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DRB110238 Plans
�i�iiiiiiiiii�i��iiii��iiz o � �TA I L, P � Z T1 T T Ct� �11�T1 �� � l�� � � - o�� � �� �=�� GEN ER AL N (�TES '��` z �°� � !_1_ �Q . 1. Tt�e contractor shall conform ta ali Towr� of Vail �TOV) rul�s, regulations and stipu1ations while accessing the site or R`~„�" �EJ� 1 .� "J J_Y.L� J� � � V � � I'I ��) ° working vn the site. � W c�'n�'� " 2. The Contractor shali s�hedule a pre-construction meeting with the pwner and the Engineer at least 48 haurs prior S H E E T I N D E X II'lll) ��II z �°`� ta the start af constructian. No constructian will be ermitted rior to the re-canstructian meetin , � }l �t :�_.�-�-°�; ---- � .-%f%f�'j/" �� ���,� y'�- , ` fr -.';.-�°` m¢� � P P R 9 �1��t ��z,�` ,'``--'"`�-'.--=.-� -- --- �,-'�,/�.�r',�- /r'f.� �- "r�-._ � . ,- .r�-'�-�� '� �� � �� %'�' r,--ii'"' '�� �� . /-�--.._. �;. ..= 0 6�i � � y � / / . .''..�---�-.� - � ./� � r`: ,�� .�,,,,����i�,� ---� -� _ �,-� ��-� �'��-,- ,; � ,-'",%� � �,r% COVER SHEET SHEET C-01 (� �w , � 4, �, -."'���'`�� - �',�'��%f;� ,�. �- �%!' - -` fi." � � 3. The Contractar is warned that conflicts with existing utility services may exist, inciuding shallow utilitiss, culverts, P►R����'f'/r,t} �/f- ���,� ,����°��'���� � --° ��,,��-%,.,�.�':, ,� ,-. �,% -�'���� � � o k;,,.t�'".,I,..,: ,�: ;� � .J.:��.�',��� --��i'"�i`. l� �fr . O � ° q q y , , f ,,�r�:--~:�� ---��--�--� ��-�.�� . �,: f �'�i','r� �'--�`---- EXISTING CtJNDI110NS PLANS SHEETS C-02 - C-04 � � `� � sub-drains, raof drains, irrigation lines, water and sewer lines, electric service lines, etc. Pnor tQ be innin an ��� !�a�,f�j�{��,, , �, �_� ___. ,r , ��� construction, the Contractor shall contact ali a ro riate utilit com anies for line locations, and Contrctctor shall then ��T� �`�'1'j ����,;''�,/`�,j���:�� ''`'=!� ' -"� ' " �'� ��` �� �� o �p � Y � � � , �����---��- �.��� �-.��-� , � � ;� � II � w . [ 1 tE?��t�f r ti � �. a }�rtl I'`.r- t'1't f cq lo S. An cOnfllCts ' „'11 ��r"r/iti�ll�r,'l;� � rl��% Q �' �QPi'�� �: �a�''�y locate all utilities (including depth). Alpine Engineering, Inc. assumes na responsibility for u i i y o t n y �f,,,,,`�,,�,,,�lt, ,�,;1`,t,,.,- �T F� ��_��.;� ;,- �;r�/, � � :'�{ ,,;�'� DEMOLi11�7N PLAN� SNEETS C-05 - C-07 �r,%�f�lr;.�ii����r.!� , <�f%r� ;-.�;;�r �=-;.,-,.--- �`� � � ��' � with the ro ased construction shall be brou ht to th� attention of the En ineer sa that minor line or rade chan es t� %�F rlr, I 1� �/"-~��'�!j' r�� � � � � f`�:i�'�� P P 9 9 9 9 ����%i, ,�/,l l fit , �,;, �� r,,l, ���%� -~/ � � ��,�, ;1;,r ;�,�1,,«�! � rr�i,�� �. �-.::-:- .--%''�'" �> -°��_ f� _�� x� n� DRIVEWAY GRADING PLANS - - 0 can be made to eliminote any canflicts with these existing utilities. Afl existing utilities shall be protected from damage n �,1,;/�{ifir%f�%i� �„� ,�� �r��� ��;.,%�.��//" .--��� �,�� �,-�° r 1r �'��, „r''�/�"� S1'�E�TS �-0$ C 1 �,k G�1?�,�.1i,��;�''�:. �y��,t��r� ����,��. ���-'' �-=,��---�'� ',!� f'`'� ��r ��'�1 ��f �''� �'�`�^" ..� .-: b he Contractor. Util�tie� that ar darna ed b the c4ntractor �hat were r4 err marked ancated sha�l be re aired b �;��1���Et�'t��}��3+`};E;�,�r ��'� �������'�-��i-�'�� �� ; �1 �,�� � �� Y t e 9 Y p P Y f p Y I�f 4�`t,'1l�r,t.�t;�J��r�„3 �,, `���,�ti -==--�-:--�, ,,�!� � - ,- ; � �� (�rr ��r{}��;����`���`4���' • {�������, � �,��/ ,;�I��� .�, , �,-�- � , . � 3��� ���� CONCRETE PAN�CURB & GUfiTER PROFlLES SHEETS C-10.1, C-1q.2 "� � �/� the Cot1�rGlGtOr {It tlo @x 8ns@ t0 �he OwfiBr ar �'11 �n8@r. t l tFfi,��i� w��1�t�,�tt,t��,� i� �� �� ,��'�-_�--� -�-�--`r'-- - o � �fr r�r �h ����&�rr,l/`�'"� R � ��1)���#i�i�ii C�;Si�����,\����?�l�.�t�f��:j��� ti'���. __..-r�, ,%. ` �ti '%U/,-'"�--^'��`,�, r ��' � � l, r'ytJJf 41 � �r /^� +� �� a�rt{k�t�a��fEf(� l� ... a "' �� � � �; - � {I i��Fir rt7�`�F�������� � �/ . �� . 4. Refer to the Soils Re orts re ared b He worth-Pawlak Geotechincal, dc�ted 05-31-2011 for com action � �` � ��"-� � � �� � �'!�� ��ir � ' STURM DRAINAGE PLANS AND PROFI�ES SHEETS C--11 - C-13 'Q� '*,��" � -�� BII.F'�'EHR y,,�,a, �t��,��� �� _ � � o�,..` :� � .g, �' �, �,,�`� � �� � �- �l�r t�����_,� � ! � P P P Y P P �--- .���� � - C�s t�,JS�rr,1 �'�' '"�..y .jN����{kF�t "'` '�`' �. � � /`� � ff1�3 t 1 };�-�I.t � � � �' i requirements and recommendatians. All trenches shali be back filled and compacted to 95% Standard Proctor ar 90% �G`.�ZE ,RD ;� �t�;,�,( . � � `�`�L--"��- ; _�� ' f r,�l �jt, �t���1� �,; TELEPHONE AND CATV P�ANS SHEETS C-14 - C-16 '� 1 . �-�� ,�`�,,�,,;,,� G !tl, a` �S. a � !!`` ;,f,, 3I � r � � Modi�eci Proctar with moisture ccanten# within 2% of optimum. Backfill materiai shaA be free of top soii, orgamc material, �.��:�.�`"`-�.��'~,�-�'�-~�._,-�" ��!,�,�`�,�' ��r '��, , ��� )�,I�' ,��}'�g ' �� 4,/ `-� �,,,�y- -^°e`"'=/" �/'' rj1/� !��/�,��;kjli3S�1}�,i!'' ; ,-`.,���f�'�%:��1����� 1� tt � � .. _... 1�7.'. 4,.rr'' .�! f " '..,...�1"'�,i/,j , r�,���'(/%�SEj 4r,11/t w froxen material and all non-structura! mc�teriai. If trench back�ll and compactian requirements for dif#erent entities ar ��;� fr,,,/��i�,.:�/� ,� � � �1 ;;, ; c� _;,�;�1 , f/,l „r,.,��, SEDIMENT AND EF20SION CONTROL PLAN SHEET C-17 t t. �. � ,�f/� � .�'" �--� , ,l r�� ,, r `,.��/ r�,/'-�� / 1 _ �„�-' ;:� ,% - , �� f` ii !1 : agencies conflict, the more restrictive requirements shall be used. ����`�,,,/I�i���'f,��� ,��./`� �,�._� ,f, -^��J,)/ r��f� f fl1 �,� � .\ � �i� �. .l��f/ f�r o�l -���� � �_ r;�, ..�j � �, lf,,%;�%/`jt``r,YI(' `[' �^ �+ '{' /''� �{{y /'� q ����y. , : '�+. .>;.��` �� _�,- LJ 1 .s ,� ,.cc- , /,� !�'���,�/�/, , QE 1�1�LJ .?}-���I� 4- I(.a, �.+-1� � � +7�►' �; ti���.����� � 4� !' r� / t rj �!�%�/'�//f��.� ��. ,*�, 5. Contractar shall obtain at his expense ali permits 4nd inspecfiions which are necessary ta perform the propased ,���,,,���� Z��NE' ��� ~ O __ ,- ,/ . ��tl� ,,/'/.'',%-r�;,�� '�f';;. . ,�,�' � work. �,}f��`� .-r�f� ' �% _ �`` �/r,�is'�`'�� . ,�{ �������f� ����- �l , � �. � ��, t�t / . �•' f� i ��+1���� � t�{bmy. �.. ,,./��i^ f ' �..'^ "^�---•�-- �F�/� ( f 1 ff r!l�.r i%•� � �V/L/�' ���1��a��``� "` ' � � �r�,' Q ; a "'-'i ,! 1� � / " r r� ,r:,, 6. All canstruction sha(i canform to municipal or district standards and speci�eations and be subject ta construcfiian , �,r:'� ��\`.�,�_,,./�%`"-�`�' ;� �"i � --' { f�;;-1� t+,ht,>r �r�,�,j���t�,�, ���'' c3 i � r r i ��'% 1l`f' ,� � �r��I� observation by their representatiues. Copies af municipal cand district standards must be obtained by the Contractar. �//� ���,, '� ,. ���, d � i/ (/�����_�; f .` � ,' " .s r� � a ,� � i �.�,t; Contractor shali haue one 1 co of the lans and on� 1 ca af the a ro riate s ecifications on the ab site at all �� '��%-� � . �'a ' -~` = %/� '"'����%--_ �� ';� �� °G4RE E��%�� ( ) p� � C > p� pa p � � � �� ��` � � �� '' times. The Contractor shall have one complete set of th� Contract Documents an tha job site at all times. ,,�� �� ' ,,� ; ; ���_ `ay��-._--,.r,,�,,�r;,r;-��;-� r�--�� ! ... �'�, , �1� , �;� ¢����.�:�.--=�;,�fy�,r�;:� C 0 N S U L.TA I� T �Q N TA�T� �� 7. Observat"rans of the work in ro ress and an-site visits are not to be canstrued as a uarantee or warranty by the �`„�% �� '°�/� � , ��; � ����� "'� �! 1 � R 9 � � ' .r ;� -�----�'� � � ���� -�-' � �`,v��r' ,''j�.�",.-"��.� ���.,,�--'' �- �-,f,r �,�/ .�� Engineer of the Contractor s contractual resp+�nsibilities. �� r` �' ,� ,--�,� -i°� � r, ���, ,i t fj���P� � -�' � r,'',-=- �,,/',,/,--� rr tl�(�//r//;- � f ' ,�`'�",�r/ ----"��'€�fi(t;i��� �°"1 �~ . 8. The cQntractor is respansibie for all coordination of stockpiling of materials. The cantractor shall coordinate with �f �-�' / ,�%��tr--,.�j,����f' OW(�ER: VAiL POINT TOWNHC�ME ASSOCIATION (C/0 LEE BUXT4N} , the owner an�! the ma�.erial supplier. � ,� %%�--�(` � � �` � �`,������'''� � � � � '�,,,'�'� ';�� � ,� ,�����`�.=-'� OWNER 5 REPRESENTATIVE: C?AC MANAGEMENT INC. (SHAWf�! AKIN) (970) 926-0�94 f f� � .�'m`� �f ' �����r�-!����`- 1N 1 �e"'��"'� 9. Safet is #he responsibilit of the �ontractar. The En�ineer is not responsible for safst �n, on, or about the project 1 ��;!� --� -�J ,�;'�;�T CIVI� ENGI�'JEER: ALPINE ENGINEER{NG TIM I.EINWGER KENT KRIEHN 970 926-3373 site, nor for compliance by the oppropriate party with any regulations relot+ng thereto. y f� � � '�,,/ `��`" �� ; '� °'���`,r;, �%'�r ' ' �� � � � � �� � �� � � � � � ./� F .°'"" �� m,',`,.'.,�f j"{'''`,�r-" ," ' `` � '� /" '� , � �' �,,<-,�-`--�,,-��.� � / �,�j�,r/",�-,-; .., � �r�r%,��- � SURVEYING: EAGLE VALLEY SURVEYING {STAN HUGFE�.DT) (970) 949-1406 � � '� F �,-%,-°�,�'! f tt�:�(1�/���/�,,� ' 1Q. The controctar shall take �II appropriate precautions ta sic�nificantly reduce any potential pollutian caused by his /%`� ; ���� � �'"-��;`"s - � ` ,� �l/illfr'��1ti1/ri i����`� GEOTECHNICAL ENGINEER; MP .�.7E�T�GHNICAL {DAVE YOUNGj {970} �45-79$8 actiuities, including vehicle fueling, storage of fertifizers or chemicals, etc. The contractor shall have identified procedures � fr j 1I-7a WES'T VAIL �'�� � for handling potential poUutants and have identified spill revention and res onse procedures prior to an activities at the / '(� ���(,r r " ' ro`ect site. P P � r'` z�`�`��,,ti.��';%i�f,/-�r�����if��%�G,-E SCALE 1 = 10a0 QWEST COMMUNICATIONS (SAM TC�OL�Y) (97Q) 333-fJ0$5 P 1 �""'1 � �� COMCAST (DAVE GiBBS) (97(3) 418-8247 11. If any groundwater is encountered, the contractor shail contact Alpine Engineering, Inc. and the Praject Geotechnical Engineer immediately. T{�WN V� Y /"'4� �-- �E I� E R A� N C�TE S � 'j'� 12. The contractor shall maintain existing drainage channeis, culverts and appurtenances during constructian as � �"�t necessary �o pr4tect rodds and prop�rty. 1. Obtain a Public Way permit fram the Town of Vail department of Public Warks, (97Q) 479-2958. Oatain al1 Z2. The Contr�ctar shall furnish electranic and hard copy reproducible As-Built record drawings showing required building permits #hrough the Town of Vail Department of Community Development, 75 S. FrQntage horizontal and vertical locations and efevations of constructed improvernents including alf utilities, and drainage � �"� 13. Contractar shall minimize cansfiruction disturbanae to the satisfaction of the owner. Road, Vail, CO3 81657. appurtences prior to acceptance of the project, � � 14. The Cantractar is warned noE to scale from plans. lf canflicts, questians �r interpretatians are required, contoct the �, qE� contractors shall be licensed to perform work within the Town of Vail. Obtain and pay for contractor's 23. The Contractor shall video camera (N) all installed public storm sewer pipe prior ta final paving and/ or �� �� �.r/ Engineer in writing with a Request For Infarmation (RFi.) license at th� Town of Vail Department af Community Development, 75 S. Frantage Raad, VaiC, GQ 81657. other final surface treatments are completsd. A capy of the video taping shall be pravided to the Town of � , "� �l 1 Vail for review and approval and record keeping. n 15. Gontrflctor is ta dispase af spoil material off site. 3. The contractar shall obtain al! necessary standards, speci�cations, permits, bonds, etc. from aN applicable (� agencies prior to commencement of canstruction. 2'4. The Contractor shafl ba respansible for all aspects af safety -induding, but not (imited to, excavation, �./ 16. The contractor is responsible for repairing any damage to the irrigation system as a resu[t of canstruction, trenching, shoring, traffic control, and seeurity. Refer to OSHA Publieation 2�26, Excavating and Trenching. � *� 4. The public and the Town of Vail will have the right occupy the pubfic Right of Way and adjacent facilities � L��1 � 17. The Contractar shal( prot�ct artd prese�ve all trees, bushes, shrubs and graund couer, not designated for removal, in during the entire period of canstructian. Perform sits work operations to minim+ze conflicts and to facilitate 25. The Contractor shafl submit and have approved a Constructian Traffic Contral Plan, in accordance with the a manner acceptable ta the Owner. Contractor is to repair andfar replace any landscaping damaged as a result of use of the premises and canduct of norrnal aperations. MUTCD (Manual of Unifarm Traffic Gontrol Devices), ta the Town of Vail Construction inspector, prior to any canstruction to a condition equal to or better than existing. construction activities within, or affecting, the Right-af-Way. The contractor shall be responsible for providing �""`1 •+ r� 5. All matarials, workmanship, and construction of public impravements shall meet or exceed the standards any and all traffic control devices as may be required by the canstruction activities. • � f 1. Benchmark(s): Contact Eagle Valley Surveying for benchmark infarmation. and speciflcations set forth in the Town af Vail Code, Development Standards Handbook, Construction Details �� fH and applicable state and federal regulations. Where there is conflict between these plans and the speci�cations, 26. The Contractor shall submit ta the Town of Vail Gonstructian Inspector and gain approval for a � 19. Contractor shall not disturb or encroach an ad jacent properties. or applicoble standards, the most restrict+ve standard shall opply. All work shall be inspected and approved by construction staging plan, schedule and phasing plan prior to the start af construction. /"� � the Town of Vail. �� /"� 20. Off-site roads shal! be kep# clean to the scatisf�ction of the owner and TOV. 27. Construction sites and staging areas must be fenced and maintained in a secure candition at all times. � � �.� 8. All referencas to any published standards shall refer to the latest revision of said standard, u�less Keep fencing and surrounding areps clear of trash and debris, Any construction debris or mud drapped into /'� 21. Contractor shall obtain approval from the Geatechnical Engineer for any fill intended for use on the project before it specifically stated otherwise. manholes, pipes, .or tracked onto existing roadways shqll be removed immediately by contractar. Contractor W is delivered to sit�. Material sample(s) shall be submitted, as required, for apprgval. Mafieria! delivered ta praject site shall repair any excavations or pavement �ailures caused by cQnstruction within or in the vicinity of the limits ( J shal! be equai to that c�ppraved, and shall be rejected if it does not' meet required standards. 7. The engineer who has prepared these plans, by sxecutian and/or sea! hereof, does hereby affirm of canstructian. The contractor shall be respansible for damage due to construction at no additianal costs to `✓ responsibility to the Tawn of Vail, as beneficiary af said engineer's work, for any errors and omissions contained owner. The contractor shall remave all sediment, mud, and construction debris that may accumulata in the 22. It is anticipated the storm sewer and driveway grading in these pfans will require constructian staking. The contractor in these plans, and approval of these plons by the Town of Voil Engineer shall not relieve the engineer wha hfls flow lines, private property, and pubfic rights of ways of the town as a result af this construction project. is r�sponsible far the cost af any survey staking required. The cast of the survey�ng is not paid for separately, but is to prepared these plans of al1 such responsibility, Further, to the extent permitted by law, the engineer hereby Removal shall be conducted within 48 hours. Return all constructian staging sites to their original condition � - be inctuded in the cast of the work. agrees ta hold harmless and indemnify the Town of Vail, and its officers and employees, frorn ond against all upon completion of the construction project. liobilities and domages which may arise fram any negligent errars and omissions contained +n these plans. �� 23. Compaction and materiqls testing will be required and will be provided for by the Owner. 2$. Dimensians for layout and construction are nat to be scaled from any drowing. If perkinent dimensions are 8. All sanitary sewer, storm sewer, and water line canstruction, os well as power and other "dry" utility not ahawn, contact the Designer for clorification, and annotate the dimension on the as-built record drawings. 24. It is the Contractor"s respansibility ta coardinate any utility work with eoch respectiva utifity company and to haus installations, shoil conforrn to the locol utility entities stondards and specific�ti4ns current at the dote of � ❑11 work done by the Cantractor approved and accepted by each respective utility campany. Any utility work sha{I comply approval of the plans by the Town of Vail, 29. The Contractar shall have, ansite at all #imes, one (1} signed capy of the approved plons, one (1) copy of to the individual Utifity Companies rules and regulatians. the appropriate standards and specificatians, and a copy of any permits and extension agreements n�eded for � 9. The type, siza, focation and number af all knawn underground utilities are approximate when shown on the the job. 25. The Contractor shall pravide aQ 1'rghts, signs, barricades, flagmen, or other devices necessary to provide far public drawings. It shall be the responsibility of the contractor to verify the existence and loeatian of all underground safety in accordanoe with the curr�nt Manual on Unifarm Tra�c Control 17evices. utilit+es along the route of the work before cornrnencing new construction. The contractor shall be responsible 34. If, during the construction process, conditions are encountered which could indicate a situation that is not far unknown underground utilities. identif�ed in the plans or specifications, the contractar shall contact the Owner, the Design Engineer and the �6. The Contractar is respansible to install and maintain sediment control measures ta insure that sediment-(aden water Town of Vail Construction Inspector immediately. � J � J � � J does nat I�ave the site. Cer�tain sediment canfirol rrteasures have been shown these plans. These measures moy not be all �0. These drawings represent anly the approxirnate location of utilities and are included only for the m � � � � � � that is n�cessar ta rQVide ade uate sediment and erosion contral. Contractor shall roviae on oin ins ection and canvenience of the contractar. Contractor shall be res onsible for locatin all utilities, i es and structures. 31. The Designer sha{I provide, in this focation on the p{an, the location and descriptian of the nearest survey � ~ ~ ~ ~ ~ y � q F 9 � P p g P P benchmarks for the project as well as the basis of bearings. The informotion snall be as follows: maintenance o# dll sediment cantrol features. Contact Utility Notifictition Center of Cofaratlo (8Q0)-9�2-1987 to lacate underground facilities, Contact Town genchmarks - Town of Vail Survey Cantrol of Vail for additional locates (970) 479-215$. Contact Eagle River Water and Sanitation District for additionol 27. All inlet framesjgra#es, manhale and vault lids, valve box covers and irrigation baxes shall be set to match #he Ioeates 970)-476-7480 ext. 114. Utilit lacates to be performed at least 72 hours rior to an construction `- { y p Y PROJECT BENCHMARK: Re: General Note �18. z z adjacent finished grades and slopes. activity. Contractor shall ensure that work preformad in the proximity ta utiHties shall be according to the � � C� requirements af the requirements of these agencies. The contractor shall notify the owner s representative of PROJECT DAIUM SCA�E FACTOR: NA � � r 28. Any water valve bax dr sewer manhole adjustments shall confarm to Eagle R+v�r Water and Sanitotion District's q�y existing utikities which may interfere with the proposed work prior to construction. The contractor shall � Q � stqndards and spacificafiions. All materials and workmc�nship shall be subj�ct ta inspection by #he districts andfor their repair all sxisting utilities to remain which care damaged during constn.iction at no additional cast to the owner. gASIS 0� BEARING (''`�'('c W w W representatiues. The District reserves the right to accept ar reject any such materials and workmanship #hat do not WA TE R � V I G� p � �- conform t� dist�ict standards or specificatians. 11. The contractc�r shall caordinate and coaperate with the Tawn of Vail, and all utility companies invalved, 32. Locate, protect, and maintain bench marks, monuments, control points and project engineering reference Q �..._. o assuring that the work is accomplished in a timely fashian and with a minimum disruptian of service. The � I � � points. Reestablish disturbed or destroyed items at Contractor's expense. 1. All waterline canstructian/adjustments shall confarm to Eagle River Water & 5anitotion District s standards ond � � N 29. Any shallow utility canduit nat supplied by the respective utility company shall be Schedula 4Q unless noted contractor shall be responsible for contacting, in advance, all parties affected by any disruption of any utility � otherwise. service as well as the utNity companies. specificatians. Z z j � Q 33. The Contractor shall be responsible for replacement of any existing materials that are damagad during U � � � � , canstruction within the limits of constructian or in the vicinity of ths limits of construction, at no additional �, All materials and workmanship shall be subject ta inspection by the disi:rict andfor its represent4tives. The district � � � z - 30. AI1 90' vertical be�ds in shallaw utility conduits shpll have a 3 minimum radius and all 9Q` horizontal bends shall 12. A State Construction Dewatering Wastewater Discharge Permit is required if dewatering is required in arder cost to the Owner. � GL � have an 5' minimum radius, unless specified otherwise. ta facilitate construction or if any water is discharged into a storm sewer, channel, irrigation ditch or any r�serves the right ta accept ar reject any materials and warkmanship that do not conform to district standards or w w m woters of the United States. specifications. �-- �-- �-- � � � 34. When an existing asphalt street must be cut, the street must be restored ta a condition �qual to or � � � � � � 31. The Contractor shall install afl conduits, vaults, pads, pull boxes and puli strings. The utility lines are to be installed better than its ori inal candition. Patchin shall ba done in accordance with the Town of Vail Street Rs air w w w � � w 9 9 P 3. AI ine En mserin is to be notified b the Cantractor at least 48 hours riar to an wc�ter line b the res ective utilit cam anies. 13. The contractor shall submit for approvaV and comply with all terms and conditions of the Colorada Permit p � `� y p �' � � � � d CC y p y p Standards. The seams of the asphalt patches shall be infrared unless otherwise instructed by the Town af Vail constructian jad justment for a pre-constructian meeting, tl. Q Q a � for Storm Water Discharge (Contact Colorado Department of Health, Water Quality Control Division, at (303) Engineer. p p p ? 32. The Contractar sha11 repair andfor replace any existing underdrains, culverts or �xisting utilities disturbed by 692-3590) OR the Tawn of Val Storm Water Discharge Permit (Contact 970-479-2333) whichever is deemed J J J z � O constructian, and that are intended to remain, ta the satisfc�ction af the Engineer and the respective utility company of necessary, the Storm Water Management Plan, and the Erosion Control Plan. 35. Upon completion ofi canstruction, the site shali be cfeaned and restored to a condition equal to, or better �'• �ompactian af all trenct�es must be attained and compoction test results submitted to Alpine Engineering priar to w w w � O E- acceptance. > > > t= F= I #he damaged utility. than, thot which existed before canstruction, or to the grodes and candition as required by the�se plans. t!� w w w � � �,ra 14. The Cantractor shall provide and maintain approved erasion and sediment control "best management � a � � � � p 5. The Cantractor sha!! at all times kesp a separate fufl set af contrac# drawings marked up to fully indicate as-built p � � U 33. Stabilize all points of ingress and e�ress with crushed stane ta prevent tracking of mud ontp public ways. The practices (BMF) for the projec# duration. Con#ractor shaN inspect BMP s weekly and after every precipitation 36. Standard Handicap ramps are #o be constructed at all curb returns as identified on these plans. The conditians. Said drawin s shaN be rowided to AI ine En ineerin u on com letion af the work, Contractor is to ravida at - z Z � �- F- Cantractor shali minimize all off-site soi{ tracking. event. Contractor shaA document inspection and make reports avai{able upon request. Accumulcated sediment canstruction of these handicap rarnps shall be in accordance to ADA current standards. least two ties frpm physical monument$ ta all curbs stops, valves�pnd manholes. ¢ j � � � � � � and debris shall be ramaued from a bmp when the sediment level reaches one half the bmp's height ar, at t,,.� � � � z � � 34. Prior to placement of H.B.F. or concrete, a mechanical "proaf roll" will be required. The entire subgrade and base any time that the bmp functionality is adversely impacted. All necessary maintenance and repair sha11 be 37. After acceptance by the Town of Vail, public improvements depicted in these plans shall be guaranteed to 6, All water mains fire h drant lines and water service lines shall have a minimum cover af 7' unless nated atherwise. � o 0 0 � � � material shall be rolled with a heavily locrdad vehicle having minimum singEe axle weight of at least 18,004 Ibs. Any completed within 48 hours of identification, unless otherwise agreed upon. be #ree from material and workmanship defects for a minimum period of twa years fram the date af ' y subgradefbase section exhibiting excessive pumping or deformatian as determined by the Engineer shall be reworked, acceptance. 7. Alpine Engineering, Inc., assumes no respansibility for utility locations. It is the contractors resporisibility to �eld verify replaced or modified ta form a non-yielding surfdce. The Engineer shall be natified 24 hours prior to a "proof roll'. 15. The Town of Vc�il shall not be responsible for the maintenance af storm drainoge facilities located on the lacatian of all utilities prior to commencement to any construction. private praperty. Maintenance of on site drainage facilities shall be the responsibitity of the private owners. 38• The Contrractor shall be soiely and completely responsible for the conditions ot and adjacent to the job w •- � � �- � �- 35. The Contractor sht�ll maintain and prcavide to the owner's representative As-Built record drawings showing horizontal site, including safety of persons and property during performance of the work. The contractor shall pravide d �a���� and verticQl locations and elevations of canstructed impravement� including oll utilities, and tlrainage appurtences prior ta 16. The Town of Vail shall nat be responsibie for ony damage or injuries sustained as a result of the lights, signs, barricades, flagmen, ar other devices necessary to provide for public safaty, pedestrian and � r? N cv `� N � acceptance of the project. canstruction of this project as a result af groundwater seepage, whether resulting from groundwater flooding, vehicufar access as needed. This requirement shall apply continuously and nat be limited to normal working ;E W E R N C�T E� `�``�.``���� structural damage or other damage. hours. c� ct� co r� r- rn 36. The Gontractor shall prouide 24 hour natice to the Engineer prior to back�lling any utility or storm drainage 1. All sc�nitary sewer construction shQll canform to Eagle River Water nnd Sanitation District's s#ondards and � � � � � a improuements to allow for inspection by the Enginear prior to backfill. 17. The Gontractor shall be r�sponsible for insuring that no mud ar debris shall be tracked onto the existing 39. The Contractor shall nat willfufly proceed with construction as designed when it is abvious that previously �peciflcatians, public street system. Mud and debris must be rernoved within 24 hours by an appropriate mechanical methad unknown obstructions and/or grode differences exist that rnay not nave b�en known during design. Such CJ 37. The heavy applicatian of driveway cinders in the winter wiil require periadic inspection, maintenonc� and cleaning of (i.e. machine l�room sweep, ligh# duty front-end loader, etc.) or as approved by the Town of Vail construction canditions shall be immediately I�rought to the attention of the awner s representative for decision. The � the ro osed storm sewer s tem, includin rernoval of cinders from inlets and ossible #lushin of the storm lines. 'ns ector. cantractor shaA ossume full res onsibilit for all necessar revisions and re airs due ta failure ta ive such 2• All materials and workmanship shall be subject to inspection by the districts and/or their representc�tives, The P � '� � F � � p natification at na additionol cost to they0wner. y p 9 district reserves the right to accept or reject any such mafierials and warkmanship that do nat conform to district standords or spscifications. t8. The Contractor shall notify the Town af Vcail Construction Inspector (970-479-21�$) 72 hours prior to the start af an c4nstructian. If wark is sus ended far an eriod of time after initial start-u , the contractor 40. At the end of each working day, the �antractor shall be responsibl� for connecting the existing storm Y P Y P P 3. Alpine Engin�ering is to be natified by the Contractor at least 48 hours prior ta any utility construction. shall notify the Town of Vaii of reason for suspension and estimoted time af susp�nsion. Cantractor shalf drainage pipes to the newly installed starm droinage system. Alf drainage systems within the construction �-- notif tl�e Town of Vail 72 haurs riar to restort of construction. limits shall be maintained by the Contractor for the entire duration of the construction project. The `- y p contractar shall be responsibEe to maintain all drainage within the construction site and offsite drainage which 4• �ampaction of 411 trenches must be attcrined and compactian tests rasults submitted ta Alpine Engineering. N o 19. The Cantractor shall notif the Town of Vail Enviranrnental Heaith Ins ector 970-479-2333 at least 2 is directly affected by constructian, � � � y p { ) 5. The Contractar shall at all times keep a separate full set of contract drawings marked up to fully indicate as-built � J � r� `� working days prior to the start of any earth disturbing activity, or construotion on any and all public conditions. Said drawings shalf be pravided to Alpine Engineering upon ccampletion of the wark. Contractor is ta provide � � `� d" � im ravements. 41. The Contractor shall be respansible for maintaining the operation af the existing Town street lights within t- �- � o0 0 �� p at leost two ties from physical rnonuments to alf cl�an-outs and manholes. the project limits. The contractor may provide temporary street lighting appraved by Town of Vail, when 20. The Owner shall be res onsible for obtainin and submittin to the Town af Vail Construction Ins ectar existing street lights are removed. �w "� � p 9 9 P 7. Manhol� rims shall bs set at an elevation and slope r�lative ta the pavement in 4ccordance with District and Town o# W Ci � '�.�► material tests in accordance with the applicable standards and specificatians for all work within the Public Vail requirements. Prec+ast adjusting rings shall be used to adjust rim elevations to final grade. The rnaximum occeptdble c,�,� � U z W 42. The Contractor shal{ be responsibla for maintaining the operation of existing Town irrigation lines within the Right- of-Way. If �he �nal sails/pavement design report does not carrespond with the results of the original vertical disfance from rim elevution to the #op af the cone section is 14 inches, including the caver �rame and grade Ui <C w p� E-- �'"� eatechni�af re ort the Owner shall be res onsible for a re-desi n of the sub'ect avemsnt section. Aii fina! praject limits unless otherwise approved by the Tawn af Vail. � � _ .Q 9 p � p 9 J P rings. Manhole steps shall canfarm ta OSHA step standards. The first step shall not be rnore than 21" from the rim O �,f soilsfpavement design reports shall be prepared by a licensed Professional Engineer. Tha �nal report shall be elevatian. � C' U -' � ...w.► submitted ta the Tawn �af Vaii Construction Inspector prior to plc�cement of base and asphalt. 43. it is the responsibility af the contractor ta protect and preserve all trees, bushes, shrubs and cover in a � man�er accept4ble to the owner. All areas af Town of Vail Right-af-Way disturbed during construction shall be well graded ta drain, covered with a minimum of 4-inches of top soil, fertilized, mulched and re-seeded 21. Prior ta placemen# of H.B.P. or cancrete within #f�e public Right of Way a mechanical "proof rol!" wiU be �GCOrding to the Town of Vaii's standard speci�c4tions. ������ ��� � �}�- �� �� � [1 �3f7 �. required. The entire subgrpde andJor base material shall be rolled with a heavily loaded vehicle having ,.�-� ,,�, � ���� �� .�� �4 �� ll ��d �„��'� ��,rc s�#E� �1�,�a "' minimum single axle weight af dt lsast 18,000 Ibs. Any subgradefbase section exhibiting excessive pumping or 44-. The Gontractor sha11 maintain access ta fire department hydrants and cannections shall be maintained � deformatian as determinad by the construction inspector shall be reworked, replaced or modifed to farm a throughaut construction unless otherwise approved by the Town of Vail Fire Department. �������'J° �,���������s��=�-� non-y'ielding surfacs. The Tawn of Vail Construction inspector shall be natified 24 hours prior to a "proof roll". ��� � � �o�� �HE�T � �. ��.r�`,�;,�.�jr�f����mmv;-��.��>..�,�_, .�..�� �,-wu.�: � �-�1 �� � ���� , �, ��.��`��� ��' �°x�' . ::�°.��..�..,..,:�.� ��.,.�.�,..�,��.,�� �.p� P:�TOVl l�{}4�dwg\Master�COVER.rtwg,04J14(2011 5:27:19 PM,TSl `.. --" � ' ' ISTING BOULDE � ' _. � U I � r� '-- � � r AEI. TYPI�AL) �� � x o _---- '� m ��������������������) �� _„ °m �-�i TRACT A �`�" � � � � � � � "'� � t '� .� -°'"C� G' � a�N (COMMQN PARCEL) VAI� POINT TOWNHOMES ' �'_ -��, � �' � ` EKIS711�G WQ4fl� �.zi-�' � �.� �:�f`°` � � (,.� • °' 3.23 ACRES � � f� � x ' € ' ' TIE WALL `��'' µy � ` � `�o� � � ' {TYF'IGAL) '�..�� � �' �'a � LOT 27 � � � � � � � �- .�� �� .� �� �� ��) � �� . � � � LOT 28 � � �� � �°� ~� "� � �� �` � � z�� � � � � ��� ' � � � � � � � �����) f��� � �°� � � z � � m��, y � � �,o� ��s: � OT 29 � .� � ����, � � � � � ' ��.. ` ( � � � 1. TC3Pt�GRAPHIG INFORMATION HAS BEEN PROVIDED 6Y EA6LE VALL.EY SURVEYING. � , o.s--�`:' Y ' 1 * �""y��,� ( �� W ° : y�� 2. EXISTING U�ILITIES SHOWN NEREON WERE �OCATED BY SEVERA� U7ILITY LOCATING ' �• � `'�'� �. � ��``� '�� = �\� '� �,�, � ' � _� �t•- �f` -� ��u;� .�. `°�p�5�,�`� ��i ��o.s GOMPANiES WITH 'ME LOCATES SURVEYEQ BY EAGLE YALLEY SURVEYING. THE SEWER � EXIS71NG � �° � � LENES BETWEEN MANN4L.ES i4, 18 ANR 19 WERE NOT �OCA7ED. I LOT 30 ' c�.P�'� OUTLIt�E -'�'` s� A� � �=���'���sP� f n t rfi �►, �c�, 3. REFER TO TNE SOILS REPQRT FOR TNIS PRC�JECT FOR THE SOIL BORE LOCA710NS. � �'� TYPICA� 45.S�J" p.�� �,,`� ��°��_ "� '"`'"�+►�/�i�,► � � ( ) � ���� �� a. � � � 1 �+d►�T �.� � � , �,�� � ����..����`'��``'�`�'`�`�'�' �° ���t� ��m�� � sEw�R��aH ao � � � � ��� � e--- 1 � � R�' �,'� ` � ' ' ��? �$ � �,�,,4��,'�,�� � � \'`,�,� � � ....-.-- °�a�• ��" RIM=8144.3 � .�- `�"` � �� , � � k \��`'+�'�` �.,�=� � \ � ----' �, �" �,�"INV=8138.8 . ��`` �['� +'�! �� j 'y �y ' � 4�i��\�����°,. `�`,��.�@e��,,,,..r k� ,..�. .� `'\\�•}'t � a��'x„ `__�t u,� .�..�� ,.z...,�,...� .� �..,.,, �..-g ��4 r� � .,�'�{ �„��-„�;.u..F-A.:3 �(,� rN-,,^.<sa £F ,� � y��,7" +tR��r�. 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EXCAVATE, �� (CUMMQN PARCEL) VAI� POINT T�WNHOMES t �',��,�;�i; 45.99 --1 �;�t,rc��;� � t � "' SCARIFY SUB-GRADE, COMPAGT AN[7 i�o� 's ./% d�rf r' r^ d"'cv � ,'., �_.,S. - � rra. 3.23 ACRES ' ,�'f °� ''°�` � " � 1 INSTA�L PAVEMENT' SEC7IQN PER DE7AIL � U� �r�''`,�':�;� EXISTING WOOD ;s,.�;,�,; �'�x,. �_ '' �- `. Q x > � � ' r,��J�,;;y��,� TIE WALL /'�t,;�,� .. .r' ``� ,. Z WQt� � r �'`�r, ...�, � � � � �%�-°`r✓ cs� (TYP(CAL� ����r, � E � wo � � LOT 27 � ��p�,�;�,� '� �-��;� r � ;,� ���;.� � ` ' ��E �� W ��� � � 1��,,"��t�"�`��;� Q ,��� � t E � �`�" � ! ��� s � -;..� ��� �� LOT 28 � �'���'���r�%�. �, .�° t ;�� a �,_ a � �;.��� � � � � 5.�� � °;� � �-1 zo� � � �,�,���,� �,��. �-� ( -;�. i i,��� ��oy� �-`'� ��f���� ���) � �� � 1 STALL FACING ON EXISTING 11MBER WALL 16t SF EXPQ ED WALL �''`` '��'�' � � _ � �" � ' �'� ��`s' � � � � „ � ) `%*�`r���r%`'��� � . • _� � , � ,� m TH 2 x12 TREATED LllMBER AND A 2 x12 CAP. 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THIS ITEM 15 A B{D AI.TERNATE. t (1? (!') � � � ' � �� __� �`i � � ._ ,�.�.__`�;�,--�"" ,,� °N'"" �� �`" ,. � �` ° . ��= ��� ISTING k ° \ ' � W W � �-�, ��, �. �, �- � :,„�,��, `�; �� �E._��� � �.� �,.��-}�� #i � `,,.� ��,�'`� ��. ��� ` � � CONTACT ENGiNEER IF PROP4SED � �`� � SPLIT RAIL t`' ✓` GRADING IN THIS AREA DOES NQT � EXISTING �OT 2 �: � � ; � x , � � �-�° � a FEN�� .� F.L-�Ft=17�9 � � � � �„� � �,. � ,� �� � _ _ � ,.` �:- ,�' � �. �° .,�` ,�" H �" � . t� v� � � � s v�E� r�� ��° ��=--�"� �° --� � +0� , CATCH EX(STii�G GROUND, GABION 1 �4 w 1 } � � -� � �` , x .,� ��� � � � .--� � � \ LOT 24 , � WAL� � � � �ft#M=8�,129.1 ��S E �`¶ ��� , � ��r�_g ; � m°W' � �� ,�° ,A, �p '°' �. �'�""� ��a t! w. �` ''� �� ~ti EXlS11NG F���� { 4�' � � (�} r-� I � � '� � g,.�� � �� � �,���`���( � � � °�, �����,.� '`s „.�' w>� °�` �����,. � �'�' �`'�..����: INV=`8118. ` � i ° �°" � � �j .,, ff +� �,.t���� ASPHAL.T � � �°r, t J �� L ll T L� � `�� � ...E 4��� ����`k t�--` , i � � �a 1�-� � ,�° � �k�s %3 �'�'� R„E���#G`� EXISTING, 113 L SPLIT RAIL FENCE � a'I'll'o.s CURB , � ''�, � �r" �� �����,� F� � � � � ' � ��PRR i {�;TE �ANDSGAPE���PAf R ��� F�" � ;� � � TH NEW 2 f2A1L SPLIT AIL, C�DAR � � � � �� � �"i�, � �� -� � � .s,: :;.:� ..-•- "' � } � � � � '�`�r���`_�'� � } , , I ��� � ` ,,�° ` �4 � � � ��.�,� �� �,�.��-�```n ��, �:����i"AR,'`BE�DDED�QNT�R�C�I'0��€AS �� �`;���'t���'A FENCING. THIS I`fEM IS A BI ALTERNATE. `.����`�a�� ��=���r� R ;_. j._. ..._1 _.{ �� rr;;�;�1�\��. c� /' � .ti�_�x --T 1 , _', ' _2 ;�_` 1 ; J- `?-- ;� � ��, �� ,����°�..��� ��� '������ _��`� �AKE"'E ORTS�TO I,y11NIMiZE�THE �-� � � � � � ,�{a i � � , � �� � ��� � .� .� � �� � . d � � h� r s� �4 \ ./ � 1 f<,.�� 0. � � ��,`� '��`, �,-('� �`�`�._.�"�r % .t" � `�_t �; ,Q � ,�° ,� ��-�`�.�.i �-~- € ' �� � y°.��'��.[�IS RBED AREA ��NC�.UDING TH„��"° � �.�, J�� � , � I r 1 \ f J -1 - 1 f�.��=r�� ��� � ���� ��� ��:.,.�,.t ,r - „�'°� ,�3 p � / ,� �' =�'v�� ��, � � ,. � j .,� > , � ! J �'.� � � �, �,� �i��° � s '� � E'`'O A�''TR �,H,,�G7 x � � ��r T�,� ; ( �.;. , ��� � I l 1- t ,�, �'� �„�, �'1y�,�',�,,,�� j � �"°�,`• �'�,j � P(�SIBt..� US F� �ENC QX.���p:, _ ., � 0,8 ���:�� �'4 7-+�,. /..t �._(} .., - 1 ,` :� - r�- � � " �"� k�s��� I f�4.�� �7 i�i���a � 3 �C� ..�^°"� .�''° �,;.,�` �,�, �a� � � § , z / q � c,� �`_�.� a� ?:-� ' _. 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V��O.� f.: ' ' �� f ,.�°1�` n��,.. � �� � � � {COMMON PARCEL) � LEGEND f � ��`' f £ � 'x ��� �ry��# � ��� ��; z.os aeR�s � PROROSED ASPHA�T .%`` � ��' ``,e \ � "� ���`�� a�75' �Op � �� � `�� ,d�` � � W I�'I ���'�` _� PROPOSED INI.ET � PAVING RE: bETAiLS � '��'.,�,,,�,.F `��; x,y �; � SEWE��iH 5�� � ,� r`�,r"`�,,�° � APPRQXIMATE �ANDSCAPE�E AIR � '� � 37.�16 �.� �- '.� �" : ''```q� � �� :>, RiM=� �.5 � ��� � _ �,,,�`�,� � A��A (rn=�. a�� r�is-ruR� PROPOSED STORM SEWER � j '' �`��� `, �� �� ���� ���`"' �4 , �, t ���� ,i/' / o� ���`�+.C)`� AREAS TO BE 50DDEq. � � :� ` � f �� INV-�31 5,8 � AND D4WNSPQUT PIPING f �� ��,,"� ry : � �� ` ; � ,'' /,�`� ✓',r" � � �```,� � P�,P ° � �� ry . �`� ° �� I ��_� r` � �` o� �,� .�' �� �. C,.? �� � � , / � i � �x � � �. � � � � �+ PROPOSED STORM MH � / G�� �i f` � 4" ��� X: �U ; � „°: � � '�;t ,:,` � s ,/ 2 P ,,r � } ,.�0.7 _� 'CC � /� . ,d� �'�� , � c �' / / r*t �°' ^� '�.y ,,a � � f= '""� �; °'` /,°'�✓` a`�° ����� � �t,�4 t%`, �z �� �s���� .��r,r�_� PROPOSED SPARE CONDU{T �. � � , � �''`5 r'° �f ���"''"'.,- �`,I�f,��- � � °, j �� ;��' �� � � /� s� � �' � y� � ,;�,� `'=����4515� �' �� �� P���asEa ��ECTRie coN�urr � LOT 12D ` < � ��� d���;. � � � �� °� �� `�-� � � j � � c., �a., �� ,� �� ��� � �3 �t" � f_ ^.� f / t a {�. ,� Q ��it� ".^�, � ,�� , � . �r (j+ ��,�.r,�� ^..� �;� _I .._t J _! _i _1 �;�zr� ���� PROPQSED iRRIGATION G4NDUiT / f.> -- � ��� � � f / ,-` /l• ,�� � ��� '� •a ~`� ` ' ,. r3 � � � 29 `'�✓i�"�� �' `� "__ � I- t- 1- f- F- t- `~� � / f�' -'7�il j�;'y�,..,�\i,\ ,, aG �1 x .�". . '�"�.�° f�^ . . � . ��.%-`" ,_.`^.��°.:` 'k�i' / ,. � r;,�.v� �. � � cca�ag PROPOSED HANdHOLE � � >,/�,,F` 4; '��y �-�/��f., °�`x 1 � d,.. �f�� t ' ��\� '�. � EXISTING ✓� ';F��`�; �;''r/�i"�fd`�i,f. ,.�%` �8 � �` �''� �� 'a� � ` `-`��,. �,� ��� \ �° �.� EXISTiNG TRENCH DRAIN � ✓� � .� �' � ' r �^�,-=����_^��31������.�:�°--�= EXISTING CUNTOUR � �,/'' '� � � �/�� � � � ` �`„� a ��� � c�s VC PI TO JUST � BUILDING , � a � , � ��� � ��, �� � =�z � � `� , �- r ` �' � �`� -? ` �� '` a ' �� �' '`�` EXTEND EXISTING P PE z � OUTL.INE / `;��/'�` eo , ��,%;%r % �r� `� s � ��� � �� `L � � O f� r�.�, �� , � x � PROPOSED CONTOUR �„� � \ � � � /�����\�,,��� ��� . , � �,:#.' ���`�;.��,�,� � '� �''� �.� 30. �� � �� ��, ABOVE PRt?POSED FfNISHED GRADE. � a � f° `,r��,� ���1 PROPOSED 3 � " ' `', 5 Ky = ��. Q �. � pRa�E�rr ur�E � =� ��a EXISTING�� �,!� CONCREIE � � � " �. q . �� s� � � �"�:°� � � �� ��� � � � ��; ��� '%� �� DRAINAGE�PAN � � � f �''� ��; , '° , � �' � �r� � � ��' R�MOVE STONE PAVING IN 'MIS AREA. RE: DEMULI110N � � i�- � � � ���x�M � �� � � ���: � �� � ; 4 - - EXiS71NG EASEMENT � � I LOT 1 � C i� EDGE,�. � Z\� .�. , ,' a �: ;; �� w�"�4=�� �`\.,� c_ P�AN. EXCAVAIE, SCAR(FY SUB-GRADE, COMPACT AND - - __--- . ? � � �s�. t 8 �-. ,. � '�,. ASPHALT `,v?`,.fl � _._.-.