RURAL WATER DISTRIBUTION DESIGN STANDARDS

Transcription

1 MUNICIPAL POLICY MANUAL CODE: 366 CATEGORY: UTILITIES RURAL WATER DISTRIBUTION DESIGN STANDARDS BACKGROUND The Council of Athabasca County deems it appropriate to establish guidelines and standards to be utilized when a developer of a rural subdivision requests to provide water servicing within that rural subdivision. PROCEDURES 1. The developer shall request, in writing to the Aspen Regional Water Services Commission regarding permission and approval to connect to the Regional Water Line. 2. Upon receipt of written approval from the Aspen Regional Water Services Commission for connection to the Regional Water Line, the developer shall then request in writing to Athabasca County for approval for the developer to provide rural water distribution servicing within the subdivision. 3. Upon review and written approval from Athabasca County, the developer may proceed with construction of the rural water distribution line within the subdivision as per the attached Schedule A - Rural Water Distribution. Effective Policy Date: 13/4/22 Reference: PW 13-76, PW Revision: CC CC

2 DESIGN STANDARDS SCHEDULE A RURAL SERVICE AREA RURAL WATER DISTRIBUTION UPDATED AUGUST 29, Rural Water Distribution 1.1 System Design Overview and Approvals Plan-profile drawings, specifications and a letter report shall be prepared by a qualified Professional Engineer and be submitted to Athabasca County and Alberta Environmental Protection for review and approval prior to construction. The letter report shall include the design parameters and design calculations for sizing the lines based on 3.8 L/min. restricted flow at minimum residual pressure of 14 kpa at the property line (7 kpa maximum). A cistern will be required on each lot which shall be set back a minimum of 5. m from the property line and at an elevation which will maintain positive water pressure. A significant head loss through the required metering chamber at each lot must also be allowed for The developer will be responsible for all regulatory permits and approvals required to complete construction of the work. This includes notification to Alberta Environmental for extension of the water system The developer of the rural subdivision shall be responsible for all costs associated with the engineering, materials and construction of the water mains and the service lines with curb cock (c.c.) installed within the rural subdivision The residential developer, at the time of residential development, shall be responsible for all costs associated with the connection to the rural subdivision service line with installed curb cock (c.c.) of which said costs shall include the materials for, and installation of the meter chamber as described in through Turn Over Package Developer will provide record drawings of the completed works, prepared by a qualified Professional Engineer Hydrostatic and bacteriological test results Permits and approvals required to construct and operate the water system Turn Over Package must be received by Athabasca County Infrastructure Services Department (ISD) prior to use of the new water system. 1.3 Water Mains Water main alignments shall be located within the drainage ditch, adjacent to the roadway. Page 1 of 1

3 1.3.2 Mains shall be at a depth adequate to provide a minimum of 2.75 m depth of cover from finished grade to top of pipe Auguring or directional drilling is required under all roads, and is recommended in all other locations Compaction of any trenches and auger pits within the road ROW is required to 98% Standard Proctor Density in the road side-slopes and 95% in the ditch bottom. Repair of any settlements that occur within two years is required A separate service line with a metering chamber 1.5 m inside the road right-of-way is required for each lot, with the rural subdivision developer to be responsible for the service line (of which shall have a c.c. installed at the end of it) and with the developer at the time of residential development, to be responsible for all costs associated with the water meter, including purchase, installation and connection A common service line with a dual meter chamber inside the road right-of-way and located at the dividing property line, may be used where shared access is not used Meter chambers to be located in the backslope of the road ditch Meter chamber (see STANDARD DRAWING 11) to contain: (iv) Water meter. Neptune Pit style with radio transmitting to conform with Athabasca County s existing billing software (To be supplied by County at time of residential development, with cost of said meter to be incurred by the residential developer). Ball valve. Backflow preventer. Flow restriction to 3.8 L/min Air release facilities are required at highpoints and blow off valves are required at ends of lines A minimum of one 5 mm diameter Water Sampling Station is required at dead ends A minimum distance of 2.5 m horizontal separation must be maintained between a water main and any sewer main A minimum distance of 3. m horizontal separation must be maintained between a water main and any gas line Marker posts (see STANDARD DRAWING 12) shall be installed perpendicular to all valve and appurtenances locations, adjacent to the property line. Warning signs and Page 2 of 1

