APPENDIX 10 City of Hot Springs Typical Lift Station Details
Ø VARIES 1'-0" 8" 8" VENT PIPE 1'-0" MOW STRIP S002 2% 2% 6'-0" VENT PIPE 72" x 60" DBL. LEAF ACCESS DOOR WITH FALL-THRU 72" x 60" DBL. LEAF MATERIAL SCHEDULE ITEM NO. DESCRIPTION 1 SUBMERSIBLE PUMP 2 PUMP BASE NOTES: 1. PROVIDE INTERMEDIATE 316L S.S. GUIDE RAIL SUPPORT BRACKET EVERY 10-FEET OR PER PUMP SUPPLIERS RECOMMENDATION. 2. CONTRACTOR ALSO RESPONSIBLE TO VERIFY LAYOUT DIMENSIONS ON THIS DETAIL SHEET WITH ACTUAL PARTS TO BE INSTALLED AND TO MAKE ALL NECESSARY REVISIONS TO SUIT PROPOSED. 3. ALL HARDWARE (BOLTS, WASHERS, NUTS, ETC.) TO BE FLUOROPOLYMER COATED OR 316 SS. 4. USE 3 4" MNPT SQUARE HEAD 316 STAINLESS STEEL PLUG. 5. USE APPROVED THREAD SEALANT ON ALL THREADED CONNECTIONS. 6. ALL CONCRETE SURFACES WITHIN THE VALVE VAULT AND WET WELL SHALL BE EPOXY COATED. 7. ALL VALVES AND DUCTILE IRON FITTINGS IN VALVE VAULT AND WET WELL OR VALVE PIT SHALL BE INTERIOR/EXTERIOR EPOXY COATED. 8. LOCATION AND ORIENTATION OF ELECTRICAL CONTROL CENTER TO BE FIELD DETERMINED AND APPROVED BY THE OWNER. 9. ALL PIPE/CONDUIT PIPE SUPPORTS/HANGERS SHALL BE ROUNDED/SMOOTH WITHOUT SHARP EDGES. 10. ALL EPOXY COATED D.I. PIPE MAY BE SUBSTITUTED WITH SCH. 10 316 SS. 1'-0" MIN. 1'-0" MIN. PUMP OFF PUMP ON SLOPE FLOOR TO DRAIN 1'-0" VARIES VARIES 5'-0" 3'-6" 3'-0" 7'-6" 6" 1'-0" 8" 1'-0" 8" 8" 1 4 8 5 6 11 9 10 7 13 15 14 8 3 8 16 17 NO. 57 OR 67 COARSE AGGREGATE FULLY WRAPPED IN 8 OZ NONWOVEN GEOTEXTILE 4" FLAP GATE HYDRO GATE 50C 72" x 60" DBL. LEAF ACCESS DOOR VENT PIPE WITH 316 SS NO. 4 MESH SCREEN 72" x 60" DBL. LEAF ACCESS DOOR WITH FALL-THRU PROTECTION RSC TO CONTROL PANEL FINISHED GRADE MOW STRIP 4'-0" 24" DIA. VARIES 2'-0" MIN. +/- 6" 6" 6' MIN. ALL ELECTRICAL CONDUIT USED INSIDE OF WETWELL SHALL BE 316 SS W/ GAS TIGHT END SECTIONS. SECURE ALL ELECTRICAL CONDUIT W/ A MIN. OF 2 RIGID HANGERS EACH. (TYP.) HIGH LEVEL ALARM 4" 8" 8" MIN. 15 13 VENT PIPE WITH 316 SS NO. 4 MESH SCREEN 6 19 PIPE HANGER (316 SS) USE APPROVED 316 SS PUMP ELECTRICAL CORD HANGERS ASTM C858 OR CAST-IN-PLACE 4000 PSI, ASTM D94 CONCRETE REINFORCEMENT DETERMINED BY ENGINEER PIPE SUPPORT (MIN. 3, EQUALLY SPACED, 316 SS) MULTITRODE LEVEL PROBE 11" 316 SS RETRIEVAL CABLE (TYP. OF 2) USE APPROVED 316 SS PUMP GUIDE RAIL WITH INTEGRAL HEAVY DUTY PUMP RETRIEVAL CABLE HANGER 11" SCH. 40 PVC (TYP.) ASTM-C478 18" COVER (MIN.) 316 SS (TYP.) 30" COVER (MIN.) 12 4" 1'-0" MIN. 20 21 8" (MIN.) WET WELL INLET @ S = 0.01 4" AIR GAP 4" SCH. 40 PVC ARV OVERFLOW PIPING GUIDE RAIL SUPPORT (MAX. SPACING 10') (TYP. OF 2) 3/4" SMITH-BLAIR SERVICE SADDLE DOUBLE BALE MODEL 313 OR 317 2" SMITH-BLAIR SERVICE SADDLE DOUBLE BALE MODEL 313 OR 317 COPYRIGHT © CRIST ENGINEERS, INC. 2019
1 5 6 17 16 6 5 8 1 8 7 18 8 7 8 11 1010 11" 16 17 FORCE MAIN 14 8 9 9 SDR-26 PVC (TYP.) FERNCO FLEXIBLE COUPLING EPOXY COATED DIP 1'-0" MOW STRIP S = 0.02 SLOPE AWAY FROM STRUCTURE PROTECTION ACCESS DOOR 3 D.I. FL x FL REDUCER 4 D.I. FL x FL SPOOL 5 FL x FL SWING CHECK VALVE W/ OUTSIDE WEIGHT AND LEVER 6 FL x FL PLUG VALVE 7 RESTRAINED DISMANTLING JOINT 8 D.I. PIPE 9 2" COMBINATION AIR/VACUUM VALVE 10 316 SS PRESSURE GAUGE 11 4" D.I. PE x PE @ S = 0.01 12 D.I. FL x FL 90° BEND 13 6" FL FILLER WITH 316 SS NO. 4 MESH SCREEN 14 8" x 8" x 8" D.I. FL TEE (MIN.) 15 6" SCH. 10 316 SS PE x FL (WELDED) 16 D.I. MJ REDUCER 17 COMPACT MJ TEE 18 BELL AND SPIGOT PIPE 19 316 SS CAMLOCK 20 8" D.I. FL x FL (MIN.) 21 8" D.I. FL x PE 45° BEND (MIN.) LOW LEVEL ALARM 1'-6" 1'-6" 2 ,) 01" = 1" 1" CRIST ENGINEERS, INC. CONSULTING ENGINEERS 205 EXECUTIVE COURT LITTLE ROCK, ARKANSAS 72205 TELEPHONE: (501) 664-1552 FAX: (501) 664-8579 WWW.CRISTENGINEERS.COM DESIGNED: DRAFTED: CHECKED: DATE: JOB NO. SHEET NO. REMARKS REV. NO. DATE DRWN CHKD THIS LINE MEASURES 1" WHEN PLOTTED FULL SIZE P:\2019 Projects\1923 - Hot Springs Wastewater Masterplan\06 - CADD\02 - Civil\1923 - Drain Pump Station.dwg 1 OF 1 EXHIBIT A HOT SPRINGS, ARKANSAS CITY OF HOT SPRINGS BNW WRC BNW 1923 JAN 2021 N PLAN LIFT STATION (UPPER) SCALE: 3/8" = 1'-0" N PLAN LIFT STATION (LOWER) SCALE: 3/8" = 1'-0" SECTION 1 SCALE: - 1/2" = 1'-0" TYPICAL SUBMERSIBLE LIFT STATION PLAN & SECTIONS 1 -
K 4" COMPRESSION COUPLING CAST IRON PIPE FITTING 4" OR 6" DIA. SUCTION PIPES LIFTING STANCHION SOCKET (TYP 2 PLCS) 4" PLUG VALVE 4" WAFER CHECK VALVE 1/2" AUX. CONDUIT LOCATION 3/4" AUX. CONDUIT LOCATIONS 1 1/2" SERVICE ENTRANCE CONDUIT LOCATION (SEE NOTE 10) PADLOCK HASPVENTVENTILATING BLOWER VACUUM PUMP DISCHARGE THROUGH BASE TYP FIBERGLASS HOOD AND SUPPORT S.E. AND AUX. CONDUIT CONNECTION POINTS 3" WET WELL VACUUM PUMP ASSEMBLY (2 PLCS) 4'-6" PRESSURE GAUGE (2 PLCS) 5'-8" CONTROL PANEL WITH RELAY LOGIC CONTROLS ℄ ALUMINUM TREAD PLATE WET WELL COVER WITH HINGE B J C.L. OF DISCHARGE PIPE TO C.L. OF WET WELL 2'-0" MIN. ___ DIA INLET PIPE(S) WET WELL LEVEL CONTROL DISPLACEMENT SWITCHES (SEE NOTE 9) G 4" DIA. DISCHARGE PIPING (SEE NOTE 2) 3'-0" 4'-5" H FRONT OF STATION PADLOCK LOOP WARNING LABELS (2) DISCHARGE TIE DOWNS VENTILATION LOUVER SOLENOID VALVE (TYP 2 PLCS) ____ PUMPS W/ ___ HP MOTORS @ ____ RPM __/__/__ VOLTS 4" ALTERNATE DISCHARGE LOCATION (2 LOCATIONS) DISCHARGE LOCATION WET WELL I.D. 5" 2" MAX 34" 4 1/2" (TYP)45° MAX 45° MAX 2- 1- N COPYRIGHT © CRIST ENGINEERS, INC. 2019
