 Approzlma eS ale 3 40059 595 495 '' 35051 Scale 1'-.FOOD' 575 350 553 SH 66 �II � 380475 #41 140 130 240 �1� 175 1x10 33,75 - , #7 7- 350435 465 ce K9___ 305 580 395 365 3 5 x165 3 5 685 430 _ 55 610 35 't J wr ♦ 35 15 6H a, � , 390 J #26 350 110 •� 365 5 530 80 / 5 16 u255 1S (-:y : 55 180 1! 35 #16 1 r35 �� ir- fat �(//�//J//�/ 135 85 iii 940 f / I 3 90 1513 55 30 320in J 3 60 _ 365 #47 370 510 75 80 570 5 190 205 645 3 J/ 40 450 #19 920 45 1,075 —s 790 11 75 #14/ 45 15 30 J 10 40 z5 240 ( 4 60 s A 30 Ti5o�/� /� \ \ r9:1„") 380 -' #48 485 \\ 10 615 35 165 \ iTS B15 110 1� `\ r35 SH 119 11//////1 wawa TO 65 15 20 J ,0 Y 505 52 \ #25 r 11�-16 1:-SN $ )Figure --7 #101- 505 15 5 670 330 ' 0 r40 `Y 5 420 #24 00 - ` 5 20 20s 170 25Year 2025 LEGEND: 110 \ 3 • \ Total Traffic L26 PM Peak—Hour Traffic 31 (Internal Intersections) 31 — PM Peak—Hour Traffic Note: Traffic volumes rounded to the nearest five. St.Vrain Lakes(LSC#040840) 0uraroertrl2D3.1o,o,40u22 O C0 a.=aorta ,a,A.l December 30, 2005 Page 32 • SECTION F Traffic Impacts Level of Service Capacity Analyses A significant methodology for determining traffic impacts is to examine the Levels of Service at the individual intersections and access points that will be directly impacted by a development. To assess the traffic impacts of the St. Vrain Lakes mixed use development,intersection Level of Service analyses have been conducted at intersections in the vicinity of the site as well as major intersections within the site. Intersection capacities have been analyzed in accordance with the requirements of the 2000 Highway Capacity Manual(HCM), using the methodology outlined in"Signalized and Unsignalized Intersection Capacities." Roundabout capacity analyses were performed in the software RODEL. The concept of Level of Service (LOS) is used as a basis for computing combinations of roadway operating conditions. By definition, six different Levels of Service are used (A, B, C, D, E, and F) with "A" being a free-flow condition and "E" representing the "capacity" of a given intersection or traffic movement. Traffic volumes used in the analyses include those from Figures 4 through 8 and 16 through 20. The lane geometry and traffic controls used in the analysis are shown in Figures 21, 22, and 23 for the Years 2011, 2014, and 2025 respectively. The results of these capacity analyses are found in Appendix B and are summarized in Table 4 for the Year 2011, Table 5 for Year 2014 and Table 6 for the Year 2025. As shown in Tables 4, 5 and 6, all signalized and roundabout intersections are expected to operate at an acceptable Level of Service (LOS "D") during both morning and evening peak-hours through the Year 2025 except for the I-25 Ramps and Frontage Road inter- sections with SH 66. This is true in both the background and total traffic scenarios. The I-25/SH 66 interchange is expected to be reconstructed in the future and the failing Levels of Service are not caused exclusively by this development. Furthermore,we expect that Weld County and CDOT will take a regional approach to what improvements are required,when these improvements will be made, and who will help pay for the improve- ments at these intersections. In addition, the geometry assumed for these intersections • is subject to change based on future study. One possible approach the County may take St. Vrain Lakes(LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 33 • is to accelerate the construction of the portion of WCR 9.5 between WCR 28 and SH 66 and the realignment of the I-25 Frontage Road to the Mead Street intersection at SH 66. This would provide an alternate route (besides the I-25 Frontage Road) for the site- generated traffic and greatly improve the traffic flow in the area. As with the I-25/SH 66 interchange improvements, we expect Weld County and CDOT will take a regional approach as to when these improvements should be done and how they will be accomplished. Critical approaches at all Stop controlled intersections are also expected to operate at an acceptable Level of Service (LOS "D") through the Year 2025 with the exception of Inter- section #2 (SH 66/WCR 13), Intersection #7 (SH 66/ WCR 11), and the southbound approach to the Mead Street/SH 66 intersection. Some approaches at these three inter- sections are expected to have a poor Level of Service (LOS"F") during the Years 2011 and 2014. However, the SH 66/WCR 13 and SH 66/WCR 11 intersections are expected to meet Manual on Uniform. Traffic Control Devices (MUTCD) traffic signal warrants by the Year 2014 and therefore be signalized. Furthermore, the proposed development does not contribute significant traffic to the southbound approach of the Mead Street/SH 66 inter- section. Average Daily Traffic Impacts The Year 2025 average weekday traffic impacts of the proposed development are illustrated in Figure 24. This figure illustrates the average weekday traffic expected to be generated by the proposed St. Vrain Lakes development, background plus site- generated average daily traffic, roadway capacities, and the percent of traffic that is site- generated traffic. Two-lane roadway capacities are assumed to be 10,000 vehicles per day and four-lane roadway capacities are assumed to be 35,000 vehicles per day. The figure shows that all surrounding roads will operate within their roadway capacities. Average daily traffic impacts are not shown for the other development years because the recommended lane geometry and traffic control for the interim traffic conditions were determined by the intersection Levels of Service. S St. Vrain Lakes(LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 34 • -,- & -F _Es __. _ii-_,) i ) t -;- -q- N J_ s _t_i tr2C1--2- 2 g SH 66 — Appioxlmate Scak / Scale:1"--:OW I T r ET f- E-4:4 . -w--- i I + i SITE f H Signalize H Wei 28 Underpass C itii._ 3i - - - I-7 riL - - 7. J fTy,, N SH119 WOI24 /\J 1 1..- Nri L. \�Ir ` --I V/ LEGEND: s = Traffic Signal Figure 21 f = Stop Sign • Red indicates improvements to be Year 2011 Recommended be made by St. Vrain Lakes. Lane Geometry and Traffic Control Lk St.Vrain Lakes(LSC#040840) p„x,,,,ats1 0�„__�.\04:843,oa,,:llallSI.Maw, December 30, 2005 Page 35 4_ -;- -;- _ -_-1._ - r 4- J I__ -Ifs + s + s_t_ J + 'I' • 3 Sx cb _ _. — — Approximate Scale li •• ^ '^ Scale I--.V300 I 2: -it - � Q 3 J -�- I SITE 11 4 walze Fr J i -1- 7 „,I: �-1r` -It • 1d. — f 4, yC 541119 wpl2a '• J IL a -± J m r s F -'-11r LEGEND: ,ir 5 = Traffic Signal Figure 22 1 = Stop Sign • I -- Red indicates improvements to be Year 2014 Recommended be made by St. Vrain Lakes. _ Lane Geometry and Traffic Control -- St.Vrain Lakes(LSC#040840) ruraep..wmn.lso I2 woenua2 Win. I=N-6a4 December 30, 2005 Page 36 1_-- 1-zi ,)_ ,--41.7-Li 6_ - -.4. -..-.- 0 - vr S ` -) r / _ 1\ 1 1 r �- 7 a t--)r--y- Ir SH 66 Approximate Scak JIL Scale:I'=3,/XXT � , � b J SITE 5- s fir fi � I ti\-- . - , --)tr} ii ii fir c� WCR28 !1 . • ��fifi J �V 0 CIIirL_ � A V 1Y ix-- - ,,, ii,„._ ,i_ L____ _ _.,,_ - -111 _fifif-} -1-@"7- -1!-- err r� JJI_ IL� --< V(.. fir r fi`� )Q .,s � l � J1_ I- yr r% SH 119 WQ124 3/j / I LEGEND: -�Jilt) �fifir �fifir s = Traffic Signal E = Stop Sign Figure 23 ® = Roundabout Year 2025 Recommended 0 L--- = 6 Lanes _ _ 4 Lanes Lane Geometry and Traffic Control L.= - St.Vrain Lakes(LSC#040840) .-,4•. :r:'.11C = 2 Lanes pp \, \pppap1:29as10-nso 0,Yq I]/31'.tlTi IA%t /M December 30, 2005 Page 37 Table 4(page 1 of 2) Year 2011 Intersection Levels of Service Analysis(1) St.Vrain Lakes,Phase 1 • Weld County,Colorado (LSC#040840,December,2005) Year2011 Year2011 Background Traffic Total Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 2. SH 66M/CR 13 Unsignalized Eastbound Left A A A A Westbound Left A A A A Northbound Approach 0 E E F Southbound Approach C D D E Critical Approach Delay(sec./veh.) 26.9 37.3 38.0 139.0 2. SH 66/WCR 13 Signalized Eastbound Shared Left/Through A A A A Eastbound Right A A A A Westbound Left A A A A Westbound Shared Through/Right A A A A Northbound Left D D D D Northbound Shared Through/Right C D C D Southbound Approach D D D D Intersection Delay(sec./veh.) 7.0 9.1 7.0 9.1 Intersection Level of Service A A A A 3. WCR 28/1-25 Frontage Road Unsignalized Eastbound Approach A B B C Westbound Approach B B B C Northbound Left A A A A Southbound Left A A A A Critical Approach Delay(sec./veh.) 10.2 10.9 11.5 17.9 5. WCR 24/WCR 13 Signalized Eastbound Left C A B A Eastbound Shared Through 8 Right C A C C Westbound Left C B C C • Westbound Shared Through/Right C B C B Northbound Left B C B D Northbound Through B C B C Northbound Right B C B C Southbound Left C C C C Southbound Shared Through/Right C D C D Intersection Delay(sec./veh.) 24.6 16.3 25.5 32.8 Intersection Level of Service C B C C 6. WCR 24/1-25 Frontage Road Signalized Eastbound Left B B B C Eastbound Shared Through/Right B C B B Westbound Left B C B C Westbound Shared Through/Right C C C C Northbound Left C B C C Northbound Through C B C C Northbound Right C B C C Southbound Left C C C C Southbound Through C C D D Southbound Right A A A A Intersection Delay(sec./veh.) 18.7 22.4 16.7 21.9 Intersection Level of Service B C B C 7. WCR 28NVCR 9.5 Unsignalized Westbound Left — — A A Northbound Approach — — A B Critical Approach Delay(Sec/veh.) - - 9.6 10.4 8. I-25 Frontage Road/WCR 9.5 Unsignalized Eastbound Approach — — B B Northbound Left — — A B Critical Approach Delay(sec./veil) — — 12.0 12.4 10. WCR 28ANCR 11 Unsignalized Eastbound Left A A A A Southbound Approach A A A B Critical Approach Delay(sec./veh.) 8.5 8.5 9.1 10.5 • 14 PA-2/PA-5 AccessM/CR 9.5 Unsignalized Eastbound Approach B B Westbound Approach — — B D Northbound Left — — A A Southbound Left — — A A Critical Approach Delay(sec./veh.) — — 13.6 32.6 De tuber 30, 2005 Page 38 Table 4(page 2 of 2) Year 2011 Intersection Levels of Service Analysis111 St.Vrain Lakes,Phase 1 • Weld County, Colorado (LSC#040840, December, 2005) Year 2011 Year 2011 Background Traffic Total Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 15 PA-1 Access/I-25 Frontage Road Unsignalized Westbound Approach - - A B Southbound Left - - A A Critical Approach Delay(sec./veh.) - - 8.9 11.1 16 School Access/WCR 9.5 Unsignalized Westbound Approach - - B B Southbound Left - - A A Critical Approach Delay(sec./veh.) - - 10.4 12.9 18 SH 66/WCR 11 Unsignalized Westbound Left A A A A Northbound Approach B C D F Critical Approach Delay(sec./veh.) 14.6 15.7 31.4 67.8 18. SH 66/WCR 11 Signalized Eastbound Through A A - - Eastbound Right A A - - Westbound Left A A — — Westbound Through A A — — Northbound Left D D - - Northbound Right D D - - Intersection Delay(sec.Neh.) 2.8 3.0 - - Intersection Level of Service A A - - • 19 WCR 28/PA-6 Access Westbound Left A A Northbound Approach - - B B Critical Approach Delay(sec./veh.) - - 10.5 12.6 23. WCR 28WCR 13 Unsignalized Eastbound Approach A A A B Northbound Left A A A A Critical Approach Delay(sec./veh,) 9.2 9.5 9.7 10.6 90. SH 66/WCR 9.5 Unsignalized Eastbound Left A A A A Southbound Approach B C C E Critical Approach Delay(sec./veh.) 14.6 19.2 20.1 48.5 91 SH 66/Mead Street Unsignalized Eastbound Left A A A A Southbound Approach C E D F ' Critical Approach Delay(sec./veh.) 21.9 37 4 29.0 212.8 93 SH 66/Northbound Ramp/Frontage Road Signalized Eastbound Approach on SH 66 F F F F Westbound Approach on SH 86 F F F F Northbound Approach on Frontage Road D D D F Northbound Approach on NB Ramp F F F F Southbound Approach on Frontage Road D D D D Intersection Delay(sec./veh.) 141.8 " Intersection Level of Service F F F F 94 SH 66/Southbound Ramo Signalized Eastbound Through E E E F Eastbound Right D C D C Westbound Left E D E F Westbound Through D F C F Southbound Shared Left,Through 8 Right D E D F • Intersection Delay(sec./veh.) 52 71 59.3 Intersection Level of Service D E E F 95 WCR 28/I-25 Under Pass Signalized Eastbound Approach A A A A Westbound Approach A A A A Critical Approach Delay(sec./veh) 7.3 7.3 7.9 8.4Decenber 30, 2005 Page 39 Table 5 (page 1 of 3) Year 2014 Intersection Levels of Service Analysis(1) • St.Vrain Lakes, Phases 1 and 2 Weld County, Colorado (LSC #040840, December, 2005) Year2014 Year2014 Background Traffic Total Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 2. SH 66/WCR 13 Signalized Eastbound Shared Left/Through/Right A A A A Westbound Shared Left/Through/Right A C A A Northbound Shared Left/Through/Right D D D D • Southbound Shared Left/Through/Right D D D D Intersection Delay(sea/veh.) 9.7 7.7 12.2 15.0 Intersection Level of Service A A B B 3. WCR 28/1-25 Frontage Road Unsignalized Eastbound Approach A B B C Westbound Approach B B B C Northbound Approach A A A A Southbound Approach — A A A Critical Approach Delay(sec./veh.) 10.4 11.1 11.8 18.4 5. WCR 24/WCR 13 Signalized Eastbound Left C A C B Eastbound Through C A C C • Eastbound Right B A C C Westbound Left C B C C Westbound Shared Through/Right D C D C Northbound Left B B C C Northbound Through B C B C Northbound Right B C B B Southbound Left C C C C Southbound Shared Through/Right C C D D Intersection Delay(sec./veh.) 24.7 13.4 29.1 26.8 Intersection Level of Service C B C C 6. WCR 24/1-25 Frontage Road Signalized Eastbound Left B B B 0 Eastbound Shared Through/Right B C B B Westbound Left B C B C Westbound Shared Through/Right C C C C Northbound Left C C C C Northbound Through C B C C Northbound Right C B C C Southbound Left C C C C Southbound Through C C D D Southbound Right A A A A Intersection Delay(sec./veh.) 19.3 23.4 16.7 25.5 Intersection Level of Service B C B C 7. WCR 24/1-25 Frontage Road Unsignalized Eastbound Approach — — A A Westbound Approach — — A A Northbound Approach — — B B Critical Approach Delay(sec./veh.) — — 11.7 13.2 III 8. 1-25 Frontage Road/WCR 9.5 Unsignalized Eastbound Approach B B Northbound Left — — A B Southbound Approach — — A A Critical Approach Delay(sec./veh.) — — 13.8 13.1 December 0, 2005 'age 40 Table 5 (page 2 of 3) Year 2014 Intersection Levels of Service Analysis(1) • St. Vrain Lakes, Phases 1 and 2 Weld County, Colorado (LSC #040840, December, 2005) Year 2014 Year 2014 Background Traffic Total Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 10. WCR 28/WCR 11 Unsignalized Eastbound Approach A A B C Westbound Approach A A B C Northbound Approach A A A B Southbound Approach A A A D Critical Approach Delay(sec./veh.) 6.7 6.7 14.4 25.5 14 PA-2/PA-5 Access/WCR 9.5 Unsignalized Eastbound Approach — — B C Westbound Approach — — C D Northbound Left — — A A Southbound Left — — A A Critical Approach Delay(sec./veh.) — — 15.5 34.3 15 PA-1 Access/I-25 Frontage Road Unsignalized Westbound Approach — — A B • Southbound Left _ _ A A Critical Approach Delay(sec./veh.) 8.9 11.2 16 School Access/WCR 9.5 Unsignalized Westbound Approach — — B C Southbound Left — — A A Critical Approach Delay(sec./veh.) — — 12.4 19.0 18. SH 66/WCR 11 Signalized Eastbound Through A A B B Eastbound Right A A A B Westbound Left A A A A Westbound Through A A B A Northbound Left D D D D Northbound Right D D C C Intersection Delay(sec./veh.) 2.8 3.0 20.7 19.4 Intersection Level of Service A A C B 19 WCR 28/PA-6 Access Westbound Left — — A A Northbound Approach — — B C Critical Approach Delay(sec./veh.) — — 11.9 19.1 23. WCR 28/WCR 13 Unsignalized Eastbound Approach A B B B Northbound Approach A A A A Southbound Approach A A A A Critical Approach Delay(sec./veh.) 9.3 9.5 10.2 12.6 • 24. WCR 28/West PA-12 Access Unsignalized Westbound Left — — A A Northbound Approach — — B B Critical Approach Delay(sec./veh.) — — 12.5 15.0 December 30, 2C 95 Page 41 Table 5 (page 3 of 3) Year 2014 Intersection Levels of Service Analysist11 • St. Vrain Lakes, Phases 1 and 2 Weld County, Colorado (LSC#040840, December, 2005) Year2014 Year2014 Background Traffic Total Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 25. WCR 28/Middle PA-12 Access Unsignalized Westbound Left — — A A Northbound Approach — — B B Critical Approach Delay(sec./veh.) — — 11.7 13.5 26. WCR 28/Eastmost PA-12 Access Unsignalized Westbound Left — — A A Northbound Approach — — A A Critical Approach Delay(sec./veh.) — — 9.9 10.0 31. WCR 28/Eastern PA-12 Access Unsignalized Westbound Left — — A A Northbound Approach — — B B Critical Approach Delay(sec./veh.) — — 10.5 11.5 90. SH 66/WCR 9.5 Unsignalized • Eastbound Approach A A B A Westbound Approach A A A A Southbound Approach C C E F Critical Approach Delay(sec./veh.) 16.8 22.8 43.3 ** 91. SH 66/Mead Street Unsignalized Eastbound Approach A A B B Westbound Approach A A A E Southbound Approach D F F F Critical Approach Delay(sec./veh.) 28.6 75.7 ** ** 93. SH 66/Northbound Ramp/Frontage Road Signalized Eastbound Approach on SH 66 F F F F Westbound Approach on SH 66 F F F F Northbound Approach on Frontage Road F D F F Northbound Approach on NB Ramp D F F F Southbound Approach on Frontage Road D D D D Intersection Delay(sec./veh.) ** ** ** Intersection Level of Service F F F 94. SH 66/Southbound Ramp Signalized Eastbound Through F E E F Eastbound Right D C C C Westbound Left F E F F Westbound Through E F E F Southbound Shared Left,Through &Right D F E F Intersection Delay(sec./veh.) 67.8 94.5 ** ** Intersection Level of Service E F F F • 95 WCR 28/1-25 Under Pass Signalized Eastbound Approach A A A A Westbound Approach A A A A Critical Approach Delay(sec./veh.) 7.3 7.3 7.8 8.1 D<e .. fbrr ' c)05 Page 42 Table 6(page 1 of 5) Year 2025 Intersection Levels of Service Analysis(ll • St Vrain Lakes, Buildout Weld County,Colorado (LSC#040840, December, 2005) Year 2025 Year2025 Background Traffic Total Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 2. SH 66/WCR 13 Signalized Eastbound Left A A B C Eastbound Through B B A B Eastbound Right A A A A Westbound Left A A A C Westbound Through A B B C Westbound Right A A B C Northbound Left D D C C Northbound Through D D D C Northbound Right D D D C Southbound Left D D D D Southbound Through/Right D D D D Intersection Delay(sec./veh.) 13.7 15.2 17.7 24.3 Intersection Level of Service B B B C 3. WCR 28/1-25 Frontage Road Signalized Eastbound Left C C B B Eastbound Through/Right C C B B Westbound Left C B A C Westbound Through/Right C C A C Northbound Left A A A A • Northbound Through/Right A A A A Southbound Left A A A A Southbound Through/Right A A A A Intersection Delay(sec./veh.) 14.2 12.7 10.6 16.9 Intersection Level of Service B B B B 5. WCR 24/WCR 13 Signalized Eastbound Left C B D C Eastbound Through C C D C Eastbound Right A A A C Westbound Left C C C 0 Westbound Through D C D D Westbound Right C C D D Northbound Left C B D C Northbound Through B C B C Northbound Right B C B B Southbound Left C C C C Southbound Through C C D C Southbound Right C C D D Intersection Delay(sec./veh.) 27.0 20.2 36.6 31.5 Intersection Level of Service C C D C 6. WCR 24/1-25 Frontage Road Signalized Eastbound Left D C 0 O Eastbound Through A C A B Eastbound Right A A A A Westbound Left B C B D Westbound Through C D C D Westbound Right B D B C Northbound Left D C D E Northbound Through D D D D Northbound Right D C D D Southbound Left D C D D • Southbound Through D D D D Southbound Right A A A A Intersection Delay(sec./veh.) 22.2 22.5 26.2 33.7 Intersection Level of Service C C C C December 30, 2005 Page 43 Table 6 (page 2 of 5) Year 2025 • Intersection Levels of Service Analysis(1) St. Vrain Lakes, Buildout Weld County, Colorado (LSC#040840, December, 2005) Year 2025 Year 2025 Background Traffic Total Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 7. WCR 28NVCR 9.5 Signalized Eastbound Left C C D C Eastbound Through/Right C C D D Westbound Through/Right D D D C Northbound Left A A B C Northbound Through A A B C Northbound Right A A A C Southbound Left A A B C Southbound Through A A B C Southbound Right A A B B Intersection Delay(sec./veh.) 19.5 13.4 29.3 31.4 Intersection Level of Service B B C C 8. 1-25 Frontage RoadNVCR 9.5 Unsignalized Eastbound Approach B B C C Northbound Approach A A B A Critical Approach Delay(sec./veh.) 10.7 10.6 16.2 15.2 • 10. WCR 28/WCR 11 Roundabout Eastbound Approach A A A A Westbound Approach A A A A Northbound Approach — — A B Southbound Approach A A A A Intersection Delay(sec./veh.) 1.6 1.6 2.2 2.9 Intersection Level of Service A A A A 14. PA-2&PA-5 AccessNVCR 9.5 Signalized Eastbound Left/Through — — C C Eastbound Right — — C B Westbound Left/Through — — D C Westbound Right — — B B Northbound Left — — A A Northbound Through — — A A Northbound Right — — A A Southbound Left — — A A Southbound Through — — A A Southbound Right — — A A Intersection Delay(sec./veh.) — — 8.2 9.3 Intersection Level of Service — — A A 15. PA-1 Access/I-25 Frontage Road Unsignalized Westbound Approach — — A B Southbound Approach — — A A Critical Approach Delay(sec./veh.) — — 9.0 12.0 • 16. School AccessNVCR 9.5 Westbound Approach — — C C Southbound Approach — — A A Critical Approach Delay(sec./veh.) — — 15.4 16.5 December 30, 2005 Page 44 Table 6(page 3 of 5) Year 2025 Intersection Levels of Service Analysislt) • St.Vrain Lakes,Buildout Weld County,Colorado (LSC#040840, December,2005) Year 2025 Year 2025 Background Traffic Total Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 18. SH 66/WCR 11 Signalized Eastbound Through A A A A Eastbound Right A A A A Westbound Left A A A B Westbound Through A A A B Northbound Left D D D D Northbound Right D D D D Intersection Delay(sec./veh.) 10.1 7.4 15.6 16.7 Intersection Level of Service B A B B 19 WCR 28/PA-6 Access Unsignalized Northbound Approach - - B B Critical Approach Delay(sec./veh.) - - 10.5 13.0 23 WCR 28/WCR 13 Signalized Eastbound Left C C C C Eastbound Right C C C C Northbound Left A A A B Northbound Through A A A A Southbound Through A A A B Southbound Right A A A A Intersection Delay(sec./veh.) 8.6 8.6 23.3 10.2 Intersection Level of Service A A C a 24. WCR 28/West PA-12 Access Unsignalized • - - Eastbound Approach A A Westbound Approach A A Northbound Approach - - A B Southbound Approach - - B B Critical Approach Delay(sec./veh.) - - 10.6 11.6 25. WCR 28/Middle PA-12 Access Unsignalized Eastbound Approach - - A A Westbound Approach - - A A Northbound Approach - - A B Southbound Approach - - B B Critical Approach Delay(sec/veh.) - - 10.5 11.3 26. WCR 28/Easternmost PA-12 Access Eastbound Approach - - A A Westbound Approach - - A A Northbound Approach - - A A Southbound Approach - - A B Critical Approach Delay(sec./veh.) - - 9.8 10.5 31. South Access Dnve/WCR 13 Signalized Eastbound Left C C C C Eastbound Right C C C C Northbound Left A A A A Northbound Through A A A A Southbound Through A A A A Southbound Right A A A A Intersection Delay(sec/veh.) 2.7 4.1 5.4 5.5 Intersection Level of Service A A A A 32. Central Access Dnve/WCR 13 Unsignalized Eastbound Approach - - B B Northbound Approach - - A A Critical Approach Delay(sec/veh.) - - 10.2 10.7 • 33 Cnmmercial RTO Access WCR 13 Unsignalized Eastbound Approach A A 8 B Northbound Approach , A A A A Southbound Approach A A A A Critical Approach Delay(sec./veh.) 8.7 8.9 10.7 12.6 December 30, 2005 Page 45 Table 6(page 4 of 5) Year 2025 Intersection Levels of Service Analysis111 • St.Vrain Lakes,Buildout Weld County,Colorado (LSC#040840, December,2005) Year2025 Year2025 Background Traffic Total Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 34. SH 66/North Access Drive Signalized Eastbound Through - - A A Eastbound Right - - A A Westbound Left - - A C Westbound Through - - A A Northbound Left — — D D Northbound Right — — C D Intersection Delay(sec./veh.) — — 12.2 TM Intersection Level of Service — — B A 35 SH 66/East Commercial 3/4 Access Unsignalized Eastbound Approach A A A A Westbound Approach A A B A Northbound Approach B B C D Critical Approach Delay(sec./veh.) 10.5 12.5 16.9 25.6 37 Main Internal Collector/WCR 11 Unsignalized Eastbound Approach B B F F Westbound Approach A A E F Northbound Approach A A A A Southbound Approach A A Critical Approach Delay(sec./veh.) 10.9 12.0 51.5 • 37 Main Internal CoIIectoriWCR 11 Signalized Eastbound Left A A Eastbound Shared Through&Right A A Westbound Left - - Westbound Shared Through&Right - - Northbound Left A A Northbound Through A A Northbound Right — — Southbound Left — — Southbound Through&Right A A Intersection Delay(sec./veh.) 8.3 8.6 1 .8 1 .7 Intersection Level of Service A A 38. Commercial RTO Access/WCR 11 Unsignalized Westbound Approach A A B C Northbound Approach A A A A Critical Approach Delay(sec./veh.) 9.1 9.3 14.8 15.3 39 South Center Access/VUCR 11 Unsignalized Westbound Approach - - B B Cntical Approach Delay(sec./veh.) - - 13.3 13.6 40. North Center Access/INCR 11 Unsignalized Westbound Approach — — B B Critical Approach Delay(sec./veh.) — — 12.9 12.8 41. Southernmost Access/WCR 11 Unsignalized Westbound Approach — — B B Critical Approach Delay(sec./veh.) — — 12.1 13.8 47 WCR 28/Intemal Collector Eastbound Approach — — A A Westbound Approach — — A A Southbound Approach — — A A Intersection Delay(sec./veh.) — — 4.0 4.8 • Intersection Level of Service A A Note • Delay More than 100 seconds. December 30, 2005 Page 46 Table 6 (page 5 of 5) Year 2025 Intersection Levels of Service Analysis(1) • St.Vrain Lakes, Buildout Weld County,Colorado (LSC #040840, December, 2005) Year 2025 Year 2025 Background Traffic Total Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 48. WCR 28/Eastern PA-12 Access Unsignalized Eastbound Approach — — A A Westbound Approach — — A A Northbound Approach — — A B Southbound Approach — — B B Critical Approach Delay(sec./veh.) — — 10.3 10.7 62. SH 66/West Commercial 3/4 Access Unsignalized Westbound Approach A B A A Northbound Approach B B B C Critical Approach Delay(sec./veh.) 10.6 12.4 11.2 16.3 63. Main Internal Collector/North Access Drive Unsignalized Southbound Approach A A B B Critical Approach Delay(sec./veh.) 0.0 0.0 10.6 10.8 90. SH 66/WCR 9.5 Signalized Eastbound Left B C C C Eastbound Through B C B C Eastbound Right A A A A • Westbound Left A B B D Westbound Through A B B C Westbound Right A A B C Northbound Left C C C C Northbound Through/Right C C C C Southbound Left C C D D Southbound Through/Right D D D D Intersection Delay(sec./veh.) 14.4 21.1 19.0 28.6 Intersection Level of Service B C B C 91. SH 66/Mead Street Unsignalized Eastbound Left C E F E Northbound Approach C C C E Southbound Approach C C C D Critical Approach Delay(sec./veh.) 16.8 19.1 22.4 46.2 93. SH 66/Northbound Ramp Signalized Eastbound Left D E D E Eastbound Through C B 0 F Westbound Through C C C D Westbound Right A A A A Northbound Left C C C C Northbound Through C C C C Northbound Right A A A A Intersection Delay(sec./veh.) 22.6 22.3 26 42.7 Intersection Level of Service C C D 94. SH 66/Southbound Ramp Signalized Eastbound Through C C D D Eastbound Right A A A A Westbound Left D D F F • Westbound Through C C B D Southbound Left/Through C D D F Southbound Right A A A A Intersection Delay(sec./veh.) 24.4 25.8 36.2 64.6 Intersection Level of Service C C D E December 30, 2005 Page 47 M 3,180/5,930/10,000/54% 8,160/26,260/35,000/31% N 13,535/33,535/35,000/40% lil E I 1 SH 66 _� - II i Approximate Scale Scale /1-=3,00i7} 9i895/1342o/15i000/74% ,.7"11 9,850/23,400/35,000/42% [8,450/11,870/35,000/71% 3 3 6 SITE ici WCR 26 _ _ - rl _ _ 6,225/10,255/35,000/61% /10,370/17,630/35,000/59% n i • I 15,715/20,745/35,000/76% 4� ' 9,385/14,435/35,000/65% 14,360/22,320/35,000/64% 3,355/7,455/10,000/45% 15,130/27,130/35,000/56% SH,195\7/ WCR24 1 LEGEND: Site— Site—Generated Total Roadway 12,180/25,580/35,000/53% = Generated Total fig Percent of Figure 24 Traffic Total Traffic M Year 2025 Average Daily Traffic Impacts Mt_ St.Vrain Lakes(LSC#040840) susmeCe,sono®mvram\omeaoyan mwalawswm December 30, 200b Page 48 • SECTION G Recommendations Figures 21 through 23 illustrate the recommended traffic control and lane geometry for key intersections in the study area. As shown, it is expected that a total of ten traffic signals adjacent to and within the site may be required by the Year 2025. These will be located at the intersections of SH 66/WCR 9.5, SH 66/WCR 11, SH 66/WCR 13, WCR 28/I-25 East Frontage Road, WCR 28/WCR 9.5, WCR 28/WCR 13, as well as one site access intersection along SH 66, one along WCR 11, one along WCR 13, and one along WCR 9.5. In addition, two-lane roundabouts on WCR 28 at WCR 11 and an internal collector roadway are also planned. Although these specific access assumptions needed to be made for this study, it should be noted that specific access is subject to future planning and study when more detail is known about each parcel. Furthermore, access locations are also subject to Weld County and possibly CDOT approval. Phase 1 - Year 2011 . The following improvements will likely be needed by buildout of Phase 1: • Construct at least half of the ultimate cross-section of WCR 9.5 from East I-25 Frontage Road to WCR 28 such that it operates as at least a two-lane paved roadway and re-aligning the East I-25 Frontage Road to form a T-intersection with WCR 9.5. • Make improvements to the sections of WCR 28 from East I-25 Frontage Road to WCR 11, and WCR 11 from WCR 28 to SH 66 (possibly chip seal or temporary asphalt paving). • Improve the SH 66/WCR 11 intersection with separate westbound left-turn and eastbound right-turn lanes according to Colorado Department of Transportation (CDOT) standards. • Signalize WCR 28 underpass crossing of I-25 to allow only one direction of traffic to flow at a time. • Add a second eastbound left-turn lane at the SH 119/WCR 24/I-25 East Frontage Road intersection. It appears that the median on SH 119 west of the intersection is sufficiently wide to accommodate a second left-turn lane. There- fore, only a median modification is required at that approach. The north leg will • require widening to accommodate a second receiving lane. This wider section St. Vrain Lakes (LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 49 • should continue north to terminate as a right-turn lane at the first access on I-25 East Frontage Road north of WCR 24. Phase 2 - Year 2014 Phase 2 (expected to be completed by the Year 2014) will require further improvements: 1. Pave half the ultimate cross-sections of WCR 11 and WCR 28 within the site so that they operate as two-lane roadways with auxiliary lanes where needed. 2. Construct the WCR 28/WCR 11 two-lane roundabout but temporarily stripe as a one-lane roundabout or only open half and operate as an all-way Stop controlled intersection. 3. Improve the WCR 28/WCR 13 intersection with a separate northbound left-turn lane. 4. Construct traffic signals at the SH 66/WCR 11 and SH 66/WCR 13 inter- sections. Buildout - Year 2025 Finally, by the Year 2025 (buildout of phases 1, 2, 3, and 4), the following additional • improvements will be required: 1. Extend WCR 9.5 from WCR 28 north to SH 66 and construct the ultimate four- lane arterial roadway cross-section through the site. 2. Widen WCR 28 and WCR 11 through the site to the ultimate four-lane arterial roadway cross-section. 3. Construct the WCR 28/Internal Collector two-lane roundabout and modify the WCR 28/WCR 11 roundabout to function as a two-lane roundabout. 4. Signalize the remaining eight intersections that will require a traffic signal by the Year 2025. 5. Construct various additional geometric improvements (outlined in Figure 23) to the study area intersections along SH 66 and WCR 13. Figure 23 also illustrates the number of lanes for the proposed roadway system upon buildout of the whole St. Vrain Lakes development. As shown, four-lane arterial road- ways (two lanes in each direction with turn lanes where needed) are recommended for SH 66, WCR 9.5, WCR 13, WCR 11 and WCR 28. I-25 East Frontage Road and the other • St. Vrain Lakes/LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 50 • roadways internal to the site are recommended as two-lane collector roadways (one lane in each direction with turn lanes where needed). • • St. Vrain Lakes(LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 51 • SECTION H Conclusions Based upon the foregoing analysis, the following conclusions may be made regarding the St. Vrain Lakes mixed use development: 1. At full buildout, the proposed development is expected to generate about 63,290 total external vehicle-trips per day (31,645 entering and 31,645 exiting vehicles in a 24-hour period). In addition, about 1,176 vehicles would enter and 2,654 vehicles would exit during the morning peak-hour. During the evening peak-hour, there would be about 3,582 entering vehicles and 2,447 exiting vehicles. 2. The development is proposed to be served by three access points along SH 66, three access points along WCR 13, five access points along WCR 11, six access points along WCR 28, two access points along WCR 9.5 and a single access point along the I-25 East Frontage Road. Specific access points are subject to change due to future site planning. Furthermore, accesses to Weld County Roads and State Highways are subject to Weld County and possibly CDOT approval. • 3. Upon buildout of Phase 1 (Year 2011) it is estimated that 35 percent of project- generated traffic will be oriented to and from the west on SH 119, 20 percent will be oriented to and from the west on SH 66, 13 percent will be oriented to and from the south on WCR 13, ten percent will be oriented to and from the west on WCR 28, five percent will be oriented to and from the east on both SH 66 and WCR 24, five percent will be oriented to and from the north on WCR 9.5, two percent will be oriented to and from the south on the I-25 East Frontage Road south of WCR 24, and the remaining five percent of the trips would be oriented to and from the north on WCR 13. 4. A slight shift is expected in the Year 2014 due to changes in the surrounding land uses and the additional trips generated by Phase 2 of the St. Vrain Lakes development. It is expected that some of the traffic utilizing SH 119 and WCR 28 to travel to and from the west will utilize SH 66 instead. This is expected due to increased growth in areas north of the site as well as the capacity of the WCR 28/I-25 underpass. Note that the percent of traffic traveling to/from the west on WCR 28 was reduced from ten percent in Year 2011 to five percent in Year 2014. The reason for this is that there is currently a single-lane box culvert underpass for WCR 28 to cross under I-25 which allows for traffic to flow in only one direction at a time. By buildout of Phase 1, this underpass will be near capacity, even if a signal is provided to help with the traffic flow and safety, and therefore, traffic from Phase 2 will likely find other routes. Therefore, the percent of site-generated traffic routed to the west on WCR 28 was assumed to go down from ten percent in Phase 1 to five percent St. Vrain Lakes/LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 52 • in Phase 2 (the total traffic routed across the underpass does not change significantly from Phase 1 to Phase 2). 5. By Year 2025, the distribution of project-generated traffic is anticipated to be different due to the buildout of the development and the surrounding areas. The projected distribution of project-generated traffic on the 2025 network is shown in Figure 10. As indicated, approximately 21 percent of project- generated traffic will be oriented to and from the west on SH 119, 27 percent will be oriented to and from the west on SH 66, 13 percent will be oriented to and from the south on WCR 13, 15 percent will be oriented to and from the west on WCR 28, five percent will be oriented to and from the east on both SH 66 and WCR 24, five percent will be oriented to and from the north on WCR 9.5, two percent will be oriented to and from the south on the I-25 East Frontage Road south of WCR 24, two percent will be oriented to and from the north on the I-25 Frontage Road, and the remaining five percent of the trips would be oriented to and from the north on WCR 13. 6. All signalized and roundabout intersections are expected to operate at an acceptable Level of Service (LOS "D") during both morning and evening peak- hours through the Year 2025 except for the I-25 Ramps and Frontage Road intersections with SH 66. This is true in both the background and total traffic scenarios. The I-25/SH 66 interchange is expected to be reconstructed in the future and the failing Levels of Service are not caused exclusively from this development. Furthermore, we expect that Weld County and CDOT will take • a regional approach to what improvements are required, when these improve- ments will be made and who will help pay for the improvements at these inter- sections. In addition, the geometry assumed for these intersections is subject to change based on future study. One possible approach the County may take is to accelerate the construction of the portion of WCR 9.5 between WCR 28 and SH 66 and the realignment of the I-25 Frontage Road to the Mead Street inter- section at SH 66. This would provide an alternate route (besides the I-25 Frontage Road) for the site generated traffic and greatly improve the traffic flow in the area. As with the I-25/SH 66 interchange improvements,we expect Weld County and CDOT will take a regional approach as to when these improve- ments should be done and how they will be accomplished. 7. The critical approaches at all Stop controlled intersections are also expected to operate at an acceptable Level of Service (LOS "D") through the Year 2025 with the exception of Intersection #2 (SH 66/WCR 13), Intersection #7 (SH 66/ WCR 11) and the southbound approach to the Mead Street/SH 66 intersection. Some approaches at these three intersections are expected to have a poor Level of Service (LOS "F") during the Years 2011 and 2014. However, the SH 66/WCR 13 and SH 66/WCR 11 intersections are expected to meet Manual on Uniform Traffic Control Devices (MUTCD) traffic signal warrants by the Year 2014 and therefore be signalized. Furthermore,the proposed development does not contribute significant traffic to the southbound approach of the Mead Street/SH 66 intersection. • St. Vrain Lakes/LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 53 • 8. Figures 21 through 23 show the recommended lane geometry and traffic control for the study area. It is expected that a total of ten traffic signals adjacent to and within the site may be required by the Year 2025. These will be located at the intersections of SH 66/WCR 9.5, SH 66/WCR 11, SH 66/WCR 13,WCR 28/ I-25 East Frontage Road, WCR 28/WCR 9.5, WCR 28/WCR 13, as well as one site access intersection along SH 66, one along WCR 13, one along WCR 11 and one along WCR 9.5. In addition, two-lane roundabouts on WCR 28 at WCR 11 and an internal collector roadway are also planned. 9. Based on the expected Year 2025 total daily traffic volumes, four-lane arterial roadways (two lanes in each direction with turn lanes where needed) are recommended for SH 66, WCR 9.5, WCR 13, WCR 11 and WCR 28. I-25 East Frontage Road and the other roadways internal to the site are recommended as two-lane collector roadways (one lane in each direction with turn lanes where needed). Specifically, the following is a breakdown of the required improve- ments by phase. Phase 1 - Year 2011 a. Construct half of the ultimate cross-section of WCR 9.5 from East I-25 Frontage Road to WCR 28 such that it operates as a four-lane paved roadway and re-aligning the East I-25 Frontage Road to form a T- intersection with WCR 9.5. • b. Make improvements to the sections of WCR 28 from East 1-25 Frontage Road to WCR 11, and WCR 11 from WCR 28 to SH 66 (possibly chip seal or temporary asphalt paving). c. Improve the SH 66/WCR 11 intersection with a separate westbound left-turn and eastbound right-turn lanes according to Colorado Department of Transportation (CDOT) standards. d. Signalize the WCR 28 underpass crossing of I-25 to allow only one direction of traffic to flow at a time. e. The only off-site improvement that will be required due to site- generated traffic is at the intersection of SH 119/WCR 24/I-25 East Frontage Road where the west and north approaches will require widening to accommodate a second eastbound left-turn lane. It appears that the median on SH 119 west of the intersection is sufficiently wide to accommodate a second left-turn lane. Therefore, only a median modification is required at that approach. The north leg will require widening to accommodate a second receiving lane. This wider section should continue north to terminate as a right-turn lane at the first access on I-25 East Frontage Road north of WCR 24. These improvements should also be constructed in conjunction with Phase 1. • St. Vram Lakes(LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 54 • Phase 2 - Year 2014 a. Pave half the ultimate cross-sections of WCR 11 and WCR 28 within the site so that they operate as two-lane roadways with auxiliary lanes where needed. b. Construct the WCR 28/WCR 11 two-lane roundabout but temporarily stripe as a one-lane roundabout or only open half and operate as an all-way Stop controlled intersection. c. Improve the WCR 28/WCR 13 intersection with a separate north- bound left-turn lane. d. Construct traffic signals at the SH 66/WCR 1 land SH 66/WCR 13 intersections. Buildout - Year 2025 a. Extend WCR 9.5 from WCR 28 north to SH 66 and construct the ultimate four-lane arterial roadway cross-section through the site. b. Widen WCR 28 and WCR 11 through the site to the ultimate four-lane arterial roadway cross-section. • c. Construct the WCR 28/Internal Collector two-lane roundabout and modify the WCR 28/WCR 11 roundabout to function as a two-lane roundabout. d. Signalize the remaining eight intersections that will require a traffic signal by the Year 2025. e. Construct various additional geometric improvements (outlined in Figure 23) to the study area intersections along SH 66 and WCR 13. 10. Traffic associated with the construction of the St. Vrain Lakes mixed use development can be safely accommodated by the adjacent roadway network with the improvements recommended herein and regional improvements to the I-25/SH 66 interchange and WCR 28 underpass crossing of I-25. • St. Vrain Lakes(LSC#040840) December 30, 2005 LSC Transportation Consultants, Inc. Page 55 • APPENDIX A Traffic Counts • Counter Measures Site Code : 4 PAGE: 1 1/S STREET: I-25 FRONTAGE RD FILE: FRONSH66 6/B STREET: SH-66 Movements by: Vehicles DATE: 1/19/05 Time From North From East From South From West Vehicle Begin RT TURD LT RT THRD LT RT TEED LT RT THRD LT Total 6:30 6 7 0 1 106 12 4 1 3 8 62 15 225 6:45 6 9 1 3 129 10 11 3 2 6 80 22 282 HR TOTAL 12 16 1 4 235 22 15 4 5 14 142 37 507 7:00 AM 9 4 2 2 86 9 5 4 2 9 67 6 205 7:15 9 4 0 2 119 12 8 4 5 6 104 8 281 7:30 8 7 1 1 106 4 6 1 7 14 65 18 238 7:45 7 4 0 2 121 16 4 7 4 16 104 20 305 HR TOTAL 33 19 3 7 432 41 23 16 18 45 340 52 1029 8:00 AM 9 5 3 1 77 7 11 2 3 9 82 12 221 8:15 7 2 0 1 90 8 4 0 3 7 78 9 209 Break 4:00 PM 9 5 2 3 94 9 20 7 6 2 107 8 272 4:15 8 5 0 5 109 11 24 6 7 4 117 7 303 4:30 19 5 1 2 119 7 22 12 16 3 96 10 312 4:45 18 5 0 4 100 6 21 12 6 4 82 10 268 HR TOTAL 54 20 3 14 422 33 87 37 35 13 402 35 1155 5: 36 5 3 2 130 11 21 8 11 3 104 5 339 5: 13 2 3 2 107 6 29 8 9 2 108 11 300 5:30 9 4 2 3 103 5 21 6 11 6 111 6 287 5:45 7 4 2 3 98 3 22 6 12 1 94 4 256 RR TOTAL 65 15 10 10 438 25 93 28 43 12 417 26 1182 DAY TOTAL 180 77 20 37 1694 136 233 87 107 100 1461 171 4303 • Counter Measures Site Code : 4 PAGE: 1 N/S STREET: I-25 FRONTAGE RD FILE: FRONSH66 E/W STREET: SR-66 : Movements by: Vehicles DATE: 1/19/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 6:45 AM 0.94 32 24 4 60 53 40 7 East 6:30 AM 0.86 8 440 43 491 2 90 9 South 7:15 AN 0.91 29 14 19 62 47 23 31 West 7:15 AM 0.82 45 355 58 458 10 78 13 Entire Intersection North 7:15 AM 0.84 33 20 4 57 58 35 7 East 0.84 6 423 39 468 1 90 8 South 0.91 29 14 19 62 47 23 31 West 0.82 45 355 58 458 10 78 13 I-25 FRONTAGE RD N W--I—E S • 78 ' 33 20 4 :2?i:4:7t5 'i': 57 6 SH-66 468 423 c.O 58 L 39 355 458 SH-66 ::S: :::::::;:3:8:8;;::::'_ 45 J r 62 EERMEEESEENS 19 14 29 104 • I-25 FRONTAGE RD Counter Measures Site Code : 4 PAGE: 1 N/S STREET: I-25 FRONTAGE RD FILE: FRONSH66 E/W STREET: SH-66 • Movements by: Vehicles DATE: 1/19/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:30 PM 0.63 86 17 7 110 78 15 6 East 4:15 PM 0.88 13 458 35 506 3 91 7 South 4:30 PM 0.88 93 40 42 175 53 23 24 West 5:00 PM 0.92 12 417 26 455 3 92 6 Entire Intersection North 4:15 PM 0.60 81 20 4 105 77 19 4 East 0.88 13 458 35 506 3 91 7 South 0.83 88 38 40 166 53 23 24 West 0.87 14 399 32 445 3 90 7 I-25 FRONTAGE RD N W-1--E 83• 81 20 4 105 13 579 SH-66 506 458 32 L 35 399 445 SH-66 491 J 14 166 40 38 88 • I-25 FRONTAGE RD Counter Measures Site Code : 13 PAGE: 1 N/S STREET: CR-11 FILE: CR11SH66 IN STREET: SH-66 Movements by: Vehicles DATE: 1/19/05 Time From North From East From South From West Vehicle Begin RT THU LT RT THRO LT RT THEE LT RT TRRO LT Total 6:30 0 0 0 0 122 0 0 0 1 0 46 0 169 6:45 0 0 0 0 96 0 0 0 2 0 46 0 144 BR TOTAL 0 0 0 0 218 0 0 0 3 0 92 0 313 7:00 AM 0 0 0 0 99 0 0 0 0 2 40 0 141 7:15 0 0 0 0 109 0 0 0 0 0 65 0 174 7:30 0 0 0 0 125 1 0 0 0 0 44 0 170 7:45 0 0 0 0 111 0 0 0 0 0 52 0 163 HR TOTAL 0 0 0 0 444 1 0 0 0 2 201 0 648 8:00 AM 0 0 0 0 88 0 0 0 1 2 46 0 137 8:15 0 0 0 0 76 0 0 0 0 0 50 0 126 Break 4:00 PM 0 0 0 0 61 1 0 0 0 1 97 0 160 4:15 0 0 0 0 90 2 1 0 1 1 97 0 192 4:30 0 0 0 0 78 0 0 0 0 1 108 0 187 4:45 0 0 0 0 68 0 0 0 1 0 95 0 164 HR TOTAL 0 0 0 0 291 3 1 0 2 3 397 0 703 5: 0 0 0 0 67 2 0 0 0 0 112 0 181 5: 0 0 0 0 81 0 1 0 1 0 117 0 200 5:30 0 0 0 0 68 0 0 0 0 1 116 0 185 5:45 0 0 0 0 74 1 0 2 1 1 92 0 171 BR TOTAL 0 0 0 0 290 3 1 2 2 2 437 0 737 DAY TOTAL 0 0 0 0 1413 7 2 2 8 9 1223 0 2664 • Counter Measures Site Code : 13 PAGE: 1 N/S STREET: CR-11 FILE: CR11SH66 EN STREET: SH-66 Mavenents by: Vehicles DATE: 1/19/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES .... PERCENTS ,.. FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 12:00 AM 0.00 0 0 0 0 0 0 0 East 7:00 AM 0.88 0 444 1 445 0 %100 0 South 6:30 AM 0.38 0 0 3 3 0 0 %100 West 7:15 AM 0.80 2 207 0 209 1 99 0 Entire Intersection North 7:00 AM 0.00 0 0 0 0 0 0 0 East 0.88 0 444 1 445 0 %100 0 South 0.00 0 0 0 0 0 0 0 West 0.78 2 201 0 203 1 99 0 CR-11 N W—�—E 0 • S 0 0 0 ''•' : L -I 0 0 444 :;::;•: r tai SH-66 445 444 201 203 SH-66 2 0 201 0 0 3 0 • CR-11 Counter Measures Site Code : 13 PAGE: 1 N/S STREET: CR-11 FILE: CR11SH66 E/N STREET: SH-66 : Movements by: Vehicles DATE: 1/19/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:30 PM 0.00 0 0 0 0 0 0 0 East 4:15 PM 0.83 0 303 4 307 0 99 1 South 5:00 PM 0.42 1 2 2 5 20 40 40 West 4:45 PM 0.94 1 440 0 441 0 %100 0 Entire Intersection North 5:00 PM 0.00 0 0 0 0 0 0 0 East 0.90 0 290 3 293 0 99 1 South 0.42 1 2 2 5 20 40 40 West 0.94 2 437 0 439 0 %100 0 CR-11 N W—t—E S • 0 0 0 .,••,••292"$:• 0 0 ; L .: r SH-66 293 290 07 I L 3 437 439 SH-66 %.`•: t438 c 2 i 5 2 2 1 • CR-11 Counter Measures Site Code : 14 PAGE: 1 I/S STREET: CR-13 FILE: CR13SH66 EN STREET: SR-66 • : Movements by: Vehicles DATE: 1/19/05 Time From North From East From South From West Vehicle Begin RT THRO LT RT THRU LT RT TRRO LT RT TRIM LT Total 6:30 5 3 2 6 116 8 4 8 10 1 30 4 197 6:45 11 6 2 4 85 15 1 6 5 6 36 1 178 HR TOTAL 16 9 4 10 201 23 5 14 15 7 66 5 375 7:00 AM 9 2 2 4 79 5 3 7 4 4 36 2 157 7:15 7 5 1 0 91 8 1 5 7 4 57 2 188 7:30 4 9 1 3 121 7 6 3 1 4 39 3 201 7:45 7 3 8 2 94 10 5 4 9 8 45 0 195 HR TOTAL 27 19 12 9 385 30 15 19 21 20 177 7 741 8:00 AN 8 6 1 2 76 5 6 1 6 4 39 1 155 8:15 3 3 5 3 63 4 8 8 3 8 41 4 153 Break 4:00 PM 6 3 1 3 52 6 11 7 10 11 78 11 199 4:15 5 2 2 2 66 5 7 4 8 9 81 10 201 4:30 3 4 0 3 69 5 12 11 4 12 94 8 225 4:45 1 7 4 0 57 2 9 12 10 10 81 4 197 HR TOTAL 15 16 7 8 244 18 39 34 32 42 334 33 822 S: 2 6 1 1 62 7 12 7 3 15 88 15 219 S: 4 2 0 3 64 4 15 10 10 11 95 8 226 5:30 2 2 1 2 58 4 10 8 6 9 87 13 202 5:45 7 3 1 2 61 2 1 11 7 10 74 13 192 HR TOTAL 15 13 3 8 245 17 38 36 26 45 344 49 839 DAY TOTAL 84 66 32 40 1214 97 111 112 103 126 1001 99 3085 • Counter Measures Site Code : 14 PAGE: 1 N/S STREET: CR-13 FILE: CR13SH66 E/W STREET: SH-66 Movements by: Vehicles DATE: 1/19/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 7:15 AM 0.83 26 23 11 60 43 38 18 East 7:00 AM 0.81 9 385 30 424 2 91 7 South 6:30 AM 0.69 9 26 26 61 15 43 43 West 7:15 AM 0.82 20 180 6 206 10 87 3 Entire Intersection North 7:00 AM 0.81 27 19 12 58 47 33 21 East 0.81 9 385 30 424 2 91 7 South 0.76 15 19 21 55 27 35 38 West 0.81 20 177 7 204 10 87 3 CR-13 N Id--1—E S 27 19 12 Lg 58 r „.......y..x.y.y..y:....„.,,..a.x.x. , mg - -.... `:? SH-66 424 385 ......... 