STANDARD DETAILS - Home | City of Denton...6. hatch opening will be " aluminum diamond plate...
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” ENGINEERING SERVICES CERTIFICATION: THIS CITY OF DENTON STANDARD DETAIL SHEET IS AUTHORIZED FOR USE IN THIS PROJECT BY THE ENGINEER WHOSE SEAL APPEARS HEREON, AND WHO CERTIFIES THE CONTENT OF THE DETAILS AND NOTES HEREIN HAVE NOT BEEN ALTERED AND ASSUMES RESPONSIBILITY FOR APPROPRIATE USE OF THE STANDARDS WITHIN THIS SHEET. STANDARD DETAILS WATER DETAILS
STANDARD DETAILS - Home | City of Denton...6. hatch opening will be " aluminum diamond plate cover with ext對ruded aluminum frame. 14" aluminum diamond plate cover with extruded aluminum
CERTIFICATION:THIS CITY OF DENTON STANDARDDETAIL SHEET IS AUTHORIZED FORUSE IN THIS PROJECT BY THEENGINEER WHOSE SEAL APPEARSHEREON, AND WHO CERTIFIES THECONTENT OF THE DETAILS AND NOTESHEREIN HAVE NOT BEEN ALTEREDAND ASSUMES RESPONSIBILITY FORAPPROPRIATE USE OF THESTANDARDS WITHIN THIS SHEET.
STANDARD DETAILSWATER DETAILS
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%%UPLAN VIEW
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8'-0"
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5'-6"
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4'-0"
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VAULT DIMENSIONS
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FLOW
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RESTRAINED FLANGE ADAPTER
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SERIES 2100 MEGA FLANGE
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EBAA IRON INC.
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%%UELEVATION
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18" OR GREATER
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18" OR GREATER
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NOTES: 1. BOX SHALL BE PARKS TYPE OR APPROVED EQUIVALENT, IN GENERAL DIMENSIONS EQUIVALENT TO THAT SHOWN. 2. LEAVE-OUT TO BE GROUTED WITH NON-SHRINK GROUT WHEN SERVICE CONNECTION IS MADE. 3. REFER TO METER VAULT INSTALLATION NOTES
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CONCRETE SUPPORTS FOR TEES 6"x 6" MIN. (COORDINATE FINAL HEIGHT & SIZE WITH FITTING MFR.)
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90° FLG(TYP. 2)
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TEE FLG (TYP. 2)
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DUCTILE IRON STUB-OUT (TYP.)
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MIN. 4'-0" X 6'-0" ALUMINUM HATCH BILCO 4'-0" X 6'-0" ALUMINUM HATCH BILCO OR APPROVED EQUIVALENT, DOUBLE LEAF WITH DROP HANDLE SLAMLOCK AND SPRING ASSISTED TYPE 316SS HARDWARE AND ANCHORS (TYP.) (TRAFFIC RATED WHERE NECESSARY)
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#4 @ 12" O.C.E.W. MIN. (TYP. WALLS AND SLABS) WALLS AND SLABS)
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NRS GATE VALVE (TYP 2)
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TEST PORT SPOOL
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STRAINER
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GROUT AROUND PIPE OPENING
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GROUT AROUND PIPE OPENING
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FLANGE BY OPEN END
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BY-PASS (SAME AS METER SIZE)
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ELEVATION
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FLOW
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11'-0"
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7'-0"
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W
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4'-0"
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VAULT DIMENSION
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NRS GATE VALVE
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FLOW
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(TYP. 2)
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FLOW
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FLOW
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RESTRAINED FLANGE ADAPTER
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SERIES 2100 MEGA FLANGE
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EBAA IRON INC.
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NOTES: 1. BOX SHALL BE PARKS TYPE OR APPROVED EQUIVALENT, IN GENERAL DIMENSIONAL EQUIVALENT TO THAT SHOWN. 2. LEAVE-OUT TO BE GROUTED WITH NON-SHRINK GROUT WHEN SERVICE CONNECTION IS MADE. 3. REFER TO METER VAULT INSTALLATION NOTES.
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BY-PASS (SAME AS METER SIZE)
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MIN. 4'-0" X 6'-0" ALUMINUM HATCH BILCO 4'-0" X 6'-0" ALUMINUM HATCH BILCO OR APPROVED EQUIVALENT, DOUBLE LEAF WITH DROP HANDLE SLAMLOCK AND SPRING ASSISTED TYPE 316SS HARDWARE AND ANCHORS (TYP.) (TRAFFIC RATED WHERE NECESSARY)
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#4 @ 12" O.C.E.W. MIN. (TYP. WALLS AND SLABS) WALLS AND SLABS)
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DUCTILE IRON STUB-OUT (TYP.)
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TEST PORT SPOOL
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STRAINER
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6" NEPTUNE COMPOUND METER ENCODER REGISTER/ WITH PAD
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FLANGE BY OPEN END
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GROUT AROUND PIPE OPENING
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GROUT AROUND PIPE OPENING
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FLG TEE (TYP. 2)
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FLG 90° BEND(TYP. 2)
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CONCRETE SUPPORTS FOR TEES 6"x 6" MIN. (COORDINATE FINAL HT. & SIZE WITH FITTING MFR.)
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GATE
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VALVE
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SIZE
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A
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B
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C
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D
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E
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F
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DIMENSION TABLE
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A
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B
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A
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A
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F
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D
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C
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NO. 6 BARS,
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6" C-C
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NO. 5 BARS,
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12" C-C
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16"
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18"
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20"
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24"
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30"
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36"
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42"
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48"
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54"
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20"
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20"
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22"
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26"
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28"
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32"
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34"
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36"
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36"
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20"
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20"
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18"
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14"
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12"
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8"
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6"
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4"
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4"
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12"
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12"
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12"
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12"
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12"
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12"
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15"
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14"
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9"
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12"
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12"
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12"
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12"
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12"
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12"
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9"
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10"
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15"
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44 1/2"
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51 3/8"
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56 5/8"
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64 3/8"
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80 5/8"
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90 1/16"
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107 3/4"
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121 5/8"
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142 1/2"
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1"
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2"
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1"
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1"
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3"
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4"
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5"
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4"
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3"
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48"
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48"
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54"
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60"
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66"
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72"
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78"
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90"
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102"
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12"
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12"
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12"
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18"
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18"
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18"
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24"
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24"
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24"
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10"
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12"
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12"
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14"
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18"
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18"
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20"
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26"
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32"
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24"
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24"
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24"
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30"
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30"
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36"
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36"
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42"
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46"
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12"
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12"
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16"
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18"
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20"
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24"
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30"
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36"
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40"
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16"
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18"
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20"
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24"
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30"
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36"
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42"
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48"
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54"
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(LESS MANHOLE FRAME & COVER INSTALLATION)
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SEE NOTE 1
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NOTES: 1. POLYURETHANE CUSHION PAD. 2. FOR 24" AND 30" VALVES, CITY REQUIRES GEAR OPERATOR, VAULT, AND BYPASS.
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PLAN VIEW
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6" (MIN.)
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SLOPE
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1/2 TO 1
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1
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L
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J
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M
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K
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8" (TYP.)
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(TYP.)
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24"
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12"
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12"
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(TYP.)
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2" COVER
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12"
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(TYP.)
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2" COVER
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6" MAX.
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3" MIN.
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E
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OF PIPE)
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12" (TOP
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(TYP.)
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2" COVER
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GROUT WITH MORTAR
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2" MIN.
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24" MIN.
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D.I. PIPE RISER
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18"
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SECTION A-A
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24" HEAVY DUTY TRAFFIC RATED M.H. FRAME AND COVER
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SEE NOTE 2
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TYPE "A" COMPACTED 95% BACKFILL
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GRANULAR EMBEDMENT (TO TOP OF PIPE)
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BLEED VALVE AS REQ'D. BY MANUFACTURER
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NO. 4 BARS, 12" C-C BOTH WAYS IN 4,000 PSI CONCRETE.
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4,000 PSI PRECAST OR REINFORCED CONCRETE CAST-IN-PLACE M.H.
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NO. 5 BARS 12" C-C
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NO. 6 BARS 12" C-C
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NO. 6 BARS 12" C-C
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N0. 7 BARS 12" C-C
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2" COVER (TYP.)
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2" COVER (TYP.)
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M.H.
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VALVE
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1" COPPER PIPE
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1" CURB STOP
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1" COPPER PIPE
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1" CURB STOP
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8"
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7'-6" (5' M.H.)
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12" MAX.
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12"
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MIN.
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12" MAX.
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MIN.
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9'-0" (6' M.H.)
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PLAN
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4,000 PSI CONCRETE BASE
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4,000 PSI CONCRETE SUPPORT BLOCK*
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1" I.P. THD. OUTLET AND 1" CORP. COCK
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INSULATING MATERIAL ON BOLTS.
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1" I.P. THD. OUTLET AND 1" CORP. COCK
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4,000 PSI CONCRETE SUPPORT BLOCK*
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ECCENTRIC REDUCER IF REQUIRED (INSTALL W/ STRAIGHT SIDE UP)
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STANDARD PRECAST OR CAST-IN-PLACE M.H.
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ECCENTRIC REDUCER IF REQUIRED (INSTALL W/ STRAIGHT SIDE UP)
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1" CURB STOP
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8" MIN.
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8" MIN. (CAST-IN-PLACE)
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#5 AT 6" O.C.
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6"
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#4 AT 12" O.C.
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#7 AT 12" C.C.
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#6 AT 12" C.C.
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PRECAST GRADE RINGS
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LENGTH AS REQUIRED BY SIZE OF VALVE
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8"
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2"X 4" BOARD
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OPERATING NUT
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RISER
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18"
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23" MIN.
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CLEAR
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2"
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12"
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12"
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2"
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INSULATED FLANGE
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PROFILE
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BACKFILL 12" AROUND VALVE BODY W/PORTLAND CEMENT STABILIZED SAND (2 SACKS PER CUBIC YARD)
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BLEED VALVE AS REQ'D. BY MANUFACTURER
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24" OR 40" STD. C.I. TRAFFIC RATED M.H. FRAME AND COVER
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NOTES: 1. COORDINATE DIMENSIONS NOTED WITH "*" WITH VALVE MFR. 2. FOR 24" AND 30" VALVES, CITY REQUIRES GEAR OPERATOR, VAULT, AND BYPASS.
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STANDARD C.I. VALVE BOX AND RISER (TRAFFIC RATED)
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4,000 PSI CONCRETE SUPPORT BLOCK* (SAME SIZE AS VALVE)
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4,000 PSI CONCRETE SUPPORT BLOCKS*
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5' OR 6' DIA. PRECAST OR CAST-IN-PLACE M.H. 4,000 PSI CONCRETE (6' FOR 30" VALVE OR LARGER)
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12" HIGH M.H. BASE SECTION (FOR PRECAST M.H.)
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INSTALL VALVE OPERATING NUT RISER AND CROSS MEMBER.
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FINISHED GRADE WHEN NOT IN EX. OR PROP. STREETS
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PRECAST TOP OR CAST-IN-PLACE
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GEAR BOX SHALL BE INSIDE M.H.
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2" CLEAR
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6" MIN 12" MAX
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1" COPPER PIPE TO BE LAID CLOSE TO VALVE
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1" I.P. THD. OUTLET W/ 1" CORP. COCK
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CLASS "F" CONCRETE BASE
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W101
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W102
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W104
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W105
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W106A
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W106B
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W103
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METER VAULT INSTALLATION NOTES: 1. PIPE, METER SIZE AND VAULT SHALL BE APPROVED BY THE WATER UTILITIES DEPARTMENT DURING REVIEW PROCESS. 2. PREFABRICATED OR POURED IN PLACE VAULTS SHALL HAVE 4,200 PSI CONCRETE, REINFORCED WITH MINIMUM #4 O.C.E.W. 3. METER VAULT MUST BE LOCATED BEHIND CURB AND/OR WALK AND OUT OF VEHICLE/PEDESTRIAN TRAFFIC, IN THE WATER UTILITY EASEMENT OR DEDICATED EASEMENT. METER VAULT TO BE PLACED IN A PROTECTED GRASSY AREA. 4. MAINLINE AND BYPASS VALVES WILL BE RESILIENT SEAT TYPE WITH CORROSION RESISTANT FUSION BONDED EPOXY COATING INSIDE AND OUT, NON-RISING STEM. ALL VALVES IN THE VAULT WILL HAVE HANDWHEELS. CUSTOMER VALVES SHALL BE LOCATED OUTSIDE OF VAULT AND EASEMENTS. ALL VALVES SHALL BE RIGHT-HAND TURN CLOSE. 5. ALL METERS SHALL BE EQUIPPED WITH ENCODER REGISTERS AND HAVE SCHLUMBERGER TOUCH PADS INSTALLED ON THE LID FOR READING PURPOSES. ALL METERS SHALL BE INSTALLED WITH STRAINERS ON THE INLET SIDE OF THE METER. 6. HATCH OPENING WILL BE " ALUMINUM DIAMOND PLATE COVER WITH EXTRUDED ALUMINUM FRAME. 14" ALUMINUM DIAMOND PLATE COVER WITH EXTRUDED ALUMINUM FRAME. HATCH TO BE FURNISHED WITH TYPE 316 STAINLESS STEEL SNAP AND LOCK WITH BRASS HINGES. 7. ALL VAULTS OVER 4 FT. IN DEPTH SHALL HAVE A LADDER INSTALLED AND SECURED TO THE VAULT WALL AT HATCH ENTRY. 8. VAULT BEDDING SHALL BE GRADE 4 STANDARD CRUSHED AGGREGATE, 1 IN. SIEVE. 9. THE TOP OF METER VAULT SHALL BE SET AT AN ELEVATION SUCH THAT THE SURROUNDING GROUND SLOPES AWAY FROM THE VAULT. 10. FOR 3” METERS AND ABOVE ON PROJECTS ON WHICH THE CITY INSTALLS THE TAP IN THE MAINLINE METERS AND ABOVE ON PROJECTS ON WHICH THE CITY INSTALLS THE TAP IN THE MAINLINE AND STUBS OUT THE SERVICE LINE TO THE BACK OF CURB, THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ALL REMAINING PIPING FROM THE STUBOUT BEHIND THE CURB THROUGH THE VAULT. 11. FOR WATER METER VAULT INSTALLATIONS WHERE THE METER IS NOT EQUIPPED WITH AN INTEGRAL TEST PORT, A SEPARATE SPOOL PIECE WILL BE PROVIDED BETWEEN THE METER AND THE DOWNSTREAM GATE VALVE. THE SPOOL PIECE WILL BE EQUIPPED WITH A TEST PORT AND THREADED BRASS PLUG SIZED PER THE MANUFACTURER'S REQUIREMENTS OR AS FOLLOWS. 12. WHERE NOT SPECIFICALLY NOTED, ALL FLANGED PIPE SHALL BE DUCTILE IRON PIPE WITH DUCTILE IRON FLANGES THREADED ON. METER SIZE TEST PORT TEST PORT 3" 1 " 1 " 12" 4" 2" 2" 6" 2" 2" >8" 3"3"
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W100
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%%UELEVATION
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13'-0"
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7'-0"
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6'-0"
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VAULT DIMENSIONS
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NRS GATE VALVE
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FLOW
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(TYP 2)
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FLOW
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FLOW
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RESTRAINED FLANGE ADAPTER
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SERIES 2100 MEGA FLANGE
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EBAA IRON INC.
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GROUT AROUND PIPE OPENING
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BY-PASS (SAME AS METER SIZE)
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FLG 90° BEND(TYP. 2)
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STRAINER
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FLANGE BY OPEN END
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FLG TEE (TYP. 2)
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GROUT AROUND PIPE OPENING
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4'-0" X 6'-0" ALUMINUM HATCH BILCO OR APPROVED EQUIVALENT, DOUBLE LEAF WITH DROP HANDLE, SLAMLOCK AND SPRING ASSISTED. WITH LADDER AND SAFETY POST, TYPE 316SS HARDWARE AND ANCHORS (TYP) (TRAFFIC RATED WHERE NECESSARY)
6" OR 8" NEPTUNE METER COMBINATION FIRE SERVICE & WATER METER ASSEMBLY ENCODER REGISTER/ WITH PAD
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GRAVEL BED (12" THK. MIN.)
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STRAINER
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#4 @ 12" O.C.E.W. MIN. (TYP. WALLS AND SLABS)
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CONCRETE SUPPORTS FOR TEES 6"x 6" MIN. (COORDINATE FINAL HT. & SIZE WITH FITTING MFR.)
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DUCTILE IRON STUBOUT (TYP.)
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NOTES: : 1. BOX SHALL BE PARKS TYPE OR APPROVED EQUIVALENT, IN GENERAL DIMENSIONAL EQUIVALENT TO THAT SHOWN. 2. LEAVE-OUT TO BE GROUTED WITH NON-SHRINK GROUT WHEN SERVICE CONNECTION IS MADE. 3. REFER TO METER VAULT INSTALLATION NOTES
CERTIFICATION:THIS CITY OF DENTON STANDARDDETAIL SHEET IS AUTHORIZED FORUSE IN THIS PROJECT BY THEENGINEER WHOSE SEAL APPEARSHEREON, AND WHO CERTIFIES THECONTENT OF THE DETAILS AND NOTESHEREIN HAVE NOT BEEN ALTEREDAND ASSUMES RESPONSIBILITY FORAPPROPRIATE USE OF THESTANDARDS WITHIN THIS SHEET.
STANDARD DETAILSWATER DETAILS
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PARKWAY
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10" MIN.
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PAVEMENT
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WATER
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MAIN
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1" COPPER
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SERVICE LINE
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R.O.W.
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2" POLY
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14" MAX.
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LOCATION OF TAPS TO BE AT 45°. TAPS TOBE MADE WITH A.W.W.A. TAPERED THREADS. TAPS USING TAPPING SADDLE TO BE MADE WITH A.W.W.A. (C.C.) THREADS.
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WATER METER (BY CITY OF DENTON)
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ALL BRASS SADDLE DOUBLE STRAP BRASS
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NOTES: 1. CONTRACTOR/DEVELOPER TO SUPPLY METER BOX WITH SERVICE. 2. PACK JOINT TYPE COUPLING WITH EXTERNAL CLAMP BY FORD, MUELLER OR APPROVED EQUIVALENT. 3. WATER METER SUPPLIED BY CITY OF DENTON AT OWNER'S EXPENSE. 4. SIZE DESIGNATED ON PLANS. 5. SERVICE TRENCH TO BE COMPACTED TO 95% STANDARD PROCTOR DENSITY.
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PACK JOINT
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PACK JOINT FITTING
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ANGLE BALL METER/STOP WITH LOCKING WING AND PACK JOINT FITTING (INLET C.C.)
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PACK JOINT FITTING
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BASS & HAYS CAN SIZES METER SIZE CAN# DEPTH CAN# DEPTHCAN# DEPTH DEPTHDEPTH
NOTES: 1. THIS ALTERNATIVE DESIGN IS ONLY FOR CERTAIN FIELD SITUATIONS AND IS ONLY ALLOWABLE WITH CITY APPROVAL. 2. MINIMUM TRENCH WIDTH IS 24" WITH MINIMUM CENTERLINE TO CENTERLINE SPACING OF 12" MIN. AND 18" MAX. 3. ALTERNATE METHOD - TWO SEPARATE TRENCHES SPACED 18" OR MORE TO MATCH METER BOX SPACING. 4. NO SERVICES ALLOWED IN CONCRETE. 5. SERVICE LINES SHALL HAVE ALL BRASS FITTINGS. 6. WATER METER SUPPLIED BY CITY OF DENTON AT OWNER'S EXPENSE. 7. CONTRACTOR/DEVELOPER TO SUPPLY METER BOX WITH SERVICE. 8. ANGLE METER STOP IS TO BE 10"-14" DEEP. 9. METERS ARE TO BE SET 3' FROM THE SIDE PROPERTY LINE. 10. USE OF DUAL SERVICE TO BE APPROVED ON CASE BY CASE BASIS BY THE DIRECTOR OF WATER UTILITIES; NORMALLY ONLY FOR SUBDIVISIONS WITH LOTS 50' WIDE OR LESS. 11. SERVICE TRENCH TO BE COMPACTED TO 95% STANDARD PROCTOR DENSITY. 12. PACK JOINT TYPE COUPLING WITH EXTERNAL CLAMP BY FORD, MUELLER OR APPROVED EQUIVALENT.
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TAP PROFILE
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PACK JOINT CORP. STOP
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1" COPPER SERVICE LINE 2" POLY
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LOCATION OF TAPS TO BE AT 30° & 60°.TAPS TO BE MADE WITH A.W.W.A. TAPERED THREADS. TAPS USING TAPPING SADDLE TO BE MADE WITH A.W.W.A. (C.C.) THREADS.
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BASS & HAYS CAN SIZES METER SIZE CAN# DEPTH CAN# DEPTHCAN# DEPTH DEPTHDEPTH
LOCATION OF TAPS TO BE AT 45°. TAPS TO BE MADE WITH A.W.W.A. TAPERED THREADS. TAPS USING TAPPING SADDLE TO BE MADE WITH A.W.W.A. (C.C.) THREADS.
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ANGLE BALL METER/STOP WITH LOCKING WING AND PACK JOINT FITTING (INLET C.C.)
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3:1 SLOPE
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N.T.S.
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2' MIN.
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SERVICE LINE (BY PLUMBER)
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WATER METER (BY CITY OF DENTON)
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NOTES: 1. CONTRACTOR/DEVELOPER TO SUPPLY METER BOX WITH SERVICE. 2. PACK JOINT TYPE COUPLING WITH EXTERNAL CLAMP BY FORD, MUELLER OR APPROVED EQUIVALENT. 3. WATER METER SUPPLIED BY CITY OF DENTON AT OWNER'S EXPENSE. 4. SIZE DESIGNATED ON PLANS. 5. SERVICE TRENCH TO BE COMPACTED TO 95% STANDARD PROCTOR DENSITY.
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PACK JOINT FITTING
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BASS & HAYS CAN SIZES BASS & HAYS CAN SIZES METER SIZE CAN# DEPTH CAN# DEPTHCAN# DEPTH DEPTHDEPTH
NOTE: IN UNPAVED AREAS, INSTALL 2' x 2' x 4" THICK 3,000 PSI CONCRETE VALVE PAD FLUSH WITH THE TOP OF VALVE BOX WITH No. 3 BARS 12" O.C. EACH WAY.
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REMOVABLE CAST IRON COVER MARKED "WATER"
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VALVE BOX
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TORQUE BOLTS PRIOR TO BACKFILL
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FOR DEEP APPLICATIONS (WHERE MANUFACTURED BOX LENGTH IS INSUFFICIENT) USE 6" D.I. PIPE WITH ADJUSTABLE TOP
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ROADWAY BASE
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METER CAN
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TOP VIEW
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34B- 121316" 548A- 2012" 55A- 2038"
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34B- 1114" 548A- 19116" 55A- 1918"
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FRONT VIEW
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BASS & HAYS METER CAN SPECIFICATIONS METER SIZE CAN # CAN # " & " 34B 58" & " 34B 34" 34B 34B 1" 548A 548A 1 " & 2" 55A12" & 2" 55A 55A
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W502
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PROPOSED WATER MAIN
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FIGURE 3.7
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PROPOSED WATER MAIN
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FIGURE 3.6
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PROPOSED FIRE HYDRANT
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*VALVE SHALL BE FLANGED TO TEE
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EXISTING WATER
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PROPOSED VALVES
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(CUT-IN CONNECTION)
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PROPOSED VALVE WITHIN 100' OF EXISTING VALVE
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PROPOSED MAIN
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EXISTING MAIN
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PROPOSED MAIN
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FIGURE 3.4
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FIGURE 3.5
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EXISTING MAIN
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PROPOSED MAIN
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MAIN TO BE ABANDONED
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TAPPING SLEEVE AND VALVE
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EXISTING WATER
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LOCATE CUT & PLUG AT EXISTING TEE
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MAIN TO BE ABANDONED
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PROPOSED MAIN
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PROPOSED CONNECTION
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FIGURE 3.9
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FIGURE 3.10
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PROPOSED MAIN
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PROPOSED F.H. ONLY IF REQUIRED FOR COVERAGE
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CONNECT PROPOSED F.H. TO FEEDER MAIN
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EXISTING FEEDER MAIN
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FIGURE 3.8
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PROPOSED FIRE HYDRANT
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PROPOSED 12" WATER
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(12"X12" TAP)
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(16"X12" TAP)
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PROPOSED 12" WATER
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(TYPE "D" CONNECTION)
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PROPOSED WATER
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FIGURE 3.1
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FIGURE 3.2
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FIGURE 3.3
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EXISTING 12" WATER
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EXISTING 16" WATER
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EXISTING WATER
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W601
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PIAZ15
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PIAZ16
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PIAZ13
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W603
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NOTE: LAST WATER SERVICE TAP SHALL BE UPSTREAM OF FIRE HYDRANT ASSEMBLY.
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MJ RESTRAINED PLUG
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MIN.20' LENGTH OF PIPE20' LENGTH OF PIPE
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GATE VALVE
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STD.FIRE HYDRANT ASSEMBLYFIRE HYDRANT ASSEMBLY
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I.D.
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EX. WATER
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SOLID SLEEVE
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2'
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MIN.
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STANDARD
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18' JOINT MINIMUM
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EX. WATER
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ABANDON
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IN PLACE
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ABANDON
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IN PLACE
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SEWER
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LINE
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EMBEDMENT AS
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SPECIFIED IN PLANS
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MUST BE D.I. PIPE CLASS 150 MIN.
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NOTES: 1. ONE SEGMENT OF THE WASTEWATER LINE SHALL BE CENTERED OVER THE WATER LINE SUCH THAT THE JOINTS OF THE WASTEWATER LINE ARE EQUIDISTANT AND AT LEAST NINE FEET HORIZONTALLY FROM THE CENTERLINE OF THE WATER LINE. 2. WATER AND WASTEWATER LINES MUST PASS A PRESSURE AND LEAKAGE TEST AS SPECIFIED IN AWWA C600 STANDARDS.
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45° MJ BEND WITH RETAINER GLANDS& 2,000 PSI CONCRETE THRUST BLOCKING AS REQUIRED.
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45° MJ BEND WITH RETAINER GLANDS& 2,000 PSI CONCRETE THRUST BLOCKING AS REQUIRED.
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45° BEND WITH 2,000 PSICONCRETE THRUST BLOCKING AS REQUIRED
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45° BEND WITH 2,000 PSI CONCRETETHRUST BLOCKING AS REQUIRED
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2'-0"
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18" - 28"
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FINISH GRADE AT HYDRANT
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2" MIN.
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6" MAX.
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VALVE
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THRUST BLOCK MUST
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NOT BLOCK WEEP HOLE
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NOTES: 1. IN GENERAL, ALL FIRE HYDRANTS SHALL CONFORM TO A.W.W.A. STANDARD SPECIFICATIONS FOR FIRE HYDRANTS FOR ORDINARY WATER WORKS SERVICE, C-502. FIRE HYDRANTS SHALL HAVE A 5 " MIN. VALVE OPENING AND A 14" MIN. VALVE OPENING AND A BARREL APPROXIMATELY 7" INSIDE DIAMETER. ALL HYDRANTS SHALL BE EQUIPPED WITH A BREAKAWAY FLANGE. 2. TYPICAL VALVE: ACTUAL VALVE LOCATION WILL DEPEND ON THE LOCATION OF WATER MAIN. 3. FIRE HYDRANT SHALL BE PLACED NO CLOSER THAN 18" TO EXISTING OR PROPOSED SIDEWALKS. (USUAL) 4. STANDARD BURY DEPTH IS 4'. 5. SET FIRE HYDRANT ON THE PROPERTY LINE EXTENDED WHEN POSSIBLE. 6. FIRE HYDRANT SHALL BE LOCATED 1' MIN. OUTSIDE OF THE AREA BETWEEN THE P.C.'S OF THE CORNER TURNING RADII AT INTERSECTIONS. (SEE PLAN VIEW) 7. VALVE FLANGED TO MAIN. 8. 1 " OPERATING NUT 14" OPERATING NUT 4 " PUMPER NOZZLE 12" PUMPER NOZZLE 2 " STREAMER NOZZLES 12" STREAMER NOZZLES A.W.W.A. STANDARD THREAD FOR NOZZLES 9. FIRE HYDRANT SHALL BE PAINTED SILVER. 10. CHAINS ARE TO BE REMOVED UPON INSTALLATION.
