HomeMy WebLinkAboutSP-21-032 - Plans - Field changes - 0192 Tilley Drive - Combined As-Built Record Plans SP-21-032DUM
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DUMPSTER EVEVEVEVEVEVEVEVEVEV
EVEVFHA FLOOD HAZARD AREA
WETLAND LIMIT
WETLAND BUFFER LIMIT
MOUNTAIN VIEW OFFICE PARK - LOT 4
192 TILLEY DRIVE, SOUTH BURLINGTON
PROPOSED BUILDING ADDITION
DONALD L. HAMLIN CONSULTING ENGINEERS, INC.
136 Pearl Street, Essex Junction, VT 05452
LOCATION MAP
1" =1000'
VICINITY MAP
1" = 150'
AUGUST 18, 2021
LEGEND
E
T
G
D
S
W
COMBINATION POLE
POWER POLE
HYDRANT
TELEPHONE POLE
GATE VALVE
LIGHT
SUPPORT POLE
SEWER CLEANOUT
CONIFEROUS TREE
NATURAL GAS VALVE
TREE LINE
NATURAL GAS METER
SHRUB
SIGN
HEDGE
MAIL BOX
FLAG POLE
CONCRETE MONUMENT
IRON PIPE FOUND
SURVEY STATION
SEWER MANHOLE
DRAINAGE MANHOLE
TELEPHONE MANHOLE
ELECTRICAL MANHOLE
CURB STOP
CONTOUR LINE - EXISTING
PROPERTY LINE
WATER LINE
SANITARY SEWER LINE
STORM SEWER LINE
NATURAL GAS LINE
UNDERGROUND TELEPHONE
UNDERGROUND ELECTRICAL
CONTOUR LINE - PROPOSED
EASEMENT LINE
SETBACK LINE
EROSION CONTROL FENCE
SAWCUT PAVEMENT
DECIDUOUS TREE
SHEET INDEX
1 OVERALL SITE PLAN
2 MRI ADDITION, DEMOLITION PLAN
3 MRI ADDITION, SITE PLAN
4 MRI ADDITION, GRADING PLAN
5 LIGHTING PLAN
6 DETAILS
7-10 TECHNICAL SPECIFICATIONS
LIMIT OF DISTURBANCE FENCE
NEW SPOT GRADE344.50
CATCH BASIN
SNOW STORAGE AREA
WOODEN SPLIT RAIL FENCE
PROPOSED
MRI ADDITION
PROJECT AREA
REVISED: AUGUST 5, 2022COMMUNI
T
Y
D
RIV
E
T I L L E Y D R IV E
LOT 1
MAITRI REALTY, LLC
185 TILLEY DRIVE, UNIT 2, LLC
EASTERN VIEW, LLC
N/F
LOT 6
PIZZAGALLI PROPERTIES, LLC
N/F
LOT B
PIZZAGALLI PROPERTIES, LLC
N/F
LOT 3
PIZZAGALLI PROPERTIES, LLC
N/F
LOT 5
PIZZAGALLI PROPERTIES, LLC
N/F
LOT 4
UNIVERSITY OF VERMONT
MEDICAL CENTER, INC.
N/F
LOT 2
PIZZAGALLI PROPERTIES, LLC
N/F
(IC)(IO)(IO)
(IC)(IC)(IO)RECORD DRAWING
D
D
D
DD
D
W
W
W
W
W W W W
W
W
W
W
W
WWWWPS ADM
S
S
S
S
S S S
S
S
S
SSDUMPSTER EVEVEVEVEVEVVeB
Cv
Cv
VeB
Cv
CO
EVEVEV
EV
EVEVDRAINAGE
EASEMENT
35'
SIDE
SETBACK
CLASS II
WETLAND LIMIT
50'
WETLA
N
D
BUFFE
R
PROPOSED
MRI ADDITION
PROJECT AREA
PIZZAGALLI PROPERTIES, LLC
LOT 5 / 194 TILLEY DRIVE
14.36 AC.
UNIVERSITY OF VERMONT
MEDICAL CENTER, INC.
LOT 4 / 192 TILLEY DRIVE
14.43 AC.
PIZZAGALLI PROPERTIES, LLC
LOT 3 / 193 TILLEY DRIVE
7.86 AC.
TILLEY
D
R
I
V
E
50'REARSETBACK150'INTERSTATE HIGHWAY OVERLAYDISTRICT35'
SIDE
SETBACK
35'
SIDE
SET
B
A
C
K
50'
FRONT
SETBACK
EXISTING
ELECTRICAL VAULT
EXISTING
TRANSFORMER
EXISTING
PUMP STATION
SEWER
EASEMENT
1
2
3
CONSTRUCTION NOTES
NEW CONCRETE PAD WITH (1) POST & RING TYPE BIKE
RACK, SEE DETAIL.
NEW CONCRETE PAD WITH (2) POST & RING TYPE BIKE
RACKS, SEE DETAIL.
NEW CONCRETE PAD WITH (3) POST & RING TYPE BIKE
RACKS, SEE DETAIL.
1
2
3
DLHCE
JPK
JPK
08/18/2021
1" = 40'
21-360
1
192 TILLEY DRIVE, SOUTH BURLINGTON
PROPOSED BUILDING ADDITION
UVM MEDICAL CENTER
199 MAIN STREET
BURLINGTON, VT 05401
08/05/2022 RECORD DRAWING REVISIONS JPK
1208040040
THE CONTRACTOR SHALL NOTIFY "DIGSAFE" AT
1-888-344-7233 PRIOR TO ANY EXCAVATION
AT LOCATIONS WHICH MAY BE IN THE IMMEDIATE
VICINITY OF UNDERGROUND UTILITIES.
WARNING:
FATALLY TOXIC GASES MAY BE PRESENT
IN UNDERGROUND PIPING SYSTEMS
AND WASTE SYSTEM STRUCTURES.
1 inch = 40 feet
OVERALL SITE PLAN
PROJECT INFORMATION - 192 TILLEY DRIVE
EXISTING PROPOSED ALLOWABLE
AREA
(SF/AC)
% OF
TOTAL
AREA
(SF/AC)
% OF
TOTAL
LOT SIZE 628,687 14.43 100.00 628,687 14.43 100.00
BUILDING COVERAGE 30,233 0.69 4.81 31,159 0.72 4.96 30
PARKING & DRIVE COVERAGE 87,176 2.00 13.87 86,640 1.99 13.78
SIDEWALK & CURB COVERAGE 4,192 0.10 0.67 4,197 0.10 0.66
MISC. COVERAGE 507 0.01 0.08 738 0.02 0.12
TOTAL COVERAGE 122,108 2.80 19.42 122,734 2.83 19.52 50
TILLEY DRIVE
FRONT YARD SETBACK SIZE (50' SETBACK)37,805 0.87 100.00 37,805 0.87 100.00
FRONT YARD COVERAGE 0 0.00 0.00 0 0.00 0.00 30
ZONING DISTRICT: INDUSTRIAL & OPEN SPACE
PARKING STATISTICS
PROVIDED:233 228
GENERAL NOTES:
1)EXISTING FEATURES AND TOPOGRAPHY DEPICTED ON THIS PLAN ARE BASED ON THE FOLLOWING:
A.PLAN ENTITLED "MOUNTAIN VIEW OFFICE PARK - LOT 4 SITE DEVELOPMENT, SITE PLAN", SHEET 2, DATED
12/06/05, LAST REVISED 04/21/08, PREPARED BY DONALD L. HAMLIN CONSULTING ENGINEERS, INC.
B.FIELD SURVEY PERFORMED BY DONALD L. HAMLIN CONSULTING ENGINEERS, INC. DURING MAY AND
JUNE, 2021.
C.DIGITAL ELEVATION MODEL LIDAR DATA PROVIDED BY THE STATE OF VERMONT OPEN GEODATA PORTAL.
2)PROPERTY LINE LOCATIONS AND DIMENSIONS SHOWN ON THIS PLAN ARE BASED ON A PLAN ENTITLED
"BOUNDARY PLAT, MOUNTAIN VIEW OFFICE PARK, TILLEY 2 SUBDIVISION, TILLEY DRIVE, SOUTH BURLINGTON,
VERMONT", SHEET 1 OF 1, DATED 07/29/04, LAST REVISED 06/09/2021, PREPARED BY DONALD L. HAMLIN
CONSULTING ENGINEERS, INC.
3)ALL UTILITIES SHOWN ON THIS PLAN ARE BASED ON THE BEST AVAILABLE INFORMATION AND ARE
APPROXIMATE. THE CONTRACTOR SHALL EXCAVATE WITH CAUTION AT ALL TIMES. ANY UTILITIES DAMAGED
OR DISTURBED BY THE CONTRACTOR DURING THE PERFORMANCE OF THE WORK SHALL BE REPAIRED OR
REPLACED IN A TIMELY FASHION AT THE EXPENSE OF THE CONTRACTOR.
4)TILLEY DRIVE UTILITY LOCATIONS SHOWN ON THIS PLAN ARE BASED ON A PLAN ENTITLED "TILLEY II
SUBDIVISION, ROADWAY PLAN VIEW", SHEET #2, DATED 05/26/04 AND LAST REVISED 04/04/05, PREPARED BY
DONALD L. HAMLIN CONSULTING ENGINEERS, INC.
5)WETLANDS SHOWN ON THIS PLAN ON THE WEST SIDE OF THE LOT 4 SITE DEVELOPMENT WERE DELINEATED
BY GILMAN & BRIGGS ENVIRONMENTAL ON 10/20/2020 AND VERIFIED BY THE DISTRICT WETLAND ECOLOGIST
ON 10/23/2020.
6)THE CONTRACTOR SHALL INSTALL AND MAINTAIN EROSION PREVENTION AND SEDIMENT CONTROL
MEASURES THROUGHOUT THE DURATION OF THE CONSTRUCTION IN ACCORDANCE WITH THE "LOW RISK
SITE HANDBOOK FOR EROSION PREVENTION AND SEDIMENT CONTROL", LATEST EDITION, AS PUBLISHED BY
THE VERMONT DEPARTMENT OF ENVIRONMENTAL CONSERVATION.
ALL AREAS OF DISTURBANCE SHALL BE STABILIZED WITHIN 7 CALENDAR DAYS OF INITIAL DISTURBANCE.
AFTER THIS TIME, ANY DISTURBANCE IN THE AREA MUST BE STABILIZED AT THE END OF EACH WORK DAY,
UNLESS; WORK IS TO CONTINUE IN THE AREA WITHIN THE NEXT 24 HOURS AND THERE IS NO PRECIPITATION
FORECAST FOR THE NEXT 24 HOURS; OR THE WORK IS BEING PERFORMED IN A SELF-CONTAINED
EXCAVATION WITH A DEPTH OF 2 FEET OR GREATER (i.e. HOUSE FOUNDATION, UTILITY TRENCHES).
ALL AREAS OF DISTURBANCE SHALL HAVE PERMANENT STABILIZATION WITHIN 48 HOURS OF REACHING
FINAL GRADE.
7)THE CONTRACTOR SHALL NOTIFY THE CITY OF SOUTH BURLINGTON PUBLIC WORKS DEPARTMENT PRIOR TO
ANY EXCAVATION SUCH THAT MUNICIPAL UTILITIES MAY BE LOCATED WITHIN THE LIMITS OF
CONSTRUCTION.
8)NORTH ORIENTATION IS REFERENCED TO THE VERMONT STATE PLANE COORDINATE SYSTEM (NAD83). THE
VERTICAL ELEVATIONS ARE REFERENCED TO THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88).
SOIL TYPE
Cv- Covington silty clay
HSG
ERODIBILITY
COEFFICIENT
D 0.49
VeB- Vergennes clay, 2 to 6 percent slopes D 0.49
RECORD DRAWING
1
2
2
1
3
4
4
4
3
3
3
11
11
13
10
9
12
8
8
3
14
7
5
6
6
13
15
16
17
1
6
6
EXISTING BUILDING
DEMOLITION NOTES
SAWCUT EXISTING PAVEMENT/CONCRETE.
REMOVE EXISTING PAVEMENT.
EXISTING CURB TO REMAIN.
REMOVE EXISTING CONCRETE CURB.
EXISTING SIGN TO REMAIN.
EXISTING TREE TO REMAIN.
REMOVE EXISTING CONCRETE SIDEWALK.
REMOVE AND SALVAGE EXISTING SIGN.
EXISTING LANDSCAPING TO REMAIN.
EXISTING LANDSCAPING TO BE REMOVED AND
RELOCATED. CONTRACTOR SHALL BE RESPONSIBLE FOR
PRESERVING REMOVED LANDSCAPE PLANTINGS PRIOR TO
REPLANTING. DAMAGED OR DEAD LANDSCAPE PLANTINGS
SHALL BE REPLACED IN KIND AT THE CONTRACTOR'S
EXPENSE.
EXISTING LIGHT FIXTURE AND BASE TO REMAIN.
REMOVE EXISTING LIGHT FIXTURE. REMOVE CONCRETE
BASE.
EXISTING FENCE TO REMAIN.
EXISTING SIDEWALK TO REMAIN.
EXISTING CATCH BASIN TO REMAIN.
REMOVE EXISTING ELECTRICAL BOX. SEE ELECTRICAL
PLANS FOR POWER RELOCATION INFORMATION.
EXISTING CHILLER LINES TO BE RELOCATED, SEE
MECHANICAL PLANS.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
DLHCE
JPK
JPK
08/18/2021
1" = 10'
21-360
2
192 TILLEY DRIVE, SOUTH BURLINGTON
PROPOSED BUILDING ADDITION
UVM MEDICAL CENTER
199 MAIN STREET
BURLINGTON, VT 05401
08/05/2022 RECORD DRAWING REVISIONS JPK
302010010
THE CONTRACTOR SHALL NOTIFY "DIGSAFE" AT
1-888-344-7233 PRIOR TO ANY EXCAVATION
AT LOCATIONS WHICH MAY BE IN THE IMMEDIATE
VICINITY OF UNDERGROUND UTILITIES.
WARNING:
FATALLY TOXIC GASES MAY BE PRESENT
IN UNDERGROUND PIPING SYSTEMS
AND WASTE SYSTEM STRUCTURES.
1 inch = 10 feet
DEMOLITION PLAN
GENERAL NOTES:
1)EXISTING FEATURES AND TOPOGRAPHY DEPICTED ON THIS PLAN ARE BASED ON THE FOLLOWING:
A.PLAN ENTITLED "MOUNTAIN VIEW OFFICE PARK - LOT 4 SITE DEVELOPMENT, SITE PLAN", SHEET 2, DATED
12/06/05, LAST REVISED 04/21/08, PREPARED BY DONALD L. HAMLIN CONSULTING ENGINEERS, INC.
B.PLAN ENTITLED "MOUNTAIN VIEW OFFICE PARK - LOT 4 MRI ADDITION, SITE PLAN" SHEET C-1, DATED
07/14/08, LAST REVISED 09/29/08, PREPARED BY DONALD L. HAMLIN CONSULTING ENGINEERS, INC.
C.FIELD SURVEY PERFORMED BY DONALD L. HAMLIN CONSULTING ENGINEERS, INC. DURING MAY AND
JUNE, 2021.
2)ALL UTILITIES SHOWN ON THIS PLAN ARE BASED ON THE BEST AVAILABLE INFORMATION AND ARE
APPROXIMATE. THE CONTRACTOR SHALL EXCAVATE WITH CAUTION AT ALL TIMES. ANY UTILITIES DAMAGED
OR DISTURBED BY THE CONTRACTOR DURING THE PERFORMANCE OF THE WORK SHALL BE REPAIRED OR
REPLACED IN A TIMELY FASHION AT THE EXPENSE OF THE CONTRACTOR.
3)WETLANDS SHOWN ON THIS PLAN ON THE WEST SIDE OF THE LOT 4 SITE DEVELOPMENT WERE DELINEATED
BY GILMAN & BRIGGS ENVIRONMENTAL ON 10/20/2020 AND VERIFIED BY THE DISTRICT WETLAND ECOLOGIST
ON 10/23/2020.
4)THE CONTRACTOR SHALL INSTALL AND MAINTAIN EROSION PREVENTION AND SEDIMENT CONTROL
MEASURES THROUGHOUT THE DURATION OF THE CONSTRUCTION IN ACCORDANCE WITH THE "LOW RISK
SITE HANDBOOK FOR EROSION PREVENTION AND SEDIMENT CONTROL", LATEST EDITION, AS PUBLISHED BY
THE VERMONT DEPARTMENT OF ENVIRONMENTAL CONSERVATION.
ALL AREAS OF DISTURBANCE SHALL BE STABILIZED WITHIN 14 CALENDAR DAYS OF INITIAL DISTURBANCE.