4 painted fence posts (see STANDARD DRAWING 13) shall be installed at the edge of the road ROW where water mains cross roadways. 1.4 System Materials General The Developer shall supply and install only new materials. All such materials that are defective in manufacture, damaged in transit or have been damaged after delivery shall be replaced by the Developer at his expense. All Standards referred to mean the latest edition of that Standard High Density Polyethylene (HDPE) Pipe (iv) (v) HDPE pressure pipe shall be DR11 or DR13.5, PE 348 Iron pipe sized (IPS) and shall conform to CSA B137.1, ASTM F714 and ASTM D335 Standards. Pipe sized from 13 mm through 76 mm shall conform to ANSI/AWWA C91-2 Standard. Pipe sized from 1 mm through 1,575 mm shall conform to ANSI/AWWA C96- Standard. All joints are to be thermal heat fused. Mechanical service connections are not approved. All components shall be made of corrosion resistant materials. The interior of the pipe shall be clean and no debris or HDPE shavings shall be trapped inside the pipe. Pipe age not to exceed two years at time of installation Polyvinyl Chloride (PVC) Pipe PVC pipe sizes 1 mm to 3 mm shall be DR18, Class 15, (135 kpa) Cast Iron Outside Diameter, with bell and spigot ends. Polyvinyl chloride (PVC) pipe size 3 mm to 9 mm shall be DR25, Class The pipe shall be supplied with integral wall thickened bell ends and continuous (jointless) elastomeric gasket. Gaskets shall be of a pressure actuated seal design. PVC pipe shall be certified under CSA Rigid Poly Vinyl Chloride Pipe for Pressure Applications. The interior of the pipe shall be clean and no debris or PVC shavings shall be trapped inside the pipe. Pipe sizes 1 mm to 3 mm shall also conform to the AWWA C9 and pipe sizes 35 9 mm shall also conform to the AWWA C95 Standard. The pipe shall be manufactured from clean, 12454B PVC compound conforming to ASTM resin specification D1784. All watermain pipe shall be certified for potable water service (NSF61). Page 3 of 1

5 1.4.4 Fittings HDPE fittings shall be DR 11 PE 348 conforming to ASTM F714 and CAN B137.1, Standards. All HDPE molded fittings shall meet the requirements of ASTM D2683 for sockettype fittings, ASTM D3261 for butt-type fittings, or ASTM F155 electrofusion-type fittings. PVC injection-molded fittings, sizes 1 2 mm Class 15 (135 kpa) conforming to AWWA C97. Tees, elbows, tapped (AWWA thread) couplings and reducers sizes 1 2 mm shall also conform to CSA B Fittings shall be supplied with continuous (jointless) elastomeric gaskets. All gaskets for PVC fittings (except for repair coupling) shall be of a pressure actuated seal design. Page 4 of 1

6 (iv) PVC extruded fittings, sizes 25 4 mm shall be Class 15 (135 kpa), DR 18, conforming to AWWA C9 or C95 and CSA Fabricated fittings are to be fibreglass reinforced. (v) PVC fittings shall not be installed in areas contaminated or potentially contaminated with organic compounds (organic solvents or petroleum products), i.e. near buried petroleum fuel tanks, abandoned gas stations, petro storage areas or petro refinery sites. (vi) Ductile Iron fittings shall comply with AWWA Specification C-11, and be supplied with tyton joint and require a zinc sacrificial anode as per Athabasca County requirements. The exterior of all fittings shall be coated with asphaltic coating or a fusion bonded epoxy coating conforming to AWWA C Valves Valves shall be iron body, bronze mounted gate valves with a non-rising spindle, which open by turning in a counter clockwise direction. All valves shall conform with AWWA C5 for bronze mounted solid wedge gate valves or AWWA C59 for resilient seated gate valves. Interior to be factory coated with epoxy coating conforming to AWWA C55. Exterior to be factory applied epoxy coated. Corrosion protection to be provided by installation of a zinc sacrificial anode. Valve ends compatible with pipe joint type (Cast Iron Outside Diameter). Flange fittings for PE pipe and Bell and spigot for PVC. (iv) Cast iron valve boxes conforming to ASTM A48, Class 25 of the screw or sliding type shall be required on all valves. Coating inside and outside shall be an asphaltic coating or fusion bonded epoxy conforming to AWWA C213. Set screws to be galvanized. Top of box to be marked "WATER". (v) Extension stem to be 25 mm square mild steel with 5 mm operating nut and flange suitable for 3. m bury. A rock disk nut is required on all valves. (vi) All valves in roadways or sidewalks shall be Norwood Foundry Type A sliding type valve box or an approved equal. (vii) PVC valve boxes are not permitted. (viii) Distribution mains shall be located such that in the event of a shutdown no more than 25 single family units are involved in a shutdown. Maximum spacing of valves shall be no more than 1.6 km. Valves to be placed at all intersections. Page 5 of 1

