HomeMy WebLinkAboutGallatin Center Phase IV - Max Avenue GALLATIN CENTER e PHASE IV
MAX AVENUE SEVER MAIN AND ROADWAY EXTENSION
LOCATED IN THE
CITY OF BOZEMAN, OA][ LATIN COUNTY, MONTANA
MAY 24TH, 2005
SHEET INDEX
_-_
ravelT� •/ Z SHEET NO. DESCRIPTION
INN
J y C7 COVER SHEET
GENERAL NOTES:
C2 MAX AVENUE ROAD — PLAN AND PROFILE
1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO MONTANA PUBLIC WORKS STANDARDS, LATEST EDITION AND WITH
CITY OF BOZEMAN MODIFICATIONS. UNLESS OTHERWISE APPROVED BY THE ENGINEER CONSTRUCTION SHALL BE DONE BETWEEN C3 SEWER — MAX AVENUE — PLAN AND PROFILE
8:00 A.M. AND 5:00 P.M., MONDAY THROUGH FRIDAY. C4 CIVIL DETAILS co
r(O" 2. CONTRACTOR SHALL FIELD VERIFY LOCATION AND DEPTH OF ALL EXISTING UTILITIES WHERE NEW FACILITIES CROSS OR CS DETENTION BASIN DESIGN
CONNECT. CONTRACTOR SHALL BE RESPONSIBLE FOR EXPOSING POTENTIAL UTILITY CONFLICTS FAR ENOUGH AHEAD OF (7a
CONSTRUCTION TO MAKE NECESSARY GRADE MODIFICATIONS WITHOUT DELAYING THE WORK. ALL UTILITY CROSSINGS SHALL BE
uT POTHOLED AS NECESSARY PRIOR TO EXCAVATING OR BORING TO ALLOW THE CONTRACTOR TO PREVENT GRADE OR ALIGNMENT
CONFLICTS. W
_ _ 3. CONTRACTOR SHALL ERECT AND MAINTAIN BARRICADES, WARNING SIGNS, AND TRAFFIC CONES PER CITY AND MDT F'^
1 REQUIREMENTS IN ACCORDANCE WITH THE MUTCO (INCLUDING MONTANA AMENDMENTS), ALL TRAFFIC CONTROL MEASURES W 04
SHALL BE APPROVED AND IN PLACE PRIOR TO ANY CONSTRUCTION ACTIVITY.
�` 4. AT LEAST 2 BUT NOT MORE THAN 10 BUSINESS DAYS BEFORE BEGINNING ANY EXCAVATION, THE CONTRACTOR SHALL, U
31 c�� repk, ACCORDING TO MCA 69-4-501, NOTIFY ALL OWNERS OF UNDERGROUND FACILITIES AND COORDINATE THE WORK WITH THE
L � \ 86 OWNERS OF SUCH UNDERGROUND FACILITIES. THE INFORMATION SHOWN OR INDICATED IN THE CONTRACT DOCUMENTS WITH
RESPECT TO EXISTING UNDERGROUND FACILITIES IS BASED ON INFORMATION AND DATA OBTAINED FROM THE OWNERS OF THE
FACILITIES WITHOUT FIELD EXPLORATION, AND AS SUCH, OWNER AND ENGINEER ARE NOT RESPONSIBLE FOR THE ACCURACY OR a a
I437 SITE COMPLETENESS OF SUCH INFORMATION OR DATA.
Baxter a • V
_ y _ 5. PIPE BEDDING AND BACKFILL ALL PIPES SHALL BE BEDDED WITH MINIMUM 4-INCHES OF TYPE 1 PIPE BEDDING AND
BACKFILLED WITH THE SAME MATERIAL A MINIMUM OF 6-INCHES OVER THE TOP OF THE PIPE PER CITY OF BOZEMAN STANDARD
DETAIL 02221-1. GALLATIN CENTER
-t - --1--- Q • ,1..,, j
(0 \ LOT 12
6. CONTRACTOR SHALL PROVIDE ALL MATERIALS, EQUIPMENT AND FACILITIES REQUIRED FOR TESTING ALL UTILITY PIPING IN x
ACCORDANCE WITH CITY CONSTRUCTION SPECIFICATIONS. COST OF ALL INITIAL AND RETESTING SHALL BE BORNE BY THE lit
1458 CONTRACTOR.
7. NO TRENCHES IN ROADS OR DRIVEWAYS SHALL BE LEFT IN AN OPEN CONDITION OVERNIGHT. ALL SUCH TRENCHES SHALL
BE BACKFILLED, COMPACTED AND CLOSED BEFORE THE END OF EACH WORK DAY AND NORMAL TRAFFIC FLOWS RESTORED.