AFTER THIS TIME, ANY DISTURBANCE IN THE AREA MUST BE STABILIZED AT THE END OF EACH WORK DAY,
UNLESS; WORK IS TO CONTINUE IN THE AREA WITHIN THE NEXT 24 HOURS AND THERE IS NO PRECIPITATION
FORECAST FOR THE NEXT 24 HOURS; OR THE WORK IS BEING PERFORMED IN A SELF-CONTAINED
EXCAVATION WITH A DEPTH OF 2 FEET OR GREATER (i.e. HOUSE FOUNDATION, UTILITY TRENCHES).
ALL AREAS OF DISTURBANCE SHALL HAVE PERMANENT STABILIZATION WITHIN 48 HOURS OF REACHING
FINAL GRADE.
5)THE CONTRACTOR SHALL NOTIFY THE CITY OF SOUTH BURLINGTON PUBLIC WORKS DEPARTMENT PRIOR TO
ANY EXCAVATION SUCH THAT MUNICIPAL UTILITIES MAY BE LOCATED WITHIN THE LIMITS OF
CONSTRUCTION.
6)NORTH ORIENTATION IS REFERENCED TO THE VERMONT STATE PLANE COORDINATE SYSTEM (NAD83). THE
VERTICAL ELEVATIONS ARE REFERENCED TO THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88).
RECORD DRAWING
EXISTING BUILDING
EXISTING F.F. ELEV.=347.70
PROPOSED
BUILDING ADDITION
MATCH EXISTING F.F. ELEV.
1
1
1
2
3
5
6
6
7
8
8
7
3
11
12
13
14
14
16
17
17
3
107
20
19
18
18
21
4
14
34
7
347
CONSTRUCTION NOTES
NEW CEMENT CONCRETE CURB
NEW CEMENT CONCRETE SIDEWALK.
REGRADE AREA AND INSTALL NEW GRAVEL AS NEEDED.
INSTALL NEW BITUMINOUS CONCRETE PAVEMENT.
NEW CONCRETE PAD FOR MECHANICAL EQUIPMENT, SEE
STRUCTURAL PLANS.
NEW CONCRETE PAD FOR CHILLER, SEE STRUCTURAL
PLANS.
NEW PAVEMENT MARKING SYMBOL.
NEW PAVEMENT MARKING LINE STRIPING.
INSTALL SALVAGED ACCESSIBLE PARKING SIGN.
NEW CHAIN LINK FENCE WITH SWING GATE. BLACK VINYL
COATED, 6 FT. HIGH.
NEW CHAIN LINK FENCE WITH SWING GATE. BLACK VINYL
COATED, 6 FT. HIGH WITH BLACK PRIVACY SLATS.
INSTALL TEMPORARY EROSION CONTROL FENCING.
INSTALL TEMPORARY INLET PROTECTION.
RESTORE LAWN AREA WITH NEW TOPSOIL, SEED, AND
MULCH.
NEW CHILLER LINES, SEE MECHANICAL PLANS.
REPLANT REMOVED LANDSCAPE PLANTINGS IN NEW
LANDSCAPE PLANTING AREA. INSTALL NEW 3" THICK BARK
MULCH LAYER.
FULL CURB.
DEPRESSED CURB.
NEW CHILLER LINES CONNECTED TO EXISTING CHILLER
LINES, SEE MECHANICAL PLANS.
NEW CONCRETE PAD WITH (1) POST & RING TYPE BIKE
RACK, SEE DETAIL.
1
2
3
4
5
6
7
8
10
11
12
13
14
16
17
18
19
20
21
DLHCE
JPK
JPK
08/18/2021
1" = 10'
21-360
3
192 TILLEY DRIVE, SOUTH BURLINGTON
PROPOSED BUILDING ADDITION
UVM MEDICAL CENTER
199 MAIN STREET
BURLINGTON, VT 05401
08/05/2022 RECORD DRAWING REVISIONS JPK
302010010
THE CONTRACTOR SHALL NOTIFY "DIGSAFE" AT
1-888-344-7233 PRIOR TO ANY EXCAVATION
AT LOCATIONS WHICH MAY BE IN THE IMMEDIATE
VICINITY OF UNDERGROUND UTILITIES.
WARNING:
FATALLY TOXIC GASES MAY BE PRESENT
IN UNDERGROUND PIPING SYSTEMS
AND WASTE SYSTEM STRUCTURES.
1 inch = 10 feet
SITE PLAN
GENERAL NOTES:
1)EXISTING FEATURES AND TOPOGRAPHY DEPICTED ON THIS PLAN ARE BASED ON THE FOLLOWING:
A.PLAN ENTITLED "MOUNTAIN VIEW OFFICE PARK - LOT 4 SITE DEVELOPMENT, SITE PLAN", SHEET 2, DATED
12/06/05, LAST REVISED 04/21/08, PREPARED BY DONALD L. HAMLIN CONSULTING ENGINEERS, INC.
B.PLAN ENTITLED "MOUNTAIN VIEW OFFICE PARK - LOT 4 MRI ADDITION, SITE PLAN" SHEET C-1, DATED
07/14/08, LAST REVISED 09/29/08, PREPARED BY DONALD L. HAMLIN CONSULTING ENGINEERS, INC.
C.FIELD SURVEY PERFORMED BY DONALD L. HAMLIN CONSULTING ENGINEERS, INC. DURING MAY AND
JUNE, 2021.
2)ALL UTILITIES SHOWN ON THIS PLAN ARE BASED ON THE BEST AVAILABLE INFORMATION AND ARE
APPROXIMATE. THE CONTRACTOR SHALL EXCAVATE WITH CAUTION AT ALL TIMES. ANY UTILITIES DAMAGED
OR DISTURBED BY THE CONTRACTOR DURING THE PERFORMANCE OF THE WORK SHALL BE REPAIRED OR
REPLACED IN A TIMELY FASHION AT THE EXPENSE OF THE CONTRACTOR.
3)WETLANDS SHOWN ON THIS PLAN ON THE WEST SIDE OF THE LOT 4 SITE DEVELOPMENT WERE DELINEATED
BY GILMAN & BRIGGS ENVIRONMENTAL ON 10/20/2020 AND VERIFIED BY THE DISTRICT WETLAND ECOLOGIST
ON 10/23/2020.
4)THE CONTRACTOR SHALL INSTALL AND MAINTAIN EROSION PREVENTION AND SEDIMENT CONTROL
MEASURES THROUGHOUT THE DURATION OF THE CONSTRUCTION IN ACCORDANCE WITH THE "LOW RISK
SITE HANDBOOK FOR EROSION PREVENTION AND SEDIMENT CONTROL", LATEST EDITION, AS PUBLISHED BY
THE VERMONT DEPARTMENT OF ENVIRONMENTAL CONSERVATION.
ALL AREAS OF DISTURBANCE SHALL BE STABILIZED WITHIN 14 CALENDAR DAYS OF INITIAL DISTURBANCE.
AFTER THIS TIME, ANY DISTURBANCE IN THE AREA MUST BE STABILIZED AT THE END OF EACH WORK DAY,
UNLESS; WORK IS TO CONTINUE IN THE AREA WITHIN THE NEXT 24 HOURS AND THERE IS NO PRECIPITATION
FORECAST FOR THE NEXT 24 HOURS; OR THE WORK IS BEING PERFORMED IN A SELF-CONTAINED
EXCAVATION WITH A DEPTH OF 2 FEET OR GREATER (i.e. HOUSE FOUNDATION, UTILITY TRENCHES).
ALL AREAS OF DISTURBANCE SHALL HAVE PERMANENT STABILIZATION WITHIN 48 HOURS OF REACHING
FINAL GRADE.
5)THE CONTRACTOR SHALL NOTIFY THE CITY OF SOUTH BURLINGTON PUBLIC WORKS DEPARTMENT PRIOR TO
ANY EXCAVATION SUCH THAT MUNICIPAL UTILITIES MAY BE LOCATED WITHIN THE LIMITS OF
CONSTRUCTION.
6)NORTH ORIENTATION IS REFERENCED TO THE VERMONT STATE PLANE COORDINATE SYSTEM (NAD83). THE
VERTICAL ELEVATIONS ARE REFERENCED TO THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88).
RECORD DRAWING
346.65
346.72
346.68
346.69
346.66
346.65
347.11
346.44
346.96 346.77
346.28
346.30
346.41
346.42
346.24
346.04
346.16
346.62
347.70
346.75
346.75
346.65
346.80
346.99
347.57
347.65
347.66
347.63
347.41
346.84
EXISTING BUILDING
EXISTING F.F. ELEV.=347.70
PROPOSED
BUILDING ADDITION
MATCH EXISTING F.F. ELEV.
348.49
346.65
347.72
347.06
347.72
347.05
346.09
TBM - TOP CONCRETE
LIGHT POLE BASE
ELEV.=347.06
TBM - TOP CONCRETE
LIGHT POLE BASE
ELEV.=347.44
347.67
347.56
347.35
347.35
346.99
347.21
34
7
347
TOP OF PAD
ELEV.=347.74
DLHCE
JPK
JPK
08/18/2021
1" = 10'
21-360
4
192 TILLEY DRIVE, SOUTH BURLINGTON
PROPOSED BUILDING ADDITION
UVM MEDICAL CENTER
199 MAIN STREET
BURLINGTON, VT 05401
08/05/2022 RECORD DRAWING REVISIONS JPK
302010010
THE CONTRACTOR SHALL NOTIFY "DIGSAFE" AT
1-888-344-7233 PRIOR TO ANY EXCAVATION
AT LOCATIONS WHICH MAY BE IN THE IMMEDIATE
VICINITY OF UNDERGROUND UTILITIES.
WARNING:
FATALLY TOXIC GASES MAY BE PRESENT
IN UNDERGROUND PIPING SYSTEMS
AND WASTE SYSTEM STRUCTURES.
1 inch = 10 feet
GRADING PLAN
GENERAL NOTES:
1)EXISTING FEATURES AND TOPOGRAPHY DEPICTED ON THIS PLAN ARE BASED ON THE FOLLOWING:
A.PLAN ENTITLED "MOUNTAIN VIEW OFFICE PARK - LOT 4 SITE DEVELOPMENT, SITE PLAN", SHEET 2, DATED
12/06/05, LAST REVISED 04/21/08, PREPARED BY DONALD L. HAMLIN CONSULTING ENGINEERS, INC.
B.PLAN ENTITLED "MOUNTAIN VIEW OFFICE PARK - LOT 4 MRI ADDITION, SITE PLAN" SHEET C-1, DATED
07/14/08, LAST REVISED 09/29/08, PREPARED BY DONALD L. HAMLIN CONSULTING ENGINEERS, INC.
C.FIELD SURVEY PERFORMED BY DONALD L. HAMLIN CONSULTING ENGINEERS, INC. DURING MAY AND
JUNE, 2021.
2)ALL UTILITIES SHOWN ON THIS PLAN ARE BASED ON THE BEST AVAILABLE INFORMATION AND ARE
APPROXIMATE. THE CONTRACTOR SHALL EXCAVATE WITH CAUTION AT ALL TIMES. ANY UTILITIES DAMAGED
OR DISTURBED BY THE CONTRACTOR DURING THE PERFORMANCE OF THE WORK SHALL BE REPAIRED OR
REPLACED IN A TIMELY FASHION AT THE EXPENSE OF THE CONTRACTOR.
3)WETLANDS SHOWN ON THIS PLAN ON THE WEST SIDE OF THE LOT 4 SITE DEVELOPMENT WERE DELINEATED
BY GILMAN & BRIGGS ENVIRONMENTAL ON 10/20/2020 AND VERIFIED BY THE DISTRICT WETLAND ECOLOGIST
ON 10/23/2020.
4)THE CONTRACTOR SHALL INSTALL AND MAINTAIN EROSION PREVENTION AND SEDIMENT CONTROL
MEASURES THROUGHOUT THE DURATION OF THE CONSTRUCTION IN ACCORDANCE WITH THE "LOW RISK
SITE HANDBOOK FOR EROSION PREVENTION AND SEDIMENT CONTROL", LATEST EDITION, AS PUBLISHED BY
THE VERMONT DEPARTMENT OF ENVIRONMENTAL CONSERVATION.
ALL AREAS OF DISTURBANCE SHALL BE STABILIZED WITHIN 14 CALENDAR DAYS OF INITIAL DISTURBANCE.
AFTER THIS TIME, ANY DISTURBANCE IN THE AREA MUST BE STABILIZED AT THE END OF EACH WORK DAY,
UNLESS; WORK IS TO CONTINUE IN THE AREA WITHIN THE NEXT 24 HOURS AND THERE IS NO PRECIPITATION
FORECAST FOR THE NEXT 24 HOURS; OR THE WORK IS BEING PERFORMED IN A SELF-CONTAINED
EXCAVATION WITH A DEPTH OF 2 FEET OR GREATER (i.e. HOUSE FOUNDATION, UTILITY TRENCHES).
ALL AREAS OF DISTURBANCE SHALL HAVE PERMANENT STABILIZATION WITHIN 48 HOURS OF REACHING
FINAL GRADE.
5)THE CONTRACTOR SHALL NOTIFY THE CITY OF SOUTH BURLINGTON PUBLIC WORKS DEPARTMENT PRIOR TO
ANY EXCAVATION SUCH THAT MUNICIPAL UTILITIES MAY BE LOCATED WITHIN THE LIMITS OF
CONSTRUCTION.
6)NORTH ORIENTATION IS REFERENCED TO THE VERMONT STATE PLANE COORDINATE SYSTEM (NAD83). THE
VERTICAL ELEVATIONS ARE REFERENCED TO THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88).
