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Hunterwood Park-CS0911182010) Keith Marvin -Fwd: Hunterwood Park -Civil Drawings 1 of 2 Page 1 From: John Elias To: Keith Marvin Date: 11/18/2009 7:02 AM Subject: Fwd: Hunterwood Park - Civil Drawings 1 of 2 Attachments: Hunterwood Park - PK Drawings.PDF >>> "Kyle Whitis" < kwhitis @pkce.com 11/17/2009 5:15 PM >>> Mr. Elias, Attached is a PDF scan of the civil drawings for the improvements to Hunterwood Pocket Park. I will forward you, in seperate email, a PDF of the Gabion drawings. If you would like to have hard copies, I can forward a set to you tomorrow (Wednesday). Please let me know if you need anything else, have a great night. Kyle F. Whitis, P.E., LEED(r) AP Senior Project Manager 8350 N. Central Expwy, Suite 1000 Dallas, Texas 75206 -1612 P: 972.235.3031 1 F: 972.235.9544 N O 0 3 IS HUNTERWOOD PARK COPPELL VILLAGE (VOL. 81249 PG. 1511) LOT 23 • HUNTERWOOD PARK 0 BENCH MARK LIST BM# 3 - Ox - CUT SET ON A CURB INLET 470 FEET NORTH OF BETHEL ROAD, 50 FEET WEST OF THE CENTERLINE OF FREEPORT PARKWAY ELEV =513.88 BM# A - ❑ - CUT SET ON THE SOUTHWEST CORNER OF A CURB INLET ocUdr AM TUG CAQT CAIt1 AC x111 — f1C_CAl AAI UCATU 1 AAIC A 499 PAVE; RETAINING FENCE ORt c r t N PICNIC AREA • OV, `o 6' CONCRETE— SIDEWALK A • I A • STONE BRIDGE 0 h 3� s S • a ANDERSON AVENUE I I I I I LOT 11 I LOT 10 I I 4' METAL - --"' FENCE 1/2 -INCH IRON ROD W/'ARIIHUR SURVEYING , 1/2 -Ndt*I IRON ROD COMPANY' CAP FOUND W/- ARTHUR SURVEYING COMPANY' CAP FOUND ( I LOT 7 20' DRAINAGE, ACCESS & UTILITY EASEMENT ( ST. NO. 20080103717 A ■ rn RIP -RAP 49 �9 L_ I== - GEN C� B. BOLLARD EM ELECTRIC METER PP, POWER POLE Ls j�_ A ROXIMATE TERUNE OF WM / REEK WV WATER VALVE STEPS IRRIGATION CONTROL VALVE d rn= 00 CLEANOUT MH O I;t .0 A� s TSC ❑ TRAFFIC SIGNAL CONTROL TSP • TRAFFIC SIGNAL POLE TELE 494 SPAN I SI I MOS • � -._. __.. 493... i9 0 _ — 4 92 IRS 1/2 -INCH IRON ROD g3 0 COOPER OAK G L 49 PAVE; RETAINING FENCE ORt c r t N PICNIC AREA • OV, `o 6' CONCRETE— SIDEWALK A • I A • STONE BRIDGE 0 h 3� s S • a ANDERSON AVENUE I I I I I LOT 11 I LOT 10 I I 4' METAL - --"' FENCE 1/2 -INCH IRON ROD W/'ARIIHUR SURVEYING , 1/2 -Ndt*I IRON ROD COMPANY' CAP FOUND W/- ARTHUR SURVEYING COMPANY' CAP FOUND ( I LOT 7 20' DRAINAGE, ACCESS & UTILITY EASEMENT ( ST. NO. 20080103717 A ■ rn RIP -RAP 49 �9 L_ I== - GEN C� B. BOLLARD EM ELECTRIC METER PP, POWER POLE Ls j�_ LIGHT STANDARD WM WATER METER WV WATER VALVE ICV IRRIGATION CONTROL VALVE FH* FIRE HYDRANT Co. CLEANOUT MH O MANHOLE TSC ❑ TRAFFIC SIGNAL CONTROL TSP • TRAFFIC SIGNAL POLE TELE TELEPHONE BOX SPAN I SI I MOS FLOOD LIGHT FP • FLAG POLE SIGH TRAFFIC SIGN IRS 1/2 -INCH IRON ROD W/ PACHECO KOCH CAP SET (C.M.) CONTROLLING MONUMENT -- PROPERTY LINE x FENCE oHL OVERHEAD UTILITY LINE 613 EXIST CONTOUR 612.39 EXIST SPOT ELEVATION TC 612.39 EXIST TOP OF CURB ELEVATION G 611.92 EXIST GUTTER ELEVATION r �_A 0 10 20 40 60 GRAPHIC SCALE IN FEET MAPSCO 11 D 0 P ASHLEY o 0 Q ; W Rps PLANT TIO x SPAN I SI I MOS AN B BER E KAY C O P P EI L COOPER OAK G L Z COZBY BROOK Pop 16.881 BM# w BROOKS BM# 3 = U o DILLAR M# B a 0 r o �} Z J a Z O z Wa a PROD CT LOCATION = BURNS o Y J O SOUTHWESTER ° s COPPELL m VIC/N/TY MAP NO. I DATE I REVISION Pacheco Koch Consulting Enginee 8350 N. CENTRAL EXPWY. SUITE 1000 TX REG. ENGINEERING FIRM F -469 DALLAS, TX 75206 972.235.3031 TX REG. SURVEYING FIRM LS- 100080- } oF•TFxgs�� LOCATION PLAN .................... ..... ...KYLE F . YMITis"'2 HUNTERWOOD POCKET PARK 101330 " .... ' � 1330 ��`, o JAMES W. ANDERSON SURVEY J `(P GRADING AND DRAINAGE GENERAL NOTES g 1. REFER TO GEOTECHNICAL REPORT FOR REQUIREMENTS REGARDING FILL COMPACTION AND o 0 �6'� MOISTURE CONTENT. 0 a W L_ G F N C7 2. UNLESS NOTED, ALL FILL IS TO BE COMPACTED TO A MINIMUM OF 95% STANDARD PROCTOR SPANIS MOS a AN BEBBER DENSITY WITHIN 3% OF OPTIMUM MOISTURE CONTENT. FILL TO BE PLACED IN A MAXIMUM OF B • BOLLARD OPER C O P P E L L CaO COZBY 6" LIB, EM ELECTRIC METER (C.M.) CONTROLLING MONUMENT 3. SIDEWALKS AND ACCESSIBLE ROUTES SHALL HAVE A SLOPE NO GREATER THAN 5% AND A BROOK Pop 16,881 M w BROOKS PROPERTY LINE CROSS FALL NO GREATER THAN 29'6 UNLESS NOTED OTHERWISE. PP. POWER POLE 4. GRADING OF ALL HANDICAPPED SPACES AND ROUTES TO CONFORM TO STATE, LOCAL AND LSD LIGHT STANDARD X FENCE FEDERAL GUIDELINES. wM WATER METER OHL OVERHEAD UTILITY LINE 5. UNLESS NOTED, STORM DRAIN LINES MAY BE OF THE FOLLOWING MATERIALS: o a 0 3 0 _j CT Wa a a LOCATION o z P ROD A. RCP C -76, CLASS III Wv WATER VALVE 613 EXIST CONTOUR B. ADS N -12 ICv IRRIGATION CONTROL VALVE 612.39 EXIST SPOT ELEVATION SOUTHWESTER C. HANCOR HI -Q w Pry AND INSTALLED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. FH* FIRE HYDRANT TC 612.39 EXIST TOP OF CURB ELEVATION 6. UNLESS NOTED, GRATE INLET TO BE "AMERICAN INDUSTRIAL PRE -CAST PRODUCTS, INC." cq, CLEANOUT G 611.92 EXIST GUTTER ELEVATION 7. PRECAST CATCH BASIN, SIZED AS SHOWN, OF APPROVED EQUAL FINAL PAVING, CURB AND SIDEWALK ELEVATIONS WILL BE PLACED AT PLUS OR MINUS 0.03 MH (O MANHOLE 571 PROPOSED CONTOUR 8. FOOT. REFER TO LANDSCAPE SPECIFICATION FOR SEEDING AND SODDING REQUIREMENTS. Tsc ❑ TRAFFIC SIGNAL CONTROL TC 614.50 PROPOSED TOP OF CURB ELEVATION G 61 4.o 9. ANY CONCRETE, ROCK OR MATERIAL DEEMED UNSUITABLE FOR SUBGRADE, BY ENGINEER, .