PC �1_ —� `SHEET C2,C3 - • --- MAX AVENUE
8. SUBGRADE AND BASE COURSE SHALL MEET THE REQUIREMENTS OF SECTIONS 02234 & 02235 OF THE MONTANA PUBLIC
WORKS STANDARDS, THE SUBGRADE AND BASE COURSE SHALL BE COMPACTED TO A MINIMUM OF 95 PERCENT OF ASTM
TO FOUR CORNRRS r1C'' I(gm 9. ASPHALT PAVEMENT SHALL MEET THE REQUIREMENTS OF SECTIONS 02510 OF THE MONTANA PUBLIC WORKS STANDARDS AND
COMPACTED TO A MINIMUM OF 97 PERCENT OF ITS MARSHALL BULK DENSITY. GALLATIN CENTER
A 5' J
-'- LOT 11
-� S1tat , SI d - 10. PROJECT BENCHMARK. PROJECT BENCHMARK IS THE ARROW BOLT ON A FIRE HYDTANT LOCATED IMMEDIATELY NORTH OF
THE ROSS DRESS FOR LESS RETAIL STORE. ELEVATION - 4681.63 o
fARMEHy z
o a
5 3
it _
NTA A SKEET LOCATION MAP w w
tayti t67 3
®R E NOT TO SCALE V;
N
W
VICINITY MAP `
Z
NOT TO SCALE
Civil Engineering 32 DISCOVERY DRIVE
Land Surveying BOZEMAN, MT 59718 A S e 71-33UI LT
PHONE(406) 582-0221
ALLIED Geotechnical Engineering FAX(406) 582-5770 0
ENGINEERING
SERVICES, INC_ i
i
PROJECT ENGINEER: CHRIS G. BUDESKI,PE
DESIGN ENGINEER: CHRIS G. BUDESKI, PE DEANNA L. GEBHARD, EI
LAND SURVEYOR: KYLE THOMPSON, PLS
"s
EXISTING 12" DI - 0' OW-
BUTTERFLY VALVE - - CATTAIIL STREET
MAX AVENUE
SIGNAGE
INSTALLED PER
STANDARDS
p'
DESIGN
STA. 2+09.0 NNNJJJJ
22.5 x 36.25" RCP ARCH CULVERT W/FETS I EXISTING 48" SANITARY
IE IN 4682.30 IE OUT 4682.10 L = 58' S = 0.66%
CONTRACTOR CONSTRUCTED SWALE SEWER MANHOLE\\
ON DISCHARGE (EAST) END OF CULVERT
WITH 3:1 SIDE SLOPES TO THERMOPPLASTIC STRIPING
END PAVEMENT 10' NORTH DISCHARGE TO EXISTING STREAM a STOP BAR PER 1 - 6" & 1 - 12"S IA. HDPE \\.
OF PROPERTY LINE C.O.B. STD. 2' X 15' UTILITY CONDUITS
STA, 1+79. STA. 3+10 .
STA. 0+10 R.O.W. BOUNDARY = W
0
- - - - - - - - - - - -15" RCP STS W/FETS- � - - 1- I' ' t - - - - - - - - - - - - - - - - - - - - -
5-0.23%L-44' Y 1 UT I 6`LITY CONDUITS.& 1 - 12" DIA. HDPE EDGE OF PAVEMENT
INV IN (E) 4683.80 i L 40'. INV 4680.32 • EXISTING 12 DI WATER MAIN OF EXT'G
60' R.O.W. INV OUT (W) 4683.78 I I II 4- ,END
AVEMENT
32' WIDE S J S S ^' N I �" a PROPOSED 8" SDR 3 �' ,MAX AVENUE g PVC SEWER MAINS -SSI EXISTING
io I �� 0 0 0� o c
�, > - - PAVEMENT
EDGE OF PAVEMENT
- - - - - THERMOPPLASTIC S�TRIPING ?.'� e - - - - - - - - R.O.W. BOUNDARY - - - - - - - - - - -
FUTURE ROAD EXTENSION STOP BAR PER
OF MAX AVENUE (NIC) C.O.B. STD. 2' X 15 z
<
t _ ' DAYLIGHT LINE (TYP.) III z
EXISTING 48" _ •N �-s
SANITARY SEWER MANHOLE
a
n z 3
- - - - 24 WIDE 'C,• �(/) I �` 0 0
n w STREAM EASEMENT I I �7loo
o
F %XT'G EASTo
w
a X 1 Z CATRON CREEK " 0.
O N
w• N - - - - . .
. .
. .