- . , . � � . . � � , � �� � ;- ``' INSTALL ASPHALT PAVING S�CT10N UP TO POOL WALL � �-- a � PROPOSED PAVEMENT � �%f �--'"' � � � � � ��"` �, �' �`'' PER DETAI�S AND GRADfNG SHQWN HEREON. � � � � J � ~ _�n �. _ ���;� , a � : 4�5.51+ P€20POSED SPOT ELEVA7IC}N t� �'b, � ' � r ' �`"`'`�. � ��° � � ��'� � `�' ��.� / _ � � � �:� a �z�, "�,� 4� � � Q `h,`` � f } �l � �,� � � � � �� � \,,,,,� Z � (i') t/') F- ~` � �` f°�°`� `� � ��«. a ;� � � �," � ` " a, `��� r �'�,. „�,,, C3 � "� PROPQSED SLQPE ` �, ,� � � : ° �s �� , � � � °. EXISTING EXI f- F- i- { �, � �'�ti,, ''� � � �` � � ��. �4 .. � �,�l e. • :.R � ` �� � z,a� � .,� f � G�'¢34.31 �.' u� ��s �=m � t. � °. � � �, � ��cE Ex�sTi�� � � W � � � = n �� . . �,�. �� �, . � � � �0. V`° `�.��� ASPHALT ---.--.-�-_ EXISTIN� PAVEMENT EDGE � ,�. � /, "" � � �� `�� rv p �� �° ,'E � ;�:.� VEN ER I- t- F- � � � R ' � W '`� / a _�� . � ����` � �`t� �' �i �� `� �� �,�` �.�,�,� , � �_,;r�. 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'�� "�. ,..� .,. ...m. .�„.„..,. �.� {f} {fj ({" \ j „_�-._ h:���., a � C7 Gl C� CJ L.,? . � � �, � I � � __-- � �-,�� _.� . ��`��.,,, 3� �-�� , ��� � _ �; � z � � � j \ �` �: :� � 'sw�`"� . � . . 1 '�i� .,x"'»,. /^� /�,+ (Y F ,...aw.� # ,�* �'� . .� , `�, O d : #y �1 �1,.,;,,�*.,�.�.F{ V 4.L lL $ � � ELECTRIC TRANSFQRMER � � € � � `� �`' � � `�,, ' `��','� � � ��.,����M g � �� � R=�JO' (f) Z Z Z F- t- o �- f � � � Ca C� C.� U7 �/} � E � €�,�4 � f �''E ,.�' /";�' �,/,�"�,'�r f �Fi. � , �'�'���� �__: ���.�x� �, ���r� �� � �t� W ci� {!'i 4n � Z p �ns�; ELECTRIC METER ~ � � � `;.��� GQ' � ��. �� ,E � �� �u �;< / • q � �.�`' �'� � �"�� �, � a `W�" � � O 0 ,� � � LOT 1 QC 32.28 � t�� � ���� � £ � � / � i4d � �'z+ 4 '��' � A . d '"�",�,- ��, ELECTRIG dUT�Ef � / � � �/�' �,rf f. � � • . • � ��� �'���, ���� � ' � �� �•��: �:. ����,°� � �.� BURIED ELECTRIG LINE � '�,'�,. / ,/ � '/'� / ` ' �-;, .° . � ' f � Y ,.,.""+.....;, '',�j,�„��, �r�� ��, '� �.; � � / � � -a � �� � ����. �..� a v `,�.� � � � � � � � � � PHONE PEDESTAL \ � j � � '�� ��"��%, �: � \ r '`° `� 1 ~ '- \\�\ � z:�;� �rs �� �-;t ���t�, � __--- -� .- <- �`\� 1 ,: .�:��. -^-° cs� '� � � � - `x t�7 Q d- �- �`` r� �� BURIED PHONE �INE � � ,�� } � � "�.\\ r- N � CABLE N PEDES7AL � � �,,� ` ���� ,r �' � : �����„�, ���� ca cD co I'�� r� ��-�� €� �;�� �;'v �8.=�=� BURIED CAB�E N LINE ` `� � � ��f ���� � ��=; �` � �t O O o O C? O r �• ,,�' ��.¢`,� � ``� ��P�3Ct.35 � ��� PR4POSED�`�'� �`� � � ���s� {� o �}� WATER MANHOLE � � � ;,p°` ,o� �ONCRElE {�: ' � Z --�,�?-- WATER GURBSTOP � ` I � �° �� DRAINA�E PAN °N � � � � LOT 9D � ' cv \ IX� WA'(ER GATE VALVE ��EASEMENT � � � �� ---�-"� `��'��.�� � r� {�� f ' � �,� � �� FIRE HYDRANT � ,,� •r^�' � � � .,- �_...�� 4�� �r �� -�,�� BURIED WATER LINE ~' � ' ' °' ,���� �� � cJ O ����� � ' SANffARY SEWER MANHO�E �`�.,, �� C��'' ��.�..5 � N N =��-�� � �, �yrv�� SEWER SERV(CE LINE '`� 1` ' � F- t- Y o� O `�� � �`� GRAPHIC SCALE � 1 ' � ,� �� SANITARY SEWER CLEANOUT � ' � ` LOT 8D ` z z � o �s � �� � SEWER LINE a s 10 2a � � - � --° ° � (n �.�t w z tW- j� ST4RM SEINER MANHOLE ` � �� ` L.OT 7D � d � � Gl �..� ``�.� � � ( IN F'EET ) I CURB fNLEi' 1 ineh = 10 ft. \ 1 � �xx.x D4WNSPOUT OUTLET wfGROUND ELEV. ~` � 1 ' CUL,VERT � � ` 1 �'��� GAS LINE MARKER � � .- - --� ` SHEET �� �� ��..�t,� �,,, �u��� BURIEb GAS�INE ` � � ""-- _..._--- �~ 1 __--- � S»� � � � �--1 tJ � MAILBOK �` \ � ,„, SPRWKLER VALVE � ~ � ' P:\TOVSIOQ4\dwg�Master�GRADING-DRAINAGE.tlwg,Q9J14/2011223:0t}PM,TSL �iiiiii�iii�ii��� �eii � � M PVI STA = Q+70.36 M r{ PVI ELEV = 8143.75 �� a�cC°.t rn PVI STA = Q+30.60 A.D. = -3.75 � _ (� • X PVI E�EV = 8138,22 K = 5.34 � ¢ �� Q � o� �° � �, z Wo� �, , � '`� cv �;�' r� r.j � z� A.b.`=3 660 2Q.00' VC «� aa � � � +a �° +° W� . � � Q + d�' ,- N 0�0 N0� 'I IX} NCO II� ��I W W�h 30.q0' VC rn �° �- � o � Q I� n II �� � 4 � �oM ra �n °0 d- � II II � c� m �' ¢ w �� tn J �J ��IIII 1�I) � mQco w �c F. � �� w �l,.r �cv °'o cc, o �r + a w oo � w �r u,�rn °cs,°'� ��- � N o °a a � � W + ¢ + c.�> > > d a}.. � � �� I�I)I ( Q W a OQ �...- �t �, _ N � N � (l I � � O� �`na-° ° °° o � � w � � a � II . il � EXIST{NG GRQUND ���) W °w . � � �+� II I� � � } W � w . > � c� � > > � z �\ 0.72% a aa > > �� m m � n- �n w cn c� 2.90� _. � .�, 7 1.50% �....�. ��...� ,�_ ,m.m. 7.02% � �. ��``�� W� -� �� ''7 Gi w d-°- 6.44%. _ _. __ ...� _m � _ � �'� c�� > > .5 % �, _ . _ _ W FINISHEa GRAQE �� m m EXI�TING GROUND STA: 4+Q0 ,..�,w�. __. � �- � ELEV: 8135.43 17.3 � .-�'��%_ .p�.� °=--- J TRANSC710N FROM CATCH PAN (t" INV} : TO SPILL PAN (�° FALL) 4VER 5', t>���,��I�;�* M � NOIE: PROFILE DEN07ES FLOWLfNE TRANSlT10N �`ROM CO CRE7E PAN TO � R�� DETAI�S .��. +� b,�«*. 9�.3�.�, �..�_ w - QF PAN OR CURB/GU7TER. GONGRE`lE GURB AND GUTiER OVER 5'�. �. '�'*:.+�.�:�,�`''�' FINISHED GRADE TAPER GURB HEIGHT {� 0 AT PAN. .� C*(;�, PST-10, RE: PRQPOSED STORM P�AN ANq PROFI�ES. � U.4TlIad'EI.E�' B1�0.DO ,,� ��F5T-9, RE; PRQPCISED „n d- r. cv rn a `�'d- STORM PLAN AND PRQFILES. `O•�- °� °�r` t°� N N °'� �� �� ��. �� �� �� °� u°?� �� �� �00 �� �`° �� �00 "V a+oo �+o0 2+ao �+flo � PAN 3 8c CURB GU�TTER PR{�FILE � � �� f � � � � � � � � . � G� sc.�r.�. 1"=10' xo�z .� � a � � ;�� � � �,� 1"=10' VERT � �,, 00 N C�O� -I- Q �� � ,�. C7 � � t(7 tf) � � � N aQ ' Of� C��ytO G7 i� t0 N � �!� Z Z II II II I( I 11 I I �� �`"'� c�t c•� � � /� O� ojtp � � � W �. Q > > �� �� � � � � � �� +� + M 6� t� � � U � W tn w � � v�>� ii ii II II °� -f- � o °a '� o r � + q � » [L � 5� > � II II `- � Mi ao `_ � �/ � N � � � ct� a. �J Qw � Ii ti a cp + "� � 11 � EXISTING GROUN[? cnW v~iw � J > o � � � � STA. 3+65.16 ELEV: 8149.34 '- >> -}> `n �`' � � �� y II �� � � ^ �`? Q.72% °'�- a°- > >' cn w Q J > � `� � �"� 1'�� tn t� 2.9 0% °- °' a � N O T E: P R O F i L E D E N O T E S �i W � � ° � �� � .-�. ..�,-.�, ---..,�.,�.a.�, -9.78� FLQWLINE OF PAN. > > � � ._. _ r 7.02� 19,18 p �- - y > .�(� a a � � � /� ,�N � FINISHEC? GRADE NQTE: PRQFI�E DENOTES F10WUNE �2.00q �' w � � hti,, �:�,"'� � t!7 \yd� �n7`Jo 7.63q W OF PAN QR CURBfGUTTER. 6.00� EXISIING GROUND � � 1� .�L.� � TRANSfT10N FROM CATCH PAN (1" INV) 3.89� �..� � �� --� TO SP(�L PAN (J�i� �AEI) OVER 5'. STA: t7+OQ E1,EV: 8126.97 r.�.� __._..._ �.�/ 6.1 q � FROM CO CREIE PAN TO = RE. DETA#L5 ��o% GURB AND �UTTER UVER 5'f. � �'`'`~�.�,PST-8, R£: PROPOSED RB HEIGHT 0 0" AT PAN. .c� STA: 1+53.40 E�EV: 8136.71 STORM PLAN AND PR�FILES. FINISHED GRADE � �-1 � P5T-7, RE; PR(1POSED .-------''- STORM PLAN ANQ PROFILES. �""'I � . DA?'U.d[ ELEV � 8120 Oa � N� �� l�� N7�,¢.� I`� {O� (D� {�� p�� �� O� t�a �� d�-d�- � Mr� r�K�3 NN �N CYy� W� 00� 00� � �pp �� p�p� ap� 'J-1-0� 1-1-�0 Q-I-�� m I- {- f P.A►.N 3 8c �tTRB f�tTTTER PRUFILE PAN 2 PRQFII.E zz Qa � � Q � � � � � �- _ � � � � .- N J (/? C/� f�- I- 1- f- Z Z � W Lil � L � � � � W Gi (� � Z � O PVI STA = 0+77,49 � � ~ � � I � C� C� U7 PVI E�EV = 8116,88 PVI STA = 0+13.69 � � � � A.D. = 2.80 PVI ELEV = 8115.48 p � p. � K = 5.OQ A.D. = -2.83 U� N � �n � � � K = 9.67 � ZZ p C7 cV � � d- d- �4.Qd� VC 4 � Q � C:3 0o c•, ° � �, d- d- � .---._.. 27.39' VC + � + � � a co T Il �� �� �� ± o0 N � 7 W It il ± � `�' N � � � W �- � :- � � c% W ¢ w �� �. + r � `o � � ° r.cn„ G'`�1 ~ t"�" N} > > >, vi w ¢ � a � o co N � � � \\\ CL � � � } > {� W � W p pp � c'- h I`.- C� °- � > � NflTE: PROFI�E DENOTES � > c.�i � N w � °� e> o 0 °- FLOWLINE OF PAN. w �'�' � m v j � U � � � > C� �` � w ",75 .. . m °� 5.00� &.25� FINISHED GRADE STA: 0+00.0 E�EV; 8114.79 . 5.00% STA: 1+83.27 ELEV. 8122.39 . m � --_.-�- --... ,.-h. ...... ri `_ 2.20% `- a°'_. __ .ti -.�..� .�.,� o �. .__... _� ...�... .....m ..� _..� .�„ 3q N PST-4> RE: PROP4SED _�� _ ..... .�,. � �, .�. � � STORM PLAN AND PROFILES. EXISTING GROUND � � � ¢ � PST-3, RE: PRQPOSED = z � � � STQRM PLAN AND PROFILES. P'��' ��' p��p���� `� STORM PL.AN ANQ PRQF'iLES. � a Q � � c�..> � w w � � � -~1 r� r� c� � a .DAT�T.it'ELEY 81D�00 cfl oo� �-Q o� `�h N �Np �� �� �'�F {N �- t- •- .- Ct� Op� �pp OQ� pp� ��EET 1+00 0+00 �,.r"'� 4�.� PAN 1 PRUFI� P:\T�W11004�dwg�Master�GRADING-ORASNAGE.dw9,Q4(13J2011 3:57:47 pM,TSl , u����i��iii�� iii�iiiii� � Q � i � _ m 1� �M � � p�� ��� C.`� • z ° X �. _ WQ� III ill � �� � J w zo� IIIIIIII IIII � ��N � No� (���) � ��� ��� � Q � �IIIW W . �� �. +t�+�/� ��� « 1/�/ � �� + . �� y,y �(��1 . « � 7� �• t� r� �"��.�►"�' UF�,C� � � � � �> > � � SCALE; 1 =10 HQRZ H 1"=10' VERT � � � � �} � � � � � � � � � � � � � � Q � � ¢ � `� � � � " � � � �� �� o � �-"t- w 'i " �""..� F"'1 STA: Q+38.44 ELEV: 8122.38 y �' r`�- W �� �- a �' F.,..� H -> > � � EXISTING GROUND °- n" � EXISTING GROUND � �""t _�y.$�� FiNISHED GRADE � �� —.�'.�q.q�, —3.749' � � _. —4 0% -,�, �.._,.�_ � STA: 0+00 ELEV: 8148.50 j` "1 STA; 0+04 ELEV: 8124.11 ,�"'� STA. 0+26.76 EI..EY: 8143.53 � ��► FINISHED GRADE '"� PST-12, RE: PROPOSED � � PST-5, RE: PROPOSED ST{�RM PLAN AND PROFILES. � ��� �,r�,V STORM PLAN AND PROFlLES. D����. � 8ii0.OQ Bf34.0!1 � �� �� �� � NN NN �� d- .—�y �—�}` «— �� �� �� � � 1— i— I-- o+ao a�-oo PAN 6 PR�JFI�E P�►,l�T 5 PRC�FILE z z oQ � � ,� `c � � w W � � t-- � �-, z ,- cv _, va v� � � � � w w � � � � � tn � � w . O CJ � � � � Z O a o ,- � �= i � � � �n o � � � � � � � > z � o w Q O O � � «, � � � N � � v c.a ° + �, � �- II «� � � � ¢ a � � II � o� + � � r� r%� � � � � � w !I II il 11 ± � � � ~ � `�\ � ' �t w > �� �� c�v °o � ~' � rY7 � 5 v~j w t�- � w II �� \\''r. �y NOTE: PROFIIE DENOTES � w st J r.,, r., � FtOWLINE OF PAN. -> > c~r� W .d w o 0 0 7 � EXISl1NG GRQUND � � °' °" a � � W 7` a Q --3.6 °' -1.63� -3.60� E7C(S11NG GROUND -4.29� STA: 2+$7.65 ELEV; 8143.35 STA: 0+00 Et_EV: 815Q.51 -3.35� � r- � � FINISHEd GR DE - =45 .�.,.w_._,,_ .�... ..�..._._ . _ .,��..�.�....�. ,\ c.� a FIMSNED GRA E � \ PST-13, RE: PROPdSEp � _ _ � � p STORM PLAN AND PR4FILES. PST-12, RE: PROP05ED -----�-"""""�� p a STORM P�AN AND PROFII.ES. � � W C7 C? � c�.> z w DATU.d#'F.bEt�'' w � _ � <t 8.rsa.Qa a ° �' ° � t0� tD� �� tf)M i'`�� u�� 4(}M �O �'(71 �OJ �'I`� 'cf'� y,�-�' .Ma.1'} tn r,d' d' tt' tf- ��}' � ,f' �00 �p� �QO �p:} �q� CCI� pCt� ���,� �+�� 2�oQ SHEET PAN 4 PR{�FILE C-1 �.� P;�TOV11404�dwg�Master�GRADINGDRAINAGE.dwg,04j13J20113:58;20 PM,TSI. ' � a� .� ' ` �.,, i a-'�' ��� --'" � ' � , ` ��'��# '�':�'���' ISTING BOULDE '� o �,�I'',� t ��< �s�� �.�i '�'�� s t"uM`.., f l� �4 g S'��� I I I I t' (� -'--" � � � �' '`s�� '�, {" � z �^f ,���'��' O ._--- .� � �� �� �.�� r� � �;�.�;��� � AI.L TYPICAL) � "' _�- '�� � � �� ��°� � ������� �•����"f,%�'�' �....-�- ' " .:� � �� ���s �:�f� ltr'`�:. 'I� 0_M N _ I � . .� s� .r�Z.n d�' .a.„�✓"a �"�c^����� �, � � � �� TRACT A ,� . � s ,:':�f_^�rr;�� .9� .r a`� Y �`j•��`�,��*'`+'s�.� �' 3 ��...,J'�„ � � �' p,�,r�, r�.,s'�� ,t,�s�d'�di,,�����,. 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W ¢ �- Q � � cn � o N rn t7 � ,�. � `� X� x�.n z .}.,r� z -�.a cv,;a•- t o�- � = cn SEWER TRENCH FOR 4 ON EACH a � i� Z = x �' _ +� cv �u��' °"' 8 AND i2 LINES �"- � o z � cs � ¢w tr ca x¢ .- u>�°` ! x E-- �► } ` 3" THICK RIGID m 00«i � +aa ca � � 3 SIDE OF WATER (JNE CROSSINGS. _ cv = c.�t- x cv �y .- � ►-� �y�° ;`�`r' � r- x E-- = d` � .�____-T�. INSTALL 4 WIDE, oi�- o z s v, z� o �r :-v�� _ + cv cn t- � L1.' 00 M �1� G� t0 X� X G V � X t� '' r N F'Z .-i!1� V?� _ ~ � qt0'' } � C.� � �� �� � �t`� �,�},QO ,-- x Q- � N ��� :xQ~ �yt�-Z t�f�d-Z •tV--�� � INSULATI4N T Bt?TTOM OF STQRM a� x F x i- .- n,,,1 -I- .sr US Z� �y • �rf n t� s a .{- N � x F- N Z � �Z ,-tt3� � o SEWER TRE CH FOR 4' ON EACH S'`7 I I �+-Z X '�r a a : � u�i �r- .- x �-- c•t►-z '' .-�� � 1 C, ap,, � r�,ri SiDE OF W R LJNE CROSSINGS. , .s d"�- '� �°' �.t. °-�- �r c°0•� X rn s"-�- x �- _ - ,-cn� r t � d pp d'tr°, t�HZ x M a �' :�.¢ x x�� N�� ;�d'� T H Z � � � � M d�tl}_ d- N � C? �+��,�..,, "tV �� x l-d- "X� N�tt} fix ,��" e Q�- SX`�Z (n� �Q `�' i Q �, N� xN X ~ .�-�� tVUF''l� t-�-�= � � ' � � � :��� � x ..°'j. cv �.aj '"�? .-3 � z xQ F�_- tyrjN �J 1 z r � .-cn � �Nz r�� DAfiU.�f ELEV 8094.alJ N c0 d- t�? OC} tV C53 N P`'? c0 Q7 <- � N N N N if? t� }' -1 `J "1 "� `! � QO tY7 0�? 00 � � m U7 f� C/7 t!) (J7 I- i-- F- F- f-- �+°° 4+°° STORM PRC�FII�E 1 �+°° �+°° z � o � � � QQ � � N01ES: � � o � 1. THE EXfSTWG WATERLINES SHOWN HEREON ARE ASSUMED TO HAVE 7' QF COVER. °' � � rtD M ,'� 2. TFtE EX1S11NG GAS �INES SHOWN HEREON ARE ASSUMED TO NAVE 2' OF COVER. z � N J z �� � `� "� 3. 7HE EXISTING PHONE AND CAN �INES SHOWN HEREON ARE ASSUMED TO HAVE 2' OF COVER. � � � � a � �? 11 11 � W ,n �� t? � � ����� �� � 4. THE EXISTING PRIMARY E�ECTRIC LINES SHOWN HEREON ARE ASSUMED TO HAVE 4' OF COVER AND THE � � � � � `n '`� ¢ °`f' � SECONDARY E�ECTRIC LINES SHOWN HEREON ARE ASSUMED TO HAVE 2' OF COVER. WHERE SECONDARY ELECTRIC � � z ° r� ¢°z z � o ¢r- � 't° It � � v> , �!�'�1 Z Z ,U cJ u7 �oS cv �a� _ � � � o � r�n tn �,! Q APPEARS TO BE IN A JOINT TRENCH WITH PRIMARY ELECiRIC, THE COVER IS ASSUMED TO BE 4 ON BOTH LiNES, 1J 1 qRM PR(�FILE � � � � a � � °°� � � � � .� � z � � � �� � ���» > y�rn�a=� z w �n m�c�i Z �v��z Z z Q � r� r� r:"} �� �� Q z � � m•-t- cci� �� � 5. THE SANITARY SEWER INVERTS SHOWN ASSUME A CONSTANT PIPE SLQPE BETWEEN MANHOLES. > N�� �E � �� z � z � � �� ��� � �� � T�NtTES (JN G-�. 5 ° ° oo � °°� 11 ? v�i o�.� c�i� crr� u�i � � Q+°� °�� p �z w 6. THE EXISTING S70RM SEWER INVERT (STA 4+37, PROFILE 1) SHOWN ASSUMES A CONSTANT PIPE SLOPE > > � � � E--¢�y �, �� x x � � ��' ii .Q BETWEEN THE MANHOLE AND THE OUTLET. w � w � c..� C.> �n av�i�z z a� w w w � Q} inE-� o o � t� � � � ��z �� 7. THE PIPE LENGTHS SHOWN NEREON ARE SLOPE L.ENGTHS. � ,�Q� W � � z t.- F.- � � a �r,,a o � � c.� c.7 tn cn � a „ � �.-�.cv � c� 2C3.00 �` in in � z � 8. MAINTAIN A MINIMUM HQRIZONTAL AND VERIICAL SEPARATION OF 18 TO GAS �INES, � 10p.�«�� n- �; � w w O O » 'd`r"^'C0'a0 w � Gl G� C> C7 � �i3.5 �- ��' �V� 9. RCM ELEVATIQNS SHOWN ARE AT THE Mld-POIN7 OF TNE FRAMEjGRATE. FRAMES AND GRATES TO BE SET TO °°� �� °f z ca ¢aoaa U �� � z �� p ?OV�i X cn C�31 9.�� MATCH PAN/DRIVEWAY SLOPES. '° RE: STt?RM � r PROFfLES 3 8c 5 " 10. CONTRACTflR SHA�L POTHOL.E ALL EXiS11NG U11L1`fIES AT PROPOSED STORM CROSSINGS {�R AT LOCATIONS IN ��d�z�z W W � ;- i- '_ .- e= � FaR CQNTINUA?lON CLOSE PROXIMITY TO TNE PROPOSED STORM LINES. � � �`�°�'°°° '���' <C �Q``�.�� PR4POSED 12" � a o o'�' 1� � `� SDR-35 PYC o `r' z �~° � � t�? �`� �q� o a a o 0 STQRM SEWER � �� � r,,,a�� ,� �`�. � r,r,�*-- � r r� �� � a30� u�i � �oopilt--� � Q �-r Nwc'�o p rnm�rNi T± �� ?Ot�n tn �"° Z � X .✓ 7C`- '`-1 S �' 'a�'00 F-Q W �--^""`- .�"'`- xx--�Q Z � ��OI (/S F-�}}} X t°� �Q vi � �' il ii 00 000 ,Z-Q n.tn tx Z Z z �,,, ..---.� �c�n� �t a°z w�� a. EXISTING DRIVE �� � r=o°�zz�� �� � � LF 12 Pv� o � ° __o� X Q �,_,..e---'"'�� � ,76% � INSTALI. 4' W1DE, 3" THICK RIGID w� - r� \ INSU�AT10N AT BQTTOM OF STORM ���--��'y}�" � � �� � � Y �f- t.� � SEWER TRENCH FOR 4' ON EACH a.cra cr z z z z � � � �'`� SIQE C1F WATER LINE GROSSINGS. RE: STORM �. PROFit� 1 FQR °"""°� � _ _ � `� o CONIINUA710N � p w p �a3.o � ��" pvc � � � c,�.,� z W {� ,31% INSTA�L 4` WfDE, 3" THI K RIGID w � z p d INSULAl10N AT BOTT'OM OF STORM a a � � a SE41+ER TRENCH FOR 4' ON EACN SIDE DAT'IJM EZEY OF WATER LINE CROSSING. (TYP). DA7ZTM ELET� DA?`�IM ELET� 8095.00 8495.44 8090.4Q � � o � � cy ,� r� � � �' ° ° � N � � ¢ ° S�EET �, � �- � � � � � � � � � � � �--14 o+oa �+oa �+ao �+ao STCIRM PRC��"ILE 1 �T{�►R11�I PROI�'ILE 2 P:�TOV11004\dwg\Master�Storm.dwg,09/14J2411 1:53:31 PM,TSL `' w � � O N� v � � t-co ����IIIIII��IIII���IIlll�) � ° M � '� � U ���' --- m ,"'� J ��M U Z M � O C} d.� � � C� Wr W W O� ,��j M � Z pM� } W W � X�� II II II �ap c.W� � c/a q � � � Q� �� ,z ci�N � � X c� ��00 � cn � S 5 W �'a ao 0o a�; 11 °r�"Q � W � 3 � �„n � a�¢� � � � X o aa � �¢ � E-�C� w c.a ��v N Z N� �) � Z "t (9 � Z W C� �+` �= ln z C.� �Lil � d oQ � Q CJ� ��`L o w ,h �� �Q- .Q c� N �cn Z �r'� �� z z o cn� �-' � z EXISTING ��-' v��i X��'c�v � � �4�" z o �n m ca �.;.. � cn� ca � Q � t--¢ � �� cn � �� x Z ro � - z c� cn �= ca z � z � > > >>�_- � GROUND sn� x w wo , mW c�cci ��M i N r- Z �� Z � tn tn t-i z Z Z Z cn � x � ao �-- I m r�'': �Q 11 ?o cn z� � EXIS71NG GROUND � cn� cr v�i� x n.cn� .._ .... _ ¢ w � w c�`'i� � _"o f'�--z I�� II� �'a °°� Q�'aa �nF- � _ � ,�.�,f co sN �cn zzz �j° X "-' x¢ ��' w�3 ``� w W3 `'' oor�a�� (y.f ��,,, = Q� „ � �� X z W W W 3 �� Il�illll II '-�-' ��� . � _� p<L] (V 14-Z �.�,..��,., �.�...�,�.. .�� � �`�c��v . _ _. . � ���z ,,.� c�vr- __ w v���,��..�,��,�m_ ._ _. __... e,,,�, �,��,,�� �� , � _ w � ���. t� _ �� � �°`°� 90.3 LF 12" ; VC 56.2 LF 8" PVC C�D 4.2% --° II�) {� J ��°� oa ��I� �✓ � 4 a N�a o � „� � t� 2.5% � Q � � �.-.-�y s V ' °� � �,"� ,� 2o.oa• � � I �I W ° , .-9°co °- � � FINISHED � � `t�.�`�-°p �� a � ``' "� 2Q.8 LF 12" PVC � � GRADE w � w��o � � r �±¢�oQ II }...� � � Cc� 4. o � W � � INSTALL 3" THIGK RIG1D ��� • „ � A ?o v�i X � � a--� ��. � f-,n c�, �.}.a� INSTALI. 4 WIDE, 3 THICK RIGID 4.5 NOMINAL GOVER ( '� �►• +�►l �'�"�z z z � w �° `� 4.5' NOMINAL C VER T'YP X o,.'�, �r�� X o��. INSTAL� 4' WIDE 3" THICK RIGfD �NSULATiON UNDER INLET z,� �� INSULA110N AT BOTTOM OF STORM F(}R g" AND 12" LINES) � ,�� " '�'�* { °- � Fx� r� - a+ � INSULATION AT BQTfOM dF STORM TQ PROTECT WATER LINE �y t �T ,y � » � � s + � FROM FREEZING. � .�r u�z SID�E 0 WATER L NE CR SSINGS. �� �•�'�+ � ,d, ��� ! P �' FOR 8 AND� 12 LlNES} N��y N N v>`}-cy N N r.� cv , �n F- � ��,� � �� �`L �o «X�Q� X z�Q� � X�Q � S£WER TRENCH F4R 4 ON EACH Z N�(p I- � l��� � ��� � N�c~n� `�cai cn� � ;"�o c~n = SIDE OF WA?ER UNE CROSSIN6S. Y ¢ r�.,_o ¢ �- �. � �,� � `�'�`���n���.. z � � � � ����#�j;,*"��' ��o0 11 �..� �- � � � � ����'�� i r"' Il ?O t=£? X � j $ +i. � +�� ��" •----""'""..,.-.-.""' � t)(�^�>7'.y W ,�'�'.� /✓^�"_ ( �- �..Ct)�`Z Z� ��,.,,,,,,.....--"" � o ��.F �� ��C ��� x x,. _ 7g,1 .��q� � � �/� ,��° C�1 1 �/ 1 � � � I � � � � � � � � � � � 0►FILE � � � �CJ TINU�� �JN C--14 � � DA.�7..T.�' EIx.EV � ��I + 3 � E095.f10 � � r. � cy ,� r� � r� ,- .� N �--1 � � � � ° � � � � ¢ A � � �, � �, � � � � � � `� � �+o0 2+00 �T{JRM PRaFII�E 2 �+o0 4+ao �-�''i � r - � ' r n i�, � � INSTAIl 4 WIDE, 3 THICK RIG1D � �� INSllLAT10N A7 BQTI'�M OF STORM SEWER 'fRENCM FOR 4' ON EACN � � � SlDE OF WATER LJNE CROSSINGS. ,.., r� �� �• ^ ^ o y- � � z �� 18.9 LF 8" P VC z � � � � z c.> U � � � � � � � � � �� � $.0% Q � Z � Y� Z � _ � o W � ay � z w � c� w c��� �-1 � z Z Z � W Z � � c.� W tJ w a`' r Y � z Q ¢ _ > c� w c.� v� - � ,.� � �o rc� cfl � cr Z a � � �� d z w c� ,v �n � � � � � 5 �,,,� w � Q � �� � v, r,,, o o ¢ �- cn - .� � _,,, �r ¢ � � W � w c� � �z il W 0�0 .�- tS1 � � �f? W= F" Z '� t].'. �+- la! C7 Z C> � � C'? Z z t�� � 1+? F" C� 0 � Z Z z > � � W W W W 'd' � V7 Z � � C.) W Ch t:� Lc! Q W - j Q Q Z CJ <L C? U> 4 W � Z �r� ►- �a� N ° � � M �c° W c� ¢z Z � o ¢� � c`�ia� �n _�,_, � � z c.� .-.- z FINISHED z � � z rx {TYP � z a a c.>� (?J T�r,r (yf �' � t(7 Z �... Y W tY) F. Q� � � U' Z C7 CD C.� G? � � X L1.I � � i N M V) � �J .., c� �n n �r cn � � z � 4.5 NOMINAL. CpVER ►`'�c�N06 U O t�'- 3 � � ? � •r Il � �� i� o � � ii � Z w �v � � z" � � � ca �� w �� c� xw � �� �+� X Xa X Xw � W� h�i" ► x . � o v c'� c� c n � °> v y �^ � � � ¢ GRADE w cn cn � � tn `�--' >c FQR 8 AND 12 LlNES} x w� �� 0 1 1 z ¢ ►+a i.� °�> °a y� = m � � w °w a Z� w W t�W rn � �� � �.�i�� x � � w w3 �¢>, w w 3 W W x¢ w W �4 � ��� c� ��n. a. c.� �� ^ � °°+a? ?<+t°.� II � `a" � �+Tz3 =� � � � aQ w3 � x � � �Q � wvi`�iWV�i X.Q w _ "�r�Z_ � t[jp �� � � ax4NM �O� ��'� ��00II �� xZ ?' �QO04OQQ� z z z � xQ � t!) xtil �3 � � W� .�., �-.�� II Q tn Z Z �� c+t > �,,i tn �� F�-•e� z C? x VY d- O st-p O Z� t!) t� (!) � W cn�--�>> cn cn �� � � �a � Q ri �i Q � N z N F!,a � x x a� X rt EXiSTfNG GRQUND acna?? x x x ¢- oo r y �`' w aoav�i� �"o�z �t�n? dcic� ?� .- aa ,- �c~i>�zzzz W w w w �iN�sr��o c��a��o�,v�� „ . � _ 70.3� 6.3�PVC � � 6.4 LF 8 �E. STORM PR4FiLE 2.9 LF 8 PVC PVC 1 FQR CONTINUATION W z ,,� � C� 1.0% � �' � � c� �.a� � ° � � 'f� � � � h r ~ ~�- � �J 1 RE: STORM ...,....-----„�VC z � � �' '' ``� � �r" `t°cv = p� vi =� �o¢ � ocv = Q�' .�a"�.- b-a- t- � 39.4 LF 8" PYC ....----PROFILE 1 (STA 21.4 LF � o � �`�' � z � X a oa� a a a, X�„�� X�.t. ��+,.� rx vr r� PROVIDE 6" QF SUMP, 3+35 FOR C�9 11.5% � ao o �c� + ,- R X F ao �t_- C� 3.Q1 v� o E- rv s� � �¢--- X� THIS fN�ET ONLY. � CONT}NUAl10N � r� ��n ¢ > �- c.� d'n-+C° oo�Q k- rx �� ��'�k= � `r� � EXISTING GROUND --� z x cn r� x �- `t Z oo c°�c~ir� o0 o v~i cv o F--� - a z z �. � � 4 cv c� w z �� w � o � "� DA177M E'LEY w�ai �-0- +� m x o� -� o a� E-- oaov�� _�- IJATUM ELEV x� � � -XZ��� orz oF- F-av>� a tX1 tn�y �CV� x Q� tL1 '`f'n' -I-� W i.t)O a d F-Z z `-:= f31.10.!?4 81��1.04' i=+� °x°�,d'= � �+ �"'o� o¢tr �r�v7� � c,"ar� t i tJi� t i t�i� INSTALL. 4' WIDE. 3" THICK R1GID ¢ �°ao _ a i--z �n o � o� � � � ►- t- E- E- i-- 0o t� I N S U L A I I t}N A T B O T T O M O F S T O R M z s� I I "� N �°� il oo c�cn� W �¢ o�o c~n� �� I I ,j INSTA(l 4' WIDE. 3" THICK RIGID cv d- � N SEWER TRENGH AND BELOW IN4ET � ¢�, � .d-. �.> ;n� �'¢ � ¢ INSTAlL 4' WfDE, 3" THICK RIGID Ci fNSUL.Al10N AT BOTi'OM 4F STORM Ci Ci � t� . �n t-- N N cn? a-cn F-> INSULATION AT BOTTOM 4F STORM � SEWER TRENCH FOR 4' ON EACH `n � � � FdR 4 ON EACH SfDE OF WATER X Q �r va z � qp �--�? o� a� SEINER TRENCH F'OR 4' ON EACN a� SIpE OF WATER I�NE CROSSINGS. W a� LlNE CROSSINGS. w� 51DE OF WATER LiNE CROSSINGS, z a 4 _ �-�-5�.�� STC�RM PRt�FIi�� � �-�-�� a��a �-�-�o �-�-�� Q � STCJRM PR4FI� 3 � � � � �, z r�o�s: z ► " � � � v� � 1. 7HE EXISTING WATERLINES SHOWN HEREON ARE ASSUMED TQ HAVE 7' pF COVER, SCALE: �.��=�.C�I� HQRZ a- w w � 2. THE EXISTiNG GAS LINES ShiOWN HEREON ARE ASSUMED 'f0 HAVE 2' OF COVER, �,��==�,�}' VERT z � � � � 3. THE EXISTING PNONE AND CATV LINES SHOWN HEREON ARE ASSUMED 70 HAVE 2' QF' COVER. � � p p � � � � � 4. THE EXISTING PRlMARY ELECTRIC LINES SH4WN HEREON ARE ASSUMED TO HAVE 4' QF COVEFt AIVD THE SEC�NDARY E�ECTR(C LINES SNOWhJ HEREQN ARE Q a Z z p ASSUMED TO HAVE 2' OF COVER. WNERE SECONDARY ELECTRIC APPEARS TO BE IN A JOINT 'iRENCN WITH PRIMARY EI..ECTRIC, THE COVER IS ASSUMED TO BE 4' ON w w a O ►- BOTH LINES. > > E= t= ! � w w C.a C� cn Z � f� � � d 5. THE SANITARY SEWER INVERTS SHOWN ASSUME A CON5TANT PIPE SLOPE BETWEEN MANHOLES. C� � � � � ,U � � � � � � 6. THE EXISTiNG STORM SEWER INVERT (STA 4+37, PROFlLE 1} SHOWN ASSUMES A CONSTANT PIPE S�OPE BETWEEN TWE MANHOLE AND THE pUTLET. � v� ti� � z 7. THE PIPE LENGTHS SHOWN HEREON ARE SLOPE LENGTHS. � � � a O a L� G`] C7 t.7 r- 8. MAINTAIN A MINIMUM HpRIZONTAL AND VERTIGAL SEPARAl10N OF 18" TO �AS LINES. P' Y� T� �� 'M1� � 9, RIM ELEVAT10NS SHOWN ARE AT THE MID-POINT OF THE FRAMEjGRATE. FRAMES AND GRA7ES TO BE SET Tfl MATCH PAN jQRIVEWAY S�OPES. � a��:, `°" �� .-. � Z p�,� d � � ''�.,, � � � � a � °p��h�� 1 0. C O N T R A C T O R S H A L L P O T H O L E A L� E X l S T I N G U T I L I T I E S A T P R O P O S E D S T O R M C R O S S I N G S Q R A T L 4 C A�I O N S I N C L Q S E P R O X I M I T Y T Q 7 H E P R O P O S E D S T O R M L I N E S. � .����.� r- .=� os' N � W�'�"�`° c� co h� t�- rn �,,� �N tV E.. N ��'3 7'" � � �'�t-�ao oa o c� J e- �" W e- C4�,� d' � � 0-�W-�- Z' Z r n Q {a (� � �S ? °��°a �' -' °Q �i �"� C`' � _� z INSTALL 4' WIDE 3" 7HICK RIGID n a �-�°'- �� �� W "� w � INSTALL 4 WIDE, 3 THICK RIGiD � �-� � ? a, r° f--ui >- �c ' a cQ o-i ..a 00 °' � � INSULATION AT BdTi'OM OF STORM r,.x N� 11 ao� � ap il ��� , o�P Z� � � � INSIlLATION AT BOTfOM QF STORM w cfl �ri� cr�-w F-�z N,n� r,�'a'`� r W �j � ca a z�v>�_ a T SEWER TRENCH FOR 4 ON EACH U Cx '� Ms z II II � '''7+n�r z oo w o oa cn - � � SEWER TRENCH FOR 4 ON EACH � r� r�o c�T-ao � ao z 4.,�cy,,.__ ,� x ►•� z �� il � t '-' �'-' , » F' }' z �- �-,ri"� o�' o `�' SIDE OF WATER LINE CROSSINGS. � h •-as �r E-.� ��t- iv�.-� c� n. 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ALL CONDUIT TO BE SGHEDULE 4Q PVC (MIN.), INSTALLED WITH 2.5' MiNIMUM CUVER. � � �',���'`�,``�'�°�,��,, �. 4 � ��� ( W W�� � � �,--' `��r���",�, ,a:;,-w � � (,.tJ z�o M 1 ,�,��f, .,� . ; IIIIIII IIII �� 2. SWEEP A�L C4NDUIT INTO HANQHO(�ES SHOWN, CAP AND MARK WlTH CORRESPONQING NUMBERS AT ' LC�T 2.9 � ' ����} , .., ��� � Z �Q � 0.5 ����IIYF ��f�r' � ,�a � �� � V�I����rF ��N EACH END. ' ' `,��` �- �,�,�;.��` ;;��� .� �:� ���a I��C) � �,o� � °� � ,� �f��}����`���� .. �' ���� ���� �'�� ��``p.s � �( � Q rn 3. AL� C4NDUIT TU NAVE PULL STRINGS INSTALLED, � Ex�sT�NG °�.,� ���'�� � �� ``- � - .�. ��,� � ��� " �� �) I W w . :. . m. . l I LOT 3{� � � ����� ou-tr°irr�i� � �y, ' a ..� � ��� ,,� ���� n� ���� � � a ��� 4. SEE DETAILS FOR HANDHO�E DETAIL. ` �' � {npica�) 45»85 �. � ,,� �x,.� .• : 1 � � \ � E�M'! _ �' 5. ALI� CONQUIT Tt� 8E INSTALLED WlTH 18" CLEARANCE M & V FRt7M GAS LINES. 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EXISTING ROAD & ����� ��� �� BURIED ELECTRIC LINE � SIGN I � ,,.,_._- f ' �` ,,.°'�� �,°°°��6t� �°�� � SEWER ENCROA MEN7S , ,� PHONE PEDESTAL � ---- '` � � ' 4-�°""� '`� .,�' � ��� � ~-� � MAILBOX --"� ` '` �r'� ��..;�� e�� ������ ��>� �� BURIED PHONE LINE \ � � ' ' ' 1 . . ---�--- ' � � / � - ., SPRINKLER VA�VE .' _..--- �-� � � / P:�TOV11Q04\dwg\Master\UTIt.ITY.ciwg,d9J14J2011 2:27:OQ PM,TSL � � � �����������) (��� ����{� � 4 ° � _ � � N M L �S � ��� d�N � � Cr1 � X GENERAL NOTES EQ� $,�DIMENT CONTROL ? wa� � - z� 1. INSTAL� AND MAINTAIN SED{MENT CQNIROL MEASURES IN ACCORDANCE WITN THESE PLANS. � � III (�) L� �a ' cnv 2, ALL PROPOSED SEQIMENT CON'iROL MEASURES ARE TEMPORARY MEASURES UNLESS SPECI�IER OTHERWISE ON PLANS. ` � � jW �QM C}N-S{TE Sl�T SACKS MAY BE l..EFf' I�J INLETS PERMANENTLY AT THE DIRECT10N aF THE OWNER. ` II�IIII (I�I � �Q� 3. S DIMENT CONTROL M A U MAY UI MIN R � A USTMENTS AT `fHE 11ME OF' CONSTRUCTIQN TO INSURE TNAT � �' v�°� THEIR NTENDED PURPt}SE S ACGQMPLlSHED� �E 4 IELA DJ � � III) (� �W II) � � � 4. PROVIDE CQNTINUOUS INSPEG110N AND MAINTENANCE OF ALL SEDIMENT C4NTROL. MEASURES TO INSURE THAT SEDIMENT CONTRACTC�R SHA�L DEVELOP � �� ���� W ° s CONTROL EFFICIENCY IS �BTAINED UNTIL FlNAL STABILIZA110N OF SI7E HAS TAKEN PLACE. MEANS AND METHC�DS TC} CONTRO� - J ` ` - � � \ ` 5. lNSTALL SEDIMENT CONTROL. MEASUR£S (INSTAL� HI FL4W SIL.T CURB SACK IN LIONS RIQGE LOQP AND ER4SION LOGS BEFORE SED I M EN T D U RI N G CON STR U CT)C��I �,�..- --- 1 ` �, ,K � �� GRADING,OPE ATiQN�PER(QD. GRADING QPERA�IONS SO TNAT EFFECTIVE SEDIMENT GONTR�L GAN BE ACHIEVED DURING THE EN71RE TO ASSU RE TH AT N 0 SEDI M EN T I S f j � _ -c�- - - - ` , � ��`'�s�r '�•� DISCHARGED OFF--SITE. � 8. 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EL EL EL {����� WATER MANHOtE � � , . ��, � � �x; 1 � � - - � 1 4 1 _....r . ���� / ,/ y� , �t �����J ,a za � �E�os�oN �o�� ,� � � *, �, ` �. /�,�� ` - � J � � �i ,� . �. � � j � � WATER GURBS((}P y 1q �� ���°, � � �� V � � � �r � �°,������ °`�� 3� .��� '3 WATER t�4�lE VAIYE „�� { "t �'�„� °`; � �:��,,. � ` I _ -� !- -1'�. / � r� ,��r:..�,r� � � ��x i:� FlftE fiYDW+NT (U O � i 46 if� �,�,R,�„ °`' 4�"✓ 44.i8 x � l� 1 ~ � �` ` .._- � � - - m. ..,£ �, �* ,f-'t`''r`s'`��^'� �' �s'. .� E,�" ;'s�''^"'.�`#;r.".`,'�•,''c,a s:� :�: � � '^�'•,� L,...,, / �,,,� ,� ,��;� � �' : a-.,M.m PROPOSED �„�`� 3;� � �.cr g;t�� BURIED WATER SERVICE tiNE � � 4 rd���,�`,, � �,�,,e��.�� �''.� ,� � 42.z� P� ` .. ! -/ �„-. �/'� �.�,��, }, ( IN FEET ) � SILT SACK ..�# ��, euRien wnr� uNE � � Q d�- c�o �' 48.21, €;!s^�'��F"� i f�t*�'3;�> �" '"`�''�,f%'`�f"r.' ?. ,,�Ff,s�/rz':^`'�r,°�,.° y �.,,, °"--... r�,. ..-,""� � '/ °^;< !� °s 1 inch = 20 ft. �{ .�ji Z X � 0� � ` r. � ' � � .; . \ '°,-._ `r _,. �� .•'� SANRARY SEWEft MANHOLE r .�,.1,.�,� ,�`" ,�. . , . �._ v '' �s:�`fs°'r�'�" _ - u'w 4��� , . ' «�. / ;F"s.*.,�',r'�' �*e`.-'"r , s` p� "� �,°� �. . . , �.. ,i�.'^".' '> �,` '-,-,--._ __,___ -""'". 1 , aR a� ��_ ^ ^ - s. �.o� INSTALL HI FL�U�„SIL.T � :. .��,�. .�.�:� g. .� ��- � �.... __._-__ ____.. pg �'* (''� f11' 6 � �, o � �",,.....- rp {�...° ' .+�"� - �' �'�� 3 4s ...r• �"".. .:i' ''� �� .� f .�4 �_ ��. �� 4§ J�V \JV�L.7 5..:,.a �awasm�'.�.a rn*..a . LJ -�- °`�:,:`._, � ��,, .T..- ��� � �= 1,- >. � � �; �`'` -- -____ ___-- ----" � � .. SIL.T SAGK � c�v,arr � � � � �� . ��� � , _ � . �;�,�p,r,� -_.�_ _.-_--. -,. � � SANR'ARY SEWER� � � _ � ��:�_ , �,,,�„. ` �,.�"�*.� u r __. �� - CURB SACK BEFORE A�N�� � � ��� Q PROPO N� z z _ � z . ,,,o. , �: , ., - �' � ,- �� '"� � �� € ��s �ss SEWER tJNE � � ly! -=-�{- � � � Y � - CONSTRUCTION BEGINS f� " � �._ �; ���. � � � Q � �- x � � � �� � "` , ,� � �' � ��"? �. k' . °F�'��t,�,.,�,�°� ��"V``�....'"-��` sz �„w 15.u' �r�/" �� . '`�J.�..� ST(SRM SEWER MANH(tLE LLl �' _ � Q � �� '� ��` `�'a. � �"°�-� � � '` �,.� � `, tNU aPT 7�-�ry G7 � U � � P � , �`��;,, �u�.�;�,,��' .`-e� j �i :�u2�; ' �"`a>�Y-��..�e,,, `��� � ��```"••„r ,,,,,... � ,�.���. ,8'aAV � cuee �NI.Er .�, '� CNY.809L4" � .'^,-.,�' .„t' "���.`. � � � �� �°°��,�� � �� ""�' �'"",.. � �' �i� D4YiNSP01Jf OUiLET wj6R0UND EI.EV_ ��. �m� � � � ' ��� ��� � �..,�._'...""'"'. ...� ,.... - "��� ' � � � /I.atcN CULVERT P � ' -� � ``� �� °^�,��� r,"� '� � ".'�.� a , �ya�''�kR ..��-.,..,..,��,�... �. . �, � � . '�� �-� GAS L1NE MARKER .�,a���," �, t�..:,, � � '� � ' . .� ,�,,,�„„ 1 � � . .� y��' . � ._ ,� �. _c � �,. -� BURIED GASUNE � � ,�,.,.� �c q ,: ,., '`�'"'� � `*"�`"� *,3 �..�s�,. *� ,r ! "l �,a{ �'�'' . ' sx ,,� �'& � � tm `� SIGN , P ` --,-�-Q,.�---a,---e�.-�---�-a"""'" �� .: �F` - �` �° ���,,;- -.-^"'EL �.;�� ;.�a; � � �`���` y�� � �iaox � SHE�T � �` 43.9$ � �". � �' � � y«• i{� w SPPoNKI.ER VALVE �,, 6�, ' ' ;t £f { �` /*y f �s� f�� `�. ��k, �� `�~ ��� nQ+orES oEaouaus�EE (\�* 1 ''„� -� �`�. �` ,�q�.<�``''� '���� WJ APPROX 7RUNK OIA, '"�' �w'�`� j � �� � � ` �ff � �,€4rr � �� ��. k 41.9'Y �'�°, �� � � ,,���u,X W/APPROX TRUNK D4l - � ��� � ��`�` � � �. .. DENOT£S GONIFER9US TREE / l ;��`<� �� �� ,� LOT 14C F:\TOVi 1004kJwg1Master�Erosion Co�rol.dwg,09(14J2011 10:08:13 AM,7�L DRAINAGE NO`fES: � r � P P P �IIIII (IIII III��IIII��I) � rn 1. All stnactures shall hcave ste s in accordance with AASNTO M 199. Ste s shall conForm to QSNA ste standards. o ° 2. Elevatians shawn are at pipe invert unless otherwise indicated. CIIn,� 3. Ail standard storm drain structures are sub ject to modification by the Engineer to meet field requirements. � d�� 4. Where any part of the storm drain system is focated in a fill section, provide fill material compacted to 95% AASNTO T99 density from originai undisturbed ground �-�� up to structure battom siabs and pipe bedding. INSTALL D&L H-8024 � � ' 5. All Inlet Fromes and Grates shall be set to match the ad jacent �nished grades and slopes. CLEAN-OUT FRAME COVER ,,��,°o,� 6. Any pubiic storm drain that may bs install�d os part af #his pro}ect shall televised prior to laying paverrtent aver the storm sewer or prior to finai acceptance. OVER CLEAN-OUT. 10 GAUGE fNSULA'IED � � COPPER TRACER WIRE. III II � �� . �` INSTALL 8" PVC CAP J w Zo� -�EN�M �AGKFI�...� �. IIIIII I IfII z �Q� ,Ftiy f ,,��s 4�, ASPHA�T � � „ - morn \ �10 GAIJGE INSULATED i,,.�r/' SECTION IN 1-1 f2" 4-9l2 PL.ACE AND Ct7MPACT 1-1/2" 4-1/2 PLACE ANC? COMPACT II {� aw , ry � � � . «4� �- � ,._ _ SUITABLE MATERIAL SUITABLE MATERIAL � a �rr''�'�-� ,� �� '�'�'"- TRENCH BAGKFILL--�,�, 2-2 LiFI'S ,� . _� ��.� �,r �,: �" t � � .� ���. �,.-'• ' - �, � `_.. : � �,..1 ' �'�• , ~ V BEHIND CURB AS SHOWN. „ BEHIND CUF2B A5 SHOWN. 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INSUI.ATiON Tb EXTENb 4 ON EAGH SIDE t�F WATERLINE. �,\/--~ , �.'�'� ': � � �- '�� �; , '' 'F!�,� �;:'",,�;�� �'!`<,1� ,F/•.''f/,'','��/ '!%,�'�;'�`�`�,�'�,�' �;�`f,`,,�' ff,�'�,�!1 r \ � , t�� �1 �- � �� ,-'�,- ��{.��,,� �.\ \� ..�,,� �����, ., f;..,�.,�,'�`.,,�''i...�z\r'`\1``.�'..\.\\ �f�'`�,.,/ �,/\�f�,� �� \i .. ,/�� .!\ ./♦ RE: STORM SEWER PROFIL_ES FOR CROSSING L.00ATIONS. ���'��\� � � 0�'�= f . . , . , :� � �';��r;`�.�;,,`;�';`�,;,,�`,,%;,�A;�\��%��;"���%`A�'�`���',�'`� J\ �.3-� �.,�° ` �`� �� . �,,; � � 1�4�,0 A`�. `,� f� � � ��. � �6" MlN�- �� �;,-���l�\°`�� -- � %,��� °\�1-`r�`�i��:i:ti �,`'��,`� �✓ .L f ^ ��;-``°/"f� i/'l� '�'� � •-'''�r''�- ��.\���� l�" i f j���� � �^"� � ����"� �� NOTES: 1. SL�JPE AT 1" PER FOOT NOTES. 1. SLQPE AT 1 f2" PER FOOT 2. 1-1 j2" RADfUS TYPICAL 2. 1--1 j2" RADIUS TYPICA� PRQP SED STORM QRAIN 3. PROViDE CONTRACTION JOINTS 10' O.C. MAXIMUM 3. PROVIDE CONIRACTIQN JOINTS 10' O.C. MAXIMUM PIP GfDOWNSPdUT PIPWG EXISTING WATER MAIN OR WAIER SERVICE I.INE. ���'t �1�� � {�C� SEE PLANS F4R STORM LINE GLEAN-Ot17 LdCAT10NS. � 1.� 1 V V G SECTION VIEW NOTE: THE CULVERT INSULATfON TYPE 2 �CATCH PAN� T`�PE 2 �SPII�I. PAN� DETAIL IS A BID AI�TERNATE. �� N.T.S. N.T.S. N.T.S. �'�-1i � ,� CULVERT INSULATION AT WATERLINE CR{�S�ING DETAIL �'# �IJLVIERT INSULATICJN DETAIL�' C 8� STORM DRAIN CLEAN-OUT DETAIL D 18" CURB-GUTfER Wf 12� PAN p � � PLACE GOMPAC7ED 74PSOIL 2' WIDE (OR WIDTH A5 /'� � � NEEDED) ADJACENT TO LANDSCAPED AREAS ANd AS �r�� � 4" ASPHALT NEEpED !N AREAS DISTURBED BY TRENCHING. SECTION IN REVEGITATE PER BID ALTERNATES (SOD, HYDROSEED �� H 2-2" LiFTS OR HAND SEED), 1 338� ������v��t����������,��������� � MH FRAME AND GOYER D 8c � �������� ������ � L A1043 HS2Q OR EQUAL � » CL » 2� e�• �v�abl�e;a�ikh: ^ � ) 1 -6 1'-6 (QR WIQTH � Van�Gr�ke �r NON-SHRINK R�NG � GOVER-SET Ta a ��� » » ��� ; � SFF PL.ANS FOR SLOPES AND GRAD{NG AS NEEDED ��'�"#��"'��1� _ � ...�:..:::., � GROUT PARALLEI. FINISHEQ . 1.5 1,5 + '�� `°°-�-� �- , � S�URFAGE ! � � . . d '. ' r, �, - �,_ y% ,, ,, t 7 ;"L,�; zs,s �,.. �t I �z�1.e�..y,.� �� '"'��. � 4 ':=' :':. :. � ' `9 � ���. �`��.. i: ��� �..�� 1 _..^ ,FL.W.n -. f,=...�� �_ � f�',t i.' .\: � �� s�lr� °�� �,,J ` , ... � .1+ -� � �-*�$��� �� o ,--�; �. � ir- % �'. � � ,\\.\ � .. . ,. .;...,, d ' � l.�� � .��-i � . ! 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( ' • � . � �.r� . �}�} '� ��� �'��..�.9 l�e..�a.��� - � f� �� ��""'� ,�-._�: � 1 j \ f � i � N 8» � . `_ x �' � �.r''(� '� �,' �.�``` �'.-��,�. ''`-`�r �-�k_ 8 GOMPACTED CLASS 6 � , 3�t��. "'�..., � :., ,, t_ ����.r� � � � a• °��� � _{ y������ i '`-��C��,���. '����-�t r���t_�,�yi�` BASE COURSE ��.�...�i.�-._.._.�_� � ,� � . _ _ '� ' � • ��. . "" � j� t >�-_a -,?''-_ � r c� � ,� u�e caa� • .: ` r��`�v'"_�:�Y�?° � i�.�.�_�4,µ c� 1� . � �`Gr�te �'j �� � � � `��� �'` ,,�_�`` �.,-�� ��.� -. 1-'-1 �; : SUkTABLE COMPACTEO SUBGRADE "°"`" `°"```�°`°�"`�'°""°w°" USE VANE GRATE ���? PAN SECTION, �.FJr} INVERT (SEE SOILS ENGINEERS RECOMMENDATIONS) EXTEND COMPACTEd CLASS 6 BA�E COURSE 1 BEYOND EDGE OF ASPNA�T ADJACENT Td LANDSCAPEQ AREAS NOTES: ^� RE: SPECIFICATIONS FOR CONCRETE REQUIRMEN7S. 1. CATCH BASINS ARE DESIGNED TQ MEET ASTM C858 WITFf AASHTO HS-2Q LOADING, '���; 2. OPENINGS MAY BE LOCATED AS REQUIRED. PROVIDE TOOLE� CONTRACTION JOINTS L� 1Q' O,C. 3. CNECK HARDWARE SECTION FOR OPTIONAL ACGESSORIES. �� N.T.S. N.T.S. RE: SPECIFICATIONS F�R PROOF-ROLLWG REQUIREMENTS. 4. PROVIDE AN 1$" SEDIMENT SUMP IN ALL INLETS UNLESS NOTED OTHERWISE. � E MANHQLE ADJUSTMENT DETAIL F CON�RETE DRAINAGE PAN DETAIL � DRIV�WAY PAVEMENT SECTIC�N � ;' 4.... EXISTING BUILQING AND `� `'°.., C--____ �_ �,� *+ .'� A " ..._ � A ��.� 1'i STQNE VENEER (TYP} DBcL l--3386 W/ FRAME I-•-+►I 3„ Q,,,_, � � ° ° ,� � � � � � E-�- � A N D V A N F D V A L�E Y 2 �C 4 �--�--►-� N ;�, EXISIING DOWNSPOUT (TYR) GRATE OR EQUIVALENT = �--- . I ( T a d � lNSTt�LL NDS (OR EQUIVALENT) 3"x4"x4" � � � :#A ;�:��T;:r -i' - � � p 4FFSET DdWNSPOUT CONNECTOR FOR * � � Q JO11�T DETAI� `` CONNECTION T4 4" SDR35 PVC �" �'• 3'-�" ~ Z � 1.25 X CULVERT OUTSIDE DIA. (MIN.) 0. 4'_p" Q � � PROPOSED DRIVEWAY PAVEMENT � _�� r_-- '� � � PLAN VIEW � � ? � � � ��j��i � TRENGH BACKFILL --..,,,� / ���\ � � � � � � ���� >{, ;� �?t. �� -'< �?�-- -.`�- � � ��-�,r�`-~'r``/'f�f RISER 1NSTALI. 10 GAUGE, INSULATED C4PP�R � � w � � `_�' EXISTING HEAT �'�� ��-����0 -Cy�U�E,�tNS�L�A'iEQ� �� � ��� TRACER LINE THRU GROUTED PIPE OPENING. � � m » ��\f� �"�,j�OP�'�.E}? 1'#�A��R�NLIRE�e ,� ��--���/ �Z � SWEEP TO TOP OF INLET AND COIL. z z z � � t�n ..� ..-~ _. �. ��,,,. ,..r. �,�-�,,, � �� �. TRACE (TYP} 3J4 ROAD BASE � � ti �r�'��" �� ,�- ��,,, ✓��<�� �"�`��V\ ,-� �� w w W a � w � .� ��- "`,. °_�.e'.--`'°`��---"'�r---'"''� ,x.'�--,.`.--.--' .�--'"`�-`'`'...-''� ..-- �. _�,u -- /��fj J, � ' � � �r ._��, � � � � -�.,., ��-,_.,..� �-o__�`-�.._.��~..�_ -�. .-�.. 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TM BELOW GRADE TO GET DOWNSPOUT � � u%� �:::.�::.�::::.�:::.�. �' >_, . , �.._,,�,�r ,�-�� �...:_a� - -, „-_ , � .. .; �,. ��. .. ... . l!',�, � \/� ZONE . . * ._ , . ,, a..., <. � z r� r� a = � a PIPING AWAY FRQM FOUNQA7i0N �� t � � '�`�`��"�`�`�'` :.......... t d . ......... ! J ........ t � , ....... ��_.r �,���� ^ SEE J�INT :'. ,. ,� °o � Z Z Z H {-�- � ,.. /� WALI.. TYP r,,,,,•��� �`��� ;'t '-:::�:�: , , ��" d �� C.� C� c� �� � � ` �� `" ..... r ��'< � � - DETAIL ; _._ _� � ._ �'�; > tn v� in z z � __�- �_ __ �, uN�is�rua�EO r` �, ..;... � :�:::.: �,% ;� /�� LI FT)N G w m � � ______ ---- a�.s' rn�N. cov�e� (Trn} � ��� __ �� ��` ���,, soi� �� �- �; ,` �s� ��,� '�\,��'�� . I N S E R TS � � � � �� � � � c ° ° ° PRQPOSED 4 C�� /� u� � � � . - ���� E.� `t' - � z a 1N2T � ( � �� �s'�....'{� � '� � � �� � � Cr �_ I 3.5 MIN. CQYER TYP SDR35 PVC � � �,, ! „� %� � � r'�:,� ` � _� t` �', �� -,; �� � �. _ .._ _. , _... ..._. �. _. _ �� � � � �. + � � oaw�s�ouT �i�►r�� � ��_ �.,�"`,���? �` `��� , , � ,� � o a� ,�� _� � -0.�- F ;t�{ 9��.,-�=�� �,� � �,�,--�;,�� �.� :_ � .�;f �.:�f � ��� ���\ ' '� ;,_ , _,� ;;, �// �,.� RE. PLANS FOR PIPE }�o�"����_.�r� ,� ���t'e"�'r ��`�i,�//``;�/�%''/�%j`j�%/�%/i��/,�'/ //'�/i �; �' � � { � Q �`�`��, `��. �� �� � / � ONiRACTOR TQ TAKE CARE TO AVOID � /,\ /\/,� � / /. • o b- r� SLOPES AND LENGTHS C.� ;� ,/ °"' ��' DAMA�ING ANY EXISTING WATERPROC�FiN� PIPE SUBGRADE � �\ �' `: � � N � r' � � �`� �,�-�' �� ,,�� ��' r OR DRAIN BOARD AGAINST THE EXfST1NG °' � '�'�""` ( � � y � ��� ��',. r,�`,. � � � � f"��-�-�' ~ / � FQUNDAlION WALL � / � o 0 0 0 0 0 , ���`��-�;.'�� i`rjF. EXTEND EXISIING HEAT TRACE OR C U� V E R T B E D Il I N G �E T A T L ; � � ; �, �, ;; r�- � ;; � � _ __ _._._-- �s�a:.��'.,,��e . f �, , � REPLAGE WITH LfJNGEf� WIRE AS REQUIRED ��<^ ,., ( I iv i� �. II � II � � � _. / �, �� C"7` � � ,� � ON UNITS WITH EXISIING NEAT TRACE. �, , .� ( j �� `� �J �� � __ °-_ .__ _ _ , `�l_���;�,; ��-r�{�~l-�r� � � ��`-'��� � �''�� r`-'""��%' �����%���'� �� ` �� -_ ` ��..-?- c" `--,� ''' /,./�,� -0.: � �s � ( �� � iA (���..,�fj�.,,�i� � �.-f ,!"" 3C f r'" �j'. � � ,,r�_ � U� -�; � �j NOIE: HEAT TRACE SHALL. MATCN EXISTING WIRE i f i � �.a. , „ � ,` „ . �:"°�tj-��` �-,�, ���` ` ' `~° r``��-'`f,�'\ TYPE, MOD£L, WATfAGE AND BE COMPATAB�E •��•, � a ¢ rn �r � � 1 _1p ( Z.-. 1 -10 . ,�.-, �, ��--s ��-'f ,�.���-'` ,f r`� f''� / �� �`'��`� �'..-y`''�' WITH THE EXISTING NEAT TRACE SYS7EM. �fl� � � I � � �� a° �= �,'�����-.-..�� f�;.��-' �! .tir' °7 l ��,i:l.-�`.�\� � �' ���` � � Oy -p*,...�' \ �_,�-a � ,X;'d� �. ,.., . . „ ,� �� ,.�`;.---- ��'C �}�.. 't '��7��;.'�� °',!'��°�� " �u ;f �� �. %� ; ,�--��--° ��;���` �, 4 .,�'t- R£: SPECIFICATIONS F4R ��//,�� TRENCH BACKFi�I. ; � j � � a a � . .. , : . �°c� .r��--\�-�`"'�;� I i � � , -* � � � � �.. • tn � `a, . .a. N N .'�,~1'~� .�"� ___ � r _-. �.��? - r��,t`� .!-�.��,� �' MAIERIA(� AHD CCtMPACTIONS 5EE SPECIFICATIONS FOR a� cn - : U'� t/> Q d- c� �l.f, } _ �m____ 1�, �0�1 �,�i-,'-` RE4UIREMENTS. RE. CULVERT L � _ �.. _ J '' �.k , ' E-- f-- � oo c� �� '�� ��.��,,��\�� ��`�� BEQDING DETAIL, THIS SNEET. COMPAC110N REQUIREMENTS ' e z � Q '- E \ : �-- ,.- \f �:` ' ;; b+"- .' s: : .+ t_l H �� i� ?� 10 GAUGE INSULATED �/' W� z Z � � ..�� '��; . ' COP R TRACER W1RE. � �� � � � C� ry� w � f,.,,,"f�� �� l tt " `.' � L11 CL » Zt_O» !t �y.,,. ri `�:�0» » ,,,,y�_- �.L� � = ir� � \ " c-�` �'"� `" r ��,� `�'--�'"`` ?,,z , CONNECT DQWNSPOUT PIPING TC} PROPflSED STQRM SEWER ,�~ �;t, J, ;�, �' /:' � � ''. 6 8 9 1 j2 9 1/2 ca c� C.) � r� .�--� � . . r ° �- ���_��'.� `'�`"�z . ,,,,-�j PIPING. CUNNECT ABOVE THE MID-P41NT OF 7FiE PIPE. t"'��°�- ``r-� � _ � " S4. � '`�-�: �. �. l°_ , '� ..� �-, g OQ (n v' Y `��;V�'`-�l�-��`�=.''�``-�`���,f`\`���/, INSTAI.L WITH PVC WYE (4"x6" OR 4'"x8" OR A�"x12"}. �� �f� �' � BEDDIN� ZONE ,- ° . � ° ' A :..: .,< .- LEFT SI DE VI EW �``>E�'T��� �-r� ' ,,��\/ �,=� ����ti sEE �sovE e_a � � ��,��i ;���c� °�`' %\ �. ' . CAT�H BASI N Ris�� STABlLIZATION MATERIAL / /r��\ r� 5~ �'��' �1� ~°' �c� CB23 4F REQUIRED �___'��fi %��`/'�\,���/� "� WT. 3>740# HE1�HT ��4�� 930# �11.iJ� 1 INSTALL 10 GAUGE INSULATED COPPER TRACER WIRE T4 FQ��OW At1 PROPOSED STORM �lNES. C4NNECT T R E N C N Z�N E S N.T.S. DOWNSP4UT 7RACEf2 WIRE Tfl MAIN LINE WIRE W/ WIRE NUT CONNECTOR AND WRAP WITH ELECTRICAL TAPE. `� ������ j�$��# �-�,� N.T.S. N.TS. 3' GB233R 2,790# H DOWN�POI�T PIPIN� GETAIL I CULVERT BEDDING DETAI� � 2' x 3' VA��EY INLET P:�TOVi1004\dwg\Master�LlETAiLS.dwg,Q9/14J2011 11:31:11 AM,TSl �II� II�I I(I�IIIIII�I � � M � I I I 1 CG) 1� o�tG a.�N (2) 2„ UFTS HBP � o� . _ � a 8" C�ASS 6 � � rQ`` � c``'>° . INSTA�L VENEER (VENEER T4 MATCH lN5TALL EXPANSION JOINT I�) III , W N°� CONTRACTqR TO VERIFY E�EVATION LANOING/STEPS�USE MASO RY TIES TO OF BETWEEN C4NCRETE/VENEER � lI W z�M FINISH GRADE pF CULVER? OR GAS L.1NE AND �OWER �ONNECT VENEER TO C4NCRETE. AND 7HE EXI571NG S7f2UCfiURE. llII�II (I I �� � SEE PLANS CONDUiT AS NECESSARY TO ACHIEVE PROPOSED ti_ J � m�N C�EARENC� �RQM TOP OF CONDUIT TO PAVEMENT � � � �� � , � �' `� �� { -� , `;%'� ����� —�,, � SEC11dN ,c � t ', t� � � } , , < r SOTf M OFNC P FLUSNTWITH III °�o BOTTQM OF CULVERT OR GAS �INE. EXPANSION JOINT � ` � ,--� `"` � < �' ` � �` � �-� �'` ` � � TOP flF CONCRETE ��� ,.�`�` ¢ r EXPANSION JOINT rn SEE GRAQING PLANS E��gT1�J� � � �� � � � � � � � ��� � ��� � EXPANSION JOIN't C4NCRETE L.AND(NG FOR RISER HEIGHT. 12� CC�NCRETE LANDING gU1LDIN6 W ° • CULVERT OR GAS �iNE e> � a c� r.> . c> , c> . PROPOSED 5" CONC. � ��, �, � . � � `�� � DRIVEWAY � ) 13" 1" RADIUS p (5" CONC.} j ALK �--� '��;r��,,. > s :. PAVEMENT NOSING. TYP, SI.OPE TR�AD 1�2 FROM ��� : 2% � ��_,. � � -�/� BAGK TO FRONT, TYP. ., . . �. .,. ..�-�--a--� A ,, •, � � —Z �. SECiION . �. . >�, 13 ° •�° a� .,� � . c? a c� � r,> c -,,, � , �` ,� •� :����` '�°. ` ��opas�o ��� ,� � ' � , � � � � : � � � � q.� � � , "C l� K+R/ ,�. , . +�, � , ,_ � �� � . . � _ ,�r�� _ � : � . SHA�LOW UTILITI'� " ��� � 18" MIN. �.