WET WELL ID DIM A DIM B DIM G DIM H DIM J DIM K 4'-0" 6 13/16" 5 3/4" 2'-9 1/2" 4'-1/2" 6'-4" 1'-2 1/2" 5'-0" 13 1/16 12" 2'-11 15/16" 4'-8 1/16" 6'-4" 2'-1/16" 6'-0" 7 1/16" 6" 3'-5 15/16" 5'-8 1/16" 6'-8" 2'-1/16" WET WELL ℄ WET WELL 6" TYPICAL WET WELL TYPICAL WET WELL AC.L. OF SUCTION PIPE TO C.L. OF WET WELL NOTES: 1. IF THE END OF THE DISCHARGE LINE IS BELOW THE ELEVATION OF THE DISCHARGE LINE AT THE POINT OF LEAVING THE WET WELL, A PRIMING LOCK LOOP MAY BE REQUIRED. 2. IF THE DISCHARGE LINE IS LESS THAN 200 FEET IN LENGTH, A CHECK VALVE OR PRIMING LOCK LOOP MAY BE REQUIRED. 3. PROVIDE 60° SLOPE IN WET WELL AS REQUIRED. 4. VOLUME BETWEEN L.L. ON AND PUMPS OFF SHOULD BE EQUAL TO, OR GREATER THAN, THE PUMPING RATE PER MINUTE. 5. ALL CONCRETE SURFACES WITHIN THE WET WELL SHALL BE EPOXY COATED. 6. ALL VALVES, DUCTILE IRON PIPE, FITTINGS, AND MOUNTING/LIFTING FRAME SHALL BE EPOXY COATED. 7. ALL HARDWARE (BOLTS, WASHERS, NUTS, ETC.) SHALL BE FLOUROPOLYMER COATED OR 316 SS. 21'-0" MAX. 1'-5 3/16" 2'-10 3/8" L.W. ALARM (OPTION) L.L. ON FLOAT 6" H.L. ON FLOAT 6" H.L. ON ALARM SEE NOTE 3 (SEE NOTE 4) 6" PUMPS OFF FLOAT 1'-0" MIN. 01" = 1" 1" SECTION 1 SCALE: - 3/4" = 1'-0" SECTION 2 SCALE: - 3/4" = 1'-0" N PLAN SCALE: 3/4" = 1'-0" TYPICAL WET WELL MOUNTED SELF-PRIMING LIFT STATION PLAN & SECTIONS CRIST ENGINEERS, INC. CONSULTING ENGINEERS 205 EXECUTIVE COURT LITTLE ROCK, ARKANSAS 72205 TELEPHONE: (501) 664-1552 FAX: (501) 664-8579 WWW.CRISTENGINEERS.COM DESIGNED: DRAFTED: CHECKED: DATE: JOB NO. SHEET NO. REMARKS REV. NO. DATE DRWN CHKD THIS LINE MEASURES 1" WHEN PLOTTED FULL SIZE P:\2019 Projects\1923 - Hot Springs Wastewater Masterplan\06 - CADD\02 - Civil\1923 - Drain Pump Station.dwg 1 OF 1 EXHIBIT B HOT SPRINGS, ARKANSAS CITY OF HOT SPRINGS BNW WRC BNW 1923 JAN 2021
6" SCH. 40 STEEL PIPE GRIND SMOOTH, FILL WITH CONCRETE & USE APPROVED TNEMIC COATING, SAFETY YELLOW 3'-0" 3'-6" GROUT RING FINISHED GRADE SET BOLLARD IN 4000 PSI, ASTM D94 CONCRETE 4" MIN. 3" CLR. NO. 4 OR 6 x 6, W 1.4 x W 1.4 WWF (MIN) X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X INSTALL FENCE AROUND PERIMETER OF SITE SEE DETAILS, SHEET 3 USE 8 OZ. NONWOVEN GEOTEXTILE (SINGLE LAYER) AND 1 INCH SMOOTH NATURAL RIVER ROCK (SINGLE LAYER) TYP. WITHIN FENCE ENCLOSURE 1'-0" WIDE MOW STRIP SEE DETAIL A, THIS SHEET STANDBY GENERATOR PAD SEE DETAIL A, SHEET 4 36" x 36" TRANSFORMER PAD SEE UTILITY REQUIREMENTS PERMANENT BOLLARD (TYP. OF 3) SEE DETAIL B, THIS SHEET MANHOLE INLET GEOMETRY TO BE CONSIDERED FOR COLLECTOR SEWERS 50'-0" (MIN.) 1'-0" 1'-0" 50'-0" (MIN.) VARIES 3'-0" VARIES 5'-0" (MIN.) REMOVABLE BOLLARD (TYP. OF 5) SEE DETAIL C, THIS SHEET W W W 1" FREEZE PROOF YARD HYDRANT 1" WATER SERVICE CONNECTION 6" POWDER COATED (YELLOW) CARBON STEEL W/ SS EMBEDMENT SLEEVE, POST GUARD OR APPROVED EQUAL 3'-0" 3'-6" R. FINISHED GRADE SET BOLLARD IN 4000 PSI, ASTM D94 CONCRETE 3" CLR. NO. 4 OR 6 x 6, W 1.4 x W 1.4 WWF (MIN) LID CONTRACTOR TO PROVIDE PAD LOCK W/ COMMON KEY TO OWNER CONTINUOUS CONCRETE MOW STRIP 4000 PSI, ASTM D94 CONCRETE SLOPE FOR DRAINAGE (2) - NO. 4 REBAR CONTINUOUS (MIN.) NO. 4 REBAR @ 2'-0" O.C. (MIN.) 1'-0" 4" 3 8"± BEVEL (MIN.) 1 2" RAD. ON CORNERS NOTES: 1. 1" DEPTH CONTROL JOINTS SHALL BE INSTALLED PERPENDICULARLY AT 4' O.C. UNLESS NOTED OTHERWISE ALONG ENTIRE LENGTH OF MOW STRIP. 2. 6 x 6, W 1.4 x W 1.4 WWF MAY BE USED IN LIEU OF REBAR. STRUCTURE 1/2" EXPANSION JOINT MATERIAL DETAIL A - MOW STRIP SCALE: 1 1/2" = 1'-0" COPYRIGHT © CRIST ENGINEERS, INC. 2019
3" CLR. 1'-6" DIA. (MIN.) X X X X X X X X X X X X X X X X X X X 12' WIDE DOUBLE FENCE GATE SEE DETAILS, SHEET 3 2'-0" WIDE MOW STRIP SEE DETAIL A, THIS SHEET UNDERGROUND UTILITY SERVICE, DROP FROM POLE USE 8 OZ NONWOVEN GEOTEXTILE (SINGLE LAYER) AND 8" CLASS 7 GRAVEL W W W W W W W W W 21" x 47" DOUBLE RPZ CABINET PAD 3" CLR 1'-6" DIA. (MIN.) 1' MIN. ~ 12" COMPACTED CLASS 7 GRAVEL ~ 2" CROWN 4 1 ~ SUITABLE COMPACTED SUB-GRADE (95% STD.) ~ WIDTH AS NOTED ON CONST. DWGS 1 1' MIN. 4 NOTES: 1. GRADE SHOULDERS AS NECESSARY TO PROVIDE POSITIVE DRAINAGE. 2. WHERE SUBGRADE IS UNSUITABLE, OVER-EXCAVATE OR FLY ASH STABILIZE PER ENGINEER. WRAP 8 OZ NONWOVEN GEOTEXTILE TREAT SURFACE WITH HERBICIDE 01" = 1" 1" PLAN TYPICAL SITE SCALE: 1/4" = 1'-0" TYPICAL SITE PLAN DETAIL B - PERMANENT BOLLARD SCALE: 3/4" = 1'-0" DETAIL C - REMOVABLE BOLLARD SCALE: 3/4" = 1'-0" N.T.S. DETAIL D - GRAVEL DRIVE CRIST ENGINEERS, INC. CONSULTING ENGINEERS 205 EXECUTIVE COURT LITTLE ROCK, ARKANSAS 72205 TELEPHONE: (501) 664-1552 FAX: (501) 664-8579 WWW.CRISTENGINEERS.COM DESIGNED: DRAFTED: CHECKED: DATE: JOB NO. SHEET NO. REMARKS REV. NO. DATE DRWN CHKD THIS LINE MEASURES 1" WHEN PLOTTED FULL SIZE P:\2019 Projects\1923 - Hot Springs Wastewater Masterplan\06 - CADD\02 - Civil\1923 - Drain Pump Station.dwg 1 OF 1 HOT SPRINGS, ARKANSAS CITY OF HOT SPRINGS BNW WRC BNW 1923 JAN 2021