- X
X. W
W
LEGEND
INDEX CONTOUR • FOUND MONUMENT AS NOTED
CONTOUR MINOR (1' INTERVALS) A CONTROL POINT PLAN VIEW 60'R/*
PROPERTY LINE 'T1- POWER POLE
X X BARB WIRE FENCE STREET SIGN CA
S SEWER MAIN • BOLLARD V 16' 16' 1'
ss SEWER SERVICE m SEWER MANHOLE
n
W WATER MAIN w WATER VALVE _ �� � 3 �181WN
CHP OVERHEAD POWER FIRE HYDRANT
G UNDERGROUND GAS O CURB STOP e �� 16"MIN r ASP«aT OORt >E CONSTRUCT ROADSIDE DITCHES U ENSURE
TEL UNDERGROUND PHONE O LIGHT POLE caNPAcreo*o vno a uARs"Au svEcwENs POSITIVE DRAINAGE . INLETS/OUTLETS AND
E'ROM BASE CONPACTED SUBGRADE CONNECTION POINTS. ROUGH GRADE DITCH AREA
E UNDERGROUND ELECTRIC m ELECTRICAL PEDESTAL axwPAcrtro ro vs:PER Asm-Gw 3" BELOW F.G. TO ALLOW PLACEMENT OF TOPSOIL
ROAD CENTERLINE 10 ELECTRIC TRANSFORMER 's•PIT�" BY LANDSCAPER.
t01aPMlEO ro 95x PER--
EDGE OF PAVEMENT N TELEPHONE PEDESTAL TYPICAL SECTION - 60' R.O.W.
------------ EDGE OF GRAVEL I8 GAS METER "'•
EASEMENT LINE ® WELL
CULVERT 4715.0
4715.0
4710.0
4710.0
m
o N 4705.0
4705.0 0 �p
O < N w < Q w
+ n d a a 4700.0
4700.0 0 + B + U II
I N N N
4695.0 a s II w II w n 4695.0
aril 0. a a x a FINISHED
i vri a v1 i N a PAVED ROAD 4690.0
e
4690.0 w s g CL PROFILE 0 STA. 8+08.65
-0.95% - - MATCH EXISTING PAVEMENT
- _ 4685.0
4685.0 - - --
4680.0 __. 4680.0
STA 1+79 r r - o`
12" RCP CULVERT STA. 3+1 EXISTING GROUND
4675.0 ------- -- STA.-2+09.0 a 1 a INSTALL - 6" & 1 - 12" - 4675.0 b
22.5" X +09.036.25" w DIA. HDP UTILITY CONDUITS. STA. 7 80
ARCH CULVERT L = 40'. INV 4680.32 INSTALL 1 - 6" & 1 - 12'�i
4670.0 _ _ ----DIA-HDPE UTILITY CONOU TS. 4670.0 s
- - - L = 40'. INV 46 4.5
4665.0
4665.0
i
n n w n rn w rn a rn a rn e o �n
.vn ars na es ma ow � aao�n oao voice rno
m0
d w ww ww w
w aoanvi 'nacD s as v s a as a
m
a
0 o 0 0 o 0 0 0 0 0 0 0 n o
0 0 0 o 0 0
0 0 0 0 0 0 0 o o 0 o 0 0 0 0 0 o O ro o
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 oo
o -
� 0 � p N O � O N O O O O 0 N i(1 O N V) u1 _
+ + + + + + ry + + + + + + + + + + + + +
n O N aD O n n w w w
I
PROFILE VIEW 8
NO. REVISIONS DRAWN BY DATE HORIZONTAL SCALE VERTICAL SCALE PROJECT /: 03-242 SHEET J
1 REMOVED LOT 12 ACCESS CGB 5 24 05 0 30 DATE 1: 2/6/2004
� GALLATIN CENTER - PHASE IV 1� Civil Engineering 32DISCOVERYDRIVE C2 of 5
* * Land Surveying BOZEMAN,MT 59718 R-MAX.DWG
1 INCH = 30 FEET 1 INCH = 10 FEET f ' ie; MAX AVENUE PHONE(406)582-0221 GALLATIN CENTER-PHASE IV
PROJECT ENGINEER: CGB DRAWN BY: DLG '` ALLIED Geotechnical Engineering FAX(406)582-5770
BOZEMAN MONTANA ENGINEERING MAX AVENUE
DESIGNED BY: DLG I REVIEWED BY: CGB se,Rvaces,wc.
w`5
STA. 8+01.63 (LT)
30 LF OF 8" SDR 35 PVC SEWER MAIN.
STA. 1+98.5 S = 0.82%
W TIE INTO EXISTING 8" SDR 35 PVC STUB. ra
ENO INVERT = 4669.00 a
J m ail
r 3
'y EXT'C 12" D.I. WATER MAIN vi
W 8" PLUG MH M3 (EXT'G) CROSSING. 2.5' SEPERATION c�
FOR FUTURE EXTENSION �1 STA. 2+68.45 >
t �a
a STA. 0+10.0 R.O.W. I R.O.W.
