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Home My WebLink AboutDRB110356 PlansINDICATES EXISTING CONIFEROUS TREE TO REMAIN ID INDICATES EXISTING DECIDUOUS TREE TO REMAIN INDICATES EXISTING CONIFEROUS TREE TO BE REMOVED INDICATES EXISTINGDECIDUOUS TREE TO BE REMOVED SEE A001a, A00 1b FOR EROSION CONTROL FENCING/LIMITS • DISTURBANCE FND. PIN &CAP LS *26598 -- 8190- FA UTILITY EASE �1��1�I �l1/�� 4 az I m FA U)CATM OF HEATED PECK REPLACEMENT TREE: —OVER LIVING SPACE PUNGENSO SPRUCE 0 21 B B 14- B ELEC. PED. ELEC. TRANS. SOD WOF IVE FL 'mix 2W w IL PHONE PED. ill .. ..... ... EDGE PLOWED ROAD � I�� 8 0 0.81 0.81 0. IVE GRASS MIX MAT ING GRASSES FOR ALL R EAS ��\ �� °� \�-��\ � � E �I�� FA 1, 0RES-r ROA0 (SO# R.o.w EXTERIOR LIGHTING PLAN scale 1/8"=1' -0 :-OT 31 TWO (2) TREES REQUESTED A TO BE REMOVED FA A FA ---- +442 13 TUNA gel I **469 ri rwft rt wrr 1 TA10 ,!. BY. SG DATE: 06.28.10 RBASIONS: %.j DRB CHANGES D•B REVS qIFUO'. ri rwft rt wrr 1 TA10 ,!. BY. SG DATE: 06.28.10 RBASIONS: LANDSCAPE & EXTERIOR LIGHTING PLAN DRB CHANGES D•B REVS qIFUO'. LANDSCAPE & EXTERIOR LIGHTING PLAN I 7 co MWOO, 84 BEAVER DAM ROA PETRUS MANAGEMENT CORP P.O. BOX 269014 PLANO, TX 75026-9014 - - - - - - - - - - - - - - - - - - - - --- ......... . 0.3 GO * m . "IN 3 4,2: EDGE OF GORE CREEK PRAP APRON, SEE DETAI V SEWER MH 1060 RJ7 L\N RIM 8147.2' 4 . ... . .. INV 8139.8' -111, .... . 4-6.4 343 FES END OF CONCRETE \ �ED END SECTIC V`�` LEGEND N"" 46,6 40 V 11 's EXISTING 2'CONTOUR EXISTING 10'CONTOUR 46,3 011" EXISTING PHONE LINE PING$�S < :J .Y EW, � 1_11 EXISTING PROPERTY LINE 8PA Q/s EXISTING ELECTRIC LINE 41 . ..... . ........ I \ FE P" e V EXISTING TV LINE RIM 8145.6' EXISTING GAS LINE # "'k GAS 6 �4 s d9 s SEWER MH 1080 4i,&3' 4V- PROPOSED 20'WIDE EASEMENT INV 8138.1' � GA PROPOSED STORM SEWER PIPE Itb 1-% 45,8 1 CPP QAs� PROPOSED 2'MAXIMUM HEIGHT BOULDER WALL INV=8140.9' 16 ks 4 S S PROPOSED DRAINAGE DIRECTION I . ....... . . E. E'z '_ 'I �/ 4 4 "'1 & EDGE OF ASPHALT El 13 PROPOSED STORM SEWER INLET 4 6 G- , f 1 CMP PROPOSED DOWNSPOUT TO BE PIPED INV=8144.6' CA CONTRACTOR TO GRADE SWALE AT An 1 o/- rprihA rym rKAD Tn F PROPOSED RIM OF INLET P4 . ...... ....... 1 5,6 44,8 b A 150 PROPOSE6'�`BOUHDER WA�tl_, SE D IL. 45A �dMDINAMi�Tfjk OF'THI 0 rAT 2X2' IN LET " . . . ...... . . ...... ----- -- -WALL.AN D LO(,A I tur-� 0 RIM = 8144.7' F. 111�ETMITH INLET P4 qG INV IN AT O.S' PVC 8143.6' 2n Is CHAD SK[b�"Fk10M'-TbVEI '114EVING. imv 6.3 45A' INV OUT AT VCPP 8142.7' PROPOSED 2'x3'CAST-IN-PLACE CONCRETE INLET WITH een'�"' TYPE 13 VALLEY GRATE LOCATED IN LOW SPOT. NOTIFY TOV ENGINEER CHAD SALLIE OF INLET LOCATION �04 44, \00 I PLACEMENT AND WALL LOCATION FOR FINAL APPROVALS. NX COORDINATE WITH PROJECT ENGINEER AS WELL. _4 442 VW _q PROPOSED 20'WIDE EASEMENT rm WIDE Ar Z' CONTRACTOR TO RETURN EXISTING GROUND TO ORIGINAL �_- ml 1:1 F:VATIr)N-, ANn 1311 3GRESSIVE RE-VEGETATIr & 45k PROGRAM INCLUDING THE USE OF CULEX 11 EROSION CONTF BLANKET WITH SEEDING PER ARCHITECT. CONTRACTOR ESTABLISH VEGETATION TO 100% OF ORIGIN LOT 31 64 BEAVER DAM ROAD PEROT, H. R. & MARGOT B. P.O. BOX 269014 8210.1' PLANO, TX 75026-9014 PROPOSED 20'WIDE EASEMENT PEAK LOT 31 82123 PEAK BUILDING OUTLINE PROPOSED PERIMETER DRAIN AND INTERIOR LATERAL DRAIN CONNECTION POINT, INVERT = 8195.39' RUN 6" SOLID SDR 35 PVC AT 2% TO INLET P2 -7 FND. PIN & CA LS #26598 �4' 8 190 IN "\1 17, . ..... ms -p 1�0 M; g \"v, 'I:' INLET P1 PROPOSED 12" NYLOPLAST INLINE DRAIN, DRAIN FUNCTIONS PRIMARILY AS CLEANOUT J, N Apponyi ATrz i nrATimi �zwn%Am LITY EASEMENT i__ 0.0 UTI 41" LOT 29 Cv PROPOSED 6" SDR 3S ------- ' 0 1 PVC AT 1% MINIMUM ZO ' . . ....... LOT 29 1 1 '111 1-14- "'p ------------ -- X / eee z J" 1-1- ME 165 FOREST ROAD .' No 'e m wm�� m IMEJ ml� Ell LOT 29 LOT 3 UNI 0\11 BOW DER , m �4' W 'A� MAN POUT I r 'M 'k 1 .......... . . W K , I AI� I 5.0 �jl 4- "",,DOWNSPOUT S", am M., S' E NOY"" 4 _ 1 111 LIJ o I . . . . . . . . . I I L� 2 I OEM //7 �sq . . . . . .. . . . K "' 2 f_"� . ........... EMS g' g _ RQ0F DRAIN ELEC. PED. BUILDING OUTLINE AND ROOF PEAK! SURVEY DATED 2/27/91* INLET P3 8215.0' PROPOSED 2x2'CONCRETE BOX WITH PEAK CAST-IN-PLACE BOTTOM. INLET TO BE X SET IN SUMP CONDITION TO PROVIDE - EMERGENCY OVERFLOW FROM EXISTING SPRING -A J" 4 0 APPROXIMATE LOCATION OF 0100 EXISTING STORM SEWER 1 P (TYPICAL) NOT FIELD LOCATED. to 4� '00 4kt 0 PROPOSED 20'WIDE EASEMENT, SEE 0, NOTE #7 UNDER STORM SEWER *0 rd o NOTES ON SHEET 2 OF 2. 