�P TRAFFIC SIGNAL POLE PROPOSED GUTTER ELEVATION SHALL BE DISPOSED OF OFFSITE AT CONTRACTOR'S EXPENSE ALE❑ TELEPHONE BOX EL 614.50 - ma x PROPOSED SPOT ELEVATION 10. TRENCH BACKFILL MATERIAL SHALL CONFORM TO THE REQUIREMENTS OF NCTCOG ITEM 504.2 AND SHALL BE MECHANICALLY COMPACTED IN 6 LIFTS TO THE TOP OF SUBGRADE TO A -)6L FLOOD LIGHT PROPOSED DRAINAGE FLOW DIRECTION MINIMUM OF 959E STANDARD PROCTOR DENSITY IN ACCORDANCE WITH NCTCOG ITEM 504.5 FP . FLAG POLE UNLESS OTHERWISE SHOWN ON THESE PLANS OR STATED IN THE STANDARD CITY - - - PROPOSED SWALE SPECIFICATIONS. SIGN TRAFFIC SIGN T/G 502.0 PROPOSED TOP OF GABION 11. EMBEDMENT SHALL CONFORM TO THE REQUIREMENTS OF NCTCOG ITEM 504.5 UNLESS IRS R 1/2 -INCH IRON ROD OTHERWISE SHOWN ON THESE PLANS OR STATED IN THE STANDARD CITY SPECIFICATIONS. W/"PACHECO KOCH CAP SET 12. A ROUND MANHOLE COVER MEETING CITY SPECIFICATIONS SHALL BE PLACED IN ALL INLET EXISTING TREE TOPS. THE MANHOLE COVER SHALL BE PLACED NEAR THE OUTLET PIPE. 13. ALL CONCRETE FOR INLETS AND DRAINAGE STRUCTURES SHALL CONFORM TO NCTCOG ITEM 702.2.4, CLASS 'A' (3000 PSI) UNLESS OTHERWISE SHOWN ON THESE PLANS OR STATED IN STANDARD CITY SPECIFICATIONS. 14. CRUSHED STONE BEDDING OR APPROVED EQUAL SHALL BE PROVIDED BY THE CONTRACTOR WHEN ROCK IS ENCOUNTERED IN TRENCHES. THERE SHALL BE NO ADDITIONAL PAY ITEM OF THE CRUSHED STONE BEDDING. 15. IF REQUIRED DUE TO CONSTRUCTION, POWER POLES TO BE BRACED OR RELOCATED AT CONTRACTORS EXPENSE. 5 rn --- - X X X Si�Fwq�yCRF� or, k 3 i 0_ CD N � 0 O I r N O of N O o I � N to I� O M 3 U h N 0 of r O N s 503 e -503 REFER TO LANDSCAPE A CT =PLANS ad ° FOR LIMITS OF SIDEWALK PAVE REMOVAL 9. f0 N O e° d Sot- CONTRACTOR TO DAYLIGHT EXISTING GRADE TO TOP OF GABION STRUCTURE AT A MINIMUM SLOPE OF 2.096 AND A MAXIMUM SLOPE OF 25.0% WHILE PROTECTING EXISTING TREES. 3' SILT FENCE /�_ X \ e ° 4 4 A 500 -- x �'� X I ° G e ' ° e 5C X CON T ®R . TO ' REMOVE EXISTING 3' SILT AND REP _ N CE. METAL FENCE TO ATCH EXISTI `� r METAL FENCE A�A #2. LIMITS SHO HERE AR �fl .- 49 APPROXIMATE A D ED TO BE COORDINA D I A NER 49 O PRIOR TO CONS UCtT10N. PICNIC AREA a . 494. o a e ro 1� 4ss . a a � e , e A s a s, q. O d. . °. .e " % g'Y a / ti •.'s io w AREA #01 SCALE: 1"=10' NOTE: REFER TO GABION DESIGN SHEETS FOR DESIGN AND INSTALLATION OF GABION WALLS AND ROCK RIP -RAP APRON. BENCH MARK L /ST BM# 3 " ® " CUT SET ON A CURB INLET 470 FEET NORTH OF BETHEL ROAD, 50 FEET WEST OF THE CENTERLINE OF FREEPORT PARKWAY ELEV= 513.88 BM# A " ❑ " CUT SET ON THE SOUTHWEST CORNER OF A CURB INLET BEING ON THE EAST END OF CUL -DE -SAC ON HEATH LANE AND MOBLEY WAY. r1 r% i n ^A rn n APPROXIMA 496` CENTERLINE REEK 49 9 \ � 492 BW= 502.7' `�i " g (G 4g6, _ 5 499 ° ' a4 G n e' PICNIC AREA ' h 49 c 49 O e APPROXIMATE o �• LINE OF-/ z C I Sp � � e V• � 502 � 1 4 , ° 4.4. e e A. . 493 3' SILT FENCE X X X \ 0 \ ^ 4 93, ° n 4 ° a CONTRACTOR TO DAYLIGHT EXISTING GRADE TO TOP OF GABION STRUCTURE AT A MINIMUM SLOPE OF 2.096 AND A MAXIMUM ° c SLOPE OF 25.096 WHILE PROTECTING EXISTING TREES. e e ° 9►, PAVESTON TW= 503.6' / °� RETAINING L BW= 502.7' 503 5 g0� 5' METAL TS __ FENCEa BS= h TW= 503.8' N N A b AREA #2 SCALE: 1"=10' ISSUED FOR PRELIMINARY PRICING PURPOSES ONLY (SUBJECT TO REVISION PRIOR TO CONSTRUCTION) THESE DOCUMENTS HAVE BEEN PREPARED BY THE ENGINEER WITH THE INTENT OF COMPLYING WITH ALL CITY STANDARD REQUIREMENTS. THESE DOCUMENTS HAVE NOT • OF * •••• KYLE F. WHITIS ;4 � ,.•••• 101330 .......... - 4- �j�'�`�C:•� / PENS • �,..G�'i ���::�'� NO, I DATE I R EVIS I O N Pacheco Koch Consulting Enginee 8350 N. CENTRAL EXPWY. SUITE 1000 TX REG. ENGINEERING FIRM F -469 DALLAS, TX 75206 972.235.3031 TX REG. SURVEYING FIRM LS- 100080• 0 5 10 20 30 GRAPHIC SCALE IN FEET MAPSCO 11 D g P ASHLEY o 0 �6'� 0 a W Q Re PLANT TIO o� h SPANIS MOS a AN BEBBER KAYE OPER C O P P E L L CaO COZBY OAK ° e BROOK Pop 16,881 M w BROOKS o DILLAR M#3 a ° s ° o L a z a 0 3 0 _j CT Wa a a LOCATION o z P ROD 'L = BURNS ° o J Y O v+ SOUTHWESTER ° w Pry m � s 503 e -503 REFER TO LANDSCAPE A CT =PLANS ad ° FOR LIMITS OF SIDEWALK PAVE REMOVAL 9. f0 N O e° d Sot- CONTRACTOR TO DAYLIGHT EXISTING GRADE TO TOP OF GABION STRUCTURE AT A MINIMUM SLOPE OF 2.096 AND A MAXIMUM SLOPE OF 25.0% WHILE PROTECTING EXISTING TREES. 3' SILT FENCE /�_ X \ e ° 4 4 A 500 -- x �'� X I ° G e ' ° e 5C X CON T ®R . TO ' REMOVE EXISTING 3' SILT AND REP _ N CE. METAL FENCE TO ATCH EXISTI `� r METAL FENCE A�A #2. LIMITS SHO HERE AR �fl .- 49 APPROXIMATE A D ED TO BE COORDINA D I A NER 49 O PRIOR TO CONS UCtT10N. PICNIC AREA a . 494. o a e ro 1� 4ss . a a � e , e A s a s, q. O d. . °. .e " % g'Y a / ti •.'s io w AREA #01 SCALE: 1"=10' NOTE: REFER TO GABION DESIGN SHEETS FOR DESIGN AND INSTALLATION OF GABION WALLS AND ROCK RIP -RAP APRON. BENCH MARK L /ST BM# 3 " ® " CUT SET ON A CURB INLET 470 FEET NORTH OF BETHEL ROAD, 50 FEET WEST OF THE CENTERLINE OF FREEPORT PARKWAY ELEV= 513.88 BM# A " ❑ " CUT SET ON THE SOUTHWEST CORNER OF A CURB INLET BEING ON THE EAST END OF CUL -DE -SAC ON HEATH LANE AND MOBLEY WAY. r1 r% i n ^A rn n APPROXIMA 496` CENTERLINE REEK 49 9 \ � 492 BW= 502.7' `�i " g (G 4g6, _ 5 499 ° ' a4 G n e' PICNIC AREA ' h 49 c 49 O e APPROXIMATE o �• LINE OF-/ z C I Sp � � e V• � 502 � 1 4 , ° 4.4. e e A. . 493 3' SILT FENCE X X X \ 0 \ ^ 4 93, ° n 4 ° a CONTRACTOR TO DAYLIGHT EXISTING GRADE TO TOP OF GABION STRUCTURE AT A MINIMUM SLOPE OF 2.096 AND A MAXIMUM ° c SLOPE OF 25.096 WHILE PROTECTING EXISTING TREES. e e ° 9►, PAVESTON TW= 503.6' / °� RETAINING L BW= 502.7' 503 5 g0� 5' METAL TS __ FENCEa BS= h TW= 503.8' N N A b AREA #2 SCALE: 1"=10' ISSUED FOR PRELIMINARY PRICING PURPOSES ONLY (SUBJECT TO REVISION PRIOR TO CONSTRUCTION) THESE DOCUMENTS HAVE BEEN PREPARED BY THE ENGINEER WITH THE INTENT OF COMPLYING WITH ALL CITY STANDARD REQUIREMENTS. THESE DOCUMENTS HAVE NOT • OF * •••• KYLE F. WHITIS ;4 � ,.