RECORD DRAWING
DUMPSTER EVEVEVEVEVEVEX
EXEX
EX
EX
EX
EX
EX
EX
EX
EX
EX
EX
EX
EX
EX
EXEX
EX
EX
EX
EX EX EX EX
EX EX
EXEX
EX
EX
EXEX
EX
EX
*0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.01 *0.02 *0.02 *0.02 *0.02 *0.02 *0.02 *0.02 *0.03 *0.03 *0.03 *0.03 *0.03 *0.02 *0.03 *0.03 *0.03 *0.03 *0.03 *0.02 *0.02 *0.02 *0.02 *0.02 *0.03 *0.04 *0.06 *0.09 *0.13 *0.21 #0.30 #0.41 #0.54 #0.70 #0.85 #0.96 1.09
*0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.02 *0.03 *0.04 *0.04 *0.04 *0.05 *0.04 *0.05 *0.05 *0.05 *0.05 *0.05 *0.05 *0.04 *0.06 *0.07 *0.09 *0.21 *0.29 *0.23 *0.09 *0.04 *0.03 *0.03 *0.04 *0.06 *0.08 *0.11 *0.17 #0.26 #0.40 #0.55 #0.69 #0.85 #1.03 #1.23 1.37
*0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.02 *0.03 *0.04 *0.07 *0.09 *0.10 *0.10 *0.10 *0.09 *0.10 *0.12 *0.12 *0.12 *0.12 *0.12 *0.12 *0.16 *0.25 *0.38 *0.88 *1.42 *1.11 *0.36 *0.13 *0.05 *0.05 *0.06 *0.08 *0.10 *0.14 *0.21 #0.33 #0.50 #0.71 #0.90 #1.04 #1.14 #1.22 1.29
*0.00 *0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.02 *0.02 *0.02 *0.02 *0.03 *0.05 *0.09 *0.17 *0.24 *0.29 *0.30 *0.28 *0.25 *0.23 *0.28 *0.31 *0.35 +0.36 +0.33 +0.30 +0.33 +0.48 +0.97 +2.98 +4.79 +3.98 +1.41 +0.55 +0.23 *0.11 *0.09 *0.10 *0.14 *0.19 #0.28 #0.42 #0.61 #0.85 #1.10 #1.18 #1.15 #0.98 0.55
*0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.01 *0.02 *0.02 *0.02 *0.03 *0.03 *0.02 *0.02 *0.02 *0.02 *0.03 *0.04 *0.06 *0.13 *0.27 *0.47 *0.64 +0.72 +0.67 +0.54 +0.45 +0.46 +0.57 +0.74 +0.82 +0.77 +0.63 +0.54 +0.61 +0.99 +1.87 +2.58 +2.31 +1.24 +0.47 +0.24 *0.14 *0.12 *0.14 *0.19 *0.27 #0.38 #0.55 #0.76 #1.02 #1.33 #1.43 #1.13 #0.52 0.31
*0.00 *0.00 *0.01 *0.01 *0.01 *0.02 *0.02 *0.03 *0.05 *0.06 *0.06 *0.05 *0.05 *0.06 *0.06 *0.06 *0.06 *0.05 *0.07 *0.15 *0.33 *0.66 +1.05 +1.26 +1.16 +0.86 +0.60 +0.56 +0.75 +1.14 +1.39 +1.27 +0.98 +0.75 +0.76 +1.03 +1.46 +1.68 +1.53 +0.99 +0.53 +0.30 +0.19 *0.17 *0.18 *0.25 *0.37 *0.52 *0.73 #0.99 #1.21 #1.41 #1.40 #1.30 #0.47 0.39
*0.00 *0.01 *0.01 *0.01 *0.02 *0.03 *0.04 *0.07 *0.11 *0.16 *0.14 *0.11 *0.13 *0.23 *0.63 *0.70 *0.48 *0.16 *0.11 *0.17 *0.35 +0.80 +1.53 +1.89 +1.66 +1.05 +0.61 +0.55 +0.88 +1.62 +2.06 +1.82 +1.19 +0.80 +0.85 +1.03 +1.23 +1.27 +1.24 +0.95 +0.62 +0.43 +0.32 +0.26 +0.24 +0.29 #0.46 #0.67 #0.89 #1.15 #1.29 #1.28 #1.26 #0.74 #0.66 0.42
*0.00 *0.01 *0.01 *0.02 *0.03 *0.06 *0.09 *0.18 *0.29 +0.35 +0.31 +0.32 +0.55 +1.23 +3.34 *4.57 *2.48 *0.83 *0.31 *0.28 *0.45 +1.13 +3.37 *3.93 *3.12 +1.27 +0.61 +0.63 +1.17 +3.55 +4.44 +3.62 +1.50 +0.80 +0.87 +1.07 +1.18 +1.27 +1.29 +1.12 +0.80 +0.64 +0.53 +0.39 +0.29 +0.32 #0.50 #0.78 #1.05 #1.28 #1.32 #0.98 #0.88 #0.55 #0.55 0.47
*0.01 *0.01 *0.02 *0.03 *0.05 *0.10 *0.26 +0.42 +0.61 +0.64 +0.50 +0.43 +0.58 +1.45 +3.34 +3.91 +2.95 +0.93 +0.42 *0.37 *0.58 +1.39 +3.88 *5.91 *3.78 +1.31 +0.72 +0.71 +1.39 +4.21 +6.46 +3.86 +1.46 +0.89 +0.95 +1.26 +1.61 +2.69 *2.46 *2.24 +1.53 +1.06 *0.78 *0.50 *0.32 *0.35 *0.52 #0.80 #1.16 #1.51 #1.57 #1.02 #0.59 #0.57 #0.60 0.53
*0.01 *0.01 *0.02 *0.04 *0.10 *0.23 +0.46 +0.81 +1.09 +1.10 +0.82 +0.64 +0.80 +1.24 +1.80 +1.98 +1.51 +0.82 +0.46 *0.40 +0.61 +1.56 +4.39 *5.62 *3.47 +1.22 +0.64 +0.65 +1.47 +4.21 +5.38 +3.77 +1.38 +0.98 +1.07 +1.51 +2.12 +4.24 *5.39 *5.05 +2.35 +1.52 +1.01 +0.58 *0.36 *0.38 *0.56 *0.84 #1.21 #1.61 #1.81 #0.94 #0.68 #0.74 #0.76 0.66
*0.01 *0.01 *0.03 *0.07 *0.17 *0.38 +0.73 +1.20 +1.65 +1.84 +1.75 +1.11 +1.06 +1.23 +1.44 +1.40 +1.15 +0.81 +0.61 +0.55 +0.72 +1.32 +2.27 +2.85 +2.25 +0.99 +0.58 +0.65 +1.18 +2.05 +2.56 +2.14 +1.26 +1.01 +1.28 +1.67 +2.20 +4.47 *5.91 +5.12 +2.48 +1.62 +1.04 +0.63 *0.41 *0.43 #0.60 #0.82 #1.11 #1.22 #1.31 #0.71 #0.77 #0.93 #0.99 0.91
*0.01 *0.02 *0.04 *0.10 *0.24 +0.46 +0.80 +1.37 +2.19 +3.93 +3.89 +2.06 +1.60 +1.61 +1.38 +0.96 +1.02 +0.95 +1.38 +1.31 +1.07 +1.17 +1.72 +1.76 +1.37 +0.82 +0.59 +0.64 +1.01 +1.46 +1.69 +1.52 +1.24 +1.31 +1.55 +1.72 +1.87 +2.56 +2.89 +3.07 +1.76 +1.34 +0.97 +0.58 *0.38 *0.41 #0.54 #0.70 #0.91 #0.94 #0.82 #0.69 #0.90 #1.15 #1.40 1.27
*0.01 *0.02 *0.04 *0.10 *0.28 +0.45 +0.67 +1.24 +3.35 *5.53 *6.40 +3.73 +2.74 *4.08 *0.54 *1.05 *1.68 *5.02 *2.15 *1.03 *1.23 +1.19 +0.98 +0.70 +0.55 +0.57 +0.75 +0.98 +1.10 +1.13 +1.19 +1.54 +1.86 +1.85 +1.53 +1.31 +1.26 +1.31 +1.10 +1.03 +0.83 +0.55 *0.37 #0.39 #0.49 #0.61 #0.74 #0.82 #0.59 #0.71 #0.96 #1.37 #1.84 2.44
*0.01 *0.02 *0.05 *0.12 *0.46 +0.52 +0.65 +1.02 +1.89 *3.96 *5.41 +3.61 +1.58 *0.49 +0.53 +0.50 +0.42 +0.37 +0.36 +0.40 +0.49 +0.59 +0.72 +1.03 +1.78 +2.32 +2.16 +1.50 +1.11 +1.44 +1.30 +1.05 +0.93 +0.78 *0.51 *0.36 #0.38 #0.47 #0.58 #0.65 #0.67 #0.47 #0.61 #0.88 #1.22 #2.28 2.25
*0.01 *0.03 *0.06 *0.23 *1.04 +1.03 +1.00 +1.07 +1.26 +2.28 +2.92 +2.79 +4.39 *0.18 *0.19 *0.20 *0.19 *0.18 +0.15 +0.16 +0.20 +0.29 +0.53 +0.93 +2.83 +4.37 +3.89 *1.92 *1.31 *3.13 +2.96 +1.50 +1.11 +0.77 *0.47 *0.35 #0.40 #0.50 #0.59 #0.65 #0.53 #0.41 #0.53 #0.69 #1.19 #1.44 1.45
*0.01 *0.03 *0.09 *0.70 *2.89 +2.74 +1.61 +1.34 +1.13 +1.30 +2.85 +5.17 +3.57 +3.33 *0.06 *0.06 *0.07 *0.07 *0.07 *0.07 *0.07 *0.08 *0.09 *0.16 *0.33 *1.50 *4.12 *3.52 *1.53 *1.60 *5.04 +3.56 +1.86 +1.25 +0.76 *0.41 *0.35 #0.46 #0.58 #0.68 #0.73 #0.40 #0.33 #0.45 #0.78 #0.91 #0.93 1.06
*0.01 *0.03 *0.15 *1.04 *4.83 +3.41 +2.07 +1.61 +1.20 +1.12 +3.39 *5.37 +2.54 +6.97 *0.04 *0.03 *0.03 *0.04 *0.05 *0.06 *0.12 *0.41 *0.61 *0.67 *0.55 +0.97 +3.73 +2.62 +1.74 +1.17 +0.68 *0.38 #0.37 #0.59 #0.73 #0.79 #0.83 #0.32 #0.33 #0.49 #0.59 #0.59 #0.72 0.82
*0.01 *0.03 *0.15 *0.82 *3.52 +2.71 +2.04 +1.81 +1.48 +1.38 +1.62 *1.04 *0.20 *0.19 *0.23 +0.56 +0.78 +1.63 +1.55 +1.29 +0.95 +0.53 *0.30 #0.38 #0.69 #0.84 #1.14 #0.83 #0.32 #0.37 #0.47 #0.48 #0.57 #0.65 0.75
*0.01 *0.02 *0.09 *0.23 +1.33 +1.49 +1.68 +1.91 +1.99 +2.91 +2.41 *0.66 *0.50 *0.36 *0.44 +1.16 +1.18 +1.08 +1.03 +0.91 +0.67 *0.40 *0.28 #0.43 #0.74 #0.95 #1.16 #0.92 #0.44 #0.41 #0.50 #0.55 #0.65 #0.74 0.83
*0.01 *0.02 *0.07 *0.21 +0.66 +0.89 +1.34 +1.81 +2.28 +3.98 *4.45 *0.80 *0.60 *0.78 *1.88 +3.50 +1.82 +1.30 +0.98 +0.69 +0.46 *0.30 *0.28 #0.49 #0.80 #1.05 #1.34 #1.32 #0.48 #0.50 #0.59 #0.72 #0.89 #0.98 1.03
*0.01 *0.02 *0.07 *0.22 +0.62 +0.75 +1.20 +1.65 +2.09 +3.81 *3.74 *0.66 *7.78 *1.27 *4.50 +4.20 +2.13 +1.49 +0.96 +0.55 +0.31 *0.24 *0.30 #0.56 #0.85 #1.18 #1.34 #0.92 #0.46 #0.49 #0.59 #0.80 #1.10 #1.36 1.38
*0.01 *0.03 *0.10 *0.31 +0.84 +0.95 +1.18 +1.36 +1.41 +1.75 *1.42 *0.30 +2.10 +1.17 +2.74 +3.24 +1.80 +1.33 +0.85 +0.47 +0.26 *0.22 #0.36 #0.63 #0.84 #1.18 #1.03 #0.60 #0.40 #0.51 #0.63 #0.88 #1.21 #1.75 1.85
*0.02 *0.04 *0.29 *1.21 +2.34 +1.63 +1.42 +1.19 +0.90 +0.71 *0.45 *0.10 *0.79 *0.47 +1.06 +1.29 +1.17 +1.00 +0.68 +0.38 +0.23 *0.25 #0.38 #0.58 #0.75 #0.87 #0.84 #0.34 #0.37 #0.50 #0.65 #0.90 #1.47 #2.45 2.85
*0.02 *0.05 *0.50 *3.87 +4.27 +2.28 +1.74 +1.25 +0.78 +0.59 *0.20 *0.07 *0.45 *0.26 +0.55 +0.73 +0.76 +0.75 +0.58 +0.37 *0.26 *0.28 #0.38 #0.53 #0.70 #0.79 #0.68 #0.36 #0.47 #0.65 #0.85 #1.06 #1.20 #1.60 1.74
*0.02 *0.06 *0.60 *3.80 +4.05 +2.32 +1.90 +1.40 +0.97 +0.78 *0.19 *0.06 *0.19 *0.25 +0.30 +0.91 +0.78 +0.74 +0.62 +0.43 *0.32 *0.32 #0.41 #0.54 #0.68 #0.75 #0.60 #0.46 #0.55 #0.63 #0.71 #0.92 #1.10 #1.29 1.31
*0.02 *0.05 *0.29 *1.62 +2.30 +1.84 +1.89 +1.77 +1.93 +1.65 *0.35 *0.07 +7.23 +1.00 *2.14 *2.37 *0.36 *0.13 *0.36 +1.02 +2.23 +1.40 +1.01 +0.75 +0.48 *0.34 *0.37 #0.46 #0.59 #0.71 #0.76 #0.64 #0.58 #0.71 #0.77 #0.88 #0.97 #1.00 #1.05 0.96
*0.02 *0.04 *0.13 *0.67 +0.88 +1.27 +1.74 +2.11 +3.33 +4.03 *0.91 *0.11 +1.89 +1.19 +0.67 +3.48 +3.28 +0.58 +3.22 *3.56 *0.40 *0.29 *0.71 *0.82 *0.59 *0.26 *0.63 +4.11 +4.14 +1.99 +1.34 +0.88 +0.49 *0.35 #0.41 #0.55 #0.69 #0.85 #0.87 #0.75 #0.70 #0.90 #1.01 #1.07 #1.04 #0.95 #0.85 0.68
*0.02 *0.04 *0.07 *0.34 +0.53 +0.96 +1.50 +2.06 +3.49 +4.53 *0.95 *0.11 *3.50 +1.37 +0.49 +0.46 +0.31 +1.07 +1.31 +0.75 +1.25 +3.32 +4.70 +2.78 +1.01 +1.00 +3.86 +3.74 +1.98 +1.32 +0.86 +0.47 #0.34 #0.45 #0.66 #0.85 #1.01 #0.98 #0.76 #0.84 #1.07 #1.34 #1.29 #1.08 #0.88 #0.69 0.49
*0.02 *0.03 *0.07 *0.19 +0.38 +0.73 +1.16 +1.52 +2.40 +2.22 *0.50 *0.08 *4.45 +1.97 +0.24 +0.19 +0.28 +0.46 +0.61 *0.73 +1.40 +3.02 +3.66 +2.90 +1.01 *0.62 *1.73 +2.12 +1.46 +1.13 +0.74 *0.41 *0.35 *0.48 *0.72 #1.03 #1.30 #1.28 #0.87 #0.78 #1.07 #1.57 #1.35 #0.94 #0.71 #0.55 0.37
*0.02 *0.03 *0.06 *0.15 +0.34 +0.62 +0.87 +0.98 +1.12 +0.89 *0.17 *0.24 *0.57 +0.37 +0.20 +0.32 *0.49 *0.74 +0.89 +0.93 +1.25 +1.73 +1.87 +1.48 +0.81 *0.45 +0.82 +0.82 +0.84 +0.80 +0.58 *0.39 *0.37 #0.52 #0.76 #1.08 #1.48 #1.60 #0.66 #0.52 #0.65 #0.78 #0.66 #0.51 #0.29 #0.25 0.15
*0.02 *0.03 *0.06 *0.16 +0.37 +0.64 +0.82 +0.96 +1.15 +0.52 *0.15 *0.51 *2.85 +0.86 +0.35 *0.52 *0.87 +1.20 +1.36 +1.26 +1.20 +1.37 +1.29 +1.03 +0.69 +0.48 +0.67 +0.55 +0.59 +0.61 +0.50 *0.39 #0.44 #0.61 #0.84 #1.12 #1.30 #1.33 #0.57 #0.43 #0.38 #0.51 #0.38 #0.22 #0.14 #0.10 0.06
*0.02 *0.03 *0.06 *0.15 *0.38 *0.72 +1.05 +1.50 +3.00 +2.37 *0.45 *0.91 *1.19 +1.80 +0.54 +0.79 +1.24 +1.65 +2.04 +2.29 +1.32 +0.94 +0.70 +0.63 +0.52 +0.47 +0.81 +0.63 +0.62 +0.60 +0.51 *0.43 #0.48 #0.63 #0.80 #1.01 #1.07 #0.83 #0.49 #0.35 #0.32 #0.25 #0.22 #0.17 #0.11 #0.07 0.05
*0.02 *0.03 *0.06 *0.13 *0.35 *0.77 *1.27 +1.91 +3.86 *4.68 *0.74 *0.26 *0.86 *0.71 *0.68 +0.95 +1.41 +2.13 *3.75 *3.90 +1.45 +0.37 +0.30 +0.29 +0.53 *1.47 +1.83 +1.17 +0.89 +0.71 *0.52 *0.44 #0.49 #0.62 #0.77 #0.95 #1.07 #0.66 #0.58 #0.39 #0.26 #0.18 #0.15 #0.12 #0.10 #0.06 0.04
*0.01 *0.03 *0.05 *0.10 *0.30 *0.71 *1.20 +1.81 +3.04 *3.33 *0.63 *0.19 *0.85 *0.90 *0.89 +1.00 +1.28 +2.75 *4.35 *2.86 +0.67 +0.17 +0.11 +0.14 *0.72 *4.06 +3.73 +1.79 +1.23 +0.82 *0.52 *0.43 #0.52 #0.66 #0.81 #0.95 #1.16 #0.78 #0.98 #0.56 #0.22 #0.12 #0.08 #0.06 #0.05 #0.04 0.03
*0.01 *0.02 *0.05 *0.09 *0.23 *0.55 *0.96 +1.26 +1.52 +1.30 *0.27 *0.08 *0.02 *0.02 *0.02 *0.02 *0.02 *0.52 *2.23 +2.44 +1.40 +1.16 +1.06 +1.32 +1.07 *0.68 *0.19 *0.08 *0.07 *0.13 *0.87 *4.24 +3.61 +1.82 +1.27 +0.81 *0.46 *0.40 #0.54 #0.75 #0.90 #1.02 #1.12 #0.83 #1.08 #1.11 #0.26 #0.10 #0.06 #0.04 #0.03 #0.02 0.02