0000 00 00 V0 to IN, EXISTING N" SPRINKLER BOXES EXISTING 1.4'X 1.4'INLET R1 = 8174 9' INV IN FROM 0.3'PVC = 8173.8' INV OUT FROM 0.5'PVC 8173.7' 20.00'MINIMUM EASEMENTWIDTH IN, EXISTING ADS INLET TO REMAIN LOT 32B EXISTING + 41F k L T BOULDER 1.4'X 1.4'INLET of = Q1Qqq' CA 0 AX/ D nAKA E)rNAn WALL "71 INV 8184.3' RYAN, JOHN ALEXANDER, JR & KAREN SCHROEDER up 4 13 WISTERIA LN 2 'V " X" # COVINGTON, LA 70433 PARCEL B LOT 32 J S O'W UTILITY EASEMENT EXISTING PATIO DRAINS 10.0' M '74 X $ I xkky_�. ' zo �X "A l'-, V11 r . 7' 7 G_� _"0 , j, 9 - 0 - APPROXIMATE LOCATION OF �N EXISTING STORM SEWER 1� (TYPICAL) NOT FIELD LOCATED. 7 .p 0 .�� 0 0' "k EXISTING 1'xl' INLET RIM EL. = 8188.6 -8 INV. EL. = 8187.6' III ' bee", _7 'I, N I I z 1 i 01 ZN R 01, ' 110 4 /v N, 2-, EXISTING 1'CPP WITH CONTRACTOR INSTAL LED �Z' �& 0 i. R'Sk V9 GRATE TO REMAIN INV IN. 1.0 CPP, REDUCES TO 0.5' DIA. g `\4 _7 m NEC 1 6 m m 11111111 111111 owl INV. EL. 8188.7' "g, m PROPOSED UPGRADES TO EXISTING i ��Zx C1q W '-'M I" SPRING FLOWLINE, SEE DETAIL EXISTING SPRING 34c: S gg rq p "Y m iv 411 INLET P2 A . ..... I PROPOSED 4'DIAMETER MANHOLE WITH 1,1 CAST-IN-PLACE BASE a m CAN CONNECT PIPES AT CROWN TO CROWN, OR 12 z BE LOWER THAN CROWN TO CROWN. F piffft, �"VALL APPROXIMATE LOCATION OF TEMPORARY DEWATERING AREA. UPPER FREE DRAINING GRAVEL WRAPPED IN FILTER FABRIC. INSTALL 6" SDR-35 PVC IN GRAVEL TO DRAIN THIS AREA TO PROPOSED DRAI PERIMETER Y3 � x N MANHOLE AFTER DEWATERING OPERATIONS ARE COMPLETED 8L OH _'i 1' P PARCEL A 6. LOT 32 ENTRY DECK X" C; LOT 32A 95 FOREST ROAD V) - - - - - - - - - - .;OMAA� .... SHEET INDEX: 1 OF I: STORM SEWER PLAN 2 OF 2: STORM SEWER PROFILE AND DETAILS GRAPHIC SCALE 10 0 5 10 20 IN FEET 1 inch = 10' ft. M Kronholm Civil Engineering Inc. John W. Kronholm, PE President johnk@kronholmcivii.com PH: (970) 376-4599 Mailing- P.O. Box 2392 Edwards, CO 81632 Lu V) u.j Z DIEM -n 0 0 AmIkAle cc C) u 0 ui Lu < 0 0 0 1 0 > LL SHEET NO. 1 OF 2 Ilion SHEET NO. 1 OF 2 UtbIUNED BY: JWK DRAWN BY: JWK CHECKED BY: JWK DATE: 05/22/2011 JOB SHEET NO. 1 OF 2 DATUM 8125 SEE NOTE #5 RIM ELEVATION PER PLAN. USE D &L 2 1 -9224 CAST IRON FRAME AND GRATE EXCAVATED - FINISH GRADE SLOPES TRENCH TOWARDS INLET FINAL SAW CUT* INITIAL SAW CUT 1 M IF A RISER(S) ARE REQUIRED INSTALL BASE \ WITH ASHIP -LAP JOINT AND PROVIDE RUBBER -NECK OR EQUIVALENT JOINT SEALER PROVIDE WATERTIGHT PIPE CONNECTION INSTALL PRE -CAST CONCRETE BOX PER PLAN 2'x2' 6" CDOT CLASS 6 ROADBASE 2x2 CONCRETE INLET w U CULVERT AS PER PLANE , /,' � SUBGRADE notes: 1. Precast reinforced concrete 2'x2' inlet per ASTM C913 -08 with AASHTO HS -20 loading. 2. Provide water tight connectors such as KOR- N -SEALe 11, KOR -N -SEAL= 306, PSX:DIRECT DRIVE, PSX:POSITIVE SEAL SYSTEM) or other approved, Non - shrink grout around culvert pipe is not preferred, but can be used if necessary. 3. Backfill around sides of inlet with CDOT class 6 roadbase compacted to 95% standard proctor, excavated material to be exported. 4. Provide 6" of class 6 roadbase compacted to 95% under and around inlet, S. If inlet is located in landscaped mulch area, provide decorative rocks around inlet to prevent mulch from plugging inlet. CULVERT TRENCH WIDTH TABLE PIPE DIAM. MIN. TRENCH WIDTH 4" 21" 6" 23" 8" 26" 10" 28" 12" 30" 15" 34" 18" 39" 24" 48" 30" 56" 36" 64" 42" 72" 48" 80" 54" 88" 60" 96" ROAD SURFACE OR PROPOSED FINISH GRADE FINAL TRENCH BACKFILL AND COMPACTION PER GEOTECHNICAL REPORT compacted to 95% standard proctor within 2% of optimum moisture content. 2. Provide suitable foundation (suitable subgrade). Questionable subgrade to be observed by TYPICAL CULVERT BEDDING DETAIL Geotechnical engineer. if bedrock in encountered, bedding depth minimum to be 12" for all pipe. The trench bottom and trench subgrade shall be constructed to provide a firm, stable and uniform support for the full length of the pipe. 3. SDR 35 rigid PVC pipe per ASTM D3034. 