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2657 Arosa 1999 Wetland Drainage Reports
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'_ - ' ,_Please`find-enclose,d two-copies�of youriwetla.nd delineatiion report foi the `A fra�cne,''; � ,� � .\ T . � ! � � _ iti , : � „ � ' � � � �';. ��':property on Arosa`Dnve.;Suice;t his is,very 1'ate for;'con ductu�g fie l dwor lc for de lineation ' � �r ��?re�orGs I woulcl recommelid that:if y,ou"propose a�iy.�irnp.acts to t_lie wetlands;;we veii;fy the " - �; , � ��:. �. >. - �- �;; , . ,. , — � , . - _ � � .: � �.'_ ' � boundary,in:the,s�ar�ig.We are conftcl'ent that Che.�boundaiy we�ia�e�flagged is a., , � ; � . �; - . i , , � ., �,, . ` , . conservative.deliriearion,,.the.w�tlands=ar'ea may actt,ially b.e narro�er iri'the s:ectizoxi below `� � :; i, :' � ��r � ,: � � -,the`oulvert. � �� - _� ' � � ' ��_ ,���� ����r� � � , , , , , , � � - ' ,;� ,.. I ti . �. � �� �� '�= �. � �� ��� � �� j �I, � ��. ' .P,le�se�do not hesita,te to,call if you have any questions�regarding'the�planning for the�� .�; � = ` i � , � � , `' ';bridge ox patiiq. 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H � �..._._..-�-: � � w u, —_='�..-%-%'..�----���.,..,�.=•�% � ,=: ,;_�/ c!� r- '�' ��'�-�.";= `.J _ m�. � ��_.:-��'"�.x�. y �_=: �M � � ��.._ � O � � �/5� /__-•-._.--�„�-/• ���/� ,-%=•_.=='�j �����' LL (� N - � -_ ^"1� j ����� %"`...-- ��06\ e� .�:�%,—��- %r�=- � �- ! � �� / '��+�..� (��-- ,"\ �e-� � ', �°`�'�. � ' �\ �.1 / � �� ` \ � � / �� ' `J /' ;'r„>/ Cl�` / v . :. � � � ^ -���� :� �\\ ., \� \ _ Q -..�. - �.z� $ �� �� . �'l. /� - �%��� ��� � �` � � � - -- - �J �; �---� /'. -�) d� `�". ,:� ^ �'�� � i i ^ �J� -- _ o ._..� _ � O " � O .� (� ` � � Q `�� C,, � U o ._. � � �� z � I� � C.�. �:)�; � ��--=--_-� s � � v m � • � ��ji 'ry � . �. 1•'���� . ' � ,,\\``"'--'�~���\�\ �\� � ����\ �"�_.�''� i i � . WETLAND DELINEATION REPORT AR.OSA DRIVE,VAIL, . EAGLE COI..�NTY, COLORADO I. INTRODLICTTON Montane Environmental Solutions, Ltd. (Montane) was retained by The Town of Vail (Town) to identify jurisdictional wetlands that may occur on Town properCy located on Arosa Drive in West Vail. The property is a 0.417 acre lot located in the NE i/4 NW 1/4 Section 14 ; Township 5 South, Range 81 West, 106° 25' 31" West, 39° 37' 25" North (Site). It is accessed from the Wesr Vail exit of I-70, west to the end of north frontage road west which turns north and becomes Arosa Drive. (FI�LIIZE 1). The Site is the first lot on the south west corner of Arosa Drive. The delineation was conducted on November 8, 1999 as part of planning efforts in the development of affordable housing on the Site by the Tovm. , II. C��tERAL SITE DESCR.IPTION The Site is located at the west e�ent of tlie Town of Vail, immediately east of Dowd Junction. It is a gently sloping lot which is at the toe of a steep lodgepole forest to the west. Undeveloped aspen woodland is immediately north and Arosa Drive is to the east and south of the Site. A small abandoned house exists on the Site. This structure will be removed as part of the affordable housing development. III. WETLf1ND DESCRIl'TION The wetland is a low order narrow fringe riverine wetland associated with a small unnamed drainage flowing north to south through the Site. The drainage was dry at the time of survey despite being supported by an apparently large drainage area. Very little wetland developrnent was evident and in most areas the wetland boundary was confined to the banks of the small drainage. In a short section, a few willows alongside the drainage indicated a wider influence of hydrology. Where the drainage daylights from a culvert below the Site driveway it is lined with large boulders and timbers. It then widens for iwenty feet before entering another culvert and disappearing under I-70. It is possible that �lie wetland may be confined to the immediate drainage, but due to the difficulties of delineating in the late fall, the wetland was assumed Co follow a wider area and a topographic break.The vegetative community was dominated by non-native grasses such as smooth brome and orchard grass. N. METHODS LLSED The wetland delineation tnethods used were in accordance with the U.S.Army Corps of En_p_,ineers Wetlands Delineation Manual, January 19$7, except that soil pits were not dug because the Wetland Delineation—Arosa Drive.Toavn of Uail 1999 p. 1 subsurface was frozen. The boundary was primarily based upon topography and identifiable vegetation. If any impacts are proposed, it is recommended that the boundary be verified in the spring. V. RESOLII�.CES l. U.S.Army Corps of Engineers (1987),Wetland Delineation Manual. 2. U.S. Fish and Wildlife Service (1988}, National List of Plant S�ecies that Occur in �Ietlands Re ion $ . 3.Weber,W.A. (1996), Colorado Flora:�Western Slo�e�, Colorado Associated University Press. ; I �, Wetland Delineation—Arosa L?rive.Town of Uail 1999 p�2 � I � _ , .... _ _ ,x __ ; 4 . . , . ,i ��� 1, ,.- �� a "� :,? t � '� IY `�' �, �. .� ,F, � . - « PHOTC��R.APH 1_ " ' � � �,, „�-°� �� , - p - ASPEN WOODLAND �' .' ; ��' � , . '""���`�� � ' NORTH OF SITE �.. �, _. ,.,_: ., �`- - s '�' ='� �`��%� "�;r , � ,, :, , . , _.���� • ; .,�,�.,,,,,� �.,d"��*.�� . � , , x . ��n-.y � �;Kt ' " ,. ;;,, ` , w�....,,:.... .��,,�.: � _"••� j'�,�.«,r- �.,_ ;��i�'r+� r r., ' r � � �"� -�;.""`�qG..�"/"�z�..ti,�•,r!$*���. ,�+�5- � �r�.�,ow�. 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" . y �' ` ,�-'� S+ r�`� '� �...� '3�+.�"� -�: sr� � .� EXTENT OF SITE �,�?�,�'"u' ,,,;,,,�,,�a+ '" ,.'�: �;y;��„� �;� �.:�.�, �;'��, .�� �'y G�^Y�������d 'S�� ,i,���r' �,"t µ(�������`��� z k,.-� '.c �� �Jti.a:r��,(��..- '"` �£r�t �,� !f`�J . r f �I`� ��IY��L �� c4'�{K ��, -iy' . � Rt\ J4 y ' . . �:.,P }r 7:y J�4w��.{t M1�a��+�� . . . g� � y F� f'`��,Zr'�w'k9���?�^�„^+,+��' S.rr.� �j�; � �,i��� � ��i�l`tr�j<� !T.1...�. a�� �rr 1 ,,�c ��,SY. �C ri��� �fp+Db'.r � iI�M I � : , r �q1,��'A'+Fyr 44 �`�.�NY%F��r�a3 �' � � , ,. aK� � �a� �II` I 1'r��'� � p` I,. ��iL��ES�`" `:U �,t�,i'^;L"�3�4t�X�V��' ^��..r�r a .. �'f4 ��� � -�c��(� �� � , � ���f��`c'f ..� ste.� t�l����}.�. 8 ' ���'�� '. cY r'v. - '".��`KU+I ��:�� ..�' r!< � I ?;i J". p,.-�1j ^4+e�r, ��i� _„ti ,,,� r y, !?