*0.01 *0.02 *0.04 *0.08 *0.17 *0.40 *0.66 +0.80 +0.86 +0.97 +0.47 +0.19 *0.06 *0.05 *0.08 *0.15 *0.17 *0.11 *0.06 *0.11 *0.89 *4.53 +3.55 +1.84 +1.31 +0.94 +0.40 +0.26 *0.12 *0.07 *0.06 *0.06 *0.12 *0.41 +2.06 +2.09 +1.47 +1.09 +0.67 *0.40 *0.37 *0.54 #0.80 #1.08 #1.27 #1.31 #0.98 #1.13 #1.13 #0.24 #0.09 #0.05 #0.03 #0.03 #0.02 0.01
*0.01 *0.02 *0.03 *0.06 *0.14 *0.31 *0.52 *0.66 +0.84 +1.44 +2.27 *0.83 *0.26 *0.20 *0.25 *0.73 *1.14 *0.77 *0.24 *0.20 *0.90 +3.94 +3.16 +1.75 +1.22 +0.69 +0.33 +0.13 *0.08 *0.06 *0.06 *0.07 *0.11 *0.24 +0.75 +0.85 +0.86 +0.76 +0.50 *0.33 *0.35 *0.54 #0.82 #1.16 #1.59 #1.81 #1.02 #1.14 #0.64 #0.16 #0.08 #0.04 #0.03 #0.02 #0.01 0.01
*0.01 *0.01 *0.03 *0.05 *0.12 *0.28 *0.49 *0.74 +1.14 +2.43 +4.53 *3.74 *0.81 *0.50 +1.16 +3.37 +4.69 +3.09 +1.09 *0.52 *0.51 +1.65 +1.70 +1.24 +0.95 +0.57 +0.29 +0.14 *0.10 *0.09 *0.10 *0.13 *0.16 *0.29 +0.40 +0.42 +0.49 +0.49 *0.37 *0.28 *0.36 *0.59 #0.88 #1.23 #1.50 #1.62 #0.79 #0.69 #0.42 #0.12 #0.09 #0.04 #0.02 #0.02 #0.01 0.01
*0.01 *0.01 *0.02 *0.04 *0.09 *0.21 *0.45 *0.81 *1.29 +1.96 +3.57 +3.62 *0.90 *0.58 +1.16 +2.31 +3.05 +2.62 +1.11 +0.56 +0.44 +0.83 *0.78 *0.77 +0.74 +0.66 +0.88 +0.76 *0.49 *0.20 *0.21 *0.29 *0.35 *0.43 +0.46 +0.39 +0.39 +0.36 *0.30 *0.27 *0.38 *0.63 #0.92 #1.17 #1.27 #1.18 #0.51 #0.41 #0.29 #0.10 #0.07 #0.03 #0.02 #0.01 #0.01 0.01
*0.01 *0.01 *0.02 *0.03 *0.06 *0.13 *0.32 *0.67 *1.11 +1.59 +1.76 +1.80 +1.08 +0.63 +1.02 +1.55 +1.77 +1.50 +1.01 +0.76 +0.72 +0.88 +0.80 +0.88 +1.10 +1.81 *3.91 *4.42 *2.16 *0.74 *0.43 *0.49 *0.67 +0.82 +0.81 +0.68 *0.52 *0.39 *0.29 *0.27 *0.37 *0.65 #0.96 #1.16 #1.18 #0.99 #0.32 #0.26 #0.22 #0.09 #0.05 #0.03 #0.02 #0.01 #0.01 0.01
*0.01 *0.01 *0.01 *0.02 *0.04 *0.08 *0.18 *0.43 +0.76 +1.03 +1.03 +0.83 +0.71 +0.77 +0.87 +1.12 +1.20 +1.10 +0.96 +0.97 +1.13 +1.21 +1.16 +1.03 +1.10 +2.06 +3.58 +3.86 +2.57 +0.88 +0.58 +0.65 +0.99 +1.32 +1.31 +1.04 *0.70 *0.44 *0.32 *0.29 *0.40 *0.67 #1.07 #1.24 #1.13 #0.77 #0.21 #0.19 #0.16 #0.08 #0.04 #0.02 #0.02 #0.01 #0.01 0.01
*0.00 *0.01 *0.01 *0.02 *0.03 *0.05 *0.11 *0.21 *0.41 +0.60 +0.63 +0.60 +0.62 +0.67 +0.70 +0.78 +0.79 +0.71 +0.78 +1.07 +1.57 +1.75 +1.58 +1.20 +1.08 +1.45 +1.92 +1.99 +1.45 +0.82 +0.60 +0.76 +1.45 +1.99 +1.90 +1.35 +0.77 *0.58 *0.80 *0.85 *0.84 #0.83 #1.04 #1.34 #1.19 #0.53 #0.17 #0.17 #0.13 #0.06 #0.03 #0.02 #0.01 #0.01 #0.01 0.01
*0.00 *0.01 *0.01 *0.01 *0.02 *0.04 *0.05 *0.10 *0.21 *0.33 *0.40 +0.50 +0.66 +0.76 +0.77 +0.79 *0.61 *0.45 +0.61 +1.28 +2.69 +2.85 +2.24 +1.32 +1.00 +1.14 *1.37 +1.54 +1.20 +0.86 +0.79 +0.99 +2.60 +4.17 +3.66 +2.02 +1.10 +1.47 *3.45 *4.71 *2.85 #1.62 #1.30 #1.36 #1.51 #0.52 #0.17 #0.16 #0.10 #0.05 #0.03 #0.02 #0.01 #0.01 #0.01 0.00
*0.00 *0.00 *0.01 *0.01 *0.02 *0.02 *0.04 *0.06 *0.10 *0.18 *0.28 +0.51 +0.87 +1.19 +1.50 *1.90 *0.72 *0.44 +0.61 +1.48 +4.21 +5.74 +3.76 +1.38 +0.83 +0.80 *0.88 *1.34 +1.12 +0.90 *0.68 *0.52 *1.48 *4.38 *3.66 +1.64 +1.07 #1.72 #3.67 #4.23 #3.47 #1.73 #1.41 #1.39 #1.37 #0.36 #0.22 #0.17 #0.07 #0.05 #0.03 #0.02 #0.01 #0.01 #0.01 0.00
*0.00 *0.00 *0.01 *0.01 *0.01 *0.02 *0.03 *0.04 *0.07 *0.12 *0.27 +0.58 +1.08 +1.66 +2.65 *5.03 *1.89 +0.94 +0.75 +1.66 +4.53 +5.82 +3.22 +1.21 *0.66 *0.66 *0.97 +2.09 +1.55 +1.14 *0.82 *0.51 *0.49 *0.65 *0.74 *0.50 *0.65 #1.24 #1.97 #2.25 #2.10 #1.56 #1.44 #1.11 #0.58 #0.22 #0.17 #0.10 #0.06 #0.04 #0.02 #0.01 #0.01 #0.01 #0.00 0.00
*0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.02 *0.03 *0.05 *0.09 *0.23 +0.61 +1.28 +2.17 +4.18 +8.49 *5.66 +2.48 +1.13 +1.74 +3.37 +3.90 +2.89 +0.99 +0.66 +1.26 *3.15 +4.91 +2.31 +1.50 +0.95 +0.47 *0.22 *0.17 *0.21 *0.38 *0.70 #1.16 #1.55 #1.68 #1.61 #1.34 #1.08 #0.79 #0.29 #0.15 #0.16 #0.08 #0.05 #0.03 #0.02 #0.01 #0.01 #0.01 #0.00 0.00
*0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.02 *0.03 *0.05 *0.09 *0.23 +0.55 +1.05 +1.72 +3.68 +5.70 +4.44 +2.75 +1.29 +1.45 +1.85 +1.92 +1.55 +1.14 +1.43 +3.71 *7.99 +7.34 +3.20 +1.84 +1.01 +0.50 *0.22 *0.16 *0.21 *0.42 *0.79 *1.14 #1.29 #1.28 #1.24 #1.06 #0.85 #0.45 #0.16 #0.14 #0.13 #0.06 #0.04 #0.02 #0.02 #0.01 #0.01 #0.00 #0.00 0.00
*0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.02 *0.03 *0.04 *0.09 *0.20 +0.45 +0.78 +1.19 +1.91 +2.63 +2.10 +1.58 +1.13 +1.14 +1.30 +1.34 +1.15 +1.00 +1.46 +3.08 +5.26 +5.52 +2.52 +1.51 +0.92 *0.43 *0.18 *0.16 *0.25 *0.50 *0.91 *1.25 #1.34 #1.26 #1.08 #0.61 #0.53 #0.19 #0.11 #0.11 #0.08 #0.04 #0.03 #0.02 #0.01 #0.01 #0.01 #0.00 #0.00 0.00
*0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.02 *0.04 *0.07 *0.17 *0.33 *0.55 +0.84 +1.22 +1.55 +1.38 +1.14 +0.87 +0.78 +0.79 +0.81 +0.82 +0.89 +1.21 +1.75 +2.45 +2.24 +1.54 +1.05 +0.68 *0.36 *0.19 *0.18 *0.31 *0.64 *1.10 #1.59 #1.97 #2.73 #1.40 #0.39 #0.23 #0.07 #0.07 #0.07 #0.05 #0.03 #0.02 #0.01 #0.01 #0.01 #0.01 #0.00 #0.00 0.00
*0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.02 *0.03 *0.05 *0.10 *0.20 *0.34 +0.49 +0.67 +0.81 +0.79 +0.70 +0.56 +0.45 +0.41 +0.40 +0.51 +0.67 +0.92 +1.18 +1.46 +1.31 +0.98 +0.70 *0.48 *0.28 *0.20 *0.27 *0.46 *0.79 *1.25 #1.89 #3.21 #4.56 #0.98 #0.31 #0.10 #0.05 #0.05 #0.04 #0.03 #0.02 #0.01 #0.01 #0.01 #0.01 #0.00 #0.00 #0.00 0.00
*0.00 *0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.02 *0.03 *0.06 *0.10 *0.16 *0.21 *0.28 *0.34 *0.31 *0.32 *0.28 *0.23 *0.19 *0.19 *0.28 *0.39 +0.51 +0.63 +0.75 +0.71 *0.58 *0.45 *0.31 *0.23 *0.24 *0.40 *0.64 *0.87 #1.14 #1.67 #3.73 #4.19 #0.77 #0.13 #0.05 #0.03 #0.03 #0.03 #0.02 #0.01 #0.01 #0.01 #0.01 #0.00 #0.00 #0.00 #0.00 0.00
*0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.02 *0.03 *0.05 *0.07 *0.08 *0.09 *0.12 *0.11 *0.12 *0.12 *0.10 *0.10 *0.10 *0.14 *0.17 *0.21 *0.25 *0.29 *0.30 *0.28 *0.25 *0.20 *0.18 *0.32 *0.60 *0.86 #0.92 #0.92 #1.20 #1.59 #0.79 #0.31 #0.05 #0.02 #0.02 #0.02 #0.02 #0.02 #0.01 #0.01 #0.01 #0.00 #0.00 #0.00 #0.00 #0.00 0.00
*0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.02 *0.03 *0.04 *0.04 *0.04 *0.05 *0.05 *0.05 *0.05 *0.05 *0.05 *0.05 *0.06 *0.07 *0.08 *0.09 *0.10 *0.11 *0.12 *0.12 *0.13 *0.24 *0.46 *0.87 *1.20 #1.29 #1.19 #0.98 #0.63 #0.16 #0.06 #0.03 #0.02 #0.02 #0.01 #0.01 #0.01 #0.01 #0.01 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 0.00
*0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.02 *0.02 *0.02 *0.02 *0.03 *0.02 *0.03 *0.03 *0.03 *0.03 *0.03 *0.03 *0.04 *0.04 *0.05 *0.05 *0.06 *0.07 *0.08 *0.12 *0.25 *0.61 *1.07 #1.68 #2.18 #3.01 #1.24 #0.22 #0.06 #0.02 #0.01 #0.01 #0.01 #0.01 #0.01 #0.01 #0.01 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 0.00
*0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.02 *0.02 *0.02 *0.02 *0.02 *0.02 *0.02 *0.02 *0.03 *0.03 *0.04 *0.05 *0.07 *0.13 *0.32 *0.69 #1.18 #1.83 #3.61 #4.54 #0.98 #0.15 #0.03 #0.01 #0.01 #0.01 #0.01 #0.01 #0.01 #0.01 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 0.00
*0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.02 *0.02 *0.03 *0.04 *0.06 *0.14 *0.32 *0.58 #0.91 #1.52 #3.60 #3.54 #0.60 #0.06 #0.02 #0.01 #0.01 #0.01 #0.01 #0.01 #0.01 #0.01 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 0.00
*0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.02 *0.03 *0.05 *0.12 #0.23 #0.36 #0.50 #0.76 #1.18 #0.47 #0.18 #0.02 #0.01 #0.01 #0.01 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 0.00
*0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.02 *0.04 *0.07 #0.12 #0.17 #0.23 #0.33 #0.43 #0.10 #0.03 #0.01 #0.01 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 0.00
*0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.02 *0.03 *0.04 *0.06 *0.07 #0.10 #0.14 #0.06 #0.03 #0.01 #0.01 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 0.00
*0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.02 *0.03 *0.03 *0.04 *0.04 *0.04 #0.01 #0.01 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 0.00
*0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.02 *0.02 *0.02 *0.01 *0.01 *0.01 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 0.00
*0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.01 *0.01 *0.01 *0.00 *0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 0.00
*0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.00 *0.01 *0.01 *0.01 *0.00 *0.00 *0.00 *0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 #0.00 0.00
WP
3.47
EX-R
WP
DLHCE
JPK
JPK
08/18/2021
1" = 30'
21-360
5
192 TILLEY DRIVE, SOUTH BURLINGTON
PROPOSED BUILDING ADDITION
UVM MEDICAL CENTER
199 MAIN STREET
BURLINGTON, VT 05401
08/05/2022 RECORD DRAWING REVISIONS JPK
906030030
THE CONTRACTOR SHALL NOTIFY "DIGSAFE" AT
1-888-344-7233 PRIOR TO ANY EXCAVATION
AT LOCATIONS WHICH MAY BE IN THE IMMEDIATE
VICINITY OF UNDERGROUND UTILITIES.
WARNING:
FATALLY TOXIC GASES MAY BE PRESENT
IN UNDERGROUND PIPING SYSTEMS
AND WASTE SYSTEM STRUCTURES.
1 inch = 30 feet
LIGHTING PLAN
GENERAL NOTES:
1)EXISTING FEATURES AND TOPOGRAPHY DEPICTED ON THIS PLAN ARE BASED ON THE FOLLOWING:
A.PLAN ENTITLED "MOUNTAIN VIEW OFFICE PARK - LOT 4 SITE DEVELOPMENT, SITE PLAN", SHEET 2, DATED
12/06/05, LAST REVISED 04/21/08, PREPARED BY DONALD L. HAMLIN CONSULTING ENGINEERS, INC.
B.PLAN ENTITLED "MOUNTAIN VIEW OFFICE PARK, LOT 4 SITE DEVELOPMENT, LIGHTING PLAN", SHEET 7,
DATED 12/06/05, LAST REVISED 07/11/08, PREPARED BY DONALD L. HAMLIN CONSULTING ENGINEERS, INC.
C.PLAN ENTITLED "MOUNTAIN VIEW OFFICE PARK, LOT 4 MRI ADDITION, LIGHTING PLAN", DATED 07/14/08,
LAST REVISED 09/23/08, PREPARED BY DONALD L. HAMLIN CONSULTING ENGINEERS, INC.
D.PLAN ENTITLED "MOUNTAIN VIEW OFFICE PARK - LOT 5, 194 TILLEY DRIVE SITE DEVELOPMENT, LIGHTING
PLAN", SHEET 4, DATED 05/16/2018, LAST REVISED 09/17/2018, PREPARED BY DONALD L. HAMLIN
CONSULTING ENGINEERS, INC.
E.FIELD SURVEY PERFORMED BY DONALD L. HAMLIN CONSULTING ENGINEERS, INC. DURING MAY AND
JUNE, 2021.
2)ALL UTILITIES SHOWN ON THIS PLAN ARE BASED ON THE BEST AVAILABLE INFORMATION AND ARE
APPROXIMATE. THE CONTRACTOR SHALL EXCAVATE WITH CAUTION AT ALL TIMES. ANY UTILITIES DAMAGED
OR DISTURBED BY THE CONTRACTOR DURING THE PERFORMANCE OF THE WORK SHALL BE REPAIRED OR
REPLACED IN A TIMELY FASHION AT THE EXPENSE OF THE CONTRACTOR.
3)WETLANDS SHOWN ON THIS PLAN ON THE WEST SIDE OF THE LOT 4 SITE DEVELOPMENT WERE DELINEATED
BY GILMAN & BRIGGS ENVIRONMENTAL ON 10/20/2020 AND VERIFIED BY THE DISTRICT WETLAND ECOLOGIST
ON 10/23/2020.