��n����, � r� � ;,'.-� cv fr�� �:m �. .'�� � � ° '°a KK ; ,y�'''�`+` _. .,.. . . .. .. � : � . .. , . � �� � B. � �.�� _ � �=° c> v c> c> c� v �� �' � � �t- , _ • � � �� : � � :,. : . �� �- �� � �� � �� ..��� � � - � CQNDUITS BOX DOWN 1 -2 DEEP � � � •�' °• - � �t �� ���.z.,�,. � � ��€�_��� �,�'�� ���`.. � INSTALL 1'-2' OF COMPACTED � �� � ����.�,.�a. ,��_.�_... :-� � FROM TOP OF , , .�., >. �f�/'�/'�,/�i'\� \/\/\��,/\f\! � ;� \� `''� ... : 14 ���`�\��\��\���`,\�`°,i�`�����/�`��f'�\ \�`�\, � C1� SUBGRADE r , , CDOT CLASS 2 BASECOURSE �` , � , ,* ,/��/��///�����/, //��/f��/5������ ��\/� � fi�/f /,.�f f � �//i ` r�'�\ , . -. r ,, � ';A� V�./ \� � A � + f�/' �//, j �`' • , ` �-I-I-.�' •�� � �'4` .C. � � �. � • � - v ? J „ " 6" MAX. � = EACH WAY, 7YP. �' r f/f/, *°..•� �4'S � 12" O.G. EACH WAY, TYP. 8" COMPAC7ED CLASS 6 t5�j'���� :�� UNDISTl1RBED CLEAR � '"s ' 12" %,r� � � A� 1° RADIl1S NOSING, TYP. BASE COURSE ,,,,� ! ����:* SUBGRADE d � �: � 8" COMPAC'FED %�--� '�// � , ,,�` �;• ���` CLASS 6 BASE �� ��i� CONDUITS TO BE INSTALLEQ UNDER GU�VERTS QR GAS uNES ONLY wtiEN THE DISTANCE ri �S � 12n a'�� couRSE 12 �'C�X.� BETWEEN 70P qF CULVERTfGAS LINE AND FINISN GRADE IS LESS THEN 3.5 FT. PROViDE 18" INSTA�� IENSAR TRIAX T14a INSTAL� ANGLE IRON 12 EACN WAY, 7YP. SEPARATIQN TQ GAS LINES IN AL� aIRECTiONS. GEQGRID AT BOl�'OM 4F BOX-OUT. LEDGER FOR PR4POSED DRIVEWAY SUPPORT OF VENEER. PAVfNG SUITABLE COMPACfiED SUBGRADE {SEE S41�S ENGINEERS RECOMMENDATIONS) �� NOTE: LOCATIONS AND DEPTH OF SUBGRADE STABIUZATION TO BE DElERMINED f DURING SUBGRADE PREPARATION AND/OR FflI.LOWIhIG PROOF RO�LING �'� N.T.S. N.T.S. r�—��I ,A TYPICAL. CUL.VERT/UTIL.ITY GRQSSING � �UBGRADE �TABILIZATION DETAIL C C4NCRETE STEPS/LANDING, UNITS 34, 34, 35 [� CONCRETE STEPS/LAI�DING, UNITS 3C}, 34, 35 � � _ , C� DETAIL NC�T USED � . i �—�i I�UMETRIC ��t� �� �_ � : _ " ��A � .. y t �: t tt� ' � r � -.r� S r � r., �- � � � i 1�. ❑ i C t'� = t1`�, ��':.='.,-,4�.�f!'. . SEE C.I.P. T1�ENGM � , -�� . �t 7 �., �£3 r f�J fa � � , � 2 �f1� t C . �; l C��� ' � � �g., i[� �,� C� � c'�l. �.C f3l�+ 'i . �'k Cl i �"t;� s C f�a C� � - —,rr . ..._. . ._ �.. _� '� p}� �-�-/� p ��/ r 1 � C? r`�C-� ...-. ��.s.�, 1�l FINISH G ADE (SEE P�AN�) � i�' ° � '=' ` � '; '�f � �-;- ----� =��� � �(-iM�� Q�� 1 M�L G7���1F7► � �- j' { G� :t� f :CJ i '�f" :��,j� ��I � � � (/�} ij ^.,.� 'y""''+ _. _� ___.rv-._^___: f _____ . __ ! '�/ � ` �'"� \ 1 „� DRlVEWAY R4AD . � ... . _. __._c __. V � BASE AND ASPHA�T � ~ F �, _ ,._. � .._ � � 8° NYLOPLAST DUCI1LE IRON „ , ,,� = ' '� SEE PAVEMENT �cc#,<a���r.-�. � s� � � �' �� ; � ROUND GRATE, OR ENGINEER ,, ° � T. �_ �__ � APPROVED EQUIVALENT PROPOSED GONCRETE ,rti`` �r,.`� -�����"`�'� � Y' ;� �< �,' ���f%�, SECTION DETAI�}. = r���?�� 3s .��r����� �r�z "_�_aa i��r��� r.� ���_,. � j'� PAN OR CURB jGUTTER 1, ``;� `z �� <�: ��,`� �� �": �,�;`�� � V .v r -<` \f Z�/s �:.,E r` �.,., E' ,��ar.c.f�`1 i�, �`�,�;,. ,��'� � T04LEa JO(NT ���� �� �� '�; � :. ��ti, �T �� � � �> �,�. ;-,�:.,�� , , ; ��'- � "�''� � �,%, ;f� < ,����. ��` �,�� ��f'�`�' BACKFi�� WITN C4MPACTED i°;� �` 'r y/����� , �r°�`� f'�,'�r APPROVED SUITABLE ONSITE cv :� u� ��,, �� ,�.'�f'�,f��i��;,�,,/� 18"x24"x18"H CUNGRETE �'�'f �°`' �"—""-I {~"�— � �.` %� ,�� ar ,�'%�u<�~,1.���%r �� ti�''�r MATERIAL OR COMPACTEQ � �_ �%J% �"ir .., ,.,� �, �,%'/�/�' °- , , �`�}' ��:k,�, x� RISER SECTION W D$cL « ,� ��x f ,f �r. ,�\ 3 4 ROAD BASE. � � �""'1 ``��,`�.,,` `".�, `' � �r `,��,,, ,,�,��``r'�`��'`�```1 .. �. ^; °.� „ , ��,, ,�f,�;'�' �;� � ,h,,,,,f,�,f�,,1 j H-9076 FRAME AND CQVER. � � � .--�--- �; �,,/,,fA,`'1,,��r.'\`�`�,�°`�y,, e��,`,�,�'�,��r��,r�,�,;r �o�'`�i , titi1�ti f `fy i f,t,�y�r r,��j,';,L�f�',��� \�i\�', �^.��,�a,�f`�,� �� �,�.��r \�;..�'`���'� . . � �tiis`f i � �Y} �� �w'1' / f,�;% � i f �r1,\``� \`�.f�\\�'y r``1 F%;�jr`�i'' za e' l �, �Fh �, �f / �'',�' ! f / .� ���,��:�,�,fr�,,. .�..r . 4� �x � � k y t; .;' r;,yi'v /` ��,/Y�.%��`i�`ti r '�� �i / �v s F".a i /�i �,,� o � � ''°�`���,�"`.�` -.-.....,.._,,,USE ADAPTEft � n �� 15" ' ' � 15>� �°� '�`�r���%��'z���',!�, '�,,;%,��?�;�%'`,� `�'`,'��`, WARNING TAPE ��. "'' �`'' ,� FOR 4" OU7LET � ° = _ .�. �r ;�,%�f%/s �,x`x`,��� �'`�� ,�,�`�, %;��fr`�� �'.y �'� �.� Ki 1� � T � �r��,.��;�� �� �� ,� t�./�`�r�� �:--. �\. � CONGRETE USE CDOT �LASS P � ` � � �" �h �> �'�`�'�� '� � ` � USE WATERTIGHT QUTLET � 4 TIE BARS, '�. �' <' ,'`�y,, 0 0 0 0 0 0 0 0 o a o 0 0 0 o a o n o o a a o 0 0 o a a a o ° � ' � �/'+ � ��? �' y'"� �` ��f��� ��� �� �/�' d � `r�i �'"fi�'�i i `.� '<.�i� ,�,??'t'"�`� ��,�`�.i/ ;i` �/ � o o a o �a o a � n o � s a o s � , ADAPTOR FOR SDR-35 p 15" CE TERS , ° T f 2 ``'%'�%',r`'�� ���,����k%�r ,�`��'`� � s��r�,��'�;'o;� r 6 d�0����,U�4�,Uo���OoUo�����o�e a oO,UoU,O�o�,�oU�U Q�QIi� » ° , . , ' �°. . '�\`�,�,��'�� ' �' s "` .�. , '�� `'� �, :°'.r 4 PVC « il �a`�� r� ��° �.� {� r ����V'� ' � oafl Ao 4o Ao4 a a� o OUTLET �° � " �. �ti � � ' COMMUNICATION� G� ��,, �.. x �r�. �'�-� i� '�,,.`;a'�.� � `�"� �.�f.�`",%V� +r 4" PIPING a T �i\�;� `'�� � `����"��'�`{�`�{5r ,. n 18 , ,� .� � �� � �����,�`�`�rpRav�o� s o� 3/a. HAND HO�E `�``�� ��� � � � ��� � � ;�;�a� � �� A�' MIN. I.�_�_2Q"____---) �`� � � � �,� �h � � � TRANSVERSE %;�i ����,��� _.�,�� � ��f�.,��y:,���,�/f�SCREENED ROCK NTS � ,'�'�� /` i�`�%�-'%�." .f'�.r �r/ !',</�',,�f` ,`'i�`'�-;OVER GONDUIT CC�NSTRUCTION JOINT `�' �` � �`�'��'`� '`'�`'��'"{' �'`�`��' �--� ;* ,,\,�";,y,���,,jj�\,��,�'��, `��'�,���,i'�� � ":..�� � I ERT C D �%.�%`��,C�'f�'`'�/,•�,/,�`�/,f`.,�,'�r''���,,,�,�;��!� �I , � � � .,/�,-, _� +. .' Aa. ,v�b; ',.'.. �" IN. 10' + SCMEDU�E 4Q CONDUITS. (SPARE, IRRIGATION C�NCRETE COMMUNICAI� S � r ' ' ° ANDjOR SITE ELECTRIC}. NUMBER AND SIZE OF Z-806��X-SECTION P�AN AND��CTiON CONdUIT VARY, SEE UTILITY PLANS. Na-rES: HAND HC�LE �► ROSS-SECTI -PRpVIDE CLAY CHECK DAMS C�D 100' INTERVALS lN AREAS OF NO7ES: �T� HIGH GROUND WATER. -MINIMUM COVER ON CONDUITS IS 2.5'. - SWEEP ALL CONDUIT 1N HANDHOL.ES TO A MIN. OF 9" ABOVE GRADE AND PR4VIDE PVC CAP. 1F PR4VIDE ZURN Z-�06 DGC 6" WIDE PERMA-7RENCH TRENCH DRAIN OR EQUIVALENT. -PROVIDE MIN. 18" SEPARATION 70 GAS LINES (H & V}. � .� .� J J WIRES CABLES ARE lN�TALLED IN CONDUIT, PROVIDE WATERPROOF SEAL AROUND WiRES CABLES W17H m � � h F�-- � ADHERE TO MANUFACTURER'S INSTAI�ATION INSIRUC110NS. SILICONE SEA�ANT. PROVIDE A UNIQUE NUMBER AT EACH ENQ OF A CONQUIT RUN, f SEE PLANS FOR DRAIN LQCAl10NS. - MINIMUM GQVER OVER CONDUITS IS 2.5'. N.T.S. SEE PLANS FOR TRENCH DRAIN I.00ATIONS. N.T.S. N.T.S. N.T.S. - AL� GONDUIT SHALL HAVE PUI.(.. STRING INSTA�LED. � TREI�ICH DRA1N DE:TAl1..S F 8" RQUND INLINE AREA QRAIN C�„a REINFORCED JCJINT DETAIL H SNALL.C?W UTILITY 1�ENCH QETAIL I CtJMMUNICATIC�N� HANDHULE Q ° � Q f H � � PROVIDE CA�T-IN-PLACE CONGRETE 2-0 � � TRENCN DRAIN WI7H NEENAH -' R-499b-AX, TYPE G FRAME AND GRAIE. PROVIDE SOLID COVER TYPE. ►- � NON-SHRINK t!7 � q,fl .,,.__ GONGRE1E, USE GROUT � � � Q 4" CD4T GLASS P � � � � � � � N 4' r�`.•' . _ Q- W �.L� � ADJUST TQ REQUIRED GRADE WITH A MAXIMUM � � � ° { �� OF ONE 2" T#iiCK REINFORCED CONCRETE GRADfNG � � � - � � RfNGS SET IN NON SHRINK GROUT � � CD DBcL. I-3386 Wf FRAME � � � � ��r, �,=--��~''� 4"p ,tl*� �� � 1'-g" PRECAS7 REINFORCED GONCRETE MH CONE W � t� C.� �,,� ��c'"�` '�'"� _..�. �% Mir�." .; ��.`' ��� " �` �'�%� `�°'�`�`f� z � INSIDE LIP TO BE MAX AND VANED VALLEY GRATE. � � p p � �� _ ,�, � � � '"A':_' � PROVJI�E,� f� � � � HIGHER THAN � � t� C� �� ���,�r�. ��, a � �x�` GON�1_NIN'OU.��.� ` QUTSIDE LIP s ° � ° 1 � � } `�,�f��...,�C��?�,,F� »..6" : R ��s.: `q. ;,?(�4�� k�•.(7;:�Yl�j�,��'; co Q � INSTALL 1' DIAMETER RUB R-NEK JOINT INSTAL� Y2 PREFORMED JOfNT � � � � p P `��,�� ; ,.�'��,_.,r � I g" GASKET AND GROUT JOINTS 1NSIDE AND PROPOSED 3' WIDE CONCRETE MATERIA� AGAINST OUTSIRE QF W w d � �-- j'��� ��4 �---� ° _�� ��- � � `�;� � N � OUTSIDE, GROUT LIFT HOLES ON INTERIOR. PAN. RE: DETAI�, BOX FOR FULL DEPTM OF , , � � �' � ' i--�� �,_,� . �. i r,---�. � p; C-19 HA7GH DENQTES 2 x3 (INS@E tn w w C.> c.� tn ,�'�\/�\,�`�`���%`--� ��-- � �� ;� � ,�� -� �.�C�:�,�'t,, //,��'// �: CONGRETE PAN. (TYP> BOTH ENDS) DIM'S) CC}NCRETE BOX BELOW. � C� C� � � � '��/'��,f� `����-��, _��a..� � ��.�� ����r-�"-� ����� ' 3.5' MIN (.� � � ~ ~ a ,�',�,�1'/.:��,�'1,,.�,��,��`,,4��, ��_�_,�� � � ��,-t�..s"�`��-- \ \ >` v7 v� z z � �\ �`�, \ \ � �-�� � �; ;�-�;� ����` f''/�r'j�/,cavER (rn'> .�f�;,/�,r'�r'���j,f`��,,�'�; �.?�� ��, � ��<_,����_ �'��`���`,�\.���A � � 6" TYP PRECAST REINFORCED CONCRETE MANHOLE � w w O O �-�j �. �� ��`'� �� �j .�� /��' /'�l' ,�,f /� p Z `° o BARREL PER ASTM-C478 ; � � r� C7 �7 t- ���,�,�����,,�'���.'`��/'� V���,�,,,��f��,��r�� —�- > • ���,ti\ `�,��.\ `.� W '2� \ ;\� f. /�/. !�/. /. /� C� J 7� �l+fi�� b � Q p � � p ' F" .' , �4 � .f`(P d'� � � � � � � v�• a � ��• °'� Z � � 7 � � �r`� s . �? . p �� �,` � �. . . o t— •— ,— r– COMPACTED CLASS 6 � m a � �' � ' W � \-�,,\'`.,. � . 4' DCAMEIER I rjf7 � ,�, ``� `��;,• �~' � "� � `` � � -�'f,�1� `� ,j o r� BA5E GOURSE CROSS—SECTIQN Q ,� A� MANHOLE STEPS o . ; -f � q �`{, . �`r',!° ° v.!` ! a ,- c� = cv � � N Wj 81TUMINOUS OR , I a � i° � � ° ° �f \\\`�,.\ .- PLASIIC COATED , ;J `� p ,�' � • ° ° a o 0 o a PRQVIf3E CAST-IN-PLACE C�NCRETE MA INDUSTRIES �. °�. ' '� � °� TRENCH DRAIN WITH NEENAH CONCRETE„ USE r f B . � 4 �. ° CDQI' C�ASS P OR EQUAL �,• . � . ;d � . p �j R-499p-AX, TYPE C FRAME AND �RATE. f F . ,�°"� ' / 1 q." `� - -- ' � � - � � --�-�— � ° � — � , � � � `Ft �� � � . � � LENGTH VARIES, SEE PLANS � ? �,�' . ^ �. ° . � ' �' c o� � `� . ; rr` a .� . v � �� .�` o � ..�� . ; .. ..-�� f � �,r ��'�� �°..+ � ',. +,. .... . � �w`--�,,,y"--� ' . . ��. . , ' - t.� .. q ' ' � r_ � @ � y � ., ,.��� �6 v. ' � . . . , -� � _.. -...._ Z � PROVIDE NIGH S`IRENG . q o . .� ``'4J� �`? o \ ' ,,� �" ��,-...' .��.-- ,�.� ---< INi° :: 2� � ` �°� ��, P ��_��, l'��,, ��-' MIN. ��, �pf���/tDE ���� � � NON-SHRINK GR4UT d b � � � � ��-? �-;...���,� . " . .. , . � � ° -�GONTI\N.IN�fOU� ARQUND PIPE t�T . ' " f � � � p � � �._s c�` , �r 'r .�a;� ":`;� � : „ ..' ,. . .h . <<..4.... ;� . : ,. , -, x----� w �-��, �l � ;� SEE PLAN VIEW ' a d ,, ;."' • : �,` . ,!° . ;��; b . � � r� \ . � �,,,��v_�..� � � . ', . t. � • a � �#'`'^��� �.. { M ,.} ` - KNQCKOUT �4CATIONS � ) a ¢,r� .'�z.��.�� � � 4 d- co \,;� � �, -�!��.-j� . .a. `' . ""� �;. ' . -0:., • �°�, yB �-'1�P � � FOR PiPE SIZE S 4 � � '.�'� � a 4 •� I�- � � oo O .. . . , � � � �-rv, .� . . +. 1.. .S. ' '�d ' ' Y� . . • k' ' �i f � ` �. ' . ' . .. �! f ! . . � 1 .i a. '� ��`� /� r-f�� �..�1 .. .'.. � : ' . .. . 'a a . y 4 °� {�, j�' ('�J � �:. '� . . * . \�'`� `.� �df j4,..�✓�._,- � t L. , ` , �; , _, � . :,' �: • .:�..:.� '' ' ��.�F„ °7�; \�� ,���' ° b�° � r� � t �.`�'i �- "��` „�----'�` �../ /�'+ .�,�' ��_ 'a-` _ \ � ° � ��.�//��/,��/f �;. 1�.� C�``~--�'<m�.�',�/ ��s� �,�� � .�.�,� t,_�.�` <_...� � �'"" � � ^-� �..,��._� / /r /' � � o J J f . � � � "4 �e°,��/f, ,;:�� 1 ,�' �.�- -,4� t=� `���� �" �����\� ....- __ _-._-__ ._- .._- � � � C.? LI� ��\''�,r'�\'�/'�\�i'�\� ��"�"��.�.�_ ---� �...�,�- � & �.�C,_,,..�4. 1��.��:;���}�.���. � --�_ %� f� ,% —....,.,.,,,,,,.� z `�Aj;\\,�°�\,,,\A,f ---1,, __r,, �, ,� �' �,�' ���,��_`�!" ?C��`���`� � ,���� /,,A�/f,V�'',/�\\/ . _ ``` � v—� Q w � �- / f'' �` -� ���� ,:�w�,� ,-ft � ,� �..�1�>�C�� �.A� �-�`�.��.�.: �..�` /�/\/�/� '� _ �.._. �._. ..a�.. �� �R�v��E coN-rRAC�nor� ,�oiNTS ir� w c� z o Q `�f`�/�,�''\,�''\;�` ` `-- . � ' `� .��.� ��,,��--��P `�--�� ��� � • <:--:- '". .: �.. .. , . o a c� -� �, � � � � 4. . . INSTAt_(_ 1-#3 BAR AT MIDPOINT OF Ct?NCRETE AT �`RAME STIFFENER� ���,f,�`���/,,,/�`,/��i /'�,./'�j'�/,�,��,✓�� /`� � � ��\�����''f � . �> ` g � >.. h : CONCRETE AROUNp FRAME. FIRMLY CHAIRf11E l.00ATIONS, R AS SNpWN. � �\�'.����`�� ��`�;'f�,r��r'��,����,����./����,�,/��,��/'��'�,/��.''�,/`,`'�'�,./� ,��,��`��,/���'�I��`f���,��°r 8 MIN �� . •.� .>.. > .a. I 0 BARS IN PLACE PRIOR TO CONCRETE POUR. '1%�!'��`/"i�/�/j,/�j�/',li`f�`•/'�•f��� � �y1�.,/�f�'f f MIN 12° �� . ° °.e. ° . � , /''s� od/�J�i''t��;'\ �;\ .� . COMPACTED 3 f 4 —+►- n a � . . COMPACTED CL.ASS 6 SCREENED ROGK q p ° ° � � a ° BASE C4URSE LQNGITUDINAL SECTION PRE-CAST MANHO�E BASE AND FIRST BARREI. SECTION ���1 �# � CAST MONOLITHIC ASTM-C478 �" $i�2" V��V MIN N.T.S. t.,� �AST—IN—PLACE CONCRETE TFiENCH DRAIN K — L STORM SEWER MANHOL.E {`/� 2'x3' STCaRM INLET DETAIL P:\TOV11Q04\dwg\Master\DEFAILS.dwg,D9/14fZtl11 11:30:Q1 AA1,TSL 36" MIN. FENCE P4S7 U � ' DANDY CURB SAC�'� NOTES FOR FABRICATED SILT FENCE L�II) �III�� II��I IIII�� Z m M / /� ��� �� �-�� 1. SII.T F EN C E T Q B E FAS T EN E D • y `� DANDY CUR6 SACK'"� SECURE�Y TO FENCE POSTS � � �°d � ��., SPEqFlCAilONS �' '0 Wllli WIRE 11ES OR STAPLES. 20" MIN. ��`` � NOTE: 7NE DANDY CURB SACK�1MU.. BE MANUPACTURID A3 THS U.S.A.FRO�i A WOVEN '�` � { L-L.. U� ' 2. FILTER CLQTH TQ BE FASTENED (II IIi ° MONOFllAMENT FABRIC 1HAT MEETS OR EXCEEdS THE FOLLOWING SPECIFlCATIONS: � UNDISTURBED GROUND �U STRAW WATf�E5 SECURELY TO FENCE WITH T1ES SPACED � ��OW � L-� v� M GR TE _� � ,� �, '� DIA=9y EVERY 24" AT TOP AND MID SECTION. _"" IIIII�� �II W �°"�`' CURB REGULAR FLOW DANDY CURB SACK (BLACK) With 1 X1 X2 STAKE � I � � 3. WHEN TWO SECTIONS OF FILTER � �o� OPENING CI.OTh ARJQIN EACH OTHER THEY SHALL EMBED FILTER CLOTH MIN. {� aw� Mechanicai Properties Test Method Units MARV �� °�� BE OVERLAPPED BY SIX WCHES AND $ INTO GROUND �� II) � � .%��`�°��, �� EXiST1NG ,,� �� ,�%��c�.-,� �. FO�DED. 16 MIN, �� � � o, `�� T�,�`�,���"`���; S,I,R�� Grab Tensile Stren th ASTM D 4832 kN Ibs 1.78 400 x 1.40 315 GROUND _ n ��cjw�,�`��,,�,;,��,�. �^ Grab Tensile Eton ation ASTM D 4632 % 75 x 15 W til • 4°�`�������;�``='� t�uncture stre� th As�.t D 4833 kN Ibs 0.67 150 4. MAINTENANCE SHALL BE PERFORMED �`��,C��� � `,� �UR� Mullen 8urst Stren th ASTM D 3786 kPa si 5506 800 AS NEEDED AND �:' x� �'jj,'��R Tra ezoid Tear Skren th ASTM D 4533 kN ibs 0.67 150 x 0.73 165 MATERIAL REMOVED WHEN „BUL�E��� REINFORCED uv �es�st���e AstiM D 4355 % so I m, ` � ar�nt o enin s�ze AsTM � �.�st t,�m US Std Sieve o.�25 •�o S�qW Wq-�Eg: DEVEL4P IN THE SILT FENCE. �E C TI �� "� �" �� CORNERS � �FTI�N� r�ow Rat� ASTM � 44s1 1 min m= ai min ft' 2ss2 �o t�UTFLOW p��-mstt�vct ASTM D 4491 s�c-� a,so Fiber Rolis, Filter barriers, Mulch Rows PORTS POSTS: STEEL EITHER T OR U TYPE QR ���T .; '+�' � � 1. THE HEIGHT OF A STRAW WATTLE 1S 9 IN. THE INSTALLED HElGHT !S APPROXIMATELY 5 -7 IN, THE STANDARO LENGTH OF STRAW 2» HARdW00D. 1Q' MAX. CEN'fER TO C�N�R 36" MIN. FENCE POSTS, � Q!� MANAGEABLE _ '�y � HI-FLdW DANOY CURB SACK""(SAFETI'ORANGE) WAl-iLES iS 25 FT., HOWEVER 07NER LENG7HS WILL BE MADE UPON REQUEST. QRIVEN MIN. 16° INTQ FILTER C�OTH. FI�TER X MIRAFf 10QX : 2 FQOfi � � L STABILINKA 7140N OR � � ���u�� s �()�'�'�jj��'i�'N'j' � Mechanicai Properties Test Method Units MARV ��� . t 2. STRAW WATTLES GAN BE INSTA�LED ON C4NTOUR QF SLOPE, WITH A SLIGMT QOWNSLQPE ANGLE AT THE END OF EACH ROW Tt7 ALI.OW APPROVED EQUA�. ����'�:,�, .�E�. � FOR SL.OW DRAINAGE DURING HEAVY PRECIPITATION. THEY CAN ALSO BE USED AT THE TOP OF SLOPES TO PREVENT SHEETING 4VER TNE .� Grab Tensiie stren th AsTt,� o ¢s32 kN �bs t.s2 3s5 x o.ss 20o EDGEf AND THEY CAN BE USED AT THE TQE OF SLOPES. SiRAW WATTLES CAN A�SO BE USEQ ALQNG SlQEWALKS AND CURBS AND AROUND PREFABRICATED UNIT: GEQFAB, `���� r�`�„���'�`���`��' � � � ��!'*'��* Grab Tensile Elon otion ASTM D 4632 9; 2� X 10 �,�„54��'�= ,Yt x�� �, ��;k� �^ ` '+��:#�•k• Puncture stren tn Ast`M � 4s3s kN �bs o.40 90 STORM DRAINS AND INLETS TO PREVENT SEDIMENT PO�LU710N. ENVIROFENCE, OR APPRQVED EQUAL. 1��� � � � �.' � � �� �,'' �';, x�` � /�.�y �`"� � < � F �a � r �^�° {�� � -`5��� h�r����`�,„�,�'���'���^��'�� `� � a2 k��-���;���� �'����', r ?��'�2���< ?�'< ,� �T'y�,r�"' Mullen Burst Stren th ASTM D 3786 kPo si 3097 450 �k, � ar�� > �x�.:� r�Y� ,{ <,},a��� r�:�� n;t{}`�;.'.,. :������y}'{,x��`���yw�": ��;���,�f�'4v�� ;�x, !?.jy`�,(h, �"!'*: .�s.f� ^t���.�'�S, ,�'k`�` .,CL�bX�'F.K k��`�u'� s'<Y ����� "C'"�':...i�a� ,�.1 �.�*.�Y'. ..yf " ( �'ra ezo�d Tear stre� th ASTM D 4533 kN �bs o.5i ��s x o.3s 75 3. STRAW WATTLES CAN BE USED TO REPLACE SILT FENCES, STRAW BAL£ DIKES AND SAND BAG BARRIERS. THEY CAN ALSO BE PLACED IN <.��y;,,:�,, � ri;�?„:R �;<,,N,*�,���, ,�;:,�� .,�� ?�,� � ���, �„� ; � a�,�,�K'�����"` ,>,xr�:� ��; ��,��. ,�+>t,�>�r�.�?`����������r ,�� ���'�'�� ��' ::�`. ��� �� y �;� ��, ,���� w Res�stence AsTM o 4355 q` so DRAINAGE SWALES TO SLOW FLOWS AND CAPTURE SED1MEh1T: THEY CAN BE USED AS I.EVEL SPREADERS TO PREVENT CONCENTRATED FLOW �� �;��,���,��y.�,,.�:-,�'��':��_, - * ����;,z.��Z`���'��' „�;�� <`�,�.�,t " � .,����,�°,r,;F`'� `��t� (�y� � "���,,.?4 4. 'K'�'�"' ..,�-,.,..;��C .���"���'�� . � � ,.,/ �, �.��� -?'^ �� `�" '" "�, F- A arent 4 enin Size ASTM D 4751 Mm US Std Sieve 0.425 40 �t. �K,, .rt�•r�'�yy��,��� f�n. �,,,,��`", �" �� ��`f �,; �r,�^�^'�� ,r; �%`' � hrr:���`g �"� DUMPING AND IN PLACE OF EARTNEN BERMS OR DIKES. ���;�4 �� � , ���� � �������� ;��� ,��.� �„� ��� `�( �'� �'�,.> /'�'` q �7-��v Fiow Rate ASTM D 4491 1 min m' ol min ft� 5907 145 ��;,x���,j,���?`�S � > > ��',,, ��;;'�%�" �"�y",� ��%''.,ti� � � �j ������ �'�` ���°`"' � "���'�'x�� r ; ,..,� .f^` ,�1'�l.tf.i-.J Permittivit ASTM D 4491 Sec'' 2.1 '"�='`-';`'�h'u"�.',{�>.�?s,',°�.��`�"i.,�., �`," ``��,;7i'�`�X�''X.��...�'x`r.� ���`y'-'�".��'�`,�` ..����x,�-,;`���.?^��,�^'��.'`:��"��,�.){ �',:�'"�'� � >�x����� 4. f'� 1 4. STRAW WATTLES SHOULD BE INSTA�t_ED IN SHA��OW 1RENCHES, 2 - 4 IN. DEEP, DEPENDING ON SOIL TYPE AND SLOPE STEEPNESS. DIG ' `°���;����%��'��`�h� ����,r���` � � ���:'`'��,�.;^���`� s�,;Ks��`�' ��'�����;���C'����`� �`��� �/( J� r,•t'� ? `cx„�,; � .�t„�„%ex,,,�,' .*'s' ��`X"`'`""�,`���"��.��'`l' � '"r''^e r'-`< ',1t,^� .��i i� , �ti/ f� �a>:,,'x` ��^;,k;r*�,"tr��� ,�r���'�``*x"u`."^� ��,�'F�+h���Yx�'4'`�u�i�`�}>.�}�•``��h�✓n"'k, � r TNE dEEPER 1RENCH FOR SOFT, L4AMY S41�S AND STEEPEST SLOPES: DiG THE SHA�L4WER TRENCH FOR HARD, ROCKY SOILS AND GENTLER ��,���,- � ,�;�,����r���* ���`���I�I�>���� ,�,�,� .- * T� SLOPES. USE MADDOX AND SHOVEL TQ DIG THE TRENCH, Tl-IROWING EXCAVATED SQIL TO THE U(� NILL SIDE TO PREVENT RUN OFF FROM �lr I I `�'�� ���� �"�'�,_„_���:�x��`�~� ����.��>'��`����I`I�'��x���� � � � n,,-,, � Note: Afl Dandy Sacks can be ordered with our optional oil absorbent pillows � � ;,.,,.� �� (''_"'� ;<, ���`�., � UNDERCUTTCNG THE WATTLE. � ,� ���`��.��,� � .u�� � ����, ���; ,��� ..-�-=��I� ,.fl � �.�,� ���",� . ,��x �W�� �4 � I�� �" �`��;���`�L��> r ���-^�.�' v'�� ��� � ��� ��,� '�°''-�,^w i'��;�` x , �?K ����� �"" CS.� � � T � ,°e' r x` x d `A K'" ,,,x3.vz x r�kx:�"�.'�°x��t',`s ry, �yk,�'p k`'�� x � ��� � x ." f f,�� ��� `°Y �' ,� W Rp � � » n » s ,? 3�'�x xr .%SY �.? � x`r�r� � ,"` �< h`�'4,,: Z a- 5, LAY THE WATTLE IN TNE TRENCH AND STAKE WITH 3/4 X 3f4 X 18 OR 24 WOOD STAKES AT EACH END AND 4-FQOT ON CENTER. ���>�.w. � '�F '`��` A �fi ° WHEN INSTAWNG RUNNING LENGTHS, STRAW wATnE ENDS SHOULD BE gUTfQNED FIRM�Y TOGETHER TO PREVENT LEAKAGE, ANa SECURELY FL�w X ��'`��������`�`����'�� „ � STAKED TOGETHER. DO NqT OVER�.AP. ���"�"�"'�-� ��'��'� 8 MIN. ,,� . �` ; ,,`°`�, ». t:�, � �' ; ��o� � � NaTE; SILT FENCE CAN BE �� � • � �f ������6 SUBSTITUTED FOR EROSION LOG �p��;%'°� pQaeorY. DETA.TL OF INLET SEDIMENT CONTROL DEVICE N.T.S. ° W.iTH CIT12B FILTER N,T.S. N.T.S. F� A SILT CURB SAGK B STRAW WATTLES CERQSION LOG} C T1�PICAL SILT FENCE INSTALLATItaN Q � � � � c�--?,r���rr�,nc��`�--v � �{� C'� 2 EACf-( -- - """ H DUMP STRAPS �� EXPANSI4N RESTRAINT p�lC Draina e � 1 4 NYLON ROPE, �r e� "' �""` (�`'} � i I• �/ � 2' Fi.AT WASHERSj - P��'E �in � - - �� V p� ' " Pta� DRILL SMA�L HO�E AND SWEEP 1RAGER WIRE �, �� INTO PIPE AND ANQ CO1L NEAR TQP, INSIDE EROSION GONTROL NOTES �-1 INSTr4LL4TIC}N DETAIL BAG DETAIL OF PIPE. (TRACER WIRE IS A BfD ALTERNATE) H H � Extend Top Piece EROSION CONTRt7L DETAILS ARE CONS{DERED TO BE DUMP S7RAP ,�;f,r•-�- ��--..� �, y Over Pipe TEMPORARY AND ARE TQ SERVE ON�Y DURING � '�j -'' �� ���,;�,,'�,r°,,�,���;'f.��,-,���;�,;,��,�,�^-- CONSTRUCTION, OR UNTIL THEY ARE fNTEGRATED INT{� A � �°' �,�,����;���`�n`�`�`f`�'°�"` -------- FINAL EROSION CONTF20L SYSTEM. SILT SACKS MAY 1" REBAR FQR BAG ,;,� �e�,,,��,�,�,,�< REMAIN IN ON-SITE INLETS PERMANENTLY AT THE � REMOVA� FROh✓1 INLET „:, T T ``���"�'�`�'.`�f��`, Stone Outlet DiRECTIQN OF TNE OWNER. •'��1 � '- h� � � DUMP STRAP �1� I ����� �����,����; Structure Rock (Typ) � � ������ � sPECrFZCAYroNS �r�.� ,, , GENERAL NOTES. ,� �ii �` % , ,�f �'�� � �� ;`��'�'`�r � _ � N, .�,, ,, t;�;� � GERTAIN SEDIMENT CONTROL� DETAI�S HAVE BEEN SMOWN QN SILTSACK� `.�� � REGLJLAR FLCIW �ILTSACK � %� THIS SHEET. THESE DETAILS MAY NOT BE AL� ThfE MEASURES � �r-�� PVG �f`k,, .., �';� �, PVC �<� � �,,�r NECESSARY TO PROVIDE AC?EQUATE SEDIMENT AND EROSION �`�:. C�'OR AREAS �F l.�W TQ MODERATE PRE�IPT�ATT�N AND RUN-�FF> p�pE ;'��F��,�r'�r:` PIPE "�"'�" CONTROL,. THE CDNTR�CTOR IS R�SPONS(BLE TO INSTAIl AND � �� �° Battom Pieces MAINTAIN SEDIMENT CONTROL MEASURES TQ INSURE THAT PR�PERTIES TEST METHOD UNITS -'-- ``''` � o Pan �`� - '"� SEDIMENT-LADEN WATER ppES NOT LEAV� THE SITE. � OPTIONAL MEfA� HANGING , � �,� GRAB TENSILE STRENGTH ASTM D-4632 300 LBS ,, �� "'��"�-aw '� ,',��'� FRAME FOft TRAFFIG ' . � . '°���� / V ",�`„ .��� GRAB TENSTLE E��NGATI�N ASTM I1-463z 20 `/. �%,,, � IF SEDIMENT CONTROI. MEASURES BECOME NECESSARY, �� CONDITIONS �_�d° . : 'n PUNCTURE ASTM D-4833 12p LBS Section "`�;;r ,;, f CONIRACTOR SHA�.L PROVIDE ONGOING lNSPE�110N AND �°` '' ��d���'s-�°`� ��� .�r�. MAIN7ENANCE OF A�L SEDIMIENT GQNTROL FEATURES, SECIIMENT � � '4 : . : ,�. MUL�EN BURST ASTM D-3786 80� PSI � �/�� ,�� �a.f � a��q , • (S TRAPEZ�ID TEAR ASTM D-4533 120 LBS ���`��.���j?��'�`� GONTROL IS THE RESPONSIBIUTY OF THE CONTRACTOR, ' '°� •. . UV RESISTANCE ASTM D-4355 80 % Elevation .. d. ' � APPARENT �PENING SIZE ASTM D-4751 40 US SIEVE SEE EROSION CONTROL PLAN FOR IN171AL SEDIMENT CONTRQL � J � J � � 4 • '0 d F��W RATE ASTM D-4491 40 GAVMIN/SQ FT MEASURES. ADD SEDIMENT CONTROL DEVICES AS >' � � vy � � � ' ' PERMITTIVITY ASTM D-4491 0.55 SEG -1 GONSTRUCTION PR4CEEDS, SUCH AS SILT SACKS IN NEW m �-- �-- E-- a- E- }-- ' � INLETS. N.T.S. �: ,..� � D S►ILT SA�K DE:TAIL F STONE Ol�t'L.E:T STRUCTURE ,C�.a -- E ERUSION CONTROL N<JTE� � � ° a 50 Min. ,�� �Z � � p Earth Mountable Berm (dptianal) fi �' f-*-��x �� � � H � OUTLET � RIPRAP MIRAFI 140N Filter Cloth �� � � W�° ¢ �" a �.,� - - --- P1PE �-11 c,� c.� � c��v � � `1-•� --°° - - J' - - - - - -�- - - - RIPRAP shall confarm to the material, radation and construction �:\�\ \ \ �. \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \` \ \ \ ''� \ \ • � � ! I Q �`°''�''~\'� `�` `� , lr. -1- � , r„�%/i�'�.�/r.�✓r.;�.�� � � requirements of Sectian 506-Ri ra o fithe Colorado De artment of %��`'��``�'��'�,1f�' / ,/�,-'�/r`�Iti/``�/��/,r� �/j/�fj� `� `!\l\,��j\�,�,��,�����f,�f � � � `',�'��,�''��7C�'�--.--�� � � i / /,.!%// /�f/.�'!�`/.,ii. fv�/,✓r. r�/,�1�. i�/,./'j�/' /j / ,/ / /'�/\f�/\/ C,� t.� t/'i t.I) F- � �1,,�/ P P, P ��lti/ � � I� Transportation, Stondard Specifications for Road and Bridge Cons#ruction � � Z � � � �,_�t, DRILL SMAII HO�E AND SWEEP 1RACER WIRE and to Chapter 5, Riprap, af the Storm Drainage Criteria Manual, Urban SECTION Edge of F'avement � � � � � � INTO PIPE AND AND COIL NEAR TOP, INSIDE Drainage and Flood Control District (UDFCD), Denver, Colorado. Table � � MIRAF{ 180N FIL"tER � r'+ OF PIPE. (TRACER WIRE IS A BID ALTERNATE) 5-1, Classificotion and Gradation of Ordinary Riprap from the UDFCD is 50' Min. W W � t� cJ � �ABR4C OR EQUI1/ILANT MIN. ��� t� O � �\f'�°\\��\�` �\�.��.�`t�i. reproduced below. � � � � � SECTI ON A-A � � � > �, 0000ao SEE PLANS FOR NOMINA� � � Min, � w w w U C~.� c.%� _ w Existing Ground ° � v z d o � o zzzE-- i- � S T O N E S I Z E, W & H �' �, m a � � t� \.\r�\,��'`f�"�'1'C�-r��.. o � _...__._..- (II ,� .�� ��//,✓/,�//.�/ Q�(.h� c� t� t� � � � H STONE �UTLET STRUCTURE Table 5-1 � °���'� o� � � � ( O° � � � � z � � w w w o o � � �,_�„ � c� o a c.> c..� �- Classification and Gradation of Ordinary Riprap z~ Crushed Sceened Roclt =_' � I FII,TER FABRIG � � � C� �o ���,�,�'�;��,'�p ���,�r�,���.<• T�+ Riprap � Smaller than Intermediate Rock d50* � � o � � o� ��� � •- �- s- ,- �- r- --- - -- - ---- - Designation Given Size Dimension �` �,,�..\�`��..�,, RIPRAP LINEa �NANNEL A 2Q by Weight (Inches) (Inches} `�° `�' `�° � �' ° ° I o � ,�°���� * � � CO cD CO I^� h O� Type VL 7Q-100 12 , � ° oa000a NOTC: 50-70 9 ' � I 35-SO 6 �*� Existing Ground ° C7 1. SEE PLANS F0� a ((NSIDE DIAMETER OF' GULVERT} 8c NOMINA� STONE SIZE 2_�� 2 CO��7RUCliflN NOTES PLAN Y z � � Us� F�R TH�� -►- Type � 70-100 15 1. STONE S►ZE - USE 2" CRUSHED SGREENED ROCK. R/PRAP TNICKNESS �RO�EeT 5�-�� �2 2. LENGTN - AS REQUIRED, BUT NOT LESS TMAN 5Q FEET. lnterrrreditr e Rock Size Minimum Blanket 35-50 9 9** d5Q {�it7ehes} 777iCktless (i�ICheS� 3D minimum 2-10 3 3. THICKNESS - NOT L.ESS THAN SIX {6} INCNES. `y {See profile for � actual length} 4. WIDTW -- TEN 10 FQOT MINIMUM, BUT NOT LESS 'fHAN THE FULL WIDTH AT POINTS WHERE 1NGRESS � � � 4 9 Type M 70-100 21 � ) '�' Q` 50-70 18 OR EGRESS OCCURS. � �j <t �r c.t� I-- I-- x o0 O 6 14 35-50 12 12 5. FILTER CLOTH - Wll.l. BE PLACED QVER THE ENTIRE AREA PRIOR 70 PLACING QF STONE. 2-10 4 a g 2� 6. SURFACE WATER - A�L SURFACE WATER F�OWING OR DIVER1ED T4WARD CONSTRUC110N ENTRANCES � z � O Type H 100 30 SHALL BE PIPED ACROSS TNE ENTRANCE. 1F PIPING iS IMPRACTICAL, A MqUNTABI.E BERM WITH 5:1 C� � � � W �2 27 5fl-70 24 SLOPES WI�L BE PERMITTED. v� d w o � 35-50 18 18 7. MAINfiENANCE - THE �NTRANCE SHAI.� BE MAINTAINED IN A CONDI110N WHICH WIL� PREVENT TRACKING `� a U � a 15 32 � '� � 2-�d � OR FLOWING OF SEDIMENT ONTO PUB�IC RIGHTS-4F-WAY. 'THIS MAY R�QUIRE PERIODIC 70R Df�ESSING WITH ADDITIONA� STdNE AS CONDI110NS dEMAND AND REPAIR AND jt�R CLEANOUT OF ANY MEASURES Type VH 1 Q4 42 USED TO TRAP SEDIMENT. Al.l. SEDIMENT SPIIlED, DROPPED, WASHED QR TRACKED t?NTO PUBLIC �� '�'� 50-70 33 RIGHT-OF-WAY MUST 8E REMOVED IMMED{ATEI.Y, SCE SHALL REMAIN IN PLACE UNT1L PAVING QF 2� 35-50 24 24- ENTRANCE COMMENCES. 3� 2-�� � 8. WASHING - WHEELS SHA�� BE CLEANED Tt? REMQVE SEDIMENT PRIQR TO ENTRANCE ONTO PUBLIC S�iEET RIGHTS-OF-WAY. WHEN WASHING IS REQUIRED, IT SNAL� BE DONE ON AN AREA STABILIZED WITH STONE 24 43 rr 3D - *d5Q = Mean particle size AND WHICH DRAINS iNTb AN APPRQVED SEDIMENT TRAPPING DEVlCE. (`�,��� "�T��� P LAN N.T.S. `� 9. PERIOpIC IN5PECTlON AND NEEDED MAINTENANCE SHALL BE PRQVIDED AFTER EACN RAIN. F CUL�vERT C}UTLET RIPRAF' PROTECTION G �TABIL.IZED CONSTRUCTION ENTRANCE P:\TOV1100h�dwg\�1�ster�DETAILS,dwg,09(13l2tli1 5:03.3Q PM,TSL �"t�t��t�J R��AF� �c `..�'�l.�.CW �'Lt���"d� �AF� iI.LE�6�C.� dt1(�T�S: 1� C�AT� tJF" �l�f�V�Y: 5�21�[�, °� �} St��V�Y�R f�A�� �1A�� �C� BC��ST?GA�`IC7�i �� �hl�EF��N�E�1"� ���F2�N �(3R �E�1�Nt�EL� . ° � �s..a�s� ������►a�rs �� ���a�� �c���� ��a� �€��r��}, �r�c�a�ss���r����: �.�.-, � _ �., ��s�r����� ��v��,a��s, � ��s��� ���� ��r���:�t��, �� ��� t����� ' ����� �'�.��r �� ��c���� ��t� �c�����t� r���,� ������ ��� ��sc�,���, �' � 'o' s���.;i�° ����rr � �.. �) t�C3�1��. 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'� �..'. ..«.'( , , . � � .- . . ��' � . �._. _ . I.. . � � . . � � � ' t � , I DESIGN DEVELOPMENT DRAINAGE REPORT � � � i VAIL POINT DRIVEWAY IMPROVEMENTS ' VAIL, COLORADO ' ' JUNE 2011 1 ' ' ' , , ' � � - � � � � . � ' ' t ' � DESIGN DEVELOPMENT t DRAINAGE REPORT � ' VAIL POINT DRIVEWAY IMPROVEMENTS VAIL, COLORADO ' ' JiJNE 20ll ' ' ' ' ' ' Prepared for: Vail Point Townhome Association c/o Mr.Daniel McNeill ' Prepared by: Alpine Engineering,Inc. P.O. Box 97 ' Edwards,Co 81632 (970)926-3373 ' ' ITABLE OF CONTENTS ' I. Vicinity Map ' II. Introduction..........................................................................................................l ' III. Drainage Basins...................................................................................................1 IV. Proposed Development Flows.............................................................................1 ' V. Floodplain............................................................................................................2 ' VI. Summary..............................................................................................................2 VII. Tables ' Table 1 —Rational Method Develo ed Wei hted Runoff C p g oefficients Table 2—Rational Method Summary ' Rainfall Intensity Duration Curve UDFCD Recommended Runoff Coefficients ' VIII. Appendices: ' Appendix A— 100-year Storm Hydraulic Gradient Appendix B—Roof Leader and Lateral Pipe Capacities Appendix C—Riprap Calculations ' IX. M aps: ' Sheet 1 —Off-Site Drainage Area Map 11 x 17 1"=100' Sheet 2—On-Site Drainage Area Map 11 x 17 1"=50' Sheet 3 —Drainage Area Map 24x36 1"=30' ' ' , t , tJune 2011 Vail Point Townhomes Driveway Improvements i . v�',j'� � 1 ��'`� �� � , ��,,�� _ , � ;�,,�.� � ,:,:,,,�,�CJ.. . � L �i� i�r� �� + ``7 .'� i � �, \ti .. �1" T1--. +,'►�� .. r � ���������e� � '• ,,� ��� =� r� • ....�. � , �^- ,�. =' . ,� �� Z � \� ► .� �,��,� � �.�`.; .;;:_ �;��t��. � �� � ���``T- ''� '' .,,�b �5;� 1 � �;,� � � J��.��+�� � ,� LL �� j��� • ��:�.� �i �> �' �.���__~� � ' r♦ �. � � ' .:y i!`.� � � ♦V���1�.� �1 �''yt�%t�SM� I . • �,',� � r � i -�.,. �� �\� • . v� . -�� �-{2 � _� 1\ '�S, ,� • � f'�j'•f���� � � . � � �.� � \ �� � ' F ' �.'� ,���'��i�l � � `�... • " �,, ♦M, - , �� t� �� � �r„ I/� , • �I�, ,�`:• � � � ` � `�' � � ���U,`��'� �\ �\'•'� �\ F I � . ��tF-��, .► � �� ���i:-;:,7�.��y�fi� ���� liyi��;,��,i� ' 1 � ! � � y � ��5�' �� i�1'' •ti� .,,�- .:. ., � +► , y / � , � +j ��� \ � t1 � ���\ .:�;` •\��i.�� ��Ci� �� � ,c •�.' �e �. i,. ' ri �• � ��� ;�� „�.,iSL � I�.�{., � � �� t �� �. �" �•+' �.�• �1'� f 1 � j.,`,�� - c�!,. ♦:� ,� �'i' �.� � � ��j� �:� •• � <�• � � � :�� . ���� .. �+ � + ,s t ��t , ✓. � '+'�1�• •�\� } � � ,�i •\�`'S 1 \ , �� ��� ��: 1� w,� i! �' t�l , �� ,'�4� �f'` � � ��.� • �� i� �/ •� �, �► Ii• .��� I,� ���i .i���\� ���� �� � � ������ � r �� � � \ .1 ��`� � - � ,;,+�`� � � z � ►.�.. � � �� �� � V,,� , . ��A �.�..�� �•�, ���J;,� �. � ` j,��� � � .� , . .' . ��.� � � ��+► ��`ct � ��- �� �' t\�'t �. � �� ��j� '�`�►� � �� .\� • :. �, ti:r; � \� \ ��._ �. '� � � �`;j\��,a��\��p.��. ;�� ' ������`�1' • ��� 'f � I ��i. �I, y. �i ♦ 'f► d ���� �'�,, �� `��.�� �.1 ✓� �s i . - 1 � . . _.• • � � . .�� • ' ' II. INTRODUCTION ' The Vail Point Townhomes Driveway Improvement project is located in Vail, Colorado on the west end of Lions Ridge Loop just east of Buffehr Creek ' Road. The site is currently developed as a townhome project. The existing , driveway is deteriorating and has poor drainage so it is being proposed to improve the existing driveway by slightly regrading it and constructing stortn sewer pipes ' and inlets to carry runoff from the project including the driveway and townhome ' roofs. tIII. DRAINAGE BASINS ' Drainage basins were delineated using aerial topography for the off-site basins and the proposed grades for the regraded driveway to determine the ' drainage basins for each inlet. ' IV. PROPOSED DEVELOPMENT FLOWS ' Proposed flows to each inlet were calculated using the Rational Method. ' The Denver Urban Drainage and Flood Control District(UDFCD) Table 3-1 was used for recommended runoff coefficients and is included in the tables. The ' Town of Vail Intensit -Duration Fre uenc Curves were used for storm Y q Y ' intensities and is also included in the Tables. , The coefficients and drainage areas were input into the Hydraflow Storm Sewers 2008 computer program to determme the flow capacity of the storm sewer ',, ' pipes and the hydraulic gradient on each main line pipe run. The hydraulic ' ' June 2011 Vail Point Townhomes Driveway Improvements 1 ' tgradient calculations and profiles for the drainage system may be found in ' Appendix A. Inlet calculations assuming only one half the area of the inlet is available for flow interception are also included in the Hydraflow calculations. ' ' V. FLOODPLAIN The proposed development will be outside and above the 100-year ' floodplain of Gore Creek and Buffehr Creek and does not impact the proposed ' development. ' VI. SUMMARY ' The stormwater discharge rates have been calculated for the 100 year storm using the Rational Method. ' The on-site storm sewer pipes have been sized for the 100 year storm. ' The 100 year hydraulic gradient generally stays within the pipe of the proposed storm sewer system. Roof leaders and lateral pipe capacities calculations may be ' found in A endix B and show that the i es have capacity for the 100 year PP P P ' storm. ' The proposed improvements are repaving the existing paved driveway at slightly different grades to improve dramage and adding storm sewer to pipe ' runoff that previously flowed down the existing driveway. ' ' ' ' June 2011 Vail Point Townhomes Driveway Improvements 2 ' � TABLE 1 , VAIL POINT DEVELOPED 10-AND 100-YEAR WEIGHTED RUNOFF COEFFICIENTS 1 AND PERCENT IMPERVIOUS CALCULATIONS 10-YR"C" 100-YR"C" PERCENT ' TYPE OF AREA FACTOR FACTOR IMPERVIOUS PAVEMENT 0.90 0.93 100 ROOF 0.90 0.90 100 ' GRASS 0.05 0.20 2 BASIN TOTAL AREA PAVEMENT ROOF GRASS (acres) (acres) (acres) (acres) t2 0.09 0.04 0.02 0.03 3 0.40 0.07 0.16 0.17 ' 4 0.05 0.02 0.02 0.01 5 0.01 0.01 0.00 0.00 6 0.25 0.06 0.10 0.09 ' 7 0.30 0.09 0.12 0.09 8 1.28 0.19 0.17 0.92 9 0.04 0.00 0.01 0.03 10 1.89 0.11 0.17 1.61 � 11 0.04 0.01 0.00 0.03 12 1.52 0.08 0.11 1.33 13 1.71 0.10 0.06 1.55 ' 10-YR RUNOFF 100-YR RUNOFF ' BASIN TOTAL AREA COEFF. COEFF. % IMPERVIOUS 2 0.09 0.62 0.68 67 ' 3 0.40 0.54 0.61 58 4 0.05 0.73 0.77 80 5 0.01 0.90 0.93 100 , 6 0.25 0.59 0.66 65 7 0.30 0.65 0.70 71 8 1.28 0.29 0.40 30 9 0.04 0.26 0.38 27 ' 10 1.89 0.18 0.31 17 11 0.04 0.26 0.38 27 12 1.52 0.16 0.29 14 I13 1.71 0.13 0.27 11 1 1 � P:\TOV11004\dwg\Drainage�AEl-rational-on-site areas-VP.xls C 6/23/2011 ' I TABLE 2 ' VAIL POINT RATIONAL METHOD SUMMARY ' Q = C * I * A ' BASIN AREA C�o ��o Q�o C�oo ��oo Q�oo (acres) (cfs) (cfs) , 2 0.09 0.62 2.80 0.16 0.68 4.45 0.27 3 0.40 0.54 2.80 0.60 0.61 4.45 1.08 4 0.05 0.73 2.80 0.10 0.77 4.45 0.17 ' 5 0.01 0.90 3.60 0.02 0.93 5.70 0.03 6 0.25 0.59 2.80 0.42 0.66 4.45 0.73 7 0.30 0.65 2.80 0.54 0.70 4.45 0.93 ' 8 1.28 0.29 2.80 1.04 0.40 4.45 2.29 9 0.04 0.26 2.80 0.03 0.38 4.45 0.07 10 1.89 0.18 2.80 0.93 0.31 4.45 2.57 11 0.04 0.26 2.80 0.03 0.38 4.45 0.07 ' 12 1.52 0.16 2.80 0.67 0.29 4.45 1.96 13 1.71 0.13 2.80 0.62 0.27 4.45 2.03 ' ' ' ' ' ' , � � P:\TOV11004\dwg\Drainage�AEl-rational-on-site areas-VP.xls Q 6/23/2011 � I ' � I � A » • ��■■ �=iii�iiiim�! i r�ii�iiiiniiiiiiii�ii=p°i ■����■ ■ ■■ ■/er�l�■■ ■��jl������f��������tt�t�f\�i■ � ; A���S��f�n��1.■� ������1�����1��%�\!f!li��lt�A���H�■ ■���■ !s■■R■tl����lts�l���� ■��tfi��s�/r/tt��/�/�/t�1��rt■ u��l�E��R�1��ttvtl��������r����t/���=S//t�ll��■l�����r�r� ��R�/�t�����s\t����s��%����l���t���%��f\tt��r��������i����r� � ■����/�i�����a����������ls�����tst��ssl����na��s��u��u� �oat�►������t���s����s���n������s ■�s���������������■t��■ ��;��►������s������■ siu����Q�����g •�������_�����n� ������'��e�%�r�r�n����/i��t��������et����/����������!! �:.:_�.�.�:�.�'�::��..���C::CC�::CC:�:C:C:°:C�g."� ���■�j����i�ii ���r��i�iGiiiiiii�iiiii�siiiiiii��i���i����� fi/��l � t/t�/� ����►'�■ ■■ ■\�����l���t�r�t�s�/s���v��!#�������■ t ■RR�1�\�\�► ■�ttffAl�■ •■ ■��r'f������t■����\����fi� Ci�'�iii"i'��' =i��iiiii'�'�:ii:�:��iis=:r�iiiiiii'iiu:�iisi'�i ......� a.r.E......... ���........�............��...�...... ■•�•s,"=�,�.riiii►iii�����iiis'iiiiiiiiiiiiis�siiiiiiii°i�si ■����ns s������ 'C::C:�■�:��..■■�G EC■■.■■■■.■■...■.■■■■■■■■■■■...■■■.. ..�.. . .................................. ���ts10�t���1tf�.� �►7/>��S���s�����t�/���1H//f�1v ■/■ � e�.:�:'�'_!'�'_:�:::C::':'=C:::E.�.`�::�::�::�::::.''�'�'.'� ■��»�i� � � ■ ■ s tRi ■r �... • .�i::.•-�NZ:��4::��"'�'::C�:C�'CC�G�Q:C ..�C. u���� • c���■ �� ■■ ��■■.���� �r.�■a���nsar■r����■ �nna ���=�a� CC���.��s■ :c��'.��• ■���������■ ■s �■ �i►����■ E����c���s�r..�-+�Q�pi4:�i��������■�s■ ■■ .� a����::::�:�s�.:::::s::a:�:s:..�.:..;.:.�=�e��:� �■.ainp■ Uns■�t.•� ■��.•��s■w-..�■t.�•irs�as�nESSo ��/����� ■���1l���������l��s��_J�l������q�\b��� t��ff `:� ■■ ■s���i�a��tf�=��i =i��s�■ .�i�iii�it� w■ -•�����M��■... a a�������t��.s ■n�����..�=�i�t:�������■������ii�...:�!■��a ��■s����■ ���u■�� ■ �•��■r��.r��rcH■��.--�!.v���s�nr�■siw t/i����������!/�A��1t����\�:��fw�/���A�A:�!��Hi��� =�■�t!/i�■ t1s■ �t��l��e�\��i'!s!/�rr►:�����HS�NH���a: i�����u� ������=�._w��������ssu.=■��saw..�-�.��t�o��■ •�R��s■��■ ■�■��s�����t��±u���a��a�w�_•�w������..w� lf���t�f� isr�tn��t�t��r����\�rl��■ ■����i.��M�tt/��/N�w � ■rr���/1■■ ■ �1/�� � ■��5�\�1�� •r����iA1�����M��. i����/it■ ■�n■ ■r����■��■ • ri' n ■A������is������'■ � fEit���1w� ��5�/��� � ■t�\���/i�� � F�r.....__ ����f\/� ■f�ri�i�/�N�<1fSti����t������RR��i���t��`■r�H���i�t�t�t�l H���/N�t����/��l��t��1��� f�rr�%nt��lrr��■ � r ■w��■ ........�............�......:�1 C C��.�. rfs����■ ■������u����������r �����tNl�����r�i�f�rrr ■�sfa ■������������s�n����e������������������������n■��a��s���a �N�i�Ni1��s�rW1/�■ ��R�lt�����t���!■�fs�������<HRSO � � � � � � � • � � � � ' � � a ' � DRAINAGE CRITEP,IA h1ANUAL RUNOFF ' _ TABLE 3-1 (42) � RECOhsr�ENDED •RUP�OFF COEFFICIENTS AND PERCENT IMPERVlOUS , ' � , LAND USE QR PERCEPIT FREQUEiVCY � SURFACE CHARACTERISTICS IMPERVIOUS 2 5 10 1GU Business: - , Commercial �reas 95 .37 .87 .88 .89 Neighborhood Areas 70 .60 .65 .70 .80 ' Residential : Single-Family * .40 .45 .50 .60 , Multi-Unit (d2tached) 50 .45 .50 .60 . .70 Multi-Unit (attached) 70 .60 .65 .70 .80 1/2 Acre Lot or Larger * .30 .35 .40 .60 ' Apart�ents 70 .65 .70 .70 .80 I��dustrial : tLight Areas 80 .71 .72 .76 .82 Heavy Acres 90 .80 .80 .85 . .90 ' ,,� . Parks , Cemetaries: 7 .10 . 18 .25 .45 - Playgrounds: 13 .15 .20 .30 .50 ' . Schools: 50 .45 ,50 ,60 .70 Railroad Yard Areas 20 .20 .25 .35 .45 ' Undeveloped Areas: , Historic Flow Analysis- 2 (See "Lawns") ' Greenbelts, Agricultural � Offsite Flow Analysis 45 .43 .41 .55 .65 (when land use not defined) , Streets: Paved 100 .87 .88 .90 ,93 � Gravel (Packed) 40 ,40 .45 .50 .60 Orive and Walks: 96 .87 .87 ,gg ,g9 ' Roofs : 90 .80 .85 .90 .90 Lawns, Sandy Soil 0 .00 .O1 .05 .20 � Law-ns , Clayey Soil 0 .05 .15 .25 .5G . NOiE. These Rational Formula coefficients may not be valid for large basins:�' ' *Sze Fi ure 2-1 for ercent im ervious. 9 P P , 11-1-90 ' ,i ' , , ' APPENDIX A ' 100 YEAR STORM HYDRAULIC GRADIENT � , , ' ' ' ' ' � ' ' � , � 0 � - N > f0 7 � � � m ' � E N N 0 N v � N M S N O N ' � � M ' (h ' � N N C w ' N O � � � 7 Z � � n 1f> � ' � ' O ' � � � � � ' � N ' ' , � � N 0 O �� GO (A � � � � LL !A� � N l\i n 'o / � � a � 0 � N , � > a o � m q C 0 J M � CO O ' � N � � (O V � h f� � r- in N M a � � N c'� � � � a0 O� a I� 00 N (h d � a a � f0 � a I� aD 00 � � N o O c'� M f� � 01 O O N f� O O N N � N M N � O N M 00 � � � (O � O O CO � O� O N � y p, � tn (p � O � N N (V N t0 h u'1 � f� 1� (O � W � N N N N N N N N N f7 M M M V O � � � � � � � � � � � � � � � � � � � w = � O M M h � M O O N f� O O O N �! � O N M QO M � 4� CO � O O O � � � 'C C � t0 O � N N N (O 1� �A � h I� c ` � � � N N N N N N N N N M M M M � ' C7 O 00 OO 00 CO OD OD 00 CO CO CO f0 CO CO CO OD N � f0 � f0 f0 M N O N c7 f� f0 O� (h (O � O N N N (O QO N 00 M 1� V N N I� � �' � � � n ^ n n r � N N N M c'N� M M � � � � � � � r � � � W a0 a0 00 aO a0 a0 CO aO 00 00 aO 00 aO 00 a0 a0 � J O� M � fD (O tn � r N � O n a0 � I� (7 � (h � N N N � (O O N OD f0 � N � M = Q � O O f� I� � f0 � 00 00 N N M C�7 M M � � � � � � � � � W � � � � � W � � O (O Q1 � O M (O � � 1� � � N O) ch (� � O C7 O � CD 00 f0 00 N CO M CO � � � O � > �' � p � � � � � � � � N N N M M M M C � � � � � � � � � � W a0 aO 00 a0 a0 EO aO 00 a� a0 a0 aD 00 a0 CO a0 p , m I� O f0 T � O � (O � LL) I� h LL� � � M � � O N � O (O aD O f0 O N a0 � O O � u? � C C � � � � � � � � � r r N N N N M M � � CO 00 GO 00 00 00 CO CO CO 00 00 OO CO 00 CO CO Z ' O. o � (O N � N I� GO aO � � a0 f0 c'7 aD � p v � � � T M f� � st � O� M � � � M O m � (V a � fM N � ('� M V � � � CO � O� a a N � � � � �o �o 00 � � � � � � � � � � � _ � � I� N � � M O1 00 � h � q (O O M M � X � y p� ap r �p � � � � �f) (O cc� � M O N N �O � � (O f0 00 O O O dO 00 i� I� f� (O O � � � II ' � a a— O � n � C�0 (O � (�O N M C�O. � O a0 � � a U w � � O) fM fV N � a0 � � m � iA � .�- � N II N , � 3 y O� (O M N � � c") M O M V t0 f� O N � � O �r O a0 GO N O O (O (O � O� � O O f� h f� �U �� � CO h (O O O O f0 (O 4) �A �A � O N N N II U C � •- �v c v v v co o n �n �n u� �n �n � ca co cq co � v v v v v �n �ri v v v v v v v v v v y y C � � N O � � f0 O � � O � � �£ � � p M � � O O O O O O O � � � II � � � � � ~ y C O O � O O O O � O O O O O � � O O m C .E O O � O O O O O p, C {� � pp � � � m N N N N � m O) 7 V f� tn O O O � �! M M M O � � � � ' � X � � O O O � � O O O O � � � � � � � � � O m � � (O � O V O O � O O N O O 01 p ■� a V O N O O O O O O O N � O O O iA �� C O O O O O O O O O O O O O O O O � � � O � � �� a0 O I� O c'� O (O O O O O GO O O � � C O (j (O (O O h O � O (O O O f� � M O O M � � � V O O O O O O O O O O O O O O O O t N � � 0 v M N ONO O O O � � � � � N O 00 0�0 00 � � � � � � M O O O M M M C7 M fh O � Q � C �/ � \ ` V V � O O � O O tn O O O QO � O O � 3 Q C v O � O O O O O N O O (7 N O O O 00 0�0 , � O O O O O O O O O O O � O O O � ^+ II W J � � � � f� �[1 � M � � � � � � N � N r � �N C � � � � Y m � C C � C c O � � � � L O ~J W N M � � M f� OD 01 w � � � � � N c o � � � � � a O � 'A J � N M � � (O � CD � � � Z �/� r T C O '�k '�k � � !t � p � '�t ik � > � N m _ Z � � � M � � � i� � � � 0 � g� Of 2S (Q N a � N �� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o m �•" o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o v, ' o 0 a N v� }' `0 u� o �n o 0 0 0 o c� � n o o rn M 3 m L� v v o 0 o n o � o o rn c� n o o v N a C N� � N O � O O O N O O � N O O O N Q � T � y = +_�+ N O O � O f0 O 00 O O (O O fD O O � �� � N O O O O O � O O � N O O O N � �.... 