HomeMy WebLinkAboutSD.3_STORM DRAIN - DETAILS 1 w
24" DIA. CAST IRON Y 24" DIA. CAST IRON
SEEPAGE BED WIDTH=SEE PLANS ROADWAY SECTION RING AND COVER Q RING AND COVER
OR LANDSCAPE PLANTER J CONCRETE COLLAR PER ISPWC SD-616 (REQ. IN ALL
(SEE PLANS) z o PAVED AREAS. NOT REQUIRED WHERE SAND AND
18"DIAMETER DUAL WALL ADS 1 PERFORATED
PIPE @ 0.0%(SEE PLAN FOR PIPE SIZE). PIPE w oo 12" GREASE TRAP LIDS ARE LOCATED COMPLETELY
�f WITHIN A PLANTER
SHALL BE PERFORATED AS SHOWN ON THE PIPE p a
PERFORATION SCHEDULE INCLUDED ON THIS �' - PLACE WOVEN GEOTEXTILE FABRIC
DETAIL SHEET-CAP END. STRUCTURAL FILL BETWEEN BOTTOM OF ROAD SECTION A5° 4S, ON PAVEMENT SECTION SUBGRADE
AND TOP OF DRAIN ROCK FOR BEDS WITHIN PAVED AREAS GROUT GROUT
COMPACTED TO 95%MAX DRY DENSITY PER ASTM D1557 ? Q / a Q 4 a OVER SAND AND GREASE TRAP.
FINISHED GRADE �� CONCRETE GRADE RING A �D GROUT GROUT
-7' FABRIC SHALL EXTEND A MINIMUM OF
�318"DIA. t = 00 RISER SECTION AS RRIa pQpa GROUT GROUT` 6-FEET BEYOND THE SAND AND
/ PERFORATION r W w (12" MAX GRADE RING H�C T� Q a Cr GREASE TRAP ON ALL SIDES. (SKAPS
TOP OF 18"PIPE PERF.EL aim \°D DaD�D Da N GEONET TN220 OR APPROVED
DRAIN ROCK / SEE PLAN FOR PIPE SIZE _ GRO v � Q ��p a 5.00'NON.PERF. EQUAL) -GEOTEXTILE FABRIC IS NOT
/ / o 0 0 0 0 0 0 0 o o / ( o PIPE(TYP.) REQUIRED UNDER LANDSCAPE
O // / 0 0 V
�� L/ TOP OF DRAIN ROCK
PERFORATED PIPE IE TO / / D4 Da 8
�� AREAS. _
GROUT NON.PERF. o a
Y o 0 0 0 0 0 0 0 / IMPERMEABLE SILTS AND CLAY a a PIPE 5.0'INTO d s
LU /jo W � 18"z PERFORATED PIPE IE.- // /
�Q o Q SEEPAGE BED L p , c E,
Y / O �O�O�O�O�O�O�O O SEE PLAN FOR PIPE SIZE AND �O / / 18"DIA.DUAL
0 0 0 0 0 0 0 0 0 / / WALL ADS PIPE BACKFILL D�DIV D4 EL B o 'i _ o
C PLACEMENT IN BED / p p a Z SEE NOTE 4 -
�� INSTALL 6 OZISY NON-WOVEN GEOTEXTILE FABRIC (SEE PLAN FOR PIPE SIZE) SAND AND GREASE a3= �
o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a a a a PIPE TOP OF LOWER
0 0 0 0 o no no no no no 0 0 0 0 o AASHTO M288 CLASS 2 ON TOP&SIDES TRAP WITH CHIPS Q Q
� // �aD� �aD IN BAFFLE EL. ai c o
2"CLEAN ANGULAR DRAIN ROCK / Y r
/ `-� -� -� -� -� / s " DIA PERFORATION IN EL A F v U °
BOTTOM OF O O O O O O O O O O O O O O O O / // EL D Q *'
BOTTOM OF DRAIN ROCK/ VALLEYS OF CORRUGATED Q a O a, -
b TOP OF ASTM C33 SAND PIPE. 5 EA. aD�D D4D INLET SIDE PIPE INVERT o Q y a