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PLAN VIEW
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MJ
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MIN. 7 CUBIC FEET OF WASHED GRAVEL OR CLEAN STONE FILL
DUAL WATER SERVICE CONNECTION WITH 1" INSTALLATION * WITH CITY APPROVAL ONLY
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RURAL/SUBURBAN WATER SERVICE INSTALLATION
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GATE VALVE (4" TO 20") BOX
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WATER METER CAN
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TYPICAL TAPPING SLEEVE AND VALVE AND "D" CONNECTION
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TYPICAL VALVE PLACEMENT
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TYPICAL LINE REPLACEMENT OR EXTENSION
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WATER MAIN TERMINATION ASSEMBLY
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FIRE HYDRANT INSTALLATION
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ABANDONING & LOWERING EXISTING WATER MAIN AT CROSSING
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TYPICAL CUT-IN CONNECTIONS
ENGINEERING SERVICES
CERTIFICATION:THIS CITY OF DENTON STANDARDDETAIL SHEET IS AUTHORIZED FORUSE IN THIS PROJECT BY THEENGINEER WHOSE SEAL APPEARSHEREON, AND WHO CERTIFIES THECONTENT OF THE DETAILS AND NOTESHEREIN HAVE NOT BEEN ALTEREDAND ASSUMES RESPONSIBILITY FORAPPROPRIATE USE OF THESTANDARDS WITHIN THIS SHEET.
STANDARD DETAILSWATER DETAILS
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W801
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WATER LINE
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WASHED GRAVEL
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EXISTING GROUND
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NOTES: 1. BRASS FITTINGS AND PIPE TO BE USED FROM CORPORATION STOP THROUGH AIR RELEASE VALVE UNIT. GALVANIZED IRON FROM 90° BRASS FITTING ONTOP OF AIR RELEASE VALVE UNIT TO VENT OUTLET. 2. TO BE USED FOR AIR & VACUUM RELEASE VALVES WITH OUTLETS 2" IN DIAMETER OR LESS.
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GRANULAR EMBEDMENT
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12"
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APPROVED BACKFILL
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AIR AND VACUUM AIR RELEASE VALVE
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1'-7"
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BALL VALVE
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2" GALVANIZED IRON PIPE WITH SCREENED OPENING NEAR AS PRACTICAL TO R.O.W.
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4" RUST PROOF PIPE FILLED WITH CONCRETE, 5' MIN. BURY DEPTH
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WARNING SIGN WITH TELEPHONE NUMBER ATTACHED BY STRAPS
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STANDARD 55A METER CAN
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GALVANIZED STRAPS DRILLED TO D.I. PIPE
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HEIGHT TO BE DETERMINED BY CITY
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BRASS
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GALVANIZED IRON
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STANDARD GRADATION SAND
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4" MIN. BLIND FLANGE WITH TAPPED OUTLET
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FLANGED OUTLET
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2" BRASS
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12"
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SLOPE " PER FOOT18" PER FOOT
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W802
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W703
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W701
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W702A
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W702B
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W702C
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2'-0"
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2'-0"
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2'-0"
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1'-0"
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GROUND
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LINE
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2"
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CLEAR
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23"
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6" MIN.
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18"
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MIN
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CLEAR
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2"
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28"
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RISING
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GRADE
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3'-0" MIN.
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2,000 PSI CONCRETE
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8" MIN.
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8" MIN.
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9"
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6"
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12"
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12"
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8"
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SUMP
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(CAST-IN-PLACE)
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12" MAX
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30" HEAVY DUTY TRAFFIC RATED M.H. FRAME AND COVER AS SPECIFIED
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4" P.V.C. DRAIN PIPE .
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6" P.V.C. WATER STOP
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2-PIECE VALVES MAY BE USED ON 4" AND LARGER COMBINATION AIR VALVE
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FINISHED GRADE WHEN NOT IN EX. OR PROP. STREET
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#7 BARS AT 12" C-C, BOTH WAYS (CAST-IN-PLACE)
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PRECAST GRADE RINGS MAX. 24" INCLUDING FRAME AND LID. INTERIOR TO BE SMOOTHED WITH NON-SHRINK GROUT
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WARNING SIGN WITH TELEPHONE NUMBER ATTACHED BY STRAPS
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1/4" X 3/4" GALVANIZED STRAPS DRILLED TO D.I. PIPE, SPACED AS SHOWN
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THIS RISER SHALL BE AS NEAR AS PRACTICAL TO R.O.W. LINES, AT LEAST 6' BEYOND SHOULDER OF ROAD
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PRECAST OR CAST- IN-PLACE M.H. TO BE 4,000 PSI CONCRETE
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#6 BARS AT 12" C-C, BOTH WAYS (CAST-IN-PLACE)
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GALVANIZED IRON AIR VENT PIPE.
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HEIGHT TO BE DETERMINED BY CITY
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NOTES: 1. ON 4" AND LARGER TWO PIECE COMBINATION AIR VALVES, THE OUTLET PIPING OF THE SMALL VALVE SHALL BE VENTED INTO THE SIDE OF THE LARGER VENT PIPE THAT GOES ABOVE GROUND. 2. WHEN NOT IN PAVING OR WALK, A 4,000 PSI CONCRETE PAD REINFORCED W/#3 BARS AT 12" C-C EACH WAY, SHALL EXTEND A MINIMUM OF 2' AROUND THE M.H. AND SHALL BE A MINIMUM OF 3" THICK. 3. GALVANIZED IRON PIPE AND FITTINGS TO BE USED FROM BRASS 90° FITTING ON TOP OF AIR RELEASEVALVE UNIT TO VENT OUTLET. 4. VENT PIPE SIZE TO EQUAL OUTLET SIZE OF AIR/VACUUM RELEASE VALVE. 5. MINIMUM M.H. DIA. TO BE 5'. 6' DIA. M.H. REQUIRED FOR VALVES 8" OR GREATER.
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COMBINED AIR AND VACUUM AIR RELEASE VALVE FLANGE MOUNTING ON INLET SIDE
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4" RUST PROOF PIPE FILLED WITH CONCRETE, 5' MIN. BURY DEPTH
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BALL VALVE WITH HAND WHEEL, FLG.x FLG.
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INSULATED FLANGE CONN. ASSEMBLY.
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FLANGED OUTLET, STEEL BOLTS
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FINE CRUSHED ROCK POCKET ON CORNER (1' X 1' MIN.)
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UNDISTURBED EARTH OR ROCK
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BRASS 90°
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BRASS
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UNION
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BASE TO BE 6.5' X 6.5"
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BLIND FLANGE BORED, DRILLED AND TAPPED FOR VALVE ABOVE
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CAST-IN-PLACE OR PRECAST TOP
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18" GALVANIZED SCREENED OPENING
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UNION
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P.E. PIPE
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Bd + 2' MIN.
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TRENCH WIDTH
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Bd
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1'-0"
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MIN.
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A
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A
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%%UELEVATION "B-B"
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I.D.
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2'-0" MIN.
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B
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B
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VARIABLE
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I. D.
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%%USECTION "A-A"
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4,6,8
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10,12
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16,18
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20
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24
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30
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36
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42
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48
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54
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60
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66
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72
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78
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84
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90
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96
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1.0
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2.2
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5.0
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6.1
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8.2
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10.5
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14.9
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20.3
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26.5
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33.5
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41.4
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50.1
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59.6
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69.9
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81.1
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93.1
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106.0
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2.0
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4.3
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9.7
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12.0
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17.3
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20.3
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29.2
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39.8
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51.9
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65.7
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81.2
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98.2
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117.0
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137.0
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159.0
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183.0
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208.0
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0.5
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1.1
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2.5
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3.1
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4.4
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5.2
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7.5
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10.1
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13.2
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16.8
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20.7
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25.0
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29.8
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35.0
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40.5
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46.5
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53.0
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1.0
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2.2
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4.9
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6.0
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8.7
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10.1
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14.6
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19.9
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26.0
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32.9
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40.6
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49.1
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58.4
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68.6
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79.5
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91.3
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104.0
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2.5
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5.7
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12.7
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15.7
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22.6
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38.2
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26.5
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52.0
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67.9
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85.9
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106.0
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128.0
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153.0
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179.0
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208.0
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239.0
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272.0
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1.3
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2.8
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6.4
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7.9
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11.3
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13.3
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19.1
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26.0
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33.9
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42.9
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53.0
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64.2
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76.3
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90.0
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104.0
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119.0
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136.0
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8.0
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3.6
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18.0
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22.2
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32.0
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37.5
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54.0
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73.5
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96.0
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122.0
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150.0
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182.0
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216.0
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254.0
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294.0
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337.0
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384.0
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1.8
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4.0
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9.0
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11.1
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16.0
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18.8
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27.0
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36.7
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48.0
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60.7
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75.0
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90.7
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108.0
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127.0
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147.0
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169.0
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192.0
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502.0
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441.0
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384.0
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331.0
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282.0
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237.0
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196.0
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159.0
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126.0
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96.0
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70.5
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49.0
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41.8
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29.2
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23.5
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10.5
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4.6
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251.0
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221.0
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192.0
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166.0
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141.0
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119.0
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98.0
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79.4
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62.7
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48.0
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35.3
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24.5
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20.9
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14.5
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11.8
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5.2
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2.3
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543.0
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477.0
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416.0
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358.0
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305.0
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257.0
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212.0
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172.0
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136.0
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104.0
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76.4
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53.1
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45.2
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31.4
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25.5
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11.3
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5.0
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272.0
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239.0
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208.0
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179.0
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153.0
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128.0
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106.0
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85.9
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67.9
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52.0
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38.2
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26.5
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22.6
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15.7
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12.7
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5.7
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2.5
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96
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90
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84
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78
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72
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66
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60
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54
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48
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42
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36
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30
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24
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20
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16,18
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10,12
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4,6,8
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I.D.
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(IN.)
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THRUST
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(TONS)
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11.25%%D
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VOL.
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(C.Y.)
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THRUST
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(TONS)
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VOL.
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(C.Y.)
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22.50%%D
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THRUST
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(TONS)
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VOL.
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(C.Y.)
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30%%D
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THRUST
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(TONS)
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VOL.
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(C.Y.)
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45%%D
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THRUST
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(TONS)
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VOL.
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(C.Y.)
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67.50%%D
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THRUST
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(TONS)
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VOL.
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(C.Y.)
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90%%D
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(IN.)
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I.D.
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REINFORCING BARS
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VERTICAL COMPONENT OF THRUST = TABULATED VALUE
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ASSUMED HORIZONTAL
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Δ
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REINFORCING BARS #4 @ 12" CENTERS. FOR PIPES SIZES GREATER THAN 12" REINFORCING SHALL BE AS SPECIFIED BY ENGINEER.
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NOTES: 1. EXTEND CONCRETE THRUST BLOCK HORIZONTALLY INTO UNDISTURBED SOIL 2' MIN. ON EACH SIDE. 2. HORIZONTAL EXTENSION OF THRUST BLOCK MAY REQUIRE ADDITIONAL STEEL REINFORCEMENT. DETERMINATION TO BE MADE BY CITY ENGINEERING STAFF.
AutoCAD SHX Text
GROUND
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GROUND
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(APPROX. SAME LENGTH AS BEND)
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C
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1'-0"
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A
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G
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THRUST
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PIPE JOINT
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T
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T
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I.
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D.
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O.D.
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PIPE JOINT
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R = 2.5 D
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X
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X
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PLAN
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O.D.
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I.D.
AutoCAD SHX Text
T
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T
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1'-0"
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C
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B
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E
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TRENCH WIDTH
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120%%D
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SECTION X-X
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N.T.S.
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/2
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/2
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N.T.S.
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TYPICAL
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Bd
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4,6,8
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10,12
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16,18
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20
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24
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30
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36
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42
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48
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54
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60
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66
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72
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78
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84
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90
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96
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0.4
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0.5
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0.6
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0.7
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0.9
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2.9
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4.5
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5.0
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5.5
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6.0
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6.5
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6.8
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7.5
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7.5
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8.0
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8.5
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9.0
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4.0
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3.8
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3.5
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3.3
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3.0
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2.8
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2.5
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2.3
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2.0
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1.8
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1.5
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1.5
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1.5
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1.5
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1.5
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1.5
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1.5
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6.0
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5.6
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5.3
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4.9
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4.5
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4.1
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3.8
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3.4
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3.0
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2.6
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2.3
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1.9
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1.5
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1.5
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1.5
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1.5
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1.5
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8.2
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7.7
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7.2
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6.7
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6.3
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5.7
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5.3
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4.8
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4.3
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3.8
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3.3
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2.6
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2.1
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1.8
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1.6
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1.2
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0.9
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I.D.
AutoCAD SHX Text
(IN.)
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T
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(IN.)
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11.25%%D
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(FT.)
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22.50%%D
AutoCAD SHX Text
(FT.)
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E
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
B
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(FT.)
AutoCAD SHX Text
A
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(TONS)
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THRUST
AutoCAD SHX Text
(FT.)
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G
AutoCAD SHX Text
(IN.)
AutoCAD SHX Text
I.D.
AutoCAD SHX Text
1.5
AutoCAD SHX Text
1.5
AutoCAD SHX Text
2.5
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3.5
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3.5
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3.5
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4.5
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5.0
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6.0
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6.0
AutoCAD SHX Text
7.0
AutoCAD SHX Text
8.0
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8.0
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9.0
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10.0
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10.0
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11.0
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1.0
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1.5
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2.0
AutoCAD SHX Text
2.0
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3.0
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3.0
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3.5
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4.5
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4.5
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6.0
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6.0
AutoCAD SHX Text
6.5
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7.5
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8.0
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8.5
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9.5
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10.0
AutoCAD SHX Text
1.0
AutoCAD SHX Text
2.2
AutoCAD SHX Text
5.0
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6.2
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8.9
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10.4
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15.0
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20.4
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26.6
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33.7
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41.6
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50.3
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59.9
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70.2
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81.5
AutoCAD SHX Text
93.5
AutoCAD SHX Text
106.4
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4.4
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4.1
AutoCAD SHX Text
3.8
AutoCAD SHX Text
3.6
AutoCAD SHX Text
3.3
AutoCAD SHX Text
3.0
AutoCAD SHX Text
2.7
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2.5
AutoCAD SHX Text
2.2
AutoCAD SHX Text
1.9
AutoCAD SHX Text
1.7
AutoCAD SHX Text
1.4
AutoCAD SHX Text
1.1
AutoCAD SHX Text
0.9
AutoCAD SHX Text
0.8
AutoCAD SHX Text
0.6
AutoCAD SHX Text
0.4
AutoCAD SHX Text
96
AutoCAD SHX Text
90
AutoCAD SHX Text
84
AutoCAD SHX Text
78
AutoCAD SHX Text
72
AutoCAD SHX Text
66
AutoCAD SHX Text
60
AutoCAD SHX Text
54
AutoCAD SHX Text
48
AutoCAD SHX Text
42
AutoCAD SHX Text
36
AutoCAD SHX Text
30
AutoCAD SHX Text
24
AutoCAD SHX Text
20
AutoCAD SHX Text
16,18
AutoCAD SHX Text
10,12
AutoCAD SHX Text
4,6,8
AutoCAD SHX Text
0.1
AutoCAD SHX Text
0.1
AutoCAD SHX Text
0.3
AutoCAD SHX Text
0.4
AutoCAD SHX Text
0.5
AutoCAD SHX Text
0.6
AutoCAD SHX Text
0.9
AutoCAD SHX Text
1.5
AutoCAD SHX Text
2.0
AutoCAD SHX Text
3.0
AutoCAD SHX Text
3.8
AutoCAD SHX Text
5.1
AutoCAD SHX Text
6.3
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8.1
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10.3
AutoCAD SHX Text
12.2
AutoCAD SHX Text
15.0
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5.0
AutoCAD SHX Text
5.0
AutoCAD SHX Text
4.5
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4.0
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4.0
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3.5
AutoCAD SHX Text
3.0
AutoCAD SHX Text
3.0
AutoCAD SHX Text
2.5
AutoCAD SHX Text
2.5
AutoCAD SHX Text
2.0
AutoCAD SHX Text
2.0
AutoCAD SHX Text
1.5
AutoCAD SHX Text
1.5
AutoCAD SHX Text
1.5
AutoCAD SHX Text
1.0
AutoCAD SHX Text
1.0
AutoCAD SHX Text
11.0
AutoCAD SHX Text
10.0
AutoCAD SHX Text
10.0
AutoCAD SHX Text
9.0
AutoCAD SHX Text
8.0
AutoCAD SHX Text
8.0
AutoCAD SHX Text
7.0
AutoCAD SHX Text
6.0
AutoCAD SHX Text
6.0
AutoCAD SHX Text
5.0
AutoCAD SHX Text
4.0
AutoCAD SHX Text
3.5
AutoCAD SHX Text
3.0
AutoCAD SHX Text
3.0
AutoCAD SHX Text
2.0
AutoCAD SHX Text
1.5
AutoCAD SHX Text
1.0
AutoCAD SHX Text
7.4
AutoCAD SHX Text
6.3
AutoCAD SHX Text
5.3
AutoCAD SHX Text
3.9
AutoCAD SHX Text
3.3
AutoCAD SHX Text
2.7
AutoCAD SHX Text
1.8
AutoCAD SHX Text
1.4
AutoCAD SHX Text
1.1
AutoCAD SHX Text
0.8
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0.5
AutoCAD SHX Text
0.4
AutoCAD SHX Text
0.3
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0.3
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0.2
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0.1
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0.1
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VOL.
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(C.Y.)
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A
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(FT.)
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B
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(FT.)
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VOL.
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(C.Y.)
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(C.Y.)
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VOL.
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(FT.)
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B
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(FT.)
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A
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(C.Y.)
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VOL.
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0.1
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0.1
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0.3
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0.4
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0.5
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0.8
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1.3
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2.1
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2.8
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4.1
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5.3
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7.2
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9.1
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11.7
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14.8
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17.7
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21.8
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1.0
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1.5
AutoCAD SHX Text
2.5
AutoCAD SHX Text
3.0
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3.5
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4.0
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4.0
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5.0
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6.0
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6.0
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7.0
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8.0
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8.0
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9.0
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10.0
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10.0
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11.0
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1.0
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1.5
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2.0
AutoCAD SHX Text
2.0
AutoCAD SHX Text
3.0
AutoCAD SHX Text
3.0
AutoCAD SHX Text
4.0
AutoCAD SHX Text
4.5
AutoCAD SHX Text
4.5
AutoCAD SHX Text
6.0
AutoCAD SHX Text
6.0
AutoCAD SHX Text
6.5
AutoCAD SHX Text
7.5
AutoCAD SHX Text
8.0
AutoCAD SHX Text
8.5
AutoCAD SHX Text
9.5
AutoCAD SHX Text
10.0
AutoCAD SHX Text
41.2
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33.7
AutoCAD SHX Text
27.2
AutoCAD SHX Text
22.5
AutoCAD SHX Text
17.6
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14.1
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10.6
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8.0
AutoCAD SHX Text
5.7
AutoCAD SHX Text
3.9
AutoCAD SHX Text
2.3
AutoCAD SHX Text
1.5
AutoCAD SHX Text
1.0
AutoCAD SHX Text
0.7
AutoCAD SHX Text
0.6
AutoCAD SHX Text
0.3
AutoCAD SHX Text
0.1
AutoCAD SHX Text
4,6,8
AutoCAD SHX Text
10,12
AutoCAD SHX Text
16,18
AutoCAD SHX Text
20
AutoCAD SHX Text
24
AutoCAD SHX Text
30
AutoCAD SHX Text
36
AutoCAD SHX Text
42
AutoCAD SHX Text
48
AutoCAD SHX Text
54
AutoCAD SHX Text
60
AutoCAD SHX Text
66
AutoCAD SHX Text
72
AutoCAD SHX Text
78
AutoCAD SHX Text
84
AutoCAD SHX Text
90
AutoCAD SHX Text
96
AutoCAD SHX Text
0.8
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1.1
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1.6
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1.8
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2.2
AutoCAD SHX Text
2.7
AutoCAD SHX Text
3.3
AutoCAD SHX Text
3.8
AutoCAD SHX Text
4.4
AutoCAD SHX Text
4.9
AutoCAD SHX Text
5.5
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6.0
AutoCAD SHX Text
6.6
AutoCAD SHX Text
7.1
AutoCAD SHX Text
7.6
AutoCAD SHX Text
8.2
AutoCAD SHX Text
8.7
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211.7
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186.1
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162.1
AutoCAD SHX Text
139.8
AutoCAD SHX Text
119.1
AutoCAD SHX Text
100.1
AutoCAD SHX Text
82.7
AutoCAD SHX Text
67.0
AutoCAD SHX Text
52.9
AutoCAD SHX Text
40.5
AutoCAD SHX Text
29.8
AutoCAD SHX Text
20.7
AutoCAD SHX Text
17.7
AutoCAD SHX Text
12.3
AutoCAD SHX Text
9.9
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4.4
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2.0
AutoCAD SHX Text
15.0
AutoCAD SHX Text
14.0
AutoCAD SHX Text
13.0
AutoCAD SHX Text
12.0
AutoCAD SHX Text
11.0
AutoCAD SHX Text
10.5
AutoCAD SHX Text
9.5
AutoCAD SHX Text
9.0
AutoCAD SHX Text
8.0
AutoCAD SHX Text
7.0
AutoCAD SHX Text
5.5
AutoCAD SHX Text
5.0
AutoCAD SHX Text
4.0
AutoCAD SHX Text
3.5
AutoCAD SHX Text
3.0
AutoCAD SHX Text
2.0
AutoCAD SHX Text
1.5
AutoCAD SHX Text
14.5
AutoCAD SHX Text
13.5
AutoCAD SHX Text
12.5
AutoCAD SHX Text
12.0
AutoCAD SHX Text
11.0
AutoCAD SHX Text
10.0
AutoCAD SHX Text
9.0
AutoCAD SHX Text
8.0
AutoCAD SHX Text
7.0
AutoCAD SHX Text
6.0
AutoCAD SHX Text
5.5
AutoCAD SHX Text
4.5
AutoCAD SHX Text
4.5
AutoCAD SHX Text
3.5
AutoCAD SHX Text
3.5
AutoCAD SHX Text
2.5
AutoCAD SHX Text
1.5
AutoCAD SHX Text
I.D.
AutoCAD SHX Text
(IN.)
AutoCAD SHX Text
G
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
THRUST
AutoCAD SHX Text
(TONS)
AutoCAD SHX Text
A
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
B
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
EARTH
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ROCK
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= 11.25%%D
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= 22.50%%D
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EARTH
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ROCK
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TABLES OF DIMENSIONS AND QUANTITIES
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=
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
B
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
A
AutoCAD SHX Text
(TONS)
AutoCAD SHX Text
THRUST
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
G
AutoCAD SHX Text
(IN.)
AutoCAD SHX Text
I.D.
AutoCAD SHX Text
2.0
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2.5
AutoCAD SHX Text
4.0
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4.0
AutoCAD SHX Text
4.5
AutoCAD SHX Text
5.0
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6.0
AutoCAD SHX Text
7.0
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8.0
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9.0
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10.0
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11.0
AutoCAD SHX Text
12.0
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13.0
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14.0
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15.0
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16.0
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3.0
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5.5
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7.5
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9.0
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11.5
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12.0
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14.5
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17.0
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19.0
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21.5
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24.0
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26.0
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28.5
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31.0
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33.5
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35.5
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38.0
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5.6
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12.6
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28.3
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34.9
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50.3
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58.9
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84.9
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115.5
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150.9
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191.0
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235.8
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285.3
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339.5
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398.5
AutoCAD SHX Text
462.1
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530.5
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603.6
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24.9
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23.3
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21.8
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20.2
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18.7
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17.1
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15.6
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14.0
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12.5
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10.9
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9.4
AutoCAD SHX Text
7.8
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6.2
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5.2
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4.7
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3.1
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2.1
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96
AutoCAD SHX Text
90
AutoCAD SHX Text
84
AutoCAD SHX Text
78
AutoCAD SHX Text
72
AutoCAD SHX Text
66
AutoCAD SHX Text
60
AutoCAD SHX Text
54
AutoCAD SHX Text
48
AutoCAD SHX Text
42
AutoCAD SHX Text
36
AutoCAD SHX Text
30
AutoCAD SHX Text
24
AutoCAD SHX Text
20
AutoCAD SHX Text
16,18
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10,12
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4,6,8
AutoCAD SHX Text
0.3
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0.8
AutoCAD SHX Text
1.9
AutoCAD SHX Text
2.3
AutoCAD SHX Text
3.5
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4.8
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8.2
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12.8
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18.4
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26.0
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35.6
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46.0
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57.8
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75.7
AutoCAD SHX Text
94.7
AutoCAD SHX Text
114.4
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138.9
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25.5
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24.5
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22.0
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21.0
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19.0
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18.0
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16.0
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15.0
AutoCAD SHX Text
13.0
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11.0
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9.5
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7.5
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6.5
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5.5
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5.5
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3.5
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2.0
AutoCAD SHX Text
12.0
AutoCAD SHX Text
11.0
AutoCAD SHX Text
10.5
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9.5
AutoCAD SHX Text
9.0
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8.0
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7.5
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6.5
AutoCAD SHX Text
6.0
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5.5
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4.5
AutoCAD SHX Text
4.0
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4.0
AutoCAD SHX Text
3.5
AutoCAD SHX Text
3.0
AutoCAD SHX Text
2.0
AutoCAD SHX Text
1.5
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70.0
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58.2
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46.5
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37.4
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28.4
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23.0
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17.6
AutoCAD SHX Text
12.9
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9.2
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6.3
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3.8
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2.2
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1.6
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1.2
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0.9
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0.4
AutoCAD SHX Text
0.2
AutoCAD SHX Text
VOL.
AutoCAD SHX Text
(C.Y.)
AutoCAD SHX Text
A
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
B
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
VOL.
AutoCAD SHX Text
(C.Y.)
AutoCAD SHX Text
(C.Y.)
AutoCAD SHX Text
VOL.
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
B
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
A
AutoCAD SHX Text
(C.Y.)
AutoCAD SHX Text
VOL.