���� r�t��.l '4:,�:"±'^,�l�r.ac�`:�'. _.:..-ia.,_n„fi':5t... . ��P:.�±ta+r,�.. a.a . .t l. � ,�<� � , . �: ,� �; � _ t � � � , �, > � � - z � � ,.:: � �� �.,,';�_. ........s.,._.,W..�.�,. ..._ � �' #� � ,��., i�� � PEA1C �1D CON�ULT'AnlTS, IIVC. � PEAK LAND SURVEYING, �NC. 97(}476-8644 p FAX 970-476-6616 • 1000 LION'S RIDGE LOOP•VAIL, CO 81657 PEAK CIVIL ENGINEERING, WC. O�FSI'I'E I)I2AIleTAGE S'I'�Y A-I+'�2AM� SITE TOWN OF VAIL, EAGLE COUNTY, COLORADO ' � MAY 17, 1999 � Prepared For: Town of Vail Comrnunity Development Prepared By: � Peak Civil Engineering,Inc. 1000 Lion's Ridge Loop Vail, CO 81657 � • PLC Job#500 • y. �N'�"A�OI)YTCTION The A-Frame duplex is located at 2657 Arosa Drive in the Town of Vail, Eagle County, Co�orado. The existing site is located at the outlet of a large drainage basin which extends north approximately 13,000 feet. The drainage basin consists of aspen forest, evergreen forest, and a small amotult of residential development. � The A-Frame site is scheduled to be re-developed as Town of Vail einployee housing. This drainage study estiinates the runoff from a 100-year storm event and 100-year snowmelt. Additionally, the ability of proposed drainage sfiructures to convey the runoff through the site is illustrated. II. I�YT�ROLO�-�' � The drainage basin for the site was defined using the USGS Vail West and Mintlun Quadrangle maps. The basin slopes from north to south and was determined to be approximately 676 acres(1.06 square miles). The off-site drainage basin plan is inchided in the appendix. The TR-55 Tabular Hydrograph Method found in the Softdesk Hydrology Module was used to compute a peak flowrate for the 100-year event. A ntnoff curv.e number of 64 was used based on the basins soil type and cover conditions. A chart showing the percentage of cover conditions and soil types is found in the appendix. Additionally, a soils map is found in the appendix. Rainf'all intensity was estirnated from "Procedures for Determining Peak Flows in Colorado",published by USDA-SCS. Time of concentration for the basin was determined to be 0.8166 hours. This value was based on 300 feet of sheet flow, 2300 feet of shallow concentrated flow, and 10400 feet of open channel flow. The data used for time of concentration calculations is shown in the appendix. � The runoff flowrate for the 100-year event was determined to be 44.78 cfs. A snowmelt coefficient of 0.08 cfs/acre was also used in the analysis, leading to a snowmelt runoff of 54.12 cfs. Estimated flowrates over a 24-hour period are shown in the appendix. I��. �I�'Dk2AULiCS Flow from the drainage basin enters the existing site at tlle southwesteixz boundary and continues along the northern boundary of the site. The drainage channel conveys flow through the site passing Ltnder the driveway thxough an existing 24-inch culvert. The . channel discharges at the southeast corner of the lot towards a culvert under I-70 and ultimately into the Gore Creek. The current grading allows water to flow away frorri the existing building. The culvert analysis was performed using the 100-year snowmelt runoff of 54.12 cfs since it is the larger of the two 100-year runoff values. In the event that the 100-year rainfall runoff and 100-year snowmelt runoff occur simultaneously, it is assumed that the snowmelt runoff will flow through the culvert and excess rainfall runoff will overtop the � driveway. Therefore, it is recomrnended that a dip be placed across the driveway to facilitate flow to the drainage channel on the opposite side. The driveway and surrounding ground slopes away from the building, so a dip in the driveway should adequately convey flow away from the duplex. . The existing 24"culvert under the driveway will not be adequate to handle the 100-year snowmelt runoffs. Two 30"corrugated metal pipes with headwalls and end sections arre proposed, and will be capable of conveying the 100-year snowmelt. The corresponding headwater depth for two 30"pipes is 2.9'. Therefore, it is recommended that 30' lo�g pipes be placed at a 4% slope with an invert entrance elevation of 7906.1' and exit elevation of 7904.9'. This will prevent any damage to the duplex from headwater backup. Calculations for the proposed culverts are included in the appendix. See the Proposed Town of Vail Site Plan in the appendix for plan view of the culverts. Channel analysis and rip rap calculations were performed using the total peak � flow(snowmelt runoff and 100-year event runof� of 98.90 cfs. A trapezoidal channel 30 inches high with a bottom width of 24 inches and side slopes of 1.5:1 is proposed to convey water through the site. Rip rap is recommended at the culvert entrance and exit. Calculations for both the channel design and rip rap are included in the appendix. The locations of channel calculations are shown on the Proposed Town of Vail Site Plan. �,pPendgx � i) Off-Site Drainage Map ii) Rainfall Intensity Map iii) Soil Survey Map iv) TR-55 Output and Supporting Data v) Hydraulic Calculations (Channel, Rip Rap, and Culvert) . vi) Proposed Town of Vail Site Plan / � `p�y " •i� %�'��i ; 1���"�'•\ ��l��i: /. ^ i i. � � '� \�. �.�� \ / / �.,��/ . � .. i � , � � ' ,\.�\�� �' .�• ` .1 ,' /'� � 1• ..` �/CC�` ��\`��•���'i ���,1 -� �^`�i� ; \� � ��.� 1) i ';�\,:: ��'� �,\ . � .�� ��((� . : t �.��� ��I� �� .�' \ �� \�,. ,\, t / �.j � � -.� ! I� \ \ � \� •.13u � � �� � �.� ��'� - , �\-� _ ' � � •�. � �� (., � . ��/1 t �� \� `\ \��.�;'r.0�32.,, � � \ � �r�..%.' �'•�.1�� �I� .�� `( _ -;�_-� .'t-�.�: i. \ .\ .. - �� \ '\�ti' , ' ..; _ `� " '• � ` ` � ..�• . � I � ��. ,_ _ �i � �� {'.. �..'' t � � \ \� `�' ��;••. � ��� _.� . t i ----+�; � � i � ,' 1�;` \ �� I � ;�; 1,� �� ��� ��� 1_=---� •\ \ .-----i��6E,._ i � \` \. "1 ).I r'. .��"� ' . �J��.). 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'ul�'i?i.��n�..�._:s.td�-.��'.1�+5.'.V�l�':�.:�'��.,.+ta'.�;`..._:�.sr.'_';.��es�._.Yf..i^.yYi�-;.a".,J,,.:. x�'r�^�...L����l(�,�,�1Yw�c��.Y.-f�nr'?'u _.. =�.2r.u'...�..;4:,t_'�t'st..._r,.....r�:�2�r5�.�r��'•Y•O:��P.[.