HomeMy WebLinkAboutSht C2.0 - Civil Details Rev 2 01-05-21 o N
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TOOLED JOINT (1" DEEP) 'm
24"
CONCRETE SIDEWALK AND 3 c�
1/4"' CURB BROOM FINISH ¢
9" DEPRESS CURB TO THIS LINE 4" THICK P.C.C. o
2 6" THICK, M-4,000 PSI REINFORCED SIDEWALK 4"
FOR CURB DROP. PORTLAND CEMENT CONCRETE. #4 SEE SITE PLAN �I
0 18" O.C. EACH WAY
4^ TOPSOIL° 3•R SPILL CURB
L(TYP.) 4^R CATCH CURB 4.5" 6" THICK, 1 1/2" CRUSHED w
w
ROCK BASE COURSE IN
1/Y Z_pi 1.5" S - 3 4".1 + 2"J / a ROCK BASE
CRUSHED Z
ACCORDANCE W MPW 2235 in w
3" COMPACTED >
III II o ° ° d a COMPACTED SUBGRADE CRUSHED g w
12" '� 9" THICK, 6"-MINUS ROCK BASE
II III ° 6-
COMPACTED
7.5" UNCRUS HED SUB-BASE jI IIII llII1I=II I-I I I llI I1I JII1I II I I I I=1 COMPACTED SUBGRADE
COURSEIN ACCORDANCE
9" wa wo°d ° NOTE:
W/MPW 2234 -ITT- -I- - - -I �w w
=I I I =I I I I=I I I REFER TO LANDSCAPE PLAN(A002)FOR JOINT LAYOUTII w> >
OOO OMPACTED
SUBGRADE Ec
0 0 0 0 0 0 0 0 0 0 0-0-0-7- TOOLED CONTROL JOINT DETAII.
O O O O O O O O 0 0 o O O 0 o NOTES:
CRUSHED GRAVEL O O O O O O O O O O O O O O O O 2 DETAIL
BASE - 3" MIN. O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O �czoJ REINFORCED CONCRETE 1. CONCRETE DEPTH FOR STD. SIDEWALKS SHALL BE 4" MIN. O N
2. SIDEWALKS SHALL SLOPE AWAY FROM STRUCTURES AND BUILDINGS AS
SHOWN ON GRADING PLAN. MAXIMUM CROSS SLOPE - 2%
SUB BASE COURSE 3. CONCRETE SHALL BE 4,000 PSI ®28 DAYS.
AS REQUIRED 4. CONTRACTION JOINTS SHALL BE PLACED AT 5' INTERVALS ONTgN
.,., .... 9 5. EXPANSION JOINT MATERIAL SHALL BE PLACED AT 50' INTERVALS
CHRIS G.
----- -- -1l-11=ll= 3 DETAII, „
COMPACTED SUBGRADE I-III-III-III.
25 PE
NOTES: 3" ASPHALT CONCRETE PROPOSED CZ.O CONCRETE SIDEWALK
6" THICK, 1"-MINUS FINISH N.T.S. S�•`EAsca '
1. SUBGRADE AND SUB BASE COURSE COMPACTION SHALL CONFORM TO SECTION 02234 MPWSS
SURFACE
(MPWSS) CRUSHED ROCK LEVELING COURSE
OBSERVATION &
2. CONTRACTION JOINTS SHALL BE PLACED AT 10' INTERVALS AND SHALL HAVE A MINIMUM DEPTH OF 3/4" 12" THICK, 6"-MINUS UNCRUSHED CLEANING ACCESS
ASE COURSE-PIT RUN - DRAWN BY: CGB
AND MINIMUM WIDTH OF 1/8". 'r= �' II 1I 4" CAST IRON FRAME
IN ACCORDANCE W/MPW 2234 ��ti�b`� III-'' AND GRATE. REVIEWED BY:JLS
3. 1/2" EXPANSION JOINT MATERIAL SHALL BE PLACED AT ALL P.C.S, P.T.S, CURB RETURNS AND AT NOT li li- - II-fLC1L � :
IITIIII-III III-II-iI STABLE SUBGRADE GRADE RING PROJECT ENGINEER:COB
MORE THAN 300' INTERVALS. THE EXPANSION MATERIAL SHALL EXTEND THROUGH THE FULL DEPTH OF THE WOVEN GEOTEXTILE FABRIC FINISH GRADE. SEE DRAINAGE
CURB AND GUTTER. MIRAFI 60OX OR APPROVED EQUAL SLOPING, BENCHING OR BSN C - 12" & GRADING PLANS DESIGNED BY:CGB
4. CONCRETE SHALL BE CLASS M-4000.
SEE NOTE 5 BELOW FOR UNSTABLE SUBGRADE TYPE "A" b '. SUPPORT SYSTEMS IN BSN B&F - 6"
NOTES: OMPACTED SUBGRADE TRENCH BACKFILL --^,- THIS AREA TO CONFORM TO OSHA*
5. CRUSHED GRAVEL BASE SHALL MEET THE REQUIREMENTS OF SECTION 02235 (MPWSS). i5 REGULATIONS - ""-
1. CONTRACTOR SHALL REVIEW GEOTECHNICAL REPORT AND
CONFORM TO ALL REQUIREMENTS OUTLINED IN REPORT.