NOTES: 1. THE CONTRACTOR SHALL PROPERLY GRADE SITE TO ACCOMMODATE AT LEAST 135 DEGREE OPERATION FROM A CLOSED POSITION. 2. USE NO. 14 X 4” COATED REAMER SELF DRILLING WOOD TO METAL SCREW, COUNTER SUNK WITH GLUED WOODEN PLUG, TO CONNECT 4” X 4” STRINGER TO 4.5” O.D. (4” SCH. 40) GALVANIZED STEEL FENCE POST. USE 2 SCREWS PER STRINGER. 3. USE SIMPSON 2” X 4” STAINLESS STEEL FENCE BRACKETS WITH NO. 9 X 1-1/2" 316 STAINLESS STEEL CONNECTOR SCREWS FOR FENCE GATE FRAME CONNECTIONS. 4. ALL CEDAR BOARD, FACIA AND CAP SHALL BE FASTENED AS DESCRIBEDINTHECEDARFENCEDETAIL 4" X 4" CEDAR STRINGER (TYP. OF 3) 2" X 4" CEDAR STRINGER FENCE BRACKET (TYP.) 2" X 6" CEDAR CAP GATE HINGE (TYP. OF 6) 1" X 2" CEDAR FACIA BOARD 1" X 6" X 6'-0" 2" X 4" CEDAR FRAME (TYP.) GATE HANDLE (TYP. OF 2) SURFACE BOOT 8" 3'-6" 6'-4" 6'-0" 2" X 6" CEDAR CAP (TYP.) 1" X 2" CEDAR FACIA BOARD 2" X 4" CEDAR STRINGER CONCRETE MOW STRIP SET POST IN 4000 PSI, ASTM D94. SLOPE CONCRETE AWAY FROM POST. (TYP.) 2 3 8" O.D. (2" SCH. 80) GALVANIZED STEEL FENCE POST W/ LOW PROFILE POST CAP PIPE GRIP TIES (TYP. OF 6) FENCE BRACKET (TYP. OF 2) NOTES: 1. EACH 1” X 6” X 6 FT CEDAR BOARD SHALL BE FASTENED USING A TOTAL OF 8 PROPERLY SET 316 STAINLESS STEEL 6D 2” RING SHANK NAILS OR A PROPERLY TORQUED NO. 8 316 STAINLESS STEEL 1.75” SQUARE DRIVE DECK SCREW. 2. EACH 1” X 2” CEDAR FACIA BOARD SHALL BE FASTENED USING A TOTAL OF 3 PROPERLY SET 316 STAINLESS STEEL 10D 3” RING SHANK NAILS OR A PROPERLY TORQUED NO. 10 316 STAINLESS STEEL 2.5” SQUARE DRIVE DECK SCREW PER 6 FT. 3. EACH 2” X 6” CEDAR CAP BOARD SHALL BE FASTENED USING A TOTAL OF 2 PROPERLY SET 316 STAINLESS STEEL 8D 2.5” RING SHANK NAILS OR A PROPERLY TORQUED NO. 10 316 STAINLESS STEEL 2.5” SQUARE DRIVE DECK SCREW ON EACH SIDE OF ALL POST AND AT THE MID-POINT BETWEEN EACH POST. 4. USE SIMPSON PGT PIPE GRIP TIES 12 GA ZMAX COATED WITH APPROVED SDS 0.25” X 1.5” 316 STAINLESS STEEL CONNECTOR SCREWS FOR ALL POST TO STRINGER CONNECTIONS. 5. USE SIMPSON 2” X 4” STAINLESS STEEL FENCE BRACKETS WITH NO. 9 X 1-1/2" 316 STAINLESS STEEL CONNECTOR SCREWS FOR ALL EDGE CONNECTIONS. 6. IF REQUIRED, ANY OTHER CONNECTIONS SHALL USE STAINLESS STEEL RING SHANK NAILS OR SQUARE HEAD DECK SCREWS OF AN APPROPRIATE SIZE. 7. ALTERNATIVE FENCE DESIGNS OF EQUIVALENT MATERIALS AND STRENGTH MAY BE SUBMITTED FOR THE ENGINEER'S REVIEW. 8. ALL EDGES AND FACES CEDAR FENCE WOODEN COMPONENTS CUT TO LENGTH SHALL BE ENTIRELY COATED WITH READY SEAL EXTERIOR STAIN AND SEALER PRIOR TO ASSEMBLY, COLOR TO BE DETERMINED BY THE OWNER. 9. ALTERNATIVE FENCE DESIGNS OF EQUIVALENT MATERIALS AND STRENGTH MAY BE SUBMITTED FOR THE ENGINEER'S REVIEW. 2" 3" 4" 1" X 6" X 6'-0" CEDAR BOARD (TYP.) 1 5 8" TOP RAIL W/ 12GA. TIE WIRE @ 2' 7GA. TENSION WIRE W/ 12GA. TIES @ 1'-0" 1 5 8" BRACE RAIL FABRIC TENSION BAR (316"X 3 4") 7GA. TENSION 516" TRUSS ROD W/ TIGHTENERS & FITTINGS TIE WIRE2" LINE POST W/ ASTM F626 CAP 4" END POST W/ ASTM F626 CAP X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X GATE POST SCHEDULE MORE THAN 13' TO 18' 13' OR LESS MORE THAN 18' GATE LEAF WIDTH (NOMINAL) OUTSIDE DIMENSION (NOMINAL) 4.0" O.D. 6.625" O.D. 8.625" O.D. 1. DETAILS SHOWN ARE TO CLARIFY REQUIREMENTS AND ARE NOT INTENDED TO LIMIT METHODS OF INSTALLATION TO ONE MANUFACTURER. 2. SWING GATES SHALL BE CONSTRUCTED WITH DROP RODS, PADLOCKS, LATCH ASSEMBLY AND GATE KEEPERS EXCEPT AS NOTED. 3. ALL GATE FRAMES SHALL BE A MINIMUM OF 2.00" NOMINAL (ROUND OR SQUARE). GATE FRAMES SHALL BE WELDED CONSTRUCTION OR SHALL BE ASSEMBLED USING HEAVY FITTINGS. AT CONTRACTOR'S OPTION, A WELDED HORIZONTAL BRACE MAY BE USED IN LIEU OF TRUSSRODSTOBRACEALLWELDEDGATEFRAMES 8" 3'-6" 2" MAX. FENCE HEIGHT = 6'-0" 3 STRANDS BARBED WIRE @ 45° 1'-0" 3'-6" CHAIN LINK FENCE FABRIC TENSION BAR (316"X 3 4") LOCKABLE DROP BAR LATCH W/ STOP IN CONC. 2" HORZ. SUPPORT AND FRAME 4" GATE POST W/ ASTM F626 CAP 2" GATE FRAME W/ TIES @ 1'-0" 516" TRUSS ROD W/ TIGHTENERS & FITTINGS END PANEL ON EA. SIDE OF GATE OFFSET HINGE (180° SWING) X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 1'-0" 6" 3'-9" 6" MAX. FENCE HEIGHT = 6'-0" 3 STRANDS BARBED WIRE @ 45° GATE WIDTH: 12' DBL. GATE, 6' SINGLE GATE DETAIL D - BOARD & BATT CEDAR FENCE SCALE: 1/2" = 1'-0" DETAIL A - CHAIN LINK FENCE GATE SCALE: 3/8" = 1'-0" COPYRIGHT © CRIST ENGINEERS, INC. 2019
