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Denton Crk-PT0204274100op \ \ 'O S A�6 �J *AJb o e +Sy F.F. = 455.7 'J 1 ` \ 2 FS O \ CP2 AP Qs%s N 5044.90 s E 5027.78 F 0)� EL 453.66 LQT 1R, BLOCK- I REPLAY { y °'J, t -- GIBBS STATION P14. ONE " ` ae+=t a53 VOL. 95032, PG. 486 M.R.D.C.T. \1 JN 5000.00 ` E 5000.00 'ze A EL 453.73 a 450 pp �F o NO \ I p — — -- -- - PER oP�P�N O 0I L VjP�' �N F / cR�EK o, �EN�CN — a 1 441) SbFJ 9\ \ \ \f 9 \ / fC \ LOT 1 OF BOREN ADDITION LOT 2 OF BOREN ADDITION - / VOL. 2000125, PG. 2614 M.R.D.C.T. VOL. 2000125, PG. 2614 M.R.D.C.T. +sa \ \ mho 1 ` \ 538 BEVERLY DRIVE CITY OF COPPELL DALLAS COUNTY TEXAS \ ° T4 - L yaJ S ,TE SLIDE 'LIMITS 1-SJ � yam F.F. = 455.7 �FS,+ N N I M a o 0 a LLI Lu occ WT I.l.l d O (n z J O � O d it 11 m oom y Z o 3 w S Cc Cc 4 O° / P �� o i N LU m oom y Z o 3 w S Cc Cc 4 O° / P �� o i N LU 5098.64 Lo N 5087.11 O 1� k' EL 451.93 , P, 449 ""}'ir 444.5 -"t / tip / —. 445 443.0 — _ \ // 441 5 4 _ 0.0 441. —°� 6 _ 440. 440 ll� _ FLOODPLAIN � a � -- — — -_ - -- — -- — — `�' �o PER PLAT ,C o o x rn rn., J N N PROPOSED CELLULAR SPIFFY PILE COFFERDAM - RETURN GABION ROWS 6.0' MIN. INTO z (TOP OF PILING ELEV = .437.5 EXISTING EMBANKMENT � w � PROPOSED GABION WALL _ � g w u- _ _ o D E N T O N CREEK PLAN VIEW SCALE: 1" = 10' _ _ m - - - - -- DENTON CREEK -- `i'g , a LEGEND PROPOSED CONTOUR 453 PROPOSED GABIONS TOP OF GABION ELEVATION �1 TREE TO BE REMOVED � 0 © 2002 OLDEN PI OFESSIONAL SERVICES; L P (k i B CYi � U9 U U.I N 5087.11 O 1� k' EL 451.93 , P, 449 ""}'ir 444.5 -"t / tip / —. 445 443.0 — _ \ // 441 5 4 _ 0.0 441. —°� 6 _ 440. 440 ll� _ FLOODPLAIN � a � -- — — -_ - -- — -- — — `�' �o PER PLAT ,C o o x rn rn., J N N PROPOSED CELLULAR SPIFFY PILE COFFERDAM - RETURN GABION ROWS 6.0' MIN. INTO z (TOP OF PILING ELEV = .437.5 EXISTING EMBANKMENT � w � PROPOSED GABION WALL _ � g w u- _ _ o D E N T O N CREEK PLAN VIEW SCALE: 1" = 10' _ _ m - - - - -- DENTON CREEK -- `i'g , a LEGEND PROPOSED CONTOUR 453 PROPOSED GABIONS TOP OF GABION ELEVATION �1 TREE TO BE REMOVED � 0 © 2002 OLDEN PI OFESSIONAL SERVICES; L P (k i B E N T O N CREEK PLAN VIEW SCALE: 1" = 10' _ _ m - - - - -- DENTON CREEK -- `i'g , a LEGEND PROPOSED CONTOUR 453 PROPOSED GABIONS TOP OF GABION ELEVATION �1 TREE TO BE REMOVED � 0 © 2002 OLDEN PI OFESSIONAL SERVICES; L P (k i B hdt ti. Al, __ - 450 L 3.0-1 -9. 0 . 1 310'— 0 z Q��HALL EMPLOY APPROPRIATE TEMPORARY L _1 w 0 TOP OF GABIONS EL = 449.0 F- w w EXCAVATION SUPPORT MEASURES To F466TATi mmLam L TX 1.5' PVC COATED GABIONS ............ ......... ............... OF SHEET PILING WITHOUT REMOVING 18" ELM AND 7" OAK L Lu _j Q > m z .... . ....... ....... ....... . ...... ...... ......... ................... ...... ............ ... .... OA606stb txcAvAtioN LIMITS Nbip Z W m GEOTEXTILE 445 �Ll o U) .......... ...... ............ ....................... ...' .............. EXCAVATE AND RECOMPACT EXISTING MATERIAL - (SEE EARTHWORK NOTE ii __�_ . ....... .. = ................ 31 X 3' PVC COATED GABION b ........... ... ............................................. .. . .. .... ................... KEY COMPACTED FILL INTO UNDISTURBED MATERIAL (BEYOND) ... ....... TOP OF EXTERIOR PILING .................... ........... ........... 00 cl I= ............... ........ ...... .. ....... ... _EL 437.5 440 Lo U) < 0 N .......... ........... . ..... .... ........ .... ....... 12" MIN. CRUSHED STONE DRAINAGE LAYER - (SEE EARTHWORK NOTE 3) 7 ...... .. ........... .. .... ........... ........ ....... - ..... 0 ............ .............. ....... ........... ........ X" . ....... BAS FGABIONSEL=437.0 LOW WATER ELEVATION 466.6 .................. ............. I .................. ............... ............................. ......... TOP OF PILING ELEV 435.5 OR HIGHER ... . ... I ...... ... .... 435 ............... (SEE PILING-NOTE-3) ............ ...... .................. \ .. ................. ......... ..... .. .................. ... ........................................ ..... .... .. . ......................... IN-SITU MATERIAL TO REMAIN WITHIN COFFERDAM LIMITS ............................ ......... ...... . ................ �­­­­ "I . .... . �­ ...... Ll .... ...................... ............... ................. ................ ........... ............................. ....... .............. I ....... .... ..... . . . . . ......... ........ .......... TO 8-, ROCK FILL UNDER ............ Ill I GABIONS 430 ........... .. ... . ..... ....... ........ ........ ......... THALWEG (APPROX.) ........... ...... ................. ....... 1.11 ................. .............. - 425 ........... - ................ .......... ................ ......... ....... ... ... ..... ...... . .. ................. ...... ...... ............. .. .... . ...... L�k ........ .......... ............. UNWEATHERED SHALE (VARIES) .......... ...... .... .... ...... LL ...... I ...... ........ ............ ................. 420 7 PCS PS27.5 X 16.0' MIN FORMING ARCH - (SEE 7 PCS PS27.5 X 12.0' MIN. 3 PCS PS27.5 PILING NOTE 2) X 16.0' MIN. 1200 PS27.5 WYE X 16.0' - (SEE PILING NOTE 2) 17.3'— SECTION, SCALE: 1 5' 455 450 440 ........... .......................... 11 ......... .......... .......... .................. - ... 11- ...... ------------------ ................. ................. ............... ­­­ - ­ 11 I'll 11 1—— ..... EXISTING RESIDENCE ............. ........... .......... ......................................... .......... .......... ...... ........ .......... ............. of ........ ........ ............................ - ............ ............... ................. 455 EXISTING GRADE .............. ............... I ...... ................ ........... ........... INSTALL SYNTHETIC TURF REINFORCEMENT MAT TO ELEVAT ON ......... 451 0 - (§tt tAkfHWow NOTES 4 - 6) ....................... 430 .......... - ...... ... ......... ......... .................. .......... 425 UNWEATHERED SHALE (VARIES) .......... ...... ............. ( iYSECTION _ � 420 m TX TPVC COATED GABION u? I ............. 7 PCS PS27.5 X 16.0' MIN FORMING ARCH - (SEE PILING NOTE 2) 1200 PS27.5 WYE X 16.0'- (SEE PILING NOTE 2) Me —A— JOEL R. CLARK ..................... 8504 ,g S /� 7. @ 2002 OLDEN PROFESSIONAL SERVICES, L P cl) LL 0 c\l 0 z o w 0 F- w w Z 8 LT Lu _j Q > m z w F- 0 co X w z (r w Z W m 0 rn o U) a_ Ir a- 0 0 M Lu Lu 0 00 cl I= cy) W cr U) Lo U) < re W z w U) w < Lu Q Z: cc a a 00 0 -t a Lo Lo co C\l c\l W m m W 6i 6i z _j o o W -i U- W X 0 ;z CL 0 —j Llj CL iii z 0 F- IN LU Lu _j Q > m z w F- 0 co X w z (r w W m Z Cc: > < < W 03 (L IL � 0 M Lu Lu 0 00 cl I= cy) W cr Lo U) < 0 N CL 0 cl: M 00 0 -t a Lo Lo co C\l c\l W m m W 6i 6i z _j o o W -i U- W X 0 ;z CL 0 —j Llj CL iii 4', Y.X 12" CRUSHED STONE DRAINAGE LAYER - (ASTM C33, SIZE 57) GEOTEXTILE SITE - EXCAVATED COMPACTED FILL TOP OF PILING DIAPHRAGM (VARIES) - SEE PILING NOTE 3 1.0' MIN. (TYP) - FRONT FACE OF TX 3' GABION BASE OF GABION ELEV = 437.0 I i� II IN -SITU MATERIAL (WITHIN COFFERDAM LIMITS) CP1 N 5000.00 E 5000.00 EL 453.73 4" TO 8" ROCK FOUNDATION (2' MINIMUM) CENTER OF PS27.5 120° "Y" PILING / GABION WALL INTERFACE SCALE: N.T.S. VARIES - 0.0' MINIMUM TO 1.64' MAXIMUM PLACE 6" MINIMUM 3000 P.S.I. CONCRETE CAP BETWEEN GABION FACE AND SHEET PILING - ALLOW CONCRETE TO PENETRATE INTO GABION = 537.5 1 0.5' Mil 2.0' MINIMUM ROCK FOUNDATION PROPOSED SHEET PILING (PS 