•••• 101330 .......... - 4- �j�'�`�C:•� / PENS • �,..G�'i ���::�'� NO, I DATE I R EVIS I O N Pacheco Koch Consulting Enginee 8350 N. CENTRAL EXPWY. SUITE 1000 TX REG. ENGINEERING FIRM F -469 DALLAS, TX 75206 972.235.3031 TX REG. SURVEYING FIRM LS- 100080• 0 5 10 20 30 GRAPHIC SCALE IN FEET MAPSCO 11 D g P ASHLEY o 0 �6'� 0 a W Q Re PLANT TIO 3 = w SPANIS MOS a AN BEBBER KAYE OPER C O P P E L L CaO COZBY OAK BROOK Pop 16,881 M w BROOKS o DILLAR M#3 a O M# B o L a z a 0 3 0 _j CT Wa a a LOCATION o z P ROD 'L = BURNS ° o J Y O SOUTHWESTER ° ELL m VICINITY MAP GRADING PLAN HUNTERWOOD POCKET PARK JAMES W. ANDERSON SURVEY AQCTQAf%T Alf'% 40 S0 E BRIDGE' 49 R_ N 3 CD o O I r` N t`I L O N O i I N o o 3 v N p O cV 1 m of 0 Ln 1 1 POLLUTION CONTROL GENERAL NOTES 1. THIS PLAN HAS BEEN PREPARED TO PROVIDE MEANS TO PREVENT OR MINIMIZE POLLUTION OF STORM WATER. 2. THE CONSTRUCTION ACTIVITY INCLUDED IN THIS PLAN WILL INCLUDE: A. CLEARING AND GRUBBING L_ F= - G F B. ROUGH GRADING N C. FINAL GRADING 0 -- D. UTILITY INSTALLATION B BOLLARD E. PAVEMENT INSTALLATION EMm ELECTRIC METER (C.M.) CONTROLLING MONUMENT F. BUILDING CONSTRUCTION PP. POWER POLE -- PROPERTY LINE 3. THE TOTAL ESTIMATED LAND AREA TO BE DISTURBED IS 0.11 ACRES. 4. THE ESTIMATED RUNOFF COEFFICIENT UPON COMPLETION OF THE PROJECT IS 0.40. Ls LIGHT STANDARD x FENCE 5. THE STORM WATER EXITING THE SITE IS COLLECTED IN AN EXISTING DRAINAGE SYSTEM MAINTAINED BY THE CITY wM WATER METER - OHL OVERHEAD UTILITY LINE OF COPPELL, TEXAS. 6. THE SOILS ON THE SITE ARE GENERALLY EXPANSIVE CLAYS. % WATER VALVE 613 EXIST CONTOUR 7. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN EROSION PROTECTION AROUND THE WORK AREA PERIMETER v Icv IRRIGATION CONTROL VALVE 612.36 EXIST SPOT ELEVATION AND AT ALL INLET MOUTHS PRIOR TO COMMENCING WORK AND UNTIL THE WORK AREA HAS BEEN STABILIZED. < 8. THE CONTRACTOR WILL REMOVE ALL EXCESS SOIL FROM CONSTRUCTION VEHICLES PRIOR TO EXITING THE SITE. FH* FIRE HYDRANT TC 612.39 EXIST TOP OF CURB ELEVATION 9. ALL DISTURBED AREAS WHICH WILL NOT BE RE- DISTURBED FOR A MINIMUM OF 21 DAYS MUST BE STABILIZED BY G 611.92 EXIST GUTTER ELEVATION THE CONTRACTOR TO CONTROL EROSION. M C% CLEANOUT 10. THE CONTRACTOR SHALL UNDERTAKE PROPER METHODS TO REDUCE DUST GENERATION FROM THE SITE. o h °' MHUO MANHOLE � 571�° ® PROPOSED CONTOUR 11, THE CONTRACTOR MUST COMPLY WITH FEDERAL, STATE AND LOCAL REGULATIONS REGARDING SEDIMENT AND Tsc ❑ TRAFFIC SIGNAL CONTROL TC 614.50 EROSION CONTROL PROPOSED TOP OF CURB ELEVATION 12. A COPY OF THIS PLAN MUST BE KEPT AT THE CONSTRUCTION FACILITY DURING THE ENTIRE CONSTRUCTION , TSp TRAFFIC SIGNAL POLE GG 614.00 PROPOSED GUTTER ELEVATION PERIOD. EL 614.fl 13. CONSTRUCTION SEQUENCING MUST PROVIDE FOR THE EXCAVATION OF AN ON -SITE BASIN AS A SEDIMENT 4 d TELE0 TELEPHONE BOX _x PROPOSED SPOT ELEVATION COLLECTION BASIN PRIOR TO THE DISTURBANCE OF GREATER THAN 10 ACRES OF LAND. FLOOD LIGHT PROPOSED DRAINAGE FLOW DIRECTION 14. ALL FINISHED GRADES ARE TO BE HYDROMULCHED, SPOT SODDED OR SEEDED AND WATERED UNTIL GROWTH IS N o c� ESTABLISHED ON AND OFF -SITE. o �ti FP • FLAG POLE hh X05' a SIGN TRAFFIC SIGN - - - PROPOSED SWALE 15. A PIT OR WASH OUT BASIN SHALL BE CONSTRUCTED ON -SITE BY THE CONTRACTOR FOR THE "WASH OUT" OF CONCRETE TRUCKS. ° IRS 1/2-INCH IRON ROD T/G 502.0 PROPOSED TOP OF GABION 16. A BERM OR OTHER SPILL PROTECTION MEASURE SHALL BE USED FOR ANY TEMPORARY FUEL STORAGE TANK ON a N °'. W/"PACHECO KOCH" CAP SET SITE. 50 3 ° , °a ' ' EXISTING TREE 17. IF "SUMP" PUMPS ARE USED TO REMOVE WATER FROM EXCAVATED AREAS, FILTER THE DISCHARGE TO REMOVE ° ° <'� SEDIMENT AND OTHER POLLUTANTS BEFORE THE WATER LEAVES THE SITE. °° 0 18. TO PREVENT DAMAGE TO VEGETATION IN DOWNSTREAM WATER COURSES, LIMIT ANY PROPOSED LIME STABILIZATION OPERATIONS TO THAT WHICH CAN BE MIXED AND COMPACTED BY THE END OF EACH WORK DAY. ROCK CHECK DAM GEOTEXTILE FABRIC IS NOT EFFECTIVE IN FILTERING LIME SINCE THE GRAIN SIZE IS SMALLER THAN THE OPENING ad? IN THE FABRIC. ■ 00000 ■ SILT FENCE 19. VEHICLE PARKING AREAS, STAGING AREAS, STOCKPILES, SPOILS, ETC. SHALL BE LOCATED SUCH THAT THEY WILL NOT ADVERSELY AFFECT STORM WATER QUALITY. OTHERWISE, COVERING OR ENCIRCLING THE AREAS WITH e ` PROTECTIVE MEASURES SHALL BE NECESSARY. e s . , ° �� \� ° 20. STORE ALL TRASH AND BUILDING MATERIALS WASTE IN AN ENCLOSURE UNTIL PROPER DISPOSAL AT OFF -SITE ° FACILITIES. d < � � 21. TRACKING OF SEDIMENT OFF SITE BY TRUCK TRAFFIC SHALL BE HANDLED THROUGH REGULAR CLEANING. °�� 22. INSPECTIONS SHALL BE CONDUCTED BY THE PERMITEE ONCE EVERY 2 WEEKS AND WITHIN 24 HOURS AFTER A a STORM EVENT OF 0.5 INCHES OR MORE. THE INSPECTIONS WILL INCLUDE: A. DISTURBED AREAS OF THE SITE THAT HAVE NOT BEEN STABILIZED 5° =- ' x X X I' S�ewNCRF� ° d ° C. AREAS STRUC SED F O R STORAGE OF MATERIALS THAT ARE EXPOSED TO PRECIPITATION ° � D. LOCATIONS WHERE VEHICLES ENTER OR EXIT THE SITE 3' SILT FENCE, i� X ----- -- 1 d ' X - X ----- - E. IDENTIFICATION OF MEASURES THAT NEED TO BE MAINTAINED, MODIFIED OR ADDED TO CORRECT PROBLEMS Soo- : X -- ° ' . a ° 23. CONTRACTOR SHALL PREVENT THE DISCHARGE OF BUILDING MATERIALS, LIME, CEMENT, CONCRETE, ASPHALT, AND 5c 1 X ° MORTAR TO THE MS4 OR TO THE WATERS OF THE UNITED STATES. ° 24. PERMANENTLY STABILIZE EXPOSED SOIL, WITHIN AND ADJACENT TO THE SITE, THAT IS DISTURBED BY VEHICLES, GRADING AND OTHER CONSTRUCTION ACTIVITIES. 25. CONTAIN ALL RUNOFF FROM MATERIAL USED IN SUBGRADE STABILIZATION. 4 9 0 PICNIC AREA 26 MATERIAL STOCKPILES SHALL BE COVERED BY PLASTIC OR SURROUNDED BY EROSION CONTROL STRUCTURES TO CONTROL SEDIMENT RELEASES. i qf19 _/ f �0 s \ 49 f a a 6' C CRETE SIDE A9 \ 4g3 3' SILT FENCE 49$ d / \�\ ° O\ . ROCK CHECK DAM 499 a °° • ' 4. po h i (OPTIONAL) .° 4 APPROXIMA 4 g6 ^ • WOOD BRIDGE CENTERLINE REEK 49 8 4 \ 492 'y5 w �\ 4 AREA #1 SCALE: 1"=10' STEEL OR WOOD POST AT 10.0' C.C.