`?rT:s A-F�ME, 'I'0�6'VN O�'VAIL �V�IGHTEID �YJR�E N�TMBE�2 CALCUJLAT�ONS SUB-BAS1N LAND USE SOIL GROUP ACREAGE CN % OF TOTAL 1 WF B 40G.43 60 60.0 2 WP B 104.97 66 15.5 3 WP D 12.87 83 1.9 4 WP B 94.11 66 13.9 5 WP D 11.36 83 1.7 6 WF � D 10.27 79 1.5 7 WP C 6.85 77 1.0 8 Rl/3 C 24.11 81 3.6 9 WF C 5.47 73 0.9 R1/3 =Residential lots 1/3 acre WF =Woods Fair WP =Woods Poor Weighted CN=(0.600)(60) +(0.155)(66) + (0.019)(83) + (66)(0.139) + (83)(0.017) + (79)(0.015) + (77)(0.010) + (81)(0.036) + (73)(0.009) � Weighted CN= 63.85 = 64 A-FIt�,ME O�F-SITE DRAINAGE BASIN CALCULATIONS TR-55 Tabular Hvdro�aph Method Input Summa� � Description.....................A-Frame—Off-Site Drainage Rainfail Distribution........... Type II Ia/P Interpolation.............. Off Total Area...................... 1.0560 mi2 Peak Time....................... 13.0000 hrs Peak Flow....................... 44.7824 cfs Peak Snowmelt Runoff.. 54.12 cfs Given Input Data: ------------------------------------------------------------------------------------------ Subarea D/S Subareas Area CN Tc Tt Rainfall � � Description (mi2) (hrs) (hrs) (in) --=--------------------------------------------------------------------------------------- OFF-SITE 1.0560 64 0.8166 0.0000 2.4000 Sheet Flow ' Maruiing's n..................... 0.4000 Flow Length..................... 300.0000 ft Two Yr,24 hr Rainfall.......... 1.4000 in Land Slope...................... 0.1330 ft/ft Computed Sheet flow time......................>0.6107 hrs Shallow Concentrated Flow ------------------------- , Surface......................... Unpaved Flow Length..................... 2300.0000 ft Watercourse Slope............... 0.2960 ft1ft Velocity........................ 8.7781 fps Computed Shallow flow time.....................>0.0728 hrs � � Channel Flow Flow Area....................... 6.0000 ft2 Wetted Perimeter................ 43.2666 in Flow Length..................... 10400.0000 ft ' Channel Slope................... 0.1730 ftJft Manning's n..................... 0.0400 Hydraulic radius................ 19.9692 in Velocity........................21.6988 fps Computed Channel flow time.....................>0.1331 hrs ***********x�**�************ Total Time of Concentration.....................>0.8166 hrs , *�***********�************* macom■amoammmoeommamvmmommm�vo0uomemo■aooaesmmaavn��ama�e�oaoas�amocauao� I , . A-Frame-Off-Site Di•ainage Basin Calculations TR-55 Tabular Data ' Off-Site Drainage Data 11.0000 hxs 0.0000 cfs 11.3000 hrs 0.0000 cfs 11.60001irs 0.0000 cfs 11.9000 hrs 0.0000 cfs ' 12.0000 hrs 0.0000 cfs • 12.1000 hrs 0.0000 cfs � 12.2000 hrs 0.0000 cfs 12.3000 hrs 0.2488 cfs 12.4000 hrs 2.7367 cfs 12.5000 hrs 8.4589 cfs 12.6000 hrs 18.1618 cfs 12.7000 hrs 28.6110 cfs 12.8000 hrs 37.0699 cfs � 13.0000 hrs 44.7824 cfs 13.2000 hrs 40.5530 cfs 13.4000 hrs 35.0796 cfs 13.6000 hrs 30.3525 cfs 13.8000 hrs 26.6207 cfs ' 14.0000 hrs 23.8840 cfs � 14.3000 hrs 20.8985 cfs 14.6000 hrs 18.4106 cfs 15.0000 hrs 16.1714 cfs . 15.5000 hrs 14.6787 cfs 16.0000 hrs 13.4347 cfs ' 16.5000 hrs 12.4396 cfs 17.0000 hrs 11.1956 cfs 17.5000 hrs 10.6980 cfs 18.0000 hrs 10.2004 cfs 19.0000 hrs 9.4541 cfs 20.0000 hrs 8.2101 cfs 22.0000 hrs 6.9662 cfs 26.0000 hrs 0.0000 cfs Peak Time Peak Flow 13.0000 hrs 44.7824 cfs Snowmelt Coefficient=0.08 cfs/acre Snowmelt Runoff=54.12 cfs Total Peak Flow= 100-Year Snowmelt RunofF+ 100-Year Event Runoff=98 90 cfs On-Site Chaimel Calculations Channel Caiculator—6.67%Slope . Channel Section 1 —Northern Edge of Properiy Given Input Data: Shape ........................... Trapezoidal Solving for..................... Depth of Flow . ; Flowrate........................ 98.9000 cfs Slope........................... 0.0667 ft/ft � Mannuig's n ..................... 0.0400 Height.......................... 30.0000 in Bottom width.................... 24.0000 in � Left slope...................... 1.5000 fdft Right slope..................... 1.5000 fdit Computed Results: Depth........................... 23.7278 in ' � Velocity........................ 10.0720 fps Flow area....................... 9.8193 ft2 Flow perimeter.................. 109.5517 in Hydraulic radius ................ 12.9069 in . Top width.........:............. 95.1833 in Area............................ 143750 ft2 Perimeter....................... 132.1665 in Percent full.................... 79.0926% . CriticalInformation Critical depth.................. 29.7982 in Critical slope .................. 0.0248 ftlft Critical velocity............... 6.9571 fps Critical area................... 14.2156 ft2 Critical perimeter.............. 131.4388 in Critical hydraulic radius....... 15.5742 in Critical top width.............. 113.3945 in Specific energy................. 3.5538 ft � Minimum energy.................. 3.7248 ft � Froude number................... 1.5959 Flow condition.................. Supercritical On-Site Channel Calculations Channel Calculator— 12%Slope Channel Section 2—Above Culvert . Given Input Data: Shape........................... Trapezoidal Solving for..................... Depth of Flow Flowrate ........................ 98.9000 cfs � Slope........................... 0.1200 ft/ft . Maruling's n..................... 0.0400 Height.......................... 30.0000 in Bottom widtli.................... 24.0000 in Left slope...................... 1.5000 ft/ft Right slope ..................... 1.5000 fdft Computed Results: � Depth........................... 20.6608 in Velocity........................ 12.5348 fps Flow area....................... 7.8900 ft2 Flow perimeter.................. 98.4937 in • I3ydraulic radius ................ 11.5354 in Top width....................... 85.9825 in � Area............................ 14.3750 ft2 Perimeter....................... 132.1665 in Percent full.................... 68.8695% Critical Information � Critical depth..........:....... 29.7982 in . � Critical slope .................. 0.0248 ft/ft Critical velocity............... 6.9571 fps Critical area................... 14.2156 ft2 Critical perimeter.............. 131.4388 in Critical hydraulic radius....... 15.5742 in Critical top width.............. 113.3945 in Specific enexgy................. 4.1635 ft Minimum energy.................. 3.7248 ft . Froude number................... 