2. PAVEMENT SECTIONS SHALL BE CONSTRUCTED PER MONTANA }- -- - } �1
I DETAII, PUBLIC WORKS STANDARD SPECIFICATIONS (MPWSS) UNLESS 6" SELECT TYPE BEDDING T 24" A2000
OTHERWISE STATED. MATERIAL PLACED Q II PVC PIPE
CaA INTEGRAL CONCRETE CURB&GUTTER IN 6" LAYERS AND VARIES II 1 18" CORRUGATED I--I
C.O.B. STD. DWG. NO. 02528-1 N.T.S. 3. ASPHALT CONCRETE SHALL BE COMPACTED TO A MINIMUM OF 4^ _-_- COMPACTED AS PIPE TEE
957 OF MARSHALL LABORATORY DENSITY. --__ SPECIFIED IN MPWSS
- - - TYPE I PIPE BEDDING
4. BASE COURSE & SUBGRADE SHALL BE COMPACTED TO 95�PER -� BSN C&F - 12.0" BSN C&F - 12.0" I-=1
PLACED IN 6"MAX. LAYERS
ASTM D-698. NSUBGRADE
ND COMPACTED AS BSN B - 13.5" BSN B - 13.5"PECIFED IN MPWSS
5. FOR UNSTABLE SUBGRADE ADD TENSAR TX 190L TRIAXIALCORA BIKE RACK GEOGRID TO 8 OZ. NON-WOVEN GEOTEXTILE FABRIC
l TRENCH WIDTH=O.D. CORRUGATED & PERFORATED
DOUBLE LOADED OF PIPE PLUS 2' D LL. PIPE INVERT: SEE DRAINAGE
OWNER TO SELECT COLOR
DETAIL MIN. TRENCH WIDTH=3.5' BSN C 12" PLAN
�MV TYPICAL ON-SITE PAVEMENT SECTION(PRIVATE) BSN B&F fi' CONTECH C-40 OR C-45 r k�
N.T.S. `1 ., - NON-WOVEN GEOTEXTILE
34" THICK CONCRETE SLAB `� � - >� "(M-4,000 PSI) SET ON 3" ' FREE DRAINING ANGULARCOMPACTED CRUSHED *SEE OSHA CONSTRUCTION STANDARDS FOR EXCAVATIONS=: WASHED STONE 3/4"-2- MIN.
GRADEZ4"
ROCK BASE.
PARTICLE SIZE.
INSTALL FREE DRAINING ROCK FROM BOTTOM
5 DETAIL OF GRANULAR BEDDING MATERIAL TO 12"
C2A TYPICAL TRENCH DETAIL INTO EXT'G GRAVEL LAYER. GEOTECHNICAL C�
N.T.S. ENGINEER SHALL BE ON-SITE DURING ki
DETAIL EXCAVATION TO VERIFY FREE DRAINING
CY.O CORA BIKE RACK GRAVEL MATERIAL DEPTH.
N.T.S.
" X 5" SMOOTH ROD FOUNDATION/BEDDING PREPARATION
CENTERED IN OPENING 1. PRIOR TO PLACING THE BEDDING, THE FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM AND
INLET CASTING STORM SEWER PIPE. STABLE GRADE.TIN THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE ENCOUNTERED
NEENAH R-3067, EJIW 7030, SEE CIVIL DESIGN FOR DURING EXCAVATION, THEY SHALL BE REMOVED AND BROUGHT BACK TO THE GRADE WITH A FILL
GRASSED SLOPE SIZE AND ALIGNMENT MATERIAL AS APPROVED BY THE ENGINEER. ONCE THE FOUNDATION PREPARATION IS COMPLETE,
DEETER 2047L OR D&L 1-3517 THE 4 INCHES OF A WELL-GRADED GRANULAR MATERIAL SHALL BE PLACED AS THE BEDDING.