(MAX.) POST OPTIONS: WOOD - 4 "x4" OR 3" MIN. DIA. STEEL = 1.33 LBS/FT. MIN. WIRE FABRIC (10 GA. LINE WIRES MIN.. 12 1/2 GA. INTERMEDIATE WIRES MIN.) M J a MIRAFI 10OX OR APPROVED EQUAL ANCHOR FABRIC IN 4 "x4" TRENCH. BACKFILL & COMPACT FLOW EXIST. GROUND F- 4• f� ROCK CHECK DAM EARTHEN OR � = ROCK BERM FLOW PLAN VIEW NOTE: REFER TO GABION DESIGN SHEETS FOR DESIGN AND INSTALLATION OF GABION WALLS AND ROCK RIP -RAP APRON. 0 5 10 20 30 GRAPHIC SCALE IN FEET MAPSCO 11 D ° 4SPANISMOS - KAYE _ C O P P E L L COOPER Z COZBY Pop 16 .881 BM# A w BROOKS M#3 o DILLAR = U :3 - �' M B 0 r °3 o 0 Xh Wa a a PROD CT LOCI = a1 IRNS VICINITY MAP Landm 5307 Ea: Dallas ji (214) 741 Austin Pro'E Clt Hu Iml .ad d d ° ° $. PAVESTON T 503.6 RETAINING L BW= 502.7' / 503 50 TA TS- 500.2' • I • 3W= 502.7' E BRIDGt RAP � • �� - iii Projit ,, - � \ \ \� 497- D08 PICNIC AREAd SILT FENCE ROCK CHECK DAM �(� �■►� ���••�� r __�.• • � 1 ® I s 1A_ O --- 0 cV 4" ��' . w 00 SPACING - BOTTOM OF UPSTREAM BERM TO MATCH TOP OF DOWNSTREAM BERM "`- EARTHEN OR ROCK BERM SILT FENCE 1 ELEVATION NOT TO SCALE BENCH MARK LIST BM# 3 X❑ " CUT SET ON A CURB INLET 470 FEET NORTH OF BETHEL ROAD, 50 FEET WEST OF THE CENTERLINE OF FREEPORT PARKWAY ELEV= 513.88 BM# A ❑ " CUT SET ON THE SOUTHWEST CORNER OF A CURB INLET BEING ON THE EAST END OF CUL -DE -SAC ON HEATH LANE AND MOBLEY WAY. ELEV= 505.94 SECTION 495 4 94 ' ROCK CHE DAM (OPTION Desil x s ° 4' �g6 N 'P • N SILT FENCE Drava Revil Date Revi: NO. I DATE REVISION Pacheco Koch Consulting Engineers AR EA #2 8350 N. CENTRAL EXPWY. SUITE 1000 TX REG. ENGINEERING FIRM F -469 DALLAS, TX 75206 972.235.3031 TX REG. SURVEYING FIRM LS- 100080 -00 SCALE: 1"=10' F 1��, Shee ' • F'fg .............................. KYLE F. WHITIS ;•• 101330 • •'�,� CENS L G� ?�,i EROSION CONTROL PLAN EF HUNTERWOOD POCKET PARK C( JAMES W. ANDERSON SURVEY PL A6STRACT NO. 18 � / l 1 14" CEDAR • a a� BM # A " ❑ - CUT SET ON THE SOUTHWEST CORNER OF A CURB INLET BEING ON THE EAST END OF CUL -DE -SAC ON HEATH LANE AND MOBLEY WAY. ELEV= 505.94 BM # B " ❑ " CUT SET ON THE SOUTH EDGE OF A CURB INLET BEING ON THE SOUTH END OF CUL -DE -SAC ON ANDERSON AVENUE. ELEV= 503.305 LEGEND PROPOSED GABIONS ® PROPOSED ROCK RIPRAP LIMITS O PROPOSED GROUND COVER LIMITS T/G ELEV. = TOP OF GABION ROW ELEV. lab w ,. .. S 13" CEDAR ELM 20" CEDAR 0 • PROPOSED GROUND COVER LIMITS - Cb )'MIN. (TYP.) CLEAN OR FLU SOIL AND • BRIS FROMAT • : PRIOR TO - CING RIP AP © 11 � CEDAR arm z /i •�. �I' y .� • S . �: �. � :• - P • i •:._ •• �. • =ate. ` a -a �•�i �:•.V •00V �� '• 4 =��i' .��'� 0, o��- •moo- •.w.aa ;::��• • � i i =11 n`SI �' ` r -4g3 19 6-b 4 r - �_o 18 p GRA TO ALLOW DRAINAGE OF 36" CMP 14" ELM Slr � I � • � 29 S \�� \ , Q (_ 0 6 " ELM C§31 c9 � tJ'1 • • 36" ELM \ ,O ROPOS D FL EL (V. (TOP ROCK RIPRAP) = 491.4 N ( NSTALL T 0.5% LOWLINE GRADIENT FROM STREA TO DO NSTREAM END) AREA #2 5 o �\ �7Ef5Z 36" CM 7" \ \ ' i 4JLM EX ST: STEPS � 33 \ WE 2 E PROPOSE6 F ELE . RQCK RIPRAP) = 1.1 32 z I Landscape Architects 5307 East Mockingbird Lan Dallas, Texas (214) 744 -0757 Fax: (2 Austin - Dallas • Houston Project: City of Cop[ Hunterwom Improvemer SURVEY CONTROL / CONSTRUCTION STAKING POINTS PT # DESCRIPTION NORTHING EASTING ELEVATION PT # DESCRIPTION NORTHING EASTING ELEVATION BM A 622.1395 5471.6248 505.94 17 CORNER ROCK RIPRAP 597.3596 5740.3000 MATCH EX. BM B 733.0389 5702.6461 503.305 18 BEGIN ROW 1 GABION / FFR1 754.1618 5847.2226 493.0 T/G 1 BEGIN ROW 1 GABION / FFR1 633.1958 5630.2049 494.0 T/G 19 P.C. / FFR1 761.3415 5850.2394 " 2 P.T. / FFR1 635.0178 5636.4452 20 POINT ON CURVE / FFR1 775.3357 5855.8637 " 3 P.C. / FFR1 642.4742 5646.4084 21 P.T. / FFR1 777.5678 5870.3220 " 4 POINT ON CURVE / FFR1 645.9124 5653.5739 22 P.C. / FFR1 774.9258 5877.4222 " 5 P.T. / FFR1 646.3670 5661.5085 23 END ROW 1 GABION / FFR1 775.6607 5887.3952 " 6 P.C. / FFR1 643.1921 5684.3935 24 END ROW 4 GABION / BFR4 781.0633 5882.4340 500.0 T/G 7 P.T. / FFR1 636.4929 5699.6305 25 BEGIN ROW 4 GABION / BFR4 777.6262 58473952 500.0 T/G 8 P.C. / FFR1 616.4729 5723.8582 26 BEGIN GABION / FFR3 767.6990 5840.9573 499.0 T/G 9 P.T. / FFRI 612.7383 5730.8359 27 BEGIN GABION / FFR2 759.9060 5842.8332 496.0 T/G 10 END ROW 1 GABION / FFR1 608.8508 5743.7572 28 CORNER ROCK RIPRAP 748.7327 5833.1769 MATCH EX. 11 CORNER GABION MAT 627.3002 5749.3080 MATCH EX, 29 EDGE ROCK RIPRAP 749.5310 5860.3376 MATCH EX. 12 END 3' X 1.5' GABION 631.5141 5729.4857 500.5 T/G 30 EDGE ROCK RIPRAP 761.0791 5860.0388 MATCH EX. 13 BEGIN 3'X V GABION 642.3361 5704.3322 500.5 T/G 31 EDGE ROCK RIPRAP 767.1408 5867.0920 MATCH EX. 14 CORNER ROCK RIPRAP 632.9456 5623.8449 MATCH EX. 32 CORNER ROCK RIPRAP 760.0981 5901.9775 M ATCH EX. 15 CORNER ROCK RIPRAP 623.1448 5629.8024 MATCH EX. 33 CORNER ROCK RIPRAP 777.2409 5904.8956 MATCH EX. 16 CORNER ROCK RIPRAP 620.0178 5636.4297 MATCH EX. FFR1 = FRONT FACE ROW 1 BFR4 = BACK FACE ROW 4 FFR# = FRONT FACE ROW # BFR# = BACK FACE ROW # POINT LOCATION 28 T/G = TOP OF GABION ELEV. MATCH EX. = MATCH EXISTING GRADE POINT # PLAN VIEW SCALE: 1"=10' PROPOSED GROUND COVER LIMITS 11 GRAPHIC SCALE (FEET) 10 0 5 10 20 1 INCH= 10 FEET Coppell, Texas Project Number: D08710 Designed: JC Drawn: CO1 Reviewed: JC Date Issued: NOVEMBER 2009 Revlslons: 12" GABION SLOPE PROTECTION 3'X T GABION TOE f3 9 �g5� PROPOSED FL. ELEV. (TOP ROCK RIPRAP) AREA #1 v 10 = 492.6 (INSTALL AT 0.5% FLOWLINE GRADIENT FROM UPSTREAM TO DOWNSTREAM END) 4 - PROPOSED FL ELEV. (TOP ROCK RIPRAP) D = 492.0 8" CEDAR 1) / -5J . )SED GROUND COVER LIMITS ANDERSON COURT SSO RIM= 503.68' FL (SE)= 496.1' FL (NW)= 496.2' I 150 LF PROPOSED ORNAMENTAL IRON FENCE (MATCH EXISTING FENC EXIST. TEMPORARY FENCE (TO BE REMOVED ' UPON COMPLETION OF I ♦ ..•?� i�•.•j• •4T;l�9� s�S 1 ! �`�.�!.�q� -'.� _"ice 1 ••• p •■■ U ► - •F 'rq�i.s4i�i' �.c Il 1 u ` I iil NI• Al jjI! N 1 OWN Y a., 7 PROPOSED ROCK RIPRAP !