EDGE OF PAVEMENT I 30' EDGE OF PAVEMENT "
EXISTING 12""DI CLASS 51 WATER MAIN
8" SDR 35 PVC SEWER MAIN ro cN 16, 8" SDR 35 PVC SEWER MAIN 60' ROW
c .S�o.S .S o (n m s S + o S �S s p S, ' EXISTING 10" SAN SWR
N Z U 30, o o MAX AVENUE o t.----
EDGE OF PAVEMENT MI EDGE OF PAVEMENT
(Y z � I
R.O.W. 'e < R.O.W. \MH M2 MH M3 (EXT'G) _ -•
3
STA 3+12 STA. 6+04,23 STA. 8+01.63
N 3 I
TIE INTO EXISTING 8" SDR 35 PVC STUB. TIE INTO EXT'G MH, W
-f
OPENING GROUTED TO FIT 8" PIPE. I I }r-
- - a RIM ADJUSTED TO NEW F.G.
j
N � M Q N .. �I
I Nj jo
N O mm-+ im
W X
W
PLAN VIEW
7A ]ILD3UIL
4715.
_ 4715.0
4710.0
ti ;z 4710.0
N ne �rn
4705.0 °p n 0 7 .n
nod 4705.0
= N ng
4700.0 a m n �aNa II m ^ �'a II �a�
c Nm 'm j x �o Na a F =,r1N II 4700.0
a0 O N�pp �IIr
m+II omia <}air ONO o 0 m �
4695.0 r II r+ +a- p
a x r+r N Il�m I =m rr +d 4695.0
z^� a3�� z w MOB mIrr
4690.0 z z EXISTING GROUND' FINISHED �� w' x2z "'¢� 642� ! <s 4690.0
i PAVED ROAD FVIz ��,z a &zz �gzz
EXISTING GROUND FINISHED
-
4685.0 - - -_` -- ._ PAVED ROAD
- - - - - _ - 4685.0
4680.0
4680.0
188.5 LF OF 8" SDR 35 PVC SEWER MAIN (EXT'G7 EXIST. WATER MAIN
_8"SAN SSWR (EAN FIELD VERIF LOCATION a
4675.0 SLOPE - 0.967E _ - El.
SWR 290.23 LF OF 8" SDR 35 PVC SEWER MAIN 4675.0
S 0.96% S 0.969>
4670.0 SLOPE 0.999. -
193.4 LF OF 8" SDR 35 PVC SEWER AIN
4670.0 x
i
SLOPE 1.287
4665.2
4665.2
o N -
m a rn a m o n
r iri vi < a ri
C5 6 w a
a a < e a a a R
0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 o 00 0 0 0 0 0 ,5 o voi 0
N O N O O O
O O + + { + + + + + + + + + + + +
N N h rry d + i+ + b i0 n n m
PROFILE VIEW
"s
NO. REVISIONS DRAWN BY DATE HORIZONTAL SCALE VERTICAL SCALE
1 REVISED SEWER FROM LOT 12 CGB 5,24,05 0 30 0 10GALLATIN CENTER - PHASE IV
PROJECT 1)1: 03-242 SHEET
o C1V1I Engineering 32 DISCOVERY DRIVE DATE: 2/16/2004
1 INCH = 30 FEET 1 INCH = 10 FEET * we * Land Surveying BOZEMAN,MT59716 S-MAX.DWG C3 of 5
Y
PROJECT ENGINEER: CGB DRAWN BY: DLG MAX AVE SEWER ALLIED Engineer Geotechnical EnBin PHONE(406)-5770 1 GALLATIN CENTER-PHASE IV
DESIGNED BY: CGB, DLG REVIEWED BY: CGB BOZEMAN,MONTANA ENGINEERING FAA(406)sae-s77o SEWER MAX AVE
BERVIGES.INC.
FRAME AND COVER TO BE EITHER CAIRO NO. 52441, MCI
305 FRAME, 305A COVER, OR IFCO 772 FRAME, 772-B
7" COVER. COVERS SHALL HAVE 1" PICK HOLES.
