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Home My WebLink About20032378.tiff FINAL DRAINAGE REPORT .....:.::. ,,:....,.-.�..�..,..�..:..,.:::...�«<.>:<r:o>>:r.:..a>�.�:,-..uu.,xx<x<.aa>x.xrnx.,:<:.a:.ar..r> .:..o3a .,:.n..E.o. -.......,...,......,x.>a:.a:<r<r:-.>z«.x.>......:..,�.......a..,.,P,.,. a..nn.... rins'o,I ... w.,r.I c....:.:.....:... :...,gbu,:xa's'.:c:<T:•n»:y«..>₹'i':.'g:`.c2?3a2sv≥b:......<?!&:3i2:Csr�:..,.:..:..,>:.o:..<,<c.::<... .,...C....,.,�..�.a.,,d..zs.'d: �:..£:a�;,ru>_..... •:!':::�':::':x:;<_!:;t's ::2;:',>..._._.........,. 3:u{£5`:'::.:a,::S:'T'::2?:Eu;:9a.:.>,.�>:r:«rr.:.: r .�..., _ __............_....._..._,..,..,._.:,�..�.,._,..r....,__.......:........>..__..._...._......:.:...:...:.....:..._..2�°PelicanShoresyPUD Weld County, Colorado March 31,2003 _ Prepared for: Mr. Doug Tiefel Columbine Land Resources, Inc. PO Box 17130 Boulder, Colorado 80308 Phone: 303.665.9390 Prepared by: James Blankenship, P.E. JLB Engineering Consultants 918 Eldorado Lane Louisville, Colorado 80027 Phone: 303.604.1634 Fax: 303.604.1674 JLB Project Number: 1007 DF 2003-2378 Final Drainage Report _ Pelican Shores Residential Subdivision Weld County,Colorado A Parcel of Land comprising the S 'A of the NE %]of Section 36 and the SE'/ of Section 36, Township 3 N, Range 68 W,of the 6th PM,Weld County,Colorado TABLE OF CONTENTS Page I. GENERAL LOCATION AND DESCRIPTION 2 A. Location B. Description of Property II. DRAINAGE BASINS AND SUB-BASINS 3 A. Major Basin Description B. Sub-basin Description III. DRAINAGE DESIGN CRITERIA 4 A. Regulations B. Development Criteria and Reference Constraints C. Hydrologic Criteria D. Hydraulic Design IV. DRAINAGE FACILITY DESIGN 4 A. General Concepts B. Specific Details V. STORM WATER QUALITY 5 A. BMP's B. Construction Schedule C. Permanent Stabilization VI. LAKE OPERATIONS PLAN 5 A. North Lake B. South Lake VII. RIVER BANK MANAGEMENT 6 VIII. CONCLUSIONS 6 A. Compliance with standards B. Drainage Concepts C. Specific Details IX. REFERENCES 7 X. APPENDICIES 8 ALB Engineering Consultants Final Drainage Report Pelican Shores Subdivision,Weld County,Colorado March 31,2003 Page 2 I. GENERAL LOCATION AND DESCRIPTION: A. Location: The site is located in the southeast '/ and the south 'A of Section 36 Township 3 North, Range 68 West, of the 6th PM, County of Weld, State of Colorado. The site is located at the northwest corner of the intersection of Weld County Roads 13 and 26. The _ site is bisected in the east/west direction by the St Vrain Creek. The Creek is conveyed under County Road 13 near the center of the property on the east property line. B. Description of Property: The overall site is approximately 240.4 acres. The land north of the river is approximately 80.1 acres with the remaining 160.3 being south of the river. The site was historically mined for gravel. The site was previously mined for gravel and recently reclaimed and copies of the reclamation plans and river stabilization are included in the appendix. There is an existing house on the south side of the river that may remain during the subdivision process. Slopes on the site vary from less than I% to greater than 30%. Generally, slopes in the area of the proposed development are in the 1% to 15% range with steeper slopes along the lake embankments and in the northern lots. On the north side of the river, the land slopes from the north to the southeast and into the mined gravel area or a wetlands area. The highest point on the site is the northwest property corner and the land quickly slopes to the south and east. As part of the reclamation process, a roadway and drainage ditch have been cut in that parallels the north property line and slopes to the east and into the wetlands area. This gravel road will be paved and become Douglas Drive. The wetlands area is located in the furthest northeast corner of the site. There is a box culvert under CR13 that conveys excess runoff from wetlands area to the east. This area also collects runoff from the adjacent land to the north. The gravel mining area is a recreational lake and is adjacent to the St Vrain Creek. The surface area of the lake is approximately 46.1 acres during normal water levels, considered to be elevation 4803.0. County Road (CR) 13 is a two lane paved roadway and is adjacent to the east property line. Access to the site is from CR 13. The only other access to the site is from the adjacent parcel to the northwest. This access is currently for farm use only, however will be combined as emergency access with this development. Adjacent lands are currently agricultural use with farm homes and out buildings. On the south side of the river, the land slopes from the center of a peninsula to the northeast and the southeast with historic slopes ranging from less than 1% to approximately 5%. The mined gravel area has been converted to a 55.9 acre lake that is adjacent to the St Vrain Creek. The normal water surface elevation in this lake is 4803.0. An existing house and natural gas welUcollection facility are located in the center of the parcel and are accessed by a driveway from CR 26. This site is bounded by CR 13 on the east and CR 26 on the south. CR13 is a paved two lane roadway and CR 26 is a gravel two lane roadway. There are no formal drainage facilities in CR 26. CR 13 has a 'LB Engineering Consultants Final Drainage Report Pelican Shores Subdivision,Weld County,Colorado March 31,2003 Page 3 roadside ditch and there are culverts under the roadway at the intersection of CR 13 and 26. The drainage from this intersection is conveyed to the east. Adjacent lands are currently agricultural use with farm homes and out buildings. According to the SCS soils map, the native soils in this area are primarily Altvan, Aquolla/Aquents and Tassel with low to moderate swell capacity and favorable drainage conveyance. The soils have a hydraulic group B (Altvan and Aquolla/Aquents) and A (Tassel). There is an existing irrigation lateral that parallels the south property line and conveys water to the east and is also used for this site. That lateral will remain in place and will be used in part to provide a source of water for the southern lake. The water is taken from the Weld County Ditch overflow that runs from south to north along the west property line of the south parcel. The overflow crosses under CR 26 at the southwest property corner and is conveyed in an open channel to the St Vrain Creek. Portions of this site are located in the St Vrain Creek flood plain. The flood plain was established in close coordination with the drainage analysis and layout for this site. The flood plain LOMA has been approved by FEMA. Copies of the approval letters are included in the appendix. The proposed land use is residential development on lots sized from %3 acre to 2 acres. Other development includes the roadways and infrastructure to support the development. Surrounding properties on all sides are generally agricultural with a few farm houses. II. DRAINAGE BASINS AND SUB-BASINS A. Major Basin Description: This site is located within the St Vrain Creek Drainage Basin. There are no formal drainage studies for this site or the area. The flood plain maps were completed by others and the results are reflected on the drainage plan. Offsite runoff is limited to a small basin tributary to the north property line. This basin is conveyed through the site with site developed runoff and into the interior lakes. B. Sub-basin Description: There are two primary basins for this site that are divided by the St Vrain Creek. The sub-basins within those two basins are described as follows: — The majority of the northern lots drain as overland flow directly into the north recreation lake. This basin includes the building envelopes and driveways of the proposed homes. Runoff from the western % of Douglas Drive combines with a minor offsite basin and is conveyed to the north interior lake. The remainder of the roadway either discharges into the wetlands north of the road or into the small recreation lake near the intersection of County Road 13 and Douglas Drive. The wetlands area discharges through an existing box culvert near the northeast corner of the site. MB Engineering Consultants Final Drainage Report Pelican Shores Subdivision,Weld County,Colorado — March 31,2003 Page 4 On the south side of the development, runoff from all lots on the peninsula, Pelican Shores Drive and at the site entry is conveyed to the southern recreational lake as overland flow or through proposed culverts, swales and channels. The eastern lots in this basin also discharge runoff to the southern lake. The rear of the lots drains directly into the lake while the front of the lots runoff combines with Pelican Shores Drive runoff and enters the lake at the end of the new cul-de-sac through a culvert. The southern basin does not have any tributary offsite runoff. III. DRAINAGE DESIGN CRITERIA -- A. Regulations: The design of the drainage for this site is in accordance with the Weld County Storm Drainage Criteria, the City of Longmont, Public Works Division, Storm Drainage Criteria Manual and the Urban Drainage and Flood Control District, Drainage Criteria Manual (DCM), Volumes I thru III. B. Development Constraints: The development constraints for this site are limited and do not impact the mitigation of runoff from the site. There are several easements on the site for gas distribution systems and easements will be dedicated for electrical distribution and for sanitary sewer. The St Vrain flood plain does limit the location of the developable portion of the site. This issue has been dealt with separately and has been reflected on the layout of the site. All portions of all lots are outside of the 100-year flood plan. C. Hydrologic Criteria: The design stone runoff frequencies are the 5 and 100-year events. Runoff has been calculated using the rational method. D. Hydraulic Design: The drainage conveyance and detention facilities are sized and calculated using recognized equations and programs for hydraulic analysis. Design storm events for culverts are the 5-year storm with additional runoff being conveyed in channels to the outfall point. IV. DRAINAGE FACILITY DESIGN A. General Concepts: Drainage facilities are designed to convey the minor and major storm in swales, open channels or culverts to the designated receiving areas with minimum impact to the site. All developed site runoff is conveyed to the interior lakes either by channels and pipes or as overland flow, with a minor portion of the northern area discharging to the existing wetlands. B. Specific Details: Soil conditions were taken from the Soil Survey for the Southern Weld County Area, provided by the US Soil Conservation Service and a site specific soil study. These values were used for determining erosion characteristics of the soils. LU Engineering Consultants Final Drainage Report Pelican Shores Subdivision,Weld County,Colorado March 31,2003 _ Page 5 Historic drainage basins are established based on USGS topographic maps and a detailed field investigation of existing drainage patterns and facilities. The final basin boundaries were determined by this criterion and the referenced drainage studies by others. Site runoff coefficients and percent imperviousness values were taken from the DCM for residential development and weighted for the proposed streets and offsite tributary runoff areas. The time of concentration for was calculated for use in determining design storm runoff for each sub-basin. Runoff for the 5-year and the 100-year storms was calculated by the rational method and used to determine the facility sizing including storm drains, drainage inlets, erosion protection, and other necessary items. Roadside swales convey runoff to culverts. Maximum depths of runoff in roadside swales are lower than the edge of the crowned roadways,therefore there is always 2 lanes of traffic open up to the 100-year storm event. Rock rundowns convey discharged runoff from the culverts and overflow channels into the lakes. These rundowns convey runoff up to the 100-year event. All storm drains have access to maintenance from public rights-of-way. V. STORM WATER QUALITY A. BMP'S: In accordance with the DCM, structural and non-structural BMP's are implemented into the proposed drainage plan. Drainage patterns maintain their historic paths and mitigation features such as road side swales and erosion protection have been implemented into the runoff scheme. B. Construction Schedule: The construction of this site is anticipated to begin in early summer of 2003. Temporary erosion control measures should be placed if the site is disturbed and the construction activities on the site are suspended for a period greater than two weeks. C. Permanent Stabilization: Permanent stabilization includes the establishment of ground cover and erosion control devices. The landscape areas should be established as soon as possible after acceptance of the site grading and detention pond certification. All slopes shall be no steeper than 4:1 and be maintained regularly. VI.LAKE OPERATIONS PLAN A. North Lake: Normal water surface for the north lake is 4803.0. The north lake receives surface water as storm runoff from the proposed development. Water rights permit drawing water from the St Vrain and discharging it into the lake. The water will be drawn where the Creek enters the site at the western property line. A pump will convey water into the lake either directly or by routing it through the Douglas Drive roadside dim En&ineering Consultants Final Drainage Report Pelican Shores Subdivision,Weld County,Colorado March 31,2003 Page 6 ditch. The water surface of the lake is limited by culverts that discharge to the St Vrain creek at the east corner of the lake. The culverts begin to spill water from the lake when the water surface elevation is 4802.66. B. South Lake: The south lake receives surface water as storm runoff from the proposed development. Water rights allow for an intake to the lake from the existing irrigation channel along the south side of the development. The intake locations are at the center of the western bay and the eastern side of the peninsula. The second intake is combined with storm water runoff. VII. RIVER BANK MANAGEMENT The Creek bank has been previously armored during the mining process. Copies of the armoring plan are included in the appendix. The armored embankment generally consists of broken concrete placed on the outside bank of the river course. Willows are also growing along both sides of the bank. Additional strengthening of the berm between the lake and the river course has been completed as well. A row of broken concrete has been buried under the berm, at river elevation, along the western side of the north lake. VIII. CONCLUSIONS A. Drainage Concepts: The site drainage has been designed to minimize the impacts of the new development on the site and adjacent properties. The drainage concept is in accordance with reasonable and common practice for this type of development. B. Specific Details: • Historic drainage patterns are respected and offsite tributary runoff is conveyed through the site. • The discharge of storm drainage from the site is conveyed to the existing lakes and wetlands areas. • The development of this site places all home sites and lots outside of the 100-year flood plain. This drainage plan was closely coordinated with the flood plain study. • The use of the interior lakes as retention of storm runoff reduces the developed runoff from the site to less than historical. • Runoff summaries, drainage basins, lake information and other drainage data are included on the plan. Respectfully S„zC. d, JLB Engl is t' 11 i� 1]3$ •° A 3 31 - it Jam 1';1 ens Colorado t't7�"Etr't$ ALB Engineering Consultants Final Drainage Report Pelican Shores Subdivision,Weld County,Colorado March 31,2003 Page 7 IX.REFERENCES 1. Urban Drainage and Flood Control District, Drainage Criteria Manual Volumes 1 and 2, prepared by Wright- McLaughlin Engineers, dated March 1969, and the Volume 3 prepared by Wright-McLaughlin Engineers, dated September 1992 and revised July 1999. 2. City of Longmont, Public Works Department, Storm Drainage Criteria Manual, Latest Edition. 3. USDA, SCS Soil Survey, Southern Weld County, September, 1980. 4. Preliminary Subsurface Investigation, Pelican Shores, prepared by Western Soils, project number 2002-89, dated October 18, 2002. 5. LOMA Application, St Vrain Creek, Weld County,prepared by Ayres Associates, dated September 25, 2002. MB Engineering Consultants Final Drainage Report Pelican Shores Subdivision,Weld County,Colorado March 31,2003 Page 8 X.APPENDICIES ❑ Vicinity, Soils, and Flood Plain Maps ❑ Hydrologic Calculations ❑ Hydraulic Calculations ❑ Detention Storage Calculations ❑ Water Quality BMP's ❑ Charts and Figures EDginetring Coasuhants F (oir "I �� II 490 yII1 1 INI 1 °I o L o;f Cd J-\\ , 1 ° cis , , W900/ `moo \\ l \ SC1/- I _ 4980 _ � to \ 1 4.�B� • . \_ / ,076 — 4950 ' 4894 v /Ditch J i 26 c • Foster �`\ YY Reservoir o I r :n \ / I . • 333111JJJIII 4897 _____ 828_ D i • _ - \\>%. ' • ‘` . i• ". • ._ . St Vrazn Sch (� J0 t' �,.�r 4802 48C 1,v0 00 �``'� �/� 5. '� I 3y Sir ��J/' 31 I ° / �, 3. ' p' W ` PS VM V' \ G� h �° -48-69- V J G AA 0 :M II 'ES :, :27 — n a6 O \11 — 4823 .. 48131 1 CHANCE1 • 4813 • Tits.' L - .o' mot. f2(c$W cow I • %/ 740 ! 2tIIIi4 4 az v 34 79 "r 83 c 4 79 .� S2 83 i \ .." C 82 42 's .. ii 15 79 53 82 16 t'i3X`#g'f.a: 16 ` "C,,. _ 16 38 51 52 ,,i',‘11./re. Z. r; s] ..0:, <.. Vd +< 42 • 5p „ 53 y -`„"82 d 53 vil44 g"` 82 82 65 # ,,- y. 4 - 24. ,. P ,{I\ ~ * 42. s 68 7 93 r1 65 *4S r y/rr / 3 vfi ti. 82 82 b,, e 38 \� .. 1 • 3 b J 4s S . 7 v7w3 * 61 a 113x1 '14.41. 35 : a //' \ `31 �u } 1lfyir $ uu b NS r7 f �[■ ,. 3" ,. [ 4.. 1 t ...II r ,mow, i a ✓Y" k . '� ,_. ,F :b : • • le T rt. :; y , 15 ti3' j; 54 e x V ,.$ RAIN k rf ° 7 • S • tk 4 .�{' '� OISCH' 4 g' X73 i r r r ac` • .-A: .r 27 3 �.br; mss.._] AiLAST j I l� .�a ( L'�� . 1 77 " '.a .r r' ( `!e, ., 'fir.. , • 73 Lfi 72 .4,4 idii4 ,.;-.„,,,,i.,,,;,,,,, 72 +f"r� C. i 27 \+ " r S 75 , } . 6 G 4 73 • _ ,r2 ,5r z 76 t 4 , r 7 .;l cro . ., 5x• .Y, _ oo 27 / g J I . 48 t J:. 7fi'.. 77 Aa _5O/e- /d/.7,,C., . : t PeZ/C/TA/ 57157/tES 0k - h 76 77 51 48 / I 4. °' - / - 0000 Al 3' a7 . /l ...c„a`. ._ hr .u-- -1 7i / I ) I I ema- - PROJECT fiale,e9IV Siti CILD SUBJECT: 44r OEYEG4.0,t1E.z4-- 918 Eldorado Lane PROJECT NO: /007 DATE:: :5/2ac:z Louimlle,Colorado 80027 Voice: 303.604.1634 Fax 303.604.1674 COMMENTS: ,4/Eie.nccE thT 5/ZE . Ak9€, , : 0. 9ta_ - 4/, 382 sf 0.67ao at/ /e.5.- 2 se' ^!oar*' .5rx/TrY 561/40 . 4, E,vvac : g,e3C0 4,a29sF pr/cigars, /,ay of- z,az'se' pf/Yalr 7�.5- *250,51 agy 4 o sf "la L7EYt LOPEZ) (22.3 701 (/ 5` ) _ 1 r—� Pave ,e/A/OFG !b CEA/ESL>/ S4 'r ffT M/O Ca'?; ace7°r C.JTS /-!a, B/ 2 • SHEET OF Runoff Coeffecients and Percent Imperviousness Project: Pelican Shores — Lratian: County Roads 13 and 26 Weld County, Colorado v,..�ig't Number: 1007 !t!"values presented are taken from the City of Longmont, Storm Drainage Criteria Manual. (ac) (%) Design Point Surface Improvement Area 2 5 10 100 I Comments Historic-North Area% (To Center line Lawn, Sandy Soil 19.18 0.00 0.01 0.05 0.20 0.00 100.0% of adjacent Road, Gravel 0.00 0.15 0.25 0.35 0.65 13.00 0.0% streets) Drives and walks 0.00 0.87 0.87 0.88 0.89 96.00 0.0% Parks/Cemetary 0.00 0.10 0.18 0.25 0.45 7.00 0.0% Roofs 0.00 0.80 0.85 0.90 0.90 90.00 0.0% Avg. 0.00 0.01 0.05 0.20 0.00 100.0% Total Area: 19.18 Avg. %Imperviousness: 0.00 Design Point Surface Improvement Area 2 5 10 100 I Comments — Historic-South Area% (To Center line Lawn, Sandy Soil 27.83 0.00 0.01 0.05 0.20 0.00 97.4% _ of adjacent Road,Gravel 0.42 0.15 0.25 0.35 0.65 13.00 1.5% streets) Drives and walks 0.32 0.87 0.87 0.88 0.89 96.00 1.1% Parks/Cemetary O.00 0.10 0.18 0.25 0.45 7.00 0.0% Roofs 0.00 0.80 0.85 0.90 0.90 90.00 0.0% Avg. 0.01 0.02 0.06 0.21 1.48 100.0% Total Area: 28.56 Avg. %Imperviousness: 1.48 Design Point Surface Improvement Area 2 5 10 100 I Comments 1 Area% Lawn, Clay soil 2.13 0.05 0.15 0.25 0.50 0.00 59.1% Streets, Paved 1.48 0.87 0.88 0.90 0.93 96.00 40.9% Parks/Cemetary 0.00 0.10 0.18 0.25 0.45 7.00 0.0% Roofs 0.00 0.80 0.85 0.90 0.90 90.00 0.0% Avg. 0.39 0.45 0.53 0.68 39.29 100.0% Total Area: 3.61 Avg. %hnperviousness: 39.29 (ac) (%) Design Point Surface Improvement Area 2 5 10 100 I Comments 11 Area% 1007 site runoff 3/28/03 Runoff Coeffecients and Percent Imperviousness Lawn, Clay soil 2.31 0.05 0.15 0.25 0.50 0.00 87.2% Streets, Paved 0.34 0.87 0.88 0.90 0.93 96.00 12.8% Parks/Cemetary 0.00 0.10 0.18 0.25 0.45 7.00 0.0% Roofs 0.00 0.80 0.85 0.90 0.90 90.00 0.0% Avg. 0.16 0.24 0.33 0.56 12.31 100.0% Total Area: 2.65 Avg. %Imperviousness: 12.31 (ac) (%) Design Point Surface Improvement Area 2 5 10 100 I Comments 12 Area% Lawn, Clay soil 3.69 0.05 0.15 0.25 0.50 0.00 74.9% Streets, Paved 0.98 0.87 0.88 0.90 0.93 96.00 20.0% Drives and walks 0.09 0.87 0.87 0.88 0.89 96.00 1.9% Parks/Cemetary 0.00 0.10 0.18 0.25 0.45 7.00 0.0% Roofs 0.16 0.80 0.85 0.90 0.90 90.00 3.3% Avg. 0.25 0.33 0.41 0.61 23.90 100.0% Total Area: 4.93 Avg. %Imperviousness: 23.90 (ac) (%) Design Point Surface Improvement Area 2 5 10 100 I Comments 13 Area% Lawn, Clay soil 2.24 0.05 0.15 0.25 0.50 0.00 68.6% Streets, Paved 0.53 0.87 0.88 0.90 0.93 96.00 16.2% Drives and walks 0.25 0.87 0.87 0.88 0.89 96.00 7.8% Parks/Cemetary 0.00 0.10 0.18 0.25 0.45 7.00 0.0% Roofs 0.24 0.80 0.85 0.90 0.90 90.00 7.4% Avg. 0.30 0.38 0.45 0.63 29.66 100.0% _ Total Area: 3.27 Avg. %Imperviousness: 29.66 (ac) (%) Design Point Surface Improvement Area 2 5 10 100 I Comments 14 Area% Lawn, Clay soil 1.88 0.05 0.15 0.25 0.50 0.00 69.6% Streets, Paved 0.35 0.87 0.88 0.90 0.93 96.00 12.8% Drives and walks 0.19 0.87 0.87 0.88 0.89 96.00 7.2% Parks/Cemetary 0.00 0.10 0.18 0.25 0.45 7.00 0.0% Roofs 0.28 0.80 0.85 0.90 0.90 90.00 10.4% Avg. 0.29 0.37 0.45 0.62 28.54 100.0% Total Area: 2.70 Avg. %Imperviousness: 28.54 (ac) (%) 1007 site runoff 3/28/03 Runoff Coeffecients and Percent Imperviousness Design Point Surface Improvement Area 2 5 10 100 I Comments 15 Area% Lawn, Clay soil 2.38 0.05 0.15 0.25 0.50 0.00 78.9% Streets, Paved 0.29 0.87 0.88 0.90 0.93 96.00 9.5% Drives and walks 0.11 0.87 0.87 0.88 0.89 96.00 3.7% Parks/Cemetary 0.00 0.10 0.18 0.25 0.45 7.00 0.0% Roofs 0.24 0.80 0.85 0.90 0.90 90.00 8.0% Avg. 0.22 0.30 0.39 0.59 19.82 100.0% Total Area: 3.02 Avg. %Imperviousness: 19.82 Design Point Surface Improvement Area 2 5 10 100 I Comments 16 Area% Lawn, Clay soil 1.31 0.05 0.15 0.25 0.50 0.00 66.8% Streets, Paved 0.46 0.87 0.88 0.90 0.93 96.00 23.3% Drives and walks 0.07 0.87 0.87 0.88 0.89 96.00 3.7% Parks/Cemetary 0.00 0.10 0.18 0.25 0.45 7.00 0.0% Roofs 0.12 0.80 0.85 0.90 0.90 90.00 6.2% Avg. 0.32 0.39 0.46 0.64 31.46 100.0% Total Area: 1.96 Avg. %Imperviousness: 31.46 Notes: 1. The entire street section, including the gravel shoulder,is included in the paved street area. 2. Estimated driveway widths are 20'. 3. An estimated 50'length of 5'wide walks is included with each lot. 4. Sandy soils are consistent with the overall soils report and the SCS soil survey. 5. Roofs are estimated to be 3,500 square foot per lot. 1007 site runoff 3/28/03 I I I I I I I I I I I I I I I I I ) STANDARD FORM SF-8 4 = /J (/./-4/Z) TIME OF CONCENTRATION Gezic miv Shvz.es t6/06NT/s9L i^� e L 6 3a�' SUBDIVISION e-t = L CACULATED BY -AS • DATE 3/z"°3 to= ti+tt SUB-BASIN INITIAL/OVERLAND TRAVEL TIME t4 CHECK FINAL REMARKS DATA TIME (ti) (tt) (URBANIZED BASINS) 4 DESIG: C5 AREA LENGTH SLOPE ti LENGTH SLOPE VEL. tt I NGATH tc =(L/180)+IO Ac Ft To Min Ft To FPS MI Ft Min Min (I) (2) (3) (4) (5) (6) (7) (8) (9) (10) (II) (12) (13) /-A/ 0.0/ /9•lg 300 5.0 19.9 335 9.6 3.0 /. 6 635 - 2/S //-5 O.oz f•.66 306 0.5 42.2 too 26 4.8 0.4 400 - 424 / 4%_ 341 /50 ' 26 /0.4 2*i.50 2.4 2,3 /4.7 2200 72.2 Zz.z. /I 49,24 1.6s /00 3.0 /0.1 /230 04 /.2. 74 i,3go /7.7 /7.7 / 2 0.33 4.93 /6o to 13.9 475 0.5 /'2- .6.6 635 /3.6 /3.5 /3 a.38 3.27 /a u0 /3.0 _ no OS /.2.- /d.O S9'0 /O.9 /4.9 /L/ 0.37 770 /65 2.0 /34 38O 0,5 /.z 5.3 695 /3.0 /3.0 /5 0. 0 3.02 /35 Z,o /3.3 710 0',E /2 3,4 4&5 /2.3 /2.3 /6 0.39 /-96 /00 2.0 /1,/ /4o 0,5 /.2. 