DRAIN ROCK o Q d -
�D ASTM C33 FILTER SAND D� pa �Qp � �
(GROUT) O� d c
a �� 1 WATER TIGHT SEAL Q o a 20" - PERF RATED 18" HDPE o ES
S
BOTTOM OF ASTM 18 PERF. PIPE ELC
2 D° aD " O PIPE @ 0.0% (SEE a a s m
o Z as as as a DESIGN INFILTRATION RATE=8.0"PER HOUR as as a PERFORATION Q D pip N SOLID WALL INFILTRATION GALLERY m w
M ���((ALL SEEPAGE BEDS) uv �� DO D QD a a 1,000 GALLON SAND AND OUTLET SIDE ` BADS HDPE SECTION DETAIL
GROUND WATER EL=GREATER THAN 20.00 FEET BGS) EXISTING POORLY GRADED GRAVEL SCHEDULE o a GREASE TRAP
0-
tDc)t
a Q as s as D DaD CPIPE @ 0.0%�/� SEEPAGE BED�a °p aD°p aD°a
' O�
ACHD SEEPAGE BEDS s CONTACT DIC,LINE
24" DIA. CAST IRON PLACE TRAPS ON 8" THICKNESS OF CHIPS 48-HOURS
RING AND COVER OVER NATIVE UNDISTURBED EARTH BEFORE DIGCgNC
NOTES �-�-�2-�
TANK RIM EL PERF PIPE IE EXISTING SEASONAL TOP OF 18" BOTTOM OF DEPTH
SAND AND TANK LOWEST LOWEST FIGTOP OF 18" HALF DRAIN ROCK TOP OF BOTTOM OF 18" PERF LOWEST FIGa STORM 4 1. MUST BE RATED FOR HS-25 TRAFFIC LOADS
SEEPAGE MINUS TO TOP OF GROUND EL. HIGH PERF PIPE FROM COVER JOINT °R"'"
GREASE SIZE TANK RIM EL. OVER LOWER PERFORATED THICKNESS DRAIN DRAIN ROCK PIPE TO TO TOP OF a 2. INTERIOR DIMENSIONS OF TRAP MUST BE A MINIMUM OF 48" X 24" AT THE THROAT LOCATION.
KF ROCK N TO CHECK °
TRAP # BED # (GAL) EL. BED. BAFFLE EL LOWER BAFFLE EL PIPE IE. (FT) DRAIN ROCK EL. EL. BED WATER EL. ROCK AT SEEPAGE GROUND TO TOP O BOTTOM OF ROC ROCK 3. THE DETAIL ABOVE SHOWS AN VALLEY PRECAST 1,000 GALLON SAND & GREASE TRAP.
ROCK (FT) MONOLITHIC 4. THE SAND AND GREASE TRAPS SHALL BE SET SO THAT THE TOP OF LOWER BAFFLE ELEVATION, THE IE'S PIPES J Q
CONCRETE COLLAR ENTERING, AND THE PIPES EXITING ARE IN ACCORDANCE WITH THE PROJECT PLANS AND NOTE 9 BELOW. J =
PER ISPWC SD-616 ° 5. SAND AND GREASE TRAP COVERS SHALL MATCH THE FINISHED GRADE ELEVATION AND SLOPE. D-
SGA 1 1000 2577.32 2577.18 2573.41 3.91 2572.16 10.00 3.02 2575.18 2565.18 2577.44 2557.44 1.52 6.98 7.74 2.00 OK z
pT°RN 6. SOLID COVERS SHALL HAVE THE WORDS "STORM DRAIN" CAST INTO THE LID. LU O_
SG-2 2 1000 2575.83 2575.70 2571.92 3.91 2570.67 10.00 3.03 2573.70 2563.70 2575.00 2555.00 1.53 6.97 8.70 2.00 OK 7. DO NOT CONSTRUCT CONCRETE COLLARS FOR SAND AND GREASE TRAP COVERS LOCATED COMPLETELY 2