7 1.4.6 Service Connections (iv) (v) (vi) Water service pipe on HDPE watermains shall be DR9, PE 348 and conform to ANSI/AWWA C92-2 standards. Minimum service diameter is 25 mm. Water service pipe on PVC watermains shall be Type K Copper conforming to AWWA C8, up to and including 5 mm in size. For 2 mm and 25 mm sizes, Blue Kitec Water Service Tubing (2 psi rating) and conforming to CSA B137.1, or approved equal, is also acceptable. For 1 mm and larger service connections, PVC pipe shall be used and comply with the SUB-SECION OF THIS SECTION. On copper service lines, a zinc sacrificial anode shall be installed to reduce corrosion. HDPE Main connections shall be made by means of a branch saddle or tapping tee. All fittings and joints must be thermal heat fused; either hot iron heat-joining practice, ASTM D2657 or electofusion joining method, ASTM F129 or ASTM F155. Services to be one piece, no mechanical connections permitted between main meter chambers. Water service saddles (straps and nuts and bolts) shall be stainless steel, bronze, or a combination of both. Stainless steel shall be Type 34. Service saddles shall comply with the pipe manufacturer s specifications. Meter chambers shall be located 2 m minimum from shoulder of driveway. Minimum depth of cover shall be 2.75 m from finished grade to the top of pipe System Installation The system installation standards are intended to address key points only and are not to be considered as a substitute for a detail construction specification to be prepared by the Developer s Engineer Trenching, Bedding and Backfilling All trenching and backfilling shall be completed in strict conformance with OHS and any other applicable. If unsuitable soil conditions (i.e., organics, high moisture content, rock, etc.) are encountered, the method or dealing with these conditions shall be assessed by a qualified Professional Engineer commissioned by the Developer, and a letter report submitted to the Athabasca County Infrastructure Services Department (ISD). Class "B" bedding as depicted on the STANDARD DRAWING 14 shall be used for all water mains in suitable soil conditions. If unsuitable pipe foundation conditions exist, the design for a special pipe foundation and bedding shall be prepared by a qualified Professional Engineer and submitted to the Athabasca County ISD. Page 6 of 1

8 (iv) (v) Compaction of any trenches and auger pits within the road ROW is required to 95% Standard Proctor Density except for the slope of road itself which requires 98%. Repair of any settlements that occur within one year is required. If the above compaction standards cannot be achieved because of abnormal weather or wet ground conditions the Athabasca County Representative may permit a more appropriate standard for the individual case on receipt of an acceptable proposal from the Developer's Engineer Augering of All Service Connections All road service connections shall be installed by augering under proposed or existing streets except where augering is not feasible due to adverse soil conditions. Open trenching may be permitted subject to the Athabasca County ISD s acceptance of the need and acceptance of the backfill material. All auger pit excavations shall be backfilled with granular bedding material and mechanically compacted, in lifts not to exceed 15 mm in depth, to a minimum of 98% Standard Proctor Density to 3 mm above the pipe. Backfill of auger pit excavation over 3 mm above the pipe shall be compacted in lifts not to exceed 15 mm in depth, to a minimum of 95% Standard Proctor Density within the road ROW except on the sideslope of the road which requires 98% Installation of Anodes Anodes and leads shall be installed on valves, and cast or ductile iron fittings as depicted on STANDARD DRAWING 15. Connection of the anode lead shall be by Cad welding. The connection point shall be then coated with Polyken primer and tape. A minimum of 2 L (3.8 L/Min) of water is to be poured on each 2.3 kg (5 lb) anode to initiate the anode operation. An alternative is to soak the above anodes in water for a minimum of 1 minutes Inspection and Testing Before acceptance of the work, the entire system shall be subjected to a hydrostatic pressure test in the presence of a professional engineer. The Developer shall provide all necessary labour, materials and equipment for the test including a suitable pump, measuring tank, pressure hoses, connections, plugs, caps, gauges and all other apparatus necessary for filling the main, pumping to the required test pressure and recording the Page 7 of 1