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N � � C �� M M M ('n7 � — � � � W � ' C m � J co n �O r� rn "' N 0�0 QI � � ' � o f� I� I� h N O O O O O � � � � � N � > ^ � n V n � W � � � � � � W �� M M M M M O � � � � � O �i •� 'O � }� �L� uY � � � � � � O O O O O �� a � a> �1 M �T 4� (h d I� N N N I� �� � � � � � tl7 � �A � fV � � � � U ' O � ` a n � � � � u o a = o 0 0 0 0 � Ua � L a+ A\ Q � OD O O O O ? � �� O .- � � � . � � r � J � � M � O (NO N (� � �^. 1� a0 f0 � � C � _ �,,,, M M f7 M M •� � � � W W � C � � � � � N a � O � Lw >�'� M M M M M J V C �v .� � � � � W � ' V a � � � � � � •� V � `-' R � � � N N � U ' L �j � � � � � � ., � f/j \ � N /7 C � Z , T � N M � � i J ' � a � � N � 0 � � 3 a ' aj V. � € C a °o °o °o °o °o °0 3 � � � � M M � t 3n0 8Z'0418'13'nu� CO °p °O °0 °0 °O , z £8'£til8'13 wRi _ - - M = 5 :u�- l94'8Z+1�3S � , o N ' O t O O ' O _ � ' (V p � � � � O L � U .;� � � � Q' 0 � ' �I 00'8£l8'13'��I 3�0 08'L£l8�13'nu� OS'£4l8'13 wRi 0 0 � 4:ul-650'9£+0 e3S "' +� �I OL'L£l8'13'��I ��O OL'L£l8'13'��I � OZ'£4l8 '13 'Pu�J � ° � � � £ :ul-69Z'6Z+0 e3S cO• �I Ob�L£l8'13 '��I i� ' 3�0 Oti�LE l8'13'nu� � �.°,� 00'ZblB '13 'P��J J Z:ul-8Z0'£l+p e}g `O '� �I OZ'LE l8'13'nu� - � N � ln0 OZ'LE l8'13'��I O 08'6£l8'13'PWJ L l :ul-Z8L'S0+0 e�S J L � � o = L � �I l l'L£l8'13'nu� 3 l9'0418'13 'PwJ ' Ile��O-00'00+0�aS � o +/ � o° °o °o o° °o °o � � � � � � M M ' L N ao ao ao ao ao ao O W NA +/ , ' � t , � APPENDIX B ' ROOF LEADER AND LATERAL PIPE CAPACITIE S 1 � 1 � � � � � � � � � � i � ' ' ' I i1 � / � ';; � o�/� ,��f�c� �od� LPC3�-r s �ct,,�1� r��z'� ' .i ,;��� �C'a = .:�� � �� � �� "`1�/` 2= C/i Q z �G � .; �o ���9 _ .o . �������o.�J = d, �0 �,�5 r ., _ � , � � '1 / /,, _ _ ,; � �� "�` �U� ' � � � GO. ° = O- �7G �5 ,, �/ _ _ � o � � ;� � Z ,o /b d,3 � r�s 1 � � y° % :-�,�� � � ,; � � � '' � 2 .o ''o = 1,03 � �'s , � � }� :l ,, „ r :� . . � �t ,���� ,C �-�.,�,��,�.� -: f �� � c.,�� G` `�= C..�'��' ��D CS `�tG.rJ , �/ ' ! �. Q� �� �o , mf�a c.,��, �<; _ �, oc� � �5 f} � '� � �� ' '� ! � y� ' li � ; ' ,' .} _ � , �� � Jj � �; , ! .i i ' I I ' Ij /� // . � V� �'�r�' �. � J�_.f—� � � � � � , ; � cti��,�- �� �,-�-�.� ` . ��/�.c a� ZcS . ' ` .� , �T Zn��-f /U � � _ g ;a � q. — �, � �-G , � _. n_ ���`'� 2.+� c r � !/OD '. � i ! ' � • �i _ � �P�c�' /d � /,v % 2. �/ c s 1 8 " .� 2 .��/ _ Z .5 2 ��5 = c�ls-� ' •, ' � �� � 5•v% -' �-`�� G ,�� ' i , � . , � ; � Z��� � ' �,Q • = 1, z8 �� ,J ' = 2,2�'1 �' �5 '1 �oo , � ¢'c c,�: ; /D �� � �,O% _ �• 6I/c �s � � P � �'� 2 ,�°/p � �. Z��� �5 -�---- c.�� , G �� � 5��� _ /,y��,�5 ;� ' ' , � � fi,L(s�� / 3 ' .i r`� � /,7 f �� j �i��, ; .�� = z.o3 c�'s 1 � j � , � ° ' 1b � 6.�% = 2 ,0� �,�� ; ' __ �ae , I � r� �� ; I g `� @ /•o% _ /•6/� �.�s � i� �` (y � �,Dl� _ `, `f(Q G *�� ' I , il ' Page 1 of 3 , ' Circular Channel Analysis & Design Solved with Manning' s Equation ' Open Channel - Uniform flow ' Worksheet Name: ' Description: VP , Solve For Full Flow Capacity Given Constant Data; , Mannings n. . . . . . . . . 0 .010 , Discharge. . . . . . . . . . 0.24 ' Variable Input Data Minimum Maximum Increment By --- - ------ ------ -- , Diameter 0.33 1. 00 0. 17 Slope 0.0050 0.0500 0 . 0050 � ' ' i ! 1 1 � 1 ' Page 2 of 3 ' ' VARIABLE VARIABLE COMPUTED COMPUTED COMPUTED COMPUTED , Diameter Channel Mannings Discharge Depth Velocity Capacity ft Slope 'n' cfs ft fps Full ' ft/ft cfs � 0.33 0 0050 0 O10 0 17 0 33 1. 99 0 17 ,i 6.3 3 =� 0.50 0 .0050 0.010 0.52 0.50 2.63 0.52 ,� ,SD =� 0.67 0.0050 0.010 1. 13 0 .67 3 .19 1.13 � „ �i �. �e / � � 1 0.84 0.0050 0. 010 2 .06 0.84 3 .71 2. 06 �, 1.01 0.0050 0.010 3 .36 1.01 4.20 3 .36 � � � ' � �U � 0.33 0.0100 0.010 0.24 0 .33 2 .82 0.24 �� � _' 12 I/ 0.50 0.0100 0. 010 0. 73 0.50 3 .71 0.73 � 0.67 0 .0100 0. 010 1.59 0.67 4.52 1.59 0.84 0.0100 0.010 2. 91 0.84 5.25 2. 91 ' 1.01 0 .0100 0. 010 4 .76 1. 01 5.94 4 .76 ' 0.33 0.0150 0.010 0.29 0.33 3 .45 0 .29 0.50 0.0150 0.010 0.89 0.50 4 .55 0 . 89 � 0.67 0.0150 0. 010 1. 95 0 .67 5.53 1. 95 0.84 0 .0150 0.010 3 .56 0.84 6.43 3 .56 ' 1.01 0 .0150 0.010 5.83 1.01 7.27 5.83 0.33 0 .0200 0.010 0.34 0.33 3 . 98 0 .34 1 0 .50 0.0200 0.010 1.03 0.50 5.25 1.03 0.67 0 . 0200 0 . 010 2.25 0.67 6.39 2 .25 ' 0.84 0.0200 0.010 4 . 11 0 . 84 7.42 4. 11 1.01 0.0200 0.010 6 . 73 1. 01 8 .40 6. 73 ' 0.33 0 .0250 0. 010 0.38 0.33 4.45 0.38 0.50 0.0250 0. 010 1.15 0.50 5. 87 1. 15 � 0.67 0.0250 0. 010 2 .52 0 .67 7.14 2 .52 , 0.84 0 .0250 0. 010 4 .60 0 . 84 8.30 4 . 60 ' 1. 01 0 .0250 0 .010 7.52 1.01 9.39 7.52 'I ' 0.33 0 . 0300 0.010 0.42 0.33 4.88 0 .42 0.50 0.0300 0.010 1.26 0.50 6.43 1.26 � 0 .67 0. 0300 0.010 2. 76 0.67 7.82 2 .76 0. 84 0.0300 0 .010 5. 04 0.84 9. 09 5 . 04 � 1.01 0. 0300 0.010 8.24 1.01 10 .28 8.24 0.33 0 .0350 0 .010 0.45 0.33 5.27 0.45 ' 0.50 0. 0350 0 .010 1.36 0.50 6. 95 1 .36 ' 0.67 0 . 0350 0.010 2. 98 0.67 8 .45 2. 98 0.84 0.0350 0 .010 5.44 0.84 9.82 5.44 ' 1. 01 0.0350 0.010 8. 90 1.01 11.11 8. 90 0.33 0.0400 0.010 0.48 0.33 5.63 0 .48 ' 0.50 0.0400 0.010 1.46 0.50 7.43 1.46 0.67 0.0400 0.010 3 .19 0.67 9. 03 3 . 18 � 0.84 0.0400 0 .010 5. 82 0.84 10 .50 5. 82 1.01 0 . 0400 0.010 9.51 1.01 11. 87 9.51 � ' Open Channel Flow Module, Version 3 .41 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ' � ' ' � ' ' � ' Page 3 of 3 ' � VARIABLE VARIABLE COMPUTED COMPUTED COMPUTED COMPUTED � Diameter Channel Mannings Discharge Depth Velocity Capacity ft Slope 'n' cfs ft fps Full ` ft/ft cfs ------------------------------------------------------------------- � ------------------------------------------------------- ++� 0.33 0. 0450 0.010 0 .51 0.33 5. 97 0 .51 � 0.50 0.0450 0.010 1.55 0 .50 7 .88 1.55 0.67 0.0450 0 . 010 3 .38 0.67 9.58 3 .38 � 0.84 0. 0450 0.010 6 .17 0. 84 11.14 6.17 1.01 0.0450 0 . 010 10.09 1.01 12 .59 10. 09 � 0.33 0. 0500 0.010 0 .54 0.33 6.30 0.54 0.50 0.0500 0.010 1.63 0.50 8.31 1.63 � 0.67 0.0500 0. 010 3 .56 0 .67 10.10 3 .56 0.84 0. 0500 0. 010 6 . 51 0 .84 11.74 6.51 ' 1.01 0.0500 0 . 010 10 .64 1 . 01 13 .27 10.64 t 0.33 0. 0550 0. 010 0 .56 0 .33 6 .60 0 .56 0.50 0 .0550 0.010 1.71 0.50 8 .71 1.71 ' 0.67 0 .0550 0.010 3 .73 0 .67 10 .59 3 .73 0.84 0 .0550 0.010 6.82 0.84 12 .31 6 .82 ' 1.01 0.0550 0 . 010 11. 15 1.01 13 . 92 11.15 t ' ' ' . ' ' ' � ' ' APPENDIX C � • RIPRAP CALCULATIONS ,� i � � � � � � � � i 1 1 1 ' 1 ' �Gl� // i; ' �, �� r� ��2<.tic. �I� i ;f ' } . ,±���,,.�Y-�-�� � � _ �. � �% �S � �-- ' �� . , ' /✓,. �;. "a: ioa ii , �i � = Z,3(� �.�uP�,-��-����-�� � � � : „ � _ / /�� .� n 1 Z = �, Z� f � ,�� /z = �� � .}��.. t ) , � - ; � 1 �� +� `/f�� _ �� �5 1,0/ _ �'j , �� � � �.09 , = 79� � �� /.5 .•'_ ,;,'� ' ' � � ?f.UIJ ±} fi� d��. � � -z� •' �sQ i`" �- ,��P�f' � , � 6�� : �� _ 1 ; �� � �,v�, _ �-�G 3 � / �'� _4 I� ' � i � . `-/���_./ . . . . . . tj �� ' if � (� s / 'J _ � � Z ,; `�/�`� — Q. !a � � — � g,�"7 �Z, o � !ci �; /.z5 1/ � ' �{ � i f! � ;; �r� �� n�� -z 3,� ' .z �� -s- _ �!9 : ; � � �� - - i _ - ++G�.c y�i� - L -_--� ) �,�, - � - �� z Uz -/,Zs� - � � / ' �' —_ i I Z � , �,c- � 6,`�a �t �. � �-Qa-% G " ' ,a �s.e n�l wc �. � r�� = 7 1 ,�.ae-� ,f (� � `' ; ' ' Circular Channel Analysis & Design Solved with Manning' s Equation , Open Channel - Uniform flow ' Worksheet Name: ' Comment: VP 1 ' Solve For Actual Depth Given Input Data: , Diameter. . . . . . . . . . 1.25 ft Slope. . . . . . . . . . . . . 0.0200 ft/ft ' Manning' s n. . . . . . . 0 .010 � Discharge. . . . . . . . . 8.09 cfs Computed Results: � Depth. . . . . . . . . . . . . 0.76 ft � Velocity. . . . . . . . . . 10 .41 fps � ' Flow Area. . . . . . . . . 0.78 sf � Critical Depth. . . . 1.12 ft � Critical Slope. . . . 0 . 0082 ft/ft � Percent Full . . . . . . 60.55 � � Full Capacity. . . . . 11.88 cfs ' QMAX @.94D. . . . . . . . 12 .78 cfs Froude Number. . . . . 2 .30 (flow is Supercritical) ' , ' ' , ' ' Trapezoidal Channel Analysis & Design Open Channel - Uniform flow � worksheet Name: i Comment: VP 1 tailwater ' Solve For Depth ' Given Input Data: ' Bottom Width. . . . . 2.50 ft Left Side Slope. . 2.00:1 (H:V) , Right Side Slope. 2.00:1 (H:V) Manning' s n. . . . . . 0.050 � Channel Slope. . . . 0 .0200 ft/ft Discharge. . . . . . . . 8.09 cfs � Computed Results: � Depth. . . . . . . . . . . . 0 .75 ft = .t � � Velocity. . . . . . . . . 2.69 fps Flow Area. . . . . . . . 3.00 sf � Flow Top Width. . . 5 .50 ft Wetted Perimeter. 5.86 ft ' Critical Depth. . . 0.58 ft Critical Slope. . . 0.0515 ft/ft ' Froude Number. . . . 0.64 (flow is Subcritical) � ' , 1 i � � � � � ! , � ����ji/ . E ' �. �� . ; 2����� S�z��� � j�����Q �i � � �/�/ �.�� , � - �.o , � ,00 � �' _ . . ,�- z, z� �SU�hf��� � � i � , � _ `�� �- h �,/z _ �.o ��.� ��/z - �, �� 1 � � .� � = �,�8 0,79 =6. �3 ,' � = l = I. yZ /�� ,S _ ,5 1 � �� � �b. �) 'f t ,; �,� � n'I�J - z/ �" Lfs� Tp.e. � �',o r�/J ,I ��� �����e r3/� G�ovsE v�io�..-w/_ ' , ; _ �'tt L�l�m c.w✓� � 1 � Z.� _ ,' ,Z, � - � � ��D �/l�.o; 5!� ' �� I - �•5� - �� _ _ �i I � � - /, � �, �. G� _ �/. � /.03 •r� � — � � ; � �� rl�d,� � �rr� - Z3 : %2 �� �- = �.7� � �' � � _ _ ' � ;� ���!� - � � - c.-� - �,�� J.a3 _ � d = �; 2 3 � 2-��-a � o,S� ' � � � � � ,: U� /�%n c M u�+�t /4 r�! �y,�C d�L = �Z 3 ef� ' �� ` � � � ' I I � . ' '� , � � ' Circular Channel Analysis & Design � Solved with Manning' s Equation ' Open Channel - Uniform flow � Worksheet Name: ' Comment: VP 2 � Solve For Actual Depth � Given Input Data: � Diameter. . . . . . . . . . 1.00 ft Slope. . . . . . . . . . . . . 0.0200 ft/ft ' Manning' s n. . . . . . . 0.010 � Discharge. . . . . . . . . 4.11 cfs Computed Results: � Depth. . . . . . . . . . . . . 0.57 ft �/f� 4 Velocity. . . . . . . . . . 8.81 fps , Flow Area. . . . . . . . . 0.47 sf � Critical Depth. . . . 0. 86 ft r+ Critical Slope. . . . 0.0073 ft/ft � Percent Full. . . . . . 57.42 $ � Full Capacity. . . . . 6.55 cfs ' QMAX Q.94D. . . . . . . . 7.05 cfs Froude Number. . . . . 2.26 (flow is Supercritical) � , ' � , � � Trapezoidal Channel Analysis & Design Open Channel - Uniform flow � Worksheet Name: � Comment: VP 2 tailwater � Solve For Depth � Given Input Data: ' Bottom Width. . . . . 2 .00 ft Left Side Slope. . 2 .00 :1 (H:V) ' Right Side Slope. 2 .00:1 (H:V) Manning's n. . . . . . 0 .050 � Channel Slope. . . . 0 .0200 ft/ft Discharge. . . . . . . . 4.11 cfs � Com uted Results: P ' Depth. . . . . . . . . . . . 0.58 ft t � Velocity. . : : : : : : : 2 .27 fps � Flow Area. 1 . 81 sf � Flow Top Width. . . 4 .30 ft Wetted Perimeter. 4.57 ft 1 Critical Depth. . . 0.44 ft Critical Slope. . . 0 .0564 ft/ft � Froude Number. . . . 0.62 (flow is Subcritical) � ' � , ' DRAINAGE CRITERIA MANUAL(V. 1) MAJOR DRAINAGE ' ' 7.0 PROTECTION DOWNSTREAM OF PIPE OUTLETS This section is intended to address the use of riprap for erosion protection downstream of conduit and , culvert outlets that are in-line with major drainageway channels. Inadequate protection at conduit and culvert outlets has long been a major problem. The designer should refer to Section 4.4 for additional , information on major drainage applications utilizing rip�ap. In addition, the criteria and guidance in Section 4.4 may be useful in design of erosion protection for conduit outlets. The reader is referred to � Section 7.0 of the HYDRAULIC STRUCTURES chapter of this Manual for information on rundowns, and to Section 3.0 of the HYDRAULIC STRUCTURES chapter for additional discussion on culvert outfall � protection. Scour resulting from highly turbulent, rapidly decelerating flow is a common problem at conduit outlets. The riprap protection design protocol is suggested for conduit and culvert outlet Froude numbers up to ' 2.5(i.e., Froude parameters Q/daZ�s or Q/WH`�5 up to 14 ft0�5/sec)where the channel and conduit slopes are parallel with the channel gradient and the conduit outlet invert is flush with the riprap channel protection. � Here, Q is the discharge in cfs, do is the diameter of a circular conduit in feet and W and H are the width and height, respectively, of a rectangular conduit in feet. � 7.1 Confls�uration of Ri�raa Protection Fi4ure MD-25 illustrates typical riprap protection of culverts and major drainageway conduit outlets. The ' additional thickness of the riprap just downstream from the outlet is to assure protection from flow conditions that might precipitate rock movement in this region. � 7.2 Reauired Rock Size � � The required rock size may be selected from FiQUre MD-21 for circular conduits and from FiQUre MD-22 r for rectangular conduits. Fiqure MD-21 is valid for Q/D�2�5 of 6 or less and Fiqure MD-22 is valid for Q/WH��S of 8.0 or less. The parameters in these two figures are: � 1. Q/D'�5 or Q/WJY°�5 in which Q is the design discharge in cfs, D�is the diameter of a circular conduit in feet, and W and H are the width and height of a rectangular conduit in feet. � 2. Y/D�o� Y/H in which Y,is the tailwater depth in feet, D�is the diameter of a circular conduit in feet, and K is the height of a rectangular conduit in feet. In cases where Y,is unknown or a hydraulic , jump is suspected downstream of the outlet, use Y,ID,= Y,IH=0.40 when using Fiqures MD-21 and MD-22. � , � Rev. 04/2008 MD-103 I Irhan I�rainanw and Flood Control DIStrICt ' MAJOR DRAINAGE DRAINAGE CRITERIA MANUAL(V. 1) ' � 3. The riprap size requirements in Fiqures MD-21 and MD-22 are based on the non-dimensional �r parametric Equations MD-18 and MD-19(Steven, Simons, and Lewis 1971 and Smith 1975). � Circular culvert: �.z ' d so Y D` D` =0.023 (MD-18) , �.s c � Rectangular culvert: d so Yr ' H H _0.014 (MD-19) Q (WHi.s � The rock size requirements were detertnined assuming that the flow in the culvert barrel is not � supercritical. It is possible to use Equations MD-18 and MD-19 when the flow in the culvert is supercritical (and less than full) if the value of D�or K is modified for use in Fiqures MD-21 and MD-22. ' Whenever the flow is supercritical in the culvert, substitute Dafor D�and Ha for H, in which DQ is defined as: � D _ (D� +Y„� (MD-20) � 2 iin which the maximum value of Da shall not exceed D, and H _ �H+Yn� (MD-21) , ° 2 Iin which the maximum value of HQ shall not exceed H, and: Do=parameter to use in place of D in Fiqure MD-21 when flow is supercritical � D�=diameter of circular culvert(ft) Ha=parameter to use in place of K in Fiqure MD-22 when flow is supercritical ' K= height of rectangular culvert(ft) Y�= normal depth of supercritical flow in the culve�t , , MD-104 04/2008 Urban Drainage and Flood Control District ' DRAINAGE CRITERIA MANUAL(V. 1) MAJOR DRAINAGE � � 7.3 Extent of Protection � The length of the riprap protection downstream from the outlet depends on the degree of protection � desired. If it is necessary to prevent all erosion, the riprap must be continued until the velocity has been reduced to an acceptable value. For purposes of outlet protection during major floods, the acceptable � velocity is set at 5.5 ft/sec for very erosive soils and at 7.7 ft/sec for erosion resistant soils. The rate at which the velocity of a jet from a conduit outlet decreases is not well known. For the procedure � recommended here, it is assumed to be related to the angle of lateral expansion, 9, of the jet. The velocity � is related to the expansion factor, (1/(2tanA)),which can be determined directly using Fiqure MD-23 or FiQUre MD-24, assuming that the expanding jet has a rectangular shape: � � 1 A� L —–W (MD-22) ° 2tane Y, ' where: � LP= length of protection (ft) W=width of the conduit in (ft)(use diameter for circular conduits) � Y,=tailwater depth (ft) 9=the expansion angle of the culvert flow � and: � A _ Q (MD-23) "� ` V � iii where: S Q=design discharge(cfs) ' Y=the allowable non-eroding velocity in the downstream channel (ft/sec) � A,= required area of flow at allowable velocity(ftz) '� In certain circumstances, Equa6on MD-22 may yield unreasonable results. Therefore, in no case should LP be less than 3H or 3D, nor does LP need to be greater than 10Hor 10D whenever the Froude � parameter, Q/WH'�'or Q/D2�S,is less than 8.0 or 6.0, respectively. Whenever the Froude parameter is greater than these maximums, increase the maximum Lp required by %.D�or'/.H for circular or , rectangular culverts, respectively, for each whole number by which the Froude parameter is greater than 8.0 or 6.0, respectively. � , Rev. 04/2008 MD-105 I Irh�n nr�in�nn�nri Flnnri f:entrol District ' DRAINAGE CRITERIA MANUAL(V. 1) MAJOR DRAINAGE , � � � � 60 ' �� �00�b J� � �G ��� � � 0 4p s�`��Q!► ,�yQ o J�l� E � � ����0 ,�.�P � M � � ,�,�pE ' � TYpE 1. � � � �� � � �O .2 '4 Y /� .6 .8 1.0 � t ' Use Oa instead of D whenever flow is supercritical in the barrel. �� Use Type L for a distance of 3D downstream . � Figure MD-21—Riprap Erosion Protection at Circular Conduit Outlet Valid for Q/DZ's 5 6.0 � � 1 I 1 1 , Rev. 04/2008 MD-107 i i.1..,..11Mi..�nn onei Flnnrl rnnfml f]isttic�.t � DRAINAGE CRITERIA MANUAL(V. 1) MAJOR DRAINAGE ' r�i� A = Expansion Angle 8 � � 7 ' 6 m ry� , � � ° � N 5 d � o � o � ,�. � 4 � i � ao o /� Z 6• ' O � z � � a „ w 2 �/ ,� � � 0 .1 2 .3 .4 .5 .6 .7 .8 , TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D ' Figure MD-23—Expansion Factor for Circular Conduits � ' ' � � ' , Rev. 04/2008 MD-109 Urban Drainaae and Flood Control District ' ' ' � � MAP S 1 1 � 1 1 1 � 1 1 1 11 1 1 1 / � �," ; • �•� :� - � � � '''i� ' ;I : ��� I��I '�il� ,I i � � � �I � i • , � • : . 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" I I \ � �i �i O/ 1� (1 �,._. _.`..`. .. �_ __ — � 1 =��i' -- ° 0 p O '� vJ ! � � � �`� � � �` � OOP ,�- W � _ < I � ��w_�w o RIDGE � o o � o Q T � � o GRAPHI SCALE ,00 ;" �' 1`, 810 8 . 9 ��y�� 8 0 91 .� SHEET I $ , -.� � , s ° �� � ~°�- � ��j ( IN FEET � ' .4 ° � _,..__ . �•�,., . '„,,� � � ,, 1 inch = 50 i�t. '�„ � � � ,4 `"„,� �"^�,, � °� � �°'� � � a � � , � ' ' DESIGN DEVELOPMENT � TECHNICAL SPECIFICATIONS , FOR ' � T T H ME VAIL POIN OWN O S � � � JIJNE 2011 ' � � ' ' � _ - = :�= _ ' ' 1 ' i ' ' DESIGN DEVELOPMENT TECHNICAL SPECIFICATIONS ' FOR ' � VAIL POINT TOWNHOMES � � ' JiJNE 2011 ' ' ' ' , OWNER: Vail Point Townhomes 1881 Lions Ridge Loop Vail,Colorado 81657 ' ENGINEER: Alpine Engineering,Inc. P.O.Box 97 Edwards,Colorado 81632 ' (970)926-3373 ' ' ' ' TABLE OF CONTENTS DIVI5ION 2-SITEWORK ' 02220 Site Demolition 02300 Earthwork ' 02370 Erosion and Sedimentation Control 02530 Sanitary Sewer System 02580 Electric,Communication and Conduits ' 02630 Storm Drainage 02720 Unbound Base Course 02740 Flexible Pavement � 02750 Rigid Pavement 02751 Concrete Paving Joints 07252 Concrete Paving Curing 02753 Cold Weather Concreting ' 02754 Hot Weather Concreting 02921 Topsoil and Revegetation ' ' ' , ' ' ' , ' ' Table of Contents Vail Point Townhomes i , ' ' SECTION 02220 ' SITE DEMOLITION IPART1 GENERAL ' 1.01 DE5CRIPTION A. Work Included: Removal and satisfactory disposal of foundations,fences,signs,structures, ' pavements,utilities,and other obstructions not designated or pernutted to remain. B. Related Work: ' 1. Earthwork: Section 02300 2. Erosion and Sedimentation Control: Section 02370 ' 1.02 PERMITS ' A. Public Way(Town of Vail) B. Stormwater Dischazge Pernut(Town of Vail) ' C. Construction Dewatering(CDPHE) 1.03 JOB CONDITIONS ' Protection: Protect all vegetation,utilities,structures,and other facilities to remain,from damage in manner acceptable to Engineer. Maintain designated temporary roadways,walkways,and detours. ' PART2 PRODUCTS ' None PART 3 EXECUTION ' 3.01 PAVEMENTS,CURBS,GUTTER,FLATWORK A. Remove all pavements,curbs,gutter,and flatwork not designated to remain. Where existing ' construction is to be partially removed,saw edges to remain in place on straight line with vertical face. , 3.02 BRIDGES,SEWERS,CULVERTS,DRAINAGE STRUCTURES A. Do not remove structures in use until arrangements have been made to accommodate traffic. ' ' Site Demolition Vail Point Townhomes 02220-1 ' II ' ' B. For structures removed down to natural stream bottom,remove those parts outside stream to ' 1'below ground. Remove all portions within limits of new construction as necessary to accommodate new work. tC. Maintain satisfactory tra�c bypass at all times. 3.03 STRUCTURES ' Remove structures within project limits or as shown on drawings. Protect portions to remain from damage. Damage to be repaired at Contractor's expense. ' 3.04 UTILITIES Remove designated utility lines within project limits,properly capping or plugging existing lines to ' remain. 3.05 DI5POSAL tRemove and dispose of all waste materials off site. ' 3.06 RESTORATION After removal of obstruction,fill and compact to finish grade in accordance with these specifications. ' END OF SECTION ' ' ' ' ' ' ' ' Site Demolition Vail Point Townhomes 02220-2 ' ' ' ' SECTION 02300 EARTHWORK IPART1 GENERAL ' 1.01 DESCRIPTION A. Work Included: Excavation,removing and satisfactorily disposing of all materials taken from ' within work limits,dust control,including excavation for ditches and channels,inlet and outlet ditches for culverts and structures, all necessary shaping and sloping for the construction, preparation, processing soil to proper moisture content, and completion of all backf'ill, ' embankments,subgrade,shoulders,slopes and intersections,to required alignment,grade,and typical cross section shown on drawings. B. Related Work: 1 1. Site Demolition: Section 02220 ' 2. Erosion and Sedimentation Control: Section 02370 C. Definitions: ' 1. Suitable Material: Earth fill material consisting of on-site or similaz non-organic sands, gravels,clays,silts and mixtures thereof with maximum size of 6". ' 2. Unsuitable Material: Any material containing vegetable or organic matter,muck,peat, excessive expansive materials, organic silt, topsoil, frozen materials, trees, stumps, certain manmade deposits,or industrial waste,sludge or landfill,oversize material,or ' other undesirable materials. - 3. Backf'ill and Embankment: Embankments,including preparation of area upon which ' they are to be placed. Placing and compacting approved material within areas where unsuitable materials have been removed. Placing and compacting of material in holes, pits and other depressions to lines and grades shown on drawings. Use only suitable ' materials in construction of embankments and backfills. 4. Proof Rolling: Applying test loads over subgrade surface by means of heavy ' pneumatic-tired roller of specified design,to locate weak azeas in subgrade. 1.02 PERMITS ' A. Public Way(Town of Vail) C. Stormwater Discharge Permit(Town of Vail) ' D. Construction Dewatering(CDPHE) ' Earthwork Vail Point Townhomes 02300-1 ' ' ' PART2 PRODUCTS ' 2.01 FILL AND EMBANKMENT MATERIAL ' Any suitable material or borrow as defined above. Free-r�nning water shall be drained from materials before placement. ' 2.02 CONSTRUCTION WATER Acceptable water shall be provided at Contractor's expense. ' PART 3 EXECUTION 3.01 EXCAVATION ' Unclassified Excavation: All excess or unsuitable excavated materials,including rock and boulders,that cannot be used in backf'ill and embankments,shall be disposed of off site. ' 3.02 PROOF ROLLING ' Proof rolling will be required to deternune whether the subgrade meets compaction and/or stable requirements. Proof roll subgrade with heavy rubber-tired roller approved by Engineer.Areas found to be weak or fail the test shall be repaired in accordance with recommendations by the Engineer. ' 3.03 5UBGRADE PREPARATION Adjust completed subgrade from slope or grade stakes to assure surface width conforms to typical ' section,dimensions,lines,and grades on drawings to within 1". Compact subgrade in accordance with compaction requirements. ' 3.04 EMBANKMENT AND FILL CONSTRUCTION A. Place earth fill materials for backf'ill or embankment in thin horizontal layers near optimum ' moisture content and compact as specified before next layer is placed. Use effective spreading equipment on each lift to obtain uniform thickness prior to compacting. As compaction of each layer progresses,continuously level and manipulate to assure uniform density. Add or remove water as necessary to obtain maximum density.Place embankment in layers not greater than 12" ' which have been demonstrated to meet compaction standards. B. Remove all sod and vegetable matter from surface upon which embankment is to be placed. ' Completely break up cleared surface by plowing, scarifying,or stepping a minimum of 8"to insure a bond between embankment and original ground. Recompact to specifications. ' C. Frozen materials shall not be used in construction of embankments. D. During construction maintain area in such condition that it will be well-drained at all times. ' E. At the end of every construction day all fill areas must be flat rolled to provide proper drainage. ' Earthwork Vail Point Townhomes 02300-2 � , , ' 3.05 DISPOSAL OF MATERIALS Remove and dispose of all waste material off site. , 3.06 COMPACTION REQUIREMENTS A. Thoroughly scarify surface upon which embankment is to be placed to depth of 8". ' B. Compact scarified materials and embankments to following%AASHTO T99.Moisture content shall be within 2%of optimum. ' 1. Landscaped area 95% ' 2. Roadway 95% 3. Driveways 95% ' 4. Parking lots 95% 5. Public roadways 95% ' 6. Beneath structures 100% ' C. Where Engineer agrees to rock fill material embankments constructed without moisture and density control,place in loose lifts up to maximum rock dimension not exceeding 12". Apply water as necessary to facilitate compaction. Route construction equipment,compactors,or both, , uniformly over each lift prior to placing additional lifts. Apply sufficient compactive effort to each lift to achieve uniform,well-compacted rock fill. Place,move and compact embankment materials,and apply water to facilitate compaction and prevent voids in embankment. Number of passes required will depend on available compaction equipment to achieve compactive effort ' agreed to by Engineer. 3.07 DU5T CONTROL ' Contractor shall take appropriate measures to minimize adverse impacts caused by dust by watering exposed surfaces and haul roads and by implementing other measures. ' END OF SECTION ' ' ' ' Earthwork Vail Point Townhomes 02300-3 S t ' ' SECTION 02370 EROSION AND SEDIMENTATION CONTROL IPARTl GENERAL ' 1.01 DESCRIPTION A. Work Included: Excavation, grading, and installation and maintenance of riprap, stabilized , construction entrances, sediment ponds, filter material, jute netting, straw bale sediment barriers,and all necessary appurtenances. ' B. Related Work: 1. Earthwork: Section 02300 ' 2. Storm Drainage: Section 02630 1.02 SUBMITTALS � A. Test Reports: If requested, furnish copies of tests from certified and acceptable testing laboratory ' 1. Gradation and Soundness of Riprap. , 2. Gradation of Filter Material. 1.03 PERMITS ' A. Construction Dewatering(CDPHE) B. Stormwater Discharge Pernut(Town of Vail) ' C. Public Way(Town of Vail) ' PART2 PRODUCT5 2.01 RIPRAP ' Hard,dense,sound,angular rough fractured stone meeting AASHTO T 85. Excavated shot rock may be used if agreed to by the Owner's representative and the Engineer. Neither breadth nor thickness of single stone to be less than one-third its length. ' Nominal Size Min.Volume Min.Weight 9" 0.25 CF 301bs. ' 12" 0.5 CF 751bs. 18" 1.8 CF 2501bs. 24" 4 CF 6001bs. , Erosion and Sedimentation Control Vail Point Townhomes 02370-1 ' ' � ' Size of stone and total thickness of riprap as shown on drawings. Stone well graded so voids can be filled,and at least 50%of mass equal to or larger than size called for on drawings. ' 2.02 FILTER MATERIAL Aggregate Filter: Conform to following gradation: , Sieve Size Percentage by Weight Passing Square Mesh Sieves ' 3" 100 3/4" 20-90 No.4 0-20 No.200 0-3 ' 2.03 FILTER FABRIC ' Manufactured especially for stability of erosion control construction. Made from polyethylene and polypropylene yarns,in accordance with following: ' Weight 4.0 oz/yd ASTM D1910 Thickness 15 mils ASTM D1777 Grab Strength 1301bs. ASTM D 1682 Elongation Break 62% ASTM D1682 ' Burst Strength 125 psi ASTM D7742 Trapezoid Teaz Strength 701b. ASTM 2263 Water Permeability 0.02 cm/se CFMC ' Water Flow Rate 4.80 gaUmin/ft CFMC Equivalent Opening Size 70-100 U.S.Sieve ASTM D422 ' 2.04 EROSION CONTROL BLANKET5 AND TURF REINFORCEMENT MATS A. Install Landlok 450 TRM,C2 Fabric or as shown on plans ' 2.05 EROSION LOGS Erosion logs shall be curled aspen wood excelsior with a consistent width of fibers evenly distributed ' throughout the log. The casing shall be seamless,photodegradable tube netting and shall have minimum dimensions as shown below,based on the diameter of the log called for in the plans. The curled aspen wood excelsior shall be fungus free, resin free and shall be free of growth or gernunation inhibiting ' substances. Nominal Dimensions of Erosion Logs ' Diameter Length Weight(min.) Stake Dimensions 8 inch 7-10 feet 1.61bs/ft 1.5 by 1.5 by 20 inches 12 inch 7-10 feet 2.5 lbs/ft 1.5 by 1.5 by 24 inches ' 18 inch 7-10 feet 41bs/ft 1.5 by 1.5 by 30 inches t Erosion and Sedimentation Control Vail Point Townhomes 02370-2 � ' , ' 2.06 DANDY 5ACK A. The Dandy SackTM inlet protection unit shall be a sewn in the U.S.A.geotextile fabric unit. t B. The Dandy SackTM shall have lifting straps to allow removal of the unit and manual inspection of the storm water system. , C. The Dandy SackTM unit shall utilize an orange monofilament fabric that is manufactured in the U.S.A.with the following characteristics: ' PROPERTY TEST METHOD UNITS MARV Grab Tensile Strength ASTM D 4632 kN(lbs) 1.62(365)x 0.89(200) Grab Tensile Elongation ASTM D 4632 % 24 x 10 Puncture Strength ASTM D 4833 kN(lbs) 0.44(100) ' Mullen Burst Strength ASTM D 3786 kPa(psi) 3097 (450) Trapezoid Tear Strength ASTM D 4533 kN(lbs) 0.51 (115)x 0.33 (75) %Open Area COE-22125-86 % 10 � Apparent Opening Size ASTM D 4751 mm(US Std Sieve) 0.425 (40) Pernuttivity ASTM D 4491 sec' 2.14 Permeability ASTM 4491 cm/sec 0.142 ' Water Flow Rate ASTM 4491 Umin/mZ(gaUmin/ft2) 5607(145) Ultraviolet Resistance ASTM D 4355 % 70 Color Orange' ' `The color orange is a trademark of Dandy Products,Inc. 2.07 DANDY CURB SACK ' A. The Dandy Curb SackTM curb and gutter inlet protection unit shall be a sewn geotextile fabric unit made in the U.S.A,enclosing a porous structure in the form of a cylindrical tub placed in front and extending beyond the inlet opening on both sides and have a geotextile ' fabric sack attached designed to fit the opening of the catch basin or drop inlet and to hang underneath the grate and into the catch basin. t B. The Dandy Curb SackTM shall have lifting straps to allow removal of the unit and manual inspection of the storm water system. ' C. The Dandy Curb SackTM unit shall utilize an orange monofilament fabric that is manufactured in the U.S.A with the following characteristics: PROPERTY TEST METHOD UNITS MARV ' Grab Tensile Strength ASTM D 4632 kN(lbs) 1.62(365)x 0.89(200) Grab Tensile Elongation ASTM D 4632 % 24 x 10 Puncture Strength ASTM D 4833 kN(lbs) 0.44(100) ' Mullen Burst Strength ASTM D 3786 kPa(psi) 3097(450) Trapezoid Tear Strength ASTM D 4533 kN(lbs) 0.51 (ll5)x 0.33 (75) %Open Area COE-22125-86 % 10 ' Apparent Opening Size ASTM D 4751 mm(US Std Sieve) 0.425 (40) Permittivity ASTM D 4491 sec' 2.14 Permeability ASTM 4491 cm/sec 0.142 , Erosion and Sedimentation Control Vail Point Townhomes 02370-3 , ' ' ' Water Flow Rate ASTM 4491 Umin/m'(gaUmin/ftZ) 5607(145) Ultraviolet Resistance ASTM D 4355 % 70 Color Orange' 'The color orange is a trademark of Dandy Products,Inc. � 2.08 SILT FENCE ' A. Silt Fence Fabric: The fabric shall meet the following specifications: Fabric Properties Minimum Acceptable Value Test Method ' Grab Tensile Strength(lbs) 90 ASTM D1682 Elongation at Failure(%) 50 ASTM D1682 Mullen Burst Strength(PSn 190 ASTM D3786 Puncture Strength(Ibs) 40 ASTM D751 (modified) ' Slurry Flow Rate(gaUmin/sfl 0.3 Equivalent Opening Size 40-80 US Std Sieve CW-02215 Ultraviolet Radiation Stability % 90 ASTM-G-26 ' B. Fence Posts (for fabricated units): The length shall be a minimum of 36 inches long. Wood posts will be of sound quality hardwood with a minimum cross sectional area of 3.0 square ' inches. Steel posts will be standard T and U section weighing not less than 1.00 pound per linear foot. ' C. Wire Fence (for fabricated units): Wire fencing shall be a minimum 14-1/4 gage with a maximum 6"mesh opening,or as approved. D. Prefabricated Units: Envirofence or approved equal may be used in lieu of the above wire fence ' providing the unit is installed per manufacturer's instructions. PART 3 EXECUTION I3.01 FILTER FABRIC ' Place fabric over shaped surface loosely where, when large stones are placed, they will not cause stretching of fabric beyond elastic limits. Overlap joining sections 2'at edges. Secure overlapped edges to subgrade with cinch pins. If riprap is dropped,place aggregate bedding 2" thick over fabric. Place ' riprap in a manner that fabric will not be damaged by stretching,punching,or ripping. 3.02 RIPRAP ' A. Angular reasonably well-graded from smallest to maximum size specified. Stones smaller than 10%of smallest size not permitted. Control gradation of riprap by visual inspection to assure thickness of riprap conforms with drawings. ' B. Hand Placed: Rectangular to facilitate butt placement. Fill openings with loose,well-graded road aggregate base material. ' ' Erosion and Sedimentation Control Vail Point Townhomes 02370-4 ' ' , 3.03 FILTER MATERIAL ' Wet subgrade, reasonably shape, and compact prior to placing filter material. Filter material may be backdragged with loader bucket to a reasonably smooth surface for placement to lines and grades of ' drawings. 3.04 WATER BARS/INTERCEPTOR TRENCHES ' Construct ditch in accordance with drawings. Flow line of water bar not steeper than 1%. Discharge on existing vegetated slopes alternately to avoid erosion. ' 3.05 STRAW BALE SEDIMENT BARRIER Use straw bale barriers at storm drain inlets,across minor swales and ditches, and other applications ' where barrier is of temporary nature. Bind straw bales with nylon or baling wire,not twine. Anchor bales to ground with two posts per bale. ' 3.06 ERO5ION CONTROL BLANKETS AND TURF REINFORCEMENT MATS A. Site Preparation ' 1. Grade and compact area of installation and remove all rocks, clods, vegetation or other obstructions so that the installed blankedmat will have direct contact with soil surface. ' 2. Prepare seedbed by loosening 2-3 in(50-75mm)of topsoil above final grade. 3. Incorporate fertilizer into soil. ' 4. Do not mulch areas where mat is to be placed ' B. Seeding 1. Apply seed to the soil surface befare installing blankeUmat,or after installation(TRM only) ' for enhanced performance(preferable) 2. When seeding prior to installation, all check slots and other areas disturbed must also be ' reseeded. 3. When using a TRM and soil filling,seed TRM and entire disturbed area after installation, prior to filling mat with soil. ' C. Installation on Banks and Slopes ' 1. Extended blanket/mat 2-3 ft (600-900mm) over crest of slope and excavate a 12x6 in (300x150mm)ternunal anchor trench. ' 2. Anchor blankedmat in trench on 1 ft(300mm)spacings,bacl�'ill and compact soil. 3. Unroll blankedmat down slope with small netting on bottom,large netting on top. ' Erosion and Sedimentation Control Vail Point Townhomes 02370-5 ' ' ' ' 4. Overlap adjacent rolls at least 3 in(75mm), and anchor every 18 in (450mm)minimum across the overlap. The higher elevation blankeUmat should be placed over the lower blankedmat. ' S. Overlap blankebmat edges approximately 2 in (SOmm) and staple according to anchor pattern guide. Make sure that edge overlaps are shingled away from prevailing winds. ' 6. Lay blankedmat loose to maintain direct contact with soil.(Do not pull blankedmat taut. This may allow bridging of soil surface.) , 7. Secure blankedmat to ground surface using U-shaped wire staples(preferred)or geotextile pins. ' 8. Refer to manufacturer's recommendation for appropriate number and pattern of anchors. 9. Place outer edge of blankedmat in previously excavated longitudinal slots,anchor using ' prescribed staple pattern,backfill and compact soil. 10. Anchor, backf'ill and compact upstream end of blankedmat in a 12x6 in (300x 150mm) ' ternunal trench. 11. Secure blankebmat to ground surface using U-shaped wire staples(preferred)or geotextile ' pins. 12. When using a TRM,seed and fill with soil for enhanced performance. ' 13. When using a TRM with a geotextile attached.Always seed after installing mat,then fill with soil. ' D. Installation in Storm Water Channels 1. Excavate an initial anchor trench 12 in(300mm)deep and 6 in(150mm)wide across the ' channel at the lower end of the project area. 2. Construct check slots along the channel in the following manner: Excavate intermittent check slots 6 in(150mm)deep and 6 in(150mm)wide across the channel at 30 ft(9.1m) ' intervals. 3. Cut longitudinal channel anchor slots 4 in(100mm) deep and 4 in (100mm)wide along ' both sides of the installation to bury edges of blankedmat. Whenever possible extend mat 2-3 ft(600-900 mm)above crest of channel side slopes. � 4. Beginning at the center if downstream end of the channel,place the end of the first roll in the anchor trench and secure with fastening devices at 1 ft (300mm) intervals. Note: blankedmat will initially be upside down in anchor trench; smaller netting on top. ' S. In same manner,position adjacent rolls in anchor trench. Overlapping the preceding roll minimum of 3 in(75mm). ' Erosion and Sedimentation Control Vail Point Townhomes 02370-6 t � � � 6. Again,staple at 1 ft(300mm)intervals,backfill and compact soil. 7. Unroll blankedmat over the compacted trench with smaller netting on bottom,large netting ' on top. Stop at next check slot or terminal anchor trench. 8. Unroll adjacent rolls upstream in order to maintain a minimum 3 in (75mm) overlap. � Anchor every 18 in(450mm)minimum across the overlap. 9. Fold and secure blanket/mat rolls snugly into internuttent check slots. Lay blankedmat in ' the bottom and fold back against itself. Anchor through both layers of blanket or mat at 1 ft(300mm) intervals then backf'ill and compact soil. Continue rolling upstream over the compacted slot to the next check slot of terminal anchor trench. � 10. Overlap roll ends a minimum of 1 ft(300mm)with upstream blankeUmat on top. Begin all new rolls in a check slot. Anchor overlapped area by placing two rows of anchors, 1 ft (300mm)apart on lft(300mm)intervals. ' E. Soil Filling ' 1. If specified,soil filling is recommended for optimum performance. 2. After seeding,spread and lightly rake'h-3/a in(12-19mm)of fine topsoil into the TRM and ' completely fill the voids. Use backside of rake or other flat tool. 3. If equipment must operate on the TRM,make sure it is of the rubber-tired type. No tracked equipment or sharp turns are allowed on the mat. ' 4. Avoid any traffic over TRM if loose or wet soil conditions exist. 5. Use shovels,rakes or brooms for fine grading and finishing. , 6. Smooth soils fill in order to just expose the top netting of matrix. Do not place excessive soil above the mat. ' 7. Broadcast additional seed and mulch above the soil-filled TRM. 8. Water as necessary to enhance growth. ' 9. Consult manufacturer's technical representative or local distributor for installation assistance. Particularly if unique conditions apply (i.e. fine sandy soils, infertile ' environment) 3.07 EROSION LOGS ' The Contractor shall maintain the erosion logs during construction to prevent sediment from passing over or under the logs or from sediment accumulation greater than two thirds of the original exposed ' height of each erosion log. ' Erosion and Sedimentation Control Vail Point Townhomes 02370-7 � ' ' ' Stakes shall be embedded to a minimum depth of 12 inches. At the discretion of the Engineer, a shallower depth may be permitted if rock in encountered. 