2.2 260 //. / //.4 BOULDER COUNTY STORM DRAINAGE CRITERIA MANUAL WRC ENGINEERING, INC. Rational Method Direct Runoff — Project: Pelican Shores - PUD Location: CR 26 @ CR 13 atilD Weld County, Colorado Cr 7ftFr, Number: 1007 >t 1 ittorI: Q == cIA Q: Q: Runoff in cfs c: c: Runoff Coefficient I: I: Rainfall Intensity(in/hr)for design event — A: A: Basin Area(acres) rrleskrep Point_ Area/tc_ Event - c I _ _ Q - - - Historic North 19.18 2 0.00 2 0.0 21.5 5 0.01 2.82 0.5 - 10 0.05 3.44 3.3 100 0.20 5.4 20.7 = 1.08 cfs/acre - Historic South 28.56 2 0.01 1.35 0.5 42.6 5 0.02 1.91 1.3 10 0.06 2.33 4.3 - 100 0.21 3.6 21.9 = 0:8 cfs/acre 1 3.61 2 0.39 1.96 2.7 22.2 5 0.45 2.78 4.5 10 0.53 3.38 6.4 • 100 ' 0.68 5.25 12.8 = 3.5 cfs/acre - 11 2.65 2 0.16 2.17 0.9 171 5 0.24 3.08 2.0 10 0.33 3.72 3.3 100 0.56 5.82 8.6 = 3.2 cfs/acre 12 4.93 2 0.25 2.43 3.0 13.5 5 0.33 3.44 5.6 - 10 0.41 4.16 8.5 100 0.61 6.5 19.4 = 3.9 cfs/acre - 13 3.27 2 0.30 2.32 2.3 14.9 5 0.38 3.3 4.1 10 0.45 3.99 5.9 - 100 0.63 6.23 12.8 = 3.9 cfs/acre 14 2/0 2 0.29 2.47 1.9 - 13 5 0.37 3.5 3.5 10 0.45 4.23 5.I 100 0.62 6.61 11.1 = 4.1 cfs/acre jlb2/I007/drainage/1007 rational 3/28/03 Rational Method Direct Runoff 15 3.02 2 0.22 2.51 1.5 12.3 5 0.30 3.56 2.9 10 0.39 4.09 4.3 100 0.59 6.78 10.7 = 3.6 cfs/acre 16 1.96 2 0.32 2.61 2.2 11.4 5 0.39 3.69 3.9 10 0.46 4.47 5.6 100 0.64 6.97 12.0 = 6.1 cfs/acre jlb2/I007/drainage/I 007 rational 3/28/03 Internal Streets Cross Section Cross Section for Irregular Channel Project Description Worksheet Internal Streets Flow Element Irregular Channel Method Manning's Formuk Solve For Discharge Section Data Mannings Coefficient 0.023 Slope 0.005000 ft/ft Water Surface Elevation 99.88 ft Elevation Range 97.68 to 100.00 Discharge 123.67 cfs / / /2 eiE:1/ tine 100.00 �.n 98.50 97.50 -0+80 -0+60 -0+40 -0+20 0+00 0+20 0+40 0+60 0+80 miaow U v:4.0 k. y`iaow Care/ 11:1 NTS /nom 4 /V/ 1O,12O = 9.7 c & (Ca Seem Project Engineer.James Blankenship untitled.fm2 JL B Companies,Inc. FlowMaster v6.1 [814k] 03/28/03 08:30:17 PM ®Raesiad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1668 Page 1 of 1 I r I I I I I I 1 I I 1 ► 1 I I ► I 1 ..live Plotted Curves for Irregular Channel Project Description Worksheet Internal Streets Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Slope 0.005000 ff/ft Options Current Roughness Method Improved Lotters Method Open Channel Weighting Metho Improved Lotters Method Closed Channel Weighting Meth Horton's Method Attribute Minimum Maximum Increment Water Surface Elevation(f 97.68 99.88 0.25 Worksheet: Internal Streets Discharge vs Water Surface Elevation 180.0 • 160.0 • 140.0 • • • 120.0 /�9 100.0 d_ 9845 -fl&a o�5f l8 u L V y" 80.0 5 60.0 40.0 • • - • 20.0 • • 0.0 -- 97.8 98.0 98.2 98.4 98.6 98.8 99.0 99.2 99.4 99.6 99.8 Water Surface Elevation (ft) Project Engineer.James Blankenship untitled.fm2 JLB Companies,Inc. FlowMaster v8.1 (614k] 03/28/03 08:28:51 PM C Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 08708 USA (203)755-1888 Page 1 of 1 Design Point 1 Culvert Worksheet for Circular Channel Project Description Worksheet Design Point 1 Culvert Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.024 Slope 0.028700 ft/ft Diameter 18 in Results Depth 1.50 ft Discharge 9.64 cfs Flow Area 1.8 ft2 Wetted Perimeter 4.71 ft Top Width 0.00 ft Critical Depth 1.20 ft Percent Full 100.0 % Critical Slope 0.030100 ft/ft Velocity 5.45 ft/s Velocity Head 0.46 ft Specific Energy 1.96 ft Froude Number 0.00 Maximum Dischan 10.37 cfs Discharge Full 9.64 cfs Slope Full 0.028700 ft/ft Flow Type N/A Project Engineer:James Blankenship c:\..'drainage\1007pelican.fm2 JLB Companies,Inc. FlowMaster v6.1 [614k] "' 03/28/03 08:38:53 PM ®Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1866 Page 1 of 1 I I 1 I I I I I I I I 1 I I I I 1 I ) 1 ) STANDARD FORM SF-10 Ces/GN Q = 9c0 : 4.5t CULVERT RATING PROJECT: Aucm/ S/ie<s LOCATION : O6`/4c/ MA"- / STATION: LOW POINT CULVERT DATA ELEV. 4310.0p TYPE n O•oZsF INLET: Mitt �'`/D QFULL' 964 = la's H Ke : VFULL: S H, W ° /s ' i OUTLET CONTROL EQUATIONS ho Tw ( 1) Hw =H+ho— LSo }j de+D So a."47 (2) For Tw < D; ho = 2 or Tw (whichever is 20/ gr eater) ELEV. 4.9°7 L /50ELEV. 415)3'`) Tw > D; ho = Tw SoL `x565 (3) For Box Culvert: d4 =0.315(Q/B)2/3 ≤ D INLET CONTROL OUTLET CONTROL Tw C D Tw > D CONT. CONTROL ELEV. Q Hw H. H Tw de de+D=ho ho Hy,D 2 1 2 3 4 5 6 7 8 9 10 II 12 3.2 .0•47 /.0 6,6 0.6 , 044 O, 64 — - 3.6 /,0 /dtt? 430$.2 4,(0 0 4 /•25 1,4 ens 0 .52 078 — —Z.1 /•25 /r/t# 432&45 * I,/ /•o 1,6 2 .4 0.81 0.95 O,91 — —0.99 /.5 /A/ZET 4300.10 93 /.5 2.25 5.2 /./l /is LIS — - 2 .0 ?• o ou r 4M.2o BOULDER COUNTY STORM DRAINAGE CRITERIA MANUAL WRC ENGINEERING * r OP 1 o/F 5wfiZE /NV; 43o845 Design Point 1 Overflow Worksheet for Triangular Channel Project Description Worksheet Design Point 2 Overflow Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 �. Slope 0.025000 ft/ft Left Side Slope 4.00 H:V Right Side Slope 4.00 H:V Discharge 8.30 cfs Results Depth 0.81 ft en Flow Area 2.6 ft2 Wetted Perimeter 6.69 ft Top Width 6.49 ft Critical Depth 0.77 ft Critical Slope 0.033396 ft/ft Velocity 3.15 ft/s _ Velocity Head 0.15 ft Specific Energy 0.97 ft Froude Number 0.87 Flow Type Subcritical r Project Engineer.James Blankenship c:L..\drainage11007pelican.fm2 JLB Companies,Inc. FlowMaster v6.1 [614k] 03/28/03 08:40:58 PM ®Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 ► ' ► l ► ► ► I ► I I ► ► ► ► l ► ► DP1 Overflow Cross Section Cross Section for Triangular Channel Project Description Worksheet Design Point 2 Overflow Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.040 Slope 0.025000 ft/ft Depth 0.81 ft Left Side Slope 4.00 H:V Right Side Slope 4.00 H:V Discharge 8.30 cfsAatt Steal- ea0 0.81 ft ,,gy�pp//.. �. •� fftgo NN. I� I /W✓ `J ri►�, 4(3Eyn✓aitkj V:4.0 h\ e1EV 434.#1.5" NTS +/- 5' TO 114 € cc Guy ve,ZT Project Engineer:James Blankenship c:)...'drainage\1007pelican.fm2 JLB Companies,Inc. FlowMaster v6.1 [614k1 03/28/03 08:41:32 PM C Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1665 Page 1 of 1 Design Point 11 Culvert Worksheet for Circular Channel Project Description Worksheet Design Point 2 Culvert -� Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.024 Slope 0.005000 ft/ft Diameter 24 in Results Depth 2.00 ft Discharge 8.66 cfs Flow Area 3.1 ft' Wetted Perimeter 6.28 ft Top Width 0.00 ft Critical Depth 1.05 ft Percent Full 100.0 % Critical Slope 0.016977 ft/ft Velocity 2.76 ft/s Velocity Head 0.12 ft Specific Energy 2.12 ft Froude Number 0.00 Maximum Dischan 9.32 cfs Discharge Full 8.66 cfs Slope Full 0.005000 ft/ft Flow Type N/A r Project Engineer.James Blankenship c:'...tdrainage11007pelican.fm2 JLB Companies,Inc. FlowMaster v6.1 1614k] .� 03/29/03 06:30:28 AM ®Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 I I I I I ) I S I I I I I I I I 1 Qoe 5/e..v= C12/co Z g 6 ctS STANDARD FORM SF-10 CULVERT RATING a,26 a) PROJECT: 0 ' ' SiDwes LOCATION : OEs4,/ /2oi // STATION: PEA. gm. Q°,ie LOW POINT CULVERT DATA ELEV. �r 8/3•G TYPE : G/hP n: O.ou/ INLET: l6teE•eND Q 8.44 FULL �4,, H Ke : a.59 VFULL' 2'16 H. W - + OUTLET CONTROL EQUATIONS --.- ho TT. ( I) H. =Htho— LSo "t5 } (2) For T. < D; ho = do+D or Tv, (whichever is 2 greater) so , ELEV. 48//•0 L LELEV. 46/D'7Z T. > D; ho = T. Sol. 6'14 (3) For Box Culvert: do =0.315(Q/B)2/3 ≤ D INLET CONTROL OUTLET CONTROL CONT. CONTROL ELEV. Q H,, H. H TM TM c D Tw > D D do d—2—DD=ho ho HM He, I 2 3 4 5 6 7 8 9 10 11 12 4,0 0.5 /' o — 0.95 0.10 I. 35 — -- — /Hi OT 5.2. a.70 /.5 0.48 /.55 /.0Z /•57 — 1.7/ /. -7l ourde~r' /2.0 /.0 Z O 0, 12 -- — - — -- — — g.0 0. 8 /' b 0.60 /.72- /,o-7 /.54 - /. fie I'Se oureer 48r2.eg . Et 48136 oc BOULDER COUNTY STORM DRAINAGE CRITERIA MANUAL WRC ENGINEERING Design Point 12 Culvert Worksheet for Circular Channel Project Description Worksheet Design Point 12 Culvert Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.024 Slope 0.010000 ft/ft Diameter 18 in Results Depth 1.50 ft Discharge 5.69 cfs Flow Area 1.8 ft2 Wetted Perimeter 4.71 ft Top Width 0.00 ft Critical Depth 0.92 ft Percent Full 100.0 % Critical Slope 0.020703 ft/ft Velocity 3.22 Ws Velocity Head 0.16 ft Specific Energy 1.66 ft Froude Number 0.00 Maximum Dischan 6.12 cfs Discharge Full 5.69 cfs Slope Full 0.010000 ft/ft Flow Type N/A Project Engineer James Blankenship c:\..drainage\1007pelican.fm2 JLB Companies,Inc. FlowMaster v6.1 [614k] 03/29/03 06:49:17 AM ®Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 I %) I 1 I I I ► I I I ) I I I I 1 S I I / STANDARD FORM SF-10 Q /_ Q = 5.6 css CULVERT RATING PROJECT: tai / S4tzees LOCATION : 2e5/4</ or f2 STATION: 4aced Ill fe. LOW POINT CULVERT DATA ELEV_48/?Sri TYPE : G#rP_ n: o.ozi INLET: ,qtr 0/0 QFU •LL` 5I • H Ke : 0•so VFULL• 3 22495 tie" H, W OUTLET CONTROL EQUATIONS �.- ho T. ( I) HW = Htho— LS° (2) For T < D• h de+D p.o/ + w o = — or Tv, (whichever is S° 2 greater) ELEV. 41°64 L zzoiLELEV. 4 ns8 T,, > D; ho = T„ SoL Z.Z (3) For Box Culvert: de =0.3I5(Q/B)2/3 s D INLET CONTROL OUTLET CONTROL TM c D Tw D CONT. CONTROL ELEV. Q HM Hw H T. d do+D- D o 2-ho ho HM Hw 1 2 3 4 5 6 7 8 9 10 II 12 Z.2- 0,53 0,e o,4 0•dS 0,56 /,03 -- -0.77 O, 8 /meet' 480%4 6,z to is 3,05 — -- 7.I. 1. 1_3 /.7 4,0 ' — - — ExGEta5 "We' CAMialeini - - B,8 133 Z•ts 5,8 — — — — — — — 4.5 O, 12- /•S /al or 81 /•/6 0.4e /, 2- miter 41c'9.z 5.2 0,87 /•3 Z•/ /,t3 048 /•/9 — /,09 /•3 tiger 4943 5.6 0,93 /.4 2,36 /.ZI 0,9/ /. 21 — • /. 331 / .4 Neer 4909,4 # BOULDER COUNTY STORM DRAINAGE CRITERIA MANUAL WRC ENGINEERING s O/° /3- a/c C#r9.N.vez /.VV= 4809.40 Design Point!2 Overflow Channel Worksheet for Triangular Channel .. Project Description Worksheet Design Point 12 Overflow Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Slope 0.016400 fUft Left Side Slope 4.00 H:V Right Side Slope 4.00 H:V Discharge 13.80 cfs Results Depth 1.06 ft Flow Area 4.5 ft2 Wetted Perimeter 8.76 ft Top Width 8.50 ft Critical Depth 0.94 ft Critical Slope 0.031207 fUft Velocity 3.06 Ws Velocity Head 0.15 ft Specific Energy 1.21 ft Froude Number 0.74 Flow Type Subcritical Project Engineer:James Blankenship c:\..\drainage\1007pelican.fm2 JLB Companies,Inc. FlowMaster v6.1 [614k] 03/29/03 07:08:13 AM C Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Design Point 13 Culvert Worksheet for Circular Channel Project Description Worksheet Design Point 13 Culvert Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.024 Slope 0.021000 ft/ft Diameter 18 in Results Depth 1.50 ft Discharge 8.24 cfs Flow Area 1.8 ft3 Wetted Perimeter 4.71 ft Top Width 0.00 ft Critical Depth 1.11 ft Percent Full 100.0 % Critical Slope 0.025920 ft/ft Velocity 4.67 ft/s — Velocity Head 0.34 ft Specific Energy 1.84 ft Froude Number 0.00 Maximum Dischan 8.87 cfs —� Discharge Full 8.24 cfs Slope Full 0.021000 ft/ft Flow Type N/A Project Engineer:James Blankenship ... ci...ldrainage\1007pelican.tm2 JLB Companies,Inc. FlowMaster v6.1 1614k] 03/29/03 07:24:23 AM C Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 i ' 1 I I 1 i I I I I I I I I I I I 1 I ) I STANDARD FORM SF-1O 2os i4.c/: cps = 4•/ ifs CULVERT RATING PEuc S//os2E.5 PROJECT: /62Ez.-/cfv Se" -5 LOCATION : Q65/4N ,*.wr 73 STATION: O2• NEE eve— LOW POINT CULVERT DATA ELEV. 07 TYPE : OOP fl: O.o24 INLET: line eA/d QFULL: 8?z4 ' f ,, H K. : O,� VFULL' 4"67 _ /S H, W OUTLET CONTROL EQUATIONS ---► } {w ( I) Hw = H+ho- LSo p,oyl (2) For Tw < D; ho r clef or Tw (whichever is So 2 greater) ELEV. 48°7"o L 961 LELEV. ern" Tw > D; ho = Tw SoL 7'0 (3) For Box Culvert: de =0,3I5(Q/B)2/3 ≤ D INLET CONTROL OUTLET CONTROL Tw c D Tw > D CONT. CONTROL ELEV. Q Hw Hw H Tw d e o d�+D=h ho Hw Hw D 2 I 2 3 4 5 6 7 8 9 10 II 12 3.5 d-67 /•0 as 0.68 0.1/ %-/0 - —0.4 /.o /Hier 48oya 4.6 o S /.2 0.8 0.8 o.Sz /./6 — —0:04 1,2- tat' 4 e.z 6,0 /.O 1,5 /.4 0,95 0.95 /, 23 — p#63 /,5 /Au r 4fo,s- BOULDER COUNTY STORM DRAINAGE CRITERIA MANUAL WRC ENGINEERING - ,SET o/F ovitA ia.. /e/y ass_ 4Sf8'•2 Design Point 13 Overflow Channel Worksheet for Triangular Channel Project Description Worksheet Design Point 13 Overflow Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Slope 0.049000 ft/ft Left Side Slope 4.00 H:V Right Side Slope 4.00 H:V Discharge 8.70 cfs Results Depth 0.73 ft Flow Area 2.1 ft2 Wetted Perimeter 6.00 ft Top Width 5.82 ft — Critical Depth 0.78 ft Critical Slope 0.033187 ft/ft Velocity 4.11 Ws Velocity Head 0.26 ft Specific Energy 0.99 ft Froude Number 1.20 Flow Type Supercritical Project Engineer James Blankenship c:\...\drainage\1007pelican.fm2 JLB Companies,Inc. FlowMaster v6.1 [614k] — 03/29/03 07:23:34 AM C Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Crc 'Section Cross Section for Triangular Channel Project Description Worksheet Design Point 13 Overflow Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.040 Slope 0.049000 ft/ft Depth 0.73 ft Left Side Slope 4.00 H:V Right Side Slope 4.00 H:V Discharge 8.70 cfs n I.o 'y -. 0.73 ft corize h\V:2.0 H:1 NTS AA/ S P,+c4ia'vm/C ems$ 48p g.z° Project Engineer:James Blankenship c:\...\drainage\1007pelican.fm2 JLB Companies,Inc. FlowMaster v6.1 1614k] 03/29/03 07:23:52 AM ®Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 I I I I I I I I I I I I I I I I I I Cross Section Cross Section for Triangular Channel Project Description Worksheet Design Point 12 Overflow Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.040 Slope 0.016400 ft/ft Depth 1.06 ft Left Side Slope 4.00 H:V Right Side Slope 4.00 H:V Discharge 13.80 cfs C 1 1.0 1.06 ft f 5Ge/C. CO eel e I1/4 V:2.0S. I H:1 //W D BE4/n/NAc/y I NTS FLEW' 4509 4O t/- 5 17b 4 / of 4" Culver?"' Project Engineer.James Blankenship c:\...\drainage\1007pelican.fm2 JLB Companies,Inc. I FlowMaster v6.1 [614k] 03/29/03 07:06:54 AM C Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Design Point 14 Culvert Worksheet for Circular Channel Project Description Worksheet Design Point 14 Culvert Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.024 Slope 0.012000 ft/ft Diameter 15 in Results Depth 1,25 ft Discharge 3.83 cfs Flow Area 1.2 ft2 Wetted Perimeter 3.93 ft Top Width 0.00 ft Critical Depth 0.79 ft Percent Full 100.0 % Critical Slope 0.022600 ft/it Velocity 3.12 fUs Velocity Head 0.15 ft Specific Energy 1.40 ft Froude Number 0.00 Maximum Dischaq 4.12 cfs _—, Discharge Full 3.83 cfs Slope Full 0.012000 fUft Flow Type N/A Project Engineer James Blankenship c:'t..drainage\7007pelican.fm2 JLB Companies,Inc. FlowMaster v6.1[614k] 03/29/03 07:37:29 AM ®Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 I I I I I I I I I 1 I I I I I 1 I I I STANDARD FORM SF-10 CULVERT RATING 4 rye= Qs = 3Sca luc9vsstvris PROJECT: /O6c-/cam Shr,eg LOCATION : Oe4/ 4'Nr /I STATION: cr. -Cat LOW POINT CULVERT DATA ELEV. $/?Z TYPE • CmP O.Oz4 INLET: `Ives t O Q 3.83 cis O FULL' 3e/2-63 .s /6il H K° VFULL H� OUTLET CONTROL EQUATIONS ---► + },M ( I) Hw = litho LS0 So Ose/2 (2) For Tw < D; ho = do2 D or Tv, (whichver is ELEV. Q54°'2 L /48 LELEV. 4MOBn2 Tw > D; ho = Tw greater) SoL /'78 (3) For Box Culvert: do =0.315(Q/B)Z/3 ≤ D INLET CONTROL OUTLET CONTROL TM c D Tw D CONT. CONTROL ELEV. Q Hw Hw H Tw do de+D=h h Hw Hw D 2 o o I 2 3 4 5 6 7 8 9 10 II 12 7,9 6, 9 /,a /,2. o/V/ a,68 0,97 — o,3q /.'a /mar 4S//.z 3S 0,92 /6/S /.52 694 _ 0,96 boo — 0.74 /./5" /titer 4w/sc " 4•o to i,25- 2/o 7,07 4O.O1 /•03 -- /-35" l•3$ anZ r 48//65- BOULDER COUNTY STORM DRAINAGE CRITERIA MANUAL WRC ENGINEERING 4 T c/p C/fmwna Ar/V emir= Cf$//,3S Design Point 14 Overflow Channel Worksheet for Triangular Channel Project Description Worksheet Design Point 14 Overflow Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Slope 0.019500 ft/ft Left Side Slope 4.00 H:V Right Side Slope 4.00 H:V Discharge 7.50 cfs Results Depth 0.82 ft Flow Area 2.7 ft2 Wetted Perimeter 6.75 ft Top Width 6.54 ft Critical Depth 0.74 ft Critical Slope 0.033850 ft/ft Velocity 2.80 fits Velocity Head 0.12 ft Specific Energy 0.94 ft Froude Number 0.77 Flow Type Subcritical Project Engineer:James Blankenship c:\..Adrainage\1007pelican.fm2 JLB Companies,Inc. FlowMaster v6.1 [614k) 03/29/03 07:42:35 AM ®Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 ► I I I I I I I 1 1 I I I ► ► I ► I Croat' Section Cross Section for Triangular Channel Project Description Worksheet Design Point 14 Overflow Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.040 Slope 0.019500 fUft Depth 0.82 ft Left Side Slope 4.00 H:V Right Side Slope 4.00 H:V Discharge 7.50 cfs n to a,• er 6 0.82 ft Mae C r1- V:2.0 `iregaG �' N NTS /NV a7 ,I /ruv/i1/c '= 4S/i.3s Project Engineer:James Blankenship c:\...\drainage\1007pelican.fm2 JLB Companies,Inc. FlowMaster v6.1 [614k] 03/29/03 07:42:49 AM ®Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Design Point 15 Culvert Worksheet for Circular Channel Project Description Worksheet Design Point 15 Culvert Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.024 Slope 0.013000 ft/ft Diameter 15 in .� Results Depth 1.25 ft Discharge 3.99 cfs _ Flow Area 1.2 f Wetted Perimeter 3.93 ft Top Width 0.00 ft Critical Depth 0.81 ft �- Percent Full 100.0 % Critical Slope 0.023056 ft/ft Velocity 3.25 ft/s _ Velocity Head 0.16 ft Specific Energy 1.41 ft Froude Number 0.00 Maximum Dischar4 4.29 cfs a., Discharge Full 3.99 cfs Slope Full 0.013000 ft/ft Flow Type WA Project Engineer:James Blankenship c\._tdrainage\1007pelican.fm2 JLB Companies,Inc. FlowMaster v6.1 [614k] 03/29/03 07:49:40 AM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 I ' I I I I I I I I , I 1 I I I 1 i 1 1 f STANDARD FORM SF-10 Q0E-5/6,x_- CULVERT RATING QS- 2,9 c 0Euom/ Shee PROJECT: taez«ei✓ —7 . nil/s/' LOCATION : /Qnil/s/ pai v 7 75 cvi STATION 04. - wEST CUL LOW POINT CULVERT DATA ELEV. 4S/2./ • TYPE C49P n: 0'024 INLET ait ego QFULL` 0,So =4 5 ,t H Ke ` VFULL` Hw OUTLET CONTROL EQUATIONS �- ho Tw ( I) Hw = H+ho- LSo S °i3 I (2) For Tw < D; ho = d or Tw (whichever is Tw D; he = Tw2 So , 2 greater) ELEV. 42r" L 85 ELEV. 48O90 SoL /1/0 (3) For Box Culvert: do =0.315(Q/B)2/3 ≤ D INLET CONTROL OUTLET CODNTROL Tw D CONT. CONTROL ELEV. Q HDw Hw H Tw Tw do do+D=ho h, Fl. Hw 2 •1 2 3 4 5 6 7 8 9 10 II 12 1.9 040 /O O.7 0,19 _ 0,6$ O,97 — 0,67 /--o /r/ier 4W *- 314 0,0 [/ _ 1,0 0,89 0,74/ 1t O — 0.90 /1/ miser- 46//•z - 4,a /•0 /•Z5 1,4 . /a3 O.% I. ID rio l•4o outleT 4$//,.S'i BOULDER COUNTY STORM DRAINAGE CRITERIA MANUAL WRC ENGINEERING t r ol< c Wilea ht,I/ en 48/1. /0 Design Point 15 Overflow Channel Worksheet for Triangular Channel Project Description Worksheet Design Point 15 Overflow Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Slope 0.024700 ft/ft Left Side Slope 4.00 H:V Right Side Slope 4.00 H:V Discharge 7.80 cfs Results Depth 0.79 ft Flow Area 2.5 ft2 Wetted Perimeter 6.55 ft Top Width 6.35 ft Critical Depth 0.75 ft Critical Slope 0.033674 ft/ft Velocity 3.09 ft/s Velocity Head 0.15 ft Specific Energy 0.94 ft Froude Number 0.86 Flow Type Subcritical Project Engineer:James Blankenship c:\...\drainage\1007pelican.fm2 JLB Companies,Inc. FlowMaster v6.1 [614kj -- 03/29/03 07:59:05 AM C Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 I ► ► 1 1 I I 1 1 I I I 1 ► ► ► I / Cross Section Cross Section for Triangular Channel Project Description Worksheet Design Point 15 Overflow Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.040 Slope 0,024700 ft/ft Depth 0.79 ft Left Side Slope 4.00 H:V Right Side Slope 4.00 H:V Discharge 7.80 cfs A /.D 0.79 ft C 49et H:1 NTS /NV 4c7 qty pvAnA/4 eZeV= 48//- /o Project Engineer:James Blankenship c:\...\drainage\1007pelican.fm2 JLB Companies,Inc. FlowMaster v6.1 (614kj 03/29/03 07:59:17 AM C Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 08708 USA (203)755-1888 Page 1 of 1 Design Point 16 Culvert Worksheet for Circular Channel Project Description Worksheet Design Point 16 Culvert Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.024 �. Slope 0.013000 ft/ft Diameter 15 in .,. Results Depth 1.25 ft Discharge 3.99 cfs Flow Area 1.2 ft2 r Wetted Perimeter 3.93 ft Top Width 0.00 ft Critical Depth 0.81 ft Percent Full 100.0 % Critical Slope 0.023056 ft/ft Velocity 3.25 ft/s _ Velocity Head 0.16 ft Specific Energy 1.41 ft Froude Number 0.00 Maximum Discharc 4.29 cfs Discharge Full 3.99 cfs Slope Full 0.013000 ft/ft Flow Type N/A Project Engineer:James Blankenship ¢l.Jdrainage11007pelican.fm2 JLB Companies,Inc. FlowMasterv6.1 [614kj 03/29/03 08:58:02 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 l I I I I 1 I I I I I i I I I t 1 STANDARD FORM SF-10 CULVERT RATING Q4'`/- 4s = 3.9cts PROJECT: Pe-i Sys LOCATION : Pe ./ /a/Air /•6 STATION: a' 4Ac LOW POINT CULVERT DATA ELEV. 4812.5` ° ej TYPE P o.02 � n INLET: fea dA& QFULL' 399'/% H K. 5o O VFULL: 3.25j Hw OUTLET CONTROL EQUATIONS t S ---► ho Tw ( I) Hw = Hi-ho— LS0 / 1 I do+D S aP/3 (2) For Tw < D; ho = — or Tw (whichever is S. 2 greater) ELEV. �f9/o L..75 05 LELEV. 480967 Tw > D; ho r Tw S0L L °8 (3) For Box Culvert: de =0.315(Q/6)2/3 ≤ D INLET CONTROL OUTLET CONTROL Tw D Tw b• D CONT. CONTROL ELEV. Q Hw Hw H T,, do o o do+D=h h Hw Hw D 2 I I 2 3 4 5 6 7 8 9 10 II 12 3.4 o.ss /. i 0.93 0,29 0.74 too — 0•SC /•l /Neer 44.er 4.0 /.O /•z9 /.35• A03 04! /,03 -- 1.30 /.. aOZ 4$''/zos t BOULDER COUNTY STORM DRAINAGE CRITERIA MANUAL WRC ENGINEERING Ol6 ci. m ik'a /NV eEY= 48/2,°5 • Design Point 16 Overflow Channel Worksheet for Triangular Channel Project Description Worksheet Design Point 16 Overflow Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Slope 0.028700 ft/ft Left Side Slope 4.00 H:V Right Side Slope 4.00 H:V Discharge 8.10 cfs Results Depth 0.78 ft '. Flow Area 2.5 ft' Wetted Perimeter 6.46 ft Top Width 6.27 ft �. Critical Depth 0.76 ft Critical Slope 0.033505 ft/ft Velocity 3.30 ft/s Velocity Head 0.17 ft Specific Energy 0.95 ft Froude Number 0.93 Flow Type Subcritical Project Engineer:James Blankenship ca..tdrainage\1007pelican.fm2 JLB Companies.Inc. FlowMaster v6.1 [814k] 03/29/03 09:04:54 AM ®Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 ) Cross Section Cross Section for Triangular Channel Project Description Worksheet Design Point 16 Overflow Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.040 Slope 0.028700 ft/ft Depth 0.78 ft Left Side Slope 4.00 H:V Right Side Slope 4.00 H:V Discharge 8.10 cfs to' citasawraa 0.78 ft V:2.0'\ ii f`/0 H:1 NTS /N✓E/er a� f/Nti//A/c E /= 48/Z•as Project Engineer:James Blankenship c:\...\drainage\1007pelican.fm2 JLB Companies,Inc. FlowMaster v6.1 [814k] 03/29/03 09:05:19 AM C Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 CEICIPEMAG PROJECT _ ect)retl5 LID SUBJECT:, �fJ5/n/ enE,yae,t _ IseemE WItNgTAM5 918 Eldorado Lane PROJECT NO: p0 7 DATE: se,14 ZCb3 Louisrille,Colorado&1027 / Voice: 303.604.1634 Fax: 303.604.1674 COMMENTS: Val-U,/ArE D7.�G✓4/OtF - /0-^ ©ZflE'8,ST7.t%/i'?Tt- - 7,2/i7-vc.r,cf/ OflC.eir:af9 - = 600 4, -Ch-ZP L, 4 n Ant. /NLLOL✓, ffl yv.e✓G ee;/ t: /Nt%<4S/ry (/n�r, Toni/ 6091 /4/ /tett= /y, /6 ,r,eas Otzeafi = 70649Gb.* °e Air. 21,7 c/s a7 ELE-V > 4eoaccO a G/• 5',nins 3. /Za , vim /oa- Y,4" S, ae.-1 /4,5 G/ is Q2 = 0, S/,/cc ALL ,�1./Nagf is laoivpeD a4OCD 104541/ -7 /!sE 3,s c /area Oat D 4N qr = (/94,r)i )(3-Sces%o) = 67• /3 Cis ✓= 3600 67,/3 -o) (3, a_ _ /43 620 <.f' 2S k'toe. /t/ LAxe &%IL ; /43, eo ci- = 0,42-7 ' / 11 2 c's9'osf /" ws6L 44'756 /5 A'E2 A% 3i€/ E E N0 GriA•�4g a-azeT Sc lam,/,E e geese°. Sa/TN 865/N iffre saw z4-36, 417 sfi ga, = v, T eas cD tZEV 4803-o - /14 wins (OP /6) = 3, /3/n SHEET /°F2 _ A PROJECT f * 'LAD SUBJECT: j/,V gaN0�F_ VGY_U�/E aNXITAh75 918 Eldorado Lane PROJECT NO: /6477 DATE: 31Z400.5 Louisville,Colorado 80027 Voice: 303.604.1634 Fax: 303.604.1674 COMMENTS: - SOUP (co r) Mu/mg Ca. _ Ocis QEYazao® .1,°/Z 14' ,ise,cc pG 1em,c/ lJD/ ro f1-/6. _ 4,7 c/s/nc,GE �l?D tz, .7 cal&(20'5' 04 - /34. 2 c� V- 349-, (/34.2-0) (3•iZ) n 228, 034 cF 6. 4 /4/ G4MI 228`o3TcF s p,a? C. /7+ " 436, / Vy ' It IN t4.56 L /s Ncz✓4(eeej /o .Gy 5 • Ta Ol;tt arnCdz4 gva 0 $HEETZOF L `1 WCR 13 — I ;. IRRI GATT DN HASTE DI ICH _ --"- 11 F _ :::I:i.:' • p / U ..... L c ii0s v I 1 a a 1 m .7 =1i til• itl.iii t: \ \ \ it I 1 C . l\\\ �� w\+,'.��\'. \ 11 I \`N '.\ u.:: \ \\\ .:"i'i(iF :''g iiilSliz`:ii,iiiii:::�••. n.. \. \ _ \\ Htiiii,.�. . \\. \ \ V.K'1\'. d ;1% \ Li ill .'� )/ / q ; % 1 i / /� • / :I w rte-CY �, / IC a =11 =,r lin,i::. . 