9 pressure and leakage losses. The Developer shall provide evidence that the gauges used are accurate. The water distribution system may only be charged through one valve. Only one valve may be operated during pressure and leakage testing as well. Prior to the start of pressure and leakage, chlorination and bacteria testing, the Developer s Consultant will be required to provide a plan outlining how the testing is to be accomplished. The plan must include the sequence of valve turning, sections of water main to undergo pressure and leakage testing, how chlorination is to be accomplished, and locations when chlorine residual and bacteria tests are to be taken. Testing will not be allowed to proceed until the above is approved by the Athabasca County ISD. The system shall be filled with water slowly and air bled off at each air release blow-off location. The Developer is required to provide automatic or manual air releases, for filling of the pipeline. Temporary air releases are to be removed following Commissioning. When the line has been filled and most of the air expelled, time should be allowed for the remaining air and water to reach a constant temperature. The test section may be pressured through an air relief valve or a tap may be installed in the line. After testing the pipe shall be plugged at the Developer s expense. The mains or section of mains shall be subject to a pressure of not less than 11 kpa. The allowable leakage for HDPE pipe material shall be determined by the following procedures and tables. Expel air from collection system, by slowly filling main with water. High points must have automatic air/vacuum relief valves to vent air when filling and be closed when pressure is applied. A hydrostatic test pressure of 1.5 times the rated pressure of the pipe at the lowest point in the system main shall be applied. Pressurized pipe to require test pressure over a three hour period and old required test pressure for an additional hour to allow for pipe expansion and stretching prior to the leakage test. Test period shall be for two hour duration. Amount of make-up water (leakage) required to return the pipe to required test pressure shall not exceed the allowance given in the following table. Page 8 of 1

10 Field Testing of High Density Polyethylene Pipe (HDPE) Water Systems Nominal Pipe Allowance for Expansion Size mm (litres/1 m of pipe) 2 Hour Test Total time under test pressure must not exceed eight hours. If test is not accepted due to leakage or equipment failure, test section must be permitted to relax for eight hour period prior to the next testing sequence. The allowable leakage for PVC pipe material shall be determined by the following procedures and formulas. Test to be completed to AWWA C65. Expel air from collection system, by slowly filling main with water. High points must have automatic air/vacuum relief valves to vent air when filling and be closed when pressure is applied. A hydrostatic test pressure of 1.5 times the working pressure of the pipe at the lowest point in the system main shall be applied. Leakage tests shall be made only after completion of services, partial or complete backfill, and a minimum of 24 hours after the pipe has been filled with water. No test shall be applied until at least 36 hours after the last concrete reaction or thrust block has been cast with high early strength cement, or at least seven days after the last concrete reaction or thrust block has been cast with standard cement. The duration of each test shall be two hours. Amount of make-up water (leakage) required to return the pipe to required test pressure shall not exceed the allowance given by the following formula: L = NDP1/2 For PVC Pipe 128,225 Page 9 of 1

11 Where: L = allowable leakage, L/hr N = total number of joints D = pipe diameter, mm P = test pressure, kpa (iv) No mains shall be charged and no pressure and leakage tests shall be permitted between October 15 th and April 15 th, inclusive, unless approved by the Athabasca County. Prior to the initial acceptance of the water system, water mains are to be disinfected in accordance with AWWA C651 continuous feed method. Procedural method of disinfection including chlorine concentration calculations and contact times are to be submitted to the Athabasca County ISD for acceptance. Samples will be taken by the Developer and the water main is to remain valved off until such time as the bacteria sample results are approved. Provide results to Athabasca County ISD, approved and accepted by. Provide test results to the County prior to operation of the new water mains. Athabasca County may, at its own discretion, conduct independent bacteriological testing. Under Alberta Environmental Protection standards and regulations, super chlorinated water used for disinfection of the system cannot be directed into a ditch drainage system or open water body. Dechlorination will be required before being discharged into the environment. Prior to initial acceptance of the water system and the water system put into service, bacteriological testing shall be carried out on all water mains and acceptable test results achieved. Page 1 of 1