4. Reinforced Concrete Pipe (RCP) shall conform to the requirements of AASHTO M 170 (ASTM C76) for the specified diameters and strength classes for wall class B and minimum Class ill Pipe OR contractor verified pipe strength in terms of 0.01 inch crack for D -load. Joints for this pipe shall come equipped with steel rings and rubber gaskets conforming to ASTM C 361 and as described in Bureau of Reclamation Specifications for Type R -2 joints. S. No rocks over 6" diameter allowed in Trench Backfill area. CLASS 6 ROADBASE � NYLOPLAST PART NO,1299CGS PIPE CULVERT OR ' 1, ti ANGULAR BOULDERS CONDUIT AS NOTED ON 6„ PLANS HINGED GRATE J % `} 3.56 INITIAL 1.81 � BACKFILL SPRINGLINE -_ -- is 6 ". Contractor to reinstall asphalt and roadbase to these PROPOSED minimum thickness per Town of Vail Code. 4. * Provide final saw cut just prior to final asphalt overlay. TOV ROAD CUT Coordinate final requirements with Town of Vail (TOV). MIRAFI 140N OR EQUIV. 5. Contractor to provide infrared heating of seams if required by 3 ` TOV. HAUNCH 1, COORDINATE PLACEMENT OF ALL BOULDERS WITH LANDSCAPE ARCHITECT. p o 1. 2. USE BOULDERS AS SPECIFIED BY ARCHITECT AND LANDSCAPE ARCHITECT. PROVIDE BOULDER SAMPLE FOR BEDDING 4" FOR 6 " -12" PIPE ` .; APPROVAL. x 0 6" FOR 18 " -60" PIPE -..... _._ 4" PERFORATED SDR35 PVC 3. DAYLIGHT DRAIN AWAY FROM BUILDINGS. SUITABLE FOUNDATION MIN. TRENCH WIDTH 4. THIS DETAIL IS FOR 2' TALL BOULDER WALLS ONLY. TALLER WALLS OR STACKED BOULDER WALLS REQUIRE (SUITABLE SUBGRADE) (SEE TABLE) GEOTECHNICAL ENGINEER DESIGN, z o ' Note: 1. Pipe bedding, haunch and initial back fill (Bedding Zone) to be CDOT class 6 roadbase compacted to 95% standard proctor within 2% of optimum moisture content. 2. Provide suitable foundation (suitable subgrade). Questionable subgrade to be observed by TYPICAL CULVERT BEDDING DETAIL Geotechnical engineer. if bedrock in encountered, bedding depth minimum to be 12" for all pipe. The trench bottom and trench subgrade shall be constructed to provide a firm, stable and uniform support for the full length of the pipe. 3. SDR 35 rigid PVC pipe per ASTM D3034. 4. Reinforced Concrete Pipe (RCP) shall conform to the requirements of AASHTO M 170 (ASTM C76) for the specified diameters and strength classes for wall class B and minimum Class ill Pipe OR contractor verified pipe strength in terms of 0.01 inch crack for D -load. Joints for this pipe shall come equipped with steel rings and rubber gaskets conforming to ASTM C 361 and as described in Bureau of Reclamation Specifications for Type R -2 joints. S. No rocks over 6" diameter allowed in Trench Backfill area. CLASS 6 ROADBASE DUCTILE IRON NYLOPLAST NOTES: 1. ALL DIMENSIONS IN INCHES UNLESS NOTED OTHERWISE 2. GRATE MEETS H -20 LOAD RATING 3. QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70 -50 -05 4. PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT 5. PROVIDE BACKFILL, BEDDING AND COMPACTION AROUND PIPE AND INLET SIMILAR TO 2'x2' INLET AND STORM SEWER BEDDING DETAILS. 13.56 j - --�- -- ' I tr �. -13.38 tsz 12 INCH STANDARD GRATE ASSEMBLY CULVERT 11.50 L_ r TRENCH BACKFILL CDOT CLASS 6 ROADBASE 6" DEPTH CONCRETE FLARED END SECTION A 3' 1' ANGULAR RIPRAP NOMINAL/D50 SIZE = 6" CULVERT RIPRAP APRON NOTES: SECTION A -A' 1. HEC -14 RIPRAP Standard Design 2. D50 for Rip -Rap is 6 ", placed 1.65' deep minimum. ' d I d 11 APRON WIDTH = 5.67' if : *L tS 1 Y APRON THICKNESS= 1.65' FILTER FABRIC AT END f SPRING CHANNEL UPGRADES NOTES: 3. Filter Fabric to be Mira" 14014 installed at least 1 un er F are En ection 1. Riprap minimum size to be 3" OR minimum opening of and secured. Extend fabric at least V into riprap apron along bottom. grate as installed at opening of 1A' diameter CPP, which ever is GREATER. Do not use rocks in Spring Channel that are RIPRAP APRON smaller than grate opening to help prevent rocks from entering existing storm sewer system. 2. Contractor to remove small rocks from upstream area of 1A' CPP and clean area to be free of loose debris, 3. Provide widened channel below spring discharge point to 12" help catch flow from spring. Upgrades to Channel should BOTTOM -►} ORIGINAL GROUND start about 10'to 13' below spring and weep - discharge to ( WIDTH allow for collection of spring. 4. Design basis is 70 GPM from Spring as measured during springtime runoff of 2011 of record setting snowpack on Vail f r 15 g r Mountain. Install Channel with slope of no less than 4 %.' 