7 L 30 177 204 SH-66 :ts:: ;:;:'.:204:::::;1 20 55 ZokggaffeaRggffilih ?:>:69 21 19 15 CR-13 Counter Measures Site Code : 14 PAGE: 1 N/S STREET: CR-13 FILE: CR13SH66 E/W STREET: SH-66 • : Movements by: Vehicles DATE: 1/19/05 PEAR PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAR HOUR FACTOR Right Thru Left Total Right Thru Left North 4:00 PM 0.79 15 16 7 38 39 42 18 East 4:15 PM 0.91 6 254 19 279 2 91 7 South 4:30 PM 0.82 48 40 27 115 42 35 23 West 4:30 PM 0.93 48 358 35 441 11 81 8 Entire Intersection North 4:30 PM 0.71 10 19 5 34 29 56 15 East 0.90 7 252 18 277 3 91 6 South 0.82 48 40 27 115 42 35 23 West 0.93 48 358 35 441 11 81 8 CR-13 N W+E S• 10 19 5 L 34 7 289 SH-66 277 252 35 L 18 358 441 SH-66 411 J 48 115 ::;•:: : <•: 27 40 48 85 • CR-13 Counter Measures Site Code : 2 PAGE: 1 N/S STREET: I-25 FRONTAGE RD FILE: I25FSH11 E/W STREET: SH-119 Movements by: Vehicles DATE: 1/18/05 Time From North From East From South From West Vehicle Begin RP TIRO LT RT TURD LT RT TURD LT RT THEW LT Total 6:30 27 11 1 9 116 2 1 7 29 46 49 18 316 6:45 31 20 1 10 150 5 1 9 31 90 50 22 420 HR TOTAL 58 31 2 19 266 7 2 16 60 136 99 40 736 7:00 AM 18 14 0 8 160 5 1 5 42 55 49 18 375 7:15 31 10 3 7 172 2 0 15 43 54 42 22 401 7:30 23 21 5 5 173 2 2 5 36 64 56 28 420 7:45 34 23 2 6 167 2 4 11 39 104 69 41 502 HR TOTAL 106 68 10 26 672 11 7 36 160 277 216 109 1698 8:00 AM 33 13 5 10 128 5 1 6 36 72 40 48 397 8:15 37 8 3 11 121 4 2 7 33 35 44 32 337 Break 4:00 PM 26 6 13 8 70 2 11 15 41 38 129 50 409 4:15 35 10 13 11 72 1 2 19 43 58 153 33 450 4:30 43 10 8 7 100 2 10 21 84 45 125 40 495 4:45 28 9 7 12 78 2 6 24 88 46 136 41 477 HR TOTAL 132 35 41 38 320 7 29 79 256 187 543 164 1831 5:111154 8 7 5 BS 3 8 21 109 52 134 39 525 5: 33 6 16 3 18 1 2 16 74 41 184 44 498 5:30 36 8 13 7 107 1 2 7 48 45 189 47 510 5:45 38 7 4 8 58 0 4 12 39 50 185 48 453 HR TOTAL 161 29 40 23 328 5 16 56 270 188 692 178 1986 DAT TOTAL 527 184 101 127 1835 39 57 200 815 895 1634 571 6985 • Counter Measures Site Code : 2 PAGE: 1 N/S STREET: I-25 FRONTAGE RD FILE: I25FSH11 E/W STREET: SE-119 : Movements by: Vehicles DATE: 1/18/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 7:30 AM 0.88 127 65 15 207 61 31 7 East 7:00 AM 0.98 26 672 11 709 4 95 2 South 7:00 AM 0.88 7 36 160 203 3 18 79 West 7:15 AM 0.75 294 207 139 640 46 32 22 Entire Intersection North 7:15 AM 0.86 121 67 15 203 60 33 7 East 0.94 28 640 11 679 4 94 2 South 0.85 7 37 154 198 4 19 78 West 0.75 294 207 139 640 46 32 22 Eg I-25 FRONTAGE RD N W--I---E S ::;<as>:2o4..•. • 1121 67 15 :',.'..•..9i5;:#: : L� 203 28 „„:„:„:„:„:„:„:„„:„::::::::::::::::„.„.,„.„.s.„.::::::::::::::::::.::.:3 :..::::::::::.:.:.: .::„:„.......„„: SH-119 679 640 139 i L 11 ,,,„, 207 640 SH-119 ::S.` ........................ ,....................... ....„..„„.......,......, .::..........................,................................................., 294 ...........................„,.......................„...„....,...,.... 198 """"""".".."""............................................... ;;;372:::'x. 154 37 7 I-25 FRONTAGE RD Counter Measures Site Code : 2 PAGE: 1 I/S STREET: I-25 FRONTAGE RD FILE: I25FSH11 E/W STREET: SR-119 • : Movements by: Vehicles DATE: 1/18/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:15 PM 0.84 160 37 35 232 69 16 15 East 4:45 PM 0.83 27 348 7 382 7 91 2 South 4:30 PM 0.84 26 82 355 463 6 18 77 West 5:00 PM 0.93 188 692 178 1058 18 65 17 Entire Intersection North 4:45 PM 0.82 151 31 43 225 67 14 19 East 0.83 27 348 7 382 7 91 2 South 0.73 18 68 319 405 4 17 79 West 0.89 184 643 171 998 18 64 17 I-25 FRONTAGE RD : N WH-E S • 266 151 151 31 43 818 225 27 SH-119 382 348 . ... 171 L 7 643 998 SH-119 704: :rE 184 405 319 68 18 00 I-25 FRONTAGE RD Counter Measures Site Code : 15 PAGE: 1 N/S STREET: CR-13 FILE: CR13CR28 EN STREET: CR-28 Movements by: Vehicles DATE: 1/19/05 Time From North From East From South From Nest Vehicle Begin RT TARO LT RT TARO LT RT THRO LT RT TARO LT Total 6:30 0 11 0 1 0 0 0 17 0 0 0 1 30 6:45 0 23 0 0 0 0 0 18 1 2 0 0 44 HR TOTAL 0 34 0 1 0 0 0 35 1 2 0 1 74 7:00 AM 0 6 0 0 0 0 0 9 0 0 0 0 15 7:15 0 3 0 0 0 0 0 5 0 0 0 0 8 7:30 1 23 0 0 0 0 0 10 0 1 0 0 35 7:45 0 19 0 0 0 0 0 19 1 0 0 0 39 HR TOTAL 1 51 0 0 0 0 0 43 1 1 0 0 97 8:00 AM 1 16 0 0 0 0 0 14 0 0 0 0 31 8:15 0 16 0 0 0 0 0 16 1 0 0 1 34 Break 4:00 PM 0 20 0 0 0 0 0 26 1 0 0 2 49 4:15 0 15 0 0 0 0 0 19 1 0 0 0 35 4:30 0 20 0 0 0 0 0 24 0 2 0 2 48 4:45 0 23 0 0 0 0 0 28 1 0 0 0 52 RR TOTAL 0 78 0 0 0 0 0 97 3 2 0 4 184 5:41110 27 1 0 0 0 0 21 0 1 0 0 50 5:iiii0 18 0 0 0 0 0 30 0 1 0 2 51 5:30 0 15 0 0 0 1 0 23 0 0 0 2 41 5:45 0 14 0 0 0 0 0 18 0 0 0 0 32 HR TOTAL 0 74 1 0 0 1 0 92 0 2 0 4 174 DAY TOTAL 2 269 1 1 0 1 0 297 6 7 0 10 594 • Counter Measures Site Code : 15 PAGE: 1 N/S STREET: CR-13 FILE: CR13CR28 E/N STREET: CR-28 : Movements by: Vehicles DATE: 1/19/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 7:30 AM 0.79 2 74 0 76 3 97 0 East 6:30 AM 0.25 1 0 0 1 %100 0 0 South 7:30 AM 0.76 0 59 2 61 0 97 3 West 6:30 AM 0.38 2 0 1 3 67 0 33 Entire Intersection North 7:30 AM 0.79 2 74 0 76 3 97 0 East 0.00 0 0 0 0 0 0 0 South 0.76 0 59 2 61 0 97 3 West 0.50 1 0 1 2 50 0 50 CR-13 N W—t—E• S 60 2 74 0 76 0 c.x. CR-28 0 0 L 0 0 2 CR-28 x. .. 3:ssss: 1 61 kommommilii 2 59 0 75 CR-13 Counter Measures Site Code : 15 PAGE: 1 N/S STREET: CR-13 FILE: CR13CR28 E/W STREET: CR-28 Movements by: Vehicles DATE: 1/19/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:30 PM 0.79 0 88 1 89 0 99 1 East 4:45 PM 0.25 0 0 1 1 0 0 %100 South 4:30 PM 0.87 0 103 1 104 0 99 1 West 4:30 PM 0.50 4 0 4 8 50 0 50 Entire Intersection North 4:30 PM 0.79 0 88 1 89 0 99 1 East 0.00 0 0 0 0 0 0 0 South 0.87 0 103 1 104 0 99 1 West 0.50 4 0 4 8 50 0 50 CR-13 N W-E S 107;;: :. 0 88 1 ... :'•ii �:�:�: L 89 0 1 CR-28 0 0 L 0 0 8 CR-28 4 104 1 103 0 • CR-13 Counter Measures Site Code : 5 PAGE: 1 N/S STREET: CR-13 FILE: CR13SH11 EN STREET: SH-119 Movements by: Vehicles DATE: 1/19/05 Time From North From East From South From West Vehicle Begin RT TIRO LT RT THRO LT RT THRO LT RT THRO LT Total 6:30 24 7 2 1 60 2 1 5 39 12 28 7 188 6:45 23 8 4 3 67 3 2 4 43 21 30 6 214 HR TOTAL 47 15 6 4 127 5 3 9 82 33 58 13 402 7:00 AM 24 10 2 4 73 9 3 9 54 24 18 9 239 7:15 28 14 1 5 80 11 7 5 52 27 34 6 270 7:30 27 11 6 2 76 6 11 10 81 23 31 10 294 7:45 24 15 0 1 61 9 6 15 64 22 29 9 255 RR TOTAL 103 50 9 12 290 35 27 39 251 96 112 34 1058 8:00 AN 23 9 6 1 45 4 4 11 50 14 27 7 201 8:15 21 6 3 2 39 4 5 8 40 22 26 7 183 Break 4:00 PM 9 19 5 5 38 3 10 24 27 59 44 18 261 4:15 12 11 1 4 34 3 2 14 27 58 62 13 241 4:30 10 16 6 4 40 3 7 15 39 56 54 25 275 4:45 13 18 4 5 35 5 8 18 35 66 63 18 288 ER TOTAL 44 64 16 18 147 14 27 71 128 239 223 74 1065 5: 14 18 4 0 22 4 4 15 33 62 75 23 274 5: 11 17 3 1 45 9 2 9 37 71 93 17 315 5:30 10 16 5 3 32 4 5 16 43 58 83 18 293 5:45 2 12 4 2 36 4 10 17 33 59 65 22 266 HR TOTAL 37 63 16 6 135 21 21 57 146 250 316 80 1148 DAY TOTAL 275 207 56 43 783 83 87 195 697 654 762 215 4057 • Counter Measures Site Code : 5 PAGE: 1 N/S STREET: CR-13 FILE: CR13SH11 E/W STREET: SR-119 : Movesents by: Vehicles DATE: 1/19/05 PEAR PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 7:15 AM 0.93 102 49 13 164 62 30 8 East 6:45 AM 0.88 14 296 29 339 4 87 9 South 7:00 AM 0.78 27 39 251 317 9 12 79 West 7:00 AN 0.90 96 112 34 242 40 46 14 Entire Intersection North 7:00 AM 0.92 103 50 9 162 64 31 6 East 0.88 12 290 35 337 4 86 10 South 0.78 27 39 251 317 9 12 79 West 0.90 96 112 34 242 40 46 14 CR-13 N WH—E S OgOffgggggg • 103 50 9 '7 644 : ` 162 J 12 rSH-119 337 290 ......... 34 i L 35 112 242 SH-119 ::3 ";148'33:;:: i96 317 251 39 27 • CR-13 Counter Measures Site Code : S PAGE: 1 11/S STREET: CR-13 FILE: CR138H11 E/W STREET: 511-119 Movements by: Vehicles DATE: 1/19/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:30 PM 0.93 48 69 17 134 36 51 13 East 4:00 PM 0.95 18 147 14 179 10 82 8 South 4:00 PM 0.93 27 71 128 226 12 31 57 West 4:45 PM 0.89 257 314 76 647 40 49 12 Entire Intersection North 4:45 PM 0.92 48 69 16 133 36 52 12 East 0.75 9 134 22 165 5 81 13 South 0.88 19 58 148 225 8 26 66 West 0.89 257 314 76 647 40 49 12 CR-13 N W—f--E S • ,•.,..,,143::;:::: 48 69 16 L 133 9 330 SH-119 165 134 ......... 76 L 22 314 647 SH-119 i:a:3:49i:t: J 257 225 148 58 19 348::: • CR-13 Counter Measures Site Code : 3 PAGE: 1 B/S STREET: CR-11 FILE: CR11CR2B Ely STREET: CR-28 Movements by: Vehicles DATE: 1/20/05 Time From Borth From East From South From Vest Vehicle Begin RT THRO LT RT THRO LT RT THRU LT RT THEW LT Total 6:30 0 0 0 1 0 0 0 0 0 0 0 0 1 6:45 0 0 1 0 3 0 0 0 0 0 1 1 6 RR TOTAL 0 0 1 1 3 0 0 0 0 0 1 1 7 7:00 AM 1 0 1 0 0 0 0 0 0 0 0 1 3 Break 7:30 1 0 0 0 0 0 0 0 0 0 0 1 2 7:45 0 0 0 0 2 0 0 0 0 0 0 0 2 HR TOTAL 2 0 1 0 2 0 0 0 0 0 0 2 1 8:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 8:15 0 0 1 0 0 0 0 0 0 0 0 0 1 Break 4:00 PM 0 0 0 0 2 0 0 0 0 0 1 0 3 4:15 0 0 0 0 1 0 0 0 0 0 1 0 2 4:30 0 0 0 0 0 0 0 0 0 0 1 1 2 4:45 1 0 0 0 0 0 0 0 0 0 1 0 2 HR • 1 0 0 0 3 0 0 0 0 0 4 1 9 5:00 PM 0 0 1 0 0 0 0 0 0 0 1 0 2 5:15 0 0 0 0 1 0 0 0 0 0 2 0 3 5:30 0 0 1 0 0 0 0 0 0 0 0 0 1 5:45 0 0 0 0 1 0 0 0 0 0 1 0 2 RR TOTAL 0 0 2 0 2 0 0 0 0 0 4 0 8 DAY TOTAL 3 0 5 1 11 0 0 0 0 0 9 4 33 • Counter Measures Site Code : 3 PAGE: 1 NIS STREET: CR-11 FILE: CR11CR28 E/W STREET: CR-28 Movements by: Vehicles DATE: 1/20/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 6:45 AM 0.50 2 0 2 4 50 0 50 East 6:30 AM 0.33 1 3 0 4 25 75 0 South 6:30 AM 0.00 0 0 0 0 0 0 0 West 6:45 AM 0.50 0 1 3 4 0 25 75 Entire Intersection North 6:45 AM 0.50 2 0 2 4 50 0 50 East 0.25 0 3 0 3 0 %100 0 South 0.00 0 0 0 0 0 0 0 West 0.50 0 1 3 4 0 25 75 HE CR-11 N W—] —E S 2 0 2 ........................... L 4 0§:ggx..g.s.g.zgx 5 r „.......................... ..................................................... wnx.y...ny...hx.w......ilii.....x.x..n*.bx.......x ,................„ ' : CR-28 3 3 i L 0 ii:.u....]:....ii: 1 4 CR-28 :. : 0 0 ::;:10:;3 0 0 0 . • CR-11 Counter Measures Site Code : 3 PAGE: 1 N/S STREET: CR-11 FILE: CR11CR28 B/W STREET: CR-28 • ; Movements by: Vehicles DATE: 1/20/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:45 PM 0.75 1 0 2 3 33 0 67 East 4:00 PM 0.38 0 3 0 3 0 1100 0 South 4:00 PM 0.00 0 0 0 0 0 0 0 West 4:30 PM 0.75 0 5 1 6 0 83 17 Entire Intersection North 4:00 PM 0.25 1 0 0 1 $100 0 0 East 0.38 0 3 0 3 0 1100 0 South 0.00 0 0 0 0 0 0 0 West 0.63 0 4 1 5 0 80 20 CR-11 N W-t-E S • 1 0 0 lailigageMEEZ L 1 0 :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: r #$:: CR-28 3 3 L 0 4 5 CR-28 :i 0 0 .: ,:0::::: 0 0 0 . • CR-11 Counter Measures Site Code : 2 PAGE: 1 I/S STREET: I-25 FRONTAGE RD FILE: I25FCR28 E/W STREET: CR-28 Movements by: Vehicles DATE: 1/20/05 Time From North From East From South From West Vehicle Begin RT THEO LT RT TRH LT RT TIRO LT RT THRO LT Total 6:30 0 20 0 0 1 0 0 14 1 0 1 0 37 6:45 0 24 0 0 2 1 0 11 0 2 0 1 41 HR TOTAL 0 44 0 0 3 1 0 25 1 2 1 1 78 7:00 AM 0 23 0 0 1 0 0 14 0 1 1 1 41 7:15 0 22 0 0 0 1 0 12 0 1 0 0 36 7:30 0 28 0 0 0 0 0 6 1 0 0 0 35 7:45 0 37 0 0 0 2 0 15 0 3 1 1 59 BR TOTAL 0 110 0 0 1 3 0 47 1 S 2 2 171 8:00 AM 0 24 0 0 0 0 0 13 1 1 0 0 39 8:15 0 17 0 1 0 0 0 17 0 1 0 0 36 Break 4:00 PM 0 13 0 0 2 0 1 23 0 0 1 1 41 4:15 0 16 0 0 1 0 0 34 2 3 1 1 58 4:30 0 15 0 0 0 0 3 38 1 1 0 0 58 4:45 0 12 0 0 1 1 1 32 2 1 0 1 51 HR TOTAL 0 56 0 0 4 1 5 127 5 5 2 3 208 5:21.110 17 1 0 0 0 1 36 2 0 0 0 57 5:W0 12 0 0 0 0 2 35 2 1 0 0 52 5:30 0 11 0 0 0 0 0 23 0 0 0 0 34 5:45 1 13 1 0 0 1 0 38 1 0 1 1 57 HR TOTAL 1 53 2 0 0 1 3 132 5 1 1 1 200 DAY TOTAL 1 304 2 1 8 6 8 361 13 15 6 7 732 • Counter Measures Site Code : 2 PAGE: 1 N/S STREET: I-25 FRONTAGE RD FILE: I25FCR28 EN STREET: CR-28 Movements by: Vehicles DATE: 1/20/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES •... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 7:15 AM 0.75 0 111 0 111 0 %100 0 East 6:30 AM 0.50 0 4 2 6 0 67 33 South 7:30 AM 0.78 0 51 2 53 0 96 4 West 7:00 AM 0.45 5 2 2 9 56 22 22 Entire Intersection North 7:00 AM 0.74 0 110 0 110 0 8100 0 East 0.50 0 1 3 4 0 25 75 South 0.80 0 47 1 48 0 98 2 West 0.45 5 2 2 9 56 22 22 I-25 FRONTAGE RD N W-±-E -E S• 49 0 110 0 :................................... .................................... 110 0 „„„, CR-28 4 1 L 3 2 9 CR-28 "•: 2 5 48 0 118 1 47 • I-25 FRONTAGE RD Counter Measures Site Code : 2 PAGE: 1 N/S STREET: I-25 FRONTAGE RD FILE: I25FCR28 E/N STREET: CR-28 • : Movements by: Vehicles DATE: 1/20/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:15 PM 0.85 0 60 1 61 0 98 2 East 4:00 PM 0.63 0 4 1 5 0 80 20 South 4:30 PM 0.92 7 141 7 155 5 91 5 West 4:00 PM 0.50 5 2 3 10 50 20 30 Entire Intersection North 4:15 PM 0.85 0 60 1 61 0 98 2 East 0.38 0 2 1 3 0 67 33 South 0.90 5 140 7 152 3 92 5 West 0.40 5 1 2 8 62 12 25 I-25 FRONTAGE RD N VI-1-E S • ....' 142...::......... 0 60 1 L -1 0 61 r CR-28 3 2 L 1 1 8 CR-28 'r 5 5 ::: 5 • I-25 FRONTAGE RD Counter Measures Site Code : 13 PAGE: 1 N/S STREET: FRONTAGE RD FILE: FRONSH66 E/V STREET: SA-66 Movements by: Vehicles DATE: 12/22/05 Time From North .... .... From East .... ..,. From South .... .... From West ,... Vehicle LTTH Begin LTTH RT THRU LT LTTH RT TARO LT LTTH RT TARO LT LTTH RT TURD LT Total Total 6:30 0 3 4 0 0 5 85 7 0 1 1 1 0 8 55 7 177 0 6:45 0 5 6 1 0 0 101 8 0 4 5 1 0 7 86 7 231 0 HR TOTAL 0 8 10 1 0 5 186 15 0 5 6 2 0 15 141 14 408 0 7:00 AM 0 12 4 3 0 0 112 5 0 6 2 5 0 7 63 5 224 0 7:15 0 15 6 2 0 4 101 10 0 2 1 4 0 7 79 2 233 0 7:30 0 14 6 3 0 2 100 14 1 8 3 4 0 9 76 5 245 1 7:45 0 5 1 3 0 2 94 21 0 3 6 3 0 12 75 9 234 0 AR TOTAL 0 46 17 11 0 8 407 50 1 19 12 16 0 35 293 21 936 1 8:00 AM 0 7 5 1 0 2 93 14 1 6 1 4 0 6 59 S 204 1 8:15 0 3 3 0 0 2 82 7 2 3 2 2 0 6 74 5 191 2 Break 4:00 PM 0 10 1 2 0 3 84 11 2 18 5 9 0 1 93 6 245 2 4:15 0 11 5 4 0 3 88 3 1 13 7 6 0 4 116 4 265 1 4:30 0 33 7 2 0 2 116 7 6 10 4 6 0 6 84 2 285 6 4:45 0 15 2 1 0 1 117 3 3 17 12 5 0 6 100 4 286 3 HR TOTAL 0 69 15 9 0 9 405 24 12 58 28 26 0 17 393 16 1081 12 5:11.1 0 35 8 3 0 3 101 2 2 10 8 2 0 3 87 3 267 2 5:1111 0 14 7 2 0 4 101 4 5 19 7 6 0 2 105 2 278 5 5:30 0 12 1 3 0 4 70 1 4 10 6 4 0 5 99 3 222 4 5:45 0 5 1 1 0 0 73 2 2 14 1 1 0 2 87 1 190 2 HR TOTAL 0 66 17 9 0 11 345 9 13 53 22 13 0 12 378 9 957 13 DAY TOTAL 0 199 67 31 0 37 1518 119 29 144 71 63 0 91 1338 70 3777 29 • Counter Measures Site Code : 13 PAGE: 1 N/S STREET: FRONTAGE RD FILE: FRONSH66 E/W STREET: SH-66 • : Movements by: Vehicles DATE: 12/22/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:45 AM - 7:45 AM DIRECTION START PEAK HR VOLUMES PERCENTS FROM PEAK HOUR FACTOR LTTH Right Thru Left Total LTTH Right Thru Left North 6:45 AM 0.84 0 46 22 9 77 0 60 29 12 East 6:45 AM 0.98 0 6 414 37 457 0 1 91 8 South 6:45 AM 0.75 1 20 11 14 45 2 44 24 31 West 6:45 AM 0.88 0 30 304 19 353 0 8 86 5 Entire Intersection North 6:45 AM 0.84 0 46 22 9 77 0 60 29 12 East 0.98 0 6 414 37 457 0 1 91 8 South 0.75 1 20 11 14 45 2 44 24 31 West 0.88 0 30 304 19 353 0 8 86 5 FRONTAGE RD N EZ W—E—E .................................:.. • 5 .................................... .................................... .................................... .................................... .................................... .................................... .................................... .................................... .................................... .................................... 36 [LTTH ] 0 46 22 9 0 [LTTH J L 77 6 ;:: ••R 4'74 . SH-66 457 414 19 I— 37 304 353 SH-66 3 33 30 45 [LTTH ] 0 14 11 20 1 [LTTH ] 89:::: FRONTAGE RD Counter Measures Site Code : 13 PAGE: 1 N/S STREET: FRONTAGE RD FILE: FRONSH66 E/W STRE4.ET: SH-66 : Mave®ents by: Vehicles DATE: 12/22/05 PEAR PERIOD ANALYSIS FOR THE PERIOD: 4:45 PM - 5:45 PM DIRECTION START PEAK HR VOLUMES PERCENTS FROM PEAK HOUR FACTOR LTTH Right Thru Left Total LTTH Right Thru Left North 4:45 PM 0.56 0 76 18 9 103 0 74 17 9 East 4:45 PM 0.85 0 12 389 10 411 0 3 95 2 South 4:45 PM 0.78 14 56 33 17 106 13 53 31 16 West 4:45 PM 0.95 0 16 391 12 419 0 4 93 3 Entire Intersection North 4:45 PM 0.56 0 76 18 9 103 0 74 17 9 East 0.85 0 12 389 10 411 0 3 95 2 South 0.78 14 56 33 17 106 13 53 31 16 West 0.95 0 16 391 12 419 0 4 93 3 RF FRONTAGE RD N W—EE I S ....5;7 ,`.: • [LTTH ] 0 76 18 9 0 [LTTH ] I 103 J 12 .:.::.::.:.:4:8:2 '.,.: r I if SH-66 411 389 12 L 10 391 419 SH-66 '': :.456 : 16 106 [LTTH 1 0 _44 17 33 56 14 [LTTH ] :_:. FRONTAGE RD N 1115 /- t r\ it Y'• ,r21-a-- • . / ,,.. / c,- Liti f 7 .`k.. , o J ` c :— o -CC\ w 0 r 4. . Y F' 0 z- r Counter Measures Site Code : 15 PAGE: 1 M/S STREET: I-25 WEST RAMPS FILE: I25WSH66 E/W STREET: SH-66 • : Movements by: Vehicles DATE: 12/22/05 Time From North From East From South From West Vehicle Begin RT THRO LT RT TRRO LT RT THRO LT RT THEM LT Total 6:30 49 0 8 0 68 38 0 0 0 63 79 0 305 6:45 37 0 17 0 83 50 0 0 0 34 93 0 314 RR TOTAL 86 0 25 0 151 88 0 0 0 97 172 0 619 7:00 AM 39 0 15 0 82 58 0 0 0 51 80 0 325 7:15 60 0 11 0 88 57 0 0 0 57 96 0 369 7:30 58 0 24 0 83 51 0 0 0 55 83 0 354 7:45 35 0 22 0 74 45 0 0 0 46 84 0 306 HR TOTAL 192 0 72 0 327 211 0 0 0 209 343 0 1354 8:00 AM 51 0 17 0 85 46 0 0 0 53 50 0 302 8:15 39 0 12 0 56 38 0 0 0 41 73 0 259 Break 4:00 PM 48 1 18 0 83 40 0 0 0 46 97 0 333 4:15 56 2 25 0 86 44 0 0 0 51 106 0 370 4:30 54 0 9 0 109 57 0 0 0 45 90 0 364 4:45 56 0 16 0 116 47 0 0 0 40 92 0 367 HR TOTAL 214 3 68 0 394 188 0 0 0 182 385 0 1434 5:IIP 61 0 9 0 132 43 0 0 0 52 97 0 394 S: 70 1 24 0 120 36 0 0 0 35 109 0 395 5:30 69 3 14 0 85 35 0 0 0 56 119 0 381 5:45 49 0 20 0 71 33 0 0 0 54 82 0 309 HR TOTAL 249 4 67 0 408 147 0 0 0 197 407 0 1479 DAY TOTAL 831 7 261 0 1421 718 0 0 0 779 1430 0 5447 • Counter Measures Site Code : 15 PAGE: 1 N/S STREET: 1-25 WEST RAMPS FILE: I25WSH66 E/N STREET: SR-66 • : Movements by: Vehicles DATE: 12/22/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES .... PERCENTS .,. FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 7:15 AM 0.85 204 0 74 278 73 0 27 East 6:45 AM 0.95 0 336 216 552 0 61 39 South 6:45 AM 0.00 0 0 0 0 0 0 0 West 6:30 AM 0.90 205 348 0 553 37 63 0 Entire Intersection North 6:45 AM 0.80 194 0 67 261 74 0 26 East 0.95 0 336 216 552 0 61 39 South 0.00 0 0 0 0 0 0 0 West 0.90 197 352 0 549 36 64 0 I-25 WEST RAMPS N W÷ -E S • 'ffE :: :0?':: : 194 0 67 261 J 0 ?;:-.e.3:0::::»2f ::::::::::::::::::,:,..,:,:::::::::::::::::::::::„..,...„....:,......,.,,,.....„,„ ...,,,,,„„,x„„,x.„,„ r 8,:„..,..........„.„ SH-66 552 336 0 1 t— 216 352 549 SH-66 ;:::`419 197 0 ::::::::413 >:: ?: 0 0 0 I-25 WEST RAMPS Counter Measures Site Code : 15 PAGE: 1 N/S STREET: I-25 WEST RAMPS FILE: I25WSH66 E/W STREET: SH-66 : ill : Moveaents by: Vehicles DATE: 12/22/0S PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR VOLUMES .... PERCENTS .., FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:45 PM 0.85 256 4 63 323 79 1 20 East 4:30 PM 0.94 0 477 183 660 0 72 28 South 4:30 PM 0.00 0 0 0 0 0 0 0 West 5:00 PM 0.86 197 407 0 604 33 67 0 Entire Intersection North 4:45 PM 0.85 256 4 63 323 79 1 20 East 0.88 0 453 161 614 0 74 26 South 0.00 0 0 0 0 0 0 0 West 0.86 183 417 0 600 30 70 0 I-25 WEST RAMPS N I S • 0• 256 4 63 _ I 323 0 SH-66 614 453 0 L 161 I 417 600 SH-66 .`•::: ': 480'.,"'': 183 0 ::;;:3:48 • I-25 WEST RAMPS N A tits -7--,,,, ,,, 4111(u k . dews . tilt N0 Pr rt. %F , '_ _ N if v 1- 1._., V 0 Counter Measures Site Code : 14 PAGE: 1 N/S STREET: I-25 EAST RAMPS FILE: I25ESH66 E/N STREET: SH-66 • Movements by: Vehicles DATE: 12/22/05 Time .... From North .... .... From East .... From South ..,. .... From West .... Vehicle RTTH Begin RTTH RT THRU LT RTTH RT THRU LT RTTH RT THRU LT RTTH RT THRU LT Total Total 6:30 0 0 0 0 0 13 76 0 7 18 0 30 0 0 52 35 231 7 6:45 0 0 0 0 0 6 101 0 9 18 0 32 0 0 82 28 276 9 HR TOTAL 0 0 0 0 0 19 177 0 16 36 0 62 0 0 134 63 507 16 7:00 AM 0 0 0 0 0 12 117 0 1 15 1 23 0 0 60 35 264 1 7:15 0 0 0 0 0 16 104 0 5 32 1 41 0 0 56 51 306 5 7:30 0 0 0 0 0 14 104 0 7 23 0 30 0 0 67 40 285 7 7:45 0 0 0 0 0 14 88 0 9 22 0 31 0 0 74 32 270 9 HR TOTAL 0 0 0 0 0 56 413 0 22 92 2 125 0 0 257 158 1125 22 8:00 AM 0 0 0 0 0 10 94 0 16 24 0 37 0 0 46 21 248 16 8:15 0 0 0 0 0 13 74 0 4 35 0 20 0 0 50 35 231 4 Break 4:00 PM 0 0 0 0 0 19 84 0 4 33 0 39 0 0 67 48 294 4 4:15 0 0 0 0 0 22 83 0 5 46 0 47 0 0 75 56 334 5 4:30 0 0 0 0 0 30 125 0 5 30 0 41 0 0 62 37 330 5 4:45 0 0 0 0 0 25 112 0 3 37 1 51 0 0 73 35 337 3 HR TOTAL 0 0 0 0 0 96 404 0 17 146 1 178 0 0 277 176 1295 17 511.1 0 0 0 0 0 21 117 0 5 29 1 58 0 0 64 42 337 5 S: 0 0 0 0 0 23 98 0 3 34 0 58 0 0 75 58 349 3 5:30 0 0 0 0 0 14 72 0 2 32 1 48 0 0 75 58 302 2 5:45 0 0 0 0 0 15 64 0 3 33 0 40 0 0 57 45 257 3 HR TOTAL 0 0 0 0 0 73 351 0 13 128 2 204 0 0 271 203 1245 13 DAY TOTAL 0 0 0 0 0 267 1513 0 88 461 5 626 0 0 1035 656 4651 88 • Counter Measures Site Code : 14 PAGE: 1 N/S STREET: I-25 EAST RAMPS FILE: I258S866 E/W STREET: 5H-66 • Movements by: Vehicles DATE: 12/22/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES PERCENTS FROM PEAR HOUR FACTOR RTTH Right Thru Left Total RTTH Right Thru Left North 12:00 AM 0.00 0 0 0 0 0 0 0 0 0 East 6:45 AM 0.92 0 48 426 0 474 0 10 90 0 South 7:15 AM 0.81 37 101 1 139 241 15 42 0 58 West 6:45 AM 0.95 0 0 265 154 419 0 0 63 37 Entire Intersection North 6:45 AM 0.00 0 0 0 0 0 0 0 0 0 East 0.92 0 48 426 0 474 0 10 90 0 South 0.73 22 88 2 126 216 10 41 1 58 Nest 0.95 0 0 265 154 419 0 0 63 37 I-25 EAST RAMPS N W-1--E S• 204 [RTTH ] 0 0 0 0 0 [RTTH ] 05 48 552 SH-66 474 426 154 I- 0 265 419 SH-66 353;;>.. 0 216 [RTTH ] 0 > I 126 I 2 88 22 [RTTH ] 0 ::;: I-25 EAST RAMPS Counter Measures Site Code : 14 PAGE: 1 N/S STREET: 1-25 EAST RAMPS FILE: I25ESH66 E/W STREET: SH-66 Movements by: Vehicles DATE: 12/22/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:45 PM - 5:45 PM DIRECTION START PEAK HR VOLUMES PERCENTS FROM PEAK HOUR FACTOR RTTH Right Thru Left Total RTTH Right Thru Left North 12:00 AM 0.00 0 0 0 0 0 0 0 0 0 East 4:45 PM 0.87 0 83 399 0 482 0 17 83 0 South 4:45 PM 0.95 13 132 3 215 350 4 38 1 61 West 4:45 PM 0.90 0 0 287 193 480 0 0 60 40 Entire Intersection North 4:45 PM 0.00 0 0 0 0 0 0 0 0 0 East 0.87 0 83 399 0 482 0 17 83 0 South 0.95 13 132 3 215 350 4 38 1 61 West 0.90 0 0 287 193 480 0 0 60 40 I-25 EAST RAMPS N W—}—E • 279 0 ;•:> [RTTH ] 0 0 0 0 [RTTH 3 S tl L 83 `'.614S:z">sr0 cEs 5F1—66 482 399 193 L__ 0 287 480 SH-66 419:.:::.: p 350 [RTTH ] 0 r 215 I 3 132 13 [RTTH ] • I-25 EAST RAMPS N A r j , i Z aillhal . as' giss4 . NC 1�. ‘-.h r ei. ,' ,. ,,FJ CA, r,c _ i/ /.5r- Z . \ r ti r 1 ,v r ti • 0 APPENDIX B Year 2011 Capacity Analyses • HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Bkgnd 2: SH 66 & WCR 13 12/29/2005 • Movement EBL EDT EBR WBL WBT WBR NBL NBT NBR BBL ' SBT SBR Lane Configurations 4. 4+ 4+ 4+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 10 325 25 35 500 10 25 25 20 15 25 35 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 11 353 27 38 543 11 27 27 22 16 27 38 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC,conflicting volume 554 380 1065 1019 367 1049 1027 549 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 554 380 1065 1019 367 1049 1027 549 tC, single,(s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 97 83 88 97 91 88 93 • cM capacity(veh/h) 1016 1178 163 227 678 175 224 536 Dlrecti4 ,Lane# EB 1 WB.1- NB 1 ,'SB 1 Volume Total 391 592 76 82 Volume Left 11 38 27 16 Volume Right 27 11 22 38 cSH 1016 1178 239 286 Volume to Capacity 0.01 0.03 0.32 0.29 Queue Length 95th (ft) 1 3 33 29 Control Delay(s) 0.4 0.9 26.9 22.6 Lane LOS A ADC Approach Delay(s) 0.4 0.9 26.9 22.6 Approach LOS D C Intersection.Summary ' Average Delay 4.0 Intersection Capacity Utilization 56.6% ICU Level of Service B Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Bkgnd Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Bkgnd 3: WCR 28 & I-25 Frontage Road 12/29/2005 • J Ni I `— t 1 t P ti 1 J Movement EBL €BT- EBR WBL Vi/BT WBR NBL NBT NBR SDI_ SBT SBR Lane Configurations 4. 4+ 4. 4. Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 5 5 5 5 5 0 5 55 0 0 135 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 5 5 5 5 5 0 5 60 0 0 147 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 220 217 147 226 217 60 147 60 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 220 217 147 226 217 60 147 60 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 99 99 99 99 99 100 100 100 • cM capacity(veh/h) 729 678 900 719 678 1006 1435 1544 Direction,Barre# EB'1. WB 4 Na t SB 1 . Volume Total 16 11 65 147 Volume Left 5 5 5 0 Volume Right 5 0 0 0 cSH 758 698 1435 1544 Volume to Capacity 0.02 0.02 0.00 0.00 Queue Length 95th (ft) 2 1 0 0 Control Delay(s) 9.9 10.2 0.7 0.0 Lane LOS A B A Approach Delay(s) 9.9 10.2 0.7 0.0 Approach LOS A B tnterse ngn Summary . Average Delay 1.3 Intersection Capacity Utilization 17.1% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes(LSC#040840) 2011 AM Peak Bkgnd Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 AM Peak Bkgnd 5: WCR 24 & WCR 13 12/29/2005 • Movement EBL EBT EBR WBL WBT WBR = NBL NBT NBR BBL. SBT SBR Lane Configurations 1 1a 11 1+ t ti 1 I+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 0.99 1.00 1.00 0.85 1.00 0.90 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1734 1770 1851 1770 1863 1583 1770 1674 Flt Permitted 0.28 1.00 0.44 1.00 0.47 1.00 1.00 0.73 1.00 Satd. Flow(perm) 522 1734 826 1851 881 1863 1583 1351 1674 Volume(vph) 40 135 115 40 350 15 305 45 35 10 60 125 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 43 147 125 43 380 16 332 49 38 11 65 136 RTOR Reduction (vph) 0 31 0 0 1 0 0 0 20 0 65 0 Lane Group Flow(vph) 43 241 0 43 395 0 332 49 18 11 136 0 Turn Type pm+pt pm+pt pm+pt Perm pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 35.8 32.2 35.8 32.2 52.2 47.0 47.0 31.9 30.7 Effective Green, g (s) 35.8 32.2 35.8 32.2 52.2 47.0 47.0 31.9 30.7 Actuated g/C Ratio 0.36 0.32 0.36 0.32 0.52 0.47 0.47 0.32 0.31 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 232 558 330 596 615 876 744 436 514 v/s Ratio Prot c0.01 0.14 0.00 c0.21 c0.09 0.03 0.00 0.08 v/s Ratio Perm 0.06 0.04 c0.19 0.01 0.01 v/c Ratio 0.19 0.43 0.13 0.66 0.54 0.06 0.02 0.03 0.26 Uniform Delay, dl 22.3 26.7 21.5 29.2 14.6 14.4 14.2 23.3 26.1 Progression Factor 0.88 0.81 1.00 1.00 1.00 1.00 1.00 0.95 0.96 Incremental Delay, d2 0.4 2.3 0.2 5.7 0.9 0.1 0.1 0.0 1.3 Delay(s) 20.0 24.1 21.6 34.9 15.5 14.5 14.3 22,2 26.3 Level of Service C C C C BBBCC Approach Delay(s) 23.5 33.6 15.3 26.1 Approach LOS C C B C IntersecttopSummary HCM Average Control Delay 24.6 HCM Level of Service C HCM Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2011 AM Peak Bkgnd Alam Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 AM Peak Bkgnd 6: WCR 24 & 1-25 Frontage Road 12/29/2005 • i l I t 4\ t P V j d Movement EBL EBT EBR WBL WBT WBR ;'NBL NBT NBR SBL SRI SBR Lane Configurations I*1 ft, 'I +1. 'I f r ii t V Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0,97 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.91 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3228 1770 3516 1770 1863 1583 1770 1863 1583 Flt Permitted 0.15 1.00 0.40 1.00 0.61 1.00 1.00 0.73 1.00 1.00 Satd. Flow(perm) 555 3228 748 3516 1129 1863 1583 1351 1863 1583 Volume (vph) 170 250 355 15 775 35 185 45 10 20 80 145 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 185 272 386 16 842 38 201 49 11 22 87 158 RTOR Reduction (vph) 0 195 0 0 3 0 0 0 7 0 0 0 Lane Group Flow(vph) 185 463 0 16 877 0 201 49 4 22 87 158 Turn Type pm+pt Perm pm+pt Perm pm+pt Free Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Free Actuated Green, G (s) 49.6 49.6 37.4 37.4 42.4 35.6 35.6 28.4 25.6 100.0 Effective Green, g (s) 49.6 49.6 37.4 37.4 42.4 35.6 35.6 28.4 25.6 100.0 Actuated g/C Ratio 0.50 0.50 0.37 0.37 0.42 0.36 0.36 028 0.26 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 511 1601 280 1315 561 663 564 395 477 1583 v/s Ratio Prot c0.03 0.14 c0.25 c0.05 0.03 0.00 0.05 v/s Ratio Perm 0.15 0.02 c0.11 0.00 0.01 0.10 v/c Ratio 0.36 0.29 0.06 0.67 0.36 0.07 0.01 0.06 0.18 0.10 Uniform Delay, dl 16.2 14.8 20.0 26.1 18.8 21.3 20.8 26.0 29.0 0.0 Progression Factor 1.00 1.00 0.80 0.81 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.5 0.3 2.3 0.4 0.2 0.0 0.1 0.8 0.1 Delay(s) 16.7 15.3 16.4 23.4 19.2 21.5 20.8 26.0 29.9 0.1 Level of Service B B B C B C C C C A Approach Delay(s) 15.6 23.3 19.7 12.0 Approach LOS B C B B Intersectior6.Summary HCM Average Control Delay 18.7 HCM Level of Service B HCM Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2011 AM Peak Bkgnd Alam Page 4 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Bkgnd 10: WCR 28 & WCR 11 12/29/2005 Movement EBL EBT WBT WBR SBL SBR Lane Configurations t 1 r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 5 5 5 5 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 5 5 5 5 5 5 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 11 24 8 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 11 24 8 tC, single (s) 4.1 6.4 6.2 tC, 2 stage(s) tF (s) - 2.2 3.5 3.3 • p0 queue free % 100 99 99 cM capacity(veh/h) 1608 988 1074 Direction, taste# EB 1 EE 2 !WB t SB t S8,2 Volume Total 5 5 11 5 5 Volume Left 5 0 0 5 0 Volume Right 0 0 5 0 5 cSH 1608 1700 1700 988 1074 Volume to Capacity 0.00 0.00 0.01 0.01 0.01 Queue Length 95th (ft) 0 0 0 0 0 Control Delay(s) 7.2 0.0 0.0 8.7 8.4 Lane LOS A A A Approach Delay(s) 3.6 0.0 8.5 Approach LOS A Intersection Summary Average Delay 4.0 Intersection Capacity Utilization 14.2% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Bkgnd Alam Page 5 LSC, Inc. HCM Unsignalized intersection Capacity Analysis 2011 AM Peak Bkgnd 18: SH 66 & WCR 11 12/29/2005 • i" 4— 4\ Movement EBT EBR WBL WBT NBL NBR Lane Configurations r r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 355 5 5 555 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 386 5 5 603 5 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 391 1000 386 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 391 1000 386 tC, single (s) 4.1 6.4 6.2 tC, 2 stage(s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 98 99 • cM capacity(veh/h) 1167 268 662 Direction,.Lane* ES 1 EB 2 vva 1 WB 2 ''NB 1 NB 2 Volume Total 386 5 5 603 5 5 Volume Left 0 0 5 0 5 0 Volume Right 0 5 0 0 0 5 cSH 1700 1700 1167 1700 268 662 Volume to Capacity 0.23 0.00 0.00 0.35 0.02 0.01 Queue Length 95th (ft) 0 0 0 0 2 1 Control Delay(s) 0.0 0.0 8.1 0.0 18.7 10.5 Lane LOS A C B Approach Delay(s) 0.0 0.1 14.6 Approach LOS B ntersection Summary Average Delay 0.2 Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes(LSC#040840) 2011 AM Peak Bkgnd Alam Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Bkgnd 23: WCR 28 & WCR 13 12/29/2005 Movement EBL EBR NBL NBT SBT SBR Lane Configurations ►f1 4 ti Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 5 5 5 70 90 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 5 5 76 98 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 188 101 103 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 188 101 103 tC, single(s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 99 99 100 • cM capacity(veh/h) 799 955 1489 Direction,Lane# EB 1 NB 1 !SB 1 Volume Total 11 82 103 Volume Left 5 5 0 Volume Right 5 0 5 cSH 870 1489 1700 Volume to Capacity 0.01 0.00 0.06 Queue Length 95th (ft) 1 0 0 Control Delay(s) 9.2 0.5 0.0 Lane LOS A A Approach Delay(s) 9.2 0.5 0.0 Approach LOS A Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 17.8% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Bkgnd Alam Page 7 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Bkgnd 90: SH 66 & WCR 9.5 12/29/2005 Movement EBL EBT WBT WBR SE3L SBR Lane Configurations $ $ r M Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 10 355 540 ' 20 5 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 11 386 587 22 5 11 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 609 995 587 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 609 995 587 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 p0 queue free % 99 98 98 • cM capacity(veh/h) 970 268 510 Dtrectton1 Larle# Ell 1 E8 2 WB 1 WB 2 ,S84 , Volume Total 11 386 587 22 16 Volume Left 11 0 0 0 5 Volume Right 0 0 0 22 11 cSH 970 1700 1700 1700 392 Volume to Capacity 0.01 0.23 0.35 0.01 0.04 Queue Length 95th (ft) 1 0 0 0 3 Control Delay(s) 8.8 0.0 0.0 0.0 14.6 Lane LOS A B Approach Delay(s) 0.2 0.0 14.6 Approach LOS B Interseetion-Summary Average Delay 0.3 Intersection Capacity Utilization 38.4% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Bkgnd Alam Page 8 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Bkgnd 91: SH 66 & Mead St 12/292005 Movement ERL EST WBT WBR SBL SBR Lane Configurations '1 T + r M Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 140 330 480 65 35 85 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 152 359 522 71 38 92 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1262 pX, platoon unblocked vC, conflicting volume 592 1185 522 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 592 1185 522 tC, single(s) 4.1 6.4 6.2 tC, 2 stage(s) tF (s) 2.2 3.5 3.3 p0 queue free % 85 78 83 • cM capacity(veh/h) 983 177 555 Direction,Lane# EB 1 E8 2 We'1 W8 2 881 Volume Total 152 359 522 71 130 Volume Left 152 0 0 0 38 Volume Right 0 0 0 71 92 cSH 983 1700 1700 1700 341 Volume to Capacity 0.15 0.21 0.31 0.04 0.38 Queue Length 95th (ft) 14 0 0 0 43 Control Delay(s) 9.3 0.0 0.0 0.0 21.9 Lane LOS A C Approach Delay(s) 2.8 0.0 21.9 Approach LOS C Intersection Summary Average Delay 3.5 Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Bkgnd Alam Page 9 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 Ramp AM Bkgnd 93: SH 66 & NB Ramp & Frontage Rd 12/29/2005 Movement EBL2 EBL EBT WBL2 WBT WBR WBR2 NBL2 NBL, NBR NBR2 NEL2 Lane Configurations ) 1'+ 4, W Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.98 0.91 Flt Protected 0.95 1.00 1.00 0.98 Satd. Flow(prot) 1770 1862 1823 1667 Flt Permitted 0.16 1.00 0.91 0.98 Satd. Flow(perm) 290 1856 1673 1667 Volume(vph) 180 5 360 45 480 75 5 10 15 15 35 210 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 196 5 391 49 522 82 5 11 16 16 38 228 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 32 0 0 0 Lane Group Flow(vph) 196 0 396 0 658 0 0 O 49 0 0 0 Turn Type pm+pt pm+pt Perm Prot Perm Protected Phases 7 7 4 8 5 Permitted Phases 4 4 8 2 9 Actuated Green, G(s) 31.0 31.0 30:0 17.0 Effective Green, g (s) 31.0 31.0 30.0 17.0 Actuated g!C Ratio 0.31 0.31 0.30 0.17 Clearance Time (s) 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 149 576 502 283 • v/s Ratio Prot c0.05 0.03 Ws Ratio Perm 0.36 0.19 c0.39 0.03 v/c Ratio 1.32 0.69 1.31 0.17 Uniform Delay, dl 35.4 30.3 35.0 35.5 Progression Factor 1.42 0.75 1.00 1.00 Incremental Delay, d2 165.9 3.7 153.6 1.3 Delay(s) 216.1 26.4 188.6 36.8 Level of Service F C F D Approach Delay (s) 89.2 188.6 36.8 Approach LOS F F D tnterseetiort Summary HCM Average Control Delay 141.8 HCM Level of Service F HCM Volume to Capacity ratio 1.07 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 24.0 Intersection Capacity Utilization 99.9% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC #040840) 2011 Ramp AM Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 Ramp AM Bkgnd 93: SH 66 & NB Ramp & Frontage Rd 12/29/2005 • 1 , , c ( / 4/ It- Movement NEL NET NER SWL2 SWL SWT SWR SWR2 ~= Lane Configurations 41r 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 0.95 0.92 Fit Protected 0.97 0.98 Satd. Flow(prot) 1733 1683 Fit Permitted 0.80 0.78 Satd. Flow(perm) 1418 1339 Volume(vph) 5 60 140 5 25 0 25 15 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 5 65 152 5 27 0 27 16 RTOR Reduction (vph) 0 0 0 0 0 10 0 0 Lane Group Flow(vph) 0 450 0 0 0 65 0 0 Turn Type Perm Perm Perm Protected Phases 9 6 Permitted Phases 9 6 6 Actuated Green, G (s) 25.0 17.0 Effective Green, g (s) 25.0 17.0 Actuated g/C Ratio 0.25 0.17 Clearance Time (s) 4.0 4.0 Lane Grp Cap(vph) 355 228 0 v/s Ratio Prot v/s Ratio Perm c0.32 c0.05 v/c Ratio 1.27 0.29 Uniform Delay, d1 37.5 36.2 Progression Factor 1.00 1.00 Incremental Delay, d2 140.9 3.1 Delay(s) 178.4 39.3 Level of Service F D Approach Delay(s) 178.4 39.3 Approach LOS F D . .. . . ..:... Intersecbn Summary . . .• Il St. Vrain Lakes (LSC# 040840) 2011 Ramp AM Bkgnd Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 Ramp AM Bkgnd 94: SH 66 & SB Road 12/30/2005 C k- 4\ t , ti J Movement EBL EBT EBR WBL War WBR NBL NBT NBR SBL . SBT SBR Lane Configurations t ii' ) t 4. Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.90 Flt Protected 1.00 1.00 0.95 1.00 0.99 Satd. Flow(prot) 1863 1583 1770 1863 1658 Flt Permitted 1.00 1.00 0.13 1.00 0.99 Satd. Flow(perm) 1863 1583 248 1863 1658 Volume (vph) 0 440 295 200 490 0 0 0 0 100 0 260 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 478 321 217 533 0 0 0 0 109 0 283 RTOR Reduction (vph) 0 0 121 0 0 0 0 0 0 0 99 0 Lane Group Flow(vph) 0 478 200 217 533 0 0 0 0 0 293 0 Turn Type Perm pm+pt pm+pt Protected Phases 4 3 8 1 6 Permitted Phases 4 8 6 Actuated Green, G (s) 26.0 26.0 38.0 30.0 21.0 Effective Green, g (s) 26.0 26.0 38.0 30.0 21.0 Actuated g/C Ratio 0.26 0.26 0.38 0:30 O:21 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 484 412 216 559 415 • v/s Ratio Prot 0.26 c0.08 0.29 c0.03 v/s Ratio Perm 0.13 c0.30 0.15 v/c Ratio 0.99 0.49 1.00 0.95 0.71 Uniform Delay, dl 36.8 31.3 27.2 34.3 36.6 Progression Factor 1.00 1.00 1.80 0.99 1.00 Incremental Delay, d2 38.0 4.1 19.5 4.8 9.7 Delay(s) 74.8 35.4 68.5 39.0 46.4 Level of Service ED ED D Approach Delay (s) 59.0 47.5 0.0 46.4 Approach LOS E D A D Intersection Surttmary . _ HCM Average Control Delay 52.0 HCM Level of Service D HCM Volume to Capacity ratio 0.87 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 37.0 Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2011 Ramp AM Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 AM Bkgnd 95: WCR 28 & I-25 Under Pass 12/30/2005 • Movement EBL EBT EBR WBL WBT WBR `;NEIL NBT NBR SBL SBT SBR Lane Configurations t t Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 1.00 1.00 Flt Protected 1.00 1.00 Satd. Flow(prot) 1863 1863 Flt Permitted 1.00 1.00 Satd. Flow(perm) 1863 1863 Volume(vph) 0 15 0 0 10 0 0 0 0 0 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 16 0 0 11 0 0 0 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 16 0 0 11 0 0 0 0 0 0 0 Turn Type Protected Phases 4 6 Permitted Phases Actuated Green, G(s) 16.0 16.0 Effective Green, g (s) 16.0 16.0 Actuated g/C Ratio 0.40 0.40 Clearance Time (s) 4.0 4.0 Lane Grp Cap (vph) 745 745 0 v/s Ratio Prot c0.01 c0.01 v/s Ratio Perm v/c Ratio 0.02 0.01 Uniform Delay, dl 7.3 7.2 Progression Factor 1.00 1.00 Incremental Delay, d2 0.1 0.0 Delay (s) 7.3 7.3 Level of Service A A Approach Delay(s) 7.3 7.3 0.0 0.0 Approach LOS A A A A Intersection Summary - . HCM Average Control Delay 7.3 HCM Level of Service A HCM Volume to Capacity ratio 0.02 Actuated Cycle Length(s) 40.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 6.7% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • St Vrain Lakes (LSC# 040840) 2011 AM Bkgnd Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Bkgnd 2: SH 66 & WCR 13 12/29/2005 • Movement EBL EBT EBR WBL WeT WBR :NBL NBT NBR SBL SBT Sell Lane Configurations 4 4+ 4, 4+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 40 415 60 20 400 10 35 50 60 5 25 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 43 451 65 22 435 11 38 54 65 5 27 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 446 516 1079 1060 484 1147 1087 440 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 446 516 1079 1060 484 1147 1087 440 tC single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 62 tC, 2 stage (s) tF(s) , 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 96 98 77 74 89 95 87 98 • cM capacity(veh/h) 1115 1049 165 211 583 120 203 617 DireCtton,.Lane#, .EB A. -VVB 1 NB 1 SB 1 Volume Total 560 467 158 43 Volume Left 43 22 38 5 Volume Right 65 11 65 11 cSH 1115 1049 263 221 Volume to Capacity 0.04 0.02 0.60 0.20 Queue Length 95th (ft) 3 2 89 18 Control Delay(s) 1.1 0.6 37.3 25.2 Lane LOS A A ED Approach Delay(s) 1.1 0.6 37.3 25.2 Approach LOS E D tntetien Summary Average Delay 6.4 Intersection Capacity Utilization 61.2% ICU Level of Service B Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 PM Peak Bkgnd Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Bkgnd 3: WCR 28 & I-25 Frontage Road 12/29/2005 * Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT ''SBR Lane Configurations 4+ 4+ 4+ 4+ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 5 5 5 5 5 0 10 170 5 5 75 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 5 5 5 5 5 0 11 185 5 5 82 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 304 304 82 310 302 188 82 190 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 304 304 82 310 302 188 82 190 tC, single(s) 7.1 6,5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage(s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free% 99 99 99 99 99 100 99 100 • cM capacity(veh/h) 638 602 978 629 604 855 1516 1384 Direction,Lane# ES't WB"1 Na 1 SB 1 Volume Total 16 11 201 87 Volume Left 5 5 11 5 Volume Right 5 0 5 0 cSH 706 617 1516 1384 Volume to Capacity 0.02 0.02 0.01 0.00 Queue Length 95th (ft) 2 1 1 0 Control Delay(s) 10.2 10.9 0.5 0.5 Lane LOS B B A A Approach Delay(s) 10.2 10.9 0.5 0.5 Approach LOS B B Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 22.2% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 PM Peak Bkgnd Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 PM Peak Bkgnd 5: WCR 24 & WCR 13 12/29/2005 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRR Lane Configurations ) j, 11 1+ 11 t r 11 1. Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 0.99 1.00 1.00 0.85 1.00 0.94 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1737 1770 1846 1770 1863 1583 1770 1747 Flt Permitted 0.61 1.00 0.17 1.00 0.43 1.00 1.00 0.71 1.00 Satd. Flow(perm) 1143 1737 322 1846 803 1863 1583 1318 1747 Volume(vph) 90 380 310 25 160 10 180 70 25 20 85 60 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 98 413 337 27 174 11 196 76 27 22 92 65 RTOR Reduction (vph) 0 30 0 0 2 0 0 0 20 0 24 0 Lane Group Flow(vph) 98 720 0 27 183 0 196 76 7 22 133 0 Turn Type pm+pt pm+pt pm+pt Perm pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Actuated Green, G(s) 56.4 53.2 54.8 52.4 32.4 26.8 26.8 20:2 18.6 Effective Green, g (s) 56.4 53.2 54.8 52.4 32.4 26.8 26.8 20.2 18.6 Actuated g/C Ratio 0.56 0.53 0.55 0.52 0.32 0.27 0.27 0.20 0.19 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle'Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 665 924 211 967 355 499 424 273 325 v/s Ratio Prot c0.00 c0.41 0.00 0.10 co.05 0.04 0.00 0.08 v/s Ratio Perm 0.08 0.07 c0.12 0.00 0.01 v/c Ratio 0.15 0.78 0.13 0.19 0.55 0.15 0.02 0.08 0.41 Uniform Delay, dl 10.1 18.7 14.6 12.6 26.1 27.9 26.9 32.2 35.8 Progression Factor 0.11 0.22 1.00 1.00 1.00 1.00 1.00 1.00 1.01 Incremental Delay, d2 0.1 4.9 0.3 0.4 1.9 0.6 0.1 0.1 3.7 Delay(s) 1.2 9.0 14.9 13.0 27.9 28.6 27.0 32.3 39.9 Level of Service A A B B CCCCD Approach Delay(s) 8.1 13.2 28.0 39.0 Approach LOS A B C D tntersectign. ary HCM Average Control Delay 16.3 HCM Level of Service B HCM Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2011 PM Peak Bkgnd Alam Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 PM Peak Bkgnd 6: WCR 24 & 1-25 Frontage Road 12/29/2005 0 f —g C 4— ak 4\ t P \* 4, d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL •SBT SBR Lane Configurations VS f+ li ft vi t r vi + r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3420 1770 3498 1770 1863 1583 1770 1863 1583 Flt Permitted 0.33 1.00 0.17 1.00 0.62 1.00 1.00 0.70 1.00 1.00 Satd. Flow(perm) 1206 3420 313 3498 1153 1863 1583 1305 1863 1583 Volume(vph) 205 780 225 10 420 35 385 80 20 50 40 185 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 223 848 245 11 457 38 418 87 22 54 43 201 RTOR Reduction (vph) 0 27 0 0 6 0 0 0 13 0 0 0 Lane Group Flow(vph) 223 1066 0 11 489 0 418 87 9 54 43 201 Turn Type pm+pt Perm pm+pt Perm pm+pt Free Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Free Actuated Green, G (s) 44.2 44.2 34.2 34.2 47.8 39.8 39.8 26.5 22.5 100.0 Effective Green, g (s) 44.2 44.2 34.2 34.2 47.8 39.8 39.8 26.5 22.5 100.0 Actuated g/C Ratio 0.44 0.44 0.34 0.34 0.48 0.40 0.40 0.26 0.22 1.00 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 ii) Lane Grp Cap(vph) 667 1512 107 1196 683 741 630 364 419 1583 v/s Ratio Prot 0.02 c0.31 0.14 c0.13 0.05 0.01 0.02 v/s Ratio Perm 0.13 0.04 c0.16 0.01 0.03 0.13 v/c Ratio 0.33 0.70 0.10 0.41 0.61 0.12 0.01 0.15 0.10 0.13 Uniform Delay, dl 17.4 22.6 22.4 25.2 18.0 19.0 18.2 27.9 30.7 0.0 Progression Factor 1.00 1.00 1.04 1.09 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 2.8 1.8 1.0 1.6 0.3 0.0 0.2 0.5 0.2 Delay(s) 17.7 25.4 25.2 28.5 19.6 19.3 18.3 28.1 31.2 0.2 Level of Service B C C C BBBCC A Approach Delay(s) 24.1 28.5 19.5 9.7 Approach LOS C C B A intersectign Summary HCM Average Control Delay 22.4 HCM Level of Service C HCM Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 70.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2011 PM Peak Bkgnd Alam Page 4 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Bkgnd 10: WCR 28 & WCR 11 12/29/2005 Movement EBL EST WBT WBR SBL SBR Lane Configurations li t 14 iii r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 5 5 5 5 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 5 5 5 5 5 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 11 24 8 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 11 24 8 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 99 99 • cM capacity(veh/h) 1608 988 1074 Dtrectron, cane# :EB1 ES 2 =WS 1 SS 1 SB-2 Volume Total 5 5 11 5 5 Volume Left 5 0 0 5 0 Volume Right 0 0 5 0 5 cSH 1608 1700 1700 988 1074 Volume to Capacity 0.00 0.00 0.01 0.01 0.01 Queue Length 95th (ft) 0 0 0 0 0 Control Delay(s) 7.2 0.0 0.0 8.7 8.4 Lane LOS A A A Approach Delay(s) 3.6 0.0 8.5 Approach LOS A Intersection Summary Average Delay 4.0 Intersection Capacity Utilization 14.2% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 PM Peak Bkgnd Alam Page 5 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Bkgnd 18: SH 66 & WCR 11 12/29/2005 l f ~ 4\ P Movement EBT EBR WBL WBT NBL NBR Lane Configurations at r 11 f "i r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 510 5 5 440 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 554 5 5 478 5 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 560 1043 554 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 560 1043 554 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 • p0 queue free % 99 98 99 cM capacity(veh/h) 1011 253 532 Dweefloit,Lane# ;'! Eel £82 :WB 1 WB 2 NB 1 NB 2. Volume Total 554 5 5 478 5 5 Volume Left 0 0 5 0 5 0 Volume Right 0 5 0 0 0 5 cSH 1700 1700 1011 1700 253 532 Volume to Capacity 0.33 0.00 0.01 0.28 0.02 0.01 Queue Length 95th (ft) 0 0 0 0 2 1 Control Delay(s) 0.0 0.0 8.6 0.0 19.6 11.8 Lane LOS A C B Approach Delay(s) 0.0 0.1 15.7 Approach LOS C intersection Summary Average Delay 0.2 Intersection Capacity Utilization 36.8% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 PM Peak Bkgnd Alam Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Bkgnd 23: WCR 28 & WCR 13 12/29/2005 • l `1 t l d Movement EBL EBR NBL NBT SBT SBR Lane Configurations V 4 T. Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 5 5 5 125 105 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 5 5 5 136 114 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume - 264 117 120 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 264 117 120 tC, single(s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 p0 queue free % 99 99 100 • cM capacity(veh/h) 723 935 1468 Direction,Lane# EB t NB 1 SB 1 Volume Total ` 11 141 120 Volume Left 5 5 0 Volume Right 5 0 5 cSH 815 1468 1700 Volume to Capacity 0.01 0.00 0.07 Queue Length 95th (ft) 1 0 0 Control Delay(s) 9.5 0.3 0.0 Lane LOS A A Approach Delay(s) 9.5 0.3 0.0 Approach LOS A tntersection Summary Average Delay 0.5 Intersection Capacity Utilization 20.6% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 PM Peak Bkgnd Alam Page 7 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Bkgnd 90: SH 66 & WCR 9.5 12/29/2005 Movement EBL EST WBT WEIR SBL SBR Lane Configurations ►t ¢ ¢ r V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 15 480 435 10 35 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 16 522 473 11 38 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 484 1027 473 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 484 1027 473 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s)- 2.2 3.5 3.3 • p0 queue free % 98 85 97 cM capacity(veh/h) 1079 256 591 Direction, Lane# !' ,EB 1 EB 2 WB 1 WB 2 SB"1 Volume Total 16 522 473 11 54 Volume Left 16 0 0 0 38 Volume Right 0 0 0 11 16 cSH 1079 1700 1700 1700 308 Volume to Capacity 0.02 0,31 0.28 0.01 0.18 Queue Length 95th (ft) 1 0 0 0 16 Control Delay(s) 8.4 0.0 0.0 0.0 19.2 Lane LOS A C Approach Delay(s) 0.3 0.0 19.2 Approach LOS C Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 35.3% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 PM Peak Bkgnd Alam Page 8 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Bkgnd 91: SH 66 & Mead St 12/29/2005 Movement EBL EBT WBT VWBR, SBL SBR Lane Configurations 1 t t r M Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 150 445 405 45 50 205 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 163 484 440 49 54 223 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) 1262 pX, platoon unblocked 0.92 vC, conflicting volume 489 1250 440 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 489 1273 440 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 • p0 queue free % 85 62 64 cM capacity(veh/h) 1074 144 617 Direction,.Lane# ES 1 ..EB 2_ WB I WB Z SB 1 Volume Total 163 484 440 49 277 Volume Left 163 0 0 0 54 Volume Right 0 0 0 49 223 cSH 1074 1700 1700 1700 375 Volume to Capacity 0.15 0.28 0.26 0.03 0.74 Queue Length 95th (ft) 13 0 0 0 144 Control Delay(s) 9.0 0.0 0.0 0.0 37.4 Lane LOS A E Approach Delay(s) 2.3 0.0 37.4 Approach LOS E Intersection Summary Average Delay 8.4 Intersection Capacity Utilization 55.0% ICU Level of Service B Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 PM Peak Bkgnd Alam Page 9 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 Ramp PM Bkgnd 93: SH 66 & NB Ramp & Frontage Rd 12/29/2005 • s c 1— t 1 1 r p 1 Movement EBL2 EBL EBT WBL2 WBT WBR WBR2 NBL2 NBL NBR NBR2 NEL2 Lane Configurations ' I+ 4+ W Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.96 0.90 Flt Protected 0.95 1.00 1.00 0.99 Satd. Flow(prot) 1770 1860 1782 1653 Flt Permitted 0.14 0.97 0.96 0.99 Satd. Flow(perm) 266 1808 1714 1653 Volume(vph) 255 10 330 40 455 200 15 25 25 45 105 240 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 277 11 359 43 495 217 16 27 27 49 114 261 RTOR Reduction (vph) 0 0 0 0 1 0 0 0 40 0 0 0 Lane Group Flow(vph) 277 0 370 0 770 0 0 0 177 0 0 0 Turn Type pm+pt pm+pt Perm Prot Perm Protected Phases 7 7 4 8 5 Permitted Phases 4 4 8 2 9 Actuated Green,G (s) 34.0 34.0 28.0 18.0 Effective Green, g (s) 34.0 34.0 28.0 18.0 Actuated g/C Ratio 0.34 0.34 0.28 0.18 Clearance Time(s) 4.0 4.0 4.0 4.0 Lane Grp,Cap (vph) 181 618 480 298 • v/s Ratio Prot c0.09 0.04 v/s Ratio Perm 0.43 0.17 c0.45 c0.11 v/c Ratio 1.53 0.60 1.60 0.59 Uniform Delay, dl 49.2 27.3 36,0 37.6 Progression Factor 1.65 0.75 1.00 1.00 Incremental Delay, d2 254.7 2.6 281.7 8.4 Delay(s) 336.2 23.2 317.7 46.1 Level of Service F C F D Approach Delay (s) 157.2 317.7 46.1 Approach LOS F F a Intersection.Summary ., HCM Average Control Delay 219.9 HCM Level of Service F HCM Volume to Capacity ratio 1.33 Actuated Cycle Length(s) 100.