DESCRIBED IN THE CEDAR FENCE DETAIL. 5. ALL GATE HINGES SHALL BE 8” CONTEMPORARY DOUBLE STRAP STAINLESS STEEL WITH FLAT BLACK POWDER-COATED FINISH AND FASTENING HARDWARE. 6. ALL GATE HANDLES SHALL BE 6” DECORATIVE STAINLESS STEEL WITH FLAT BLACK POWDER-COATED FINISH AND FASTENING HARDWARE. 7. ALL GATE DROP BARS SHALL BE HEAVY DUTY 5/8” X 24” STAINLESS STEEL WITH FLAT BLACK POWDER-COATED FINISH, LOCKABLE, RETENTION EARS AND FASTENING HARDWARE. 8. ALL GATE SURFACE BOLTS SHALL BE 2” X 12” STAINLESS STEEL, ORNATE WITH FLAT BLACK POWDER-COATED FINISH, LOCAKABLE, RETENTION EARS AND FASTENING HARDWARE. 9. CONTRACTOR SHALL PROVIDE SOLID BRASS, 4 PIN TUMBER, ALL WEATHER, BLACK POWDERED COATED PAD LOCK TO SECURE EACH DROP BAR AND SURFACE BOLT. 10. THE OWNER SHALL APPROVE ALL GATE HARDWARE AND PAD LOCKS PRIOR TO INSTALLATION. 11. ALTERNATIVE FENCE DESIGNS OF EQUIVALENT MATERIALS AND STRENGTH MAY BE SUBMITTED FOR THE ENGINEER'S REVIEW. 1'-0" 6" 2'-0" 8" 2" X 4" CEDAR STRINGER CEDAR BOARD (TYP.) DROP BAR (TYP. OF 2) SET POST IN 4000 PSI, ASTM D94. SLOPE CONCRETE AWAY FROM POST. (TYP.) 4 1 2" O.D. (4" SCH. 40) GALVANIZED STEEL FENCE POST W/ LOW PROFILE POST CAP 16" X 1" EPOXY COATED (INTERIOR/EXTERIOR) SCH. 40 CARBON STEEL PIPE 2" AASHTO NO. 57 COARSE AGGREGATE 24" WIDE BELOW MOW STRIP 8 OZ NONWOVEN GEOTEXTILE CONCRETE MOW STRIP FENCE BRACKET (TYP.) 3'-9" WIRE W/ 12GA. TIES @ 1'-0" SET POST IN 4000 PSI, ASTM D94. SLOPE CONCRETE AWAY FROM POST. (TYP.) TRUSS RODS TO BRACE ALL WELDED GATE FRAMES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROPER RIGID CONSTRUCTION OF ALL GATES SUPPLIED. 4. GATES SHALL BE DESIGNATED AS FOLLOWS: FENCE TYPE - FE5, FE6, ETC. FENCE HEIGHT - INCHES TYPE OPENING - SO (SINGLE) - DO (DOUBLE) HINGE - RA (STANDARD) - HO (OFFSET) OPENING - FEET (CLEAR OPENING BETWEEN GATE POSTS) 3" 3" 10'-0" MAX. 1 5 8" TOP RAIL W/ 12GA. TIE WIRE @ 2' 1 5 8" BRACE RAIL FABRIC 316"X 3 4" TENSION BAR W/ BANDS TOP & BOTTOM @ 1'-3" BETWEEN 7GA. TENSION WIRE W/ 12GA. TIES @ 1'-0" 516" TRUSS ROD W/ TIGHTENERS & FITTINGS 12GA. TIE WIRE 2" LINE POST W/ ASTM F626 CAP 3" BRACE OR CORNER POST W/ ASTM F626 CAP TIE WIRE X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 8" 3" 3'-6" 2" MAX. FENCE HEIGHT = 6'-0" 3 STRANDS BARBED WIRE @ 45° 1'-0" 3" 3'-6" 10'-0" MAX. 10'-0" MAX. CONTINUOUS MOW STRIP 4000 PSI, ASTM D94 CONCRETE (2) - #4 REBAR CONTINUOUS (MIN.) #4 REBAR @ 2'-0" O.C. (MIN.) 2'-0" 1 2" RAD. ON CORNERS 4" 3 8"± BEVEL (MIN.) FENCE POST GENERAL NOTES: 1. ALL TUBULAR STEEL POST SHALL BE INSTALLED LEVEL, PLUMB, & SQUARE. 2. 1" DEPTH CONTROL JOINTS SHALL BE INSTALLED PERPENDICULARLY AT EACH POST UNLESS NOTED OTHERWISE ALONG ENTIRE LENGTH OF MOW STRIP. 3. INSTALL MOW STRIP UNDER ALL FENCE & GATE. 4. 6 x 6, W 1.4 x W 1.4 WWF MAY BE USED IN LIEU OF REBAR. BEND BAR AROUND POST 01" = 1" 1" TYPICAL FENCE DETAILS DETAIL E - CEDAR FENCE GATE SCALE: 1/2" = 1'-0" DETAIL B - CHAIN LINK END PANEL SCALE: 3/8" = 1'-0" DETAIL C - CHAIN LINK BRACE OR CORNER PANEL SCALE: 3/8" = 1'-0" 1 1/2" = 1'-0" DETAIL F - FENCE MOW STRIP CRIST ENGINEERS, INC. CONSULTING ENGINEERS 205 EXECUTIVE COURT LITTLE ROCK, ARKANSAS 72205 TELEPHONE: (501) 664-1552 FAX: (501) 664-8579 WWW.CRISTENGINEERS.COM DESIGNED: DRAFTED: CHECKED: DATE: JOB NO. SHEET NO. REMARKS REV. NO. DATE DRWN CHKD THIS LINE MEASURES 1" WHEN PLOTTED FULL SIZE P:\2019 Projects\1923 - Hot Springs Wastewater Masterplan\06 - CADD\02 - Civil\1923 - Drain Pump Station.dwg 1 OF 1 HOT SPRINGS, ARKANSAS CITY OF HOT SPRINGS BNW WRC BNW 1923 JAN 2021
PUMP CONTROLS ENCLOSURE RTUENCLOSURE WATTHOUR METER SOCKET PER ELEC. UTILITY REQUIREMENTS, METER BY ELEC. UTILITY. CENTER OF METER TO BE 5'6" A.G. +/- 3-#2, 1-1/2" RMC 480V 3 POLE 150A SERVICE ENTRANCE AUTO. TRANSFER SWITCH, N-4X SS ENCL. SUNSHADE SUPPORT TO BE POWDER COATED AND PROVIDED PER SUNSHADE MANUFACTURER PREFABRICATED 1/8" ALUMINUM SUNSHADE ROUND HOLE SYSTEM 7'-0" MOUNT ALARM LIGHT TO TOP OF POST 4" GALV. POST SECURE CONDUIT TO EXTERIOR OF POLE 8'-0" 9'-6" (MIN.) 1'-0" MOW STRIP 4'-0" (MIN.) 3'-0" ROUND HOLE SUNSHADE 12" ACCESS DOOR 4000 PSI, ASTM D94 CONCRETE REINFORCEMENT DETERMINED BY ENGINEER MOW STRIP DOOR (36" CLEARANCE TYP.) DETAIL B - ELECTRICAL CONTROL CENTER SCALE: 1/2" = 1'-0" 2 - DETAIL A - GENERATOR SLAB SCALE: 1/2" = 1'-0" 1 - COPYRIGHT © CRIST ENGINEERS, INC. 2019
RTU ENCLOSURE GALV. STRUT CHANNELS 1 1/2" 316 SS CONDUIT, TRANSITION TO SCH. 40 PVC FINISHED GRADE 5/8"X10' COPPER CLAD GROUND ROD, #6BC IN 1/2" RIGID TO CB PANEL GROUND CONDUIT TO UTILITY TRANSFORMER BY CONT'R, CONDUCTORS BY ELEC. UTILITY CONCRETE MOW STRIP NO. 57 OR 67 COARSE AGGREGATE FULLY WRAPPED IN 8 OZ NONWOVEN GEOTEXTILE 1-1/2" CONDUIT & POWER CONDUCTORS FROM GENERATOR 3/4" CONDUIT FOR GEN. CONTROL WIRING 4000 PSI, ASTM D94 CONCRETE REINFORCEMENT DETERMINED BY ENGINEER PROVIDE 1" (MIN.) INDIVIDUAL CONDUITS AS NECESSARY 316 SS CONDUIT (TYP.) 1 1/2" (MIN.) CONDUIT TO SUBMERSIBLE PUMPS (TYP. OF 2) 1'-0" 6" SET POST IN 4000 PSI, ASTM D94 (TYP.) 4 1/2" O.D. (4" SCH. 40) GALVANIZED STEEL POST 6" 6" 3'-9" 12" FINISHED GRADE 6" MOW STRIP 12 DIESEL TANK NO. 57 OR 67 COARSE AGGREGATE FULLY WRAPPED IN 8 OZ NONWOVEN GEOTEXTILE 6" 01" = 1" 1" TYPICAL ELECTRICAL DETAILS SECTION 2 - ELECTRICAL CONTROL CENTER SCALE: 1/2" = 1'-0" SECTION 1 - GENERATOR SLAB SCALE: 1/2" = 1'-0" CRIST ENGINEERS, INC. CONSULTING ENGINEERS 205 EXECUTIVE COURT LITTLE ROCK, ARKANSAS 72205 TELEPHONE: (501) 664-1552 FAX: (501) 664-8579 WWW.CRISTENGINEERS.COM DESIGNED: DRAFTED: CHECKED: DATE: JOB NO. SHEET NO. REMARKS REV. NO. DATE DRWN CHKD THIS LINE MEASURES 1" WHEN PLOTTED FULL SIZE P:\2019 Projects\1923 - Hot Springs Wastewater Masterplan\06 - CADD\02 - Civil\1923 - Drain Pump Station.dwg 1 OF 1 HOT SPRINGS, ARKANSAS CITY OF HOT SPRINGS BNW WRC BNW 1923 JAN 2021