12" DEPTH g 1` S. Direct flow and channel towards opening of 1.0' CPP, INSTALL MIRAF1140N FILTER FABRIC f 6' P install large BOTTOM OF RIPRAP FOR large splash rock prior to opening to help direct flows into pipe. DISTANCE OF 3' UPSTREAM OFfZ/ EXISTING 1.0' CPP PIPE OPENING r l RIPRAP FES STA:1 +86.12 ELEV:8140.00 INVERT AT END OF CONCRETE FLARED SPRING CHANNEL UPGRADES CONTRACTOR TO INSTALL CHANNEL SUCH END SECTION ( "FES "). FLARED END TO THAT OVERFLOW RUNS TOW INLET P3 MATCH EXISTING GROUND CONTOURS. INSTALL RIPRAP APRON PER DETAIL GENERAL NOTES: 1. Existing Conditions: Existing site information is based upon a topographic survey, prepared and provided electronically by Eagle Valley Surveying "Partial Topographic Survey Lots 30, 31 and 32, Block 7, Vail Village First Filing, Town of Vail, Eagle County, Colorado" Job No. 778 dated 6- 10 -11. 2. Guidelines: Contractor to adhere to all applicable Town of Vail standards and regulations, including current International Building Code as amended and adopted by the Town of Vail. Contractor also to adhere to all Town and State Regulations concerning water and groundwater. 3. Geotechnical: Contractor to adhere to all recommendations set forth in Project Geotechnical Report and Letter(s) as prepared by HP Geotech for "Proposed Residence, Lot 30, Black 7, Vail Village First Filing, 115 Forest Road, Vail, Colorado," Job No. 110 044A. 4. Existing Utilities: The Contractor is warned that conflicts with existing utilities may exist No below grade utility depths were located for this project. All utility locates are the responsibility of the Contractor. Contractor to notify the Engineer if any conflicts exists so that adjustments may be made to the plans. 5. Permits: Contractor to obtain all necessary permits to perform required work, including road cut permit if required for construction. 6. RFI: If conflicts, questions or interpretations are required contact the Engineer in writing with a Request For Information (RFI.) All authorized changes to Construction Plans from Engineer shall be in writing. 7. Road Cuts: Road cuts and any other construction in road right -of -way shall conform to Town of Vail standards. 8. Do Not Scale: Contractor shall not scale from plans. If additional dimensions are required from field staking or from plans, contact the Engineer with an RFI, If Contractor proceeds with construction without notifying Engineer, he does so at his own risk. 9. On Site Observations: Observations of the work in progress and on -site visits are not to be construed as a guarantee or warranty by the Engineer of the Contractor's contractual responsibilities. 10. Safe : Safety is the responsibility of the Contractor, The Engineer is not responsible for safety in, on, or about the project site, or for compliance by the appropriate party with any regulations relating thereto, 11. Groundwater and Seepage: If any groundwater is found or seepage from cut slopes is encountered, the Contractor shall contact Engineer and the Project Geotechnical Engineer immediately. 12, Topsoil and Landscaping: Place 6" of topsoil on all cut and fill slopes and all disturbed areas, All disturbed areas to be revegetated as per Landscape Architect's specifications /plans including Seeding, Mulching and Tackifier. 13. Embankment: All compaction and grading and shall be in accordance with the Project Geotechnical Report. All Embankments and Backfill to be compacted to at least 95% Standard Proctor Density (SPD) in minimum lifts of 6 ", unless otherwise specified in the Project Geotechnical Report. Maximum installed slope to be 2(h):1(v). Prior to fill placement, the subgrade must be carefully prepared by removing all vegetation and topsoil and compacting to at least 95% of the maximum SPD. Provide suitable subgrade for all pipes, utilities, structures, driveways, embankment and bedding. Refer to Project Geotechnical Report. 14. Trees: Trees shown within limits of disturbance to be removed. Do not remove any trees without permission from Architect or Owner. 15. Finish Grade: Contractor to install finish grade according to plan grades, slopes, spots, notes and specifications. Provide a smooth finish by raking in topsoiied areas. Provide smooth transitions at top of banks and toe of slopes. 16, Smooth Finish Surfaces: All excavations and embankments shall be finished to smooth and uniform surfaces conforming to plans and typical sections detailed and specified here. Variation from the subgrade plans elevations specified shall not be more than 0.08 foot. Where driveway is to be constructed subgrade shall not vary by more than 0.04 foot, Subgrade shall be prepared as per Plans and Project Geotechnical Report. 