AutoCAD SHX Text
0.2
AutoCAD SHX Text
0.5
AutoCAD SHX Text
1.0
AutoCAD SHX Text
1.5
AutoCAD SHX Text
2.1
AutoCAD SHX Text
3.3
AutoCAD SHX Text
5.3
AutoCAD SHX Text
8.7
AutoCAD SHX Text
12.4
AutoCAD SHX Text
18.1
AutoCAD SHX Text
24.0
AutoCAD SHX Text
32.5
AutoCAD SHX Text
41.0
AutoCAD SHX Text
53.2
AutoCAD SHX Text
64.8
AutoCAD SHX Text
81.2
AutoCAD SHX Text
95.1
AutoCAD SHX Text
2.0
AutoCAD SHX Text
2.5
AutoCAD SHX Text
4.0
AutoCAD SHX Text
4.0
AutoCAD SHX Text
4.0
AutoCAD SHX Text
4.0
AutoCAD SHX Text
4.5
AutoCAD SHX Text
5.5
AutoCAD SHX Text
6.0
AutoCAD SHX Text
7.0
AutoCAD SHX Text
7.5
AutoCAD SHX Text
8.5
AutoCAD SHX Text
9.0
AutoCAD SHX Text
10.0
AutoCAD SHX Text
10.5
AutoCAD SHX Text
11.5
AutoCAD SHX Text
12.0
AutoCAD SHX Text
2.0
AutoCAD SHX Text
3.5
AutoCAD SHX Text
4.5
AutoCAD SHX Text
6.0
AutoCAD SHX Text
8.0
AutoCAD SHX Text
10.0
AutoCAD SHX Text
12.0
AutoCAD SHX Text
14.0
AutoCAD SHX Text
16.0
AutoCAD SHX Text
18.0
AutoCAD SHX Text
20.0
AutoCAD SHX Text
22.0
AutoCAD SHX Text
24.0
AutoCAD SHX Text
26.0
AutoCAD SHX Text
28.0
AutoCAD SHX Text
30.0
AutoCAD SHX Text
32.0
AutoCAD SHX Text
199.0
AutoCAD SHX Text
164.9
AutoCAD SHX Text
134.4
AutoCAD SHX Text
108.2
AutoCAD SHX Text
85.6
AutoCAD SHX Text
66.2
AutoCAD SHX Text
50.3
AutoCAD SHX Text
36.9
AutoCAD SHX Text
26.2
AutoCAD SHX Text
17.8
AutoCAD SHX Text
11.4
AutoCAD SHX Text
6.7
AutoCAD SHX Text
5.0
AutoCAD SHX Text
3.1
AutoCAD SHX Text
2.4
AutoCAD SHX Text
1.0
AutoCAD SHX Text
0.4
AutoCAD SHX Text
4,6,8
AutoCAD SHX Text
10,12
AutoCAD SHX Text
16,18
AutoCAD SHX Text
20
AutoCAD SHX Text
24
AutoCAD SHX Text
30
AutoCAD SHX Text
36
AutoCAD SHX Text
42
AutoCAD SHX Text
48
AutoCAD SHX Text
54
AutoCAD SHX Text
60
AutoCAD SHX Text
66
AutoCAD SHX Text
72
AutoCAD SHX Text
78
AutoCAD SHX Text
84
AutoCAD SHX Text
90
AutoCAD SHX Text
96
AutoCAD SHX Text
2.7
AutoCAD SHX Text
4.0
AutoCAD SHX Text
6.0
AutoCAD SHX Text
6.6
AutoCAD SHX Text
7.9
AutoCAD SHX Text
9.9
AutoCAD SHX Text
11.9
AutoCAD SHX Text
13.9
AutoCAD SHX Text
15.9
AutoCAD SHX Text
17.9
AutoCAD SHX Text
19.9
AutoCAD SHX Text
21.8
AutoCAD SHX Text
23.8
AutoCAD SHX Text
25.7
AutoCAD SHX Text
27.7
AutoCAD SHX Text
29.0
AutoCAD SHX Text
31.6
AutoCAD SHX Text
767.5
AutoCAD SHX Text
674.6
AutoCAD SHX Text
587.7
AutoCAD SHX Text
506.7
AutoCAD SHX Text
431.8
AutoCAD SHX Text
362.8
AutoCAD SHX Text
299.8
AutoCAD SHX Text
243.0
AutoCAD SHX Text
192.0
AutoCAD SHX Text
147.0
AutoCAD SHX Text
108.0
AutoCAD SHX Text
75.0
AutoCAD SHX Text
64.0
AutoCAD SHX Text
44.4
AutoCAD SHX Text
36.0
AutoCAD SHX Text
16.0
AutoCAD SHX Text
7.1
AutoCAD SHX Text
48.0
AutoCAD SHX Text
45.0
AutoCAD SHX Text
42.0
AutoCAD SHX Text
39.0
AutoCAD SHX Text
36.0
AutoCAD SHX Text
33.0
AutoCAD SHX Text
30.0
AutoCAD SHX Text
27.0
AutoCAD SHX Text
24.0
AutoCAD SHX Text
21.0
AutoCAD SHX Text
18.0
AutoCAD SHX Text
15.0
AutoCAD SHX Text
14.5
AutoCAD SHX Text
10.0
AutoCAD SHX Text
9.0
AutoCAD SHX Text
6.5
AutoCAD SHX Text
5.0
AutoCAD SHX Text
16.0
AutoCAD SHX Text
15.0
AutoCAD SHX Text
14.0
AutoCAD SHX Text
13.0
AutoCAD SHX Text
12.0
AutoCAD SHX Text
11.0
AutoCAD SHX Text
10.0
AutoCAD SHX Text
9.0
AutoCAD SHX Text
8.0
AutoCAD SHX Text
7.0
AutoCAD SHX Text
6.0
AutoCAD SHX Text
5.0
AutoCAD SHX Text
4.5
AutoCAD SHX Text
4.5
AutoCAD SHX Text
4.0
AutoCAD SHX Text
2.5
AutoCAD SHX Text
1.5
AutoCAD SHX Text
I.D.
AutoCAD SHX Text
(IN.)
AutoCAD SHX Text
G
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
THRUST
AutoCAD SHX Text
(TONS)
AutoCAD SHX Text
A
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
B
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
EARTH
AutoCAD SHX Text
ROCK
AutoCAD SHX Text
= 67.50%%D
AutoCAD SHX Text
= 90%%D
AutoCAD SHX Text
EARTH
AutoCAD SHX Text
ROCK
AutoCAD SHX Text
ROCK
AutoCAD SHX Text
EARTH
AutoCAD SHX Text
= 45%%D
AutoCAD SHX Text
= 30%%D
AutoCAD SHX Text
ROCK
AutoCAD SHX Text
EARTH
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
B
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
A
AutoCAD SHX Text
(TONS)
AutoCAD SHX Text
THRUST
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
G
AutoCAD SHX Text
(IN.)
AutoCAD SHX Text
I.D.
AutoCAD SHX Text
2.0
AutoCAD SHX Text
2.5
AutoCAD SHX Text
4.5
AutoCAD SHX Text
4.5
AutoCAD SHX Text
4.5
AutoCAD SHX Text
5.0
AutoCAD SHX Text
6.0
AutoCAD SHX Text
7.0
AutoCAD SHX Text
8.0
AutoCAD SHX Text
9.0
AutoCAD SHX Text
10.0
AutoCAD SHX Text
11.0
AutoCAD SHX Text
12.0
AutoCAD SHX Text
13.0
AutoCAD SHX Text
14.0
AutoCAD SHX Text
15.0
AutoCAD SHX Text
16.0
AutoCAD SHX Text
2.0
AutoCAD SHX Text
3.5
AutoCAD SHX Text
4.5
AutoCAD SHX Text
5.5
AutoCAD SHX Text
8.0
AutoCAD SHX Text
8.5
AutoCAD SHX Text
10.0
AutoCAD SHX Text
11.5
AutoCAD SHX Text
13.0
AutoCAD SHX Text
15.0
AutoCAD SHX Text
16.5
AutoCAD SHX Text
18.0
AutoCAD SHX Text
19.5
AutoCAD SHX Text
21.5
AutoCAD SHX Text
23.0
AutoCAD SHX Text
24.5
AutoCAD SHX Text
26.0
AutoCAD SHX Text
3.9
AutoCAD SHX Text
8.7
AutoCAD SHX Text
19.5
AutoCAD SHX Text
24.1
AutoCAD SHX Text
34.6
AutoCAD SHX Text
40.6
AutoCAD SHX Text
58.5
AutoCAD SHX Text
79.6
AutoCAD SHX Text
104.0
AutoCAD SHX Text
131.5
AutoCAD SHX Text
162.4
AutoCAD SHX Text
196.5
AutoCAD SHX Text
233.9
AutoCAD SHX Text
274.5
AutoCAD SHX Text
318.4
AutoCAD SHX Text
365.5
AutoCAD SHX Text
415.6
AutoCAD SHX Text
17.1
AutoCAD SHX Text
16.1
AutoCAD SHX Text
15.0
AutoCAD SHX Text
13.9
AutoCAD SHX Text
12.9
AutoCAD SHX Text
11.8
AutoCAD SHX Text
10.7
AutoCAD SHX Text
9.7
AutoCAD SHX Text
8.6
AutoCAD SHX Text
7.5
AutoCAD SHX Text
6.5
AutoCAD SHX Text
5.4
AutoCAD SHX Text
4.3
AutoCAD SHX Text
3.6
AutoCAD SHX Text
3.2
AutoCAD SHX Text
2.2
AutoCAD SHX Text
1.5
AutoCAD SHX Text
96
AutoCAD SHX Text
90
AutoCAD SHX Text
84
AutoCAD SHX Text
78
AutoCAD SHX Text
72
AutoCAD SHX Text
66
AutoCAD SHX Text
60
AutoCAD SHX Text
54
AutoCAD SHX Text
48
AutoCAD SHX Text
42
AutoCAD SHX Text
36
AutoCAD SHX Text
30
AutoCAD SHX Text
24
AutoCAD SHX Text
20
AutoCAD SHX Text
16,18
AutoCAD SHX Text
10,12
AutoCAD SHX Text
4,6,8
AutoCAD SHX Text
0.2
AutoCAD SHX Text
0.5
AutoCAD SHX Text
1.2
AutoCAD SHX Text
1.5
AutoCAD SHX Text
2.3
AutoCAD SHX Text
3.2
AutoCAD SHX Text
5.3
AutoCAD SHX Text
8.1
AutoCAD SHX Text
11.9
AutoCAD SHX Text
17.1
AutoCAD SHX Text
23.1
AutoCAD SHX Text
30.1
AutoCAD SHX Text
38.6
AutoCAD SHX Text
49.8
AutoCAD SHX Text
61.2
AutoCAD SHX Text
74.5
AutoCAD SHX Text
89.5
AutoCAD SHX Text
18.5
AutoCAD SHX Text
17.5
AutoCAD SHX Text
15.5
AutoCAD SHX Text
14.5
AutoCAD SHX Text
14.0
AutoCAD SHX Text
12.0
AutoCAD SHX Text
11.0
AutoCAD SHX Text
10.5
AutoCAD SHX Text
9.0
AutoCAD SHX Text
8.0
AutoCAD SHX Text
6.5
AutoCAD SHX Text
5.5
AutoCAD SHX Text
4.5
AutoCAD SHX Text
3.5
AutoCAD SHX Text
3.0
AutoCAD SHX Text
2.0
AutoCAD SHX Text
1.5
AutoCAD SHX Text
11.5
AutoCAD SHX Text
10.5
AutoCAD SHX Text
10.5
AutoCAD SHX Text
9.5
AutoCAD SHX Text
8.5
AutoCAD SHX Text
8.5
AutoCAD SHX Text
7.5
AutoCAD SHX Text
6.5
AutoCAD SHX Text
6.0
AutoCAD SHX Text
5.0
AutoCAD SHX Text
4.5
AutoCAD SHX Text
4.0
AutoCAD SHX Text
4.0
AutoCAD SHX Text
3.5
AutoCAD SHX Text
3.5
AutoCAD SHX Text
2.5
AutoCAD SHX Text
1.5
AutoCAD SHX Text
48.5
AutoCAD SHX Text
39.6
AutoCAD SHX Text
32.6
AutoCAD SHX Text
25.9
AutoCAD SHX Text
20.7
AutoCAD SHX Text
16.2
AutoCAD SHX Text
12.0
AutoCAD SHX Text
8.9
AutoCAD SHX Text
6.3
AutoCAD SHX Text
4.2
AutoCAD SHX Text
2.6
AutoCAD SHX Text
1.6
AutoCAD SHX Text
1.1
AutoCAD SHX Text
0.7
AutoCAD SHX Text
0.6
AutoCAD SHX Text
0.3
AutoCAD SHX Text
0.1
AutoCAD SHX Text
VOL.
AutoCAD SHX Text
(C.Y.)
AutoCAD SHX Text
A
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
B
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
VOL.
AutoCAD SHX Text
(C.Y.)
AutoCAD SHX Text
(C.Y.)
AutoCAD SHX Text
VOL.
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
B
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
A
AutoCAD SHX Text
(C.Y.)
AutoCAD SHX Text
VOL.
AutoCAD SHX Text
0.1
AutoCAD SHX Text
0.2
AutoCAD SHX Text
0.4
AutoCAD SHX Text
0.5
AutoCAD SHX Text
0.7
AutoCAD SHX Text
0.9
AutoCAD SHX Text
1.6
AutoCAD SHX Text
2.5
AutoCAD SHX Text
3.7
AutoCAD SHX Text
5.3
AutoCAD SHX Text
7.3
AutoCAD SHX Text
9.6
AutoCAD SHX Text
12.3
AutoCAD SHX Text
15.6
AutoCAD SHX Text
19.5
AutoCAD SHX Text
23.9
AutoCAD SHX Text
28.9
AutoCAD SHX Text
1.5
AutoCAD SHX Text
1.5
AutoCAD SHX Text
3.0
AutoCAD SHX Text
3.0
AutoCAD SHX Text
3.5
AutoCAD SHX Text
4.0
AutoCAD SHX Text
4.5
AutoCAD SHX Text
5.0
AutoCAD SHX Text
6.0
AutoCAD SHX Text
6.5
AutoCAD SHX Text
7.5
AutoCAD SHX Text
8.0
AutoCAD SHX Text
9.0
AutoCAD SHX Text
9.5
AutoCAD SHX Text
10.5
AutoCAD SHX Text
11.0
AutoCAD SHX Text
11.5
AutoCAD SHX Text
1.0
AutoCAD SHX Text
2.0
AutoCAD SHX Text
2.5
AutoCAD SHX Text
3.0
AutoCAD SHX Text
3.5
AutoCAD SHX Text
3.5
AutoCAD SHX Text
4.5
AutoCAD SHX Text
5.5
AutoCAD SHX Text
6.0
AutoCAD SHX Text
7.0
AutoCAD SHX Text
7.5
AutoCAD SHX Text
8.5
AutoCAD SHX Text
9.0
AutoCAD SHX Text
10.0
AutoCAD SHX Text
10.5
AutoCAD SHX Text
11.5
AutoCAD SHX Text
12.5
AutoCAD SHX Text
55.5
AutoCAD SHX Text
45.0
AutoCAD SHX Text
37.1
AutoCAD SHX Text
30.0
AutoCAD SHX Text
24.0
AutoCAD SHX Text
18.9
AutoCAD SHX Text
13.9
AutoCAD SHX Text
10.3
AutoCAD SHX Text
7.4
AutoCAD SHX Text
5.1
AutoCAD SHX Text
3.4
AutoCAD SHX Text
1.9
AutoCAD SHX Text
1.4
AutoCAD SHX Text
1.0
AutoCAD SHX Text
0.8
AutoCAD SHX Text
0.3
AutoCAD SHX Text
0.2
AutoCAD SHX Text
4,6,8
AutoCAD SHX Text
10,12
AutoCAD SHX Text
16,18
AutoCAD SHX Text
20
AutoCAD SHX Text
24
AutoCAD SHX Text
30
AutoCAD SHX Text
36
AutoCAD SHX Text
42
AutoCAD SHX Text
48
AutoCAD SHX Text
54
AutoCAD SHX Text
60
AutoCAD SHX Text
66
AutoCAD SHX Text
72
AutoCAD SHX Text
78
AutoCAD SHX Text
84
AutoCAD SHX Text
90
AutoCAD SHX Text
96
AutoCAD SHX Text
1.0
AutoCAD SHX Text
1.5
AutoCAD SHX Text
2.2
AutoCAD SHX Text
2.4
AutoCAD SHX Text
2.9
AutoCAD SHX Text
3.6
AutoCAD SHX Text
4.4
AutoCAD SHX Text
5.1
AutoCAD SHX Text
5.8
AutoCAD SHX Text
6.5
AutoCAD SHX Text
7.3
AutoCAD SHX Text
8.0
AutoCAD SHX Text
8.7
AutoCAD SHX Text
9.4
AutoCAD SHX Text
10.1
AutoCAD SHX Text
10.9
AutoCAD SHX Text
11.6
AutoCAD SHX Text
281.2
AutoCAD SHX Text
247.1
AutoCAD SHX Text
215.3
AutoCAD SHX Text
185.6
AutoCAD SHX Text
158.2
AutoCAD SHX Text
132.9
AutoCAD SHX Text
110.0
AutoCAD SHX Text
89.0
AutoCAD SHX Text
70.3
AutoCAD SHX Text
53.8
AutoCAD SHX Text
39.5
AutoCAD SHX Text
27.5
AutoCAD SHX Text
23.4
AutoCAD SHX Text
16.3
AutoCAD SHX Text
13.2
AutoCAD SHX Text
5.9
AutoCAD SHX Text
2.6
AutoCAD SHX Text
18.0
AutoCAD SHX Text
16.5
AutoCAD SHX Text
15.5
AutoCAD SHX Text
14.5
AutoCAD SHX Text
13.5
AutoCAD SHX Text
12.5
AutoCAD SHX Text
11.0
AutoCAD SHX Text
10.0
AutoCAD SHX Text
9.0
AutoCAD SHX Text
8.0
AutoCAD SHX Text
7.0
AutoCAD SHX Text
6.5
AutoCAD SHX Text
6.0
AutoCAD SHX Text
4.5
AutoCAD SHX Text
3.5
AutoCAD SHX Text
2.5
AutoCAD SHX Text
2.0
AutoCAD SHX Text
16.0
AutoCAD SHX Text
15.0
AutoCAD SHX Text
14.0
AutoCAD SHX Text
13.0
AutoCAD SHX Text
12.0
AutoCAD SHX Text
11.0
AutoCAD SHX Text
10.0
AutoCAD SHX Text
9.0
AutoCAD SHX Text
8.0
AutoCAD SHX Text
7.0
AutoCAD SHX Text
6.0
AutoCAD SHX Text
5.0
AutoCAD SHX Text
4.0
AutoCAD SHX Text
4.0
AutoCAD SHX Text
4.0
AutoCAD SHX Text
2.5
AutoCAD SHX Text
1.5
AutoCAD SHX Text
I.D.
AutoCAD SHX Text
(IN.)
AutoCAD SHX Text
G
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
THRUST
AutoCAD SHX Text
(TONS)
AutoCAD SHX Text
A
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
B
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
TABLES OF DIMENSIONS AND QUANTITIES
AutoCAD SHX Text
C
AutoCAD SHX Text
C
AutoCAD SHX Text
L
AutoCAD SHX Text
1'-0"
AutoCAD SHX Text
THRUST
AutoCAD SHX Text
0.D.
AutoCAD SHX Text
I.D.
AutoCAD SHX Text
C
AutoCAD SHX Text
L
AutoCAD SHX Text
PIPE O.D.
AutoCAD SHX Text
BASE OF BLOCK SQUARE
AutoCAD SHX Text
A
AutoCAD SHX Text
C
AutoCAD SHX Text
1'-0"
AutoCAD SHX Text
THRUST
AutoCAD SHX Text
L
AutoCAD SHX Text
C
AutoCAD SHX Text
I.D.
AutoCAD SHX Text
0.D.
AutoCAD SHX Text
BASE OF BLOCK SQUARE
AutoCAD SHX Text
A
AutoCAD SHX Text
PIPE O.D.
AutoCAD SHX Text
%%UPLAN OF PLUG THRUST BLOCK
AutoCAD SHX Text
%%UPLAN OF TEE THRUST BLOCK
AutoCAD SHX Text
EARTH
AutoCAD SHX Text
I.D.
AutoCAD SHX Text
(IN.)
AutoCAD SHX Text
THRUST
AutoCAD SHX Text
(TONS)
AutoCAD SHX Text
C
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
A
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
VOL.
AutoCAD SHX Text
(C.Y.)
AutoCAD SHX Text
A
AutoCAD SHX Text
(FT.)
AutoCAD SHX Text
VOL.
AutoCAD SHX Text
(C.Y.)
AutoCAD SHX Text
4,6,8
AutoCAD SHX Text
10,12
AutoCAD SHX Text
16,18
AutoCAD SHX Text
20
AutoCAD SHX Text
24
AutoCAD SHX Text
30
AutoCAD SHX Text
36
AutoCAD SHX Text
42
AutoCAD SHX Text
48
AutoCAD SHX Text
54
AutoCAD SHX Text
60
AutoCAD SHX Text
66
AutoCAD SHX Text
72
AutoCAD SHX Text
78
AutoCAD SHX Text
84
AutoCAD SHX Text
90
AutoCAD SHX Text
96
AutoCAD SHX Text
5.1
AutoCAD SHX Text
11.3
AutoCAD SHX Text
25.5
AutoCAD SHX Text
31.5
AutoCAD SHX Text
45.2
AutoCAD SHX Text
53.0
AutoCAD SHX Text
76.3
AutoCAD SHX Text
104.0
AutoCAD SHX Text
136.0
AutoCAD SHX Text
172.0
AutoCAD SHX Text
212.0
AutoCAD SHX Text
257.0
AutoCAD SHX Text
305.0
AutoCAD SHX Text
358.0
AutoCAD SHX Text
416.0
AutoCAD SHX Text
477.0
AutoCAD SHX Text
543.0
AutoCAD SHX Text
1.5
AutoCAD SHX Text
1.5
AutoCAD SHX Text
2.0
AutoCAD SHX Text
2.0
AutoCAD SHX Text
2.5
AutoCAD SHX Text
3.0
AutoCAD SHX Text
4.0
AutoCAD SHX Text
4.5
AutoCAD SHX Text
5.0
AutoCAD SHX Text
5.5
AutoCAD SHX Text
6.0
AutoCAD SHX Text
6.5
AutoCAD SHX Text
7.5
AutoCAD SHX Text
8.0
AutoCAD SHX Text
8.5
AutoCAD SHX Text
9.0
AutoCAD SHX Text
9.5
AutoCAD SHX Text
2.5
AutoCAD SHX Text
3.5
AutoCAD SHX Text
5.5
AutoCAD SHX Text
6.0
AutoCAD SHX Text
7.0
AutoCAD SHX Text
7.5
AutoCAD SHX Text
9.0
AutoCAD SHX Text
10.5
AutoCAD SHX Text
12.0
AutoCAD SHX Text
13.5
AutoCAD SHX Text
15.0
AutoCAD SHX Text
16.5
AutoCAD SHX Text
17.5
AutoCAD SHX Text
19.0
AutoCAD SHX Text
20.5
AutoCAD SHX Text
22.0
AutoCAD SHX Text
23.5
AutoCAD SHX Text
0.3
AutoCAD SHX Text
0.6
AutoCAD SHX Text
1.6
AutoCAD SHX Text
1.9
AutoCAD SHX Text
3.1
AutoCAD SHX Text
4.1
AutoCAD SHX Text
7.3
AutoCAD SHX Text
11.0
AutoCAD SHX Text
15.6
AutoCAD SHX Text
21.4
AutoCAD SHX Text
28.4
AutoCAD SHX Text
36.8
AutoCAD SHX Text
47.2
AutoCAD SHX Text
58.9
AutoCAD SHX Text
72.3
AutoCAD SHX Text
87.7
AutoCAD SHX Text
104.8
AutoCAD SHX Text
2.0
AutoCAD SHX Text
2.5
AutoCAD SHX Text
4.0
AutoCAD SHX Text
4.0
AutoCAD SHX Text
5.0
AutoCAD SHX Text
5.5
AutoCAD SHX Text
6.5
AutoCAD SHX Text
7.5
AutoCAD SHX Text
8.5
AutoCAD SHX Text
9.5
AutoCAD SHX Text
10.5
AutoCAD SHX Text
11.5
AutoCAD SHX Text
12.5
AutoCAD SHX Text
13.5
AutoCAD SHX Text
14.5
AutoCAD SHX Text
15.5
AutoCAD SHX Text
16.5
AutoCAD SHX Text
0.2
AutoCAD SHX Text
0.3
AutoCAD SHX Text
0.9
AutoCAD SHX Text
0.9
AutoCAD SHX Text
1.7
AutoCAD SHX Text
2.4
AutoCAD SHX Text
4.2
AutoCAD SHX Text
6.2
AutoCAD SHX Text
8.7
AutoCAD SHX Text
11.9
AutoCAD SHX Text
15.7
AutoCAD SHX Text
20.5
AutoCAD SHX Text
27.2
AutoCAD SHX Text
33.7
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41.2
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49.7
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61.0
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ROCK
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GENERAL NOTES FOR ALL THRUST BLOCKS: 1. JOINT RESTRAINTS SHALL BE USED FOR WATER MAINS 16" OR GREATER. AN ENGINEER SHALL PROVIDE A JOINT RESTRAINT PLAN FOR EACH SIDE OF THE FITTING, IN ADDITION TO THE REQUIRED THRUST BLOCKING. 2. CONCRETE FOR BLOCKING SHALL BE 2,000 PSI. 3. ALL CALCULATIONS ARE BASED ON INTERNAL PRESSURE OF 200 PSI FOR DUCTILE IRON, P.V.C., AND 150 PSI FOR CONCRETE PIPE. 4. VOLUMES OF THRUST BLOCKS ARE NET VOLUMES OF CONCRETE TO BE FURNISHED. THE CORRESPONDING WEIGHT OF THE CONCRETE (2,000 PSI) IS EQUAL TO OR GREATER THAN THE VERTICAL COMPONENT OF THE THRUST ON THE VERTICAL BEND. 5. WALL THICKNESS (T) ASSUMED HERE FOR ESTIMATING PURPOSES ONLY. 6. THE SOIL BEARING PRESSURES ARE BASED ON 1,000 LBS./S.F. IN SOIL AND 2,000 LBS./S.F. IN ROCK. 7. POUR CONCRETE FOR BLOCK AGAINST UNDISTURBED EARTH. 8. DIMENSIONS MAY BE VARIED AS REQUIRED BY FIELD CONDITIONS WHERE AND AS DIRECTED BY THE ENGINEER. THE VOLUME OF CONCRETE BLOCKING SHALL NOT BE LESS THAN SHOWN HERE. 9. USE POLYETHYLENE WRAP OR EQUAL AS BOND BREAKER BETWEEN CONCRETE AND BEND, TEE, OR PLUG. 10. CONCRETE SHALL NOT EXTEND BEYOND JOINTS.
AIR AND VACUUM RELEASE VALVE-TYPE 2 FOR WATER MAINS
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THRUST BLOCK GENERAL NOTES
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HORIZONTAL THRUST BLOCK AT PIPE BEND
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AIR AND VACUUM RELEASE VALVE-TYPE 1 FOR WATER MAINS
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HORIZONTAL THRUST BLOCK AT TEES AND PLUGS
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VERTICAL THRUST BLOCK AT PIPE BEND
SANITARY SEWER
··
ENGINEERING SERVICES
CERTIFICATION:THIS CITY OF DENTON STANDARDDETAIL SHEET IS AUTHORIZED FORUSE IN THIS PROJECT BY THEENGINEER WHOSE SEAL APPEARSHEREON, AND WHO CERTIFIES THECONTENT OF THE DETAILS AND NOTESHEREIN HAVE NOT BEEN ALTEREDAND ASSUMES RESPONSIBILITY FORAPPROPRIATE USE OF THESTANDARDS WITHIN THIS SHEET.
STANDARD DETAILSWASTEWATER DETAILS
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6" MIN.
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4" MIN.
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VARIABLE
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6" MIN.
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4" MIN.
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45%%D WYE
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45%%d WYE
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12"
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12" MIN.
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12" MIN.
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ROCK FOUNDATION
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GAS SEALED DROP CONNECTION
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STANDARD DROP CONNECTION
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90° LONGRADIUS BEND
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4,200 PSI CONCRETE
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4,200 PSI CONCRETE
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90° LONGRADIUS BEND
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4,200 PSI CONCRETE BASE 12" THICK
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4" (TYP.)
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CAPPED GAS TIGHT (6" NON-SHRINK GROUT PLUG)
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NOTE: USE TRAFFIC RATED CASTINGS IN PAVED AREAS
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ROCK FOUNDATION
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VARIES
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MIN.
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12"
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12" MIN.
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5'-0" & 6'-0"
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4'-0"
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8" MIN.
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6" MIN.
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12"
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3' MIN.
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8" MIN.
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6" MIN.
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4'-0"
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5'-0" & 6'-0"
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30"
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30"
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30"
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NON-ADJUSTABLE FRAME
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ROOF OPTIONS
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FRAME CAST IN CONC.
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12" MIN.
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~
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MIN.
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12"
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TRANSITION DETAIL FOR RANSITION DETAIL FOR 5' & 6' DIA. M.H.'S
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STUBOUT CONNECTION
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STUBOUT TO BE FITTED WITH WATERTIGHT STOPPER OR CAP. STUBOUTS TO BE A MIN. OF 5' LONG. STUBOUT EMBEDMENT TO BE SAME AS PIPE EMBEDMENT.
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APPROVED RESILIENT PIPE-TO- MANHOLE CONNECTOR OR GASKET REQUIRED FOR PIPE OTHER THAN CLAY OR CONCRETE.