2.1059 Flow condition.................. Supercritical On-Site Channel Calculations Channel Calculator—16.67%Slope Channel Section 3—Below Culvert Given Input Data: Shape........................... Trapezoidal Solving for..................... Depth of Flow Flowrate ........................ 98.9000 cfs Slope........................... 0.1667 ft/ft � Maniiing's n..................... 0.0400 • Height.......................... 30.0000 in Bottom width.................... 24.0000 in Left slope...................... 1.5000 ft/ft Right slope..................... 1.5000 ftlft � Computed Results: Depth........................... 19.0987 in Velocity........................ 14.1636 fps � • Flow area....................... 6.9827 ft2 Flow perimeter.................. 92.8613 in Hydraulic radius................ 10.8281 in Top width....................... $1.2961 in Area............................ 14.3750 ft2 � Perimeter....................... 132.1665 in Percent full.................... 63.6623 % Critical Information . . Critical depth.................. 29.7982 in Critical slope.................. 0.0248 ft/ft ' Critical velocity............... 6.9571 fps Critical area................... 14.2156 ft2 . Critical perimeter.............. 131.4388 in Critical hydraulic radius....... 15.5742 in Critical top width.............. 1133945 in Specific energy................. 4.7091 ft Minimum energy.................. 3.7248 ft Froude number................... 2.4595 Flow condition.................. Supercritical _: :_,- � __.. ,. ; - i i , .'_ '-_I ;' _ � � i ��. _;.. , '= , , ,..; - ,-� , -- ;:__� _: . - - __ .. � � � �. '" Fl��1 N(� 1���1��tJ�l G,F �NNF_-�. , , � . . �-I_ ; ' ' �- ; i �Ll, _._.. �, I ...._ _ _ __ _. __ _ ._ - -----� _.;. _ ; � � . : -i i- �_ , . _ i , ; � . _ � �(I� 1�'A-(� . �x11LCr)��-TIG�'V�;_ _ ;_ �_.� ; : _ ,_._. _ , --, ____; _. _ _ , . , � ,`� d,l:�. . _' . � , V . _. _ � - -- ' I � � � .. 0.5-..._ ...__ . .__._ p�b� =.._. _..��_.J�_ _ . .. __ _ .. V.�_.i�1��1,rv._t�lt�-��t.J.��. II�.I-�-��i.y--(�-�'�-/rc.:�,� '_. 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I I����_I - __ , _.. �. i � � __._._.__.._ . __ - �I � I � ' � I CLASSIFICATION AND GRADATION OF ORDINARY RIPP.AP * Ripr•ap % Smaller Than Intermediate Rock d50- Desi�nation Given Size Dimension By Weight ( Inches) (Inches) Type V� 70-100 12 50-70 9 35-50 6 6** 2-10 2 Type L 70-100 15 � 50-70 12 35-50 g 9** 2-10 3 Type M 70-100 21 50-70 18 35-50 12 � 12 2-10 4 Type H 100 30 � 50-70 24 35-50 18 1$ 2-10 6 Type VH 100 42 50-70 33 35-50 24 24 2-10 g *d�� = Mean particle size Ta�C� ��m.: Urb�n. sk�-m .D�-a.i�a9e Cr;�ex;a'M���a-� .�e�ver ��iana� �uvtici� ot� C nver�YYt�iyt�s� bY 1�Uri51�t� — Vi'1cLan��lih zhgi�eers� � �Vl ar���t ! `� (o q, 100 90—� - -- - - - eo-- � — — -- z 7Q ---- - — - � w 3 � -------�- ----- - � �' yJ -- — _ � w z 40 - � z 3 --•- � "� — � � � � � I w 2 -•- a 1 -�-- - � 0 1 . 2 3 4 5 6 7 8 9 l0 20 30 40 yJ 6J INTERNEDIATE ROCK DIMENSION- INCNES GRADATION �F ORDINARY RIPRAP �Taken �rowi: 'a Y���t�a f l�-ba�.t., 5�-orm TJr-rx�nA��, Cr��en � .�e.Y1 V�•r"�-c,�i�►�a� Cou wci� o t' G oVe,r'Yl t�te�t�S� .�y W rigY►�- IM�La u91���►� �►��i�eers� �(V�a rC� I`� �O q . Manning Pipe Calculator—2 X 30"Culverts Given Input Data: Shape........................... Circular Diameter........................ 30.0000 in Flowrate........................ 27.0600 cfs ' Slope........................... 0.0400 fdit Manning's n..................... 0.0240 Computed Results: Depth........................... 16.9045 in � � Area�............................ 4.9087 ft2 � Wetted Area ..................... 2.8501 ft2 Wetted Perimeter................ 50.9432 in Perimeter....................... 94.2478 in Velocity........................ 9.4945 fps Hydraulic Radius................ 8.0562 in � Percent Full.................... 56.3484% Full flow Flowrate.............. 44.4352 cfs Full flow velocity.............. 9.0523 fps Critical Information Critical depth.................. 21.6807 in Critical slope .................. 0.0185 ft/ft Critical velocity............... 7.0355 fps � Critical area................... 3.8462 ft2 Critical perimeter.............. 60.4853 in Critical hydraulic radius ....... 9.1568 in Critical top width...:.......... 30.0000 in , Specific energy................. 2.8095 ft � Minimum energy.................. 2.7101 ft ' Froude number................... 1.5682 Flow condition.................. Supercritical , � {.� � • ie, �h a r� 12 ��: �so io,000 ��� a,00a �XAMPLE � isa t2� ��6 6�000 D�36 inchts(3.0 teet) 6, 5,000 Q/N.66 cfs t�� g. 6. 144 4,000 � H�f � 132 3,000 0 (t�;�) 5. 6' . � �i� I.a 5.a • 120 W 2 000 (2) 2.1 6.3 � 5' � d � (3) 2.2 6.6 � 108 " a p 3. a. D fn tee! 96 F I,000 3 3. � � 900 �V v� : �� �J . g� v~i 600 � 2• � � 500 / ----�- ---a 72 400 �w,y:Z , � /� 2• 2. w � 300 // = 1.5 � � T C� � ? 200 Q�„`�� cn 1.5 1.5 a: 6� j�� w c� S�, a. ~ � � w �. w Ioo / � w as � eo� Z � _ � �" so = i.o �.o v a2 %� g� � W ►.O p / � 4p o , . , . � 38 Hf SGALE �NTRANGE � w p TYPE Q .9 Q33 20 (1) Headwoll 0 •8 •8 � Q . 3� �2j Miterod 10 contorm W � � to slapo = U 27 10 t31' ProJoctinq .7 ,7 0 o -�t� 8 .7 z 24 ¢ 6 N "'• 6 To uso uela(2) or(3) projaet 21 a horizo�lali7 to feala (I), then •6 .6 usa siroight inelined line throuqh 3 D and C teclea, or reverao on •s illusirated. 18 2 ' .5 IB ' .8 1.0 12 HEADWAI'�R DEP fH FOR C, M. PIPE CULVERTS FEDERAL HIGHWAY ADMINISTRATION 13-76 V�ITH 1N�ET C4PdTROL MAY 1973 � - -=---�- � - ��� � % \\� �� \. \ � � � � fl � .� �� \ � . ' �' �� � . . � . I . . z' � , �-1 `� �` . ` , � � �, / � � � . ''� . . . . , _ �o \� � � . �� . ��� � �� � . � . � : �� � : �- � , ` L �� � ' � s, . > �� !�- ; � � � � . �l a---------=�° � � . E-- .�_,a „�,� � � � �- � �� � � w -' � I � � ,� � � a � � � . ,. ! ow � � i � � � �- . � ; n... v, ?. �O � , \ � � /�, + ,. � / i � . � � . � � i` � 3 / �fl ' . � °L � � �v . . \� ��' � % ; �j ` � � / .���j . �� � �� , : �,, ` � � � �,/ . . . N �� . . � ��� . o . .�� ,� �- �" . � . � . - ` "-' � � _:.°� � . �;-,...:__.-------r�--�..__ _ . .. . _^ �v�i � � 'L _ ._ -- ----`�.--'' � � �.s ���� . � ...� . � '�,____--�., . ,� � ::., . . �'`�., �� �� . . ���. . ,�/ : . �a FROM : Bruce A. Collins FAX N0. : 970 876 5397 Jun. 26 280? 11:45AM P2 COLLlNS�L�1MPIItIS co�vsuLrnv�t��oLOGYSrs P.O.