24" DIA. CAST IRON � a4 WITHIN LANDSCAPE AREAS. > Q
RING AND COVER p�D
8. H<1FT USE GRADE RINGS (TYP.)
SG-3 3 1000 2574.82 2574.28 2570.42 4.40 2569.17 10.00 3.11 2572.28 2562.28 2573.97 2553.97 1.61 6.89 8.31 2.00 OK Q Z) w
1-FT < H <= 2-FT USE 24" DIA. RCP RISER; U) 2
CONCRETE COLLARS ARE NOT Q
REQUIRED WHEN LID IS LOCATED 2-FT < H <= 10-FT USE 48" MANHOLE CONE AND 48" RISERS. Q
COMPLETELY WITHIN A PLANTER AREA g EL. A> EL. B BY 0.10 MIN; EL. D < EL. B BY 0.85 MIN.; EL. C < EL. B BY 0.50 MIN. Q
Uj
PRIVATE SEEPAGE BEDS
10. MANHOLE FRAME AND COVER PER ISPWC SD-617. U) F CO
ACHD RIGHT-OF-WAY 11. BOX MANUFACTURER SHALL MARK FLOW DIRECTION AND LABEL INLET AND OUTLET ON SIDE OF BOX.
BOTTOM OF MONOLITHIC 12. SEE ACHD STORMWATER DESIGN GUIDELINES BMP#1 "SAND AND GREASE TRAP" FOR ADDITIONAL Z
o
TANK RIM EL PERF PIPE IE EXISTING SEASONAL TOP OF 18" DEPTH CONCRETE COLLARS REQUIREMENTS. ° o
SAND AND TANK LOWEST LOWEST FIG TOP OF 18" HALF DRAIN ROCK TOP OF BOTTOM OF 18" PERF LOWEST FIG
GREASE
SEEPAGE SIZE TANK RIM EL. OVER LOWER PERFORATED THICKNESS DRAIN DRAIN ROCK PIPE TO TO TOP OF MINUS TO TOP OF GROUND EL. HIGH PERF PIPE FROM COVER
BED # LOWER DRAIN ROCK AT SEEPAGE GROUND TO TOP OF ROCK TO CHECK OVAL
TRAP # (GAL) EL. BED. BAFFLE EL BAFFLE EL PIPE IE. (FT) (FT) ROCK EL. EL. BED WATER EL. ROCK (FT) BOTTOM OF GW ROCK �t`SSG�STEFNG'j�
ROCK (FT) 1 ,000 GALLON SAND AND GREASE (S & G) TRAP 2 Fo FF
3
SG-4 4 1000 2577.10 2576.68 2571.34 5.76 2570.09 10.00 4.59 2574.68 2564.68 2576.49 2556.49 3.09 5.41 8.19 2.00 OK $D.3
s� 7-5-23 �o
SG-5 5 1000 2575.90 2575.21 2569.29 6.61 2568.04 13.50 5.17 2573.21 2559.71 2575.24 2555.24 3.67 8.33 4.47 2.00 OK -P°ss s< OERC�S°�
A
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O W • • • • •
J J J W N 1 •• •• •
U N a U tq � ' •• • •
PERCOLATION TEST REQUIRED AT EACH SEEPAGE BED NOTES: - - - - - 2.00' 1.Oo' ' �• �•
Keyed Notes O SEEPAGE BED LOCATION: FLOW - FLOW - FLOW - PVC THREADED CAP ' • • • • •
1. CONTRACTOR SHALL NOTIFY ENGINEER IMMEDIATELY IF GROUNDWATER COMMON LOT BUILDING LOT ,
IS ENCOUNTERED AT AN ELEVATION HIGHER THAN THE BOTTOM
1. NON WOVEN FILTER FABRIC ON TOP, ENDS, AND ALL SIDES OF 1. THE DESIGN PERCOLATION RATE FOR THE SEEPAGE BED INFILTRATION ELEVATION OF THE LINED SEEPAGE BED; OR, WITHIN 3-FEET OF THE • • \\
SEEPAGE BED. FACILITIES IS 8 INCHES/HR. UNDER DIRECTION OF THE OWNER'S BOTTOM ELEVATION OF AN UNLINED SEEPAGE BED. O