^ LIMITS �0 J / BACKFILL AROUND TREE ROOTS WITH CRUSHED STONE ' / 15 16 NOTCH GABIONS AS REQUIRED TO CLEAR EXISTING TREE ROOTS ' WOOD BRIDGE I RETURN GABION ROWS 3.0' MINIMUM INTO BANK (TYP.) / I \� 9" BOIS D'ARC • FILL EXISTING SCOUR HOLE BEHIND WALL (REF. SECTION 5) PAVESTONE RETAINING WALL (TO REMAIN) 5' FENCE (TO REMAIN) *: 3C 4 - S � I OAK • 4" OAK 16 "O K GROUND COVER LIM NO. I DATE REVISION Sheet Title: a Division of Hayward Baker, Inc. 661 E SHAHAN PRAIRIE RD G ABI O N 1 0LDEN J LITTLE ELM, TEXAS 75068 TEL (972) 294 -5000 Craig Olden, Inc. TEXAS ENGINEERING FIRM NO. F -10869 FAX (972) 294 -2664 PLAN VI EW GABION WALL PLAN VIEW HUNTEBWC HUNTERWOOD POCKET PARK CITY OF COPPELL, DALLAS COUNTY, TEXAS Sheet Number: DESIGN DRAWN DATE I SCALE NOTES I FILE I NO. E C 1 SRC col NOV '" = EC -1.1 HEATH LANE I I I I I I I I ( I I I I 0 r M D FA -- -- -- ( LOT 21 I I I I ( I I I ' LOT 15 I I I LOT 14 l I 1 I LOT 22 I l I LOT 13 I I I I LOT 12 I ' I I I I I I I LOT 11 I I I LOT 23 LOT 10 I ' LOT 9 I 9 I LOT 8 I I' LOT 7 x I X I I HORIZONTAL LAYOUT �a �e qF� m oammi SCALE: 1" = 20' GRAPHIC SCALE (FEET) 20 0 10 20 40 1 INCH = 20 FEET �/ / ��b .,9 � COURT S ° ° X ...... . / !I o v S — 493 56t A 4 G / A �N '1 AREA #2 BM # A "CUT SET ON THE SOUTHWEST CORNER OF A CURB INLET BEING ON THE EAST END OF CUL -DE -SAC ON HEATH LANE AND MOBLEY WAY. ELEV= 505.94 BM # B " ❑ " CUT SET ON THE SOUTH EDGE OF A CURB INLET BEING ON THE SOUTH END OF CUL -DE -SAC ON ANDERSON AVENUE. ELEV= 503.305 NO. I DATE REVISION - a Division of Hayward Baker, Inc. 661 E SHAHAN PRAIRIE RD OLDEN LITTLE ELM, TEXAS 75068 TEL (972) 294 -5000 Craig Olden, Inc. TEXAS ENGINEERING FIRM NO. F -10869 FAX (972) 294 -2664 SURVEY /LAYOUT CONTROL HUNTERWOOD POCKET PARK CITY OF COPPELL, DALLAS COUNTY, TEXAS DESIGN DRAWN DATE SCALE NOTES FILE NO. JRC COI - V 1"=20' G�`_q 7 Landscape Architects 5307 East Mockingbird Lan Dallas, Texas (214 ) 744 -0757 Fax: (� Austin • Dallas • Houston Project: City of Cop[ Hunterwom Improvemer Coppell, Texas Project Number D0871 0 Designed JC Drawn: COI Reviewed. JC Date Issued: NOVEMBER 2009 Revisions Sheet Title: SURVEY & LAYOUT CO HUNTERWC Sheet Number: EC 1.2 ...... ..... _ .. .......... ... ... ............ .... i. .........,._. _.. ..... _...... _. j _..... _.. .. .. .i... .... ......... _.. .. .... _.... _.... .._. ... ....... _.. . - _. ., ._... _........,.I. ... ... ............... _..,__. ......... ,....,. ........ . .. ..... ...._ _..... _...... .,..._ ...... —- - - -- ---- - - - - -- -- + - - - - -- � - - - -- -- - -- - i - - - - - -- --I - - -- - - -i -- - - - -- -- - —� -- -- ---- - - - - -- - � 510 SECTION 1 (A REA #1 SCALE: 1 " = 5" 8. STEPS Qa 2. 3.0' 3' X 1' GABI __. _ _..... I SING GRADE �J 500 � _ _ _ _ _ _ _. 500 SECTION 3 (AR #1 SCALE: 1"=5" ............ .... .. _.....,. . j_......... ..,_.......... ...... ...... _... __... _ . - -- I .......... __......... .L............ : 510 — + - -- - -+ — -- - -- 510 SECTION 2 (A REA #1 SCALE : 1 " = 5" j i I , i I , 510 _ 510 SECTION 4 (A REA #1 SCALE : 1 " = 5" Landscape Architects 5307 East Mockingbird Lar Dallas, Texas (214) 744 -0757 Fax: (; Austin • Dallas • Houston Project: City of Cop[ Hunterwom Improvemei Coppell, Texas Project Number D0871 0 Designed JC Drawn: COI Reviewed: JC Date Issued: NOVEMBER 2009 Revisions: .. ............. L.. �. _ . \ 18 IN. CLAY CAP OMPACT TO T 95% MAX. 41ROWS @ 3.0' AT A ( MY DENSITY 495 12.0' _ ( -- -- - -- 698) -- — -- - -- - -- F - - -- - -- --- EXISTtRG - - — 495 SECTI 5 (AREA #2 SCALE : 1 " = 5" NO. I DATE I REVISION Sheet Titfe: a Division of Hayward Baker, Inc. 661 E SHAHAN TEXAS PRAIRIE 75068 RD GABI W OLDEN LITTLE ELM, TEL (972) 294 -5000 Craig Olden, Inc. TEXAS ENGINEERING FIRM NO. F -10869 FAX (972) 294 -2664 SECTIONS GABION WALL SECTIONS H U NTERWO HUNTERWOOD POCKET PARK CITY OF COPPELL, DALLAS COUNTY, TEXAS Sheet Number: DESIGN I DRAWN DATE I SCALE I NOTES FILE NO. E C 1 JRC COI NOV 1 „ =5 cr PrI ORNAMENT L IRON FENCE ..... _. . . .... ;_ P.ROPOS .. D GROUND COMER 4" M1N TOP OIL AND, TEMP RARX j 505 EROSION CONTROL MAT (REF. 1DETAIL, SHEET C 1.4) 505 500 12.0' 500 ..... ......... .. .... _ v P MATCH EXISTING GRADE j .... .... .3' X 3'.0 ABION _ 495 - - - -- - - - -- - . 495 ..... ...... 3.0' - - - -- 1 ' GABION SHOP PRO'Cf= C'T'IdN .. ..... E T A XIS ING GR E i 490 -) - 490 ........... 12 MIN. CRUSHED STON FILTER MATER L O.CK R.IPRAP _. GEOTEX LE ..... 485 ............ . . L _ i I. 485 SECTION 4 (A REA #1 SCALE : 1 " = 5" Landscape Architects 5307 East Mockingbird Lar Dallas, Texas (214) 744 -0757 Fax: (; Austin • Dallas • Houston Project: City of Cop[ Hunterwom Improvemei Coppell, Texas Project Number D0871 0 Designed JC Drawn: COI Reviewed: JC Date Issued: NOVEMBER 2009 Revisions: .. ............. L.. �. _ . \ 18 IN. CLAY CAP OMPACT TO T 95% MAX. 41ROWS @ 3.0' AT A ( MY DENSITY 495 12.0' _ ( -- -- - -- 698) -- — -- - -- - -- F - - -- - -- --- EXISTtRG - - — 495 SECTI 5 (AREA #2 SCALE : 1 " = 5" NO. I DATE I REVISION Sheet Titfe: a Division of Hayward Baker, Inc. 661 E SHAHAN TEXAS PRAIRIE 75068 RD GABI W OLDEN LITTLE ELM, TEL (972) 294 -5000 Craig Olden, Inc. TEXAS ENGINEERING FIRM NO. F -10869 FAX (972) 294 -2664 SECTIONS GABION WALL SECTIONS H U NTERWO HUNTERWOOD POCKET PARK CITY OF COPPELL, DALLAS COUNTY, TEXAS Sheet Number: DESIGN I DRAWN DATE I SCALE I NOTES FILE NO. E C 1 JRC COI NOV 1 „ =5 cr 1.0 GABIONS: 1.1 Gabion structures consist of rectangular, compartmented, woven wire mesh baskets filled with stone used to build earth retaining and erosion control structures such as: retaining walls, channel linings, headwalls and flexible aprons for pipes, slope protection, bridge revetments and weirs. 