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 114.4% ICU Level of Service H Analysis Period(min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2011 Ramp PM Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 Ramp PM Bkgnd 93: SH 66 & NB Ramp & Frontage Rd 12/29/2005 • , / C ‘ i 4/ IL' Movement NEL NET NER SWL2 SWL SWT SWR SWR2 Lane Configurations 4► 4+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 0.95 0.90 Flt Protected 0.97 0.99 Satd. Flow(prot) 1723 1650 Flt Permitted 0.75 0.88 Satd. Flow(perm) 1329 1472 Volume(vph) 5 35 160 5 25 0 75 25 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 5 38 174 5 27 0 82 27 RTOR Reduction (vph) 0 0 0 0 0 8 0 0 Lane Group Flow(vph) 0 478 0 0 0 133 0 0 Turn Type Perm Perm Perm Protected Phases 9 6 Permitted Phases 9 6 6 Actuated Green, G (s) 24.0 18.0 Effective Green, g (s) 24.0 18.0 Actuated g/C Ratio 0.24 0.18 Clearance Time(s) 4.0 4.0 Lane Grp Cap(vph) 319 265 0 v/s Ratio Prot v/s Ratio Perm c0.36 0.09 v/c Ratio 1.50 0.50 Uniform Delay, dl 38.0 37.0 Progression Factor 1.00 1.00 Incremental Delay, d2 240.1 6.6 Delay(s) 278.1 43.6 Level of Service F D Approach Delay(s) 278.1 43.6 Approach LOS F D Intersection Summary- '.•,,:!;!, .. . . ,. . • St. Vrain Lakes(LSC# 040840) 2011 Ramp PM Bkgnd Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 Ramp PM Bkgnd 94: SH 66 & SB Road 12/30/2005 • f -• I t- k- 41 T t ti t J Movement EBL EBT EBR WBL WET WBR NBL NBT NM SBL SBT SBR Lane Configurations t r 1 t 4" Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.91 Flt Protected 1.00 1.00 0.95 1.00 0.98 Satd. Flow (prot) 1863 1583 1770 1863 1666 Flt Permitted 1.00 1.00 0.14 1.00 0.98 Satd. Flow(perm) 1863 1583 266 1863 1666 Volume (vph) 0 445 245 150 545 0 0 0 0 150 0 310 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 484 266 163 592 0 0 0 0 163 0 337 RTOR Reduction (vph) 0 0 99 0 0 0 0 0 0 0 79 0 Lane Group Flow(vph) 0 484 167 163 592 0 0 0 0 0 421 0 Turn Type Perm pm+pt pm+pt Protected Phases 4 3 8 1 6 Permitted Phases 4 8 6 Actuated Green, G (s) 28.0 28.0 34.0 28.0 22.0 Effective Green, g (s) 28.0 28.0 34.0 28.0 22.0 Actuated g/C Ratio 0.28 0.28 0.34 0.28 0.22 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 522 443 181 522 433 • v/s Ratio Prot 0.26 c0.05 c0.32 c0.04 v/s Ratio Perm 0.11 0.25 0.21 v/c Ratio 0.93 0.38 0.90 1.13 0.97 Uniform Delay, dl 35.0 29,0 28.6 36.0 38.7 Progression Factor 1.00 1.00 1.42 1.04 1.00 Incremental Delay, d2 24.9 2.4 7.0 62.9 37.0 Delay(s) 59.9 31.4 47.7 100.4 75.7 Level of Service ECDF E Approach Delay(s) 49.8 89.1 0.0 75.7 Approach LOS D F A E Intersection Summary HCM Average Control Delay 71.0 HCM Level of Service E HCM Volume to Capacity ratio 1.04 Actuated Cycle Length(s) 100.0 Sum of lost time (s) 40.0 Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2011 Ramp PM Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 PM Bkgnd 95: WCR 28 & I-25 Under Pass 12/30/2005 • t -0 C 4- t 4\ t P \* 1 d Movement EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t li` Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 1.00 1.00 Flt Protected 1.00 1.00 Satd. Flow(prot) 1863 1863 Flt Permitted 1.00 1.00 Satd. Flow(perm) 1863 1863 Volume (vph) 0 15 0 0 15 0 0 0 0 0 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 16 0 0 16 0 0 0 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 16 0 0 16 0 0 0 0 0 0 0 Turn Type Protected Phases 4 6 Permitted Phases Actuated Green, G(s) 16.0 16.0 Effective Green, g (s) 16.0 16.0 Actuated g/C Ratio 0.40 0.40 Clearance Time(s) 4.0 4.0 Lane Grp Cap(vph) 745 745 0 v/s Ratio Prot c0.01 c0.01 v/s Ratio Perm v/c Ratio 0.02 0.02 Uniform Delay, dl 7.3 7.3 Progression Factor 1.00 1.00 Incremental Delay, d2 0.1 0.1 Delay(s) 7.3 7.3 Level of Service A A Approach Delay(s) 7.3 7.3 0.0 0.0 Approach LOS A A A A Intersection Summary . HCM Average Control Delay 7.3 HCM Level of Service A HCM Volume to Capacity ratio 0.02 Actuated Cycle Length (s) 40.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 6.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 0 St Vrain Lakes(LSC#040840) 2011 PM Bkgnd Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 2: SH 66 & WCR 13 12/29/2005 Movement EBL EAT EAR WBL WBT WAR NAL NAT NBR. SAL SAT SBR Lane Configurations 4+ 4. 4+ 4+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 33 347 25 42 512 10 25 39 34 15 32 48 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 36 377 27 46 557 11 27 42 37 16 35 52 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC,conflicting volume 567 404 1185 1121 391 1174 1129 562 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 567 404 1185 1121 391 1174 1129 562 tC, single(s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 96 96 78 78 94 87 82 90 cM capacity(veh/h) 1005 1154 121 191 658 125 189 526 Direction,Lane# EB:1 WB 1 NB 1 SB 1 Volume Total 440 613 107 103 Volume Left 36 46 27 16 Volume Right 27 11 37 52 cSH 1005 1154 212 249 Volume to Capacity 0.04 0.04 0.50 0.41 Queue Length 95th (ft) 3 3 64 48 Control Delay(s) 1.1 1.1 38.0 29,3 Lane LOS A A ED Approach Delay(s) 1.1 1.1 38.0 29.3 Approach LOS E D Intersection Summary Average Delay 6.5 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 3: WCR 28 & 1-25 Frontage Road 12/29/2005 • f ' 7 I ~ t 1 t 1' ' 1 d Movement EBL EBT EBR WBL WET WBR NEIL NBT NBR SBL SBT SBR Lane Configurations 4+ 4'+ 4+ 4+ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 5 26 23 10 57 35 23 72 3 14 156 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 5 28 25 11 62 38 25 78 3 15 170 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 399 332 170 369 330 80 170 82 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 399 332 170 369 330 80 170 82 tC,single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free%0 99 95 97 98 89 96 98 99 cM capacity(veh/h) 485 572 874 538 573 980 1408 1516 Direction, Lane#. EB=1 WO 1 NB 1 SB 1 Volume Total 59 111 107 185 Volume Left 5 11 25 15 Volume Right 25 38 3 0 cSH 658 663 1408 1516 Volume to Capacity 0.09 0.17 0.02 0.01 Queue Length 95th (ft) 7 15 1 1 Control Delay(s) 11.0 11.5 1.9 0.7 Lane LOS BB A A Approach Delay(s) 11.0 11.5 1.9 0.7 Approach LOS B B Intersection Summary Average Delay 4.9 Intersection Capacity Utilization 25.0% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 AM Peak Total 5: WCR 24 & WCR 13 12/29/2005 Movement EBL EBT EBR )IVBL WBT WBR NBL NBT NBA SBL SBT SBR Lane Configurations 1 1+ 11 A 11 4 P II 1+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Uhl. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.92 1.00 0.99 1.00 1.00 0.85 1.00 0.91 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1715 1770 1849 1770 1863 1583 1770 1698 Flt Permitted 0.26 1.00 0.32 1.00 0.42 1.00 1.00 0.72 1.00 Satd. Flow(perm) 492 1715 605 1849 785 1863 1583 1337 1698 Volume(vph) 40 160 180 40 366 19 346 55 35 20 87 125 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 43 174 196 43 398 21 376 60 38 22 95 136 RTOR Reduction (vph) 0 41 0 0 2 0 0 0 20 0 45 0 Lane Group flow(vph) 43 329 0 43 417 0 376 60 18 22 186 0 Turn Type pm+pt pm+pt pm+pt Perm pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 35.6 33.2 35.6 33.2 52.4 46.8 46.8 30.8 292 Effective Green, g (s) 35.6 33.2 35.6 33.2 52.4 46.8 46.8 30.8 29.2 Actuated g/GRatio 0.36 0.33 0.36 0.33 0.52 0.47 0.47 0.31 0.29 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0, 3:0 • Lane Grp Cap (vph) 206 569 243 614 600 872 741 419 496 v/s Ratio Prot c0.01 0.19 0.00 c0.23 c0.12 0.03 0.00 0.11 v/s Ratio Perm 0.07 0.06 c0.21 0.01 0.02 v/c Ratio 0.21 0.58 0.18 0.68 0.63 0.07 0.02 0.05 0.37 Uniform Delay, dl 22.6 27.6 22.2 28.8 15.2 14.6 14.3 24.2 28.1 Progression Factor 0.74 0.76 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Incremental Delay, d2 0.5 4.1 0.4 6.0 2.0 0.2 0.1 0.1 2.2 Delay(s) 17,2 25.0 22.5 34.8 17.2 14.8 14.4 24.2 29.6 Level of Service B C C C BBBCC Approach Delay(s) 24.2 33.6 16.7 29.2 Approach LOS C C B C tnterseutior1 Summary HCM Average Control Delay 25.5 HCM Level of Service C HCM Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 68.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Alam Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 AM Peak Total 6: WCR 24 & 1-25 Frontage Road 12/29/2005 • -I -0 I ~ t 4\ t P ti l d Movement EBL EST EBR WBL W(3T WBR :: NBL NOT NOR SBL SOT SBR Lane Configurations ft+ 11 14+ 1 t P '1 t P Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.91 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3228 1770 3483 1770 1863 1583 1770 1863 1583 Fit Permitted 0.16 1.00 0.40 1.00 0.55 1.00 1.00 0.72 1.00 1.00 Satd Flow(perm) 568 3228 748 3483 1024 1863 1583 1340 1863 1583 Volume(vph) 304 250 355 15 775 91 185 53 10 110 94 388 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 330 272 386 16 842 99 201 58 11 120 102 422 RTOR Reduction (vph) 0 170 0 0 9 0 0 0 8 0 0 0 Lane Group Flow(vph) 330 488 0 16 932 0 201 58 3 120 102 422 Turn Type pm+pt Perm pm+pt Perm pm+pt Free Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Free Actuated Green, G(s) 56.0 56.0 41.8 41.8 36.0 24.2 24.2 27.4 19.6 100.0 Effective Green, g (s) 56.0 56.0 41.8 41.8 36.0 24.2 24.2 27.4 19.6 100.0 Actuated g/C Ratio 0.56 0.56 0.42 0.42 0.36 0.24 0.24 0.27 0.20 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 - 3.0 3.0 0 Lane Grp Cap (vph) 610 1808 313 1456 461 451 383 401 365 1583 v/s Ratio Prot c0.06 0.15 c0.27 c0.05 0.03 0.02 0.05 v/s Ratio Perm 0.25 0.02 c0.10 0.00 0.06 0.27 vIc Ratio 0.54 0.27 0.05 0.64 0.44 0.13 0.01 0.30 0.28 0.27 Uniform Delay, dl 14.2 11.4 17.3 23.1 23.2 29.7 28.8 28.3 34.2 0.0 Progression Factor 1.00 1.00 0.87 0.88 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.4 0.2 1.7 0.7 0.6 0.0 0.4 1.9 0.4 Delay(s) 15.2 11.8 15.3 22.0 23.9 30.2 28.8 28.7 36.1 0.4 Level of Service B B B C CCCCD A Approach,Delay(s) 12.9 21.9 25.5 11.3 Approach LOS B C C B Intersection Stammary HCM Average Control Delay 16.7 HCM Level of Service B HCM Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Ill St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Alam Page 4 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 7: WCR 28 & WCR 9.5 12/29/2005 • -+ - { ~ 4\ Movement EDT EBR WBL WBT NBL NBR Lane Configurations j. ►) t ►� r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 16 26 82 35 62 86 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 17 28 89 38 67 93 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 46 248 32 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 46 248 32 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 • p0 queue free % 94 90 91 cM capacity(veh/h) 1562 698 1042 Direction, Lane*,: EB:1 . WB'f WB2 N81 NB2 Volume Total 46 89 38 67 93 Volume Left 0 89 0 67 0 Volume Right 28 0 0 0 93 cSH 1700 1562 1700 698 1042 Volume to Capacity 0.03 0.06 0.02 0.10 0.09 Queue Length 95th (ft) 0 5 0 8 7 Control Delay(s) 0.0 7.4 0.0 10.7 8.8 Lane LOS A B A Approach Delay(s) 0.0 5.2 9.6 Approach LOS A Intersection Summary Average Delay 6.6 Intersection Capacity Utilization 21.3% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Alam Page 5 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 8: 1-25 Frontage Road & WCR 9.5 12/29/2005 • 4\ t 1 r Movement EBL EBR NBL NBT SBT SBR Lane Configurations t ti Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 145 125 133 347 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 158 136 145 377 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 793 377 377 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 793 377 377 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 • p0 queue free % 100 76 88 cM capacity(veh/h) 316 669 1181 Direction, Lane# EB;1 EB 2__ NB 1 NB 2 Sal Volume Total 0 158 136 145 377 Volume Left 0 0 136 0 0 Volume Right 0 158 0 0 0 cSH 1700 669 1181 1700 1700 Volume to Capacity 0.00 0.24 0.12 0.09 0.22 Queue Length 95th (ft) 0 23 10 0 0 Control Delay(s) 0.0 12.0 8.4 0.0 0.0 Lane LOS A B A Approach Delay(s) 12.0 4.1 0.0 Approach LOS B Intersection Summary Average Delay 3.7 Intersection Capacity Utilization 33.9% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Alam Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 10: WCR 28 & WCR 11 12/29/2005 Movement EBL EBT WBT WBR SBL SBR Lane Configurations t k r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 174 70 32 5 5 92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 189 76 35 5 5 100 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 40 492 38 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 40 492 38 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 • p0 queue free % 88 99 90 CM capacity(veh/h) 1569 472 1035 Direction, Lane# EB 1 EB 2 WB 1 SB 1 SB 2 Volume Total 189 76 40 5 100 Volume Left 189 0 0 5 0 Volume Right 0 0 5 0 100 cSH 1569 1700 1700 472 1035 Volume to Capacity 0.12 0.04 0.02 0.01 0.10 Queue Length 95th (ft) 10 0 0 1 8 Control Delay(s) 7.6 0.0 0.0 12.7 8.9 Lane LOS A B A Approach Delay(s) 5.4 0.0 9.1 Approach LOS A Intersection Summary Average Delay 5.8 Intersection Capacity Utilization 26.3% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Alam Page 7 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 14: PA-2 and PA-5 Access & WCR 9.5 12/30/2005 • f —fr f 4— & 4\ t t �► 4 J Movement EBL EBT EBR WBL WBT WBR NBL , NBT NBR SBL SBT SBR Lane Configurations ►t j. ►I T, ►t is ►t Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 52 6 97 130 16 25 34 50 49 15 120 53 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 57 7 105 141 17 27 37 54 53 16 130 58 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 356 373 159 427 376 81 188 108 vC1, stage 1 conf vol 192 192 155 155 vC2, stage 2 conf vol 164 182 272 221 vCu, unblocked vol 356 373 159 427 376 81 188 108 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 91 99 88 72 97 97 97 99 . cM capacity(veh/h) 607 575 886 510 566 979 1386 1483 Direction, Lane# EB 1 EB'2 WB 1 WB 2 NB 1- NB2 SB 1 SB 2 Volume Total 57 112 141 45 37 108 16 188 Volume Left 57 0 141 0 37 0 16 0 Volume Right 0 105 0 27 0 53 0 58 cSH 607 859 510 762 1386 1700 1483 1700 Volume to Capacity 0.09 0.13 0.28 0.06 0.03 0.06 0.01 0.11 Queue Length 95th (ft) 8 11 28 5 2 0 1 0 Control Delay (s) 11.5 9.8 14.8 10.0 7.7 0.0 7.5 0.0 Lane LOS B A BB A A Approach Delay(s) 10.4 13.6 2.0 0.6 Approach LOS B B Intersection Summary Average Delay 6.7 Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 15: PA-1 Access & I-25 Frontage Road 12/29/2005 • t P �► l Movement WBL WBR NBT NBR SBL SBT Lane Configurations r t t Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 39 60 65 44 145 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 42 65 71 48 158 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 354 101 136 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 354 101 136 tC, single(s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 96 97 cM capacity(veh/h) 623 955 1448 Direction, Lane# WB 1 NB 1 SB 1 •SB 2 Volume Total 42 136 48 158 Volume Left 0 0 48 0 Volume Right 42 71 0 0 cSH 955 1700 1448 1700 Volume to Capacity 0.04 0.08 0.03 0.09 Queue Length 95th (ft) 3 0 3 0 Control Delay(s) 8.9 0.0 7.6 0.0 Lane LOS A A Approach Delay(s) 8.9 0.0 1.8 Approach LOS A Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 17.1% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Alam Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 16: School Access & WCR 9.5 12/29/2005 • f P ti Movement WBL WBR NBT NBR SBL SBT Lane Configurations vs at Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 111 70 79 48 31 77 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 121 76 86 52 34 84 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 263 112 138 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 263 112 138 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 • p0 queue free % 83 92 98 cM capacity(veh/h) 709 941 1446 Direction, Lane# WB 1 WB 2 NB 1. SB 1 ;SB 2 Volume Total 121 76 138 34 84 Volume Left 121 0 0 34 0 Volume Right 0 76 52 0 0 cSH 709 941 1700 1446 1700 Volume to Capacity 0.17 0.08 0.08 0.02 0.05 Queue Length 95th (ft) 15 7 0 2 0 Control Delay(s) 11.1 9.2 0.0 7.5 0.0 Lane LOS B A A Approach Delay(s) 10.4 0.0 2.2 Approach LOS B Intersection Summary Average Delay 5.1 Intersection Capacity Utilization 26.6% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Alam Page 10 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 18: SH 66 & WCR 11 12/29/2005 • - z j ~ 4 p Movement EBT EBR WBL WBT NBL NBR Lane Configurations T r '1 t r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 356 69 29 557 131 48 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 387 75 32 605 142 52 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 462 1055 387 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 462 1055 387 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 97 41 92 cM capacity(veh/h) 1099 243 661 Direction, Lane* EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 Volume Total 387 75 32 605 142 52 Volume Left 0 0 32 0 142 0 Volume Right 0 75 0 0 0 52 cSH 1700 1700 1099 1700 243 661 Volume to Capacity 0.23 0.04 0.03 0.36 0.59 0.08 Queue Length 95th (ft) 0 0 2 0 84 6 Control Delay(s) 0,0 0.0 8.4 0.0 39.0 10.9 Lane LOS A E B Approach Delay(s) 0.0 0.4 31.4 Approach LOS 0 Intersection Summary Average Delay 4.9 Intersection Capacity Utilization 43.2% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Alam Page 11 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 19: WCR 28 & PA-6 Access 12/29/2005 • - f ~ 4\ P Movement EBT EBR WBL WBT NBL NBR Lane Configurations t+ t M Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 88 14 48 72 45 150 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 96 15 52 78 49 163 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 111 286 103 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 111 286 103 tC, single (s) 4.1 6.4 6.2 tC, 2 stage(s) tF (s) 2.2 3.5 3.3 p0 queue free % 96 93 83 cM capacity(veh/h) 1479 680 952 Direction, Lane# ' EB 1 WB I WB;2 NB 1 Volume Total 111 52 78 212 Volume Left 0 52 0 49 Volume Right 15 0 0 163 cSH 1700 1479 1700 871 Volume to Capacity 0.07 0.04 0.05 0.24 Queue Length 95th (ft) 0 3 0 24 Control Delay(s) 0.0 7.5 0.0 10.5 Lane LOS A B Approach Delay(s) 0.0 3.0 10.5 Approach LOS B Intersection Summary Average Delay 5.8 Intersection Capacity Utilization 27.7% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Alam Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 23: WCR 28 & WCR 13 12/29/2005 • f 4\ f 1 J Movement EBL EBR NBL NBT SST SBR Lane Configurations V 4 t+ Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 33 42 18 70 90 19 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 36 46 20 76 98 21 Pedestrians Lane Width(ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 223 108 118 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 223 108 118 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 . p0 queue free% 95 95 99 cM capacity(veh/h) 755 946 1470 Direction,Lane# EB,1 . NB 1 SB 1 Volume Total 82 96 118 Volume Left 36 20 0 Volume Right 46 0 21 cSH 851 1470 1700 Volume to Capacity 0.10 0.01 0.07 Queue Length 95th (ft) 8 1 0 Control Delay(s) 9.7 1.6 0.0 Lane LOS A A Approach Delay(s) 9.7 1.6 0.0 Approach LOS A intersection Summary Average Delay 3.2 Intersection Capacity Utilization 22.4% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Alam Page 13 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 90: SH 66 & WCR 9.5 12/29/2005 Movement EBL EBT WBT WBR SBL SBR Lane Configurations '1 t + r V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 15 405 636 52 19 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 16 440 691 57 21 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 748 1164 691 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 748 1164 691 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 • p0 queue free % 98 90 96 cM capacity(veh/h) 861 211 444 Direction, Lane# EE I1 EB 2 MI- W8 2 SD Volume Total 16 440 691 57 37 Volume Left 16 0 0 0 21 Volume Right 0 0 0 57 16 cSH 861 1700 1700 1700 274 Volume to Capacity 0.02 0.26 0.41 0.03 0.13 Queue Length 95th (ft) 1 0 0 0 11 Control Delay(s) 9.3 0.0 0.0 0.0 20.1 Lane LOS A C Approach Delay(s) 0.3 0.0 20.1 Approach LOS C Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 43.5% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Alam Page 14 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 91: SH 66 & Mead St 12/29/2005 Movement EBL ST WBT WEIR SBL SBR Lane Configurations 'i } t r V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 140 385 581 65 35 85 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 152 418 632 71 38 92 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1262 pX, platoon unblocked vC, conflicting volume 702 1354 632 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 702 1354 632 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 • p0 queue free % 83 72 81 cM capacity(vehlh) 895 137 481 Dwecftott.4 Lane# EB 1 BB 2' Will WNB 2 , S8 f Volume Total 152 418 632 71 130 Volume Left 152 0 0 0 38 Volume Right 0 0 0 71 92 cSH 895 1700 1700 1700 277 Volume to Capacity 0.17 0.25 0.37 0.04 0.47 Queue Length 95th (ft) 15 0 0 0 59 Control Delay(s) 9.8 0.0 0.0 0.0 29.0 Lane LOS A D Approach Delay(s) 2.6 0.0 29.0 Approach LOS D Intersection Summary Average Delay 3.8 Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Alam Page 15 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 Ramp AM Total 93: SH 66 & NB Ramp & Frontage Rd 12/29/2005 Movement ESL2 ESL EBT WBL2 WBT WBR WBt 2 NBL2 Nat_ NBR NBR2 NEL2 Lane Configurations of T. 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.98 0.94 Flt Protected 0.95 1.00 1.00 0.97 Satd. Flow(prot) 1770 1862 1817 1705 Fit Permitted 0.15 1.00 0.84 0.97 Satd. Flow(perm) 287 1855 1527 1705 Volume(vph) 180 5 400 50 585 115 5 25 45 15 40 210 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 196 5 435 54 636 125 5 27 49 16 43 228 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 17 0 0 0 Lane Group Flow(vph) 196 0 440 0 820 0 0 0 118 0 0 0 Turn Type pm+pt pm+pt Perm Prot Perm Protected Phases 7 7 4 8 5 Permitted Phases 4 4 8 2 9 Actuated Green, G (s) 30.0 30.0 33.0 17.0 Effective Green, g (s) 30.0 30.0 33.0 17.0 Actuated gtC Ratio 0.30 0:30 0.33 0.17 Clearance Time (s) 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 145 557 504 290 0 v/s Ratio Prot c0.05 0.03 v/s Ratio Perm 0.35 0.21 c0.54 c0.07 v/c Ratio 1.35 0.79 1.63 0.41 Uniform Delay, dl 35.8 32.1 33.5 37.0 Progression Factor 1.45 0.81 1.00 1.00 Incremental Delay, d2 177.9 5.3 291.1 4.2 Delay(s) 230.0 31.4 324.6 41.2 Level of Service F C F D Approach Delay(s) 92.6 324.6 41.2 Approach LOS F F D in ersettttt HCM Average Control Delay 212.0 HCM Level of Service F HCM Volume to Capacity ratio 1.29 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 24.0 Intersection Capacity Utilization 113.0% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2011 Ramp AM Total Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 Ramp AM Total 93: SH 66 & NB Ramp & Frontage Rd 12/29/2005 Movement NEL NET NER SWL.2 SWL SWT `SWR SWR2 Lane Configurations 4+ 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 0.95 0.92 FIt Protected 0.97 0.98 Satd. Flow(prot) 1733 1683 FIt Permitted 0.80 0.78 Satd. Flow(perm) 1418 1339 Volume(vph) 5 60 140 5 25 0 25 15 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 5 65 152 5 27 0 27 16 RTOR Reduction (vph) 0 0 0 0 0 10 0 0 Lane Group Flow(vph) 0 450 0 0 0 65 0 0 Turn Type Perm Perm Perm Protected Phases 9 6 Permitted Phases 9 6 6 Actuated Green, G(s) 22.0 17.0 Effective Green, g (s) 22.0 17.0 Actuated g/C Ratio 0.22 0.17 Clearance Time(s) 4.0 4.0 Lane Grp Cap (vph) 312 228 • v/s Ratio Prot v/s Ratio Perm c0.32 0.05 v/c Ratio 1.44 0.29 Uniform Delay, dl 39.0 36.2 Progression Factor 1.00 1.00 Incremental Delay, d2 216.3 3.1 Delay(s) 255.3 39.3 Level of Service F D Approach Delay(s) 255.3 39.3 Approach LOS F D . ..:. . .... .... ... .......... IntersectiorfSut�t- : ..:..:.. :. .. , ..... . :: ..;__... ..._ ..., . .. .:. .. .. . .,.. . ._... ...: ..--_.. . . ...... ,.:..... .. _.._. ._.. _.. • St. Vrain Lakes (LSC#040840) 2011 Ramp AM Total Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 Ramp AM Total 94: SH 66 & SB Road 12/30/2005 Movement EBL EBT EBR WBL WBT WEIR NBL NBT NBR= SBL SBT SBR Lane Configurations t P 5 Q' 4. Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.91 Flt Protected 1.00 1.00 0.95 1.00 0.98 Satd. Flow(prot) 1863 1583 1770 1863 1664 Flt Permitted 1.00 1.00 0.13 1.00 0.98 Satd. Flow(perm) 1863 1583 248 1863 1664 Volume(vph) 0 460 295 270 525 0 0 0 0 120 0 260 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 500 321 293 571 0 0 0 0 130 0 283 RTOR Reduction (vph) 0 0 115 0 0 0 0 0 0 0 82 0 Lane Group Flow(vph) 0 500 206 293 571 0 0 0 0 0 331 0 Turn Type Perm pm+pt pm+pt Protected Phases 4 3 8 1 6 Permitted Phases 4 8 6 Actuated Green,G(s) 26.0 26.0 41.0 33.0 21.0 Effective Green, g (s) 26.0 26.0 41.0 33.0 21.0 Actuated g/C Ratio 0.26 0.26 0.41 0.33 0.21 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 484 412 269 615 416 • v/s Ratio Prot 0.27 c0.12 0.31 c0.03 v/s Ratio Perm 0.13 c0.33 0.17 v/c Ratio 1.03 0.50 1.09 0.93 0.80 Uniform Delay, dl 37.0 31.5 26.4 32.4 37.5 Progression Factor 1.00 1.00 1.96 0.94 1.00 Incremental Delay, d2 49.7 4.3 46.5 3.1 14.5 Delay(s) 86.7 35.7 98.3 33.7 52.0 Level of Service FDFC D Approach Delay(s) 66.8 55.6 0.0 52.0 Approach LOS E E A D IntersentlohSummary . HCM Average Control Delay 59.3 HCM Level of Service E HCM Volume to Capacity ratio 0.96 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 34.0 Intersection Capacity Utilization 71.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2011 Ramp AM Total Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 AM Total 95: WCR 28 & I-25 Under Pass 12/30/2005 III -fr -I. ---, (- 4- k- 4\ t p `► 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + + Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 1.00 1.00 FIt Protected 1.00 1.00 Satd. Flow(prot) 1863 1863 FIt Permitted 1.00 1.00 Satd. Flow tperm) 1863 1863 Volume(vph) 0 55 0 0 80 0 0 0 0 0 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 60 0 0 87 0 0 0 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 60 0 0 87 0 0 0 0 0 0 0 Turn Type Protected Phases 4 6 Permitted Phases Actuated Green, G (s) 16.0 16.0 Effective Green, g(s) 16.0 16.0 Actuated g/C Ratio 0.40 0.40 Clearance Time (s) 4.0 4.0 Lane Grp Cap(vph) 745 745 0 v/s Ratio Prot c0.03 c0.05 v/s Ratio Perm v/c Ratio 0.08 0.12 Uniform Delay,dl 7.4 7.6 Progression Factor 1.00 1.00 Incremental Delay, d2 0.2 0.3 Delay(s) 7.7 7.9 Level of Service A A Approach Delay (s) 7.7 7.9 0.0 0.0 Approach LOS A A A A Intersection Summary HCM Average Control Delay 7.8 HCM Level of Service A HCM Volume to Capacity ratio 0.10 Actuated Cycle Length (s) 40.0 Sum of lost time(s) 8:0 Intersection Capacity Utilization 7.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 0 St Vrain Lakes (LSC#040840) 2011 AM Total Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 2: SH 66 & WCR 13 12/29/2005 • f I t— k" 4\ t t `- 1 d Movement EBL BET EBR WBL WBT WBR NBL NBT NBR SBL ;'SST SBR Lane Configurations 4, 4+ 4+ 4. Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 71 444 60 40 436 10 35 66 75 5 47 49 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 77 483 65 43 474 11 38 72 82 5 51 53 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 485 548 1315 1241 515 1353 1268 479 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 485 548 1315 1241 515 1353 1268 479 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 93 96 54 54 85 91 66 91 • cM capacity(veh/h) 1078 1022 83 155 560 64 150 586 Direction; Lane#` EE_1 MU NB 1 SS 1 a Volume Total 625 528 191 110 Volume Left 77 43 38 5 Volume Right 65 11 82 53 cSH 1078 1022 180 212 Volume to Capacity 0.07 0.04 1.07 0.52 Queue Length 95th (ft) 6 3 231 67 Control Delay(s) 1.9 1.2 139.0 38.8 Lane LOS A A F E Approach Delay(s) 1.9 1.2 139.0 38.8 Approach LOS F E Intersection Summary Average Delay 22.4 Intersection Capacity Utilization 69.4% ICU Level of Service C Analysis Period (min) 15 4111 St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 3: WCR 28 & 1-25 Frontage Road 12/29/2005 Movement €BL EBT EBR WBL WBT WBR NBL NBT NBR SBL SAT SBR Lane Configurations 4. 4. 4a 4. Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 5 65 58 20 41 21 62 234 22 43 137 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 71 63 22 45 23 67 254 24 47 149 0 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC,conflicting volume 689 655 149 742 643 266 149 278 vC1, stage 1 conf vol vC2,stage 2 conf vat vCu, unblocked vol 689 655 149 742 643 266 149 278 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free % 98 80 93 91 68 97 95 96 cM capacity(veh/h) 297 354 898 245 360 772 1433 1284 Dwection,lane#_ BB1 WBt NB1 BB Volume Total 139 89 346 196 Volume Left 5 22 67 47 Volume Right 63 23 24 0 cSH 483 368 1433 1284 Volume to Capacity 0.29 0.24 0.05 0.04 Queue Length 95th (ft) 30 23 4 3 Control Delay(s) 15.4 17.9 1.8 2.1 Lane LOS CC A A Approach Delay(s) 15.4 17.9 1.8 2.1 Approach LOS C C Intersection Summary Average Delay 6.2 Intersection Capacity Utilization 40.9% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 PM Peak Total 5: WCR 24 & WCR 13 12/29/2005 Movement EBL BF EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ii S+ ►t T. IS t r 1 t+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 190O 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 0.99 1.00 1.00 0.85 1.00 0.94 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1725 1770 1837 1770 1863 1583 1770 1760 Flt Permitted 0.55 1.00 0.08 1.00 0.38 1.00 1.00 0.69 1.00 Satd. Flow(perm) 1031 1725 146 1837 706 1863 1583 1279 1760 Volume(vph) 90 418 408 25 205 21 297 100 25 26 102 60 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 98 454 443 27 223 23 323 109 27 28 111 65 RTOR Reduction (vph) 0 35 0 0 4 0 0 0 20 0 21 0 Lane Group Flow(vph) 98 862 0 27 242 0 323 109 7 28 155 0 Turn Type pm+pt pm+pt pm+pt Perm pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Actuated Green, G(s) 55.2 52.0 53.6 51.2 33.6 27.2 272 20.0 17:6 Effective Green, g (s) 55.2 52.0 53.6 51.2 33.6 27.2 27.2 20.0 17.6 Actuated g/C Ratio 0.55 0.52 0.54 0.51 0.34 0:27 0.27 0,20 0.18 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 593 897 117 941 365 507 431 268 310 v/s Ratio Prot 0.01 c0.50 c0.01 0.13 c0.11 0.06 0.00 0.09 v/s Ratio Perm 0.09 0.12 c0.19 0.00 0.02 v/c Ratio 0.17 0.96 0.23 0.26 0.88 0.21 0.02 0.10 0.50 Uniform Delay, dl 10.7 23.0 20.4 13.7 29.2 28.1 26.6 32.5 37.2 Progression Factor 0.30 0.63 1.00 1.00 1.00 1.00 1.00 0.98 0.99 Incremental Delay, d2 0.1 19.2 1.0 0.7 21.6 1.0 0.1 0.2 5.7 Delay(s) 3.3 33.8 21.4 14.4 50.8 29.1 26,7 31.9 42.4 Level of Service A C C B DCCCD Approach Delay(s) 30.8 15.1 44.2 41.0 Approach LOS C B D D Intersection Summary HCM Average Control Delay 32.8 HCM Level of Service C HCM Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 89.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Alam Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 PM Peak Total 6: WCR 24 & 1-25 Frontage Road 12/29/2005 1111 -fr -i "t I k• 4\ t fi ti 4 d Movement EBL EBT EBR VI/SL WBT WBR NEIL 1VBT NBRir ,SBL SBT SBR Lane Configurations ¶ TA 1 +1. 19 4 r ) t r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3420 1770 3370 1770 1863 1583 1770 1863 1583 Fit Permitted 0.19 1.00 0.26 1.00 0.58 1.00 1.00 0.68 1.00 1.00 Satd. Flow(perm) 674 3420 487 3370 1088 1863 1583 1276 1863 1583 Volume(vph) 592 780 225 10 420 197 385 103 20 185 58 486 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 643 848 245 11 457 214 418 112 22 201 63 528 RTOR Reduction (vph) 0 27 0 0 53 0 0 0 16 0 0 0 Lane Group Flow(vph) 643 1067 0 11 618 0 418 112 6 201 63 528 Turn Type pm+pt Perm pm+pt Perm pm+pt Free Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Free Actuated Green,G (s) 50.0 50.0 28.8 28.8 42.0 26:9 26.9 28.8 _17.7 100.0 Effective Green, g (s) 50.0 50.0 28.8 28.8 42.0 26.9 26.9 28.8 17.7 100.0 Actuated g/C Ratio 0.50 0.50 0.29 0.29 0.42 0.27 0.27 029 0.18 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3,0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 812 1710 140 971 595 501 426 422 330 1583 v/s Ratio Prot c0.14 0.31 0.18 co.14 0.06 0.05 0.03 v/s Ratio Perm c0.26 0.02 c0.15 0.00 0.08 0.33 v/c Ratio 0.79 0.62 0.08 0.64 0.70 0.22 0.01 0.48 0.19 0.33 Uniform Delay, dl 18.1 18.2 25.9 31.0 22.1 28.4 26.8 28.6 35.1 0.0 Progression Factor 1.00 1.00 0.91 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.3 1.7 0.9 2.6 3.8 1.0 0.1 0.9 1.3 0.6 Delay(s) 23.4 19.9 24.5 33.1 25.9 29.5 26.9 29.4 36.3 0.6 Level of Service C B C C CCCCD A Approach Delay(s) 21.2 33.0 26.7 10.7 Approach LOS C C C B Intersection Summary HCM Average Control Delay 21.9 HCM Level of Service C HCM Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 72.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Alam Page 4 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 7: WCR 28 & WCR 9.5 12/29/2005 • 7 { ~ 4\ /* Movement EBT EBR : WBL WBT NBL NBR Lane Configurations t r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 49 70 172 35 42 166 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 53 76 187 38 46 180 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 129 503 91 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 129 503 91 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 87 90 81 cM capacity(vehfh) 1456 460 966 Dire4tion,Lane*: Eat-WB 4 ;-1NB 2. Na l NB 2 Volume Total 129 187 38 46 180 Volume Left 0 187 0 46 0 Volume Right 76 0 0 0 180 cSH 1700 1456 1700 460 966 Volume to Capacity 0.08 0.13 0.02 0.10 0.19 Queue Length 95th (ft) 0 11 0 8 17 Control Delay(s) 0.0 7.8 0.0 13.7 9.6 Lane LOS A B A Approach Delay(s) 0.0 6.5 10.4 Approach LOS B Intersection Summary " Average Delay 6.6 Intersection Capacity Utilization 26.2% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Alam Page 5 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 8: 1-25 Frontage Road & WCR 9.5 12/29/2005 • J 7 4\ 1 l d Movement EBL EBR; NBL NBT SBT SBR Lane Configurations r P 1+ Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 80 372 385 454 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 87 404 418 493 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 1721 493 493 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1721 493 493 tC,single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 • p0 queue free % 100 85 62 cM capacity(veh/h) 61 576 1070 D ,L re E 4 , EB2 Na.1 ; NB2 88;'t. Volume Total 0 87 404 418 493 Volume Left 0 0 404 0 0 Volume Right 0 87 0 0 0 cSH 1700 576 1070 1700 1700 Volume to Capacity 0.00 0.15 0.38 0.25 0.29 Queue Length 95th (ft) 0 13 45 0 0 Control Delay(s) 0.0 12.4 10.4 0.0 0.0 Lane LOS A B B Approach Delay(s) 12.4 5.1 0.0 Approach LOS B tntersectlotl;Summary Average Delay 3.8 Intersection Capacity Utilization 51.2% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Alam Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 10: WCR 28 & WCR 11 12/29/2005 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 1' 1+ r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 203 59 88 5 5 267 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 221 64 96 5 5 290 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 101 604 98 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 101 604 98 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 • p0 queue free °/0 85 99 70 cM capacity(veh/h) 1491 393 958 Dtrecion, Lane*.= Ell'1 Ell 2 :WB 4 : ScB 1 SB 2 Volume Total 221 64 101 5 290 Volume Left 221 0 0 5 0 Volume Right 0 0 5 0 290 cSH 1491 1700 1700 393 958 Volume to Capacity 0.15 0.04 0.06 0.01 0.30 Queue Length 95th (ft) 13 0 0 1 32 Control Delay(s) 7.8 0.0 0.0 14.3 10.4 Lane LOS A B B Approach Delay(s) 6.1 0.0 10.5 Approach LOS B In ectiortStimmary Average Delay 7.1 Intersection Capacity Utilization 28.1% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes(LSC#040840) 2011 PM Peak Total Alam Page 7 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 14: PA-2 and PA-5 Access & WCR 9.5 12/30/2005 —1 1 I ~ t 1 t P `- 1 Movement EBL EST EBR WBL WBT WBR NBL NBT NBR SBL Sett SBR Lane Configurations 5 ?+ 5 1+ 5 I+ '1 1+ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 139 18 300 78 10 14 111 129 145 27 76 137 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 151 20 326 85 11 15 121 140 158 29 83 149 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 618 755 157 938 751 219 232 298 vC1, stage 1 conf vol 216 216 460 460 vC2, stage 2 conf vol 402 539 477 290 vCu, unblocked vol 618 755 157 938 751 219 232 298 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF(s) 3.5 4.0 3.3 3,5 4.0 3.3 2.2 2.2 p0 queue free % 65 95 63 55 97 98 91 98 • cM capacity(veh/h) 429 372 888 188 377 821 1336 1263 Direction, Lane# Ea 1 EB 2 WB 1. WE 12 NB 1 .148 2 SB T SO 2 Volume Total 151 346 85 26 121 298 29 232 Volume Left 151 0 85 0 121 0 29 0 Volume Right 0 326 0 15 0 158 0 149 cSH 429 824 188 551 1336 1700 1263 1700 Volume to Capacity 0.35 0.42 0.45 0.05 0.09 0.18 0.02 0.14 Queue Length 95th (ft) 39 52 53 4 7 0 2 0 Control Delay(s) 17.9 12.5 38.9 11.9 8.0 0.0 7.9 0.0 Lane LOS CBEB A A Approach Delay(s) 14.1 32.6 2.3 0.9 Approach LOS B D Intersection Summary Average Delay 9.2 Intersection Capacity Utilization 56.1% ICU Level of Service B Analysis Period (min) 15 • St. Vrain Lakes(LSC#040840) 2011 PM Peak Total Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 15: PA-1 Access & I-25 Frontage Road 12/29/2005 • c t t ti 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations t Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 133 185 187 130 80 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 145 201 203 141 87 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 672 303 404 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 672 303 404 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 • p0 queue free % 100 80 88 cM capacity(veh/h) 369 737 1154 Direction,Lane# WW1 NB 1 SR 1 SB 2 Volume Total 145 404 141 87 Volume Left 0 0 141 0 Volume Right 145 203 0 0 cSH 737 1700 1154 1700 Volume to Capacity 0.20 0.24 0.12 0.05 Queue Length 95th (ft) 18 0 10 0 Control Delay(s) 11.1 0.0 8.6 0.0 Lane LOS B A Approach Delay(s) 11,1 0.0 5.3 Approach LOS B Intersection Summary Average Delay 3.6 Intersection Capacity Utilization 36.1% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Alam Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 16: School Access & WCR 9.5 12/29/2005 • t I' �► j Movement WBL WBR NBT NBR SBL SBT Lane Configurations r 1i f Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 71 45 163 120 74 169 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 77 49 177 130 80 184 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 587 242 308 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 587 242 308 tC, single(s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 83 94 94 cM capacity(veh/h) 442 796 1253 Direction, Lanett., WB-1 WB 2 NB 1 SB 1 SB 2 Volume Total 77 49 308 80 184 Volume Left 77 0 0 80 0 Volume Right 0 49 130 0 0 cSH 442 796 1700 1253 1700 Volume to Capacity 0.17 0.06 0,18 0.06 0.11 Queue Length 95th (ft) 16 5 0 5 0 Control Delay(s) 14.9 9.8 0.0 8.1 0.0 Lane LOS B A A Approach Delay(s) 12.9 0.0 2.5 Approach LOS B Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 33.9% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Alam Page 10 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 18: SH 66 & WCR 11 12/29/2005 • - { ~ 4\ P Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r vi 4 ) r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 516 197 75 445 148 60 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 561 214 82 484 161 65 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 775 1208 561 vC1, stage 1 conf vol vC2,stage 2 conf vat vCu, unblocked vol 775 1208 561 tC,single(s) 4,1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 0 p0 queue free % 90 12 88 cM capacity(veh/h) 841 183 527 Direction, Lane# EB 1 EB 2 W81 WB 2 NB 1 NB 2 Volume Total 561 214 82 484 161 65 Volume Left 0 0 82 0 161 0 Volume Right 0 214 0 0 0 65 cSH 1700 1700 841 1700 183 527 Volume to Capacity 0.33 0.13 0.10 0.28 0.88 0.12 Queue Length 95th (ft) 0 0 8 0 163 11 Control Delay(s) 0.0 0.0 9.7 0.0 90.2 12.8 Lane LOS A F B Approach Delay(s) 0.0 1.4 67.8 Approach LOS F Intersection Summary Average Delay 10.3 Intersection Capacity Utilization 49.5% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Alam Page 11 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 19: WCR 28 & PA-6 Access 12/29/2005 • --► 7 c ~ 4\ /r Moveme&t EBT EBR WBL WBT NBL NBR Lane Configurations j+ 11 t �1'r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 164 51 169 180 28 92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 178 55 184 196 30 100 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 234 769 206 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 234 769 206 tC, single(s) 4.1 6.4 6.2 tC, 2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free % 86 90 88 • cM capady(veh/h) 1334 318 835 Directktnane# EB I WB.1 WB 2 NB 1 . . Volume Total 234 184 196 130 Volume Left 0 184 0 30 Volume Right 55 0 0 100 cSH 1700 1334 1700 606 Volume to Capacity 0.14 0.14 0.12 0.22 Queue Length 95th (ft) 0 12 0 20 Control Delay(s) 0.0 8.1 0.0 12.6 Lane LOS A B Approach Delay(s) 0.0 3.9 12.6 Approach LOS B tnterseetii BumrriarY Average Delay 4.2 Intersection Capacity Utilization 38.3% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes(LSC#040840) 2011 PM Peak Total Alam Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 23: WCR 28 & WCR 13 12/29/2005 Movement EBL EBR NBL NBT SBT SBR Lane Configurations V 4 A Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 36 28 46 125 105 47 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 39 30 50 136 114 51 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 376 140 165 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 376 140 165 tC, single (s) 6.4 6.2 4.1 tC, 2 stage(s) tF(s) 3.5 3.3 2.2 • p0 queue free% 94 97 96 cM capacity(veh/h) 604 908 1413 Directiort,,Lanett' EB 1 NB 1 SB 1 Volume Total 70 186 165 Volume Left 39 50 0 Volume Right 30 0 51 cSH 707 1413 1700 Volume to Capacity 0.10 0.04 0.10 Queue Length 95th (ft) 8 3 0 Control Delay(s) 10.6 2.3 0.0 Lane LOS B A Approach Delay(s) 10.6 2.3 0.0 Approach LOS B Intersection Summary Average Delay 2.8 Intersection Capacity Utilization 31.2% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes(LSC#040840) 2011 PM Peak Total Alam Page 13 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 90: SH 66 & WCR 9.5 12/29/2005 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ►t t t tr M Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 30 632 552 42 80 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 33 687 600 46 87 33 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 646 1352 600 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 646 1352 600 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 p0 queue free % 97 46 93 cM capacity(veh/h) 940 160 501 Direction,Lane# r EB-1 EB 2 :WB 1 WB 2 SB 1 Volume Total 33 687 600 46 120 Volume Left 33 0 0 0 87 Volume Right 0 0 0 46 33 cSH 940 1700 1700 1700 196 Volume to Capacity 0.03 0.40 0.35 0.03 0.61 Queue Length 95th (ft) 3 0 0 0 86 Control Delay(s) 9.0 0.0 0.0 0.0 48.5 Lane LOS A E Approach Delay(s) 0.4 0.0 48.5 Approach LOS E Intersection Summary Average Delay 4.1 Intersection Capacity Utilization 46.2% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Alam Page 14 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 91: SH 66 & Mead St 12/29/2005 • -► r-- t \ Movement EBL EBT WBT WBR SBL SBR Lane Configurations ►) t t r i Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 150 613 537 45 50 205 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 163 666 584 49 54 223 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1262 pX, platoon unblocked 0.78 vC, conflicting volume 633 1576 584 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 633 1736 584 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 83 13 56 • cM capacity(veh/h) 950 62 512 Direction,Lane* EB 1 EB 2 -W81 W82 SB 1 Volume Total 163 666 584 49 277 Volume Left 163 0 0 0 54 Volume Right 0 0 0 49 223 cSH 950 1700 1700 1700 212 Volume to Capacity 0.17 0.39 0.34 0.03 1.31 Queue Length 95th (ft) 15 0 0 0 376 Control Delay(s) 9.6 0.0 0.0 0.0 212.8 Lane LOS A F Approach Delay(s) 1.9 0.0 212.8 Approach LOS F Intersection Summary Average Delay 34.8 Intersection Capacity Utilization 62.0% ICU Level of Service B Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Alam Page 15 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 Ramp PM Total 93: SH 66 & NB Ramp & Frontage Rd 12/29/2005 • S te ~ t 1 '1 r P I Movement EBL2 EBL EBT WBL2 V1BT WBR WBR2 NBL2 NBL NBR NBR2 NEL2 Lane Configurations ) ?+ + Y Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.96 0.92 Flt Protected 0.95 1.00 1.00 0.98 Satd. Flow(prot) 1770 1861 1785 1677 Fit Permitted 0.15 0.98 0.74 0.98 Satd. Flow(perm) 276 1817 1320 1677 Volume (vph) 255 10 450 50 585 245 15 75 35 45 125 240 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 277 11 489 54 636 266 16 82 38 49 136 261 RTOR Reduction (vph) 0 0 0 0 1 0 0 0 29 0 0 0 Lane Group Flow(vph) 277 0 500 0 971 0 0 0 276 0 0 0 Turn Type pm+pt pm+pt Perm Prot Perm Protected Phases 7 7 4 8 5 Permitted Phases 4 4 8 2 9 Actuated Green, G(s) 32.0 32.0 31.0 17.0 Effective Green, g (s) 32.0 32.0 31.0 17.0 Actuated g/C Ratio 0.32 0.32 0.31 0.17 Clearance Time(s) 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 163 584 409 285 • v/s Ratio Prot c0.08 0.04 v/s Ratio Perm 0.46 0.23 c0.74 c0.16 v/c Ratio 1.70 0.86 2.37 0.97 Uniform Delay, dl 49.7 31.8 34.5 41.2 Progression Factor 1.44 0.80 1.00 1.00 Incremental Delay, d2 324.5 6.3 626.2 45.8 Delay(s) 396.2 31.7 660.7 87.0 Level of Service F C F F Approach Delay(s) 161.7 660.7 87.0 Approach LOS F F F Intersection Summary HCM Average Control Delay 385.2 HCM Level of Service F HCM Volume to Capacity ratio 1.87 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 24.0 Intersection Capacity Utilization 142.4% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2011 Ramp PM Total Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 Ramp PM Total 93: SH 66 & NB Ramp & Frontage Rd 12/29/2005 • '5 / " 4 r i ./ R. Movement NEL NET NER SWL2 SWL SWT SWR SWR2 Lane Configurations 4+ 4+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 0.93 0.90 Flt Protected 0.98 0.99 Satd. Flow(prot) 1701 1650 Fit Permitted 0.79 0.83 Satd. Flow(perm) 1376 1384 Volume(vph) 5 35 275 5 25 0 75 25 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 5 38 299 5 27 0 82 27 RTOR Reduction (vph) 0 0 0 0 0 8 0 0 Lane Group Flow(vph) 0 603 0 0 0 133 0 0 Turn Type Perm Perm Perm Protected Phases 9 6 Permitted Phases 9 6 6 Actuated Green, G (s) 23.0 17.0 Effective Green, g (s) 23.0 17.0 Actuated g/C Ratio 0.23 0.17 Clearance Time (s) 4.0 4.0 Lane Grp Cap (vph) 316 235 • v/s Ratio Prot v/s Ratio Perm c0.44 0.10 v/c Ratio 1.91 0.56 Uniform Delay, d1 38.5 38.1 Progression Factor 1.00 1.00 Incremental Delay, d2 420.3 9.5 Delay (s) 458.8 47.6 Level of Service F D Approach Delay(s) 458.8 47.6 Approach LOS F D Intersection Summary • St. Vrain Lakes (LSC #040840) 2011 Ramp PM Total Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 Ramp PM Total 94: SH 66 & SB Road 12/30/2005 c ~ t 4\ t t ti 1 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t j+ + 4+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.92 Flt Protected 1.00 1.00 0.95 1.00 0.98 Satd. Flow(prot) 1863 1583 1770 1863 1679 Flt Permitted 1.00 1.00 0.13 1.00 0.98 Satd. Flow (perm) 1863 1583 240 1863 1679 Volume(vph) 0 505 245 235 590 0 0 0 0 210 0 310 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 549 266 255 641 0 0 0 0 228 0 337 RTOR Reduction (vph) 0 0 87 0 0 0 0 0 0 0 56 0 Lane Group Flow(vph) 0 549 179 255 641 0 0 0 0 0 509 0 Turn Type Perm pm+pt pm+pt Protected Phases 4 3 8 1 6 Permitted Phases 4 8 6 Actuated Green, G (s) 27.0 27.0 40.0 31.0 22.0 Effective Green, g (s) 27.0 27.0 40.0 31.0 22.0 Actuated g/C Ratio 0.27 0.27 0.40 0.31 0.22 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 503 427 234 578 437 Ask v/s Ratio Prot 0.29 c0.10 c0.34 c0.05 lup v/s Ratio Perm 0.11 0.34 0.26 v/c Ratio 1.09 0.42 1.09 1.11 1.16 Uniform Delay, dl 36.5 30.0 47.7 34.5 39.0 Progression Factor 1.00 1.00 1.75 0.97 1.00 Incremental Delay, d2 67.3 3.0 47.5 51.8 96.4 Delay(s) 103.8 33.1 130.9 85.1 135.4 Level of Service F C F F F Approach Delay(s) 80.7 98.1 0.0 135.4 Approach LOS F F A F Intersection Summary HCM Average Control Delay 101.1 HCM Level of Service F HCM Volume to Capacity ratio 1.11 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 34.0 Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC# 040840) 2011 Ramp PM Total Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 PM Total 95: WCR 28 & I-25 Under Pass 12/30/2005 I ~ t 4\ t P ti 1 d • Movement EBL EST EBR WBL WBT WBR NBL NBT NBR, SBL SBT SBR Lane Configurations t t Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 1.00 1.00 Flt Protected 1.00 1.00 Satd. Flow(prot) 1863 1863 Flt Permitted 1.00 1.00 Satd. Flow(perm) 1863 1863 Volume (vph) 0 130 0 0 100 0 0 0 0 0 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 141 0 0 109 0 0 0 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 141 0 0 109 0 0 0 0 0 0 0 Turn Type Protected Phases 4 6 Permitted Phases Actuated Green, G (s) 16.0 16.0 Effective Green, g (s) 16.0 16.0 Actuated g/C Ratio 0.40 0.40 Clearance Time (s) 4.0 4.0 Lane Grp Cap(vph) 745 745 • v/s Ratio Prot c0.08 c0.06 v/s Ratio Perm v/c Ratio 0.19 0.15 Uniform Delay, dl 7.8 7.6 Progression Factor 1.00 1.00 Incremental Delay, d2 0.6 0.4 Delay (s) 8.4 8.1 Level of Service A A Approach Delay (s) 8.4 8.1 0.0 0.0 Approach LOS A A A A Intersection Summary _ HCM Average Control Delay 8.2 HCM Level of Service A HCM Volume to Capacity ratio 0.17 Actuated Cycle Length(s) 40.