17. Survey Work: Contractor(s) shall employ a licensed surveyor to establish all work lines, 18. Walls: These plans do not contain any details, Structural or Geotechnical information for wall construction. 19. Surface Drainage Surface Drainage shall not allow ponding of water on or adjacent to pavement or near the top of fill slopes. Surface water shall not be allowed to discharge down fill slopes. This plan does not show any proposed finished grades around proposed residence, refer to Architects plans. STORM SEWER NOTES: 1. Inlet P2: Inlet P2 to be a 4' diameter concrete manhole as per ASTM C478 "Specification for Precast Reinforced Concrete Manhole Sections" and be installed with a similar cast -in -place base around the Design Build 12" culvert. Provide watertight gasket for 12 .1 pipe connection. Install double Rub -R -Nek with primer between sections, an eccentric cone is preferred, Provide HS -20 rated manhole ring and cover indicating "STORM" and manhole steps for ease of access. Provide watertight connection for all pipes. Install similar to "2'x2' Concrete Inlet" detail. 2. Inlet P3: Inlet P3 to be a 2'x2' concrete box as per ASTM C913 -08 and be installed with a similar cast -in -place base around the design build 12" culvert. Provide watertight gasket f 2 connection. for pipe c c e pP 3. Inlet P4: Inlet P4 to be cast -in -place concrete inlet with Type 13 Valley Grate placed at a rim elevation of 1% drainage slope from existing 12 loco ed to the west and at a CMP t 2(h):1(v) slope from the existing edge of asphalt of Beaver Dam Road. The inlet width and location may vary slightly from this plan in order to avoid damage and conflicts with existing utilities. Install inlet, grate, concrete and rebar similar to CDOT M&S standard "Concrete Inlet Type 13" M- 604 -13, Inlet shape will vary, coordinate with Engineer. The existing phone line may require a slight field alignment adjustment. Contractor to coordinate phone line adjustment with appropriate utility company. One possible adjustment could be to expose a length of conduit or wire either side of the inlet and gently adjust line to the side, as coordinated with utility company. Coordinate final location of inlet and proposed 2' tall boulder wall with Project Engineer and TOV Engineer Chad Sallie. 4. Pipe Between P2 and P4: The piping between proposed inlets P2 and P3 is to be 12" inside diameter installed at 2% minimum slope and be design build by contractor. Contractor has indicated that they will install a Directionally Bored Pipe. Location of pipe shown on plan and profile is only shown schematically for informational purposes. Contractor to certify and guarantee pipe installation: for sound structural integrity; to not promote settling or damages to ground surface above; to maintain existing walls and structures at their original structural integrity and to be installed following all appropriate nationally accepted standards and guidelines. No trees are to be removed or damaged, including root systems, unless otherwise noted on this plan or A chitects /Landscape Architects plans. Contractor is responsible for water quality during construction. Groundwater should be appropriately permanently mitigated to prevent any migration of fine soil particles and potential subsidence or other structural implications of groundwater channeling. S. Pipe Between P4 and FES: The Reinforced Concrete Pipe (RCP) proposed under Beaver Dam Road to be installed fallowing all Town of Vail Guidelines. 6. PUBLIC AND PRIVATE STORM SEWER: Proposed inlet P4, the pipe between inlet P4 and the FES, the FES and the accompanying riprap apron are to be maintained by the Town of Vail. The rest of the storm sewer system as proposed is private. 7. PROPOSED 20' EASEMENT: Refer to Easement Agreement for additional information about proposed 20' wide easement. Easement to be adjusted so that it is centered around the as -built location of 12" Storm Sewer line, however, the Easement shall be 20' width minimum as located on Lot 31. Contractor to have surveyor present during construction so that appropriate information is gathered to adjust proposed easement. NYLOPLAST PART NO,1299CGS , ' APPROX. DRAIN AREA = 60.62 SQ IN ANGULAR BOULDERS %• i APPROX. WEIGHT WITH FRAME =40.68 LBS accordance with all Town of Vail codes, guidelines, detail and HINGED GRATE J % FOR EASY ACCESS 3.56 ? i 1.81 DUCTILE IRON NYLOPLAST NOTES: 1. ALL DIMENSIONS IN INCHES UNLESS NOTED OTHERWISE 2. GRATE MEETS H -20 LOAD RATING 3. QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70 -50 -05 4. PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT 5. PROVIDE BACKFILL, BEDDING AND COMPACTION AROUND PIPE AND INLET SIMILAR TO 2'x2' INLET AND STORM SEWER BEDDING DETAILS. 