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FIRST MAIN LINE JOINT TO BE A MIN. OF 13' LONG WITH A 1' LONG CONC. CRADLE (FROM SAME POUR AS BASE) UNDER ENTIRE LENGTH.
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STD. M.H. FRAME & COVER AS SPECIFIED
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USE PRECAST CONCRETE GRADE RINGS & NON SHRINK GROUT WITH A WATER TIGHT SEALANT MATERIAL AS REQUIRED TO RAISE TO GRADE. (MAX. 24" INCLUDING FRAME AND LID) INTERIOR TO BE SMOOTHED OUT USING NON-SHRINK GROUT
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STD. M.H. FRAME & COVER AS SPECIFIED
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4,200 PSI CONCRETE
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FOR 5' & 6' DIA. M.H.'S SEE TRANSITION DETAIL
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4,200 PSI CONCRETE MONOLITHIC POUR
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NOTES: 1. USE TRAFFIC RATED CASTINGS IN PAVED AREAS. 2. MANHOLE DIAMETER TO EXTEND FROM BASE TO BOTTOM OF CONE. 3. ALL NON-SHRINK GROUT TO BE CLASS "D" 1,500 PSI.
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USE MASTIC WRAP ON OUTSIDE OF ALL GRADE RINGS
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15" (5') 30" (6')
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24" MIN. 36" MAX.
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FLOW
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12"
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24" MIN. 36" MAX.
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FLOW
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D
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T
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D/2
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FLOW
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F
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L
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O
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W
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FLOW
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FLOW
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A
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A
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d
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T
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D
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T
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d
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3"R.
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L
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C
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PLAN
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SECTION A-A
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NOTE: REFER TO MANHOLE STANDARD DRAWINGS FOR ADDITIONAL DETAIL OF MANHOLE
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GROUT MANHOLE BOTTOM TO SLOPE AS SHOWN.
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MANHOLE FOOTING
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MANHOLE WALL
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T = WALL THICKNESS D = MANHOLE DIAMETER d = PIPE DIAMETER
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EDGE OF CHANNEL
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TOP OF GROUT
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1:12 (TYP.)
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EX. WASTEWATER MAIN
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OUT OF PAVEMENT
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IN PAVEMENT
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EXISTING PAVEMENT
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EX. MH. FRAME, COVER, GRADE RINGS AND CONE SECTION TO BE REMOVED & REPLACED WITH TOP SOIL. HYDROMULCH OR SOD MAY BE REQUIRED AS PART OF THE CONTRACT.
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EX. M.H. FRAME, COVER, GRADE RINGS AND CONE SECTION TO BE REMOVED. PAVING TO BE REPAIRED AS PER STD. SPEC.
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SAND COMPACTED TO 90% (95% IN PAVEMENT) OF THE MAXIMUM STANDARD PROCTOR DRY DENSITY AS PER NCTCOG STD. SPEC. ITEMS 504.5.3.2.1 & 504.5.3.2.2
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2,000 PSI CONC. TO A POINT 6" ABOVE TOP OF BENCH.
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TO BE PLUGGED PRIOR TO POURING 2,000 PSI CONCRETE.
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TO BE PLUGGED PRIOR TO POURING 2,000 PSI CONCRETE
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EXISTING CONC. BASE
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IN PAVED AREAS, THE TOP 20" OF BACKFILL SHALL BE 2-SACK CONCRETE
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CONE DEPTH
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PLUG WITH 2,000 PSI CONCRETE
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EX. WASTEWATER MAIN
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S104
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S102
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S105
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S106A
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S103
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1" LETTERS (RECESSED FLUSH)
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(6) 1" DIA. HANDLING HOLES IN FRAME
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ASSEMBLY PLAN VIEW
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FRAME SECTION VIEW
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EAST JORDAN IRON WORKS V-1480 LID 1 OR APPROVED EQUIVALENT MANHOLE COVER WITH EAST JORDAN IRON WORKS V-1420 OR APPROVED EQUIVALENT MANHOLE FRAME
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COVER SECTION VIEW
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12" LETTERS (RECESSED)
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COVER PLAN VIEW
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2 CAMS (SEE DETAIL)
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2 PICK BARS (SEE DETAIL)
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2" LETTERING (RECESSED FLUSH)
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GS 1480A1CLDI
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PROD. NO. MO/DY/YR
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EAST JORDAN IRON WORKS V-1480 LID 2 OR APPROVED EQUIVALENT WATERTIGHT MANHOLE COVER TO BE USED WITH EAST JORDAN IRON WORKS V-1420 OR APPROVED EQUIVALENT MANHOLE FRAME
TRAFFIC RATED MH FRAME AND COVER FRAME CANNOT REST DIRECTLY ON CONE
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STANDARD MH FRAME AND COVER FRAME CANNOT REST DIRECTLY ON CONE
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CONCRETE GRADE RINGS FOR ADJUSTMENT AS REQUIRED (18" MAX. RISE)
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FRP LIP 3" MIN.
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BACKFILL AND FOUNDATION PER STD. CONCRETE MH DETAIL
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3,000 PSI CONCRETE BASE
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FACTORY INSTALLED STUBOUTS, INVERT AND MANHOLE BENCH
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FACTORY INSTALLED FIBERGLASS SOLID BOTTOM WITH 3" (MIN.) FLANGE
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NOTES: 1. USE TRAFFIC RATED CASTINGS IN PAVED AREAS 2. ALL NON-SHRINK GROUT TO BE CLASS "D" 1,500 PSI
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USE MASTIC WRAP ON OUTSIDE OF ALL GRADE RINGS
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BOTTOM GRADE RING TO BE MANUFACTURER RECOMMENDED TO FIT FIBERGLASS MANHOLE NECK
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M.H. WALL TO PENETRATE 4" INTO CONCRETE BASE
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S107B
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S101
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BASE RISER
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8" MIN.
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MIN.
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12"
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SPRING LINE
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TO TOP OF PIPE
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VARIES
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30"
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2'-0" OR
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INTERMEDIATE RISER
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INTERMEDIATE RISER
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PROP. TOP OF CURB
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PROP. PVMT.
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24"
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3'-0"
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USE PRECAST CONC. GRADE RINGS & NON- SHRINK GROUT AS REQUIRED TO RAISE TO GRADE
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STD. CAST IRON MANHOLE FRAME & COVER AS SPECIFIED BY CITY
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AS SHOWN ON PLANS
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4', 5', OR 6'
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USE O-RING RUBBER GASKET (TYP.)
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AVAILABLE IN 2'-0", 4'-0" & 6'-0" LENGTHS (USE MIN. NUMBER OF RISERS)
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VARIES
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12" MIN.
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FUTURE CONNECTION TO BE SUPPLIED WITH PLUG AND BOOT
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ROCK FOUNDATION
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6" MIN.
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6" MIN.
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4,200 PSI CONCRETE
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12"
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MIN.
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BASE
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RISER
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MIN.
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12"
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SPRING LINE
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ROCK FOUNDATION
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MIN.
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8"
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6"
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RESILIENT CONNECTOR (PER ASTM C923)
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MIN. SLOPE 1:12
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BASE RISER WITH "BUTT END" INTEGRATED INTO THE 4,200 PSI CONC. BASE
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APPROVED RESILIENT PIPE-T0-MANHOLE CONNECTOR OR GASKET REQ'D. FOR PIPE OTHER THAN CLAY OR CONCRETE.
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STUBOUTS TO BE A MIN. OF 5' AND FITTED WITH A WATER TIGHT STOPPER OR CAP
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BELL END OUT
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CAST-IN-PLACE BASE
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NOTES: 1. USE TRAFFIC RATED CASTINGS IN PAVED AREAS. 2. FIRST MAIN LINE JOINT TO BE 5' MIN. IN LENGTH. 3. USE MASTIC WRAP ON ALL JOINTS AND GRADE RINGS. 4. ALL NON-SHRINK GROUT TO BE CLASS "D" 1,500 PSI 5. LINER BY CITY APPROVED MANHOLE LINING COMPANIES ONLY: MANHOLE REHAB, INC. & FUQUAY, INC. (SPRAYROC PROTECTIVE LINING SYSTEM) SPECTRASHIELD LINER SYSTEMS
WATERTIGHT MANHOLE COVER WITH CAM LOCKS AND GASKET
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ABANDONMENT OF MANHOLE
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DEC. 2018
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PRE-CAST MANHOLE WITH LINING
S E W E R
ENGINEERING SERVICES
CERTIFICATION:THIS CITY OF DENTON STANDARDDETAIL SHEET IS AUTHORIZED FORUSE IN THIS PROJECT BY THEENGINEER WHOSE SEAL APPEARSHEREON, AND WHO CERTIFIES THECONTENT OF THE DETAILS AND NOTESHEREIN HAVE NOT BEEN ALTEREDAND ASSUMES RESPONSIBILITY FORAPPROPRIATE USE OF THESTANDARDS WITHIN THIS SHEET.
STANDARD DETAILSWASTEWATER DETAILS
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4" PLAIN END X FLANGE DIP
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#4 BARS AT 10" O.C.E.W. TO BE SET 4" FROM CONCRETE FACE
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45° FLANGE DIP BEND
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4" COMPRESSION FLANGE AND TYPE 316 STAINLESS STEEL MESH SCREEN BY " OPENINGS14" OPENINGS
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(2) 4" DIP 90° BENDS FLG X FLG
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4" FLANGED DIP (SEE NOTE 4)
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DOWEL INTO MANHOLE AND GROUT IN PLACE
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EXISTING TOP OF GROUND
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CORE INTO MANHOLE WALL AND SEAL WITH LINKSEAL WALL SEAL OR APPROVED EQIVALENT
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NOTES: 1. DUCTILE IRON PIPE AND FITTINGS SHALL HAVE 40 MIL POLYETHYLENE INTERIOR COATING. 2. ALL BOLTS AND NUTS TO BE TYPE 316 STAINLESS STEEL. 3. FINISH COATING A. WIRE BRUSH TO REMOVE ALL DIRT AND CONC. AND TO ROUGH UP FINISH B. APPLY ONE PRIME COAT OF TNEMEC SERIES 37 CHEM PRIME (GRAY) TO 3 MILS DRY THICKNESS. GIVE SPECIAL ATTENTION AND SECOND COAT TO CORNERS AND BOLTS. C. APPLY ONE FINISH COAT OF TNEMEC SERIES 48-38 ALKYD ALUMINUM TO 2 MILS DRY THICKNESS. 4. VENT PIPES LONGER THAN 6' TO BE 6" DUCTILE IRON PIPE AND FITTINGS. 5. REFLECTIVE TAPE TO BE PLACED ON VENT 4.25 FEET ABOVE FINAL GRADE.
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4,000 PSI CONCRETE
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100 YEAR FLOOD ELEVATION
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4,000 PSI CONCRETE
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S108
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3,000 PSI CONCRETE
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3,000 PSI CONCRETE
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PLUG
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45%%d WYE
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MIN.
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6" PVC SDR35 ASTM 3034
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BOOT TYPE CLEANOUT CASTING
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2'
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STOPPER/CAP
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MAIN SIZE SHALL BE AS SPECIFIED IN THE PLANS
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1
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2
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3
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4
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5
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4
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7
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EXIST. PAVEMENT
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CURB AND GUTTER
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NON-CURB AND GUTTER
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8
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4"
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MIN.
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3' MIN.
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3' MIN.
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6
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VARIES
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PROPERTY LINE
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NOTES: 1. CLEANOUT CASTING TO BE FURNISHED AND PLACED PER SPECIAL CONDITIONS. IN VEHICLE TRAFFIC AREAS AND FOR COMMERCIAL MAINLINE LATERALS, WASTEWATER CLEANOUT CASTING SHALL BE OF CAST IRON CONFORMING TO ASTM A48 CLASS 35B. 2. SLOPE OF LATERAL TO BE 1% MIN., 2% MAX. UNLESS INSTRUCTED OTHERWISE BY CITY. 3. THE WASTEWATER LATERAL SHALL BE CONSTRUCTED FOR BUILDING LATERAL AND CONSTRUCTED TO CLEAR EXISTING UTILITES AND PROPOSED FACILITIES SUCH AS STORM SEWER MAINS, PAVING, SIDEWALKS, RETAINING WALLS, ETC. VERTICAL BENDS (22.5° MAX.) MAY BE USED IF APPROVED BYCITY. 4. THE MAINLINE LATERAL CONNECTION TO THE PRIVATE BUILDING LATERAL SHALL BE AS CLOSE TO THE PROPERTY LINE AS POSSIBLE. 5. INSTALL STOPPER OR CAP AT PROPERTY LINE IF BUILDING LATERAL DOES NOT EXIST. 6. THE CLEANOUT STACK & CASTING MAY BE PLACED IN THE PARKWAY, VEHICLE TRAFFIC AREAS, OR SIDEWALK, IF NECESSARY. 7. THE CLEANOUT SHALL BE CENTERED IN PLASTIC BOX. 8. CENTER OF CLEANOUT TO BE LOCATED NO FURTHER THAN 2'-0" BEHIND BACK OF CURB OR TOP OF SLOPE FOR NON-CURB AND GUTTER SECTION.
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KEY: 1 WASTERWATER MAIN 2 WYE PLACED BETWEEN 3 & 9 POSITION (4" RESIDENTIAL-6" COMMERCIAL) 3 WASTEWATER LAT. (LENGTH VARIES) (4" RESIDENTIAL-6" COMMERCIAL) 4 WYE AND 45° BEND FOR RISER AS REQ'D BY CITY (4" RESIDENTIAL-6" COMMERCIAL)5 STACK (LENGTH VARIES) (4" RESIDENTIAL-6" COMMERCIAL) 6 WASTEWATER RISER WITH CLEANOUT CAP (4" RESIDENTIAL-6" COMMERCIAL) 7 WASTEWATER PIPE (LENGTH VARIES) (4" RESIDENTIAL-6" COMMERCIAL) 8 END CAP EXTEND TO EASEMENT LINE AND END CAP 9 NATURAL FILL COMPACTED TO 95% STANDARD PROCTOR DENSITY 10 18" X 14" PLASTIC BOX WITH SEWER LID
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EMBEDMENT SAME AS USED ON MAIN
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9
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10
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1
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45 ° MAX.
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CURB AND GUTTER
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MIN. SLOPE
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1,500 PSI CONCRETE
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STANDARD SEWER EMBEDMENT
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8
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3
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45%%D BEND
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COMBINATION WYE-45%%D BEND
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7
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2
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5
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4
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6
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1%%%
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KEY: 1 WASTERWATER MAIN 2 WYE PLACED BETWEEN 3 & 9 POSITION (4" RESIDENTIAL-6" COMMERCIAL) 3 WASTEWATER LAT. (LENGTH VARIES) (4" RESIDENTIAL-6" COMMERCIAL) 4 WYE AND 45° BEND FOR RISER AS REQ'D BY CITY (4" RESIDENTIAL-6" COMMERCIAL)5 STACK (LENGTH VARIES) (4" RESIDENTIAL-6" COMMERCIAL) 6 WASTEWATER RISER WITH CLEANOUT CAP (4" RESIDENTIAL-6" COMMERCIAL) 7 WASTEWATER PIPE (LENGTH VARIES) (4" RESIDENTIAL-6" COMMERCIAL) 8 END CAP EXTEND TO EASEMENT LINE AND END CAP 9 NATURAL FILL COMPACTED TO 95% STANDARD PROCTOR DENSITY 10 18" X 14" PLASTIC BOX WITH SEWER LID
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1. CLEANOUT CASTING TO BE FURNISHED AND PLACED PER SPECIAL CONDITIONS. IN VEHICLE TRAFFIC AREAS AND FOR COMMERCIAL MAINLINE LATERALS, WASTEWATER CLEANOUT CASTING SHALL BE OF CAST IRON CONFORMING TO ASTM A48 CLASS 35B. 2. SLOPE OF SHALLOW LATERAL SECTION TO BE 1% MIN., 2% MAX. UNLESS INSTRUCTED OTHERWISE BY CITY. 3. THE WASTEWATER LATERAL SHALL BE CONSTRUCTED FOR BUILDING LATERAL AND CONSTRUCTED TO CLEAR EXISTING UTILITIES AND PROPOSED FACILITIES SUCH AS STORM SEWER MAINS, PAVING, SIDEWALKS, RETAINING WALLS, ETC. VERTICAL BENDS (22.5° MAX.) MAY BE USED IF APPROVED BY CITY.4. THE MAINLINE LATERAL CONNECTION TO THE PRIVATE BUILDING LATERAL SHALL BE AS CLOSE TO THE PROPERTY LINE AS POSSIBLE. 5. INSTALL STOPPER OR CAP AT PROPERTY LINE IF BUILDING LATERAL DOES NOT EXIST. 6. THE CLEANOUT STACK & CASTING MAY BE PLACED IN THE PARKWAY, VEHICLE TRAFFIC AREAS, OR SIDEWALK, IF NECESSARY. 7. CONNECTION FITTING TO MAIN TO BE ENCASED IN 1,500 PSI CONCRETE. 8. THE CLEANOUT SHALL BE CENTERED IN PLASTIC BOX. 9. CENTER OF CLEANOUT TO BE LOCATED NO FURTHER THAN 2'-0" BEHIND BACK OF CURB OR TOP OF SLOPE FOR NON-CURB AND GUTTER SECTION.
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STANDARD SEWER EMBEDMENT
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9
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1,500 PSI CONCRETE ENCASEMENT
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10
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NON-CURB AND GUTTER
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4
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NEW MAIN
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NOTE: THIS DETAIL IS ONLY FOR USE WHEN NEW MAIN WILL NOT MATE WITH EXISTING STUBOUT JOINT DUE TO DIFFERENT DIMENSIONS OR MATERIALS.
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BELL AND SPIGOT
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NEW TIE IN (SEE NOTE)
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EXIST. STUBOUT
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CUT AND REMOVE BELL OF EXIST. PIPE
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ADAPTER WITH SHEARGUARD
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3,000 PSI CONCRETE EMBEDMENT 4" ON ALL SIDES OF ADAPTER
SANITARY SEWER MAIN TIE-IN WITH STUBOUT OF DISSIMILAR SIZE OR TYPE
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SANITARY SEWER MAINLINE CLEANOUT
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18" X 14" PLASTIC BOX WITH SEWER LID
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DEC. 2018
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SANITARY SEWER SERVICE WITH SINGLE CLEANOUT 12' DEEP OR GREATER
10'
MINIMUM
10'
MINIMUM
TOP OF BANK
MATCH EXIST.
CHANNEL SECTION
CHANNEL BED
(WIDTH IS SITE SPECIFIC)
RESTRAINED JOINT
(TYP.)
CONCRETE ENCASEMENT OR CASING PIPE
(SEE S702)
1'-0"
MIN.
1'-0"
MIN.
1'-0" MINIMUM
(SEE NOTE 8)
CLASS "B" CONCRETE
NATIVE MATERIAL
NATIVE MATERIAL
12" MINIMUM TYPE "A"
DRY RIP-RAP(SEE NOTE 10)
CASING PIPE
O.D.
1'-0"
MIN
.
1'-0"
MIN.
1'-0"
MIN.
5'
MINIMUM
5'
MINIMUM
STEEL CASING PIPE
CARRIER PIPE
CASING SPACER
CLASS "B"
CONCRETE
APRON OPTION
CLASS "B" CONCRETE
18" TYPE "A"
DRY RIP-RAP
APRON OPTION
(SEE S701 NOTE 10)
18"
TY
P.
#4 BARS @ 18" O.C.
EACH WAY
CHANNEL BED
MATCH
EXIST.
GRADE
NATIVE
UNDISTURBED
MATERIAL
NATIVE
UNDISTURBED
MATERIAL
3
:
1
S
L
O
P
E
MATCH
EXIST.
GRADE
ENGINEERING SERVICES
CERTIFICATION:THIS CITY OF DENTON STANDARDDETAIL SHEET IS AUTHORIZED FORUSE IN THIS PROJECT BY THEENGINEER WHOSE SEAL APPEARSHEREON, AND WHO CERTIFIES THECONTENT OF THE DETAILS AND NOTESHEREIN HAVE NOT BEEN ALTEREDAND ASSUMES RESPONSIBILITY FORAPPROPRIATE USE OF THESTANDARDS WITHIN THIS SHEET.
STANDARD DETAILSWASTEWATER DETAILS
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2"
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CLEAR
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23"
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6" MIN.
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CLEAR
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2"
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28"
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8" MIN.
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8" MIN.
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10"
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(CAST-IN-PLACE)
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12" MAX
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4" PVC DRAIN PIPE LOCATED ON BOTH SIDES OF CONCRETE CRADLE
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2-PIECE VALVES MAY BE USED ON 4" AND LARGER COMBINATION AIR VALVE
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FINISHED GRADE WHEN NOT IN EX. OR PROP. STREET
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#7 BARS AT 12" C.-C, BOTH WAYS (CAST-IN- PLACE)
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PRECAST GRADE RINGS MAX. 24" INCLUDING FRAME AND LID. INTERIOR TO BE SMOOTHED WITH NON SHRINK GROUT
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PRECAST OR CAST- IN-PLACE M.H. TO BE 4,000 PSI CONCRETE
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#6 BARS AT 12" C.-C. BOTH WAYS (CAST-IN-PLACE)
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NOTES: 1. ON 4" AND LARGER TWO PIECE COMBINATION AIR VALVES, THE OUTLET PIPING OF THE SMALL VALVE SHALL BE VENTED INTO THE SIDE OF THE LARGER VENT PIPE. 2. WHEN NOT IN PAVING OR WALK, A 4,000 PSI CONCRETE PAD REINFORCED W/#3 BARS AT 12" C-C EACH WAY, SHALL EXTEND A MINIMUM OF 2' AROUND THE M.H. AND SHALL BE A MINIMUM OF 3" THICK. 3. BRASS PIPE AND FITTINGS TO BE USED FROM BRASS 90°FITTING ON TOP OF AIR RELEASE VALVE UNIT TO VENT OUTLET. 4. VENT PIPE SIZE TO EQUAL OUTLET SIZE OF AIR/VACUUM RELEASE VALVE. 5. MINIMUM M.H. DIA. TO BE 5'. 6' DIA. M.H. REQUIRED FOR VALVES 8" OR GREATER.
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COMBINED AIR AND VACUUM AIR RELEASE VALVE FLANGE MOUNTING ON INLET SIDE
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BALL VALVE WITH HAND WHEEL, FLG. X FLG.
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INSULATED FLANGE CONN. ASSEMBLY.
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FLANGED OUTLET, STEEL BOLTS
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BRASS
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UNION
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2,000 PSI CONCRETE CRADLE
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UNDISTURBED EARTH OR ROCK
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6" PVC WATER STOP
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30" HEAVY DUTY TRAFFIC RATED M.H. FRAME AND COVER AS SPECIFIED
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FINE CRUSHED ROCK POCKET IN CORNER 1' X 1' MIN. (TYP.)
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CAST-IN-PLACE OR PRECAST TOP
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S803
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S701
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NOTES: : 1. THIS STANDARD DETAIL IS FOR USE BY THE DESIGN ENGINEER. THE DIMENSIONS, NOTES & MATERIALS MUST BE CHECKED THIS STANDARD DETAIL IS FOR USE BY THE DESIGN ENGINEER. THE DIMENSIONS, NOTES & MATERIALS MUST BE CHECKED BASED ON SITE SPECIFIC CONDITIONS INCLUDING: PIPE MATERIAL, PIPE DIAMETER, STATIC & DYNAMIC CONDITIONS. 2. LOW WATER AND CREEK CROSSINGS MAY BE CONSTRUCTED EITHER IN THE DRY THROUGH THE USE OF COFFERDAMS AND LOW WATER AND CREEK CROSSINGS MAY BE CONSTRUCTED EITHER IN THE DRY THROUGH THE USE OF COFFERDAMS AND DIVERSION CHANNELS OR SUBAQUEOUSLY. IF CONSTRUCTED IN THE DRY, PLANNING AND SCHEDULING OF CONSTRUCTION SHOULD BE SUCH THAT COMPLETED PORTIONS OF THE LINE ARE NOT SUBJECT TO DAMAGE IN THE EVENT OF COFFERDAM OVERTOPPING. CONCRETE ENCASEMENT SHOULD BE PLACED WITH CONSTRUCTION JOINTS AT 30-40 FT INTERVALS TO COINCIDE WITH PIPE JOINTS. 3. PIPE BUOYANCY MUST BE CHECKED BY THE ENGINEER TO ENSURE THE PIPE WILL NOT FLOAT WHEN EMPTY. HEAVIER WALL PIPE BUOYANCY MUST BE CHECKED BY THE ENGINEER TO ENSURE THE PIPE WILL NOT FLOAT WHEN EMPTY. HEAVIER WALL THICKNESS OR ADDITIONAL ENCASEMENT MAY BE REQUIRED. 4. EROSION CONTROL - A STORMWATER POLLUTION PREVENTION PLAN MUST BE DESIGNED AND IMPLEMENTED TO MITIGATE THE EROSION CONTROL - A STORMWATER POLLUTION PREVENTION PLAN MUST BE DESIGNED AND IMPLEMENTED TO MITIGATE THE IMPACT OF CONSTRUCTION ACTIVITIES ON THE FEATURE BEING CROSSED. 5. PIPE SHOULD BE FULLY RESTRAINED AND PRESSURE RATED AS DETERMINED BY THE ENGINEER. PIPE SHOULD BE FULLY RESTRAINED AND PRESSURE RATED AS DETERMINED BY THE ENGINEER. 6. ACCESS TO THE BANKS ON EITHER SIDE OF THE CROSSING MUST BE AVAILABLE AS WELL AS ADEQUATE ROOM FOR ACCESS TO THE BANKS ON EITHER SIDE OF THE CROSSING MUST BE AVAILABLE AS WELL AS ADEQUATE ROOM FOR ASSEMBLY AND EQUIPMENT. BANK GRADE AND STABILITY MUST BE ADEQUATE. A GEOTECHNICAL ENGINEER SHOULD BE CONSULTED TO ASSIST WITH BANK ANALYSIS AND STREAM BED ANALYSIS TO PROVIDE ADDITIONAL DATA AND RECOMMENDATIONS ON THE VIABILITY OF OPEN-CUT VS TRENCHLESS CROSSINGS. 7. PIPE USED FOR LOW WATER CROSSINGS SHALL BE RESTRAINED FOR A MINIMUM OF 20 FT BEYOND TOP OF BANK ON EACH PIPE USED FOR LOW WATER CROSSINGS SHALL BE RESTRAINED FOR A MINIMUM OF 20 FT BEYOND TOP OF BANK ON EACH SIDE OF CREEK. 8. CASING PIPE IS REQUIRED WHEN DEPTH OF COVER IS LESS THAN 3 FT. CASING PIPE IS REQUIRED WHEN DEPTH OF COVER IS LESS THAN 3 FT. 9. PLACE STONE RIP-RAP A MINIMUM OF 5 FT UPSTREAM & 5 FT DOWNSTREAM FROM CENTERLINE OF PIPE ALONG LOW WATER PLACE STONE RIP-RAP A MINIMUM OF 5 FT UPSTREAM & 5 FT DOWNSTREAM FROM CENTERLINE OF PIPE ALONG LOW WATER CROSSING BED. 10. STONES SHALL WEIGH BETWEEN 50 LBS & 150 LBS EACH, AND AT LEAST 60% SHALL WEIGH MORE THAN 100 LBS. STONES SHALL WEIGH BETWEEN 50 LBS & 150 LBS EACH, AND AT LEAST 60% SHALL WEIGH MORE THAN 100 LBS. 11. REFER TO STEEL CASING DETAIL FOR ADDITIONAL PIPE INFORMATION.REFER TO STEEL CASING DETAIL FOR ADDITIONAL PIPE INFORMATION.
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CROSSING RAMPS (10 FT. WIDE) SHALL BE PROVIDED ON BOTH SIDES OF THE CHANNEL FOR A MOVING TRACTOR TO NAVIGATE.