APPENDIX 11 2018 (2) HP Duplex Pump Stations
APPENDIX 12 2018 (5-10) HP Duplex Pump Stations
APPENDIX 13 City of Hot Springs 2010 SECAP Status Update
Page 1 STATUS UPDATE OF PROJECTS FROM 2010 SECAP In 2010 RJN Group, Inc. was retained by the City of Hot Springs to develop a Sewer Evaluation and Capacity Assurance Plan (SECAP). The SECAP was developed as part of the City’s effort to respond to an Arkansas Department of Environmental Quality (ADEQ) Administrative Order (AO) to alleviate the frequency of reoccurring sanitary sewer overflows (SSO). The following Technical Memorandum (TM) examines the recommended projects from the 2010 SECAP and provides a status update. The City most certainly made additional improvements to the sanitary sewer systems as part of typical maintenance operations which have not been captured in this status evaluation. 2010 SECAP RECAP The 2010 SECAP provided recommendations for capacity enhancements and inflow/infiltration (I/I) rehabilitation. A comprehensive evaluation of the sanitary collection system was undertaken to develop a detailed plan to reduce I/I, along with increasing capacity where needed. Along with surveying all ten-inch and greater diameter sewers to build a hydraulic model, all 12,000+ manholes in the system were inspected. Additionally, smoke testing of 90% of the sewer lines was completed in combination with over 50 dye tests to pin-point high contributors of I/I to the system. As mentioned, a hydraulic model was built and calibrated to utilize as the tool to evaluate which projects together collectively removed SSO’s and was most cost effective. The Innovyze software, InfoWorks ICM, was the modeling software selected. Sixty-five (65) flow meters were installed throughout the system for a period of 75 days. The meter locations can be seen on Figure 1. The flow meters provided dry and wet-weather flows and was utilized to calibrate the model. Also, the meters furnished the data necessary to understand which areas of Hot Springs was experiencing high levels of I/I. Understanding this, allowed RJN and the City information of where to try to “shave” off these peak flows with infrastructure renewal projects and also where capacity enhancements were necessary. The sanitary collection evaluation identified 4,735 manholes with defects contributing approximately 3.5 MG of inflow. Smoke testing determined 2,585 defects throughout the system contributing approximately 6.6 MG of inflow. Dye testing established 5.1 MG of inflow and also found two direct connections from the storm sewer tied into the sanitary system. These locations can be seen on Figures 2 and 3 and were disconnected by the City and reestablished to the storm system. Garver Engineers completed a full assessment of pump stations and submitted a separate document to the City of Hot Springs. This report outlined a litany of pump station improvements which to the best of our knowledge was completed by the City. These recommendations were for overall maintenance and upkeep and not based on capacity analysis. This memo outlines projects recommended in the SECAP and provides updates to those that have been completed, those which are still scheduled, and those which were not performed. The SECAP provided recommendations for the following asset classifications: Pump Stations Force Mains
Page 2 Gravity Mains Manholes The City has undertaken a number of rehabilitation projects targeting I/I removal. The City initially started by rehabilitating manholes. The 4,735 manholes recommended for rehabilitation were further evaluated and proceeded through design and construction. Gravity mains contributing high amounts of I/I were also targeted for rehabilitation. A total of 18,917 linear feet and 9 point repairs were designed and constructed to remove I/I from the sanitary sewer system. The tributary areas of the Davidson Wastewater Treatment Plant and Southwest Treatment Plant have seen reductions of 21.9 percent and 10.4 percent respectively due to the City’s rehabilitation efforts as a result from post flow monitoring after construction projects had been completed.
Sources: Esri, HERE, Garmin, USGS, Int CITY OF HOT Meter Site Rain Gauge Pump Station Gravity Main
termap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS User Community SPRINGS, AR µ FLOW METER LOCATIONS METER BASINS FIGURE 1 n Force Main Meter Basin Boundary
!( !( !( !( !( !( !( !( !( !( !( ( !( !( !( !( !( !( !( VALLEY ST SANFORD ST SHADOW TER VIRGIL ST FOREST PARK PL 305 304 303 301 300 302 306 291 314 302E 302A 302D 302B 302C 3857 3195 CITY OF HOT Leg !( Manholes Gravity Main Sewer Line w
!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( RUNYON ST JACKSON ST 99005 ALY WASHINGTON ST HENDRICKS ST CLEVELAND ST CLEVELAND ST 384 295 296 298 297 269 299 294 293 292 264 3901 7865 1675 3902 7050 12368 SPRINGS, AR DIRECT CONNECTION HOT SPRINGS CREEK FIGURE 2 gend n with Direct Connection µ Storm line intersects sewer line between MH# 291 and Runyon St