METAL LANDSCAPE
EDGING (TYR) 6" TOP SOIL GRADE RING(S) BACKFILL
FINISH GRADE. f kj
4 TOP OF ROCK 1. THE BACKFILL MATERIAL SHALL BE FREE-DRAINING ANGULAR WASHED STONE 3/4" - 2" a®
6" WALLS PARTICLE SIZE. MATERIAL SHALL BE PLACED IN 8"-10" MAXIMUM LIFTS. MATERIAL SHALL BE
1 wimm
#4 BARS ®12" WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL- SLICING, RODDING, AIR-TAMPER,
2' MIN CENTERS MAX. < 36" VIBRATORY ROD, OR OTHER EFFECTIVE METHODS COMPACTION IS CONSIDERED ADEQUATE WHEN
= = =III- SPACED EQUALLY
M
---- NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDER THE COMPACTOR OR UNDER
'=III=III=III=III=III=III= g^ -III=III=III=III-III-III=' 24„ FOOT, AND THE PROJECT ENGINEER OR HIS REPRESENTATIVE IS SATISFIED WITH THE LEVEL OF N w
'I-III=1 I I=1 I1-1 11=1 I1-1 11=1 I1-1 I- -11=1I1-1 11-1I1-1 11-1I1-1 11=1I1-1'
''1=11�111=11�111=11�111=11�111=III== - -III=III=III=III=III-III=III=III=III=1'' COMPACTION. INADEQUATE COMPACTION CAN LEAD TO EXCESSIVE DEFLECTIONS WITHIN THE
'I�I I I I I�I I=1I I�I I I I I�11=1 I I III I I1=� �I I I I III I I 1=1I I III I I III III III I I1=1 11=1'' h+i W
III. III III=III III III=III III III III- I � � I -III III III=III III III=1 III IIII III=III- SYSTEM AND SETTLEMENT OF THE SOILS OVER THE SYSTEM. BACKFLL SHALL BE PLACED SUCH Fy n �
=IIII III III-III-III III III-III Ilr III-III III III III-III III III- III - - - THAT THERE IS NO MORE THAN A TWO-LIFT DIFFERENTIAL BETWEEN THE SIDES OF ANY PIPE IN C
IIII II�III II�III III=III=1'1 III=III III III-III III III-III--I- THE SYSTEM AT ALL TIMES DURING THE BACKFILL PROCESS. BACKFILL SHALL BE ADVANCED
III-III�II III-III- =III II -III=III II =1i' ALONG THE LENGTH OF THE SYSTEM AT THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON
-III III III III =III III III =1' CONTRACTOR TO
III III-III III III__. t_ III III III III III=III III=1�' ANY PIPES IN THE SYSTEM.
7IIII II�III III- VARIES =III III III T 9" SUMP GROUT OPENING. U
11-III�II III-III -III II III II-III II NATIVE PIPE O.D.+3" 2. EQUIPMENT USED TO PLACE AND COMPACT THE BACKFILL SHALL BE OF A SIZE AND TYPE SO AS a
III III III III-III=1i t.; III=III III III III III= MATERIAL 6^ NOTES: NOT TO DISTORT, DAMAGE, OR DISPLACE THE PIPE. ATTENTION MUST BE GIVEN TO PROVIDING yy��yy U ...
-III III III-III III -III II =III=11 I�1 fV
- c: ADEQUATE MINIMUM COVER FOR SUCH EQUIPMENT, AND MAINTAINING BALANCED LOADING ON ALL .p
c.: 1. PRECAST SECTIONS SHALL MEET OR EXCEED ASTM C-478. PIPES IN THE SYSTEM, DURING ALL SUCH OPERATIONS. U N C
o `? 2. WATERTIGHT JOINTS REQUIRED. 3. OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC W `�
CONDITIONS. REFER TO TYPICAL BACKFILL DETAIL FOR MATERIAL REQUIRED.
EXT'G NATIVE 3. REINFORCEMENT#4 0 12" CENTER TO CENTER EACH WAY CENTERED b ,^
GRAVELS IN WALL 4. UTILIZE A 30-MIL HDPE LINER THAT IS PROTECTED BY AN 8-OZ. NON-WOVEN GEOTEXTILE WHEN 00 3�T.
EXPOSED TO ANGULAR MATERIAL. ..
INSTALL ROCK
FRDIAOM
FREE DRAINING DETAIL 9 DETAIL
8 OZ. FILTER FABRIC. ROUND ROCK FROM FINISH GRADE TO
2' OVERLAP 12" BELOW EXT'G GRAVEL LAYER. C2A STANDARD SQUARE STORM DRAIN INLET
ENGINEER SHALL BE ON-SITE DURING N.T.S. czo CMP ROUND PERFORATED PIPE-RETENTION/INFILTRATION SYSTEM
EXCAVATION TO VERIFY FREE DRAINING N.T.S.
GRAVEL MATERIAL DEPTH. SHEET
DETAIL = C2.0
czo STORM WATER INFILTRATION TRENCH DETAIL PALISADE CONDO
N.T.S.
7 CIVIL DETAILS
PROJECT:18-122
DATE:3/15/20