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NOTES: 1. ENGINEER MAY SPECIFY EITHER RIP-RAP OR CONCRETE OPTION BASED ON SITE CONDITIONS. ENGINEER MAY SPECIFY EITHER RIP-RAP OR CONCRETE OPTION BASED ON SITE CONDITIONS. 2. APRON & PIPE TRENCH MUST HAVE A CONSTANT UPSTREAM TO DOWNSTREAM SLOPE TO APRON & PIPE TRENCH MUST HAVE A CONSTANT UPSTREAM TO DOWNSTREAM SLOPE TO MATCH PRE-CONSTRUCTION CHANNEL BED. 3. FOR CARRIER PIPE LESS THAN 36". FOR CARRIER PIPE LESS THAN 36". 4. REFER TO STEEL CASING DETAIL FOR ADDITIONAL PIPE INFORMATION. REFER TO STEEL CASING DETAIL FOR ADDITIONAL PIPE INFORMATION.
AIR AND VACUUM RELEASE VALVE-TYPE 2 FOR SEWER FORCE MAINS
ENGINEERING SERVICES
CERTIFICATION:THIS CITY OF DENTON STANDARDDETAIL SHEET IS AUTHORIZED FOR USEIN THIS PROJECT BY THE ENGINEERWHOSE SEAL APPEARS HEREON, ANDWHO CERTIFIES THE CONTENT OF THEDETAILS AND NOTES HEREIN HAVE NOTBEEN ALTERED AND ASSUMESRESPONSIBILITY FOR APPROPRIATE USEOF THE STANDARDS WITHIN THIS SHEET.
STANDARD DETAILSWATER/WASTEWATER SHARED DETAILS
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SAW CUT
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SAW CUT
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WATER OR SEWER LINE DIA. VARIES VARIES
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U102
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U101
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DRY UTILITY DUCTS
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C/L
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C/L
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DRY UTILITY DUCTS
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SEWER
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STORM
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WATER
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GAS
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C/L
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STORM
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SEWER
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WATER
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GAS
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NOTE: 9' MIN. OUTSIDE-TO-OUTSIDE SERARATION FROM WATER LINE TO SEWER LINE APPLIES AT MANHOLES PER STATE CRITERIA.
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NOTE: FOR LINES BEING LAID PRIOR TO NEW STREET CONSTRUCTION, WHICH WILL LIE BENEATH PAVEMENT OR CURB AND GUTTER, BACKFILL ABOVE PIPE EMBEDMENT SHALL CONSIST OF SELECT BACKFILL, COMPACTED IN MAX. 6" LIFTS (COMPACTED THICKNESS) TO 95% STANDARD PROCTOR DENSITY.
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6" MIN.
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TRENCH WIDTH
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COMPACTED TO 95% STANDARD PROCTOR DENSITY NATIVE MATERIAL
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I.D. PIPE
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8" MIN.
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8" MIN.
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COMPACTED TO 95% STANDARD PROCTOR DENSITY
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WATER AND SEWER FORCE MAINS: SAND EMBEDMENT CLASS B-3 ITEM 504.5.2.7 OF NCTCOG COMPACTED TO 95% STANDARD PROCTOR DENSITY. SEWER: STANDARD CRUSHED ROCK AGGREGATE GRADE 4 ITEM 504.2.2.1 OF NCTCOG.
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EXISTING TOP OF GROUND
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MIN.
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I.D.PIPE
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8"
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8"
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MIN.
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PIPE O.D. + 16"
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EXISTING TOP OF GROUND
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MECHANICALLY TAMPED IN 12" LIFTS WITH NATIVE MATERIAL EMBEDMENT (90% STANDARD PROCTOR DENSITY COMPACTION)
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WATER AND SEWER FORCE MAINS: SAND EMBEDMENT CLASS B-3 ITEM 504.5.2.7 OF NCTCOG COMPACTED TO 95% STANDARD PROCTOR DENSITY. SEWER: STANDARD CRUSHED ROCK AGGREGATE GRADE 4 ITEM 504.2.2.1 OF NCTCOG.
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6" MIN.
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12" MIN.
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8" MIN
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8" MIN
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PIPE O.D. + 16"
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12"
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I.D. PIPE
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IF LESS THAN 12", THEN CONCRETE BACKFILL TO GRANULAR EMBEDMENT. IF GREATER THAN 12" BACKFILL INTERMEDIATE ZONE WITH NATIVE MATERIAL COMPACTED TO 95% STANDARD PROCTOR DENSITY IN 6" LIFTS.
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2 SACK CONCRETE BACKFILL UNDER EXISTING PAVED AREAS. (SHALL BE BROUGHT TO TOP OF PAVEMENT UNTIL PATCHING TAKES PLACE FOR TEMPORARY REPAIR)
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WATER AND SEWER FORCE MAINS: SAND EMBEDMENT CLASS B-3 ITEM 504.5.2.7 OF NCTCOG COMPACTED TO 95% STANDARD PROCTOR DENSITY. SEWER: STANDARD CRUSHED ROCK AGGREGATE GRADE 4 ITEM 504.2.2.1 OF NCTCOG.
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H.M.A.C.TO BE SAME THICKNESS AS EXISTING PAVEMENT (2" MIN.)
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SAWCUT EXISTING PAVEMENT TO STRAIGHT LINES. (TYP)
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TEMPORARY PAVEMENT REPAIR
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PAVEMENT REPAIR
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8" MIN.
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8" MIN.
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PIPE O.D. + 16"
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12"
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IF LESS THAN 12", THEN CONCRETE BACKFILL TO GRANULAR EMBEDMENT IF GREATER THAN 12" BACKFILL INTERMEDIATE ZONE WITH NATIVE MATERIAL COMPACTED TO 95% STANDARD PROCTOR DENSITY IN 6" LIFTS
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2 SACK CONCRETE BACKFILL UNDER EXISTING PAVED AREAS. (SHALL BE BROUGHT TO TOP OF PAVEMENT UNTIL PATCHING TAKES PLACE FOR TEMPORARY REPAIR)
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WATER AND SEWER FORCE MAINS: SAND EMBEDMENT CLASS B-3 ITEM 504.5.2.7 OF NCTCOG COMPACTED TO 95% STANDARD PROCTOR DENSITY SEWER: STANDARD CRUSHED ROCK AGGREGATE GRADE 4 ITEM 504.2.2.1 OF NCTCOG.
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8" 4,000 PSI CONCRETE WITH #4 BARS @ 18" C/C, E.W. (MIN.) MATCH EXISTING IF THICKER
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SAWCUT 2" DEEP BEFORE BREAKING OUT EXISTING SLAB. LEAVE EXISTING REINFORCMENT EXPOSED AS DOWELS INTO NEW CONCRETE (12" MIN. EMBEDMENT INTO NEW SLAB). (TYP)
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TEMPORARY PAVEMENT REPAIR
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PAVEMENT REPAIR
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NOTES: 1. WHEN REMOVING CONCRETE PAVEMENT, THE CONTRACTOR SHALL ENDEAVOR TO LIMIT DAMAGE TO EXISTING REINFORCEMENT SO IT MAY BE EMPLOYED IN THE REPLACEMENT OPERATION. IF ORIGINAL REINFORCEMENT IS CUT OR BROKEN, REPLACEMENT BARS OF THE SAME SIZE SHALL BE INSTALLED BY DRILLING AND DOWELING. 2. IF DRILLING AND DOWELING IS REQUIRED, DOWELED BARS SHALL BE DRILLED INTO PAVEMENT HORIZONTALLY BY USE OF A MECHANICAL RIG. DRILLING BY HAND IS NOT ALLOWED. DRILLED HOLES SHALL BE BLOWN CLEAN AND DOWELS COATED WITH EPOXY RESIN. MINIMUM EMBEDMENT IS TO BE 12 INCHES. 3. USE SAND TO SMOOTH AND LEVEL SUBGRADE PRIOR TO CONCRETE POUR. 4. ALL CONCRETE REPAIRS MUST BE FULL PANELS.
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I.D. PIPE
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24"
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U201
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U202
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U203A
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U203C
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PIPE O.D. + 16"
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VARIES
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VARIES
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PIPE O.D. + 16"
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6" MIN.
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I.D.
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I.D.
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ROCK LINE IN CREEK
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6" MIN.
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2,000 PSI CONC.
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CLASS "G-1"
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CLASS "G"
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(FOR ROCK DITCHES IN CREEKS)
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6" MIN.
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6" MIN. OVER TOP OF BELLS
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2,000 PSI CONC. BACKFILL OR STABILIZED BACKFILL AS SPECIFIED ON PLANS.
CERTIFICATION:THIS CITY OF DENTON STANDARDDETAIL SHEET IS AUTHORIZED FOR USEIN THIS PROJECT BY THE ENGINEERWHOSE SEAL APPEARS HEREON, ANDWHO CERTIFIES THE CONTENT OF THEDETAILS AND NOTES HEREIN HAVE NOTBEEN ALTERED AND ASSUMESRESPONSIBILITY FOR APPROPRIATE USEOF THE STANDARDS WITHIN THIS SHEET.
STANDARD DETAILSWATER/WASTEWATER SHARED DETAILS
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MIN.
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8"
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8"
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MIN.
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PIPE O.D. + 16"
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EXISTING TOP OF GROUND
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6"
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6" MIN.
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MECHANICALLY TAMPED IN 6" LIFTS WITH APPROVED MATERIAL IS ACCEPTABLE. GRANULAR MATERIAL EMBEDMENT APPROVED BY ENGINEER. (95% COMPACTION)
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2,000 PSI CONCRETE
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I.D. PIPE
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U205
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C
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L
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C
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L
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C
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L
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C
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L
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C
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L
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C
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L
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WATER LINE
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LOT
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LOT
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LOT
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LOT
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LOT
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LOT
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SEWER LINE
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W
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W
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W
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W
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W
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W
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S
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S
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S
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S
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S
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S
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3' TO 5' TYP.
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10' MIN. TYP.
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5' TYP.
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NOTES: 1. WATER METERS PLACED IN UNPAVED PUBLIC R.O.W. OR UTILITY EASEMENT. 2. IF WIDTH OF LOT IS 60' OR GREATER, USE DETAIL U206A.
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LESS THAN 60'
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U206B
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U206A
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C
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L
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C
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L
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C
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L
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C
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L
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C
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L
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C
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L
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WATER LINE
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LOT
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LOT
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LOT
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LOT
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LOT
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LOT
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SEWER LINE
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W
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S
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W
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S
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W
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S
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NOTES: 1. WATER METERS PLACED IN UNPAVED PUBLIC R.O.W. OR UTILITY EASEMENT. 2. IF WIDTH OF LOT IS LESS THAN 60' WIDE, USE DETAIL U206B.
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W
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S
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W
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S
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W
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S
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5' TYP.
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5' TYP.
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10' MIN. TYP.
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EXISTING TOP OF GROUND
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BOTTOM OF TRENCH
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NOTES: 1. CLAY SHALL SERVE AS A WATER STOP. 2. CLAY SHALL HAVE A HIGH P.I. (NOT LESS THAN 18) 3. SEE PLAN AND PROFILE SHEETS FOR LOCATION OF CLAY DAMS.
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CLAY COMPACTED TO 85% STANDARD PROCTOR DENSITY AROUND PIPE
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KEY INTO BOTTOM OF TRENCH
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REFERENCE NOTES FOR SPACER TYPE
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CASING MATERIAL AS STATED ON PLANS OR IN SPECIFICATIONS. MINIMUM CASING DIA. SHOWN ON PLANS. INCREASE DIA. AS NECESSARY TO ACCOMMODATE RESTRAINT SYSTEM.
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6'-6" O.O MAX. SPACING (TYP.) AND LOCATE AT PIPE BELL
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CARRIER PIPE
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PLUG ENDS OF CASING WITH GROUT (6" MIN. WIDTH)
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NOTES: 1. BORE AND CASING SHALL BE INSTALLED AS SHOWN IN PROFILE VIEW OF PLANS WHERE APPLICABLE. THIS DETAIL ILLUSTRATES THE GENERAL LOCATION OF CASING SPACERS FOR SUPPORTING CARRIER PIPE AND GROUTING ENDS OF CASING PIPE. 2. FOR PRESSURIZED PIPE, ALL INTERIOR JOINTS SHALL BE RESTRAINED BY A DUCTILE IRON PIPE RESTRAINING HARNESS. FOR NON-PRESSURIZED PIPE, ALL INTERIOR JOINTS SHALL BE RESTRAINED BY A DUCTILE IRON PIPE RESTRAINING HARNESS, LOCKING GASKETS OR AN APPROVED MECHANICAL JOINT SYSTEM. 3. FOR BORES 150 LF OR LONGER: 12" WIDE 304 STAINLESS BAND AND 2" WIDE PLASTIC OR POLYETHYLENE RUNNERS, PIPELINE SEAL & INSULATOR, INC., MODEL S126-2 OR APPROVED EQUIVALENT. FOR BORES LESS THAN 150 LF: RECON "RACI" CASING SPACERS OR APPROVED EQUIVALENT AND DOUBLE SPACERS AT EACH END. 4. PIPE INSTALLATION INTO BORE CASING SHALL BE PULLED OR PUSHED PER MANUFACTURERS RECOMMENDATION. 5. REFER TO CITY STANDARD TRENCH DETAILS FOR CASING EMBEDMENT.
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MORTAR INSIDE
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JOINTS BY HAND
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CARRIER
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PIPE
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1/4 L
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WEEP HOLE AT LOW END OF CASING
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( L = LENGTH OF PIPE JOINT )
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8"
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MAX.
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2'-0"
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2'-0"
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2'-0"
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1/4 L
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1/2 L
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C
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L
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CARRIER PIPE TO HAVE BUILT-UP MORTAR RINGS. WELD ALL INTERIOR JOINTS.
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STEEL CASING SEE CROSSING DETAIL FOR SIZE
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FILL SPACE BETWEEN STEEL CASING AND CARRIER PIPE W/ CELLULAR GROUT
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TWO BANDS OF MORTAR AT QUARTER POINTS. BUILD UP LARGER THAN MAX. DIA. OF EXTERIOR BELL JOINT MORTAR, TO SUPPORT EACH PIPE SECTION.
ALTERNATE SERVICE LINE LAYOUT *(FOR LOTS LESS THAN 60' WIDE)(FOR LOTS LESS THAN 60' WIDE)
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TYPICAL SERVICE LINE LAYOUT
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CLAY DAM
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INSTALLATION IN STEEL CASING FOR PVC AND DIP
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INSTALLATION IN STEEL CASING FOR CONCRETE CYLINDER PIPE
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DEC. 2018
ENGINEERING SERVICES
CERTIFICATION:THIS CITY OF DENTON STANDARDDETAIL SHEET IS AUTHORIZED FORUSE IN THIS PROJECT BY THEENGINEER WHOSE SEAL APPEARSHEREON, AND WHO CERTIFIES THECONTENT OF THE DETAILS AND NOTESHEREIN HAVE NOT BEEN ALTEREDAND ASSUMES RESPONSIBILITY FORAPPROPRIATE USE OF THESTANDARDS WITHIN THIS SHEET.
STANDARD DETAILSSTORM DRAINAGE DETAILS
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FULL DEPTH SAW CUT
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EXIST. PAVEMENT
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2 SACK FLOWABLE CONCRETE BACKFILL UNDER EXISTING PAVED AREAS. (SHALL BE BROUGHT TO TOP OF PAVEMENT UNTIL PATCHING TAKES PLACE FOR TEMPORARY REPAIRS)
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PROP. PAVEMENT
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24 "38"
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M.H. RING DETAIL
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PROPOSED PAVEMENT STORM DRAIN BACKFILL DETAIL
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EXISTING PAVEMENT STORM DRAIN BACKFILL DETAIL
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UNPAVED STORM DRAIN BACKFILL DETAIL
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A
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A
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JUNCTION BOX AND MANHOLE COVER DETAIL
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GENERAL NOTES: 1. COMPACT BACKFILL MATERIAL TO MINIMUM 95% STANDARD PROCTOR DENSITY - MAXIMUM 12" LOOSE LIFTS. 2. COMPACT BACKFILL MATERIAL TO MINIMUM 95% STANDARD PROCTOR DENSITY - MAXIMUM 8" LOOSE LIFTS. 3. HEAVY DUTY MANHOLE COVERS ON JUNCTION BOXES AND MANHOLES AS SPECIFIED. LOCK NOT REQUIRED. 4. LIGHT DUTY INLET COVERS ON INLETS AS SPECIFIED. LOCK REQUIRED
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SECTION A-A
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PROP. SUB-GRADE
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STD. CRUSHED ROCK AGGREGATE GRADE 4 NCTCOG ITEM 504.2.2.1
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PAVEMENYT THICKNESS
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1" LETTERS (RECESSED FLUSH)
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BOTTOM VIEW
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2"
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226L
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41860042
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NON-TRAFFIC
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EAST JORDAN IRON WORKS
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W
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INLET FRAME DETAIL
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34" RAISED LETTERS (RECESSED FLUSH)
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(2) OPEN 2" PICKHOLES
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TOP VIEW
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TOP VIEW
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BOTTOM VIEW
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INLET COVER DETAIL WITH LOCKING MECHANISM
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A
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A
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SECTION A-A
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TOP OF GROUND
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NON-TRAFFIC AREAS APPROVED BACKFILL MATERIAL IS ACCEPTABLE OUTSIDE PAVED AREAS (NOTE 1)
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STD. CRUSHED ROCK AGGREGATE GRADE 4 NCTCOG ITEM 504.2.2.1
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STD. CRUSHED ROCK AGGREGATE GRADE 4 NCTCOG ITEM 504.2.2.1
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RCP
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RCP
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SPECIAL LOGO INSERT
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14" RAISED LETTERS (RECESSED FLUSH)
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12" RAISED LETTERS (RECESSED FLUSH)
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STACK DETAIL
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EAST JORDAN IRON WORKS HEAVY DUTY COVER #2024A
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EAST JORDAN IRON WORKS HEAVY DUTY STACKABLE RING #2024Z
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EAST JORDAN IRON WORKS COVER WITH LOCK #106L OR BASS & HAYES COVER WITH LOCK #226L
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RCP
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TYPE II ALUMINIZED ULTRA-FLO
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IF 12" OR LESS, USE 2-SACK IF GREATER THAN, 12" USE NATIVE MATERIAL (NOTE 2)
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NATIVE MATERIAL
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TYPE II ALUMINIZED ULTRA-FLO
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TYPE II ALUMINIZED ULTRA-FLO
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A
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A
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SECTION A-A
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SAFETY END TREATMENT
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4:1 MAX. SLOPE TYPICAL UNLESS APPROVED BY ENGINEERING
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EXPANSION JOINT MATERIAL
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TOE WALL
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4,000 PSI COMPRESSION PORTLAND CEMENT CONCRETE WITH #3 BARS ON 18" CENTERS BOTH WAYS
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LOCKING MECHANISM
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EXISTING GROUND
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NOTE: CONSIDER THE USE OF FABRIC BETWEEN SOIL ZONES IF MIGRATION IS A CONCERN
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CUT TRENCH
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FILL CONDITION
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TRENCH CONDITION
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WELL GRADED CRUSHED STONE " MAX. 34" MAX. AND SMALLER PARTICLE SIZE TO BE COMPACTED 12" OVER CROWN
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ROADWAY EMBANKMENT FILL SEE BACKFILL DETAILS (THIS SHT.)
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PAVEMENT
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ULTRA-FLO STANDARD ROUND BACKFILL/INSTALLATION DETAIL
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NOTES: 1. FOR ALL CROSS DRAINAGE CULVERTS 24" DIA. OR GREATER, SAFETY PIPE RUNNERS ARE REQUIRED. 2. FOR SINGLE DRAINAGE CULVERTS PARALLEL TO ROAD 33" DIA. OR GREATER, SAFETY PIPE RUNNERS ARE REQUIRED. 3. FOR DOUBLE DRAINAGE CULVERTS PARALLEL TO ROAD 30" DIA. OR GREATER, SAFETY PIPE RUNNERS ARE REQUIRED. 4. FOR 3 OR MORE DRAINAGE CULVERTS PARALLEL TO ROAD 12" DIA. OR GREATER, SAFETY PIPE RUNNERS ARE REQUIRED. 5. REFER TO TXDOT SAFETY END TREATMENT DETAILS FOR SAFETY PIPE RUNNER SPECIFICATIONS AND INSTALLATION.
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WELL GRADED CRUSHED STONE 34" MAX. AND SMALLER PARTICLE SIZE TO BE COMPACTED 12" OVER CROWN
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LOOSE GRANULAR BEDDING ROUGHLY SHAPED TO FIT BOTTOM OF PIPE 4" TO 6" IN DEPTH
CERTIFICATION:THIS CITY OF DENTON STANDARDDETAIL SHEET IS AUTHORIZED FORUSE IN THIS PROJECT BY THEENGINEER WHOSE SEAL APPEARSHEREON, AND WHO CERTIFIES THECONTENT OF THE DETAILS AND NOTESHEREIN HAVE NOT BEEN ALTEREDAND ASSUMES RESPONSIBILITY FORAPPROPRIATE USE OF THESTANDARDS WITHIN THIS SHEET.
STANDARD DETAILSSTORM DRAINAGE DETAILS
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LEAVEOUT ON CONCRETE PAVING
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B
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A
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B
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STANDARD INLET FRAME AND COVER
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C
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C
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A
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CONCRETE RIP-RAP
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A
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STANDARD 24" INLET FRAME AND COVER
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NOTE: 1. ALL STEEL FOR INLET TO BE #4 BARS ON 12" CENTERS OR LESS-BOTH WAYS SPACED EQUALLY. 2. CONCRETE RIP-RAP TO HAVE #3 BARS ON 18" CENTERS.
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1:12 TYP.
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A
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CONCRETE RIP-RAP
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PIPE
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DIA.
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OPENING
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TOP OF CURB
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TOP OF CURB
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FLOW LINE OF GUTTER
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FLOW LINE OF GUTTER
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5' UP GRADE
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#4 BARS
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#4 BARS
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INLET OPENING
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#4 @ 12" ON CENTER BOTH WAYS
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USUAL 4'-6"
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VARIABLE
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BARS "H" AT 12" OC
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TOOLED JOINT
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BAR "G"
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BAR "F"
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BARS "D" AT CORNERS
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1. ALL STEEL REINFORCING BARS TO BE GRADE 60 #4 STEEL BARS ON 12" CENTER. 2. ALL EXPOSED EDGES TO BE CHAMFERED ". 34". 3. TOOLED JOINT 6" FROM FACE. 4. PROVIDE MINIMUM 2" CONCRETE COVER MEASURED FROM CENTER OF REINFORCEMENT. 5. INLETS OVER 10 FEET OPENING IN LENGTH SHALL HAVE A CENTER BEAM. 6. INLETS OVER 12 FEET OPENING IN LENGTH SHALL HAVE TWO ACCESS COVERS. 7. ALL CONCRETE SHALL BE CLASS A.
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BAR H
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A
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A
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NORMAL FACE OF CURB
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WARP PAVEMENT SURFACE TO THROAT OF INLET
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L
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C
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4" PVC PIPE PERFORATED ALL AROUND WITH FILTER SOCK
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APPROVED FIBER FABRIC (ALL SIDES)
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R13'
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R13'
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YARD INLET DETAIL (PLAN)
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SECTION A-A
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DETAIL B
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RECESSED INLET DETAIL (PLAN)
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SECTION A-A
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FRENCH DRAIN SECTION
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PROFILE
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STANDARD CURB INLET (PLAN)
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SECTION B-B
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REINFORCING PLAN
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SECTION C-C
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SEE NOTE 6
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SEE NOTE 3
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20'-0" MAX.
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SEE NOTE 6
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SEE NOTE 3
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LOCATE INLET FRAME AND COVER CENTERED OVER OUTLET PIPE
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1:12 TYP.
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BAR "H"
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SAND
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CONCRETE RIP-RAP
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EXPANSION JOINT (BOTHSIDES)
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WALLS #4 @ 12" ON CENTER BOTH WAYS
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BOTTOM BARS #4 AT 12" ON CENTER BOTH WAYS
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#4 BARS BOTH WAYS SPACED ON 12" CENTERS
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NORMAL FACE OF CURB
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2" TO 3" CRUSHED ROCK OR AS APPROVED BY ENGINEER
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ACCESS FRAME AND COVER AT OUTLET PIPE SIDE
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CONCRETE CURB & GUTTER
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TOOL JOINT CONCRETE STREET
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EXTRA #4 BARS AT MANHOLE OPENING
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D
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D
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CENTER BEAM SEE NOTE 5
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CENTER BEAM SEE NOTE 5
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CENTER BEAM SEE NOTE 5
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#4 BAR AROUND EDGE IN TOP
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SECTION D-D
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#4 BARS AT 6" ON CENTER BOTH WAYS
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8" THICK CENTER BEAM
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BAR B
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BAR G
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BAR F
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BAR DETAIL
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SECTION B-B
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ALL BOTTOM BARS BARS "B" #4 AT 6" ON CENTER BOTH WAYS
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ALL TOP BARS BARS "B" #4 AT 6" ON CENTER BOTH WAYS
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ALL SIDE WALL BARS BARS "B" #4 AT 12" ON CENTER BOTH WAYS
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BAR D
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MANHOLE LID TO BE CENTERED BOTH WAYS REFER TO "JUNCTION BOX AND MANHOLE COVER DETAIL"
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JUNCTION BOX DETAIL
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GENERAL NOTES:
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PLAN
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B
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B
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WARP TO SUIT CONDITIONS MORTAR FINISH TROWELED TO A SMOOTH HARD SURFACE
CERTIFICATION:THIS CITY OF DENTON STANDARDDETAIL SHEET IS AUTHORIZED FORUSE IN THIS PROJECT BY THEENGINEER WHOSE SEAL APPEARSHEREON, AND WHO CERTIFIES THECONTENT OF THE DETAILS AND NOTESHEREIN HAVE NOT BEEN ALTEREDAND ASSUMES RESPONSIBILITY FORAPPROPRIATE USE OF THESTANDARDS WITHIN THIS SHEET.
STANDARD DETAILSCONCRETE PAVING CROSS SECTION DETAILS
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~
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L
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C
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R.O.W.
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R.O.W.
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PAVEMENT DEPTH SEE TABLE I (THIS SHT.) (THIS SHT.)
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CROWN
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MONOLITHIC CURB
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L
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C
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R.O.W.
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R.O.W.
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PAVEMENT DEPTH SEE TABLE I (THIS SHT.) (THIS SHT.)
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8" CROWN
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MONOLITHIC CURB
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L
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C
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R.O.W.
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R.O.W.
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6" CROWN
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PAVEMENT DEPTH SEE TABLE I (THIS SHT.) (THIS SHT.)
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SUBGRADE DEPTH SEE TABLE I (THIS SHT.)
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MONOLITHIC CURB
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C
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L
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L
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C
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R.O.W.
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R.O.W.
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C
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L
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40' B to B
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PAVEMENT DEPTH SEE TABLE I (THIS SHT.)
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R.O.W.
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L
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C
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1'
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PAVEMENT DEPTH DEPTH SEE TABLE I (THIS SHT.) (THIS SHT.)
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R.O.W.
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SUBGRADE DEPTH SEE TABLE I (THIS SHT.)
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MONOLITHIC CURB
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2'
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R.O.W.
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2'
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R.O.W.
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6" CROWN
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SUBGRADE DEPTH SEE TABLE I (THIS SHT.)
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PAVEMENT DEPTH SEE TABLE I (THIS SHT.) (THIS SHT.)
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CONCRETE EDGE RESTRAINT
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L
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C
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R.O.W.
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R.O.W.
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8" LIME STABILIZED SUBGRADE
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L
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C
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R.O.W.
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R.O.W.
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6" CROWN
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PAVEMENT DEPTH SEE TABLE I (THIS SHT.) (THIS SHT.)
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SUBGRADE DEPTH SEE TABLE I (THIS SHT.) (THIS SHT.)
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MONOLITHIC CURB
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MONOLITHIC CURB
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R.O.W.
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PAVEMENT DEPTH SEE TABLE I (THIS SHT.)
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SUBGRADE DEPTH SEE TABLE I (THIS SHT.) (THIS SHT.)
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6" CROWN
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C
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L
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~
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R.O.W.