!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( HAWTHORNE ST OUACHITA AVE HAZEL ST COURTHOUSE ALY 469 476 477 539 479 540 544 542 480 538 482 481 471 475 2872 3668 287 3767 10708 12144 CITY OF HOT Leg !( Manholes Gravity Main Sewer Line w
!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( PRATT ST WOODBINE ST CENTRAL AVE ORANGE ST W GRAND AVE ACCESS XING W GRAND AVE 460 448 447 449 455 456 563 562 451 534 516 458 537 453 533 535 454 457 536 71 4148 4147 12520 SPRINGS, AR DIRECT CONNECTION CARPENTER DAM FIGURE 3 gend n with Direct Connection µ Storm line passes through MH # 536
Page 6 PUMP STATION IMPROVEMENTS The 2010 SECAP evaluated 293 pump stations located within the sanitary sewer system. Information provided from Garver Engineers Pump Station Evaluations was utilized along with personnel doing additional investigations. Generally, wherever available, pump curves, wet well dimensions, along with fore main information was added to the InfoWorks ICM model. Some key pump stations modeled were the Fairwood Pump Station, Gulpha Pump Station, Highway 270 Pump Station, Hogan Creek Pump Station, Hot Springs Creek Pump Station, Molly Creek Pump Station, and Mazarn #1-4 Pump Station. Capacity analysis determined eleven (11) pump stations were undersized and required capacity improvements. An additional four (4) stations were recommended for improvements, however, were not deemed necessary to eliminate SSO’s. In the table below the column “Output Required with I/I Reduction (MGD)” translates to an overall 10% reduction in I/I across the system. Capital Improvement Projects (CIP) were modeled and selected under the assumption that the City would achieve a 10% reduction in I/I. It should be noted that the City accomplished slightly over a 20% reduction in overall I/I in their priority inflow removal projects as mentioned previously. TABLE 1 PUMP STATION CAPACITY IMPROVEMENT RECOMMENDATION STATUS City Basin Pump Station Existing Output (MGD) Output Required with I/I Reduction (MGD) Required/Recommended Improvement Status Gulpha Gulpha 13.10 24.70 Required I/I Reduction has been focus. Still under consideration Stokes Highway 270 0.28 1.87 Required Completed Stokes Hogan Creek 3.40 Adjust Pump Levels Required Completed Stokes Molly Creek 2.77 3.07 Required I/I Reduction in tributary area eliminated capacity upgrade Stokes PS20 0.19 1.01 Required Unsure Stokes Stokes 11.85 Ensure fully operational Required Completed Hot Springs Creek Fairwood 1.80 5.53 Required Completed
Page 7 TABLE 1 PUMP STATION CAPACITY IMPROVEMENT RECOMMENDATION STATUS Hot Springs Creek Lakeside 0.58 2.38 Required Not Completed Hot Springs Creek Hot Springs Creek 40.00 51.00 Required I/I Reduction coupled with removing flows from the Fairwood PS flows with new FM, coupled with use of diesel pump eliminated capacity upgrade Mazarn Mazarn #1 0.90 1.00 Required Completed Mazarn Mazarn #4 0.38 0.90 Required Completed Gulpha WilsonsMill 0.47 0.87 Recommended Unsure Stokes Harold Drive 0.53 0.57 Recommended Completed, changed duty points at station Hot Springs Creek Quail House 0.74 1.08 Recommended Unsure Hot Springs Creek Moonlight Bay 0.19 0.20 Recommended Completed, changed duty points at station At the time of the 2010 SECAP the largest pump station in Hot Springs was the Hot Springs Creek Pump Station. The station was configured with triplex pumps and a design capacity of 40 MGD. At the time a planned force main was in development (Fairwood Force Main) that would divert flows from the Fairwood Basin. Even with this planned flow reroute the Hot Springs Creek Pump Station will still be under capacity. The Stokes Pump Station was designed with a capacity of 20 MGD and configured with triplex pumps. During the 2010 SECAP flow monitoring period it was discovered that only one or two of the pumps would operate during wet weather. Making all three pumps fully operational would provide adequate capacity at the pump station.
Page 8 FORCE MAIN IMPROVEMENTS The 2010 SECAP determined that 66,176 linear feet of force main capacity improvements were required. The recommendations included increasing the diameter of existing force mains or construction of parallel force mains. Table 2 summarizes the force main capacity improvement recommendations from the 2010 SECAP. TABLE 2 FORCE MAIN CAPACITY IMPROVEMENT RECOMMENDATION STATUS City Basin Project Length (ft) Existing Diameter (in) Required Diameter with I/I Reduction (in) Status Hot Springs Creek Fairwood FM Phase IV 11,182 0 36 & 42 The SECAP had Fairwood FM Phase I, II, and III in model. Phase IV has been completed. Gulpha Gulpha FM 16,016 0 27 I/I Reduction has been focus. Still under consideration and is very likely necessary Mazarn Mazarn FM 4,966 0 10 This project was recommended for efficiency purposes. Would eliminate pumping flow through 4 pump stations. Has not been completed. Stokes Stokes FM 29,751 0 24 Completed, however was tied into Fairwood Phase IV FM, reducing overall length.