�3ox 23 S�a,T,Coz,o�uuo 81 GS2 THC�tv�:/FAx(97D)87b,5400(24 HU�attS) . . P�uNCtrf►tS � . . B1UCrC+�Ci����QSe�1��� j" . Niohulas Ltrmpu+s,Ph.D. . A,pri] 19, 1999 Nina Timm . Communi�ly Develapment Dept. To�ofv�1 7S South Fronta�e Road �'ail, Ca�ozado 8�6S7 RE:2657 A'�OSA D�'v'E—T..C)�8,�k3iwOCK C,�7AiL RmGE I�ea�]�VIs.'�'im�m: I have camplet�d my review of available infarmatio�,xegardz�.�;geQaogic hazards to which�Che subj ect pro��rty is exposed,aud have visxted the sate. Ir�adc3itian I hawe contacted reprES�ntatives of T�ames &i�vIaare,Inc.;Hydro=.Criad,T,td.; and Coloxada Land Constxltauts,Inc.,r�garding the sections of th�'�RAppERSgUNpg�I,INllN,A,R.Y Pl:•AN S�J�MYSS'tt7N A►NnEN'V�RONMENTALIMPACTREPORTpr�pared by f�ese firms,in an unsuccessfii.�e�f'art to cor�firm the runafF calc'ulations and culv�rt sizing based the�eon�for crossin,�the unnamed drai.nage in w'hich thc subjc:ct lot is located. The prop�rty lies in an unnamed dra.inage rzt the wesfi e�d o£t�ae'�awn o�Vdil,irn,media�el�u�slxeam from.th�ape�t o�'11�e s�al�aXluvial fan that resulted from d.ebris flows fram the dra.ir�age ovea'tl�e pas several thousand years. T�e fan itself has been largely oblit�rated�y cor�stav.cfiio�n activi.ties rela�ed to Xz�terstate Highway 70 and Arasa Driv�,and the portion of t�ae drait�age ofiz�terest here has�een altered ta at least same extent by t�.e const.ruction of,Azosa T�,r�ve as well. The drainage has been mapped in.fihe "Moderatc Hazard"de�b�ris ;f,Xow�one,with this desigr►ation termi.nal7ng at the edge of Y-70 a�prox.ixnately 170 f��t satatheast of Lat 8. Th� �atistit� stxuctut� nn t�e �.ot, whici� is in approximately the same lacation as the proposed dup�e�, and the exi:sting and proposed dri�er�vays aze zz�tJae ana�ow#laod plain of th�drainage essentially at tkie txansxti.oz�between the channel and the a1lu�rial fan. I ag;ree witt,la tlae"moderate" debris llow ha�ard assessment, althou,�h iza my opin,ian the degree c�f hazard is slighr. There has b��n no known debx�s�ow ar even high-�ater damage ta the�xist,in.g structur�or the driveway Zead'uag ta at xn�t?�e 20 to 2S years they have been in place,includ.ing 1984 when significant�.ebris flows oecuzxed'a�a sever.a)af the draina�es north of I-70,or in the hig�-water yeais of 1993�ud 199�. There is no evidex�c�For sigrniticant dehris f�aw along tbe undisturbed south sid�o�t�i.e drai�nage in the vicinity ofthe lot,vaher�cax�.ii�czaus ve�;etati�n ap�ears to be in the 30 to 70-yea�c agc range_ A sin�le large ang�tlar rocl�,roughly�'ouz.feet Ic�n�,tw�feet wide,and two f�et high,rests on�e�ast sid�c�f the ch�nnel of the preseni:sl�ea�m.mear the nort�iwest corner existing structure; whether this rock�as movEd to xts pxese�t I�nation by debris flar�or was deliberately FRDM : Bruce A. Collins FAX�NO. : 97� 8?6 5397 Jun. 26 20a? 11:46AM P3 2657 Atzc)S,�Dtt�Vt�—LOT 8.��.�cK C,V.au.Rirx;t� na�;e 2 placed thcre is unknawx�..' Ot�i�c xpcks along the eASt baxak at`the stream might have bee�dep�syied by debris flow,bu1;it m�st be remexx�►ber.ed that this bank�vas alte�ed ta ax�u�nknown�xtenG during the construction of.Ax�sa�rive. iNhere exp�s�d the sofl p�o�ile on the lat consists almost e�xtiz�eay of red to gray sa�,d and silt,ali:ho�ugh pebbles a�.d r.vcks u�to two fcet in t�na�ia�.um size are present pn the surface in parts o�'t�e�'ea. This profile su���sts tl�at at l�ast the more recemt:debris�lows that �ozmed the fan immediately below the mouth af the c�raan.�ge were dominat�d '6y mud ratl,aer than roeks and probably�aad �. higher water eontcnt tlaau coaxser flc�ws that have occurred e�sewhere (800th Creek,�o�exa�nple). Th�origin and characteristics o£debris flo�ws in the Vail area are discussed in detail by M�ass in his report to the xown present�d in Nor�ember of 1.954 and this discussion �vill not bc repeated hexe. There ar�several iarxaportant poin�s�r�sent�d by�Vl:ears that�re�ust be kept in minc�;howevex. Ta►ebris �1ows in the V ai1 arEa in histoxi�c tame have accurred in late spr�z�g at.zc►ost entirel�in res�onse to rapid snowxxt,elt Contri.bu�tiag factors axe a lpw, dbav�-normal snowpack; iaorrraal ta bela�w-norm,a�. temperatures fo�aowed by sudden warming to abo�'e-naz�aa valwes;and bank-full ar flanc�ang�a't�r flows in the small, sl:eep draixt,��e 1�asints iy�ical of the area. Prolangecl or intense r�al� durin.g p�ri.ods af rapid.snownaelt sezves to decrease stabilit^y of bath melfiing snow a�c�u�de1•lying slapes, inereasing the poss�bxlity o.f,snovv-and landstides�that contri�►ute th�debris to tk�e flaadang streams. Debris fla�rrs r�sulting froam�i�te�ase summer t�understarms,the more likcly scenario ixx tx�aaay othex parts of Coloiado,have ce�a.ax�ly�ccurred in the Vail�r�lle�a.nd will occuT a�aiz�,although they ha�re z�ot been a signiticant factor in the b�e��aistc�ry of'the To�nrn. Th� viscaus naiuire o£debris flovv, togelher th� t�ndency of fhe debris to ck�oke o:�'�he existing ck�an.�el and spill over in1:a as�.a�h.er ar ezeate a z�ew oz�ey make mc�deling of st�eh fla�rs cliffieult and accurate�,redictian of debris flaw bEhavior virtua�Xy i.t�aposs�b1,e. Data presented b�Meazs(1977,2 p.22_�5, 1984, p, lfi) suggest that the a�ility of a debris flow to sustaiaa ats�,aovement as channel s�opes dec�eases ra,pidly beluw abaut 15% (8.5°); lat'�;ex �'oe�CS begin ta sei,t].e out and material continuingdov+ms�eamcont�axxsivacreas�t��;�.tercontent. Ex�r�pola�ion�'romhisCr��nwoodSp�rix�gs stud� inc�icates that tk�e velocity of debris :Elo�crrs thems�lves ia� si�milar (althaugh by no means identioal) condatio�as to those ft�und abo�e Lot S d�crease tt� zexa as the slo�� af the grouad over vvluch tbey are�aovi�aag decreases tio 8%a�0 9%(4.6°to 5.1°). x�e s�ape af tlae channel and��refore essentially�the entire va11�y flooz o£t�ae dxaa�na�e in questi.oa r�vhere it cross�s the south lot line is 10.5%;It maintains t�iis avez�a�e stope for ab�ut 35 ft,to a point�.baut 75 :ft vvESt af the west wa�� of t�.� proposed stxuctu�e, where it decreases �to an a�verage of 8.5% over the taext 23 ft and to a weighted average of 5.5%fram a point 54£t west of the north�vest corner of the prapos�d stxucture past it to tk�e projected west en,d of the dsiveway culve�t (all a� det�nined from the Peak .