2.0 MATERIALS 2.1 Gabions shall be prefabricated in accordance with ASTM A975 -97 to the size called for on the plans, or as otherwise approved. Gabions shall consist of galvanized wire or galvanized wire with an additional PVC coating woven into a uniform, hexagonal- shaped double twist pattern with openings approximately 3 -1/4" x 4 -1/2 ". The mesh shall be fabricated in such a manner as to be non - raveling and to provide the required flexibility and strength. All wire used for gabions, including lacing wire, shall have a tensile strength of 54,039 P.S.I. to 68,259 P.S.I. in accordance with ASTM A641 -98, Class 3, soft temper. The zinc coating shall meet the requirements of ASTM A641 -98, Class 3, soft temper coating and shall be a minimum quantity of 0.70 oz /ft2 for wire 0.087" in diameter, 0.80 oz /112 for wire 0.106" in diameter, 0.85 oz /ft2 for wire 0.120" and 0.134" in diameter and 0.90 oz/ft2 for wire 0.150" in diameter. Wire used for galvanized overlapping rings shall be 0.120" diameter wire per ASTM A641 -98 with a tensile strength of 230,000 P.S.I. to 273,000 P.S.I. per ASTM A764 -95. Wire used for stainless steel overlapping rings shall be 0.120" diameter stainless steel wire per ASTM A313 -98, Type 302, Class I with a tensile strength of 222,000 P.S.I. to 253,000 P.S.I. Mesh wire, selvedge wire and lacing wire diameters for galvanized gabions and galvanized gabions with a PVC coating shall be in accordance with the nominal diameters as listed in Table 1. Tolerances of all wire diameters shown shall be +/- 0.004 ". All testing of wire diameters shall be prior to fabrication. TABLE 1 - NOMINAL GABON WIRE DIAMETERS Galvanized Wire Galvanized Wire with PVC Coatin Mesh Wire 0.120" US 11 gauge) 0.106" US 12 gauge Selvedge Wire 0.150" US 9 gauge) 0.134" US 10 gauge Lacing Wire 0.087" US 13 -1/2 gauge) 0.087" US 13 -1/2 gauge Polyvinyl Chloride (PVC) used to coat gabion wire shall meet the following specifications: Color - gray; Nominal Thickness - 0.020 inches; Minimum Thickness - 0.015 inches; UV Resistance - 3000 hours using apparatus Type E when tested according to ASTM D1499 and ASTM G23; Salt Spray Test - 3000 hours when tested according to ASTM 8117; Abrasion Resistance - weight loss not more than 12% according to ASTM D1242. The PVC coating shall be uniformly applied and shall be free from cracks, splits, stretched or stressed areas. Assembled gabions will form a rectangular unit with a minimum thickness of twelve inches (12 "). The base and sides are to be woven into a single unit. The bottom of the end panels shall be factory connected to the body in such a manner that the strength and flexibility at the point of connection is approximately equal to that of the mesh. The lid for specially fabricated gabions may be separate construction. The gabion shall be divided into cells of approximately equal size by factory connected diaphragm panels using mesh of the same type and gauge as the body of the gabion. The diaphragm panels shall be secured in proper position on the base in such a manner that no additional tying is necessary. The length of the cell shall not exceed its horizontal width. All perimeter edges of the wire mesh forming the body, end and diaphragm panels shall have a heavier gauge selvedge wire woven into the edge of the mesh panel. All cut edges of the mesh panels forming the body, tops of ends and diaphragms shall be securely attached to a heavier gauge selvedge wire by a minimum of two complete turns of the wire mesh around the selvedge wire. Lacing wire shall be supplied for securely fastening the gabions during all steps of assembly and construction. Lacing wire shall be included with the gabions in sufficient quantity for tying gabions in accordance with the specifications. No other wire except of the type supplied with the gabions may be used. High tensile overlapping rings may be used as an alternate fastening method in place of the tie wire lacing method when used in accordance with these specifications. Galvanized rings shall be used for galvanized gabions; stainless steel rings shall be used for PVC coated gabions. Interlocking fasteners and spiral fasteners may not be used. Gabions furnished by a manufacturer shall be of uniform size and subject to dimension tolerance limits of +/- 5% The gabions shall be certified by a notarized, sworn affidavit from the manufacturer showing compliance with the specification requirements. 2.2 Gabion Rock used to fill the gabions shall be clean, hard, durable, 4" to 8" well - graded crushed limestone. Not more than 15% of the rock (by weight) shall pass a 4" opening. For 12" gabions, 4" to 6" well - graded crushed limestone may be used. The rock shall be clean and shall be stored and handled in a manner to prevent contamination. 2.3 Geotextile Fabric for use as a filter media, when specified on the plans, shall be placed along the gabion structure as shown in the plans. The fabric to be used shall be MacTex MX155 or approved equal. 2.4 Granular Filter Media when specified on the plans, shall be placed to the limits as shown on the plans. Granular filter media shall consist of crushed stone in accordance with ASTM C33, Size 57 (1" minus). 2.5 Backfill Material where required behind gabions, shall consist of sandy clay (CL) material placed in 9 inch maximum loose lifts and compacted to at least 95% max. dry density per ASTM D698 (Standard Proctor) at minus 1 to plus 4 percentage points of optimum moisture content. At the Contractor's option, 1 inch minus crushed stone filter material (ASTM C33, Size 57) may be substituted for sandy clay provided that geotextile is placed on top of crushed stone and topped off with the compacted clay cap per plan. 3.0 CONSTRUCTION: 3.1 General - The gabions shall be installed in accordance with the size, type, and alignment as shown on the plans. PVC coated gabions shall be used in the areas as specified and shown on the plans. The placement of the gabions shall be in close conformity to the lines and grades shown on the plans and shall be in strict accordance with these specifications. 