12 "' ': &1:5 '' rt 1c: Ql <( - "' 5j::! B Ql <(.<= 1- c: ::J<I: 1- c: LL; "' -;,t:.!:: t Ql!!:: :E 1-Z LOCKABLE LID. SET TOP 5mm ABOVE GROUND LEVEL \ METER ASSEMBLY TO INCLUDE: 1. FLOW TO 3.8 UMin 2. BALL VALVE 3. PRESSURE REDUCING VALVE 4. FLOW METER, NEPTUNE RADIO TRANSMITTING P.T STYLE. COMPATIBLE WITH COUNTY'S BILLING SOFTWARE. 5. BACKFLOW PREVENTER 1.2m MIN FOAM PLUG 1mm POLYPROPYLENE BRAIDED ROPE 3.m MIN MOVEABLE METER TABLE ASSEMBLY f Cii I c: iii I "'.c "' 8 '5 I 9 5l '5 Ql 1" X 3/4" BRUSHING ON INLET SIDE ONLY 1mm COMPACTED 2mm CRUSHED GRAVEL BASE SECTION VIEW (DUAL SERVICE) 19mm PVC TUBING COIL ASSEMBLY PRECAST CONCRETE SIDEWALK BLOCK OUTLET FITTINGS BOTTOM VIEW (DUAL SERVICE) L r , P"', J"F==;=:;----, ::;;.5 PROJECT No c o go!;t IOQ N ow DATE: APPROVED: SCALE: YYYY/MON/DD INITIAL/SURNAME N.T.S. DWG. No. 11 Associated 'Engineering METER CHAMBER ASSEMBLY L----- L----J L-----

13 - "' ': &l:s '' a: c:., <( - "' ::!; 51!!.,<C.s::. I- c: m ::><( - c: ll;: "' c:.5.,!!:: :Eo 1-Z _/ REFLECTIVE ORANGE STICKER APPLIED TO BOTH SIDES GLASFORMS INC. FIBREGLASS COMPOSITE MARKERS DUAL-FLEX DELINEATOR POST PART# DF66- E N N (/) a::: w (J F (/) w > F (J w _J u. w a::: I 1-1- (/) a.. a::: 3 z ::J w w I- I s l iii l I c: I ll "' B '5 <CI 9 [ '5., NOTES: COMPOSITE POST ANCHOR 1. POSTS TO BE INSTALLED AT EDGE OF SUBGRADE PREPARATION. 2. EACH POST TO INCLUDE ONE POST ANCHOR. 3. SIX POSTS REQUIRED PER SUBDIVISION ACCESS (EXCEPT ON CLASS 1 GRID ROADS). 4. TWO POSTS REQUIRED PER RESIDENTIAL ACCESS. L r==:;----1 ::!! "'a N ow!;( PROJECT No DATE: APPROVED: SCALE: YYYY/MONIDD INITIAUSURNAME N.T.S. DWG. No. 1 2 L----- Associated Engineering FLEXIBLE DELINEATOR POSTS DETAIL E <..,. c:i E CX) <

14 .,.. - "' ]': ll c- o :., I- c: Q) <(" - "' ij::!! =CD u.s::., Q) <( 1- c:.. Q) >- c: :::><( I-.. c: LL;.. "' -;,c c: Q) -.. 3: Q) "' Q. Q).. o:: :E 1-Z 3 Q WARN IN ATHABASCA COUNTY ROUNDED CORNERS RED LETTERS (SHERWIN WILLIAMS N.o 751 OR EQUAL) LO.. LO... MARKER PLAQUI v 2.4m PIPEL INE MARKER P OST LO..,. WATER PIPELIN 9 BLACK LETTERS 6mm BLACK BORDER 12mm FROM EDGE //.) i>o"/-"''()"'''' ::: w 1- ()::: u.. -l ::JW E -o:::w E en 1-Z en - :!: z (!) Ol o:::- Z - en z u.. W <(>- :!: o:::lll /WAWVA WHITE BACKGROUND PIPELINE WARNING MARKER u;!.. '., I 1l ; "5 8., :I "5 iil., 1. PLAQUE TO BE MADE OF 12 GA STEEL OR 2mm ALUMINUM, ACCORDING TO E.R.C.B. REGULATIONS, OR AS SUPPLIED BY "ALBERTA TRAFFIC SUPPLY L TO. "REMOVE ALL SHARP EDGES. 2. MARKER POST AND FRAME EXPOSED STEEL PARTS SHALL BE GALVANIZED. 3. ALL MARKINGS ON PLAQUE SHALL BE PERMANENT WEATHER RESISTANT AND AS APPROVED BY ENGINEER. 4. PLAQUE SHALL BE ATTACHED TO MARKER POST WITH SUITABLE CADMIUM PLATED H.D. MACHINE BOLTS c/w NUTS & WASHERS. ffi l"i1l==::;"'-----, :::!! 5 PROJECT No o DATE: YYYY/MONIDD co APPROVED: INITIAUSURNAME ;:::N.. "'o SCALE: N.T.S N ow!;( DWG. No. 13 Associated Engineering WARNING SIGN DETAIL