3.08 DANDY SACK ' A. Remove the grate from the catch basin. ' B. For Oil and Sediment Model;to install or replace absorbent,place absorbent pillow in unit, on the bottom(below-grade side)of the unit. ' C. Stand the grate on end.Move the top lifting straps out of the way and place the grate into the Dandy SackTM unit so that the grate is below the top straps and above the lower straps. The grate should be cradled between the upper and lower straps. ' D. Holding the lifting devices,insert the grate into the inlet,being careful that the grate remains in place and being cazeful not to damage the Dandy SackTM unit. E. Remove all accumulated sediment and debris from vicinity of unit after each storm event. ' F. After each storm event and at regulaz intervals,look into the Dandy SackTM unit.If the unit is more than 1/3 full of accumulated sediment,the unit must be emptied. ' G. To empty the unit,using the lifting straps lift the unit out of the inlet and remove the grate. Transport the unit to an appropriate location for removal of the contents.Holding the � dumping straps on the outside at the bottom of the unit,turn the unit upside down,emptying the contents.Reinstall unit as above. H. For Oil and Sediment Model; remove and replace absorbent when near saturation. , I. Dispose of unit and/or absorbent in accord with applicable Federal,state and local environmental laws and regulations. ' 3.09 DANDY CURB SACK ' A. Remove the grate from the catch basin. B. For Oil and Sediment Model;to install or replace absorbent,place absorbent pillow in , unit, on the bottom(below-grade side)of the unit. C. Stand the grate on end.Move the top lifting straps out of the way and place the grate into the Dandy Curb SackTM unit so that the grate is below the top straps and above the lower straps. � The grate should be cradled between the upper and lower straps. D. Holding the lifting devices,insert the grate into the inlet,then lower back edge with , cylindrical tube into place,being careful that the grate remains in place and being careful not to damage the Dandy Curb SackTM unit.The cylindrical tube should partially block the curb hood opening when installed properly. , E. Remove all accumulated sediment and debris from vicinity of unit after each storm event. ' Erosion and Sedimentation Control Vail Point Townhomes 02370-8 , ' ' ' F. After each storm event and at regulaz intervals,look into the Dandy Curb SackTM unit.If the unit is more than 1/3 full of accumulated sediment,the unit must be emptied. G. To empty the unit,using the lifting straps lift the unit out of the inlet and remove the grate. ' Transport the unit to an appropriate location for removal of the contents. Holding the dumping straps on the outside at the bottom of the unit,turn the unit upside down,emptying the contents.Reinstall unit as above. ' H. For Oil and Sediment Model; remove and replace absorbent when near saturation. ' I. Dispose of unit and/or absorbent in accord with applicable Federal,state and local environmental laws and regulations. ' 3.10 CHECK DAMS Install bottom of check dam at least 6"below maacimum depth of newly graded channel. Extend to 6" above m�imum design water depth. Install materials in accordance with drawings. ' 3.11 SEDIMENT POND/TRAP ' A. Construct pond per plans and as directed by Engineer. B. The area under embankment shall be cleared,grubbed and stripped of any vegetation and root � mat. The pool area shall be cleazed. C. The fill material for the embankment shall be free of roots or other woody vegetation as well as over-sized stones,rocks,organic material or other objectionable material. The embankment ' shall be compacted by traversing with equipment while it is being constructed. Maacimum height of embankment shall be 4' measured at centerline of embankment. ' D. All cut and fill slopes shall be 2:1 or flatter. E. Geotextile Class C shall be placed over riser. Fabric shall be embedded at least 6"into e�cisting ' ground at bottom of pond. F. Outlet—An outlet shall include a means of conveying the discharge in a erosion free manner to ' an existing stable channel. Protection against scour at the discharge point shall be provided as necessary. G. Outlet channel must have positive drainage from the trap. ' H. Sediment shall be removed and trap restored to its original dimensions when the sediment has accumulated to'/z of the wet storage depth of the trap(900 cf/ac). Removed sediment shall be ' deposited in a suitable area and in such a manner that it will not erode. I. The structure shall be inspected periodically after each rain and repaired as needed. , J. Construction of traps shall be carried out in such a manner that sediment pollution is abated. Points of concentrated inflow shall be protected. ' Erosion and Sedimentation Control Vail Point Townhomes 02370-9 , ' ' ' K. The structure shall be dewatered by approved methods,removed and the azea stabilized when the drainage area has been properly stabilized. ' 3.12 SILT F'ENCE Install silt fence in accordance with drawings. tEND OF SECTION ' , � ' , ' ' , ' ' ' ' ' Erosion and Sedimentation Control Vail Point Townhomes 02370-10 , ' ' SECTION 02530 , SANITARY SEWER SYSTEM � PART1 GENERAL 1.01 DE5CRIPTION , A. Work Included: Review sewer video and summary, root removal, sealing pipe, excavation, backfill,bedding,repair and installation of pipe,service wyes,service lines,force mains and all , necessary appurtenances. B. Related Work: , 1. Topsoil and Revegetation: Section 02921 C. Definitions: ' 1. Trench Excavation: Excavation of all material encountered along trench other than rock excavation. , 2. Rock Excavation: All solid rock formations which cannot be reasonably broken by a CAT 375 backhce with 3/4 cubic yard bucket,and requiring drilling and blasting. ' D. Eagle River Water and Sanitation District Specifications: All work shall conform to the standard specifications for sewer lines as approved by the Eagle River Water and Sanitation District. ' 1.02 SUBMITTALS ' A. Submit shop drawings or product data showing specific dimensions and construction materials for pipe,fittings,and manholes;or certifications that products conform with specifications. � B. Test Reports: Submit laboratory gradation tests for bedding and trench stabilization materials, concrete mix design,and compression test. ' 1.03 JOB CONDITIONS Environmental Requirements: Except by specific written authorization, cease concreting when descending air temperature in shade and away from artificial heat,falls below 35 degrees F,and there is � frost in subgrade. When concreting is pernutted during cold weather,temperature of mix shall not be less than 60 degrees F at time of placing. � PART 2 PRODUCTS 2.01 PIPE AND FITTINGS ` A. Polyvinyl Chloride(PVC): 4"-15",ASTM D3034,Type PSM,SDR 35;18"-27",ASTM F679. Push-on joints and molded rubber gaskets. Maximum pipe length 20'. ' Sanitary Sewer System Vail Point Townhomes 02530-1 , ' r B. Ductile Iron: AWWA C151,Class 52. Push-on joints. Poly-lined or Griffin"Sewper Coat" ' ASTM A746. C. Yelomine: Restrained joint PVC pressure pipe and fittings. Conform to ASTM D2241 � "Standard Specifications for PVC,pressure rated pipe(SDR Series)". D. Polyvinyl Chloride Pipe and Couplings: AWWA C900,working pressure 200 psi with push-on t joints ASTM D 1869. Transition coupling from SDR35 to C-900,pressure pipe shall be Harco Manufacturing 337-080, Class 150 and ASTM3139. All spigot ends shall be beveled to manufacturer's specifications. ' 2.02 MANHOLES A. Manhole bases: Precast concrete ASTM C478. ' B. Manhole Sections: ASTM C478. Precast concrete(wetcast)with the lip outside with minimum wall thickness 1/12 of internal diameter. Cones eccentric. ' C. Manhole Rings and Covers: Cast iron,ASTM A48 with a flat lid with the lettering"Sewer" cast on the cover. Ring and cover combined weight greater than 255 lbs., machined to fit ' securely. Non-rocking cover. Hot dipped in asphalt. HS20 traffic loading. D&L A-1043 or accepted equal. D. Manhole Grade Rings: Precision Cover Systems,Inc.(PCSI)fully adjustable manhole covers ' with variable grade rings that adjust to meet different roadway heights and grades will be installed where required by District. , E. Manhole Steps: Two non-skid grooves in surface of step and capable of a vertical load of 800 pounds and a pullout load of 1500 pounds(ASTM-C478),six inches(6")from face of manhole. The steps shall meet industry standards or equal and be plastic coated. ' F. Manhole Joint Sealant: Double Rub-R-Nek with primer. One inch(1")on 48"-inch diameter manholes; 1'/z-inch on all larger numbers. � 2.03 BEDDING � A. Granulaz material can be 3/4"-inch or 3/8"-inch screened rock or class 6 aggregate base course (ABC) as defined by the Colorado Department of Transportation (CDOT). The bedding material shall be free of corrosive properties and shall conform to the following gradation limits � when tested by means of laboratory sieves: Road base must have 95°lo compaction,at+/- 2% optimum moisture content prior to � installation of any pipe. All bedding shall be tamped to the spring line of the pipe. Local sewer district personnel shall inspect all installations prior to backfilling. � Laboratory Maximum Density: Laboratory maximum density of soil shall be determined by ASTM D-1557-78. 1 Sanitary Sewer System Vail Point Townhomes 02530-2 , , � Field Density: Density of soil shall be determined by ASTM D-1556-56 sane cone method,or � by ASTM D-2922-81,nuclear method. 3/4" Screened Rock , (CDOT Table 703-1,Number 7) Sieve Size Total Percent ' Passing by Weight 3/4 inch 100 1/2 inch 90-100 , 3/8 inch 40-70 No.4 0-15 No. 8 0-5 ' 3/8" Screened Rock (CDOT Table 703-1,Number 8) ' Sieve Size Total Percent Passing by Weight ' 1/2 inch 100 3/8 inch 85-100 No.4 10-30 , No. 8 0-10 No. 16 0-5 ' B. In specific areas,such as where access is extremely limited,the use of on-site materials may be allowed and when used,must be on-site 1'/s inches minus well-graded screened material,free from organic materials,chunks of soil,frozen material,debris or other suitable materials. Use � of on-site bedding material must have prior written District and Engineer approval. C. Service line bedding shall consist of 3/8 inch or 3/a-inch minus screened rock,select native or ' sand material free of any organic material. , 2.04 CONCRETE MATERIAL A. General: All materials furnished from sources agreed to by the District. , B. Cement: ASTM C-150 for Portland Cement,Type II. Cement which has become partially set or contains lumps of caked cement shall be rejected. � C. Aggregate: ASTM C33. D. Water: Water used in mixing or curing concrete shall be clean and free from oil, acids, salt, , alkali,or organic materials harmful to concrete. � Sanitary Sewer System Vail Point Townhomes 02530-3 , ' , 3.05 PIPE INSTALLATION � A. Construct pipe accurately to line and grade shown on drawings. Pipe installation may be lamped daily by Engineer. Remove and replace pipe not conforming to line and grade at Contractor's ' expense. B. Install to manufacturer's recommendations, continuously upgrade. Bell ends face upgrade. ' Prior to making joints, clean and dry all surfaces. Use lubricants in conformance with manufacturer's recommendations for insertion of pipe in joint. Set pipe in position and check line and grade. Keep dirt from entering all exposed pipe ends. Joints watertight. , C. Wyes and Risers for Service Connections: Angle upward so 1/8 bend connected to fitting will make service line invert equal to inside crown of sewer main. Where elevation of top of service is more than 12'below finished grade,install riser pipe as directed by Engineer. ' 3.06 WATER LINE CROSSING ' A. Normal Conditions: Whenever possible, lay water mains over sanitary sewers to provide vertical separation of at least 18"between invert of water main and crown of sewer. ' B. Unusual Conditions: If above separation cannot be met,use following: 1. Sewer passing over or less than 18" under water main. Install continuous watertight pressure pipe C900 PVC or Yelomine until the water and sewer pipe are sepazated by more than 10 feet horizontally and or more than 18 inches vertically transition ' couplings to be HARCO or equivalent. 3.07 MANHOLE CONSTRUCTION � A. Manhole: Construct in accordance with drawings. Extend concrete manhole base at least 8" below pipe barrel. Slope floor of manhole from centerline of pipe to maximum of 2"above top t of pipe at face of manhole. Shape invert when manhole is set. Construct side branches with as large radius of curvature as possible to connect to main invert. Inverts shall be smooth and clean with no obstructions,allowing insertion of an expandable plug in pipe. Place complete � and continuous roll of joint sealant on base ring in sufficient quantity so there will be no spaces allowing infiltration. Join each succeeding manhole section in similar manner. Trim away all excess material and repair all lifting holes. Turn eccentric cone and steps away from roadway , ditch. B. Manhole Ring and Cover: Install at grade of finished surface. Where surface will be completed after manhole construction, set top of cone so maacimum of six,two-inch reinforced concrete � rings will adjust ring and cover to final grade. 3.08 CONNECTION TO EXISTING MANHOLE , Make connections to existing manholes,where no pipe is stubbed out,in similar manner as new manhole. Break small opening in existing manhole as necessary to insert new pipe and attain watertight seal. Chip ' existing concrete bench inside manhole to provide enough thickness for mortar bed to make new smooth continuous invert. Place expandable waterstop around portion of sewer pipe inserted into existing manhole. Use expandable grout to completely fill hole in manhole to create watertight repair. l Sanitary Sewer System Vail Point Townhomes 02530-6 t ' , 3.09 SANITARY SEWER SERVICE LINES , Place true to line and grade in accordance with drawings,from main line to house service, in shortest direct route. Locate 10' from all water lines. Terminate 5' from lowest corner of lot or as shown on , drawings. Where wyes have not been installed in main sewer,tap by machine drilling hole in main, sized to fit saddle for service line. Each wye or drilled tap and saddle shall be inspected prior to backf'illing. Service line minimum grade of 1/4"per foot. If service line is to be stopped at properiy line, , place 6-foot steel fence post at end,extending 2'above finished ground.Place watertight plug in end of service line. ' 3.10 CONCRETE WORK A. Placement: Place to required depth and width confornung to drawings. Place concrete as uniformly as possible in order to minimize amount of additional spreading. Place and ' consolidate with suitable tools to avoid formations of voids, honeycomb, or pockets. Well vibrated and tamped against forms. , B. Retempering: Do not retemper concrete or mortar which has partially hardened by remixing with or without additional cement,aggregate or water. Provide concrete in such quantity as is required for immediate use. ' C. Curing: Protect against loss of moisture,rapid temperature change,rain,and flowing water,for not less than two days from placement of concrete. Immediately after finishing,cover concrete ' surface with curing medium which is applicable to local conditions as approved by Engineer. Protect exposed edge of concrete slabs exposed by removing forms immetliately to provide these surfaces with continuous curing treatment. ' 3.11 BACKFILL A. One Foot Over Pipe: Use bedding materials for cover material and backfill by approved � mechanical methods. Cover material shall be clean soil,free from organic materials,chunks of soil,frozen material,debris,or other unsuitable materials. Place and compact starting at top of pipe bedding extending upwards to 1'above top of pipe for entire trench width. Place in lifts to , a density of 90%AASHTO T99. B. Remainder of Trench: Backfill with same materials excavated from work limits unless ' unsuitable. No rocks over 6"in diameter in top 12"of trench. No backf'ill material with rocks larger than 12"in diameter. Carefully lower rocks up to 12"in diameter into trench. 3.12 COMPACTION ' A. Demonstrate method of compaction. Engineer will test compacted demonstration section for uniform density throughout depth of each lift. Alter construction methods until providing one , acceptable to Engineer. Continue same procedure until significant change in soils occurs,or compaction is not being achieved,then demonstrate new method. ' � Sanitary Sewer System Vail Point Townhomes 02530-7 ' ' ' B. Compaction requirements for all trenches: ' 1. Predominantly of cohesive soils where AASHTO T99 procedures are applicable: Compacted uniformly throughout each lift to 95%AASHTO T99. Moisture content ' shall be within 2%of optimum. For clay soils the moisture content shall be 0 to 2%of optimum. ' 2. Predominately of rock 18" in diameter: Place in loose lifts up to average rock dimension. Placing of occasional boulders of sizes lazger than maximum layer thickness may be agreed to by Engineer,provided material is carefully placed and large ' stones well distributed with voids completely filled with smaller stones,earth,sand,or gravel. L,evel and smooth each layer to distribute soils and finer fragments of earth. Wet each loose layer as necessary to facilitate compaction prior to placing additional lifts. , 3. Trenches outside road right-of-way: Compact to 95% AASHTO T99. Moisture content shall be within 2%of optimum. ' 3.13 PAVEMENT REMOVAL AND REPLACEMENT ' Score existing surface with cutting wheel to create clean break line. Remove and dispose of existing surface and aggregate base course leave 6"undisturbed subgrade lip on each side of trench. After trench has been backf'illed and properly compacted, place aggregate base course in accordance with pernut ' requirements, or minimum thickness in these specifications. Compact aggregate base course to 95% AASHTO T180. Replace pavement in accordance with permit requirements or minimum thickness in these specifications. Compact asphalt to 95%ASTM D1559;consolidate concrete with vibrators. ' 3.14 FIELD QUALITY CONTROL A. Notify Engineer at least 24 hours in advance of pipe being laid in any trench. Cover no pipes ' until observed by Engineer. Notify Engineer at least 48 hours before pipe is to be tested. B. Testing ' 1. General: Conduct infiltration or exfiltration test for each section between manholes. Test first section of pipe laid to verify if watertight. Testing may be required during ' course of work where inf'iltration appears to be grater than m�imum allowable, or quality of work is questionable. No sewer line will be accepted where water tightness tests show leakage exceeding 200 gallons per inch diameter per mile per day. Flush and clean sewer line prior to testing, wetting pipe, and cleaning out debris. Plug all ' pipe outlets to resist test pressure. 2. Infiltration Test: In high ground water table installation only. Plug upper manhole to ' deternune leakage in section of line between consecutive manholes. Record quantity of water collected in time period to calculate infiltration rate. ' 3. Exfiltration Test by Air: Test each section of pipe between consecutive manholes to deternune test duration for section by computation from Air Test Tables. Pressure- holding time is based on an average holding pressure of 3 psi gauge or a drop from 3.5 ' Sanitary Sewer System Vail Point Townhomes 02530-8 ' � ' psi to 2.5 psi gauge. Add air until internal air pressure of sewer line is raised to � approximately 4.0 psi gauge. After internal pressure of approximately 4.0 psi is obtained,allow time for air pressure to stabilize. Pressure will normally show some drop until temperature of air in test section stabilizes. When pressure has stabilized ' and is at or above starting test pressure of 3.5 psi gauge, commence test. Before starting test,pressure may be allowed to drop to 3.5 psi. Record drop in pressure for test period. If pressure has dropped more than 1.0 psi gauge during test line has failed. ' Test may be discontinued when prescribed test time has been completed even though 1.0 psi drop has not occurred. ASTM C828 "Low Pressure Air Test for Sanitary Sewers". , Pipe Size Time Inches Minutes ' 4 2-1/2 6 4 8 5 ' 10 6-1/2 12 7-1/2 15 9-1/2 ' 18 12 21 14 24 15-1/2 ' 3.15 CLEANUP AND RESTORATION Restore all pavements, curbs, gutters, utilities, fences, irrigation ditches, yards, lawns, and other , structures or surfaces to condition equal to or better than before work began, and to satisfaction of Engineer. Remove and dispose of all waste material off site. ' END OF SECTION , � � ' , , Sanitary Sewer System Vail Point Townhomes 02530-9 � ' ' SECTION 02580 IELECTRIC,COMMUNICATION AND CONDUITS ' PART1 GENERAL � 1.01 DESCRIPTION A. Work Included: Excavation, rock excavation, blasting, rock disposal, dewatering, backf'ill, bedding,compaction,installation of conduits,vaults,pads and all necessary appurtenances and ' coordination with the telephone,cable television and electric companies. B. De�nitions: , 1. Trench Excavation: Excavation of all material encountered along trench other than rock excavation. ' 2. Rock Excavation: All solid rock formations which cannot be reasonably broken by a backhoe with 3/4 cubic yard bucket with bucket curling force and stick crowd force , 35,000 lbs each,and requiring drilling and blasting. C. Utility Company Specifications: All work shall conform to the standard specifications of the telephone company,the cable television company,the electric company and the gas company. ' The Contractor shall obtain approval of the systems they install by each of the respective utility companies. ' 1.02 SUBNIITTALS A. Submit shop drawings or product data showing specific dimensions and construction materials , for pipe,fittings,and vaults; or certifications that products conform with specifications. B. Test Reports: Submit laboratory gradation tests for bedding and trench stabilization materials, ' concrete mix design,and compression test. C. Pernuts: Submit copies of all pernuts issued for project. ' 1.03 JOB CONDITIONS Environmental Requirements: Except by specific written authorization, cease concreting when ' descending air temperature in shade and away from artificial heat,falls below 35 degrees F,and there is frost in subgrade. When concreting is pernutted during cold weather,temperature of mix shall not be less than 60 degrees F at time of placing. ' PART2 PRODUCTS � 2.01 PIPE AND FITTINGS A. Polyvinyl Chloride(PVC): 2"-8",Schedule 40 PVC. Electric rated for electric application. , Electric,Communication and Conduits Vail Point Townhomes 02580-1 � ' ' ' 2.02 VAULTS All switchgear,transformer,splice vaults,pads,and bases to be supplied by Holy Cross Energy. ' 2.03 BEDDING A. Granular material-3/4" screened rock. ' B. On-site 1-1/2"minus well graded screened material,free from organic materials,chunks of soil, frozen material,debris,or other suitable materials. Use of on-site bedding material must have ' prior written approval of the utility company and Engineer. 2.04 CONCRETE MATERIAL ' A. General: All materials furnished from sources agreed to by the Utility Companies. B. Cement: ASTM C-150 for Portland Cement,Type II. Cement which has become partially set ' or contains lumps of caked cement shall be rejected. C. Aggregate: ASTM C33. ' D. Water: Water used in mixing or curing concrete shall be clean and free from oil,acids, salt, alkali,or organic materials harmful to concrete. ' 2.05 CONCRETE MIX ' A. Design Mix 1. Proportions: ' Cement 5-1/2 sacks per cubic yard Coarse aggregate-43% Water-5.5 gallons per sack ' Ma�cimum size aggregate-3/4" 2. Slump: 4" maximum ' 3. Strength: Minimum 3,000 psi at 28 days ' 4. Air Content: 5%-7% B. Job-Mixed Concrete ' Mixed in drum mixer confornung to Concrete Paving Mixer Standards of Mixer Manufacturers Bureau of Associated General Contractors of America. Mixer shall be capable of combining aggregates, cement, and water into thoroughly mixed and uniform mass. Discharge entire ' contents of drum before recharging. Continue mixing of each batch for not less than ten(10) minutes after all materials are in drum. ' Electric,Communication and Conduits Vail Point Townhomes 02580-2 , , ' C. Ready Miaced Concrete � Proportioned,mixed and transported in accordance with ASTM C94. Any concrete not plastic and workable when it reaches project shall be rejected. ' PART 3 EXECUTION ' 3.01 TRENCHING � A. Trench Excavation: Excavate to depths required. Confine excavation to work limits. tB. Rock Excavation: Prior to removal,notify Engineer of areas requiring rock excavation. C. Blasting: In general,blasting will be allowed in order to expedite the work if a pernut by the , local authority having jurisdiction is granted. All explosives and appurtenances shall be transported,handled,stored and used in accordance with the laws of the local,state and federal governments,as applicable. ' All blasting shall be controlled so as not to injure any existing structure or facility. The protection of life and property and all liability for blasting shall be placed solely on the person � or persons conducting the blasting operation. The hours of blasting shall be in accordance with the pernut of the local authority. Prior to blasting,provide minimum 24 hour notification to Owner,Engineer and Fire Department. ' D. Trench Support: The trench shall be adequately supported and the safety of workers provided for as required by the most recent standards adopted by the Occupational Safety and Health Administration(OSHA)Standards Board. Sheeting and shoring shall be utilized where required t to prevent any excessive widening or sloughing of the trench, which may be detrimental to human safety, to the pipe and appurtenances being installed, to existing utilities, to existing structures,or to any other existing facility or item. ' 3.02 UNSTABLE TRENCH BOTTOM AND EXCAVATION IN POOR SOIL , If the bottom of the excavation at subgrade is found to be soft or unstable or to include ashes,cinders, refuse,vegetable or other organic material,or large pieces or fragments of inorganic material that cannot satisfactorily support the pipe or structure,then the Contractor shall further excavate and remove such unsuitable material. Before the pipe or structure is installed, the subgrade shall be accepted by the � Engineer. 3.03 BEDDING ' Install in conformance with drawings. Place from minimum of 3"below bottom of pipe to centerline for entire width of trench. � 3.04 UNDERDRAIN t A. Water seeping from trench banks,but not flowing in trench bottom: Install gravel underdrain in accordance with drawings. ' Electric,Communication and Conduits Vail Point Townhomes 02580-3 ' ' ' ' B. Water flowing in trench bottom: Install underdrain pipe in addition to gravel where water volume will fill a 4"pipe 1/4 full. Cleanouts at each manhole in conformance with drawings. C. Daylight all underdrains as shown on drawings or as directed by Engineer. ' 3.05 PIPE INSTALLATION I ' A. Construct pipe accurately to line and grade shown on drawings. Remove and replace pipe not conforming to line and grade at Contractor's expense. � B. Install to manufacturer's recommendations, continuously upgrade. Bell ends face upgrade. Prior to making joints, clean and dry all surfaces. Use lubricants in conformance with manufacturer's recommendations for insertion of pipe in joint. Set pipe in position and check line and grade. Keep dirt from entering all exposed pipe ends. Joints watertight. ' 3.06 PADS AND VAULTS � Install pads and vaults to line and grade shown on drawings. 3.07 PULL STRING � Pull string shall be labeled to identify which utility company or spare conduit the use of the conduit is intended for. � 3.08 CONCRETE WORK A. Placement: Place to required depth and width confornung to drawings. Place concrete as ' uniformly as possible in order to minimize amount of additional spreading. Place and consolidate with suitable tools to avoid formations of voids, honeycomb, or pockets. Well vibrated and tamped against forms. � B. Retempering: Do not retemper concrete or mortar which has partially hardened by remixing with or without additional cement,aggregate,or water. Provide concrete in such quantity as is � required for immediate use. C. Curing: Protect against loss of moisture,rapid temperature change,rain,and flowing water,for ' not less than two days from placement of concrete. Immediately after finishing,cover concrete surface with curing medium which is applicable to local conditions as approved by Engineer. Protect exposed edge of concrete slabs exposed by removing forms immediately to provide these surfaces with continuous curing treatment. ' 3.09 BACKFILL � A. One Foot Over Pipe: Use 3/4" screened rock or on-site screened material (if approved by Engineer)for cover material and backf'ill by approved mechanical methods. Cover material shall be clean soil,free from organic materials,chunks of soil,frozen material,debris,or other ' unsuitable materials. Place and compact starting at top of pipe bedding extending upwards to above top of pipe for entire trench width. Place in lifts to a density of 90%AASHTO T99. � Electric,Communication and Conduits Vail Point Townhomes 02580-4 ' ' , ' B. Remainder of Trench: Backfill with same materials excavated from work limits unless unsuitable. No rocks over 6"in diameter in top 12"of trench. No backfill material with rocks larger than 12"in diameter. Carefully lower rocks up to 12" in diameter into trench. ' 3.10 COMPACTION A. Demonstrate method of compaction. Engineer will test compacted demonstration section for , ' uniform density throughout depth of each lift. Alter construction methods until providing one � acceptable to Engineer. Continue same procedure until significant change in soils occurs,or compaction is not being achieved,then demonstrate new method. ' B. Compaction requirements for all trenches: ' 1. Predominantly of cohesive soils where AASHTO T99 procedures aze applicable: Compacted uniformly throughout each lift to 95%AASHTO T99. Moisture content shall be within 2%of optimum. For clay soils the moisture content shall be o to 2%of optimum. � 2. Predominately of rock 12" in diameter: Place in loose lifts up to maximum rock dimension of 12". Placing of occasional boulders of sizes larger than maximum layer � thickness may be agreed to by Engineer,provided material is carefully placed and large stones well distributed with voids completely filled with smaller stones,earth,sand,or gravel. Level and smooth each layer to distribute soils and finer fragments of earth. ' Wet each loose layer as necessary to facilitate compaction prior to placing additional lifts. 3.11 PAVEMENT REMOVAL AND REPLACEMENT ' Score existing surface with cutting wheel to create clean break line. Remove and dispose of existing surface and aggregate base course leave 6"undisturbed subgrade lip on each side of trench. After trench ' has been bacl�'illed and properly compacted, place aggregate base course in accordance with permit requirements, or minimum thickness in these specifications. Compact aggregate base course to 95% AASHTO T180 moisture content shall be within 2% of optimum. Prepare a shear step and replace ' pavement in accordance with pernut requirements or minimum thickness in these specifications. Compact asphalt to 95%ASTM D1559;consolidate concrete with vibrators. ' 3.12 FIELD QUALITY CONTROL A. Notify Engineer at least 24 hours in advance of pipe being laid in any trench. Cover no pipes until observed by Engineer. Notify Engineer at least 48 hours before pipe is to be tested. ' B. Testing � 1. General: Conduct testing in accordance with procedures approved by the appropriate utility company or as directed by engineer. ' ' Electric,Communication and Conduits Vail Point Townhomes 02580-5 � ' � , 3.13 CLEANUP AND RESTORATION Restore all pavements, curbs, gutters, utilities, fences, irrigation ditches, yards, lawns, and other structures or surfaces to condition equal to or better than before work began, and to satisfaction of , Engineer. Remove and dispose of all waste material off site. ' END OF SECTION ' ' , , ' ' � ' ' ' ' � ' Electric,Communication and Conduits Vail Point Townhomes 02580-6 , il ' I ' SECTION 02630 � STORM DRAINAGE � PART1 GENERAL 1.01 DESCRIPTION ' A. Work included: Excavation,backf'ill,bedding,and installation of pipe,manholes,catch basins, inlets,outlets,underdrains,irrigation ditches,channelization,detention storage,siphons and all ' necessary appurtenances. B. Definition: ' 1. Trench Excavation: Excavation of all material encountered along trench other than rock excavation. ' 2. Rock Excavation: All solid rock formations which cannot be reasonably broken by a backhoe with 3/4 cubic yard bucket with bucket curling force and stick crowd force of 35,000 lbs.each,and requiring drilling and blasting. ' 1.02 SUBMITTAL A. Submit shop drawings or product data showing specific dimensions and construction materials ' for: 1. Precast Manholes ' 2. Precast Catch Basins 1 3. Frames,Grates,Covers B. Test Reports: Submit laboratory gradation tests for bedding and trench stabilization materials, ' concrete mix design,and compression test. 1.03 JOB CONDITIONS ' Environmental Requirements: Except by specific written authorization, cease concreting when descending air temperature in shade and away from artificial heat falls below 35 degrees F.and there is frost in subgrade. When concreting is permitted during cold weather,temperature of mix shall not be , less than 60 degrees F.at time of placing. PART 2-PRODUCT5 ' 2.01 PIPE AND FITTINGS ' A. Non-Reinforced Concrete Pipe: ASTM C 14 ' Storm Drainage Vail Point Townhomes 02630-1 � ' ' B. Reinforced Concrete Pipe: ASTM C76, circular; ASTM 506, arch; ASTM 507, vertical or ' horizontal elliptical. Class pipe as shown on drawings. C. Concrete End Section: Same ASTM specification as pipe. Equivalent in area as circular pipe. tD. Corrugated Steel Pipe and Arches: AASHTO M36,gauge as shown on drawings. Bands shall conform to following: ' Pipe Size Corrugations Number B olts ' Inches 2-2/3" x 1/2" 3"x 1" 6-30 7" - 2 ea 36-60 12" 14" 3 ea ' 66-120 24" 20" 5 ea Thickness of band one gauge less than pipe but not less than 16 gauge. , E. Corrugated Steel Pipe End Section: Sizes and dimensions shown on drawings. Materials same as corrugated steel pipe. ' F. Bituminous Coating: Where required on corrugated steel pipe and fittings,AASHTO M190, Type A,with minimum thickness of 0.03". Coupling bands fully coated. ' G. HDPE Pipe: Pipe shall have a smooth interior and annular corrugations. AASHTO M294, Type S or ASTM F2306. Class pipe as shown on drawings. ' H. HDPE Pipe End Sections: Sizes and dimensions shown on drawings. Materials same as HDPE pipe. ' I. Polyvinyl Chloride(PVC)SDR 35 2.02 UNDERDRAIN PIPE ' A. Corrugated Steel: AASHTO M36 Type III. Holes 3/8"double row each side of pipe for 6"-10" size pipe. Triple row each side of pipe for 12"-21"pipe. Spaced in center of each depressed ' corrugation nearest to center pipe. Install hole row each side of pipe for 6"-10"pipe;triple row each side of pipe for 12"-21"pipe. B. Rigid PVC Schedule 40. ' C. Flexible Polypropelene or Polyethylene/Hancor. , 2.03 PREFABRICATED INLETS AND OUTLETS A. Corrugated Steel Units: Conform to drawing dimensions,AASHTO M36. Bituminous coating ' when specified,AASHTO M190,Type A. Steps fabricated into units. ' Storm Drainage Vail Point Townhomes 02630-2 ' ' ' B. Precast Concrete Units: In accordance with drawings,ASTM C478 and C789,wall"B",wall ' thickness 1/12 internal diameter. Steps precast into units. 2.04 MANHOLE ' A. Manhole Bases: Precast concrete. Manhole base and first barrier section cast monolithic per ASTM-C478. ' B. Manhole Sections: ASTM C478. Precast concrete with minimum wall thickness 1/12 of internal diameter. Cones eccentric. ' C. Manhole Ring and Cover: Cast iron,ASTM A48. Ring and cover combined weight greater than 4001bs.,machined to fit securely. Non-rocking cover. Hot dipped in asphalt. ' D. Manhole Steps: Two non-skid grooves in the surface of step and capable of carrying load of 1,000 lbs.6"from face of manhole. ' E. Manhole Joint Sealant: RubberNek. 2.05 SLOTTED DRAIN ' AASHTO M36 with grate assembly,ASTM A123. Joint and couplers of ring compression type. Where required,expanded wire mesh attached across top of drain opening. Fittings provided with annular ends ' for hugger-type bands. 2.06 FRAMES,GRATE5,COVERS,AND STEP ' Metal units conform to drain dimensions and to following for designated material. A. Gray Iron Castings: AASHTO M 105. , B. Carbon-Steel Castings: AASHTO M103. ' C. Ductile Iron Castings: ASTM A536. D. Structural Steel: AASHTO M183 and ASTM A283,Grade B. Galvanizing,where specified, ' AASHTO M111. 2.07 BEDDING ' A. Pipe and culvert-roadbase,percent by weight passing square mesh sieves: 3/4",100;No.4,30- 65;No. 8,25-55;No. 200,3-12. ' B. Underdrain-washed gravel: percent by weight passing square mesh sieves: 1", 100%;3/4", 95-100%;No.4,0-5%. ' 2.08 CONCRETE MATERIALS A. General: All materials furnished from sources approved by Engineer. ' Storm Drainage Vail Point Townhomes 02630-3 ' ' ' B. Cement: ASTM C 150 for Portland Cement,Type II. Cement which has become partially set or ' contains lumps,caked cement and have been exposed to inclement weather shall be rejected. C. Aggregate: ASTM C33. tD. Water: Water used in mixing or curing concrete shall be clean and free from oil,acids,salt, alkali,or organic materials harmful to concrete. ' 2.09 CONCRETE MIX , A. Design Mix: 1. Proportions: , Cement 5-1/2 sacks per cubic yard ' Coarse aggregate 43% , Water 5.5 Gallons per sack Maximum size aggregate 3/4" ' 2. Slump: 4"maJCimum ' 3. Strength: Minimum 3,000 psi at 28 days 4. Air Content: 5%-7% ' B. Job Mixed Concrete: Mixed in drum mixer conforming to Concrete Paving Mixer Standards of Mixer Manufacturers Bureau of Associated General Contractors of America. Mixer shall be capable of combining aggregates,cement,and water into thoroughly mixed and uniform mass. ' Discharge entire contents of drum before recharging. Continue miacing of each batch for not less than 10 minutes after all materials are in drum. , C. Ready Mixed Concrete: Proportioned,mixed,and transported in accordance with ASTM C94. Any concrete not plastic and workable when it reaches project shall be rejected. ' PART 3 EXECUTION 3.01 TRENCHING , A. Trench Excavation: Excavate to depths required. Conf'ine excavation to work limits. , B. Rock Excavation: Prior to removal,notify Engineer of areas requiring rock excavation. C. Blasting: In general blasting will be allowed in order to expedite the work if a pernut by the local authority having jurisdiction is granted. All explosives and appurtenances shall be ' transported,handled,stored and used in accordance with the laws of the local,state and federal governments,as applicable. � All blasting shall be controlled so as not to injure any existing structure or facility. The protection of life and property and all liability for blasting shall be placed solely on the person or persons conducting the blasting operation. The hours of blasting shall be in accordance with ' Storm Drainage Vail Point Townhomes 02630-4 � ' ' the pernut of the local authority. Prior to blasting,provide minimum 24 hour notification to ' Engineer. 3.02 UNSTABLE TRENCH BOTTOM,EXCAVATION IN POOR SOIL ' If the bottom of the excavation at subgrade is found to be soft or unstable or to include ashes,cinders, refuse,vegetable or other organic material,or large pieces or fragments of inorganic material that cannot ' satisfactorily support the pipe or structure,then the Contractor shall further excavate and remove such unsuitable material. Before the pipe or structure is installed, the subgrade shall be accepted by the Engineer. I , 3.03 BEDDING OTHER THAN UNDERDRAINS II A. Pipe: Install in conformance with drawings. Place from minimum of 4"below bottom of pipe ' to centerline for full width of trench. B. Culvert: Install in conformance with drawings. Place from minimum of 6" below bottom of , pipe to centerline of pipe for entire width of trench. 3.04 PIPE INSTALLATION ' A. General: For new embankments,place fill so width each side of pipe is at least five(5)times pipe diameter. After embankment is placed,proceed with trenching. ' Begin all pipe installation at downstream end. Bell or groove ends of rigid conduit and outside circumferential laps of flexible conduit facing upstream. Place flexible conduits with longitudinal laps or seams at sides. � B. Corrugated Steel Pipe: Remove all loose excavated materials from bottom of trench and install bedding to required thickness. Install pipe true to line and grade. Install remaining bedding ' material along sides of pipe to avoid any voids. Repair bituminous coating damage using similaz coating material. Lubricate coupler bands. Vertical elongation caused by backf'ill operation shall not exceed 3%of pipe diameter. Compact backf'ill to 90%AASHTO T99 and ' continue to 1'over top of pipe. C. Concrete Pipe: Extend bedding around bell where bell and spigot pipe is used. Place pipe on bedding as shown on drawings. Place remaining bedding along pipe sides with no voids. ' Compact backf'ill to 95%AASHTO T99 and continue to 1'over pipe. D. HDPE Pipe: Installation shall be in accordance with ASTM D2321 and ADS recommended ' installation guidelines, with the exceptions that minimum cover in traffic areas for 24-inch through 48-inch shall be one foot and for 60-inch diameters,the minimum cover shall be 2-feet in single run applications. Backfill for minimum cover situations shall consist of ADS Class 1 , or Class 2(minimum 98%SPD)material. E. Underdrain Pipe: ' 1. General: Install to lines and grades shown on drawings. Extend underdrain material a minimum of 6"over top of pipe. Cover underdrain material for entire width of trench ' Storm Drainage Vail Point Townhomes 02630-5 � ' � with filter fabric. If shown on drawings,line trench with fabric before installing pipe , and underdrain material. 2. Concrete Pipe: Install with bell resting on trench bottom facing up grade, with ' underdrain material supporting pipe. 3. Corrugated Steel or PVC Pipe: Holes or perforations placed down with ma�cimum 1" ' underdrain material under pipe. Joint according to manufacturer's recommendations. 3.05 SLOTTED DRAIN INSTALLATION , Install in accordance with drawings. Trench as narrow as possible and bacl�'ill to create uniform foundation side support. Install true to line and grade. ' 3.06 MANHOLE CONSTRUCTION A. Manhole: Construct in accordance with drawings. Extend concrete manhole base at least 8" ' below pipe barrel. Slope floor of manhole from centerline of pipe to maximum of 2"above top of pipe at face of manhole. Shape invert after manhole is set. Construct side branches with as large radius of curvature as possible to connect to main invert. Inverts shall be smooth and ' clean with no obstructions,allowing insertion of expandable plug in pipe. Place complete and continuous roll of joint sealant on base ring in sufficient quantity, so there will be no spaces allowing infiltration. Join each succeeding manhole section in similaz manner. Trim away all excess material and repair all lifting holes. Turn eccentric cone and steps away from roadway , ditch. B. Manhole Ring and Cover: Install at grade of finished surface. Where surface will be completed ' after manhole construction, set top of cone so ma�cimum of six - two inch thick reinforced concrete rings will adjust ring and cover to final grade. ' 3.07 CONNECTION TO EXISTING MANHOLE Make connections to existing manholes,where no pipe is stubbed out,in similar manner as new manhole. ' Break small opening in existing manhole as necessary to insert new pipe and attain watertight seal. Chip existing concrete bench inside manhole to provide enough thickness for mortaz bed to make new smooth continuous invert. Place expandable waterstop around portion of sewer pipe inserted into existing manhole. Use expandable grout to completely fill hole in manhole to create watertight repair. ' 3.08 CONCRETE WORK ' A. Placement: Place to required depth and width confornung to drawings. Place concrete as uniformly as possible to minimize amount of additional spreading. Place and consolidate with suitable tools to avoid formations of voids,honeycomb,or pockets. Well vibrated and tamped ' against forms. B. Retempering: Do not retemper concrete or mortar which has partially hardened by remixing ' with or without additional cement,aggregate,or water. Provide concrete in such quantity as is required for immediate use. ' Storm Drainage Vail Point Townhomes 02630-6 � ' ' C. Curing: Protect against loss of moisture,rapid temperature change,rain,or flowing water,for ' not less than two days from placement of concrete. Immediately after finishing,cover concrete surface with curing medium which is applicable to local conditions as approved by Engineer. Protect exposed edge of concrete slabs by removing forms unmediately to provide these surfaces � with continuous curing treatment. 