3.2 Geotextile Fabric Placement - After excavation to the subgrade elevation has been performed, the geotextile fabric (when specified) shall be placed to the limits as shown on the plans. Care shall be taken not to place the fabric in a manner exceeding the limits shown on the plans. Where splices occur, adjacent pieces of geotextile shall be overlapped a minimum of eighteen inches (18 "). Fabric shall be secured, when necessary, by pins or other suitable means before placing the gabions. Excess fabric protruding past the finished gabions shall be cut off. 3.3 Gabion Assembly - Gabions are assembled in the following steps: (1.) Unfold the baskets on a hard, flat surface and stamp out all kinks. (2.) Fold up the front, back, and end panels and fasten the panels together with the projecting heavy gauge selvage wire by twisting the selvedge wire around the selvedge wire of the other panel two complete turns. (3.) Fold the inner diaphragm panels up and secure in the same manner. (4.) Tie all edges of the diaphragms and end panels to the sides of the gabion by the tying method as specified below. 3.4 Tying Method -PROPER TYING OF GABIONS AT ALL STEPS IN THE ASSEMBLY AND CONSTRUCTION OF THE GABION STRUCTURE IS CRITICAL TO THE PERFORMANCE OF THE FINISHED GABION STRUCTURE. 1. Gabions must be tied in the specified manner at each step of construction: a) Initial assembly b) Tying to adjacent gabions along diaphragms all contacting edges c) Tying of lid to sides d) Tying of lid to top of e) Re -tying of cut gabions 2. All tying of gabions shall be performed in the following manner (See Figure 1 - attached): (1.) Cut a length of lacing wire approximately five feet long. (2.) Secure the lacing wire onto the gabion at the end by looping and twisting the tie wire together. (3.) Proceed tying with double loops (made at the same point) every five inches apart. The basket pieces should be pulled tightly together during the tying operation. (4.) Secure the other end of the lacing wire by again looping and twisting the wire around itself. No other wire except of the type supplied with the gabions may be used for tying the gabions. 3. Overlapping rings may be used as an alternate to the specified lacing wire method where at least one -half inch ( 12 ") overlap of the rings can be made. Spacing of the rings shall not exceed six inches (6 "). In the event a one -half inch ( overlap of the ring cannot be obtained, such as end -to -end attachment of gabions, the specified lacing wire method shall be used. 3.5 Gabion Placement - After each gabion has been assembled, it shall be placed in position empty and shall be tied to adjacent gabions along all contacting edges in order to form a continuously connected structural unit. 3.6 Filling Gabions -IT IS CRITICAL TO THE PERFORMANCE OF THE FINISHED GABION STRUCTURE THAT GABIONS ARE FILLED TO THEIR MAXIMUM DENSITY WITH VOIDS IN THE GABION MINIMIZED. When the assembled empty gabions have been installed and tied together, the gabions shall be filled in the following manner: 1. The gabions maybe filled by machine, but shall be filled in layers or lifts not exceeding twelve inches (12 "). Care shall betaken when placing the rock into the gabions to insure that the gabions are not damaged or bent. Do not drop rock from a height greater than three feet (3'). Suitable sized and appropriate machinery will help prevent damage to the gabions during the filling operation. Edges of gabions and diaphragms may be protected when necessary by tying steel reinforcement to the edges of the gabions or other suitable guard mechanisms to prevent damage or deformation of the gabions. 2. After a twelve inch (12 ") layer of rock has been placed in the cell, sufficient hand manipulation for the rock shall be performed to minimize voids and result in a maximum density of rock in the gabion. 3. Gabions that are three feet (3') high shall have a looped inner tie wire installed in each cell connecting the front and back faces of any unsupported or exposed face at the vertical third points, or 12" and 24" from the base of the gabions (See Figure 2 - attached). Individual cells may not be filled to a height greater than twelve inches (12 ") above any adjacent cell unless looped inner tie wires are installed in both directions. Gabions that are eighteen inches (18 ") high that are installed with an exposed outer face such as a retaining wall shall have a looped inner tie wire installed connecting the front and back faces. The inner tie shall be installed at half the vertical height or 9" from the base of the gabion. Individual cells may not be filled to a height greater than nine inches (9 ") above an adjacent cell unless looped inner tie wires are installed in both directions. Inner tie wires are not required for 18" gabions installed as mattress applications. 4. Each gabion shall be filled to its maximum density, which is slightly higher than the sides and the surface smoothly leveled minimizing voids. 