15 REINFORCED AS= 1.% Lf= 4.8 E': Be + 3 MIN REINFORCED AS=.4% Lf= 3.4 Be+3 MIN 1!.. o- o a: I"" I PLAIN Lf= 2.8 rlynry,tn7-+--.,i <= II) DENSELY <("O - ra COMPACTED :;; B BACKFILL.,<.S::"O 1- <:: ::J< 1- II) <::., ra g, - Cl)!1: II) t!o.. Qll>.,D: :Eo 1-Z PLAIN OR REINFORCED CONCRETE 2 MIN CLASS 'A' Lf=1.9 COMPACTE[ GANULAR MATERIAL GRANULAR COMPACTED BACKFILL COMPACTED GRANULAR MATERIAL CLASS '8' NATIVE COMPACTED BACKFILL "5f-,o'">' Lf=1.5 Lf=1.1., g :;;; " <:: I s;., <, 9 s; II) COMPACTED GRANULAR t MATERIAL d LOOSE Y'};Y>. BACKFILL CLASS 'C' CLASS 'D' LEGEND: H =TRENCH DEPTH ABOVE BEDDING ZONE Be= OUTSIDE PIPE DIAMETER d =DEPTH OF BEDDING MATERIAL BELOW PIPE (1mm MIN. 15mm IN ROCK) AS =AREA OF TRANSVERSE STEEL IN THE CRADLE OR ARCH EXPRESSED AS A PERCENTAGE OF AREA OF CONCRETE AT INVERT OR CROWN. Lf = LOAD FACTOR ill L r---- r;=:r-----, PROJECT No c - DATE: YYYY/MON/ o APPROVED: INITIAUSURNAME 9.. one "' ow SCALE: N.T.S. DWG. No. 14 Associated Engineering PIPE ZONE DETAIL L----- L---- L----

16 ,tl.q m D.. "6' Q:o c., <( -.. 1ii:i!.,<t.c I- c ::><I: I- c U..c.:.. -;,c c., "i!!.. QG> Q: :E 1--Z SOmm 2.3kg (Sib) ZINC ANODE SEE DETAIL 'A' EDGE OF TYPICAL EXCAVATION SOmm 2.3kg (Sib) ZINC ANODE PVC VALVE ANODE WIRE >' F-( BEDDING ' /, DETAIL 'A' BOND WIRES FROM FOLLOWERS TO MIDDLE RING, TYPICAL EACH COUPLING SOmm 2.3kg (51b) ZINC ANOD REPLACE CLA AND COMPAC COUPLING PVC 5mm j PVC 2.3kg (Sib) ZINC ANODE A.n 8 ;;; I c iii I......c s; I g s;., REDUCER 2. INSTALL ANODE AT APPROX. PIPE DEPTH IN NATIVE SOIL. 3. BOND WIRES MAY BE USED TO PROTECT UP TO TWO FITTINGS WITH ONE ANODE WHEN DIMENSION 'A' DOES NOT EXCEED ONE (1) METER. 4. ALL ZINC ANODES ON FITTING AND VALVES ARE 2.3kg (Sib) ZINC ANODES TO BE EMBEDDED INTO TRENCH WALL TO PROVIDE FOR A MINIMUM OF 5 mm OF NATIVE CLAY COMPLETELY SURROUNDING THE ANODE. ANODES TO BE AT LEAST 3mm CLEAR OF THRUST BLOCK.... L """"1 lifr-----, :i! s; PROJECT No DATE: YYYY/MONIDD APPROVED: INITIAUSURNAME :l: -.r,.. "'O SCALE: N.T.S Associated "' ow DWG. No. 15 Engineering TYPICAL ANODE INSTALLATION DETAIL D..O L----- L----- L-----