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1) ALL REBAR TO BE SUPPORTED ON APPROVED PLASTIC CHAIRS. 2) APPROVED CURING COMPOUND SHALL BE APPLIED TO THE FINISHED SLAB AS SOON AS POSSIBLE AFTER PLACEMENT OF CONCRETE. 3) JOINTS ARE TO BE SAWED AS SOON AS THE SETTING OF THE CONCRETE WILL PERMIT WITHOUT SPALLING OR MARKING THE SLAB. 4) REFER TO TABLE I FOR STEEL REINFORCEMENT. 5) STANDARD DIVIDED STREET CROSS SLOPE (2% AVERAGE) MAY VARY UPON CITY ENGINEER'S APPROVAL. 6) CONCRETE SHALL BE MINIMUM 4,000 PSI COMPRESSION. 7) REFER TO THE CITY OF DENTON'S DRAINAGE CRITERIA MANUAL FOR DRAINAGE STANDARDS FOR ROADWAY DESIGNS. 8) A MAXIMUM OF 25% FLY ASH MAY BE USED. 9) ALL DIMENSIONS PROVIDED ARE MINIMUM. 10) ALTERNATE DESIGN OF STREET SECTION MAY BE CONSIDERED BY THE CITY UPON SUBMITTAL OF SEALED DESIGN PLANS AND A WRITTEN EXPLANATION FOR THE DESIGN VARIANCE FOR APPROVAL BY THE CITY ENGINEER. 11) STANDARD PARKING ANGLE IS PARALLEL. PARKING BAYS ARE REQUIRED WHEN PARKING IS NOT PARALLEL. ANGLE PARKING SHALL NOT EXCEED 60°.12) WHEN PARKING BAYS ARE PROVIDED. A MINIMUM UNOBSTRUCTED TRAVEL LANE WIDTH SHALL BE PROVIDED AND, UNLESS OTHERWISE NOTED FOR THE STREET TYPE, SHALL BE IN ACCORDANCE WITH THE DRIVE AISLE REQUIREMENT OF THE PARKING DESIGN SECTION OF THE CURRENT TRANSPORTATION DESIGN CRITERIA MANUAL. APPROPRIATE ADDITIONAL ROW IS REQUIRED TO PROVIDE THE MINIMUM PARKWAY WIDTH INDICATED FOR THE STREET TYPE. 13) SEE OTHER STANDARD DETAIL SHEETS FOR APPROPRIATE APPURTENANCES. 14) IF LAND CONTOURS REQUIRE ALTERNATE SLOPE DESIGN, ENGINEER OF RECORD SHALL SUBMIT INFORMATION SUFFICIENT FOR REVIEW AND APPROVAL BY CITY ENGINEER PRIOR TO FINAL DESIGN SUBMITTAL. 15) PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH THE CITY OF DENTON'S SCHEMATICS M&S 004 AND/OR 005 SERIES. 16) ALL CONCRETE SHALL BE MACHINE PLACED UNLESS APPROVED BY CITY ENGINEER. 17) ONE WAY COUPLET SECTION WILL BE CONSISTENT WITH RESIDENTIAL STREET COLLECTOR. WIDTH AND DEPTH OF PAVEMENT SHALL BE IN ACCORDANCE WITH STREET CLASSIFICATION ON THIS DETAIL SHEET.
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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PAVEMENT DEPTH SEE TABLE I (THIS SHT.)
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3% SLOPE
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3% SLOPE
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C
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L
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L
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C
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R.O.W.
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MONOLITHIC
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R.O.W.
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C
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L
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R.O.W.
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L
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C
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1' TYP.
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PAVEMENT DEPTH SEE TABLE I (THIS SHT.) (THIS SHT.)
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R.O.W.
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SUBGRADE DEPTH SEE TABLE I (THIS SHT.) (THIS SHT.)
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CURB
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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PAVEMENT DEPTH SEE TABLE I (THIS SHT.) (THIS SHT.)
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SUBGRADE DEPTH SEE TABLE I (THIS SHT.) (THIS SHT.)
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SIDEWALK
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INDUSTRIAL DISTRICTS
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NON-INDUSTRIAL DISTRICTS
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X
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10 FT.
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13 FT.
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5 FT.
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8 FT.
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ROW WIDTH
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59 FT.
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65 FT.
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W
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PARKWAY WIDTH
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Z
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PORTLAND CEMENT CONCRETE (RIGID) PAVEMENT SECTION
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PAVEMENT SECTION
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JOINT REINFORCEMENT PAVEMENT DEPTH (INCHES)
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STABILIZED SUBGRADE DEPTH (INCHES)
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DESIGN VALUE
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ARTERIAL
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COMMERCIAL COLLECTOR
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RESIDENTIAL COLLECTOR
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ALL RESIDENTIAL
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11
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12
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10
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12
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8
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8
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7
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8
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R10'
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R5'
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FLAG DRIVE
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STREET
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DRIVEWAY
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DRIVEWAY
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A) CROWN SHALL BE A MINIMUM OF 8 IN. ABOVE THE HIGHEST GUTTER ELEVATION AND SHALL ENSURE THAT DRAINAGE FROM CENTER COLLECTS TO NEAREST GUTTER. B) 30 FT. RADIUS WILL BE PROVIDED AT THE JUNCTION OF THE STREET WITH THE CUL-DE-SAC.
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A) GRATE INLETS ARE NOT PERMITTED. B) ANY INLET MUST BE PLACED OUTSIDE OF THE PAVEMENT. C) TRANSITION SHALL BE GRADUAL FROM STANDARD SECTION TO INLET SECTION TO PROPERLY ACCOMMODATE DRAINAGE. D) A DRAINAGE EASEMENT SHALL BE DEDICATED TO COMPLETELY CONTAIN THE INLET STRUCTURE PLUS SUFFICIENT ROOM FOR MAINTENANCE.
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URBAN SHOULDER*
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URBAN SHOULDER
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URBAN SHOULDER
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A) FOR USE IN INFILL AREAS ONLY AND UPON WRITTEN APPROVAL BY THE CITY ENGINEER B) AN ADDITIONAL 10 FT. OF ROW SHALL BE DEDICATED FOR A RIGHT TURN BAY/LANE OR BUS BAY, WHERE REQUIRED C) URBAN SHOULDER SHALL BE DESIGNATED BY USING A 4" WHITE PAVEMENT MARKING * IF STREET IS DESIGNATED ON BIKE PLAN, ADD 1' FOOT TO URBAN SHOULDER FROM PARKWAY WIDTH AS NEEDED TO CREATE A 5.5 MIN. BIKE LANE.
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A) AN ADDITIONAL 10 FT. OF ROW SHALL BE DEDICATED FOR A RIGHT TURN BAY/LANE OR BUS BAY, WHERE REQUIRED. B) FOR USE IN INFILL AREAS ONLY AND UPON WRITTEN APPROVAL BY THE CITY ENGINEER C) URBAN SHOULDER SHALL BE DESIGNATED BY USING A 4" WIDE WHITE PAVEMENT MARKING * IF STREET IS DESIGNATED ON BIKE PLAN, ADD 1' FOOT TO URBAN SHOULDER FROM PARKWAY WIDTH AS NEEDED TO CREATE A 5.5 MIN. BIKE LANE.
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A) AN ADDITIONAL 10 FT. OF ROW SHALL BE DEDICATED FOR A RIGHT TURN BAY/LANE OR BUS BAY, WHERE REQUIRED. B) URBAN SHOULDER SHALL BE DESIGNATED BY USING A 4" WIDE WHITE PAVEMENT MARKING. C) ROW AT THE INTERSECTION WITH ANOTHER ARTERIAL SHALL BE A MIN. OF 134 FT. FOR A MIN. DISTANCE OF 150 FT PRIOR TO THE CROSS-STREET'S ROW TO ACCOMMODATE A RIGHT TURN BAY LANE AND A MIN. 6 FT WIDE PEDESTRIAN REFUGE ISLAND. THE TAPER PRIOR TO THIS WIDENING SHALL BE A MIN. OF 10:1 TO MATCH THE 122 FT ROW. ALL ADDITIONAL ROW AND PAVEMENT SHALL BE ON THE APPROACH SIDE (OF THE STREET) TO THE INTERSECTION. D) BORDER SHALL BE A MIN. OF 18" IN WIDTH, PATTERNED 3,000 PSI COMPRESSION, PORTLAND CEMENT CONCRETE RIP-RAP, COLORED TERRA COTTA; AND MIN. 4" DEEP. PATTERN SHALL BE APPROVED BY CITY ENGINEER PRIOR TO INSTALLATION. * IF STREET IS DESIGNATED ON BIKE PLAN, ADD 1' FOOT TO URBAN SHOULDER FROM PARKWAY WIDTH AS NEEDED TO CREATE A 5.5 MIN. BIKE LANE.
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A) EASEMENT WIDTH IS TO BE AT LEAST 4 FT. WIDE ON EACH SIDE OF THE PAVEMENT. B) PARKING ALONG THE EDGE OF A FLAG DRIVE WILL NOT BE COUNTED TOWARD REQUIRED ON STREET PARKING. C) PAVEMENT DEPTH MINIMUM IS 6 IN. WITH COMPACTED NATURAL SOIL SUBBASE.
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A) STANDARD PARKING IS ALLOWED ON ONE SIDE OF THE STREET FOR CROSS-SECTION SHOWN. B) A NO PARKING RESTRICTION IS REQUIRED OPPOSITE THE SIDE OF THE STREET WHERE PARKING IS ALLOWED, UNLESS PARKING BAYS ARE PROVIDED WHERE THE NO PARKING PARKING RESTRICTION WOULD BE. C) ANGLE PARKING BAYS ARE PERMITTED. D) A MINIMUM 10 FT. WIDE UNOBSTRUCTED TRAVEL LANE SHALL BE PROVIDED.
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A) ANGLE PARKING BAYS ARE PERMITTED. B) A MINIMUM 11 FT. WIDE UNOBSTRUCTED TRAVEL LANE SHALL BE PROVIDED.
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A) PILOT CHANNEL TO BE INSTALLED AT BOTTOM OF DITCH LINE. B) PILOT CHANNEL CONCRETE SHALL BE 3,000 PSI COMPRESSION AND SHALL USE CITY APPROVED REINFORCEMENT. C) REFER TO DENTON DEVELOPMENT CODE (DDC) FOR SIDEWALK REQUIREMENTS. IF SIDEWALK IS NOT REQUIRED, R.O.W. MAY BE REDUCED BY THE APPLICABLE AMOUNT UPON APPROVAL BY THE CITY ENGINEER. D) ALL BORROW DITCH SLOPES 4:1 MINIMUM. E) DITCH SHALL FULLY CONTAIN 100 YR. FLOOD. R.O.W. WIDTH SHALL BE INCREASED ACCORDINGLY TO ACCOMMODATE ANY ADDITIONAL DITCH CAPACITY WIDTH REQUIREMENTS. F) AN UNDERGROUND DRAINAGE SYSTEM MAY BE USED IN LIEU OF LARGE BORROW DITCHES. G) CONCRETE EDGE RESTRAINTS ARE REQUIRED. H) NO PARKING RESTRICTION IS REQUIRED ON BOTH SIDES.
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A) ANGLE PARKING BAYS ARE PERMITTED. B) A MINIMUM 20 FT. WIDE UNOBSTRUCTED TRAVEL LANE SHALL BE PROVIDED. C) ON-STREET PARKING CAN BE REMOVED IF LEFT TURN POCKETS ARE REQUIRED.
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A) PARKING IS NOT ALLOWED ON EITHER SIDE. B) PARKING BAYS ARE NOT ALLOWED ON EITHER SIDE.
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BORDER
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BORDER
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MONOLITHIC CURB
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SUBGRADE DEPTH SEE TABLE I (THIS SHT.)
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SUBGRADE DEPTH SEE TABLE I (THIS SHT.)
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SUBGRADE DEPTH SEE TABLE I (THIS SHT.) (THIS SHT.)
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PAVEMENT DEPTH SEE TABLE I (THIS SHT.) (THIS SHT.)
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SUBGRADE DEPTH SEE TABLE I (THIS SHT.) (THIS SHT.)
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A) AN ADDITIONAL 10 FT. OF ROW SHALL BE DEDICATED FOR A RIGHT TURN BAY/LANE OR BUS BAY, WHERE REQUIRED B) URBAN SHOULDER SHALL BE DESIGNATED BY USING A 4" WIDE WHITE PAVEMENT MARKING C) ROW AT THE INTERSECTION WITH ANOTHER ARTERIAL SHALL BE A MIN. OF 112 FT. IN WIDTH FOR A MIN. DISTANCE OF 150 FT PRIOR TO THE CROSS-STREET'S ROW IN ORDER TO ACCOMMODATE A RIGHT TURN BAY/LANE AND A MIN. 6 FT WIDE PEDESTRIAN REFUGE ISLAND. THE TAPER PRIOR TO THIS WIDENING SHALL BE A MIN. OF 10:1 TO MATCH THE 100 FT ROW. ALL ADDITIONAL ROW AND PAVEMENT SHALL BE ON THE APPROACH SIDE (OF THE STREET) TO THE INTERSECTION. D) BORDER SHALL BE A MIN. OF 18" IN WIDTH, PATTERNED 3,000 PSI COMPRESSION, PORTLAND CEMENT CONCRETE RIP-RAP, COLORED TERRA COTTA; AND MIN. 4" DEEP. PATTERN SHALL BE APPROVED BY CITY ENGINEER PRIOR TO INSTALLATION. * IF STREET IS DESIGNATED ON BIKE PLAN, ADD 1' FOOT TO URBAN SHOULDER FROM PARKWAY WIDTH AS NEEDED TO CREATE A 5.5 MIN. BIKE LANE.
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MINIMUM CONTINUOUS REINFORCING STEEL
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#4 ON 18" CENTERS BOTH WAYS
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A) DEPTHS PROVIDED ARE MIN. CITY REQUIREMENTS. ENGINEER OF RECORD IS RESPONSIBLE FOR ENSURING THIS MIN. DESIGN MEETS DESIGN REQUIREMENTS FOR THE SPECIFIC PROJECT AND MAY BE REQUIRED TO PROVIDE ADDITIONAL ANALYSIS DEPENDING ON LOCAL SOIL AND MOISTURE CONDITIONS AS WELL AS HIGHER THAN EXPECTED TRAFFIC VOLUMES AND/OR TRUCK MIX. B) REFERENCE PAVEMENT DESIGN GUIDELINES AND TYPICAL PAVEMENT SECTIONS BY MICHAEL P. BATUNA P.E. OF CTL/THOMPSON PAVEMENT DESIGN GUIDELINES AND TYPICAL PAVEMENT SECTIONS BY MICHAEL P. BATUNA P.E. OF CTL/THOMPSON BY MICHAEL P. BATUNA P.E. OF CTL/THOMPSON TEXAS LLC FOR THE CITY OF DENTON. DATED MAY 6, 2010.
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PAVEMENT DEPTH SEE TABLE I (THIS SHT.) (THIS SHT.)
CERTIFICATION:THIS CITY OF DENTON STANDARDDETAIL SHEET IS AUTHORIZED FORUSE IN THIS PROJECT BY THEENGINEER WHOSE SEAL APPEARSHEREON, AND WHO CERTIFIES THECONTENT OF THE DETAILS AND NOTESHEREIN HAVE NOT BEEN ALTEREDAND ASSUMES RESPONSIBILITY FORAPPROPRIATE USE OF THESTANDARDS WITHIN THIS SHEET.
STANDARD DETAILSASPHALT PAVING CROSS SECTION DETAILS
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R.O.W.
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R.O.W.
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ASPHALT BASE (TYPE B) SEE TABLE II (THIS SHT.)(THIS SHT.)
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4" ASPHALT BASE (TYPE B)
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PARABOLIC CROWN
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2" ASPHALT SURFACE (TYPE D)
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R.O.W.
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R.O.W.
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ASPHALT BASE (TYPE B) SEE TABLE II (THIS SHT.)(THIS SHT.)
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6" PARABOLIC CROWN
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4" ASPHALT BASE (TYPE B)
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2" ASPHALT SURFACE (TYPE D)
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SUBGRADE DEPTH SEE TABLE II (THIS SHT.) (THIS SHT.)
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R.O.W.
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R.O.W.
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ASPHALT BASE (TYPE B) SEE TABLE II (THIS SHT.)(THIS SHT.)
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6" PARABOLIC CROWN
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4" ASPHALT BASE (TYPE B)
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2" ASPHALT SURFACE (TYPE D)
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SUBGRADE DEPTH SEE TABLE II (THIS SHT.) (THIS SHT.)
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2'
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R.O.W.
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2'
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R.O.W.
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6" PARABOLIC CROWN
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SUBGRADE DEPTH SEE TABLE II (THIS SHT.) (THIS SHT.)
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6"ASPHALT BASE (TYPE B) SEE TABLE II (THIS SHT.)(THIS SHT.)
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2" ASPHALT SURFACE (TYPE D)
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CONCRETE EDGE RESTRAINT
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R.O.W.
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R.O.W.
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6" PARABOLIC CROWN
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3" ASPHALT BASE (TYPE B)
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3" ASPHALT SURFACE (TYPE C)
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SUBGRADE DEPTH SEE TABLE II (THIS SHT.) (THIS SHT.)
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1) SEE "ASPHALT/CONCRETE STANDARD DETAILS" SHEET FOR APPROPRIATE APPURTENANCES. 2) IF LAND CONTOURS REQUIRE ALTERNATE SLOPE DESIGN, ENGINEER OF RECORD SHALL SUBMIT INFORMATION SUFFICIENT FOR REVIEW AND APPROVAL BY CITY ENGINEER PRIOR TO FINAL DESIGN SUBMITTAL INFORMATION. 3) REFER TO THE CITY OF DENTON'S DRAINAGE CRITERIA MANUAL FOR DRAINAGE STANDARDS FOR ROADWAY DESIGN. 4) ALL DIMENSIONS PROVIDED ARE MINIMUM. 5) ALTERNATE DESIGNS OF STREET SECTIONS MAY BE CONSIDERED BY THE CITY UPON SUBMITTAL OF DESIGN PLANS AND A WRITTEN EXPLANATION FOR THE DESIGN VARIANCE FOR APPROVAL BY THE CITY ENGINEER. 6) THE STANDARD PARKING ANGLE IS PARALLEL. PARKING BAYS ARE REQUIRED WHEN PARKING IS NOT PARALLEL. ANGLE PARKING SHALL NOT EXCEED 60°.7) WHEN PARKING BAYS ARE PROVIDED, A MINIMUM UNOBSTRUCTED TRAVEL LANE WIDTH SHALL BE PROVIDED AND, UNLESS OTHERWISE NOTED FOR THE STREET TYPE, SHALL BE IN ACCORDANCE WITH THE DRIVE AISLE REQUIREMENT OF THE PARKING DESIGN SECTION OF THE CURRENT TRANSPORTATION DESIGN CRITERIA MANUAL. APPROPRIATE ADDITIONAL ROW IS REQUIRED TO PROVIDE THE MINIMUM PARKWAY WIDTH INDICATED FOR THE STREET TYPE. 8) STANDARD DIVIDED STREET CROSS SLOPE (2% AVERAGE) MAY VARY UPON CITY ENGINEER'S APPROVAL. 9) PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH THE CITY OF DENTON'S SCHEMATICS M & S 004 AND/OR 005 SERIES, AS MAY APPLY. 10) ONE WAY COUPLET SECTION WILL BE CONSISTENT WITH RESIDENTIAL STREET COLLECTOR. WIDTH AND DEPTH OF PAVEMENT SHALL BE IN ACCORDANCE WITH STREET CLASSIFICATION ON THIS DETAIL SHEET.
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SUBGRADE SEE TABLE II (THIS SHT.)(THIS SHT.)
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R.O.W.
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R.O.W.
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ASPHALT BASE (TYPE B) SEE TABLE II (THIS SHT.)(THIS SHT.)
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4" ASPHALT BASE (TYPE B)
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8" PARABOLIC CROWN
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3" ASPHALT SURFACE (TYPE C)
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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MONOLITHIC CURB & GUTTER
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MONOLITHIC CURB & GUTTER
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MONOLITHIC CURB & GUTTER
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MONOLITHIC CURB & GUTTER
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MONOLITHIC CURB & GUTTER
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L
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C
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R.O.W.
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MONOLITHIC
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R.O.W.
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C
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R.O.W.
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1' TYP.
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SUBGRADE DEPTH SEE TABLE II (THIS SHT.) (THIS SHT.)
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CURB & GUTTER
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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L
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C
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R.O.W.
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C
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L
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40' B to B
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R.O.W.
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L
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C
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1'
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1'
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R.O.W.
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MONOLITHIC CURB & GUTTER
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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2% SLOPE
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MONOLITHIC CURB & GUTTER
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3" ASPHALT SURFACE (TYPE C)
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3" ASPHALT SURFACE (TYPE C)
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ASPHALT BASE (TYPE B) SEE TABLE II (THIS SHT.)(THIS SHT.)
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3" ASPHALT BASE (TYPE B)
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3" ASPHALT BASE (TYPE B)
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ASPHALT BASE (TYPE B) SEE TABLE II (THIS SHT.)(THIS SHT.)
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3" ASPHALT BASE (TYPE B)
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3" ASPHALT SURFACE (TYPE C)
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3" ASPHALT BASE (TYPE B)
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ASPHALT BASE (TYPE B) SEE TABLE II (THIS SHT.)(THIS SHT.)
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R10'
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R5'
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FLAG DRIVE
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STREET
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DRIVEWAY
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DRIVEWAY
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A) STANDARD PARKING IS ALLOWED ON ONE SIDE OF THE STREET FOR CROSS-SECTION SHOWN. B) A NO PARKING RESTRICTION IS REQUIRED OPPOSITE THE SIDE OF THE STREET WHERE PARKING IS ALLOWED, UNLESS PARKING BAYS ARE PROVIDED WHERE THE NO PARKING RESTRICTION WOULD BE. C) ANGLE PARKING BAYS ARE PERMITTED. D) A MINIMUM 10 FT. WIDE UNOBSTRUCTED TRAVEL LANE SHALL BE PROVIDED.
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A) CROWN SHALL BE A MINIMUM OF 8 IN. ABOVE THE HIGHEST GUTTER ELEVATION AND SHALL ENSURE THAT DRAINAGE FROM CENTER COLLECTS TO NEAREST GUTTER. B) 30 FT. RADIUS WILL BE PROVIDED AT THE JUNCTION OF THE STREET WITH THE CUL-DE-SAC.
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A) EASEMENT WIDTH IS TO BE AT LEAST 4 FT. WIDE ON EACH SIDE OF THE PAVEMENT. B) PARKING ALONG THE EDGE OF A FLAG DRIVE WILL NOT BE COUNTED TOWARD REQUIRED ON-STREET PARKING. C) PAVEMENT DEPTH MINIMUM IS 6"- TOP 2" TYPE D; BOTTOM 4" TYPE B WITH 6" MIN. LIME STABILIZED SUBGRADE
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A) ANGLE PARKING BAYS ARE PERMITTED. B) A MINIMUM 11 FT. WIDE UNOBSTRUCTED TRAVEL LANE SHALL BE PROVIDED.
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A) PILOT CHANNEL TO BE INSTALLED AT BOTTOM OF DITCH LINE. B) PILOT CHANNEL CONCRETE SHALL BE 3,000 PSI COMPRESSION AND SHALL USE CITY APPROVED REINFORCEMENT. C) REFER TO DENTON DEVELOPMENT CODE (DDC) FOR SIDEWALK REQUIREMENTS. IF SIDEWALK IS NOT REQUIRED, R.O.W. MAY BE REDUCED BY THE APPLICABLE AMOUNT UPON APPROVAL BY THE CITY ENGINEER. D) ALL BORROW DITCH SLOPES 4:1 MINIMUM. E) DITCH SHALL FULLY CONTAIN 100 YR. FLOOD. R.O.W. WIDTH SHALL BE INCREASED ACCORDINGLY TO ACCOMMODATE ANY ADDITIONAL DITCH CAPACITY WIDTH REQUIREMENTS. F) AN UNDERGROUND DRAINAGE SYSTEM MAY BE USED IN LIEU OF LARGE BORROW DITCHES. G) CONCRETE EDGE RESTRAINTS ARE REQUIRED. H) NO PARKING RESTRICTION IS REQUIRED ON BOTH SIDES.
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SIDEWALK
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INDUSTRIAL DISTRICTS
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NON-INDUSTRIAL DISTRICTS
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X
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10 FT.
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13 FT.
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5 FT.
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8 FT.
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ROW WIDTH
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59 FT.
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65 FT.
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W
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PARKWAY WIDTH
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A) FOR USE IN INFILL AREAS ONLY AND UPON WRITTEN APPROVAL BY THE CITY ENGINEER B) AN ADDITIONAL 10 FT. OF ROW SHALL BE DEDICATED FOR A RIGHT TURN BAY/LANE OR BUS BAY, WHERE REQUIRED C) URBAN SHOULDER SHALL BE DESIGNATED BY USING A 4" WHITE PAVEMENT MARKING * IF STREET IS DESIGNATED ON BIKE PLAN, ADD 1' FOOT TO URBAN SHOULDER FROM PARKWAY WIDTH AS NEEDED TO CREATE A 5.5 MIN. BIKE LANE.
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A) AN ADDITIONAL 10 FT. OF ROW SHALL BE DEDICATED FOR A RIGHT TURN BAY/LANE OR BUS BAY, WHERE REQUIRED. B) URBAN SHOULDER SHALL BE DESIGNATED BY USING A 4" WIDE WHITE PAVEMENT MARKING. C) ROW AT THE INTERSECTION WITH ANOTHER ARTERIAL SHALL BE A MIN. OF 134 FT. FOR A MIN. DISTANCE OF 150 FT PRIOR TO THE CROSS-STREET'S ROW TO ACCOMMODATE A RIGHT-TURN BAY LANE AND A MIN. 6 FT WIDE PEDESTRIAN REFUGE ISLAND. THE TAPER PRIOR TO THIS WIDENING SHALL BE A MIN. OF 10:1 TO MATCH THE 122 FT ROW. ALL ADDITIONAL ROW AND PAVEMENT SHALL BE ON THE APPROACH SIDE (OF THE STREET) TO THE INTERSECTION. D) BORDER SHALL BE A MIN. OF 18" IN WIDTH, PATTERNED 3,000 PSI COMPRESSION, PORTLAND CEMENT CONCRETE RIP-RAP, COLORED TERRA COTTA; AND MIN. 4" DEEP. PATTERN SHALL BE APPROVED BY CITY ENGINEER PRIOR TO INSTALLATION. * IF STREET IS DESIGNATED ON BIKE PLAN, ADD 1' FOOT TO URBAN SHOULDER FROM PARKWAY WIDTH AS NEEDED TO CREATE A 5.5 MIN. BIKE LANE.
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A) AN ADDITIONAL 10 FT. OF R.O.W. SHALL BE DEDICATED FOR A RIGHT TURN BAY/LANE OR BUS BAY, WHERE REQUIRED. B) FOR USE IN INFILL AREAS ONLY AND UPON WRITTEN APPROVAL BY THE CITY ENGINEER C) URBAN SHOULDER SHALL BE DESIGNATED BY USING A 4" WIDE WHITE PAVEMENT MARKING * IF STREET IS DESIGNATED ON BIKE PLAN, ADD 1' FOOT TO URBAN SHOULDER FROM PARKWAY WIDTH AS NEEDED TO CREATE A 5.5 MIN. BIKE LANE.
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A) ANGLE PARKING BAYS ARE PERMITTED. B) A MINIMUM 20 FT. WIDE UNOBSTRUCTED TRAVEL LANE SHALL BE PROVIDED. C) ON-STREET PARKING CAN BE REMOVED IF LEFT TURN POCKETS ARE REQUIRED.