NOTE: ALL JOINTS BETWEEN MANHOLE SECTIONS,
ADJUSTABLE RINGS, MANHOLE RING & TOP SECTION, AND AROUND SEWER
2" MIN., 12' MAX. PIPE INTO MANHOLE SHALL BE WATERTIGHT. JOINTING
MATERIAL SHALL BE "RAM-NEK' OR EQUAL FOR ALL GENERAL NOTES:
k
EXCEPT BETWEEN SEWER PIPE AND MANHOLE NOTE:WHERE TRENCH PASSES THROUGH EXISTING PAVEMENT THE
PAVEMENT SHALL BE CUT ALONG A NEAT VERTICAL LINE A MINIMUM 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO MONTANA PUBLIC WORKS STANDARDS,
PRECAST REINFORCED CONCRETE OF 12" FROM THE EDGE OF THE TRENCH OPENING. WHERE NEAT LINE LATEST EDITION NTH CITY OF BOZEMAN MODIFICATIONS. UNLESS OTHERWISE APPROVED BY THE
5" IS LESS THAN 3' FROM THE EXISTING PAVEMENT OR CURB AND ENGINEER CONSTRUCTION SHALL BE DONE BETWEEN 8:00 A.M. AND 5:00 P.M., MONDAY THROUGH
4'-0" MANHOLE RISER & ECCENTRIC CONE GUTTER SECTION, REMOVE ANBD REPLACE ENTIRE PAVEMENT SECTION FRIDAY.
TOP MANUFACTUREDIN ACCORDANCE BETWEEN TRENCH AND EDGE OF PAVEMENTWITH ASTM DESIGNATION C-478. 2. THE CONTRACTOR SHALL NOTIFY THE CITY 24-HOURS PRIOR TO BEGINNING OF ANY WAORK.
MANHOLE EXTG STREESTEPS A FACE 3. ANY EXISTING OR NEW VALVES WHICH CONTROL THE CITY Of BOZEMAN'S WATER SUPPLY SHALL BE
16' CENT CRUSHED ROCK OPERATED BY CITY OF BOZEMAN PERSONNEL ONLY.
12'
(T�'P) 4. CONTRACTOR SHALL FIELD VERIFY LOCATION AND DEPTH OF ALL EXISTING UTILITIES WHERE NEW
FACILITIES CROSS OR CONNECT. CONTRACTOR SHALL BE RESPONSIBLE FOR EXPOSING POTENTIAL
UTILITY CONFLICTS FAR ENOUGH AHEAD OF CONSTRUCTION TO MAKE NECESSARY GRADE
48" DIA. MANHOLE REQUIRED FOR MODIFICATIONS WITHOUT DELAYING THE WORK. ALL UTILITY CROSSINGS SHALL BE POTHOLED AS
< INSIDE DROP, SEE COB STD. DWG. NECESSARY PRIOR TO EXCAVATING OR BORING TO ALLOW THE CONTRACTOR TO PREVENT GRADE OR
NO. 02722-10. ALIGNMENT CONFLICTS,
Z 48" _ STALL DETECTABLE WARNIN
ER
VARIABLE X i TAPE 18'MAX. DEPTH 5.CITYOANDAMDTR SHALL ERECT R REQUIREMENTS IND MAINTAIN ACCORDANCE NTH THESMUTCD(NG SIGNS, AND(INCLUDING MONTANAFIC CONES AMENDMENTS).
a w N SHELF-SLOPE 1" PER FOOT TOWARD TYPE "A
N CHANNEL (SEE CHANNEL DETAIL) TRENCH BACKFILL ALL ACTIVITY.TRAFFIC CONTROL MEASURES SHALL 13E APPROVED AND IN PLACE PRIOR TO ANY CONSTRUCTION
a m _FLEXIBLE GASKETED JOINT(TYPICAL
yf FOR PRECAST BASES - SEE DETAIL) 6. AT LEAST 2 BUT NOT MORE THAN 10 BUSINESS DAYS BEFORE BEGINNING ANY EXCAVATION, THE
JIL A SLOPING, BENCHING OR
SUPPORT SYSTEMS IN THIS CONTRACTOR SHALL, ACCORDING TO MCA 69-4-501, NOTIFY ALL OWNERS OF UNDERGROUND
FACILITIES AND COORDINATE THE WORK WITH THE OWNERS OF SUCH UNDERGROUND FACILITIES. THE
CHANNEL DIA OF PIPE
AREA TO CONFORM TO INFORMATION SHOWN OR INDICATED IN THE CONTRACT DOCUMENTS WITH RESPECT TO EXISTING
_ O.S.H.A. REGULATIONS" UNDERGROUND FACILITIES IS BASED ON INFORMATION AND DATA OBTAINED FROM THE OWNERS Of THE
A L _ FACILITIES WITHOUT FIELD EXPLORATION, AND AS SUCH, OWNER AND ENGINEER ARE NOT RESPONSIBLE
`#4 BARS — 1'—D" c c 6' FOR THE ACCURACY OR COMPLETENESS OF SUCH INFORMATION OR DATA.