GEOTECHNICAL REPRESENTATIVE, CONTRACTOR SHALL CONDUCT A COMMON LOT o 6"X 4"WYE 6"SDR 35 PVC o
PERCOLATION TEST TO BE WITNESSED BY THE OWNER'S 2. ALL GEOTEXTILE FABRIC SEAMS SHALL OVERLAP 1-FOOT MINIMUM, N o
GEOTECHNICAL REPRESENTATIVE &ACHD. ACHD IS NOT REQUIRED TO UNLESS OTHERWISE DIRECTED BY THE MANUFACTURER. FINISHED I cmO
WITNESS PERCOLATION TESTS FOR PRIVATE INFILTRATION FACILITIES. o GRADE W Nz IM
3. THE FULL ROADWAY SECTION IS REQUIRED OVER THE SEEPAGE BED IN M 4"SDR 35 PVC @ 2.0% o o
CONTRACTOR SHALL PROVIDE ALL WATER, AND OTHER MATERIALS PAVED AREAS. °w N
REQUIRED TO PERFORM THE TEST. THE PERCOLATION TEST SHALL PERFORMED Y HE SOILS ENGINEER AFTER HE SEEPAGE BED IS BE 4. SEE STORM DRAIN PLANS FOR ADDITIONAL INFORMATION. - - _ - - PROPERTY LINE \//\// //\//\/\//\ /\//\ \//,\ O
EXCAVATED TO VERIFY THE DESIGN INFILTRATION RATE. (NOTE: AN o ��\�� \��\��\��\I �\��\� \ \\j'SDR 35 PVC RISER °� `\
ACHD INSPECTOR MUST BE PRESENT TO WITNESS THE TEST FOR IT TO 5. THE BOTTOM ASTM C33 SAND ELEVATION IS THE MINIMUM EXCAVATION gF
BE CONSIDERED VALID). IF THE PERCOLATION IS LESS THAN THAT DEPTH.
SPECIFIED BY THE SOILS REPORT AND ENGINEER, CONTRACTOR SHALL
CONTACT ENGINEER TO RE-DESIGN THE SYSTEM TO ACHIEVE THE 6. SEE ACHD STORMWATER DESIGN GUIDELINES BMP#20 "SEEPAGE BED" I j\�j\ \�j\�j\�j\ \�j\�j /S\�DRAIN SERVICE zz
FOR ADDITIONAL REQUIREMENTS -"OPTIONAL CHAMBERS ARE NOT STORM DRAIN SERVICE
REQUIRED INFILTRATION. ACHD APPROVAL IS REQUIRED FOR ANY REQUIRED. El
\/� � � � � � � x//x/ �3
MODIFICATIONS TO THE STAMPED, APPROVED DESIGN PLANS. 7. GROUNDWATER WAS DETERMINED WITHIN THE PROJECT GEOTECHNICAL BUILDING LOT �\\ \ \\ \\ \\ \\ \\ \\� \��\\� o
REPORT TO BE DEEPER THAN 2558, WHICH IS DEEPER THAN 20-FEET j \ \j��� > �z O
BELOW THE GROUND SURFACE AS DETERMINED WITHIN THE SIDE LOT LINE /� /x r O
DRAIN ROCK SPECIFICATION GEOTEXTILE SPECIFICATION GOETECHNICAL REPORT PREPARED BY JACOBS DATED 1/31/20. I �j/�� 11
g O
Void Volume of Typical Materials Non-Woven Filter Fabric 8. THE DESIGN VOLUME OF THE FACILITY DOES NOT INCLUDE VOIDS WITHIN 5.00' � _
6"X 4"SDR 35 PVC WYE FLOW PVC THREADED CAPIo
Material Void Volume % Property Test Method English THE ASTM C33 FILTER SAND LOCATED AT THE BOTTOM OF THE FACILITY. /j�\ /\ zo
2" Max Blasted Rock 30 Tensile Strength Grab ASTM D-4632 120 Ibs THE SEEPAGE BED WIDTH SHALL REMAIN CONSTANT ALONG THE \ \ \ \ \ \ \ >-w
g.