4)THE CONTRACTOR SHALL INSTALL AND MAINTAIN EROSION PREVENTION AND SEDIMENT CONTROL
MEASURES THROUGHOUT THE DURATION OF THE CONSTRUCTION IN ACCORDANCE WITH THE "LOW RISK
SITE HANDBOOK FOR EROSION PREVENTION AND SEDIMENT CONTROL", LATEST EDITION, AS PUBLISHED BY
THE VERMONT DEPARTMENT OF ENVIRONMENTAL CONSERVATION.
ALL AREAS OF DISTURBANCE SHALL BE STABILIZED WITHIN 14 CALENDAR DAYS OF INITIAL DISTURBANCE.
AFTER THIS TIME, ANY DISTURBANCE IN THE AREA MUST BE STABILIZED AT THE END OF EACH WORK DAY,
UNLESS; WORK IS TO CONTINUE IN THE AREA WITHIN THE NEXT 24 HOURS AND THERE IS NO PRECIPITATION
FORECAST FOR THE NEXT 24 HOURS; OR THE WORK IS BEING PERFORMED IN A SELF-CONTAINED
EXCAVATION WITH A DEPTH OF 2 FEET OR GREATER (i.e. HOUSE FOUNDATION, UTILITY TRENCHES).
ALL AREAS OF DISTURBANCE SHALL HAVE PERMANENT STABILIZATION WITHIN 48 HOURS OF REACHING
FINAL GRADE.
5)THE CONTRACTOR SHALL NOTIFY THE CITY OF SOUTH BURLINGTON PUBLIC WORKS DEPARTMENT PRIOR TO
ANY EXCAVATION SUCH THAT MUNICIPAL UTILITIES MAY BE LOCATED WITHIN THE LIMITS OF
CONSTRUCTION.
6)NORTH ORIENTATION IS REFERENCED TO THE VERMONT STATE PLANE COORDINATE SYSTEM (NAD83). THE
VERTICAL ELEVATIONS ARE REFERENCED TO THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88).
LIGHTING STATISTICS
PARKING & WALKWAYS
MAXIMUM = 8.49 fc
MINIMUM = 0.11 fc
AVERAGE = 1.46 fc
UNIFORMITY RATIO = 13.3 : 1
NOTE: LIGHTING STATISTICS ARE FOR WALKS, PARKING, AND DRIVE AREAS ON LOT 4.
EX
EXISTING POLE MOUNTED LIGHT
MOUNTING HEIGHT = 20'.
EX
EXISTING BUILDING MOUNTED LIGHT
MOUNTING HEIGHT = 15'.
EX
EXISTING BOLLARD LIGHT
EX-R
EXISTING BOLLARD LIGHT - TO BE REMOVED QTY
1
WP
NEW BUILDING MOUNTED LIGHT, LUMARK AXCENT AXCS1A-W-PC
MOUNTING HEIGHT = 11'.
QTY
2
RECORD DRAWING
NOTES:
1.INLET PROTECTION SHALL BE INSTALLED MAINTAINED PER MANUFACTURER'S SPECIFICATIONS.
2.INLET PROTECTION SHALL BE INSPECTED AT LEAST ONCE EVERY SEVEN CALENDAR DAYS OR
WITHIN 24 HOURS AFTER ANY RAIN EVENT WHICH RESULTS IN A DISCHARGE FROM THE SITE..
3.REPLACE INLET FILTER AS NECESSARY TO ALLOW PROPER DRAINAGE AND INLET PROTECTION.
NTS
INLET FILTER BY BLOCKSOM
& COMPANY OR APPROVED
EQUAL
CATCH BASIN FRAME
AND GRATE
TYPICAL "ZIP TIE"
AND PLASTIC WASHER
TYPICAL "ZIP TIE"
AND PLASTIC WASHER
3"3"
STORM DRAINAGE
STRUCTURE
TYPICAL FRAME AND
GRATE
INLET FILTER BY BLOCKSOM
& COMPANY OR APPROVED
EQUAL
TYPICAL CATCH BASIN INLET PROTECTION
24''
GRAVEL AS NEEDED FOR FINE GRADING
EXISTING SUBBASE
NOTE: ALL BACKFILL TO BE THOROUGHLY COMPACTED
IN 6'' LIFTS TO A DENSITY OF 95% OF THE
MAXIMUM DRY DENSITY USING THE STANDARD
PROCTOR TEST, ACCORDING TO ASTM D698
EXISTING
BITUMINOUS CONCRETE
SMOOTH CUT EXISTING BITUMINOUS
CONCRETE PRIOR TO PAVING. ALL
JOINTS SHALL BE THOROUGHLY
CLEANED AND COATED WITH
EMULSIFIED ASPHALT.
1-1/4'' TYPE III BITUMINOUS
CONCRETE WEARING COURSE
1-3/4" TYPE II BITUMINOUS CONCRETE
AS REQUIRED TO MATCH EXISTING
TYPICAL PAVEMENT MATCHING DETAIL
(PAVEMENT REGRADING AREAS)
NTS
THE CONTRACTOR SHALL INSTALL AND MAINTAIN EROSION PREVENTION AND
SEDIMENT CONTROL MEASURES THROUGHOUT THE DURATION OF THE
CONSTRUCTION IN ACCORDANCE WITH THE LOW RISK SITE HANDBOOK FOR
EROSION PREVENTION AND SEDIMENT CONTROL, LATEST EDITION, AS PUBLISHED
BY THE VERMONT DEPARTMENT OF ENVIRONMENTAL CONSERVATION.
ACCESSIBLE PARKING SYMBOL DETAIL
NTS
3' - 0"
3' - 6"
36'
18'18'
NTS
PARKING SPACE DETAIL
9'
9'
9'
9'
TYPICAL 9' X 18' PARKING SPACE
UNLESS OTHERWISE NOTED
4" WHITE LINE SPACED
4' ON CENTER
TYPICAL 9' X 18'
ACCESSIBLE PARKING SPACE
WITH 9' WIDE AISLE
4" WHITE LINE
TYPICAL ACCESSIBLE
PARKING SYMBOL
NOTES:
1.CURBING SHALL BE CONSTRUCTED IN 10' SECTIONS WITH 1/8" JOINTS BETWEEN SECTIONS.
2.EXPANSION JOINTS SHALL BE CONSTRUCTED EVERY 20' WITH 1/4" THICK PREFORMED
EXPANSION JOINT FILLER MATERIAL CONFORMING TO AASHTO DESIGNATION M-1533.
3.CURB REVEAL AT DRIVEWAYS SHALL BE 1-1/2" MAXIMUM.
4.CURB REVEAL AT ALL HANDICAP ACCESSES SHALL BE A MAXIMUM OF 1/4".
5.ALL RADII LESS THAN 200' SHALL BE FORMED USING FLEXIBLE FORMS.
6.ALL BACKFILL SHALL BE COMPACTED TO A DENSITY OF 95% OF THE MAXIMUM DRY DENSITY
USING THE STANDARD PROCTOR TEST, ACCORDING TO ASTM D698.
7.CURB ADJACENT TO SIDEWALK SHALL BE SEPARATED WITH 4 MIL POLYETHYLENE.
18"
9"
6"
6" OR AS SHOWN ON PLANS
1/4" RADIUS 1/2" RADIUS
4,000 PSI CLASS B
CEMENT CONCRETE
TYPICAL CONCRETE CURB DETAIL
NTS
6"
6"6"
4" TOPSOIL, FERTILIZE,
LIME, SEED AND MULCH
PLANT MIXED GRAVEL BACKFILL
(VAOT SPEC. # 704.05 FINE)
WIDTH AS SHOWN
ON PLANS
4" THICK 4,000 PSI
CEMENT CONCRETE
NOTES
1.WALK SHALL BE CAST IN 100 FOOT SECTIONS. THERE WILL BE NO EXPANSION JOINTS. CONNECTION TO
EXISTING WALK AND BETWEEN 100 FOOT SECTIONS SHALL BE ACCOMPLISHED UTILIZING THE SPEED DOWEL
SYSTEM, PRODUCTS PSD09/#5TX AND PSD//#5BX, AS SUPPLIED BY GREENSTREAK, INC. OR AN APPROVED
EQUAL, ±1 FOOT ON CENTER. WALK SHALL BE GROOVED WITH A SAWN FALSE JOINT EVERY 5 FEET. THESE
GROOVES SHALL BE 1/8" WIDE AND 1/3 THE DEPTH OF THE WALK. FALSE JOINTS SHALL NOT BE STRUCK.
2.PLANT MIXED GRAVEL SHALL BE COMPACTED TO 95% OF THE MAXIMUM DRY DENSITY USING THE STANDARD
PROCTOR TEST, ACCORDING TO ASTM D698.
3.THE CONCRETE SIDEWALK AT DRIVE CROSSINGS SHALL BE 6" THICK AND THE PLANT MIXED GRAVEL
SUBBASE SHALL BE 12" THICK.
4.ALL SIDEWALKS SHALL BE TREATED WITH CERTI-VEX AC 1315, PER THE MANUFACTURER'S INSTRUCTIONS.
S = 1/4"/FT.
BROOM FINISH WITH
TROWELED EDGES4" TOPSOIL - FERTILIZE,
LIME, SEED & MULCH
6" PLANT MIXED GRAVEL
(V.A.O.T. SPEC. #704.05 FINE)
TYPICAL CEMENT CONCRETE SIDEWALK DETAIL
NTS
6"
TYPICAL TEMPORARY EROSION CONTROL FENCE
NTS
SIDE VIEW
NTS
NTS
TOP VIEW OF JOINING FENCE SECTIONS
SECTION "A"
SECTION "B"
SECTION "A"SECTION "B"
8' TYP.30"
24"
DIRECTION OF
RUNOFF FLOW
6"
6"
PRE-WEATHERED
OAK OR METAL
FENCE POST
PRE-WEATHERED
OAK OR METAL
FENCE POST
COMPACT SOIL
BACKFILL
MIRAFI ENVIROFENCE
OR APPROVED EQUAL
SEE TOP VIEW FOR
ATTACHMENT OF
JOINING SECTIONS
OF FENCE
4' - 0"
3' - 6"CONCRETE CURB
SEE DETAIL
FINISH GRADE
1/2" RADIUS
18"
6"
OR AS SHOWN
ON PLANS
TYPICAL CONCRETE CURB TAPER DETAIL
NTS
6" PLANT MIXED GRAVEL (VAOT SPEC #704.05 FINE)
18" DENSE GRADED CRUSHED STONE
(VAOT SPEC. #704.06)
NOTE: ALL BACKFILL TO BE THOROUGHLY COMPACTED
IN 6'' LIFTS TO A DENSITY OF 95% OF THE
MAXIMUM DRY DENSITY USING THE STANDARD
PROCTOR TEST, ACCORDING TO ASTM D698
MIRAFI 500X GEOTEXTILE
FABRIC MINIMUM 2' OVERLAP
1-1/4'' TYPE III BITUMINOUS
CONCRETE WEARING COURSE
1-3/4" TYPE II BITUMINOUS CONCRETE
AS REQUIRED TO MATCH EXISTING
TYPICAL PARKING CROSS SECTION DETAIL
NTS
8.3%
M
A
X
.
5.0% M
A
X
.
2.0% MA
X
.
1/4" CURB
REVEAL MAX.
2.5' MIN.
CURB REVEAL,
6" OR AS SHOWN
TYPICAL CURB RAMP
NTS
RAMP
8.3% MAX.
SECTION A-A
A
A
8.3%
M
A
X
.
*
*8.3% FOR SIDE FLARE ALLOWED
FOR ALTERATIONS IF NO LANDING
AT TOP OF RAMP. NORMAL 10.0%
MAX FLARE SLOPE.10' MA
X
.
4'
EXISTING GRADE
SECURE FENCE TO POST
WITH WIRE OR ZIP TIES
ORANGE SAFETY
BARRIER FENCE
TYPICAL LIMIT OF DISTURBANCE FENCE
DETAIL
NTS
12"
5'
2'
BOLLARD LIGHT BASE DETAIL
NTS
ANCHOR BOLTS
3/4'' X 10' COPPER
GROUND ROD, BURY
TOP OF ROD 12''
BELOW FINISH GRADE
CADWELD
CONNECTION
3/4'' CONDUIT FOR #6
BARE COPPER GRD. WIRE
1'' X 45° CHAMFER
BOLT OR CADWELD
GRD. WIRE TO POLE
HAND HOLE
LIGHT POLE BASE
AS MANUFACTURED BY
CAMP PRECAST, INC.
OR APPROVED EQUAL
FINISH GRADE
CONDUIT
CONNECTOR
STEEL BASE PLATE COVER
PER MANUFACTURER
TYPICAL GRASS DRAINAGE SWALE
NTS
MAINTAIN SWALE SLOPE TO DRAIN
WITH A MINIMUM OF 0.01 FT./FT.
LOCATION AND DIRECTION SHOWN
ON THE PLANS
VARIES
SEE PLANS
2' MIN.
8' MAX.
4'' TOPSOIL,
FERTILIZE, LIME,
SEED & MULCH
1 1
3 3
MIN.MIN.
35"
16.5"
TYPICAL POST & RING
BIKE RACK DETAIL
NTS
NOTES:
1.INSTALL PER MANUFACTURER'S INSTRUCTIONS,
INCLUDING REQUIRED CLEARANCES.
2.BIKE RACK SHALL HAVE A BLACK POWDER
COATED FINISH.
1-1/2" O.D.
11 GAUGE TUBE
2" SCH. 40 PIPE
(2.375" O.D.)
48"
MIN.
24"
MIN.
24"
MIN.
42"
MIN.
54"
MIN.