13.56 j - --�- -- ' I tr �. -13.38 tsz 12 INCH STANDARD GRATE ASSEMBLY CULVERT 11.50 L_ r TRENCH BACKFILL CDOT CLASS 6 ROADBASE 6" DEPTH CONCRETE FLARED END SECTION A 3' 1' ANGULAR RIPRAP NOMINAL/D50 SIZE = 6" CULVERT RIPRAP APRON NOTES: SECTION A -A' 1. HEC -14 RIPRAP Standard Design 2. D50 for Rip -Rap is 6 ", placed 1.65' deep minimum. ' d I d 11 APRON WIDTH = 5.67' if : *L tS 1 Y APRON THICKNESS= 1.65' FILTER FABRIC AT END f SPRING CHANNEL UPGRADES NOTES: 3. Filter Fabric to be Mira" 14014 installed at least 1 un er F are En ection 1. Riprap minimum size to be 3" OR minimum opening of and secured. Extend fabric at least V into riprap apron along bottom. grate as installed at opening of 1A' diameter CPP, which ever is GREATER. Do not use rocks in Spring Channel that are RIPRAP APRON smaller than grate opening to help prevent rocks from entering existing storm sewer system. 2. Contractor to remove small rocks from upstream area of 1A' CPP and clean area to be free of loose debris, 3. Provide widened channel below spring discharge point to 12" help catch flow from spring. Upgrades to Channel should BOTTOM -►} ORIGINAL GROUND start about 10'to 13' below spring and weep - discharge to ( WIDTH allow for collection of spring. 4. Design basis is 70 GPM from Spring as measured during springtime runoff of 2011 of record setting snowpack on Vail f r 15 g r Mountain. Install Channel with slope of no less than 4 %.' 12" DEPTH g 1` S. Direct flow and channel towards opening of 1.0' CPP, INSTALL MIRAF1140N FILTER FABRIC f 6' P install large BOTTOM OF RIPRAP FOR large splash rock prior to opening to help direct flows into pipe. DISTANCE OF 3' UPSTREAM OFfZ/ EXISTING 1.0' CPP PIPE OPENING r l RIPRAP FES STA:1 +86.12 ELEV:8140.00 INVERT AT END OF CONCRETE FLARED SPRING CHANNEL UPGRADES CONTRACTOR TO INSTALL CHANNEL SUCH END SECTION ( "FES "). FLARED END TO THAT OVERFLOW RUNS TOW INLET P3 MATCH EXISTING GROUND CONTOURS. INSTALL RIPRAP APRON PER DETAIL GENERAL NOTES: 1. Existing Conditions: Existing site information is based upon a topographic survey, prepared and provided electronically by Eagle Valley Surveying "Partial Topographic Survey Lots 30, 31 and 32, Block 7, Vail Village First Filing, Town of Vail, Eagle County, Colorado" Job No. 778 dated 6- 10 -11. 2. Guidelines: Contractor to adhere to all applicable Town of Vail standards and regulations, including current International Building Code as amended and adopted by the Town of Vail. Contractor also to adhere to all Town and State Regulations concerning water and groundwater. 3. Geotechnical: Contractor to adhere to all recommendations set forth in Project Geotechnical Report and Letter(s) as prepared by HP Geotech for "Proposed Residence, Lot 30, Black 7, Vail Village First Filing, 115 Forest Road, Vail, Colorado," Job No. 110 044A. 4. Existing Utilities: The Contractor is warned that conflicts with existing utilities may exist No below grade utility depths were located for this project. All utility locates are the responsibility of the Contractor. Contractor to notify the Engineer if any conflicts exists so that adjustments may be made to the plans. 5. Permits: Contractor to obtain all necessary permits to perform required work, including road cut permit if required for construction. 6. RFI: If conflicts, questions or interpretations are required contact the Engineer in writing with a Request For Information (RFI.) All authorized changes to Construction Plans from Engineer shall be in writing. 7. Road Cuts: Road cuts and any other construction in road right -of -way shall conform to Town of Vail standards. 8. Do Not Scale: Contractor shall not scale from plans. If additional dimensions are required from field staking or from plans, contact the Engineer with an RFI, If Contractor proceeds with construction without notifying Engineer, he does so at his own risk. 9. On Site Observations: Observations of the work in progress and on -site visits are not to be construed as a guarantee or warranty by the Engineer of the Contractor's contractual responsibilities. 