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 10.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St Vrain Lakes (LSC#040840) 2011 PM Total Alam Page 1 LSC, Inc. APPENDIX C • Year 2014 Capacity Analyses HCM Signalized Intersection Capacity Analysis 2014 PM Peak Bkgnd 2: SH 66 & WCR 13 12/30/2005 • t --. c 4- k" 4\ P Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ 4 4 Ideal Flow(vphpi) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.98 1.00 0.94 0.96 Flt Protected 1.00 1.00 0.99 0.99 Satd. Flow(prot) 1828 1851 1738 1770 Flt Permitted 0.94 0.95 0.92 0.97 Satd. Flow(perm) 1724 1767 1616 1733 Volume(vph) 45 473 65 25 395 10 35 55 65 5 25 15 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 49 514 71 27 429 11 38 60 71 5 27 16 RTOR Reduction (vph) 0 3 0 0 0 0 0 32 0 0 14 0 Lane Group Flow(vph) 0 631 0 0 467 0 0 137 0 0 34 0 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G(s) 78.0 78.0 14.0 14.0 Effective Green, g (s) 78.0 78.0 14.0 14.0 Actuated g/C Ratio 0.78 0.78 0.14 0.14 Clearance Time (s) 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1345 1378 226 243 0 v/s Ratio Prot v/s Ratio Perm c0.37 0.26 c0.08 0.02 v/c Ratio 0.47 0.34 0.61 0.14 Uniform Delay, dl 3.8 3.3 40.4 37.7 Progression Factor 1.00 1.00 0.76 1.00 Incremental Delay, d2 1.2 0.7 4.5 0.3 Delay(s) 5.0 4.0 35.3 38.0 Level of Service A A D D Approach Delay(s) 5.0 4.0 35.3 38.0 Approach LOS A A D D Intersection Summa HCM Average Control Delay 9.7 HCM Level of Service A HCM Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 65.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group IlSt. Vrain Lakes (LSC#040840) 2014 PM Peak Bkgnd Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Bkgnd 3: WCR 28 & I-25 Frontage Road 12/29/2005 is I A l t t `► 1 d • Movement BBL EBT EBR WBL WET WBR NBL NBT NBR BBL SBT SBR Lane Configurations 4. 4. 4, 4) Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 5 5 5 5 5 0 5 65 0 0 145 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 5 5 5 5 0 5 71 0 0 158 0 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 242 239 158 247 239 71 158 71 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 242 239 158 247 239 71 158 71 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 99 99 99 99 99 100 100 100 • cM capacity(veh/h) 706 659 888 696 659 992 1422 1530 Direction,Lane* EB=1. WB 1 NB 1 SB 1 Volume Total 16 11 76 158 Volume Left 5 5 5 0 Volume Right 5 0 0 0 cSH 739 677 1422 1530 Volume to Capacity 0.02 0.02 0.00 0.00 Queue Length 95th (ft) 2 1 0 0 Control Delay(s) 10.0 10.4 0.6 0.0 Lane LOS A B A Approach Delay (s) 10.0 10.4 0.6 0.0 Approach LOS A B Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 17.6% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 AM Peak Bkgnd Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Peak Bkgnd 5: WCR 24 & WCR 13 12/29/2005 t - ' r t- k' 4\ t P \* 1 4/ • Movement EBL EST EBR WBL WBT WBR NBL NBT _ NBR SBL SBT SBR Lane Configurations ii tr 1 T 'i + r iii 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 0.90 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1863 1583 1770 1852 1770 1863 1583 1770 1674 Flt Permitted 0.25 1.00 1.00 0.60 1.00 0.43 1.00 1.00 0.72 1.00 Satd. Flow(perm) 467 1863 1583 1123 1852 804 1863 1583 1345 1674 Volume(vph) 45 150 130 45 385 15 335 50 35 10 65 135 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 49 163 141 49 418 16 364 54 38 11 71 147 RTOR Reduction (vph) 0 0 94 0 1 0 0 0 20 0 66 0 Lane Group Flow(vph) 49 163 47 49 433 0 364 54 18 11 152 0 Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 Actuated Green, G(s) 36.8 33.6 33.6 36.8 33.6 51.2 46.4 46.4 29.1 28.3 Effective Green, g (s) 36.8 33.6 33.6 36.8 33.6 51.2 46.4 46.4 29.1 28.3 Actuated g/C Ratio 0.37 0.34 0.34 0.37 0.34 0.51 0.46 0.46 0.29 0.28 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 214 626 532 434 622 594 864 735 395 474 0 v/s Ratio Prot c0.01 0.09 0.00 c0.23 c0.12 0.03 0.00 0.09 v/s Ratio Perm 0.08 0.03 0.04 c0.20 0.01 0.01 v/c Ratio 0.23 0.26 0.09 0.11 0.70 0.61 0.06 0.02 0.03 0.32 Uniform Delay, dl 22.1 24.2 22.7 20.6 28.8 15.7 14.8 14.5 25.3 28.3 Progression Factor 0.89 0.87 0.61 1.00 1.00 1.00 1.00 1.00 0.97 1.03 Incremental Delay, d2 0.5 1.0 0.3 0.1 6.3 1.9 0.1 0.1 0.0 1.8 Delay(s) 20.3 22.0 14.1 20.7 35.1 17.6 14.9 14.6 24.6 30.9 Level of Service CCBCD BBBCC Approach Delay(s) 18.6 33.6 17.0 30.6 Approach LOS B C B C Intersection Summary HCM Average Control Delay 24.7 HCM Level of Service C HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2014 AM Peak Bkgnd Alam Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Peak Bkgnd 6: WCR 24 & I-25 Frontage Road 12/29/2005 • Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 111 +1+ 1 +1 vi + r ii + r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.91 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3228 1770 3518 1770 1863 1583 1770 1863 1583 Flt Permitted 0.13 1.00 0.38 1.00 0.58 1.00 1.00 0.72 1.00 1.00 Satd. Flow(perm) 452 3228 702 3518 1088 1863 1583 1345 1863 1583 Volume(vph) 185 275 390 15 855 35 205 50 10 20 90 160 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 201 299 424 16 929 38 223 54 11 22 98 174 RTOR Reduction (vph) 0 209 0 0 3 0 0 0 7 0 0 0 Lane Group Flow(vph) 201 514 0 16 964 0 223 54 4 22 98 174 Turn Type pm+pt Perm pm+pt Perm pm+pt Free Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Free Actuated Green, G (s) 50.6 50.6 38.2 38.2 41.4 34.6 34.6 26.6 23.8 100.0 Effective Green, g (s) 50.6 50.6 38.2 38.2 41,4 34.6 34.6 26.6 23.8 100.0 Actuated g/C Ratio 0.51 0.51 0.38 0.38 0.41 0.35 0.35 0.27 0.24 1.00 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 479 1633 268 1344 543 645 548 370 443 1583 0 v/s Ratio Prot c0.04 0.16 c0.27 c0.06 0.03 0.00 0.05 v/s Ratio Perm 0.18 0.02 c0.11 0.00 0.01 0.11 v/c Ratio 0.42 0.31 0.06 0.72 0.41 0.08 0.01 0.06 0.22 0.11 Uniform Delay, dl 16.6 14.5 19.5 26.3 19.8 22.0 21.4 27.3 30.6 0.0 Progression Factor 1.00 1.00 0.85 0.83 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.5 0.3 2.7 0.5 0.3 0.0 0.1 1.2 0.1 Delay (s) 17.2 15.0 17.0 24.6 20.3 22.3 21.5 27.3 31.8 0.1 Level of Service B B B C CCCCC A Approach Delay(s) 15.5 24.5 20.7 12.7 Approach LOS B C C B Intersection Summary HCM Average Control Delay 19.3 HCM Level of Service B HCM Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 58.0% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group 411 St. Vrain Lakes (LSC#040840) 2014 AM Peak Bkgnd Alam Page 4 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Bkgnd 10: WCR 28 & WCR 11 12/29/2005 . , --4. l 4,- I- t 4\ T P \* j1 Movement EBL EBT EBR WBL WBT WBR " NBL NBT NBR SBL SST SBR Lane Configurations ) 1' ►j 1+ q A ►t Sign Control Stop Stop Stop Stop Volume (vph) 5 5 0 0 5 5 0 0 0 5 0 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 5 0 0 5 5 0 0 0 5 0 5 Direction, Lane# ; EB 1 EB 2 WB 1 WS 2 NB,1 NB 2 SB 1 SB 2 Volume Total (vph) 5 5 0 11 0 0 5 5 Volume Left(vph) 5 0 0 0 0 0 5 0 Volume Right(vph) 0 0 0 5 0 0 0 5 Hadj (s) 0.53 0.03 0.00 -0.32 0.00 0.00 0.53 -0.67 Departure Headway (s) 5.1 4.6 4.5 4.2 4.6 4.6 5.1 3.9 Degree Utilization, x 0.01 0.01 0.00 0.01 0.00 0.00 0.01 0.01 Capacity (veh/h) 704 774 799 838 793 793 702 918 Control Delay(s) 6.9 6.4 6.3 6.1 6.4 6.4 6.9 5.7 Approach Delay (s) 6.7 6.1 0.0 6.3 Approach LOS A A A A Intersection Summary Delay 6.3 HCM Level of Service A Intersection Capacity Utilization 14.2% ICU Level of Service A Analysis Period (min) 15 • • St. Vrain Lakes (LSC#040840) 2014 AM Peak Bkgnd Alam Page 5 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Peak Bkgnd 18: SH 66 & WCR 11 12/29/2005 f ~ 4\ /4fr • Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1 r '1 t r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1863 1583 1770 1863 1770 1583 Flt Permitted 1.00 1.00 0.47 1.00 0.95 1.00 Satd. Flow(perm) 1863 1583 883 1863 1770 1583 Volume(vph) 405 5 5 610 5 5 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 440 5 5 663 5 5 RTOR Reduction (vph) 0 1 0 0 0 5 Lane Group Flow(vph) 440 4 5 663 5 0 Turn Type Perm pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G (s) 89.0 89.0 94.1 94.1 5.9 5.9 Effective Green, g (s) 89.0 89.0 94.1 94.1 5.9 5.9 Actuated g/C Ratio 0.82 0.82 0.87 0.87 0.05 0.05 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1535 1305 778 1623 97 86 • v/s Ratio Prot 0.24 0.00 c0.36 c0.00 v/s Ratio Perm 0.00 0.01 0.00 v/c Ratio 0.29 0.00 0.01 0.41 0.05 0.00 Uniform Delay, dl 2.2 1.7 1.1 1.4 48.4 48.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.0 0.0 0.8 0.2 0.0 Delay(s) 2.7 1.7 1.1 2.2 48.6 48.3 Level of Service A A A A D D Approach Delay(s) 2.6 2.1 48.5 Approach LOS A A D Intersection Summary HCM Average Control Delay 2.8 HCM Level of Service A HCM Volume to Capacity ratio 0.39 Actuated Cycle Length (s) 108.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2014 AM Peak Bkgnd Alam Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Bkgnd 23: WCR 28 & WCR 13 12/29/2005 • Movement EBL EBR NBL NBT SBT SBR Lane Configurations + Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 5 5 5 80 100 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 5 5 5 87 109 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 209 111 114 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 209 111 114 tC, single(s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 99 99 100 cM capacity(veh/h) 776 942 1475 €wection,Lane# EB 1 ER Z: NB Volume Total 5 5 5 87 '114 Volume Left 5 0 5 0 0 Volume Right 0 5 0 0 5 cSH 776 942 1475 1700 1700 Volume to Capacity 0.01 0.01 0.00 0.05 0.07 Queue Length 95th (ft) 1 0 0 0 0 Control Delay(s) 9.7 8.8 7.4 0.0 0.0 Lane LOS A A A Approach Delay(s) 9.3 0.4 0.0 Approach LOS A tntersectiort Summary :,:: Average Delay 0.6 Intersection Capacity Utilization 15.6% ICU Level of Service A Analysis Period (min) 15 IIISt. Vrain Lakes (LSC#040840) 2014 AM Peak Bkgnd Alam Page 7 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Bkgnd 90: SH 66 & WCR 9.5 12/29/2005 4 J • Movement EBL EBT WBT WBR SBL SBR Lane Configurations r V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 15 400 590 25 10 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 16 435 641 27 11 16 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 668 1109 641 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 668 1109 641 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s)- 2.2 . 3.5 3.3 p0 queue free % 98 95 97 • cM capacity(veh/h) 921 228 475 Direction, Lane# EB 1 EB 2.; NB 1 Alfa. SB 1 Volume Total 16 435 641 27 27 Volume Left 16 0 0 0 11 Volume Right 0 0 0 27 16 cSH 921 1700 1700 1700 331 Volume to Capacity 0.02 0.26 0.38 0.02 0.08 Queue Length 95th (ft) 1 0 0 0 7 Control Delay(s) 9.0 0.0 0.0 0.0 16.8 Lane LOS A C Approach Delay(s) 0.3 0.0 16.8 Approach LOS C tnterseotion Sufnmary Average Delay 0.5 Intersection Capacity Utilization 41.1% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 AM Peak Bkgnd Alam Page 8 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Bkgnd 91: SH 66 & Mead St 12/29/2005 • + t Movement EEL EBT WBT WBR SBL SBR Lane Configurations T t i V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 145 375 535 70 40 90 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 158 408 582 76 43 98 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1272 pX, platoon unblocked vC, conflicting volume 658 1304 582 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 658 1304 582 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 83 70 81 • cM capacity(veh/h) 930 147 513 Direction,Lane# EB 1 ER 2 `W B 1 WB 2 Sa Volume Total 158 408 582 76 141 Volume Left 158 0 0 0 43 Volume Right 0 0 0 76 98 cSH 930 1700 1700 1700 290 Volume to Capacity 0.17 0.24 0.34 0.04 0.49 Queue Length 95th (ft) 15 0 0 0 63 Control Delay(s) 9.7 0.0 0.0 0.0 28.6 Lane LOS A D Approach Delay(s) 2.7 0.0 28.6 Approach LOS D Intersection Summary Average Delay 4.1 Intersection Capacity Utilization 53.9% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 AM Peak Bkgnd Alam Page 9 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 Ramp AM Bkgnd 93: SH 66 & NB Ramp & Frontage Rd 12/29/2005 • s c •- Z 4\ 'f r P 1 Movement EBL2 EBL EST WBL2 WBT WBR WBR2 NBL2 NBL, NBR NBR2 NEL2 Lane Configurations ) 1+ 4+ If Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.98 0.90 Flt Protected 0.95 1.00 1.00 0.99 Satd. Flow(prot) 1770 1862 1816 1661 Flt Permitted 0.15 1.00 0.85 0.99 Satd. Flow(perm) 287 1854 1555 1661 Volume(vph) 185 5 385 50 510 100 5 10 15 20 40 235 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj.,Flow(vph) 201 5 418 54 554 109 5 11 16 22 43 255 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 32 0 0 0 Lane Group Flow(vph) 201 0 423 0 722 0 0 0 60 0 0 0 Turn Type pm+pt pm+pt Perm Prot Perm Protected Phases 7 7 4 8 5 Permitted Phases 4 4 8 2 9 Actuated Green,G(s) 31.0 31.0 29.0 17.0 Effective Green, g (s) 31.0 31.0 29.0 17.0 Actuated g/C=Ratio 0.31 0.31 0.29 0.17 Clearance Time (s) 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 163 575 451 282 • v/s Ratio Prot c0.06 0.04 v/s Ratio Perm 0.32 0.19 c0.46 0.04 v/c Ratio 1.23 0.74 1.60 0.21 Uniform Delay, dl 49.7 30.8 35.5 35.7 Progression Factor 1.58 0.80 1.00 1.00 Incremental Delay, d2 126.4 3.7 280.6 1.7 Delay(s) 204.7 28.5 316.1 37.5 Level of Service F C F D Approach Delay (s) 85.3 316.1 37.5 Approach LOS F F D intersecbo Su ry. HCM Average Control Delay 204.0 HCM Level of Service F HCM Volume to Capacity ratio 1.24 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 24.0 Intersection Capacity Utilization 108.1% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2014 Ramp AM Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 Ramp AM Bkgnd 93: SH 66 & NB Ramp & Frontage Rd 12/29/2005 Movement NEL NET NER SWL2 SWL SWT SWR SWR2 Lane Configurations 4 4 Ideal Flow(vphpi) 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 0.95 0,92 Flt Protected 0.97 0.98 Satd. Flow(prot) 1732 1684 Flt Permitted 0.79 0.76 Satd. Flow(perm) 1407 1311 Volume(vph) 5 65 160 10 25 0 30 15 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 5 71 174 11 27 0 33 16 RTOR Reduction (vph) 0 0 0 0 0 8 0 0 Lane Group Flow(vph) 0 505 0 0 0 79 0 0 Turn Type Perm Perm Perm Protected Phases 9 6 Permitted Phases 9 6 6 Actuated Green, G(s) 25.0 17.0 Effective Green, g (s) 25.0 17.0 Actuated g/G Ratio 0.25 0.17 Clearance Time(s) 4.0 4.0 Lane Grp Cap(vph) 352 223 v/s Ratio Prot • v/s Ratio Perm c0.36 c0.06 v/c Ratio 1.43 0.35 Uniform Delay, dl 37.5 36.6 Progression Factor 1.00 1.00 Incremental Delay, d2 211.2 4.3 Delay(s) 248.7 41.0 Level of Service F D Approach Delay (s) 248.7 41.0 Approach LOS F D u r° fnter5echon Summary .,, t..... .:. ,..., .., .. . . . .. . . ., • St. Vrain Lakes(LSC# 040840) 2014 Ramp AM Bkgnd Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 Ramp AM Bkgnd 94: SH 66 & SB Road 12/30/2005 7 I ~ t h t P ti 11 • Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SM. SBT SBR Lane Configurations t r '1 t 4+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.90 Flt Protected 1.00 1.00 0.95 1.00 0.99 Satd. Flow(prot) 1863 1583 1770 1863 1661 Flt Permitted 1.00 1.00 0.14 1.00 0.99 Satd. Flow(perm) 1863 1583 257 1863 1661 Volume(vph) 0 460 330 225 520 0 0 0 0 115 0 275 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 0 500 359 245 565 0 0 0 0 125 0 299 RTOR Reduction (vph) 0 0 129 0 0 0 0 0 0 0 91 0 Lane Group Flow(vph) 0 500 230 245 565 0 0 0 0 0 333 0 Turn Type Perm pm+pt pm+pt Protected Phases 4 3 8 1 6 Permitted Phases 4 8 6 Actuated Green, G (s) 25.0 25.0 38.0 29.0 21.0 Effective Green, g (s) 25.0 25.0 38.0 29.0 21.0 Actuated g/C Ratio 0.25 0.25 0.38 0.29 0.21 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 466 396 234 540 415 • v/s Ratio Prot 0.27 c0.09 0.30 c0.03 v/s Ratio Perm 0.15 c0.30 0.17 v/c Ratio 1.07 0.58 1.05 1.05 0.80 Uniform Delay, dl 37,5 32.9 27.2 35.5 37.5 Progression Factor 1.00 1.00 1.87 1.02 1.00 Incremental Delay, d2 62.6 6.1 31.5 26.2 15.1 Delay(s) 100.1 39.0 82.4 62.5 52.6 Level of Service FDFE D Approach Delay(s) 74.6 68.6 0.0 52.6 Approach LOS E E A D lntersect[on Summary HCM Average Control Delay 67.8 HCM Level of Service E HCM Volume to Capacity ratio 0.93 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 37.0 Intersection Capacity Utilization 70.0% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group • St. Vrain Lakes (LSC# 040840) 2014 Ramp AM Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Bkgnd 95: WCR 28 & I-25 Under Pass 12/30/2005 7 f ~ t `\ t P ti J • —�Movement EBL EBT, EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'P 'P Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 1.00 1.00 Flt Protected 1.00 1.00 Satd. Flow(prot) 1863 1863 Flt Permitted 1.00 1.00 Satd. Flow(perm) 1863 1863 Volume (vph) 0 15 0 0 10 0 0 0 0 0 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 16 0 0 11 0 0 0 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 16 0 0 11 0 0 0 0 0 0 0 Turn Type Protected Phases 4 6 Permitted Phases Actuated Green, G(s) 16.0 16.0 Effective Green, g (s) 16.0 16.0 Actuated g/C Ratio 0.40 0.40 Clearance Time (s) 4.0 4.0 Lane,Grp Cap(vph) 745 745 v/s Ratio Prot c0.01 c0.01 v/s Ratio Perm v/c Ratio 0.02 0.01 Uniform Delay, dl 7.3 7.2 Progression Factor 1.00 1.00 Incremental Delay, d2 0.1 0.0 Delay(s) 7.3 7.3 Level of Service A A Approach Delay(s) 7.3 7.3 0.0 0.0 Approach LOS A A A A Intersection Summary HCM Average Control Delay 7.3 HCM Level of Service A HCM Volume to Capacity ratio 0.02 Actuated Cycle Length(s) 40.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 6.7% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • St Vrain Lakes (LSC#040840) 2014 AM Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Peak Bkgnd 2: SH 66 & WCR 13 12/30/2005 Movement EBL EBT EBR WBL Wet WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ 4. 4+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.99 1.00 0.96 0.94 Flt Protected 1.00 1.00 0.98 0.99 Satd. Flow(prot) 1845 1852 1760 1728 Flt Permitted 0.98 0.95 0.81 0.94 Satd. Flow(perm) 1820 1769 1446 1640 Volume (vph) 10 375 25 40 550 10 30 25 20 15 25 35 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 11 408 27 43 598 11 33 27 22 16 27 38 RTOR Reduction (vph) 0 1 0 0 0 0 0 17 0 0 34 0 Lane'Group Flow(vph) 0 445 0 0 652 0 0 65 0 0 47 0 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G(s) 82.4 82.4 9.6 9,6 Effective Green, g (s) 82.4 82.4 9.6 9.6 Actuated g/C Ratio 0.82 0.82 0.10 0.10 Clearance Time (s) 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1500 1458 139 157 • v/s Ratio Prot v/s Ratio Perm 0.24 c0.37 c0.04 0.03 v/c Ratio 0.30 0.45 0.47 0.30 Uniform Delay, dl 2.0 2.5 42.8 42.1 Progression Factor 1.00 1.00 0.75 1.00 Incremental Delay, d2 0.5 1.0 2.4 1.1 Delay(s) 2.6 3.4 34.6 43.1 Level of Service A A C D Approach Delay(s) 2.6 3.4 34.6 43.1 Approach LOS A A C D Intersection Summary HCM Average Control Delay 7.7 HCM Level of Service A HCM Volume to Capacity ratio 0.45 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 63.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2014 AM Peak Bkgnd Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Bkgnd 3: WCR 28 & I-25 Frontage Road 12/29/2005 • Movement EBL EBT ; EBR WBL WBT WBR NBL NU NBR SBL SBT SBR Lane Configurations 4+ 4+ 4+ 4) Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 5 5 5 5 5 0 10 185 5 5 80 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 5 5 5 5 5 0 11 201 5 5 87 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 326 326 87 332 323 204 87 207 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 326 326 87 332 323 204 87 207 tC, single(s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 99 99 99 99 99 100 99 100 • cM capacity(veh/h) 617 586 972 609 588 837 1509 1365 Directfort,Lane# EB,1 WB1 ; NB ,SB1 Volume Total 16 11 217 92 Volume Left 5 5 11 5 Volume Right 5 0 5 0 cSH 689 598 1509 1365 Volume to Capacity 0.02 0.02 0.01 0.00 Queue Length 95th (ft) 2 1 1 0 Control Delay(s) 10.4 11.1 0.4 0.5 Lane LOS B B A A Approach Delay(s) 10.4 11.1 0.4 0.5 Approach LOS B B intersection Summary Average Delay 1.3 Intersection Capacity Utilization 23.1% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 PM Peak Bkgnd Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Peak Bkgnd 5: WCR 24 & WCR 13 12/29/2005 • Movement EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►t ' r 'i 11 t r ) is Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 0.94 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1863 1583 1770 1848 1770 1863 1583 1770 1745 Flt Permitted 0.54 1.00 1.00 0.31 1.00 0.48 1.00 1.00 0.70 1.00 Satd. Flow(perm) 1000 1863 1583 585 1848 897 1863 1583 1311 1745 Volume(vph) 100 420 345 30 180 10 200 75 25 20 90 65 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 109 457 375 33 196 11 217 82 27 22 98 71 RTOR Reduction (vph) 0 0 223 0 2 0 0 0 17 0 24 0 Lane Group Flow(vph) 109 457 152 33 205 0 217 82 10 22 145 0 Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 Actuated Green, G (s) 46.5 40.5 40.5 42.7 38.6 43.4 36.6 36.6 28.5 25.7 Effective Green, g (s) 46.5 40.5 40.5 42.7 38.6 43.4 36.6 36.6 28.5 25.7 Actuated g/C Ratio 0.46 0.40 0.40 0.43 0.39 0.43 0.37 0.37 0.28 0.26 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 511 755 641 298 713 509 682 579 386 448 • v/s Ratio Prot c0.01 c0.25 0.00 0.11 c0.06 0.04 0.00 0.08 v/s Ratio Perm 0.09 0.10 0.04 c0.13 0.01 0.01 v/c Ratio 0.21 0.61 0.24 0.11 0.29 0.43 0.12 0.02 0.06 0.32 Uniform Delay, dl 15.4 23.4 19.6 17.8 21.2 18.6 21.0 20.2 25.9 30.1 Progression Factor 0.23 0.22 0.12 1.00 1.00 1.00 1.00 1.00 0.97 1.01 Incremental Delay, d2 0.1 2.5 0.6 0.2 1.0 0.6 0.4 0.1 0.1 1.9 Delay (s) 3.8 7.7 2.8 18.0 22.2 19.2 21.4 20.3 25.1 32.3 Level of Service A A A B C BCCCC Approach Delay(s) 5.3 21.6 19.8 31.5 Approach LOS A C B C Intersection Summary HCM Average Control Delay 13.4 HCM Level of Service B HCM Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 58.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2014 PM Peak Bkgnd Alam Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Peak Bkgnd 6: WCR 24 & I-25 Frontage Road 12/29/2005 f " ' C4- k" 4\ t , \* l 4/ • Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3422 1770 3502 1770 1863 1583 1770 1863 1583 Flt Permitted 0.31 1.00 0.12 1.00 0.61 1.00 1.00 0.69 1.00 1.00 Satd. Flow(perm) 1117 3422 223 3502 1139 1863 1583 1292 1863 1583 Volume(vph) 230 860 245 10 465 35 425 90 25 55 40 200 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 250 935 266 11 505 38 462 98 27 60 43 217 RTOR Reduction (vph) 0 27 0 0 6 0 0 0 16 0 0 0 Lane Group Flow(vph) 250 1174 0 11 537 0 462 98 11 60 43 217 Turn Type pm+pt Perm pm+pt Perm pm+pt Free Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Free Actuated Green, G (s) 44.2 44.2 35.2 35.2 47.8 40.6 40.6 24.0 20.8 100.0 Effective Green, g (s) 44.2 44.2 35.2 35.2 47.8 40.6 40.6 24.0 20.8 100.0 Actuated g/C Ratio 0.44 0.44 0.35 0.35 0.48 0.41 0.41 0.24 0.21 1.00 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 610 1513 78 1233 690 756 643 325 388 1583 0 v/s Ratio Prot 0.02 c0.34 0.15 c0.15 0.05 0.01 0.02 v/s Ratio Perm 0.16 0.05 c0.17 0.01 0.04 0.14 v/c Ratio 0.41 0.78 0.14 0.44 0.67 0.13 0.02 0.18 0.11 0.14 Uniform Delay, dl 17.7 23.7 22.1 24.8 18.6 18.6 17.8 29.9 32.1 0.0 Progression Factor 1.00 1.00 1.05 1.06 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 4.0 3.6 1.1 2.5 0.4 0.0 0.3 0.6 0.2 Delay(s) 18.1 27.7 26.7 27.5 21.0 19.0 17.8 30.2 32.7 0.2 Level of Service B C C C CBBCC A Approach Delay(s) 26.0 27.5 20.5 10.2 Approach LOS C C C B intersection Summary HCM Average Control Delay 23.4 HCM Level of Service C HCM Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 75.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes(LSC#040840) 2014 PM Peak Bkgnd Alam Page 4 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Bkgnd 10: WCR 28 & WCR 11 12/29/2005 * • Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1+ 11i 1+ Sign Control Stop Stop Stop Stop Volume (vph) 5 5 0 0 5 5 0 0 0 5 0 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 5 0 0 5 5 0 0 0 5 0 5 Direction, Lane# EB 1 EB 2 WB 1 W8 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 5 5 0 11 0 0 5 5 Volume Left(vph) 5 0 0 0 0 0 5 0 Volume Right(vph) 0 0 0 5 0 0 0 5 Hadj (s) 0.53 0.03 0.00 -0.32 0.00 0.00 0.53 -0.67 Departure Headway(s) 5.1 4.6 4.5 4.2 4.6 4.6 5.1 3.9 Degree Utilization, x 0.01 0.01 0.00 0.01 0.00 0.00 0.01 0.01 Capacity(veh/h) 704 774 799 838 793 793 702 918 Control Delay(s) 6.9 6.4 6.3 6.1 6.4 6.4 6.9 5.7 Approach Delay(s) 6.7 6.1 0.0 6.3 Approach LOS A A A A Intersection Summary Delay 6.3 HCM Level of Service A Intersection Capacity Utilization 14.2% ICU Level of Service A Analysis Period (min) 15 • • St. Vrain Lakes(LSC#040840) 2014 PM Peak Bkgnd Alam Page 5 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Peak Bkgnd 18: SH 66 & WCR 11 12/29/2005 4\ t • Movement EBT EBR WBL WBT NBL NBR Lane Configurations r + r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1863 1583 1770 1863 1770 1583 Flt Permitted 1.00 1.00 0.38 1.00 0.95 1.00 Satd. Flow(perm) 1863 1583 708 1863 1770 1583 Volume(vph) 578 5 5 443 5 5 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 628 5 5 482 5 5 RTOR Reduction (vph) 0 1 0 0 0 5 Lane Group Flow(vph) 628 4 5 482 5 0 Turn Type Perm pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G (s) 89.0 89.0 94.1 94.1 5.9 5.9 Effective Green, g (s) 89.0 89.0 94.1 94.1 5.9 5.9 Actuated g/C Ratio 0.82 0.82 0.87 0.87 0.05 0.05 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1535 1305 628 1623 97 86 v/s Ratio Prot c0.34 0.00 c0.26 c0.00 v/s Ratio Perm 0.00 0.01 0.00 v/c Ratio 0.41 0.00 0.01 0.30 0.05 0.00 Uniform Delay, dl 2.5 1.7 1.4 1.2 48.4 48.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.0 0.0 0.5 0.2 0.0 Delay(s) 3.3 1.7 1.4 1.7 48.6 48.3 Level of Service A A A ADD Approach Delay(s) 3.3 1.7 48.5 Approach LOS A A D Intersection Summary HCM Average Control Delay 3.0 HCM Level of Service A HCM Volume to Capacity ratio 0.39 Actuated Cycle Length (s) 108.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 40.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes(LSC#040840) 2014 PM Peak Bkgnd Alam Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Bkgnd 23: WCR 28 & WCR 13 12/29/2005 • l l 4\ t j d Movement EBL EBR NBL NBT SBT SBR Lane Configurations ►t r t 1+ Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 5 5 5 135 115 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 5 5 147 125 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC,conflicting volume 285 128 130 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 285 128 130 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 p0 queue free % 99 99 100 cM capacity(veh/h) 702 922 1455 Direction, Lane* EB,'1 .EB 2 NB 1 NB 2 BB 1. Volume Total 5 5 5 147 130 Volume Left 5 0 5 0 0 Volume Right 0 5 0 0 5 cSH 702 922 1455 1700 1700 Volume to Capacity 0.01 0.01 0.00 0.09 0.08 Queue Length 95th (ft) 1 0 0 0 0 Control Delay (s) 10.2 8.9 7.5 0.0 0.0 Lane LOS B A A Approach Delay(s) 9.5 0.3 0.0 Approach LOS A Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 17.1% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 PM Peak Bkgnd Alam Page 7 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Bkgnd 90: SH 66 & WCR 9.5 12/29/2005 • Movement EBL EBT WBT WBR SBL SBR Lane Configurations vi 4 try Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 20 535 490 15 40 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 22 582 533 16 43 22 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 549 1158 533 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 549 1158 533 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 98 80 96 cM capacity(veh/h) 1021 212 547 Direction, Lane# EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 22 582 533 16 65 Volume Left 22 0 0 0 43 Volume Right 0 0 0 16 22 cSH 1021 1700 1700 1700 267 Volume to Capacity 0.02 0.34 0.31 0.01 0.24 Queue Length 95th (ft) 2 0 0 0 23 Control Delay(s) 8.6 0.0 0.0 0.0 22.8 Lane LOS A C Approach Delay (s) 0.3 0.0 22.8 Approach LOS C Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 38.3% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 PM Peak Bkgnd Alam Page 8 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Bkgnd 91: SH 66 & Mead St 12/29/2005 ti r Movement EBL EBT WBT WBR SBL SBR Lane Configurations '1 T fi r V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 155 500 460 50 55 210 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 168 543 500 54 60 228 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1272 pX, platoon unblocked 0.89 vC, conflicting volume 554 1380 500 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 554 1428 500 tC,single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 p0 queue free % 83 46 60 • cM capacity(veh/h) 1016 110 571 Direction,Lane* EI31 ES 2 WB 1 W8 2 SBA Volume Total 168 543 500 54 288 Volume Left 168 0 0 0 60 Volume Right 0 0 0 54 228 cSH 1016 1700 1700 1700 306 Volume to Capacity 0.17 0.32 0.29 0.03 0.94 Queue Length 95th (ft) 15 0 0 0 234 Control Delay (s) 9.2 0.0 0.0 0.0 75.7 Lane LOS A F Approach Delay(s) 2.2 0.0 75.7 Approach LOS F Intersection Summary Average Delay 15.0 Intersection Capacity Utilization 58.8% ICU Level of Service B Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 PM Peak Bkgnd Alam Page 9 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2O14 Ramp PM Bkgnd 93: SH 66 & NB Ramp & Frontage Rd 12/29/2005 0 3 _Jr ., f 4- 'r- t 1 I r t i Movement EBL2 EBL EBT WBL2 WBT WBR WBR2 NBL2 NBL NBR NBR2 NEL2 Lane Configurations '9 '4 4. kr Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.96 0.90 Flt Protected 0.95 1.00 1.00 0.99 Satd. Flow(prot) 1770 1860 1776 1654 Flt Permitted 0.14 0.97 0.95 0.99 Satd. Flow(perm) 266 1813 1699 1654 Volume(vph) 280 10 370 45 500 250 15 30 25 50 115 260 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 304 11 402 49 543 272 16 33 27 54 125 283 RTOR Reduction (vph) 0 0 0 0 1 0 0 0 40 0 0 0 Lane Group Flow(vph) 304 0 413 0 879 0 0 0 199 0 0 0 Turn Type pm+pt pm+pt Perm Prot Perm Protected Phases 7 7 4 8 5 Permitted Phases 4 4 8 2 9 Actuated Green, G (s) 34.0 34.0 29.0 17,0 Effective Green, g (s) 34.0 34.0 29.0 17.0 Actuated g/C Ratio 0.34 0.34 0.29 0.17 Clearance Time(s) 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 181 619 493 281 0 v/s Ratio Prot c0.10 0.04 v/s Ratio Perm 0.47 0.19 c0.52 c0.12 v/c Ratio 1.68 0.67 1.78 0.71 Uniform Delay, dl 49.2 28.2 35.5 39.2 Progression Factor 1.60 0.76 1.00 1.00 Incremental Delay, d2 318.0 2.9 360.7 14.1 Delay(s) 396.8 24.5 396.2 53.2 Level of Service F C F D Approach Delay(s) 182.3 396.2 53.2 Approach LOS F F D Inte c€ion Summdraty HCM Average Control Delay 271.4 HCM Level of Service F HCM Volume to Capacity ratio 1.42 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 126.0% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2014 Ramp PM Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 Ramp PM Bkgnd 93: SH 66 & NB Ramp & Frontage Rd 12/29/2005 • 5 it /* ‘ i 4/ *-i Movement NEL NET NER SWL2 SWL SWT SWR SWR2 Lane Configurations 4► 4 • Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 0.95 0.89 Flt Protected 0.97 0.99 Satd. Flow(prot) 1722 1647 Fit Permitted 0.75 0.88 Satd. Flow(perm) 1325 1471 Volume(vph) 5 40 180 5 25 0 85 25 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 5 43 196 5 27 0 92 27 RTOR Reduction (vph) 0 0 0 0 0 7 0 0 Lane Group Flow(vph) 0 527 0 0 0 144 0 0 Turn Type Perm Perm Perm Protected Phases 9 6 Permitted Phases 9 6 6 Actuated Green, G (s) - 24.0 17.0 Effective Green, g (s) _ 24.0 17.0 Actuated g/C Ratio 0.24 0.17 Clearance Time(s) 4.0 4.0 Lane Grp Cap(vph) 318 250 0 v/s Ratio Prot v/s Ratio Perm c0.40 0.10 v/c Ratio 1.66 0.57 Uniform Delay, dl 38.0 38.2 Progression Factor 1.00 1.00 Incremental Delay, d2 309.4 9.3 Delay(s) 347.4 47.4 Level of Service F D Approach Delay(s) 347.4 47.4 Approach LOS F D lntarsecb©n Summary IIII St. Vrain Lakes (LSC#040840) 2014 Ramp PM Bkgnd Alain Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 Ramp PM Bkgnd 94: SH 66 & SB Road 12/30/2005 • s —. C4— k" 4\ t t \* 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r ) 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.92 Flt Protected 1.00 1.00 0.95 1.00 0.98 Satd. Flow(prot) 1863 1583 1770 1863 1674 Flt Permitted 1.00 1.00 0.14 1.00 0.98 Satd. Flow(perm) 1863 1583 266 1863 1674 Volume(vph) 0 475 265 185 575 0 0 0 0 185 0 310 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 516 288 201 625 0 0 0 0 201 0 337 RTOR Reduction (vph) 0 0 101 0 0 0 0 0 0 0 64 0 Lane Group Flow(vph) 0 516 187 201 625 0 0 0 0 0 474 0 Turn Type Perm pm+pt Pm+Pt Protected Phases 4 3 8 1 • 6 Permitted Phases 4 8 6 Actuated Green, G (s) 27.0 27.0 35.0 28.0 22.0 Effective Green, g (s) 27.0 27.0 35.0 28.0 22.0 Actuated g/C Ratio 0.27 0.27 0.35 0.28 0.22 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 503 427 198 522 435 v/s Ratio Prot 0.28 c0.07 c0.34 c0.04 v/s Ratio Perm 0.12 0.28 0.24 v/c Ratio 1.03 0.44 1.02 1.20 1.09 Uniform Delay, dl 36.5 30.2 30.0 36.0 39.0 Progression Factor 1.00 1.00 1.52 1.04 1.00 Incremental Delay, d2 46.9 3.3 23.0 90.6 69.6 Delay(s) 83.4 33.5 68.7 128.0 108.6 Level of Service FCEF F Approach Delay (s) 65.5 113.6 0.0 108.6 Approach LOS E F A F Intersection Summary HCM Average Control Delay 94.5 HCM Level of Service F HCM Volume to Capacity ratio 1.08 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 36.0 Intersection Capacity Utilization 74.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 0 St. Vrain Lakes (LSC#040840) 2014 Ramp PM Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Bkgnd 95: WCR 28 & I-25 Under Pass 12/30/2005 • , -. l c ~ k. 4\ t t ti 4, r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR. SBL SST SBR Lane Configurations t t Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 1.00 1.00 Flt Protected 1.00 1.00 Satd. Flow (prot) 1863 1863 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1863 1863 Volume (vph) 0 15 0 0 15 0 0 0 0 0 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 16 0 0 16 0 0 0 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 16 0 0 16 0 0 0 0 0 0 0 Turn Type Protected Phases 4 6 Permitted Phases Actuated Green, G (s) 16.0 16.0 Effective Green, g (s) 16.0 16.0 Actuated g/C Ratio 0.40 0.40 Clearance Time (s) 4.0 4.0 Lane Grp Cap (vph) 745 745 v/s Ratio Prot c0.01 c0.01 • v/s Ratio Perm v/c Ratio 0.02 0.02 Uniform Delay, dl 7.3 7.3 Progression Factor 1.00 1.00 Incremental Delay, d2 0.1 0.1 Delay (s) 7.3 7.3 Level of Service A A Approach Delay (s) 7.3 7.3 0.0 0.0 Approach LOS A A A A Intersection Summary HCM Average Control Delay 7.3 HCM Level of Service A HCM Volume to Capacity ratio 0.02 Actuated Cycle Length(s) 40.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 6.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St Vrain Lakes(LSC#040840) 2014 PM Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Peak Total 2: SH 66 & WCR 13 12/30/2005 • l -• l 1 t 4\ t P \* j d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Lane Configurations 4* 4. 4+ 4+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.99 1.00 0.95 0.93 Flt Protected 1.00 1.00 0.99 0.99 Satd. Flow (prot) 1840 1851 1753 1726 Flt Permitted 0.91 0.93 0.83 0.91 Satd. Flow (perm) 1674 1722 1467 1588 Volume(vph) 43 406 27 52 566 10 37 54 48 15 37 51 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 47 441 29 57 615 11 40 59 52 16 40 55 RTOR Reduction (vph) 0 1 0 0 0 0 0 26 0 0 48 0 Lane Group Flow(vph) 0 516 0 0 683 0 0 125 0 0 63 0 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 79.7 79.7 12.3 12.3 Effective Green, g (s) 79.7 79.7 12.3 12.3 Actuated g/C Ratio 0.80 0.80 0.12 0.12 Clearance Time (s) 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1334 1372 180 195 . v/s Ratio Prot v/s Ratio Perm 0.31 c0.40 c0.08 0.04 v/c Ratio 0.39 0.50 0.69 0.32 Uniform Delay, dl 3.0 3.4 42.0 40.0 Progression Factor 1.00 1.00 1.03 1.00 Incremental Delay, d2 0.8 1.3 10.9 1.0 Delay(s) 3.8 4.7 54.0 41.0 Level of Service A A D D Approach Delay(s) 3.8 4.7 54.0 41.0 Approach LOS A A D D Intersection Summary HCM Average Control Delay 12.2 HCM Level of Service B HCM Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 3: WCR 28 & I-25 Frontage Road 12/29/2005 • 1 • ` I- f l t /* `► ir i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Lane Configurations 4+ 4+ 4. 4+ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 5 23 14 19 55 52 14 85 6 20 170 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 25 15 21 60 57 15 92 7 22 185 0 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 441 358 185 382 354 96 185 99 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 441 358 185 382 354 96 185 99 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 99 95 98 96 89 94 99 99 4, cM capacity(veh/h) 446 554 857 536 557 961 1390 1494 Direction, Lane# EB 1 WB 1 NB 1 SB ! . Volume Total 46 137 114 207 Volume Left 5 21 15 22 Volume Right 15 57 7 0 cSH 608 669 1390 1494 Volume to Capacity 0.08 0.20 0.01 0.01 Queue Length 95th (ft) 6 19 1 1 Control Delay(s) 11.4 11,8 1.1 0.9 Lane LOS BB A A Approach Delay (s) 11.4 11.8 1.1 0.9 Approach LOS B B Intersection Summary Average Delay 4.8 Intersection Capacity Utilization 29.5% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Peak Total 5: WCR 24 & WCR 13 12/29/2005 la I 4 i ' 4\ t t ti 1 r • -- Movement EBL EST' EBR WBL WBT WBR , NBL NBT NBR SBL SBT SBR Lane Configurations '1 t r vs ii t r vi T Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 0.93 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1863 1583 1770 1845 1770 1863 1583 1770 1725 Flt Permitted 0.21 1.00 1.00 0.56 1.00 0.27 1.00 1.00 0.70 1.00 Satd. Flow(perm) 382 1863 1583 1048 1845 503 1863 1583 1304 1725 Volume(vph) 50 175 195 45 401 27 376 81 35 44 154 150 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 54 190 212 49 436 29 409 88 38 48 167 163 RTOR Reduction (vph) 0 0 142 0 3 0 0 0 21 0 33 0 Lane Group Flow(vph) 54 190 70 49 462 0 409 88 17 48 297 0 Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 Actuated Green, G (s) 36.2 33.0 33.0 36.2 33.0 51.8 44.6 44.6 30.6 27.4 Effective Green, g (s) 36.2 33.0 33.0 36.2 33.0 51.8 44.6 44.6 30.6 27.4 Actuated g/C Ratio 0.36 0.33 0.33 0.36 0.33 0.52 0.45 0.45 0.31 0.27 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 183 615 522 402 609 519 831 706 414 473 fav/s Ratio Prot c0.01 0.10 0.00 c0.25 c0.16 0.05 0.00 0.17 v/s Ratio Perm 0.10 0.04 0.04 c0.25 0.01 0.03 v/c Ratio 0.30 0.31 0.13 0.12 0.76 0.79 0.11 0.02 0.12 0.63 Uniform Delay, dl 23.0 25.0 23.5 21.0 29.9 17.3 16.1 15.5 24.8 31.8 Progression Factor 0.86 0.89 0.96 1.00 1.00 1.00 1.00 1.00 0.94 0.95 Incremental Delay, d2 0.9 1.3 0.5 0.1 8.6 7.8 0.3 0.1 0.1 6.2 Delay(s) 20.5 23.4 23.0 21.1 38.6 25.1 16.4 15.6 23.5 36.5 Level of Service CCCCD CBBCD Approach Delay(s) 22.9 36.9 23.0 34.8 Approach LOS C D C C Intersection Summary HCM Average Control Delay 29.1 HCM Level of Service C HCM Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 77.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Peak Total 6: WCR 24 & I-25 Frontage Road 12/29/2005 Ili l l C ~ t 1 t P ti 1 d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL . SBT _ SBR Lane Configurations ii) Tt li n ii t P t P Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.91 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3230 1770 3489 1770 1863 1583 1770 1863 1583 Flt Permitted 0.13 1.00 0.38 1.00 0.48 1.00 1.00 0.71 1.00 1.00 Satd. Flow(perm) 469 3230 699 3489 899 1863 1583 1330 1863 1583 Volume (vph) 343 280 390 16 869 91 205 61 10 110 113 495 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 373 304 424 17 945 99 223 66 11 120 123 538 RTOR Reduction (vph) 0 178 0 0 7 0 0 0 8 0 0 0 Lane Group Flow(vph) 373 550 0 17 1037 0 223 66 3 120 123 538 Turn Type pm+pt Perm pm+pt Perm pm+pt Free Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Free Actuated Green, G (s) 58.0 58.0 43.3 43.3 34.0 24.0 24.0 23.1 17.1 100.0 Effective Green, g (s) 58.0 58.0 43.3 43.3 34.0 24.0 24.0 23.1 17.1 100.0 Actuated g/C Ratio 0.58 0.58 0.43 0.43 0.34 0.24 0.24 0.23 0.17 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 589 1873 303 1511 418 447 380 334 319 1583 • v/s Ratio Prot c0.07 0.17 c0.30 c0.07 0.04 0.02 0.07 v/s Ratio Perm 0.30 0.02 c0.11 0.00 0.06 0.34 v/c Ratio 0.63 0.29 0.06 0.69 0.53 0.15 0.01 0.36 0.39 0.34 Uniform Delay, dl 14.9 10.6 16.5 22.9 25.1 29.9 28.9 31.7 36.8 0.0 Progression Factor 1.00 1.00 0.82 0.85 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.4 0.2 1.7 1.3 0.7 0.0 0.7 3.5 0.6 Delay(s) 17.1 11.0 13.7 21.1 26.5 30.6 29.0 32.4 40.3 0.6 Level of Service B B B C CCCCD A Approach Delay(s) 13.1 21.0 27.5 11.7 Approach LOS B C C B Intersection Summary HCM Average Control Delay 16.7 HCM Level of Service B HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 64.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 4 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 7: WCR 28 & WCR 9.5 12/29/2005 Nt r ~- 4, t Movement EBT EBR ' WBL :VVBT NBL NBR Lane Configurations j+ t vs r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 23 27 256 55 66 160 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 25 29 278 60 72 174 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 54 656 40 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 54 656 40 to, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 82 80 83 • cM capacity(veh/h) 1551 353 1032 Direction,Lane# ` EB 4 WB 1 WB 2 NB 1 NB 2 Volume Total 54 278 60 72 174 Volume Left 0 278 0 72 0 Volume Right 29 0 0 0 174 cSH 1700 1551 1700 353 1032 Volume to Capacity 0.03 0.18 0.04 0.20 0.17 Queue Length 95th (ft) 0 16 0 19 15 Control Delay (s) 0.0 7.8 0.0 17.8 9.2 Lane LOS A C A Approach Delay (s) 0.0 6.4 11.7 Approach LOS B Intersection Summary Average Delay 7.9 Intersection Capacity Utilization 31.2% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 5 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 8: I-25 Frontage Road & WCR 9.5 12/29/2005 r l 1 t 1 r • Movement EBl_ EBR NBL NBT SBT SBR Lane Configurations P '1 T Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 160 124 165 447 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 174 135 179 486 0 Pedestrians Lane Width(ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 935 486 486 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 935 486 486 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 70 87 • cM capacity(veh/h) 258 581 1077 Direction, Lane# EB 1 EB 2 NB 1 NB 2 SB 1 Volume Total 0 174 135 179 486 Volume Left 0 0 135 0 0 Volume Right 0 174 0 0 0 cSH 1700 581 1077 1700 1700 Volume to Capacity 0.00 0.30 0.13 0.11 0.29 Queue Length 95th (ft) 0 31 11 0 0 Control Delay (s) 0.0 13.8 8.8 0.0 0.0 Lane LOS A B A Approach Delay(s) 13.8 3.8 0.0 Approach LOS B Intersection Summary Average Delay 3.7 Intersection Capacity Utilization 40.1% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 10: WCR 28 & WCR 11 12/29/2005 if- ~- k 4\ t t `- 1 d • Movement EBL EBT ; EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations li T. ' 14 11 A 1 is Sign Control Stop Stop Stop Stop Volume (vph) 224 120 14 6 181 143 41 44 17 52 15 120 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 243 130 15 7 197 155 45 48 18 57 16 130 Direction, Lane# : EB 1 EB 2 >WB 1 WB 2 NB 1 NB 2 Sal SB 2 Volume Total (vph) 243 146 7 352 45 66 57 147 Volume Left(vph) 243 0 7 0 45 0 57 0 Volume Right (vph) 0 15 0 155 0 18 0 130 Hadj (s) 0.53 -0.04 0.53 -0.27 0.53 -0.16 0.53 -0.59 Departure Headway (s) 6.4 5.9 6.5 5.7 7.3 6.6 7.2 6.0 Degree Utilization, x 0.44 0.24 0.01 0.56 0.09 0.12 0.11 0.25 Capacity (veh/h) 538 589 526 613 452 495 465 551 Control Delay(s) 13.1 9.5 8.4 14.5 9.8 9.3 9.9 9.8 Approach Delay (s) 11.7 14.4 9.5 9.8 Approach LOS B B A A Intersection Summary Delay 12.0 HCM Level of Service B Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15 • • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 7 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 14: PA-2 and PA-5 Access & WCR 9.5 12/30/2005 C f— 4\ t t ti 1 r • Movement EBL EBT= EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) Ir I A ! I+ 19 I+ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 69 5 88 118 13 35 31 90 44 24 242 78 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 75 5 96 128 14 38 34 98 48 26 263 85 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 568 571 305 603 589 122 348 146 vC1, stage 1 conf vol 358 358 189 189 vC2,(stage 2 conf vol 210 213 414 400 vCu, unblocked vol 568 571 305 603 589 122 348 146 tC, single(s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 85 99 87 69 97 96 97 98 • cM capacity(veh/h) 485 482 734 413 462 929 1211 1436 Direction:Lane* EB 1 EB 2; Wt 31 WB 2 NB} NB 2. SP 1 SB 2 Volume Total 75 101 128 52 34 146 26 348 Volume Left 75 0 128 0 34 0 26 0 Volume Right 0 96 0 38 0 48 0 85 cSH 485 714 413 730 1211 1700 1436 1700 Volume to Capacity 0.15 0.14 0.31 0.07 0.03 0.09 0.02 0.20 Queue Length 95th (ft) 14 12 33 6 2 0 1 0 Control Delay(s) 13.8 10.9 17.6 10.3 8.1 0.0 7.6 0.0 Lane LOS B B C B A A Approach Delay(s) 12.1 15.5 1.5 0.5 Approach LOS B C Intersection Summary . Average Delay 5.9 Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 15: PA-1 Access & 1-25 Frontage Road 12/29/2005 • Movement WBL WBR NBT NBR SBL SBT Lane Configurations r f Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 36 65 59 48 160 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 39 71 64 52 174 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 381 103 135 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 381 103 135 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 p0 queue free % 100 96 96 • cM capacity(veh/h) 599 952 1450 Direction,Lane#- WBI NB 1 SB 1 SB 2 Volume Total 39 135 52 174 Volume Left 0 0 52 0 Volume Right 39 64 0 0 cSH 952 1700 1450 1700 Volume to Capacity 0.04 0.08 0.04 0.10 Queue Length 95th (ft) 3 0 3 0 Control Delay(s) 8.9 0.0 7.6 0.0 Lane LOS A A Approach Delay (s) 8.9 0.0 1.7 Approach LOS A Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 17.0% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 16: School Access & WCR 9.5 12/29/2005 • t 1 P ti Movement WBL WBR NBT NBR SBL SBT Lane Configurations P p } Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 100 75 151 43 39 244 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 109 82 164 47 42 265 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 538 188 211 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 538 188 211 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 78 90 97 cM capacity (veh/h) 489 855 1360 Direction,Lane# WB 1 W82 NB 1 SB 1 SR 2 Volume Total 109 82 211 42 265 Volume Left 109 0 0 42 0 Volume Right 0 82 47 0 0 cSH 489 855 1700 1360 1700 Volume to Capacity 0.22 0.10 0.12 0.03 0.16 Queue Length 95th (ft) 21 8 0 2 0 Control Delay(s) 14.5 9.7 0.0 7.7 0.0 Lane LOS B A A Approach Delay(s) 12.4 0.0 1.1 Approach LOS B Intersection Summary Average Delay 3.8 Intersection Capacity Utilization 29.4% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 10 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Peak Total 18: SH 66 & WCR 11 12/29/2005 f ~ 4, ' Movement EBT EBR WBL WBT NBL NBR Lane Configurations t '1 1 '1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1863 1583 1770 1863 1770 1583 Flt Permitted 1.00 1.00 0.40 1.00 0.95 1.00 Satd. Flow(perm) 1863 1583 751 1863 1770 1583 Volume(vph) 409 151 35 619 343 68 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 445 164 38 673 373 74 RTOR Reduction (vph) 0 65 0 0 0 56 Lane Group Flow(vph) 445 99 38 673 373 18 Turn Type Perm pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G (s) 65.3 65.3 73.4 73.4 26.6 26.6 Effective Green, g (s) 65.3 65.3 73.4 73.4 26.6 26.6 Actuated g/C Ratio 0.60 0.60 0.68 0.68 0.25 0.25 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1126 957 549 1266 436 390 • v/s Ratio Prot 0.24 0.00 c0.36 c0.21 v/s Ratio Perm 0.06 0.04 0.01 v/c Ratio 0.40 0.10 0.07 0.53 0.86 0.05 Uniform Delay, dl 11.1 9.0 6.6 8.7 38.9 31.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.2 0.1 1.6 15.1 0.0 Delay(s) 12.1 9.2 6.7 10.3 53.9 31.1 Level of Service B A A BDC Approach Delay(s) 11.3 10.1 50.2 Approach LOS B B D Intersection Summary HCM Average Control Delay 20.7 HCM Level of Service C HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 108.