0 0 R \\ \\ \ Q \\I - IRRIGATION HASTE DITCH 199680759 H\u / WELD COUNTY S36, T3N, R68W PURPOSED' RECONSTRUCTION OF- PURPOSE' RIVER BANK RESTORATION PLAN VIE WRIVER CHANNEL COMPLETED PROJECT IN, PRIVATE LANDS DATUM` SEA LEVEL TECTONIC CONSTRUCTION CO. P.O. BOX 385 AT' ST. VRAIN RIVER ADJOINING PROPERTY OWNERS' PINECLIFF, CO 80471 COUNTY OF' WELD STATE OF, CO O J-BARB, INC. APPLICATION BY' TECTONIC CONSTUCTION CO. .4.. O WELD COUNTY HIGHWAYS LAT, 40.10'52' LONG 104'56'42' PLAT 4 OF 5 DATE' 9-20-96 O RICHARD VOGL a GQS��_Mr N,PG' Z Federal Emergency Management Agency Z�1=e Y., gg Y a ''IIIIII`" " 4 Washington, D.C. 20472 44'o ''"' V January 2, 2003 MR.DOUGLAS R.LAIHO CASE NO.:03-08-0025A AYRES ASSOCIATES COMMUNITY: WELD COUNTY,COLORADO 400 SOUTH MCCASLIN BLVD.SUITE 200 (UNINCORPORATED AREAS) LOUISVILLE,CO 80027 COMMUNITY NO.:080266 DEAR MR LAIHO: This is in reference to a request that the Federal Emergency Management Agency (FEMA) determine if the _ property described in the enclosed document is located within an identified Special Flood Hazard Area,the area that would be inundated by the flood having a 1-percent chance of being equaled or exceeded in any given year (base flood), on the effective National Flood Insurance Program (NFIP) map. Using the information submitted and the effective NFIP map, our determination is shown on the attached Letter of Map Amendment (LOMA) Determination Document. This determination document provides additional information regarding the effective NFIP map,the legal description of the property and our determination. Additional documents are enclosed which provide information regarding the subject property and LOMAs. Please see the List of Enclosures below to determine which documents are enclosed. Other attachments specific to this request may be included as referenced in the Determination/Comment document. If you have any questions about this letter or any of the enclosures, please contact the FEMA Map Assistance Center toll free at (877) 336-2627 (877-FEMA MAP) or by letter addressed to the Federal Emergency Management Agency, 3601 Eisenhower Avenue, Suite 600, Alexandria, VA 22304-6439. Sincerely, Michael Grimm,Acting Chief Hazards Study Branch Federal Insurance and Mitigation Administration LIST OF ENCLOSURES: LOMA DETERMINATION DOCUMENT(REMOVAL) cc: State/Commonwealth NFIP Coordinator Community Map Repository Region )"''age 1 of 2 I (Date: January 2, 2003 (Case No.: 03-08-0025A I LOMA a' n L ZE�=; `• Federal Emergency Management Agency �')`.. I:11" . Washington, D.C. 20472 L LETTER OF MAP AMENDMENT DETERMINATION DOCUMENT (REMOVAL) COMMUNITY AND MAP PANEL INFORMATION LEGAL PROPERTY DESCRIPTION LWELD COUNTY,COLORADO Portions of Section 36,Township 3 North, Range 68 West, 6th Principal COMMUNITY (Unincorporated Areas) Meridian, as described in the Warranty Deed recorded as Document No. 2815462, in the Office of the Recorder,Weld County, Colorado L COMMUNITY NO.: 080266 NUMBER:0802660855C The legal description of the portions mentioned above are as follows: INorth Parcel AFFECTED NAME:WELD COUNTY,COLORADOE. BEGINNING at the northwest corner of the south half of the northeast quarter MAP PANEL (UNINCORPORATED AREAS) of Section 36; thence S 89°43'45"E, 1336.54 feet along the north border of the south half of the northeast quarter; DATE:09128/1982 LLOODING SOURCE: ST.VRAIN RIVER APPROXIMATE LATITUDE&LONGITUDE OF PROPERTY:40.177,.104.944 SOURCE OF LAT&LONG: PRECISION MAPPING STREETS 4.0 DATUM:NAD83 DETERMINATION OUTCOME 1%ANNUAL LOWEST LOWEST WHAT IS CHANCE ADJACENT LOT LOT BLOCK/ SUBDIVISION STREET REMOVED FLOOD FLOOD GRADE ELEVATION SECTION FROM THE ZONE ELEVATION ELEVATION ^'� SFHA (NGVD 29) (NGVD 29) (NGVD 29) Portion of — - - — Property C 4810.4 feet — 4810.4 feet (north) opecial Flood Hazard Area (SFHA) -The SFHA is an area that would be inundated by the flood having a 1-percent chance of being equaled or exceeded in any given year(base flood). DDITIONAL CONSIDERATIONS(Please refer to the appropriate section on Attachment 1 for the additional considerations listed below.) LEGAL PROPERTY DESCRIPTION ZONE A DETERMINATION TABLE (CONTINUED) 'MRTIONS REMAIN IN THE SFHA nis document provides the Federal Emergency Management Agency's determination regarding a request for a Letter of Map Amendment for the property described above. Using the information submitted and the effective National Flood Insurance Program (NFIP) map, we have determined that the ,described portion(s)of the property(ies) is/are not located in the SFHA, an area inundated by the flood having a 1-percent chance of being equaled or :seeded in any given year(base flood). This document amends the effective NFIP map to remove the subject property from the SFHA located on the 'festive NFIP map; therefore, the Federal mandatory flood insurance requirement does not apply. However, the lender has the option to continue the flood insurance requirement to protect Its financial risk on the loan. A Preferred Risk Policy (PRP)is available for buildings located outside the SFHA. Information about the PRP and how one can apply is enclosed. its determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If u have any questions about this document, please contact the FEMA Map Assistance Center toll free at(877)336-2627 (877-FEMA MAP)or by letter addressed to the Federal Emergency Management Agency,3601 Eisenhower Avenue,Suite 600,Alexandria,VA 22304-6439. Lo Michael Grimm,Acting Chief Hazards Study Branch V Federal Insurance and Mitigation Administration Version 1.3.3 2418029CAM01081650025 Lege 2 of 2 'Date: January 2, 2003 'Case No.: 03-08-0025A LOMA • A Federal Emergency Management Agency r— Federal g Y ana g g Y � ' Washington, D.C. 20472 r LETTER OF MAP AMENDMENT • DETERMINATION DOCUMENT (REMOVAL) ATTACHMENT 1 (ADDITIONAL CONSIDERATIONS) LEGAL PROPERTY DESCRIPTION (CONTINUED) ence S 64°49'30"E, 569.19 feet;thence southeasterly,290.62 feet along a curve to the right having a radius of 330.00 feet;thence S 4°21'58"E, 111.76 feet;thence N 69°50'36"W,550.04 feet;thence N 85°15'30"W, 321.70 feet;thence S 84°45'46"W,401.24 feet; thence S 80°36'58"W,400.62 feet; thence S 77°37'01"W,402.68 feet;thence S 50°28'29"W,62.88 feet;thence N 01°27'23"E, 585.86 feet to the POINT OF BEGINNING ' _oath Parcel BEGINNING at the southeast corner of Section 36;thence N 01°32'16" E, 1156.25 feet along the east line of Section 36;thence . 81°52'26"W,446.64 feet;thence S 09°00'03"E,307.28 feet;thence S 04°05'48"W, 327.31 feet;thence S 24°42'05"W,272.85 feet; ence S 78°26'21"W,75.43 feet thence N 86°59'25"W, 335.42 feet;thence N 63°57'12"W, 118.45 feet;thence N 60°54'28"W, 86.21 .:et;thence N 62°40'14"W, 49.87 feet;thence N 05°09'36" E,208.01 feet;thence N 76°53'05"W, 182.51 feet thence N 44°48'44"E, 296.41 feet thence N 01°16'01" E, 372.29 feet;thence N 45°38'28"W,30.84 feet;thence S 68°48'40'W,217.85 feet;thence s 63°10'10"W, 113.33 feet; thence S 64°34'24"W, 145.44 feet;thence S 66°23'08"W, 70.26 feet;thence S 76°39'14"W,46.25 feet; ence S 89°55'53"W,20.58 feet;thence N 88°01'44"W, 37.91 feet;thence N 78°28'03"W, 61.85 feet;thence N 66°33'10"W,98.82 ..,et;thence N 57°56'09"W, 63.46 feet thence N 74°15'43"W,51.88;feet thence N 88°27'16"W,42.87 feet;thence S 66°03'57"W, 87.55 feet;thence S 48°35'22"W, 60.37 feet;thence S 17°02'05"W,24.49 feet;thence S 13°33'57" E, 100.63 feet;thence .38°54'11" E, 163.26 feet;thence S 26°19'57"E,98.83 feet; thence S 50°01'08"E,68.24 feet;thence S 76°18'59"E,29.86 feet;thence 85°35'05" E, 126.20 feet; thence S 06°25'08"E, 163.06 feet;thence S 04°01'45" E, 188.89 feet;thence S 22°32'18"W,55.76 feet; L.ience S 59°26'34"W, 64.24 feet;thence S 87°07'10"W,224.76 feet;thence S 02°52'50"E, 139.62 feet;thence N 89°58'23" E, 1663.12 feet to the POINT OF BEGINNING ` "ERMINATION TABLE(CONTINUED) OUTCOME 1%ANNUAL LOWEST LOWEST WHAT IS CHANCE ADJACENT LOT / REMOVED FLOOD FLOOD GRADE ELEVATION .OT SECOTION SUBDIVISION STREET FROM THE ZONE ELEVATION ELEVATION (NGVD 29) SFHA (NGVD 29) (NGVD 29) Portion of C 4810.0 feet _ 4810.4 feet Property (south) ORTIONS OF THE PROPERTY REMAIN IN THE SFHA (This Additional Consideration applies to the preceding 2 roperties.) Portions of this property, but not the subject of the Determination/Comment document, may remain in the Special Flood JJazard Area. Therefore, any future construction or substantial improvement on the property remains subject to Federal, tate/Commonwealth, and local regulations for floodplain management. ZONE A(This Additional Consideration applies to the preceding 2 Properties.) ..Te National Flood Insurance Program map affecting this property depicts a Special Flood Hazard Area that was determined using the best flood hazard data available to FEMA, but without performing a detailed engineering analysis. The flood 'ovation used to make this determination is based on approximate methods and has not been formalized through the andard process for establishing base flood elevations published in the Flood Insurance Study. This flood elevation is subject to change. ' is attachment provides additional information regarding this request. If you have any questions about this attachment, please contact the FEMA Map sistance Center toll free at(877)336-2627(877-FEMA MAP)or by letter addressed to the Federal Emergency Management Agency, 3601 Eisenhower wv.enue,Suite 600,Alexandria,VA 22304-6439. Michael Grimm,Acting Chief Hazards Study Branch Federal Insurance and Mitigation Administration Version 1.3.3 2418029CAM01081650025 BOULDER COUNTY STORM DRAINAGE CRITERIA MANUAL I FIGURE 501 _-. RAINFALL ZONES - SCALE 10 5 0 IOMILES iiillil i I 1 I:500,000 — — \. c c LARIMER - COUNTY o /• :�:IV:: ::: :: :: • III •:•:-....:::::::::::::::::::::::::::::::....v' I `o WE®LD f.• COUNTY v GRAND COUNTY lL 2- C LATATETT T Lou r COUNTY . : :: ::::: : y o o o GILPIN '° \ ,_ COUNTY JEFFERSON f COUNTY I WRC ENG. I REFERENCE: Base map from USGS map for State of Colorado, Rev 1980 -509- BOULDER COUNTY STORM DRAINAGE CRITERIA MANUAL FIGURE 502 .. TIME-INTENSITY-FREQUENCY CURVES ZONE I _ ^Maw._.. = car- a===r =:a:•a•. 2== � •i. 77 ME Ea ==c®.• =1=1E=St .-^.C«�L' �'��- ^ C•-•.� - T_8.0 y5r C:=-a-aC= =C�C.C=--m--e-aeerree - Cam•.^.. M ▪ --...-1•.▪ .^eCC__.-'.-.'C.«. ...--.-.�Y".-.-:''mow —-irmunur. ▪ ' '.ice'a .-.-.......^'.-'.... e ��-u� e _ uu -uu-- _u - - - -- ▪ 'L�.=....•.r▪ ..... �s asi--•..""..:__=_--_--=e.---.•:•_r.••:▪ 77::..:.L's::▪ :•''••:Y:::-:7:.7:7._::::C::• EIM- -- w'vl W~ -"Ti-.••C18:=" 'rte'-::.. =-•••......r.........r -�•• ...7:EfW. =C^�•'..«•:••-.-...r«.▪.«:::...4•.....:.-.:::...a...---4==.m•7�E..=:.....:-...'X77:.•..t::................- - - - - .. --...t.s----..d. :.....'.....:'..: :••-••-. . _l:.l ,i.-......................---...............----.-6.,:.'--''.i: .. -•• . =CCa..��--4-4-•--... :- .....:::.• .'r..: �::::.«:::: ^--▪s.-...-e..-▪ . .▪-▪ - .C�....-.........`-_�-.-�..-•i:.� ......" {Q 2.----u•—====:-.▪ -.1--:::=----.. --7.m«0-••:«:•.WC=u'-..:u'--,▪ .•..7�e...••.•'7'::::-...-ma. ...r.w.:.::: • --' C.e..=▪ •'®--.--R.s. ter •: .--m C.^...r .•.-.4Cam:• :w• •- '•ws- t&& : — -1.{3 uu--...• :-::-...• ...▪ -:u^a=--.^.^▪ -- `^� ▪-aC.r-C�' a `C.W pair f� -- �..s▪ =ss;�` .:r :mow_L Y•N..... - e7dr.:"rs«:.:a: r.. - .......... ;= :r:«=.:.«:«q. 79..e•iYmlin eeE9 e.. — —10 c =rte�•"--='•u•7777C0'u•- -'•—' =.•- ▪ .—.-......-..r..........L.e:.—............_.....=:.....:= ��•_ _. �1^ c)�I �C^•.>� 6'�ra5llil ACC-r-•..-.' :.' .� 'n"m: WRC ENG. REFERENCE: WRC TM-1 NOV. 1983 -510- - BOULDER G UNTY TALE 606 STORM DRAINAGE CRITERIA MANUAL - . A - . .:Y .. • tiME - INTENSITY).- FREQUENCY TABUk;AtT1O }. w y ^ ' _ \ RAIMFAfl INTENSITY (IN•/HR.,/U. ATI0N ' " — is i 'e ` i Z0tk FIkEQ}, 5 *IN' 10 ION 15 MIN 30 MIN £0 WM' . i ,r-.< .. 2-YR .;. 3-.51 ., , 2'.73 2.30 1.60 • ' 1;,01 r 5-YR .14098 4 3.86:, 3.26 2:2 f .-1.43 ' I .10-YR . ¢.02 '41.67 3.94 - 2:7 - , 1.73 • 50—YR c 3S- 5-AV 5.47 3.79• 2 4 — 190-AYR 9.40 , 7`.29 6.16 4,21 2 7 • w r' 2-YR , ; 34.24, 1 -47.51 ; 2.12 1,.41 1:0093' 'i-> A - 5-YR - 4,.fit ' ' .3. 2,.03 ' 2.96 05 1.30'4 -, II 10-YR ' 5.49 '4.21 ._. 3.56 2.4i , 1.56 50-YR _ 7.55-. . 5.86 ' 4.95 3;43 2.17 100-YR •8.49 6:59 5.56 3,8e 2.44 —"^ µJ t s� Pi 2-Y8, 2,.68, . R 2.,pa 1.76 1.224 I 0.17 '5-YR .. 3.83` ,,2.97 2.51 1.74 1.10'.. • - III 10-YR ' 4.66 - ' -3.62 3.06 2.12 1.34 50-YR 6.,58 , 5.10 4.31 2.99 1.89 • 100-YR ' 7.45 t,. 5.78 4.88 3.38 2.14 _ See Figures-502, -503, and' -504 for plot of data. t ' I ,• i - •. - I ` i' a 1' WRt.ENS). REFERENCE: t.s ` 1 v cr c i WTM-1, NOV. 1983 . L '' W8-r.? s " 4 - BOULDER COUNTY STORM DRAINAGE CRITERIA MANUAL I TABLE 801 RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS RUNOFF COEFFICIENTS - LAND USE OR PERCENT FREQUENCY SURFACE CHARACTERISTICS IMPERVIOUS 2 5 10 100 Business: — Commercial Areas 95 .87 .87 .88 .89 Neighborhood Areas 70 .60 .65 .70 .80 Residential : — Single-Family Figure-603 .40 .45 .50 .60 Multi-Unit (detached) 50 .45 .50 .60 .70 Multi-Unit (attached) 70 .60 .65 .70 .80 — 1/2 Acre Lot or Larger Figure-603 .30 .35 .40 .60 Apartments 70 .65 .70 .70 .80 — Industrial : Light Areas 80 .71 .72 .76 .82 Heavy Areas 90 .80 .80 .85 .90 Parks, Cemetaries 7 .10 . 10 .35 .60 Playgrounds 13 .15 .25 .35 .65 ~ Schools 50 .45 .50 .60 .70 - Railroad Yard Areas 40 .40 .45 .50 .60 Undeveloped Areas: Historic Flow Analysis 2 (see "Lawns") - Greenbelts, Agricultural Offsite Flow Analysis 45 .43 .47 .55 .65 a (when land use not defined) Streets: - Paved 100 .87 .88 .90 .93 Gravel 13 .15 .25 .35 .65 Drives and Walks 96 .87 .87 .88 .89 - Roofs 90 .80 .85 .90 .90 - Lawns , Sandy Soil 0 .00 .01 .05 .20 Lawns, Clayey Soil 0 .05 .10 .20 .40 NOTE: The Rational Formula coefficients do not apply for larger basins where '-' the time-of-concentration exceeds 60 minutes. WRC ENG. ' REFERENCE: USDCM DRCOG Rev. May 1, 1984 - -632- BOULDER COUNTY FIGURE soy - STORM DRAINAGE CRITERIA MANUAL OVERLAND TIME OF FLOW 500 :u..n.u:;a.n•auua .E■s■1:11:MMEMI :I A=°°aIll€E 'EE=r..... .aas:::=itMI..:sp ,� IA , a .SORE ices ■. a aN.N....v.ra in amme .•. 400 n q./.■ '4 ■@P4 .0 ■/. 'N/.■.■/l' A r'.■n■. •mal%NN. i :S .n.. r.■■ ■■■'I■■O� M A■ . ■■■■■■■ ■■a1m■■■■■/mm■H ■■■ nam M- a 'I■r1 .s.■.■■...■.r1 a■Nmm ■ W mrun Ia..1.■.■N.rs.flr.�.■■■.'• • ■ .D W !00 nN.%ai.r.N■■N'.■.■. r' ■ — u_ NN.rl../a.a arm■. o ....ri L z NO ''■■7■VANs.aa e.n C , '.N N.,O/. MIME - ■■■■.■■■■■..■r..0 n■N N /ra .N N �1r.. N .r ■./N•ssear.aaaa!r. '4...r. .n i W ■■ ■■■..r■■ ■..r....■■■ n■a A■r.■■.■■■IIr� ./.■0. J■ U ■M■■■■■M a a./N.. z aNN77r/ =.a M►M=/. '�. m .NN. N Q Y.rn'uu A//■.NA .a7M■ M (7• I. +0 W I- 200 ■u naflut'.MA■■/.■l■M arena 0 .. !s; F- m 'smvuau►... uaoaflr •b D ■...r■........■■.N■.■r.r.•I■r....N . a14M.r.■ Z G AranWa.■M! •■a" i■. -('�N I •rfw.Nnw • ,au rear or. i ■oodia.■■%n.■r■nau.war...■►. /` ..■■■.■■ara.■■■N.■r! ..r1 ..aedNN.■�Cam' =.■ z ' M' ' ..■.r►..r , A.. ■.r..■.N■■■■M .� .i■r.ia033.::::11:1=2...■.■■.■ 10 0 'tee Nw.■■Ma.N. C' ro..N.■rA...■■..■■.. 302 ril.rinew: ..■.■ra■H:.■■i•. .l. ■■ir: r i/.!r..r..■■N.r/.Jmi..r:al .a. •:. — !ar r.pANNM.r./. ' .aVi - rd.N - :.■■■ �.riir! r.d...arz C' .z ' • PAPA • re won.■.N. !. �: •.rdawass!..N.■nr►..a■Aar- ■■r!i ■ r 5 a r.■■►.■ri..■!.■■a Mi■aN..:NN.. , : NAP -MA 'a....ru■.A■..Gs■■■.riNNN..C 70 r"- •- .N'.■■.rr..r.M�■.ra■.■..N�.. -. -. 20 0 a . .i M!.......ars �- r- — _ _ . N►... ■■..■.t. .... an N .•.ire % ra ear �.r. ■o'_.■u■ .■a Arai - .W: .■iea !i r::a■■.. . '.N. ri...■r■■■■■..a. .0.. ' .:...r!:■:. •ienen '■..! S...■...■M.:. 90 0■.=a 2. !ice v.r v v'La■Po I..■ ._ mom ... -.a::....:s.-==:...a Inv -- 0 "- THE ABOVE CURVES ARE A SOLUTION OF THE FOLLOWING EQUATION: ti = 1.8 (1.1 - Cs) � 3 S where: ti = initial flow time (min.) S = slope of basin (°/0) Cs = runoff coeficient for 5 year frequency (Table 601) L = length of basin (ft) Notes: I. The curves are for use with the Rational Method, see Text Section 602. 2. The curves shall not be usqd for - - distances in excess of 500. WRC ENG. REFERENCE: "Urban Storm Drainage Criteria Manual" DRCOG, Denver, Colorado 1969 -643- BOULDER COUNTY FIGURE 602 STORM DRAINAGE CRITERIA MANUAL TRAVEL TIME VELOCITY FOR RATIONAL METHOD 50 - 30 7'3 .... o t- 20 w � 3 C Z c e a see .or ,.. ct i. 0 W ♦ .a co 0 a .: r 10 ve 3 3 0 v o a v IF 0 it 411 y O 0 i h W 3r v 5 e n o 0 3 — co a ? 0"co a y 4O w e W . e, tic A. De r yrW O 3 0e . U 2 .. 'o y �e F lid F 4� Q 4° o cu 4. Qt 1 5— .1 .2 .3 .5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND WRC ENG. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. -644- BOULDER COUNTY STORM DRAINAGE CRITERIA MANUAL TABLE 705 ROADSIDE DITCH CAPACITIES SLOPE DITCH TYPE I DITCH TYPE II DITCH TYPE III (%) VEL. Q VEL. Q VEL. Q (fps) (cfs) (fps) (cfs) (fps) (cfs) 0.5 0.7 6 0.7 6 2.5 22 1.0 1.6 14 1.6 14 3.5 31 1.5 2.4 22 2.4 22 4.4 39 2.0 3.2 29 3.2 29 Not Permitted 2.5 (3) 4.0 36 4.0 36 Not Permitted NOTES: 1. See Figure-708 for geometry of roadside ditch. 2. Velocity and capacity are based upon the SCS Retardance Curve "C". 3. Maximum permissible slope for roadside ditch is 2.5%. Slope limitation is based on a maximum Froude number of 0.8 for Type I & II and 0.9 for Type III ditch. 4. Linearly interpolate for intermediate slopes. WRC ENG. REFERENCE: Caculations by WRC Engineering, Inc. -740- BOULDER COUNTY STORM DRAINAGE CRITERIA MANUAL TABLE 706 MANNING'S n-VALUES FOR OPEN CHANNELS N-VALUE RECOMMENDED CHANNEL TYPE RANGE VALUE A. Earth Lined (ditches/canals) 1. Clean, Weathered .018 to .025 .022 2. Clean, Gravel .022 to .030 .025 3. Some Weeds .022 to .033 .027 4. Non-Maintained .030 to .040 .035 — B. Grass Lined (man-made) (1) 1. RV %.10 (see Fig.-705) .029 to .034 .032 2. RV < 10 .032 to .100 See Fig.-705 C. Natural Streams .025 to 0.100 Note (2) D. Riprap Lined 0.17 1. Ordinary Riprap n = .0395 d50 (Sect. 705.4) 2. Gabions 0.035 3. Grouted Riprap .023 to .030 0.027 4. Slope Mattress .025 to .033 .028 E. Concrete Lined 1. Float Finished/Wood Forms .013 to .016 Note (3) 2. Slip Formed .013 to .016 Note (3) 3. Gunite .016 to .023 Note (3) NOTES: 1. Use as starting value to estimate channel capacity (see Section 703.1) . 2. Refer to Chow, V.T. , Open Channel Hydraulics, McGraw-Hill Book Co. , 1959, Table-5-6. 3. High value used for capacity determination and low value used for velocity consideration (refer to Section 704.3.1d.) WRC ENG. REFERENCE: Chow, V.T. , Open Channel Hydraulics, McGraw Hill Book Company, 1959 -741- BOULDER COUNTY STORM DRAINAGE CRITERIA MANUAL _ TABLE 707 - CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP * % SMALLER THAN INTERMEDIATE ROCK d50 RIPRAP GIVEN SIZE DIMENSION DESIGNATION BY WEIGHT (INCHES) (INCHES) Type VL 70-100 12 50-70 9 35-50 6 6** 2-10 2 Type L 70-100 15 50-70 12 35-50 9 9** 2-10 3 Type M 70-100 21 50-70 18 35-50 12 12 2-10 4 Type H 100 30 50-70 24 35-50 18 18 2-10 6 Type VH 100 42 50-70 33 35-50 24 24 2-10 9 *d50 r Mean particle size **Bury types VL and L with native top soil and revegetate to protect from — vandalism. 9'■■��1111ILLI■r.�ll '°■■ IIIIIIf f�If� tII • ■■■�I�d V� AFA■II rI��:%�it:W■■091 1 2 3 . 56]89[1 W 30 40 lDO INTERMEDIATE ROCK DIMENSION- INCHES WRC ENG. REFERENCE: USDCM, DRCOG, March 1969 (Rev 11-15-82) -742- BOULDER COUNTY STORM DRAINAGE CRITERIA MANUAL FIGURE 708 ROADSIDE DITCH SECTIONS DITCH TYPE I Shoulder, width varies Property line .. 12. Min. .Maximum depth for 5 year flood (Typ.) Pavement / 4 4 Allowable slope from Grassed slopes (Typ.) on, to 2.5% DITCH TYPE II Shoulder, width varies Property line-. l2 Min. / I Pavement 4 44%2Z 4 Allowable slope from 0.5 % to 2.5 % 6"layer of rip-rap 6„ with DSO=5, and 41 filter material DITCH TYPE III _ Shoulder, width varies Property line 12' Min. � f f N.: Pavement 4 S• Allowable slope from = Concrete trickle • 0.5 % to 1.5 "/o • .. ,' channel 4" • NOTE: 1. See Table-705 for capacity of roadside ditch. 2. For street slopes greater than maximum allowable, check drops (2' maximum height) will be required. WRC ENG. REFERENCE: Prepared by WRC Engineering, Inc. -754- I ) I I I I I I I II I I I 1 I I 1 , i ! * FILTER FABRIC PLACEMENT DETAILS 0 z NOTE: Always place fabric starting downstream 12"minimum Upstream p and work upstream at off wall Compact Backfill N Flow Riprap to 95%standard —I XI m 4"minimum Staples prafa33 m Type II beddirg 77 material 2 minimum z LAP DETAIL (typical) O 07 m r > 0 Soil Fabric 12I maximum (typical) Z r Staples (minimum O 12"minimum Fabric Type II bedding m 33 c C) C) 3 (A) TYPICAL LAP DETAIL AND (B) RIPRAP CHUTE DROP O FILTER FABRIC PLACEMENT Imo Z --1 o 5e< n o NOTE ' Some soils may require a hydraulic g cut off to prevent piping failure of D 3 drops 'Filter Fabric Z a) Drain C 0 Pipe 12"Rodius D Concrete wall • r c ! a .o ::�, io42"rritnimum �' Type II bedding Structural \ ' • v) • t .;•, m Bockfill •in co ,�j 'c \\ (all sides) 6"Type II '. Ti bedding --' RELIEF DRAIN DETAIL a v. C t 33 co m Filter Fabric V (C) VERTICAL DROP 0 BOULDER COUNTY FIGURE 801 STORM DRAINAGE CRITERIA MANUAL _ _ HYDRAULIC PROPERTIES CIRCULAR PIPE . m 1 1 M I \ _ , T ; , 1 i ■ �`■■■■ \ ■ ■ \ 1 0 03 4 i ,\ CC t I V\1 T \I O W CC C Ls- ,... I ■■■---.‘ i �G • Z \ \ 17 P O S in 2 \ a z a o 0 \ \ m \ l 0 ) J \ \ w v \ O ti \ O O O) cc? n ID u) n m N -+ 00 O O O O 6 6 O 6 O M0Ii JO H1430 • WRC ENG. REFERENCE: "CONCRETE PIPE DESIGN MANUAL" ACPA, 1970 -819- BOULDER COUNTY I TABLE 1001 STORM DRAINAGE CRITERIA MANUAL HYDRAULIC DATA FOR CULVERTS (A) Manning's n-values for Corrugated Steel Pipe • Annular Helical Corrugations 255'x"' 11'x%,"•" 2y'x1' All Diam. B' 10' 12' 18' 24' 36' 48' ^, Unpaved .024 .012 .014 .011 .014 .016 .019 .020 25%Paved .021 .015 .017 .020 Fully Paved .012 .012 .012 .012 Annular x 1' Corrugations 3'x 1' Helical-? All Diam. 36' 48' 54' 60' 66' 7? �. Unpaved , .027 .021 .023 .023 .024 .025 .026 25%Paved .023 .019 .020 .020 .021 .022 .022 Fully Paved .012 .012 .012 .012 .012 .012 .012 _ (B) Manning's n-values for Structural Plate Metal Pipe Corrugations Diameters 6'z 2' 5ft lft 10 ft 15 ft Plain—unpaved .033 .032 .030 .028 25%Paved .028 .027 .026 .024 (C) Manning's n-values for Concrete Pipe/Culvert TYPE n-VALUE Pre-Cast 0.012 Cast-in-Place With Steel Forms 0.013 With Wood Forms 0.015 CONTINUED NEXT PAGE WRC ENG. REFERENCE: "Handbook of Steel Drainage and Highway Construction Products", AISI 1971 -1014- BOULDER COUNTY TABLE 1001 STORM DRAINAGE CRITERIA MANUAL coned HYDRAULIC DATA FOR CULVERTS (D) CULVERT ENTRANCE LOSSES Type of Entrance Entrance Coefficient, Ke Pipe Headwall Grooved edge 0.20 Rounded edge (0. 15D radius) 0. 15 Rounded edge (0.25D radius 0. 10 Square edge (cut concrete and CMP) 0.40 Headwall & 45° Wingwall Grooved edge 0.20 Square edge 0.35 Headwall with Parallel Wingwalls Spaced 1 .25D apart Grooved edge 0.30 Square edge 0.40 Beveled edge 0.25 Projecting Entrance Grooved edge (RCP) 0.25 Square edge (RCP) 0.50 Sharp edge, thin wall (CMP) 0.90 Sloping Entrance _ Mitered to conform to slope 0.70 Flared-end Section 0.50 Box, Reinforced Concrete Headwall Parallel to Embankment (no wingwalls) Square edge on 3 edges 0.50 Rounded on 3 edges to radius of 1/ 12 barrel dimension 0.20 Wingwalls at 30° to 75° to barrel Square edged at crown 0.40 Crown edge rounded to radius of 1/ 12 barrel dimension 0.20 Wingwalls at 10° to 30° to barrel Square edged at crown 0.50 Wingwalls parallel (extension of sides) Square edged at crown 0.70 • NOTE: The entrance loss coefficients are used to evaluate the culvert or sewer capacity operating under outlet control. WRC ENG. REFERENCE: "Urban Storm Drainage Criteria Manual" DRCOG, 1968 _Inlc_ Example No. 19: Culvert Rating A sample calculation for rating an existing culvert is presented in Table-1002. The required data is as follows: - Culvert size, length, and type (48" CMP, L = 150, n = .024) - Inlet, outlet elevation, and slope (5540.0, 5535.5, So = 0.030) - Inlet treatment (flared end-section) - Low point elevation of embankment (el = 5551.9) — - Tailwater rating curve (see Table-1002 Column 5) From the above data, the entrance loss coefficient, K-sub e, (Table-1001-D) and the n-value (Table-1001-A) are determined. The full flow Q and the velocity are calculated from these values for comparison. The rating then proceeds in the following sequence: Step 1: Headwater values are selected and entered in Colu 1 3. The headwater to pipe diameter ratio (Hw/D) is calculated and entered in Column 2. If the culvert is not circular, the height of the culvert is used. Step 2: For the Hw/D ratios, the inlet rating is read from the various figures based upon culvert type (Figure-1003 for the example) and entered into Column 1. This completes the inlet condition rating portion. Step 3: For outlet condition, the Q values in Column 1 are used to determine the head values (H) in Column 4 from the appropriate outlet rating curves (Figure-1009 for the example) . Step 4: The tailwater depths (Tw) are entered into Column 5 for the corres- ponding Q values in Column 1 according to the tailwater rating curve. If a tailwater rating curve is not available, compute the normal depth ( sub-critical or critical only) of a trapezoidal channel approximating the existing drainageway. If the tailwater depth (Tw) is less than the -- diameter of the culvert (D), Columns 6 and 7 are to be calculated (go to Step 5). If Tw D, the tailwater values in Column 5 are entered into Column 8 for the h-sub o values and proceed to Step 6. Step 5: The critical depth (d-sub c) for the corresponding Q values in Column 1 are read from the appropriate figures (Figures-1016 through -1020) and entered into Column 6. If the culvert is rectangular, the critical depth is calcualted directly from the equation on Table-1002. The average of the critical depth and the culvert diameter is calculated and entered into Column 7 as the h-sub o values. -1012- _ LSDCM JULY, 1984 - Step 6: The headwater values (H-sub w) are calculated according to the equation: Hw = H + ho - LSo (1008) where H is from Column 4 and h-sub o is the value from Column 8 (for Tw > D) or the larger value between Column 5 and Column 7 (for Tw < D). The values are entered into Column 9. Step 7: The final step is to compare the headwater requirements (Columns 9 and 3) and to record the higher of the two values in Column 10. The type of control is recorded in Column 11, depending upon which case gives the higher headwater requirements. The headwater elevation is calculated by adding the controlling H-sub w (Column 10) to the upstream invert elevation. A culvert rating curve can then be plotted from the values in Column 12 and 1. Step 8: Compute outlet velocity for designing downstream protection. For full flow conditions, V = Q/A; for partially full conditions, see Figures-801, -802, and -803 for hydraulic properties of pipe. Design channel protection as described in Section 705.6. To size a culvert crossing, the same form can be used, with some variation in the basic data. First a design Q value is selected and the maximum allowable - headwater is determined, subject to the conditions of Section 1002. An inlet type (i .e. , headwall ) is selected and the invert elevations and culvert slope are estimated based upon site constraints. A culvert type is then selected and first - rated for inlet control then outlet control . If the controlling headwater exceeds the maximum allowable headwater, the input data is modified and the procedure repeated until the desired results are achieved. -1013- LSDCM JULY, 1984 I I ) 1 I I 1 I I I /1 I I I 1 ) I ( ) I * INLET CONTROL NOMOGRAPH 0 CIRCULAR PIPE (A) CORRUGATED STEEL PIPE (B) REINFORCED CONCRETE PIPE P -180 -10000 -168 -8000 EXAMPLE (1) (2) (3) N —leo- —10,000 • -156 —6000 D=36 inches(3.0 feet) -6.0 6.0 "f m - =•,000 LOSS COEFFICIENT Ke (I) —5000 Q=66 cfs -5 0 O —166 FOR VARIOUS ENTRANCE -144 -4000 T -156 —6,000 TYPES a. (2) -132 HW HW -6.0 - —5.0 m - -5,00p a. (3) -3000 D feet -5.0 -4.0 - -4.0 m -1„ _,,000 D KALE ENTRANCE CE COEFFICIENT 5- —120 _ - Z —152 —3,000 5. c. - -2000 (1) 1.8 5.4 —4.0 - -a 0 a) wea.en.w.edge;«End os • _108 (21 1.55 4.7 - -3.0 -120 S Section wde/ming to 0I a. — - O m 0 _=000 dep. •. - 102 (3) 1.6 4.8 _ - =3.0 n 10• d — 121 Mitered tit center.to dep 0.7 3. .. .