Page 9 TABLE 2 FORCE MAIN CAPACITY IMPROVEMENT RECOMMENDATION STATUS Fairwood Albert Pike Rd FM 3,010 4 8 Not Completed Hot Springs #2 Farrs Landing FM 732 6 6 I/I Reduction eliminated project Catherine Heights Carpenter Dam Rd FM 519 8 10 I/I Reduction eliminated project During the 2010 SECAP development a new force main from the Fairwood Pump Station to the Davidson WWTP (Fairwood PM Phase IV) was under construction. The intent of this force main was to divert flow from the Hot Springs Creek Pump Station reducing the needed capacity at the pump station. The current 30-inch force main from Hot Springs Creek Pump Station would then manifold into the new force main. Construction of the Fairwood FM Phase IV has been completed. Several alternatives were evaluated to convey flow from the Stokes Pump Station to the Davidson WWTP. Ultimately it was determined that constructing a new 24-inch parallel force main was the most viable solution. The station would be configured to allow dry-weather to use the existing 24- inch diameter main. During wet weather events, the peak flow through the existing main would be limited to 7.6 MGD. This prevents overloading of the downstream gravity sewer main.
Page 10 GRAVITY SYSTEM IMPROVEMENTS CAPACITY – GRAVITY MAINS The need for 79,728 linear feet of capacity improvements for gravity mains were identified in the 2010 SECAP. Projects were developed based upon line proximity. The vast majority of these capacity projects targeting gravity collection lines were eliminated from I/I reduction projects the City undertook. TABLE 3 GRAVITY MAIN CAPACITY IMPROVEMENT RECOMMENDATIONS City Basin Project Length Status Hot Springs Creek 4 th St & Greenwood Ave 5,564 I/I Reduction eliminated project Second Street 4 th St & Greenwood Ave 248 I/I Reduction eliminated project Fairwood Albert Pike Rd 2,303 Completed Highway 270 Albert Pike Rd 404 Completed Carpenter Dam Carpenter Dam 269 I/I Reduction eliminated project Catherine Heights Carpenter Dam 817 I/I Reduction eliminated project Gulpha E Grand Ave 295 Not Complete, necessary for SSO removal Gulpha Gulpha Interceptor 20,192 I/I Reduction is target, however downstream sections may need to be constructed Hot Springs Creek Hot Springs Creek Interceptor 12,465 I/I Reduction nearly eliminated project. Further I/I Reduction recommended Hot Springs #2 Lake Hamilton Dr 1,570 Unsure Mazarn Marion Anderson Rd 306 I/I Reduction eliminated project Hot Springs Creek Park Ave 775 Unsure Gulpha Ridgeway St 8,159 I/I Reduction is target
Page 11 TABLE 3 GRAVITY MAIN CAPACITY IMPROVEMENT RECOMMENDATIONS Hot Springs Creek Seneca St 3,354 I/I Reduction eliminated project Hot Springs Creek Shady Grove Rd 5,425 I/I Reduction eliminated project Gulpha Spring St & Festival St 248 Not Complete, necessary for SSO Removal Hot Springs Creek Stokes Interceptor 9,775 Completed Gulpha Upper Gulpha Interceptor 5,887 I/I Reduction reduced overall length, however sections need to be completed for SSO Removal Hot Springs Creek W Saint Louis St 1,672 I/I Reduction eliminated project INFLOW/INFILTRATION REDUCTION Over 100,000 linear feet of gravity mains were determined to have defects that allowed inflow/infiltration into the sanitary sewer system. The 2010 SECAP recommended that 97,723 linear feet be completely replaced through either CIPP Liners, pipe bursting, or open cut. Another 93 point repairs were also recommended. Tables 4 and 5 summarized the linear footage of complete replacement and point repairs by City Basin from the 2010 SECAP. Additionally, 4,735 manholes were identified as requiring rehabilitation to alleviate inflow/infiltration issues. The City has completed the targeted I/I removal to date. Manhole rehabilitation is the most cost-efficient method for I/I removal and the City elected to make that it a priority. It can be advantageous to rehabilitate gravity mains with large amounts of I/I. The City had identified 22,793 linear feet gravity mains in high I/I areas that were contributing a large amount of I/I to the system. These gravity mains were selected for rehabilitation and 18,917 linear feet has been constructed mostly in the Hot Springs Creek and Gulpha Basins. TABLE 4 GRAVITY MAIN INFLOW/INFILTRATION REDUCTION COMPLETE REPLACEMENT STATUS City Basin Complete Replacement (LF) Designed (LF) Constructed (LF) Fairwood 1,073 1,073 1,073
Page 12 TABLE 4 GRAVITY MAIN INFLOW/INFILTRATION REDUCTION COMPLETE REPLACEMENT STATUS Hot Springs Creek, HWY 270, Halteria, Port Au Prince 61,077 12,752 8,876 2nd Street 438 0 0 Molly Creek 3,839 2,879 2,879 Hogan Creek 375 375 375 Hot Springs #4 394 394 394 Beverly Hills 463 463 463 Gulpha, Belvedere 29,849 4,642 4,642 Hot Springs #1, Lakeside 215 215 215 TABLE 5 GRAVITY MAIN INFLOW/INFILTRATION REDUCTION POINT REPAIR STATUS City Basin Point Repairs (EA) Designed (EA) Constructed (EA) Fairwood 2 1 1 Hot Springs Creek, HWY 270, Halteria, Port Au Prince 60 8 2 2nd Street 2 0 0 Molly Creek 4 3 3 Hot Springs #4 2 1 1 Beverly Hills 1 1 1 Gulpha, Belvedere 19 1 1 Catherine Heights 2 0 0 Carpenter Dam 1 0 0