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A) DEPTHS PROVIDED ARE MIN. CITY REQUIREMENTS. ENGINEER OF RECORD IS RESPONSIBLE FOR ENSURING THIS MIN. DESIGN MEETS DESIGN REQUIREMENTS FOR THE SPECIFIC PROJECT AND MAY BE REQUIRED TO PROVIDE ADDITIONAL ANALYSIS DEPENDING ON LOCAL SOIL AND MOISTURE CONDITIONS AS WELL AS HIGHER THAN EXPECTED TRAFFIC VOLUMES AND/OR TRUCK MIX. B) REFERENCE PAVEMENT DESIGN GUIDELINES AND TYPICAL PAVEMENT SECTIONS BY MICHAEL P. BATUNA P.E. OF CTL/THOMPSON TEXAS PAVEMENT DESIGN GUIDELINES AND TYPICAL PAVEMENT SECTIONS BY MICHAEL P. BATUNA P.E. OF CTL/THOMPSON TEXAS BY MICHAEL P. BATUNA P.E. OF CTL/THOMPSON TEXAS LLC FOR THE CITY OF DENTON. DATED MAY 6, 2010.
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Z
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2% SLOPE
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2% SLOPE
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A) PARKING IS NOT ALLOWED ON EITHER SIDE B) PARKING BAYS ARE NOT ALLOWED ON EITHER SIDE
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BORDER
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MONOLITHIC CURB & GUTTER
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BORDER
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SUBGRADE DEPTH SEE TABLE II (THIS SHT.)THIS SHT.)
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SUBGRADE DEPTH SEE TABLE II (THIS SHT.)THIS SHT.)
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ASPHALT BASE (TYPE B) SEE TABLE II (THIS SHT.)(THIS SHT.)
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ASPHALT BASE (TYPE B) SEE TABLE II (THIS SHT.)(THIS SHT.)
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A) AN ADDITIONAL 10 FT. OF R.O.W. SHALL BE DEDICATED FOR A RIGHT TURN BAY/LANE OR BUS BAY, WHERE REQUIRED. AN ADDITIONAL 10 FT. OF R.O.W. SHALL BE DEDICATED FOR A RIGHT TURN BAY/LANE OR BUS BAY, WHERE REQUIRED. B) URBAN SHOULDER SHALL BE DESIGNATED BY USING A 4" WIDE WHITE PAVEMENT MARKING. URBAN SHOULDER SHALL BE DESIGNATED BY USING A 4" WIDE WHITE PAVEMENT MARKING. NG. C) ROW AT THE INTERSECTION WITH ANOTHER ARTERIAL SHALL BE A MIN. OF 112 FT. IN WIDTH FOR A MIN. DISTANCE OF 150 FT PRIOR TO THE ROW AT THE INTERSECTION WITH ANOTHER ARTERIAL SHALL BE A MIN. OF 112 FT. IN WIDTH FOR A MIN. DISTANCE OF 150 FT PRIOR TO THE CROSS-STREET'S R.O.W. TO ACCOMMODATE A RIGHT TURN BAY/LANE AND A MIN. 6 FT WIDE PEDESTRIAN REFUGE ISLAND. THE TAPER PRIOR TO THIS WIDENING SHALL BE A MIN. OF 10:1 TO MATCH THE 100 FT ROW. ALL ADDITIONAL ROW AND PAVEMENT SHALL BE ON THE APPROACH SIDE (OF THE STREET) TO THE INTERSECTION. . D) BORDER SHALL BE A MIN. OF 18" IN WIDTH, PATTERNED 3,000 PSI COMPRESSION, PORTLAND CEMENT CONCRETE RIP-RAP, COLORED TERRA COTTA; N WIDTH, PATTERNED 3,000 PSI COMPRESSION, PORTLAND CEMENT CONCRETE RIP-RAP, COLORED TERRA COTTA; AND MIN. 4" DEEP. PATTERN SHALL BE APPROVED BY CITY ENGINEER PRIOR TO INSTALLATION. * IF STREET IS DESIGNATED ON BIKE PLAN, ADD 1' FOOT TO URBAN SHOULDER FROM PARKWAY WIDTH AS NEEDED TO CREATE A 5.5 MIN. BIKE LANE.
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SUBGRADE DEPTH SEE TABLE II (THIS SHT.) (THIS SHT.)
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ASPHALT BASE (TYPE B) SEE TABLE II (THIS SHT.)(THIS SHT.)
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SUBGRADE DEPTH SEE TABLE II (THIS SHT.) (THIS SHT.)
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3" ASPHALT BASE (TYPE B)
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ASPHALT BASE (TYPE B) SEE TABLE II (THIS SHT.)(THIS SHT.)
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R.O.W.
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R.O.W.
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ASPHALTIC CONCRETE (FLEXIBLE) PAVEMENT SECTION
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PAVEMENT SECTION
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ASPHALT BASE BETWEEN CURBS (INCHES)
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DESIGN VALUE
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ARTERIAL
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COMMERCIAL COLLECTOR
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RESIDENTIAL COLLECTOR
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ALL RESIDENTIAL
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3
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3
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3
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4
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3
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3
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2
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4
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ASPHALT BASE DEPTH EXTENDING BENEATH & UNDER CURB (INCHES)
CERTIFICATION:THIS CITY OF DENTON STANDARDDETAIL SHEET IS AUTHORIZED FORUSE IN THIS PROJECT BY THEENGINEER WHOSE SEAL APPEARSHEREON, AND WHO CERTIFIES THECONTENT OF THE DETAILS AND NOTESHEREIN HAVE NOT BEEN ALTEREDAND ASSUMES RESPONSIBILITY FORAPPROPRIATE USE OF THESTANDARDS WITHIN THIS SHEET.
STANDARD DETAILSCURB & GUTTER/JOINT/INTERSECTION/HEADER DETAILS
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12" R
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NOTES: 1. MAINTAIN CROWN WITH VALLEY GUTTER ON CROSS STREET. 2. FOR COLLECTOR AND/OR RESIDENTIAL STREET INTERSECTIONS. 3. FOR A COLLECTOR OR A RESIDENTIAL STREET THAT INTERSECTS WITH AN ARTERIAL.
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6'-3"
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(MAX.)
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21"
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6'-3" (MIN)
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3'-2" MIN.
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OM4-1 END OF STREET MARKERS AND POST
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PROPOSED PAVEMENT FOR TERMINATION HEADER EXISTING PAVEMENT FOR FUTURE CONNECTION
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#3 REBAR
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NO FORM
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FUTURE PAVEMENT
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FOR FUTURE CONNECTION: A. REMOVE HEADER, SAWCUT SMOOTH EDGE (MIN. 1', MAX. 3') INTO UNDISTURBED PAVEMENT. B. SEE CONSTRUCTION JOINT DETAIL FOR CONNECTION REQUIREMENTS. C. USE MINIMUM 4,000 PSI COMPRESSION PORTLAND CEMENT CONCRETE.USE MINIMUM 4,000 PSI COMPRESSION PORTLAND CEMENT CONCRETE.
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CONCRETE
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REFER TO TABLE I OF CONCRETE PAVING SHEET (SHT. 12) FOR REBAR TYPE & SPACING
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GUTTER
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3"R
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1 "R12"R
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6"
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2"
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NOTES: 1. #4 STEEL BARS ON HORIZONTAL 2. 6" LONG " STEEL BARS ON VERTICAL 24" CENTERS 12" STEEL BARS ON VERTICAL 24" CENTERS 3. USE MINIMUM 4,000 PSI COMPRESSION PORTLAND CEMENT CONCRETE 4. WHEN ATTACHING NEW CURB TO EXISTING CONCRETE, DRILL " DIA. HOLES INTO EXISITNG 34" DIA. HOLES INTO EXISITNG CONCRETE. BLOW HOLES CLEAN AND SECURE REBAR OF CORRECT SIZE AS REQUIRED FOR PAVEMENT WITH EPOXY GROUT.
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SAWCUT CENTERED ON JOINT SEAL WITH APPROVED PLASTIC MATERIAL TO WITHIN " OF SURFACE14" OF SURFACE
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T=THICKNESS OF CONCRETE
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T=THICKNESS OF LESSER OF TWO (IF DIFFERENT) PAVEMENT DEPTHS.
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1. PAVEMENT DEPTH(S) INDICATED ARE MINIMUM AND MAY BE INCREASED UPON RECOMMENDATION OF ENGINEER OF RECORD. PAVEMENT DEPTH SHALL BE CONSISTENT FOR ALL APPLICABLE DETAILS. 2. #3 REBAR INDICATED ARE MINIMUM AND MAY BE INCREASED UPON RECOMMENDATION OF ENGINEER OF RECORD. REBAR SIZE SHALL BE CONSISTENT FOR ALL APPLICABLE DETAILS.
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SAW CUT AND SEE NOTE "B" BELOW
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TYPICAL CURB
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NO CROWN AREA
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FULL CROWN AREA
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TERMINATION HEADER
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POST TO BE PLACED FLUSH WITH TERMINATION HEADER (TYPICAL)
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MATCH BACK OF CURB AND GUTTER SECTION
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MATCH STREET CLASSIFICATION DEPTH PLUS CURB TYPE HEIGHT
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NOTES: 1. PORTLAND CEMENT CONCRETE DEPTH TO MATCH STREET'S FULL DEPTH ASPHALTIC CONCRETE PAVEMENT. 2. SUBBASE DEPTH TO MATCH. 3. USE MINIMUM 4,000 PSI COMPRESSION PORTLAND CONCRETE CEMENT WITHIN LIMITS SHOWN. 4. LIMITS SHOWN ARE FOR EACH APPROACH FOR WHICH THE STREETS PAVEMENT IS ASPHALTIC CONCRETE. 5. REBAR GRID/PORTLAND CEMENT CONCRETE TO INCLUDE ALL OF INTERSECTION.
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NOTES: 1. USE CITY APPROVED 1 " LONG FIBERS AT 1 LBS./CU.YD. 12" LONG FIBERS AT 1 LBS./CU.YD. 12 LBS./CU.YD. LBS./CU.YD. 2. USE MINIMUM 3,000 PSI COMPRESSION CONCRETE. 3. PAVEMENT THICKNESS SHALL BE IN ACCORDANCE WITH TABLE ON "ASPHALT CONCRETE PAVING" STANDARD DETAIL SHEET PER STREET TYPE.
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* *
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18"/FT.
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18"/FT.
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2"
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4"
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6"
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*
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*
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NOTES: 1. INFORMATION PROVIDED IS TYPICAL FOR EACH APPROACH. 2. INLETS REQUIRED WHEN DRAINAGE IS TOWARD INTERSECTION. 3. INTENT OF SLOPE CONFIGURATION TO BE MAINTAINED IF ONE OR BOTH ARTERIAL STREETS ARE UNDIVIDED. ADDITIONAL 2 INCH INCREMENT TYPICAL WHEN REQUIRED/APPLICABLE. MINIMUM 130' PER " REDUCTION IN CROSS-SLOPE.18" REDUCTION IN CROSS-SLOPE. REDUCTION IN CROSS-SLOPE.
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NOTE: 1. FOR PAVEMENT OUTSIDE AN INTERSECTION'S PCs (a) TRANVERSE/LATERAL SAWED JOINT SHALL BE PLACED EVERY 20' EXCEPT AT EXPANSION JOINT OR CONSTRUCTION JOINT. (b) LONGITUDINAL SAWED JOINT SHALL BE PLACED AT CENTER OF PAVEMENT WHEN THERE IS NO CONSTRUCTION JOINT. 2. FOR PAVEMENT INSIDE AN INTERSECTION'S PCs, BOTH TRANSVERSE/LATERAL AS WELL AS LONGITUDINAL SAW JOINTS SHALL BE PLACED EVERY 20' OR AT AN AVERAGE AS CLOSE TO 20' AS REASONABLY POSSIBLE 3. SAW JOINT IS TO BE CONTINUOUS THROUGH CURB, WHEN APPLICABLE.
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T=THICKNESS OF CONCRETE JOINT TO BE CONTINUOUS THROUGH CURB
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NOTES: 1. TO BE PLACED AT THE PC'S OF AN INTERSECTION AND THEN EVERY 200' MAXIMUM THEREAFTER AWAY FROM THE INTERSECTION (EXCEPT AS NOTED) 2. IF THE LAST PROPOSED EXPANSION JOINT PRIOR TO THE NEXT INTERSECTION'S PC'S EXPANSION JOINT IS LESS THAN 50', THEN NO EXPANSION JOINT (THE LAST PANEL WILL BE GREATER THAN 200' BUT LESS THAN 250') 3. IF THE LAST PROPOSED EXPANSION JOINT PRIOR TO THE NEXT INTERSECTION'S PC'S EXPANSION JOINT IS 50' OR GREATER BUT LESS THAN 200', THEN PLACE THE LAST EXPANSION JOINT SUCH THAT EACH CONCRETE PANEL (ON EACH SIDE OF SAID EXPANSION JOINT) ARE EQUAL TO EACH OTHER (AND EACH IS LESS THAN 200')
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TOP OF STANDARD CURB TYPE
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JOINT
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* *
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PC
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NOTES: 1. FOR NEW PORTLAND CEMENT CONCRETE PAVEMENT TO EXISTING ASPHALTIC CONCRETE PAVEMENT, REBAR IS REQUIRED IF ASPHALT DEPTH IS 5 " OR GREATER. 12" OR GREATER. 2. FOR NEW ASPHALTIC CONCRETE PAVEMENT TO EXISTING PORTLAND CEMENT CONCRETE, REBAR IS REQUIRED. 5'x4" KEY IS REQUIRED FOR ASPHALTIC CONCRETE PAVEMENT SECTION. 3. FOR NEW ASPHALTIC CONCRETE PAVEMENT TO EXISTING ASPHALTIC CONCRETE PAVEMENT, REBAR IS NOT REQUIRED. 4. FOR NEW PORTLAND CEMENT CONCRETE TO EXISTING PORTLAND CEMENT CONCRETE, REBAR IS REQUIRED. 5. IF REBAR IS REQUIRED AS NOTED ABOVE: (a) DRILL, DOWEL AND EPOXY #3 REBAR INTO EXISTING PAVEMENT (b) #3 REBAR TO EXTEND A MINIMUM OF 12" INTO BOTH PAVEMENTS (c) #3 REBAR TO BE A MAXIMUM OF 18" ON CENTER
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NOTES: 1. REINFORCEMENT SHALL BE #4 BARS UNLESS OTHERWISE SPECIFIED 2. USE MINIMUM 4,000 PSI COMPRESSION PORTLAND CEMENT CONCRETE
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ASPHALT
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LIMITS OF PORTLAND CEMENT CONCRETE
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PC
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PC
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12"
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T
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18"
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14"
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T/2
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34" DIA. SMOOTH DOWELS PAINTED AND OILED EVENLY SPACED BAR SPACING = 20" MAX
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18"R
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CITY APPROVED " 12" REDWOOD EXPANSION JOINT
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PC
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*
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SEAL WITH APPROVED SEALER MATERIAL TO WITHIN " OF SURFACE14" OF SURFACE
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34" REBAR AT 18" O.C. EACH WAY
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SEAL WITH APPROVED SEALER MATERIAL TO WITHIN " OF SURFACE14" OF SURFACE
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3"R
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6"
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2"
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NOTE: USE MINIMUM 4,000 PSI COMPRESSION PORTLAND CEMENT CONCRETE
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1 "R12"R
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GREASED CAP
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OM4-1 END OF STREET MARKERS AND POST
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REFLECTIVE TAPE- RED & WHITE ALTERNATING
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NOTE: REFER TO TMUTCD FIGURE 2C-13 FOR OM4-1 END OF STREET MARKER AND POST.
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3"R
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6"
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2"
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NOTES: 1. REINFORCEMENT SHALL BE #4 BARS UNLESS OTHERWISE SPECIFIED REINFORCEMENT SHALL BE #4 BARS UNLESS OTHERWISE SPECIFIED 2. USE MINIMUM 4,000 PSI COMPRESSION PORTLAND CEMENT CONCRETE
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1 "R12"R
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USE #4 BARS ON 18" CENTERS
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NOTE: REFER TO CONC. PAVEMENT DETAIL SHT. FOR JOINT DETAILS
SURMOUNTABLE TRAFFIC CALMING CURB AND GUTTER WITH TRANSITION TO FULL HEIGHT CURB
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STREET TERMINATION HEADER SECTION
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GENERAL NOTES:
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STANDARD CURB AND GUTTER SECTION WITH ASPHALT PAVING
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CROWN DETAIL FOR RESIDENTIAL OR COLLECTOR APPROACHES TO AN INTERSECTION
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INTERSECTION APPROACH (FOR ASPHALT STREET)
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PORTLAND CEMENT CONCRETE EDGE RESTRAINT FOR RURAL/SUBURBAN ASPHALT STREET
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SAWED JOINT FOR CONCRETE PAVEMENT
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EXPANSION JOINT FOR CONCRETE PAVEMENT
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CONCRETE PAVEMENT ALTERNATE CURB DOWELED CURB SECTION (UPON APPROVAL BY CITY ENGINEER)
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CROWN DETAIL TYPICAL CONTOURS FOR INTERSECTION OF ARTERIAL STREETS
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CONSTRUCTION JOINT
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DEC. 2018
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STANDARD MONOLITHIC CURB AND GUTTER SECTION WITH CONCRETE PAVING
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VALLEY GUTTER
II IV I
VI
II
A
A
V
ENGINEERING SERVICES
A-A
CERTIFICATION:THIS CITY OF DENTON STANDARDDETAIL SHEET IS AUTHORIZED FORUSE IN THIS PROJECT BY THEENGINEER WHOSE SEAL APPEARSHEREON, AND WHO CERTIFIES THECONTENT OF THE DETAILS AND NOTESHEREIN HAVE NOT BEEN ALTEREDAND ASSUMES RESPONSIBILITY FORAPPROPRIATE USE OF THESTANDARDS WITHIN THIS SHEET.
STANDARD DETAILSMEDIAN DETAILS
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STREET/MEDIAN-CURB TANGENT
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9:2
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LIMITS OF MONOLITHIC POUR (CONSTRUCTION JOINT)
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4'-0"
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LANDSCAPE AREA
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MONOLITHIC POUR
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PAVEMENT SURFACE
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NOTE 1
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END MEDIAN NOSE TO MATCH STANDARD STREET/MEDIAN CURB TANGENT
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NOTES: APPLY TO ALL CONCRETE MEDIANS 1. WHEN MATCHING EXISTING PAVEMENT WITH NEW MEDIAN NOSE A. MATCHING CONCRETE: i. WHEN MEDIAN NOSE IS POURED FIRST AND THEN ADJACENT PAVEMENT: REBAR WITHIN MONOLITHIC POUR AREA SHALL EXTEND A MINIMUM OF 18 IN. BEYOND LIMITS OF MONOLITHIC POUR. ii. WHEN ADJACENT PAVEMENT IS POURED FIRST AND THEN NOSE MEDIAN: REBAR THAT IS WITHIN ADJACENT PAVEMENT SHALL EXTEND A MINIMUM OF 18 INCHES INTO MONOLITHIC POUR AREA. iii. WHEN ATTACHING NEW MEDIAN NOSE TO EXISTING CONCRETE, DRILL IN. DIAMETER HOLES, A MINIMUM OF 18 INCHES INTO EXISTING PAVEMENT, BLOW HOLES CLEAN AND SECURE REBAR OF SAME SIZE AS 34 IN. DIAMETER HOLES, A MINIMUM OF 18 INCHES INTO EXISTING PAVEMENT, BLOW HOLES CLEAN AND SECURE REBAR OF SAME SIZE AS REQUIRED FOR PAVEMENT WITH EPOXY GROUT B. MATCHING EXISTING ASPHALT: REBAR WITHIN THE MONOLITHIC POUR AREA TO EXTEND TO FACE OF ASPHALT PAVEMENT 2. CONCRETE FOR MONOLITHIC POUR PORTION TO BE OF SAME DEPTH REQUIREMENT IN ADDITION TO NOTED PORTION ABOVE THE PAVEMENT SURFACE AS ADJOINING PAVEMENT REQUIREMENTS AS IF PAVEMENT WERE CONCRETE. 3. REINFORCEMENT BARS FOR THE MEDIAN NOSE SHALL MATCH THOSE IN PAVEMENT FOR SIZE AND SEPARATION UNLESS OTHERWISE NOTED HEREIN. 4. PATTERNED CONCRETE RIP-RAP IS REQUIRED FOR THE PORTION OF THE MEDIAN LESS THAN OR EQUAL TO 8 FT. WIDE AND GREATER THAN OR EQUAL TO 4 FT. WIDE. FACE OF CURB TO FACE OF CURB AS DIRECTED BY THE CITY. IT SHALL BE COLORED TERRA COTTA, MINIMUM DEPTH SHALL BE 6 INCHES WITH #3 REBAR ON 18 IN. CENTERS. CONCRETE PATTERN SHALL BE th IN. DEEP AND APPROVED BY CITY ENGINEER PRIOR TO 110th IN. DEEP AND APPROVED BY CITY ENGINEER PRIOR TO INSTALLATION. 5. FOR THE MEDIAN NOSE, STIRRUP BARS SHALL MATCH THOSE IN PAVEMENT FOR SIZE AND SEPARATION. 6. FOR THE MEDIAN NOSE, STIRRUP BARS SHALL EXTEND WITHIN 1 FT. OF LIMITS OF MONOLITHIC POUR. 7. MEDIAN BORDER SHALL BE 18 IN. MIN. IN WIDTH PATTERNED CONCRETE RIP-RAP, COLORED TERRA COTTA, MINIMUM 4 IN. DEPTH WITH APPROVED REINFORCEMENT. CONCRETE PATTERN SHALL BE 1/10TH INCH DEEP AND THE STYLE SHALL BE APPROVED BY CITY PRIOR TO INSTALLATION. 8. PAVEMENT MARKINGS IN OR DOWNSTREAM OF INTERSECTION: A. IMMEDIATELY DOWNSTREAM OF THE INTERSECTION, THE LANE CONFIGURATION WILL BE: INSIDE VEHICLE LANE=13 FEET WIDE; MIDDLE VEHICLE LANE=11 FEET WIDE (FOR A 6-LANE DIVIDED ARTERIAL); OUTSIDE LANE-FOR A PORTLAND CEMENT CONCRETE PAVEMENT STREET WITH INTEGRAL CURB AND GUTTER=11 FEET WIDE VEHICLE LANE WITH BALANCE BEING A MARKED URBAN SHOULDER OR FOR A ASPHALTIC CONCRETE PAVEMENT STREET WITH SEPARATE PORTLAND CEMENT CONCRETE PAVEMENT CURB AND GUTTER=THE BALANCE OF THE WIDTH OF PAVEMENT BEING THE VEHICLE LANE WITH NO MARKED URBAN SHOULDER. THE VEHICLE LANES SHALL BE DEFINED BY THE INSTALLATION OF A TYPE IIA(3.A) PAVEMENT MARKING; THE URBAN SHOULDER (WHEN INSTALLED) SHALL BE A TYPE IA(2.A) PAVEMENT MARKING. SAID LANE CONFIGURATION/PAVEMENT MARKINGS SHALL A(3.A) PAVEMENT MARKING; THE URBAN SHOULDER (WHEN INSTALLED) SHALL BE A TYPE IA(2.A) PAVEMENT MARKING. SAID LANE CONFIGURATION/PAVEMENT MARKINGS SHALL A(2.A) PAVEMENT MARKING. SAID LANE CONFIGURATION/PAVEMENT MARKINGS SHALL CONTINUE, AS NOTED, TO (AND THEN BE SUSPENDED AT) THE UPSTREAM EDGE OF THE TYPE VA(14.) PEDESTRIAN CROSSWALK PAVEMENT MARKING. SAID TYPE IA(3.A) PAVEMENT MARKINGS SHALL THEN CONTINUE AS NOTED, A(14.) PEDESTRIAN CROSSWALK PAVEMENT MARKING. SAID TYPE IA(3.A) PAVEMENT MARKINGS SHALL THEN CONTINUE AS NOTED, A(3.A) PAVEMENT MARKINGS SHALL THEN CONTINUE AS NOTED, BEGINNING AT THE DOWNSTREAM EDGE OF THE TYPE VA(14.) PEDESTRIAN CROSSWALK PAVEMENT MARKING AND IMMEDIATELY BEGIN A TAPER OF 40:1 FOR 80 FEET SUCH THAT THE INSIDE LANE=11 FEET; MIDDLE VEHICLE A(14.) PEDESTRIAN CROSSWALK PAVEMENT MARKING AND IMMEDIATELY BEGIN A TAPER OF 40:1 FOR 80 FEET SUCH THAT THE INSIDE LANE=11 FEET; MIDDLE VEHICLE LANE=11 FEET WIDE; OUTSIDE VEHICLE LANE=11 FEET WIDE, WITH THE BALANCE BEING A MARKED URBAN SHOULDER. THIS CONFIGURATION WILL CONTINUE FOR 40 FEET AT WHICH TIME THE NOTED VEHICLE TYPE IA(3.A) A(3.A) PAVEMENT MARKING SHALL END AND TYPE IA(5.A) PAVEMENT MARKINGS SHALL BEGIN. A(5.A) PAVEMENT MARKINGS SHALL BEGIN. B. OR USE TYPE IA(6.a.) PAVEMENT MARKINGS TO CONNECT UPSTREAM WITH DOWN STEAM LANE LINES. THE AMOUNT OF THIS TYPE OF PAVEMENT MARKING SHOULD BE USED SPARINGLY SO AS TO NOT COMPLICATE THE A(6.a.) PAVEMENT MARKINGS TO CONNECT UPSTREAM WITH DOWN STEAM LANE LINES. THE AMOUNT OF THIS TYPE OF PAVEMENT MARKING SHOULD BE USED SPARINGLY SO AS TO NOT COMPLICATE THE VISUAL EFFECTS IN THE INTERSECTION C. OR USE A COMBINATION OF "A" AND "B" ABOVE D. OTHER CONFIGURATIONS AS APPROVED, BY THE CITY 9. GLUE DOWN WHITE CHANNELIZING DEVICES ARE TO BE A MINIMUM OF 2 IN. IN DIAMETER, A MINIMUM OF 30 IN. IN HEIGHT, AND HAVE A MINIMUM OF 2 WHITE REFLECTOR BANDS NEAR THE TOP. THEY ARE TO BE 14 IN. IN DIAMETER, A MINIMUM OF 30 IN. IN HEIGHT, AND HAVE A MINIMUM OF 2 WHITE REFLECTOR BANDS NEAR THE TOP. THEY ARE TO BE APPROVED BY CITY ENGINEER PRIOR TO PURCHASE. 10. PAVEMENT MARKING TYPE AND (CODE): REFERENCE M&S 004 AND 005 SERIES.
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STANDARD GUTTER WIDTH
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INSTALL RADIUS TO FIT LOCAL CONDITIONS
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PAVEMENT
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SEE NOTE 4
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PC
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TANGENT OF CROSS STREET FACE OF CURB
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(1) DISTANCE MAY VARY DEPENDING ON LOCAL CONDITIONS OF DRIVEWAY/ROADWAY AND/OR PAVEMENT MARKING REQUIREMENTS.
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REBAR
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CONSTRUCTION JOINT
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#3 STIRRUP BARS
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1" RADIUS
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3
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1
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20 FT. RADIUS (TYPICAL)
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1
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2
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20 FT. RADIUS (TYPICAL)
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1
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10 (TYPICAL) (TYPICAL)
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SEE NOTE 4
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STANDARD HEIGHT CURB
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BORDER SEE NOTE 7 & TYP MEDIAN NOSE
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ALIGN MARKING WITH TANGENT OF CURB
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STANDARD HEIGHT CURB
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SEE TYPICAL MEDIAN NOSE DETAIL
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BORDER SEE NOTE 7 & TYP. MEDIAN NOSE
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BEGIN TYPE IA(6.a) PAVEMENT MARKINGS MATCH MEDIAN WIDTH
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VARIABLE SLOPE
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FACE OF CURB
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BACK OF CURB
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FACE OF CURB
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BACK OF CURB
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BEGIN TYPE IB(1.b.) PAVEMENT MARKINGS
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END TYPE IB(1.b.) PAVEMENT MARKINGS AT STOP BAR
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END TYPE IIIA(3.c.) PAVEMENT MARKINGS AT STOP BAR
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END TYPE IA(6.a) PAVEMENT MARKINGS BEGIN TYPE IIIA(3.c) PAVEMENT MARKINGS
TYPICAL RAISED MEDIAN LEFT TURN LANE/MEDIAN OPENING FOR AN ARTERIAL STREET WITH 24 FT. WIDE MEDIAN AND SINGLE LEFT TURN LANE
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DEC. 2018
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TYPICAL RAISED MEDIAN OPPOSITE LEFT TURN POCKET AT A "T" CROSS CONNECTION
ENGINEERING SERVICES
CERTIFICATION:THIS CITY OF DENTON STANDARDDETAIL SHEET IS AUTHORIZED FORUSE IN THIS PROJECT BY THEENGINEER WHOSE SEAL APPEARSHEREON, AND WHO CERTIFIES THECONTENT OF THE DETAILS AND NOTESHEREIN HAVE NOT BEEN ALTEREDAND ASSUMES RESPONSIBILITY FORAPPROPRIATE USE OF THESTANDARDS WITHIN THIS SHEET.