PRECAST OR POURED—IN—PLACE BASE. TYPE I BEDDING PLACED
5'-4" DIA. POURED—IN—PLACE BASE, MINIMUM CONCRETE IN 6' MAX. LAYERS 7. PIPE BEDDING AND BACKFILL ALL PIPES SHALL BE BEDDED WITH MINIMUM 4—INCHES OF TYPE 1
(MIN.) THICKNESS BELOW PIPE IS 8 INCHES. AND COMPACTED THOROUGHLY. SELECT TYPE 1 BEDDING PIPE BEDDING AND BACKFILLED WITH THE SAME MATERIAL A MINIMUM OF 6—INCHES OVER THE TOP OF
ADIUS OF PRECAST BASE, MINIMUM THICKNESS IS 6 MATERIAL PLACED IN 6" THE PIPE PER CITY OF BOZEMAN STANDARD DETAIL 02221-1.
MANHOLE INCHES. ALL BASES REINFORCED AS SHOWN, LAYERS AND COMPACTED AS
SLOPE AT 1" PER SPECIFIED IN SECTION 02221. 8. CONTRACTOR SHALL PROVIDE ALL MATERIALS, EQUIPMENT AND FACILITIES REQUIRED FOR TESTING
FOOT CHANNEL TO GROUT INVERT TO SPRINGLINE ALL UTILITY PIPING IN ACCORDANCE WITH CITY CONSTRUCTION SPECIFICATIONS. COST OF ALL INITIAL
FULL PIPE DEPTH OF PIPE IF GAP BETWEEN PIPE AND RETESTING SHALL BE BORNE BY THE CONTRACTOR.
AND CHANNEL IS GREATER THAN 1/8" 4" (10CM)
9. NO TRENCHES IN ROADS OR DRIVEWAYS SHALL BE LEFT IN AN OPEN CONDITION OVERNIGHT. ALL
PRE—CAST CHANNEL
DIA. OF SEWER PIPE TYPE 2 PIPE BEDDING COMPACTED SUBGRADE SUCH TRENCHES SHALL BE BACKFILLED, COMPACTED AND CLOSED BEFORE THE END OF EACH WORK
FLOWLINE TRENCH WIDTH _�
L— _ WHERE REQUIRED FOR O.D. OF PIPE + 2� DAY AND NORMAL TRAFFIC FLOWS RESTORED.
SOFT OR UNSTABLE FOUNDATION MIN. TRENCH WIDTH=3.5'
SANITARY SEWER
SECTION A—%,
'SEE O.S.H.A. CONSTRUCTION STANDARDS FOR EXCAVATIONS. 10. UNLESS OTHERWISE SPECIFIED, SANITARY SEWER PIPE SHALL BE PVC IN CONFORMANCE WITH ASTM
D-3034, SDR 35, ALL OTHER APPURTENANCES AND INSTALLATION TO CONFORM TO THE CITY OF
BOZEMAN SPECIFICATIONS,
I DETAIL 2 DETAIL 11. PER DEQ REQUIREMENTS, CONTRACTOR SHALL HAVE SEWER INSTALLATION INSPECTED AND TESTED
C4 SANITARY SEWER MANHOLE C4 TYPICAL UTILITY TRENCH PER DEQ PROCEDURES AND CERTIFIED BY A LICENSED ENGINEER. CONTRACTOR TO PROVIDE ENGINEER
C.O.B. STD DETAIL NO. 02722-1 C.O.B. STD DETAIL NO. 02221-1 WITH 48 HOURS ADVANCE NOTICE FOR INSPECTION. MANHOLE TESTING SHALL BE PERFORMED PRIOR
TO PAVING AND FINAL SURFACE RESTORATION.
12. OPENINGS FOR CONNECTIONS TO EXISTING MANHOLES SHALL BE MADE BY SAWCUTTING OR
CORE—DRILLING EXISTING MANHOLE STRUCTURE. USE OF PNEUMATIC JACKHAMMERS SHALL BE
PROHIBITED. CONNECTIONS TO BE WATERTIGHT AND SHALL PROVIDE A SMOOTH FLOW INTO AND
THROUGH THE MANHOLE. SMALL CHIPPING HAMMERS OR SIMILAR LIGHT TOOLS WHICH WILL NOT
DAMAGE OR CRACK THE MANHOLE BASE MAY BE USED TO SHAPE CHANNELS OR ENLARGE EXISTING
OPENINGS IF AUTHORIZED BY THE ENGINEER.
13. CLEANING. PRIOR TO TESTING AND TV INSPECTION, CONTRACTOR SHALL FLUSH AND CLEAN ALL
SEWER PIPE AND MANHOLES AND REMOVE ALL FOREIGN MATERIAL.