10. Safe : Safety is the responsibility of the Contractor, The Engineer is not responsible for safety in, on, or about the project site, or for compliance by the appropriate party with any regulations relating thereto, 11. Groundwater and Seepage: If any groundwater is found or seepage from cut slopes is encountered, the Contractor shall contact Engineer and the Project Geotechnical Engineer immediately. 12, Topsoil and Landscaping: Place 6" of topsoil on all cut and fill slopes and all disturbed areas, All disturbed areas to be revegetated as per Landscape Architect's specifications /plans including Seeding, Mulching and Tackifier. 13. Embankment: All compaction and grading and shall be in accordance with the Project Geotechnical Report. All Embankments and Backfill to be compacted to at least 95% Standard Proctor Density (SPD) in minimum lifts of 6 ", unless otherwise specified in the Project Geotechnical Report. Maximum installed slope to be 2(h):1(v). Prior to fill placement, the subgrade must be carefully prepared by removing all vegetation and topsoil and compacting to at least 95% of the maximum SPD. Provide suitable subgrade for all pipes, utilities, structures, driveways, embankment and bedding. Refer to Project Geotechnical Report. 14. Trees: Trees shown within limits of disturbance to be removed. Do not remove any trees without permission from Architect or Owner. 15. Finish Grade: Contractor to install finish grade according to plan grades, slopes, spots, notes and specifications. Provide a smooth finish by raking in topsoiied areas. Provide smooth transitions at top of banks and toe of slopes. 16, Smooth Finish Surfaces: All excavations and embankments shall be finished to smooth and uniform surfaces conforming to plans and typical sections detailed and specified here. Variation from the subgrade plans elevations specified shall not be more than 0.08 foot. Where driveway is to be constructed subgrade shall not vary by more than 0.04 foot, Subgrade shall be prepared as per Plans and Project Geotechnical Report. 17. Survey Work: Contractor(s) shall employ a licensed surveyor to establish all work lines, 18. Walls: These plans do not contain any details, Structural or Geotechnical information for wall construction. 19. Surface Drainage Surface Drainage shall not allow ponding of water on or adjacent to pavement or near the top of fill slopes. Surface water shall not be allowed to discharge down fill slopes. This plan does not show any proposed finished grades around proposed residence, refer to Architects plans. STORM SEWER NOTES: 1. Inlet P2: Inlet P2 to be a 4' diameter concrete manhole as per ASTM C478 "Specification for Precast Reinforced Concrete Manhole Sections" and be installed with a similar cast -in -place base around the Design Build 12" culvert. Provide watertight gasket for 12 .1 pipe connection. Install double Rub -R -Nek with primer between sections, an eccentric cone is preferred, Provide HS -20 rated manhole ring and cover indicating "STORM" and manhole steps for ease of access. Provide watertight connection for all pipes. Install similar to "2'x2' Concrete Inlet" detail. 2. Inlet P3: Inlet P3 to be a 2'x2' concrete box as per ASTM C913 -08 and be installed with a similar cast -in -place base around the design build 12" culvert. Provide watertight gasket f 2 connection. for pipe c c e pP 3. Inlet P4: Inlet P4 to be cast -in -place concrete inlet with Type 13 Valley Grate placed at a rim elevation of 1% drainage slope from existing 12 loco ed to the west and at a CMP t 2(h):1(v) slope from the existing edge of asphalt of Beaver Dam Road. The inlet width and location may vary slightly from this plan in order to avoid damage and conflicts with existing utilities. Install inlet, grate, concrete and rebar similar to CDOT M&S standard "Concrete Inlet Type 13" M- 604 -13, Inlet shape will vary, coordinate with Engineer. The existing phone line may require a slight field alignment adjustment. Contractor to coordinate phone line adjustment with appropriate utility company. One possible adjustment could be to expose a length of conduit or wire either side of the inlet and gently adjust line to the side, as coordinated with utility company. Coordinate final location of inlet and proposed 2' tall boulder wall with Project Engineer and TOV Engineer Chad Sallie. 