DLHCE
JPK
JPK
08/18/2021
NTS
21-360
6
192 TILLEY DRIVE, SOUTH BURLINGTON
PROPOSED BUILDING ADDITION
DETAILS
UVM MEDICAL CENTER
199 MAIN STREET
BURLINGTON, VT 05401
08/05/2022 RECORD DRAWING REVISIONS JPKRECORD DRAWING
136 Pearl Street Essex Junction, Vermont 192 TILLEY DRIVE, SOUTH BURLINGTON PROPOSED BUILDING ADDITION UVM MEDICAL CENTER 199 MAIN STREET BURLINGTON, VT 05401 TECHNICAL SPECIFICATIONS - - - - - JPK JPK 08/18/2021 NTS 21-360 7 08/05/2022 RECORD DRAWING REVISIONS JPK 136 Pearl Street Essex Junction, Vermont 01010 SUMMARY OF WORK AND SPECIAL CONSTRUCTION NOTES Seed mix for lawn areas shall be Green Mountain Special Mix as described in section 02821. Seed mix for ditches and stormwater treatment areas shall be VT Conservation Mix as described in section 02821. Seed mix for slopes steeper than 4:1 (H:V) shall be New Hampshire Slope 44 Mix as described in section 02821. SHOP DRAWINGS: The contractor shall submit shop drawing's to the Engineer for approval for the following items: Seed mixes, erosion control measures, mortar mix, bituminous concrete mixes, cement concrete mixes, precast concrete riser rings, precast concrete structures, frames and grates/covers, all pipe and fittings, construction and erosion fence, inlet protection devices, fencing, geotextile fabrics, light fixtures, light poles, and light pole bases. The contractor shall also submit gradation curves for sand, plant mixed gravel, and dense graded crushed stone, stone fill, wetland soil, gravel for fine grading, as well as any fill material and topsoil. The Contractor shall submit gradation curves and permeability information for native or imported clay material proposed for use on this project. PERMITS: The contractor shall insure that all permits and licenses have been obtained and all required fees have been paid prior to the commencement of work. SOILS: The contractor shall submit proctor test results for native materials and subbase materials to be used. The contractor shall be responsible for providing compaction test results. Compaction tests shall be performed at a rate of 1 per 50' of pipe in trench per lift, and 1 per 2,500 sq. ft. of fill area per lift. The Contractor shall be responsible for soil testing of existing subsoil and topsoil by an accredited soils laboratory to analyze the soil texture, organic and chemical qualities, and recommend soil amendments as necessary. 01011 GENERAL PROJECT MANAGEMENT WORK INCLUDED: This section pertains to the general contract requirements which must be met by the Contractor and the project management and control standards which must be utilized by the Contractor. MANAGEMENT OF PROJECT SITE: The Contractor shall ensure that at the end of each working day, the job site shall be left in a condition satisfactory to the Engineer. All excess and unnecessary construction equipment and debris shall be removed from the job site as work progresses. The Contractor shall be responsible for protecting all existing structures and work completed under this Project at his own expense. The Contractor shall take all precautions and institute such procedures as are necessary to protect both life and property. All work, which, during its progress or before the final acceptance of the work as established by the Engineer's Certificate of Completion, may have become damaged from any cause, shall be removed and replaced at the Contractor's expense, for both labor and materials. Care shall be exercised on the part of the Contractor to ensure that property damage does not occur on private property and that as little damage as possible is done within construction easements. Protection will be afforded cultivated trees and shrubbery, fences and walls, and similar features where adjacent to the construction. The Contractor is responsible for ensuring that the condition of private property or easement lands is restored to the condition which existed prior to the construction. The Contractor shall be held responsible for all damages resulting from a failure to comply with the provisions of this section. SURVEY CONTROL PROVIDED: The Engineer shall provide the Contractor with control points and benchmarks. Such control shall be set one time only. Thereafter, the Contractor shall be responsible for protecting control points and benchmarks from damage and dislocation. Should additional work be required by the Engineer to reestablish control points and benchmarks, he shall be reimbursed by the Contractor. MEASUREMENT OF QUANTITIES OF WORK: Unless otherwise provided for in the payment clauses of the Specifications, the method of measurement of the work shall be that determined by the Engineer or Construction Manager. In the case of earth excavation and rock excavation, unless otherwise provided for, the method of measurement of quantities will consist of cross sections measured in the field at intervals determined by the Engineer and computations of volume by the method of average end areas. In the case of quantities paid for on an area basis, unless otherwise provided for, the area to be paid for shall be within established pay limits, calculated using field measurements along final grade line. PROTECTION AND REPAIR OF EXISTING UTILITIES: Wherever culverts, sewers, drains, manholes, catch basin connections, water mains, valve chambers, electrical conduits, telephone conduits, utility poles, overhead lines, or other facilities are encountered, they shall be protected and supported by the Contractor, at his own expense, by methods approved by the Engineer until the excavation is backfilled and the existing facilities are made secure. Injury to any such facilities caused by or resulting from the Contractor's operations, shall be repaired at the Contractor's expense within a time period that will not place an unreasonable burden on the users. The Owner, Engineer and the Authority having charge shall be notified promptly of any damage to utilities. Whenever the Engineer may require, pipes or other underground structures encountered in excavating or trenching shall be permanently supported with wooden supports across excavation or trench, or by other methods acceptable to the Engineer. RECONSTRUCTION OF EXISTING UTILITIES: In case it shall become necessary, in the opinion of the Engineer, to move or reconstruct any water main, electrical conduit, telephone conduit, any connections thereto or any appurtenant structures, work will be done by the Contractor. The Contractor shall be responsible for providing notice to users before interrupting service. Unless specifically provided for in this contract, reconstruction of the utilities shall be at the Contractor's expense. In no case shall the Contractor alter any water main, electric conduit, telephone conduit or any underground cables, conduits or structures, without written permission of the Engineer or until the Engineer is satisfied that adequate warning to the users has been provided. PROTECTION OF WATER SUPPLIES: Wherever sewers and water mains cross, construction shall be done in accordance with the "Typical Sewer/Water Separation Requirements” detail shown on the plans or as specified herein. Sewers crossing water mains shall be laid beneath the water main with at least eighteen (18) inches vertical clearance between the outside of the sewer and the outside of the water main. When it is impossible to maintain the eighteen (18) inches vertical separation; 1.) the crossing shall be arranged so that one full length of sewer is centered above or below the water line with sewer joints as far as possible from water joints; 2.) sanitary sewer pipe must be constructed to water main standards for a minimum distance of twenty (20) feet either side of the crossing or a total of three pipe lengths, whichever is greater; 3.) the section constructed to water main standards must be pressure tested to maintain 50 psi for 15 minutes without leakage prior to backfilling beyond one foot above the pipe to assure water tightness; 4.) where a water main crosses under a sewer, adequate structure support shall be provided for the sewer to prevent damage to the water main. Where sanitary sewers and water mains will be parallel to each other, there shall be a minimum separation distance of ten (10) feet, measured edge to edge of pipe. This distance can be reduced to five feet for storm sewers. If such distance cannot be maintained, as determined by the Engineer, the distance can be reduced, providing the water main is in a separate trench or on an undisturbed earth shelf located on one side of the sewer and at an elevation so the bottom of the water main is at least eighteen (18) inches above the top of the sewer. Wherever impossible or impractical to maintain the eighteen (18) inch vertical separation, the sanitary sewer line shall be constructed to normal water line standards and pressure tested to 50 psi for 15 minutes prior to backfilling. No leakage shall be allowed for this test. WORK OUTSIDE RIGHTS-OF-WAY AND EASEMENTS: The Contractor shall not, without written consent from the owner, enter or occupy with men, tools, materials or equipment, any land outside the rights-of-way or easement limits. A copy of the written consent shall be provided to the Engineer. PROJECT PROGRESS SCHEDULES: Before starting the work and from time to time during its progress, as the Engineer may request, the Contractor shall submit to the Engineer a written description of the methods he plans to use in doing the work and the various steps he intends to take. Within 15 days after the date of starting work, the Contractor shall prepare and submit to the Engineer; (a) a written schedule fixing the dates at which additional drawings, if any, will be required and; (b) a written schedule fixing the respective dates for the start and completion of various parts of the work. Each such schedule shall be subject to review and change from time to time during the progress of the work. Included with this schedule shall be a breakdown of monthly estimated construction costs and materials on-site. WORK TO CONFORM: During its progress and on its completion, all work shall conform truly to the lines, levels and grades indicated on the drawings or given by the Engineer and shall be built in a thoroughly substantial and workmanlike manner, in accordance with the drawings and specifications and the directions, given from time to time by the Engineer. In no case shall any work in excess of the requirements of the drawings and specifications be paid for unless ordered in writing by the Engineer. PERMITS: It shall be the Contractor's responsibility to insure that all federal, state, regional or local permits necessary for the construction of the project have been issued. The Contractor is also responsible for maintaining these permits in force during the length of the contract and for taking all required actions to comply with the content of these permits and permits previously obtained for the project. SUBSURFACE INFORMATION PROVIDED: Subsurface information provided is to assist the Contractor in making a bid. Subsurface information provided as part of the Contract Documents is not guaranteed to be representative and bidders are encouraged to take additional borings prior to bidding. It is the Contractor’s responsibility to ensure that existing on-site materials are suitable for use in constructing embankments and as fill material on the site. COMPACTION: At the preconstruction conference, the Contractor shall be required to submit, in writing, to the Engineer, for approval, the method(s) to be utilized to meet the compaction requirements contained in these Specifications. The Contractor will be required to have specialized compaction equipment on the job site as may be needed to properly compact material specifically for this project. Pieces of equipment such as vibrating plate compactors, tampers, rammers, vibratory rollers, sheepsfoot rollers, wobbly wheeled rollers, rubber tired rollers, steel wheeled rollers and the like shall be considered suitable equipment for compaction. Such pieces of equipment as backhoe buckets, bulldozers and the like shall not be considered for use as compaction equipment unless specifically approved by the Engineer for special cases. SUPERVISORS ON THE JOB SITE: The Contractor shall be responsible for ensuring that there is a Supervisor under his direct employ on the job site at all times that construction is underway, whether or not the construction is being accomplished by the Prime Contractor or Subcontractors hired by the Prime Contractor. SITE RESTORATION: Preconstruction photographs shall be taken by the owner or his representative of all areas to be affected by this contract. These photographs will be utilized upon completion of construction to establish satisfactory compliance with restoration of site to preconstruction condition. All previously vegetated areas which have been disturbed as a result of this construction shall be graded, topsoiled, seeded or sodded, and mulched as per Sections 02820 and 02821 prior to September 15. 01030 UNDERGROUND UTILITY DAMAGE PREVENTION - "DIGSAFE" Before the Contractor removes soil or rock to create an open space in the earth greater than one foot in depth by means of any powered or mechanized equipment within an underground utility easement or in the area of a public right-of-way in which an underground utility may be located, the Contractor shall notify "Digsafe" by calling their toll-free number 1-888-344-7233. Digsafe will then notify all utility companies having underground utilities in that area so that they can mark the location of these facilities. The utility companies should mark their lines within forty eight hours from the time Digsafe was notified (excluding Saturdays, Sundays, and legal holidays). Sewer and water facilities shall not be classified as a "utility" under this Specification. Emergency excavations are exempt from this requirement. The Contractor shall notify the City of South Burlington Public Works Department at least 72 hours prior to the start of excavation work such that sewer and water utilities can be marked in the field. Effective January 1, 1988, the mandatory notification of Digsafe in the above mentioned situations became Vermont State Law. A fine of $1,000 may be levied for failure to telephone Digsafe before an excavation is made. 01080 APPLICABLE CODES MATERIAL SPECIFICATIONS: All materials, unless specified otherwise, utilized on this contract shall be subject to the approval of the Engineer and shall meet the applicable requirements of the latest published specifications and standards of the following institutions, associations or departments. American Concrete Institute American Society of Testing and Materials American Institute of Steel Construction American Water Works Association Vermont Agency of Transportation - "Standard Specifications for Highway and Bridge Construction" American Welding Society National Electrical Code National Plumbing Code All Applicable State and Local Codes and Permits ABBREVIATIONS AND REFERENCES: Where reference is made to a specification of one of the below mentioned or other associations or societies, it is understood that the serial designation of specification in effect at the date of receipt of bids shall take precedence over those listed below. ASTM American Society for Testing and Materials ASA American Standards Association AWWA American Water Works Association AASHO American Association of State Highway Officials AASHTO American Association of State Highway and Transportation Officials ACI American Concrete Institute AGMA American Gear Manufacturers Association ANSI American National Standards Institute AISC American Institute of Steel Construction ASCE American Society of Civil Engineers ASME American Society of Mechanical Engineers ASHRAE American Society of Heating, Refrigerating and Air Conditioning Engineers AIA American Institute of Architects ASSE American Society of Sanitary Engineers AGC American General Contractors of America CEC Consulting Engineers Council EPA Environmental Protection Agency IEEE Institute of Electrical and Electronics Engineers NBFU National Board of Fire Underwriters NBS National Bureau of Standards NSPE National Society of Professional Engineers NEWWA New England Water Works Association NEC National Electric Code NEMA National Electrical Manufacturers Association PCA Portland Cement Association UL Underwriters' Laboratories WPCF Water Pollution Control Federation 01500 TEMPORARY FACILITIES WORK INCLUDED: Included in this section pertains to the Contractor's responsibility of providing temporary facilities The Contractor shall be responsible for and shall bear at his own expense all temporary facilities necessary for the proper fulfillment of the Contract, including but not limited to all temporary electricity, lighting, heating and ventilation, telephone service, water, sanitary facilities, safety and first aid facilities. The Contractor shall make all arrangements for temporary facilities well in advance of need so as to not delay construction. All temporary facilities shall be adequate to perform the function for which they are intended without risk of personal or property damage to any individual. 01560 SPECIAL CONTROLS WORK INCLUDED: Work included in this section pertains to the special controls which the Contractor must institute and maintain during the length of the Contract. DUST CONTROL: The Contractor shall be responsible at his own expense for ensuring that the dust created as a result of construction activities does not create a nuisance or a safety hazard. Where and when deemed necessary the Contractor will be required to wet sections of the construction area with water or apply calcium chloride or sweep the roadway with a power broom as dust control measures. Dust control measures shall be provided at all times, including evenings and weekends. WATER CONTROL: The Contractor shall take all necessary measures to handle all water in excavations, shall furnish all materials and equipment and shall do all incidental work to keep the excavation entirely clear of water while pipelines, ponds, structures and their foundations are being built. The Contractor shall be responsible for choosing the method for control of water and shall assume all responsibility for the adequacy of the methods chosen. No construction shall be undertaken if, in the opinion of the Engineer, adequate control of water is not assured. WATERTIGHTNESS: It is the responsibility of the Contractor to ensure that all new structures, pipes and equipment built under this contract for the purpose of containing water or other fluids or for conveying such liquids are watertight under all operating conditions for which they are intended. Any pipe or structures, where leakage is determined to be excessive by the Engineer, shall be subject to correction or replacement by the Contractor at his own expense. POLLUTION CONTROL: During the construction period, the Contractor shall exercise every reasonable precaution to prevent pollution of the waters of the State. Pollutants such as chemicals, paints, fuels, lubricants, bitumens, raw sewage, sediment, and other harmful waste shall not be discharged into or alongside these waters or into natural or man-made channels leading thereto. Applicable statues and regulations of the State of Vermont relating to the prevention and abatement of pollution shall be complied with. 01569 PROTECTION OF THE PUBLIC WORK INCLUDED: Work included in this section pertains to the Contractor's responsibility to protect the public and workmen. The public shall be protected by the Contractor from any and all hazards connected with the work. Open trenches, materials or other equipment within the working limits are to be guarded by the use of adequate barricades, snow fence or flagmen. All barricades left in position overnight are to be properly lighted. Due to the location of the work, no excavations or open trenches shall be left unattended; no exceptions. The contractor shall install and maintain a construction limit fence for the duration of the project, as shown on the plans. The Contractor shall be held responsible for the safety of all workmen and the general public and all damages to property occurring from or upon the work occasioned by negligence or otherwise, growing out of a failure on the part of the Contractor to protect persons or property from hazard of open trenches, materials or equipment at any time of the day or night within the working area. All work shall be in conformance with OSHA regulations, Title 19, Parts 1926.651 and applicable VOSHA regulations. 01570 MAINTENANCE AND PROTECTION OF TRAFFIC WORK INCLUDED: This section includes the methods the Contractor shall employ to maintain and protect traffic. The Contractor shall provide uniformed traffic police or flagmen as deemed necessary by the Engineer and/or governmental agencies. The Contractor shall, as conditions warrant, employ flagmen at any location on the project where his equipment or construction operations are such that they will in any manner interfere with the movement or safety of the traveling public. The Contractor shall erect warning signs in advance of any place on the project where operations may interfere with the use of the road by traffic and at all intermediate points where the project crosses or coincides with an existing road. Such warning signs shall be constructed and erected in accordance with the latest edition of the Manual on Uniform Traffic Control Devices, published by the Federal Highway Administration. The cost of traffic police services occasioned by the Contract shall be paid for by the Contractor. The cost of uniformed traffic police will not be paid separately but shall be included in the prices stated in the several items of work in the Schedule of Prices in the Proposal. Two-way traffic shall be maintained unless otherwise authorized by the Engineer. The Contractor shall notify the Engineer, local police and fire departments as well as municipal officials at least 72 hours in advance of any intent to close streets. The Contractor shall work with the local government to establish a suitable alternate route, and shall at his own expense, provide and maintain suitably marked and well lighted detour signs. The employment or presence of traffic flagmen or uniformed police does not relieve the Contractor of any responsibility or liability under this contract. 