14. LEAKAGE TESTING. SANITARY SEWER PIPE AND APPURTENANCES SHALL BE TESTED FOR LEAKAGE
BY CONTRACTOR. LEAKAGE TESTS SHALL BE COMPLETED PER MONTANA PUBLIC WORKS STANDARD
SPECIFICATIONS AND CITY OF BOZEMAN MODIFICATIONS.
15. MANDREL TESTING. AT THE DISCRETION OF THE ENGINEER, THE CONTRACTOR SHALL CONDUCT
DEFLECTION TEST OF FLEXIBLE SANITARY SEWER PIPES BY PULLING AN APPROVED MANDREL THROUGH
THE COMPLETED PIPE LINE FOLLOWING TRENCH COMPACTION. THE DIAMETER OF THE MANDREL SHALL
BE 95%OF THE INITIAL PIPE DIAMETER. TEST SHALL BE CONDUCTED NOT MORE THAN 7 DAYS AFTER
THE TRENCH BACKFILLING AND COMPACTION HAS BEEN COMPLETED.
16. TV INSPECTION. UPON COMPLETION OF ALL SEWER CONSTRUCTION, TESTING AND REPAIR, THE
CONTRACTOR SHALL COORDINATE A COLOR TV ACCEPTANCE INSPECTION OF ALL MAINLINES. THE TV
INSPECTION SHALL BE CONDUCTED BY THE CITY OF BOZEMAN. SUFFICIENT WATER TO REVEAL LOW a
AREAS OR REVERSE GRADES SHALL BE DISCHARGED INTO THE PIPE IMMEDIATELY PRIOR TO INITIATION
OF THE TV INSPECTION. THE VHS TAPE AND WRITTEN REPORT SHALL BE DELIVERED TO THE OWNER'S
REPRESENTATIVE. CONTRACTOR SHALL COORDINATE AND PAY ALL COSTS FOR TV INSPECTION.
AS-IX33UILTI
zi
s
NO. REVISIONS DRAWN BY DATE ti AN9 — PROJECT #: 03-242 SHEET
1 REVISED DETAILS REMOVED WTR CGB 5 24 05 NOT TO SCALE GALLATIN CENTER PHASE IV Civil Engineering 32 DISCOVERY 59718 DATE: 2/1PUBLIC C4 of 5
o. L� Land Surveying B02:EMAN,MT 59718 DETAILS—PUBLIC
* * CIVIL DETAILS - PUBLIC ALLIED Geotechnical Engineering PHONE(4%)592-0221 GALLATIN CENTER-PHASE IV
PROJECT ENGINEER: CGB DRAWN BY: CGB i BOZEMAN FAX(406)582-5710 MT ENGINEERING Structural Engineering CIVIL DETAILS
A
DESIGNED BY: CGB REVIEWED BY: JDB Es�a 6ERVICE6.INC.
\ - +-- ~ --- LOT 11
_ I LOT 12 �
( ) L
O - } - -
-_-- CATTAIL BTREEr "-
ARCH CULVERT W/FETS .�-,.1 - � _
--- - -- - S INV. IN W 4682.41 � _ �Y_�Fs --;' -
INV. OUT E 4682.15
L = 50 S = 0.52% CA AIL STREET
L11 LOT 16 I
Ia.xl.era.
y a LOT 14 LOT 13 I <
L I % �I x L65 aan 1.38 acre I
Im
LOT 15 I
15" RCP STS W/FETS I - �_-T-0.61 aorta C
18" RCP STS PIPE W/FETS �S- 129% L =28'
S= 2.21X L =39'- _ INV. IN 4684.11 I LOT 17
INV. IN 4684.25 �� JI INV. OUT 4683.19 LOT 18 376.- I
INV. OUT 4683.39 RIP RAP OUTLET WITH WITH I 4.04- I
24" RCP STS PIPE W/FETS 0.5 C.Y. 4"-6" ROUND ROCK
S= 0.50%L =30 --� I-t DETENTION POND D I ,!-BASIN BOUNDARY
INV. OUT 4682.35 �` // 36" DIA. FLOW CONTROL STRUCTURE
r RIM 4684.95
CREST EL = 4682.66 I Ir
DETENTION POND C % 15" INV OUT 4682.64
48" DIA. FLOW \\ WEIR WIDTH - 1.0" II
CONTROL STRUCTURE
RIM 4684.72
24" INV OUT 4682.50 15" RCP STS PIPE W/FETS iI
WEIR WIDTH = 3.25" S= 3.5%L -14'
\\ INV. OUT 4682.15 II
15" RCP STS W/FETS
S= 1.96X L =24'
INV. IN (E) 4683.62 BASIN D II
INV. OUT (W) 4683.15 -
RIP RAP OUTLET MATH ,d -
NTH 0.5 C.Y. 4"-6"
ROUND ROCK !!