4. Pipe Between P2 and P4: The piping between proposed inlets P2 and P3 is to be 12" inside diameter installed at 2% minimum slope and be design build by contractor. Contractor has indicated that they will install a Directionally Bored Pipe. Location of pipe shown on plan and profile is only shown schematically for informational purposes. Contractor to certify and guarantee pipe installation: for sound structural integrity; to not promote settling or damages to ground surface above; to maintain existing walls and structures at their original structural integrity and to be installed following all appropriate nationally accepted standards and guidelines. No trees are to be removed or damaged, including root systems, unless otherwise noted on this plan or A chitects /Landscape Architects plans. Contractor is responsible for water quality during construction. Groundwater should be appropriately permanently mitigated to prevent any migration of fine soil particles and potential subsidence or other structural implications of groundwater channeling. S. Pipe Between P4 and FES: The Reinforced Concrete Pipe (RCP) proposed under Beaver Dam Road to be installed fallowing all Town of Vail Guidelines. 6. PUBLIC AND PRIVATE STORM SEWER: Proposed inlet P4, the pipe between inlet P4 and the FES, the FES and the accompanying riprap apron are to be maintained by the Town of Vail. The rest of the storm sewer system as proposed is private. 7. PROPOSED 20' EASEMENT: Refer to Easement Agreement for additional information about proposed 20' wide easement. Easement to be adjusted so that it is centered around the as -built location of 12" Storm Sewer line, however, the Easement shall be 20' width minimum as located on Lot 31. Contractor to have surveyor present during construction so that appropriate information is gathered to adjust proposed easement. 12" INLINE DRAIN 1 $ RISER `- ELBOW SDR 35 PVC SOLID RIGID PIPE AND FITTINGS DUCTILE IRON GRATE W /CAST IRON FRAME ROVIDE OUTLET VITH WATERTIGHT ADAPTERS OR: 12X6 SDR -35 SEWER PROVIDE COBBLES AROUND g INLET IN MULCH / LANDSCAPED AREAS, TYPICAL FINAL SAW CUT AND ASPHALT REMOVE BEDDING , TOV ROADCUT Notes: ANGULAR BOULDERS 1. Contractor to perform roadcut under Beaver Dam Road in accordance with all Town of Vail codes, guidelines, detail and specifications, including trench compaction and backfill, including J acquisition of TOV Right of Way Permit. Y 4 . ? i I an beddin p er � u 2. Install pipe a b Ty Culvert Bedding Detail. PP gP YP g � 3. Beaver Dam Road asphalt thickness is 3" and Roadbase thickness is 6 ". Contractor to reinstall asphalt and roadbase to these PROPOSED minimum thickness per Town of Vail Code. 4. * Provide final saw cut just prior to final asphalt overlay. TOV ROAD CUT Coordinate final requirements with Town of Vail (TOV). MIRAFI 140N OR EQUIV. 5. Contractor to provide infrared heating of seams if required by TOV. 12" INLINE DRAIN 1 $ RISER `- ELBOW SDR 35 PVC SOLID RIGID PIPE AND FITTINGS DUCTILE IRON GRATE W /CAST IRON FRAME ROVIDE OUTLET VITH WATERTIGHT ADAPTERS OR: 12X6 SDR -35 SEWER PROVIDE COBBLES AROUND g INLET IN MULCH / LANDSCAPED AREAS, TYPICAL FINAL SAW CUT AND ASPHALT REMOVE APRON LENGTH = 4' 3 1 F > A \ 4 \ \ f' ` 3t PLAN VIEW Kronholm Civil Engineering Inc. John W. Kronholm, PE President johnk @kronholmcivil.com PH: (970) 376-4599 Mailing: P.O. Box 2392 Edwards, CO 81632 i < LAW i 0 0 0 C C i • U.1 UJ 0 > ILL 1 � 0 V TO V DIA * `, ANGULAR BOULDERS f 3/4" WASHED ROCK I � PROPOSED FINISH GRADE MIRAFI 140N OR EQUIV. BOULDER WALL NOTES: 1, COORDINATE PLACEMENT OF ALL BOULDERS WITH LANDSCAPE ARCHITECT. p o 1. 2. USE BOULDERS AS SPECIFIED BY ARCHITECT AND LANDSCAPE ARCHITECT. PROVIDE BOULDER SAMPLE FOR w =) , N'_ ` .; APPROVAL. x 0 -"" °-- -..... _._ 4" PERFORATED SDR35 PVC 3. DAYLIGHT DRAIN AWAY FROM BUILDINGS. O � a 4 ' ' 4. THIS DETAIL IS FOR 2' TALL BOULDER WALLS ONLY. TALLER WALLS OR STACKED BOULDER WALLS REQUIRE z ,,, CC GEOTECHNICAL ENGINEER DESIGN, z o ' g , DAYLIGHT TO DRAIN TYPICAL 2' TALL BOULDER WALL ;_1 m APRON LENGTH = 4' 3 1 F > A \ 4 \ \ f' ` 3t PLAN VIEW Kronholm Civil Engineering Inc. John W. Kronholm, PE President johnk @kronholmcivil.com PH: (970) 376-4599 Mailing: P.O. Box 2392 Edwards, CO 81632 i < LAW i 0 0 0 C C i • U.1 UJ 0 > ILL 1 � 0 �®� f �®� DESIGNED BY JWK DRAWN BY JWK CHECKED BY JWK DATE 05/22/2011 JOB NO: TOVO4001 f ;i7m 0 + 00 1 +00 r a a , DESIGNED BY JWK DRAWN BY JWK CHECKED BY JWK DATE 05/22/2011 JOB NO: TOVO4001 f ;i7m 0 + 00 1 +00