27.5) AT CENTER OF ARCH HORIZONTAL CONTROL CELLULAR SHEET PILE COFFERDAM POINT # DESCRIPTION NORTHING EASTING GABIONS: CP 1 5000.00 5000.00 CP 2 5044.90 5027.78 CP 3 5098.64 5087.11 Hexagonal Mesh Gabions and Revet Mattresses" 1 1200 "Y" 4995.56 5033.30 2 120° "Y" 5004.84 5041.72 3 120° "Y" 5014.11 5050.15 4 120 ° "Y" 5023.39 5058.58 5 120° "Y" 5032.66 5067.00 6 120 "Y" 5041.93 5075.43 i2tr _Y7 W C' 1. Compacted fill for the portion of the slope above the cellular sheet pile cofferdam shall consist of site - J 9 120° "Y" 5069.75 5100.71 10 END DIAPHRAGM 5007.20 5020.49 11 END DIAPHRAGM 5016.47 5028.92 12 END DIAPHRAGM 5027.89 5034.99 13 END DIAPHRAGM 5037,16 5043.42 14 END DIAPHRAGM 5046.43 5051.84 15 END DIAPHRAGM 5055.71 5060.27 16 END DIAPHRAGM 5064.98 5068.69 17 END DIAPHRAGM 507426 5077.12 18 END DIAPHRAGM 5081.39 5087.90 prior to intalling turf reinforcement mat. O tN O co O V- NO j OM O GENERAL NOTES: PILING LAYOUT PLAN CP3 N 5098.64 E 5087.11 EL 451.93 2002 OLDEN PROFESSIONAL SERVICES, L P GABIONS: W F- z 1. All gabion shall be in compliance with ASTM A975 -97 "Standard Specification for Double - Twisted z Hexagonal Mesh Gabions and Revet Mattresses" Q w 2. PVC Coated Gabions shall be installed to the limits indicated on the construction drawings. F- O o a o w vi 3. The gabion stone fill shall be clean, hard, durable limestone 4" to 8" in size. } H N N EARTHWORK: 0 z X EL n W C' 1. Compacted fill for the portion of the slope above the cellular sheet pile cofferdam shall consist of site - J ww excavated material or an imported sandy clay (select fill) with a Plasticity Index (PI) between 4 and 15, H z The fill material shall be placed in maximum loose lifts of 8 inches and compacted to between 92 and W 98 percent of its maximum dry density as determined by ASTM D698. 0 o 2. Fill material for the interor of the sheet pile cofferdam shall consist of in -situ material. m m Q 3. Crushed stone fill in accordance with ASTM C -33, size 57 (1 " nominal size) shall be used for the z 9 W 0 m 3 drainage layer material behind the gabion wall. o 0 0 ~ m 4. 3 inches (minimum) of topsoil consisting of clayey loam shall be placed on all regraded slopes prior to intalling turf reinforcement mat. O 5. Areas on the drawing shown with turf reinforcement mat shall be protected with Landlok 435 W secured to ground with 8 -inch minimum length U- shaped wire staples at a spacing of 2.0' each way. 6. Groundcover, consisting of one - gallon Asian Jasmine or English Ny plants at a maximum spacing of 18 inches (or other suitable vegetation) shall be placed throughout the TRM limits by others (not in contract). STRUCTURAL CONCRETE: p N. 1. Concrete used for the landing areas between the gabion wall and sheet pile cofferdam shag be of W hard rock aggregate and achieve a minimum compressive strength of 3000 psi at 28 days. W > ._I m U CC Fa- W ? w SHEET PILING: p U) U) Q F- z W cc W 1. All steel sheet piling shall be flat web, hot - rolled PS 275 sections. J W" cc: ~ _ 2. All 1200 wyes and intermediate sections of piling forming arches of cofferdam shall be driven to? W > Y q a 4 J CL ? 8fevation specified on the construction drawings. Where the top of these sections of " W co CL CL 0 p mg ea�nnof be seated to the specified elevation, the protruding piling shall be torched at the specified W W 0 elevation. 00 0 (Y 3. Sheet pile sections comprising the cofferdam diaphragms shall be driven to refusal or the top of CO W 0 Cc N piling elevation specified on the sections, whichever comes first. D_ PILING LAYOUT PLAN CP3 N 5098.64 E 5087.11 EL 451.93 2002 OLDEN PROFESSIONAL SERVICES, L P v v H N N n W C' C W J ww z j o W o U o J Q LL w X ~ m y+ O W