-96 •D in C G 121 Projecting Lem fin 0.g =_1000 `3.0 - _ Zr v 2 n -96 - I,000 3. - 90 -800 - - - > 0 OD m 0 ' - =wo s. -84 -600 0 ' -2.0 -2.0 C) m O 7 To vv.stole 19 co(3)«gect _ - C 0 o h«isoaen7toswleII)-than N - 78 -500 2.0 • _ m 33 C Q H -64 —coo ,ge:ght„,.once Iw.th.wgh 2. W 3 ^ ^ a o m - -soo v..CI end o..elo.*..e.e,not 2 —72 —400 = . - •, •' rt o ft _coo alettroo-a. 2. U - _ �„ DJ m —72 2. Z - 66 LL -300 �- -1.5"--_1.5 3) O F-. a- O -soo a U N o -h I-• « - 3 ? -60 Z -200 C0:1/411,!-----‘5- w -1.5 C 1-, ,,-- . in -200 = Ica IcaF . - M Z al i y• am s 5, o = oo CC W -100 / a a K W 48 O =80- ce OLOO. -`e --16 _ Ea -SO J - ? ,� Ir PI > . --__,.._�7 a=60 VO m ., -60 _-_ •E 1_0 1.0 op -42 -1.0 v f;. 0) -,2la-.1 =so 2- U U -50 S -1.0 > 1-0 co J `• —,0 DIANNE o IA O � / _N —40 To use scale(21 or(3) Q. -1.0 - �. CO C 8 L !36 draw a straight One W -•9 -.9 C CD E -sa 30 Mom.101-a -,H. 0 30 through known values — 0 o-rod. 3 .1 W 8 -9 Ste - 0 _A =20 $ a e I- -33 of sae and discharge w r a,,.I. Inv I1w r W -20 to tntersec(scale(11. I- > -30 -D a Q -30 - From porn(on scale ft) 3 —.8 Ia t--1 E 111 1.o L0 x. -27 project horizontally to , 7 -O In -27 - I0 121 1.° 1.0 solution on ether scale < .7 CO• D =a of I1.1 a.a 7 -10- (2)or(3). W 2t .6 7 24 _$ _ -.7 7 ~I -5 -6 0 S - Y1 -, .c e -21 _5 .. co 0 __a a -4 HW/D ENTRANCE -.6 6 y -is 3 SCALE TYPE _ 6 -.6 C 'a -2 —18 (1) Square edge - C v ft - -72 (2) Groove end with - - - C H. - 13 .5 headwall33 j '---to .5 —15 (3) Groove end _ 5 In 1. - .0 oroiechng =.5 —,5 O : O —12 CO I I I ) I 1 I1 ) I I 1 A 7 ) 1 —5000 8204 H 2000 • -1000 + s n Pipe ---Di. �+ , I _ _ Z -1000 siw.s•-. �vw.'we�� • �• / M —A Sue.L.cm OUTLET CULVERT 11.0.1646 PULL 1000 3 Q . 1.•••••••-1.6• F _ —± • _\ uls.E. •.. wl , amen. - .._r.r,. . Sr -500 „o'a'r".n S . s.-• rG •16.L. Uar6C,O - -6 165 •6.44 S li p..•. S."... sOew(.L(o OUTLET cuvm ILOY,Mc rVu 'A -e000 - N. 600 w••w.44-1.44 - 1+Is. _mathmthth `I!6 t 500 rF ...no .,... .�rwa�n ns..P.. II ._A . ORI O_tdeD -1.1 N 400 -LO fl — __ _ Pipe O 33 m • -132 N �- — -1.0 300 OrJ my° -'I O ..� -1000 -1to \ O. ( 200 -i2 00 (40 CO RI -5000 ^I11 ,rG\i44r Oe,p •$i� y _ 1 -66 Oa 49 S?' LL 1 r z 0 q5 \ J '(,� -60 0 in > N -100 .IOP �'J\ 6 - 5 -!1 •' ,•. 6 a V -600 o yo ••. y lJ loo r. o x _3 Z 5 op 0 O �'� 90 L°O I - T O eO Iz 0 00 0 _1 ^ \ ! I21 tJ rrn O- a m ' 0 -01 t' _ 6 , 60 c 7' 6`monn r/•i�1 /N.. (1 O c• Cr a X 100 Z EXAMPLE 0 _ 9 g S0 a -36 / Z°O 75 /V Z II- N TO Si ': C . T6 00.0.._I$0in._15 N. t,0 - 10 10 _3! / ..— 30° --6 O _ -300 0-1600 d. 3� — V _EXAMPLE _� 5'3°8-C AC- `O 2 O N _ O 'it X, 03 — 30 c '30 ` 00 In ^66 n1-2505.. y0° _ �_Il LI.� 277.,.% ' b0 _5 CM T > fNr t'-2s0..e6-0tsh. - 15 20 ova` -10 N CA CD F-I CD - 00 -60 G i Find H_3.0 h. - ACM lr EXAMPLE 400 r !OU DOI AD 0 to° —t0 -21 Diem,- 412 500 — A 3� n Z A J H t-256.. 1-' m • HEAD - N 1O =1e r-zsa w O.u_tt0ft . 6 1,_0.13 -20 (n 3 C STRUCTURAL PLATE _30 CD IC -Ioo11) CORR. STEEL PIPE CULVERTS a -I; Find H-6.0 h.CD D' FLOWING FULL—OUTLET CONTROL ED2 -4 s HEAD FOR STANDARD CORRUGATED O r 4 _ —It STEEL PIPE CULVERTS O ~ -°° 3 FLOWING FULL—OUTLET CONTROL �' E -eo n=0.024 a m 2 n 9 Length Adjustment for Improved Hydraulics in . ...ei y Roughness Factor Length Adjustment -n c Pipe Factor 5 Diam. Curves Based on /e' Z w in Feel n.- Actual n'..• rn) 33 M 0 5' .0328 .033 1.0 7' .0320 .032 1.0 8 10' .0311 .030 0.93 15' .0302 .028 0.86 070 BOULDER COUNTY TABLE 1101 STORM DRAINAGE CRITERIA MANUAL _ SLOPING RIPRAP CHANT EL DROP DESIGN LENGTH OF MAXIMUM ALLOWABLE CHUTE SLOPE - So DOWNS FOR EACH RIPRAP CLASSIFICATION �iO NS LB UNIT DISCHARGE VH i (FL) q M H ) (cfs/ft �__------- 0 15 to 7:1 7:1 to 4:1 N/A 15 ' 20 — 20 0 to 8:1 8:1 to 5:1 5:1 to 4:1 �i 25 0 to 10:1 10:1 to 6:1 6:1 to 4:1 20 30 0 to 12:1 12:1 to 7:1 7:1 to 4.5:1 25 4 35 0 to 13:1 13:1 to 8:1 8:1 to 6:1 25 DR* 1.75' 2.6' 3.5' DR** 2.0' 3.0' 4.0' DRW 1.5 x DR 1.25 x DR 1.0 x DR * For Erosion Resistant, Cohesive Soils— ** For Sandy or Highly Erosive Soils NOTES: 1• q = Unit discharge = VnYn, where Vn = average channel velocity and Yn - normal depth of the upstream channel. 2. So - Longitudinal channel slope expressed in feet horizontal per foot vertical. 3. Dr - Depth of riprap blanket in feet.— 4. Drw L2 Depth etht fariprap blanket at the downstream face 5. ofRock size, Dr and Drw shall be the same throughout the drop structure. 6. Chute and channel side slopes shall not be steeper than 4:1. 7. Maximum allowable drop = 4.0' structures only. 8. This chart is for ordinary riprap Other types of drop structures require their own hydraulic analysis. (See Section 1102.4)• 9. For "H" and "VH" riprap substitute grouted "M" Tiptop. CREST WALL ELEVATION CHART P@Vn BOTTOM 7 -• = P@Vn = WIDTH* 5(ft) (ft fps ) (ft) 0.2' 0.2' 40 0.4' 0.2' 100 0.5' 0.3'— *Bottom Width of Approach Channel WRC ENG. REFERENCE: USDCM, DRCOG, 1982 Draft Revisions for Channel Drops — -1112- BOULDER COUNTY STORM DRAINAGE CRITERIA MANUAL I FIGURE 1101 UPSTREAM APRON UPSTREAM DOWNSTREAM DOWNSTREAM _ CHANNEL I CHUTE APRON pi CHANNEL V ` J CREST WALL rr ... A. SLOPING CHANNEL DROP .a. UTR APSPRONEAM UPSTREAM 1 it ANNEL i� STILLING BASIN � t DOWNSTREAM CHANNEL V a f' zl} - B. VERTICAL CHANNEL DROP GENERALIZED PROFILES OF RIPRAP DROP STRUCTURES WRC ENG REFERENCE: USDCM, DRCOG, 1982 DRAFT REVISIONS FOR CHANNEL DROPS -1 L14- AIRES ASSOCIATES September 1, 2002 Federal Emergency Management Agency Mitigation Directorate Hazard Identification Branch 500 C Street SW Washington, DC 20472 Re: LOMA Application: St. Vrain Creek, Weld County Dear Sir or Madam, Enclosed is a Letter of Map Amendment application for a property along St. Vrain Creek near Longmont, Colorado in unincorporated Weld County. Currently, the property is located in a Zone A area based on the existing FIRM. The existing FIRM, however, was obtained from approximate methods and shows some obvious technical errors, including inconsistent flood elevations. For example, at a cross section on the upstream side of the property the floodplain is shown five feet lower on the left bank than on the right. A HEC-RAS analysis performed by Ayres Associates and shown in this report provides a Base Flood Elevation (BFE) that is technically supportable and shows the property described in the enclosed metes and bounds descriptions to be outside of the 100-year floodplain (BFE). 100-year recurrence interval discharge information used in the analysis to determine the BFE was obtained from an unpublished U.S. Army Corps of Engineers (ACOE) text entitled "St. Vrain Creek Hydrology, Boulder and Weld Counties, Colorado" dated December, 1981. HEC-RAS cross sections were assembled using two methods. Cross section information available from the Hascall Survey's aerial topography dated August 2002 was cut in Autocad while information outside of the aerial topography was point surveyed. In order to provide an accurate downstream boundary condition for the model, information for the downstream cross section was obtained from the previously mentioned ACOE study of St. Vrain Creek. Specifically, cross section SV-25 was used as the downstream cross section. The cross section geometry which defines the upstream model limit was taken directly from a study performed by Tuttle-Applegate for the upstream property owner. Water surface elevations reported by the model at the upstream cross section only differed from the Tuttle-Applegate model by 0.1 feet and therefore, a sufficient match was assumed to be obtained. Enclosed you will find the application forms and all pertinent information including, excerpts from the ACOE St. Vrain Basin study, a title deed for the property, metes and bounds descriptions for the two parcels that to be removed from the floodplain with this submittal, HEC-RAS analysis output, and a plot of the inundated area drawn on the Hascall Surveys Inc. topo map based on the 100-year HEC-RAS model water surface elevations. Engineers/Scientists/Surveyors 400 S _ _ _._ t F iii s3&8211 34-0547.04 Thank you for your time in reviewing this application and if you have any questions do not hesitate to contact us. Sincerely, Owen Ayres and Associates, Inc. J on Ullmann, E.I.T. Water Resource Engineer Cc: Doug Tiefel, Tiefel and Associates File 34-0547.04 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B.Burden No.3067-0147 PROPERTY INFORMATION Expires May 31,2001 PUBLIC BURDEN DISCLOSURE NOTICE Public reporting burden for this form is estimated to average 1.63 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing and reviewing the form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, S.W., Washington, DC 20472; and to the Office of Management and Budget, Paperwork Reduction Project(3067-0148), Washington, DC 20503. You are not required to respond to this collection of information unless a valid OMB Control Number is displayed in the upper right corner of this form. This form maybe completed by the property owner,registered land surveyor,or registered professional engineer 1. Community Name of NFIP map panel on which the property is located:Weld County, Unincorporated Area County: Weld State: Colorado Panel or Map Number: Panel No.0802660855C Effective Date: Revised September 28, 1982 2. Street Address of Property: 3. Description of Property Lot and Block(if a street address cannot be provided): Southeast Quarter(SE1/4),and South half of the Northeast Quarter(S1/2 NE1/4)of Section 36,Township 3 North Range 68 West of the 6th P.M. 4. Are you requesting that the SFHA designation be removed from(a)all of the land within the bounds of the property, (b)a portion of land within the bounds of the property(a certified metes and bounds description of the area to be removed is required),or(c)the structure(s)on the property? (Answer"a,""b,"or"c") 5. Is this request for(a)a single structure, (b)a single lot, (c)multiple structures, (d)multiple lots? (Answer"a,""b,""c"or"d") d 6. What is the type of construction? (a)crawl space; (b)slab on grade; (c) basement; (d)other(explain). (Answer"a,""b," "c,"or"d") N/A-No Buildings Proposed with this submittal 7. Is this request prior to the transfer of ownership of the property in question from a developer to an individual property owner? 0 Yes 0 No 8. Is this request for(a)existing conditions, or(b)proposed project? (Answer"a"or"b) a 9. Has fill been placed on the property to elevate the ground elevation of the property,to elevate a structure(s), or to elevate the ground elevations around a structure?No If yes,when? 10. For proposed projects,will fill be placed to elevate this land or structure? No 11. If known,list the case number and/or the street address of previous requests that have been submitted to FEMA for this property or adjacent properties? N/A 12. One of the following documents is required of all cases: I have enclosed the following documents in support of this request: ❑ a. Copy of the Subdivision Plat Map(with recordation data and stamp of the Recorders Office) OR ® b. Copy of the property Deed (with recordation data and stamp of the Recorder's Office),accompanied by a tax assessors map or other suitable map showing the surveyed location of the property with respect to local streets and watercourses. (For these maps a map scale must be provided and they should not be reduced or enlarged.) PLEASE REFER TO THE INSTRUCTIONS FOR THE APPROPRIATE MAILING ADDRESS FEMA Form 81-87 Property Information Form MT-1 Form 1 Page 1 of 2 r The following documents should be enclosed as applicable: • c.Copy of the effective FIRM panel on which the property location has been accurately plotted(if the request is for more than one IoUstructure, this location must be certified by a licensed land surveyor or registered professional engineer) O d.A map showing the location of any structures existing on or proposed for the property(certified by a licensed land surveyor or registered professional engineer) ® e. Metes and bounds description and accompanying map of the portion of the property to be removed from the SFHA(certified by a licensed land surveyor or registered professional engineer)(only if the request is for a portion of land within the bounds of the property, not the entire lot or the structure(s)only) O f. Form 2 Elevation Information form or A FEMA NFIP Elevation Certificate may be submitted in lieu of the Elevation Information form(for structures/property located in Zone AO see instructions for further guidance.) ❑ g. Form 4 Community Acknowledgment form (only if fill has been or will be placed) ❑ h. Form 3 Certification of Fill Compaction form (only if fill has been or will be placed and the request is not for an existing single residential structure) O i.Additional information: 1)Map of Flood Plain showing BFE according to new HEC-RAS study 2)Map showing location of cross sections 3) HEC-RAS summary output sheets please specify 13. PAYMENT ENCLOSED ❑ Processing fee(see instructions for processing fees and exemptions) LOMA $0.00 (Type of request) (amount enclosed) Check or money order only. Make check or money order payable to: National Flood Insurance Program. If paying by Visa or Mastercard, please complete or submit the Credit Card Information form(Form 1A)which follows this form. 14. All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Applicants Name: Douglas R. Laiho on behalf of Doug Tiefel Company: Ayres Associates (please print or type) Mailing Address: 400 S. McCaslin Blvd., Suite 200, Louisville, CO 80027 (please print or type) Daytime Telephone Number: 303-938-8874 Fax Number: 303-9 1138`-822111 Date: 9.1.O.2_, /14 `F : J"t. Signature of Applicant(required) r FEMA Form 81-87 Property Information Form MT-1 Form 1 Page 2 of 2 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B.Burden No.3067-0147 ELEVATION INFORMATION Expires May 31,2001 PUBLIC BURDEN DISCLOSURE NOTICE Public reporting burden for this form is estimated to average 0.63 hour per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing and reviewing the form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, S.W., Washington, DC 20472; and to the Office of Management and Budget, Paperwork Reduction Project(3067-0148), Washington, DC 20503. You are not required to respond to this collection of information unless a valid OMB Control Number is displayed in the upper right corner of this form. This form must be completed by a registered professional engineer or licensed land surveyor. These forms should not be used for requests involving Channelization,Bridges/Culverts, or Fill in the FEMA-Designated(regulatory)Floodway; instead, forms entitled Revisions to National Flood Insurance Program Maps(MT-2)should be used. The Elevation Information Form must be included for all requests, unless the request is for a determination In which the FIRM already shows the property to be CLEARLY outside the SFHA. Cases in which the determination for the property or structure is uncertain will require the submittal of elevation data to provide a definitive determination. If an Elevation Certificate has been completed for the subject property,it may be submitted in lieu of this form. (See instructions for details) 1. Community Name: Weld County, Unincorporated Area 2. Legal Description of Property: SE1/4 and S1/2 NE1/4 of S36.T3N, R68W of 6th P.M. 3. Flooding Source: St.Vrain Creek 4. Based on the FIRM,this property is located in Zone(s): A 5. Is any portion of this property located in the regulatory floodway? ❑ Yes ® No Are any structures(existing or proposed)located in the regulatory floodway? O Yes ® No 6. Is this area subject to land subsidence or uplift? O Yes ® No If yes,what is the date of the current releveling? For items 7-11 multiple lots/structures,complete the appropriate column(s)of the Summary of Elevations-Individual Lot Breakdown form, identifying the elevation for each lot/structure. To support items 9, 10,and 11,please note a map (certified by a licensed surveyor or registered professional engineer)may be required to relate the ground elevations and locations of structures or lots. The map should indicate whether it reflects"as-built"or"proposed"conditions. 7. What is the BFE for this property? (Provide elevation to nearest tenth of a foot and datum) 4811.82 ft O U.S. side of property&4806.68 ft cth D.S. Elevation NGVD Datum (NGVD, NAVD or other) 8. How was the BFE determined? (attach a copy of the Flood Profile or table from the FIS report,if appropriate, a copy of a letter from a state agency establishing a BFE, or other necessary supporting information including Forms 3 and 4 from forms entitled, "Revisions to National Flood Insurance Program Maps"(MT-2)). HEC-RAS Model 9. If this request is to remove the SFHA designation from a parcel of land or lot(s),what is the existing or proposed elevation of the lowest grade;that is,the lowest ground on the property or within the metes and bounds description of the portion being removed? (Provide elevation to nearest tenth of a foot and datum)4807(0) D.S. ends Elevation NGVD Datum PLEASE REFER TO THE INSTRUCTIONS FOR THE APPROPRIATE MAILING ADDRESS .-. FEMA Form 81-87A Elevation Information Form MT-1 Form 2 Page 1 of 2 J 10. If this request is to remove the SFHA designation from a structure(s),what is the elevation of the existing or proposed lowest adjacent grade;that is,the lowest ground touching the structure, including any attached decks or garage? (Provide elevation to nearest tenth of a foot and datum) Elevation Datum 11. If fill has been/will be placed to elevate the structure(s)on this property,what is the existing or proposed elevation of the lowest floor, including basement,and/or attached garage? (Provide elevation to nearest tenth of a foot and datum) Elevation _ Datum 12. Are the measurements in items 9- 11 based on(a) proposed or(b)existing conditions? 13. If any of the above elevations were computed based on a datum different than the effective FIS,what is the conversion factor? FIS Datum= Local Datum+/- _feet 14. All information submitted in support of this request is correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Name(please print or type): Douglas R. Laiho Title(please print or type): Professional Engineer, Regional Manager Registration No.: 9437 Expiration Date: 12/31/02 State: Colorado Telephone Number: 303-938-8874 n tt1%re f/—oZ Date Seal(Optional) FEMA Form 81-87A Elevation Information Form MT-1 Form 2 Page 2 of 2 FEDERAL EMERGENCY,...,NAGEMENT AGENCY I O.M.B No. 3067-0148 RIVERINE HYDRAULIC ANALYSIS Expires April 30, 2001 ....1 ,---.. PUBLIC BURDEN DISCLOSURE NOTICE Public reporting burden for this form is estimated to average 2.25 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing and reviewing the form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, S.W., Washington DC 20472; and to the Office of Management and Budget, Paperwork Reduction Project(3067-0148),Washington, DC 20503. You are not required to respond to this collection of information unless a valid OMB Control Number is displayed in the upper right corner of this form. Note:Fill out one form for each flooding source studied Community Name: Weld County, Unincorporated Area Flooding Source: St.Vrain Creek Project Name/Identifier: 1. REACH TO BE REVISED Describe the limits of the revision OR submit a copy of the FIRM with the revision area clearly highlighted. Copy of FIRM(s)attached depicting area of the revision (highlighted, or circled)? ® Yes Downstream Limit: Upstream Limit: 2. MODELS SUBMITTED Requirements:for areas which have detailed flooding: for areas which do not have detailed Full input and output listings along with files on diskette for each of the models flooding: listed below (items 1-4) and a summary of the source of input parameters used in Only the 100-year (Base) flood profile is the models must be provided. The summary must include a description of any required. A hydraulic model is not required for changes made from model to model (e.g., Duplicate Effective model to Corrected areas which do not have detailed flooding; Effective model).At a minimum,the Duplicate Effective (item 1) and the Revised or however, BFEs may not be added to the Post-Project Conditions (item 4) models must be submitted. See instructions for revised FIRM. If a hydraulic model is developed directions on when other models may be required. for the area, items 3 and 4 described below must be submitted. If hydraulic models are not developed, hydraulic analyses (including all calculations) for existing or pre-project conditions and revised or post-project conditions must be submitted. 1. Duplicate Effective Model ❑ Natural File Name 0 Floodway File Name Copies of the hydraulic analysis used in the effective FIS, referred to as the effective models(10-, 50-, 100-, and 500-year multi-profile runs and the floodway run) must be obtained and then reproduced on the requesters equipment to produce the Duplicate Effective model.This is required to assure that the effective models input data has been transferred correctly to the requesters equipment and to assure that the revised data will be integrated into the effective data to provide a continuous FIS model upstream and downstream of the revised reach. 2.Corrected Effective Model El Natural File Name 0 Floodway File Name The Corrected Effective model is the model that corrects any errors that occur in the Duplicate Effective model, adds any additional cross sections to the Duplicate Effective model, or incorporates more detailed topographic information than that used in the currently effective model.The Corrected Effective model must not reflect any man-made physical changes since the date of the effective model. An error could be a technical error in the modeling procedures, or any construction in the floodplain that occurred prior to the date of the effective model but was not incorporated into the effective model. 3. Existing or Pre-Proiect Conditions Model 0 Natural File Name 0 Floodway File Name The Duplicate Effective model or Corrective Effective model is modified to produce the Existing or Pre-Project Conditions model to reflect any modifications that have occurred within the floodplain since the date of the Effective model but prior to the construction of the project for which the revision is being requested. If no modification has occurred since the date of the effective model, then this model would be identical to the Corrected Effective model or Duplicate Effective model. 4. Revised or Post-Proiect Conditions Model ® Natural File Name pel2.ori ® Floodway File Name pel2.prj The Existing or Pre-Project Conditions model(or Duplicate Effective model or Corrected Effective model,as appropriate)is revised to reflect revised or post-project conditions.This model must incorporate any physical changes to the floodplain since the effective model was produced as well as the effects of the project.When the request is for the proposed project this model must reflect proposed conditions. 5.Other—Please attach a sheet describing all other models submitted along with the file names. ❑ Natural 0 Floodway 0 PLEASE REFER TO THE INSTRUCTIONS FOR THE APPROPRIATE MAILING ADDRESS FEMA Form 81-89C Riverine Hydraulic Analysis Form MT-2 Form 4 Page 1 of 2 3.STARTING WATER-SURFACE ELEVATION.. Explain how they were determined. Explanation Attached? O Yes ❑ No NOTE: If the effective study is an approximate study,the slope/area method is recommended. For detailed analysis studies, using a known water-surface elevation is recommended. 