37 Closing Gabions - After the rock has been leveled, the lids shall be pried down and over with a bar or lid closing tool until the edge of the lid and the edge of the gabion are together. Care shall be taken so that the mesh is not deformed. It should require a light stretching in order to bring the two gabion pieces together. The heavy projecting selvage wire of the lid shall then be twisted around the heavy selvage wire on the sides two (2) complete turns. The lid shall then be tied to the sides of the gabions and the tops of the diaphragms in the specified tying method. The lids of the gabions shall also be tied to adjacent gabions along all contacting edges to insure the formation of a continuous, connecting structural unit. Special attention shall be given that all projecting sharp ends of wire are turned in on the completed gabion structure. 3.8 Cutting Gabions - Gabions may be cut to form curves or bevels. Overlap the cut pieces and re -tie in the specified manner. Re -tying shall be in a manner so as to produce a closed cell when completed. Excess mesh wire shall be cut off or shall be tightly and neatly laced down. Care shall be taken that all projecting wire ends are turned inwards or cut off. 4.0 QUALITY CONTROL 4.1 Proper tying of gabions during all steps of construction and gabions being filled to their maximum density with a minimum amount of voids is critical to the performance of the finished gabion structure. Therefore, compliance with the technical specifications will be closely and thoroughly inspected. Any work not meeting the implied quality will be rejected. 5.0 MEASUREMENT AND PAYMENT 5.1 Measurement of gabion structures shall be based on the volume in cubic yards of gabions installed and filled to their maximum density with a minimum of voids and shall include the volume of embedded items when applicable. Gabion structures shall be paid for at the contract unit price per cubic yard. The unit price shall include full compensation for placing all materials (gabions, rock, geotextile and /or granular filter media) and for furnishing all tools, labor, equipment, and other incidentals necessary to complete and install the gabion structure in accordance with the intent of the plans and specifications. 6.0 ROCK RIPRAP: 6.1 Stone used for rock riprap shall be durable crushed limestone with a minimum bulk specific gravity of 2.25 as determined by Tex - 403 -A. Stone shall have a maximum weight loss of 18% after 5 cycles of magnesium sulfate solution and 14% after 5 cycles of sodium sulfate solution when tested in accordance with Tex - 411 -A. 6.2 Stone gradation shall be in accordance with the table below: ROCK RIPRAP GRADATION PERCENT SMALLER BY SIZE ROCK SIZE (INCHES) ROCK WEIGHT (LBS) D1oo 20" 340 D90 18" 250 Deo 15" 145 D10 12" 75 6.3 Rock riprap shall be installed to provide the minimum layer thickness to the limits shown on the plans. Prior to placement of riprap, structural excavation of channel bottom and side slopes shall be made to the subgrade elevation. The subgrade elevation shall be such that the top of the riprap layer matches the channel flowline gradient in the channel invert and matches the existing ground surface at the edge /end limits of the riprap protection. 6.4 Prior to installation of rock riprap, an initial 10' x 10' test area shall be installed within plan limits for inspection and approval by Engineer. Remaining riprap shall not be placed until test section is inspected and approved by Engineer. 6.5 Measurement of rock riprap shall be based on the weight (in tons) of rock delivered to the site and placed within the limits indicated as verified by truck tickets provided daily to the City's representative. The unit price shall include full compensation for channel excavation to rock riprap subgrade including hauling and properly disposing of material offsite. 7.0 GROUND COVER: 7.1 Ground cover shall consist of 4 inches minimum topsoil, temporary biodegradagble erosion control mat and one - gallon Asian Jasmine containers planted at eighteen inch center -to- center spacing. Placement limits shall be 6.0' minimum on slope behind /above gabion protection or as otherwise indicated on plans. 7.2 Temporary biodegradable erosion control mat shall be Biomac S/C as manufactured by Maccaferri U.S.A. or approved equal. Placement and securing mat shall be in accordance with manufacturer's recommendations. 7.3 Payment for ground cover shall be based on measured area of actual installed limits. LIMITS OF GROUND COVER / EROSION 4" MIN. TOPSOIL WITH TEMPORARY 1.5' CONTROL MAT (REF. PLANS) EROSION CONTROL MAT (REF. NOTES) TYP 1 GALLON ASIAN JASMINE PLANTS ON 18" CENTERS � y y O y O �O 6.0' MIN. .i `� .t, (REF. PLANS 3 @ 1.5' AND SECTIONS) � y y = 4.5' *0 0,11 y y y TOP /BACK EDGE OF GABIONS y y y 0.75' GROUND COVER PLANTING DETAIL SCALE: N.T.S. G\ 1 WIN GABIONS MUST BE TIED IN THIS MANNER AT EACH STEP OF CONSTRUCTION: 1. INITIAL ASSEMBLY 2. TYING TO ADJACENT GABIONS ALONG ALL CONTACTING EDGES 3. TYING OF LID TO SIDES 4. TYING OF LID TO ALL DIAPHRAGMS 5. RE -TYING OF THE CUT GABION FIGURE 1: TYING METHOD I TIE WIRES INNERTIE WIRES SHALL BE PLACED HORIZONTALLY IN EACH GABION CELL EVERY 12" OF VERTICAL HEIGHT CONNECTING THE FRONT (EXTERIOR) AND BACK (INTERIOR) FACES AND ANY UNSUPPORTED FACE LENGTHWISE. FIGURE 2: TIE WIRE INSTALLATION METHOD GABION TYING DETAILS SCALE: N.T.S. NO. I DATE ( REVISION a Division of Hayward Baker, Inc. 661 E SHAHAN PRAIRIE RD OLDEN LITTLE ELM, TEXAS 75068 TEL (972) 294 -5000 Craig Olden, Inc. TEXAS ENGINEERING FIRM NO. F -10869 FAX (972) 294 -2664 GABION WALL NOTES HUNTERWOOD POCKET PARK CITY OF COPPELL, DALLAS COUNTY, TEXAS DESIGN DRAWN DATE SCALE NOTES FILE NO. JRC COI N 0 N.T.S. EC-1 Landscape Architects 5307 East Mockingbird Lar Dallas, Texas (214) 744 -0757 Fax: (; Austin • Dallas - Houston Project City of Cop[ Hunterwom Improvemei Coppell, Texas Project Number: D08710 Designed JC Drawn: C01 Reviewed: JC Date Issued: NOVEMBER 2009 Revisions: Sheet Title: GABION Wj N OTES HUNTERM Sheet Number: EC 1.4