�and Surveying to�o�raphic map af Lot$,show�ng exi;ttin�and praposed structur�s,provided to z�ae b�+ the Town of Vail.). It would thus appear that in the eventi of a d�bris flow in.tlaas drain�.�e,it r�rill be slowing to a stop as it approaches Lot$azxd,ot�aex influencing factars aside,will eome to a stop well to tlae west af the �roposed si�vcture. Debris f�ows �requently occur in p'uls�s, l�owever, �nd as subsequex�t pul.ses sto�fixrtl�.er up the.now-reduced�gradi�nt cb.a�.tt�cl water released f.rom the flows �1 shouid nate that the soath side of th�lot was subst�ntially snQw-covered at thc time of my exa�nnination. An ald photogcapin o�the lot indicates thatthe chanun�l.o�the existin�stream.was moved&ozni jost aorih ofthe igcge rock mentioned here to j�YSt south�f ic in cnnnec.�tian with the c�nstru�tion uf Arosa l7�'ive. Z ]V�ears, 1977, Debris-tlaw hazard ��,lysis and mirigarion - aQ exampl� from Gte�twoad Springs, Coloradp: Colorado Geol.Survey inf.Series 8,51 p.). FROM : Bruce A. Collins FAX N0. : 97� 876 5397 Jun. 26 2��7 11:47AM P4 26�7 AttaSn l�rttvc—�,o�'8,13t.�c:K C,V,an.Rt�X;�� Pn�e � will cut dawn chrough thcm, resultir.�g in A tezz�.poxax�.ly-steapened channel that could give rise to a sxnala£low d4wn the£a�e ol`1,he original flovv. Such a flow would i�a turn.stop quickl�as�lie gradient decreased. � Tf the studies publiskted by Mears and i:he abo�re sc�nasi.o are oorrect it�s ua�ikely tl�at any but the mast ca�tasta�op�a�c ar p�lhervvise un.usual debris flow even�t wi��� re�ch the proposec� st�u.cture. N'everthaless I wotild recommend tlie followi�g p�recautic�ns. The structure should be bu�lt as la�igl� above the existing s�rcam chaxux.e� as grading and sei;back r�stric�ions a11.ow. Site g�radin� and foundation constructian should oombiz�e sn t�at tb.e top of'foundation wa11s on at least the west and north sides e�te�d a1;least six feet above t�e bottom af the st�eax�.c�aanne� as measured on a lin� �erpendic�ular to the chanuel tl�rou�the northeast cozner of t�e stru�ture;at least three f�et o�this wall should e�te�ac� arove final gr�.de, should� con�tain no doars, �indows, or otk�er s��ai�cant , openiings,ao.d these w�ils should be designed in t1�eu e�ntxrety by a qualified engin�er ta wil:hstand ataapact pressures of at l.east 3SU pow�.ds pex squa,re ,foot 3 The site west o�C11�e slxucture shauld be �raded to guxde watex or de�ris €lovv away �xon� at, and in partiaulair should be gxad�d to preveaat watex �i�om fl�win� behind it, along t�a.e sautla si.de_ As an alternati�ve ta a six-faot-reinfarced foucadation v✓a�a,a 6-foo�t berm constructed of large rock�uad coz�apa.cted earth ar ec�yxi,valeat mat�rials su�c�en,t tn withstand an impac�loac�of 404 pound.s p�x squaxe froot notched inta the sauth hillside and angled from tihe soul:h�v�st to th�nartheast west a.ftlae strueiwe c�uld be eonstruct�d in sueh a manner as to chaxu�,el. a debris #lc�w or flood to the east. Such a divcrsion structua� �aigtat cause sigaificant exosion oftbe east ba�nk.below Arasa..Drive,howevez�, and w��ld s�riously�complicate drainage und�r thE driveway(discussed fitrl'her belo�uv). It would also zequar,e a�.spectiinn and possibl� � maintenauce after hig1�.-watear even�ts that mi,�;ht erode or oth�rwise weaken the bea-xc�_ Hig1�water events v�rhich can still eazry si�.ificant anaounts o�zr�tuc��.nd Weg�1:ation de�ris,occurri.ng in res�onse ta eit�her rapid snowmelt oar inte�ase sumx�er thunderstarn�s,az�mar�likcly to reach�ot S than f�ll-fleclged de�ris flav�s. 1'he Trappexs Run develnpm�nt plan proposcd t�.E constructiom of. a substaa�ta�.l fill from 1he�rosa Dri�re cuxve irzunediately nprtheast o�tlze property upstream t�cou�,h and�ve�a past the]ot. The e�isting draina.ge was to��.ve l�een�onveyed beneath thc fil!tl�rou�a , culvert appro�xmateay 400�;in length. A I q0-year 24-baur pe�k Ilc��r of 184 cul�ic feet pex secoa,ad (efs)was calculated,appar�ntly by Ua�aaes Sc]VYc��re,Inc.,inereasing to 195 cfs as tlae xesult p£rhe prapased developz�a.e�.t, �nd a 54-inch cul.veri:�tras subsequ��t��t�esigned to c�trcy this fla�uv. No calculations substanti�,ting these �valu�s accozx�pazty the planning doc;um.eni:, and although. I have con.tacted Darr�,es&Moore as w�ll as�ydro-'�riad.and Colvxado Land Consultants,vc�hich used these numb�rs for various purposes,I have be�n un.abl.�to locate any docuzn.e�tafi�n c�f these calculations. Uti.laza�xg the O�cc of Surface Mir�ia�g's STORM program (v. 6.21) � �►ave b��n abl� to approxim,ate�y recreate t�ie�ea.k flow ra,t:e,calculated at �51. cfs_ The assumptions us�d to zzxa�e thi s calculation assuu�.e essentiall�+a"wo:rst�wo�•st"c�se,with 100%soi�satu.r,ati on(A.MC-3)thraughout the drainagE befvre the 100-year estaxx�ated rain�`a1l of 3.0 inches. 11th�r assuno.pt�o�s are shawn an the at�ched s�unu�n�.ary s�eet('V'ail 10Q-yr 24-hr Worst Case). Slight var�ation�s in these a.5sumptions 3 Thc impact pressure of a debris flow can bc�pproxitalaGed�icom the fornaula P=%s(y/g)UZ,where�'is the impact pressure in pounds/sqaare foot.y i.s the density ofthe mo�ving flow in poupds/cubio foot,g is the acceleration ofgravity(32•2 fee�Jsecond2),and U is the vetocity ot`the flow i�f�et pet secand(Nlears,1976,p.64). .�xkrapolatiqg fmm Mears'G1enWaod data�'or similar matecials,a m�►m�m v'efacity of 6�fi/se.c is e.at�mat�d far a 10%etone,�c�rith a ma:cimum flow density of 125 lbs/£t',wl�ich produces an estimated irnpact precsare�f 70 Ihs/ft'. $ecause of the uncett�itrties involved,X recommend a safery factor of 5,pnxtueing the recammended strcngth d£3,SO Ibs/�. FROM : Bruce A. Collins FAX N0. : 97� 876 5397 Jun. 26 2�07 11:4?AM P5 2657 A�tosA Dxivi.—�,oT 8,li�.cx�K t=,vau.RvxTF �'a�e 4 � woulil easx�y incr�ase the cal,t�ulatec�c�iscb,ax�;e t�ihe 184 cfs give�n in the D�xes& Moore repnrl. A similar calculatian for a 25 year 24-hour storm with 100%saturat�on produces a dzscharge at the �valuataon pc�ini (essenti�J.�y the intalte to t�ae ci,rivew'ay culvez�t) nf 83 cfs(Vai125-yr 24-hr Worst Cas�). Assumi.tag a"narmal" storm s�tuatinn, that is al� Soil Cons�rvation Sexvic� (SCS) defau.