4. RESULTS(from the model used to revise the 100-year water surface elevations) If the results indicate any of the following, attach an explanation-to this form, or to the hydraulic model printout-as to the reasonableness of the situation. ❑ Supercritical depth ❑ Critical Depth ❑ Drawdowns O Negative Floodway Surcharges ❑ Floodway Surcharges Greater Than Maximum Allowed by Community/State ❑ Water surface elevations higher than the end points of cross sections. ❑ Floodway discharge is different than the Natural 100-year(base)flood discharge. ❑ Project causes 100-year floodplain or floodway elevations to increase(state if increases are located off the requester's property) Explanation attached with Form O Explanation provided on attached printout O If Hydraulic model used is HEC-2, has it been checked with FEMA'S CHECK-2 computer program? O Yes O No (see instructions for information on how to obtain CHECK-2) 5. REVISED FIRM/FBFM AND FLOOD PROFILES 1. Profile Transition a. 100-Year Water-Surface Elevations-indicate the difference in water surface elevations where the project 100-year elevations tie into the existing 100-year water surface elevations at each end of the project. Downstream End within (feet) Upstream End within (feet) Cross-Section II Cross-Section It b. Floodway Elevations-indicate the difference in water surface elevations where the project floodway elevations tie into the existing floodway water surface elevations at each end of the project. Downstream End_within (feet) Upstream End_within_(feet) Cross-Section it Cross-Section It c. Floodway widths-indicate the difference in floodway widths where the project floodway widths tie into the existing floodway width at each end of the project. Downstream End within_(feet) Upstream End within (feet) Cross-Section it Cross-Section li 2. Profile Checklist (check box if information has been provided on profile) The following information(unless in parentheses)must be included at the same scale as the existing profiles for this project: ❑ Stream Name O Community Name O Corporate Limits labeled O Study limits labeled ❑ Confluences labeled O Channel Stationing ❑ Streambed profiled O Cross Sections labeled ❑ HorizontalNertical Scales indicated O 100-year elevs profiled' ❑ Road Crossings O Labeled O Low Chord Elevations O Top of Road Elevations 'All recurrence intervals in the effective study must also be profiled. Floodway Data Table Attach a Floodway Data Table for each cross section listed in the published Floodway Data table in the FIS report. Floodway Data Table Attached ❑ Yes ❑ Not Required 0 FEMA Form 81-89C Riverine Hydraulic Analysis Form MT-2 Form 4 Page 2 of 2 H54LE-04.DOC HASCALL SURVEYS INC. LAND SURVEYORS P.O. BOX 928-309 MOUNTAIN AVENUE SUITE 205 BERTHOUD CO 80513 (970)532-9824(P) (970)532-4371(F) September 9, 2002 PELICAN SHORES LEGAL DESCRIPTIONS: PARCELS OF LAND LOCATED IN THE SOUTH ONE-HALF OF THE NORTHEAST QUARTER, AND THE SOUTHEAST QUARTER OF SECTION THIRTY-SIX, ALL IN TOWNSHIP THREE NORTH, RANGE SIXTY-EIGHT WEST OF THE SIXTH PRINCIPAL MERIDIAN, COUNTY OF WELD, STATE OF COLORADO, SAID PARCELS BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: SOUTH PARCEL (REVISED OUT OF FLOODPLAIN) BEGINNING AT THE SOUTHEAST CORNER OF SECTION THIRTY-SIX, TOWNSHIP THREE NORTH, RANGE SIXTY-EIGHT WEST OF THE SIXTH PRINCIPAL MERIDIAN, FROM WHENCE THE SOUTH QUARTER CORNER OF SAID SECTION THIRTY-SIX BEARS S89°58'23"W, 2627.04 FEET MORE OR LESS, AND WITH ALL OTHER BEARINGS CONTAINED HEREIN RELATIVE THERETO; THENCE ALONG THE EAST LINE OF THE SOUTHEAST QUARTER OF SAID SECTION THIRTY-SIX, N01°32'16"E A DISTANCE OF 1156.25 FEET; THENCE S81°52'26"W A DISTANCE OF 446.64 FEET; THENCE S09°00'03"E A DISTANCE OF 307.28 FEET; THENCE SO4°05'48"W A DISTANCE OF 327.31 FEET; THENCE S24°42'05"W A DISTANCE OF 272.85 FEET; THENCE S78°26'21"W A DISTANCE OF 75.43 FEET; THENCE N86°59'25"W A DISTANCE OF 335.42 FEET; THENCE N63°57'12'W A DISTANCE OF 118.45 FEET; THENCE N60°54'28"W A DISTANCE OF 86.21 FEET; THENCE N62°40'14"W A DISTANCE OF 49.87 FEET; THENCE N05°09'36"E A DISTANCE OF 208.01 FEET; THENCE N76°53'05"E A DISTANCE OF 182.51 FEET; THENCE N44°48'44"E A DISTANCE OF 296.41 FEET; THENCE N01°16'01"E A DISTANCE OF 372.29 FEET; THENCE N45°38'28"W A DISTANCE OF 30.84 FEET; THENCE S68°48'40"W A DISTANCE OF 217.85 FEET; THENCE S63°10'10"W A DISTANCE OF 113.33 FEET; THENCE S64°34'24"W A DISTANCE OF 145.44 FEET; THENCE S66°23'08'W A DISTANCE OF 70.26 FEET; THENCE S76°39'14"W A DISTANCE OF 46.25 FEET; THENCE S89°55'53'W A DISTANCE OF 20.58 FEET; THENCE N88°01'44"W A DISTANCE OF 37.91 FEET; THENCE N78°28'03"W A DISTANCE OF 61.85 FEET; THENCE N66°33'10"W A DISTANCE OF 98.82 FEET; THENCE N57°56'09"W A DISTANCE OF 63.46 FEET; THENCE N74°15'43"W A DISTANCE OF 51.88 FEET; THENCE N88°27'16"W A DISTANCE OF 42.87 FEET; THENCE S66°03'57"W A DISTANCE OF 87.55 FEET; THENCE S48°35'22"W A DISTANCE OF 60.37 FEET; THENCE S17°02'05"W A DISTANCE OF 24.49 FEET; THENCE S13°33'57"E A DISTANCE OF 100.63 FEET; THENCE S38°54'11"E A DISTANCE OF 163.26 FEET; THENCE S26°19'57"E A DISTANCE OF 98.83 FEET; THENCE S50°01'08"E A DISTANCE OF 68.24 FEET; THENCE S76°18'59"E A DISTANCE OF 29.86 FEET; THENCE S85°35'05"E A DISTANCE OF 126.20 FEET; THENCE S06°25'08"E A DISTANCE OF 163.06 FEET; THENCE SO4°01'45"E A DISTANCE OF 188.89 FEET; THENCE S22°32'18"W A DISTANCE OF 55.76 FEET; THENCE S59°26'34"W A DISTANCE OF 64.24 FEET; THENCE S87°07'10"W A DISTANCE OF 224.76 FEET; THENCE S02°52'50"E A DISTANCE OF 139.62 FEET TO THE SOUTH LINE OF THE r 1 r SOUTHEAST QUARTER OF SAID SECTION THIRTY-SIX; THENCE ALONG SAID SOUTH LINE, N89°58'23"E A DISTANCE OF 1663.12 FEET TO THE POINT OF BEGINNING. THUS DESCRIBED PARCEL OF LAND CONTAINS 1251529 SQUARE FEET OR 28.731 ACRES MORE OR LESS. NORTH PARCEL BEGINNING AT THE NORTHWEST CORNER OF THE SOUTH ONE-HALF OF THE NORTHEAST QUARTER OF SECTION THIRTY-SIX, TOWNSHIP THREE NORTH, RANGE SIXTY-EIGHT WEST OF THE SIXTH PRINCIPAL MERIDIAN, FROM WHENCE THE NORTHEAST CORNER OF THE SOUTH ONE-HALF OF THE NORTHEAST QUARTER OF SAID SECTION THIRTY-SIX BEARS S89°43'45"E, 2632.27 FEET MORE OR LESS, AND WITH ALL OTHER BEARINGS CONTAINED HEREIN RELATIVE THERETO; THENCE ALONG THE NORTH LINE OF THE SOUTH ONE-HALF OF THE NORTHEAST QUARTER OF SAID SECTION THIRTY-SIX, S89°43'45"E A DISTANCE OF 1336.54 FEET; THENCE S64°49'30"E A DISTANCE OF 569.19 FEET; THENCE 290.62 FEET ALONG THE ARC OF A CURVE TO THE RIGHT, SAID ARC HAVING A RADIUS OF 330.00 FEET, A CENTRAL ANGLE OF 50°27'33", AND WHOSE CHORD BEARS S39°35'44"E, 281.32 FEET; THENCE S14°21'58"E A DISTANCE OF 111.76 FEET; THENCE N69°50'36'W A DISTANCE OF 550.04 FEET; THENCE N85°15'30"W A DISTANCE OF 321/0 FEET; THENCE S84°45'46"W A DISTANCE OF 401.24 FEET; THENCE S80°36'58"W A DISTANCE OF 400.62 FEET; THENCE S77°37'01"W A DISTANCE OF 402.68 FEET; THENCE S50°28'29'W A DISTANCE OF 62.88 FEET TO A POINT ON THE WEST LINE OF THE SOUTH ONE-HALF OF THE NORTHEAST QUARTER OF SAID SECTION THIRTY-SIX; THENCE ALONG SAID WEST LINE, N01°27'23"E A DISTANCE OF 585.86 FEET TO THE POINT OF BEGINNING. THUS DESCRIBED PARCEL OF LAND CONTAINS 17.520 ACRES OR 763188 SQUARE FEET, MORE OR LESS. A. MICHAEL HASCALL, COLO. PLS. NO. 23500 DATE: 2 pelmod.rep HEC-RAS Version 3.0.1 Mar 2001 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street, Suite D Davis, California 95616-4687 (916) 756-1104 X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: Pelican Shores Floodplain Analysis Project File : pelmod.prj Run Date and Time: 8/30/02 2:19:26 PM Project in English units Project Description: 100 year flood analysis of Pelican Shores Property - for FEMA LOMA application PLAN DATA Plan Title: St. Vrain Plan File : k:\PROJECTS\Jason\340547.04\RAS\pelmod.p01 Geometry Title: channel Geometry File : k:\PROJECTS\Jason\340547.04\RAS\pelmod.g01 Flow Title : 100 Year Flow Flow File : k:\PROJECTS\Jason\340547.04\RAS\pelmod.f01 Plan Summary Information: Number of: Cross Sections = 13 Mulitple Openings = 0 Culverts = 0 Inline Weirs = 0 Bridges = 1 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculaton tolerance = 0.01 Maximum number of interations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Page 1 pelmod.rep Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: 100 Year Flow Flow File : k:\PROJECTS\Jason\340547.04\RAS\pelmod.f01 Flow Data (cfs) River Reach RS PF 1 Saint Vrain 1 12 16400 Saint Vrain 1 11 16350 Saint Vrain 1 10 16350 Saint Vrain 1 9 16760 Boundary Conditions River Reach Profile Upstream Down stream Saint Vrain 1 PF 1 Critical Known WS = 4805_3 GEOMETRY DATA Geometry Title: channel Geometry File : k:\PROJECTS\Jason\340547.04\RAS\pelmod.g01 CROSS SECTION RIVER: Saint_Vrain REACH: 1 RS: 12 INPUT Description: Cross Section 12 - From TA Seagrist Study Station Elevation Data num= 68 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4825.94 27.71 4823.7 72.4 4821.72 112.4 4819.27 139.25 4816.94 179.11 4815.53 215.53 4816.26 241.23 4813.02 284.15 4809.94 456.27 4809.94 473.48 4813.73 497.58 4812.21 499.31 4811.56 515.77 4807.94 560.61 4807.57 587.54 4807.57 638.12 4807.57 684.21 4807.57 733.83 4807.57 770.01 4807.57 798.63 4807.57 836.66 4807.57 873.53 4807.57 903.62 4807.57 988.31 4807.57 1043.88 4807.57 1078.32 4807.57 1096.64 4807.57 1141.76 4807.57 1175.64 4807.57 1188.16 4807.57 1204.48 4807.57 1218.71 4807.57 1328.07 4807.57 1358.58 4811.97 1370.3 4810.61 1388.44 4807.57 1469.98 4807.57 1482.2 4810.3 1503.97 4810.95 1525.36 4811.45 1559.51 4811.94 1610.82 4811.72 1621.71 4811.2 1689.71 4811.7 1889.71 4811.2 2048.71 4811.3 2107.71 4816.5 2289.71 4816.2 2489.71 4816.5 2664.71 4816.9 2672.71 4819.4 2680.71 4817 2688.71 4818.2 2715.71 4818.2 2727.71 4817.4 2738.71 4818.4 2889.71 4819.4 2951.71 4819.2 2968.71 4820.5 2985.71 4815.8 2995.71 4815.8 3017.71 4820.3 3091.71 4819.8 3290.71 4820.2 3491.71 4820.6 3599.71 4820.8 3628.71 4823.4 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val Page 2 pelmod.rep 0 .07 241.23 .04 473.48 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 241.23 473.48 780 840 780 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4812.92 Element Left OB Channel Right OB Vel Head (ft) 0.11 Wt. n-Val. 0.040 0.070 W.S. Elev (ft) 4812.82 Reach Len. (ft) 780.00 840.00 780.00 Crit W.S. (ft) Flow Area (sq ft) 571.20 5774.06 E.G. Slope (ft/ft) 0.002466 Area (sq ft) 571.20 5774.06 Q Total (cfs) 16400.00 Flow (cfs) 1957.01 14442.99 Top Width (ft) 1803.15 Top Width (ft) 225.24 1577.91 Vel Total (ft/s) 2.58 Avg. Vel. (ft/s) 3.43 2.50 Max Chl Dpth (ft) 5.25 Hydr. Depth (ft) 2.54 3.66 Cony. Total (cfs) 330273.8 Cony. (cfs) 39411.5 290862.3 Length Wtd. (ft) 787.78 Wetted Per. (ft) 225.65 1579.49 Min Ch El (ft) 4809.94 Shear (lb/sq ft) 0.39 0.56 Alpha 1.03 Stream Power (lb/ft s) 1.34 1.41 Frctn Loss (ft) 1.03 Cum Volume (acre-ft) 575.24 268.38 810.36 C & E Loss (ft) 0.01 Cum SA (acres) 103.02 38.61 169.62 Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross secti ons. Warning: The energy loss was greater than 1.0 ft (0.3 m) . between the current and previous cr oss section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Saint_Vrain REACH: 1 RS: 11 INPUT Description: Cross Section 11 Station Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4826.4 68.52 4816.86 111.67 4812.64 114.82 4811.52 179.22 4809.65 217.13 4804.38 258.7 4804.25 301.71 4810.33 372.33 4809.89 397.22 4814.7 435.09 4813.35 462.87 4808.07 530.39 4831.89 607.25 4802.9 699.65 4803.57 722.03 4803.06 752.69 4802.67 844.2 4802.39 865.1 4802.42 929.98 4803.41 1031.53 4803.92 1124.29 4803.19 1147.81 4802.18 1163.63 4802.21 1169.52 4803.23 1195.66 4803.56 1231.12 4801.76 1656.56 4802.31 1666.28 4807.32 1766.89 4808.34 1869.43 4808.43 1888.57 4808.54 1908.63 4805.68 1929.48 4807.4 2036.45 4808.99 2158.69 4809.57 2280.58 4811.69 2386.87 4813.93 2900.83 4815.13 2925.34 4816.57 2944.99 4818.74 2966.69 4819.23 Page 3 pelmod.rep Manning's n Values IMM= 3 Sta n Val Sta n Val Sta n Val 0 .07 179.22 .04 301.71 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 179.22 301.71 1141 985 226 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 580 1675 4806 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4811.88 Element Left OB Channel Right OB Vel Head (ft) 0.06 Wt. n-Val. 0.070 0.040 0.070 W.S. Elev (ft) 4811.82 Reach Len. (ft) 1141.00 985.00 226.00 Crit W.S. (ft) Flow Area (sq ft) 79.52 688.72 8303.84 E.G. Slope (ft/ft) 0.000807 Area (sq ft) 79.52 688.72 8303.84 Q Total (cfs) 16350.00 Flow (cfs) 54.66 2287.64 14007.70 Top Width (ft) 2001.71 Top Width (ft) 65.24 122.49 1813.98 Vel Total (ft/s) 1.80 Avg. Vel. (ft/s) 0.69 3.32 1.69 Max Chl Dpth (ft) 7.57 Hydr. Depth (ft) 1.22 5.62 4.58 Conv. Total (cfs) 575708.8 Cony. (cfs) 1924.8 80551.2 493232.8 Length Wtd. (ft) 364.82 Wetted Per. (ft) 65.32 123.28 1816.86 Min Ch El (ft) 4804.25 Shear (lb/sq ft) 0.06 0.28 0.23 Alpha 1.23 Stream Power (lb/ft s) 0.04 0.93 0.39 Frctn Loss (ft) 0.38 Cum Volume (acre-ft) 574.53 256.24 684.31 C & E Loss (ft) 0.00 Cum SA (acres) 102.44 35.25 139.26 Warning: Divided flow computed for this cross-section. CROSS SECTION RIVER: Saint_Vrain REACH: 1 RS: 10 INPUT Description: Cross Section 10 Station Elevation Data num= 52 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4829.09 35.1 4820.07 107.61 4816.34 116.28 4813.32 141.86 4811.38 143.14 4807.75 155.35 4803.4 214.97 4803.61 221.17 4807.3 326.51 4809.19 437.95 4809.38 551.78 4808.93 640.63 4808.7 742.86 4808.77 842.52 4808.29 943.66 4808.1 950.8 4810.93 970.55 4811.11 977.71 4808.15 1069.02 4808.61 1174.82 4809.43 1204.73 4807.66 1224.55 4807.88 1229.33 4806.98 1279.8 4807.4 1387.13 4806.47 1494.9 4806.41 1600.57 4807.84 1611.84 4807.68 1770.92 4808.78 1842.37 4808.75 1878.4 4802.55 2310.69 4803.25 2326.23 4808.82 2442.22 4808.68 2560.49 4809.04 2673.32 4809.3 2786.99 4810.75 2904.96 4813.4 3023.07 4813.64 '.--. 3094.12 4813.64 3211.29 4813.83 3327.6 4813.77 3408.69 4807.6 3445.66 4808.85 Page 4 pelmod.rep 3484.58 4815.98 3572.57 4817.08 3574.49 4815.28 3576.72 4815.64 3578.97 4817.72 3593.68 4816.07 3601.41 4817.44 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val 0 .07 141.86 .04 326.51 .07 1842.37 .04 2326.23 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 141.86 326.51 391 3687 760 .1 .3 Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev 1800 2350 4808.8 3330 3473 4814 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4811.50 Element Left OB Channel Right OB Vel Head (ft) 0.09 Wt. n-Val. 0.000 0.040 0.062 W.S. Elev (ft) 4811.40 Reach Len. (ft) 391.00 3687.00 760.00 Crit W.S. (ft) Flow Area (sq ft) 0.00 914.19 7044.68 E.G. Slope (ft/ft) 0.001395 Area (sq ft) 0.00 914.19 7044.68 Q Total (cfs) 16350.00 Flow (cfs) 0.00 3627.33 12722.67 Top Width (ft) 2674.58 Top Width (ft) 0.32 184.65 2489.61 Vel Total (ft/s) 2.05 Avg. Vel. (ft/s) 0.04 3.97 1.81 ^ Max Chl Dpth (ft) 8.00 Hydr. Depth (ft) 0.01 4.95 2.83 Conv. Total (cfs) 437808.2 Conv. (cfs) 0.0 97130.0 340678.2 Length Wtd. (ft) 1451.89 Wetted Per. (ft) 0.32 189.00 2490.96 Min Ch El (ft) 4803.40 Shear (lb/sq ft) 0.42 0.25 Alpha 1.43 Stream Power (lb/ft s) 1.67 0.44 Frctn Loss (ft) 1.47 Cum Volume (acre-ft) 573.49 238.11 644.50 C & E Loss (ft) 0.00 Cum SA (acres) 101.58 31.78 128.09 Warning: The energy loss was greater than 1.0 ft (0.3 m) . between the current and previous cr oss section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Saint_Vrain REACH: 1 RS: 9 INPUT Description: Cross Section 9 Station Elevation Data num= 428 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4811 18.19 4811 25.17 4810.87 33.52 4811 36.89 4811.1 37.09 4811.11 37.85 4811.14 48.33 4811.41 55.99 4811.67 57.17 4811.71 57.98 4811.75 58.73 4811.78 60.28 4811.85 61.4 4811.9 63.18 4811.95 63.45 4811.96 65.24 4812 70.19 4812 71.99 4812 74.06 4812 /'", 76.55 4812 78.17 4812 80.2 4812 85.76 4812 86.23 4812 Page 5 pelmod.rep i"^ 87.2 4812 88.34 4812 93.37 4812 95.99 4812 97.17 4812 98.36 4812 99.84 4812 103.47 4812 112.84 4812 118.41 4812 119.63 4812 120.54 4812 121.32 4812 132.4 4812 135.16 4812 138.02 4811.89 151.12 4811 157.24 4811 162.91 4811 169.82 4811 174.22 4811 176.82 4811 176.85 4811 183.26 4811 189.29 4811 189.44 4811 196.73 4811 204.66 4811 223.24 4811 224.64 4811 228.4 4811 231.95 4810.9 261.57 4810 265.65 4810 271.45 4810 286.46 4810 290.05 4810 290.51 4810 294.17 4810 300.75 4810 301.18 4810 301.76 4810 305.25 4810 310.03 4810 312.72 4810 319.48 4810 325.57 4809.7 327.06 4809.65 327.5 4809.63 331.29 4809.53 338.57 4809.34 342.75 4809.23 352.31 4809 353.39 4808.98 353.68 4808.97 354.06 4808.96 363.28 4808.73 366.81 4808.65 374.74 4808.46 380.26 4808.24 382.12 4808.16 385.74 4808 393.16 4807.65 393.66 4807.59 394.44 4807.53 395.64 4807.44 400.51 4807.14 401.82 4807.07 402.98 4807 406.16 4806.82 406.95 4806.77 413.37 4806.51 417.52 4806.33 421 4806.25 431.15 4806 432.59 4805.97 432.67 4805.97 434.61 4805.87 434.91 4805.85 436.64 4805.73 440.16 4805.43 445.07 4805 447.73 4804.77 451.34 4804.43 452.69 4804.35 455.31 4804.15 456.23 4804.11 458.31 4804 463.27 4803.76 465.69 4803.62 474.92 4803 478.79 4802.76 484.52 4802.52 491.82 4802.24 493.92 4802.16 497.97 4802 502.58 4801.83 505.49 4801.71 513.46 4801.42 524.82 4801.09 525.84 4801.06 526.39 4801.02 526.52 4801 527.08 4800.89 530.02 4800 533.66 4799.66 534.43 4799.62 535.45 4799.51 536.62 4799.39 537.18 4799.35 540.25 4799.29 540.65 4799.26 545.2 4799.18 545.64 4799.15 548.33 4799.04 548.42 4799.03 548.79 4799 551.16 4798.83 551.67 4798.81 553.97 4798.58 555.48 4798.48 558.95 4798.17 560.05 4798.06 560.67 4798 563.1 4797.75 566.57 4797.44 569.74 4797.12 571 4797 577.79 4796.37 578.34 4796.32 579.1 4796.26 583.84 4796 589.71 4795.8 590.65 4795.76 592.01 4795.69 598.53 4795.3 602.19 4795.12 603.84 4795 608.21 4794.85 608.65 4794.83 609.14 4794.82 610.8 4794.75 612.07 4794.69 613.56 4794.67 614.62 4794.65 629.61 4794 631.45 4793.92 632.81 4793.87 636.12 4793.73 646.61 4793.28 653.7 4793 656.1 4793 662.2 4793 672.25 4793 677.81 4793 683.06 4792.9 683.07 4792.9 683.47 4792.9 689.64 4792.76 695.57 4792.7 725.67 4792.32 736.74 4792.23 738.76 4792.23 742.11 4792.22 753.83 4792.14 754.24 4792.14 756.91 4792.13 758.65 4792.12 767.74 4792.12 774.49 4792.11 778.48 4792.09 778.56 4792.09 785.98 4792.05 786.48 4792.05 790.69 4792 792.47 4792 797.36 4791.24 797.63 4791.16 799.34 4791 801.1 4790.68 805.07 4790 809 4790 851.73 4790 855.57 4790.73 857.04 4791 860.56 4791.69 862.26 4792 865.28 4792.59 867.57 4793 869.87 4793.42 874.82 4794 876.1 4794.03 876.18 4794.03 881.98 4794.03 882.17 4794.03 884.76 4794 885.47 4793.99 888.04 4793.97 889.22 4793.94 889.31 4793.94 890.42 4793.89 890.88 4793.89 892.32 4793.83 894.19 4793.71 896.46 4793.69 896.95 4793.7 904.71 4793.91 904.89 4793.92 905.79 4793.94 906.08 4793.95 909.56 4793.97 912.62 4793.96 917.62 4793.91 922.83 4793.82 925.12 4793.83 929.69 4793.77 933.61 4793.69 941.2 4793.72 975.77 4793 984.26 4793 989.17 4792.67 996.52 4792 1023.64 4792 1026.05 4792.83 1026.56 4793 1026.85 4793.1 1029.37 4794 1030.4 4794.33 1032.33 4795 1033.68 4795.45 1035.3 4796 1037.07 4796.59 1038.29 4797 1047.07 4797.78 1049.99 4797.89 1051.42 4798 1054.83 4798 1056.95 4798.17 1061.55 4798.52 1067.09 4799 1067.36 4799 1069.82 4799.18 1071.9 4799.32 1083.62 4800 1084.68 4800.72 1084.99 4801 1085.92 4801.65 1086.7 4802 1089.97 4802.41 1091.82 4802.64 1094.48 4802.95 1094.89 4803 1095.18 4803.08 1099.13 4804 1099.67 4804.32 1100.94 4805 1101.98 4805.61 1102.73 4806 1104.38 4806.65 1105.29 4807 1107.02 4807.16 1109.02 4807.31 1111.79 4807.53 1116.36 4807.92 1117.35 4808 1118.12 4808.07 1128.65 4809 1160.61 4809 1162.55 4808.24 1163.16 4808 1165.26 4807.18 1165.7 4807 1166.52 4806.68 1168.21 4806 1169.49 4805.51 1170.78 4805 1172.72 4804.24 1173.32 4804 1175.64 4803.08 1175.83 4803 1176.1 4802.9 1178.18 4802 1179.03 4801.67 1180.49 4801 1181.96 4800.38 1182.94 4800 1183.36 4800 1185.37 4800 1193.19 4800.97 1193.54 4801 1205.93 4801 1211.17 4800.72 1216.59 4800.54 1224.98 4800 1294.45 4800 1297.38 4801 1300.66 4802 1302.21 4802.42 1303.68 4803 1305.35 4803.55 1306.58 4804 1308.35 4804.63 1309.44 4805 1310.98 4805.56 1312.35 4806 1314.06 4806.62 1315.14 4807 1316.56 4807.5 1318.03 4808 1319.34 4808.47 1321.08 4809 1321.75 4809.21 1324.21 4810 1325.32 4810.34 1327.39 4811 1328.56 4811.2 1330.76 4811.55 1333.87 4812 1337.86 4812.32 1346.81 4813 1349.71 4813 1360.15 4813 1367.45 4813 1374.11 4812.07 1374.63 4812 Page 6 pelmod.rep 1381.45 4811.08 1381.99 4811 1388.26 4810.15 1389.35 4810 1394.6 4809.29 1396.71 4809 1399.35 4808.64 1399.63 4808.61 1399.72 4808.6 1400.25 4808.53 1401.22 4808.41 1402.64 4808.24 1403.19 4808.18 1404.18 4808 1405.54 4807.73 1409.01 4807 1410.56 4806.65 1413.65 4806 1417.66 4805.16 1418.38 4805 1419.07 4804.86 1423.07 4804 1425.13 4803.56 1427.65 4803 1431.91 4802.08 1432.25 4802 2807.14 4802 2807.3 4802.12 2808.43 4803 2808.97 4803.43 2809.7 4804 2810.55 4804.68 2810.95 4805 2812.37 4805.61 2813.08 4806 2815.76 4806.73 2816.78 4807 2819.31 4807.68 2820.59 4808 2821.49 4808.24 2824.39 4809 2825.82 4809.36 2828.24 4810 2830.21 4810.5 2832.13 4811 2835.72 4811.96 2835.89 4812 2836.51 4812.16 2840 4813 2840.7 4813.18 2844.11 4814 2845.56 4814.37 2848.18 4815 2851.56 4815.69 2853.38 4815.88 2855.05 4816 2855.14 4816 2855.58 4816.02 2857.17 4816.05 2857.37 4816.05 2858.43 4816.08 2858.69 4816.08 2859.28 4816.1 2859.58 4816.1 2866.88 4816.44 2868.65 4816.42 2919.36 4816.29 2933.04 4816 2938.1 4815.05 2938.32 4815 2938.71 4814.93 2943.62 4814 2949.8 4814 2951.77 4814 2953.3 4814.15 2954.13 4814.15 2956.66 4814.33 2962.92 4814.26 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .07 1160.61 .04 1321.75 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1160.61 1321.75 463 684 462 .1 .3 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 888 F Blocked Obstructions num= 1 Sta L Sta R Elev 330 1132 4802 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4810.03 Element Left OB Channel Right OB Vel Head (ft) 0.13 Wt. n-Val. 0.070 0.040 0.070 W.S. Elev (ft) 4809.89 Reach Len. (ft) 463.00 684.00 462.00 Crit W.S. (ft) 4804.85 Flow Area (sq ft) 5441.50 1340.66 0.73 E.G. Slope (ft/ft) 0.000772 Area (sq ft) 5441.50 1340.66 11064.96 Q Total (cfs) 16760.00 Flow (cfs) 11154.37 5605.43 0.20 Top Width (ft) 2439.92 Top Width (ft) 838.96 161.14 1439.82 Vel Total (ft/s) 2.47 Avg. Vel. (ft/s) 2.05 4.18 0.28 Max Chl Dpth (ft) 9.89 Hydr. Depth (ft) 6.49 8.32 0.34 Conv. Total (cfs) 603052.2 Conv. (cfs) 401352.5 201692.4 7.3 Length Wtd. (ft) 525.36 Wetted Per. (ft) 840.14 164.50 2.23 Min Ch El (ft) 4800.00 Shear (lb/sq ft) 0.31 0.39 0.02 Alpha 1.42 Stream Power (lb/ft s) 0.64 1.64 0.00 Frctn Loss (ft) 0.22 Cum Volume (acre-ft) 549.06 142.68 486.52 C & E Loss (ft) 0.03 Cum SA (acres) 97.81 17.15 93.81 Page 7 pelmod.rep Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross secti ons. CROSS SECTION RIVER: Saint_Vrain REACH: 1 RS: 8 INPUT Description: Cross Section 8 Station Elevation Data num= 484 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4835.09 59.05 4834.99 64.12 4834.99 65.93 4834.99 72.74 4834.8 79.53 4834.59 86.97 4834.4 91.61 4834.27 100.6 4834.04 101.1 4834.02 102.23 4833.99 119.33 4833.4 120.46 4833.36 122.61 4833.3 124.15 4833.27 125.94 4833.22 131.67 4833.12 132.69 4633.1 137.78 4832.99 145.75 4832.61 149.08 4832.09 149.62 4831.99 152.27 4831.34 213.27 4816.99 214.83 4816.64 236.12 4814.85 244.55 4813.99 351.63 4794.77 355.98 4793.99 501.04 4793.99 517.18 4794.69 521.31 4794.99 526.45 4795.22 536.32 4795.55 536.66 4795.56 558.58 4795.99 563.01 4796.44 564.47 4796.63 566.9 4796.86 567.49 4796.84 568.31 4796.93 578.83 4796.75 586.38 4796.47 597.98 4795.99 606.77 4795.99 621.16 4795.26 621.52 4795.26 625.3 4794.99 628.76 4794.81 629.53 4794.77 633.27 4794.58 642.18 4793.99 666.74 4793.99 667.92 4794.12 668.96 4794.26 670.31 4794.43 670.51 4794.45 671.15 4794.49 672.29 4794.52 673.58 4794.59 678.24 4794.59 683.71 4794.99 684.78 4794.99 687.88 4794.99 688.96 4794.9 689.2 4794.89 704.62 4793.99 710.44 4793.56 715.87 4792.99 716.08 4792.99 716.36 4792.99 717.84 4792.37 720.08 4791.99 753.36 4788.88 763.32 4787.99 789.22 4787.99 793.52 4788.09 794.45 4788.12 795.94 4788.15 804.7 4788.27 807.58 4788.34 811.13 4788.36 857.27 4788.61 898.78 4788.66 904.07 4788.59 908.71 4788.54 916.54 4788.45 921.51 4788.39 922.36 4788.4 924.05 4788.43 925.66 4788.49 926.88 4788.51 929.91 4788.62 936.99 4788.61 942.1 4788.48 948.2 4788.35 955.19 4788.1 980 4787.17 986.03 4786.99 1119.22 4788.1 1122.74 4788.99 1124.37 4789.3 1127.17 4789.99 1128.82 4790.21 1136.45 4790.99 1138.41 4791.18 1149.09 4791.99 1149.38 4792.02 1149.86 4792.04 1157.13 4792.29 1160.98 4792.26 1169.77 4792.04 1169.81 4792.04 1170.33 4791.99 1170.91 4791.94 1172.05 4791.74 1183.24 4789.27 1184.7 4788.99 1189.41 4788.65 1189.7 4788.64 1190.52 4788.62 1190.95 4788.6 1193.65 4788.58 1197 4788.42 1201.17 4788.64 1201.7 4788.63 1202.6- 4788.65 1202.97 4788.65 1205.78 4788.64 1215.28 4788.67 1216.36 4788.69 1216.86 4788.68 1217.2 4788.67 1227.72 4788.08 1228.7 4788.03 1230.33 4787.99 1240.04 4787.79 1242.37 4787.83 1269.46 4787.81 1272.88 4787.65 1273.47 4787.64 1277.08 4787.39 1285.76 4787.21 1291.45 4787.49 1299.7 4787.99 1299.81 4788 1299.91 4788.01 1300.05 4788.01 1310.63 4788.35 1314.97 4788.41 1315.59 4788.5 1315.86 4788.49 1317.04 4788.67 1320.99 4788.63 1322.6 4788.7 1323.39 4788.76 1323.9 4788.8 1331.51 4788.99 1334.51 4789.17 1335.05 4789.12 1336.63 4789.06 1345.6 4789.17 1356.87 4789.31 1357.83 4789.31 1358.36 4789.3 1369.76 4788.99 1376.43 4788.99 1380.62 4788.7 1391.85 4787.99 1410.19 4787.99 1416.59 4788.88 1417.4 4788.99 1417.91 4789.07 1418.01 4789.08 1418.03 4789.08 1419.77 4788.99 1426.43 4788.99 1426.8 4788.81 1428.73 4787.99 1430.47 4787.23 1440.91 4786.99 1456.5 4793.99 1456.56 4794.01 1456.58 4794.01 1457.69 4794.21 1457.88 4794.24 1458.74 4794.34 1459.04 4794.37 1459.67 4794.39 1459.97 4794.39 1460.47 4794.34 1461.38 4794.09 1461.45 4794.08 1461.51 4794.06 1461.68 4793.99 1461.95 4793.9 1476.28 4788.99 1476.52 4788.92 1480.87 4787.99 1483.33 4787.99 1483.81 4787.99 1486.37 4787.99 1488.38 4788.63 1489.55 4788.99 1491.17 4789.55 1492.65 4789.99 1510.3 4795.17 1512.63 4795.73 1514.44 4796.09 1518.05 4796.43 1522.75 4796.71 1526.46 4797.1 1528.6 4797.39 1533.24 4797.89 1538.11 4796.99 1539.47 4796.73 1543.77 4795.99 1553.2 4796.02 1555.18 4796.14 1556.22 4796.25 1561.55 4796.99 1576.54 4796.99 1586.05 4797.49 1587.5 4797.57 1590.56 4797.99 1597.31 4798.99 1600.94 4799.53 1601.52 4799.62 1602.38 4799.73 1602.69 4799.77 1603 4799.79 1604.12 4799.91 1604.26 4799.92 1605.29 4799.99 1605.73 4800.03 1610.45 4800.24 1613.1 4800.35 1617.96 