STANDARD DETAILSDRIVE APPROACH DETAILS
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GUTTER
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CURB
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EDGE OF ROADWAY
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SAWCUT
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1:1
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NOTES: 1. IF ROW IS UNDETERMINED OR ULTIMATE STREET ROW HAS NOT BEEN OBTAINED: (a) HALF PROPOSED R.O.W. WIDTH FOR "ASPHALT PAVING" OR "CONCRETE PAVING" IN ACCORDANCE WITH CITY DESIGNATION OF STREET CLASSIFICATION. (b) R.O.W. LINE AS DETERMINED IN 1a. (c) PARKWAY WIDTH IN ACCORDANCE WITH CITY DESIGNATION OF STREET CLASSIFICATION. 2. JOINTS ARE TO BE SAWED AS SOON AS THE SETTING OF THE CONCRETE WILL PERMIT WITHOUT SPALLING OR MARKING THE SLAB. AN APPROVED CURING COMPOUND SHALL BE APPLIED TO THE FINISHED SLAB AS SOON AS POSSIBLE AFTER PLACEMENT OF CONCRETE. 3. SUBGRADE FOR DRIVE APPROACH SHALL HAVE 95% COMPACTION. SUBGRADE SHALL HAVE LIME STABILIZATION IN ACCORDANCE WITH CITY STANDARD FOR HEAVY DUTY DRIVE AISLE. 4. DRIVE APPROACH GREATER THAN 12' IN WIDTH SHALL HAVE A TOOLED JOINT PERPENDICULAR TO THE CURB LINE, FROM THE FRONT OF THE GUTTER TO THE BACK OF THE DRIVE APPROACH, AT THE MIDPOINT. DRIVE APPROACHES WITH A WIDTH GREATER THAN 24' SHALL HAVE TWO OR MORE PERPENDICULAR TOOLED JOINTS PLACED AT THE DIRECTION OF THE ENGINEER OF RECORD. 5. DRIVE APPROACHES SHALL END AT THE ROW AND SHALL HAVE A " REDWOOD BOARD EXPANSION JOINT. 12" REDWOOD BOARD EXPANSION JOINT. 6. ASPHALT PATCH ONLY WHEN ROADWAY IS ASPHALT. 7. ALL JOINTS SHALL BE SEALED. 8. DRIVE APPROACH SLOPE REQUIREMENTS: (a) MAXIMUM SIDEWALK CROSS SLOPE WITHIN THE LIMITS OF THE DRIVE APPROACH SHALL BE 2% (b) MINIMUM DRIVE APPROACH SLOPE SHALL BE DETERMINED BY: S=(6+[0.02xWx12])/(Wx12) WHERE W=THE WIDTH OF THE PARKWAY IN FEET. (c) MAXIMUM DRIVE APPROACH SLOPE WITHIN THE ROW SHALL BE 8% (d) THE DRIVE APPROACH SLOPE FROM THE BOTTOM OF THE GUTTER TO THE NEAREST EDGE OF THE SIDEWALK (WITHIN THE LIMITS OF THE ROW) SHALL NOT EXCEED THE DRIVEWAY/DRIVE AISLE SLOPE BEGINNING AT THE FURTHERMOST EDGE OF THE SIDEWALK (FROM THE BOTTOM OF THE GUTTER). IT SHALL ALSO NOT BE LESS THAN THE MINIMUM SLOPE NOR BE GREATER THAN THE MAXIMUM SLOPE AS NOTED HEREIN. (e) WHERE THE PARKWAY WIDTH IS INSUFFICIENT TO PROVIDE APPROPRIATE DRIVE APPROACH SLOPE, THEN A SIDEWALK EASEMENT EQUAL TO THE BALANCE OF THE SIDEWALK WIDTH NEEDED OUTSIDE THE ROW PLUS 2' SHALL BE PROVIDED FOR SIDEWALK INSTALLATION/MAINTENANCE PURPOSES. NOTE: BECAUSE OF BOTH VARIABLE PARKWAY AND SIDEWALK WIDTHS, THE MINIMUM SLOPE IS DETERMINED WITHOUT CONSIDERATION OF ANY SIDEWALK WHICH MIGHT BE PARTIALLY OR WHOLLY CONTAINED WITHIN THE ROW. THE INCLUSION OF MAX. 2% CROSS-SLOPE REQUIREMENT FOR THE SIDEWALK WIDTH, RELATIVE TO THE PARKWAY'S WIDTH, SHALL BE MANDATORY WHEN DETERMINING THE POTENTIAL SLOPE NEEDS OF ANY DRIVE APPROACH FOR ANY SITE AND THUS ANY NEED FOR A SIDEWALK EASEMENT. CALCULATIONS WILL BE PROVIDED BY THE PERSON IN CHARGE OF THE DESIGN OF THE DRIVE APPROACH CHANGE AT THE TIME OF PLATTING, OR PRIOR TO THE DRIVE APPROACH'S CONSTRUCTION (WHICHEVER IS FIRST) TO DETERMINE THE NEED OF A SIDEWALK EASEMENT. IF NEEDED, THE PERSON IN CHARGE OF THE DESIGN OF THE DRIVE APPROACH CHANGE SHALL INDICATE THE MINIMUM WIDTH OF SAID SIDEWALK EASEMENT'S REQUIREMENTS ON THE APPLICABLE DOCUMENTS IN ACCORDANCE WITH THE REQUIREMENTS OF THIS NOTE (8a-e). 9. REMOVE AND REPLACE ALL CURB AND GUTTER WITHIN THE LIMITS OF CONSTRUCTION. 10. NEW CURB AND GUTTER SHALL BE POURED MONOLITHIC WITH THE DRIVE APPROACH. 11. FOR RESIDENTIAL DRIVE APPROACHES: (a) USE 4,000 PSI COMPRESSION PORTLAND CEMENT CONCRETE; MIN. 6" DEPTH. (b) USE #4 BARS ON 18" CENTERS BOTH WAYS. 12. FOR ALL OTHER DRIVE APPROACHES, INCLUDING APARTMENTS. (a) USE 4,000 PSI COMPRESSION PORTLAND CEMENT CONCRETE; MIN. 8" DEPTH. (b) USE #4 BARS ON 18" CENTERS, BOTH WAYS. 13. SAWCUT SMOOTH EDGE (1' MIN.-3' MAX.) INTO UNDISTURBED PAVEMENT. THE SAWCUT IS TO BE CONTINUOUS AND FOLLOW IN A LINEAR MANNER WITHOUT SHARP-CUT ANGLES. THE SAWCUT SHALL BE FULL PENETRATION OF THE PAVEMENT, FOR THE ENTIRE DEPTH OF THE PAVEMENT. THE SAWCUT AT THE PAVEMENT'S FACE SHALL BE SMOOTH AND VERTICAL, WITH A MINIMUM OF SPOILS FOR THE ENTIRE DEPTH OF THE SAWCUT AND SHALL BE SO MAINTAINED UNTIL AT SUCH TIME AS THE JOINING OF THE NEW PAVEMENT TO IT. IF THE EXISTING PAVEMENT'S FACE AT THE SAWCUT, IS NOT SMOOTH AND VERTICAL AND WITH A MINIMUM OF SPALLS AT THE TIME OF JOINING OF NEW PAVEMENT, ADDITIONAL SAWCUTTING TO STABLE PAVEMENT AND IN ACCORDANCE WITH THE CONDITIONS NOTED HEREIN CAN BE REQUIRED BY THE CITY INSPECTOR AT SAID INSPECTOR'S DISCRETION. APPROPRIATE JOINTING MATERIAL(S) AND METHODS SHALL BE USED AT THE JUNCTION OF EXISTING AND NEW PAVEMENT, IN ACCORDANCE WITH THE CITY REQUIREMENTS. REMOVE PAVEMENT WITHIN SAW LIMITS. INSTALL SUBBASE AND PAVEMENT IN ACCORDANCE WITH DRIVE APPROACH REQUIREMENTS. 14. THE DRIVE APPROACH SLOPE WITHIN THE SIDEWALK EASEMENT (IF PROVIDED) AND/OR WITHIN THE SITE SHALL NOT CHANGE FROM PLUS TO MINUS WITHOUT HAVING A TRANSITIONAL AREA (NEARLY FLAT) OF NOT LESS THAN 3' OR AS APPROVED BY THE CITY ENGINEER IN WRITING PRIOR TO CONSTRUCTION. 15. DRIVEWAY OR DRIVE AISLE CONSTRUCTION WHICH EXTENDS INTO THE PROPERTY AND/OR PAST THE DRIVE APPROACH RADIUS SHALL HAVE A TRANSVERSE TOOLED JOINT AT THE RADIUS POINT AND A " ASPHALT BOARD EXPANSION JOINT AT THE OTHER CONNECTION (PROPERTY LINE, ETC.). 12" ASPHALT BOARD EXPANSION JOINT AT THE OTHER CONNECTION (PROPERTY LINE, ETC.). 16. PAVEMENT DEPTHS INDICATED ARE MINIMUM AND MAYBE INCREASED UPON RECOMMENDATION OF ENGINEER OF RECORD-PAVEMENT DEPTH SHALL BE CONSISTENT FOR ALL APPLICABLE DETAILS. 17. #3 BARS INDICATED ARE MINIMUM AND MAY BE INCREASED UPON RECOMMENDATION OF ENGINEER OF RECORD-REBAR SIZE SHALL BE CONSISTENT FOR ALL APPLICABLE DETAILS. 18. ALL REBAR TO BE SUPPORTED ON APPROVED PLASTIC CHAIRS.
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C
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L
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R.O.W. (NOTE 1b)
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CONSTRUCTION JOINT
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MATCH FUTURE/
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EXISTING SIDEWALK
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(NOTE 8e) SIDEWALK EASEMENT
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MATCH FUTURE/EXISTING SIDEWALK
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REGULAR CURB JOINT
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DRIVE APPROACH
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USE
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WIDTH
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RADIUS
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MIN. THICKNESS*
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SINGLE FAMILY & DUPLEX RESIDENTIAL
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MIN. WIDTH = 12 FEET MAX. WIDTH = 20 FEET
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5 FEET
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6 INCHES
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MULTI-FAMILY RESIDENTIAL
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MIN. WIDTH = 24 FEET MAX. WIDTH = 38 FEET
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10 TO 20 FEET
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8 INCHES
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COMMERCIAL & INDUSTRIAL
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MIN. WIDTH = 30 FEET MAX. WIDTH = 38 FEET
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20 TO 25 FEET
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8 INCHES
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GUTTER
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CURB
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EDGE OF ROADWAY
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2' ASPHALT PATCH
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1:1
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C
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L
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R.O.W. (NOTE 1b)
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FORM EDGE
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(NOTE 13)
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MATCH FUTURE/
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EXISTING SIDEWALK
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MATCH FUTURE/EXISTING SIDEWALK
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SAWCUT LIMITS
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REGULAR CURB JOINT
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12" EXPANSION JOINT
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#4 BARS 18" ON CENTERS BOTH WAYS
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NO CURB & GUTTER (RURAL RD. OR ALLEY)
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WITH CURB & GUTTER
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NO CURB & GUTTER (RURAL RD. OR ALLEY)
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WITH CURB & GUTTER
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ASPHALT PATCH
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#4 BARS 18" ON CENTERS BOTH WAYS
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(NOTE 8e) PEDESTRIAN/SIDEWALK EASEMENT
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12" EXPANSION JOINT
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* THICKNESS AND REINFORCEMENT TO BE DESIGNED BY ENGINEER OF RECORD. MATERIAL TO BE 4,000 PSI (MIN.) REINFORCED CONCERETE WITH A MINIMUM OF #4 BARS ON 18" CENTERS BOTH WAYS.
STANDARD DRIVE APPROACH-REINFORCEMENT PLAN EXISTING CONCRETE STREET
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DEC. 2018
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STANDARD DRIVE APPROACH-DIMENSION TABLE
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GENERAL NOTES:
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STANDARD DRIVE APPROACH-REINFORCEMENT PLAN EXISTING ASPHALT STREET
CERTIFICATION:THIS CITY OF DENTON STANDARDDETAIL SHEET IS AUTHORIZED FORUSE IN THIS PROJECT BY THEENGINEER WHOSE SEAL APPEARSHEREON, AND WHO CERTIFIES THECONTENT OF THE DETAILS AND NOTESHEREIN HAVE NOT BEEN ALTEREDAND ASSUMES RESPONSIBILITY FORAPPROPRIATE USE OF THESTANDARDS WITHIN THIS SHEET.
STANDARD DETAILSSIDEWALK DETAILS
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1. CONCRETE PAVER UNITS FOR TYPICAL SIDEWALKS OR BIKE/PEDESTRIAN FACILITIES SHALL MEET ALL REQUIREMENTS OF ASTM C-936, C-33, AND SHALL BE LAID IN A TWO BY TWO UNIT BASKET WEAVE PATTERN, UNLESS SHOWN OTHERWISE IN THE PLANS. 2. IF CONCRETE PAVERS ARE NOT USED, ANY PROPOSED ALTERNATE SHALL ONLY BE PER THE CITY APPROVED LISTING AND THEN ONLY UPON WRITTEN APPROVAL BY THE CITY ENGINEER PRIOR TO INSTALLATION FOR EACH LOCATION. 3. PARTIAL PAVERS OR ACCEPTABLE EQUIVALENT SHALL BE SAW-CUT ONLY WITH SMOOTH, VERTICAL FACE AND WITHOUT SPALLS AND BE NO LESS THAN 25% OF A FULL UNIT. 4. PAVERS SHALL BE INSTALLED TO BE EDGE TO EDGE OF EACH PAVER. VIBRATED SAND TO BE USED TO FILL VOIDS. 5. THE RAMP AREA SHALL HAVE A UNIFORMLY FLAT CROSS SLOPE 6. STANDARD CONCRETE SIDEWALK SHALL RECEIVE AN APPROVED WHITE PIGMENTED CURING COMPOUND AND A LIGHT BROOM FINISH. 7. COLOR OF WARNING DEVICES SHALL CONTRAST WITH ADJACENT WALKABLE PATH. COLOR SHALL BE TERRA COTTA RED. LANDINGS SHALL NOT BE COLORED OR TEXTURED. 8. DIRECTION OF THE RAMP SHOULD PROJECT TO AND IN THE SAME DIRECTION AS THE CROSS WALK. 9. UNLESS OTHERWISE NOTED HEREIN, ALL RAMPS, LANDINGS, FLAIRS AND SIDEWALKS SHALL COMPLY WITH LATEST TEXAS ACCESSIBILITY STANDARDS (TAS). ANY PROPOSED ALTERNATE SHALL COMPLY WITH U.S. ARCHITECTURAL AND TRANSPORTATION BARRIERS COMPLIANCE BOARD; AMERICANS WITH DISABILITIES ACCESSIBILITY GUIDELINES; PROWAG; AND ALL OTHER APPLICABLE LOCAL, STATE AND FEDERAL REQUIREMENTS GOVERNING ACCESSIBILITY. 10. CROSS SLOPE OF RAMP SHALL BE SAME AS SIDEWALK. 11. RAMP SHALL BE 5' OR 8' WIDE TO MATCH APPLICABLE SIDEWALK FOR STREET TYPE. IF EXISTING SIDEWALK IS MORE OR LESS THAN RAMP WIDTH, A TRANSITIONAL SECTION (TYPICALLY THE PANEL PRIOR TO THE ADA RAMP) SHALL BE INSTALLED TO MATCH THE SIDEWALK'S WIDTH TO THE RAMP'S WIDTH. 12. HANDRAILS REQUIRED ON SIDEWALK OR RAMP RISES OVER 6" PER PROWAG.
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GUTTER
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CURB
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NON-WALKABLE SURFACE
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NON-WALKABLE SURFACE
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GUTTER
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CURB
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CURB
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NOTE: THIS RAMP IS ONLY PERMISSIBLE WHEN ADJACENT TO A NON-WALKABLE SURFACE (WALL, ETC.) THAT PROHIBITS THE CONCURRENT (2ND) RAMP/SIDEWALK OF RAMP TYPE 1B
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LANDING
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NOTES: A. IF RAMP "S" IS LESS THAN 2 FT., THEN NO TRUNCATED DOME SURFACE FOR RAMP "S" AND 2 FT. TRUNCATED DOME SURFACE IS REQUIRED ON EACH RAMP "R" AND "R"+"S"=6 FT. WHEN CURB HEIGHT IS 6 IN. IF CURB IS OTHER THAN 6 IN., USE 12(H):1(V) RATIO TO DETERMINE MINIMUM RAMP LENGTH. B. IF RAMP "S" IS 2 FT. OR GREATER BUT LESS THAN 6 FT., INSTALL TRUNCATED DOMES ONLY ON RAMP "S" AND "S"+"R"=6 FT. WHEN CURB HEIGHT IS 6 IN. IF CURB HEIGHT IS OTHER THAN 6 IN., USE 12(H):1(V) RATIO TO DETERMINE RAMP LENGTH. C. IF LENGTH OF RAMP "S" IS 6 FT. OR GREATER AND CURB HEIGHT IS 6 IN., THEN USE FULL, STANDARD "S" RAMP WITH TRUNCATED DOME PAVERS IN LIEU OF LANDING AND WITH NO "R" RAMPS. IF CURB HEIGHT IS OTHER THAN 6 IN., USE 12(H):1(V) RATIO TO DETERMINE RAMP LENGTH AND THE NEED FOR "R" RAMPS AND A LANDING.
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SIDEWALK
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WALK
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RAMP 12:1 SLOPE
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BEGIN
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SLOPE
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END SLOPE
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CURB
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12:1 SLOPE MAX.
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LANDING AREA SHALL HAVE A SLOPE OF 50:1 FLOWLINE OF GUTTER SHALL BE MAINTAINED
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NON-WALKABLE SURFACE
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NON-WALKABLE SURFACE
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SIDEWALK
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CURB
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END SLOPE
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GUTTER
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LANDING SLOPE 50:1 MAX. TOWARDS STREET
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CURB OR RETAINING WALL
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12:1 SLOPE MAX. (BOTH RAMPS)
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LANDING AREA SHALL HAVE A SLOPE OF 50:1 FLOWLINE OF GUTTER SHALL BE MAINTAINED
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BEGIN
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GUTTER
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CURB
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NON-WALKABLE SURFACE
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SLOPE
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END SLOPE
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CURB
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CURB
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GUTTER
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CURB
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BEGIN
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SLOPE
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END SLOPE
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CONTRACTION/ EXPANSION JOINT
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CONTRACTION/ EXPANSION JOINT
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TOOLED JOINTS EVERY 5'
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CROSS SLOPE 2.0% MAX.
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CONTRACTION/ EXPANSION JOINT
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CONTRACTION/ EXPANSION JOINT
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TOOLED JOINTS EVERY 8'
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TRUNCATED DOME PAVERS
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TRUNCATED DOME PAVERS
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TRUNCATED DOME PAVERS ONLY WHEN REQUIRED
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GUTTER
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CURB
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WALKABLE SURFACE
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WALKABLE SURFACE
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GUTTER
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CURB
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NOTE: THIS RAMP MAY BE USED AS AN ALTERNATE TO A TYPE II ONLY WHEN THE WALKABLE/PAVED SURFACES ARE ADJACENT TO THE CURB.
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RAMP 12:1 SLOPE MAX. WITH TRUNCATED DOME PAVERS
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SEE GENERAL NOTE 11
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RAMPS "R"
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RAMP "S"
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12:1 SLOPE MAX.
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FLAIR 12:1 SLOPE
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NON-WALKABLE SURFACE
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EXISTING SIDEWALK
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NEW SIDEWALK
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1:1
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1:1
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SEE GENERAL NOTES
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JOINT SEALER
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5' OR 8' TYP.
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4"
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2" SAND CUSHION
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2" SAND BED
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3,000 PSI FIBER REINFORCED CONCRETE
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9"
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3"
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12"
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T
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18"
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14"
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T/2
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T
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14T
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14"
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TWO " DIA. SMOOTH DOWELS 38" DIA. SMOOTH DOWELS PAINTED AND OILED EVENLY SPACED ACROSS SIDEWALK BAR SPACING = 20" MAX
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SAWCUT OR TOOL FORMED GROOVE.
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EXISTING CURB & GUTTER.
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PROPOSED SIDEWALK
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18"R
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12" LONG #3 DEFORMED BARS AT 24" C-C ALONG CURB. BARS SHOULD PENETRATE MAX. 3" INTO CURB.
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CITY APPROVED " 12" SEALED REDWOOD JOINT
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CITY OF DENTON CONCRETE CURB (VARIABLE HEIGHT)
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CONCRETE PAVER WITH TRUNCATED DOME SURFACE
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HEIGHT VARIES
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SLOPE SIDEWALK
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AT 2% MAX.
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NOTES: A. CONSTRUCT CONTINUOUS POUR/MONOLITHIC STANDARD CONCRETE CURB CENTERED ON FOOTING AS SHOWN AND AT EDGE OF SEPARATELY POURED SIDEWALK IN LIEU OF RETAINING WALL IF WALL HEIGHT IS LESS THAN 7". CONCRETE CURB SHALL BE 3,000 PSI COMPRESSION WITH 1 " LONG VIRGIN POLY FIBERS AT 1 LBS./CUYD 12" LONG VIRGIN POLY FIBERS AT 1 LBS./CUYD 12 LBS./CUYD B. IF HEIGHT OF WALL IS GREATER THAN 30", THEN PROVIDE ENGINEERING SEALED PLANS FOR WALL DESIGN. DESIGN WILL NOT CONTAIN WEEP HOLES BUT WILL CONTAIN A DRAIN SYSTEM SIMILAR TO THAT SHOWN ON THIS SHEET C. WALL TO BE CENTERED ON 12"x12" FOOTING D. WALL AND FOOTING TO BE POURED CONTINUOUS (MONOLITHIC) E. SIDEWALK TO BE POURED SEPARATE FROM WALL AND/OR FOOTING F. PIPE SIZING SHOWN IS MINIMUM. DEPENDING ON WALL LENGTH AND/OR WALL HEIGHT, PIPE SIZE TO BE DESIGNED ACCORDINGLY G. MINIMUM SLOPE OF CARRIER PIPE IS 2%, MAXIMUM SLOPE IS 4% H. MINIMUM SLOPE OF PERFORATED PIPE IS 2% I. AT JUNCTION OF CARRIER PIPE WITH PERFORATED PIPE THE BOTTOM OF THE PERFORATED PIPE SHALL BE AS CLOSE TO THE BOTTOM OF THE FOOTING AS POSSIBLE WITHOUT VIOLATING THE SLOPE REQUIREMENTS OF THE CARRIER PIPE J. DEPENDING ON THE FINAL ELEVATION OF THE PERFORATED PIPE AT THE CARRIER PIPE, WITHOUT VIOLATING THE SLOPE REQUIREMENTS OF THE CARRIER PIPE, ADDITIONAL BENDS WILL BE INSTALLED SO THAT THE 4"X2" REDUCER IS AS CLOSE TO VERTICAL AS POSSIBLE IN ORDER FOR THE PERFORATED PIPE TO DRAIN AND/OR FOR THE CARRIER PIPE TO NOT NEEDLESSLY ENCROACH INTO THE BOTTOM OF THE SIDEWALK
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#3 BARS AT 12" C.C.E.W.
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3,000 PSI FIBER REINF. CONC. SIDEWALK
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34" CHAMFER TYP.
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EDGE OF PROP. SIDEWALK MATCHES GROUND
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#3 BARS AT 12" C.C.E.W.
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#3 BAR
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#3 BAR
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A
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A
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18" LONG #3 DEFORMED BAR AT 20" C-C AND CENTERED ON JOINT
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34" DIAMETER DRILLED HOLES, BLOWN CLEAN AND BARS SECURED WITH EPOXY GROUT.
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3/4" DIA. DRILLED HOLES, BLOWN CLEAN AND BARS SECURED WITH EPOXY GROUT
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1:1
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2" PVC CARRIER PIPE AT 20 FT. MAX. SPACING ON CENTER FOR LENGTH OF RETAINING WALL
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NOTES A. FOR USE ONLY UPON WRITTEN APPROVAL BY CITY ENGINEER B. FOR USE WHEN GROUND SLOPES AWAY FROM SIDEWALK
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R.O.W.
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4:1 MINIMUM
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MATCH EXISTING GROUND TO SLOPE AT R.O.W.
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EXISTING GROUND
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2" COMPACT FILTER MATERIAL
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FILTER FABRIC: OVERLAP 1' BELOW FILTER MATERAIL
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1-4"x2" PVC REDUCER
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DRAIN TO CURB
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RETAINING WALL
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4" STANDARD PVC PIPE
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4" PERFORATED PVC PIPE
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BOND FIBER TO PVC PIPE USING CITY APPROVED MATERIAL
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GRD. SURFACE
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4" PVC REMOVABLE CAP
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RETAINING WALL
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RETAINING WALL
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2% SLOPE MIN. (TO DRAINAGE STRUCTURE)
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4" REMOVABLE CAP
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GROUND BOX
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4" 45° BEND
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4" PVC
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4" PVC "Y"
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*AT DRIVEWAY OR AS REQUIRED BY CITY BECAUSE OF LENGTH
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UPSTREAM CLEANOUT
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DOWN STREAM CLEANOUT
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ROW CORNER CLIP
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4" NON-PERFERATED PVC PIPE
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2-45° PVC BENDS
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1-45° PVC BENDS
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GROUND SURFACE
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NOTE: ATTACH 4" NON-PERFORATED PIPE TO DRAINAGE STRUCTURE USING CITY APPROVED CONSTRUCTION TECHNIQUES AND REPAIR MATERIALS.
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CAP UPPER END OF PERFORATED PIPE
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GRD. SURFACE
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NOTE: CURB AND SIDEWALK REPAIRS TO MADE FROM EXISTING JOINT, UNLESS DIRECTED OTHERWISE FROM CITY ENGINEER.
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4" PERFORATED PVC PIPE
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EXISTING GRADE
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NOTES - SIDEWALK AND BIKE/PEDESTRIAN FACILITIES: VIRGIN POLY FIBER TO BE 1 " LONG AT 1 LBS./CU.YD. 12" LONG AT 1 LBS./CU.YD. 12 LBS./CU.YD. 1. NOT SUBJECT TO VEHICLE LOADS NOT SUBJECT TO VEHICLE LOADS a) IF 5' WIDE, THEN 4" DEPTH-3,000 PSI FIBER REINFORCED PORTLAND CEMENT CONCRETE IF 5' WIDE, THEN 4" DEPTH-3,000 PSI FIBER REINFORCED PORTLAND CEMENT CONCRETE b) IF 8' WIDE, THEN 5" DEPTH-3,000 PSI FIBER REINFORCED PORTLAND CEMENT CONCRETE IF 8' WIDE, THEN 5" DEPTH-3,000 PSI FIBER REINFORCED PORTLAND CEMENT CONCRETE c) ADD 1" ADDITIONAL DEPTH WHEN USING REBAR REINFORCEMENT ADD 1" ADDITIONAL DEPTH WHEN USING REBAR REINFORCEMENT 2. IF SUBJECTED TO VEHICLE LOAD IF SUBJECTED TO VEHICLE LOAD FOR EITHER WIDTH OF SIDEWALK NOTED ABOVE: 6" DEPTH-3,000 PSI COMPRESSION CEMENT, REINFORCED WITH #3 BARS ON 18" CENTERS.