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 58.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 11 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 19: WCR 28 & PA-6 Access 12/29/2005 4 • Movement EST EBR WBL WBT NBL NBR Lane Configurations t V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 173 10 57 280 30 179 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 188 11 62 304 33 195 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 199 622 193 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 199 622 193 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 95 92 77 • cM capacity(vehlh) 1373 430 848 Direction,Lane* EB,1 WB 1 i WB 2 NB 1 Volume Total 199 62 304 227 Volume Left 0 62 0 33 Volume Right 11 0 0 195 cSH 1700 1373 1700 744 Volume to Capacity 0.12 0.05 0.18 0.31 Queue Length 95th (ft) 0 4 0 32 Control Delay(s) 0.0 7.7 0.0 11.9 Lane LOS A B Approach Delay(s) 0.0 1.3 11.9 Approach LOS B Intersection Summary Average Delay 4.0 Intersection Capacity Utilization 35.8% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 23: WCR 28 & WCR 13 12/29/2005 • 4\ t 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations t 1+ Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 70 143 53 80 100 31 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 76 155 58 67 109 34 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 328 126 142 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 328 126 142 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 88 83 96 • cM capacity(veh/h) 640 925 1440 Direction, Lane# ER 1 EB 2': NB 1 NB 2 SB'1 Volume Total 76 155 58 87 142 Volume Left 76 0 58 0 0 Volume Right 0 155 0 0 34 cSH 640 925 1440 1700 1700 Volume to Capacity 0.12 0.17 0.04 0.05 0.08 Queue Length 95th (ft) 10 15 3 0 0 Control Delay(s) 11.4 9.7 7.6 0.0 0.0 Lane LOS B A A Approach Delay(s) 10.2 3.0 0.0 Approach LOS B Intersection Summary Average Delay 5.4 Intersection Capacity Utilization 24.4% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 13 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 24: WCR 28 & West PA-12 Access 12/29/2005 • -ice r4- 4\ P Movement EBT EBR WBL WBT NBL NBR Lane Configurations t V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 155 29 6 241 85 17 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 168 32 7 262 92 18 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 200 459 184 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 200 459 184 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 83 98 • cM capacity(veh/h) 1372 557 858 Direction, Lane# ES 1 WB 1 WB 2 NB 1 Volume Total 200 7 262 111 Volume Left 0 7 0 92 Volume Right 32 0 0 18 cSH 1700 1372 1700 592 Volume to Capacity 0.12 0.00 0.15 0.19 Queue Length 95th (ft) 0 0 0 17 Control Delay(s) 0.0 7.6 0.0 12.5 Lane LOS A 8 Approach Delay(s) 0.0 0.2 12.5 Approach LOS B Intersection Summary Average Delay 2.5 Intersection Capacity Utilization 25.1% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 14 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 25: WCR 28 & Middle PA-12 Access 12/29/2005 • c Movement EST EBR WBL WBT NBL NBR Lane Configurations T. If t V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 136 37 9 137 110 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 148 40 10 149 120 29 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 188 336 168 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 188 336 168 tC, single(s) 4.1 6.4 6.2 IC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 99 82 97 • cM capacity(veh/h) 1386 654 876 Direction, Lane# EB t WB 1 WB 2 NB 1 , Volume Total 188 10 149 149 Volume Left 0 10 0 120 Volume Right 40 0 0 29 cSH 1700 1386 1700 689 Volume to Capacity 0.11 0.01 0.09 0.22 Queue Length 95th (ft) 0 1 0 20 Control Delay(s) 0.0 7.6 0.0 11.7 Lane LOS A B Approach Delay(s) 0.0 0.5 11.7 Approach LOS B Intersection Summary Average Delay 3.7 Intersection Capacity Utilization 23.8% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 15 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 26: WCR 28 & Easternmost PA-12 Access 12/29/2005 • NV c 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 159 6 17 62 18 49 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 173 7 18 67 20 53 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 179 280 176 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 179 280 176 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 p0 queue free % 99 97 94 cM capacity(veh/h) 1396 700 867 Direction, Lane# EB 1 WB 1 WB 2 NB 1 Volume Total 179 18 67 73 Volume Left 0 18 0 20 Volume Right 7 0 0 53 cSH 1700 1396 1700 815 Volume to Capacity 0.11 0.01 0.04 0.09 Queue Length 95th (ft) 0 1 0 7 Control Delay (s) 0.0 7.6 0.0 9.9 Lane LOS A A Approach Delay(s) 0.0 1.6 9.9 Approach LOS A Intersection Summary Average Delay 2.5 intersection Capacity Utilization 24.8% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 16 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 31: WCR 28 & Eastern PA-12 Access 12/29/2005 `r f it— 4 • Movement EBT EBR WBL WBT NBL NBR Lane Configurations t V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 141 25 9 67 75 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 153 27 10 73 82 29 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 180 259 167 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 180 259 167 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 99 89 97 cM capacity(veh/h) 1395 724 877 Direction,Lane# ER 1 WB 1 WB 2 NB Volume Total 180 10 73 111 Volume Left 0 10 0 82 Volume Right 27 0 0 29 cSH 1700 1395 1700 760 Volume to Capacity 0.11 0.01 0.04 0.15 Queue Length 95th (ft) 0 1 0 13 Control Delay(s) 0.0 7.6 0.0 10.5 Lane LOS A B Approach Delay(s) 0.0 OS 10.5 Approach LOS B Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 21.4% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 17 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 90: SH 66 & WCR 9.5 12/29/2005 4— A, ti• r Movement ESL EST WET WBR SBL SBR Lane Configurations t t r ►?* Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 17 524 877 85 36 17 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 18 570 953 92 39 18 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1046 1560 953 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1046 1560 953 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 97 67 94 • cM capacity(veh/h) 665 120 314 Direction, Lane# EB 1 EB 2 WB 1 WS 2 SB 1 Volume Total 18 570 953 92 58 Volume Left 18 0 0 0 39 Volume Right 0 0 0 92 18 cSH 665 1700 1700 1700 150 Volume to Capacity 0.03 0.34 0.56 0.05 0.38 Queue Length 95th (ft) 2 0 0 0 41 Control Delay(s) 10.6 0.0 0.0 0.0 43.3 Lane LOS B E Approach Delay(s) 0.3 0.0 43.3 Approach LOS E Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 18 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 91: SH 66 & Mead St 12/29/2005 • Movement EBL EBT WBT WBR SBL SBR Lane Configurations "it t r y- Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 145 501 824 70 40 90 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 158 545 896 76 43 98 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1272 pX, platoon unblocked 0.95 vC, conflicting volume 972 1755 896 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 972 1799 896 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 78 33 71 cM capacity(veh/h) 709 65 339 Direction, Lane# EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 158 545 896 76 141 Volume Left 158 0 0 0 43 Volume Right 0 0 0 76 98 cSH 709 1700 1700 1700 147 Volume to Capacity 0.22 0.32 0.53 0.04 0.96 Queue Length 95th (ft) 21 0 0 0 173 Control Delay(s) 11.5 0.0 0.0 0.0 124.0 Lane LOS B F Approach Delay(s) 2.6 0.0 124.0 Approach LOS F Intersection Summary, Average Delay 10.7 Intersection Capacity Utilization 69.2% ICU Level of Service C Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Alam Page 19 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 Ramp AM Total 93: SH 66 & NB Ramp & Frontage Rd 12/29/2005 • 3 te ~ 'rL '\ ) r /' '1 Movement EBL2 EBL EBT WBL2 WBT WBR WBR2 NBL2 NBLi NBR NBR2 NE1,2 Lane Configurations 15 T+ 4+ W Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.97 0.94 Flt Protected 0.95 1.00 1.00 0.97 Satd. Flow(prot) 1770 1862 1809 1710 Flt Permitted 0.13 0.99 0.72 0.97 Satd. Flow(perm) 240 1852 1303 1710 Volume(vph) 185 5 470 55 775 190 10 45 50 20 45 235 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 201 5 511 60 842 207 11 49 54 22 49 255 RTOR Reduction (vph) 0 0 0 0 1 0 0 0 14 0 0 0 Lane Group Flow(vph) 201 0 516 0 1119 0 0 0 160 0 0 0 Turn Type pm+pt pm+pt Perm Prot Perm Protected Phases 7 7 4 8 5 Permitted Phases 4 4 8 2 9 Actuated Green, G(s) 35.0 35.0 33.0 18:0 Effective Green, g (s) 35.0 35.0 33.0 18.0 Actuated g/G Ratio 0.35 0.35 0.33 0.18 Clearance Time (s) 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 145 649 430 308 • v/s Ratio Prot c0.06 0.03 v/s Ratio Perm 0.43 0.25 c0.86 c0.09 v/c Ratio 1.39 0.80 2.60 0.52 Uniform Delay, dl 50.2 29.3 33.5 37.1 Progression Factor 1.37 0.69 1.00 1.00 Incremental Delay, d2 195.8 5.6 728.1 6.1 Delay (s) 264.6 25.7 761.6 43.2 Level of Service ' F C F D Approach Delay (s) 92.7 761.6 43.2 Approach LOS F F D Intersec n Sut1v ary HCM Average Control Delay 450.2 HCM Level of Service F HCM Volume to Capacity ratio 1.77 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 141.0% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2014 Ramp AM Total Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 Ramp AM Total 93: SH 66 & NB Ramp & Frontage Rd 12/29/2005 0 1 / /4* C ‘ i 4/ 11-/ Movement NEL NET NER SWL2 SWL SWF SWR SWR2 Lane Configurations 4+ 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 0.94 0.92 Fit Protected 0.98 0.98 Satd. Flow(prat) 1716 1677 Fit Permitted 0.82 0.75 Satd. Flow(perm) 1434 1286 Volume(vph) 5 65 230 5 25 0 30 15 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 5 71 250 5 27 0 33 16 RTOR Reduction (vph) 0 0 0 0 0 9 0 0 Lane Group Flow(vph) 0 581 0 0 0 72 0 0 Turn Type Perm Perm Perm Protected Phases 9 6 Permitted Phases 9 6 6 Actuated Green, G(s) 21.0 18.0 Effective Green, g (s) 21.0 18.0 Actuated g/C Ratio 0.21 0.18 Clearance Time (s) 4.0 4.0 Lane Grp Cap (vph) 301 231 • v/s Ratio Prot v/s Ratio Perm c0.41 0.06 v/c Ratio 1.93 0.31 Uniform Delay, dl 39.5 35.6 Progression Factor 1.00 1.00 Incremental Delay, d2 430.7 3.5 Delay(s) 470.2 39.1 Level of Service F D Approach Delay(s) 470.2 39.1 Approach LOS F D Intersection Summary .. . ........':,...i...;'=!,,,.;''.;T-'1; !'i:•:'":'. ... ID St. Vrain Lakes(LSC#040840) 2014 Ramp AM Total Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 Ramp AM Total 94: SH 66 & SB Road 12/30/2005 • -1 7 { ~ i 4\ t t ti l d Movement EBL EBT EBR WBL WBT Vi/BR - NBL NBT NBR SBL SET SBR Lane Configurations 1' P '1 t 4> Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.91 Flt Protected 1.00 1.00 0.95 1.00 0.98 Satd. Flow(prot) 1863 1583 1770 1863 1673 Flt Permitted 1.00 1.00 0.12 1.00 0.98 Satd. Flow(perm) 1863 1583 226 1863 1673 Volume(vph) 0 505 330 395 610 0 0 0 0 160 0 275 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 549 359 429 663 0 0 0 0 174 0 299 RTOR Reduction (vph) 0 0 118 0 0 0 0 0 0 0 66 0 Lane Group Flow(vph) 0 549 241 429 663 0 0 0 0 0 407 0 Turn Type Perm pm+pt pm+pt Protected Phases 4 3 8 1 6 Permitted Phases 4 8 6 Actuated Green, G (s) 31.0 31.0 39.0 33.0 22.0 Effective Green, g (s) 31.0 31.0 39.0 33.0 22.0 Actuated g/C Ratio 0.31 0.31 0.39 0.33 0.22 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 578 491 181 615 435 • v/s Ratio Prot 0.29 c0.14 0.36 c0.04 v/s Ratio Perm 0.15 c0.78 0.21 v/c Ratio 0.95 0.49 2.37 1.08 0.94 Uniform Delay, dl 33.7 28.1 27.9 33.5 38.3 Progression Factor 1.00 1.00 1.84 0.91 1.00 Incremental Delay, d2 26.9 3.5 618.1 38.4 29.9 Delay(s) 60.6 31.6 669.5 68.9 68.2 Level of Service EC F E E Approach Delay (s) 49.1 304.9 0.0 68.2 Approach LOS D F A E Intersection Summary HCM Average Control Delay 165.7 HCM Level of Service F HCM Volume to Capacity ratio 1.86 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 37.0 Intersection Capacity Utilization 84.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC #040840) 2014 Ramp AM Total Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Total 95: WCR 28 & 1-25 Under Pass 12/30/2005 -- - ' I ~ k 4\ t P `- d • Movement EBL EBT : EBR WBL WBT WEIR NBL NBT NBR SBL SBT SBR Lane Configurations 'r t Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 1.00 1.00 Flt Protected 1.00 1.00 Satd. Flow(prot) 1863 1 86 3 Flt Permitted 1.00 1.00 Satd. Flow(perm) 1863 1863 Volume (vph) 0 45 0 0 70 0 0 0 0 0 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj.:Flow(vph) 0 49 0 0 76 0 0 0 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 49 0 0 76 0 0 0 0 0 0 0 Turn Type Protected Phases 4 6 Permitted Phases Actuated Green, G (s) 16.0 16.0 Effective Green, g (s) 16.0 16.0 Actuated g/C Ratio 0.40 0.40 Clearance Time (s) 4.0 4.0 Lane Grp Cap (vph) 745 745 • v/s Ratio Prot c0.03 c0.04 v/s Ratio Perm v/c Ratio 0.07 0.10 Uniform Delay, dl 7.4 7.5 Progression Factor 1.00 1.00 Incremental Delay, d2 0.2 0.3 Delay(s) 7.6 7.8 Level of Service A A Approach Delay(s) 7.6 7.8 0.0 0.0 Approach LOS A A A A Intersection Summary HCM Average Control Delay 7.7 HCM Level of Service A HCM Volume to Capacity ratio 0.08 Actuated Cycle Length (s) 40.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 7.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St Vrain Lakes (LSC# 040840) 2014 AM Total Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Peak Total 2: SH 66 & WCR 13 12/30/2005 • f _ i 4- k_ 4, t t ti 1 r Movement EBL EBT EBR 1/11BL WST WBR Nth NBT NBR; SBL SST SBR Lane Configurations 4+ 4+ 4+ 4' Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.99 1.00 0.94 0.93 Flt Protected 0.99 0.99 0.99 1.00 Satd. Flow(prot) 1823 1848 1739 1737 Flt Permitted 0.86 0.87 0.87 0.99 Satd. Flow(perm) 1577 1623 1522 1721 Volume(vph) 83 500 73 62 502 10 40 81 89 5 64 66 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 90 543 79 67 546 11 43 88 97 5 70 72 RTOR Reduction (vph) 0 3 0 0 0 0 0 31 0 0 39 0 Lane Group Flow(vph) 0 709 0 0 624 0 0 197 0 0 108 0 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 75.3 75.3 16.7 16.7 Effective Green, g (s) 75.3 75.3 16.7 16.7 Actuated g/C Ratio 0.75 0.75 0.17 0.17 Clearance Time (s) 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 1187 1222 254 287 v/s Ratio Prot v/s Ratio Perm c0.45 0.38 c0.13 0.06 v/c Ratio 0.60 0.51 0.78 0.38 Uniform Delay, dl 5.5 5.0 39.9 37.0 Progression Factor 1.00 1.00 0.82 1.00 Incremental Delay, d2 2.2 1.5 13.7 0.8 Delay(s) 7.8 6.5 46.5 37.8 Level of Service A A D D Approach Delay(s) 7.8 6.5 46.5 37.8 Approach LOS A A D D Intersection Summary HCM Average Control Delay 15.0 HCM Level of Service B HCM Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 78.8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 3: WCR 28 & I-25 Frontage Road 12/29/2005 • Movement - EBL EBT EBR WBL WBT WBR ` NBL NBT NBR SBL SBT SBR Lane Configurations 4, 4+ 4+ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 5 63 31 26 38 32 36 262 31 62 154 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 68 34 28 41 35 39 285 34 67 167 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 738 699 167 750 682 302 167 318 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 738 699 167 750 682 302 167 318 tC, single(s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 98 80 96 89 88 95 97 95 • cM capacity(veh/h) 271 335 877 250 342 738 1410 1242 Direction, Lane# EB'1 WB 1 NB.1 SE( 1 Volume Total 108 104 358 235 Volume Left 5 28 39 67 Volume Right 34 35 34 0 cSH 409 371 1410 1242 Volume to Capacity 0.26 0.28 0.03 0.05 Queue Length 95th (ft) 26 28 2 4 Control Delay(s) 16.9 18.4 1.1 2.7 Lane LOS CC A A Approach Delay(s) 16.9 18.4 1.1 2.7 Approach LOS C C Intersection Summary Average Delay 5.9 Intersection Capacity Utilization 42.3% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Peak Total 5: WCR 24 & WCR 13 12/29/2005 • f ' t C k- 4\ t P v 1 d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SM. SBT SBR Lane Configurations 11 } P ►t 1+ 'I f P ►t 1* Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 0.95 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1863 1583 1770 1813 1770 1863 1583 1770 1768 Flt Permitted 0.39 1.00 1.00 0.27 1.00 0.36 1.00 1.00 0.64 1.00 Satd. Flow(perm) 734 1863 1583 498 1813 665 1863 1583 1186 1768 Volume(vph) 117 458 443 30 225 49 317 177 25 42 147 75 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 127 498 482 33 245 53 345 192 27 46 160 82 RTOR Reduction (vph) 0 0 294 0 8 0 0 0 16 0 17 0 Lane Group Flow(vph) 127 498 188 33 290 0 345 192 11 46 225 0 Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 Actuated Green, G (s) 45.0 39.0 39.0 37.8 35.4 46.6 40.2 40.2 26.8 24.4 Effective Green, g (s) 45.0 39.0 39.0 37.8 35.4 46.6 40.2 40.2 26.8 24.4 Actuated g/C Ratio 0.45 0.39 0.39 0.38 0.35 0.47 0.40 0.40 0.27 0.24 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3,0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 392 727 617 219 642 511 749 636 332 431 v/s Ratio Prot c0.02 c0.27 0.00 0.16 c0.12 0.10 0.00 0.13 v/s Ratio Perm 0.13 0.12 0.05 c0.19 0.01 0.03 v/c Ratio 0.32 0.69 0.30 0.15 0.45 0.68 0.26 0.02 0.14 0.52 Uniform Delay, dl 17.2 25.4 21.1 21.0 24.8 18.7 19.9 18.0 27.5 32.7 Progression Factor 1.02 0.85 1.44 1.00 1.00 1.00 1.00 1.00 0.98 1.00 Incremental Delay, d2 0.4 4.0 1.0 0.3 2.3 3.5 0.8 0.0 0.2 4.4 Delay(s) 17.9 25.7 31.4 21.3 27.1 22.2 20.8 18.1 27.1 37.3 Level of Service BCCCC CCBCD Approach Delay(s) 27.3 26.6 21.5 35.7 Approach LOS C C C D Intersection Summary HCM Average Control Delay 26.8 HCM Level of Service C HCM Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 70.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Peak Total 6: WCR 24 & I-25 Frontage Road 12/29/2005 • f —• C ~ t 4\ t I' \* 1 d Movement EEL EBT EBR WBL WET WER NBL NET NER SBL SET SBR Lane Configurations ¶1 4T+ 1 43 ) 4 r li 4 P Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3423 1770 3383 1770 1863 1583 1770 1863 1583 Flt Permitted 0.14 1.00 0.23 1.00 0.57 1.00 1.00 0.67 1.00 1.00 Satd. Flow(perm) 498 3423 429 3383 1066 1863 1583 1250 1863 1583 Volume(vph) 708 876 245 11 474 197 425 123 26 190 63 539 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 770 952 266 12 515 214 462 134 28 207 68 586 RTOR Reduction (vph) 0 25 0 0 44 0 0 0 21 0 0 0 Lane Group Flow(vph) 770 1193 0 12 685 0 462 134 7 207 68 586 Turn Type pm+pt Perm pm+pt Perm pm+pt Free Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Free Actuated Green, G (s) 52.0 52.0 27.2 27.2 40.0 24.7 24.7 27.6 16.3 100.0 Effective Green, g (s) 52.0 52.0 27.2 27.2 40.0 24.7 24.7 27.6 16.3 100.0 Actuated g/C Ratio 0.52 0.52 0.27 0.27 0.40 0.25 0.25 0.28 0.16 1.00 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 869 1780 117 920 565 460 391 404 304 1583 v/s Ratio Prot c0.18 0.35 0.20 c0.16 0.07 0.06 0.04 v/s Ratio Perm c0.28 0.03 c0.17 0.00 0.08 0.37 v/c Ratio 0.89 0.67 0.10 0.74 0.82 0.29 0.02 0.51 0.22 0.37 Uniform Delay, dl 25.6 17.7 27.3 33.2 24.8 30.5 28.5 29.7 36.4 0.0 Progression Factor 1.00 1.00 0.98 0.90 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.8 2.0 1.5 4.6 9.0 1.6 0.1 1.1 1.7 0.7 Delay(s) 36.3 19.7 28.2 34.5 33.7 32.1 28.6 30.6 38.0 0.7 Level of Service D B C C CCCCD A Approach Delay(s) 26.1 34.4 33.2 10.8 Approach LOS C C C B Intersection Summary HCM Average Control Delay 25.5 HCM Level of Service C HCM Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 79.8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 4 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 7: WCR 28 & WCR 9.5 12/29/2005 1 • Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1+ '1 t r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 73 73 322 49 42 394 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 79 79 350 53 46 428 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type • None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 159 872 119 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 159 872 119 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 75 81 54 cM capacity(veh/h) 1421 242 933 Direction,Lane* Mt WB 1 'WB 2 NB 1 NB 2 Volume Total 159 350 53 46 428 Volume Left 0 350 0 46 0 Volume Right 79 0 0 0 428 cSH 1700 1421 1700 242 933 Volume to Capacity 0.09 0.25 0.03 0.19 0.46 Queue Length 95th (ft) 0 24 0 17 61 Control Delay(s) 0.0 8.4 0.0 23.3 12.1 Lane LOS A C B Approach Delay(s) 0.0 7.3 13.2 Approach LOS B Intersection Summary Average Delay 8.9 Intersection Capacity Utilization 39.5% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 5 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 8: 1-25 Frontage Road & WCR 9.5 12/29/2005 • f • `1 t j r Movement EBL EBR- NBL NBT SET SBR Lane Configurations r 1 �+ Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 90 375 504 497 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 98 408 548 540 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1903 540 540 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1903 540 540 tC, single(s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 82 60 cM capacity(veh/h) 46 542 1028 Direction,Lane# EB 1 EB 2 - NB 1 NB 2 SB 1 Volume Total 0 98 408 548 540 Volume Left 0 0 408 0 0 Volume Right 0 98 0 0 0 cSH 1700 542 1028 1700 1700 Volume to Capacity 0.00 0.18 0.40 0.32 0.32 Queue Length 95th (ft) 0 16 48 0 0 Control Delay (s) 0.0 13.1 10.8 0.0 0.0 Lane LOS A B B Approach Delay(s) 13.1 4.6 0.0 Approach LOS B Intersection Summary Average Delay 3.6 Intersection Capacity Utilization 53.6% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 10: WCR 28 & WCR 11 12/29/2005 • t 7 C k' 4\ t P v ! r Movement EBL EBT EBR WB! WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations j. y, Sign Control Stop Stop Stop Stop Volume (vph) 268 232 48 20 183 94 26 28 11 166 51 350 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 291 252 52 22 199 102 28 30 12 180 55 380 Direction,Lane# EB 1 EB 2 ;WB 1 WB 2 NB1 NB 2 -SB 1 , SB-2 Volume Total (vph) 291 304 22 301 28 42 180 436 Volume Left(vph) 291 0 22 0 28 0 180 0 Volume Right(vph) 0 52 0 102 0 12 0 380 Hadj (s) 0.53 -0.09 0.53 -0.20 0.53 -0.16 0.53 -0.58 Departure Headway (s) 7.7 7.1 8.1 7.3 8.8 8.1 7.7 6.6 Degree Utilization, x 0.62 0.60 0.05 0.61 0.07 0.10 0.39 0.80 Capacity (veh/h) 451 491 424 469 369 408 451 531 Control Delay (s) 21.3 18.8 10.3 20.1 11.2 10.7 14.4 30.1 Approach Delay (s) 20.0 19.5 10.9 25.5 Approach LOS C C B D Intersection Summary Delay 21.6 HCM Level of Service C Intersection Capacity Utilization 64.5% ICU Level of Service C Analysis Period (min) 15 • • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 7 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 14: PA-2 and PA-5 Access & WCR 9.5 12/30/2005 • f -. 7 te f- t 4\ t P ti 1 d Movement EBL EBT EBR N1BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►t S+ 1 1" 111 t+ ) & Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 193 15 272 70 9 40 101 272 131 39 155 185 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 210 16 296 76 10 43 110 296 142 42 168 201 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 917 1011 269 1143 1041 367 370 438 vC1, stage 1 conf vol 354 354 586 586 vC2,stage 2 conf vol 564 658 557 454 vCu, unblocked vol 917 1011 269 1143 1041 367 370 438 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free % 31 95 62 50 97 94 91 96 cM capacity(veh/h) 303 298 770 153 294 678 1189 1122 Direction Lane#s> EB4 EB2.;WBt W62 NB1 NB2 < SB1 SB2 Volume Total 210 312 76 53 110 438 42 370 Volume Left 210 0 76 0 110 0 42 0 Volume Right 0 296 0 43 0 142 0 201 cSH 303 711 153 547 1189 1700 1122 1700 Volume to Capacity 0.69 0.44 0.50 0.10 0.09 0.26 0.04 0.22 Queue Length 95th (ft) 120 56 59 8 8 0 3 0 Control Delay(s) 39,8 14.0 49.7 12.3 8.3 0.0 8.3 0.0 Lane LOS E B E B A A Approach Delay(s) 24.4 34.3 1.7 0.9 Approach LOS C D Intersection Summary Average Delay 11.4 Intersection Capacity Utilization 60.5% ICU Level of Service B Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 15: PA-1 Access & 1-25 Frontage Road 12/29/2005 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r A f Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 129 205 170 121 90 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 140 223 185 132 98 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 676 315 408 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 676 315 408 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 • p0 queue free % 100 81 89 cM capacity(veh/h) 371 725 1151 Direction, Lane# W B-1 NB I SB 1 SB 2 Volume Total 140 408 132 98 Volume Left 0 0 132 0 Volume Right 140 185 0 0 cSH 725 1700 1151 1700 Volume to Capacity 0.19 0.24 0.11 0.06 Queue Length 95th (ft) 18 0 10 0 Control Delay(s) 11.2 0.0 8.5 0.0 Lane LOS B A Approach Delay(s) 11.2 0.0 4.9 Approach LOS B Intersection Summary Average Delay 3.5 Intersection Capacity Utilization 35.8% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 16: School Access & WCR 9.5 12/29/2005 • c t t P " Movement WBL WBR NBT NBR SBL SBT, Lane Configurations vi r A "1 4' Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 64 53 383 108 81 314 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 70 58 416 117 88 341 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 992 475 534 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 992 475 534 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 72 90 91 • cM capacity(veh/h) 249 590 1034 Direction, Lane# WB 1 WB 2 ' NB 1 Sill 1 SB 2 Volume Total 70 58 534 88 341 Volume Left 70 0 0 88 0 Volume Right 0 58 117 0 0 cSH 249 590 1700 1034 1700 Volume to Capacity 0.28 0.10 0.31 0.09 0.20 Queue Length 95th (ft) 28 8 0 7 0 Control Delay(s) 25.0 11.8 0.0 8.8 0.0 Lane LOS C B A Approach Delay(s) 19.0 0.0 1.8 Approach LOS C Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 44.8% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 10 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Peak Total 18: SH 66 & WCR 11 12/29/2005 --► l f 4- 4\ P • Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r ►( ' ' Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Fit Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1863 1583 1770 1863 1770 1583 Flt Permitted 1.00 1.00 0.27 1.00 0.95 1.00 Satd. Flow (perm) 1863 1583 499 1863 1770 1583 Volume(vph) 584 468 98 510 317 73 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 635 509 107 554 345 79 RTOR Reduction (vph) 0 194 0 0 0 60 Lane Group Flow(vph) 635 315 107 554 345 19 Turn Type Perm pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G (s) 62.9 62.9 74.7 74.7 25.3 25.3 Effective Green, g (s) 62.9 62.9 74.7 74.7 25.3 25.3 Actuated g/C Ratio 0.58 0.58 0.69 0.69 0.23 0.23 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1085 922 437 1289 415 371 • v/s Ratio Prot c0.34 0.02 c0.30 c0.19 v/s Ratio Perm 0.20 0.15 0.01 v/c Ratio 0.59 0.34 0.24 0.43 0.83 0.05 Uniform Delay, dl 14.3 11.8 8.7 7.3 39.3 32.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.3 1.0 0.3 1.0 13.2 0.1 Delay(s) 16.6 12.8 9.0 8.4 52.6 32.1 Level of Service B B A A DC Approach Delay(s) 14.9 8.5 48.8 Approach LOS B A D Intersection Summary HCM Average Control Delay 19.4 HCM Level of Service B HCM Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 108.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 11 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 19: WCR 28 & PA-6 Access 12/29/2005 • j ~ 4\ Movement EBT EBR WBL WBT NBL NBR Lane Configurations t V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 432 34 203 352 19 110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 470 37 221 383 21 120 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 507 1312 488 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 507 1312 488 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 p0 queue free % 79 85 79 • cM capacity(veh/h) 1058 138 580 Direction, Lane# , EB 1 WB 1 WB 2 ;NB`1 Volume Total 507 221 383 140 Volume Left 0 221 0 21 Volume Right 37 0 0 120 cSH 1700 1058 1700 395 Volume to Capacity 0.30 0.21 0.23 0.36 Queue Length 95th (ft) 0 20 0 39 Control Delay(s) 0.0 9.3 0.0 19.1 Lane LOS A C Approach Delay (s) 0.0 3.4 19.1 Approach LOS C Intersection Summary Average Delay 3.8 Intersection Capacity Utilization 53.9% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 23: WCR 28 & WCR 13 12/29/2005 • f l 4\ t r Movement EBL EBR NBL NBT SBT SBR Lane Configurations ' r '1 + Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 60 93 164 135 115 90 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 65 101 178 147 125 98 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 677 174 223 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 677 174 223 tC, single(s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 • p0 queue free % 82 88 87 cM capacity(veh/h) 363 870 1346 Direction, Lane# EB 1 EB 2 NB 1 NB 2 SB 1 Volume Total 65 101 178 147 223 Volume Left 65 0 178 0 0 Volume Right 0 101 0 0 98 cSH 363 870 1346 1700 1700 Volume to Capacity 0.18 0.12 0.13 0.09 0.13 Queue Length 95th (ft) 16 10 11 0 0 Control Delay(s) 17.1 9.7 8.1 0.0 0.0 Lane LOS C A A Approach Delay(s) 12.6 4.4 0.0 Approach LOS B Intersection Summary Average Delay 4.9 Intersection Capacity Utilization 34.0% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 13 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 24: WCR 28 & West PA-12 Access 12/29/2005 • -► z r ~ 4\ /11. Movement EST EBR WBL WBT NBL NBR Lane Configurations j, 1 T V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 305 99 20 238 55 11 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 332 108 22 259 60 12 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 439 688 385 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 439 688 385 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 98 85 98 • cM capacity(veh/h) 1121 404 662 Direction, Lane# EB WB 1- WB 2 NB 1 Volume Total 439 22 259 72 Volume Left 0 22 0 60 Volume Right 108 0 0 12 cSH 1700 1121 1700 432 Volume to Capacity 0.26 0.02 0.15 0.17 Queue Length 95th (ft) 0 1 0 15 Control Delay (s) 0.0 8.3 0.0 15.0 Lane LOS A B Approach Delay (s) 0.0 0.6 15.0 Approach LOS B Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 32.5% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 14 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 25: WCR 28 & Middle PA-12 Access 12/29/2005 -• � f 4\ Movement EBT EBR WBL WBT NBL NBR Lane Configurations '1 t V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 189 128 32 187 71 17 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 205 139 35 203 77 18 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 345 548 275 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 345 548 275 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 97 84 98 • cM capacity(veh/h) 1214 483 764 Direction,lane# ER t WB 1 WB 2 NB 1 Volume Total 345 35 203 96 Volume Left 0 35 0 77 Volume Right 139 0 0 18 cSH 1700 1214 1700 520 Volume to Capacity 0.20 0.03 0.12 0.18 Queue Length 95th (ft) 0 2 0 17 Control Delay(s) 0.0 8.1 0.0 13.5 Lane LOS A B Approach Delay(s) 0.0 1.2 13.5 Approach LOS B Intersection Summary Average Delay 2.3 Intersection Capacity Utilization 36.1% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 15 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 26: WCR 28 & Easternmost PA-12 Access 12/29/2005 te ~ 4\ P Movement EBT EBR WBL WBT NBL NBR Lane Configurations t V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 116 21 57 191 11 32 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 126 23 62 208 12 35 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 149 469 138 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 149 469 138 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 96 98 96 • cM capacity(veh/h) 1433 529 911 Direction, Lane# EB 1 WB 1 WB 2 NB 1 Volume Total 149 62 208 47 Volume Left 0 62 0 12 Volume Right 23 0 0 35 cSH 1700 1433 1700 769 Volume to Capacity 0.09 0.04 0.12 0.06 Queue Length 95th (ft) 0 3 0 5 Control Delay (s) 0.0 7.6 0.0 10.0 Lane LOS A A Approach Delay(s) 0.0 1.8 10.0 Approach LOS A Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 24.0% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 16 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 31: WCR 28 & Eastern PA-12 Access 12/29/2005 • f ~ 4\ /4' Movement EBT EBR WBL WBT NBL NBR Lane Configurations ' V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 116 87 32 174 48 17 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 126 95 35 189 52 18 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 221 432 173 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 221 432 173 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 97 91 98 • cM capacity(veh/h) 1349 566 870 Direction, Lane# Eli 1 WB 1 WB 2 NB 1 Volume Total 221 35 189 71 Volume Left 0 35 0 52 Volume Right 95 0 0 18 cSH 1700 1349 1700 623 Volume to Capacity 0.13 0.03 0.11 0.11 Queue Length 95th (ft) 0 2 0 10 Control Delay(s) 0.0 7.7 0.0 11.5 Lane LOS A B Approach Delay (s) 0.0 1.2 11.5 Approach LOS B Intersection Summary Average Delay 2.1 Intersection Capacity Utilization 28.4% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 17 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 90: SH 66 & WCR 9.5 12/29/2005 t Movement EBL EBT WBT WBR SBL SBR Lane Configurations ►t T t P �" Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 26 928 755 72 124 26 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 28 1009 821 78 135 28 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 899 1886 821 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 899 1886 821 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 96 0 92 • cM capacity(veh/h) 756 75 375 Direction, Lane# ".EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 28 1009 821 78 163 Volume Left 28 0 0 0 135 Volume Right 0 0 0 78 28 cSH 756 1700 1700 1700 87 Volume to Capacity 0.04 0.59 0.48 0.05 1.88 Queue Length 95th (ft) 3 0 0 0 348 Control Delay(s) 9.9 0.0 0.0 0.0 517.2 Lane LOS A F Approach Delay(s) 0.3 0.0 517.2 Approach LOS F Intersection Summary Average Delay 40.3 Intersection Capacity Utilization 64.0% ICU Level of Service B Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Alam Page 18 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 91: SH 66 & Mead St 12/29/2005 • k.. \a. 4/ Movement EBL EBT WBT WBR SBL SBR Lane Configurations + jr V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 155 899 731 50 55 210 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 168 977 795 54 60 228 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1272 pX, platoon unblocked 0.43 vC, conflicting volume 849 2109 795 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 849 3586 795 tC, single (s) 4.1 6.4 6.2 tC, 2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free % 79 0 41 • cM capacity(veh/h) 789 2 388 Direction, Lane# EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 168 977 795 54 288 Volume Left 168 0 0 0 60 Volume Right 0 0 0 54 228 cSH 789 1700 1700 1700 10 Volume to Capacity 0.21 0.57 0.47 0.03 29.30 Queue Length 95th (ft) 20 0 0 0 Err Control Delay(s) 10.8 0.0 0.0 0.0 Err Lane LOS B F Approach Delay(s) 1.6 0.0 Err Approach LOS F Intersection Summary Average Delay 1262.6 Intersection Capacity Utilization 73.1% ICU Level of Service D Analysis Period (min) 15 • St. Vrain Lakes(LSC#040840) 2014 PM Peak Total Alam Page 19 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 Ramp PM Total 93: SH 66 & NB Ramp & Frontage Rd 12/29/2005 • 3 se ~ Z 1 I r P 1 Movement EBL2 EBL EST WBL2 WBT WBR WBR2 NBL2 NBL NBR NBR2 NEL2 Lane Configurations 1 t+ 4 If Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.96 0.93 FIt Protected 0.95 1.00 1.00 0.98 Satd. Flow(prot) 1770 1861 1783 1688 Flt Permitted 0.13 0.98 0.32 0.98 Satd. Flow(perm) 240 1819 580 1688 Volume(vph) 280 10 635 55 765 340 15 100 50 50 125 260 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 304 11 690 60 832 370 16 109 54 54 136 283 RTOR Reduction (vph) 0 0 0 0 1 0 0 0 23 0 0 0 Lane Group Flow(vph) 304 0 701 0 1277 0 0 0 330 0 0 0 Turn Type pm+pt pm+pt Perm Prot Perm Protected Phases 7 7 4 8 5 Permitted Phases 4 4 8 2 9 Actuated Green, G (s) 35.0 35.0 32.0 18.0 Effective Green, g (s) 35.0 35.0 32.0 18.0 Actuated g/C Ratio 0.35 0.35 0.32 0.18 Clearance Time (s) 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 145 638 186 304 • v/s Ratio Prot c0.08 0.04 v/s Ratio Perm 0.65 0.34 c2.20 c0.20 v/c Ratio 2.10 1.10 6.87 1.09 Uniform Delay, dl 50.2 32.5 34.0 41.0 Progression Factor 1.11 0.73 1.00 1.00 Incremental Delay, d2 498.8 50.7 2651.6 76.4 Delay(s) 554.5 74.4 2685.6 117.4 Level of Service F E F F Approach Delay(s) 219.7 2685.6 117.4 Approach LOS F F F Intersection Summary HCM Average Control Delay 1198.6 HCM Level of Service F HCM Volume to Capacity ratio 3.80 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 179.9% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2014 Ramp PM Total Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 Ramp PM Total 93: SH 66 & NB Ramp & Frontage Rd 12/29/2005 • Movement NEL NET NER SWL2 SWL SWT SWR SWR2 Lane Configurations 4, 4, Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 0.92 0.89 Flt Protected 0.98 0.99 Satd. Flow(prot) 1687 1647 Flt Permitted 0.81 0.81 Satd. Flow (perm) 1400 1341 Volume (vph) 5 40 410 5 25 0 85 25 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 5 43 446 5 27 0 92 27 RTOR Reduction (vph) 0 0 0 0 0 8 0 0 Lane Group Flow(vph) 0 777 0 0 0 143 0 0 Turn Type Perm Perm Perm Protected Phases 9 6 Permitted Phases 9 6 6 Actuated Green, G (s) 22.0 18.0 Effective Green, g (s) 22.0 18.0 Actuated g/C Ratio 0.22 0.18 Clearance Time (s) 4.0 4.0 Lane Grp Cap(vph) 308 241 • v/s Ratio Prot v/s Ratio Perm c0.56 0.11 v/c Ratio 2.52 0.59 Uniform Delay, dl 39.0 37.6 Progression Factor 1.00 1.00 Incremental Delay, d2 694.8 10.3 Delay (s) 733.8 47.9 Level of Service F D Approach Delay (s) 733.8 47.9 Approach LOS F D Intersection Summary • St. Vrain Lakes (LSC#040840) 2014 Ramp PM Total Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 Ramp PM Total 94: SH 66 & SB Road 12/30/2005 • , _. c ~ t 4\ t t \* l d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T r vi 1' 4+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.93 Flt Protected 1.00 1.00 0.95 1.00 0.98 Satd. Flow(prot) 1863 1583 1770 1863 1695 Flt Permitted 1.00 1.00 0.13 1.00 0.98 Satd. Flow (perm) 1863 1583 240 1863 1695 Volume (vph) 0 605 265 355 670 0 0 0 0 315 0 310 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 658 288 386 728 0 0 0 0 342 0 337 RTOR Reduction (vph) 0 0 79 0 0 0 0 0 0 0 38 0 Lane Group Flow(vph) 0 658 209 386 728 0 0 0 0 0 641 0 Turn Type Perm pm+pt pm+pt Protected Phases 4 3 8 1 6 Permitted Phases 4 8 6 Actuated Green, G (s) 30.0 30.0 36.0 31.0 23.0 Effective Green, g (s) 30.0 30.0 36.0 31.0 23.0 Actuated g/C Ratio 0.30 0.30 0.36 0.31 0.23 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 559 475 163 578 458 • v/s Ratio Prot 0.35 c0.12 0.39 c0.06 v/s Ratio Perm 0.13 c0.73 0.32 v/c Ratio 1.18 0.44 2.37 1.26 1.40 Uniform Delay, dl 35.0 28.2 49.7 34.5 38.5 Progression Factor 1.00 1.00 1.41 0.93 1.00 Incremental Delay, d2 97.2 2.9 617.4 118.1 192.9 Delay (s) 132.2 31.2 687.3 150.3 231.4 Level of Service FCFF F Approach Delay (s) 101.5 336.4 0.0 231.4 Approach LOS F F A F Intersection Summary HCM Average Control Delay 229.2 HCM Level of Service F HCM Volume to Capacity ratio 1.87 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 34.0 Intersection Capacity Utilization 98.0% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2014 Ramp PM Total Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Total 95: WCR 28 & I-25 Under Pass 12/30/2005 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'I T Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 1.00 1.00 Flt Protected 1.00 1.00 Satd. Flow(prot) 1863 1863 Flt Permitted 1.00 1.00 Satd. Flow(perm) 1863 1863 Volume(vph) 0 100 0 0 75 0 0 0 0 0 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 109 0 0 82 0 0 0 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 109 0 0 82 0 0 0 0 0 0 0 Turn Type Protected Phases 4 6 Permitted Phases Actuated Green, G (s) 16.0 16.0 Effective Green, g (s) 16.0 16.0 Actuated g/C Ratio 0.40 0.40 Clearance Time(s) 4.0 4.0 Lane Grp Cap (vph) 745 745 • v/s Ratio Prot c0.06 c0.04 v/s Ratio Perm v/c Ratio 0.15 0.11 Uniform Delay, dl 7.6 7.5 Progression Factor 1.00 1.00 Incremental Delay, d2 0.4 0.3 Delay(s) 8.1 7.8 Level of Service A A Approach Delay(s) 8.1 7.8 0.0 0.0 Approach LOS A A A A Intersection Summary HCM Average Control Delay 8.0 HCM Level of Service A HCM Volume to Capacity ratio 0.13 Actuated Cycle Length (s) 40.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 8.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St Vrain Lakes (LSC#040840) 2014 PM Total Alam Page 1 LSC, Inc. • APPENDIX D Year 2025 Capacity Analyses 0 HCM Signalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 2: SH 66 & WCR 13 12/29/2005 1 ~ k- 4\ t t \. 1 d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations , f¢ r 'I ft r °S t r 1 14 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1668 Flt Permitted 0.28 1.00 1.00 0.41 1.00 1.00 0.41 1.00 1.00 0.73 1.00 Satd. Flow(perm) 529 3539 1583 759 3539 1583 768 1863 1583 1364 1668 Volume(vph) 35 545 40 55 835 15 40 35 30 25 35 80 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 38 592 43 60 908 16 43 38 33 27 38 87 RTOR Reduction (vph) 0 0 0 0 0 4 0 0 30 0 81 0 Lane Group Flow(vph) 38 592 43 60 908 12 43 38 3 27 44 0 Turn Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 8 2 2 6 Actuated Green, G (s) 88.9 84.2 120.0 90.3 84.9 84.9 15.3 9.7 9.7 13.5 8.8 Effective Green, g (s) 88.9 84.2 120.0 90.3 84.9 84.9 15.3 9.7 9.7 13.5 8.8 Actuated g/C Ratio 0.74 0.70 1.00 0.75 0.71 0.71 0.13 0.08 0.08 0.11 0.07 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 441 2483 1583 617 2504 1120 145 151 128 169 122 v/s Ratio Prot 0.00 0.17 c0.00 c0.26 c0.01 0.02 0.01 c0.03 v/s Ratio Perm 0.06 c0.03 0.07 0.01 0.02 0.00 0.01 v/c Ratio 0.09 0.24 0.03 0.10 0.36 0.01 0.30 0.25 0.02 0.16 0.36 Uniform Delay, dl 4.4 6.4 0.0 3.9 6.9 5.2 46.9 51.7 50.8 48.0 52.9 Progression Factor 1.77 1.53 1.00 1.00 1.00 1.00 0.84 0.88 0.89 1.00 1.00 Incremental Delay, d2 0.1 0.2 0.0 0.1 0.4 0.0 1.1 0.9 0.1 0.4 1.8 Delay(s) 7.9 10.0 0.0 4.0 7.3 5.2 40.5 46.4 45.1 48.4 54.8 Level of Service A B A A A A DDDD D Approach Delay (s) 9.3 7.1 43.8 53.7 Approach LOS A A D D Intersection Summary HCM Average Control Delay 13.7 HCM Level of Service B HCM Volume to Capacity ratio 0.34 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 45.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 3: WCR 28 & I-25 Frontage Road 12/29/2005 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►t 41+ 'rS TTs '1 A 11 Ts Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 1.00 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1770 3517 1770 3476 1770 1863 1770 1863 Flt Permitted 0.64 1.00 0.57 1.00 0.62 1.00 0.69 1.00 Satd. Flow(perm) 1183 3517 1058 3476 1148 1863 1292 1863 Volume(vph) 5 235 10 5 150 20 5 90 0 30 210 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 5 255 11 5 163 22 5 98 0 33 228 0 RTOR Reduction (vph) 0 8 0 0 19 0 0 0 0 0 0 0 Lane Group Flow(vph) 5 258 0 5 166 0 5 98 0 33 228 0 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 9.0 9.0 9.0 9.0 43.0 43.0 43.0 43.0 Effective Green, g (s) 9.0 9.0 9.0 9.0 43.0 43.0 43.0 43.0 Actuated g/C Ratio 0.15 0.15 0.15 0.15 0.72 0.72 0.72 0.72 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 177 528 159 521 823 1335 926 1335 v/s Ratio Prot c0.07 0.05 0.05 c0.12 v/s Ratio Perm 0.00 0.00 0.00 0.03 v/c Ratio 0.03 0.49 0.03 0.32 0.01 0.07 0.04 0.17 Uniform Delay, dl 21.8 23.4 21.8 22.8 2.4 2.5 2.5 2.7 Progression Factor 1.00 1.00 1.00 0.97 0.63 0.57 1.00 1.00 Incremental Delay, d2 0.1 0.7 0.1 0.3 0.0 0.1 0.1 0.3 Delay(s) 21.8 24.1 21.9 22.4 1.5 1.5 2.5 3.0 Level of Service C C C C A A A A Approach Delay(s) 24.1 22.4 1.5 3.0 Approach LOS C C A A Intersection Summary HCM Average Control Delay 14.2 HCM Level of Service B HCM Volume to Capacity ratio 0.23 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 24.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 5: WCR 24 & WCR 13 12/29/2005 • ---P " ' ` 4— k. I P \. '/ Movement EBL EBT EBR WBL WBT WEIR NBL NBT NBR SBL SBT SBR Lane Configurations 1 ft r 'I ft r ii ft r 1 ft r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.21 1.00 1.00 0.57 1.00 1.00 0.52 1.00 1.00 0.61 1.00 1.00 Satd. Flow(perm) 395 3539 1583 1065 3539 1583 967 3539 1583 1135 3539 1583 Volume(vph) 65 220 205 65 575 75 540 210 50 55 200 195 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 71 239 223 71 625 82 587 228 54 60 217 212 RTOR Reduction (vph) 0 0 101 0 0 60 0 0 27 0 0 153 Lane Group Flow(vph) 71 239 122 71 625 22 587 228 27 60 217 59 Turn Type pm+pt pm+ov pm+pt Perm pm+pt Perm pm+pt Perm Protected Phases 7 4 5 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 6 Actuated Green, G(s) 39.0 33.4 65.9 37.4 32.6 32.6 69.8 61.0 61.0 38.1 33.3 33.3 Effective Green, g (s) 39.0 33.4 65.9 37.4 32.6 32.6 69.8 61.0 61.0 38.1 33.3 33.3 Actuated g/C Ratio 0.32 0.28 0.55 0.31 0.27 0.27 0.58 0.51 0.51 0.32 0.28 0.28 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 0 Lane Grp Cap(vph) 193 985 922 360 961 430 780 1799 805 386 982 439 v/s Ratio Prot c0.02 0.07 0.04 0.01 c0.18 c0.20 0.06 0.01 0.06 v/s Ratio Perm 0.10 0.04 0.05 0.01 c0.23 0.02 0.04 0.04 v/c Ratio 0.37 0.24 0.13 0.20 0.65 0.05 0.75 0.13 0.03 0.16 0.22 0.13 Uniform Delay, dl 29.7 33.5 13.2 29.6 38.7 32.3 16.0 15.5 14.8 28.9 33.4 32.5 Progression Factor 0.88 0.86 0.67 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.92 0.79 Incremental Delay, d2 1.2 0.6 0.1 0.3 3.4 0.2 4.1 0.1 0.1 0.2 0.5 0.6 Delay(s) 27.4 29.3 8.9 29.9 42.1 32.5 20.1 15.6 14.8 25.5 31.1 26.2 Level of Service C C A C D C C B B C C C Approach Delay(s) 20.5 40.0 18.6 28.3 Approach LOS C D B C Intersection-Summary HCM Average Control Delay 27.0 HCM Level of Service C HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 120.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 6: WCR 24 & I-25 Frontage Road 12/29/2005 • —w - ' C 4— k- 4\ t P \*- 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations lili ft r vi ++ r in ft r 'i 4t r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3539 1583 1770 3539 1583 3433 3539 1583 1770 3539 1583 Flt Permitted 0.08 1.00 1.00 0.50 1.00 1.00 0.49 1.00 1.00 0.68 1.00 1.00 Satd. Flow(perm) 275 3539 1583 935 3539 1583 1762 3539 1583 1273 3539 1583 Volume (vph) 585 395 560 20 1215 145 295 100 15 60 145 435 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 636 429 609 22 1321 158 321 109 16 65 158 473 RTOR Reduction (vph) 0 0 54 0 0 63 0 0 13 0 0 0 Lane Group Flow(vph) 636 429 555 22 1321 95 321 109 3 65 158 473 Turn Type pm+pt pm+ov Perm pm+ov pm+pt Perm pm+pt Free Protected Phases 7 4 5 8 1 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Free Actuated Green, G (s) 83.0 83.0 92.0 57.8 57.8 62.8 29.0 20.0 20.0 21.0 16.0 120.0 Effective Green, g (s) 83.0 83.0 92.0 57.8 57.8 62.8 29.0 20.0 20.0 21.0 16.0 120.0 Actuated g/C Ratio 0.69 0.69 0.77 0.48 0.48 0.52 0.24 0.17 0.17 0.18 0.13 1.00 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 748 2448 1266 450 1705 881 551 590 264 243 472 1583 • v/s Ratio Prot c0.15 0.12 c0.03 0.37 0.00 c0.04 0.03 0.01 0.04 v/s Ratio Perm c0.44 0.32 0.02 0.06 c0.10 0.00 0.04 0.30 v/c Ratio 0.85 0.18 0.44 0.05 0.77 0.11 0.58 0.18 0.01 0.27 0.33 0.30 Uniform Delay, dl 34.8 6.5 4.9 16.5 25.7 14.4 38.4 43.0 41.7 42.4 47.2 0.0 Progression Factor 1.00 1.00 1.00 0.89 0.81 1.23 1.00 1.00 1.00 0.85 0.89 1.00 Incremental Delay, d2 9.1 0.2 0.2 0.2 2.7 0.0 1.6 0.7 0.1 0.6 1.9 0.5 Delay(s) 44.0 6.6 5.2 14.8 23.5 17.8 39.9 43.7 41.8 36.6 44.1 0.5 Level of Service D A A BC BDDD DO A Approach Delay(s) 20.3 22.7 40.9 13.7 Approach LOS C C D B Intersection Summary HCM Average Control Delay 22.2 HCM Level of Service C HCM Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 120.0 Sum of lost time(s) 4.0 Intersection Capacity Utilization 76.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group • St.Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alain Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 7: WCR 28 & WCR 9.5 12/29/2005 0 ` ` Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft+ 11 II+ ) ft P ' 4t P Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.89 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3539 3167 3539 1770 3539 1583 Flt Permitted 0.31 1.00 1.00 1.00 0.58 1.00 1.00 Satd. Flow(perm) 573 3539 3167 3539 1086 3539 1583 Volume (vph) 215 50 0 0 60 140 0 223 0 90 260 115 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 234 54 0 0 65 152 0 242 0 98 283 125 RTOR Reduction (vph) 0 0 0 0 141 0 0 0 0 0 0 53 Lane Group Flow(vph) 234 54 0 0 76 0 0 242 0 98 283 72 Turn Type pm+pt pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Actuated Green, G (s) 33.3 33.3 9.0 67.1 76.8 69.2 69.2 Effective Green, g (s) 33.3 33.3 9.0 67.1 76.8 69.2 69.2 Actuated g/C Ratio 0.28 0.28 0.08 0.56 0.64 0.58 0.58 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 362 982 238 1979 738 2041 913 v/s Ratio Prot c0.11 0.02 0.02 0.07 c0.01 c0.08 v/s Ratio Perm c0.07 0.08 0.05 v/c Ratio 0.65 0.05 0.32 0.12 0.13 0.14 0.08 Uniform Delay, dl 36.4 31.8 52.6 12.5 8.3 11.7 11.3 Progression Factor 0.80 0.67 0.84 0.64 0.70 0.70 0.70 Incremental Delay, d2 3.6 0.0 0.8 0.1 0.1 0.1 0.2 Delay(s) 32.5 21.4 45.1 8.1 5.9 8.3 8.0 Level of Service C C D A A A A Approach Delay(s) 30.5 45.1 8.1 7.8 Approach LOS C 0 A A Intersection Summary HCM Average Control Delay 19.5 HCM Level of Service B HCM Volume to Capacity ratio 0.29 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 42.