4800.75 1618.7 4800.83 1619.81 4800.91 1619.92 4800.91 1621.09 4800.93 1621.46 4800.94 1624.53 4800.9 1626.49 4800.92 1629.43 4800.99 1631.1 4801.06 1639.5 4801.18 1640.08 4801.15 1642.66 4800.99 1645.99 4800.81 1657.99 4800.77 1662.3 4800.57 1662.79 4800.55 1663.22 4800.54 1665.58 4800.4 1666.07 4800.39 1669.67 4800.28 1669.76 4800.27 1671.1 4799.99 Page 8 pelmod.rep 1671.7 4799.99 1673.2 4800.25 1678.17 4800.15 1678.48 4800.18 1679.31 4800.25 1680.9 4800.39 1681.34 4800.42 1684.71 4800.66 1687.07 4800.99 1689.61 4801.39 1691.28 4801.58 1692.41 4801.75 1692.72 4801.8 1693.18 4801.83 1694.02 4801.89 1694.67 4801.86 1694.85 4801.85 1695.19 4801.82 1696.02 4801.75 1697.12 4801.68 1698.76 4800.99 1700.9 4800.8 1712.74 4795.99 1719.57 4795.99 1731.82 4795.99 1758.97 4795.38 1823.38 4794.99 1828.04 4794.99 1829.25 4794.99 1829.99 4794.96 1833.97 4794.77 1834.48 4794.75 1836.94 4794.65 1849.75 4794.5 1851.32 4794.5 1865.76 4794.71 1868.35 4794.75 1870.11 4794.79 1878.06 4794.99 1882.63 4795.31 1885.07 4795.5 1917.53 4798.99 1950.25 4801.48 1953.41 4801.61 1957.7 4801.75 1958.2 4801.71 1965.15 4800.99 1966.49 4800.99 1995.71 4795.99 2006.84 4795.25 2012.71 4794.99 2014.68 4794.95 2042.63 4794.22 2049.41 4794.04 2050.98 4794.01 2051.09 4794.02 2051.51 4793.99 2136.98 4792.99 2137.55 4793.06 2138.45 4793.13 2143.24 4793.44 2143.89 4793.47 2144.56 4793.51 2145.39 4793.54 2149.25 4793.58 2154.98 4793.7 2158.67 4793.46 2159.03 4793.43 2159.47 4793.37 2159.92 4793.31 2161.61 4792.99 2162.09 4792.92 2164.77 4792.4 2166.36 4791.99 2167.2 4791.84 2170.63 4790.99 2186.52 4791.53 2192.28 4795.99 2193.76 4797.07 2196.31 4797.99 2197.54 4798.39 2199.59 4798.99 2203.93 4799.24 2204.77 4799.29 2206.09 4799.36 2225.1 4803 2227.92 4803.99 2230.11 4804.73 2230.86 4804.99 2230.95 4805 2232.26 4805.12 2233.26 4805.2 2234.86 4805.31 2240.84 4806.7 2242.76 4807.41 2243.55 4807.7 2259.14 4807.7 2259.58 4807.6 2281.94 4803.18 2283.72 4802.7 2290.64 4800.25 2290.96 4800.12 2291.79 4799.7 2297.55 4799.11 2298.03 4799.06 2302.85 4798.63 2302.99 4798.63 2311.81 4798.2 2320.89 4797.78 2382.95 4797.7 2405.48 4806.09 2407.02 4806.7 2409.1 4807.5 2409.65 4807.7 2453.4 4807.7 2464.08 4806.88 2464.73 4806.83 2465.56 4806.77 2466.46 4806.7 2481.94 4802.7 2482.77 4602.48 2485.83 4801.7 2803.59 4801.7 2829.15 4809.5 2830.13 4809.77 2833.46 4810.7 2842.39 4811.05 2843.08 4811.08 2845.06 4811.15 2853.94 4811.48 2856.15 4811.56 2882.38 4811.7 2894.04 4812.12 2899.23 4812.25 2908.02 4812.46 2916.86 4812.66 2917.43 4812.67 2918.78 4812.7 2941.93 4812.7 2977.9 4813.55 2981.03 4813.61 2984.79 4813.68 2985.04 4813.68 2986.03 4813.7 2995.32 4813.7 2996.24 4813.42 2998.94 4812.7 3006.36 4812.7 3021.72 4813.27 3032.53 4813.7 3110.53 4813.7 3121.73 4813.38 3134.02 4813.03 3145.49 4812.7 3159.77 4812.7 3169.25 4813.39 3173.63 4813.7 3236.72 4813.7 3240.69 4812.81 3241.1 4812.7 3241.81 4812.52 3245.62 4811.7 3245.9 4811.63 3248.83 4811.01 3250.23 4810.72 3250.33 4810.7 3254.8 4809.77 3255.17 4809.7 3255.82 4809.57 3260 4808.7 3261.13 4808.47 3264.79 4807.7 3267.23 4807.18 3269.71 4806.7 3273.41 4805.98 3274.98 4805.7 3278.79 4805.01 3280.52 4804.7 3283.92 4804.09 3286.14 4803.7 3290.26 4803 3291.97 4802.7 3293.24 4802.48 3297.75 4801.7 3642.03 4801.7 3645.71 4802.6 3646.1 4802.7 3646.62 4802.82 3650.23 4803.7 3654.23 4804.64 3654.48 4804.7 3654.67 4804.75 3658.48 4805.7 3660.88 4806.28 3661.98 4806.57 3662.43 4806.7 3663.33 4806.94 3666.17 4807.7 3668.75 4808.41 3669.82 4808.7 3670.69 4808.93 3673.4 4809.7 3675.77 4810.34 3677.08 4810.7 3679.9 4811.46 3680.76 4811.7 3681.91 4812.01 3684.34 4812.7 3687.49 4813.53 3688.12 4813.7 3688.69 4813.86 3691.96 4814.7 3698.21 4814.86 3791.75 4815.7 3793.4 4815.17 3794.59 4814.82 3794.92 4814.7 3795.96 4814.28 3797.39 4813.7 3799.33 4812.91 3799.87 4812.7 3801.47 4812.06 3802.37 4811.7 3818.42 4811.7 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .07 2259.14 .04 2409.1 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2259.14 2409.1 223 705 562 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 888 F 888 F Blocked Obstructions num= 1 Sta L Sta R Elev 0 2247 4802 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4809.78 Element Left OB Channel Right OB Page 9 pelmod.rep Vel Head (ft) 0.05 Wt. n-Val. 0.070 0.040 0.070 W.S. Elev (ft) 4809.73 Reach Len. (ft) 223.00 705.00 562.00 Crit W.S. (ft) 4804.18 Flow Area (sq ft) 9576.00 1435.11 201.56 E.G. Slope (ft/ft) 0.000264 Area (sq ft) 15075.93 1435.11 5963.77 Q Total (cfs) 16760.00 Flow (cfs) 12770.22 3853.60 136.18 Top Width (ft) 2980.26 Top Width (ft) 1990.87 149.96 839.43 Vel Total (ft/s) 1.49 Avg. Vel. (ft/s) 1.33 2.69 0.68 Max Chl Dpth (ft) 12.03 Hydr. Depth (ft) 7.61 9.57 2.76 Cony. Total (cfs) 1031845.0 Cony. (cfs) 786209.9 237250.6 8383.9 Length Wtd. (ft) 388.10 Wetted Per. (ft) 1258.92 152.86 73.48 Min Ch El (ft) 4797.70 Shear (lb/sq ft) 0.13 0.15 0.05 Alpha 1.35 Stream Power (lb/ft s) 0.17 0.42 0.03 Frctn Loss (ft) 0.10 Cum Volume (acre-ft) 440.02 120.89 396.21 C & E Loss (ft) 0.00 Cum SA (acres) 82.78 14.70 81.73 Warning: Divided flow computed for this cross-section. CROSS SECTION RIVER: Saint_Vrain REACH: 1 RS: 7 INPUT Description: Cross Section 7 Station Elevation Data num= 491 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4828.97 .15 4829.01 3.23 4829.73 4.33 4830.01 6.52 4830.53 8.54 4831.01 89.78 4830.19 99.32 4830.13 100.98 4830.11 109.62 4830.07 110.52 4830.07 117.07 4830.05 117.4 4830.05 117.61 4830.05 122.71 4830.05 130.86 4830.01 131.85 4830.01 134.12 4829.99 134.36 4829.99 145.28 4829.88 154.39 4829.78 157.62 4829.7 163.09 4829.56 173.08 4829.42 183.52 4829.01 185.27 4828.69 239.05 4817.01 240 4816.76 243.15 4816.01 255.91 4815.54 260.82 4815.4 268.13 4815.19 273.97 4815.01 275.21 4814.84 382.99 4795.67 387.05 4795.01 402.28 4794.06 403.07 4794.01 470.56 4794.01 530.57 4794.01 547.02 4794.35 562.77 4794.38 571.05 4794.01 575.05 4794.01 578.82 4793.4 579.02 4793.4 581.2 4793.01 594.76 4793.51 595.87 4793.56 596.64 4793.64 597.81 4793.65 603.84 4793.85 605.81 4793.83 653.1 4791.01 654.75 4791.01 655.22 4791.01 664.15 4791.69 665.68 4791.72 666.38 4791.76 667.02 4791.78 668.36 4791.8 677.9 4791.81 678.55 4791.83 686.98 4791.89 687.44 4791.91 692.51 4792.01 696.62 4792.06 713.25 4792.23 758.88 4791.51 760.94 4791.01 761.14 4790.96 763.34 4790.45 767.7 4789.93 846.37 4789.01 898.67 4789.71 907.98 4787.01 910.66 4788.01 913.06 4789.01 915.44 4790.01 915.97 4790.23 916.37 4790.41 917.83 4790.98 920.9 4790.01 925.11 4789.68 938.32 4789.01 955.73 4788.73 964.48 4788.59 1071.49 4787.01 1130.82 4787.18 1140.71 4787.47 1146.03 4787.65 1163.95 4788.01 1168.01 4788.13 1170.35 4788.18 1175.84 4788.31 1189.34 4788.49 1199.23 4788.74 1200.23 4788.77 1206.02 4788.86 1209.21 4788.72 1211.61 4788.57 1213.69 4788.38 1233.65 4788.38 1236.72 4788.33 1237.21 4788.38 1237.74 4788.46 1238.61 4788.56 1240.88 4788.46 1242.97 4788.56 1260.31 4788.3 1267.79 4788.35 1277.06 4788.31 1281.18 4788.36 1282.5 4788.37 1285.92 4788.39 1333.9 4789.01 1355.26 4788.95 1358.58 4788.84 1360.24 4788.75 1374.1 4788.01 1398.99 4788.01 1401.86 4788.19 1403.14 4788.26 1404.1 4788.31 1406.39 4788.41 Page 10 pelmod.rep 1409.57 4788.54 1415.04 4788.83 1420.05 4789.01 1420.83 4789.3 1423.05 4790.01 1425.33 4790.95 1425.5 4791.01 1425.99 4791.2 1428.19 4792.01 1428.56 4792.15 1430.89 4793.01 1432.62 4793.64 1433.54 4794.01 1434.59 4794.43 1461.98 4805.94 1462.13 4806.01 1463.07 4806.41 1464.32 4807.01 1464.46 4807.08 1466.41 4808.01 1466.8 4808.2 1468.49 4809.01 1469.86 4809.67 1470.57 4810.01 1471.95 4810.64 1472.23 4810.7 1473.11 4810.69 1473.37 4810.67 1473.66 4810.61 1475.33 4810.01 1478.1 4809.23 1478.73 4809.01 1479.76 4808.67 1481.83 4808.01 1483.16 4807.59 1466.09 4807.71 1491 4807.55 1491.65 4807.52 1499.43 4807.01 1500.5 4807.01 1501.27 4806.87 1503.84 4806.32 1505.24 4806.01 1505.32 4805.99 1505.33 4805.99 1505.84 4806.01 1507.5 4806.05 1507.96 4806.1 1515.33 4807.01 1518.09 4807.34 1523.59 4808.01 1527.38 4808.01 1528.43 4807.53 1529.43 4807.01 1530 4806.75 1531.62 4806.01 1533.37 4805.32 1533.99 4805.01 1535.39 4804.35 1555.63 4792.01 1556.55 4791.28 1556.82 4791.01 1556.91 4790.94 1558.01 4790.01 1558.08 4789.95 1558.82 4789.34 1559.21 4789.01 1559.7 4789.01 1564.95 4789.01 1582.44 4789.01 1583.6 4789.32 1586.51 4790.01 1587.37 4790.23 1595.64 4790.91 1600.25 4790.5 1604.46 4790.1 1604.63 4790.08 1605.55 4790.01 1607.61 4789.82 1618.76 4789.15 1618.83 4789.15 1619.12 4789.17 1620.29 4789.18 1620.47 4789.19 1622.05 4789.22 1623.72 4789.23 1625.37 4789.21 1627.97 4789.11 1628.01 4789.12 1629.33 4789.01 1631.39 4786.79 1632.11 4788.68 1633.88 4788.49 1634.85 4788.38 1635.47 4788.28 1635.8 4788.2 1635.95 4788.15 1636.21 4788.01 1637.6 4787.46 1638.78 4787.01 1653.63 4787.01 1655.84 4788 1655.86 4788.01 1655.93 4788.04 1655.97 4788.06 1656.01 4788.06 1656.61 4788.22 1656.9 4788.24 1657.21 4788.22 1657.33 4788.22 1657.45 4788.21 1657.58 4788.19 1658.33 4788.01 1659.23 4787.81 1662.71 4787.01 1665.93 4786.42 1666.7 4786.16 1667.34 4786.01 1667.7 4786.01 1668.54 4786.01 1669.3 4786.48 1670.09 4787.01 1670.89 4787.58 1671.55 4788.01 1672.73 4788.8 1673.08 4789.01 1673.19 4789.08 1674.58 4790.01 1674.65 4790.06 1685.9 4797.01 1686.53 4797.42 1687.63 4798.01 1689.03 4798.39 1691.43 4799.01 1692.62 4800 1692.62 4800.01 1702.45 4801.01 1704.25 4801.39 1704.47 4801.42 1704.86 4801.44 1707.38 4801.53 1710.39 4801.7 1711.74 4801.79 1711.9 4801.8 1713.07 4801.85 1713.2 4801.86 1713.59 4801.87 1714.27 4801.89 1714.85 4801.91 1715.76 4801.96 1716.53 4802.01 1716.85 4802,11 1718.18 4802.32 1718.92 4802.45 1721.55 4802.96 1721.8 4803.01 1725.13 4803.8 1726.16 4804.01 1728.67 4804.56 1729.11 4804.6 1729.32 4804.63 1734.11 4804.7 1738.91 4804.61 1746.82 4804.55 1747.19 4804.56 1747.61 4804.59 1748.15 4804.61 1748.87 4804.69 1749.32 4804.74 1751.32 4805.01 1753.67 4805.31 1753.99 4805.34 1754.35 4805.35 1754.73 4805.35 1755.59 4805.4 1756.1 4805.42 1760.36 4806.01 1760.65 4806.17 1760.88 4806.32 1762.08 4807.01 1762.36 4807.18 1762.62 4807.33 1763.78 4808.01 1763.91 4808.09 1763.98 4808.13 1764.8 4808.55 1765.09 4808.7 1765.55 4808.89 1765.62 4808.92 1765.81 4809.01 1766.09 4809.15 1766.28 4809.21 1766.76 4809.49 1767.07 4809.6 1767.93 4810.01 1768.54 4810.01 1768.76 4810.01 1768.86 4810.01 1769.04 4809.94 1769.64 4809.71 1771 4809.2 1771.19 4809.11 1771.42 4809.01 1772.93 4808.62 1775.12 4808.01 1775.72 4807.98 1777.8 4807.86 1778.67 4807.82 1781.83 4807.01 1783.62 4806.16 1784.53 4806.1 1786.81 4806.01 1791.81 4805.78 1792.71 4805.75 1794.08 4805.79 1795.21 4806.01 1796.79 4806.38 1797.99 4806.64 1799.46 4807.01 1805.7 4806.99 1813.37 4806.01 1816.25 4805.65 1819.79 4805.22 1821.31 4805.09 1821.44 4805.08 1822.34 4805.07 1825.88 4805.01 1833.87 4804.87 1842.61 4804.8 1843.16 4804.79 1845.13 4804.62 1846.38 4804.54 1850.68 4804.01 1854.88 4803.53 1857.78 4803.18 1861.69 4804.13 1861.88 4804.18 1862.71 4804.37 1866.16 4805.18 1867.87 4805.58 1870.54 4806.16 1870.61 4806.18 1874.29 4807.03 1874.87 4807.18 1877.28 4807.8 1878.88 4808.18 1881.25 4808.16 1897.23 4807.8 1900.73 4807.73 1915.15 4807.62 1916.85 4807.57 1922.77 4807.35 1923.43 4807.34 1927.18 4807.18 1939.8 4806.48 1944.98 4806.18 1970.82 4800.52 1972.36 4800.18 1976.26 4799.35 1976.49 4799.3 1977.16 4799.21 1980.57 4800.18 2007.52 4800.18 2009.95 4800.09 2010.18 4800.1 2011.47 4800.03 2021.26 4799.81 2036.45 4799.18 2037.14 4798.84 2038.48 4798.18 2040.1 4797.38 2040.51 4797.18 2108.92 4804.18 2110.51 4805.06 2110.73 4805.18 2110.94 4805.29 2112.55 4806.18 2112.63 4806.19 2120.94 4807.18 2132.12 4807.18 2135.91 4807.18 2148.28 4806.39 2151.42 4806.18 2162.48 4804.04 2167.05 4803.18 2171.88 4802.32 2172.7 4802.18 3034.09 4802.18 3038.94 4803.18 3039.02 4803.2 3043.58 4804.18 3064 4808.18 3067.4 4808.77 3069.79 4809.18 3071.11 4809.39 3071.43 4809.46 3075.39 4810.18 3078.64 4810.73 3081.1 4811.18 3084.38 4811.72 3086.76 4812.18 3089.48 4812.71 3094.08 4813.18 3140.15 4813.18 3161.61 4812.61 3162.81 4812.58 3175.88 4812.32 3176.47 4812.31 3177.09 4812.29 3184.26 4812.18 3228.51 4812.18 3229 4812.21 3230.97 4812.3 3232.69 4812.36 3235.93 4812.32 3247.37 4812.51 3261.39 4812.58 3268.34 4812.65 3268.9 4812.66 3277.94 4812.72 3302.07 4812.65 3303.58 4812.66 3311.28 4812.53 3318.18 4812.31 3321.76 4812.18 Page 11 .-.5. pelmod.rep '' 3456.29 4812.18 3461.78 4812.32 3471.89 4812.45 3524.15 4812.86 3568.58 4812.87 3572.57 4812.8 3573.38 4812.8 3574.22 4812.8 3578.59 4812.73 3581.87 4812.73 3588.27 4812.78 3593.12 4812.64 3595.68 4812.66 3605.93 4812.3 3608.62 4812.18 3613.93 4811.51 3616.77 4811.18 3623.22 4810.4 3625.19 4810.18 3628.23 4809.82 3633.68 4809.18 3669.36 4803.21 3669.49 4803.18 3669.65 4803.15 3674.39 4802.18 3939.3 4802.18 3966.84 4809.18 3967.9 4809.4 3971.52 4810.18 3973.25 4810.54 3976.23 4811.18 3980.56 4812.09 4144.26 4813.18 4165.26 4814.18 4169.13 4815.18 4170.43 4815.18 4172.44 4814.53 4173.56 4814.18 4179.26 4814.18 4180.39 4814.68 4181.54 4815.18 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .07 1923.43 .04 2132.12 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1923.43 2132.12 326 401 95 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 888 F 888 F Blocked Obstructions num= 1 Sta L Sta R Elev 0 1844 4802 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4809.68 Element Left OB Channel Right OB Vel Head (ft) 0.04 Wt. n-Val. 0.070 0.040 0.070 W.S. Elev (ft) 4809.65 Reach Len. (ft) 326.00 401.00 95.00 Crit W.S. (ft) 4804.06 Flow Area (sq ft) 6180.17 1590.91 4168.02 E.G. Slope (ft/ft) 0.000268 Area (sq ft) 10951.04 1590.91 8986.50 Q Total (cfs) 16760.00 Flow (cfs) 7620.20 3721.07 5418.73 Top Width (ft) 3097.87 Top Width (ft) 1609.54 208.69 1279.64 Vel Total (ft/s) 1.40 Avg. Vel. (ft/s) 1.23 2.34 1.30 Max Chl Dpth (ft) 12.46 Hydr. Depth (ft) 6.41 7.62 7.24 Conv. Total (cfs) 1023446.0 Conv. (cfs) 465325.7 227226.4 330893.7 Length Wtd. (ft) 264.07 Wetted Per. (ft) 970.41 211.02 576.29 Min Ch El (ft) 4797.18 Shear (lb/sq ft) 0.11 0.13 0.12 Alpha 1.24 Stream Power (lb/ft s) 0.13 0.30 0.16 Frctn Loss (ft) 0.06 Cum Volume (acre-ft) 373.40 96.40 299.77 C & E Loss (ft) 0.00 Cum SA (acres) 73.56 11.80 68.06 Warning: Divided flow computed for this cross-section. CROSS SECTION RIVER: Saint_Vrain REACH: 1 RS: 6 r Page 12 pelmod.rep ^ INPUT Description: Cross Section 6 Station Elevation Data num= 460 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4821.72 130.14 4809.01 140.4 4808.41 142.9 4808.28 147.12 4808.07 148.77 4808.01 162.24 4807.81 177.7 4807.6 179.42 4807.56 185.61 4807.46 191.49 4807.37 195.4 4807.3 196.48 4807.29 198.67 4807.25 209.73 4807.45 210.29 4807.45 217.75 4807.89 219.79 4808.01 221.54 4808.2 271.16 4818.98 271.27 4819.01 271.39 4819.03 276.62 4820.01 281.56 4820.01 282.47 4820.01 284.57 4820.01 286.07 4820.01 288.58 4820.01 293.24 4820.37 295.35 4820.37 306.6 4820.64 310.62 4820.6 313.9 4820.58 322.92 4820.33 329.13 4820.01 330.2 4820.01 351.7 4824.01 353.94 4824.49 356.4 4825.01 384.57 4824.9 385.53 4824.9 389.09 4824.86 392.77 4824.83 397.22 4824.81 400.31 4824.79 406.16 4824.78 413.62 4824.77 415.43 4824.76 423.19 4824.76 425.45 4824.75 432 4824.75 434.48 4824.75 442.58 4824.74 444.97 4824.73 447.05 4824.71 450.92 4824.68 452.96 4824.64 458.71 4824.52 475.99 4824.14 480.62 4824.07 482.38 4824.01 488.98 4823.87 490.02 4823.86 497.82 4823.71 499.88 4823.71 505.53 4823.63 525.16 4823.24 528.29 4823.19 570.37 4814.01 573.94 4813.3 574.76 4813.14 577.35 4813.01 601.63 4813.01 609.7 4812.17 610.87 4812.01 617.28 4811.45 622.27 4811.01 623.23 4810.92 633.92 4810.01 634.24 4809.98 639.81 4809.75 640.65 4809.66 645.48 4809.76 645.77 4809.7 646.16 4809.67 647.05 4809.68 647.65 4809.67 648.24 4809.68 648.49 4809.67 648.91 4809.63 649.37 4809.59 650.29 4809.47 685.83 4804.01 720.19 4798.35 721.85 4798.01 723.01 4797.9 723.3 4797.88 723.7 4797.85 724.38 4797.78 726 4797.6 730.11 4797.01 744.28 4796.85 752.48 4797.01 755.37 4797.14 755.59 4797.14 761.26 4797.01 770.13 4796.68 772.65 4796.6 774.82 4796.55 787.38 4796.01 832.49 4796.01 840.46 4795.54 841.93 4795.54 844.8 4795.53 849.27 4795.53 901.36 4795.01 904 4795.01 922.44 4794.05 923.28 4794.01 923.58 4793.99 932.62 4793.61 934.19 4793.57 939.21 4793.45 943.2 4793.39 949.83 4793.3 952.71 4793.27 958.58 4793.18 960.1 4793.16 966.32 4793.08 966.81 4793.07 970.96 4793.08 971.2 4793.07 977.04 4793.08 986.93 4793.21 987.68 4793.21 1026.09 4793.01 1053.93 4793.01 1059 4792.65 1068.32 4792.01 1075.85 4791.48 1082.59 4791.01 1085.6 4790.65 1091.85 4790.01 1093.29 4789.41 1093.7 4789.01 1135.53 4789.34 1168.41 4790.01 1175.25 4790.01 1178.38 4790.01 1179.31 4789.49 1180.11 4789.01 1180.77 4788.62 1181.73 4788.01 1182.16 4787.76 1183.42 4787.01 1184.06 4786.63 1185.11 4786.01 1191.54 4786.46 1191.81 4787.01 1191.86 4787.1 1192.36 4788.01 1192.79 4788.99 1192.8 4789.01 1192.81 4789.02 1193.43 4790.01 1193.73 4790.47 1194.09 4791.01 1200.19 4791.01 1201.39 4790.55 1202.96 4790.01 1204.52 4789.47 1208.18 4789.01 1215.79 4788.68 1216.8 4788.65 1218.31 4788.61 1222.38 4788.47 1224.6 4788.42 1234.48 4788.01 1239.11 4788.01 1250.14 4787.68 1250.65 4787.69 1252.15 4787.67 1257.33 4787.63 1260.02 4787.69 1262.23 4787.73 1270.02 4787.69 1270.36 4787.69 1299.47 4788.01 1304.75 4788.01 1359.58 4788.01 1399.68 4788.83 1401.14 4788.81 1402.88 4788.79 1402.96 4788.79 1403.49 4788.79 1405.19 4788.78 1405.36 4788.77 1405.46 4788.77 1406.49 4788.78 1447.85 4788.41 1450.41 4788.43 1454.51 4788.47 1476.54 4788.66 1479.74 4788.68 1482.55 4788.69 1486.13 4788.69 1488.86 4788.7 1528.94 4788.36 1537.14 4788.19 1538.21 4788.19 1545.48 4788.03 1545.66 4788.03 1546.99 4788.01 1559.5 4788.01 1567.52 4788.01 1576.65 4787.82 1580.46 4788.01 1587.31 4788.01 1588.45 4787.61 1590.27 4787.01 1592.31 4786.34 1593.33 4786.01 1599.05 4785.12 1599.77 4785.01 1600.91 4785.01 1606.18 4785.01 1608.34 4785.48 1610.54 4786.01 1613.72 4786.22 1621.92 4786.79 1624.2 4786.94 1625.04 4787.01 1627.38 4787.73 1628.26 4788.01 1630.3 4788.63 1631.5 4789.01 1632.68 4789.36 1634.69 4790.01 1636.32 4790.53 1637.83 4791.01 1643.46 4791.71 1645.97 4792.01 1647.94 4792.13 1655.09 4792.01 1657.27 4792.01 1657.83 4792.01 1658.63 4792.01 1658.72 4792.01 1658.79 4792.01 1660.08 4792.98 1660.11 4793.01 1660.19 4793.08 1661.28 4794.01 1662.15 4794.77 1662.44 4795.01 1663.46 4795.9 1663.58 4796.01 1664.7 4797 1664.71 4797.01 1664.72 4797.01 1665.92 4798.01 1666.1 4798.01 1668.75 4798.01 1671 4797.04 1671.08 4797.01 1671.3 4796.9 1671.33 4796.9 1673.56 4796.01 1673.67 4795.96 1676.3 4795.01 1678.76 4794.04 1678.86 4794.01 1678.95 4793.97 1681.6 4793.01 1681.63 4793.01 1683.91 4792.12 1684.21 4792.01 1684.22 4792.01 1686.79 4791.03 1686.86 4791.01 1687.4 4790.8 1689.41 4790.01 1689.59 4789.9 1691.44 4789.01 1692.13 4788.62 1693.35 4788.01 1694.59 4787.32 1695.21 4787.01 1695.77 4786.71 1697.05 4786.01 1702.45 4786.01 1719.15 4786.01 1719.47 4786.28 1720.31 4787.01 1720.61 4787.26 1730.89 4796.01 1731.43 4796.46 1732.06 4797.01 1732.72 4797.56 1733.47 4798.01 1734.15 4798.32 1735.33 4799.01 1737.19 4799.78 1737.62 4800.01 1739.62 4800.91 Page 13 pelmod.rep 1739.81 4801.01 1739.97 4801.09 1740.03 4801.1 1740.37 4801.12 1740.63 4801.14 1741.97 4801.37 1742.59 4801.53 1744.35 4801.88 1745 4802.01 1749.05 4802.47 1751.48 4802.7 1752.09 4802.76 1752.44 4802.78 1752.51 4802.78 1752.86 4802.8 1753.33 4802.82 1753.7 4802.83 1753.92 4802.85 1761.09 4803.01 1763.47 4803.09 1764.63 4803.2 1765.27 4803.33 1765.54 4803.44 1766 4804.01 1766.65 4804.52 1767.52 4805.01 1768.75 4805.18 1771.2 4805.58 1772.79 4805.85 1773.49 4806.01 1776.67 4806.28 1778.91 4806.47 1785.24 4807.01 1815.28 4807.01 1832.86 4797.01 1889.24 4797.01 1890.39 4797.18 1890.93 4797.28 1891.65 4797.4 1894.06 4797.78 1895.53 4798.01 1895.84 4798.01 1896.04 4798.01 1907.28 4798.58 1914.86 4799.01 1920.36 4799.49 1925.51 4800.01 1927.1 4800.44 1929.05 4801.01 1931.99 4801.88 1932.39 4802.01 1932.7 4802.07 1932.92 4802.07 1938.79 4802.37 1939.51 4802.37 1941.82 4802.43 1942.66 4802.42 1944.55 4802.48 1945.49 4802.46 1963.08 4802.01 1979.51 4802.01 2004.37 4801.12 2006.57 4801.01 2019.41 4801.01 2019.96 4801.09 2020.33 4801.13 2022.44 4801.33 2023.96 4801.48 2024.85 4801.57 2025.29 4801.62 2025.53 4801.65 2027.05 4802.01 2028.54 4802.78 2029.11 4803.01 2031.27 4803.83 2031.73 4804.01 2032.04 4804.12 2033.42 4804.65 2034.39 4805.01 2035.51 4805.43 2037.22 4806.01 2038.35 4806.39 2040.11 4807.01 2062.36 4807.01 2063.1 4806.85 2067.55 4806.01 2069.9 4805.54 2072.65 4805.01 2076.22 4804.27 2077.57 4804.01 2078.81 4803.76 2082.07 4803.01 2085.36 4802.28 2086.51 4802.01 3070.64 4802.01 3074.86 4802.6 3077.76 4803.01 3083.85 4803.88 3084.83 4804.01 3088.49 4804.51 3092.09 4805.01 3093.7 4805.23 3099.66 4806.01 3102.98 4806.46 3107.13 4807.01 3111.93 4807.74 3113.52 4808.01 3115.3 4808.31 3119.26 4809.01 3122.99 4809.66 3125.11 4810.01 3130.48 4810.93 3130.93 4811.01 3151.97 4811.69 3158.49 4812.01 3163.64 4812.21 3164.55 4812.22 3174.61 4812.44 3176.46 4812.48 3177.99 4812.49 3179.45 4812.53 3180.56 4812.52 3213.69 4812.01 3632.4 4812.01 3637.27 4811.3 3639.31 4811.01 3646.28 4810.01 3687.42 4803.01 3689.55 4802.62 3692.69 4802.01 4047.64 4802.01 4049.83 4803.01 4052.94 4804.01 4095.57 4813.01 4249.77 4813.01 4261.73 4813.62 4269.52 4814.01 4277.35 4814.01 4279.68 4813.16 4281.46 4813.01 4283.41 4813.72 4284.36 4814.01 4285.14 4814.28 4287.15 4815.01 4287.26 4815.01 4287.52 4815.01 4288.63 4814.56 4290.03 4814.01 4291.21 4813.54 4292.51 4813.01 4294.09 4812.37 4294.96 4812.01 4295.16 4812.01 4296.86 4812.71 4299.68 4813.01 !". Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .07 1815.28 .04 2040.11 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1815.28 2040.11 376 362 272 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 888 F 888 F Blocked Obstructions num= 1 Sta L Sta R Elev 0 1830 4802 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4809.62 Element Left OB Channel Right OB Vel Head (ft) 0.04 Wt. n-Val. 0.070 0.040 0.070 W.S. Elev (ft) 4809.57 Reach Len. (ft) 376.00 362.00 272.00 Crit W.S. (ft) 4803.90 Flow Area (sq ft) 4491.13 2075.98 5317.26 E.G. Slope (ft/ft) 0.000227 Area (sq ft) 8567.04 2075.98 10782.03 Q Total (cfs) 16760.00 Flow (cfs) 5337.21 5018.11 6404.69 Top Width (ft) 3006.97 Top Width (ft) 1269.29 224.83 1512.84 Vel Total (ft/s) 1.41 Avg. Vel. (ft/s) 1.19 2.42 1.20 Page 14 pelmod.rep Max Chl Dpth (ft) 12.56 Hydr. Depth (ft) 7.18 9.23 7.33 Cony. Total (cfs) 1113525.0 Cony. (cfs) 354601.1 333400.3 425523.8 Length Wtd. (ft) 339.36 Wetted Per. (ft) 626.07 230.95 726.40 Min Ch El (ft) 4797.01 Shear (lb/sq ft) 0.10 0.13 0.10 Alpha 1.38 Stream Power (lb/ft s) 0.12 0.31 0.12 Frctn Loss (ft) 0.09 Cum Volume (acre-ft) 300.37 79.53 278.21 C & E Loss (ft) 0.00 Cum SA (acres) 62.79 9.81 65.01 Warning: Divided flow computed for this cross-section. CROSS SECTION RIVER: Saint_Vrain REACH: 1 RS: 5 INPUT Description: Cross Section 5 Station Elevation Data num= 490 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4829.17 97.98 4827.56 230.81 4825.72 390.13 4813.59 639.34 4808.98 673.71 4808.16 676.91 4808.09 679.71 4808.04 682.68 4807.99 700.2 4807.99 763.41 4807.25 767.42 4807.24 770.27 4807.22 803.33 4806.99 867.36 4806.99 867.61 4807.05 871.48 4807.99 872.05 4808.13 875.63 4808.99 879.87 4809.97 879.97 4809.99 881 4809.99 894.91 4809.99 912.37 4804.99 913.91 4804.55 915.87 4803.99 923.26 4803.66 943.45 4803.38 950.35 4803.67 951.44 4803.7 957.69 4803.99 968.12 4804.76 972.14 4805.14 972.77 4805.32 974.89 4805.99 975.96 4806.34 977.94 4806.99 992.9 4811.82 993.43 4811.99 996.25 4812.9 996.54 4812.99 999.59 4813.97 999.66 4813.99 999.93 4814.08 1000.02 4814.11 1000.66 4814.31 1001.74 4814.65 1002.85 4814.99 1010.61 4814.99 1012.91 4814.99 1013.79 4814.96 1013.92 4814.95 1014.13 4814.94 1017.46 4814.78 1019.71 4814.65 1028.57 4813.99 1031.48 4813.77 1041.35 4812.99 1053.27 4812.18 1055.65 4812.02 1055.85 4812.01 1056.09 4811.99 1058.1 4811.99 1066.77 4812.96 1067.02 4812.99 1067.75 4813.1 1072.76 4813.99 1073.27 4814.05 1074.11 4814.06 1084.77 4814.6 1086.88 4814.63 1090.89 4814.73 1093.37 4814.79 1094.96 4814.86 1097.63 4814.89 1100.62 4814.91 1100.94 4814.92 1101.7 4814.94 1114.65 4814.9 1120.7 4814.99 1142.11 4814.99 1165.03 4818.99 1171.8 4819.91 1172.26 4819.96 1172.48 4819.99 1186.36 4820.08 1187.19 4820.09 1188.1 4820.09 1198.09 4820.15 1199.59 4820.16 1229.63 4820.19 1231.16 4820.19 1249.86 4819.99 1314.62 4819.99 1315.49 4819.76 1316.57 4819.45 1345.72 4811.99 1346.63 4811.84 1362.18 4811.53 1363.39 4811.54 1372.81 4811.99 1374.13 4812.56 1374.87 4812.99 1376.61 4813.88 1376.8 4813.99 1377.27 4814.26 1378.5 4814.99 1379.89 4815.8 1380.27 4815.99 1382.86 4815.84 1384.74 4814.99 1385.33 4814.69 1386.86 4813.99 1388.09 4813.35 1388.73 4812.99 1422.49 4793.46 1425.96 4792.99 1432.8 4792.99 1435.86 4792.99 1442.9 4793.27 1448.63 4793.47 1462.17 4793.99 1463.01 4793.99 1463.27 4793.99 1464.28 4793.99 1464.44 4793.99 1485.66 4793.99 1487.54 4794.35 1488.41 4794.53 1488.6 4794.56 1489.25 4794.68 1489.57 4794.76 1490.52 4794.99 1492.88 4795.72 1493.85 4795.91 1494.18 4795.99 1496.61 4796.66 1497.41 4796.89 1497.94 4796.99 1498.27 4797.03 1501.43 4797.28 1502.24 4797.24 1507.03 4797.47 1510.03 4797.81 1510.34 4797.83 1511.47 4797.99 1523.48 4797.99 1523.83 4797.91 1524.7 4797.7 1525.03 4797.61 1525.3 4797.54 1525.61 4797.44 1526.1 4797.26 1527.01 4796.99 1527.82 4796.75 1528.41 4796.55 1530.2 4795.99 1531.38 4795.63 1532.59 4795.2 1533.2 4795.02 1533.29 4794.99 1535.19 4794.34 1536.24 4793.99 1536.38 4793.94 1536.47 4793.91 1537.24 4793.66 1539.21 4793.02 1539.3 4792.99 1549.57 4792.42 1551 4792.4 1555.24 4792.46 1555.39 4792.47 1557.24 4792.5 1557.49 4792.51 1557.88 4792.52 1559.61 4792.58 1564.19 4792.68 1566.35 4792.61 1569.19 4792.61 1569.71 4792.59 1570.48 4792.57 1570.79 4792.56 1573.49 4792.46 1580.18 4792.24 1580.19 4792.24 1583.07 4791.99 1608.6 4791.99 1611.27 4791.92 1613.05 4791.99 1655.17 4801.27 1655.48 4801.33 1658.24 4801.78 1658.76 4801.87 1659.3 4801.99 1659.74 4802.09 Page 15 pelmod.rep 1663.84 4802.99 1667.05 4803.72 1668.24 4803.99 1670.4 4804.48 1671.38 4804.67 1671.85 4804.76 1673.29 4804.99 1686.57 4804.99 1687.79 4804.92 1689.59 4804.82 1690.79 4804.74 1691.62 4804.67 1693.29 4804.63 1694.11 4804.56 1700.53 4803.99 1703.9 4803.99 1705.26 4803.68 1705.94 4803.65 1706.79 4803.5 1708.3 4803.56 1708.82 4803.48 1716.01 4803.2 1718.4 4803.31 1728.83 4803.51 1729.84 4803.58 1732.69 4803.72 1735.65 4803.8 1738.49 4803.99 1742.32 4804.35 1742.64 4804.38 1743.02 4804.42 1744.14 4804.51 1745.41 4804.61 1746.51 4804.64 1746.84 4804.67 1747.77 4804.64 1748.25 4804.67 1748.86 4804.66 1753.87 4804.94 1753.97 4804.95 1754.55 4804.99 1754.75 4804.99 1755.1 4805.08 1756.13 4805.26 1759.27 4805.82 1760.06 4805.91 1760.11 4805.92 1760.28 4805.93 1761.36 4805.99 1766.55 4806.32 1773.33 4806.69 1773.87 4806.73 1774.15 4806.77 1775 4806.85 1775.35 4806.82 1776.13 4806.96 1777.17 4806.99 1777.59 4806.95 1777.94 4806.9 1779.66 4806.62 1779.95 4806.56 1780.88 4806.36 1781.55 4805.99 1781.87 4805.99 1782.05 4805.95 1785.14 4804.99 1790.61 4804.99 1791.57 4804.89 1791.61 4804.89 1791.65 4804.88 1791.71 4804.88 1792.24 4804.86 1795.15 4804.83 1796.91 4804.83 1797.08 4804.82 1798.54 4804.62 1798.7 4804.59 1800.54 4803.99 1801.9 4803.62 1802.89 4803.45 1803.05 4803.41 1804.06 4803.14 1804.13 4803.11 1804.48 4802.99 1805.83 4802.59 1807.67 4801.99 1807.87 4801.93 1810.67 4800.99 1813.66 4799.99 1835.43 4791.08 1835.65 4790.99 1837.26 4790.35 1838.14 4789.99 1838.43 4789.88 1839.84 4789.4 1841.27 4788.99 1843.81 4788.18 1844.39 4787.99 1876.04 4787.99 1880.77 4787.07 1882.03 4787.07 1883.48 4787.15 1889.06 4787.45 1889.91 4787.49 1890.46 4787.47 1891.02 4787.45 1891.49 4787.37 1893.11 4786.99 1900.38 4786.99 1901.08 4786.99 1904.11 4786.51 1905.96 4786.35 1909.34 4786.36 1910.43 4786.14 1911.53 4785.99 1914.23 4785.99 1920.76 4786.7 1922.02 4786.89 1946.84 4790.96 1947.01 4790.99 1973.07 4794.99 1978.75 4795.72 1982.45 4795.89 1982.83 4795.91 1983.4 4795.9 1988.43 4795.76 1988.79 4795.72 1992.8 4794.99 1997.31 4794.27 1998.98 4793.99 2024.55 4788.03 2024.68 4787.99 2027.02 4787.38 2028.63 4786.99 2032 4786.17 2032.11 4786.14 2032.49 4786 2032.52 4785.99 2077.59 4785.99 2081.61 4785.57 2081.83 4785.55 2084.18 4785.99 2088.41 4786.97 2088.49 4786.99 2109.99 4787.42 2117.55 4787.86 2119.68 4787.92 2120.88 4787.99 2130.21 4788.59 2133.5 4788.71 2136.43 4788.99 2136.44 4788.99 2139.39 4788.99 2142.63 4789.27 2145.9 4789.38 2146.13 4789.4 2147.88 4789.58 2150.79 4789.99 2151.24 4789.99 2153.18 4790.15 2156.23 4790.34 2158.21 4790.46 2159.69 4790.54 2162.22 4790.65 2164.08 4790.75 2164.61 4790.78 2164.94 4790.8 2166.15 4790.86 2168.9 4790.85 2170.67 4790.9 2173.59 4790.99 2175.38 4790.77 2179.94 4790.68 2190.11 4789.99 2191.43 4789.2 2191.77 4788.99 2192.13 4788.76 2193.43 4787.99 2194.76 4787.21 2195.1 4786.99 2195.51 4786.73 2196.72 4785.99 2212.1 4785.99 2212.57 4786.47 2221.56 4794.41 2222.25 4794.99 2222.94 4795.58 2223.39 4795.99 2224.1 4796.59 2224.54 4796.99 2225.13 4797.53 2225.68 4797.99 2231.77 4798.58 2234.99 4798.99 2238.28 4799.28 2244.48 4799.99 2246.77 4800.63 2247.97 4800.99 2248.89 4801.3 2250.94 4801.99 2257.16 4804.24 2258.86 4804.99 2260.29 4805.63 2261.11 4805.99 2262.12 4806.45 2263.21 4806.99 2264.45 4807.54 2265.37 4807.99 2276.59 4806.99 2283.44 4806.07 2283.97 4805.99 2284.99 4805.84 2291.17 4804.99 2293.76 4804.68 2295.53 4804.5 2299.9 4803.99 2300.73 4803.55 2309.3 4798.99 2310.68 4798.24 2311.15 4797.99 2312.48 4797.26 2312.99 4796.99 2391.82 4797.11 2404.16 4797.66 2409.46 4797.89 2411.91 4797.99 2414.93 4798.4 2416.93 4798.65 2418.33 4798.8 2418.65 4798.84 2418.82 4798.86 2419.14 4798.99 2419.9 4799.34 2421.39 4799.99 2424.39 4800.25 2433.16 4800.99 2469.21 4798.99 2469.51 4799.14 2471.53 4799.99 2472.21 4800.27 2473.18 4800.65 2474.28 4800.99 2476.28 4801.08 2497.59 4801.99 2498.26 4802.27 2500.26 4802.99 2502.57 4803.9 2502.83 4803.99 2503.52 4804.24 2505.69 4804.99 2506.53 4805.34 2508.38 4805.99 2517.93 4806.69 2521.75 4806.99 2529.58 4806.99 2531.56 4806.53 2533.81 4805.99 2536.86 4805.29 2538.04 4804.99 2541.74 4804.12 2542.26 4803.99 2545.94 4803.08 2546.27 4802.99 4487.45 4802.99 4551.03 4810.9 4551.81 4810.99 4557.06 4811.61 4559.87 4811.99 4561.62 4812.23 4565.14 4812.71 4566.65 4812.93 4567.09 4812.99 4746.91 4812.82 4747.15 4812.81 4747.86 4812.82 4751.76 4812.99 4800.93 4812.2 4803.09 4811.99 4804.63 4812.21 4805.81 4812.99 4809.71 4813.99 4821.39 4813.35 4822.36 4812.99 4824.24 4812.32 4824.93 4812.99 4826.06 4812.99 4826.53 4813.57 4826.9 4813.99 4827.61 4814.86 4829.96 4814.52 4831.39 4813.99 4833.96 4813.04 4834.08 4812.99 4834.14 4812.97 4846.58 4811.99 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .07 2276.59 .04 2521.75 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. Page 16 r pelmod.rep 2276.59 2521.75 521 466 366 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 888 F 888 F Blocked Obstructions num= 1 Sta L Sta R Elev 0 2281 4802 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4809.53 Element Left OB Channel Right OB Vel Head (ft) 0.06 Wt. n-Val. 0.070 0.040 0.070 W.S. Elev (ft) 4809.47 Reach Len. (ft) 521.00 466.00 366.00 Crit W.S. (ft) 4804.30 Flow Area (sq ft) 4938.46 2310.54 3102.58 E.G. Slope (ft/ft) 0.000292 Area (sq ft) 6909.60 2310.54 12830.50 Q Total (cfs) 16760.00 Flow (cfs) 6420.77 6484.57 3854.67 Top Width (ft) 3498.09 Top Width (ft) 1235.18 245.16 2017.75 Vel Total (ft/s) 1.62 Avg. Vel. (ft/s) 1.30 2.81 1.24 Max Chl Dpth (ft) 12.47 Hydr. Depth (ft) 6.81 9.42 6.34 Cony. Total (cfs) 980441.0 Conv. (cfs) 375607.5 379339.8 225493.8 Length Wtd. (ft) 464.00 Wetted Per. (ft) 728.15 248.68 489.72 Min Ch El (ft) 4796.99 Shear (lb/sq ft) 0.12 0.17 0.12 Alpha 1.55 Stream Power (lb/ft s) 0.16 0.48 0.14 Frctn Loss (ft) 0.22 Cum Volume (acre-ft) 233.57 61.30 204.49 C & E Loss (ft) 0.03 Cum SA (acres) 51.98 7.85 53.99 Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross secti ons. CROSS SECTION RIVER: Saint_Vrain REACH: 1 RS: 4 INPUT Description: Cross Section 4 Station Elevation Data num= 55 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4822.02 165.39 4820.16 245.24 4813.4 280.32 4811.45 353.1 4806.06 715.3 4804.33 876.26 4805.11 986.78 4804.5 991.62 4801.77 1617.91 4800.77 1640.46 4803.24 1652.05 4807.4 1655.24 4806.06 1689.21 4805.9 1711.14 4808.81 1749.5 4800.39 1820.55 4801.23 1921.25 4801.09 2016.58 4802.29 2120.01 4802.28 2221.64 4803.05 2236.19 4806.12 2253.3 4805.09 2275.42 4797.3 2354.5 4797.11 2426.38 4796.85 2439.78 4803.56 2505.04 4802.31 2612.13 4803.66 2656.73 4804.46 2877.89 4803.67 2965.07 4802.87 3071.71 4803.85 3182.19 4805.01 3210.09 4802.33 3215.33 4800.21 3665.78 4800.52 3723.56 4812.43 3801.66 4812.04 3908.82 4810.81 Page 17 pelmod.rep 4019.09 4810.27 4129.74 4809.46 4237.26 4809.73 4347.79 4810.15 4460.62 4810.54 4572.02 4810.87 4684.3 4810.43 4795.75 4810.89 4803.49 4811.83 4812.68 4813.81 4816.9 4811.92 4820.77 4812.12 4823.63 4814.14 4831.78 4809.72 4840.83 4810.89 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .07 2236.19 .04 2439.78 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2236.19 2439.78 248 211 190 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 888 F 888 F CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4809.28 Element Left OB Channel Right OB Vel Head (ft) 0.34 Wt. n-Val. 0.070 0.040 0.070 W.S. Elev (ft) 4808.94 Reach Len. (ft) 248.00 211.00 190.00 Crit W.S. (ft) 4804.49 Flow Area (sq ft) 1413.54 2133.32 964.76 E.G. Slope (ft/ft) 0.000941 Area (sq ft) 11331.02 2133.32 8135.99 Q Total (cfs) 16760.00 Flow (cfs) 3148.40 11532.08 2079.53 Top Width (ft) 3392.43 Top Width (ft) 1921.99 203.59 1266.85 ..--' Vel Total (ft/s) 3.71 Avg. Vel. (ft/s) 2.23 5.41 2.16 Max Chl Dpth (ft) 12.09 Hydr. Depth (ft) 6.33 10.48 6.02 Cony. Total (cfs) 546253.3 Conv. (cfs) 102614.6 375861.3 67777.4 Length Wtd. (ft) 213.17 Wetted Per. (ft) 223.51 206.54 160.24 Min Ch El (ft) 4796.85 Shear (lb/sq ft) 0.37 0.61 0.35 Alpha 1.57 Stream Power (lb/ft s) 0.83 3.28 0.76 Frctn Loss (ft) 0.42 Cum Volume (acre-ft) 124.49 37.53 116.41 C & E Loss (ft) 0.17 Cum SA (acres) 33.10 5.45 40.19 Warning: The velocity head has changed by more than 0.5 ft (0.15 m) . This may indicate the n eed for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross secti ons. CROSS SECTION RIVER: Saint_Vrain REACH: 1 RS: 3 INPUT Description: Cross Section 3 (US of Cty. Rd. 13 Bridge) Station Elevation Data num= 20 r Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev Page 18 pelmod.rep n 0 4817.5 401 4807 867 4804.6 1102 4804.5 1529 4804.1 1791 4804 1793 4801 1827 4799.1 1917 4799.1 1991 4799.1 1991.5 4804 1993 4804 2082 4804.6 2561 4804.6 3043 4807.6 3241 4809 3894 4810.5 4532 4811.4 5227 4811.8 5454 4813.8 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .07 1791 .04 1991.5 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1791 1991.5 29 29 29 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 888 F 888 F CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4808.69 Element Left OB Channel Right OB Vel Head (ft) 2.01 Wt. n-Val. 0.040 W.S. Elev (ft) 4806.68 Reach Len. (ft) 0.50 0.50 0.50 Crit W.S. (ft) 4605.30 Flow Area (sq ft) 1472.61 E.G. Slope (ft/ft) 0.006546 Area (sq ft) 2620.22 1478.60 1555.82 Q Total (cfs) 16760.00 Flow (cfs) 16760.00 Top Width (ft) 2430.54 Top Width (ft) 1327.05 200.50 902.99 n Vel Total (ft/s) 11.38 Avg. Vel. (ft/s) 11.38 Max Chl Dpth (ft) 7.58 Hydr. Depth (ft) 7.40 Conv. Total (cfs) 207143.6 Cony. (cfs) 207143.6 Length Wtd. (ft) 0.50 Wetted Per. (ft) 199.86 Min Ch El (ft) 4799.10 Shear (lb/sq ft) 3.01 Alpha 1.00 Stream Power (lb/ft s) 34.27 Frctn Loss (ft) 0.00 Cum Volume (acre-ft) 84.77 28.78 95.27 C & E Loss (ft) 0.00 Cum SA (acres) 23.85 4.47 35.46 BRIDGE RIVER: Saint_Vrain REACH: 1 RS: 2.5 INPUT Description: Distance from Upstream XS = .5 Deck/Roadway Width = 28 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 15 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 4817.5 0 401 4810.3 0 867 4807.6 0 1102 4807.6 0 1529 4808.6 0 1792 4810.9 4810 Page 19 pelmod.rep ,.." 1991 4810.9 4810 2082 4809.9 0 2561 4808.8 0 3043 4810.3 0 3241 4812 0 3894 4813.1 0 4532 4813.2 0 5227 4813 0 5454 4813.8 0 Upstream Bridge Cross Section Data Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4817.5 401 4807 867 4804.6 1102 4804.5 1529 4804.1 1791 4804 1793 4801 1827 4799.1 1917 4799.1 1991 4799.1 1991.5 4804 1993 4804 2082 4804.6 2561 4804.6 3043 4807.6 3241 4809 3894 4810.5 4532 4811.4 5227 4811.8 5454 4813.8 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .07 1791 .04 1991.5 .07 Bank Sta: Left Right Coeff Contr. Expan. 1791 1991.5 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 888 F 888 F Downstream Deck/Roadway Coordinates num= 15 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 4817.5 0 401 4810.3 0 867 4807.6 0 1102 4807.6 0 1529 4808.6 0 1792 4810.9 4810 1991 4810.9 4810 2082 4809.9 0 2561 4808.8 0 3043 4810.3 0 3241 4812 0 3894 4813.1 0 4532 4813.2 0 5227 4813 0 5454 4813.8 0 ''-- Downstream Bridge Cross Section Data Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4817.5 401 4807 867 4804.6 1102 4804.5 1529 4804.1 1791 4804 1793 4801 1827 4799.1 1917 4799.1 1991 4799.1 1991.5 4804 1993 4804 2082 4804.6 2561 4804.6 3043 4807.6 3241 4809 3894 4810.5 4532 4811.4 5227 4811.8 5454 4813.8 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .07 1791 .04 1991.5 .07 Bank Sta: Left Right Coeff Contr. Expan. 1791 1991.5 .1 .3 Ineffective Flow num= 6 Sta L Sta R Elev Permanent 888 F 888 F 888 F 888 F 888 F 888 F Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Bridge Coefficient Sets = 1 Page 20 pelmod.rep Low Flow Methods and Data Energy Momentum Cd = 1 Selected Low Flow Methods = Highest Energy Answer High Flow Method Energy Only Additional Bridge Parameters Add Friction component to Momentum Do not add Weight component to Momentum Class B flow critical depth computations use critical depth inside the bridge at the upstream end Criteria to check for pressure flow = Upstream energy grade line CROSS SECTION RIVER: Saint_Vrain REACH: 1 RS: 2 INPUT Description: Cross Section 2 (DS of Cty. Rd. 13 Bridge) Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4817.5 401 4807 867 4804.6 1102 4804.5 1529 4804.1 1791 4804 1793 4801 1827 4799.1 1917 4799.1 1991 4799.1 1991.5 4804 1993 4804 2082 4804.6 2561 4804.6 3043 4807.6 3241 4809 3894 4810.5 4532 4811.4 5227 4811.8 5454 4813.8 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .07 1791 .04 1991.5 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. •^ 1791 1991.5 46 46 46 .1 .3 Ineffective Flow num= 6 Sta L Sta R Elev Permanent 888 F 888 F 888 F 888 F 888 F 888 F CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4808.34 Element Left OB Channel Right OB Vel Head (ft) 2.99 Wt. n-Val. 0.040 W.S. Elev (ft) 4805.35 Reach Len. (ft) 46.00 46.00 46.00 Crit W.S. (ft) 4805.35 Flow Area (sq ft) 1208.51 E.G. Slope (ft/ft) 0.012651 Area (sq ft) 1030.04 1212.51 498.91 Q Total (cfs) 16760.00 Flow (c£s) 16760.00 Top Width (ft) 1959.61 Top Width (ft) 1069.35 200.50 689.76 Vel Total (ft/s) 13.67 Avg. Vel. (ft/s) 13.87 Max Chl Dpth (ft) 6.25 Hydr. Depth (ft) 6.07 Conv. Total (cfs) 149007.4 Cony. (cfs) 149007.4 Page 21 pelmod.rep n Length Wtd. (ft) 46.00 Wetted Per. (ft) 199.86 Min Ch El (ft) 4799.10 Shear (lb/sq ft) 4.78 Alpha 1.00 Stream Power (lb/ft s) 66.23 Frctn Loss (ft) 0.32 Cum Volume (acre-ft) 84.75 27.89 95.26 C & E Loss (ft) 0.64 Cum SA (acres) 23.83 4.34 35.45 Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between comput ed and assumed values. Warning: The velocity head has changed by more than 0.5 ft (0.15 m) . This may indicate the n eed for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross secti ons. Warning: The energy loss was greater than 1.0 ft (0.3 m) . between the current and previous cr oss section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This i ndicates that there is not a valid subcritical answer. The program defaulted to critical dep th. Note: Multiple critical depths were found at this location. The critical depth with the 1 owest, valid, energy was used. CROSS SECTION RIVER: Saint_Vrain REACH: 1 RS: 1.5 INPUT Description: Cross Section 1.5 (USACE SV-25) Station Elevation Data num= 63 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4817.4 109 4813.6 309 4809.3 407 4807.8 464 4808.6 507 4806.7 517 4811.9 543 4805.2 623 4804.5 675 4801.9 731 4803.6 753 4798.9 770 4798.9 795 4802 874 4803 893 4808.9 911 4803.4 924 4807.7 952 4802.7 1095 4802.3 1109 4800.8 1319 4801.5 1597 4800.4 1613 4805.6 1642 4805.6 1659 4800.5 1860 4801.5 1915 4804.9 1927 4808.2 1964 4799.4 1980 4798.9 2004 4798.9 2035 4799 2066 4798.9 2116 4798.9 2144 4803.7 2357 4803.4 2583 4802.9 2808 4804.2 3035 4803.8 3079 4804.5 3144 4809.2 3151 4808.6 3182 4809.6 3203 4807.4 3438 4808.2 3657 4808.6 3878 4809.9 4115 4809.7 4336 4809.3 4533 4810 4554 4813.3 4573 4809.5 4585 4812.9 4608 4812.9 4617 4809.9 4626 4811.2 4848 4811 5079 4810.1 5299 4811.4 5595 4811.5 5753 4812.3 5754 4612.3 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .07 1927 .04 2144 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1927 2144 642 922 1230 .1 .3 '" Ineffective Flow num= 2 Page 22 pelmod.rep Sta L Sta R Elev Permanent 888 F 888 F CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4807.28 Element Left OB Channel Right OB Vel Head (ft) 0.87 Wt. n-Val. 0.070 0.040 0.070 W.S. Elev (ft) 4806.42 Reach Len. (ft) 642.00 922.00 1230.00 Crit W.S. (ft) 4805.27 Flow Area (sq ft) 590.47 1382.38 933.32 E.G. Slope (ft/ft) 0.004377 Area (sq ft) 5947.47 1382.38 2668.39 Q Total (cfs) 16760.00 Flow (cfs) 2156.24 11905.47 2698.29 Top Width (ft) 2526.08 Top Width (ft) 1355.06 209.50 961.52 Vel Total (ft/s) 5.77 Avg. Vel. (ft/s) 3.65 8.61 2.89 Max Chl Dpth (ft) 7.52 Hydr. Depth (ft) 4.20 6.60 2.95 Cony. Total (cfs) 253321.8 Cony. (cfs) 32590.9 179947.2 40783.8 Length Wtd. (ft) 914.84 Wetted Per. (ft) 140.83 210.74 316.00 Min Ch El (ft) 4798.90 Shear (lb/sq ft) 1.15 1.79 0.81 Alpha 1.68 Stream Power (lb/ft s) 4.18 15.44 2.33 Frctn Loss (ft) 1.67 Cum Volume (acre-ft) 81.07 26.52 93.59 C & E Loss (ft) 0.23 Cum SA (acres) 22.55 4.12 34.58 Warning: Divided flow computed for this cross-section. Warning: The velocity head has changed by more than 0.5 ft (0.15 m) . This may indicate the n eed for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross secti ons. Warning: The energy loss was greater than 1.0 ft (0.3 m) . between the current and previous cr oss section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Saint Vrain REACH: 1 RS: 0 INPUT Description: Cross Section 1 Station Elevation Data num= 68 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1290 4816 1329 4815.1 1354 4815.1 1406 4802 1480 4802 1499 4807.5 1515 4807.5 1523 4811.5 1552 4799.8 1685 4799.8 1717 4807.4 1751 4804.7 1787 4804.7 1823 4809.1 1907 4807.7 1941 4809.6 2042 4803.6 2382 4801.9 2648 4801.9 2671 4804.4 2704 4805.5 2736 4799.6 2777 4801.2 2876 4802 2890 4799.2 2897 4802 3138 4802.3 3227 4808.2 3317 4808.8 3382 4804.8 '^ 3424 4802.9 3476 4802.9 3481 4804.8 3493 4803.1 3534 4803.1 Page 23 pelmod.rep e'' 3600 4802.3 3614 4805.7 3635 4798.1 3657 4796.7 3731 4796.7 3750 4798.6 3773 4807 3799 4803.1 3903 4803 4127 4801.1 4146 4799.6 4166 4801.2 4293 4802.6 4596 4803.3 4878 4802.6 4929 4801.2 4952 4802.2 5227 4803.4 5299 4805.7 5584 4810.1 5748 4810.4 6013 4811.1 6329 4811.2 6338 4812.6 6360 4809.3 6370 4811.2 6398 4811.2 6412 4809.3 6423 4811 6643 4809.9 6828 4809.3 7075 4808.2 7264 4808.1 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1290 .07 3600 .04 3799 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 3600 3799 0 0 0 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4805.38 Element Left OB Channel Right OB Vel Head (ft) 0.08 Wt. n-Val. 0.070 0.040 0.070 W.S. Elev (ft) 4805.30 Reach Len. (ft) Crit W.S. (ft) 4803.68 Flow Area (sq ft) 5053.72 1123.23 3960.48 E.G. Slope (ft/ft) 0.000993 Area (sq ft) 5053.72 1123.23 3960.48 Q Total (cfs) 16760.00 Flow (cfs) 7267.87 4402.63 5089.51 Top Width (ft) 3373.36 Top Width (ft) 1705.64 180.25 1487.47 /---. Vel Total (ft/s) 1.65 Avg. Vel. (ft/s) 1.44 3.92 1.29 Max Chl Dpth (ft) 8.60 Hydr. Depth (ft) 2.96 6.23 2.66 Cony. Total (cfs) 531782.5 Conv. (cfs) 230604.0 139692.0 161486.4 Length Wtd. (ft) Wetted Per. (ft) 1710.50 183.37 1487.68 Min Ch El (ft) 4796.70 Shear (lb/sq ft) 0.18 0.38 0.17 Alpha 1.99 Stream Power (lb/ft s) 0.26 1.49 0.21 Frctn Loss (ft) Cum Volume (acre-ft) C & E Loss (ft) Cum SA (acres) Warning: Divided flow computed for this cross-section. r Page 24 Weld County Planning Department GREELEY OFFICE Columbine Land Resources, Inc. OCT 3 1 2002 a-O.BoxBoulder, oora RECEIVED 130 Boulder,Colorado 80308-0130 Telephone:(303)665.9390 • FAX:(303)665-0165 Transmitted by FAX to 303-694-2174 - 16 page(s) total October 24, 2002 Jill Carlson, C.E.G. Engineering Geologist Colorado Geological Survey Division of Minerals and Geology Department of Natural Resources 1313 Sherman Street, Room 715 Denver, CO 80203 Re:Review of Pelican Shores Subdivision/PUD Change of Zone Request Case No. PZ-1011, Weld County, CO; CGS Unique No. WE-03-0002 Dear Ms. Carlson: We are in receipt of your letter to Sheri Lockman with the Weld County Department of Planning Services, dated August 14, 2002. I am offering the following as responses to your concerns addressed in that letter. 1. Floodplain. The St. Vrain Floodplain amendment has been submitted to Weld County and FEMA and is currently being reviewed and is expected to be approved. Weld County will require this amendment prior to any Final Plat approval. 2. St. Vrain Creek channel stabilization. This proposal with Weld County is for a Change of Zone and subdivision of 40 lots. We are not proposing to alter or disturb, in any way, the St. Vrain Creek. We have already been working with the Corps of Engineers to reseed and plant vegetation in certain areas along the St. Vrain Creek (which were previously disturbed by a gravel operator after a flood in 1992). We will not construct any levees or provide any bank protection as the Corps of Engineers wishes for the St. Vrain Creek to remain exactly in its current condition and we concur with their opinion. The proposed lots are out of the floodplain and no further study or action is proposed or should be required. The area parallel to both sides of the St. Vrain Creek is comprised of nearly 200 acres of open space and provides a significant buffer for the proposed residences. 3. Soil and groundwater conditions. Our Restrictive Land Use Covenants and Architecture Review Process will require individual soils and foundation design, prepared by a licensed engineer for each lot, prior to construction. Nevertheless, since you have requested a preliminary geotechnical investigation, we have retained the services of Carlson, Colorado Geological Survey Letter October 24, 2002 Page 2 Western Soil, Inc. to satisfy this requirement. Their report is included for your review. Please contact me directly, should you have any questions on this report. 4. Gas field facilities. All gas line locations will be identified prior to Final Plat approval. We are working with both, Duke Energy and Ken McGee to field locate their lines and provide them as easements on the Plat. 5. State releases. A final release from reclamation requirements will be obtained from the Division of Minerals and Geology and the augmentation plan for the lakes was approved 1986, prior to the commencement of any mining. Please feel free if you should have any additional questions. I would appreciate your providing an additional letter to Sheri Lockman indicating your satisfaction with this additional information. Sincerely, t we —raffia.._ Doug Tiefel cc w/encl.: Sheri Lockman, Weld County Dept. of Planning Services r r PRELIMINARY SUBSURFACE INVESTIGATION PELICAN SHORES NORTHWEST CORNER OF CR 13 AND CR26 WELD COUNTY, COLORADO PREPARED FOR: COLUMBINE LAND RESOURCES, INC. P.O. Box 17130 BOULDER, COLORADO 80308-0130 OCTOBER 18, 2002 PROJECT 2002-89 PREPARED BY: WESTERN SOILS, INC. P. O. Box 1728 Lyons, Colorado Phone (303) 823-6867 Fax (303) 823-6863 r TABLE OF CONTENTS PROJECT 2002-89 PAGE PURPOSE 1 INVESTIGATION DETAILS 1 PROPOSED DEVELOPMENT 2 SOIL CONDITIONS 2 GROUNDWATER CONDITIONS 3 FOUNDATION RECOMMENDATIONS 3 SLABS-ON-GRADE RECOMMENDATIONS 3 SITE DRAINAGE RECOMMENDATIONS 4 LIMITATIONS 5 FIGURES AND TABLES FIGURE 1 BORING LOCATION MAP - NORTH PELICAN SHORES FIGURE 2 BORING LOCATION MAP - SOUTH PELICAN SHORES FIGURE 3 BORING LOGS TABLE 1 LABORATORY TEST RESULTS PRELIMINARY SUBSURFACE INVESTIGATION PELICAN SHORES NORTHWEST CORNER OF CR 13 AND CR 26 WELD COUNTY, COLORADO PURPOSE The preliminary subsurface investigation has been completed for the proposed North and South Pelican Shores residential subdivision located at the northwest corner of CR13 and CR26 in Weld County, Colorado. This investigation was accomplished in order to provide preliminary recommendations for the foundation systems of the proposed residences to be constructed at the site and other pertinent geotechnical engineering recommendations. As part of our field investigation, 4 borings were drilled throughout the proposed 14 lots of North Pelican Shores and 6 borings were drilled throughout the proposed 26 lots of South Pelican Shores. The locations of the borings are indicated on Figures 1 and 2. Factual data gathered during the field and laboratory work is summarized in Figure 3 and Table 1 attached. The results of this investigation and our opinions that are based on this investigation and our experience in the general area are summarized in this report. INVESTIGATION DETAILS The test borings were completed with 4-inch diameter, continuous flight power augers using a truck-mounted drill rig. The augers are utilized to bore and clean the hole to the desired sampling depth. The augers are then removed and a 2-inch I.D. California spoon sampler is inserted to the desired testing depth. The sampler is then driven with blows of a standard 140-pound hammer falling a distance of 30 inches. The sampler is driven a total of 12 inches or a maximum of 50 blows. The number of blows required to drive the sampler 12 inches, or a fraction thereof, constitutes the penetration test. The test is similar to the Standard Penetration Test described in ASTM D1586-78 (Reapproved 1974). This test, when properly evaluated, is a measure of the soil 1 strength and density. The results of these tests are shown on the Boring Logs (Figure 3). Samples obtained form the borings were returned to our lab for testing. The test results are indicated on Table 1. PROPOSED RESIDENTIAL DEVELOPMENT It is our understanding that the plan is to develop 14 single-family lots on North Pelican Shores and 26 lots on South Pelican Shores. We were informed that the residences on North Pelican Shores will be constructed over walk-out basements facing the lake. The excavation plans for South Pelican Shores was undecided at the time of this report. We anticipate that the buildings will be constructed using conventional wood framing techniques and will be supported by poured in place reinforced concrete foundation walls. The loadings are anticipated to be light to moderate, typical of residential construction. If actual plans differ from the above description we should be notified so that our recommendations can be reviewed and revised, if necessary. SOIL CONDITIONS A relatively thick layer of overlot fill was encountered in the borings accomplished throughout the lots of North Pelican Shores. The depth of the fill appeared to vary from 23 to 31 feet in depth. The fill was underlain by the native soils which consisted of sandy clays, silts and sand and gravel soils. The overburden soils were underlain by sandstone and claystone bedrock at approximately 28 to 31 feet. A layer of overlot fill varying from approximately 2 '/2 to 4 feet thick was encountered at the surface in the South Pelican Shores site. The fill was underlain by topsoil material, which in turn was underlain by a deposit of slightly clayey to clayey, silty sand. The sand deposit was underlain by sand and gravel soils at approximately 7 to 10 feet. This material continued down to approximately 24 to 29 feet. At these depths bedrock was encountered in all but one of the borings. A more complete description of the subsurface soil conditions can be found on the Boring Logs, Figure 3. 