02100 CLEARING, GRUBBING, AND STRIPPING OF TOPSOIL WORK INCLUDED: The Contractor shall do all clearing, grubbing and stripping necessary to permit construction of the work within the limits of the property or easements indicated in the drawings. CLEARING AND GRUBBING: The Contractor shall do all necessary work of clearing and shall dispose of all material, including trees and brush as may be approved by the Engineer. Disposal shall comply with local ordinances. All areas cleared shall be left clean and presentable. Except within actual lines of trenches, manholes, roadways or sidewalks to be built, where trees must be removed, no live trees with trunks over four (4) inches in diameter shall be removed unless otherwise required or approved by the Engineer. Clearing shall be done in such a manner that present growth will merge with the construction limits to give a natural appearance. The Contractor shall remove all stumps and roots within permanent rights-of-way. STRIPPING TOPSOIL: In general, where construction is not in roadways, it is carried across private and public rights-of-way, presently covered with topsoil. After trenching and pipe laying operation or construction of structures is completed, excess material shall be removed and area graded, provided with topsoil and seeded or sodded as specified in Section 02820 and 02821. Ground surface shall be left in a condition equal to that which existed before construction. 02212 EMBANKMENTS WORK INCLUDED: Embankments shall be constructed, as shown on the Contract Drawings, by the Contractor with either approved surplus excavated material or with approved material obtained elsewhere. SURFACE PREPARATION: When the embankment to be constructed is less than 5 feet in depth above the existing grade, the area within the construction limits shall be prepared by clearing all trees, down timber, brush, bushes and shrubs. The area shall be grubbed to remove all stumps, roots, duff, grass turf, debris or other objectionable material. When the embankments are 5 feet and over, all stumps shall be cut off as close to the ground as practicable, but not to exceed 6 inches above the existing ground as measured at the base of the stump. The area shall not be grubbed, but all objectionable material shall be removed. All material resulting from clearing and grubbing shall be satisfactorily disposed of in a manner approved by the Engineer and in compliance with local ordinance. When embankments are to be made on a hillside, the slope of the original ground on which the embankments are to be constructed shall be stepped and properly drained as the fill is constructed in accordance with the plans or as directed by the Engineer so that adverse movement of the slopes does not occur. MATERIALS CONTROL: The excavated rock, ledge, boulders and stone, except where required in the construction of other items or otherwise directed, shall be used in the construction of embankments to the extent of the project requirements and, generally, shall be placed so as to form the base of an embankment. Frozen material shall not be used in the construction of embankments, nor shall the embankments or successive layers of the embankments be placed upon frozen material. Placement of material other than rock shall stop when the sustained air temperature, below 32°F, prohibits the obtaining of the required compaction. If the material is otherwise acceptable, it shall be stockpiled and reserved for future use when its condition is acceptable to the Engineer for use in embankments. Material from excavation on the project shall be used to the extent available and deemed suitable for use as fill material as determined by the Engineer; and when not available shall be obtained from other sources when authorized in writing by the Engineer. Material suitable for use as general fill shall be well-graded with a maximum particle size of 6” and no more than 15% passing the #200 sieve. Limited larger particles up to a maximum size of 12” diameter may be used in the embankment provided they are carefully placed to avoid nesting, voids, and bridging. Saturated clays, organic material, or material outside of the above referenced gradations are unsuitable materials, unless otherwise approved by the Engineer. EMBANKMENTS OVER UNSTABLE SOILS: When embankment is to be constructed across swamp, muck or areas of unstable soils, the unsuitable material shall be excavated to reach soils of adequate bearing capacity and the embankment begun. Alternative methods such as use of a filter fabric in place of excavation and backfill may be utilized only after approval of same by the Engineer. METHOD OF CONSTRUCTION: Material being placed in embankments shall be placed in horizontal layers of uniform thickness across the full width of the embankment; except when it is impractical to construct full width of the embankment, partial width layers may be authorized by the Engineer. Stumps, trees, rubbish and other unsuitable material shall not be placed in embankments, except as designated on the plans or as ordered by the Engineer. The layers shall begin at the deepest part of the fill. Embankments shall be placed and compacted as in Section 02265 of these Specifications using 6 inch lifts to obtain 95% maximum dry density by the ASASHTO T99 (Standard Proctor) or the ASTM D698 test. Field density testing shall be done in conformance with the Sand Cone Method, ASTM D1556 or the Nuclear Method described by ASTM D292 or AASHTO T238. Effective spreading equipment shall be used on each layer to obtain uniform thickness prior to compaction. Each layer shall be kept crowned to shed water to the outside edge of embankment and continuous leveling and manipulating will be required to assure uniform density. The entire area of each layer shall be uniformly compacted to at least the required minimum density by use of compaction equipment consisting of rollers, compactors or a combination thereof. Earth moving and other equipment not specifically manufactured for compaction purposes will not be considered as compaction equipment. All fill material shall be compacted at a moisture content determined by the Engineer to be suitable for obtaining the required density. In no case, shall the moisture content in each layer under construction be more than 3 percent above the optimum moisture content and shall be less than that quantity that will cause the embankment to become unstable during compaction. Sponginess, shoving or other displacement under heavy equipment shall be considered prima facie evidence for an engineering determination of lack of stability under this requirement and further placement of material in the area affected shall be stopped or retarded to allow the material to stabilize. When the moisture content of the material in the layer under construction is less than the amount necessary to obtain satisfactory compaction by mechanical compaction methods, water shall be added by pressure distributors or other approved equipment; water may also be added in excavation or borrow pits. The water shall be uniformly and thoroughly incorporated into the soil by disc, harrowing, blading or by other approved methods. This manipulation may be omitted for sands and gravel. When the moisture content of the material is in excess of 3 percent above the optimum moisture content, dry material shall be thoroughly incorporated into the wet material or the wet material shall be aerated by disking, harrowing, blading, rotary mixing or by other approved methods; or compaction of the layer of wet material shall be deferred until the layer has dried to the required moisture content by evaporation. PIPELINES IN EMBANKMENTS: Pipelines and structures placed in embankments or fills shall conform to these specifications with respect to excavation, bedding, laying and backfilling. Excavation for pipelines to be laid in embankments shall be made after the embankment has been completed to a height of 3 feet above the crown of the pipe. The pipe shall be laid, properly bedded and backfilled to the top of the trench excavation. Construction of the embankment shall then continue according to this section. Embankment material adjacent to pipelines shall meet the requirements for backfill. No payment for substitute backfill will be authorized for backfill trenches excavated in embankments. COVER: Embankments shall be topsoiled and seeded or sodded in accordance with Section 02820, 02821, and 02822 of these specifications unless specified otherwise on the plans. In embankment areas where erosion control plantings are to be made, the area shall be graded or bermed to provide cross-drainage and topsoiled prior to the planting. 02213 EXCAVATIONS FOR ROADWAYS AND PARKING WORK INCLUDED: The following section describes the work to be done by the Contractor in making parking or road excavations. GENERAL: Prior to the beginning of excavation, grading and embankment operations in any area, all necessary clearing and grubbing in that area shall have been completed. SLOPES: All slopes in cut and embankment sections, ditches and waterways, whether old or newly constructed, shall be satisfactorily cleaned and cleared of obstructions and left in a neat and trim condition. Excavation shall be made in reasonably close conformity with the lines, grades and requirements indicated in the Contract or ordered by the Engineer. CONSTRUCTION: During the construction, the roadways and parking shall be maintained so that they will be drained at all times. Where traffic is maintained, care shall be exercised to keep the portion open to traffic in a satisfactory condition. REMOVAL OF MATERIAL: All suitable material removed from excavation shall be used in the formation of embankments as indicated on the plans or as directed by the Engineer. The extra or waste material excavated during construction of the roadways and parking will be used to the extent possible to uniformly flatten slopes, or be deposited in such places within the right-of-way as may be indicated on the plans or as directed by the Owner or Engineer. The extra or waste material will be removed from the project site, unless otherwise directed by the Owner or Engineer. Any material not used in the right-of-way or to flatten slopes shall be used to fill gullies or other low areas within the project lands as directed by the Owner or Engineer. All of the areas that are filled with this extra or waste material shall be graded to drain, topsoiled, seeded and mulched in accordance with the landscaping specifications. The Contractor shall be responsible for the stability of all constructed embankments and shall replace at his own expense any portions which have become displaced and which are not attributable to the unavoidable movement of the natural ground upon which the embankment is made or to an Act of God. BORROW MATERIAL: Unless authorized by the Engineer, borrow material shall not be placed until all suitable material has been excavated and placed in the embankments, except when Sand Borrow or Granular Borrow is called for on the plans or when Granular Borrow is required by the Engineer for use under embankments or used with material from roadway excavations in making embankments. 02221 PIPELINE TRENCHES AND EXCAVATIONS FOR STRUCTURES WORK INCLUDED: The Contractor shall excavate to normal depth in earth for structures and trenches, backfill such excavations and grade and topsoil as necessary, as shown on the Contract Drawings or as directed by the Engineer. GENERAL: The trenches and other excavations shall be of sufficient width and depth at all points to allow all pipes to be laid, joints to be formed and structures and appurtenant construction to be built in the most thorough and workmanlike manner and to allow for sheeting and shoring, pumping and draining and for removing and replacing unsuitable material. Trenches and excavations shall be at least twelve inches wider than the outside dimensions of the structure they are to contain; trenches must not be unnecessarily wide so as to materially increase load on the pipe resulting from backfill. Bottoms of trenches and other excavations shall be carried to lines and shapes satisfactory to the Engineer. Bottoms of trenches for pipe shall be carried to a depth six inches greater than grade of pipeline, refilled to grade and bedded in the specified bedding method as detailed on the Contract Drawings. No tunneling will be permitted in place of open trench construction unless specifically authorized by the Engineer or required as specified under Section 01575, Work Within State Highway Rights-of-Way. Excavations adjacent to existing underground structures shall be done by hand so that foundations of structures shall not be disturbed. Wherever boulders or ledge rock are encountered in excavations for pipelines or structures, such boulders or ledge rock shall be removed to a depth of six inches below grade and space occupied by them shall be refilled to grade with the specified bedding material. Trenches shall be opened at such times and to such extent only as may be permitted by the Engineer. All driveways, crosswalks, sod, shrubs, trees and any other surface material affected by the work shall be carefully taken up and kept separate from the other excavated material. If suitable, excavated material shall be used for embankments, backfill and fill. Side slopes of excavations shall be less than the angle of repose of material excavated and shall be flat enough to prevent slides or cave-ins. Any excavation required as a result of slides or cave-ins shall be done by the Contractor at his own expense. Placement of bedding material shall not be done until the ground has been thoroughly dewatered and the Contractor is ready to install pipe or to construct foundations of various structures. LENGTH OF TRENCH ALLOWED TO BE OPEN: Length of trench allowed to be open shall be determined by the Engineer. The total running length of all work in each section shall be kept as short as is practical. No unattended excavations or trenches shall be allowed, no exceptions. Unless specifically permitted by the Engineer, all trench excavations shall be backfilled prior to work shut-down for each weekend. MISCELLANEOUS EARTH EXCAVATION: Wherever required by the Engineer, the Contractor shall do earth excavation and backfilling in addition to the excavation and backfilling needed to construct the work required by the Contract Documents. Miscellaneous earth excavation and backfilling may be required by the Engineer for test pits or for other unforeseen purposes. It may be necessary to do some of this work by hand. Excavation for deepening or widening of permanent drainage ditches shall be included in this item. Temporary or permanent relocation of streams shall not be considered under miscellaneous earth excavation. RECORD DRAWING
136 Pearl Street Essex Junction, Vermont 192 TILLEY DRIVE, SOUTH BURLINGTON PROPOSED BUILDING ADDITION UVM MEDICAL CENTER 199 MAIN STREET BURLINGTON, VT 05401 TECHNICAL SPECIFICATIONS - - - - - JPK JPK 08/18/2021 NTS 21-360 8 08/05/2022 RECORD DRAWING REVISIONS JPK 136 Pearl Street Essex Junction, Vermont EARTH EXCAVATION BELOW GRADE: Wherever, in the opinion of the Engineer, material at or below grade line of pipe or structure plus depth of bedding material is unsuitable for foundations, it shall either be excavated to such additional depths as directed by the Engineer and then refilled with crushed stone, well compacted, or the Engineer may direct that a geotextile filter fabric be utilized in lieu of deeper excavation. If filter fabric is utilized, it shall be installed and the excavation then brought to grade line for pipe trenches as shown on the Contract Drawings. UNAUTHORIZED EXCAVATION: If the bottom of any excavation has been removed below grade shown on the Contract Drawings, or that prescribed by the Engineer, it shall be brought to grade at the Contractor's expense by refilling with well compacted bedding material. EARTH EXCAVATION: Earth excavation includes all materials not classified as rock excavation and includes, but is not limited to curbs, sidewalks, pavement, peat, clay, silt, sand, muck, gravel, hardpan, loose shale, loose stone in masses, and boulders measuring less than one cubic yard in volume. 02265 BEDDING FOR PIPE AND BACKFILL WORK INCLUDED: Work of this section pertains to the backfill requirements and definitions of materials utilized in backfill operations which the Contractor must comply with. GENERAL: Each structure or portion of pipeline shall be inspected and approved for bedding and backfill before it is covered. Approval for bedding and backfill will not constitute final acceptance of the structure or pipeline. Any pipeline found to be out of line, deformed or damaged shall be re-laid or replaced without additional compensation. No backfilling will be allowed around manholes or other masonry structures until concrete or masonry has set sufficiently, as determined by the Engineer. All excess fill shall be removed from the construction site by the Contractor, unless directed otherwise by the Engineer, and disposed of in an acceptable manner. The Contractor is responsible for the location of a disposal site and obtaining any necessary permits associated with transportation to or disposal at the site. No excess fill may be stockpiled at the construction site. PIPE BEDDING: Pipe bedding shall be that material in the trench directly adjacent to the pipe. For all plastic piping used for gravity sewer, storm drain, water main or force main, it shall extend from the bottom of the trench, 6" below the invert of the pipe, to a point 6" above the crown of the pipe and shall consist of crushed stone, sand or granular pipe bedding as detailed in the Contract Drawings. For ductile iron gravity sewer, water main or force main and for reinforced concrete or asphalt coated corrugated metal storm drain, the bedding shall extend from the bottom of the trench, 6" below the invert of the pipe, to 6" above the crown of the pipe and shall consist of crushed stone, sand or granular pipe bedding as detailed in the Contract Drawings. The pipe bedding shall be compacted to the minimum density specified on the plans in order to provide uniform support around the pipe. Specific information relative to the pipe bedding to be utilized on this project shall be found on the Contract Drawings and under the sections covering specific types of pipe materials, Sections 02520, 02555, 02556, and 02560 as appropriate. PIPE BACKFILL: Pipe backfill for this Project shall include all material placed above the pipe bedding to within 4" of finished grade or to road subgrade as shown on the Contract Drawings for pipes under roads and shall be selected compactable soil material from the excavation. Materials used for backfill shall be subject to the inspection and approval of the Engineer. If in the opinion of the Engineer the excavated material is unsuitable for backfill, the Contractor shall dispose of the material and substitute approved sand, gravel or other material in the amounts and proportions specified by the Engineer. Frozen material shall not be placed in backfills and backfills shall not be placed on frozen material. No stones in excess of 3" diameter shall be placed within 2 feet of the pipe. Larger stones may be used in the backfill provided care is taken that stones do not become nested and that all voids between stones are completely filled with fine materials. The size and quantities of stone used in backfill will be subject to approval by the Engineer. No backfill shall be dropped from a height of more than 3 feet from the top of the pipe. The backfill shall consist of two separate zones. The first zone shall extend from the top of the bedding material to a height of 24" above the crown of the pipe. Select excavated material with stones no larger than 3" diameter shall be placed in 6" lifts and compacted to a density of 95% of the maximum dry density using the Standard Proctor Test, according to ASTM D698 or AASHTO T99 (latest version). The materials shall be placed carefully so as not to disturb the pipe or cause it to break or misalign. The second zone shall extend from the top of the first zone to within 4" of finished grade or to road subgrade. Material in this zone shall be select excavated material, placed in 6" lifts and compacted to a density of 95% of maximum dry density using the Standard Proctor Test, according to ASTM D698 or AASHTO T99 (latest version). Suitable cohesive soil can be backfilled in this zone and compacted using impact type equipment, pneumatic tampers, engine or self-propelled, sheepsfoot rollers on wide trenches or other suitable equipment, providing the 95% compaction requirement is met. In cohesionless soils, vibratory plates in confined areas and vibratory rollers in unconfined areas can be utilized, providing the specified degree of compaction is met. Granular cohesionless material may, in some cases and upon approval of the Engineer, be compacted using water jetting or immersion type vibrators with flooding and pooling. The entire trench width shall be uniformly compacted and brought to grade. The remaining 4" of trench between the top of the backfill and the final surface, on areas to be seeded or sodded, shall be backfilled with topsoil, compacted and finished in accordance with Section 02820, 02821, and 02822 of these Specifications. If the area is to be paved, the upper zone must be constructed in accordance with Sections 02649 and 02650 or 02651. FIELD DENSITY TESTING: Unless specified elsewhere, the Contractor shall provide field density tests to verify that the compaction requirements of this section have been met. Material having a gradation with more than 30% retained on the 3/4" sieve will generally be considered too coarse for satisfactory density testing and therefore shall be replaced with finer material and recompacted before retesting. Additional field tests necessary, because of failure of the first test to comply with stated density requirements, shall