3.09 BACKFILL ' A. One Foot Over Pipe: Use 3/4" road base for cover material and bacl�ill by approved mechanical methods. Cover material shall be clean,free from organic materials,chunks of soil, � frozen material,debris or other unsuitable materials. Place and compact starting at top of pipe bedding extending upwards to 1'above top of pipe. Place in lifts to a density of 95%AASHTO T99,at a point 6"above top of pipe. ' B. Remainder of Trench: Backfill with same materials excavated from work limits unless unsuitable. No rocks over 6"in diameter in top 12"of trench. No backf'ill material with rocks larger than 12"in diameter. ' 310 COMPACTION ' A. Demonstrate method of compaction. Engineer will test compacted demonstration section for uniform density throughout depth of each lift. Alter construction methods until providing one acceptable to Engineer. Continue same procedure until significant change in soils occurs,or ' required compaction is not being achieved,then demonstrate new method. B. Compaction requirements for all trenches: ' 1. Predominantly of cohesive soils where AASHTO T99 procures are applicable: Compact uniformly throughout each lift to 95%AASHTO T99. Moisture content shall be within 2% of optimum. For clay soils the moisture content shall be 0 to 2% of ' optimum. 2. Predominantly of rock, to 12" in diameter: Place in loose lifts up to average rock ' dimension. Placing of occasional boulders of sizes larger than maximum layer thickness may be agreed to by Engineer,provided material is carefully placed and lazge stones well distributed with voids completely filled with smaller stones,earth,sand,or ' gravel. Level and smooth each layer to distribute soils and finer fragments of earth. Wet each loose layer as necessary to facilitate compaction prior to placing additional lifts. ' 3.11 CONCRETE STRUCTLJRES A. General: Cast-in-place concrete confornung to dimensions shown on the drawings and accurate ' to tolerances of 1/4". Install forms so all finished lines will be true and straight. Install reinforcing steel with the spacing between the forms and between bars as shown on drawings. Keep excavation dry during construction. Compaction requirements same as above. � B. Inlets and Outlets: Either cast-in-place or precast units,in accordance with drawings. When required,set castings accurately to grade with adjustment courses of brick in full mortar beds. ' Storm Drainage Vail Point Townhomes 02630-7 ' ' �, ' Construct pipe inverts or smooth concrete inverts same size as pipe up to centerline of pipe, � with bench to stand on. C. Frames,Grates,Covers,and Steps: Install accurately according to drawings. Anchor castings � in place and set in adjustment mortar to assure firm foundation. D. Trash Guards: Install in accordance with drawings and manufacturer's recommendations. ' 3.12 PAVEMENT REMOVAL AND REPLACEMENT ' Score existing surface with cutting wheel to create clean break line. Remove and dispose of existing surface and aggregate base course. Leave 6" undisturbed subgrade lip on each side of trench. After trench has been backf'illed and properly compacted, place aggregate base course in accordance with pernut requirements or minimum thickness in these specifications. Compact aggregate base course to ' 95%AASHTO T 180 moisture content shall be within 2%of optimum. Replace pavement in accordance with permit requirements or minimum thickness in these specifications. Compact asphalt to 95%ASTM D1559;consolidate concrete with vibrators. r3.13 FIELD QUALITY CONTROL ' Notify Engineer at least 24 hours in advance of pipe being laid in any trench. Cover no pipes until observed by Engineer. ' 3.14 TESTING For HDPE and concrete pipe perform an exfiltration test. Plug pipe outlets and fill the system with water from structure to structure and allow system to stabilize for 24 hours and measure the water level. Then ' measure the water level again in 24 hours. 200-gaUin.dia./mi./day is acceptable. 3.15 CLEANUP AND RESTORATION ' Restore all pavements, curbs, gutters, utilities, fences, irrigation ditches, yards, lawns, and other structures or surfaces to condition equal to or better than before work began, and to satisfaction of ' Engineer. Remove and dispose of all waste materials off site. END OF SECTION ' ' � ' ' Storm Drainage Vail Point Townhomes 02630-8 ' ' ' I SECTION 02720 IUNBOUND BASE COURSE ' PART1 GENERAL ' 1.01 DESCRIPTION A. Work included: Preparing surface of subgrade immediately prior to paving including proofrolling,repair of areas showing excess deflection during proofrolling and furnishing and , placing one or more courses of aggregate in conformance with lines,grades,and typical sections shown on drawings. , B. Related Work: 1. Earthwork: Section 02300 , 1.02 SUBMITTALS ' A. Test Reports: ff requested, furnish proposed source of materials and copies of tests from certified and acceptable testing laboratory: 1. Sieve analysis-ASTM C136 � 2. Weaz Abrasion-ASTM C 131 ' 3. Liquid Limit-AASHTO T89,T90 4. Moisture Density Curves-AASHTO T99 � PART2 PRODUCTS ' 2.01 AGGREGATE A. Aggregate shall conform to following gradation: , Sieve Percentage by Weight Passing square Mesh Sieves Size Class 2 Class 4 Class 5 Class 6 � 4" 100 _ _ _ 3" 95-100 2�� - 100 - - ' 1-1/2" = 90-100 - _ 1�� 100 3/4" - 50-90 - 100 ' No.4 = 30-50 30-70 30-65 No. 8 25-55 No.200 3-15 3-12 3-15 3-12 � Unbound Base Course Vail Point Townhomes 02720-1 ' ' i ' � ' Liquid limit not greater than 35 for Class 2; 30 for Class 4,5,or 6. Plasticity Index not exceeding 6. 1 B. Requirements for this Project: Furnish Class 6 aggregate for this Project. ' PART 3 EXECUTION ' 3.01 PREPARATION A. Staking: Contractor will provide at his expense all additional staking necessary to ensure work conforms with drawings. ' B. Subgrade Preparation: Shape and compact to crown, line, grades, and typical cross section shown on drawings before placing base material. Compact to 95%AASHTO T99. ' 3.02 MIXING ' The Contractor shall mix the aggregate by methods that insure a thorough and homogeneous mixture. 3.03 PLACEMENT ' If required compacted depth of aggregate base course exceeds 6", construct in two or more layers of approximately equal thickness. Ma�cimum compacted thickness of any one layer shall not exceed 6". When vibratory or other approved types of special compacting equipment are used,compacted depth of ' single layer may be increased to 8"upon approval of Engineer. 3.04 SHAPING AND COMPACTION ' Compact each layer to 95%AASHTO T 180. Maintain surface of each layer during compaction so that uniform texture is produced and aggregates are firmly keyed. Apply water unifornily during compaction ' so moisture content is within 2%of optimum. Shaping shall be within 1". � END OF SECTION ' � ' ' Unbound Base Course Vail Point Townhomes 02720-2 ' ' ' ' SECTION 02740 FLEXIBLE PAVEMENT ' PART1 GENERAL 1.01 DESCRIPTION ' A. Work Included: Furnishing,laying,and compacting hot-mixed asphaltic concrete pavement in conformance with lines,grades,and typical cross-sections shown on the drawings. ' B. Related Work: 1. Unbound Base Course: Section 02720 ' 1.02 QUALITY ASSURANCE ' A. Source: Engineer shall have access to batching plant at all times work is in progress. B. Record of Work: Contractor shall keep record of time and date of placement,temperature,and ' weather conditions. Retain until completion and furnish copy to Engineer. C. Owner will anange and pay for all field tests to deternune compliance of base course and ' pavement materials and compaction with the specification and the approved design mix formula. 1.03 SUBMITTALS ' A. Samples: If requested,provide samples of proposed materials. B. Test Reports: If requested, furnish copies of tests from certified and acceptable testing ' laboratory: 1. Aggregate-AASHTO T96,CP-45,AASHTO T304,AASHTO T176,AASHTO T89, ' AASH'TO T90 2. PG Graded Binders,use PG 58-28-AASHTO T48,TP48,TPS AND T51 ' 3. Liquid Asphalt-AASHTO M81,M82;ASTM D2026 ' 4. Emulsified Asphalt-AASHTO M140 or M208 5. Compaction—Colorado Procedure 51,CP44 or CP81 ' C. Job Mix Formula: The Contractor shall submit the following to the Engineer. 1. A proposed job—mix gradation as required by the contract,which shall be wholly within � the Master Range Table of Table 703—3 of the CDOT Standard Specifications for Road and Bridge Construction(CDOT Specifications)before the tolerances shown in Table 401 — 1,of the CDOT Specifications,are applied. , Flexible Pavement Vail Point Townhomes 02740-1 ' ' ' The job — mix formula shall establish a single percentage of aggregate passing each ' required sieve size. A single percentage of bituminous material to be added to the aggregate and a single temperature for the mixture at the discharge point of the plant. ' 1.04 DELIVERY,5TORAGE,AND HANDLING A. Trucks used for hauling bituminous mixtures shall have tight,clean,smooth metal beds thinly ' coated with a minimum amount of paraffin oil,lime solution,or other approved release agent. Petroleum distillates such as kerosene or fuel oil will not be pernutted. Each truck shall have a cover of canvas or other suitable material to protect the mixture from the weather. ' 1.05 JOB CONDITIONS A. Weather Limitations: Bituminous plant mix shall be placed only on properly constructed ' surfaces that are free from water, snow, or ice. The bituminous mixtures shall be placed in accordance with the temperature limitations of Table 401-3 "of the CDOT Standard Specifications for Road and Bridge Construction"and only when weather conditions pemut the ' pavement to be properly placed and finished,as determined by the Engineer. B. Protection: After final rolling,do not permit vehicular traffic on asphaltic concrete pavement ' until cooled and hazdened. Provide barricades, flagmen, and warning devices as required to protect pavement. Maintain pedestrian and vehicular traffic as required. Cover openings of structures in paving until permanent coverings are placed. ' C. Confirm in writing, aggregate base course constructed by others has been compacted to requirements of these specifications. Use any means necessary to proof roll or test to confirm aggregate base is satisfactory to receive asphaltic concrete. Notify in writing to Owner any ' deficient areas so they may be brought into conformance with specifications prior to placement of asphaltic concrete. ' PART2-PRODUCTS 2.01 AGGREGATE ' Clean,hazd,durable particles of crushed stone,crushed gravel,natural gravel,ar crushed slag with not more than 45%of weaz,AASHTO T96. ' Sieve Percentage by Weight Passing Square Mesh Sieves Grading SX , 1-1/2" _ 1" 3/4" 100 , 1/2" 90-100 3/8" #4 - ' #8 28-58 #30 #200 2-10 , Flexible Pavement Vail Point Townhomes 02740-2 ' � � � Sizes#8 and larger,tolerances+8%;#30+6%;#200+3%; where 100%passing,no tolerance. Use Grading SX for this project. ' 2.02 ASPHALTIC CEMENT ' A. Viscosity Graded Asphalt Cement confornung to the requirements of AASHTO M226,Table 2. B. Superpave Performance Graded Binders shall conform to AASHTO Provisional Standard MPl for PG 58-28 Performance Graded Binders t2.03 TACK COAT ' One of the following,grade and type as recommended by supplier: A. Emulsified asphalt,AASHTO M 140 ' B. Cationic emulsified asphalt,AASHTO M208 I 2.05 MIX DESIGN I , A. Use Grading SX,75 Design Gyrations,PG 58-28 Binder. � 1. Job—Mix Formula as defined in the Submittal Section(02740—3,Part 1.03 C). B. Furnish aggregate gradation. ' C. Accepted design mix shall meet compaction requirements of these specifications. ' 2.06 MIXING A. General: Comply with ASTM D995 for material storage,control,mixing,and plant equipment , and operation. B. Aggregates: Keep each component of various-sized combined aggregates in separate stockpiles. Maintain so separate aggregate sizes will not be internuxed and to prevent segregation. Heat- ' dry aggregates to reduce moisture content to not more than 2%. Deliver dry aggregate to mixer at recommended temperature to suit penetration,grade,and viscosity characteristics of asphaltic cement,ambient temperature,and workability of mixture. , C. Asphaltic Cement: Heat bitumen to viscosity at which it can be uniformly distributed throughout mixture. Select temperature range of 275 degrees F to 350 degrees F to suit ' temperature-viscosity characteristics of asphalt. Do not exceed 350 degrees F. D. Mixing: Accurately weigh or measure dry aggregates and weigh or meter asphaltic cement to ' comply with job-mix formula requirements. Mix aggregate and asphaltic cement to achieve 95%minimum coated particles for base mixtures in accordance with AASHTO T195 and 85- 90%coated particles for surface mixtures when tested in accordance with ASTM D2489. ' Flexible Pavement Vail Point Townhomes 02740-3 � ' ' ' PART 3 EXECUTION 3.01 PREPARATION OF SURFACES tA. Base Course: Blade,shape,and smooth aggregate base course to uniform section in accordance with the technical specification for Unbound Base Course Section 02720. Remove loose ' materials. Clean the surface to be paved by mechanical sweepers,blowers,or hand brooms, until surface is free from dust. ' B. Existing Surfaces: Clean of all foreign materials. Fill holes and low places with levelling courses and compact prior to surface placement. Tack coat existing surfacing at 0.1 gallon per square yazd. Apply only to areas on which surfacing is to be placed immediately. Do not extend more than 2000'ahead of paving equipment. Prevent traffic from travelling on tack coat. ' 3.02 FRAME ADJUSTMENTS ' Set frames of structures to final grade. Place compacted asphaltic concrete to top of frame. ff permanent covers are not in place,provide temporary covers over openings until compaction is complete. Where frames and covers are paved over,mark so crews can find on emergency basis until cut out and adjusted ' to final surfacing. 3.03 SPREADING AND FINISHING ' A. Place at temperatures of not less than 275 degrees F,or more than 305 degrces F. ff temperature is below 50 degrees F and falling,asphaltic concrete mix shall not be less than 300 degrees F, while on trucks just prior to laydown. Mechanical, self-powered pavers shall be capable of , spreading mix within specified tolerances, true to line, grade, and crown as indicated on drawings. Road grader equipped with automatic blade control may be used for levelling courses. Pavers shall be equipped with hoppers and distribution screws which place mix evenly ' in front of adjustable screeds. Screed shall be adjustable for height and crown,equipped with controlled heating device for use as required. Screed shall strike off mix without tearing, shaving or gouging surface, to depth and cross-section specified, without aid of manual ' adjustment during operation. Paver shall be capable of placing courses in thiclrnesses from 1/2" to 4" and from widths of 8'to 15'. Extensions and cut-off shall permit changes in widths by increments of 6". ' B. Strike finish surface smooth; true to cross section; uniform in density and texture; free from hollows, transverse corrugations, and other irregularities. Paint contact surfaces between gutters,manhole rings,catch basins,and other similar structures with thin,uniform coating of , tack coat. Final surface shall be 1/4"above all structures and gutters sloping away from paving, flush with gutters sloping towards paving. ' C. Hand Placement: Where certain areas because of irregularity,inaccessibility,or unavoidable obstacles,do not lend themselves to machine placement,Engineer may agree to hand placement. Spread and compact to same finish and compaction tolerances of these specifications. ' D. Joints: Make joints between old and new pavement,or between successive day's work,to insure thorough bond between old and new surfaces. Clean surfaces free of sand,dirt,dust,or other t Flexible Pavement Vail Point Townhomes 02740-4 , ' ' materials, and apply tack coat. Construction joints must have same texture, density, and ' smoothness tolerances as other surfacing. 1. Construct transverse joints to existing material by cutting material back to expose full ' depth edge. Paint thin uniform tack coat on joint and place new asphaltic concrete. 2. Prepare longitudinal joints by overlapping screed 1" on existing surface. Deposit ' sufficient material to complete joint. Push excess by hand rake 1/2" on new mat leaving vertical uncompacted face approximately 1" high. Compact against joint by rolling equipment. No depression allowed exceeding 1/8" for width of 6",after final ' compaction. E. Finish Tolerance: Place levelling courses within 1/2"of design grade. Finished surfaces will be tested with 10' straight edge, parallel to center line at location of wheel paths for each lane. ' Straight edge will be advanced 5'and space under straight edge shall not exceed 1/4". Correct areas deficient in smoothness by completely removing surface material and replacing. Overlay corrections may be made only if approved by Owner. ' F. Thickness Tolerance: Compacted thickness shall be no less than that shown on drawings. Any surfacing which does not meet minimum thickness shall be removed and replaced. ' 3.04 COMPACTION I A. General: Provide rollers to obtain required density, surface texture, and rideability. Begin , ' rolling operations immediately following placement of asphaltic concrete. Do not pernut heavy ' equipment, rollers,etc. to stand on finished surface where deformation may occur. End each pass of roller in different place. ' B. Rollers ' 1. Steel-wheel rollers self-propelled, developing contact pressure under compression wheels of 250 to 350 psi per inch of width of roller wheel. Rollers equipped with adjustable scrapers and means for keeping wheel wet to prevent mix from sticking. ' 2. Pneumatic-tired rollers self-propelled,developing contact pressure under each tire of 85 to 110 psi. Wheels so spaced that one pass will accomplish one complete coverage ' equal to rolling width of machine. Wheels oscillate but not wobble. Remove and replace immediately any tires picking up fines. C. Compaction Procedures ' 1. Compact longitudinal joints and edges first, starting at outside edge and gradually progress towards center of pavement. Begin superelevated curves rolling on low side ' on previously transversely compacted material. Successive passes should overlap by one half width of roller. Mat temperature must not be below 185 degrees F. ' 2. Immediately follow rolling of longitudinal joint and edges with breakdown rolling. Place drive wheel nearest paver and pull roller towazds paver. Return roller to existing surface and make gradual shift to overlap previous pass by half roller width. Operate ' Flexible Pavement Vail Point Townhomes 02740-5 i ' � pneumatic-tired rollers as close to paver as necessary to obtain density required. Make ' enough passes for reasonably smooth surface. 3. Final rolling by a combination of steel and pneumatic rollers to obtain density,surface ' texture,and surface tolerances required. D. Pavement shall be compacted to a density of 92%to 96%of the maximum theoretical density, ' determined according to Colorado Procedure 51. Field density determinations will be made in accordance with Colorado Procedure 44 or 81. ' 3.05 PATCHING Cut out and fill with fresh,hot asphaltic concrete. Remove deficient areas for full depth of surface and base course. Cut sides perpendicular and parallel,and perpendicular to direction of traff'ic to extent of ' failure. Apply tack coat to exposed surfaces before placing new pavement. Compact and finish to specification. ' 3.06 CLEAN UP After completing operations,clean surfaces,pick up excess paving materials,and clean work area. ' END OF SECTION , ' ' ' ' ' 1 ' ' ' Flexible Pavement Vail Point Townhomes 02740-6 t ' 1 ' SECTION 02750 RIGID PAVEMENT ' PART1 GENERAL 1.01 DESCRIPTION ' A. Work Included: Furnishing,fornung,jointing,placing and curing of concrete pavement,curbs and gutters, sidewalks, pans, in conformance with lines, grades, and typical cross sections ' shown on the drawings. 1.02 RELATED ITEMS SPECIFIED ELSEWHERE , A. Earthwork: Section 02300 B. Unbound Base Course: Section 02720 ' C. Concrete Paving Joints: Section 02751 ' D. Concrete Paving Curing: Section 02752 E. Hot Weather Concreting: Section 02753 ' F. Cold Weather Concreting: Section 02754 1.02 QUALITY ASSURANCE ' A. Source: Engineer shall have access to batching plant at all times work is in progress. ' B. Record of Work: Contractor shall keep record of time and date of placement,temperature,and weather conditions. Retain until completion and furnish copy to Engineer. ' C. Installers: 1. All work in this section to be accomplished under direct on-site supervision of ' thoroughly trained and experienced journeymen who are completely familiar with the requirements of this work and the recommendations contained in the reference standards. Unless otherwise specified,hand finishing methods will be pernutted only when performed under the direct supervision of a Craftsman holding the following ' certificate: ACI Concrete Flatwork Finisher and Technician (ACICFFT) or other Flatwork Finisher certification program approved by CDOT. A minimum of one certified Craftsman is required at each finishing operation. A minimum of one certified ' Craftsman is required for each three or fewer finishers (non-certified ACICFFTs) at each operation ' 2. In acceptance of the finished work,allowance will not be made for lack of skill on the part of the workers. ' Rigid Pavement Vail Point Townhomes 02750- 1 ' ' ' D. Manufacturer's Recommendations:Manufacturer's recommendations shall be strictly adhered to ' concerning both methods and materials. Where surrounding conditions or base materials are not compatible with manufacturer's recommendations,notify Engineer in writing prior to bidding. ' E. Design Criteria: See Part 2 Products F. Testing Agency:All testing shall be performed by an approved testing laboratory and paid by ' the Owner with the exception of Contractor submittal requirements,qualifications of proposed materials and establishment of mixture proportions and other tests required by the Contractor to assure Contractor is furnishing materials and construction in compliance with the contract ' documents. G. Source Quality Control:The Engineer or his representative shall be offered unintemipted access to the ready-mix batching plant at all times that the work is in progress. ' H. Record of Work: Keep record listing time, location and date of placement of concrete for structure. Keep such record until completion of project and make available to Engineer for ' examination at any time. 1.03 SUBMITTALS 'I ' A. Shop Drawings: Reinforcement,precast sections. I�� B. Manufacturers Data: Additives,joint materials,curing compounds,concrete sealant with 10- I ' year manufacturer warranty,fly ash,reinforcement,concrete bonding agent,precast concrete reinforcing supports. ' C. Mix Design: Proportions of fine and coarse aggregate,water,cement,air content,admixtures, fly ash.A laboratory trial mix shall be prepared and test results submitted. The Concrete Mix Design will not be approved when the laboratory trial mix data are the results from tests ' performed more than two yeazs in the past or aggregate data are the results from tests performed more than two years in the past. Provide all of the information outlined below for the concrete mix proposed for the project: ' Identification: ' 1. Project. 2. Name and address of Contractor and concrete producer. 3. Mixture designation. 4. Class of concrete and intended use. ' Materials and Proportions: ' 1. Name and location of material sources for aggregate,cement,admixtures and water. 2. Type of cement and additives(if used). 3. Cement content in kilograms per cubic meter(pounds per cubic yard)of concrete. ' 4. The water/cement ratio of modified concrete is the ratio of the mass of water to the combined masses of Portland cement and supplementary cementitious material. 5. The saturated surface dry batch mass for the coarse and fine aggregate in kilograms per ' cubic meter(pounds per cubic yard)of concrete. Rigid Pavement Vail Point Townhomes 02750-2 ' � � � 6. Water content (including free moisture in the aggregate plus water in the drum, ' , exclusive of absorbed moisture in the aggregate)in kilograms per cubic meter(pounds per cubic yard)of concrete. 7. Target water/cementitious ratia ' ' 8. Dosage of admixture(s). Entrained air may be obtained either by the use of an air- I entraining Portland cement or by the use of an air-entraining admixture. 9. Sieve analysis of aggregates. � 10. Absorption of fine and coazse aggregate. 1 l. Bulk specific gravity(dry and saturated surface dry)of fine and coarse aggregate. 12. Dry rodded unit mass of coarse aggregate in kilograms per cubic meter(pounds per ' cubic yard). 13. Fineness modulus(FM)of fine aggregate. 14. Concrete unit mass. 15. Material certifications for Portland cement,admixtures,and aggregate. tThe laboratory trial mix shall include results of the following: ' 1. AASHTO T119 slump of hydraulic cement concrete. 2. AASHTO T121 weight per cubic foot,yield,and air content(gravimetric)of I concrete. Air content from AASHTO T152 air content of freshly mixed concrete by ' the pressure method may be used in lieu of the air content by the gravimetric method in AASHTO T121. 3. AASHTO T22 compressive strength of cylindrical concrete specimens shall be performed with at least two specimens at 7 days,two at 14 days and three � specimens at 28 days. 4. Report compressive strength at other times as necessary for expected opening to traffic requirements. �, ' D. Placement: Method proposed. 1.04 DELIVERY,STORAGE AND HANDLING ��, I ' A. Hauling Time: I ' 1. Mix concrete in accordance with ASTM C94. When air temperature is above 85°F, ' reduce mixing and delivery time to 75 minutes. When air temperature is above 90°F, , reduce mixing and delivery time to 60 minutes. '� � 2. Excessive slump or delivery time will be considered as a basis for rejection of the concrete placement. � B. Extra Water: 1. Deliver concrete to site in exact quantities required by design mix. ' 2. Should extra water be required before depositing concrete, the General Contractors Superintendent shall have sole authority to authorize addition of water. Any additional water added to mix after leaving batch plant shall be indicated on truck ticket and , signed by person responsible. 3. Where extra water is added to concrete it shall be mixed thoroughly for 40 revolutions of drum or 3-1/2 minutes at mixing speed,whichever is greater. t Rigid Pavement Vail Point Townhomes 02750-3 � I I ' � I ' II� 1.05 PROJECT CONDITIONS I�', , A. Environmental Requirements: I ' 1. Cold Weather Placement: a. When placing concrete in cold weather, as defined in Section 02753, follow specifications for Cold Weather Concreting,Section 02753. ' b. When placing concrete in cold weather that does not meet the definition of"cold weather"in Section 02753,the following requirements shall be observed: 1. Maintain concrete temperature at minimum of 50°F for not less than 72 � hours after depositing. 2. Maintain forms in place for minimum of 72 hours after depositing concrete.. , 3. Do not place concrete without acceptance of Engineer on days when temperature 9:00 A.M. is below 40°F until,the General Contractor has taken all necessary precautions and supplied all necessary equipment to prevent concrete from freezing. ' 2. Hot Weather Placement: a. When depositing concrete in hot weather, follow specifications for Hot Weather ' Concreting,Section 02754. B. Protection:Protect newly finished slabs from rain damage. Cover masonry walls,glazing and ' other finish materials with polyethylene or otherwise protect from damage due to pouring slabs, sidewalks,or other concrete. PART 2 PRODUCTS , 2.01 READY-MIXED CONCRETE AASHTO M157 ' 2.02 CEMENT ' Portland Cement ASTM C 150,TYPE UII. 2.03 CONCRETE ' Use CDOT Concrete Class P 2.04 AGGREGATES � A. Fine Aggregate-AASHTO M 6. ' 1. Fineness Modulus(FM)—AASHTO T 176,2.50<FM<3.50 B. Coarse Aggregate-AASHTO M80. Coarse Aggregate shall conform to the requirements of � CDOT Class P concrete. For curb and gutter,curbs,sidewalks,pads and pans use AASHTO M43 coarse aggregate gradation#67. , Rigid Pavement Vail Point Townhomes 02750-4 � , ' 2.05 WATER-AASHTO T26 ' A. The maximum slump of the delivered concrete shall be the slump of the approved concrete mix design plus 1-1/2". ' B. Water cement ratio-0.44 maximum 2.06 ADMIXTURES �� ' I� A. Air Entraining Agent-AASHTO M154. See table for percent air requirements. , ' Nominal Maximum Size Target Entrained Air Content a��regate in. at the point of deliverv,percent* 3/8 7-1/2 ' 1/2 7 3/4 6 1 6 � 1-1/2 5-1/2 2 5 *tolerance,-1%to+2% ' B. Chemical-Admixtures AASHTO M194 ' 2.07 QUALITY A. Provide approved mix design , B. Conform to applicable requirements of ACI 301 C. Field cylinders shall produce 28-day minimum compressive strength of 4200 psi. Cement ' content 6601b/cy minimum. 2.08 REINFORCEMENT , A. Deformed and plain billet-steel bars AASHTO M31 B. Fabricated steel bar rod mats,steel wire fabric AASHTO M54 ' 2.09 JOINT MATERIAL ' AASHTO M 173 2.10 CURING MATERIALS ' A. Burlap cloth from jute or kenaf-AASHTO M182 � B. Liquid membrane-AASHTO M148, 1 gaU150 SF C. Sheet Materials-AASHTO M171,4 mil � Rigid Pavement Vail Point Townhomes 02750-5 � , ' 2.11 SEALANTS ' A. Euclid Baracade Silane 100 High Performance Water Repellent or Symons Silane 40% ' 212 WATER:CLEAN AND POTABLE 2.13 FLY ASH: � A. ASTM C 618.Use Class F fly ash only.The amount of fly ash shall conform to thepercentages allowed in CDOT Class P concrete.Fly ash shall be from a source listed on CDOT's Approved t Products List(APL).Verification from the supplier shall be submitted,confirming the fly ash is currently on CDOT's APL. 2.14 DOWEL BARS AND TIE BARS: , A. Dowel bars for transverse joints shall conform to AASHTO M 254 for the coating and to ASTM A615,Grade 60 for the core material and shall be epoxy coated,smooth and lightly ' greased for their full length.Dowel bar sizes and placement shall be as designated in the current CDOT M&S Standards unless indicated on the plans and details. ' B. Tie bars for longitudinal and transverse joints shall conform to AASHTO M 284 and shall be grade 40,epoxy coated,deformed steel bars.Tie bar sizes and placement shall be as designated in the current CDOT M&S Standards unless indicated on the plans and details. ' When tie bars are required between concrete pavement and adjacent curb and gutter,the gutter thickness shall be increaserl to match the pavement thickness. PART 3 EXECUTION ' 3.01 SUBGRADEBASE COURSE ' A. Check for soft spots by proof-rolling or other means prior to setting forms. Remove soft yielding material and replace. Compact to specification. Wet to optimum moisture to 6"deep, not more than 12 hours prior to placement so subgrade will not absorb moisture from concrete. , B. Test for crown and/or elevation to assure specified thickness. If additional material used to bring subgrade to correct elevation,compact to specification. Before placing concrete,clean subgrade of all loose materials. No disturbance inside forms after fine grading subgrade. ' 3.02 INLETS,MANHOLES AND SIMILAR STRUCTURES CAST IN PAVEMENT: � Thicken pavement and install joints and bond breaker at inlets, manholes and similar structures according to the cunent CDOT M Standards unless indicated on the plans and details. Smaller structures such as valve and monument boxes do not require a bond breaker. ' 3.03 FORMS � A. Capable of supporting loads imposed by construction equipment,with maximum deflection of 1/4". Straight and free from warp,with maximum surface deviation of 1/8". In good condition, clean, and strong enough to resist pressure of concrete when placed. Joined neatly and ' Rigid Pavement Vail Point Townhomes 02750-6 , ' ' accurately to line and grade,and mechanically tamped to assure firm placement. Oil prior to I ' concrete placement. B. Set dowels if required and expansion joints,preformed construction joints,and header boards in ' accordance with current CDOT M Standards unless indicated on the plans and details. Securely stake preformed baskets to prevent movement. Lightly grease dowels full length. ' C. Backf'ill behind forms as required to prevent water from entering subgrade. 3.04 REINFORCEMENT ' When indicated,place wire mesh as shown on drawings.If required for this project,place dowels and tie bars in accordance with current CDOT M Standards unless indicated on the plans and details.Hold all tie and marginal bars in proper position by sufficient supports or pins. If center longitudinal joint sawed in 1 lieu of placing metal or plastic strip,bars may be mechanically installed or placed on supports. Where rebar,rod mats or steel wire mesh is required, support with bar chairs.Where two layers of inesh are required,support bottom layer by bar chairs with separators for top mesh. ' 3.05 READY-MIXED CONCRETE ' The use of ready-mixed concrete shall in no way relieve the Contractor of the responsibility for proportion,mix,delivery,or placement of concrete.All ready-mixed concrete shall comply with ASTM C94. , Concrete shall be continuously mixed or agitated from the time the water is added until the time of use. The concrete shall be deposited in place within 90 minutes after batching when concrete is delivered in truck mixers or agitating trucks. The 90 minute time limit for mixer ar agitating truck � may be extended to 120 minutes if: (1)no water is added after 90 minutes(2)the concrete temperature prior to placements is less than 90°F. The 90 minute time limit for mixer or agitating trucks may be extended to 180 minutes if(1)no water is added after 90 minutes(2)the concrete ' temperature prior to placement is less than 90°F(3)the approved concrete mix contains a water reducing and retarding admixture which conforms to AASHTO M 194,Type D. In accordance with ASTM C94,water may be added to ready-mix concrete one time in order to get slump within range, , as long as the specified water-cement ratio is not exceeded. Engineer shall have free access to the ready mix plant at all times.The organization supplying the � concrete shall have sufficient plant and transportation facilities to assure continuous delivery of the concrete at the required rate. The contractor shall collect delivery or batch tickets from the driver for all concrete used on the ' project and shall deliver them to the Engineer.Batch tickets shall provide the following information in accordance with ASTM C94: ' A. Name of ready-mix batch plant B. Serial number of ticket C. Date � D. Truck number E. Name of purchaser F. Specific designation of job(name and location) � G. Mix#or specific class or designation of the concrete Rigid Pavement Vail Point Townhomes 02750-7 , , ' H. Amount of concrete in cubic yards ' I. Time loaded or of first mixing of cement and aggregates J. Water added by receiver of concrete and his initials K. Weights of fine and coazse aggregates , L. Type,brand and amount of cement M. Type,brand and amount of admixtures N. Weight(in gallons)of water,including surface water on aggregates ' 3.05 PLACEMENT � Deposit near final position on grade with minimum segregation and without damage to subgrade. Operate transit mixer outside forms at all times, except in locations agreed to by Engineer. Place concrete on subgrade in successive batches for full width between forms in manner requiring as little rehandling as possible. Spread mechanically to prevent segregation and separation of materials. , Additional spreading may be by hand shovels. Deposit excess concrete to provide roll ahead of strike off screed for full length of screed. Consolidate concrete with vibrators and spade next to forms,so final surfaces will not have holes or honeycombs. , 3.06 FINISHING ' A. Use equipment designed to spread,consolidate,screed and float freshly placed concrete in one pass,providing well consolidated,homogenous mixture,requiring minimum of hand fuushing to meet surface tolerances. Strike hand finished surfaces to tolerances by methods agreed to by ' Engineer. B. Finished surfaces will be tested with 10' straight edge parallel to centerline immediately following first floating of surface. Straight edge will be advanced 5'and space under straight ' edge shall not exceed 3/16". C. Final finish pavements after floating and straight edging.Curbs,gutters, pans,and sidewalks , shall be broom finished unless otherwise indicated. D. Finish: Broom finish unless otherwise indicated. Finish edges with a slightly rounded edging t tool. E. ACI certificated finisher(s)must be on-site during finishing. , F. The contractor shall not add water to the surface of the concrete to assist in finishing operations. 3.07 CURING(see Section 02752 Concrete Paving Curing for detailed specifications) ' Apply curing compounds or sheets immediately after finishing. Do not mark or maz finished surface. Coat sides within one hour after form removal. � 3.08 PROTECTION ' A. Have plastic sheeting or other suitable materials available at all times to protect fresh uncured surfaces from rain. r Rigid Pavement Vail Point Townhomes 02750-8 , � ' B. Provide full protection from freezing. Admixtures (calcium chloride) are not acceptable for ' freeze protection. C. For hot weather, use fog spray or water retazding additives. Do not throw water d'uectly on ' surface. D. When indicated,apply two(2)coats deep penetrating sealant. ' E. Conform to ACI 102.2R-09 "Guide to Durable Concrete" , 3.09 JOINTS(see Section 02751 Concrete Paving Joints for detailed specifications) A. Contraction joints. For concrete pavement and concrete pans, depth 1/3 the thickness of concrete.For sidewalks,depth 1/4 the thickness of concrete.For curb and gutter,depth 1/4 the ' thickness of the gutter concrete. If curb and gutter is poured monolithically with concrete pavement,transverse joints shall be to the same depth as the pavement. ' 1. Hand formed with tool, header board, or trowel pushed into surface to move all aggregate from joint. ' 2. Saw joints as soon as concrete can support equipment without marring and cutting can proceed without chipping,spalling or tearing,no later than 12 hours after placement. Saw as soon as possible to prevent erratic or uncontrolled cracking and prior to the development of shrinkage cracking.Transverse joints to be perpendicular to centerline. ' First joints sawed approximately 60 feet apart,intermediate joints sawed after initial joints. Suitable guidelines shall be provided to ensure joint is straight and true to line. ' 3. Curb and gutter,sidewalk and pan joints shall have tooled radii per current CDOT M Standards unless indicated on the plans and details.. ' 4. Longitudinal joints,including tie bars if required,shall conform with current CDOT M Standards unless indicated on the plans and details. ' S. Fabricated steel or plastic strip held rigidly in place. B. Construction joints shall conform to the current CDOT M Standards unless indicated on the plans and details and,if required, tie bars shall be installed.Transverse amsriuction joints shall ' be planned to coincide with a contraction joint location. 