2 GROUNDWATER CONDITIONS Groundwater was not encountered in the borings at North Pelican Shores site at the time of drilling. Upon returning to the site several days after drilling groundwater was encountered in Boring 3 at approximately 33 feet. No water was noted in the other holes on this site. Groundwater was encountered at approximately 9 to 11 feet in the borings drilled at South Pelican Shores site at the time of drilling. The groundwater level will fluctuate throughout the year depending upon the amount of precipitation, surface runoff, the application of irrigation water and the water level maintained in the lakes. FOUNDATION RECOMMENDATIONS Due to the amount of fill present at the North Pelican Shore site, we recommend that the residences be supported by a drilled pier foundation system. Using this approach, the piers are drilled through the overburden fill and native soils and well into the underlying bedrock for support. The piers are typically drilled 8 to 10 feet into the bedrock. If groundwater seepage or caving soils are encountered, casing will be required for the pier drilling operation. In South Pelican Shores, we anticipate that a spread footing foundation system can be used for support of the residences. The footings must be placed below the overlot fill and topsoil should bear on the native sands or sand and gravel soils. Site specific investigations should be accomplished for each site within both developments in order to provide final foundation recommendations and design parameters. SLABS-ON-GRADE RECOMMENDATIONS The fill present on the South Pelican Shores site was'predominately a granular fill which appeared relatively well compacted. The underlying native soils consisted of slightly clayey to clayey sands and sand and gravel soils. These soils are non expansive to low expansive potential and are generally considered acceptable soils for conventional slab-on-grade construction. 3 Due to the depth, varying densities and nature of the fill present on the North Pelican Shores site, there is some risk involved in using standard slab-on:grade construction. Slabs constructed on these soils could be subject to long term settlement. As with the foundation systems constructed on these lots, the most positive approach would be to use a structural floor system supported by the foundation walls and interior piers also drilled well into the underlying bedrock for support. SITE DRAINAGE RECOMMENDATIONS It is essential that proper site drainage be provided to divert all surface water runoff and water from the roof well away from the foundation walls. Satisfactory long-term performance of any foundation system depends on prevention of infiltration of water into the soils supporting the foundation. The following methods of preventing this infiltration are recommended: 1. Mechanically compact all fill around the building, including the backfill. Compaction by ponding or saturation must not be permitted. The backfill should be compacted to not less than 90% of maximum density as determined by the standard moisture/density relationship ASTM D698-78. Backfill which is to support slabs or pavement should be compacted to 95% of maximum dry density. Note, that some moisture will have to be added to the soils in order to obtain the proper compaction. 2. Provide an adequate grade for rapid runoff of surface water away from the structure (a minimum of 10 percent for the first 10 feet away from the structure is essential for unpaved areas). 3. A well constructed, leak-resistant series of gutters, or other roof drainage system, is essential. 4. Discharge roof downspouts and all other water collection systems well beyond the limits of the backfill, a minimum of 5 feet away from the foundation walls. We recommend against landscaping which requires any watering within 5 feet of the foundation walls. r 4 It is our opinion that all of the residences should have the protection of a perimeter drainage system. The perforate drainage pipe should be placed at least one foot below the bottom of the slab or the structural floor and should drain to a gravity outfall, if possible, or to a sump pit equipped with a pump. Depending upon the depth of the excavation and the proximity to the groundwater level, it may also be necessary to install an interior drainage system under the basement floor. These drainage lines should be channeled to the same outfall as the perimeter drainage system. Final details for the drainage systems can be provided as part of the site specific investigation for each lot. Special considerations should be given to the depth of any basement excavations on the South Pelican Shores site due to the groundwater conditions throughout this area of development. For preliminary considerations, garden level or raised basements with 4 to 5 feet cuts below the existing grades would be more suitable than full depth basements with typically 8 foot cuts below grade. LIMITATIONS The borings in this preliminary investigation present a reasonably accurate knowledge of the existing subsoils. Variations of the soil and bedrock conditions are always possible. Site specific investigations should be accomplished for each lot in order to provide final design criteria for the foundations, floor systems and drainage systems. If there are any questions concerning this report or when we can be of further assistance, please call. Sincerely, a,,","��up�0uRf1f j"'a WESTERN SOILS, I ta\CS� m''�� serg 3Vb.• By: _ • Gary R sson P.E. 9: ww� OOOO VILMA.T.444 5 0 * 0 1 u = Jn W WORTH PARCEL O ,7.510 ACRES • 589'43••5-E 1632.2?' 1" 5, U R d: 4 4: ,o. : � .44 PC �` u (1 i o ri pp,, E4 x r-� lr P r-� r—1 r L_J L—J L_J J L-J --J a F •• :' l_J ,L_J L-lb L-J L-J L-.-on.n ; ...: :� ,. I: ) p t �/ cy-.iit • IJ _a ' S.Y."3'- ,yam•_ a H O. Y . -s • Z C • ". E TIC I 1 itt \ r o r \ .....z. t• \\I \ -*, , , -\< 11 jkoi i I I1 /� II I I / :. / r — '-I. 120 II M libel I i ' /p1 7o L• . . lust u�•• _ C „ J V) / I n' 1 • Es ,v g r. ••••• .14 •-, IFlTo 1 i G r `1 ' sp I W 1 4 , L P �� n rWatW1 LaJ 125_1 g 48 I L 0 1 \ I r —90,1 LJJ 2,20 ` J x 14o I roll 1 O a. \ ... • 16o :: / u. r -1 I ,, ' / 1 TRACED D o \ 1: •I —rn�I r / : 122a1 k j -a =T 1 onus roe v so or on m / site i y N 1 1 . , / A za 1 4 I L 3 \ SOUTH PARCEL / L " C.) I G + 34.814 ACRES / _ llff�� "T \1 ' j W 10.00 ACCESS AND Y ._._ Q7�/� TRACT A OW-i MCGL EMT in w I �P . -«- ...--.•—s--...-w-�.—.S-�0L—i--w. iM.• 4—t- di,-4x'.1•--1, :Sit-'4—'!:"'1K•=�S i-tilY_''L';'I,_.r -.4V _5, a.-7i,--.aL-"-1 _R y i'. t. _ nA�o , S89 D8'23"W 2627.04 ®ac of cast A .o J COUNTY ROAD 26 a ia• W,J / --/ N sere ._-- n.r•tea.,A. ) ) ) , Depth Below Ground Surface W W N N H H UI O 1.71 O UI O UI O F-0 O r H ss 01 tll N N . .:/?.....h.:21,:.3.' 00�a�:O pOe.ri.-11�' O oOO.r�:�Q��j.O.'/}•�,O :.:":::::•:" o o _ ,�/aai MI ll iI-I O 0 m ri - ro O o N H S O M / . v ° v.u. H zi al o / }.3:O (1 0. 4 0. .°Q;:4CJ: 'P... q. 0.: °." �� w w r- o occ/ ' o. .c ' 'Q':rf.': Q • p:0:Q;• .• '.U;o• 0 N n w llc — N D °• -'..yo :.V: r. `•.o:'`U;e ' o, V. .V:v. ...v. II �-r::':-.....::•.:::•;:•: V H ) DO � Oo .U�.�.o 'p':Q : ��i ~ up A N �Qp�o��(y/,/y�e// v.;V IC 't!..,V,p. .O a ,.•i:.::....• ,•®• / 1-+ vOQ��.IIn�O.n�..oO Qad�yQ iL110 °.O'Q.n�L�a 1:o L:I�•:� I II � ..- r, O r ) ) ) Depth Below Ground Surface W W N N N I-' UE O UI O UE O UE O • • 1.///////// :r ii r� t .t ti r ! I . t t ir+ r r r p7 //////// :J If(( r er r { - .br r ( s r; t r i t I /// 1.i.'ir 4.iF t rlc d { ir1 :"�rl; s i, .r } i ' .F . F-, O •+ O O N i"' NJ NJ ) //'// tf ':iy l F Irn:'.! t ':.i r f u : I J y I '. r J .. r+ r, CO ////!/ r :.F i s 7e � } r (.F sr } i. � r i F i. ////// .r,.sl..W.,I .. _,ur„ .ia.f ..yr .r.M rEq...' .:.v .li p.. ...rt } ins:. .. s.. r j: , tsi ro = XI O Li tri ttiF] I N 111 ami o I O1 C to O e ..th-.i. .... (.'t.J.. ,w e, c'w.t .Ft. W i f. . r..::V .:\Jf i ...ig �uu e.....,i:'.1.L(i...'i wt•1.1 0 W N i to CO CO N p 0. O:'. } tti�.:{..1sF�° !Lr- Fi } FI mfr i 4P4i 1..i > r t qtr ri4y r )n{t 1 rJi.ry 0 O.L !' ' t sr i jr i.roll iglig ljE tg ii�.rf#tr r {r s, r 1 n -t r r v -cito +i i 1' 1,,'._ FFF\ u In 1... .n hs t ,..a.1 J.. 1 .ud sF L.:. .Uwif.::: y,,,a F-" ,i cl., iL iii.2:,4i,. ,p J ..y ;u::tV"U :V.a..OE/o' p: ..V .v o... fp- N. H," no..now. ..... .D...d...R.7r7r(•,' I f N LEGEND AND NOTES FILL, Mixture of silty, slightly clayey to clayey, sands and clayey, slightly sandy silts, soft to stiff, brown, dark brown to grey PILL, Predominately slightly clayey, silty sands & gravels with occasional cobbles, brown, medium dense to dense TOPSOIL, clayey, silty, sandy, dark brown, loose te \\ CLAY, silty, sandy to very sandy, brown to olive brown, medium stiff SAND, silty to very silty, with occasional gravel, dark brown to brown, medium dense d' ' SAND & GRAVEL, silty with scattered cobbles, brown to orange brown, medium dense to dense SANDSTONE, silty to very silty, slightly clayey, to CLAYSTONE, silty, slightly sandy, olive brown to grey, hard to very hard ]30/12 Indicates that 30 blows of a 140 pound hammer were required to drive a 2 inch diameter sampler 12 inches. 10/11 Indicates groundwater level, if encountered, and date which reading was taken. Indictes drill rig encountered refusal due to dense cobbles Laboratory Test Results Table 1 Project #2002-89 PROPERTIES AT NATURAL CONSOLIDATION/SWELL DESCRIPTION MOISTURE CONTENT Natural Natural Unconfined Loading Settlement Settlement Swell Moisture Dry Density Compression (DRY) (Saturated) (%) (PCF) (PSF) (PSF) (%) (%) (%) Test Boring 1 @ 3' 100 0.4 0.2 Fill, slightly 5.0 106.3 5000 1000 2.1 clayey, silty to 3000 4.1 very silty sand, 0.2%Swell upon the addition of water brown. Test Boring 1 @ 9' 100 0.4 0.6 Fill, very silty, 10.1 121.1 >9000 1000 0.8 sandy, gravelly 3000 2.2 clay, dark brown 1.0%Swell upon the addition of water to grey. Test Boring 2 @ 9' 500 5.5 5.5 Fill, clayey, 28.8 88.1 1000 1500 9.0 slightly sandy 3500 14.0 silt, grey to black. 0.0%Swell upon the addition of water Test Boring 2 @ 29' 500 0.3 Sandstone, 16.5 113.6 >9000 150 0.3 0 0.9 slightly clayey, 3500 1.9 silty, olive brown 0.0%Swell upon the addition of water 8500 3.3 to brown. Test Boring 4 @ 9' 100 1.0 0.5 Fill„silty, sandy 12.0 112.8 8000 1000 2.7 to very sandy 3000 4.3 clay, brown. 0.5%Swell upon the addition of water Test Boring 6 @ 9' 100 0.9 0.9 Sand, very silty, 8.3 117.8 N/A 1000 2.8 slightly clayey, 3000 4.6 dark brown. 0.0%Swell upon the addition of water Test Boring 10 @ 4' = , 500 0.7 0.7 Sand, very silty, 6.3 108.3 N/A 1500 2.0 slightly clayey, 3500 3.6 dark brown. 0.0%Swell upon the addition of water Report Date: 07/02/2002 02:32PM WELD COUNTY TREASURER Page: 1 STATEMENT OF TAXES DUE SCHEDULE NO: 80551301 ASSESSED TO: RIVER RUNS THROUGH IT LLC PO BOX 17130 BOULDER, CO 80308-0130 LEGAL DESCRIPTION: PT SE4 36-3-68 EXC BEG SE COR 589D58'W 2627.04' N01 D32'E 1156.25' S81 D52'W 446.64' S09D00'E 307.28' SO4D05'W 327.31'S24D42'W 272.85' S78D26'W 75.43' N86D59'W 335.42' N62D40'W 254.46' N05D09'E 208.01' N76D53'E 182.51' N44D48'E 296.41' N01D16'E 372.29' N45D38'W 30.84' S68D48'W 217.85' $63D10'W 113.33' $68D12'W 92.34'S67000W 169.38' N89D19'W 39.88' N66D48'W 292.82' S73D00'W 111.06 S48D35'W 101.33' S13D33'E 115.12' S38D54'E 163.26' S26D19'E 127.54' S57D17'W 41.84' S85D35'E 159.66'S06D25'E 163.06' SO4D01'E 188.89'S22D32W 55.76' S59026'W 64.24' S87D07'W 262.45' S86D36W 244.80' N71D39'W 62.13' N89D33'W 168.33' N87D35'W 208.88' N81D16'W 128.46' NO2D07'E 168.10' N0SD57'W 92.83' NOOD48'W 227.72' N03D56'E 237.45' N36D18'E 158.20' N00D00'E 87.92' N40D48'W 118.41' N01D57'E 18.79' N88D32'W 102.58' 501027'W 1223.69' N89D58'E 2627.04' TPOB. (1R1D) PARCEL: 120736000060 SITUS ADD: TAX YEAR CHARGE TAX AMOUNT INTEREST FEES PAID TOTAL DUE 2001 TAX 25,432.60 762.98 0.00 26,195.58 0.00 TOTAL TAXES 0.00 GRAND TOTAL DUE GOOD THROUGH 07/02/2002 0.00 ORIGINAL TAX BILLING FOR 2001 TAX DISTRICT 2336- Authority Mill Levy Amount Values Actual Assessed WELD COUNTY 20.559 6,964.16 VACANT LAND 1,168,062 338,740 SCHOOL DIST RE1J 36.256 12,281.36 NCW WATER 1.000 338.74 TOTAL 1,168,062 338,740 SVW WATER 0.258 87.39 MTN VIEW FIRE(BOND 0.420 142.27 ST VRAIN SAN 5.521 1,870.18 - - WELD LIBRARY 3.249 1,100.57 LONGMONT SOIL 0.000 0.00 MOUNTAIN VIEW FIRE 7.817 2,647.93 75.080 25,432.60 - TAXES FOR 2001 ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES. CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE AFTER THE FOLLOWING DATES: PERSONAL PROPERTY AND MOBILE HOMES-AUGUST 1, REAL PROPERTY-AUGUST 1. TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIERS CHECK. P.O. Box 458 Greeley, CO 80632 (970)353.3845 ext.3290 at Report Date: 07/02/2002 02:36PM WELD COUNTY TREASURER Page: 1 STATEMENT OF TAXES DUE SCHEDULE NO: R0551201 ASSESSED TO: RIVER RUNS THROUGH IT LLC PO BOX 17130 BOULDER, CO 80308-0130 LEGAL DESCRIPTION: PT SE4 36 3 68 BEG SE COR S89D58'W 2627.04' N01 D32'E 1156.25'S81 D52'W 446.64' S09D00'E 307.28' SO4D05'W 327.31'S24D42'W 272.85' S78D26'W 75.43' N86D59'W 335.42' N62D40'W 254.46' N05D09'E 208.01' N76D53'E 182.51' N44D48'E 296.41' N01D16'E 372.29' N45D38'W 30.84' $68D48'W 217.85' S63D10'W 113.33' $68D12'W 92.34' S67D00'W 169.38' N89D19'W 39.88' N66D48'W 292.82' S73D00'W 111.06 S48035'W 101.33' S13D33'E 115.12'S38D54'E 163.26' S26D19'E 127.54' 557017W 41.84' S85D35'E 159.66' S06D25'E 163.06' SO4D01'E 188.89'522032W 55.76'S59D26'W 64.24' S87D07'W 262.45' S86D36'W 244.80' N71D39'W 62.13' N89D33'W 168.33' N87D35'W 208.88' N81D16'W 128.46' NO2D07'E 168.10' N08D57'W 92.83' NOOD48'W 227.72' NO3D56'E 237.45' N36D18'E 158.20' N00D00'E 87.92' N40D48'W 118.41' N01D57'E 18.79' N88D32'W 102.58' 501027'W 1223.69' N89D58'E 2627.04' TPOB. (2R) PARCEL: 120736000059 SITUS ADD: TAX YEAR CHARGE TAX AMOUNT INTEREST FEES PAID TOTAL DUE 2001 TAX 3,263.72 97.91 0.00 3,361.63 0.00 TOTAL TAXES 0.00 GRAND TOTAL DUE GOOD THROUGH 07/02/2002 0.00 ORIGINAL TAX BILLING FOR 2001 TAX DISTRICT 2336- Authority Mill Levy Amount Values Actual Assessed WELD COUNTY 20.559 893.70 RESIDENTIAL 475,109 43,470 SCHOOL DIST RE1J 36.256 1,576.04 NCW WATER 1.000 43.47 TOTAL 475,109 43,470 SVW WATER 0.258 11.22 MTN VIEW FIRE(BOND 0.420 18.26 ST VRAIN SAN 5.521 240.00 WELD LIBRARY 3.249 141.23 LONGMONT SOIL 0.000 0.00 MOUNTAIN VIEW FIRE 7.817 339.80 75.080 3,263.72 - TAXES FOR 2001 ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES. CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE AFTER THE FOLLOWING DATES: PERSONAL PROPERTY AND MOBILE HOMES-AUGUST 1, REAL PROPERTY-AUGUST 1. TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIERS CHECK. P.O. Box 458 Greeley, CO 80632 (970)353-3845 ext.3290 a OCY Kg* W�4I Federal Emergency Management Agency Washington, D.C. 20472 January 2,2003 MR.DOUGLAS R.LAIHO CASE NO.:03-08-0025A AYRES ASSOCIATES COMMUNITY: WELD COUNTY,COLORADO 400 SOUTH MCCASLIN BLVD. SUITE 200 (UNINCORPORATED AREAS) LOUISVILLE,CO 80027 COMMUNITY NO.:080266 DEAR MR.LAIHO: This is in reference to a request that the Federal Emergency Management Agency (FEMA) determine if the property described in the enclosed document is located within an identified Special Flood Hazard Area,the area that would be inundated by the flood having a I-percent chance of being equaled or exceeded in any given year (base flood), on the effective National Flood Insurance Program (NFIP) map. Using the information submitted and the effective NFIP map, our determination is shown on the attached Letter of Map Amendment (LOMA) Determination Document. This determination document provides additional information regarding the effective NFIP map, the legal description of the property and our determination. Additional documents are enclosed which provide information regarding the subject property and LOMAs. Please see the List of Enclosures below to determine which documents are enclosed. Other attachments specific to this request may be included as referenced in the Determination/Comment document. If you have any questions about this letter or any of the enclosures, please contact the FEMA Map Assistance Center toll free at (877) 336-2627 (877-FEMA MAP) or by letter addressed to the Federal Emergency Management Agency, 3601 Eisenhower Avenue, Suite 600, Alexandria, VA 22304-6439. Sincerely, Michael Grimm, Acting Chief Hazards Study Branch Federal Insurance and Mitigation Administration LIST OF ENCLOSURES: LOMA DETERMINATION DOCUMENT(REMOVAL) cc: State/Commonwealth NFIP Coordinator Community Map Repository Region Page 1 of 2 Date: January 2, 2003 Ca Jo.: 03-08-0025A LOMA a'` Federal Emergency Management Agency Y g g enc Y III�C` Washington, D.C. 20472 LETTER OF MAP AMENDMENT DETERMINATION DOCUMENT (REMOVAL) COMMUNITY AND MAP PANEL INFORMATION LEGAL PROPERTY DESCRIPTION WELD COUNTY,COLORADO Portions of Section 36, Township 3 North, Range 68 West, 6th Principal (Unincorporated Areas) COMMUNITY Meridian, as described in the Warranty Deed recorded as Document No. 2815462, in the Office of the Recorder,Weld County, Colorado COMMUNITY NO.: 080266 NUMBER:0802660855C The legal description of the portions mentioned above are as follows: North Parcel AFFECTED NAME:WELD COUNTY, COLORADO BEGINNING at the northwest corner of the south half of the northeast quarter MAP PANEL (UNINCORPORATED AREAS) of Section 36; thence S 89°43'45" E, 1335.54 feet along the north border of the south half of the northeast quarter; DATE:09/28/1982 FLOODING SOURCE: ST.VRAIN RIVER APPROXIMATE LATITUDE&LONGITUDE OF PROPERTY:40.177,-104.941 SOURCE OF LAT &LONG: PRECISION MAPPING STREETS 4.0 DATUM:NAD83 DETERMINATION OUTCOME 1%ANNUAL LOWEST LOWEST BLOCK/ WHAT IS CHANCE ADJACENT LOT LOT SECTION SUBDIVISION STREET REMOVED FLOOD FLOOD GRADE ELEVATION FROM THE ZONE ELEVATION ELEVATION SFHA (NGVD 29) (NGVD 29) (NGVD 29) Portion of Property C 4810.4 feet _, 4810.4 feet (north) Special Flood Hazard Area (SFHA) -The SFHA is an area that would be inundated by the flood having a 1-percent chance of being equaled or exceeded in any given year(base flood). ADDITIONAL CONSIDERATIONS(Please refer to the appropriate section on Attachment 1 for the additional considerations listed below.) LEGAL PROPERTY DESCRIPTION ZONE A DETERMINATION TABLE (CONTINUED) PORTIONS REMAIN IN THE SFHA This document provides the Federal Emergency Management Agency's determination regarding a request for a Letter of Map Amendment for the property described above. Using the information submitted and the effective National Flood Insurance Program (NFIP) map, we have determined that the described portion(s) of the property(ies) is/are not located in the SFHA, an area inundated by the flood having a 1-percent chance of being equaled or exceeded in any given year(base flood). This document amends the effective NFIP map to remove the subject property from the SFHA located on the effective NFIP map; therefore, the Federal mandatory flood insurance requirement does not apply. However, the lender has the option to continue the flood insurance requirement to protect its financial risk on the loan. A Preferred Risk Policy (PRP) is available for buildings located outside the SFHA. Information about the PRP and how one can apply is enclosed. This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have any questions about this document, please contact the FEMA Map Assistance Center toll free at(877) 336-2627 (877-FEMA MAP)or by letter addressed to the Federal Emergency Management Agency, 3601 Eisenhower Avenue, Suite 600,Alexandria,VA 22304-6439. Michael Grimm,Acting Chief Hazards Study Branch Federal Insurance and Mitigation Administration Version 1.3.3 2418029CAM01081650025 Page 2 of 2 Date: January 2, 2003 Cat o.: 03-08-0025A LOMA fir\ Federal Emergency Management Agency Y g Washington, D.C. 20472 LETTER OF MAP AMENDMENT DETERMINATION DOCUMENT (REMOVAL) ATTACHMENT 1 (ADDITIONAL CONSIDERATIONS) LEGAL PROPERTY DESCRIPTION (CONTINUED) thence S 64°49'30"E, 569.19 feet; thence southeasterly,290.62 feet along a curve to the right having a radius of 330.00 feet;thence S 14°21'58" E, 111.76 feet; thence N 69°50'36"W, 550.04 feet;thence N 85°15'30"W, 321.70 feet;thence S 84°45'46"W,401.24 feet; thence S 80°36'58"W,400.62 feet;thence S 77°37'01"W, 402.68 feet;thence S 50°28'29"W,62.88 feet; thence N 01°27'23" E, 585.86 feet to the POINT OF BEGINNING South Parcel BEGINNING at the southeast corner of Section 36;thence N 01°32'16" E, 1156.25 feet along the east line of Section 36; thence S 81°52'26"W,446.64 feet; thence S 09°00'03"E, 307.28 feet;thence S 04°05'48"W, 327.31 feet; thence S 24°42'05"W, 272.85 feet; thence S 78°26'21"W, 75.43 feet thence N 86°59'25"W, 335.42 feet;thence N 63°57'12"W, 118.45 feet;thence N 60°54'28"W, 86.21 feet;thence N 62°40'14"W, 49.87 feet;thence N 05°09'36" E, 208.01 feet; thence N 76°53'05"W, 182.51 feet thence N 44°48'44"E, 296.41 feet thence N 01°16'01" E, 372.29 feet;thence N 45°38'28"W, 30.84 feet; thence S 68°48'40"W, 217.85 feet;thence S 63°10'10"W, 113.33 feet; thence S 64°34'24"W, 145.44 feet;thence S 66°23'08"W, 70.26 feet;thence S 76°39'14"W,46.25 feet; thence S 89°55'53"W, 20.58 feet; thence N 88 °01'44"W, 37.91 feet;thence N 78°28'03"W, 61.85 feet;thence N 66°33'10"W, 98.82 feet;thence N 57°56'09"W, 63.46 feet thence N 74°15'43"W, 51.88;feet thence N 88°27'16"W, 42.87 feet;thence S 66°03'57"W, 87.55 feet;thence S 48°35'22"W, 60.37 feet; thence S 17°02'05"W, 24.49 feet; thence S 13°33'57" E, 100.63 feet; thence S 38°54'11"E, 163.26 feet;thence S 26°19'57"E, 98.83 feet;thence S 50°01'08" E, 68.24 feet; thence S 76°18'59" E, 29.86 feet;thence S 85°35'05" E, 126.20 feet;thence S 06°25'08" E, 163.06 feet; thence S 04°01'45"E, 188.89 feet;thence S 22°32'18"W, 55.76 feet; thence S 59°26'34"W, 64.24 feet; thence S 87°07'10"W,224.76 feet; thence S 02°52'50"E, 139.62 feet;thence N 89°58'23"E, 1663.12 ("'to the POINT OF BEGINNING ..cTERMINATION TABLE (CONTINUED) OUTCOME 1%ANNUAL LOWEST LOWEST WHAT IS CHANCE ADJACENT LOT BLOCK/ REMOVED FLOOD FLOOD GRADE ELEVATION LOT SECTION SUBDIVISION STREET FROM THE ZONE ELEVATION ELEVATION SFHA (NGVD 29) (NGVD 29) (NGVD 29) Portion of C 4810.0 feet 4810.4 feet Property — (south) PORTIONS OF THE PROPERTY REMAIN IN THE SFHA (This Additional Consideration applies to the preceding 2 Properties.) Portions of this property, but not the subject of the Determination/Comment document, may remain in the Special Flood Hazard Area. Therefore, any future construction or substantial improvement on the property remains subject to Federal, State/Commonwealth, and local regulations for floodplain management. ZONE A (This Additional Consideration applies to the preceding 2 Properties.) The National Flood Insurance Program map affecting this property depicts a Special Flood Hazard Area that was determined using the best flood hazard data available to FEMA, but without performing a detailed engineering analysis. The flood elevation used to make this determination is based on approximate methods and has not been formalized through the standard process for establishing base flood elevations published in the Flood Insurance Study. This flood elevation is subject to change. ,ais attachment provides additional information regarding this request. If you have any questions about this attachment, please contact the FEMA Map ;istance Center toll free at(877)336-2627(877-FEMA MAP)or by letter addressed to the Federal Emergency Management Agency, 3601 Eisenhower .enue,Suite 600,Alexandria,VA 22304-6439.�L Michael Grimm,Acting Chief Hazards Study Branch Federal Insurance and Mitigation Administration Version 1.3.3 2418029CAM01o81650025 Hello