15" RCP STS W/FETS II LOT 19
S= 0.18%L =40' BASIN C
INV. IN (E) 4683.75
NV. OUT (W) 4683.68 r/f
II �
� oil I
I
II
DETENTION BASIN - PLAN VIEW
SCALE 1"=30' -
PROPOSED I L---- ----- --
FINISH
SURFACE
OVERALL, BASIN
SCALE 1"=120'
VARIES SPECIFIED
SEE PLAN VIEW SLOT WIDTH SLOPING, BENCHING OR
TYPE "A" SUPPORT SYSTEMS IN THIS
TRENCH BACKFILL AREA TO CONFORM TO O.S.H.A.
REGULATIONS
PLI VIEW-OUTLET STRUCTURE L
CAST IRON GRATE III 6" %ti \ SELECT TYPE I BEDDING MATERIAL PLACED
IFCO #700-71 OR IN 6" LAYERS AND COMPACTED
�VARIES� APPROVED EQUAL 4" ---- \ AS SPECIFIED IN GEOTECH REPORTS
DETENTION BASIN SUMMARY
T- TYPE I PIPE BEDDING PLACED IN 6" BASIN C BASIN D
MAX. LAYERS AND COMPACTED AS _
RIPRAP OUTLET 3 4 I VARIES VARIES SPECIFIED IN GEOTECH REPORT
) 1 SEE PLAN VIEW BASIN AREA = 804,650 S.F. 18.47 ACRES BASIN AREA = 202,581 S.F. 4.65 ACRES
-WITH 6"-B" COBBLES.
TYPE I PIPE BEDDING PLACED PRE-DEVELOPMENT PRE-DEVELOPMENT
IM ELEVATION TRENCH WIDTH-O.D. IN 6" MAX. LAYERS AND COMPACTED 8
OF PIPE PLUS 2' AS SPECIFIED IN GEOTECH REPORT RUNOFF COEFFICIENT (C) = 0.2 RUNOFF COEFFICIENT (C) = 0.2
I \ MIN. TRENCH WIDTH=3.5' TIME OF CONCENTRATION = 40 MINUTES TIME OF CONCENTRATION = 41 MINUTES
`` VARIES RAINFALL INTENSITY(I) = 0.83 IN/HR RAINFALL INTENSITY(I) = 0.82 IN/HR
II CREST PEAK RUN-OFF (0) = 3.08 CFS PEAK RUN-OFF (0) = 0.76 CFS
OUTLET PIPE INVERT ELEVATION SLOT\
SEE PLAN VIEW FOR SIZE AND SLOPE OUT ELEV. HEIGHT SECTION
POST-DEVELOPMENT POST-DEVELOPMENT 5
TYPICAL
SCALE
RUNOFF COEFFICIENT C a
( ) = 0.8 RUNOFF COEFFICIENT (C) = 0.8 8
1 9" TIME OF CONCENTRATION = 16 MINUTES TIME OF CONCENTRATION = 14 MINUTES 3
PROVIDE WATER-TIGHT RAINFALL INTENSITY (1) = 1.51 IN/HR RAINFALL INTENSITY(1) = 1.65 IN/HR
JOINT I *SEE O.S.H.A. CONSTRUCTION STANDARDS FOR EXCAVATION PEAK RUN-OFF (Q) = 22.33 CFS PEAK RUN-OFF (0) = 6.13 CFS
DETENTION REQUIRED: 22,627 CF DETENTION REQUIRED: 5,706 CIF _
DETENTION PROVIDED: 23,307 CIF DETENTION PROVIDED: 5,929 CIF
2' X2' X8" DEEP j
INLET ARMOR USE-' 2 DETAIL
6"-8" COBBLES cg TYPICAL TRENCH DETAIL -
NTS
1 DETAIL �������� _
� DETENTION POND FLOW CONTROL STRUCTURE
NOT TO SCALE
N0. REVISIONS DRAWN BY DATE PROJECT #: 03-242 SHEET
SCALE AS NOTED GALLATIN CENTER - PHASE IV � Civil Engineering 32 DISCOVERY DRIVE DATE: 2/16/04 C5 of 5
za Land Surveying BOZEMAN,MT 59718 DIET BASIN
DETENTION BASIN C & D DESIGN ALLIED Geotechnical Engineering PHONE(406)592-0221 GALLATIN CENTER-PHASE IV
FAX(406)582-5770
PROJECT ENGINEER: CGB DRAWN BY: CGBEll BOZEMAN,MT ENGINEERING Structural Engineering DET.BASIN C&D
DESIGNED BY: CGB REVIEWED BY: PJS se�xvicEs,i'ac.