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group IISt. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 5 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 8: 1-25 Frontage Road & WCR 9.5 12/29/2005 l 4\ t j d Movement EBL EBR NBL NBT SBT SBR Lane Configurations r '1 14 ft" Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 225 90 445 260 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 245 98 484 283 0 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 720 141 283 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 720 141 283 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 72 92 cM capacity(veh/h) 335 881 1277 Direction,Lane# EB;1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 245 98 242 242 188 94 Volume Left 0 98 0 0 0 0 Volume Right 245 0 0 0 0 0 cSH 881 1277 1700 1700 1700 1700 Volume to Capacity 0.28 0.08 0.14 0.14 0.11 0.06 Queue Length 95th (ft) 28 6 0 0 0 0 Control Delay (s) 10.7 8.1 0.0 0.0 0.0 0.0 Lane LOS B A Approach Delay(s) 10.7 1.4 0.0 Approach LOS B Intersection Summary Average Delay 3.1 Intersection Capacity Utilization 27.8% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 6 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 10: WCR 28 & WCR 11 12/29/2005 • Movement EBL €BT EBR WBL WBT Vi/BR NBL NBT NBR SBL > SBT SBR Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.96 1.00 0.85 Flt Protected 0.95 1.00 1.00 0:95 1.00 Satd. Flow(prot) 1770 3539 3404 1770 1583 Flt Permitted 0.41 1.00 1.00 0.66 1.00 Satd. Flow(perm) 765 3539 3404 1227 1583 Volume (vph) 50 90 0 0 145 50 0 0 0 60 0 55 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 54 98 0 0 158 54 0 0 0 65 0 60 RTOR Reduction (vph) 0 0 0 0 47 0 0 0 0 0 25 0 Lane Group Flow(vph) 54 98 0 0 165 0 0 0 0 65 35 0 Turn Type pm+pt Perm pm+pt pm+pt Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 16.9 16.9 7.9 35.1 35.1 Effective Green, g (s) 16.9 16.9 7.9 35.1 35.1 Actuated g/C Ratio 0.28 0.28 0.13 0.59 0.59 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 299 997 448 758 926 v/s Ratio Prot c0.02 0.03 c0.05 c0.01 0.02 v/s Ratio Perm 0.04 c0.04 v/c Ratio 0.18 0.10 0.37 0.09 0.04 Uniform Delay, dl 16.1 15.9 23.8 5.5 5.3 Progression Factor 0.89 0.87 1.00 0.96 1.00 Incremental Delay, d2 0.3 0.0 0.5 0.0 0.1 Delay(s) 14.7 13.8 24.3 5.4 5.4 Level of Service B B C A A Approach Delay(s) 14.1 24.3 0.0 5.4 Approach LOS B C A A Intersection Summary HCM Average Control Delay 16.3 HCM Level of Service B HCM Volume to Capacity ratio 0.14 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 22.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 7 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 18: SH 66 & WCR 11 12/29/2005 ---t, % f 4— 4\ l • Movement EST EBR WBL WBT NBL NBR Lane Configurations tt tr 1} VI r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 3539 1583 1770 3539 3433 1583 Flt Permitted 1.00 1.00 0.38 1.00 0.95 1.00 Satd. Flow(perm) 3539 1583 708 3539 3433 1583 Volume(vph) 600 100 20 905 140 20 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 652 109 22 984 152 22 RTOR Reduction (vph) 0 0 0 0 0 20 Lane Group Flow(vph) 652 109 22 984 152 2 Turn Type Free pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases Free 8 2 Actuated Green, G(s) 95.0 120.0 101.8 101.8 10.2 10.2 Effective Green, g (s) 95.0 120.0 101.8 101.8 10.2 10.2 Actuated g/C Ratio 0.79 1.00 0.85 0.85 0.08 0.08 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2802 1583 625 3002 292 135 • v/s Ratio Prot 0.18 0.00 c0.28 c0.04 - , v/s Ratio Perm 0.07 0.03 0.00 v/c Ratio 0.23 0.07 0.04 0.33 0.52 0.01 Uniform Delay, dl 3.2 0.0 1.5 1.9 52.6 50.3 Progression Factor 0.69 1.00 2.65 4.37 1.01 1.01 Incremental Delay, d2 0.2 0.1 0.0 0.3 1.7 0.0 Delay(s) 2.4 0.1 4.1 8.6 54.6 51.0 Level of Service A A A ADD Approach Delay(s) 2.1 8.5 54.2 Approach LOS A A D Intersection Summary HCM Average Control Delay 10.1 HCM Level of Service B HCM Volume to Capacity ratio 0.35 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 35.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 8 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 23: WCR 28 & WCR 13 12/29/2005 • f Ni 4\ t 1 J Movement EBL EBR NBL NBT SW' SBR Lane Configurations If r 1 44 41 r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1770 3539 3539 1583 Flt Permitted 0.95 1.00 0.59 1.00 1.00 1.00 Satd. Flow(perm) 1770 1583 1096 3539 3539 1583 Volume (vph) 5 145 190 110 140 5 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 5 158 207 120 152 5 RTOR Reduction (vph) 0 143 0 0 0 0 Lane Group Flow(vph) 5 15 207 120 152 5 Turn Type Perm pm+pt Free Protected Phases 4 5 2 6 Permitted Phases 4 2 Free Actuated Green, G (s) 5.7 5.7 46.3 46.3 35.0 60.0 Effective Green, g (s) 5.7 5.7 46.3 46.3 35.0 60.0 Actuated g/C Ratio 0.10 0.10 0.77 0.77 0.58 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 168 150 928 2731 2064 1583 • v/s Ratio Prot 0.00 c0.03 0.03 0.04 v/s Ratio Perm c0.01 c0.15 0.00 v/c Ratio 0.03 0.10 0.22 0.04 0.07 0.00 Uniform Delay, dl 24.6 24.8 1.9 1.6 5.4 0.0 Progression Factor 1.00 1.00 0.84 0.66 1.15 1.00 Incremental Delay, d2 0.1 0.3 0.1 0.0 0.1 0.0 Delay(s) 24.7 25.1 1.8 1.1 6.3 0.0 Level of Service CC A A A A Approach Delay(s) 25.1 1.5 6.1 Approach LOS C A A Intersection Summary HCM Average Control Delay 8.6 HCM Level of Service A HCM Volume to Capacity ratio 0.21 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 27.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group IISt. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 9 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 31: South Access Drive & WCR 13 12/29/2005 s z 4\ t 11 • Movement ESL EBR : NBL ? NBT SBT SBR Lane Configurations ) r 1 tt lit P Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1770 3539 3539 1583 Flt Permitted 0.95 1.00 0.66 1.00 1.00 1.00 Satd. Flow(perm) 1770 1583 1227 3539 3539 1583 Volume(vph) 10 10 10 105 135 10 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 11 11 11 114 147 11 RTOR Reduction (vph) 0 11 0 0 0 2 Lane Group Flow(vph) 11 0 11 114 147 9 Turn Type Perm Perm Perm Protected Phases 4 2 6 Permitted Phases 4 2 6 Actuated Green, G (s) 1.3 1.3 50.7 50.7 50.7 50.7 Effective Green, g (s) 1.3 1.3 50.7 50.7 50.7 50.7 Actuated g/C Ratio 0.02 0.02 0.85 0.85 0.85 0.85 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 38 34 1037 2990 2990 1338 v/s Ratio Prot c0.01 0.03 c0.04 v/s Ratio Perm 0.00 0.01 0.01 vlc Ratio 0.29 0.01 0.01 0.04 0.05 0.01 Uniform Delay, dl 28.9 28.7 0.7 0.7 0.8 0.7 Progression Factor 1.00 1.00 0.68 0.68 0.66 0.54 Incremental Delay, d2 4.2 0.1 0.0 0.0 0.0 0.0 Delay(s) 33.1 28.8 0.5 0.5 0.5 0.4 Level of Service CC A A A A Approach Delay(s) 30.9 0.5 0.5 Approach LOS C A A Intersection Summary HCM Average Control Delay 2.7 HCM Level of Service A HCM Volume to Capacity ratio 0.06 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 18.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group IISt. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 11 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 33: Commercial RTO Access & WCR 13 12/29/2005 • f l 1 T IT d Movement EBL EBR NBL ''NBT Sal- SBR Lane Configurations r 14 +T r Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 20 0 105 115 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 22 0 114 125 22 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 720 pX, platoon unblocked vC, conflicting volume 182 62 147 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 182 62 147 tC, single(s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 98 100 • cM capacity(vehlh) 790 989 1433 Directions, Lane# EB,1 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 22 57 57 62 62 22 Volume Left 0 0 0 0 0 0 Volume Right 22 0 0 0 0 22 cSH 989 1700 1700 1700 1700 1700 Volume to Capacity 0.02 0.03 0.03 0.04 0.04 0.01 Queue Length 95th (ft) 2 0 0 0 0 0 Control Delay(s) 8.7 0.0 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 8.7 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 35: SH 66 & East Commercial 3/4 Access 12/29/2005 • -0 t I ~ 4\ P Movement EBT EBR WBL WBT NBL NBR Lane Configurations tt r 'I tt of r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 600 10 0 955 0 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 652 11 0 1038 0 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1025 pX, platoon unblocked 0.90 vC, conflicting volume 663 1171 326 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 663 1084 326 tC, single (s) 4.1 6.8 6.9 tC, 2 stage(s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 98 el cM capacity(veh/h) 922 191 670 Direction, Lane# EB 1 EB 2 EB 3 VJB 1 WB2 WB 3 NB 1 NB 2 Volume Total 326 326 11 0 519 519 0 11 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 0 11 0 0 0 0 11 cSH 1700 1700 1700 1700 1700 1700 1700 670 Volume to Capacity 0.19 0.19 0.01 0.00 0.31 0.31 0.00 0.02 Queue Length 95th (ft) 0 0 0 0 0 0 0 1 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.5 Lane LOS A B Approach Delay(s) 0.0 0.0 10.5 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 29.7% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 13 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 37: Main Internal Collector & WCR 11 12/29/2005 k" 4\ t t ti 1 1 • Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 19II A t r A Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 130 0 110 0 0 0 95 5 0 0 10 115 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 141 0 120 0 0 0 103 5 0 0 11 125 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 285 285 73 342 348 5 136 5 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 285 285 73 342 348 5 136 5 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 78 100 88 100 100 100 93 100 • cM capacity(veh/h) 631 580 988 508 535 1078 1448 1616 Direction, Lane#: EB:1 EB 2 WB 3 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 141 120 0 0 103 5 0 0 136 Volume Left 141 0 0 0 103 0 0 0 0 Volume Right 0 120 0 0 0 0 0 0 125 cSH 631 988 1700 1700 1448 1700 1700 1700 1700 Volume to Capacity 0.22 0.12 0.00 0.00 0.07 0.00 0.00 0.00 0.08 Queue Length 95th (ft) 21 10 0 0 6 0 0 0 0 Control Delay(s) 12.4 9.1 0.0 0.0 7.7 0.0 0.0 0.0 0.0 Lane LOS B A A A A Approach Delay (s) 10.9 0.0 7.3 0.0 Approach LOS B A Intersection Summary Average Delay 7.2 Intersection Capacity Utilization 30.1% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 14 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 37: Main Internal Collector& WCR 11 12/30/2005 III , c 4— ak- 4\ t /* \* d Movement EBL EBT EBR WBL WBT WBR - NBL NBT NBR SBL SBT SBR Lane Configurations I I 11 13 'I + r 'i t+ ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.86 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1583 1770 1863 1606 Flt Permitted 0.76 1.00 0.67 1.00 1.00 Satd. Flow(perm) 1410 1583 1248 1863 1606 Volume(vph) 130 0 110 0 0 0 95 5 0 0 10 115 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 141 0 120 0 0 0 103 5 0 0 11 125 RTOR Reduction (vph) 0 72 0 0 0 0 0 0 0 0 75 0 Lane Group Flow(vph) 141 48 0 0 0 0 103 5 0 0 61 0 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 16.0 16.0 16.0 16.0 16.0 Effective Green, g (s) 16.0 16.0 16.0 16.0 16.0 Actuated g/C Ratio 0.40 0.40 0.40 0.40 0.40 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 564 633 499 745 642 • v/s Ratio Prot 0.03 0.00 0.04 v/s Ratio Perm c0.10 c0.08 v/c Ratio 0.25 0.08 0.21 0.01 0.10 Uniform Delay, dl 8.0 7.4 7.8 7.2 7.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.2 0.9 0.0 0.3 Delay(s) 9.1 7.7 8.8 7.2 7.8 Level of Service A A A A A Approach Delay(s) 8.4 0.0 8.7 7.8 Approach LOS A A A A IntersectionSummaryr , ;:::.. ;::, .. ... HCM Average Control Delay 8.3 HCM Level of Service A HCM Volume to Capacity ratio 0.23 Actuated Cycle Length (s) 40.0 Sum of lost time(s) 8.0: Intersection Capacity Utilization 30.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group IIP St. Vrain Lakes(LSC#040840) 2025 AM Peak Bkgnd Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 38: Commercial RTO Access & WCR 11 12/29/2005 t t P `► l • Movement WBL WBR NBT NBR SBL SBT Lane Configurations r + r T Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 30 130 0 0 120 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 33 141 0 0 130 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 613 pX, platoon unblocked vC, conflicting volume 272 141 141 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 272 141 141 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 • p0 queue free % 100 96 100 cM capacity(veh/h) 718 907 1442 Direction, Lane# WB 1 NB 1 NB 2 SB 1 Volume Total 33 141 0 130 Volume Left 0 0 0 0 Volume Right 33 0 0 0 cSH 907 1700 1700 1700 Volume to Capacity 0.04 0.08 0.00 0.08 Queue Length 95th (ft) 3 0 0 0 Control Delay(s) 9,1 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 9.1 0.0 0.0 Approach LOS A Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 16.8% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 15 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 51: South Access Drive & Main Internal Collector 12/29/2005 0 C k• t , \* I, Movement WBL WBR NBT NBR SBL SBT Right Turn Channelized Volume(veh/h) 0 0 0 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0• 0 0 0 0 Approach Volume (veh/h) 0 0 0 Crossing Volume(veh/h) 0 0 0 High Capacity(veh/h) 1385 1385 1385 High v/c(veh/h) 0.00 0.00 0.00 Low Capacity(veh/h) 1161 1161 1161 Low v/c (veh/h) 0.00 0.00 0.00 Intersection Summary Maximum v/c High • 0.00 Maximum v/c Low 0.00 Intersection Capacity Utilization 0.0% ICU Level of Service A • • St. Vrain Lakes(LSC#040840) 2025 AM Peak Bkgnd Alam Page 16 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 54: Main Internal Collector & Central Access Drive 12/29/2005 0 —I' -%%, C 4- IN P Movement EBT EBR WBL WBT NBL NBR Right Turn Channelized Volume(veh/h) 0 0 0 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 0 0 0 Approach Volume (veh/h) 0 0 0 Crossing Volume(veh/h) 0 0 0 High Capacity (veh/h) 1385 1385 1385 High v/c(veh/h) 0.00 0.00 0.00 Low Capacity (veh/h) 1161 1161 1161 Low v/c(veh/h) 0.00 0.00 0.00 Intersection.Summary Maximum v/c High 0.00 Maximum v/c Low 0.00 Intersection Capacity Utilization 13.3% ICU Level of Service A • • St. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 17 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 62: SH 66 & West Commercial 3/4 Access 12/29/2005 • l_ 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ff ff Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 600 20 30 925 0 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 652 22 33 1005 0 22 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) 1278 1160 pX, platoon unblocked 0.86 vC, conflicting volume 674 1220 326 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 674 1096 326 tC, single (s) 4.1 6.8 6.9 tC, 2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 96 100 97 cM capacity(veh/h) 913 173 670 Direction, Lane# EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 326 326 22 33 503 503 22 Volume Left 0 0 0 33 0 0 0 Volume Right 0 0 22 0 0 0 22 cSH 1700 1700 1700 913 1700 1700 670 Volume to Capacity 0.19 0.19 0.01 0.04 0.30 0.30 0.03 Queue Length 95th (ft) 0 0 0 3 0 0 3 Control Delay(s) 0.0 0.0 0.0 9.1 0.0 0.0 10.6 Lane LOS A B Approach Delay(s) 0.0 0.3 10.6 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 28.9% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes(LSC#040840) 2025 AM Peak Bkgnd Alam Page 18 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 63: Main Internal Collector & North Access Drive 12/29/2005 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 Ss V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 0 0 0 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cM capacity(veh/h) 1623 1023 1085 Direction, Lane# EB 1 WB I SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 19 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 90: SH 66 & WCR 9.5 12/29/2005 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►1►t ft r "pi 44 r WI fA Vi T& Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 0.97 0.95 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.94 1.00 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 3433 3539 1583 3433 3539 1583 3433 3326 3433 3395 Flt Permitted 0.20 1.00 1.00 0.38 1.00 1.00 0.46 1.00 0.58 1.00 Satd. Flow(perm) 737 3539 1583 1381 3539 1583 1667 3326 2112 3395 Volume(vph) 110 500 450 165 825 50 270 150 100 100 175 65 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 120 543 489 179 897 54 293 163 109 109 190 71 RTOR Reduction (vph) 0 0 0 0 0 26 0 77 0 0 30 0 Lane Group Flow(vph) 120 543 489 179 897 28 293 195 0 109 231 0 Turn Type pm+pt Free pm+pt pm+ov pm+pt pm+pt Protected Phases 7 4 3 8 1 5 2 1 6 Permitted Phases 4 Free 8 8 2 6 Actuated Green,G (s) 61.2 54.6 120.0 60.8 54.4 62.2 47.0 35.2 37.8 30.0 Effective Green, g (s) 61.2 54.6 120.0 60.8 54.4 62.2 47.0 35.2 37.8 30.0 Actuated g/C Ratio 0.51 0.46 1.00 0.51 0.45 0.52 0.39 0.29 0.32 0.25 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 524 1610 1583 809 1604 873 844 976 751 849 v/s Ratio Prot 0.01 0.15 0.01 c0.25 0.00 0.04 0.06 0.01 0.07 v/s Ratio Perm 0.10 c0.31 0.10 0.02 c0.10 0.04 v/c Ratio 0.23 0.34 0.31 0.22 0.56 0.03 0.35 0.20 0.15 0.27 Uniform Delay, dl 16.7 21.1 0.0 15.7 24.0 14.2 24.5 31.8 29.1 36.2 Progression Factor 0.60 0.73 1.00 0.21 0.31 0.42 0.90 0.96 1.00 1.00 incremental Delay, d2 0.2 0.5 0.5 0.1 1.3 0.0 0.2 0.4 0.1 0.2 Delay (s) 10.2 15.8 0.5 3.4 8.7 5.9 22.3 30.9 29.2 36.4 Level of Service BB A A A A CC C D Approach Delay(s) 8.7 7.8 26.4 34.3 Approach LOS A A C C Intersection Summate! HCM Average Control Delay 14.4 HCM Level of Service B HCM Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 4.0 Intersection Capacity Utilization 54.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 20 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 91: SH 66 & Mead Street 12/30/2005 • Movement EBL EST ; EBR WBL WBT WBR NEIL NBT NBR SBL SBT SBR Lane Configurations ', tt r 4t r r r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 150 880 150 0 1020 140 0 0 180 0 0 285 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 163 957 163 0 1109 152 0 0 196 0 0 310 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1258 pX, platoon unblocked 0.83 0.83 0.83 0.83 0.83 0.83 vC,conflicting volume 1261 1120 2147 2543 478 2109 2554 554 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1113 1120 2176 2653 478 2131 2666 264 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 69 100 100 100 63 100 100 49 • cM capacity(veh/h) 519 620 8 13 533 11 13 611 Direction,Lane# < EB1 EB2 ; E63 E84 WB1 WB2 W83 NB1 SB1' Volume Total 163 478 478 163 554 554 152 196 310 Volume Left 163 0 0 0 0 0 0 0 0 Volume Right 0 0 0 163 0 0 152 196 310 cSH 519 1700 1700 1700 1700 1700 1700 533 611 Volume to Capacity 0.31 0.28 0.28 0.10 0.33 0.33 0.09 0.37 0.51 Queue Length 95th (ft) 33 0 0 0 0 0 0 42 72 Control Delay(s) 15.1 0.0 0.0 0.0 0.0 0.0 0.0 15.6 16.8 Lane LOS C C C Approach Delay(s) 1,9 0.0 15.6 16.8 Approach LOS C C intersection Summary Average Delay 3.5 Intersection Capacity Utilization 52.5% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 93: SH 66 & Northbound Ramp 12/30/2005 • S 7 C ~ t ti t P `- 1 r Movement EBL EBT EBR WBL VVBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations j ft lit? P j 4 P Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.86 1.00 0.95 0.95 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow(prot) 1770 3539 6408 1583 1681 1681 1583 Flt Permitted 0.18 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow(perm) 341 3539 6408 1583 1681 1681 1583 Volume(vph) 210 790 0 0 1030 275 365 0 390 0 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 228 859 0 0 1120 299 397 0 424 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 228 859 0 0 1120 299 199 198 424 0 0 0 Turn Type pm+pt Free Perm Free Protected Phases 7 4 8 2 Permitted Phases 4 Free 2 Free Actuated Green, G (s) 51.7 36.3 41.4 113.9 45.1 45.1 113.9 Effective Green, g (s) 51.7 36.3 41.4 113.9 45.1 45.1 113.9 Actuated g/C Ratio 0.45 0.32 0.36 1.00 0.40 0.40 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3,0 3.0 3.0 3.0 • Lane Grp Cap (vph) 348 1128 2329 1583 666 666 1583 v/s Ratio Prot c0.09 c0.24 0.17 v/s Ratio Perm 0.21 0.19 c0.12 0.12 c0.27 v/c Ratio 0.66 0.76 0.48 0.19 0.30 0.30 0.27 Uniform Delay, dl 20.0 34.9 28.0 0.0 23.6 23.6 0.0 Progression Factor 1.83 0.75 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.6 2.5 0.2 0.3 1.1 1.1 0.4 Delay (s) 40.1 28.6 28.1 0.3 24.7 24.7 0.4 Level of Service D C C A C C A Approach Delay(s) 31.0 22.2 12.2 0.0 Approach LOS C C B A Intersection Summary HCM Average Control Delay 22.6 HCM Level of Service C HCM Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 113.9 Sum of lost time (s) 12.0 Intersection Capacity Utilization 64.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Bkgnd 94: SH 66 & Southbound Ramp 12/30/2005 • f —. C ~ k- 4\ t t ti 1 J Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ti 1 1111 tt 4 r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.97 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3539 1583 3433 3539 1770 1583 Flt Permitted 1.00 1.00 0.22 1.00 0.95 1.00 Satd. Flow(perm) 3539 1583 798 3539 1770 1583 Volume(vph) 0 600 520 610 785 0 0 0 0 400 0 370 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 652 565 663 853 0 0 0 0 435 0 402 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 652 565 663 853 0 0 0 0 0 435 402 Turn Type Free pm+pt Perm Free Protected Phases 4 3 8 6 Permitted Phases Free 8 6 Free Actuated Green, G (s) 36.3 113.9 60.8 41.4 45.1 113.9 Effective Green, g (s) 36.3 113.9 60.8 41.4 45.1 113.9 Actuated g/C Ratio 0.32 1.00 0.53 0.36 0.40 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 1128 1583 900 1286 701 1583 v/s Ratio Prot 0.18 c0.13 0.24 v/s Ratio Perm 0.36 c0.26 0.25 0.25 v/c Ratio 0.58 0.36 0.74 0.66 0.62 0.25 Uniform Delay, dl 32.4 0.0 18.0 30.4 27.5 0.0 Progression Factor 1.00 1.00 2.68 0.62 1.00 1.00 Incremental Delay, d2 0.7 0.6 2.9 1.2 4.1 0.4 Delay(s) 33.1 0.6 51.2 20.1 31.6 0.4 Level of Service C A D C C A Approach Delay(s) 18.0 33.7 0.0 16.6 Approach LOS B C A B Intersection Summary HCM Average Control Delay 24.4 HCM Level of Service C HCM Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 113.9 Sum of lost time (s) 8.0 Intersection Capacity Utilization 64.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 2: SH 66 & WCR 13 12/29/2005 • Movement EBL EBT EBR WBL WBT WBR NBL NBT : NBR` SBL .SBT SBR Lane Configurations 19 1T r ►+ TT r 1 t r 19 A Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.92 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1714 Flt Permitted 0.29 1.00 1.00 0.31 1.00 1.00 0.46 1.00 1.00 0.70 1.00 Satd. Flow (perm) 543 3539 1583 576 3539 1583 859 1863 1583 1311 1714 Volume(vph) 95 800 90 35 735 15 50 75 90 10 35 40 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 103 870 98 38 799 16 54 82 98 11 38 43 RTOR Reduction (vph) 0 0 0 0 0 6 0 0 84 0 39 0 Lane Group Flow(vph) 103 870 98 38 799 10 54 82 14 11 42 0 Turn Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 8 2 2 6 Actuated Green, G (s) 89.4 81.4 120.0 80.2 76.2 76.2 22.6 17.1 17.1 12.4 10.9 Effective Green, g (s) 89.4 81.4 120.0 80.2 76.2 76.2 22.6 17.1 17.1 12.4 10.9 Actuated g/C Ratio 0.74 0.68 1.00 0.67 0.64 0.64 0.19 0.14 0.14 0.10 0.09 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 499 2401 1583 425 2247 1005 220 265 226 141 156 v/s Ratio Prot c0.02 c0.25 0.00 0.23 c0.02 c0.04 0.00 0.02 v/s Ratio Perm 0.14 0.06 0.06 0.01 0.03 0.01 0.01 v/c Ratio 0.21 0.36 0.06 0.09 0.36 0.01 0.25 0.31 0.06 0.08 0.27 Uniform Delay, dl 5.0 8.2 0.0 6.8 10.3 8.0 40.9 46.2 44.5 48.5 50.8 Progression Factor 1.33 1.33 1.00 1.00 1.00 1.00 0.96 0.97 0.89 1.00 1.00 Incremental Delay, d2 0.2 0.4 0.1 0.1 0.4 0.0 0.6 0.7 0.1 0.2 0.9 Delay(s) 6.9 11.4 0,1 6.9 10.8 8.1 40.0 45.5 39.6 48.8 51.8 Level of Service A B A A B A DDDD D Approach Delay (s) 9.9 10.5 41.7 51.4 Approach LOS A B D D Intersection Summary HCM Average Control Delay 15.2 HCM Level of Service B HCM Volume to Capacity ratio 0.34 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 45.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 3: WCR 28 & I-25 Frontage Road 12/29/2005 is —i 7 I ~ t 1 t P y 1 d • Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL-, SBT SBR Lane Configurations Iti ft) 11 tt 1 1. 1 t+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prat) 1770 3508 1770 3477 1770 1852 1770 1863 Flt Permitted 0.54 1.00 0.64 1.00 0.68 1.00 0.58 1.00 Satd. Flow (perm) 1014 3508 1183 3477 1261 1852 1076 1863 Volume(vph) 5 160 10 5 230 30 15 265 10 25 115 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0 92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 5 174 11 5 250 33 16 288 11 27 125 0 RTOR Reduction (vph) 0 9 0 0 25 0 0 1 0 0 0 0 Lane Group Flow(vph) 5 176 0 5 258 0 16 298 0 27 125 0 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 9.5 9.5 9.5 9.5 42.5 42.5 42.5 42.5 Effective Green, g (s) 9.5 9.5 9.5 9.5 42.5 42.5 42.5 42.5 Actuated g/C Ratio 0.16 0.16 0.16 0.16 0.71 0.71 0.71 0.71 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 0 Lane Grp Cap (vph) 161 555 187 551 893 1312 762 1320 v/s Ratio Prot 0.05 c0.07 c0.16 0.07 v/s Ratio Perm 0.00 0.00 0.01 0.03 v/c Ratio 0.03 0.32 0.03 0.47 0.02 0.23 0.04 0.09 Uniform Delay, dl 21.4 22.4 21.3 23.0 2.6 3.0 2.6 2.7 Progression Factor 1.00 1.00 0.90 0.94 0.81 0.79 1.00 1.00 Incremental Delay, d2 0.1 0.3 0.1 0.6 0.0 0.3 0.1 0.1 Delay(s) 21.4 22.7 19.3 22.2 2.1 2.7 2.7 2.9 Level of Service C C B C A A A A Approach Delay(s) 22.7 22.1 2.7 2.8 Approach LOS C C A A Intersection Summary HCM Average Control Delay 12.7 HCM Level of Service B HCM Volume to Capacity ratio 0.27 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 34.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 5: WCR 24 & WCR 13 12/29/2005 0 f —0 C 4- k. 4\ t P \* 4 4/ Movement ESL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Lane Configurations 'I ft r 1 ft r "i ft r vi tt r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.49 1.00 1.00 0.25 1.00 1.00 0.47 1.00 1.00 0.60 1.00 1.00 Satd. Flow(perm) 916 3539 1583 472 3539 1583 872 3539 1583 1117 3539 1583 Volume(vph) 145 620 545 40 265 60 305 225 35 85 270 90 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 158 674 592 43 288 65 332 245 38 92 293 98 RTOR Reduction (vph) 0 0 173 0 0 45 0 0 22 0 0 67 Lane Group Flow(vph) 158 674 419 43 288 20 332 245 16 92 293 31 Turn Type pm+pt pm+ov pm+pt Perm pm+pt Perm pm+pt Perm Protected Phases 7 4 5 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 6 Actuated Green, G(s) 48.2 39.8 59.7 43.8 37.6 37.6 62.0 49.3 49.3 46.8 38.1 38.1 Effective Green, g (s) 48.2 39.8 59.7 43.8 37.6 37.6 62.0 49.3 49.3 46.8 38.1 38.1 Actuated g/C Ratio 0.40 0.33 0.50 0.36 0.31 0.31 0.52 0.41 0.41 0.39 0.32 0.32 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 0 Lane Grp Cap (vph) 428 1174 840 239 1109 496 599 1454 650 483 1124 503 v/s Ratio Prot c0.03 c0.19 c0.08 0.01 0.08 c0.09 0.07 0.01 0.08 v/s Ratio Perm 0.12 0.18 0.06 0.01 c0.19 0.01 0.06 0.02 v/c Ratio 0.37 0.57 0.50 0.18 0.26 0.04 0.55 0.17 0.02 0.19 0.26 0.06 Uniform Delay, dl 23.7 33.1 20.2 25.6 30.8 28.7 17.6 22.4 21.0 23.6 30.5 28.5 Progression Factor 0.59 0.59 0.41 1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.93 0.83 Incremental Delay, d2 0.4 1.6 0.4 0.4 0.6 0.2 1.1 0.3 0.1 0.2 0.5 0.2 Delay(s) 14.4 21.1 8.6 26.0 31.4 28.8 18.7 22.6 21.1 21.3 28.8 24.0 Level of Service BC A CCC BCCCCC Approach Delay(s) 15.1 30.4 20.4 26.4 Approach LOS B C C C Intersection Summary • HCM Average Control Delay 20.2 HCM Level of Service C HCM Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 120.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 58.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • St.Vrain Lakes(LSC#040840) 2025 PM Peak Bkgnd Alam Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 6: WCR 24 & I-25 Frontage Road 12/29/2005 • Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL. SBT SBR Lane Configurations 'I'I ft r 19 ft ri m ++ r ) tt r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3539 1583 1770 3539 1583 3433 3539 1583 1770 3539 1583 Flt Permitted 0.22 1.00 1.00 0.17 1.00 1.00 0.57 1.00 1.00 0.65 1.00 1.00 Satd. Flow (perm) 793 3539 1583 314 3539 1583 2068 3539 1583 1208 3539 1583 Volume (vph) 550 1220 350 15 660 85 605 150 35 160 90 600 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 598 1326 380 16 717 92 658 163 38 174 98 652 RTOR Reduction (vph) 0 0 99 0 0 49 0 0 29 0 0 0 Lane Group Flow(vph) 598 1326 281 16 717 43 658 163 9 174 98 652 Turn Type pm+pt pm+ov Perm pm+ov pm+pt Perm pm+pt Free Protected Phases 7 4 5 8 1 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Free Actuated Green, G (s) 66.0 66.0 88.6 43.9 43.9 56.6 46.0 29.3 29.3 32.1 19.4 120.0 Effective Green, g (s) 66.0 66.0 88.6 43.9 43.9 56.6 46.0 29.3 29.3 32.1 19.4 120.0 Actuated g/C Ratio 0.55 0.55 0.74 0.37 0.37 0.47 0.38 0.24 0.24 0.27 0.16 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 834 1946 1222 115 1295 799 1050 864 387 383 572 1583 v/s Ratio Prot 0.11 c0.37 0.04 0.20 0.01 c0.12 0.05 0.05 0.03 v/s Ratio Perm c0.29 0.13 0.05 0.02 c0.12 0.01 0.07 0.41 v/c Ratio 0.72 0.68 0.23 0.14 0.55 0.05 0.63 0.19 0.02 0.45 0.17 0.41 Uniform Delay, dl 17.7 19.4 4.9 25.4 30.3 17.2 28.3 35.9 34.5 35.7 43.4 0.0 Progression Factor 1.00 1.00 1.00 1.07 1.12 2.95 1.00 1.00 1.00 0.90 0.94 1.00 Incremental Delay, d2 3.0 2.0 0.1 2.4 1.6 0.0 1.2 0.5 0.1 0.9 0.6 0.8 Delay(s) 20.7 21.4 5.0 29.6 35.6 50.8 29.5 36.4 34.6 33.1 41.4 0.8 Level of Service CC ACDDCDCCD A Approach Delay(s) 18.5 37.2 31.0 11.2 Approach LOS B D C B Intersection Summary HCM Average Control Delay 22.5 HCM Level of Service C HCM Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 71.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 7: WCR 28 & WCR 9.5 12/29/2005 • -1 -0 l I ~ t 4\ t P ti j d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►l f14 '1 ft+ Iii lit r 'i fT r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.91 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3539 3214 3539 1770 3539 1583 Flt Permitted 0.35 1.00 1.00 1.00 0.54 1.00 1.00 Satd. Flow(perm) 648 3539 3214 3539 1011 3539 1583 Volume (vph) 120 75 0 0 60 95 0 275 0 135 420 200 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 130 82 0 0 65 103 0 299 0 147 457 217 RTOR Reduction (vph) 0 0 0 0 96 0 0 0 0 0 0 77 Lane Group Flow(vph) 130 82 0 0 72 0 0 299 0 147 457 140 Turn Type pm+pt pm+pt pm+pt Perm pm+pt Penn Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Actuated Green, G (s) 25.3 25.3 8.5 74.0 85.9 77.2 77.2 Effective Green, g (s) 25.3 25.3 8.5 74.0 85.9 77.2 77.2 Actuated g/C Ratio 0.21 0.21 0.07 0.62 0.72 0.64 0.64 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 . Lane Grp Cap (vph) 256 746 228 2182 779 2277 1018 v/s Ratio Prot c0.05 0.02 0.02 0.08 c0.01 c0.13 v/s Ratio Perm c0.05 0.12 0.09 v/c Ratio 0.51 0.11 0.32 0.14 0.19 0.20 0.14 Uniform Delay, dl 40.5 38.3 53.0 9.6 5.3 8.8 8.4 Progression Factor 0.73 0.73 0.69 0.50 0.87 0.93 0.79 Incremental Delay, d2 1.5 0.1 0.8 0.1 0.1 0.2 0.3 Delay(s) 31.0 28.1 37.4 4.9 4.8 8.3 6.9 Level of Service C C D A A A A Approach Delay(s) 29.9 37.4 4.9 7.3 Approach LOS C D A A Intersection Summary HCM Average Control Delay 13.4 HCM Level of Service B HCM Volume to Capacity ratio 0.27 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 5 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 8: 1-25 Frontage Road & WCR 9.5 12/29/2005 • `\ 1 d Movement EEL EBR NBL NBT SBT SBR Lane Configurations r 'i if Ti+ Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 125 290 290 420 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 136 315 315 457 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1245 228 457 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1245 228 457 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 • p0 queue free % 100 82 71 cM capacity(veh/h) 119 774 1101 Direction, Lane# EB:1 NB I NB 2 NB 3 S81 SB 2 Volume Total 136 315 158 158 304 152 Volume Left 0 315 0 0 0 0 Volume Right 136 0 0 0 0 0 cSH 774 1101 1700 1700 1700 1700 Volume to Capacity 0.18 0.29 0.09 0.09 0.18 0.09 Queue Length 95th (ft) 16 30 0 0 0 0 Control Delay(s) 10.6 9.6 0.0 0.0 0.0 0.0 Lane LOS B A Approach Delay (s) 10.6 4.8 0.0 Approach LOS B Intersection Summary Average Delay 3.7 Intersection Capacity Utilization 34.3% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 6 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 10: WCR 28 & WCR 11 12/29/2005 •i t -; C 4- k- 4\ t /* ti 1 1 Movement EBL EST EBR WBL WBT WBR NBL NBT NBR SBA SBT SBR Lane Configurations lii tt+ I Tip 1 1+ i 14 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.94 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 3539 3330 1770 1583 Flt Permitted 0.39 1.00 1.00 0.66 1.00 Satd. Flow(perm) 727 3539 3330 1234 1583 Volume(vph) 60 145 0 0 100 65 0 0 0 60 0 55 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 65 158 0 0 109 71 0 0 0 65 0 60 RTOR Reduction (vph) 0 0 0 0 64 0 0 0 0 0 24 0 Lane Group Flow(vph) 65 158 0 0 116 0 0 0 0 65 36 0 Turn Type pm+pt Perm pm+pt pm+pt Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 15.6 15.6 6.3 36.4 36.4 Effective Green, g (s) 15.6 15.6 6.3 36.4 36.4 Actuated g/C Ratio 0.26 0.26 0.10 0.61 0.61 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 281 920 350 788 960 v/s Ratio Prot c0.02 0.04 c0.03 c0.01 0.02 v/s Ratio Perm 0.04 c0.04 v/c Ratio 0.23 0.17 0.33 0.08 0.04 Uniform Delay, dl 17.2 17.2 24.9 5.0 4.8 Progression Factor 0.85 0.86 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.1 0.6 0.0 0.1 Delay(s) 15.0 14.8 25.5 5.0 4.8 Level of Service B B C A A Approach Delay(s) 14.8 25.5 0.0 4.9 Approach LOS B C A A Intersection Summary HCM Average Control Delay 16.1 HCM Level of Service B HCM Volume to Capacity ratio 0.13 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 21.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 7 LSC, Inc. RCM Signalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 18: SH 66 & WCR 11 12/29/2005 • { 4\ 1' Movement EBT EBR WBL WBT NBL NBR Lane Configurations ft P '1 ft !P P Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3539 1583 1770 3539 3433 1583 Flt Permitted 1.00 1.00 0.24 1.00 0.95 1.00 Satd. Flow(perm) 3539 1583 450 3539 3433 1583 Volume (vph) 960 130 30 740 170 25 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 1043 141 33 804 185 27 RTOR Reduction (vph) 0 0 0 0 0 25 Lane Group Flow(vph) 1043 141 33 804 185 2 Turn Type Free pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases Free 8 2 Actuated Green, G (s) 93.4 120.0 101.1 101.1 10.9 10.9 Effective Green, g (s) 93.4 120.0 101.1 101.1 10.9 10.9 Actuated g/C Ratio 0.78 1.00 0.84 0.84 0.09 0.09 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 . Lane Grp Cap (vph) 2755 1583 420 2982 312 144 v/s Ratio Prot c0.29 0.00 c0.23 c0.05 v/s Ratio Perm 0.09 0.06 0.00 v/c Ratio 0.38 0.09 0.08 0.27 0.59 0.02 Uniform Delay, dl 4.2 0.0 2.1 1.9 52.4 49.7 Progression Factor 0.52 1.00 1.49 1.33 0.99 0.98 Incremental Delay, d2 0.4 0.1 0.1 0.2 3.0 0.0 Delay(s) 2.5 0.1 3.2 2.8 55.0 48.6 Level of Service A A A A D D Approach Delay(s) 2.2 2.8 54.2 Approach LOS A A D Intersection Summary • HCM Average Control Delay 7.4 HCM Level of Service A HCM Volume to Capacity ratio 0.40 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 38.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 8 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 23: WCR 28 & WCR 13 12/29/2005 • 4\ T d Movement EBL EBR NBL NBT SBT SBR Lane Configurations P 9 tt tt r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prat) 1770 1583 1770 3539 3539 1583 Flt Permitted 0.95 1.00 0.57 1.00 1.00 1.00 Satd. Flow(perm) 1770 1583 1066 3539 3539 1583 Volume (vph) 10 200 160 195 165 5 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 11 217 174 212 179 5 RTOR Reduction (vph) 0 191 0 0 0 0 Lane Group Flow(vph) 11 26 174 212 179 5 Turn Type Perm pm+pt Free Protected Phases 4 5 2 6 Permitted Phases 4 2 Free Actuated Green, G (s) 7.1 7.1 44.9 44.9 34.5 60.0 Effective Green, g (s) 7.1 7.1 44.9 44.9 34.5 60.0 Actuated g/C Ratio 0.12 0.12 0.75 0.75 0.57 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 209 187 873 2648 2035 1583 v/s Ratio Prot 0.01 c0.02 0.06 0.05 v/s Ratio Perm c0.02 c0.13 0.00 v/c Ratio 0.05 0.14 0.20 0.08 0.09 0.00 Uniform Delay, dl 23.5 23.7 2.3 2.0 5.7 0.0 Progression Factor 1.00 1.00 0.53 0.49 0.92 1.00 Incremental Delay, d2 0.1 0.3 0.1 0.1 0.1 0.0 Delay(s) 23.6 24.0 1.3 1.0 5.4 0.0 Level of Service CC A A A A Approach Delay(s) 24.0 1.2 5.2 Approach LOS C A A Intersection Summary HCM Average Control Delay 8.6 HCM Level of Service A HCM Volume to Capacity ratio 0.19 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 26.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 24: WCR 28 & West PA-12 Access 12/29/2005 • f / & `\ t P `" 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T'+ 'S +1� if if Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 0 200 0 0 165 0 0 0 0 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 217 0 0 179 0 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 878 pX, platoon unblocked vC, conflicting volume 179 217 307 397 109 288 397 90 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 179 217 307 397 109 288 397 90 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 100 100 100 100 100 100 100 100 cM capacity(veh/h) 1394 1349 622 539 924 642 539 950 Direction, Lane# EB 1 EB 2 EB 3 WB 1 WB.2 WB 3 ;NB 1 SB 1 Volume Total 0 145 72 0 120 60 0 0 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 0 0 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.00 0.09 0.04 0.00 0.07 0.04 0.00 0.00 Queue Length 95th (ft) 0 0 0 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS A A Approach Delay(s) 0.0 0.0 0.0 0.0 Approach LOS A A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 8.9% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 10 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 31: South Access Drive & WCR 13 12/29/2005 • 1 t d Movement EBL EBR NBL NBT SBT SBR Lane Configurations r '1 tt ft 1" Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1770 3539 3539 1583 Flt Permitted 0.95 1.00 0.65 1.00 1.00 1.00 Satd. Flow(perm) 1770 1583 1214 3539 3539 1583 Volume (vph) 25 25 25 180 145 25 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 27 27 27 196 158 27 RTOR Reduction (vph) 0 26 0 0 0 5 Lane Group Flow(vph) 27 1 27 196 158 22 Turn Type Perm Perm Perm Protected Phases 4 2 6 Permitted Phases 4 2 6 Actuated Green, G (s) 2.9 2.9 49.1 49.1 49.1 49.1 Effective Green, g (s) 2.9 2.9 49.1 49.1 49.1 49.1 Actuated g/C Ratio 0.05 0.05 0.82 0.82 0.82 0.82 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3,0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 86 77 993 2896 2896 1295 v/s Ratio Prot c0.02 c0.06 0.04 v/s Ratio Perm 0.00 0.02 0.01 v/c Ratio 0.31 0.02 0.03 0.07 0.05 0.02 Uniform Delay, dl 27.6 27.2 1.0 1.0 1.0 1.0 Progression Factor 1.00 1.00 0.67 0.67 0.87 0.73 Incremental Delay, d2 2.1 0.1 0.1 0.0 0.0 0.0 Delay(s) 29.7 27,3 0.7 0.7 0.9 0.8 Level of Service CC A A A A Approach Delay(s) 28.5 0.7 0.9 Approach LOS C A A Intersection Summary HCM Average Control Delay 4.1 HCM Level of Service A HCM Volume to Capacity ratio 0.08 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 20.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 11 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 33: Commercial RTO Access & WCR 13 12/29/2005 • 1 f i d Movement EBL EBR NBL NBT SBT SBR Lane Configurations Tt ft r Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 55 0 220 110 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 60 0 239 120 60 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 720 pX, platoon unblocked vC, conflicting volume 239 60 179 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 239 60 179 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 94 100 • cM capacity(veh/h) 728 993 1394 Direction, Lane# EB 1 NB 1 NB 2 SB 1 .SB 2 SB 3 Volume Total 60 120 120 60 60 60 Volume Left 0 0 0 0 0 0 Volume Right 60 0 0 0 0 60 cSH 993 1700 1700 1700 1700 1700 Volume to Capacity 0.06 0.07 0.07 0.04 0.04 0.04 Queue Length 95th (ft) 5 0 0 0 0 0 Control Delay(s) 8.9 0.0 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 8.9 0.0 0.0 Approach LOS A Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 13.4% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 35: SH 66 & East Commercial 3/4 Access 12/29/2005 { ~ 4 p Movement EBT EBR WBL WBT NBL NBR Lane Configurations tat r 'i 44 r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 930 28 0 825 0 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1011 30 0 897 0 30 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1025 pX, platoon unblocked 0.90 vC, conflicting volume 1041 1459 505 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1041 1400 505 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3,5 3.3 p0 queue free % 100 100 94 • cM capacity (veh/h) 664 118 512 Direction, Lane# EB 1 EB 2 E8 3 WB 1 WB 2 WB 3 NB1 NB 2 Volume Total 505 505 30 0 448 448 0 30 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 0 30 0 0 0 0 30 cSH 1700 1700 1700 1700 1700 1700 1700 512 Volume to Capacity 0.30 0.30 0.02 0.00 0.26 0.26 0.00 0.06 Queue Length 95th (ft) 0 0 0 0 0 0 0 5 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12.5 Lane LOS A B Approach Delay (s) 0.0 0.0 12.5 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 35.7% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 13 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 37: Main Internal Collector & WCR 11 12/29/2005 Movement EBL EBT EBR WBL V1/13T WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1+ t r Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 135 0 110 0 0 0 125 10 0 0 10 150 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 147 0 120 0 0 0 136 11 0 0 11 163 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 375 375 92 413 457 11 174 11 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 375 375 92 413 457 11 174 11 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free % 73 100 88 100 100 100 90 100 cM capacity(veh/h) 539 502 965 446 452 1070 1403 1608 Direction, Lane# EB 1 EB 2 WB 1 WB 2 NB'1 NB 2 NB 3 S81 S8 2 Volume Total 147 120 0 0 136 11 0 0 174 Volume Left 147 0 0 0 136 0 0 0 0 Volume Right 0 120 0 0 0 0 0 0 163 cSH 539 965 1700 1700 1403 1700 1700 1700 1700 Volume to Capacity 0.27 0.12 0.00 0.00 0.10 0.01 0.00 0.00 0.10 Queue Length 95th (ft) 27 11 0 0 8 0 0 0 0 Control Delay (s) 14.2 9.3 0.0 0.0 7.8 0.0 0.0 0.0 0.0 Lane LOS B A A A A Approach Delay (s) 12.0 0.0 7.3 0.0 Approach LOS B A Intersection Summary Average Delay 7.2 Intersection Capacity Utilization 34.2% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 14 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 37: Main Internal Collector & WCR 11 12/30/2005 • f -- C I— ks 4\ t P \* d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations II T li 1+ ) p r 1 T Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.86 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1583 1770 1863 1601 Fit Permitted 0.76 1.00 0.65 1.00 1.00 Satd. Flow(perm) 1410 1583 1206 1863 1601 Volume(vph) 135 0 110 0 0 0 125 10 0 0 10 150 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 147 0 120 0 0 0 136 11 0 0 11 163 RTOR Reduction (vph) 0 72 0 0 0 0 0 0 0 0 98 0 Lane Group Flow(vph) 147 48 0 0 0 0 136 11 0 0 76 0 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 16.0 16.0 16.0 16.0 16.0 Effective Green, g (s) 16.0 16.0 16.0 16.0 16.0 Actuated g/C Ratio 0.40 0.40 0.40 0.40 0.40 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 564 633 482 745 640 • v/s Ratio Prot 0.03 0.01 0.05 v/s Ratio Perm c0.10 c0.11 v/c Ratio 0.26 0.08 0.28 0.01 0.12 Uniform Delay, dl 8.0 7.4 8.1 7.2 7.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.2 1.5 0.0 0.4 Delay(s) 9.2 7.7 9.6 7.3 7.9 Level of Service A A A A A Approach Delay(s) 8.5 0.0 9.4 7.9 Approach LOS A A A A Intersection Summary HCM Average Control Delay 8.6 HCM Level of Service A HCM Volume to Capacity ratio 0.27 Actuated Cycle Length (s) 40.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 34.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 0 St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 38: Commercial RTO Access & WCR 11 12/29/2005 • t t Movement WBL WBR NBT NBR SBL SBT Lane Configurations T �► T Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 55 145 0 0 160 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 60 158 0 0 174 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) 613 pX, platoon unblocked vC, conflicting volume 332 158 158 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 332 158 158 tC,single(s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 • p0 queue free % 100 93 100 cM capacity(veh/h) 663 888 1422 Direction, Lane# WB,1 NB 1 NB 2 S81 Volume Total 60 158 0 174 Volume Left 0 0 0 0 Volume Right 60 0 0 0 cSH 888 1700 1700 1700 Volume to Capacity 0.07 0.09 0.00 0.10 Queue Length 95th (ft) 5 0 0 0 Control Delay(s) 9.3 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 9.3 0.0 0.0 Approach LOS A Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 17.7% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 15 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 51: South Access Drive & Main Internal Collector 12/29/2005 • C t T /' ti Movement WBL WBR NBT NBR SBL SBT Right Turn Channelized Volume (veh/h) 0 0 0 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 0 0 0 Approach Volume (veh/h) 0 0 0 Crossing Volume(veh/h) 0 0 0 High Capacity(veh/h) 1385 1385 1385 High v/c (veh/h) 0.00 0.00 0.00 Low Capacity (veh/h) 1161 1161 1161 Low v/c(veh/h) 0.00 0.00 0.00 Intersection Sutrrriary Maximum v/c High 0.00 Maximum v/c Low 0.00 Intersection Capacity Utilization 0.0% ICU Level of Service A • • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 16 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 54: Main Internal Collector & Central Access Drive 12/29/2005 -• -Nt c4- -\ /* Movement EBT EBR WBL WBT NBL NBR Right Turn Channelized Volume (veh/h) 0 0 0 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 0 0 0 Approach Volume (veh/h) 0 0 0 Crossing Volume (veh/h) 0 0 0 High Capacity (veh/h) 1385 1385 1385 High v/c (veh/h) 0.00 0.00 0.00 Low Capacity (veh/h) 1161 1161 1161 Low v/c (veh/h) 0.00 0.00 0.00 Intersection Summary Maximum v/c High 0.00 Maximum v/c Low 0.00 Intersection Capacity Utilization 13.3% ICU Level of Service A • • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 17 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 62: SH 66 & West Commercial 3/4 Access 12/29/2005 • C 4— 4\ Movement EBT EBR WBL WBT NBL NBR Lane Configurations 44+ r " Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 905 80 55 770 0 80 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 984 87 60 837 0 87 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) 1278 1160 pX, platoon unblocked 0.94 0.94 0,94 vC, conflicting volume 1071 1522 492 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1008 1292 390 tC, single(s) 4.1 6.8 6.9 tC, 2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free % 91 100 85 • cM capacity(veh/h) 640 132 570 Direction, Lane* EB I E6 2 EB 3 WB I :WB 2 :WB 3 ;>NS Volume Total 492 492 87 60 418 418 87 Volume Left 0 0 0 60 0 0 0 Volume Right 0 0 87 0 0 0 87 cSH 1700 1700 1700 640 1700 1700 570 Volume to Capacity 0.29 0.29 0.05 0.09 0.25 0.25 0.15 Queue Length 95th (ft) 0 0 0 8 0 0 13 Control Delay(s) 0.0 0.0 0.0 11.2 0.0 0.0 12.4 Lane LOS B B Approach Delay(s) 0.0 0.7 12.4 Approach LOS B Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 36.6% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes(LSC#040840) 2025 PM Peak Bkgnd Alam Page 18 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 63: Main Internal Collector & North Access Drive 12/29/2005 • I - t tir Movement EBL EBT WBT sWBR SBL SBR Lane Configurations 4 ti Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 0 0 0 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 • cM capacity(veh/h) 1623 1023 1085 Direction, Lane"# EB'I WB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay(s) 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 0.0 0.0 0.0 Approach LOS A Intersection Sumrmry Average Delay 0.0 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 19 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 90: SH 66 & WCR 9.5 12/29/2005 • f . , C -- k- 4\ tp \. l4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations II) ++ r vil ft. r vs +tp im ft+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 0.97 0.95 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 1.00 0.93 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 3433 3539 1583 3433 3539 1583 3433 3294 3433 3278 Flt Permitted 0.21 1.00 1.00 0.21 1.00 1.00 0.41 1.00 0.54 1.00 Satd. Flow(perm) 758 3539 1583 749 3539 1583 1486 3294 1953 3278 Volume (vph) 60 740 275 115 770 25 490 175 150 200 150 145 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 65 804 299 125 837 27 533 190 163 217 163 158 RTOR Reduction (vph) 0 0 0 0 0 14 0 109 0 0 117 0 Lane Group Flow(vph) 65 804 299 125 837 13 533 244 0 217 204 0 Turn Type pm+pt Free pm+pt pm+ov pm+pt pm+pt Protected Phases 7 4 3 8 1 5 2 1 6 Permitted Phases 4 Free 8 8 2 6 Actuated Green, G (s) 52.7 47.3 120.0 55.3 48.6 58.5 54.0 40.1 41.0 31.1 Effective Green, g (s) 52.7 47.3 120.0 55.3 48.6 58.5 54.0 40.1 41.0 31.1 Actuated g/C Ratio 0.44 0.39 1.00 0.46 0.40 0.49 0.45 0.33 0.34 0.26 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 0 Lane Grp Cap(vph) 453 1395 1583 495 1433 824 975 1101 789 850 v/s Ratio Prot 0.01 0.23 0.01 c0.24 0.00 c0.09 0.07 0.02 0.06 v/s Ratio Perm 0.06 c0.19 0.10 0.01 c0.16 0.07 v/c Ratio 0.14 0.58 0.19 0.25 0.58 0.02 0.55 0.22 0.28 0.24 Uniform Delay, dl 20.6 28.5 0.0 19.9 27.8 15.9 22.0 28.7 27.8 35.1 Progression Factor 0.97 0.83 1.00 0.73 0.59 0.05 0.90 0.83 1.00 1.00 Incremental Delay, d2 0.1 1.6 0.2 0.3 1.7 0.0 0.6 0.5 0.2 0.1 Delay(s) 20.1 25.3 0.2 14.8 18.1 0.8 20.3 24.4 27.9 35.3 Level of Service CC A BB A CC C D Approach Delay(s) 18.6 17.3 21.9 32.3 Approach LOS B B C C intersection Summary HCM Average Control Delay 21.1 HCM Level of Service C HCM Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 4.0 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Ill St. Vrain Lakes(LSC#040840) 2025 PM Peak Bkgnd Alam Page 20 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 91: SH 66 & Mead Street 12/30/2005 Movement EBL EBT €BR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I tf r it r P P Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 255 925 190 0 1265 140 0 0 150 0 0 285 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 277 1005 207 0 1375 152 0 0 163 0 0 310 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1258 pX, platoon unblocked 0.75 0.75 0.75 0.75 0.75 0.75 vC, conflicting volume 1527 1212 2557 3087 503 2595 3141 688 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1371 1212 2741 3446 503 2791 3518 254 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 26 100 100 100 68 100 100 45 • cM capacity(veh/h) 373 571 1 1 514 2 1 560 Direction,Lane# ER 1 EB 2 , EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 277 503 503 207 688 688 152 163 310 Volume Left 277 0 0 0 0 0 0 0 0 Volume Right 0 0 0 207 0 0 152 163 310 cSH 373 1700 1700 1700 1700 1700 1700 514 560 Volume to Capacity 0/4 0.30 0.30 0.12 0,40 0.40 0.09 0.32 0.55 Queue Length 95th (ft) 146 0 0 0 0 0 0 34 84 Control belay(s) 37.8 0.0 0.0 0.0 0.0 0.0 0.0 15.2 19.1 Lane LOS E C C Approach Delay(s) 7.0 0.0 15.2 19.1 Approach LOS C C Intersection Summary .: Average Delay 5.4 Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 93: SH 66 & Northbound Ramp 12/30/2005 c 4-- k• t Movement EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '1 fit tiff r 111 4 r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Utii. Factor 1.00 0.95 0.86 1.00 0.95 0.95 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow(prot) 1770 3539 6408 1583 1681 1681 1583 Flt Permitted 0.15 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow(perm) 277 3539 6408 1583 1681 1681 1583 Volume(vph) 410 810 0 0 975 575 400 0 560 0 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 446 880 0 0 1060 625 435 0 609 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 446 880 0 0 1060 625 218 217 609 0 0 0 Turn Type pm+pt Free Perm Free Protected Phases 7 4 8 2 Permitted Phases 4 Free 2 Free Actuated Green, G(s) 69.4 48.7 37.8 115.5 38.1 38.1 115.5 Effective Green, g (s) 69.4 48.7 37.8 115.5 38.1 38.1 115.5 Actuated g/C Ratio 0.60 0.42 0.33 1.00 0.33 0.33 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 523 1492 2097 1583 555 555 1583 v/s Ratio Prot c0.20 0.25 0.17 v/s Ratio Perm c0.31 c0.39 0.13 0.13 0.38 v/c Ratio 0.85 0.59 0.51 0.39 0.39 0.39 0.38 Uniform Delay, dl 25.8 25.7 31.3 0.0 29.8 29.8 0.0 Progression Factor 1.84 0.71 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.0 0.5 0.2 0.7 2.1 2.1 0.7 Delay(s) 57.4 18.8 31.5 0.7 31.9 31.8 0.7 Level of Service E B C A CC A Approach Delay(s) 31.8 20.1 13.7 0.0 Approach LOS C C B A Intersection Summary HCM Average Control Delay 22.3 HCM Level of Service C HCM Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 115.5 Sum of lost time (s) 4.0 Intersection Capacity Utilization 69.