�t walt�es except titne o.f canccntra�ion,tlae 100-year 24-hour peak discharge is 63 cfs and the 25 year peal��s 27 cfs(Vai1100-yr and 25-yr 24-xur Nan-saturated,xespecti�vely). "rime of concentration fox al�cases was ealculated ia�dependently o�upl�nd�curve values to more a,ecurately r�flect t1z�nature v£the dxai.na,ge and.t�ie intensity of mour�tain thunderstorms; usin.g th� SGS values d�creases the calcula�t�d discharge in all cases substantiall.y 4 It shou�d�e notec�that adjustment of the SCS curve n�umber to aceaunt for total sa�uration was the only changc between the "worst case" a�nd "non- saturated"runs, a�a other assumption.4 xemaining the same. ,A,rough back-calculalaon'with avera�e dimens�ons from thc eXistin�;channel suggESts its capacit� is appxaxirnately 50 efs at a�Yow specd of 8.7 feet�er s�cond(attaclaed.,"Existing Cha�nel). '['f�us t�e existxz�g channel s�.auld be a�ile to hax�.�l�the cnlculat�d"norma199 2,5-yr 24-ha storm with litt�e difficulty,so lo�,,�as it does na�t l�ecoxx�te obstructed with d��br�ts,and neither 1he calculated"normal" IOU-yr 24-hr or "�vorst case" 25-yr 24 hr peak f.lows o�63 efs and 83 cfs should threate� the st�uc�ture. The suggested m.itigarion measures£or debris flow above�should minimize a�.y hazard �iron�the calculated 100-yr 2�-hr dischasge of l.5 X cf,s. Based an the above calculatipns m�calculat�o�as su�gesl;Chat at the"wo.rst case" 100-yr peal��ow rate of 151 cfs,mul.tipl�ed by a safety factor o£1.2(consic�ering t��t oth�r sa:fety factors have al.ready , bee�incflrporated�i.n�xl�e flow calcula�ozzs)t�praduce a desiga.#�ow t�f L82 cfs,a rauaad concrete- �ipe �u].Wert 4$ �nch.es in diam.eter or �ts equ.ivalen�t would be �ne�essary to pass the flaw withaut una�ceptab�e damming of water oa�.the upstream sidc,although the velaei�y ratio is virtua.l.�y 100%. Ev�n at 54 iz�cl�es�.�recomm�nded an tk�e Trappers Run plan.my p.re]i�inary calculations suggest a h�adwatez depth t�t`7 feet. The lar�er dxaz�►eter vvas probably selected to facilitat�cleanout i.xa the culvert,w;hich was�to have beeA about 400 ft long. On the ot�er han.d th�"nornaal"adjusted 1Q0-yr �eak�lo�v of 75 afs can be haudl�d vv�ith a 36-inch c;ulverC, wi,tk�►a headwater depth of slag�.tly less tihan S.5 f�et. Use a�corrugatEd metal pip� will incr�ase'bot1�fih�cliameters necessary to pass th� flows�.nd�t�h.e h�adww�.t�r depths sligla�[y. A quali�ed civil en�ee�s�ould be consutted ta£armulate actua.t design rec�uireme�ats for whatevcr drainAge o�tian'is ehosen fo�the sire. Consideri.n.g botli t��.e litxxaited area and fh�lim.ited elevafion di.Cference betv�reen�11a-asa Driv�aad the proposEd sta�u.cture available�or th�x�econstructed driv�way,I v�c�uld sug�;est iwin 24-inch cu�vert,S together w�t�the"sculpting"o£a dip crossing above tk�e culverts sui�icicnt ta provide a chann.el to pass excess vv�a�Cez. Even t�its may req'uire movita�;t�ie a.cc:�ss point eithex�u.rth�r apsfircam or dowre in order.to creat�the n�cessaay el�vatiaa differex�ce. ,A.tternatsvely a coml�inatian of the rei�x�.�'oxced s�ream-side �aundation for the structtxre r�commended abov� and. site �ading rnight su£fiice to incorpoxate the dri�reway i�n.to a�averIlaw ehar�e�,althau�h.'uvith no si�}aa�icant eleva�ion differ�ace between taa.e drivcway and Arasa 17rive at least s�me floodin� o.f the larter �v'or�1d pxobably �l.so • occur. °�'�le�onnula us�d to calculate 13m�of o4nce�at.ration,t�,is#�=0.928(nL)o.6/(e�a)S°�'),whcr�n its.Mannings n,her� calculatcd ne a weagbted average o£4.U3(!;i.i�r.he tength nfthc drainage in feet,i„i�t�b rainfall e�ccess intensity in inCttzs (cainfall inte�sity less infiltratirm:for C�ese calculations in�ilt�ation was asswned to l�e 0,and intensity thc�ntire 24-h�'storm total in one hour);and S is the slo��in feet per faat. FROM : Bruce R. Collins FAX ND. : 97� 876 5397 Jun. 26 20�7 11:48AM P6 Z(�57 AROSn llRiv�—LO'�8,�3�.�c:rc C,Vai�,tt�urr: Page S Drainage below tJ�e s�te consisis of a half-bur�ed culv�rl that appears to be no x�aore than 30 inchcs in diamet�r Extendax��;£irom a srn.all depr�ssion'beneat,la an emhanlcment into�,larger b�szu ebat c3rains und�r I-70 into Gore Creek; the culvert under.1-70 app��cs to b�afi 1ea,st 48 inches in diameter wi�i;Pa a headwater of clase to �.0 feet. A. 3H-inch culvcrt is reyuired to pass th� "normal" 100-y�ar discharge without damming that�rc�uld�robabl�result in avertopp�ng o.fttae e�bankmen�belo�uv t1�� driveway. '7.`�is culvert and i�ie�mbas�.lcment tla�cou�h v►rhich it pass�s appears to b�on tlae zxght-�f- way df Intersiate 70. In sw�n;r�ary, the s�ructu�re proposed for cnnsfiruction on L,at$, 2657 ASOS�.D�ive, is ex�osed to a mode�ate debris i'1a�,v hazarc�as indicated a�.tk�e'�'own pf Vai1 gcolagic�d maps,but t�be actual risk o�a clamaguz,g debris flow is sli�ht. There k�ave been no such e�vents in th�20 to 25 years the curren�C s�tructure has �ee� �oaated on the pro�erty. The �xposed sail profile a,�d o�kl�e,r evidenae pz�ese�at at the site suggest •t�at fla�uus of pr�domi�antXy z�ud witla only a few larger rncks .r�ere res�onsible for at leas�tlie�.pp�r. portion c�fthe small fan�.t t.�e mouth ofthe drain,age,naw�argely , obliterated by tl�c constt�.ctxam.o�interstate 70. Th�gradient of th�stream as it enters the praperly zs at ar near the minimum required fax debris fl4w movement. Th�gzadient from we�l upstxeam c�f the prapased struc�etr�to thc cast properiy ti�r.�e�s beaow this ini.n.imum.. Th�prese�t channel appears ta b�adequate�ci eont�vn bo�no:rzanal2�-year and 100-year 24haur storm ev�nt,s that do not contain significant debris. The proposed skructure could he expased to worst-case 25 year and 100-year events depe�idi��;oz�placement on the lnt,and while i,hv actual hazard appears�ai�a�xt coua.d be exposed to debris flo�r as w�ll. Mit�gat�oxz steps ax�clude l�cating the structure�s high as passible on�khe�ot,extending reinforced foundation walls so t�at tk�e combanati�n oi`grade and foundation totals at least si��eet above ihe b�ttom af the s�ceam channel at its clasest puint nc�rthwesl of the s�ruciurc,cxtending at�east two feet o£the reinf'orc�d faund�tian wa.l�.s above�in,�.�grade regardless of height above the s�recam,a�d f.'�tn.al�radin��.r�und the structure tn pravide positi�re c�rain�a�e away from it. A paxtiaJ. �te�naxive to siting and foundation mitigation is a competent be�m, frorn. �the hx��side southwest afthe structure narlheasi;erly,para11c1 to the st;ream,alt�iou.gla t�s alte�ative 1�a:, consequences that rnay be unaccepiable. Mini.mal cl�va�ion differences ax�d space limitalions complicate d.esi�,n. for a cu.