Elongation
1-'/2" to 2" Uniform Size Gravel 40 Elti ASTM D-4632 50% LONGITUDINAL LENGTH OF THE SEEPAGE BED. CIL \//\//\//\\/ \//\//\//\/ //\//\ O
3/4" Uniform Size Crushed Chips 40 Puncture ASTM D-4833 65 Ibs a"SDR 35 PVC @ o o ���V��� �a sDR 35 PVC wYE w
Crushed Glass 30 Trapezoidal Tear Strength ASTM D-4533 50 Ibs 10. IF ROCK IS ENCOUNTERED, CONTRACTOR MUST HAVE A PERCOLATION
UV Resistance ASTM D-4355 70% TEST PERFORMED BY A SOILS ENGINEER AFTER SEEPAGE BED IS FULLY A 3
UM
Crushed aggregates shall have a minimum 50% crushed or fractured face at Apparent Opening Size EXCAVATED (NOTE: AN ACHD INSPECTOR MUST BE PRESENT TO WITNESS aoo
( ASTM D-4751 70 US Std. Sieve THE TEST FOR IT TO BE CONSIDERED VALID). IF THE PERCOLATION IS z o3
least on one side and meet the following gradation: AOS LESS THAN THAT SPECIFIED BY THE SOILS REPORT AND ENGINEER, PLAN VIEW SECTION VIEW A-Aad
Permittivity ASTM D-4491 1.50 sec-1 CONTRACTOR MAY NEED TO BLAST OR BORE TO CREATE CONDUIT FOR
Crushed Aggregate Water Flow Rate ASTM D-4491 120 gpm/ft2 DRAINAGE TO OCCUR, OR RE-DESIGN THE SYSTEM TO ACHIEVE THE Tom
Sieve Size Percent Passing REQUIRED INFILTRATION. ACHD APPROVAL IS REQUIRED FOR ANY
3 inch 100% Woven Fabric MODIFICATIONS TO THE STAMPED, APPROVED DESIGN PLANS. N
o Property Test Method English STORM DRAIN SERVICE 3 z O
1 inch 25-60/o w
3/8 inch 04% Tensile Strength (Grab) ASTM D-4632 Min 250 Ibs 11. FOR UNDERGROUND INFILTRATION SYSTEMS, INSTALL ELECTRONIC Q > 29 � Y O
o Puncture Strength or CBR ASTM D-4833 or Min 125 Ibs or Min 950 MARKERS ON EACH CORNER OF THE FACILITY. THE CONTRACTOR SHALL SD•3 a Q m oco
No. 200 0-2/o g F M
Puncture ASTM D-6241 Ibs COORDINATE WITH THE ACHD INSPECTION DEPARTMENT FOR PLACEMENT W Y o o m w1
UV Resistance ASTM D-4355 Min 80% OF THE MARKERS DURING CONSTRUCTION, AND PRIOR TO BACKFILLING. a =a Z
PRIVATE SEEPAGE BEDS DO NOT REQUIRE ELECTRONIC MARKERS. ° w w a " a O
Apparent Opening Size ' a 0-1 o
AOS ASTM D-4751 70 US Std. Sieve Z N
Water Flow Rate ASTM D-4491 Min 18 gpm/ft2 - JOB NUMBER:
Percent Open Area CW-02215 Min 4%
IDB2355
Q DATE: 6-9-23
SEEPAGE BED CROSS SECTION g SHEET NUMBER:
SD.3 � O
W SD.3
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