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group S St. Vrain Lakes(LSC#040840) 2025 PM Peak Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Bkgnd 94: SH 66 & Southbound Ramp 12/30/2005 • f -. 1. k- 4\ t / ' 4 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 14 r ivi 4+ 4 r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.97 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Fit Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 3539 1583 3433 3539 1770 1583 Fit Permitted 1.00 1.00 0.25 1.00 0.95 1.00 Satd. Flow(perm) 3539 1583 900 3539 1770 1583 Volume(vph) 0 815 385 510 865 0 0 0 0 405 0 325 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 886 418 554 940 0 0 0 0 440 0 353 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 886 418 554 940 0 0 0 0 0 440 353 Turn Type Free pm+pt Perm Free Protected Phases 4 3 8 6 Permitted Phases Free 8 6 Free Actuated Green, G (s) 48.7 115.5 54.5 37.8 38.1 115.5 Effective Green, g (s) 48.7 115.5 54.5 37.8 38.1 115.5 Actuated g/C Ratio 0.42 1.00 0.47 0.33 0.33 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 0 Lane Grp Cap (vph) 1492 1583 791 1158 584 1583 v/s Ratio Prot c0.25 c0.10 c0.27 v/s Ratio Perm 0.26 0.23 0.25 0.22 v/c Ratio 0.59 0.26 0.70 0.81 0.75 0.22 Uniform Delay, dl 25.8 0.0 19.8 35.6 34.5 0.0 Progression Factor 1.00 1.00 2.07 0.67 1.00 1.00 Incremental Delay, d2 0.6 0.4 2.5 4.0 8.7 0.3 Delay(s) 26.4 0.4 43.4 27.7 43.2 0.3 Level of Service C A D C D A Approach Delay(s) 18.1 33.5 0.0 24.1 Approach LOS B C A C Intersection Summary . , . . .. HCM Average Control Delay 25.8 HCM Level of Service C HCM Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 115.5 Sum of lost time (s) 16.0 Intersection Capacity Utilization 69.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Bkgnd Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 2: SH 66 & WCR 13 12/29/2005 • Movement EBL EBT EBR WBL WBT WEIR, NBL NBT NBR SBL SBT SBR Lane Configurations 1 ¢} r 'i f4 r is f P. 'fl I+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.91 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1691 Flt Permitted 0.23 1.00 1.00 0.34 1.00 1.00 0.25 1.00 1.00 0.71 1.00 Satd. Flow(perm) 428 3539 1583 635 3539 1583 465 1863 1583 1322 1691 Volume (vph) 135 642 120 83 864 15 106 67 62 25 65 105 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 147 698 130 90 939 16 115 73 67 27 71 114 RTOR Reduction (vph) 0 0 0 0 0 6 0 0 54 0 53 0 Lane Group Flow(vph) 147 698 130 90 939 10 115 73 13 27 132 0 Turn Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 8 2 2 6 Actuated Green, G (s) 77.7 68.9 120.0 75.5 67.8 67.8 31.4 22.9 22.9 20.1 15.6 Effective Green, g (s) 77.7 68.9 120.0 75.5 67.8 67.8 31.4 22.9 22.9 20.1 15.6 Actuated g/C Ratio 0.65 0.57 1.00 0.63 0.56 0.56 0.26 0.19 0.19 0.17 0.13 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 376 2032 1583 472 2000 894 250 356 302 238 220 v/s Ratio Prot c0.03 0.20 0.01 c0.27 c0.05 0.04 0.00 c0.08 v/s Ratio Perm 0.22 c0.08 0.11 0.01 0.08 0.01 0.01 vlc Ratio 0.39 0.34 0.08 0.19 0.47 0.01 0.46 0.21 0.04 0.11 0.60 Uniform Delay, dl 9.7 13.6 0.0 9.0 15.5 11.4 35.6 40.9 39.6 42.2 49.3 Progression Factor 1.46 0.48 1.00 1.00 1.00 1.00 0.87 0.88 1.23 1.00 1.00 Incremental Delay, d2 0.6 0.4 0.1 0.2 0.8 0.0 1.3 0.3 0.1 0.2 4.4 Delay (s) 14.8 7.0 0.1 9.2 16.2 11.4 32.2 36.2 48.6 42.4 53.6 Level of Service B A A A B B C D D D D Approach Delay(s) 7.2 15.6 37.7 52.2 Approach LOS A B D D Intersection Summary HCM Average Control Delay 17 7 HCM Level of Service B HCM Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 60.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 3: WCR 28 & I-25 Frontage Road 12/29/2005 �' { ~ t 4\ t t ti 1 d • Movement EBL EBT EBR WBL WBT WBR ::, NBL NBT NBR BBL SBT SBR Lane Configurations ' 0 'i +1+ 'I A II it Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.99 1.00 0.97 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1770 3495 1770 3495 1770 1815 1770 1863 Flt Permitted 0.33 1.00 0.45 1.00 0.61 1.00 0.68 1.00 Satd. Flow(perm) 618 3495 832 3495 1132 1815 1264 1863 Volume(vph) 5 379 34 26 512 46 25 93 19 41 214 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 5 412 37 28 557 50 27 101 21 45 233 0 RTOR Reduction (vph) 0 13 0 0 13 0 0 10 0 0 0 0 Lane Group Flow(vph) 5 436 0 28 594 0 27 112 0 45 233 0 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 20.8 20.8 20.8 20.8 31.2 31.2 31.2 31.2 Effective Green, g (s) 20.8 20.8 20.8 20.8 31.2 31.2 31.2 31.2 Actuated 9/C Ratio 0.35 0.35 0.35 0.35 0.52 0.52 0.52 0.52 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 . Lane Grp Cap (vph) 214 1212 288 1212 589 944 657 969 v/s Ratio Prot 0.12 c0.17 0.06 c0.13 v/s Ratio Perm 0.01 0.03 0.02 0.04 v/c Ratio 0.02 0.36 0.10 0.49 0.05 0.12 0.07 0.24 Uniform Delay, dl 12.9 14.6 13.3 15.4 7.1 7.4 7.2 7.9 Progression Factor 1.00 1.00 0.62 0.62 0.83 0.81 1.00 1.00 Incremental Delay, d2 0.0 0.2 0.1 0.3 0.1 0.2 0.2 0.6 Delay(s) 13.0 14.8 8.3 9.8 6.0 6.2 7.4 8.5 Level of Service B B A A A A A A Approach Delay(s) 14.8 9.7 6.1 8.3 Approach LOS B A A A Intersection Summary HCM Average Control Delay 10.6 HCM Level of Service B HCM Volume to Capacity ratio 0.34 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 46.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 5: WCR 24 & WCR 13 12/29/2005 • f —. - , C ~ k- 4\ T P \* 1 d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i ft, r 1 4i, r li sfi r ill +et r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1583 1770 3539 1583 1770 3539 1583 Fit Permitted 0.13 1.00 1.00 0.59 1.00 1.00 0.24 1.00 1.00 0.55 1.00 1.00 Satd. Flow(perm) 240 3539 1583 1100 3539 1583 444 3539 1583 1021 3539 1583 Volume (vph) 111 240 257 65 592 115 584 311 50 164 480 327 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 121 261 279 71 643 125 635 338 54 178 522 355 RTOR Reduction (vph) 0 0 58 0 0 97 0 0 27 0 0 125 Lane Group Flow(vph) 121 261 221 71 643 28 635 338 27 178 522 230 Turn Type pm+pt pm+ov pm+pt Perm pm+pt Perm pm+pt Perm Protected Phases 7 4 5 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 6 Actuated Green, G (s) 39.0 31.0 70.2 31.0 27.0 27.0 73.0 58.9 58.9 39.9 29.8 29.8 Effective Green, g (s) 39.0 31.0 70.2 31.0 27.0 27.0 73.0 58.9 58.9 39.9 29.8 29.8 Actuated g/C Ratio 0.32 0.26 0.59 0.26 0.22 0.22 0.61 0.49 0.49 0.33 0.25 0.25 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap(vph) 180 914 979 307 796 356 703 1737 777 403 879 393 v/s Ratio Prot c0.04 0.07 0.07 0.01 c0.18 c0.30 0.10 0.04 0.15 v/s Ratio Perm 0.17 0.07 0.05 0.02 c0.25 0.02 0.11 0.15 v/c Ratio 0.67 0.29 0.23 0.23 0.81 0.08 0.90 0.19 0.03 0.44 0.59 0.59 Uniform Delay, dl 31.6 35.6 11.9 34.4 44.0 36.7 23.8 17.2 15.8 29.7 39.8 39.7 Progression Factor 1.16 1.13 0.53 1.00 1.00 1.00 1.00 1.00 1.00 0.82 0.95 0.92 Incremental Delay, d2 9.3 0.8 0.1 0.4 8.6 0.4 14.9 0.3 0.1 0.7 2.8 5.9 Delay(s) 46.1 41.2 6.5 34.8 52.7 37.1 38.8 17.4 15.9 25.0 40.4 42.2 Level of Service D D A C D D D B B C D D Approach Delay(s) 27.4 48.8 30.6 38.4 Approach LOS C D C D Intersection Summary. HCM Average Control Delay 36.6 HCM Level of Service D HCM Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 81.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alain Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 6: WCR 24 & 1-25 Frontage Road 12/29/2005 . f --P Nit (- +- k- 4\ t P `► 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations VI f+ fir 'I tit' r NI ++ r 'i ++ r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3539 1583 1770 3539 1583 3433 3539 1583 1770 3539 1583 Flt Permitted 0.07 1.00 1.00 0.48 1.00 1.00 0.50 1.00 1.00 0.67 1.00 1.00 Satd. Flow(perm) 249 3539 1583 894 3539 1583 1790 3539 1583 1248 3539 1583 Volume (vph) 788 437 560 32 1336 207 295 119 19 132 186 874 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 857 475 609 35 1452 225 321 129 21 143 202 950 RTOR Reduction (vph) 0 0 35 0 0 66 0 0 18 0 0 0 Lane Group Flow(vph) 857 475 574 35 1452 159 321 129 3 143 202 950 Turn Type pm+pt pm+ov Perm pm+ov pm+pt Perm pm+pt Free Protected Phases 7 4 5 8 1 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Free Actuated Green, G(s) 86.0 86.0 92.0 54.0 54.0 59.0 23.0 17.0 17.0 21.0 16.0 120.0 Effective Green, g (s) 86.0 86.0 92.0 54.0 54.0 59.0 23.0 17.0 17.0 21.0 16.0 120.0 Actuated g/C Ratio 0.72 0.72 0.77 0.45 0.45 0.49 0.19 0.14 0.14 0.18 0.13 1.00 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 alLane Grp Cap(vph) 921 2536 1266 402 1593 831 425 501 224 240 472 1583 v/s Ratio Prot c0.22 0.13 0.02 0.41 0.01 0.04 0.04 0.02 0.06 v/s Ratio Perm c0.45 0.34 0.04 0.09 c0.11 0.00 0.08 c0.60 v/c Ratio 0.93 0.19 0.45 0.09 0.91 0.19 0.76 0.26 0.01 0.60 0.43 0.60 Uniform Delay, dl 37.7 5.6 5.0 18,9 30.8 17.1 45.0 45.9 44.3 44.7 47.8 0.0 Progression Factor 1.00 1.00 1.00 0.88 0.84 0.61 1.00 1.00 1.00 0.92 0.93 1.00 Incremental Delay, d2 15.5 0.2 0.3 0.2 5.9 0.1 7.5 1.2 0.1 3.9 2.8 1.7 Delay(s) 53.2 5.7 5.3 16.9 31.6 10.5 52.5 47.1 44.4 44.9 47.1 1.7 Level of Service D A A B C B D D D D D A Approach Delay(s) 26.5 28.6 50.7 13.5 Approach LOS C C D B Intersection Summary HCM Average Control Delay 26.2 HCM Level of Service C HCM Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 4.0 Intersection Capacity Utilization 86.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 7: WCR 28 & WCR 9.5 12/29/2005 • Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL sir SBR Lane Configurations ►t +i+ ' ft. ' ft r ) ft r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.98 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3476 1770 3363 1770 3539 1583 1770 3539 1583 Flt Permitted 0.21 1.00 0.45 1.00 0.48 1.00 1.00 0.24 1.00 1.00 Satd. Flow(perm) 390 3476 837 3363 892 3539 1583 452 3539 1583 Volume(vph) 239 176 24 395 351 175 93 686 166 130 381 140 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 260 191 26 429 382 190 101 746 180 141 414 152 RTOR Reduction (vph) 0 8 0 0 55 0 0 0 102 0 0 86 Lane Group Flow(vph) 260 209 0 429 517 0 101 746 78 141 414 66 Turn Type pm+pt pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Actuated Green, G (s) 40.7 19.1 47.1 22.3 57.8 50.0 50.0 62.4 52.3 52.3 Effective Green, g (s) 40.7 19.1 47.1 22.3 57.8 50.0 50.0 62.4 52.3 52.3 Actuated g/C Ratio 0.34 0.16 0.39 0.19 0.48 0.42 0.42 0.52 0.44 0.44 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 381 553 521 625 487 1475 660 346 1542 690 v/s Ratio Prot 0.12 0.06 c0.17 00.15 0.01 c0.21 c0.03 0.12 v/s Ratio Perm 0.11 0.15 0.09 0.05 0.18 0.04 v/c Ratio 0.68 0.38 0.82 0.83 0.21 0.51 0.12 0.41 0.27 0.10 Uniform Delay, dl 31.6 45.1 29.5 47.0 17.1 25.9 21.5 16.7 21.6 19.9 Progression Factor 1.16 1.18 0.92 0.88 0.70 0.68 0.36 0.87 0.79 0.92 Incremental Delay, d2 4.8 0.4 8.0 6.9 0.2 1.2 0.4 0.7 0.4 0.3 Delay(s) 41.3 53.6 35.0 48.4 12.3 18.9 8.2 15.2 17.5 18.6 Level of Service D D D D B B A B B B Approach Delay(s) 46.9 42.7 16.4 17.3 Approach LOS D D B B Intersection Summary HCM Average Control Delay 29.3 HCM Level of Service C HCM Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 68.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 5 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 8: 1-25 Frontage Road & WCR 9.5 12/29/2005 • 1 t d Movement EBL EBR NBL NBT SBT SBR Lane Configurations r 'i ft tt• Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 225 113 706 811 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 245 123 767 882 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1511 441 882 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1511 441 882 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 57 84 • cM capacity(veh/h) 93 564 763 Direction, Lane# EB'1 NB 1, NB 2 NB 3 SB 1 sia 2 Volume Total 245 123 384 384 588 294 Volume Left 0 123 0 0 0 0 Volume Right 245 0 0 0 0 0 cSH 564 763 1700 1700 1700 1700 Volume to Capacity 0.43 0.16 0.23 0.23 0.35 0.17 Queue Length 95th (ft) 54 14 0 0 0 0 Control Delay (s) 16.2 10.6 0.0 0.0 0.0 0.0 Lane LOS C B Approach Delay(s) 16.2 1.5 0.0 Approach LOS C Intersection Summary Average Delay 2.6 Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 6 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 10: WCR 28 & WCR 11 12/29/2005 0 f — c 4— t 4\ T P \a I, I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' }i 1 41+ 5 1+ ' T Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.86 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1770 3518 1770 3465 1770 1848 1770 1598 Flt Permitted 0.22 1.00 0.53 1.00 0.41 1.00 0.64 1.00 Satd. Flow(perm) 403 3518 983 3465 764 1848 1185 1598 Volume(vph) 194 334 14 3 507 83 204 168 9 121 12 210 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 211 363 15 3 551 90 222 183 10 132 13 228 RTOR Reduction (vph) 0 5 0 0 23 0 0 4 0 0 178 0 Lane Group Flow(vph) 211 373 0 3 618 0 222 189 0 132 63 0 Turn Type pm+pt Perm pm+pt pm+pt Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green,G(s) 29.3 29.3 14.5 14.5 20.3 14.8 17.1 13.2 Effective Green, g (s) 29.3 29.3 14.5 14.5 20.3 14.8 17.1 13.2 Actuated g/C Ratio 0.49 0.49 0.24 0.24 0.34 0.25 0.29 0.22 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 443 1718 238 837 351 456 376 352 • v/s Ratio Prot c0.09 0.11 c0.18 c0.06 0.10 0.02 0.04 v/s Ratio Perm 0.15 0.00 c0.16 0.08 v/c Ratio 0.48 0.22 0.01 0.74 0.63 0.41 0.35 0.18 Uniform Delay, dl 10.1 8.8 17.3 21.0 15.4 19.0 16.6 19.0 Progression Factor 1.24 0.62 1.00 1.00 1.00 1.00 0.99 1.04 Incremental Delay, d2 0.8 0.1 0.0 3.4 3.7 2.8 0.6 1.1 Delay(s) 13.3 5.5 17.3 24.4 19.1 21.7 16.9 20.8 Level of Service B A B C B C B C Approach Delay(s) 8.3 24.4 20.3 19.4 Approach LOS A C C B Intersection Summary HCM Average Control Delay 18.0 HCM Level of Service B HCM Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 7 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 14: PA-2 and PA-5 Access & WCR 9.5 12/29/2005 { t- t 4\ t fi ti 1 r • Movement EEL EBT EBR 1NBL WBT WBR NBL NBT NBR S&L SBT SBR Lane Configurations 4 r 4 r 1 ff r is tie r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1776 1583 1775 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.54 1.00 0.67 1.00 0.41 1.00 1.00 0.39 1.00 1.00 Satd. Flow(perm) 1000 1583 1249 1583 770 3539 1583 730 3539 1583 Volume (vph) 73 2 76 163 3 39 56 613 37 39 572 81 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 79 2 83 177 3 42 61 666 40 42 622 88 RTOR Reduction (vph) 0 0 67 0 0 34 0 0 13 0 0 28 Lane Group Flow(vph) 0 81 16 0 180 8 61 666 27 42 622 60 Turn Type Penn Perm Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 2 6 6 Actuated Green, G(s) 11.3 11.3 11.3 11.3 40.7 40.7 40.7 40.7 40.7 40.7 Effective Green, g (s) 11.3 11.3 11.3 11.3 40.7 40.7 40.7 40.7 40.7 40.7 Actuated g/C Ratio 0.19 0.19 0.19 0.19 0.68 0.68 0.68 0.68 0.68 0.68 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 188 298 235 298 522 2401 1074 495 2401 1074 • v/s Ratio Prot c0.19 0.18 v/s Ratio Perm 0.08 0.01 c0.14 0.00 0.08 0.02 0.06 0.04 v/c Ratio 0.43 0.05 0.77 0.03 0.12 0.28 0.03 0.08 0.26 0.06 Uniform Delay, dl 21.5 20.0 23.1 19.9 3.4 3.8 3.2 3.3 3.8 3.2 Progression Factor 1.00 1.00 1.00 1.00 0.57 0.54 0.53 0.77 0.97 1.48 Incremental Delay, d2 1.6 0.1 13.8 0.0 0.3 0.2 0.0 0.3 0.2 0.1 Delay(s) 23.1 20.0 36.9 19.9 2.2 2.3 1.7 2.8 3.9 4.8 Level of Service C C D B A A A A A A Approach Delay (s) 21.5 33.7 2.2 3.9 Approach LOS C C A A Intersection Summary HCM Average Control Delay 8 2 HCM Level of Service A HCM Volume to Capacity ratio 0.38 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 46.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 8 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 15: PA-1 Access & I-25 Frontage Road 12/29/2005 • Movement WBL WBR NBT NBR SBL SBT Lane Configurations r '1 T Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 42 90 23 49 225 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 46 98 25 53 245 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC,conflicting volume 461 110 123 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 461 110 123 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 p0 queue free % 100 95 96 • cM capacity (veh(h) 538 943 1464 Direction, Lane# WB 1 NE 11 Sat SB 2 Volume Total 46 123 53 245 Volume Left 0 0 53 0 Volume Right 46 25 0 0 cSH 943 1700 1464 1700 Volume to Capacity 0.05 0.07 0.04 0.14 Queue Length 95th (ft) 4 0 3 0 Control Delay(s) 9.0 0.0 7.6 0.0 Lane LOS A A Approach Delay(s) 9.0 0.0 1.4 Approach LOS A Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 16.1% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 16: School Access & WCR 9.5 12/29/2005 • t r' ti Movement WBL WBR NBT NBR SBL SBT Lane Configurations P ft P Tat Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 257 688 37 110 691 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 279 748 40 120 751 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1362 374 788 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1362 374 788 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 p0 queue free % 100 55 86 • cM capacity(veh/h) 119 624 827 Direction, Lane# WB,1 NB 1 NB 2 NB 3 SB 1 SB 2, SB 3 Volume Total 279 374 374 40 120 376 376 Volume Left 0 0 0 0 120 0 0 Volume Right 279 0 0 40 0 0 0 cSH 624 1700 1700 1700 827 1700 1700 Volume to Capacity 0.45 0.22 0.22 0.02 0.14 0.22 0.22 Queue Length 95th (ft) 58 0 0 0 13 0 0 Control Delay(s) 15.4 0.0 0.0 0.0 10.1 0.0 0.0 Lane LOS C B Approach Delay(s) 15.4 0.0 1.4 Approach LOS C Intersection Summary Average Delay 2.8 Intersection Capacity Utilization 41.6% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 10 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 18: SH 66 & WCR 11 12/29/2005 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ++ r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 3539 1583 1770 3539 3433 1583 FIt Permitted 1.00 1.00 0.27 1.00 0.95 1.00 Satd. Flow(perm) 3539 1583 511 3539 3433 1583 Volume(vph) 764 198 36 1070 576 117 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 830 215 39 1163 626 127 RTOR Reduction (vph) 0 0 0 0 0 95 Lane Group Flow(vph) 830 215 39 1163 626 32 Turn Type Free pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases Free 8 2 Actuated Green, G (s) 73.7 120.0 81.5 81.5 30.5 30.5 Effective Green, g (s) 73.7 120.0 81.5 81.5 30.5 30.5 Actuated g/C Ratio 0.61 1.00 0.68 0.68 0.25 0.25 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 2174 1583 387 2404 873 402 v/s Ratio Prot 0.23 0.00 c0.33 c0.18 v/s Ratio Perm 0.14 0.07 0.02 v/c Ratio 0.38 0.14 0.10 0.48 0.72 0.08 Uniform Delay, dl 11.7 0.0 7.3 9.2 40.8 34.1 Progression Factor 0.70 1.00 0.68 0.57 1.02 1.10 Incremental Delay, d2 0.5 0.2 0.1 0.6 2.8 0.1 Delay(s) 8.6 0.2 5.1 5.9 44.3 37.6 Level of Service A A A A D D Approach Delay(s) 6.9 5.9 43.1 Approach LOS A A D Intersection.Summary HCM Average Control Delay 15.6 HCM Level of Service B HCM Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 52.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 411 St. Vrain Lakes(LSC#040840) 2025 AM Peak Total Alam Page 11 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 19: WCR 28 & PA-6 Access 12/29/2005 • Nt f ~ 4\ P Movement EBT EBR WBL WBT NBL NBR Lane Configurations ft r tt r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 452 25 0 921 0 94 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 491 27 0 1001 0 102 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1280 pX, platoon unblocked vC, conflicting volume 518 992 246 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 518 992 246 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 86 ilcM capacity(veh/h) 1044 243 755 Direction, Lane# EB1 BB 2 EB 3 WB 1 WB 2 NB 1 Volume Total 246 246 27 501 501 102 Volume Left 0 0 0 0 0 0 Volume Right 0 0 27 0 0 102 cSH 1700 1700 1700 1700 1700 755 Volume to Capacity 0.14 0.14 0.02 0.29 0.29 0.14 Queue Length 95th (ft) 0 0 0 0 0 12 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 10.5 Lane LOS B Approach Delay (s) 0.0 0.0 10.5 Approach LOS B Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 26.8% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 12 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 23: WCR 28 & WCR 13 12/29/2005 • f l 4\ t l d Movement EBL EBR NBL NBT SBT SBR Lane Configurations ) r vs ft. tt r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1770 3539 3539 1583 Flt Permitted 0.95 1.00 0.41 1.00 1.00 1.00 Satd. Flow(perm) 1770 1583 769 3539 3539 1583 Volume(vph) 58 366 265 222 441 105 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 63 398 288 241 479 114 RTOR Reduction (vph) 0 340 0 0 0 0 Lane Group Flow(vph) 63 58 288 241 479 114 Turn Type Perm pm+pt Free Protected Phases 4 5 2 6 Permitted Phases 4 2 Free Actuated Green, G (s) 8.7 8.7 43.3 43.3 30.8 60.0 Effective Green, g (s) 8.7 8.7 43.3 43.3 30.8 60.0 Actuated g/C Ratio 0.14 0.14 0.72 0.72 0.51 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 257 230 697 2554 1817 1583 • v/s Ratio Prot 0.04 c0.06 0.07 0.14 v/s Ratio Perm c0.04 c0.24 0.07 v/c Ratio 0.25 0.25 0.41 0.09 0.26 0.07 Uniform Delay, dl 22.7 22.8 3.1 2.5 8.2 0.0 Progression Factor 1.00 1.00 0.78 0.55 0.95 1.00 Incremental Delay, d2 0.5 0.6 0.4 0.1 0.3 0.1 Delay(s) 23.2 23.3 2.8 1.4 8.1 0.1 Level of Service CC A A A A Approach Delay(s) 23.3 2.2 6.6 Approach LOS C A A Intersection Summary HCM Average Control Delay 10.0 HCM Level of Service A HCM Volume to Capacity ratio 0.38 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 41.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 13 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 24: WCR 28 & West PA-12 Access 12/29/2005 • f -- c 4- k `\ I , \' 4. '/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations li tl 1 o r r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 16 422 26 7 546 8 0 0 20 0 0 47 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 17 459 28 8 593 9 0 0 22 0 0 51 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal (ft) 878 pX, platoon unblocked vC, conflicting volume 602 487 871 1125 243 899 1135 301 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 602 487 871 1125 243 899 1135 301 tC, single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage(s) tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 98 99 100 100 97 100 100 93 0 cM capacity(veh/h) 971 1072 223 199 757 223 196 695 Direction, Lane# ES 1 ES 2 , :ES 3 WB 1 WB,2 WB 3 NB 1 SS I Volume Total 17 306 181 8 396 207 22 51 Volume Left 17 0 0 8 0 0 0 0 Volume Right 0 0 28 0 0 9 22 51 cSH 971 1700 1700 1072 1700 1700 757 695 Volume to Capacity 0.02 0.18 0.11 0.01 0.23 0.12 0.03 0.07 Queue Length 95th (ft) 1 0 0 1 0 0 2 6 Control Delay(s) 8.8 0.0 0.0 8.4 0.0 0.0 9.9 10.6 Lane LOS A A A B Approach Delay(s) 0.3 0.1 9.9 10.6 Approach LOS A B Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 25.3% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 14 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 25: WCR 28 & Middle PA-12 Access 12/29/2005 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Iti tt' 11 fA r r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 20 389 34 13 503 10 0 0 40 0 0 58 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 22 423 37 14 547 11 0 0 43 0 0 63 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 558 460 849 1071 230 879 1084 279 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 558 460 849 1071 230 879 1084 279 tC, single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 98 99 100 100 94 100 100 91 lbcM capacity(veh/h) 1009 1098 226 212 773 222 208 718 Direction, Lane# ` EB 1 EB 2 EB 3 VVB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 22 282 178 14 364 193 43 63 Volume Left 22 0 0 14 0 0 0 0 Volume Right 0 0 37 0 0 11 43 63 cSH 1009 1700 1700 1098 1700 1700 773 718 Volume to Capacity 0.02 0.17 0.10 0.01 0.21 0.11 0.06 0.09 Queue Length 95th (ft) 2 0 0 1 0 0 4 7 Control Delay(s) 8.6 0.0 0.0 8.3 0.0 0.0 9.9 10.5 Lane LOS A A A B Approach Delay(s) 0.4 0.2 9.9 10.5 Approach LOS A B Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 24.5% ICU Level of Service A Analysis Period (min) 15 411 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 15 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 26: WCR 28 & Easternmost PA-12 Access 12/29/2005 r I 4- T P ti 1 d • Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tie) 11 +1+ r r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 13 388 3 16 349 5 0 0 36 0 0 54 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 14 422 3 17 379 5 0 0 39 0 0 59 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal(ft) 615 pX, platoon unblocked vC, conflicting volume 385 425 735 871 212 695 870 192 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 385 425 735 871 212 695 870 192 tC, single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 98 100 100 95 100 100 93 5 cM capacity 1170 1131 280 280 793 306 280 817 Direction, Lane it EB 1 EB.2 EB 3 WB 1 WB 2 WB 3 ;NB 1 SB 1 Volume Total 14 281 144 17 253 132 39 59 Volume Left 14 0 0 17 0 0 0 0 Volume Right 0 0 3 0 0 5 39 59 cSH 1170 1700 1700 1131 1700 1700 793 817 Volume to Capacity 0.01 0.17 0.08 0.02 0.15 0.08 0.05 0.07 Queue Length 95th (ft) 1 0 0 1 0 0 4 6 Control Delay(s) 8.1 0.0 0.0 8.2 0.0 0.0 9.8 9.7 Lane LOS A A A A Approach Delay (s) 0.3 0.4 9.8 9.7 Approach LOS A A Intersection Summary Average Delay 1.3 Intersection,Capacity Utilization 20.8% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 16 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 31: South Access Drive & WCR 13 12/29/2005 • t l 1 t l r Movement EBL EBR NBL NBT SBT SBR Lane Configurations P 'i tt tt r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1770 3539 3539 1583 Flt Permitted 0.95 1.00 0.48 1.00 1.00 1.00 Satd. Flow(perm) 1770 1583 888 3539 3539 1583 Volume(vph) 54 103 62 219 443 60 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 59 112 67 238 482 65 RTOR Reduction (vph) 0 101 0 0 0 15 Lane Group Flow(vph) 59 11 67 238 482 50 Turn Type Perm Perm Perm Protected Phases 4 2 6 Permitted Phases 4 2 6 Actuated Green, G (s) 6.0 6.0 46.0 46.0 46.0 46.0 Effective Green, g (s) 6.0 6.0 46.0 46.0 46.0 46.0 Actuated g/C Ratio 0.10 0.10 0.77 0.77 0.77 0.77 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 leLane Grp Cap (vph) 177 158 681 2713 2713 1214 v/s Ratio Prot c0.03 0.07 c0.14 v/s Ratio Perm 0.01 0.08 0.03 v/c Ratio 0.33 0.07 0.10 0.09 0.18 0.04 Uniform Delay, dl 25.1 24.5 1.8 1.8 1.9 1.7 Progression Factor 1.00 1.00 0.43 0.43 0.88 0.67 Incremental Delay, d2 1.1 0.2 0.3 0.1 0.1 0.1 Delay(s) 26.3 24.7 1.0 0.8 1.8 1.2 Level of Service CC A A A A Approach Delay(s) 25.2 0.9 1.7 Approach LOS C A A Intersection Summary HCM Average Control Delay 5.4 HCM Level of Service A HCM Volume to Capacity ratio 0.20 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 29.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 17 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 32: Central Access Drive & WCR 13 12/29/2005 -' 4\ t Movement EBL EBR NBL NBT SBT SBR Lane Configurations r '1 ft tt r Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 90 27 235 398 73 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 98 29 255 433 79 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 619 216 512 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 619 216 512 tC, single (s) 6.8 6.9• 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 • p0 queue free % 100 88 97 cM capacity(veh/h) 409 788 1050 Direction, Lane# EB 1 NB 1 NB 2 NB 3 SB 1 SB2 8B 3 Volume Total 98 29 128 128 216 216 79 Volume Left 0 29 0 0 0 0 0 Volume Right 98 0 0 0 0 0 79 cSH 788 1050 1700 1700 1700 1700 1700 Volume to Capacity 0.12 0.03 0.08 0.08 0.13 0.13 0.05 Queue Length 95th (ft) 11 2 0 0 0 0 0 Control Delay(s) 10.2 8.5 0.0 0.0 0.0 0.0 0.0 Lane LOS B A Approach Delay(s) 10.2 0.9 0.0 Approach LOS B Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 23.2% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 18 LSC, Inc. RCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 33: Commercial RTO Access & WCR 13 12/29/2005 4\ t d • Movement EBL EBR NBL NBT SBT SBR Lane Configurations if if if if Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 245 0 235 231 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 266 0 255 251 47 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 720 pX, platoon unblocked vC, conflicting volume 379 126 298 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 379 126 298 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 • p0 queue free % 100 70 100 cM capacity(veh/h) 596 901 1260 Direction, Lane#'' EB 1 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 266 128 128 126 126 47 Volume Left 0 0 0 0 0 0 Volume Right 266 0 0 0 0 47 cSH 901 1700 1700 1700 1700 1700 Volume to Capacity 0.30 0.08 0.08 0.07 0.07 0.03 Queue Length 95th (ft) 31 0 0 0 0 0 Control Delay (s) 10.7 0.0 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 10.7 0.0 0.0 Approach LOS B Intersection Summary Average Delay 3.5 Intersection Capacity Utilization 28.2% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 19 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 34: SH 66 & North Access Drive 12/29/2005 • -• � ( •- 4 Movement EBT 'EBR WBL WBT NBL NBR Lane Configurations tt P 11 tt t r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 3539 1583 1770 3539 1770 1583 Flt Permitted 1.00 1.00 0.24 1.00 0.95 1.00 Satd. Flow(perm) 3539 1583 449 3539 1770 1583 Volume (vph) 836 32 21 1036 149 107 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 909 35 23 1126 162 116 RTOR Reduction (vph) 0 14 0 0 0 83 Lane Group Flow(vph) 909 21 23 1126 162 33 Turn Type Perm pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G (s) 71.7 71.7 78.0 78.0 34.0 34.0 Effective Green, g (s) 71.7 71.7 78.0 78.0 34.0 34.0 Actuated g/C Ratio 0.60 0.60 0.65 0.65 0.28 0.28 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 2115 946 317 2300 502 449 v/s Ratio Prot 0.26 0.00 c0.32 c0.09 v/s Ratio Perm 0.01 0.05 0.02 v/c Ratio 0.43 0.02 0.07 0.49 0.32 0.07 Uniform Delay, dl 13.1 9.9 8.8 10.8 33.9 31.5 Progression Factor 0.67 0.46 0.50 0.81 1.00 1.02 Incremental Delay, d2 0.6 0.0 0.1 0.7 1.7 0.3 Delay (s) 9.4 4.6 4.5 9.4 35.7 32.4 Level of Service A A A A D C Approach Delay(s) 9.2 9.3 34.3 Approach LOS A A C Intersection Summary HCM Average Control Delay 12.2 HCM Level of Service B HCM Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 20 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 35: SH 66 & East Commercial 3/4 Access 12/29/2005 • " z { ~ 4\ P Movement EBT EBR WBL WBT NBL NBR Lane Configurations tt r 1 ti 1 r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 825 118 28 1046 11 72 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 897 128 30 1137 12 78 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1025 pX, platoon unblocked 0.85 vC, conflicting volume 1025 1526 448 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1025 1440 448 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 95 88 86 • cM capacity(veh/h) 673 100 558 Direction, Lane it EB 1 EB2 EB 3 1NB 1 WB 2 WB 3 )NB 1 "NB 2 Volume Total 448 448 128 30 568 568 12 78 Volume Left 0 0 0 30 0 0 12 0 Volume Right 0 0 128 0 0 0 0 78 cSH 1700 1700 1700 673 1700 1700 100 558 Volume to Capacity 0.26 0.26 0.08 0.05 0.33 0.33 0.12 0.14 Queue Length 95th (ft) 0 0 0 4 0 0 10 12 Control Delay(s) 0.0 0.0 0.0 10.6 0.0 0.0 45.9 12.5 Lane LOS B E B Approach Delay(s) 0.0 0.3 16.9 Approach LOS C Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 38.9% • ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 21 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 37: Main Internal Collector & WCR 11 12/29/2005 • f C k t ,' 1 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations k 1+ 1 if I+ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 130 0 110 148 0 105 95 399 109 34 91 115 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 141 0 120 161 0 114 103 434 118 37 99 125 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 990 994 161 933 938 434 224 552 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 990 994 161 933 938 434 224 552 tC, single(s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 16 100 86 18 100 82 92 96 • cM capacity(veh/h) 169 218 884 195 235 622 1345 1018 Direction, Lane# EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 141 120 161 114 103 434 118 37 224 Volume Left 141 0 161 0 103 0 0 37 0 Volume Right 0 120 0 114 0 0 118 0 125 cSH 169 884 195 622 1345 1700 1700 1018 1700 Volume to Capacity 0.84 0.14 0.82 0.18 0.08 0.26 0.07 0.04 0.13 Queue Length 95th (ft) 144 12 148 17 6 0 0 3 0 Control Delay(s) 86.8 9.7 75.6 12.1 7.9 0.0 0.0 8.7 0.0 Lane LOS F A F B A A Approach Delay (s) 51.5 49.2 1.2 1.2 Approach LOS F E intersection Summary Average Delay 19.3 Intersection Capacity Utilization 49.2% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 22 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 37: Main Internal Collector & WCR 11 12/30/2005 • - 7 C ~ t 1 t P ' 1 Movement EBL EBT EBR WBL WBT- WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 T. 5 li t r vi 14 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.86 1.00 0.86 1.00 1.00 0.85 1.00 0.92 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prof) 1770 1595 1770 1595 1770 1863 1583 1770 1707 Fit Permitted 0.68 1.00 0.68 1.00 0.61 1.00 1.00 0.41 1.00 Satd. Flow(perm) 1268 1595 1261 1595 1136 1863 1583 759 1707 Volume (vph) 130 5 110 148 5 105 95 399 109 34 91 115 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 141 5 120 161 5 114 103 434 118 37 99 125 RTOR Reduction (vph) 0 74 0 0 70 0 0 0 61 0 65 0 Lane Group Flow(vph) 141 51 0 161 49 0 103 434 57 37 159 0 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Actuated Green, G(s) 23.0 23.0 23.0 23.0 29.0 29.0 29.0 29.0 29.0 Effective Green, g (s) 23.0 23.0 23.0 23.0 29.0 29.0 29.0 29.0 29.0 Actuated g/C Ratio 0.38 0.38 0.38 0.38 0.48 0.48 0.48 0.48 0.48 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 486 611 483 611 549 900 765 367 825 • v/s Ratio Prot 0.03 0.03 c0.23 0.09 v/s Ratio Perm 0.11 c0.13 0.09 0.04 0.05 v/c Ratio 0.29 0.08 0.33 0.08 0.19 0.48 0.07 0.10 0.19 Uniform Delay, dl 12.8 11.8 13.1 11.8 8.8 10.4 8.3 8.4 8.8 Progression Factor 1.00 1.00 1.00 1.00 1.12 1.05 1.92 1.38 1.91 Incremental Delay, d2 1.5 0.3 1.9 0.3 0.7 1.8 0.2 0.5 0.5 Delay(s) 14.3 12.1 14.9 12.0 10.6 12.8 16.2 12.1 17.4 Level of Service B B B B BBBBB Approach Delay (s) 13.3 13.7 13.0 16.6 Approach LOS B B B B Intersection Summary HCM Average Control Delay 13.8 HCM Level of Service B HCM Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 60.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 49.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 38: Commercial RTO Access & WCR 11 12/29/2005 c t T P y Movement WBL WBR NBT NBR SBL SBT Lane Configurations t t P t Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 96 597 33 0 235 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 104 649 36 0 255 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 613 pX, platoon unblocked vC, conflicting volume 904 649 685 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 904 649 685 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 78 100 • cM capacity(veh/h) 307 470 909 Direction,Lane# : WB 1- NB 1 .NB SB 1 Volume Total 104 649 36 255 Volume Left 0 0 0 0 Volume Right 104 0 36 0 cSH 470 1700 1700 1700 Volume to Capacity 0.22 0.38 0.02 0.15 Queue Length 95th (ft) 21 0 0 0 Control Delay(s) 14.8 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 14.8 0.0 0.0 Approach LOS B Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 23 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 39: South Center Access & WCR 11 12/29/2005 • c t t " Movement WBL WBR NBT NBR SBL SBT Lane Configurations P T P T Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 102 497 12 0 348 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 111 540 13 0 378 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 918 540 553 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 918 540 553 tC, single(s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 • p0 queue free % 100 80 100 cM capacity(veh/h) 301 542 1017 Direction,lane# WB 1 NB 1 NB 2 SR 1 Volume Total 111 540 13 378 Volume Left 0 0 0 0 Volume Right 111 0 13 0 cSH 542 1700 1700 1700 Volume to Capacity 0.20 0.32 0.01 0.22 Queue Length 95th (ft) 19 0 0 0 Control Delay(s) 13.3 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 13.3 0.0 0.0 Approach LOS B Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 39.1% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 24 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 40: North Center Access & WCR 11 12/29/2005 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r t r t Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 18 586 13 0 348 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 20 637 14 0 378 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1015 637 651 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1015 637 651 tC, single(s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 p0 queue free % 100 96 100 . cM capacity(veh/h) 264 477 935 Direction,.Lane#; W8 NB 1 ' N82 SB 1 Volume Total 20 637 14 378 Volume Left 0 0 0 0 Volume Right 20 0 14 0 cSH 477 1700 1700 1700 Volume to Capacity 0.04 0.37 0.01 0.22 Queue Length 95th (ft) 3 0 0 0 Control Delay(s) 12.9 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 12.9 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 40.8% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 25 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 41: Southernmost Access & WCR 11 12/29/2005 Movement WBL WBR NBT NBR SBL S81 Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 76 433 12 0 348 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 83 471 13 0 378 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 765 pX, platoon unblocked 0.99 0.99 0.99 vC, conflicting volume 849 471 484 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 848 468 481 tC, single(s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 86 100 cM capacity(veh/h) 330 592 1076 Direction,Lane# WB 1 NB 1 NB 2 SB 1 Volume Total 83 471 13 378 Volume Left 0 0 0 0 Volume Right 83 0 13 0 cSH 592 1700 1700 1700 Volume to Capacity 0.14 0.28 0.01 0.22 Queue Length 95th (ft) 12 0 0 0 Control Delay(s) 12.1 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 12.1 0.0 0,0 Approach LOS B Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 34.2% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 26 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 48: WCR 28 & Eastern PA-12 Access 12/29/2005 --m• z I t 4\ t P ti j d • -Movement EBL EBT EBR WBL WBT WBR - NBL NBT NBR SBL SBT $BR Lane Configurations ►t I% ''i +1+ r V Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 17 378 33 11 483 10 0 0 34 0 0 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 18 411 36 12 525 11 0 0 37 0 0 47 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 536 447 799 1026 223 834 1038 268 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 536 447 799 1026 223 834 1038 268 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 98 99 100 100 95 100 100 94 • cM capacity(veh/h) 1028 1110 253 227 780 243 223 730 Direction,Lane# EB 1 EB 2 Eli 3 WB 'C WB 2 WB 3 NB 1 SB 1 Volume Total 18 274 173 12 350 186 37 47 Volume Left 18 0 0 12 0 0 0 0 Volume Right 0 0 36 0 0 11 37 47 cSH 1028 1700 1700 1110 1700 1700 780 730 Volume to Capacity 0.02 0.16 0.10 0.01 0.21 0.11 0.05 0.06 Queue Length 95th (ft) 1 0 0 1 0 0 4 5 Control Delay(s) 8.6 0.0 0.0 8.3 0.0 0.0 9.8 10.3 Lane LOS A A A B Approach Delay(s) 0.3 0.2 9.8 10.3 Approach LOS A B Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 23.7% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 27 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 62: SH 66 & West Commercial 3/4 Access 12/29/2005 f ~ 4 p Movement EBT EBR WBL WBT NBL NBR Lane Configurations ft r ft Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 804 77 78 1107 0 64 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 874 84 85 1203 0 70 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1278 1160 pX, platoon unblocked 0.91 0.89 0.91 vC, conflicting volume 958 1645 437 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 853 1293 280 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 88 100 89 • cM capacity (veh/h) 711 121 652 Direction,Lane*-: EB 1 ED 2 EB 3 WB 1 WB'2 WB 3 "NB 1 Volume Total 437 437 84 85 602 602 70 Volume Left 0 0 0 85 0 0 0 Volume Right 0 0 84 0 0 0 70 cSH 1700 1700 1700 711 1700 1700 652 Volume to Capacity 0.26 0.26 0.05 0.12 0.35 0.35 0.11 Queue Length 95th (ft) 0 0 0 10 0 0 9 Control Delay(s) 0.0 0.0 0.0 10.8 0.0 0.0 11.2 Lane LOS B B Approach Delay(s) 0.0 0.7 11.2 Approach LOS B Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 33.9% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 28 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 63: Main Internal Collector & North Access Drive 12/29/2005 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 1 V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 45 146 79 67 37 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 49 159 86 73 40 33 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 159 379 122 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 159 379 122 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 p0 queue free % 97 93 96 • cM capacity(veh/h) 1421 602 929 Direction,Lane# EB 1 V B I SB 1 Volume Total 208 159 73 Volume Left 49 0 40 Volume Right 0 73 33 cSH 1421 1700 714 Volume to Capacity 0.03 0.09 0.10 Queue Length 95th (ft) 3 0 8 Control Delay (s) 2.0 0.0 10.6 Lane LOS A B Approach Delay(s) 2.0 0.0 10.6 Approach LOS B Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 32.3% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes(LSC#040840) 2025 AM Peak Total Alam Page 29 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 90: SH 66 & WCR 9.5 12/29/2005 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations VI tt P ►j i tT r VI +1+ VI tit Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 0.97 0.95 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 1.00 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 3433 3539 1583 3433 3539 1583 3433 3291 3433 3406 Flt Permitted 0.08 1.00 1.00 0.31 1.00 1.00 0.34 1.00 0.53 1.00 Satd. Flow(perm) 287 3539 1583 1134 3539 1583 1215 3291 1904 3406 Volume (vph) 110 672 585 197 1301 142 471 186 163 127 194 65 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 120 730 636 214 1414 154 512 202 177 138 211 71 RTOR Reduction (vph) 0 0 0 0 0 67 0 131 0 0 27 0 Lane Group Flow(vph) 120 730 636 214 1414 87 512 248 0 138 255 0 Turn Type pm+pt Free pm+pt pm+ov pm+pt pm+pt Protected Phases 7 4 3 8 1 5 2 1 6 Permitted Phases 4 Free 8 8 2 6 Actuated Green, G (s) 69.0 64.0 120.0 67,0 63.0 68.0 40.0 31.0 22.9 17.9 Effective Green, g (s) 69.0 64.0 120.0 67.0 63.0 68.0 40.0 31.0 22.9 17.9 Actuated g/C Ratio 0.57 0.53 1.00 0.56 0.52 0.57 0.33 0.26 0.19 0.15 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 296 1887 1583 710 1858 950 740 850 427 508 v/s Ratio Prot 0.02 0.21 0.01 c0.40 0.00 c0.10 0.08 0.01 0.07 v/s Ratio Perm 0.22 c0.40 0.16 0.05 c0.13 0.05 v/c Ratio 0.41 0.39 0.40 0.30 0.76 0.09 0.69 0.29 0.32 0.50 Uniform Delay, dl 18.2 16.5 0.0 13.0 22.5 11.9 31.8 35.7 40.9 46.9 Progression Factor 1.07 0.90 1.00 0.79 0.66 1.03 0.81 0.77 1.00 1.00 Incremental Delay, d2 0.8 0.5 0.7 0.2 2.5 0.0 2.3 0.7 0.4 0.8 Delay(s) 20.3 15.4 0.7 10.4 17.3 12.3 28.1 28.3 41.4 47.7 Level of Service CB A B B BCC D D Approach Delay(s) 9.5 16.0 28.2 45.6 Approach LOS A B C D Intersection Summary HCM Average Control Delay 19.0 HCM Level of Service B HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 73.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 30 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 91: SH 66 & Mead Street 12/30/2005 • -' 1 te ~ t 4\ T /* b 1 Movement EBL EBT ERR WBL WBT WBR NEIL NET WEIR SBL. SBT SBR Lane Configurations ) ¢¢ r ft r r r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 150 1186 150 0 1697 140 0 0 180 0 0 285 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 163 1289 163 0 1845 152 0 0 196 0 0 310 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1258 pX, platoon unblocked 0.58 0.58 0.58 0.58 0.58 0.58 vC, conflicting volume 1997 1452 2847 3612 645 3011 3623 922 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1994 1452 3459 4776 645 3741 4795 144 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 1 100 100 100 53 100 100 39 • cM capacity(veh/h) 165 462 0 0 415 0 0 510 Direction, 4ane# EB't . ER 2 ES 3 EB 4 WS 1 WS 2 WS 3 NB 1 SS 1 Volume Total 163 645 645 163 922 922 152 196 310 Volume Left 163 0 0 0 0 0 0 0 0 Volume Right 0 0 0 163 0 0 152 196 310 cSH 165 1700 1700 1700 1700 1700 1700 415 510 Volume to Capacity 0.99 0.38 0.38 0.10 0.54 0.54 0.09 0.47 0.61 Queue Length 95th (ft) 192 0 0 0 0 0 0 61 100 Control Delay(s) 122.5 0.0 0.0 0.0 0.0 0.0 0.0 21.2 22.4 Lane LOS F C C Approach Delay(s) 12.4 0.0 21.2 22.4 Approach LOS C C Intersection Summary - Average Delay 7.5 Intersection Capacity Utilization 71.2% ICU Level of Service C Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 93: SH 66 & Northbound Ramp 12/30/2005 • C t t p 1 d Movement EBL EBT EBR VVBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 19 1+ inn r 19 4 r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.86 1.00 0.95 0.95 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow(prot) 1770 3539 6408 1583 1681 1681 1583 Flt Permitted 0.11 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow(perm) 201 3539 6408 1583 1681 1681 1583 Volume(vph) 210 950 0 0 1531 450 365 0 535 0 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 228 1033 0 0 1664 489 397 0 582 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 228 1033 0 0 1664 489 199 198 582 0 0 0 Turn Type pm+pt Free Perm Free Protected Phases 7 4 8 2 Permitted Phases 4 Free 2 Free Actuated Green, G(s) 54.4 37.0 49.4 119.8 41.0 41.0 119.8 Effective Green, g (s) 54.4 37.0 49.4 119.8 41.0 41.0 119.8 Actuated g/C Ratio 0.45 0.31 0.41 1.00 0.34 0.34 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 319 1093 2642 1583 575 575 1583 v/s Ratio Prot c0.10 c0.29 c0.26 v/s Ratio Perm 0.22 0.31 0.12 0.12 c0.37 v/c Ratio 0.71 0.95 0.63 0.31 0.35 0.34 0.37 Uniform Delay, dl 25.2 40.4 27.9 0.0 29.4 29.4 0.0 Progression Factor 1.23 0.82 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.8 11.2 0.5 0.5 1.6 1.6 0.7 Delay(s) 35.7 44.5 28.4 0.5 31.0 31.0 0.7 Level of Service D D C ACC A Approach Delay(s) 42.9 22.1 13.0 0.0 Approach LOS D C B A lr►tersectiort Swmmary . HCM Average Control Delay 26.0 HCM Level of Service C HCM Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 119.8 Sum of lost time(s) 12.0 Intersection Capacity Utilization 77.