1. Joints constructed by forms with tie bars. ' C. Expansion joints with preformed joint filler in a vertical position,deviating not more than 1/4" from a straight line. Install at all existing and proposed structures projecting through,into,or � against pavement,in accordance with current CDOT M Standards unless indicated on the plans and details. ' D. Install joint sealant in all joints, at temperatures above 50 degrees F., in accordance with manufacturer's recommendations. Clean all dust,debris and water from joint. ' Rigid Pavement Vail Point Townhomes 02750-9 , ' ' 3.10 THICKNESS ' Remove and replace work less than 95%of thickness according to drawings at Contractor's expense. ' 3.11 CLEANUP After completing concrete operations,clean surfaces,pick up excess materials,and clean work azea. t3.12 OPENING TO TRAFFIC ' Pavement shall not be opened to traffic until 14 days after the concrete was placed and the concrete has achieved a flexural strength of 650 psi. 3.13 FIELD QUALITY CONTROL , A. General: All testing, with the exception of slump tests, shall be performed by an approved testing laboratory. The following tests and procedures are subject to change during construction ' at the discretion of the Engineers. B. Testing Laboratory: The selection of a testing laboratory for any of the following tests shall be ' subject to the approval of the Engineer. C. Testing Priority: Control tests shall be used to deternune the concrete quality throughout the project,however,special tests shall have precedence over control tests,and core tests shall have ' precedence over all previous tests. D. Slump Tests: Provide all necessary equipment and make tests in confornuty with ASTM C143 at a minimum frequency as indicted by CDOT specifications,with additional testing as needed , or as directed by the Engineer. Provide for tests to be made by a person thoroughly familiar with the requirements specified. Reject batch if slump excess the limits specified. Keep accurate record of time,location in the work,and the results of all slump tests. Make available , for inspection by the Engineer. E. Control Tests: Control tests of concrete work,as a minimum,shall be made at such tirries and in ' such manner as indicated by CDOT specifications, with additional testing as needed or as directed by the Engineer at the expense of the Owner. For this project,each test shall consist of 5 standard 6"test cylinders cast and cured in accordance with ASTM C31 and ASTM C172. , Compressive strength samples shall be obtained at a minimum frequency of one sampling per day and more if deemed necessary by materials testing organization. Two cylinders shall be broken at the end of 7 days after placing and three cylinders shall be broken 28 days after placing.The Engineer reserves the right to stop all future concrete work when the 7 or 28-day ' tests indicate unsatisfactory results;until,in his opinion,proper corrective measures have been taken to assure quality concrete in future work. Tests shall be made at the time test cylinders are taken, and recorded on the reports to deternune the slump, air content, unit weight, and ' temperature of the concrete. All tests shall be made in accordance with ASTM C39,ASTM C138 or ASTM C231. ' F. Maturity metering: When maturity metering is required,each pour shall include the necessary wires and connectors for maturity meter monitoring. ' � Rigid Pavement Vail Point Townhomes 02750- 10 , � � ' 3.14 PROTECTION General: Protect all exposed surfaces of concrete from premature drying and frost. Protect freshly placed concrete against rain damage. Protect all concrete surfaces from staining,cracking,chipping and ' other damage during progress of work,and leave in good condition upon completion. END OF SECTION ' ' ' , , ' ' ' ' ' ' ' � ' Rigid Pavement Vail Point Townhomes 02750- 11 ' ' ' SECTION 02751 ' CONCRETE PAVING JOINTS ' PART1 GENERAL ' lAl DESCRIPTION Work of this section generally includes provisions for joints for concrete paving; concrete ' sidewalks;curbs, pans, stairs and curb and gutter; and saw-cutting existing concrete or asphalt pavements for new joints. ' 1.02 RELATED ITEMS SPECIFIED ELSEWHERE A. Earthwork: Section 02300 ' B. Concrete Paving Curing: Section 02752 C. Flexible Pavement: Section 02740 , D. Rigid Pavement: Section 2750 ' 1.03 MEASUREMENT A. No measurement will be made for street pavement load transfer expansion joints. Include ' cost in unit price for concrete paving. B. No measurement will be made for saw-cutting existing concrete or asphalt pavement or concrete curbs for new joints. Include cost in unit price for concrete paving. ' C. No measurement will be made for formed, tooled or sawed street pavement contraction joints;construction joints and non-load transfer expansion joints regardless of material. ' Include cost in unit price for concrete paving. D. No measurement will be made for jointing in concrete paving; concrete sidewalks;curbs, ' pans, stairs and curb and gutter. Include cost in unit price for concrete paving; concrete sidewalks; curbs,pans, stairs and curb and gutter. 1.04 REFERENCES ' A. ASTM A615 Standard Specification for Deformed and Plain Billet—Steel Bars for Concrete Reinforcement. , B. ASTM D994—Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type). � C. ASTM D1751 —Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction(Non-extruding and Resilient Bituminous Types). ' Concrete Paving Joints Vail Point Townhomes 02751-1 , ' ' D. ASTM D6690— Standard Specification for Joint and Crack Sealants, Hot Applied, for ' Concrete and Asphalt Pavements E. ASTM D5893—Standard Specification for Cold Applied, Single Component, Chemically tCuring Silicone Joint Sealant for Portland Cement Concrete Pavements. F. AASHTO M 254-Standard Specification for Corrosion-Resistant Coated Dowel Bars ' G. AASHTO M 284- Standard Specification for Epoxy-Coated Reinforcing Bars 1.05 SUBMITTALS ' A. Submit product data for joint sealing compound and proposed sealing equipment for approval. ' B. Submit samples of dowel cup, metal supports, and deformed metal strip for approval. ' C. If tie bars are required, submit method of tie bar placement. PART 2 PRODUCTS ' 2.01 MATERIALS A. Foam Expansion Joint Material: Polyethylene foam conforming to ASTM D4819. ' Provide with a pre-scored removal strip or removable cap for creating the joint sealant reservoir. ' B. Preformed Expansion Joint Material: Bituminous fiber and bituminous composition material conforming to ASTM D994 and ASTM D1751. Provide with a pre-scored removal strip or removable cap for creating the joint sealant reservoir. � C. Joint Sealing: Silicon based mastic, color to match paving, conforming to ASTM D5893 � or Hot Applied conforming to ASTM D6690. All joint sealing to conform to manufacturer's recommendations and requirements. � � D. Dowel Bars and Tie Bars(if required) ' 1. Dowel bars for transverse joints shall conform to AASHTO M 254 for the coating and to ASTM A615, Grade 60 for the core material and shall be epoxy coated, smooth and lightly greased for their full length. Dowel bar sizes and placement shall be as designated in the current CDOT M Standards unless ' indicated on the plans and details. 2. Tie bars for longitudinal and transverse joints shall conform to AASHTO M 284 ' and shall be grade 40, epoxy coated, deformed steel bars. Tie bar sizes and placement shall be as designated in the current CDOT M Standards unless indicated on the plans and details. When tie bars are required between concrete t pavement and adjacent curb and gutter, the gutter thickness shall be increased to match the pavement thiclrness. ' Concrete Paving Joints Vail Point Townhomes 02751-2 ' ' � E. Supports for Reinforcing Steel and Joint Assembly: Employ metal or concrete supports ' of approved shape and size that will secure reinforcing steel and joint assembly in correct position during placing and finishing of concrete. Space supports as needed to adequately maintain reinforcing location. ' PART 3 EXECUTION � 3.01 PLACEMENT A. Concrete jointing shall conform to the cunent CDOT M Standazds unless indicated on plans and details.. If the contractor proposes variations or the project has unusual or ' irregular conditions not covered, the contractor shall prepare a pavement jointing plan for approval by the Engineer. ' B. When new work is adjacent to existing concrete,place joints at same location as existing joints in adjacent pavement, or as shown on jointing plan if jointing plan has been prepared for the project. ' 3.02 CONSTRUCTION JOINTS A. Place transverse construction joint wherever concrete placement must be stopped for , more than 30 minutes, but in no case shall a transverse construction joint be constructed within 2 feet of another transverse joint. If 2' long slab cannot be provided, remove concrete back to preceding joint and place standard transverse construction joint � bulkhead. Transverse construction joints, and tie bars if required, shall conform to the current CDOT M Standards unless indicated on the plans and details. , B. Place longitudinal construction joints at interior edges of pavement lanes. Place longitudinal construction joints at the exterior edge of pavement lanes where pavement is placed adjacent to concrete pans or curb and gutter. Longitudinal construction joints, and tie bars if required, shall conform to the current CDOT M Standards unless indicated on ' the plans and details. 3.03 EXPANSION JOINTS ' A. Place'/z-inch preformed joint filler expansion joints at locations indicated in the cunent CDOT M Standards unless indicated on the plans and details and at all existing or ' proposed structures and features projecting through, into or against the pavement, or as located in adjacent pavement. For concrete pavement, use boards no shorter than 6 feet. When pavement is 24 feet or narrower,use no more than 2lengths of board. Secure pieces to form straight joint. Shape board filler accurately to cross-section of concrete � slab. Thicken pavement and provide jointing around inlets, manholes and other fixed structures per cunent CDOT M Standards unless indicated on the plans and details. Seal joint in conformance with current CDOT M Standards unless indicated on the plans and ' details. 3.04 CONTRACTION(WEAKENED PLANE)JOINTS ' A. Place transverse contraction joints at locations and spacing indicated in the current CDOT M Standards unless indicated on the plans and details. Joints for concrete pavement and pans shall be tooled or sawed to a depth of 1/3 the concrete thickness. Additional joint ' Concrete Paving Joints Vail Point Townhomes 02751-3 i � ' ' depths are as specified below. If dowel bars are required, they shall be installed within the tolerances and of the size, spacing and locations as indicated in the CDOT M Standards unless indicated on the plans and details. Dowel bars shall be furnished in a rigid welded assembly securely fastened to the sub-base and constructed to firmly hold ' all the dowel bazs at the specified depth and parallel to each other and pavement grade and alignment ' B. Place longitudinal contraction joints at locations and spacing indicated in the current CDOT M Standards unless indicated on the plans and details. Joints shall be tooled or sawed to the depth specified. If tie bars are required, they shall be installed to the size, spacing and location as indicated in the CDOT M Standards unless indicated on the plans , and details. 3.05 SAWED JOINTS ' A. Contractor may use sawed joints as an alternate to tooled joints. Circular cutter shall be capable of cutting straight line joint a minimum of 1/8 inch wide. Commence sawing as ' soon as concrete has hardened sufficiently to permit cutting without chipping, spalling or tearing and prior to initiation of cracks. Saw joints at required spacing in sequence with concrete placement. The time of sawing shall be determined by the Contractor to prevent random cracking and raveling from the sawing. If uncontrolled cracking begins during or ' prior to joint sawing, the Contractor shall move sawing operations ahead, and if necessary,provide additional sawing units to prevent uncontrolled cracking. If concrete is snowmelted, care shall be taken to not damage any snowmelt tubing or heat trace. ' B. Concrete Saw: Provide sawing equipment adequate in power to complete sawing to required dimensions and within required time. Provide at least one standby saw in good ' working order. Maintain sawing operations. Sawing equipment shall be on job at all times during concrete placement. 3.06 JOINTS FOR CURB, CURB AND GUTTER,AND PANS ' A. Place '/z- inch preformed joint filler expansion joints through curb and gutters at locations of adjacent expansion joints in pavement; at locations and spacing indicated in the current ' CDOT M Standards unless indicated on the plans and details and between concrete curb or pan and any fixed structure or bridge. -Provide 1/8-inch wide joints on 10-foot centers, or, if curb or curb and gutter is poured adjacent to a concrete sidewalk, provide joints at ' every other sidewalk joint (maximum spacing of 12-feet). Joint depth shall be 1/4 of the gutter thickness and 1/3 of the pan ttuclrness. If curb and gutter is poured monolithically with concrete pavement, transverse joints shall be to the same depth as the pavement. ' 3.07 JOINTS FOR CONCRETE SIDEWALKS A. Provide'/z-inch preformed joint filler expansion joints at intervals of not more than 500 t feet and between sidewalk and any fixed structure,including utility penetrations. Extend the expansion joint material full depth of the sidewalk. Provide 1/8-inch wide joints, extending'/a the depth of the sidewalk, at intervals approximately equal to the width of ' the sidewalk. ' Concrete Paving Joints Vail Point Townhomes 02751-4 , ' , ' 3.08 JOINT SEALING(all joints shall be sealed) A. Seal�omts only when surface and�omts are dry, ambient temperature is above 50 degrees F and less than 85 degrees F, and weather is not foggy or rainy. ' B. Joint sealing equipment shall be in first class working condition, and be approved by the Engineer. Use concrete grooving machine ar power-operated wire brush and other � equipment such as plow, brooms, blowers or hydro or abrasive cleaning as required to produce satisfactory joints. C. Thoroughly clean joints of loose scale, dirt, dust, residue, curing compound and other ' foreign material that will prevent bonding of the joint sealant. Compressed air, if used, shall be free of oil. The term joint includes wide joint spaces, contraction joints, construction joints, expansion joints,dummy groove joints or cracks, either preformed or � natural. Remove loose material from concrete surfaces adjacent to joints. D. Install backer rod and fill joints neatly with joint sealer per the current CDOT M ' Standards unless indicated on the plans and details.. Provide sufficient joint sealer so that, upon completion, surface of sealer within joint will be'/a inch below level of adjacent surface or at elevation as directed. ' 3.09 PROTECTION A. Maintain joints in good condition until completion of work. , B. Replace damaged joint material with new materials as required by this Section. , END OF SECTION 1 ' ' ' ' ' ' Concrete Paving Joints Vail Point Townhomes 02751-5 ' ' tSECTION 02752 ' CONCRETE PAVING CURING ' PART 1 GENERAL 1.01 DESCRIPTION ' A. Work in this section includes curing of Portland Cement Concrete Paving. ' 1.02 RELATED ITEMS SPECIFIED ELSEWHERE A. Earthwork—Section 02300 ' B. Rigid Pavement—Section 02750 C. Concrete Paving Joints—Section 02751 ' 1.03 REFERENCES ' A. AASHTO M 171 —Standard Specifications for Sheet Materials for Curing Concrete. B. AASHTO M 148—Standard Specifications for Liquid Membrane-Forming Compounds ' for Curing Concrete. C. AASHTO M 182- Standard Specification for Burlap Cloth Made from Jute or Kenaf and ' Cotton Mats 1.04 SUBMITTALS , A. Submit manufacturer's product data for cover materials and liquid membrane-forming compounds. ' 1.05 PROJECT CONDITIONS A. Environmental Requirements: ' 1. If concreting occurs during cold weather as defined in Section 02753, concrete curing shall conform to the recommendations of Section 02753. ' 2. If concreting occurs during hot weather as defined in Section 02754, concrete curing shall conform to the recommendations of Section 02754. ' PART 2 PRODUCTS, CURING MATERIALS SHALL CONFORM TO ONE OF THE FOLLOWING: ' 2.01 COVER MATERIALS FOR CURING A. Polyethylene Film: Opaque pigmented white film conforming to requirements of , AASHTO M 171 ' Concrete Paving Curing Vail Point Townhomes 02752-1 ' ' ' B. Waterproofed Paper: Paper conforming to requirements of AASHTO M 171 C. Cotton Mats. Single layer of cotton filler completely enclosed in cover of cotton cloth. Mats shall contain not less than 3/a of a pound of uniformly distributed cotton filler per ' square yard of mat. Cotton cloth used for covering materials shall weigh not less than 6 ounces per square yard. Mats shall stitched so that mat will contact surface of pavement at all points when saturated with water. ' 2.02 LIQUID MEMBRANE—FORMING COMPOUNDS ' A. Liquid membrane-forming compounds shall conform to AASHTO M 148. Membrane shall be Type 2 for non-colored concrete and Type 1 for colored concrete and shall restrict loss of water to not more than 0.55 Kg/mz of surface in 72 hours. � PART 3 EXECUTION 3.01 GENERAL ' A. When the ambient temperature is below 35°F the Contractor shall maintain the concrete temperature above 50°during the curing period. It shall be the Contractor's ' responsibility to determine for himself the necessity for undertaking protective measures. B. The minimum curing period shall be determined by one of the following methods. The ' Engineer shall review for adequacy, the Contractor's determination of the curing period. 1. The minimum curing period shall be 120 hours ' 2. The minimum curing period shall be from the time the concrete has been placed until the concrete has met a compressive strength of 80 percent of the required I ' field compressive strength. The Contractor shall cast information cylinders on the final portion of a placement and store as close to the structure as possible. The information cylinders shall receive similar thermal protection as the structure. The Contractor shall protect the information cylinders from damage. ' In-place strength shall be determinerl by at least two cylinders. If the information cylinders are destroyed in the field, the minimum curing period shall be 120 hours. ' C. Immediately after placing fresh concrete, all concrete shall be cured by one of the following methods. The Engineer shall review for adequacy, the curing method proposed ' by the Contractor. 3.02 WATER METHOD ' A. All surfaces other than slabs shall be protectetl from the sun and the whole structure shall be kept wet throughout the curing period. All concrete slabs shall be covered as soon as , possible with suitable material so that concrete is kept thoroughly wet for at least five(5) days. The concrete surface shall be kept moist at all times by fogging with an atomizing nozzle until the covering is places. ' ' Concrete Paving Curing Vail Point Townhomes 02752-2 ' ' 3.03 MEMBRANE FORMING CURING COMPOUND METHOD ' A. A volatile organic content(VOC)compliant curing compound conforming to AASHTO M 148, Type 2 shall be used on surfaces where curing compound is allowed, except that , Type 1 curing compound shall be used on exposed aggregate or colored concrete, or ', ' when directed by the Engineer. Curing compound shall not be used on construction li joints. The rate of application of curing compound will be in accordance with the manufacturer's recommendation, but shall not be more than 300 square feet per gallon. ' All concrete cured by this method shall receive two applications of the curing compound. The first coat shall be applied immediately after stripping of forms and acceptance of the concrete finish. If the surface is dry, the concrete shall be thoroughly wet with water and ' the curing compound applied just as the surface film of water disappears. The second application shall be applied after the first application has set. During curing operations, all unsprayed surfaces shall be kept wet with water. The coating shall be protected ' against maning for a period of at least ten days after application. Coating marred, or otherwise disturbed, shall be given an additional coating. When using a curing compound, the compound shall be thoroughly mixed within an hour before use. If the use of a curing compound results in a streaked or blotchy appearance, its use shall be ' discontinued. Water curing shall then be applied until the cause of the defective appearance is corrected. ' 3.04 BLANKET METHOD A. Electrically heated curing blanket or insulation blankets may be used in cold weather to ' maintain specified curing temperature and to retain moisture in concrete. Blankets shall be lapped at least 8-inches and shall be free of holes. Blankets shall be secured at laps and edges to prevent moisture from escaping. ' END OF SECTION ' ' 1 ' ' ' ' ' Concrete Paving Curing Vail Point Townhomes 02752-3 ' I I ' I SECTION 02753 ' ACI 306.1-90 COLD WEATHER CONCRETING ' 1 -GENERAL 1.1 -Scope ' 1.1.1 This Standard Specification covers requirements for cold weather concreting and protection of concrete from freezing during the specified protection period. 1.1.2 The provision of this Standard Specification shall govern unless otherwise specified in the Contract ' Documents. 1.2. -Definitions t These definitions are to assist in interpreting the provisions of this specification. Accepted-Accepted by or acceptable to the Engineer. Engineer-The engineer or engineering firm issuing Project Drawings and Specifications,or administering , the Work under the Contract Documents. ' Cold weather-A period when for more than three successive days the average daily outdoor temperature drops below 40 F. The average daily temperature is the average of the highest and lowest temperature during the period from midnight to midnight.When temperatures above 50 F occur during more than half ' of any 24 hr duration, the period shall no longer be regarded as cold weather. Cold weather concreting-Operations concerning the placing, finishing, curing, and protection of concrete during cold weather. ' ' Contractor-The person, fum, or corporation with 'I whom the Owner enters into an agreement for construction of the Work. Contract documents-Documents including the Project Drawings and Project Specifications covering I ' the required Work. �I, Day-A time period of 24 consecutive hours. Owner-The corporation, association,partnership, individual, or public body or authority with whom the � ' Contractor enters into an agreement and for whom the Work is provided. Project drawings-The drawings, which along with the Project Specifications, complete the descriptive information for constructing the Work required or refened to in the Contract Documents. ' Project specifications-The written documents which specify requirements for a project in accordance with the service parameters and other specific criteria established by the Owner. Protection period-The required time during which the concrete is maintained at or above a specific temperature in order to prevent freezing of the concrete or to ensure the necessary strength development ' for structural safety. Reference standards - Standards of a technical society, organization, or association, including the codes of local or state authorities, which are referenced in the Contract Documents. ' Required-Required by this Specification or the Contract Documents. Submitted- Submitted to the Engineer for review. Work-The entire construction or separately identifiable parts thereof which aze required to be furnished ' under the Contract Documents. Work is the result of performing services, furnishing labor, and furnishing and incorporating materials and equipment into the construction, all as required by the Contract Documents. ' ' Cold Weather Concreting Vail Point Townhomes 02753- 1 ' � � 1.3-Reference organizations , � ACI:American Concrete Institute I P.O. Box 19150 , Detroit,MI 48219 ASTM:American Society for Testing and Materials ' 1916 Race Street Philadelphia, PA 19103 1.4-Reference standards , 1.4.1 ACI Standards 301-89 Specifications for Structural Concrete for Buildings 1.4.2 ASTM Standards ' C 31-88 Standard Method of Making and Curing Concrete Test Specimens in the Field C 150-86 Standard Specification for Portland Cement C 494-86 Standard Specification for Chemical Admixtures for Concrete ' C 803-82 Standard Test Method for Penetration Resistance of Hardened Concrete C 873-85 Standard Test Method for Compressive Strength of Concrete Cylinders Cast in Place in Cylindrical Molds C 900-87 Standard Test Method for Pullout Strength of Hardened Concrete ' 1.5 -Submittal of procedures 1.5.1 Detailed procedures-If required, submit detailed procedures for the production, transportation, , placement,protection, curing, and temperature monitoring of concrete during cold weather. In the submittal,include procedures to be implemented upon abrupt changes in weather conditions or equipment failures. Do not begin cold weather concreting until these procedures have been reviewed and accepted. ' Minimum procedures for placement, curing and protection of the concrete shall follow the recommendations in ACI 306R, "Cold Weather Concreting."The details should include,but not be limited to,the following: a. Procedures for protecting the subgrade from frost and the accumulation of ice or snow on , reinforcement or forms prior to placement. b. Methods for temperature protection during placement. c. Types of covering, insulation, housing, or heating to be provided. ' d. Curing methods to be used during and following the protection period. e. Use of strength accelerating admixtures. f. Methods for verification of in-place strength. ' g. Procedures for measuring and recording concrete temperatures. h. Procedures for preventing drying during dry, windy conditions. 2- -MATERIALS � 2.1 Scheduling protection materials All materials and equipment required for protection shall be available at the project site before cold weather concreting. ' 2.2- Concrete Concrete for slabs and other flatwork exposed to cycles of freezing and thawing in a wet condition during the construction period shall be air entrained. � 3--EXECUTION 3.1 -Preparation before concreting Remove all snow, ice, and frost from the surfaces, including reinforcement, against which the concrete is � Cold Weather Concreting Vail Point Townhomes 02753-2 1 ' ' to be placed. Before beginning concrete placement, completely thaw the subgrade. Do not place concrete ' azound massive embedments identified in the Contract Documents unless such embedments are at a temperature above freezing. ' 3.2- Concrete temperature ', 3.2.1 Placement temperature-The minimum temperature of concrete immediately after placement shall be as specified in Column 2 of Table 3.2.1. The temperature of concrete as placed shall not exceed the � values shown in Column 2 of Table 32.1 by more than 20F. Table 3.2.1 - Concrete temperature ' (1) (2) (3) Least dimension of Minimum temperature Maximum gradual section,in. of concrete as placed decrease in surface ' and maintained during temperature during protection period, °F any 24 h after end of protection, °F ' Less than 12 55 50 12 to less than 36 50 40 36 to 72 45 30 Greater than 72 40 20 ' 3.2.2 Protection temperature-Unless otherwise specified, the minimum temperature of concrete during the protection period shall be as shown in Column 2 of Table 3.2.1. Temperatures specified to be ' maintained during the protection period shall be those measured at the concrete surface, whether the surface is in contact with formwork,insulation, or air. Measure the temperature with a surface temperature measuring device having an accuracy of+/-2 F. Measure and record the temperature of ' concrete in each placement at regular time intervals at a frequency not less than twice per 24-hr period. 3.2.3 Termination of protection-The maximum decrease in temperature measured at the surface of the concrete in a 24-hour period shall not exceed the values shown in Column 3 of Table 32.1. Do not exceed these limits until the surface temperature of the concrete is within 20 F of the ambient or sunounding ' temperatures. When the surface temperature of the concrete is within 20 F of the ambient or surrounding temperature, all protection may be removed. ' 3.3- Curing of concrete Prevent concrete from drying during the required curing period. If water curing is used, terminate use at least 24 hr before any anticipated exposure of the concrete to freezing temperatures. ' 3.4-Protection of concrete 3.4.1 Combustion heaters-Vent flue gases from combustion heating units to the outside of the enclosure. 3.4.2 Overheating and drying-Place and direct ' heaters and ducts to avoid areas of overheating or drying of the concrete surface. 3.4.3 Mczximum air temperature-During the protection period, do not expose the concrete surface to air having a temperature more than 20 F above the values shown in Column 2 of Table 3.2.1, unless higher , values are required by an accepted curing method. 3.4.4 Protection against freezing-Cure and protect concrete against damage from freezing for a minimum period of 3 days, unless otherwise specified. Maintain the surface temperature of the concrete t during that period in accordance with Column 2 of Table 3.2.1, unless otherwise specified. The protection period may be reduced to 2 days if use of one or more of the following to alter the concrete mixture is accepted: • Type III portland cement meeting the requirements of ASTM C 150 ' ' Cold Weather Concreting Vail Point Townhomes 02753-3 ' ' • .A strength accelerating admixture meeting the requirements of ASTM C 494 ' • 1001b/yd3 of additional cement During periods not defined as cold weather,but when freezing temperatures may occur,protect concrete surfaces against freezing for the first 24 hr after placing. Any changes in the concrete mix proportions for ' reducing the duration of the protection period to prevent early freezing should be submitted for review or acceptance. 3.4.5 Protection deficiency-If the temperature requirements during the specified protection period are not , met but the concrete was prevented from freezing, continue protection until twice the deficiency of protection in degree-hours is made up. Deficient degreehours may be determined by multiplying the average deficiency in temperature by the number of hours the temperature was below the values shown in Column 2 of Table 3.2.1. ' APPENDIX-METRIC CONVERSIONS ' Inch-pound unit Factor S 1 unit In. x25.4 =mm Lb/yd3 x0.5933 =kg/ml ' Psi x0.006895 =Mpa Temperature, °F (°F-32)/1.8 =°C Temperature interval°F °F/1.8 =°C ' END OF SECTION ' ' ' ' ' 1 ' ' , Cold Weather Concreting Vail Point Townhomes 02753-4 ' ' ' ' SECTION 02754 ACI 305.1-06 HOT WEATHER CONCRETING ' SECTION 1—GENERAL 1.1—Scope t This Specification covers requirements for hot weather concrete construction. Provisions of this Specification shall govern, except where other provisions are specified in Contract Documents. This Specification shall not be used in conjunction with ACI 301 or ACI 530.1. ' 1.�Referenced standards 1.2.1 Standards of ACI and ASTM refened to in this Specification are listed with serial designation, ' including year of adoption or revision, and are part of this Specification. 1.2.2 ACI Standards ' 308.1-98 Standard Specification for Curing Concrete 1.2.3 ASTM Standards C 31/C31 M-03a Practice for Making and Curing Concrete Test Specimens in the Field ' C 39/C 39M-OS Test Method for Compressive Strength of Cylindrical Concrete Specimens C 78-02 Test Method for Flexural Strength of Concrete(Using Simple Beam with Third- Point Loading) t C 94/C 94M-OS Specification for Ready-Mixed Concrete C 138/C 138M-Ola Test Method for Density(Unit Weight), Yield, and Air Content(Gravimetric)of Concrete ' C 143/C 143M-OSa Test Method for Slump of Hydraulic-Cement Concrete C 171-03 Specification for Sheet Materials for Curing Concrete C 173/C 173M-Olsl Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method , C 192/C 192M-05 Practice for Making and Curing Concrete Test Specimens in the Laboratory C 231-04 Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method C 293-02 Test Method for Flexural Strength of Concrete(Using Simple Beam With ' Center-Point Loading) C 1064/C 1064M-OS Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete ' 1.2.4 Abbreviations for and complete names and addresses of organizations issuing documents refened to in this Specification aze listed: American Concrete Institute(ACI) ' PO Box 9094 Fazmington Hills, MI 48333-9094 Phone: (248) 848-3700 ' Fax: (248) 848-3701 website: www.concrete.org ' ' ' Hot Weather Concreting Vail Point Townhomes 02754- 1 ' ' ASTM International(ASTM) ' 100 Barr Harbor Dr West Conshohocken,PA 19428-2959 Phone: (610) 832-9500 ' Fax: (610) 832-9555 website: www.astm.org ' 1.3—Definitions day—a period of 24 consecutive hours. evaporation retardant—a material that generates a continuous thin film when spread over water on the surface of fresh concrete and thus retards the evaporation of bleed water. ' hot weather job-site conditions that accelerate the rate of moisture loss or rate of cement hydration of freshly mixed concrete, including an ambient temperature of 27 °C (80°F)or higher, and an evaporation rate that exceeds 1 kg/m2/h, or as revised by the Engineer. ' hot weather concreting—operations concerning the preparation, production, delivery,placement, finishing,protection, and curing of concrete during hot weather. moist—slightly damp but not quite dry to the touch; "wet"implies visible free water, "damp"implies less ' wetness than"wet,"and"moist"implies not quite dry. protection period—the required time during which the concrete is protected against thermal cracking due to rapid temperature drops. temperature of fresh concrete—the temperature measured during the discharge and placement in ' accordance with ASTM C 1064/C 1064M. temperature of hardened concrete—the temperature measured at the concrete surface. units—values stated in either U.S. Customary or SI units shall be regarded separately as standard. Values ' stated in each system might not be exact equivalents; therefore, each system must be used independently of the other,without combining values in any way. ' 1.4—Submittal of prceedures 1.4.1 Before hot weather concreting and the preplacement conference, submit to Engineer for review and comment detailed procedures,including production, placement, finishing,curing and protection of concrete during hot weather concreting. 1 1.5—Preplacement conference 1.5.1 At least 15 days before the start of the concrete construction schedule, hold a preplacement ' conference for the purpose of reviewing hot weather concreting requirements and mix designs. 1.5.2 Send a preplacement conference agenda on hot weather operations and procedures to representatives of concerned parties not less than 10 days before the scheduled date of the conference. ' 1.5.3 Preplacement conference shall include, but is not limited to,representation of Contractor, Concrete Subcontractor, Testing Agency, Pumping Contractor, and Ready-Mixed Concrete Producer. 1.5.4 Distribute the minutes of the preplacement conference to representatives of concerned parties within 5 days after the preplacement conference. ' 1.6—Dceuments required on site 1.6.1 Copies of ACI 305R, ACI 305.1, and ACI 308.1 must be available at the project site during concrete ' construction. SECTION 2�PRODUCTS ' 2.1—General 2.1.1 Store all materials and equipment required for curing and protection at or near the project site before hot weather concreting commences. , Hot Weather Concreting Vail Point Townhomes 02754- 2 ' ' ' 2.1.2 Initial site curing of strength test specimens for acceptance—Provide facilities that ensure ' compliance with the initial curing requirements of ASTM C 31/C 31M. 2.�Concrete miuture proportions ' 2.2.1 Submit concrete mixture proportions to Engineer for review. Include specific materials, manufacturer, and type for hot weather concreting. The submittal shall include concrete mixture adjustment parameters and methods to be implemented during changes in weather conditions. ' SECTION 3—EXECUTION 3.1—General ' 3.11 Do not place concrete against surfaces of absorbent materials that are dry. Do not place concrete against surfaces that have free water. ' 3.1.2 Prepare all materials required for accepted evaporation control measures and have them available on site so that specified measures can be executed as necessary. � 3.1.3 Initiate accepted evaporation control measures when concrete and air temperatures,relative humidity of the air, and the wind velocity have the capacity to evaporate water from a free water surface at a rate that is equal to or greater than 1.0 kg/m2/h(0.21b/ft2/h),unless otherwise specified. Determine I the evaporation rate of surface moisture by use of the Menzel Formula: j ' W=0.315(eo–ea)(0253 +0.060[� [SI units] � W=0.44(eo–ea)(0.253 +0.096V) [U.S. Customary units] ' where W=mass of water evaporated in kg(lb)per m2 (ft2)of water-covered surface per hour; eo=saturation water vapor pressure in kPa(psi)in the air immediately over the evaporating surface, at ' the temperature of the evaporating surface. Obtain this value from Table 3.1(a)or(b). The temperature of the evaporating surface shall be taken as the concrete temperature; ea=water vapor pressure in kPa(psi)in the air sunounding the concrete. Multiply the saturation vapor pressure at the temperature of the air surrounding the concrete by the relative humidity of the air. Air ' temperature and relative humidity are to be measured at a level approximately 1.2 to 1.8 m(4 to 6 ft) above the evaporating surface on the windward side and shielded from the suds rays; and V=average wind speed in krn/h(mph), measured at 0.5 m(20 in.)above the evaporating surface. ' 3.1.3.1 Monitor site conditions (air temperature, humidity, wind speed)to assess the need for evaporation control measures beginning no later than 1 hour before the start of concrete placing operations. Continue t to monitor site conditions at intervals of 30 minutes or less until specified curing procedures have been applied. 3.1.3.2 For measuring the rate of evaporation of surface moisture, use equipment or instruments that are certified by the manufacturer as accurate to within 1 °C (2 °F), 5%relative humidity, and 1.6 km/h(1 ' mph)wind speed. Use equipment in accordance with the product manufacturer recommendations. Table 3.1(a)�aturation water vapor pressure(kPa)over water(SI units) ' Air and concrete Saturation Air and concrete Saturation temperature, °C pressure,kPa temperature, °C pressure, kPa ' 4 0813 28 3.78 5 0.872 29 4.01 6 0.934 30 4.24 7 1.00 31 4.49 � Hot Weather Concreting Vail Point Townhomes 02754- 3 ' ' � Air and concrete Saturation Air and concrete Saturation , temperature, °C pressure kPa temperature °C pressure kPa 8 1.07 32 4.75 9 1.15 33 5.03 � 10 1.23 34 5.32 11 1.31 35 5.62 12 1.40 36 5.94 ' 13 1.50 37 C.28 14 1.60 38 6.63 15 1.70 39 6.99 16 1.82 40 '7.3g ' 17 1.94 41 '7.'78 18 2.06 42 g,2p 19 2.20 43 8.64 t 20 2.34 44 9.10 21 2.49 45 9.58 22 2.64 46 10.1 ' 23 2.81 47 10.6 24 2.98 48 11.2 25 3.17 49 11.7 26 3.36 50 12.3 ' 27 3.56 Data source: CRC Handbook of Chemistry and Physics, 68th Edition, 1987, mathematically converted into kPa. ' Table 31(b)�aturation water vapor pressure(psi)over water(U.S. Customary units) ' Air and concrete Saturation Air and concrete Saturation temperature, °F nressure, psi temperature °F pressure psi 40 0.121 81 0.523 41 0.127 82 0.542 ' 42 0.132 83 0.559 43 0.137 84 0.577 44 0.143 85 0.595 ' 45 0.147 86 0.615 46 0.153 87 0.637 47 0.159 88 0.658 ' 48 0.166 89 0.679 49 0.171 90 0.698 50 0.178 91 0.722 51 0.185 92 0.746 ' S2 0.192 93 0.769 53 0.199 94 0.789 54 0.206 95 0.816 ' S5 0.214 96 0.843 56 0.222 97 0.870 57 0.231 98 0.896 ' S8 0.238 99 0.920 59 0247 100 0.951 60 0.257 101 0.981 61 0.267 102 1.01 ' ' Hot Weather Concreting Vail Point Townhomes 02754-4 ' , Air and concrete Saturation Air and concrete Saturation � temperature, °F pressure, psi temperature °F pressure psi 62 0.277 103 1.04 63 0.285 104 1.07 ' 64 0.296 105 1.10 65 0.308 106 1.13 66 0.319 107 1.17 t 67 0.327 108 1.20 68 0.339 109 1.24 69 0352 110 1.27 70 0.366 1 ll 1.31 ' 71 0.378 112 1.35 72 0.388 113 1.39 73 0.403 114 1.43 ' 74 0.418 115 1.47 75 0.433 116 1.52 76 0.443 117 1.56 , 77 0.459 118 1.60 78 0.476 119 1.65 79 0.494 120 1.70 80 0.510 ' Data source: CRC Handbook of Chemistry and Physics, 68th Edition, 1987, mathematically converted into°F and psi. ' 3.2�Maximum allowable concrete temperature 3.2.1 Limit the maximum allowable fresh concrete temperature to 35 °C (95 °F), unless otherwise specified, or unless a higher allowable temperature is accepted by Engineer,based upon past field , ' experience or preconstruction testing using a concrete mixture similar to one known to have been successfully used at a higher concrete temperature. 3.2.2 Measure the fresh concrete temperature at the point and time of discharge in accordance with ASTM C 1064/C 1064M. Frequency of temperature determination shall be in accordance with ASTM C 94/C � 94M and at the option of the inspector. � 3.3—Qualification of concrete mixture proportions � 3.3.1 Approval of concrete mixture and proposed maximum allowable fresh concrete temperature, supported by past field experience of Section 3.2.1, shall be based, on similar climate and production conditions, materials, mixture proportions and temperatures, placing and finishing methods, and concrete ' delivery time. 3.3.2 Approval of concrete mixture and proposed maximum allowable fresh concrete temperature, supported by preconstruction testing of Section 3.2.1, shall require materials similar to those proposed for use in the project. � 3.3.3 Laboratory trial batch—Batch the laboratory concrete trial mixture within 2°C (3 °F)of the proposed maximum allowable concrete temperature and mix in accordance with ASTM C 192/C 192M, except as modified herein. If necessary, move the laboratory mixer into an enclosed,heated and ventilated � space, or use heated mixing water, or both, to achieve and maintain the proposed maximum allowable concrete temperature. For drum-type mixers, the concrete mixture shall remain in the mixer far 47 minutes after completion of the 3-minute initial mixing period unless specified otherwise. During the 50- ' minute period, cover the mixer opening with a non-absorbent material, such as plastic, to prevent moisture loss, and rotate the mixer continuously at an agitation speed of 6 to 8 rpm. For laboratory mixers without speed adjustments, simulate agitation by rotating the mixer continuously at a drum angle between 45 and 75 degrees from horizontal. At the end of 50 minutes, mix the concrete mixture at full mixing ' Hot Weather Concreting Vail Point Townhomes 02754-5 ' � � speed designated by the manufacturer(8 to 20 rpm)for 2 minutes. For pan-type mixers, the concrete ' mixture shall remain in the mixer for 41 minutes after completion of the initial3-minute mixing period. During the 44-minute period, the mixer shall cycle through periods of rest for 5 minutes, and then mixing for 1 minute. During the rest period, cover the mixer opening with a non-absorbent material, such as ' plastic, to prevent moisture loss. At the end of 44 minutes, mix the concrete mixture at full mixing speed ! designated by the manufacturer(8 to 20 rpm)for 2 minutes. During mixing and agitation periods for both I drum-type and pan-type mixers, the addition of water, chemical admixture, or both, to adjust slump is ' permitted provided that the specified concrete mixture wlcm is not exceeded. As needed, check and adjust the slump of the concrete mixture during the middle 1/3 of the 50-or 44-minute laboratory trial mixing period. 