Page 13 SUMMARY The projects outlined above were original recommendations from the 2010 SECAP. As projects were completed and more information became available, adjustments to remaining projects were made. The most significant adjustment to original projects was the elimination of many capacity upgrades as a result from the success of the I/I reduction program. The rehabilitation of over 4,500 manholes and 23,000 linear feet of high I/I contributing gravity mains eliminated over 20% of peak wet-weather flows. This adjusted many isolated capacity line upgrades and/or pump station upgrades. However, several large capacity enhancements were still necessary to alleviate many reoccurring SSO’s. Primarily these were the Stokes Interceptor up-sizing, the Stokes Pump Station Upgrades, and the parallel Stokes force main. Additionally, the new Fairwood Force Main which conveys flow from the northwest portion of the collection system to Davidson WWTP was integral in removing SSO’s. The Fairwood force main along with conveying northwest flows removed large amounts of flow from the gravity system which was conveyed to Hot Springs Pump Station. The combination of these works took the City of Hot Springs from experiencing 18 SSO’s per 100 miles of gravity sewer to presently experiencing less than 3 per 100 miles. A separate technical memorandum to this memo has been provided which correlates recorded SSO’s to rainfall events in Hot Springs for a period of six months. Based upon the SSO information, it is our belief that the following projects, which were outlined in the original SECAP but yet to be constructed are still necessary to eliminate the remaining overflows. Overall Map ........................................................................................................................... Exhibit 1 E Grand Ave Capacity Improvement ....................................................................................... Exhibit 2 Upper Gulpha Interceptor (Spring St.) .................................................................................... Exhibit 3 Gulpha Interceptor (Evaluate I/I Removal) .............................................................................. Exhibit 4 Gulpha Parallel Force Main ..................................................................................................... Exhibit 5 Pump Station Power Failure ................................................................................................... Exhibit 6 SWWWTP (Evaluate I/I Removal) ............................................................................................ Exhibit 7 Mazarn 1 Pump Station Capacity Improvements .................................................................... Exhibit 8 Lakeside Pump Station Capacity Improvement ....................................................................... Exhibit 9 Hot Springs Creek Interceptor (Evaluate I/I Removal) ........................................................... Exhibit 10 MH 1684 (Monitor For Additional SSOs) ............................................................................... Exhibit 11
EXHIBITS SSO MITIGATION MAPS
!( !(!( !(!( !( !( !( !( !(!( !(!( !( !( !( !(!( !( !( !( !(!( !( 8574 9250 13483 13484 1754 5259 5260 1866 1684 1750 1755 1865 4118 4117 12242 10578 Ü Hot Springs, AR Gravity Main Capacity Improvement !( April 12, 2020 SSO Manhole !( Feb 18, 2020 SSO Manhole Exhibit 2 Overall Exhibit 1 Exhibit 3 Exhibit 4 Exhibit 9 Exhibit 6 Exhibit 7 Exhibit 8 Exhibit 5 Exhibit 11 Exhibit 10
!(10578 Ü Hot Springs, AR Gravity Main !( April 12, 2020 SSO Manhole !( Feb 18, 2020 SSO Manhole E Grand Ave Capacity Improvement E Grand Ave Capacity Improvement Exhibit 2
!( !( !( !( 4118 4117 Ü Hot Springs, AR Gravity Main !( April 12, 2020 SSO Manhole !( Feb 18, 2020 SSO Manhole Upper Gulpha Interceptor (Spring Street) Capacity Improvement Upper Gulpha Interceptor (Spring St.) Capacity Improvement Exhibit 3
!( !( !( !( 1754 1750 1755 Ü Hot Springs, AR Gravity Main !( April 12, 2020 SSO Manhole !( Feb 18, 2020 SSO Manhole SECAP Recommended Ridgeway Street Capacity Improvement SECAP Recommended Gulpha Interceptor Gulpha Parallel Force Main Evaluate I/I Removal Evaluate I/I Removal Exhibit 4
!(!( 1750 Ü Hot Springs, AR Gravity Main !( April 12, 2020 SSO Manhole !( Feb 18, 2020 SSO Manhole Gulpha Parallel Force Main Gulpha Parallel Force Main Exhibit 5
"/ !( Malvern Hwy 8574 Ü Hot Springs, AR "/ Pump Station Gravity Main !( April 12, 2020 SSO Manhole !( Feb 18, 2020 SSO Manhole Pump Station Power Failure Pump Station Power Failure Exhibit 6
!(!( !(!( 13483 13484 Ü Hot Springs, AR Gravity Main !( April 12, 2020 SSO Manhole !( Feb 18, 2020 SSO Manhole Large Inflow Source Suspected Evaluate I/I Removal Evaluate Capacity Improvements Up-sizing from 6" to 8" Large Inflow Source Suspected Evaluate I/I Removal Exhibit 7
"/ !(!( Mazarn #1 9250 Ü Hot Springs, AR "/ Pump Station Gravity Main !( April 12, 2020 SSO Manhole !( Feb 18, 2020 SSO Manhole Mazarn 1 Pump Station Capacity Improvements Mazarn 1 Pump Station Capacity Improvements Exhibit 8