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes(LSC#040840) 2025 AM Peak Total Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 94: SH 66 & Southbound Ramp 12/30/2005 • 'c ~ t 4\ t t \' 1 d Movement EBL EBT EBR WBL WBT WEIR NBL NBT NBR SBL SBT SBR Lane Configurations 4'4 P 1i) +1' 4 i" Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4,0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.97 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 3539 1583 3433 3539 1770 1583 Flt Permitted 1.00 1.00 0.16 1.00 0.95 1.00 Satd. Flow(perm) 3539 1583 594 3539 1770 1583 Volume(vph) 0 680 520 935 960 0 0 0 0 480 0 370 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flaw(vph) 0 739 565 1016 1043 0 0 0 0 522 0 402 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 739 565 1016 1043 0 0 0 0 0 522 402 Turn Type Free pm+pt Perm Free Protected Phases 4 3 8 6 Permitted Phases Free 8 6 Free Actuated Green, G(s) 37.0 119.8 70.8 49.4 41.0 119.8 Effective Green, g (s) 37.0 119.8 70.8 49.4 41.0 119.8 Actuated g/C Ratio 0.31 1.00 0.59 0.41 0.34 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 ilk Lane Grp Cap(vph) 1093 1583 1057 1459 606 1583 v/s Ratio Prot 0.21 c0.24 0.29 v/s Ratio Perm 0.36 c0.33 0.29 0.25 v/c Ratio 0.68 0.36 0.96 0.71 0.86 0.25 Uniform Delay, dl 36.2 0.0 29.8 29.3 36.7 0.0 Progression Factor 1.00 1.00 2.14 0.55 1.00 1.00 Incremental Delay, d2 1.7 0.6 16.7 1.4 14.9 0.4 Delay(s) 37.8 0.6 80.4 17.4 51.6 0.4 Level of Service D A F B D A Approach Delay(s) 21.7 48.5 0.0 29.3 Approach LOS C D A C Intersection Summary .. .!:,: ,•••:,.,':-,. _ . , ., ... . HCM Average Control Delay 36.2 HCM Level of Service D HCM Volume to Capacity ratio 0.91 Actuated Cycle Length(s) 119.8 Sum of lost time(s) 8.0 Intersection Capacity Utilization 77.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 2: SH 66 & WCR 13 12/29/2005 Movement EBL EBT EBR WBL WBT WBR ` NBL NBT NBR, SBL SST SBR Lane Configurations 1 ft r 'I 44 r i t r '1 Ti Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1729 Flt Permitted 0.17 1.00 1.00 0.17 1.00 1.00 0.23 1.00 1.00 0.68 1.00 Satd. Flow(perm) 324 3539 1583 323 3539 1583 425 1863 1583 1276 1729 Volume(vph) 190 892 219 116 829 15 236 103 118 10 133 122 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 207 970 238 126 901 16 257 112 128 11 145 133 RTOR Reduction (vph) 0 0 0 0 0 8 0 0 84 0 29 0 Lane Group Flow(vph) 207 970 238 126 901 8 257 112 44 11 249 0 Turn Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 8 2 2 6 Actuated Green, G (s) 63.8 52.1 120.0 59.2 49.8 49.8 46.5 41.7 41.7 25.3 24.5 Effective Green, g (s) 63.8 52.1 120.0 59.2 49.8 49.8 46.5 41.7 41.7 25.3 24.5 Actuated g/C Ratio 0.53 0.43 1.00 0.49 0.42 0.42 0.39 0.35 0.35 0.21 0.20 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 313 1537 1583 273 1469 657 366 647 550 272 353 v/s Ratio Prot c0.06 0.27 0.04 0.25 c0.11 0.06 0.00 0.14 v/s Ratio Perm c0.29 0.15 0.19 0.00 c0.17 0.03 0.01 v/c Ratio 0.66 0.63 0.15 0.46 0.61 0.01 0.70 0.17 0.08 0.04 0.71 Uniform Delay, dl 18.4 26.5 0.0 18.9 27.5 20.6 28.0 27.2 26.3 37.6 44.4 Progression Factor 1.19 0.49 1.00 1.00 1.00 1.00 1.03 0.84 1.09 1.00 1.00 Incremental Delay, d2 4.3 1.7 0.2 1.2 1.9 0.0 5.9 0.1 0.1 0.1 6.3 Delay(s) 26.4 14.6 0.2 20.1 29.5 20.7 34.8 22.9 28.8 37.7 50.7 Level of Service CB ACCCCCCDD Approach Delay(s) 13.9 28.2 30.6 50.2 Approach LOS B C C D Intersection Summary HCM Average Control Delay 24.3 HCM Level of Service C HCM Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 3: WCR 28 & I-25 Frontage Road 12/29/2005 • , -. -- c ~ t 4\ t P ' d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations IS ti '1 Tt 1 'i 1+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.99 1.00 0.96 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1770 3477 1770 3492 1770 1795 1770 1863 Flt Permitted 0,31 1.00 0.22 1.00 0.67 1.00 0.47 1.00 Satd. Flow(perm) 579 3477 410 3492 1248 1795 880 1863 Volume (vph) 5 605 81 61 510 50 88 276 88 57 125 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 5 658 88 66 554 54 96 300 96 62 136 0 RTOR Reduction (vph) 0 21 0 0 14 0 0 15 0 0 0 0 Lane Group Flow(vph) 5 725 0 66 594 0 96 381 0 62 136 0 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 18.7 18.7 18.7 18.7 33.3 33.3 33.3 33.3 Effective Green, g (s) 18.7 18.7 18.7 18.7 33.3 33.3 33.3 33.3 Actuated g/C Ratio 0.31 0.31 0.31 0.31 0.55 0.55 0.55 0.55 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 180 1084 128 1088 693 996 488 1034 • v/s Ratio Prot c0.21 0.17 c0.21 0.07 v/s Ratio Perm 0.01 0.16 0.08 0.07 v/c Ratio 0.03 0.67 0.52 0.55 0.14 0.38 0.13 0.13 Uniform Delay, dl 14.3 18.0 16.9 17.1 6.4 7.5 6.4 6.4 Progression Factor 1.00 1.00 1.27 1.32 0.98 1.01 1.00 1.00 Incremental Delay, d2 0.1 1.6 3.3 0.5 0.4 1.0 0.5 0.3 Delay(s) 14.4 19.5 24.8 23.2 6.7 8.5 6.9 6.7 Level of Service B B C C A A A A Approach Delay(s) 19.5 23.3 8.2 6.8 Approach LOS B C A A Intersection Summary HCM Average Control Delay 16.9 HCM Level of Service B HCM Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 59.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 5: WCR 24 & WCR 13 12/29/2005 t — l f ~ t 4\ T P ► 4, d • Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR BBL SBT SBR Lane Configurations ►t tt r vs tt r ft r ►t tt r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.31 1.00 1.00 0.34 1.00 1.00 0.26 1.00 1.00 0.43 1.00 1.00 Said. Flow(perm) 577 3539 1583 636 3539 1583 482 3539 1583 800 3539 1583 Volume (vph) 269 655 635 40 316 185 436 542 35 171 487 219 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 292 712 690 43 343 201 474 589 38 186 529 238 RTOR Reduction (vph) 0 0 60 0 0 165 0 0 22 0 0 173 Lane Group Flow(vph) 292 712 630 43 343 36 474 589 16 186 529 65 Turn Type pm+pt pm+ov pm+pt Perm pm+pt Perm pm+pt Perm Protected Phases 7 4 5 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 6 Actuated Green, G (s) 45.0 37.0 67.1 25.4 21.4 21.4 67.0 51.7 51.7 44.2 32.9 32.9 Effective Green, g (s) 45.0 37.0 67.1 25.4 21.4 21.4 67.0 51.7 51.7 44.2 32.9 32.9 Actuated g/C Ratio 0.38 0.31 0.56 0.21 0.18 0.18 0.56 0.43 0.43 0.37 0.27 0.27 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 411 1091 938 172 631 282 592 1525 682 386 970 434 v/s Ratio Prot c0.12 0.20 c0.17 0.01 0.10 co.20 0.17 0.05 0.15 v/s Ratio Perm 0.15 0.23 0.04 0.02 c0.25 0.01 0.13 0.04 v/c Ratio 0.71 0.65 0.67 0.25 0.54 0.13 0.80 0.39 0.02 0.48 0.55 0.15 Uniform Delay, dl 28.8 35.9 18.7 38.2 44.9 41.4 18.4 23.3 19.6 26.8 37.2 33.0 Progression Factor 0.82 0.87 1.49 1.00 1.00 1.00 1.00 1.00 1.00 0.75 0.85 1.07 Incremental Delay, d2 4.2 2.2 1.4 0.8 3.3 0.9 7.7 0.7 0.1 0.9 2.0 0.7 Delay(s) 28.0 33.6 29.3 39.0 48.2 42.4 26.0 24.1 19.7 20.9 33.4 36.0 Level of Service CCCDDDCCBCCD Approach Delay(s) 30.9 45.5 24.8 31.6 Approach LOS C D C C Intersection Summary HCM Average Control Delay 31.5 HCM Level of Service C HCM Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 4.0 Intersection Capacity Utilization 74.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes(LSC#040840) 2025 PM Peak Total Alam Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 6: WCR 24 & 1-25 Frontage Road 12/29/2005 • Movement EBL EBT EBR WBL WET WBR NBL NBT NBR SBL ;,SIT SBR Lane Configurations "Pi 14 r ►t 14 r vi 4f r r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util, Factor 0.97 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3539 1583 1770 3539 1583 3433 3539 1583 1770 3539 1583 Flt Permitted 0.12 1.00 1.00 0.18 1.00 1.00 0.66 1.00 1.00 0.39 1.00 1.00 Satd. Flow (perm) 425 3539 1583 340 3539 1583 2401 3539 1583 732 3539 1583 Volume (vph) 1196 1334 350 27 777 267 605 210 45 284 127 1004 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 1300 1450 380 29 845 290 658 228 49 309 138 1091 RTOR Reduction (vph) 0 0 83 0 0 20 0 0 43 0 0 0 Lane Group Flow(vph) 1300 1450 297 29 845 270 658 228 6 309 138 1091 Turn Type pm+pt pm+ov Perm pm+ov pm+pt Perm pm+pt Free Protected Phases 7 4 5 8 1 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Free Actuated Green, G (s) 76.0 76.0 90.0 30.0 30.0 46.9 29.1 15.1 15.1 34.9 18.0 120.0 Effective Green, g (s) 76.0 76.0 90.0 30.0 30.0 46.9 29.1 15.1 15.1 34.9 18.0 120.0 Actuated g/C Ratio 0.63 0.63 0.75 0.25 0.25 0.39 0.24 0.13 0.13 0.29 0.15 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 1322 2241 1240 85 885 671 703 445 199 359 531 1583 v/s Ratio Prot c0.34 0.41 0.03 0.24 0.06 0.11 0.06 c0.12 0.04 v/s Ratio Perm c0.28 0.16 0.09 0.11 0.12 0.00 c0.13 c0.69 v/c Ratio 0.98 0.65 0.24 0.34 0.95 0.40 0.94 0.51 0.03 0.86 0.26 0.69 Uniform Delay, dl 32.4 13.7 4.6 36.9 44.3 26.4 43.2 49.0 46.0 37.2 45.1 0.0 Progression Factor 1.00 1.00 1.00 0.77 0.82 0.93 1.00 1.00 1.00 0.95 0.95 1.00 Incremental Delay, d2 20.7 1.5 0.1 8.6 18.2 0.3 19.7 4.2 0.3 18.2 1.2 2.4 Delay (s) 53.1 15.1 4.7 37.1 54.7 24.9 62.9 53.2 46.3 53.5 44.2 2.4 Level of Service D B ADDC ED DD D A Approach Delay (s) 29.6 46.8 59.7 16.4 Approach LOS C D E B Intersection Summary HCM Average Control Delay 33.7 HCM Level of Service C HCM Volume to Capacity ratio 0.93 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 90.5% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 7: WCR 28 & WCR 9.5 12/29/2005 - ' i t '\ f P \• 1r1 • Movement EBL EBT EBR WBL WBT WBR NEIL NBT NBR: SBL SBT SBR Lane Configurations 111 +1. 11 0 ?? P 'i ft r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.98 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3479 1770 3392 1770 3539 1583 1770 3539 1583 Flt Permitted 0.49 1.00 0.14 1.00 0.23 1.00 1.00 0.21 1.00 1.00 Satd. Flow(perm) 908 3479 262 3392 433 3539 1583 384 3539 1583 Volume(vph) 224 467 60 364 305 117 63 608 452 244 750 248 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 243 508 65 396 332 127 68 661 491 265 815 270 RTOR Reduction (vph) 0 8 0 0 33 0 0 0 338 0 0 149 Lane Group Flow(vph) 243 565 0 396 426 0 68 661 153 265 815 121 Turn Type pm+pt pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Actuated Green, G (s) 39.0 24.4 55.8 37.2 44.6 37.0 37.0 56.2 44.6 44.6 Effective Green, g (s) 39.0 24.4 55.8 37.2 44.6 37.0 37.0 56.2 44.6 44.6 Actuated g/C Ratio 0.32 0.20 0.46 0.31 0.37 0.31 0,31 0.47 0.37 0.37 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle,Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 400 707 466 1052 246 1091 488 355 1315 588 v/s Ratio Prot 0.07 0.16 c0.19 0.13 0.02 0.19 c0.09 0.23 v/s Ratio Perm 0.12 c0.20 0.09 0.10 c0.25 0.08 v/c Ratio 0.61 0.80 0.85 0.40 0.28 0.61 0.31 0.75 0.62 0.21 Uniform Delay, dl 31.7 45.5 31.5 32.7 25.3 35.3 31.8 22.5 30.8 25.7 Progression Factor 0.75 0.81 1.32 0.89 1.00 0.80 0.74 1.12 0.76 0.68 Incremental Delay, d2 2.1 5.1 10.9 0.2 0.6 2.4 1.6 7.6 2.0 0.7 Delay(s) 26.0 42.1 52.4 29.1 25.9 30.6 25.0 32.8 25.5 18.2 Level of Service C D D C CCCCCB Approach Delay(s) 37.3 39.9 28.1 25.5 Approach LOS D D C C Intersection Summary HCM Average Control Delay 31.4 HCM Level of Service C HCM Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 78.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 5 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 8: 1-25 Frontage Road & WCR 9.5 12/29/2005 • 4\ t 1 J Movement EBL EBR NBL NBT SBT SBR' : Lane Configurations '1 tt +1+ Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 125 356 1112 985 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 136 387 1209 1071 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 2449 535 1071 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2449 535 1071 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 72 40 cM capacity(veh/h) 10 490 647 Direction, Lane# EB=1 NB 1 NB 2 NB 3 SB,1 SB 2 Volume Total 136 387 604 604 714 357 Volume Left 0 387 0 0 0 0 Volume Right 136 0 0 0 0 0 cSH 490 647 1700 1700 1700 1700 Volume to Capacity 0.28 0.60 0.36 0.36 0.42 0.21 Queue Length 95th (ft) 28 100 0 0 0 0 Control Delay(s) 15.2 18.5 0.0 0.0 0.0 0.0 Lane LOS C C Approach Delay(s) 15.2 4.5 0.0 Approach LOS C Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 53.6% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 6 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 10: WCR 28 & WCR 11 12/29/2005 • f .\' C ~ k' 4\ t r '► 1 d Movement ESL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►( 13 '1 +1+ '1 1+ I 1+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.97 1.00 0.99 1.00 0.87 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1770 3504 1770 3433 1770 1847 1770 1628 Flt Permitted 0.22 1.00 0.36 1.00 0.42 1.00 0.57 1.00 Satd. Flow(perm) 419 3504 662 3433 784 1847 1070 1628 Volume(vph) 409 672 48 11 432 109 131 108 6 270 42 223 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 445 730 52 12 470 118 142 117 7 293 46 242 RTOR Reduction (vph) 0 7 0 0 39 0 0 4 0 0 197 0 Lane Group Flow(vph) 445 775 0 12 549 0 142 120 0 293 91 0 Turn Type pm+pt Perm pm+pt pm+pt Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 32.5 32.5 13.8 13.8 13.8 9.5 17.2 11.2 Effective Green, g (s) 32.5 32.5 13.8 13.8 13.8 9.5 17.2 11.2 Actuated g/C Ratio 0.54 0.54 0.23 0.23 0.23 0.16 0.29 0.19 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 558 1898 152 790 251 292 377 304 v/s Ratio Prot c0.20 0.22 0.16 0.04 0.06 c0.08 0.06 v/s Ratio Perm c0.24 0.02 0.09 c0.15 v/c Ratio 0.80 0.41 0.08 0.69 0.57 0.41 0.78 0.30 Uniform Delay, dl 10.6 8.1 18.1 21.2 19.5 22.7 18.9 21.0 Progression Factor 1.11 0.80 1.00 1.00 1.00 1.00 1.08 1.07 Incremental Delay, d2 5.8 0.1 0.2 2.7 2.9 4.2 9.6 2.5 Delay(s) 17.5 6.6 18.3 23.8 22.4 26.9 30.1 25.1 Level of Service B A B C C C C C Approach Delay(s) 10.6 23.7 24.5 27.6 Approach LOS B C C C Intersection Summary HCM Average Control Delay 18.6 HCM Level of Service B HCM Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 74.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 7 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 14: PA-2 and PA-5 Access & WCR 9.5 12/29/2005 la —+ I t— k" 4\ t r \* 11 • Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 4 r 'I 44 P ) ++ P Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1775 1583 1776 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.65 1.00 0.52 1.00 0.37 1.00 1.00 0.29 1.00 1.00 Satd. Flow(perm) 1208 1583 978 1583 681 3539 1583 533 3539 1583 Volume (vph) 191 3 240 100 3 39 172 816 108 47 645 204 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 208 3 261 109 3 42 187 887 117 51 701 222 RTOR Reduction (vph) 0 0 147 0 0 32 0 0 44 0 0 84 Lane Group Flow(vph) 0 211 114 0 112 10 187 887 73 51 701 138 Turn Type Perm Perm Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 2 6 6 Actuated Green, G (s) 14.8 14.8 14.8 14.8 37.2 37.2 37.2 37.2 37.2 37.2 Effective Green, g (s) 14.8 14.8 14.8 14.8 37.2 37.2 37.2 37.2 37.2 37.2 Actuated g/C Ratio 0.25 0.25 0.25 0.25 0.62 0.62 0.62 0.62 0.62 0.62 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 . 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 298 390 241 390 422 2194 981 330 2194 981 v/s Ratio Prot 0.25 0.20 v/s Ratio Perm c0.17 0.07 0.11 0.01 c0.27 0.05 0.10 0.09 v/c Ratio 0.71 0.29 0.46 0.03 0.44 0.40 0.07 0.15 0.32 0.14 Uniform Delay, dl 20.6 18.3 19.2 17.1 6.0 5.8 4.5 4.8 5.4 4.7 Progression Factor 1.00 1.00 1.00 1.00 1.34 0.98 1.09 0.64 0.68 1.32 Incremental Delay, d2 7.5 0.4 1.4 0.0 1.8 0.3 0.1 0.7 0.3 0.2 Delay(s) 28.1 18.8 20.6 17.2 9.8 6.0 5.0 3.8 3.9 6.5 Level of Service C B C B A A A A A A Approach Delay(s) 22.9 19.7 6.5 4.5 Approach LOS C B A A Intersection Summary HCM Average Control Delay 9.3 HCM Level of Service A HCM Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 8 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 15: PA-1 Access & 1-25 Frontage Road 12/29/2005 • I t P Movement WBL WBR NBT NBR SBL SBT, Lane Configurations r Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 162 290 66 137 125 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 176 315 72 149 136 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 785 351 387 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 785 351 387 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 p0 queue free % 100 75 87 • cM capacity(veh/h) 316 692 1172 Direction,Lane# INB 1 NB 1 SB 1 SB 2 Volume Total 176 387 149 136 Volume Left 0 0 149 0 Volume Right 176 72 0 0 cSH 692 1700 1172 1700 Volume to Capacity 0.25 0.23 0.13 0.08 Queue Length 95th (ft) 25 0 11 0 Control Delay(s) 12.0 0.0 8.5 0.0 Lane LOS B A Approach Delay(s) 12.0 0.0 4.5 Approach LOS B intersection Summary Average Delay 4.0 Intersection Capacity Utilization 36.0% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 16: School Access & WCR 9.5 12/29/2005 • k- t t - 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r ft r 4f Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 178 946 101 278 896 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 193 1028 110 302 974 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 2120 514 1138 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2120 514 1138 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 62 50 • cM capacity(veh/h) 22 505 610 Direction, Lane* WB 1 NB 1 NB 2 NB 3 BB t SB 2 SS 3 Volume Total 193 514 514 110 302 487 487 Volume Left 0 0 0 0 302 0 0 Volume Right 193 0 0 110 0 0 0 cSH 505 1700 1700 1700 610 1700 1700 Volume to Capacity 0.38 0.30 0.30 0.06 0.50 0.29 0.29 Queue Length 95th (ft) 44 0 0 0 69 0 0 Control Delay(s) 16.5 0.0 0.0 0.0 16.6 0.0 0.0 Lane LOS C C Approach Delay (s) 16.5 0.0 3.9 Approach LOS C Intersection Summary Average Delay 3.1 Intersection Capacity Utilization 48.2% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 10 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 18: SH 66 & WCR 11 12/29/2005 • —f& C 44— 4\ /41. Movement EBT EBR WBL WBT NBL NBR Lane Configurations ++ r '1 1+ r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 3539 1583 1770 3539 3433 1583 Flt Permitted 1.00 1.00 0.08 1.00 0.95 1.00 Satd. Flow(perm) 3539 1583 156 3539 3433 1583 Volume(vph) 1439 463 81 859 545 130 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 1564 503 88 934 592 141 RTOR Reduction (vph) 0 0 0 0 0 112 Lane Group Flow(vph) 1564 503 88 934 592 29 Turn Type Free pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases Free 8 2 Actuated Green, G(s) 74.8 120.0 87.3 87.3 24.7 24.7 Effective Green, g (s) 74.8 120.0 87.3 87.3 24.7 24.7 Actuated g/C Ratio 0.62 1.00 0.73 0.73 0.21 0.21 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 2206 1583 228 2575 707 326 0 v/s Ratio Prot c0.44 0.03 0.26 c0.17 v/s Ratio Perm c0.32 0.25 0.02 v/c Ratio 0.71 0.32 0.39 0.36 0.84 0.09 Uniform Delay, dl 15.3 0.0 13.2 6.1 45.7 38.5 Progression Factor 0.56 1.00 1.34 1.80 0.96 0.93 Incremental Delay, d2 1.2 0.3 1.0 0.4 8.4 0.1 Delay(s) 9.8 0.3 18.7 11.2 52.5 35.9 Level of Service A A BBDD Approach Delay(s) 7.5 11.9 49.3 Approach LOS A B D Intersection Summary HCM Average Control Delay 16.7 HCM Level of Service B HCM Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 69.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 11 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 19: WCR 28 & PA-6 Access 12/29/2005 • -, - f '- 4\ t Movement EST EBR WBL WBT NBL NBR Lane Configurations T9 r T4 r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 1075 87 0 791 0 58 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1168 95 0 860 0 63 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1280 pX, platoon unblocked 0.91 0.91 0.91 vC, conflicting volume 1263 1598 584 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1190 1559 445 tC, single(s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free °/0 100 100 88 • cM capacity(veh/h) 530 94 511 Direction,Lane# EB 1 EB 2 EB 3 VSB 1 WB 2 NB 1 Volume Total 584 584 95 430 430 63 Volume Left 0 0 0 0 0 0 Volume Right 0 0 95 0 0 63 cSH 1700 1700 1700 1700 1700 511 Volume to Capacity 0.34 0.34 0.06 0.25 0.25 0.12 Queue Length 95th (ft) 0 0 0 0 0 10 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 13.0 Lane LOS B Approach Delay(s) 0.0 0.0 13.0 Approach LOS B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 40.0% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 12 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 23: WCR 28 & WCR 13 12/29/2005 • 4\ t l d Movement EBL EBR NBL NBT SBT SBR Lane Configurations r ft tit r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1770 3539 3539 1583 Flt Permitted 0.95 1.00 0.39 1.00 1.00 1.00 Satd. Flow(perm) 1770 1583 727 3539 3539 1583 Volume(vph) 62 337 418 503 460 186 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 67 366 454 547 500 202 RTOR Reduction (vph) 0 313 0 0 0 0 Lane Group Flow(vph) 67 53 454 547 500 202 Turn Type Perm pm+pt Free Protected Phases 4 5 2 6 Permitted Phases 4 2 Free Actuated Green, G(s) 8.7 8.7 43.3 43.3 28.4 60.0 Effective Green, g (s) 8.7 8.7 43.3 43.3 28.4 60.0 Actuated g/C Ratio 0.14 0.14 0.72 0.72 0.47 1.00 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 257 230 714 2554 1675 1583 v/s Ratio Prot c0.04 c0.12 0.15 0.14 v/s Ratio Perm 0.03 c0.34 0.13 v/c Ratio 0.26 0.23 0.64 0.21 0.30 0.13 Uniform Delay, dl 22.8 22.7 3.6 2.7 9.7 0.0 Progression Factor 1.00 1.00 2.63 0.47 1.13 1.00 Incremental Delay, d2 0.5 0.5 1.6 0.2 0.4 0.2 Delay(s) 23.3 23.2 11.2 1.5 11.4 0.2 Level of Service CC B A B A Approach Delay(s) 23.2 5.9 8.2 Approach LOS C A A Intersection Summary HCM Average Control Delay 10.2 HCM Level of Service B HCM Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 49.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes(LSC#040840) 2025 PM Peak Total Alam Page 13 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 24: WCR 28 & West PA-12 Access 12/29/2005 • Movement EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations " fta 'I ft+ r r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 54 800 89 23 521 28 0 0 13 0 0 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 59 870 97 25 566 30 0 0 14 0 0 33 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 878 pX, platoon unblocked 0.96 0.96 0.96 0.96 0.96 0.96 vC, conflicting volume 597 966 1401 1682 483 1198 1715 298 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 597 925 1377 1669 422 1166 1704 298 tC, single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 94 96 100 100 97 100 100 95 • cM capacity(veh/h) 976 706 89 83 558 130 79 698 Direction,Lane# EB t EB 2 . ES 3 WB 1 WB 2 WS 3 NB 1 SB 1 Volume Total 59 580 387 25 378 219 14 33 Volume Left 59 0 0 25 0 0 0 0 Volume Right 0 0 97 0 0 30 14 33 cSH 976 1700 1700 706 1700 1700 558 698 Volume to Capacity 0.06 0.34 0.23 0.04 0.22 0.13 0.03 0.05 Queue Length 95th (ft) 5 0 0 3 0 0 2 4 Control Delay (s) 8.9 0.0 0.0 10.3 0.0 0.0 11.6 10.4 Lane LOS A B B B Approach Delay(s) 0.5 0.4 11.6 10.4 Approach LOS B B Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 34.9% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 14 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 25: WCR 28 & Middle PA-12 Access 12/29/2005 Movement EBL EBT EBR tA/BL WBT WBR = NBL NBT NBR SBL SST SBR Lane Configurations "I +p. 11 ft* r r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 68 628 116 46 536 33 0 0 26 0 0 38 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 74 683 126 50 583 36 0 0 28 0 0 41 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 618 809 1326 1612 404 1218 1657 309 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 618 809 1326 1612 404 1218 1657 309 tC, single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 92 94 100 100 95 100 100 94 aocM capacity(veh/h) 958 813 96 89 596 117 84 687 Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB;2 WB 3 NB 1 SB.1 Volume Total 74 455 354 50 388 230 28 41 Volume Left 74 0 0 50 0 0 0 0 Volume Right 0 0 126 0 0 36 28 41 cSH 958 1700 1700 813 1700 1700 596 687 Volume to Capacity 0.08 0.27 0.21 0.06 0.23 0.14 0.05 0.06 Queue Length 95th (ft) 6 0 0 5 0 0 4 5 Control Delay(s) 9.1 0.0 0.0 9.7 0.0 0.0 11.3 10.6 Lane LOS A A B B Approach Delay(s) 0.8 0.7 11.3 10.6 Approach LOS B B Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 31.1% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 15 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 26: WCR 28 & Easternmost PA-12 Access 12/29/2005 • J 7 I ~ & 4\ f t `► 1 J Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) +A '1 fit* r r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 46 366 11 55 532 17 0 0 23 0 0 35 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 50 398 12 60 578 18 0 0 25 0 0 38 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal(ft) 615 pX, platoon unblocked vC, conflicting volume 597 410 951 1220 205 1031 1217 298 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 597 410 951 1220 205 1031 1217 298 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 95 95 100 100 97 100 100 95 cM capacity(veh/h) 976 1146 187 161 802 168 161 698 Direction, Lane# EB-;1 EB 2 EB 3 WB 1 . W82 WB 3 NB 1 BB 1 Volume Total 50 265 145 60 386 211 25 38 Volume Left 50 0 0 60 0 0 0 0 Volume Right 0 0 12 0 0 18 25 38 cSH 976 1700 1700 1146 1700 1700 802 698 Volume to Capacity 0.05 0.16 0.09 0.05 0.23 0.12 0.03 0.05 Queue Length 95th (ft) 4 0 0 4 0 0 2 4 Control Delay (s) 8.9 0.0 0.0 8.3 0.0 0.0 9.6 10.5 Lane LOS A A A B Approach Delay(s) 1.0 0.8 9.6 10.5 Approach LOS A B Intersection Summary Average Delay 1 3 Intersection Capacity Utilization 25.2% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 16 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 31: South Access Drive & WCR 13 12/29/2005 4\ t 1 r Movement ESL EBR NIX NBT SBT SBR Lane Configurations ►i r 1 14 44 r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1770 3539 3539 1583 Flt Permitted 0.95 1.00 0.44 1.00 1.00 1.00 Satd. Flow(perm) 1770 1583 821 3539 3539 1583 Volume(vph) 92 127 111 454 518 105 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 100 138 121 493 563 114 RTOR Reduction (vph) 0 121 0 0 0 29 Lane Group Flow(vph) 100 17 121 493 563 85 Turn Type Perm Perm Perm Protected Phases 4 2 6 Permitted Phases 4 2 6 Actuated Green, G (s) 7.2 7.2 44.8 44.8 44.8 44.8 Effective Green, g (s) 7.2 7.2 44.8 44.8 44.8 44.8 Actuated g/C Ratio 0.12 0.12 0.75 0.75 0.75 0.75 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 . Lane Grp Cap (vph) 212 190 613 2642 2642 1182 v/s Ratio Prot c0.06 0.14 c0.16 v/s Ratio Perm 0.01 0.15 0.05 v/c Ratio 0.47 0.09 0.20 0.19 0.21 0.07 Uniform Delay, dl 24.6 23.5 2.3 2.2 2.3 2.0 Progression Factor 1.00 1.00 0.55 0.56 0.94 0.93 Incremental Delay, d2 1.7 0.2 0.7 0.2 0.2 0.1 Delay(s) 26.3 23.7 2.0 1.4 2.3 2.0 Level of Service CC A A A A Approach Delay(s) 24.8 1.5 2.3 Approach LOS C A A Intersection Sun rnaty HCM Average Control Delay 5.5 HCM Level of Service A HCM Volume to Capacity ratio 0.25 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 35.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 17 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 32: Central Access Drive & WCR 13 12/29/2005 Movement EBL EBR NBL NBT SBT SBR Lane Configurations P '1 tt tt P Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 53 99 462 560 107 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 58 108 502 609 116 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1075 304 725 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1075 304 725 tC, single(s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 92 88 • cM capacity(veh/h) 188 692 874 Direction, Lane# EB 1 NB.1 NB 2 N8 3 SB 1 SB 2 SB 3 Volume Total 58 108 251 251 304 304 116 Volume Left 0 108 0 0 0 0 0 Volume Right 58 0 0 0 0 0 116 cSH 692 874 1700 1700 1700 1700 1700 Volume to Capacity 0.08 0.12 0.15 0.15 0.18 0.18 0.07 Queue Length 95th (ft) 7 10 0 0 0 0 0 Control Delay(s) 10.7 9.7 0.0 0.0 0.0 0.0 0.0 Lane LOS B A Approach Delay(s) 10.7 1.7 0.0 Approach LOS B intersection Summary Average Delay 1.2 Intersection Capacity Utilization 27.6% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 18 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 33: Commercial RTO Access & WCR 13 12/29/2005 -\T 4\ t 1 r • Movement EBL EBR NBL NBT SBT SBR Lane Configurations T4 tt r Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 323 0 462 349 125 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 351 0 502 379 136 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) 720 pX, platoon unblocked vC, conflicting volume 630 190 515 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 630 190 515 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 • p0 queue free % 100 57 100 cM capacity(veh/h) 414 820 1047 Direction,Lane#" EB:,1 NB 1 .NB 2 SB 1 SB;2 SB 3 Volume Total 351 251 251 190 190 136 Volume Left 0 0 0 0 0 0 Volume Right 351 0 0 0 0 136 cSH 820 1700 1700 1700 1700 1700 Volume to Capacity 0.43 0.15 0.15 0.11 0.11 0.08 Queue Length 95th (ft) 54 0 0 0 0 0 Control Delay(s) 12.6 0.0 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 12,6 0.0 0.0 Approach LOS B Intersection Summary Average Delay 3.2 Intersection Capacity Utilization 36.3% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 19 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 34: SH 66 & North Access Drive 12/29/2005 • —► 7 7( '— 4\ r Movement EBT EBR', WBL WBT NBL NBR Lane Configurations tt r '1 to ) r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 3539 1583 1770 3539 1770 1583 Flt Permitted 1.00 1.00 0.10 1.00 0.95 1.00 Satd. Flow(perm) 3539 1583 184 3539 1770 1583 Volume(vph) 1419 118 83 1010 101 66 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 1542 128 90 1098 110 72 RTOR Reduction (vph) 0 44 0 0 0 59 Lane Group Flow(vph) 1542 84 90 1098 110 13 Turn Type Perm pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G (s) 79.1 79.1 90.0 90.0 22.0 22.0 Effective Green, g (s) 79.1 79.1 90.0 90.0 22.0 22.0 Actuated g/C Ratio 0.66 0.66 0.75 0.75 0.18 0.18 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 • Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 2333 1043 229 2654 325 290 v/s Ratio Prot c0.44 0.02 c0.31 c0.06 v/s Ratio Perm 0.05 0.27 0.01 v/c Ratio 0.66 0.08 0.39 0.41 0.34 0.05 Uniform Delay, dl 12.4 7.4 10.6 5.4 42.7 40.4 Progression Factor 0.20 0.00 3.22 0.65 1.01 1.06 Incremental Delay, d2 1.2 0.1 0.9 0.4 2.8 0.3 Delay(s) 3.7 0.1 34.9 3.9 45.9 43.2 Level of Service A A C A DD Approach Delay(s) 3.4 6.3 44.8 Approach LOS A A D Intersection Summary HCM Average Control Delay 7.0 HCM Level of Service A HCM Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 59.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 20 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 35: SH 66 & East Commercial 3/4 Access 12/29/2005 1 ~ "\ • Movement EBT EBR WBL WBT NBL NBR Lane Configurations ft r 'i tt r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 1140 345 102 1085 7 161 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1239 375 111 1179 8 175 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1025 pX, platoon unblocked 0.81 vC, conflicting volume 1614 2051 620 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1614 2062 620 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 • p0 queue free % 72 73 59 cM capacity(veh/h) 400 28 431 Direction, Lane# ER-1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 620 620 375 111 590 590 8 175 Volume Left 0 0 0 111 0 0 8 0 Volume Right 0 0 375 0 0 0 0 175 cSH 1700 1700 1700 400 1700 1700 28 431 Volume to Capacity 0.36 0.36 0.22 0.28 0.35 0.35 0.27 0.41 Queue Length 95th (ft) 0 0 0 28 0 0 21 48 Control Delay (s) 0.0 0.0 0.0 17.4 0.0 0.0 177.7 18.9 Lane LOS C F C Approach Delay(s) 0.0 1.5 25.6 Approach LOS D Intersection Summary Average Delay 2.1 Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 21 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 37: Main Internal Collector & WCR 11 12/29/2005 • J f ~ t 4\ t - r Movement EBL EBT EBR WBL WBT WBR NEIL , NBT NBR SBL SST SBR Lane Configurations ►t T4 ►t 1+ ) 1+ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 135 0 110 149 0 100 125 352 139 114 280 150 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 147 0 120 162 0 109 136 383 151 124 304 163 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1397 1439 386 1326 1370 383 467 534 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1397 1439 386 1326 1370 383 467 534 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 0 100 82 0 100 84 88 88 cM capacity(veh/h) 82 102 662 89 113 665 1094 1034 Direction, Lane# EB 1 EB 2 WS 1 WS 2 NB'1 NB 2 NB 3 :SB 1 SB 2 Volume Total 147 120 162 109 136 383 151 124 467 Volume Left 147 0 162 0 136 0 0 124 0 Volume Right 0 120 0 109 0 0 151 0 163 cSH 82 662 89 665 1094 1700 1700 1034 1700 Volume to Capacity 1.80 0.18 1.81 0.16 0.12 0.23 0.09 0.12 0.27 Queue Length 95th (ft) 313 16 339 15 11 0 0 10 0 Control Delay(s) 489.7 11.6 484.8 11.5 8.8 0.0 0.0 9.0 0.0 Lane LOS F B F B A A Approach Delay(s) 275.0 294.7 1.8 1.9 Approach LOS F F Intersection Summary Average Delay 86.4 Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 22 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 37: Main Internal Collector& WCR 11 12/30/2005 • r - , i ~ t 4\ t fi ti l J Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SEW SBR Lane Configurations 'f Is ''1 A ) + r is it Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.86 1.00 0.86 1.00 1.00 0.85 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1595 1770 1596 1770 1863 1583 1770 1765 Flt Permitted 0.68 1.00 0.68 1.00 0.39 1.00 1.00 0.46 1.00 Satd. Flow(perm) 1273 1595 1261 1596 722 1863 1583 860 1765 Volume(vph) 135 5 110 149 5 100 125 352 139 114 280 150 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 147 5 120 162 5 109 136 383 151 124 304 163 RTOR Reduction (vph) 0 76 0 0 69 0 0 0 76 0 32 0 Lane Group Flow(vph) 147 49 0 162 45 0 136 383 76 124 435 0 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 22.0 22.0 22.0 22.0 30.0 30.0 30.0 30.0 30.0 Effective Green, g (s) 22.0 22.0 22.0 22.0 30.0 30.0 30.0 30.0 30.0 Actuated g/C Ratio 0.37 0.37 0.37 0.37 0.50 0.50 0.50 0.50 0.50 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 467 585 462 585 361 932 792 430 883 • v/s Ratio Prot 0.03 0.03 0.21 c0.25 v/s Ratio Perm 0.12 c0.13 0.19 0.05 0.14 v/c Ratio 0.31 0.08 0.35 0.08 0.38 0.41 0.10 0.29 0.49 Uniform Delay, dl 13.6 12.4 13.8 12.4 9.2 9.4 7.9 8.8 10.0 Progression Factor 1.00 1.00 1.00 1.00 1.24 1.26 2.29 1.02 1.10 Incremental Delay, d2 1.8 " 0.3 2.1 0.3 2.5 1.1 0.2 1.6 1.9 Delay (s) 15.4 12.7 15.9 12.6 13.9 13.0 18.3 10.5 12.8 Level of Service B B B B BBBBB Approach Delay (s) 14.1 14.6 14.4 12.3 Approach LOS B B B B Intersedioil Summary . HCM Average Control Delay 13.7 HCM Level of Service B HCM Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 38: Commercial RTO Access & WCR 11 12/29/2005 Movement WBL WBR NBT NBR - SBL SBT Lane Configurations t t Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 166 514 72 0 544 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 180 559 78 0 591 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 613 pX, platoon unblocked vC, conflicting volume 1150 559 637 vC1, stage 1 conf vol vC2, stage 2 conf vof vCu, unblocked vol 1150 559 637 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 p0 queue free % 100 66 100 • cM capacity(veh/h) 219 529 947 Direction,Lane# WB 1 NB 1 NB 2 SB 1 Volume Total 180 559 78 591 Volume Left 0 0 0 0 Volume Right 180 0 78 0 cSH 529 1700 1700 1700 Volume to Capacity 0.34 0.33 0.05 0.35 Queue Length 95th (ft) 38 0 0 0 Control Delay(s) 15.3 0.0 0.0 0.0 Lane LOS C Approach Delay (s) 15.3 0.0 0.0 Approach LOS C intersection Summary Average Delay 2.0 Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 23 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 39: South Center Access & WCR 11 12/29/2005 Movement WBL WBR NBT NBR SBL SBT, Lane Configurations t t Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 61 576 46 0 535 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 66 626 50 0 582 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1208 626 676 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1208 626 676 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 • p0 queue free % 100 86 100 cM capacity(veh/h) 202 484 915 Direction, Lane# WB 1 NB 1 NB 2 SB 1 Volume Total 66 626 50 582 Volume Left 0 0 0 0 Volume Right 66 0 50 0 cSH 484 1700 1700 1700 Volume to Capacity 0.14 0.37 0.03 0.34 Queue Length 95th (ft) 12 0 0 0 Control Delay(s) 13.6 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 13.6 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 40.8% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 24 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 40: North Center Access & WCR 11 12/29/2005 • t y l Movement WBL WBR NBT NBR SBL SBT Lane Configurations + + Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 11 595 43 0 535 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 12 647 47 0 582 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1228 647 693 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1228 647 693 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 97 100 cM capacity(veh/h) 197 471 902 Direction, Lane#;, WB 1 NB 1 NB 2 SB 1 Volume Total 12 647 47 582 Volume Left 0 0 0 0 Volume Right 12 0 47 0 cSH 471 1700 1700 1700 Volume to Capacity 0.03 0.38 0.03 0.34 Queue Length 95th (ft) 2 0 0 0 Control Delay(s) 12.8 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 12.8 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 41.3% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 25 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 41: Southernmost Access & WCR 11 12/29/2005 • t Movement WBL WBR NBT NBR SBL SST Lane Configurations r 1' P ¢ Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 45 578 48 0 535 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 49 628 52 0 582 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 765 pX, platoon unblocked 0.90 0.90 0.90 vC, conflicting volume 1210 628 680 vC1, stage 1 conf vol vO2, stage 2 conf vol vCu, unblocked vol 1234 586 644 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 89 100 • cM capacity(veh/h) 175 458 844 Direction, Lane# WB 1 NB 1; NB 2 SB 1 Volume Total 49 628 52 582 Volume Left 0 0 0 0 Volume Right 49 0 52 0 cSH 458 1700 1700 1700 Volume to Capacity 0.11 0.37 0.03 0.34 Queue Length 95th (ft) 9 0 0 0 Control Delay(s) 13.8 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 13.8 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 40.4% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 26 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 48: WCR 28 & Eastern PA-12 Access 12/29/2005 f t 4\ t P ti 1 d Movement EBL EBT EBR WBL WBT WEIR NBL NBT NSR SBL SST SBR Lane Configurations ►t Ti+ ►t TI P P Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 59 481 114 39 587 32 0 0 22 0 0 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 64 523 124 42 638 35 0 0 24 0 0 30 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 673 647 1147 1471 323 1154 1515 336 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 673 647 1147 1471 323 1154 1515 336 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 93 95 100 100 96 100 100 95 cM capacity(veh/h) 914 935 134 112 672 134 105 659 Direction, Lane# ;, EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SS 1 Volume Total 64 349 298 42 425 247 24 30 Volume Left 64 0 0 42 0 0 0 0 Volume Right 0 0 124 0 0 35 24 30 cSH 914 1700 1700 935 1700 1700 672 659 Volume to Capacity 0.07 0.21 0.18 0.05 0.25 0.15 0.04 0.05 Queue Length 95th (ft) 6 0 0 4 0 0 3 4 Control Delay(s) 9.2 0.0 0.0 9.0 0.0 0.0 10.6 10.7 Lane LOS A A B B Approach Delay(s) 0.8 0.5 10.6 10.7 Approach LOS B B Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 27.2% ICU Level of Service A Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 27 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 62: SH 66 & West Commercial 3/4 Access 12/29/2005 • j ~ 4 Movement EST EBB WBL WBT NBL NBR Lane Configurations F? P 'S 14 P Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 1291 277 170 941 0 246 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 1403 301 185 1023 0 267 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1278 1160 pX, platoon unblocked 0.72 0.76 0.72 vC, conflicting volume 1704 2284 702 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1590 2062 201 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 37 100 54 • cM capacity(veh/h) 295 13 582 Direction, Lane#; EB 1 EB 2 EE 33 WB 1 WB 2 WB 3 ' NB 1 Volume Total 702 702 301 185 511 511 267 Volume Left 0 0 0 185 0 0 0 Volume Right 0 0 301 0 0 0 267 cSH 1700 1700 1700 295 1700 1700 582 Volume to Capacity 0.41 0.41 0.18 0.63 0.30 0.30 0.46 Queue Length 95th (ft) 0 0 0 98 0 0 60 Control Delay (s) 0.0 0.0 0.0 35.6 0.0 0.0 16.3 Lane LOS E C Approach Delay(s) 0.0 5.5 16.3 Approach LOS C Intersection Summary Average Delay 3.4 Intersection Capacity Utilization 57.6% ICU Level of Service B Analysis Period (min) 15 • St. Vrain Lakes (LSD#040840) 2025 PM Peak Total Alam Page 28 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 63: Main Internal Collector & North Access Drive 12/29/2005 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 t+ Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 40 114 111 87 43 41 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 43 124 121 95 47 45 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC,conflicting volume 215 379 168 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 215 379 168 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 97 92 95 • cM capacity(veh/h) 1355 603 876 Direction, Lane# EB'1 WB 1 ` SB 1 Volume Total 167 215 91 Volume Left 43 0 47 Volume Right 0 95 45 cSH 1355 1700 711 Volume to Capacity 0.03 0.13 0.13 Queue Length 95th (ft) 2 0 11 Control Delay(s) 2.2 0.0 10.8 Lane LOS A B Approach Delay(s) 2.2 0.0 10.8 Approach LOS B Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 34.3% ICU Level of Service A ' Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 29 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 90: SH 66 & WCR 9.5 12/29/2005 • f C +- k- 4\ t P \* 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations VI $4 ' II) ft r 4i VI ft* Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 0.97 0.95 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.91 1.00 0.94 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 3225 3433 3322 Flt Permitted 0.10 1.00 1.00 0.07 1.00 1.00 0.21 1.00 0.43 1.00 Satd. Flow (perm) 346 3539 1583 254 3539 1583 751 3225 1551 3322 Volume(vph) 60 1279 651 166 1160 79 731 222 321 301 210 145 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 65 1390 708 180 1261 86 795 241 349 327 228 158 RTOR Reduction (vph) 0 0 0 0 0 37 0 63 0 0 66 0 Lane Group Flow(vph) 65 1390 708 180 1261 49 795 527 0 327 320 0 Turn Type pm+pt Free pm+pt pm+ov pm+pt pm+pt Protected Phases 7 4 3 8 1 5 2 1 6 Permitted Phases 4 Free 8 8 2 6 Actuated Green, G (s) 58.2 55.0 120.0 61.8 56.8 68.3 48.0 32.5 29.1 17.6 Effective Green, g (s) 58.2 55.0 120.0 61.8 56.8 68.3 48.0 32.5 29.1 17.6 Actuated g/C Ratio 0.49 0.46 1.00 0.52 0.47 0.57 0.40 0.27 0.24 0.15 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 250 1622 1583 263 1675 954 890 873 556 487 v/s Ratio Prot 0.01 c0.39 0.03 0.36 0.00 c0.20 0.16 0.06 0.10 v/s Ratio Perm 0.12 c0.45 0.32 0.03 c0.16 0.09 v/c Ratio 0.26 0.86 0.45 0.68 0.75 0.05 0.89 0.60 0.59 0.66 Uniform Delay, dl 20.6 29.0 0.0 24.0 25.9 11.5 30.3 38.1 38.1 48.4 Progression Factor 1.08 0.92 1.00 1.63 0.88 2.44 0.75 0.75 1.00 1.00 Incremental Delay, d2 0.4 4.3 0.6 6.1 2.7 0.0 10.5 2.8 1.6 3.2 Delay(s) 22.7 31.0 0.6 45.2 25.4 28.0 33.1 31.5 39.6 51.6 Level of Service CC A DCCCC D D Approach Delay(s) 20.8 27.9 32.4 46.1 Approach LOS C C C D Intersection Summary HCM Average Control Delay 28.6 HCM Level of Service C HCM Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 120.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 84.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 10 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 30 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 91: SH 66 & Mead Street 12/30/2005 ` ! Movement EBL EBT EBR -WBL WBT WBR NBL NBT NBR SBL SST SBR Lane Configurations li tT r tT r r r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 255 1840 190 0 1896 140 0 0 150 0 0 285 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 277 2000 207 0 2061 152 0 0 163 0 0 310 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1258 pX, platoon unblocked 0.51 0.51 0.51 0.51 0.51 0.51 vC,conflicting volume 2213 2207 3895 4767 1000 3778 4822 1030 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2419 2207 5727 7444 1000 5498 7550 93 tC,single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 0 100 0 0 32 0 0 36 cM capacity(veh/h) 98 235 0 0 241 0 0 481 Direction,Lane# EB 1 EB 2 EB 3 ES 4 WB 1 " W82 WB 3 NB 1 S81 Volume Total 277 1000 1000 207 1030 1030 152 163 310 Volume Left 277 0 0 0 0 0 0 0 0 Volume Right 0 0 0 207 0 0 152 163 310 cSH 98 1700 1700 1700 1700 1700 1700 241 481 Volume to Capacity 2.82 0.59 0.59 0.12 0.61 0.61 0.09 0.68 0.64 Queue Length 95th (ft) 658 0 0 0 0 0 0 108 112 Control Delay(s) 914.4 0.0 0.0 0.0 0.0 0.0 0.0 46.2 25.0 Lane LOS F E D Approach Delay(s) 102.0 0.0 46.2 25.0 Approach LOS E D Intersection Summary . Average Delay 52.0 Intersection Capacity Utilization 76.7% ICU Level of Service D Analysis Period (min) 15 • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 93: SH 66 & Northbound Ramp 12/30/2005 • Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '1 ++ f tffi r r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.86 1.00 0.95 0.95 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow(prot) 1770 3539 6408 1583 1681 1681 1583 Flt Permitted 0.10 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow(perm) 177 3539 6408 1583 1681 1681 1583 Volume(vph) 410 1290 0 0 1440 740 400 0 995 0 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 446 1402 0 0 1565 804 435 0 1082 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 446 1402 0 0 1565 804 218 217 1082 0 0 0 Turn Type pm+pt Free Perm Free Protected Phases 7 4 8 2 Permitted Phases 4 Free 2 Free Actuated Green, G (s) 68.0 42.0 39.0 120.0 43.0 43.0 120.0 Effective Green, g (s) 68.0 42.0 39.0 120.0 43.0 43.0 120.0 Actuated g/C Ratio 0.57 0.35 0.32 1.00 0.36 0.36 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 445 1239 2083 1583 602 602 1583 v/s Ratio Prot c0.22 c0.40 0.24 v/s Ratio Perm 0.35 0.51 0.13 0.13 c0.68 v/c Ratio 1.00 1.13 0.75 0.51 0.36 0.36 0.68 Uniform Delay, dl 36.8 39.0 36.2 0.0 28.4 28.4 0.0 Progression Factor 1.38 0.91 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 21.3 62.0 1.6 1.2 1.7 1.7 2.4 Delay(s) 71.9 97.7 37.7 1.2 30.1 30.0 2.4 Level of Service E F DACCA Approach Delay(s) 91.5 25.3 10.3 0.0 Approach LOS F C B A Intersection Summary � � � ' • >.... - . . .., .. HCM Average Control Delay 42.7 HCM Level of Service D HCM Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 120.0 Sum of lost time(s) 4.0 Intersection Capacity Utilization 95.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Alam Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 94: SH 66 & Southbound Ramp 12/30/2005 • f —w -\' C 4— k- 4\ t , \* 4, d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB3R Lane Configurations ?4 r "Pi 41' 4 r* Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.97 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 3539 1583 3433 3539 1770 1583 Flt Permitted 1.00 1.00 0.10 1.00 0.95 1.00 Satd. Flow(perm) 3539 1583 371 3539 1770 1583 Volume(vph) 0 1055 385 815 1030 0 0 0 0 645 0 325 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 1147 418 886 1120 0 0 0 0 701 0 353 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 1147 418 886 1120 0 0 0 0 0 701 353 Turn Type Free pm+pt Perm Free Protected Phases 4 3 8 6 Permitted Phases Free 8 6 Free Actuated Green, G (s) 42.0 120.0 62.0 39.0 43.0 120.0 Effective Green, g (s) 42.0 120.0 62.0 39.0 43.0 120.0 Actuated g/C Ratio 0.35 1.00 0.52 0.32 0.36 1.00 Clearance Time(s) 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 4, Lane Grp Cap(vph) 1239 1583 779 1150 634 1583 v/s Ratio Prot 0.32 c0.22 0.32 v/s Ratio Perm c0.26 c0.37 0.40 0.22 v/c Ratio 0.93 0.26 1.14 0.97 1.11 0.22 Uniform Delay, dl 37.5 0.0 37.2 40.0 38.5 0.0 Progression Factor 1.00 1.00 1.60 0.67 1.00 1.00 Incremental Delay, d2 11.7 0.4 73.7 16.9 68.3 0.3 Delay(s) 49.2 0.4 133.1 43.9 106.8 0.3 Level of Service D A F D F A Approach Delay(s) 36.2 83.3 0.0 71.1 Approach LOS D F A E Intersection Summary HCM Average Control Delay 64.6 HCM Level of Service E HCM Volume to Capacity ratio 1.10 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 95.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group • St. Vrain Lakes(LSC#040840) 2025 PM Peak Total Alam Page 1 LSC, Inc. 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