�vez� under the driv'eway�hat wi11 pass eve�,tk�e nornaal 1q4-year 24-houir�c�ratEr flood evez�t(it should be kept in mind that the"woxst ca-se"]p0-year preeipadudiar�e'vent prabably b.�.s an aetual recurrence J'requency of consider�bly more�han 1�0 yca�rs heoau.�e o�the assumption of Coineiden1:100%soitl satuxation). Based on prelimirsary ca�au�a�ions a 36-inci�rc�uncl concret�eulvert with a bell end at the 1�eadwall �would acicquat�ly pass the �i 5 e:�s adjusted pesalc flaw,bu� �rould reqtxire a headwater of nearly 5.5 feet. I suggest the considEration of side-by-s�de 24-i�nch culverts beneath a dip crossing su�cier�t t��rovic3e a cha�nnal for exccss draixaage aver the driveway. S�th upstr�am a,nc1 downstxeam faces of sach a st=uctur�should be z�.p-xaPped c�r oth�rwise armored to prevent erosion,and the drir�e�vay area grac�d so as to pxeve�t backu�,of vvater to�vvard thc stcuetuxe. The a.ccess paini iar the driv�way might�ave to be�rr�oved ta�aror+icle adequate elevation differ,enc�ti regardl�ss of wlueh approach is chosen. Another o�tion�trould b�d�epe:tain�;of the existing channel fronz approximatel�due narth o�th�r�o�'tlawcst eorner ofthe proposed structur�1;o the pxup�zl.y lin�,wh;ich mi�ht provide sufficient ele�v�.tion�'oz'the t�eeessary�esdwater without relocxting i,h�drive'vv��r; I da not�ave sufficiently- d�tailed topographic m�ps ta dete�nna�e�:he feasihi�ity nt'this option. 17rain�a��raf�f the pra���.y to i;he cast does not a�ppear adequate for a.normal l OQ-year event regardless ofth�choic�of desxgn a�nd mi.tigation choices naade on tli�site. Sincc culvext des�gn is nat my area of expertisc,rega�rdless c�f the draina�e op�i,an selecf�e:.d�.quali�[icd civil engineer shoulci be�mntaye�l to canfirm these capacity calc�latioms aaad�ravide fin�1 desi�ns. FROM : Bruce R. Collins FAX N0. : 9?� 876 539? Jun. 26 2007 11:48AM P7 2657 Attos�Dtttv�—�.o�r 8,�3�.cx:K C,Vau.R�ut.k Pagc 6 'T'he�property is not included�n xnapped snow avalanche or roakfall haz�d zones. Allu�rial fan and channel�ill:deposits derived from Min.turn(Rennsylva.�xan)and Maroan(PennsyLvania,�-1'ermia.n) �orrnatian roeks arc fxequently k►yclrocompactive,�nc�soil cesiang for foundation desi�a should be su£f cxez�t ta acc�unt for this�ossibilit�. The property is in a geo�o�aca.11y sensitive ar�a but so lang ' as�ina.t grading and drainage facili�ics are properly desi�ed�und constructed neithe�ihe�roposed stzuctuXe nor tl�e recon�tnended mitigations will snc.r�ase the hazard to o�ther property ox s�ructw�s, oz� to public right,�-af-way, btaildings, roa,ds, sts�cts, �asements, ut�'Ixt�es� or faeilities �r ather prvperti„es of any kind. This rc�ort is inten�ed to comply wztk�appxapxiate p�rtions af Town of Vail �t,e�;ulatians Chapter 12-21-15,and nothing contaix�ed herein should be�z�texpr.eted a.�suggestting that the subject prap�zt,ies are �.ot ex�crsed to the mapped hazards, or that miiigations recomm�nd�d herein will eliminat� suc;h ha�ards in thcir �ntixe:ty. If you ha�e aay questaon.s, �r if Y can be of furcher service,please da not hesitate to contact me. �,z � S� _ , "Rp'�ESSICN�1� ��N���9�r°'�.��O �"' ;�Q� � '� °� p •0 / � � �� P � o .1� ti B igc�°.r� C•'�a�LLL , n � ~ • �•.r`�r� L+��• . �"T�Flf�8R Enc. � COLLINS&LAMPIRIS CONSULTING GEOLOGISTS °' P.O.Box 23 -�'� ��� �������� SII.,T,CoLOx�vo 81652 �a�� Q � ��9� PxorrE/F,�(970)8'76-5400(24 Houxs) PRINCIPALs Bruce A.Collins,Ph.D. Nicholas Lampiris,Ph.D. Apri12, 1999 Nina Timm Community Development Dept. Town of Vail 75 South Frontage Road Vail, Colorado 81657 RE:2657AROSADRIVE—LOTB,BLOCKC,VAII..RIDGE Dear Ms. Timm: I appreciate very much the opportunity to participate in the captioned project. It is my understanding tha.t you wish a review of the property and available information,specifically applicable portions of the T�PExs Rt11v P�Lrn�r�xY PL�Sus�ssloN Ar�v ENVmorrMENT�, IMPACTREPORT,withregard to those geologic hazards to whichthe property is exposed as indicated on the Town of Vail geologic hazard maps. It is my further understanding that you wish a specific review of the potential flow in the unnamed drainage that passes through the property resulting from a 25-year 24-hour and a 100-year 24-hour storm event, as such events might produce debris flow, as well as the culvert size required under the access driveway to the property that would pass such flow. Review of geologic hazard exposure will be reasonably straightforward,will cost less than$1,000, and will take no more than one week. If I can find substantiation for the estima.ted flow rate of 184 cfs, requiring a 54" cmp culvert, the review of the applicable flow calculations will also be straightforward and the aggregate total cost of the project should still not exceed$1,000. If,on the other hand,I must recalculate drainage areas,runoff,and resulting culvert requirements,total costs, which will be determined at the rate of$85/hr plus e�enses at cost and mileage at$0.31/mile,could exceed $1,000. I will advise you if and when it appears that costs might exceed this amount a.nd await your approval before proceeding. Additional time of as much as a week may be required. � If this proposal meets your needs,please so advise. I can be contacted by e-ma.il at baeol@rof net as well as by mai1,phone,or fax as above,and I do check my e-mail often. I look forward to working with you. Sincerely, �� Bruce A. Collins, Ph.D. �� Consulting Geologist O ���� ����o��� �PR � �gg� COLLINS &LANIl'IltIS 2, c.D CONSULTING GEOLOGLSTS P.O.Box 23 Sa,T,CoLOx�o 81652 � PHONE/FA3c(970)876-5400(24 HOURS) PRINCIPALS Bruce A.Collins,Ph.D. Nicholas Lampiris,Ph.D. Apri122, 1999 Nina Timm Community Development Dept. Town of Vail 75 South Frontage Road Vail, Colorado 81657 RE:2657 AROSA DRIVE—LOT 8,BLOCK C,VAIL RIDGE Dear Nina.: I am enclosing a copy of the map used for calculating the drainage areas for runoff calculations, which I inadvertently left out of my letter yesterday. Sorry for the inconvenience. Sincerely, Bruce A. 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