3.3.3.1 The proposed concrete mixture shall meet the specified slump range at the end of the laboratory t mixing period and meet the required strength at the specified test age. 3.3.4 Field trial batch—Batch the field concrete trial mixture within 2 °C (3 °F)of the proposed maximum allowable concrete temperature in a truck-mixer with a minimum batch size of 3 m3 (4 yd3). If ' necessary,move the truck mixer into an enclosed, heated, and ventilated space to achieve a concrete temperature within the specified tolerance of the proposed maximum allowable concrete temperature. The concrete mixture shall be held in the mixer for 90 minutes, unless otherwise specified by the Engineer. ' During the entire 90-minute period, agitate the mixer at 1 to 6 rpm. At the end of 90 minutes, mix the concrete mixture at full mixing speed designated by the manufacturer(6 to 18 rpm)far 2 minutes. During mixing and agitation periods,the addition of water, chemical admixture, or both, to adjust slump is permitted provided that the specified concrete mixture wlcm is not exceeded. As needed,check and adjust ' the slump of the concrete mixture during the middle 1/3 of the 90-minute mixing period. 3.3.4.1 The proposed concrete mixture shall be within the specified slump range at the end of the 90- ' minute field mixing period and meet the required strength at the specified test age. 3.3.5 Test values obtained in accordance with the appropriate ASTM Standard shall include compressive strength(C 192/C 192M or C 31/C 31M, and C 39/C 39M), flexural strength(C 192/C 192M and either ' C 78 or C 293; C 31/C 31M and either C 78 or C 293), or both; slump(C 143/C 143M); air content(C 231, C 173/C 173M, or C 138/C 138M); concrete density(unit weight) (C 138/C 138M); and concrete temperature(C 1064/C 1064M). Slump, air content, and concrete and air temperature measurements shall be performed after initial mixing, intermediately as needed or as desired, and at the conclusion of the ' mixing period along with the other specified tests. 3.3.6 Acceptance of concrete mixture proportions—Submit to the Engineer for acceptance a request for a specific higher maximum allowable concrete temperature. Include the constituent materials and , proportions of the proposed concrete mixture and all values obtained from past field experience or preconstruction testing. Test results shall be within the Project Specification ranges and tolerances. , 3.4—Concrete production and delivery 3.4.1 Concrete shall be produced at a temperature such that its maximum temperature at discharge will not exceed the specified maximum allowable concrete temperature. Acceptable production methods to reduce the temperature of the concrete include: shading aggregate stockpiles, sprinkling water on coarse ' aggregate stockpiles; using chilled water for concrete production; substituting chipped or shaved iced for portions of the mixing water; and cooling concrete materials using liquid nitrogen. The submittals for hot weather concreting shall indicate which methods will be used and in what order they will be initiated ' when multiple methods are to be used. The substitution of other cooling methods will be considered by the Engineer when requested in the submittal and accompanied by satisfactory supporting data. 3.4.2 Unless otherwise specified,deliver concrete in accordance with ASTM C 94/C 94M, which requires ' the concrete to be discharged within 1-1/2 hours or before the truck-mixer drum has revolved 300 revolutions,whichever comes first. ' ' Hot Weather Concreting Vail Point Townhomes 02754-6 , ' 3.5—Concrete placement and Snishing ' 3.51 Concrete placement and finishing operations shall proceed as quickly as conditions will permit. 3.6—Concrete bleed-water evaporation ' 3.6.1 Control concrete surface bleed-water evaporation with application of evaporation reducers,plastic sheeting, fog spray, or wind breaks. Use these materials and methods in accordance with ACI 308.1 Submit for approval the desired method to be used when concreting during periods with evaporation rates ' higher than permitted 3.7—Concrete curing 3.7.1 Concrete curing—Cure concrete in accordance with ACI 308.1. ' 3.�-Concrete protection 3.8.1 Protection period—Protect the concrete against thermal shrinkage cracking due to rapid drops in ' concrete temperature greater than 22°C (40°F)during the first 24 hours unless otherwise specified. 3.8.2 Protection materials—Acceptable protection materials to prevent excessive temperature drops are insulating blankets, batt insulation with moisture-proof covering, layers of dry porous material such as straw,hay, or multiple layers of impervious paper meeting ASTM C 171. These protection materials shall ' not be applied until the concrete surface temperature has become steady or is beginning to decline. END OF SECTION , ' ' ' ' , ' � , ' Hot Weather Concreting Vail Point Townhomes 02754-7 ' r � � SECTION 02921 �� , TOPSOIL AND REVEGETATION IPART1 GENERAL ' 1.01 DESCRIPTIONS A. Work Included: Importing topsoil, replacement of topsoil after other work is completed, ' seeding,mulching and erosion control. 1.02 SUBMITTALS ' A. Submit seed mix and mulch with method of application for approval. PART2 PRODUCTS I2.01 SEED MIX , A. General: At least 95%pure and having minimum germination of 85%. All seed shall be"new crop",delivered in the original containers,unopened,bearing dealer's guaranteed analysis. ' B. Use the Following Seed Mixes as directed by the Engineer: Moist Habitat Seed Mix ' 20%Mountain Bromegrass,Bromar 20%Orchazdgrass,Paiute 10%Canada Bluegrass,Reubens ' 10%Sheep Fescue,Meklenberger 20%Tall Fescue,Fawn 10%Winter Wheat ' S%Timothy,Climax 5%Alsike Clover ' Planting Rate: 70 pounds per acre C. All seed shall be furnished in bags or containers clearly labeled to show the name and address of the supplier,the seed name,the lot number,net weight,origin,the percent of wced sced content, ' the guaranteed percentage of purity and gernunation,pounds of pure live seed(PLS)of each seed species, and the total pounds of PLS in the container. All brands shall be free from noxious seeds as Russian or Canadian Thistle,Europe and Bindweed,Johnson Grass,and I.eafy � Spurge. The Contractor shall furnish to the Engineer a signed statement certifying that the sced is from a lot that has been tested by a recognized laboratory for seed testing within six months prior to the date of delivery. Seed which has become wet,moldy, or damaged in transit or in ' storage will not be acceptable. Seed types and amount of PLS required per acre shall be provided in accordance with the Contract. Seed and seed labels shall conform to all current State and Federal regulations and will be subject to the testing provisions of the Association of ' Topsoil and Revegetation Vail Point Townhomes 02921-1 � I 1 ' ' Official Seed Analysis. Computations for quantity of seed required on the project include the percent of purity and percent of germination. If seed available on the market does not meet the minimum purity and germination percentages specified,the Contractor must compensate for a lesser percentage of purity of gernunation by furnishing sufficient additional seed to equal the ' specified project. Product comparison shall be made on the basis of PLS in pounds,stated one each seed bag. The formula used for deternuning the quantity of PLS shall be: Pounds of Seed x(Purity x Germination)=Pounds of PLS. ' 2.02 FERTILIZER ' A. Use "Biosol" or other Engineer approved natural fertilizer having the following guaranteed chemical analysis: ' Ingredient Percentage of Weight Nitrogen 6% Phosphorus 1% ' Water Soluble Potash 3% B. Fertilizer shall conform to the applicable State fertilizer laws. It shall be uniform in ' composition,dry,and free flowing,and shall be delivered to the site in the original unopened containers, each bearing the manufacturer's guazanteed analysis. Fertilizer which becomes caked or damaged will not be accepted. ' 2.03 TOP50IL Material stripped from site consisting of loose,friable loam,reasonably free of admixtures of subsoil, ' refuse,stumps,rocks,brush,weeds,or other material detrimental to proper development of vegetative growth. ' 2.04 STRAW MULCHING Straw or hay,free of noxious weeds,containing not more than 5%seed by weight. , ' Straw shall be in natural,field-cut lengths,not chopped or in lengths less than 12",typically. � 2.05 HYDRAULIC MULCHING Wood cellulose fiber for hydraulic mulching shall not contain any substance or factor which might inhibit gernunation or growth of grass seed. It shall be dyed an appropriate color to allow visual metering of its � application. The wood cellulose fibers shall have the property of becoming evenly dispersed and suspended when agitated in water. When sprayed uniformly on the surface of the soil,the fibers shall form a blotter-like ground cover which readily absorbs water,and allows infiltration to the underlying 1 soil. Weight specifications from suppliers,and for all applications,shall refer only to air dry weight of fiber,a standard equivalent to 10 per cent moisture. The mulch material shall be supplied in packages having a gross weight not in excess of 100 pounds,and shall be marked by the manufacturer to show the ' air dry weight content. The Contractor shall obtain certifications from suppliers that laboratory and field testing of their product has been accomplished, and that it meets all of the foregoing requirements pertaining to wood cellulose�ber mulch. , Topsoil and Revegetation Vail Point Townhomes 02921-2 , , i � PART 3-EXECUTION 3.01 TOPSOIL PLACEMENT ' A. General: When job has been shaped and ready for placement of topsoil,cover all cut-fill areas and construction scars with topsoil to depth of 6". Contour all surfaces in accordance with drawings to blend with existing adjacent terrain. Deposit all excess topsoil in areas designated ' by Engineer. Grade,shape,fertilize,seed,and mulch designated topsoil waste area. B. Slope Rounding: Round top and bottom of slopes and feather into undisturbed natural terrain. ' Avoid abrupt grade changes by making smooth transitions from slopes to more level areas. C. Slope Molding: Avoid long,continuous slope faces by molding face of slope to accent e�cisting ' adjacent terrain. Steepen slope faces neaz ridges and bluffs,laid back to link to natural draws, creating an undulating face. D. Surface Roughing: Gouge slope surfaces of 4:1 or steeper with horizontal ridges and trenches to ' minimum depth of 6", creating roughened surface to lessen erosion, improve moisture percolation,and soil-layer binding. Trenches or ridges shall not be longer than 30'to prevent water accumulation or flowing water to cause riwlets. ' 3.02 SEEDING tA. Apply seed mix at uniform rates indicated. B. Hydraulically seed all slopes. ' 3.03 FERTILIZING Apply fertilizer at rate of 10001bs per acre. I3.04 HYDRAULIC MULCHING AND TACKIFIER A. Straw Mulching: Apply to all areas,after seeding and watering has been completed,at uniform ' coverage rate of 80 bales/acres. ' B. Hydraulic Mulching and Applying Tackifier: Hydraulic mulch and tackifier shall be applied to all areas after seeding and straw mulching. Cellulose fiber mulch shall be added after the proportionate quantities of water and other approved materials have been placed in the slurry ' tank. All ingredients shall be mixed to form a homogeneous slurry. The operator shall spray the slurry mixture uniformly over the designated seeded area. Unless otherwise ordered for specific areas, wood cellulose fiber mulch shall be applied at a rate of 200 pounds per acre. Hydraulic mulching shall not be done in the presence of free surface water. Mulch tackifier shall ' be applied over the seeded area at a rate of 200 pounds per acre. 3.05 WATERING ' When required by Engineer,apply water at rate specified on the plans until project acceptance. END OF SECTION ' Topsoil and Revegetation Vail Point Townhomes 02921-3 , ' � ' . ' ' FINAL DRAINAGE REPORT � I VAIL POINT DRIVEWAY IMPROVEMENTS IVAIL, COLORADO ' ' SEPTEMBER 2011 ' ' \ � � � I ' ' � - - = � � �� � � �6 �► ��3 8- ' ' ' � ' ' FINAL I DRAINAGE REPORT � ' VAIL POINT DRIVEWAY IMPROVEMENTS � VAIL, COLORADO � tSEPTEMBER 2011 ' �+�"!�!l►1�ri►i�,,. *�;'.."� '�,: ��,tr� �i�C���,E... �`e'�T7. ��,�^�.' . � �Vr�;C ' ' ' (�� C � i d pa D� ' ����,:��$i0'f�g(°� `'`��. ,�'�?'',E�n 1��,°'�,�-F.+,\�� [fp`9;�. >1:V. 4%,\' `�i�f 7r`i�ii iiiii3i�� � O��/��/ � Prepared for: Vail Point Townhome Association c/o Mr. Daniel McNeill 188] Lion's Ridge Loop ' Vail, CO 81657 Prepared by: Alp�ne Engmeermg, Inc. P.O. Box 97 ' Edwards,CO 81632 (970)926-3373 ' ' ' TABLE OF CONTENTS ' ' I. Vicinity Map II. Introduction..........................................................................................................1 ' III. Drainage Basins...................................................................................................1 ' IV. Proposed Development Flows.............................................................................1 V. Downstream Impact.............................................................................................2 , VI. Floodplain............................................................................................................3 VII. Summary..............................................................................................................3 � VIII. Tables ' Table 1 —Rational Method Developed Weighted Runoff Coefficients Table 2—Rational Method Summary Rainfall Intensity Duration Curve , UDFCD Recommended Runoff Coefficients IX. Appendices: ' Appendix A—50-year Storm Hydraulic Gradient Appendix B—Roof Leader and Lateral Pipe Capacities ' Appendix C—Pre vs. Post TR55 Calculations X. Maps: ' Sheet 1 —Off-Site Drainage Area Map 11 x 17 1"=100' Sheet 2—On-Site Drainage Area Map 11 x 17 1"=50' Sheet 3 —Pre-Driveway Improvements Dam 11 x l 7 1"=100' � Sheet 4—Pre-Driveway Improvements Dam 11 x 17 1"=50' Sheet 5 —Post-Driveway Improvements Dam 11 x 17 1"=100' Sheet 6—Post—Driveway Improvements Dam 11 x 17 1"=50' , Sheet 7—Drainage Area Map 24x36 1"=30' ' � � September 2011 Final Drainage Report Vail Point TH Driveway i � ' ' , v, ' Z ,��� � � �1 \ i l , 1,��1,�������� II� � \ 1�f' \ � , , l � _ � °, � �r � , ,,, �� ; . 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Z , r / � ,,,. � i' - - � '� = �/f� o __-- � , - � '� __ .� , - � .l � ��� _ _ � _ - � , � � ' � _ �' � { � � `- � - �. ' �`� - : I- = � ' � � � � �� ;, \\ ; _ ���,� � ���` � ������i U _Z � ?� c'`� `i,: �; I WW -- W zw - .� � o :� _ _ . z � � � � Q „ , �� _ °� W :Q J b� �� 'II � � , = — _..-� ��,. - ' ' � - - � Cp� p Cz' ' O� m � � U , " � � � �� � ����� � r� � � � �'I �� ���i r '� i ,i�-, � _ � � � \ t_ �7� �•.� ��� ' .� ... � �.`: �. � IL�'/_ ' ��il�l I, ' � ��W WH L5�£S�OT TTOZ£Z 9 �I�-iiXS'8 mp•�i�a euie�a p tipOTiA01 �d , ' , II. INTRODUCTION � The Vail Point Townhomes Driveway Improvement project is located in ' Vail, Colorado on the west end of Lions Ridge Loop just east of Buffehr Creek Road. The site is currently developed as a townhome project. The existing rdriveway is deteriorating and has poor drainage so it is being proposed to improve the existing driveway by slightly regrading it, constructing storm sewer pipes and ' inlets to carr runoff from the ro'ect includin the drivewa and townhome roofs Y P J g Y � to the closest existing inlet on Lion's Ridge Loop. ' III. DRAINAGE BASINS ' Drainage basins were delineated using aerial topography for the off-site basins and the proposed grades for the regraded driveway to determine the , drainage basins for each inlet. Drainage basins to each inlet are delineated on ' Sheets 1 and 2 of the maps in this report. IIV. PROPOSED DEVELOPMENT FLOWS , Proposed flows to each inlet were calculated using the Rational Method. The Denver Urban Drainage and Flood Control District(UDFCD) Table 3-1 was ' used for recommended runoff coefficients and is included in the tables. The � Town of Vail Intensity-Duration Frequency Curves were used for storm intensities and is also included in the Tables. The 50-year storm was used in , accordance with Town of Vail Code 13-10-9: Design Criteria, K.Drainage. � I�� ' September 2011 Final Drainage Report Vail Point TH Driveway 1 I , r � The coefficients and drainage areas were input into the Hydraflow Storm ' Sewers 2008 computer program to determine the flow capacity of the storm sewer � pipes and the hydraulic gradient on each main line pipe run. The hydraulic gradient calculations and profiles for the drainage system may be found in � ' Appendix A. Inlet calculations assuming only one half the area of the inlet is � available for flow interception are also included in the Hydraflow calculations. ' V. DOWNSTREAM IMPACT The Vail Point drainage has been analyzed for two scenarios. The first is ' the current condition of runofftravelling down the paved swales in the drive aisles of the project. The second is the proposed piping system that picks up , runoff in inlets and carries it in pipes off of the site. Sheets 3 and 4 of the maps I ' show the delineation of two study points for the current condition and are labeled j ' H 1 and H2. The basins have been modeled using TR55. Sheets 5 and 6 show the delineation of the basins in the proposed piping condition and has the same study I , points which are labeled D1 and D2. The calculations for these basins may be ' found in Appendix D. The results of the calculations show that the current condition at study points H 1 and H2 have flows of 7.69 and 5.01 cfs for the 100- ' year storm respectively. The proposed piping condition calculations show that the , 100-year storm at study points D 1 and D2 are 7.72 and 5.02 cfs respectively. The time of concentration to H 1 is 0.174 hours and 0.170 hours to D 1. The time of ` concentration to H2 is 0.164 hours and 0.164 hours to D2. There is a negligible ' difference in the time of concentration and flow rate between the two scenarios. , September 2011 Final Drainage Report Vail Point TH Driveway 2 ' � � ', t VI. FLOODPLAIN , The proposed development is outside and above the 100-year floodplain of Gore Creek and Buffehr Creek and the floodplain does not impact the proposed ' development. ' VII. SUMMARY , The stormwater discharge rates have been calculated for the 50-year storm using the Rational Method in accordance with Town of Vail regulations. tThe on-site storm sewer pipes have been evaluated for the 50-year storm. � The 50-year hydraulic gradient generally stays within the pipe of the proposed storm sewer system except at the cross culvert on Lion's Ridge Loop where the ' existing l 8" CMP that is being tied into is. The hydraulic gradient does not come ' out of the ground or the existing inlet so the system can carry it. Roof leaders and lateral pipe capacities calculations may be found in Appendix B and show � that the pipes have capacity. ' The flows for the current condition and the proposed condition have been evaluated and are generally the same as there is virtually no increase in the flows � downstream of Vail Point as a result of the proposed improvements. � � , ' September 2011 Final Drainage Report Vail Point TH Driveway 3 ' I' ' ' TABLE 1 ' i VAIL POINT DEVELOPED 10-AND 50-YEAR WEIGHTED RUNOFF COEFFICIENTS , AND PERCENT IMPERVIOUS CALCULATIONS ' 10-YR"C" 50-YR"C" PERCENT TYPE OF AREA FACTOR FACTOR IMPERVIOUS PAVEMENT 0.90 0.92 100 ROOF 0.90 0.90 100 ' GRASS 0.05 0.19 2 BASIN TOTAL AREA PAVEMENT ROOF GRASS � (acres) (acres) (acres) (acres) 0 4.41 0.62 0.00 3.79 2 0.09 0.04 0.02 0.03 3 0.40 0.07 0.16 0.17 � 4 0.05 0.02 0.02 0.01 5 0.01 0.01 0.00 0.00 6 0.25 0.06 0.10 0.09 1 7 0.30 0.09 0.12 0.09 8 1.28 0.19 0.17 0.92 9 0.04 0.00 0.01 0.03 10 1.89 0.11 0.17 1.61 � 12 1.52 0.08 0.11 1.33 13 1.71 0.10 0.06 1.55 I10-YR RUNOFF 50-YR RUNOFF BASIN TOTAL AREA COEFF. COEFF. % IMPERVIOUS , 0 4.41 0.17 0.29 16 2 0.09 0.62 0.67 67 3 0.40 0.54 0.60 58 ' 4 0.05 0.73 0.77 80 5 0.01 0.90 0.92 100 6 0.25 0.59 0.65 65 7 0.30 0.65 0.69 71 ' 8 1.28 0.29 0.39 30 9 0.04 0.26 0.37 27 10 1.89 0.18 0.30 17 � 12 1.52 0.16 0.28 14 13 1.71 0.13 0.26 11 � � � P:\TOV11004\dwg\Drainage�AEl-rational-on-site areas-VP-50 year.xls C 9/14/2011 � � , ' ' TABLE 2 ' VAIL POINT RATIONAL METHOD SUMMARY ' Q = C * I * A ' BASiN AREA C�o I�o Q�o Cso �so Qso (acres) (cfs) (cfs) ' 0 4.41 0.17 2.80 2.09 0.29 3.95 5.10 2 0.09 0.62 2.80 0.16 0.67 3.95 0.24 3 0.40 0.54 2.80 0.60 0.60 3.95 0.95 4 0.05 0.73 2.80 0.10 0.77 3.95 0.15 , 5 0.01 0.90 2.80 0.01 0.92 3.95 0.02 6 0.25 0.59 2.80 0.42 0.65 3.95 0.64 7 0.30 0.65 2.80 0.54 0.69 3.95 0.82 ' 8 1.28 0.29 2.80 1.04 0.39 3.95 1.99 9 0.04 0.26 2.80 0.03 0.37 3.95 0.06 10 1.89 0.18 2.80 0.93 0.30 3.95 2.21 12 1.52 0.16 2.80 0.67 0.28 3.95 1.68 ' 13 1.71 0.13 2.80 0.62 0.26 3.95 1.74 ' ' ' ' ' � I ' ' � � P:\TOV11004\dwg\Drainage�AEl-rational-on-site areas-VP-50 year.xls Q 9/14/2011 ' ! 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Schools: 50 .45 .50 .60 .70 Railroad Yard Areas 20 .20 .25 .35 .45 t Undeveloped Areas: , Historic Flow Anaiysis- 2 (See "Lawns") ' Greenbelts, Agricultural Offsite Flow Analysis 45 .43 .47 .55 .65 (when land use not defined) ' Streets: , Paved 100 .87 .88 .90 .93 ' Grave) (Packed) 40 ,40 .45 .50 .60 Drive and 4lalks: 96 .s7 .87 .88 .89 Roo�s: 90 ,80 .85 .90 .90 ' La��ns, Sandy Soil 0 .00 .O1 .05 .20 Lati,�ns , C l ayey So i 1 0 .05 .15 .25 .5G ' NOTE: These Rational Formula coefficients may not be va�id for large basins:� � *Sze Figure 2-1 for percent impervious. 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I ' , Page 1 of 3 , Circular Channel Analysis & Design Solved with Manning' s Equation , Open Channel - Uniform flow , Worksheet Name: ' Description: VP ' Solve For Full Flow Capacity Given Constant Data; ' Mannings n. . . . . . . . . 0.010 ' Discharge. . . . . . . . . . 0.24 ' Variable Input Data Minimum Maximum Increment By ' Diameter 0.33 1. 00 0.17 Slope 0.0050 0.0500 0.0050 ' ' ' ' ' ' ' , ' � Page 2 of 3 IVARIABLE VARIABLE COMPUTED COMPUTED COMPUTED COMPUTED ' Diameter Channel Mannings Discharge Depth Velocity Capacity � ft Slope 'n' cfs ft fps Full ft/ft cfs ' 0.33 0 0050 0 O10 0 17 0 33 1 99 0 17 6.33 =�/�� ' 0.50 0 .0050 0.010 0.52 0.50 2 .63 0.52 ,� L,,SD =� 0.67 0.0050 0. 010 1. 13 0.67 3 .19 1.13 �i 0.84 0.0050 0.010 2. 06 0.84 3 .71 2.06 � � /�' ' � ' r/ 1. 01 0.0050 0.010 3 .36 1. 01 4 .20 3 .36 /� � �v ' 0.33 0.0100 0.010 0.24 0.33 2 .82 0.24 /, � _ l2 I' 0.50 0.0100 0. 010 0 . 73 0.50 3 .71 0. 73 ' 0.67 0.0100 0 .010 1.59 0.67 4 .52 1.59 0.84 0.0100 0.010 2 . 91 0 . 84 5.25 2.91 ' 1.01 0.0100 0.010 4 .76 1.01 5. 94 4 . 76 0.33 0.0150 0.010 0.29 0.33 3 .45 0.29 ' 0.50 0.0150 0 .010 0 . 89 0.50 4 .55 0. 89 0.67 0.0150 0.010 1. 95 0.67 5 .53 1. 95 ' 0.84 0. 0150 0.010 3 .56 0.84 6 .43 3 .56 1.01 0.0150 0.010 5.83 1.01 7.27 5. 83 t0.33 0.0200 0.010 0.34 0.33 3 .98 0.34 0.50 0.0200 0.010 1. 03 0.50 5.25 1.03 ' 0.67 0 .0200 0.010 2 .25 0.67 6 .39 2 .25 ' 0.84 0.0200 0. 010 4. 11 0.84 7.42 4. 11 1.01 0. 0200 0. 010 6.73 1.01 8.40 6. 73 � 0.33 0.0250 0 .010 0.38 0.33 4 .45 0.38 0.50 0.0250 0.010 1. 15 0.50 5 .87 1. 15 ' 0.67 0.0250 0. 010 2 .52 0.67 7.14 2 .52 0.84 0.0250 0. 010 4 .60 0.64 8.30 4 .60 , � 1. 01 0 . 0250 0 .010 7. 52 1.01 9 .39 7.52 � 0.33 0 .0300 0 .010 0.42 0.33 4 . 88 0.42 � 0. 50 0.0300 0.010 1.26 0.50 6 .43 1.26 0 . 67 0.0300 0.010 2 . 76 0.67 7 . 82 2 .76 ' 0. 84 0.0300 0.010 5 . 04 0.84 9 . 09 5. 04 1. 01 0. 0300 0 . 010 8 .24 1. 01 10 .26 8.24 � 0.33 0.0350 0 .010 0.45 0.33 5 .27 0.45 0.50 0. 0350 0 .010 1.36 0 .50 6 . 95 1 .36 ' 0.67 0.0350 0 .010 2. 98 0.67 8 .45 2. 98 0. 84 0.0350 0 . 010 5.44 0. 84 9 . 82 5.44 ' 1. 01 0.0350 0 . 010 6. 90 1. 01 11. 11 8. 90 0.33 0.0400 0 . 010 0.48 0 .33 5 .63 0.48 ' 0.50 0.0400 0.010 1.46 0 .50 7 .43 1.46 0.67 0.0400 0.010 3 .18 0 .67 9 . 03 3. 18 ' 0 .84 0. 0400 0 .010 5. 82 0 .84 10 .50 5. 82 1.01 0. 0400 0.010 9. 51 1. 01 11.87 9.51 ' ' Open Channel Flow Module, Version 3 .41 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 , ' � ' ' � ' , , ' Page 3 of 3 ' VARIABLE VARIABLE COMPUTED COMPUTED COMPUTED COMPUTED ' Diameter Channel Mannings Discharge Depth Velocity Capacity � ft Slope 'n' cfs ft fps Full ft/ft cfs � ___________________________________________________________________ 0.33 0. 0450 0.010 0.51 0.33 5. 97 0.51 ' 0.50 0. 0450 0.010 1.55 0 .50 7 .88 1.55 0.67 0.0450 0 .010 3 .38 0 .67 9.58 3 .38 , 0.84 0. 0450 0.010 6. 17 0. 84 11.14 6.17 1.01 0. 0450 0.010 10.09 1. 01 12.59 10. 09 � 0.33 0. 0500 0.010 0.54 0.33 6.30 0 .54 0.50 0 .0500 0.010 1. 63 0 .50 8.31 1.63 ' 0.67 0.0500 0.010 3 .56 0 .67 1�. 10 3 .56 0.84 0.0500 0. 010 6 . 51 0 .84 11.74 6.51 ' 1.01 0.0500 0.010 10.64 1 .01 13 .27 10.64 0.33 0 . 0550 0 .010 0 .56 0 .33 6.60 0 .56 ` 0.50 0 .0550 0.010 1.71 0 .50 8 .71 1.71 0.67 0 . 0550 0.010 3 .73 0 .67 10.59 3 .73 ' 0.84 0 .0550 0.010 6 . 82 0. 84 12 .31 6 .82 1.01 0 .0550 0. 010 11. 15 1.01 13 . 92 11.15 r � � � � � ' ' � , � APPENDIX C � ' PRE vs. POST , TR55 CALCULATIONS ' ' ' , ' ' ' � ' ' � 1 ' ' � WinTR-55 Current Data Description --- Identification Data --- � User: HM Date: 8/3/2011 � Project: Units: English SubTitle: Vail Point Pre Driveway Improvements 1 pre ' Areal Units: Acres State: Colorado County: Eagle � Filename: P:\TOV11004\dwg\Drainage\Pre-l-pre.w55 I ' --- Sub-Area Data --- , Name __- Description Reach __ Area(ac) -__RCN Tc ----------------------- -- lh Outlet 4.31 82 .174 � Total area: 4.31 (ac) ' —- Storm Data -- Rainfall Depth by Rainfall Return Period 100-Yr 50-Yr 25-Yr 10-Yr 2-Yr -Yr -Yr ' --- �in)-------- �in)-------- �in)-------- �in�-------_ �in)-------- �in�-------- �in) 2.9 z.e z.4 z.o i.4 .o .o ' Storm Data Source: User-provided custom storm data RainPall Distribution Type: Type II Dimensionless Unit Hydrograph: <standard> ' _____=====z=����____________________________________________________________�_____ HM ' Vail Point Pre Driveway Improvements 1 pre Eagle County, Colorado Watershed Peak Table ' Sub-Area Peak Flow by Rainfall Return Period or Reach ANALYSIS: 50-Yr 25-Yr 10-Yr Identifier (cfs) (cfs) (cfs) (cfs) --------------------------------------------------------------------------------- ' SUBAREAS lh 7.69 7.22 5.43 3.75 , REACHES OUTLET 7.69 7.22 5.43 3.75 ' _________________________________ ��nTR-55, Version 1.00.09 Page 1 8/3/2011 4:09:55 PM ' ' ' ' I ' Vail Point Pre Driveway Improvements 1 pre Eagle County, Colorado Sub-Area Time of Concentration Details ' Sub-Area Flow Mannings's End Wetted Travel Identifier/ Length Slope n Area Perimeter Velocity Time , ------------ �ft�----�ft/ft�-------------(sq ft�---- �ft�------ �ft/sec) (hr) -------- lh SHEET 100 0.5300 0.400 0.146 SHALLOW 384 0.5200 0.050 0.009 ' SHALLOW 29 0.0660 0.025 0.002 CHANNEL 492 0.0546 0.016 0.98 4.51 8.039 0.017 Time of Concentration .174 ' ________ ' HM Vail Point Pre Driveway Improvements 1 pre Eagle County, Colorado ' Sub-Area Land Use and Curve Number Details Sub-Area Hydrologic Sub-Area Curve ' Zdentifier Land Use Soil Area Number Group (ac) ----------------------------------------------------------------------—-------- lh Open space; grass cover > 75� (good) B .02 61 ' Open space; grass cover > 75$ (good) D .59 80 Paved parking lots, roofs, driveways B .95 98 Paved parking lots, roofs, driveways D .41 98 Herbaceous (good) B 1.14 62 Herbaceous (good) D 1.2 BS ' Total Area / Weighted Curve Number 4'31 82 ' -°________________ ____________�_____ ' ' ' ' WinTR-55, version 1.00.09 Page 2 6/3/2011 4:09:56 PM ' ' ' ' Triangular Channel Analysis & Design ' Open Channel - Uniform flow ' Worksheet Name: ' Comment: Vail Point existing paved driveway swale Solve For Depth � Given Input Data: ' Left Side Slope. . 5 .00 :1 (H:V) Right Side Slope. 5.00 : 1 (H:V) ' Manning's n. . . . . . 0 .016 Channel Slope. . . . 0 .0546 ft/ft ' Discharge. . . . . . . . 7.68 cfs ' Computed Results: Depth. 0.44 ft ' Velocity. . . . . . : . : 7 . 84 fps Flow Area. . . . . . 0.98 sf ' Flow Top Width. . . 4 .43 ft Wetted Perimeter. 4 .51 ft ' Critical Depth. . . 0.68 ft Critical Slope. . . 0 .0055 ft/ft ' Froude Number. . . . 2 . 94 (flow is Supercritical) ' � ' , ' ' ' ' WinTR-55 Current Data Description --- Identification Data --- , User: HM Date: 8/3/2011 Project: Units: English SubTitle: Vail Point Post Driveway Improvements 1 post � Areal Units: Acres State: Colorado County: Eagle Filename: P:\TOV11004\dwg\Drainage\Post-l-post.w55 �1 ' --- Sub-Area Data --- ' Name Description Reach Area(ac) RCN_ Tc ---------------------------------- - ld Outlet 4.31 82 .17 1 Total area: 4.31 (ac) --- Storm Data -- , Rainfall Depth by Rainfall Return Period 100-Yr 50-Yr 25-Yr 10-Yr 2-Yr -Yr -Yr ' ---�in�-------- �in)-------- �in)--------�in)--------�in)-------- (in1--------�in) 2.9 2.8 2.4 2.0 1.4 .0 .0 ' Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type II Dimensionless Unit Hydrograph: �standard> ' �-------------------------=�z=====____���________�«s�=s====�s�==��������_________ ----------- ----- HM ' Vail Point Post Driveway Improvements 1 post Eagle County, Colorado Watershed Peak Table ' Sub-Area Peak Flow by Rainfall Return Period or Reach ANALYSIS: 50-Yr 25-Yr 10-Yr Identifier (cfs) (cfs) (cfs) (cfs) ---------------------------------------------------------------------------------- , SUBAREAS ld 7.72 7.26 5.45 3.77 � R&ACHES OUTLET 7.72 7.26 5.45 3_77 ' ---------- -----------------°______°�___________===��a��===___________________��� ---------------------------- ��nTR-55, Version 1.00.09 Page 1 B/3/2011 4:24:36 PM ' � � � ' Vail Point Post Driveway Improvements 1 post Eagle County, Colorado Sub-Area Time of Concentration Details ' Sub-Area Flow Mannings's End Wetted Travel Identifier/ Length Slope n Area Perimeter Velocity Time ' —------------- �ft�----�ft/ft1 -------------(sq ft)---- �ft�------ �ft/sec�--- �hr) ld SHEET 10a 0.5700 0.400 0.142 SHALLOW 416 0.530Q 0.050 0.010 t SHALLOW 32 0.0375 0.025 0.002 CHANNEL 189 0.0444 0.013 1.12 7.34 6.563 0.008 CHANNEL 474 D.0546 0.010 0.51 1.57 16.458 0.008 Time of Concentration .17 ' ________ ' _________________________________________________________—------------ - HM Vail Point Post Driveway Improvements 1 post ' Eagle County, Colorado Sub-Area Land Use and Curve Number Details ' Sub-Area Hydrologic Sub-Area Curve Identifier Land Use Soil Area Number Group (ac) -------------------------------------------------------------------- ' ld Open space; grass cover > 75� (good) B .02 61 Open space; grass cover > 75� (good) D .59 80 Paved parking lots, roofs, driveways B .95 98 Paved parking lots, roofs, driveways D .41 98 Herbaceous (good) B 1.14 62 ' Herbaceous (good) D 1.2 BS Total Area / Weighted Curve Number 4.31 82 ' __=�=��a======z���==�«=s��====s�====______°____=====s=====_°`____���_______�_°�__ ' , ' ' WinTR-55, Version 1.00.09 Page 2 8/3/2011 4:24:37 PM � � ' ' Triangular Channel Analysis & Design ' Open Channel - Uniform flow ' Worksheet Name: ' Comment: Vail Point concrete pan Solve For Depth ' Given Input Data: ' Left Side Slope. . 12. 00 :1 (H:V) Right Side Slope. 12 . 00 :1 (H:V) ' Manning's n. . . . . . 0.013 Channel Slope. . . . 0.0444 ft/ft ' Discharge. . . . . . . . 7.65 cfs Computed Results: ' Depth. . . . . . . . . . . . 0 .30 ft Velocity. . . . . . . . . 6. 86 fps ' Flow Area. . . . . . . . 1.12 sf ' Flow Top Width. . . 7.32 ft Wetted Perimeter. 7.34 ft ' Critical Depth. . . 0.48 ft Critical Slope. . . 0.0040 ft/ft ' Froude Number. . . . 3 .10 (flow is Supercritical) � , , ' , ' , Circular Channel Analysis & Design ' Solved with Manning' s Equation ' Open Channel - Uniform flow � Worksheet Name: Comment: Vail Point proposed 12�� PVC storm pipe ' Solve For Actual Depth ' Given Input Data: Dzameter. . . . . . . . . . 1. 00 ft , Slope. . . . . . . . . . . . . 0 .0546 ft/ft Manning' s n. . . . . . . 0. 010 ' Discharge. . . . . . . . . 7.64 cfs ' Computed Results: Depth. . . . . . . . . . . . . 0.62 ft , Velocity. . . . . . . . . . 14. 94 fps Flow Area. . . . . . . . . 0.51 sf ' Critical Depth. . . . 0.98 ft Critical Slope. . . . 0.0245 ft/ft ' Percent Full. . . . . . 62.00 % Full Capacity. . . . . 10. 82 cfs , QMAX @.94D. . . . . . . . 11. 64 Cfs Froude Number. . . . . 3 . 63 (flow is Supercritical) ' ' ' � � , � ' WinTR-55 Current Data Description --- Identification Data --- , User: HM Date: 8/3/2011 Project: Units: English ' SubTitle: Vail Point Pre Driveway Improvements 2 pre Areal Units: Acres State: Colorado County: Eagle �Z Filename: P:\TOV11004\dwg\Drainage\Pre-2.w55 , --- Sub-Area Data --- ' Name Description Reach Area(ac) __RCN Tc 2h Outlet 3.26 79 .164 ' Total area: 3.26 (ac) � --- Storm Data -- Rainfall Depth by Rainfall Return Period 100-Yr 50-Yr 25-Yr 10-Yr 2-Yr -Yr -Yr , ---�in)-------- �in)--------�inl--------�in)——-—-�in) (in�--------�in) 2.9 2.8 2_4 2.0 1.4 .0 .0 ' Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type II Dimensionless Unit Hydrograph: <standard> , ====°s=°===°_________°___________�___���_��_________°°___`�_�`��_°==�=s===c��z�ss� HM � Vail Point Pre Driveway Improvements 2 pre Eagle County, Colorado Watershed Peak Table ' Sub-Area Peak Flow by Rainfall Return Period or Reach ANALYSIS: 50-Yr 25-Yr 10-Yr Identifier (cfs) (cfs) (cfs) (cfs) —-------------------------------------------------------------------------------- ' SUBAREAS 2h 5.01 4.68 3.41 2.24 , REACHES OUTLET 5.01 4.68 3.41 2.24 � _____________________________________________________________________°___=________ �7�nTR-55, Version 1.00.09 Page 1 8/3/2011 1:24:50 PM ' 1 ' r ' Vail Point Pre Driveway Improvements 2 pre Eagle County, Colorado Sub-Area Time of Concentration Details , Sub-Area Flow Mannings's End Wetted Travel Identifier/ Length Slope n Area Perimeter Velocity Time ' __ (ft) (ft/ft) (sq ft) (ft) _ (ft/sec)___(hr) 2h SHEET 100 0.5900 0.400 0.140 SHALLOW 404 0.5500 1.4 0.009 ' CHANNEL 284 0.0264 0.016 0.94 4.43 5.259 0.015 Time of Concentration .164 � _____°°----===se��==:�------------------------------- ' HM Vail Point Pre Driveway Improvements 2 pre Eagle County, Colorado ' Sub-Area Land Use and Curve Number Details Sub-Area Hydrologic Sub-Area Curve Identifier Land Use Soil Area Number ' Group-------- �ac1--------- 2h Open space; grass cover > �5� (good) D .2 80 Paved parking lots, roofs, driveways D .36 98 Herbaceous (good) B 1.05 62 ' Herbaceous (good) D 1.65 85 Total Area / Weighted Curve Number 3.26 79 ' ___________________________________________________________________________�______ , ' ' , � WinTR-55, Version 1.00.09 Page 2 8/3/2011 1:24:50 PM ' , ' ' Triangular Channel Analysis & Design � Open Channel - Uniform flow , worksheet Name: ' Comment : Vail Point existing driveway swale Basin 2 Solve For Depth � Given Input Data: � Left Side Slope. . 5. 00:1 (H:V) Right Side Slope_ 5. 00 :1 (H:V) ' Manning' s n. . . . . . 0 . 016 Channel Slope. . . . 0 .0264 ft/ft ' Discharge. . . . . . . . 5. 00 cfs � Computed Results: Depth. 0.43 ft ' Velocity. . . . . . . . . 5 .36 fps Flow Area. . . . . . . . 0 . 93 sf ' Flow Top Width. . . 4 .32 ft Wetted Perimeter. 4 .40 ft ' Critical Depth. . . 0 .57 ft Critical Slope. . . 0 .0058 ft/ft � Froude Number. . . . 2 .03 (flow is Supercritical) � � ' � � ' ' � WinTR-55 Current Data Description --- Identification Data --- , User: HM Date: 8/3/2011 Project: Units: English SubTitle: Vail Point Post Driveway Improvements 2 post ' Areal Units: Acres State: Colorado County: Eagle Filename: P:\TOV11004\dwg\Drainage\Post-2.w55 Z � --- Sub-Area Data --- , Name Description Reach Area(ac) RCN_ Tc ------------------------------------ -- 2d Outlet 3.26 79 .162 ' Total area: 3.26 (ac) � --- Storm Data -- Rainfall Depth by Rainfall Return Period 100-Yr 50-Yr 25-Yr 10-Yr 2-Yr -Yr -Yr ' --- �in)--------�in)--------�in)-------- �in)-------- �in)-------- �in)-------- �in) 2.9 2.8 2.4 2.0 1.4 .0 .0 � Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type II Dimensionless Unit Hydrograph: <standard> � ---------------------------------�__________«6z=���==«z=s�=========e=====_______ ------------------ ----- ------ HM ' Vail Point Post Driveway Improvements 2 post Eagle County, Colorado Watershed Peak Table � Sub-Area Peak Flow by Rainfall Return Period or Reach ANALYSIS: 50-Yr 25-Yr 10-Yr Identifier (cfs) (cfs) (cfs) (cfs) ---------------------------------------------------------------------------------- , SUBAREAS 2d 5.02 4.69 3.42 2.25 � REACHES OCTI'LET 5.02 4.69 3.42 2.25 ' ----------------=-----__________________________ 1V�nTR-55, Version 1.00.09 Page 1 8/3/2011 4:38:12 PM � HM � ' , � Vail Point Post Driveway Improvements 2 post Eagle County, Colorado Sub-Area Time of Concentration Details ' Sub-Area Flow Mannings's End Wetted Travel Identifier/ Length Slope n Area Perimeter Velocity Time (ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr) ' ------------------------------------------—------------------------------------ 2d SHEET 100 0.5900 0.400 0.140 SHALLOW 404 0.5500 0.050 0.009 � CHANNEL 186 0.0247 0.013 1.01 6.99 5.167 0.010 CHANNEL 94 0.0245 0.010 0.50 1.90 8.704 0.003 Time of Concentration .162 , � HM Vail Point Post Driveway Improvements 2 post Eagle County, Colorado � Sub-Area Land Use and Curve Number Details Sub-Area Hydrologic Sub-Area Curve � Identifier Land Use Soil Area Number -------------Group-------- �ac�------ ----------------------------------------- --- 2d Open space; grass cover > 75� (good) D .2 80 Paved parking lots, roofs, driveways D .36 98 � Herbaceous (good) B 1.05 62 Herbaceous (good) D 1.65 BS Total Area / Weighted Curve Number 3.26 79 � ____ __ ---------------- � � ' � � WinTR-55, Version 1.00.09 Page 2 8/3/2011 4:38:12 PM � ' ' ' Triangular Channel Analysis & Design ' Open Channel - Uniform flow � Worksheet Name: ' Comment : Vail Point concrete pan Post 2 Solve For Depth � Given Input Data: ' Left Side Slope. . 12 . 00 :1 (H:V) Right Side Slope. 12 . 00:1 (H:V) � Manning' s n. . . . . . 0 .013 Channel Slope. . . . 0_ 0247 ft/ft � Discharge. . . . . . . . 5 . 0� cfs Computed Results: ' Depth. . . . . . . . . . . . 0.29 ft � Velocity. . : : : : : : ; 4 . 95 fps Flow Area. 1_O1 sf � Flow Top Width. . . 6. 96 ft Wetted Perimeter. 6. 99 ft � Critical Depth. . . 0.40 ft Critical Slope. . . 0 . 0042 ft/ft , Froude Number. . . . 2 .29 (flow is Supercritical) , � ' � ' ' � Circular Channel Anal sis & Design Y ' Solved with Manning' s Equation Open Channel - Uniform flow ' � Worksheet Name: Comment : Vail Point proposed 12" PVC storm pipe � Solve For Actual Depth � Given Input Data: Diameter. . . . . . . . . . 1.00 ft � Slope. . . . . . . . . . . . . 0. 0245 ft/ft Manning' s n. . . . . . . 0 .010 , Discharge. . . . . . . . . 5. 00 cfs � Computed Results: Depth. . . . . . . . . . . . . 0.61 ft ' Velocity. . . . . . . . . . 9. 96 fps Flow Area. . . . . . . . . 0.50 sf � Critical Depth. . . . 0 .92 ft Critical Slope. . . . 0. 0101 ft/ft ' Percent Full . . . . . . 61 . 04 � Full Capacity. . . . . 7 .25 cfs ' QMAX C�. 94D. . . . . . . . 7 . 80 cfs Froude Number. . . . . 2.44 (flow is Supercritical) � , , ' � � � � � OO p_ O N � N N ' f0 N m � � � LL1 � L N � N N > @ o N-� tn � a m c�i � -o N 3 � `0 � m � �Zcc � r � � oc y a.°i m iA � '� d ° c °1� ' � d 7 r N _ U N Z � ° °- � " � � N a O O X � � � � M � o ,� �� � I- '� � "' � z � Z � O U E '� Q ` a ` ' C a� O E U �'Z o � `� L 3 N � . 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N � L � � O � O L � O � 7 (0 L �p � E c� � i- a E cn�U t- � cn c7 cn o � � �o o� Z W in ' O >'O r Z� � � a� a cn��'-. = m -°o � `m ' � n o � °o U � � � c � o , Q m � Z � n � C� c °' ' � ^ � a !° Q p m � H 0 Q > �o �. � m � m Z � 7 � � � U L W � �� � � O � � _ � R � N � � ' � ^ C � N � � � � O W Q o � � m m � � ` O �p «y-, N d' 0 U V J yp N �� � O � � O 7 m V � C � � � � O �a, a m Q rn rn Q a m m c� c� o z � c> o cn o � 5 � � J o � c m ' tq O Q C �p LL y L ' _ � m � � ❑ ❑ ■ ❑ ❑ ■ ❑ � � � _ � � ' Z �. � � < � a � � � N�Z m ' �N O � mO « d' m - Z � m .�+ y , C 2 U �� � ' ' ' ' Hydrologic Soil Group-Aspen-Gypsum Area,Colorado,Parts of Eagle, ' Gartield,and Pitkin Counties ' Hydrologic Soil Group ' Hydrologic Soil Group—Summary by Map Unit—Aspen-Gypsum Area,Colorado,Parts of Eagie,Garfield,and Pitkin Counties Map unit symbol Map unit name Rating Acres in AOI Percent of AOI , 11 Anvik-Skylick-Sligting association,25 to 50 B 10.8 36.7% _ _ percent slopes 47 Forsey cobbly loam,25 to 65 percent slopes B ' 5.3 17.9% _--- - _ _ ---- ' 66 Jerry-Millerlake loams,6 to 25 percent slopes C 1.2 4.1% �--- ___ — _ _ -- - _ __ 104 Torriorthents-Camborthids-Rock outcrop D 12.2 41.4% complex,6 to 65 percent Totals for Area of Interest 29.5 100.0% ' Description ' Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the ' soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. ' The soils in the United States are assigned to four groups (A, B, C, and D)and three dual classes(A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate(low runoff potential)when thoroughly ' wet. These consist mainly of deep,well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. ' Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. ' Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or ' soils of moderately fine texture or fine texture.These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate(high runoff potential)when ' thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. ' These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their , natural condition are in group D are assigned to dual classes. ' �� Natural Resources Web Soil Survey 5/23/2011 � Conservation Service National Cooperative Soil Survey Page 3 of 4 ' ' , ' ' I MAPS i 1 1 1 1 1 1 1 1 1 1 1 1 1