be provided by the Contractor at no additional cost to the Owner. The field density determination will be made in accordance with Standard Method of Testing for Density of Soil In-Place by the Sand Cone Method, ASTM D1556 (AASHTO T191) or using Nuclear Methods in accordance with ASTM D2922 or AASHTO T238. MATERIAL SPECIFICATIONS: This section pertains to the specifications which the Contractor must comply with regarding the quality and type of material to be utilized for fill, backfill and embankment operations. GRANULAR PIPE BEDDING AND BACKFILL: Where reference is made to this material either on the plans or within these specifications, it shall mean a well graded material free from debris, stumps, branches, vegetation, pavement and similar objectionable material. It shall meet the gradation requirements for granular backfill defined as follows: Sieve Designation Percentage by Weight Passing Total Sample Square Mesh Sieves Sand Portion 3” 100% - - - 2-1/2” 90% - 100% - - - No. 4 50% - 100% 100% No. 100 - - - 0% - 18% No. 200 - - - 0% - 8% GRAVEL BORROW: Where reference is made to this material either on the plans or within the specifications, it shall mean a material reasonably free from silt, loam, clay or organic matter containing no more than 8% by weight passing the #200 sieve. It shall be uniformly graded and the largest stone shall not exceed 6" in any dimension. SAND: Sand shall consist of clean, hard durable grains, uniformly graded from dense to fine and shall be free from injurious amounts of silt, loam, clay, organic matter or other harmful substances. It shall meet the gradation requirements for sand defined as follows: CRUSHED STONE: Crushed stone or screened gravel, uniformly graded from 3/4" to 1/4" and of satisfactory quality shall be furnished to replace unsuitable material excavated below grade, to bed pipe, to replaced unauthorized excavation, and to be used elsewhere as shown on the Contract Drawings or as required by the Engineer. It shall be clean, hard, durable and free from dust, loam, clay or organic matter and shall be well compacted in place. STONE FILL: The Contractor shall line specified drainage ditches following excavation with stone fill in reasonably close conformity with the dimensions shown on the plan or as ordered by the Engineer. Stone fill may also be used in the stabilization of embankment, and shall be placed in one course thickness as shown on the Plans in a manner that will result in a reasonably well graded surface. Care shall be taken in the placing to avoid displacing the underlying material. The stones shall be so placed and distributed that there will be no accumulations of either the larger or smaller sizes of stone. Rearrangement of the stone fill by hand labor or mechanical equipment may be required to obtain the specified results. When stone fill and filter blanket are to be placed as part of an embankment, the protective materials shall be placed concurrently with the construction of the embankment unless otherwise authorized by the Engineer. Where stone fill and filter blanket is to be placed under water, methods shall be used that will minimize segregation and insure that the required thickness of protective material will be obtained. Stone for stone fill shall be approved hard blasted rock. The stone shall be angular in shape and shall not have a smallest dimension less than 1/3 of its longest dimension. The stone fill shall be reasonably well graded from the smallest to the maximum size stone specified so as to form a compact mass when in place. a) Type 1: The longest dimension of the stone shall vary from 1 inch to 12 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 4 inches. b) Type 2: The longest dimension of the stone shall vary from 2 inches to 36 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 12 inches. c) Type 3: The longest dimension of the stone shall vary from 3 inches to 48 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 16 inches. d) Type 4: The longest dimension of the stone shall vary from 3 inches to 60 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 20 inches. RIPRAP: The Contractor shall furnish and place riprap in reasonably close conformity to the dimensions, elevations and at the locations indicated on the plans in accordance with these specifications or as ordered by the Engineer. The slopes to be protected shall be graded and shaped to the lines indicated on the plans or as directed by the Engineer and if in a fill area, shall be compacted as per this section. All slopes shall be maintained and protected to the neat lines indicated on the plans prior to the placing of riprap. Stone for riprap shall be approved, rough, unhewn quarry stone, as nearly rectangular in section as practical. The stones shall be hard, sound, resistant to the action of water and weathering and suitable in every respect for the purpose intended. The individual stones shall have a depth equal to the thickness of the course of riprap. The riprap, complete in place, shall consist of stones that have a minimum volume of 8 cubic feet, unless otherwise noted. The voids between the stones shall be chinked with smaller stones to produce a relatively smooth and uniform surface. Rip rap shall generally be placed from an elevation 1' below the river bottom elevation to the elevation or height specified on the Contract Drawings. 02520 STORM DRAIN LINES, CULVERTS AND RELATED CONSTRUCTION WORK INCLUDED: Work in this section pertains to the installation of all storm drain pipe lines, manholes, catch basins, culverts and appurtenances. Work shall be as shown and noted on the Contract Drawings or as directed by the Engineer. TYPES OF PIPE: The type of pipe which may be used for storm drain lines shall be Smooth Interior and Annular Exterior Corrugated High Density Polyethylene Pipe (HDPE) and Polyvinyl Chloride Pipe (PVC) or an approved equal. The manhole water stop gasket and stainless steel clamp assembly must be approved by the Engineer prior to the installation of any pipe. SMOOTH INTERIOR AND ANNULAR CORRUGATED HIGH DENSITY POLYETHYLENE PIPE: This specification describes 4- to 60-inch (100 to 1500 mm) Smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HDPE) Pipe with a Silt Tight and Leak Resistant Joint for use in nonpressure gravity flow drainage applications. * AASHTO M252: Standard Specification for Corrugated Polyethylene Pipe, 4" to 10"(100 to 250mm), Type S. * AASHTO M294: Standard Specification for Corrugated Polyethylene Pipe, 12" to 48" (300 to 1200 mm), Type S. * AASHTO MP7-97: Standard Specification for Corrugated Polyethylene Pipe, 54" to 60" (1350 and 1500 mm), Type S. * ASTM D2321: Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications. * ASTM D3350: Standard Specification for Polyethylene Plastic Pipe and Fittings Materials. * ASTM F477: Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe. Sieve Designation Percentage by Weight Passing Total Sample 1/2” 100% No. 4 90% - 100% No. 10 60% - 90% No. 40 20% - 40% No. 200 0% - 12% * Pipe and fitting material shall be high-density polyethylene meeting ASTM D3350 minimum cell classification 324420C for 4- through 10-inch diameters or 335420C for 12-through 60-inch diameters. * Pipe manufactured for this specification shall comply with the requirements for test methods, dimensions, and markings found in AASHTO M252, AASHTO M294 and/or AASHTO MP7-97. The prescribed sizes of pipe are nominal inside diameters. Pipe sizes shall be no less than 99% of nominal inside diameter and have a minimum of 20.0 feet laying length. * For 4- to 10-inch (100 to 250 mm) diameters, the pipe supplied shall be smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HDPE) Pipe meeting the requirements of AASHTO M252, Type S. * For 12- to 48- inch (300 to 1200mm) diameters, the pipe supplied shall be smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HDPE) Pipe meeting the requirements of AASHTO M294-97, Type S. * For 54- to 60- inch (1350 to 1500mm) diameters, the pipe supplied shall be smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HDPE) Pipe meeting the requirements of AASHTO MP7-97, Type S. * Manning's "n" value for use in design shall not be less than 0.010. FITTINGS: Fittings shall conform to AASHTO M252, M294 or MP7-97. Fabricated fittings shall be welded on the interior and exterior at all junctions. JOINTS: Pipe shall be joined with bell-and-spigot joints meeting AASHTO M252, M294 or MP7-97. Joints shall provide silt tight and leak resistant joint. Pipe joints shall incorporate a gasket meeting the requirements of ASTM F477 to form silt tight and leak resistant connection. Joints shall exceed the soil tight joint performance criteria of AASHTO Standard Specifications for Highway Bridges, Division II, Section 26. * Gaskets shall be installed by the pipe manufacturer and covered with a removable wrap to ensure the gasket is free from debris. * A joint lubricant supplied by the manufacturer shall be used on the gasket and bell during assembly. * Smooth Interior and Annular Exterior Corrugated HDPE Pipe shall be Sure-Lok F477 as manufactured by Hancor, Inc. or a pre-approved equal. All alternate products must be submitted to the Engineer two weeks before bid date for Contractor approval. Installation * Installation shall be in accordance with ASTM D2321 with the exception that minimum cover in trafficked areas shall be one foot (0.3 m) for 4" - 48" pipe and 18"(0.5 m) for 54" and 60" pipe. * Backfill the pipe with material meeting the requirements of ASTM D2321 Class I, II or III subject to the approval of the Engineer. Backfill shall be placed in six to twelve inch lifts compacted to a minimum 95% standard proctor or as designated by the Engineer. * Trench width should be wide enough to place and compact backfill around the entire pipe. The trench width shall be outside diameter+24" for pipe sizes 12" to 30" and outside diameter+36" for pipe sizes 36" to 60". POLYVINYL CHLORIDE PIPE: PVC pipe shall conform in all respects to the latest revision of ASTM specification D3034 or F679 or F794, Type PSM or PS Polyvinyl Chloride (PVC) Sewer Pipe and Fittings, SDR 35. Wall thickness of all PVC pipe shall meet ASTM Specifications for SDR 35. All pipe and fittings shall be clearly marked as follows: Manufacturer's Name and Trademark Nominal pipe size Material Designation 12454C PVC Legend "Type PSM SDR 35 PVC Sewer Pipe" or "PS 46 PVC Sewer Pipe" Designation ASTM D3034, F794 or F679 Joints shall be push-on type using elastic gaskets, and shall conform to ASTM D3212. The gaskets shall be factory installed. The pipe shall be furnished in nominal 13 foot lengths. Sufficient numbers of short lengths and fully machined fittings shall be provided for use at manholes, chimneys, and connections. All connections will require the use of manufactured fittings. Field fabricated saddle type connections will not be considered acceptable. Any pipe or fitting having a crack, or other defect, or which has received a severe blow shall be marked rejected and removed at once from the work site. All field cuts are to be made with saw, at 90 degrees to the pipe centerline. The cut end is to be beveled to the same angle as the factory bevel and all interior burrs are to be removed. A homing mark will be placed on all pipes prior to assembly. The pipe installed under this specification shall be installed so that the deflection shall be less than 5% as measured a minimum of 30 days after installation. The Contractor will submit certification that the materials of construction have been sampled, tested, inspected and meet all the requirements including wall thickness in accordance with ASTM D3034 for all pipe and fittings to be included in the project work. PVC pipe shall not be installed when the temperature drops below 32°F or goes above 100°F. During cold weather, the flexibility and impact resistance of PVC pipe is reduced. Extra care is required when handling PVC pipe during cold weather. LAYING PIPE: Storm drains and culverts shall be constructed on a trench bottom prepared and bedded as shown on the Contract Drawings. Each pipe shall be checked just prior to laying to ensure that it is clear of all dirt and debris and shall be laid true to line and grade as indicated on the Contract Drawings. All joints shall be tight and inverts shall be continuous. When pipe is to be laid within the State Highway Right-of-Way it shall also be installed in accordance with requirements of Section 601 of the Vermont Highway Department Specifications. Care shall be exercised when unloading pipe from delivery trucks and moving pipe to its final position. When damaged pipe is rejected by the Engineer, new pipe shall be furnished by the Contractor at the Contractor's expense. Where existing pipe is to be retained or re-laid and it becomes damaged due to the fault of the Contractor, it shall be replaced with new pipe at the Contractor's expense. PIPE BEDDING: Pipe bedding shall be as specified in Section 02265 of these Specifications. Reinforced concrete and asphalt coated corrugated metal pipe shall be bedded from the trench bottom, 6" below the invert of the pipe, to the spring line of the pipe with sand or granular pipe bedding as detailed in the Contract Drawings. Plastic pipe shall be bedded from the trench bottom, 6" below the invert of the pipe, to 6" above the crown of the pipe with sand or granular pipe bedding as detailed in the Contract Drawings, Backfill above the pipe bedding shall be suitable excavated material free of stones larger than 3" and shall be placed according to Section 02265 of these specifications. MANHOLES, CATCH BASINS AND OTHER APPURTENANCES: Where indicated on the plans, the Contractor shall furnish and install manholes which meet the requirements of Section 03401 of these Specifications. The Contractor shall also furnish and install catch basins, where indicated on the plans, which meet the requirements of Section 03402 of these Specifications. All manhole or catch basin steps, covers, grates and other miscellaneous metal shall be furnished and installed in accordance with Section 05550 of these Specifications. HEADWALLS: The Contractor shall construct pipe headwalls at the locations shown and in reasonably close conformity with the lines, grades and dimensions shown on the Contract Drawings or as ordered by the Engineer. Headwalls shall be either specifically designed asphalt coated, corrugated galvanized metal end sections or shall be of concrete construction, as shown on the Contract Drawings. If constructed of concrete, all concrete utilized shall meet the requirements for Class B concrete as per Section 03300 of these Specifications. 02530 DEWATERING WORK INCLUDED: The work in this section includes all work necessary to provide a stable work area for installation of piping and structures and protecting the work from damage caused by water. The Contractor shall at his expense remove by pumping, draining, bailing or otherwise, any water which may accumulate or be found in trenches and other excavations made under this contract, and shall form all pump wells, sumps, dams, flumes, or other works necessary to keep trenches and other excavations entirely clear of water while pipe lines and structures and their foundations are being built. Newly made masonry shall be protected from damage resulting from dewatering work, by use of canvas, tar paper, or by such other sufficient methods as may be approved by the Engineer. The Contractor shall at all times, have sufficient pumping machinery so that structures will be built in the dry. Excavation and trenches shall be dewatered where necessary by use of stone drains, pipe underdrains, by-pass pumping, or by use of well points. Pipe used for underdrains shall be of ample size to dewater trench for proper drainage during construction work. Pipe shall be corrugated metal, HDPE, or PVC, as hereinafter specified. Areas to be excavated and trenches shall be excavated to such additional depth as required to lay underdrain in a bed of clean gravel or broken stone. If a well point system is used for dewatering excavation, well points shall be spaced and driven to a depth to thoroughly dewater the construction area. All dewatering, regardless of method, shall be accomplished so that adequate bearing capacity of the soil is reached to allow stable support of pipe lines, structures, and foundations. Removal of visual running water in the trench without provision of stable trench bottom support for piping or structures does not constitute adequate dewatering. The Contractor shall furnish, install and maintain, all drainage systems and pumping equipment necessary to keep ground water level at an elevation low enough so that no structures to be built under this Contract shall move. The Contractor shall construct noise abatement structures around all pumps or machinery that must run after working hours. These structures must provide adequate sound absorption to prevent disturbance of the public. Water from trenches and excavations shall be disposed of in such a manner as will not cause injury to public health nor to public or private property, nor to work completed or in progress, nor to surface of highways, nor cause any interference with use of same by the public. No silty, brackish or turbid water from trenches and excavations shall be allowed to discharge directly to a stream or natural drainage course leading to a stream. The turbid water can be discharged onto the ground providing the subsequent runoff does not create a turbid situation in the stream. Where ground application creates or is likely to create turbid stream conditions, the Contractor will be required to detain the trench excavation water in a temporary sedimentation pond or a similar method acceptable to the Engineer. Upon completion of construction, all temporary sedimentation ponds will be filled with native material and the site restored to its original condition. 02540 EROSION CONTROL WORK INCLUDED: The Contractor shall carry out his operations in such a manner to give adequate protection to water courses and minimize surface erosion. Within 7 calendar days after Notice to Proceed on the Project, the Contractor shall submit to the Engineer for acceptance, the Contractor's proposed methods of erosion control and stream protection. No work shall be started on areas which are highly susceptible to erosion, as indicated by the Engineer, or within existing drainage channels until the methods of erosion control, to be employed on the project, have been approved by the Engineer. The Engineer has the authority to limit the surface area of erodible earth material exposed by excavation, borrow and fill operations and to direct the Contractor to provide immediate erosion control measures to prevent contamination of adjacent streams or other water courses and areas of water impoundment. These measures shall include but not be limited to, stone check dams, hay bales for mulch and matting. As the excavation proceeds, cut slopes shall be seeded and mulched to the extent considered desirable and practical by the Engineer. The exposure of uncompleted cut slopes and embankments to the elements shall be as short as practical. Seeding, mulching, installation of erosion control shrubbery or other designed treatment should be initiated promptly and concurrently with the other work. The Contractor will be required to incorporate all permanent erosion control features into the Project at the earliest practical time as outlined in his accepted schedule. If and when conditions develop that will suspend construction operations for any appreciable length of time, the excavation and embankment areas shall be shaped in such a manner that the runoff of water may be intercepted and diverted to points where least erosion shall result. Slope drains shall be installed as soon as possible to assist in carrying this runoff. If these preventative measures should fail and an appreciable amount of material begins to erode into a river, stream or impoundment, the Contractor shall act immediately to correct and prevent further erosion. Erosion control measures shall be continued until the permanent drainage facilities have been constructed and until grass on seeded slopes or specially installed shrubbery is established sufficiently to be an effective deterrent against erosion. Unless otherwise approved in writing, mechanized equipment shall not be operated in live streams except as may be required to construct changes in channel and permanent or temporary structures. Rivers, streams and impoundments shall, as soon as construction will allow, be cleared of all false work, piling and debris caused by the construction operations. The Contractor shall perform all of the storm water and erosion control specifications and details shown on the Contract Drawings including installation, maintenance and removal of temporary dams and inlet protection. 02620 CAST-IN-PLACE CONCRETE CURB This work shall consist of the construction or resetting of curb and the construction of gutters or combinations of curb and gutters in accordance with these specifications and in reasonably close conformity with the lines, grades and dimensions shown on the plans or as ordered by the Engineer. Excavation shall be made to the required depth and the base material upon which the curb is to be set shall be compacted to a firm, even surface. All soft and unsuitable material shall be removed and replaced with suitable material which shall be thoroughly compacted. Curbs shall be constructed of 4,000 psi. concrete, all work shall conform to Section 03300, Cast-In-Place Concrete. Approved forms shall be of metal, straight or curved as required, free from warp and of such construction that there will be no interference to the inspection of grade or alignment. All forms shall extend for the entire depth of the curb and shall be braced and secured sufficiently so that no deflection from alignment or grade will occur during the placing of the concrete. All curb to be installed on a radius of two hundred feet or less shall be formed and cast so that the face of curb is constructed true to the radius indicated on the Contract Drawings unless otherwise approved by the Engineer. Curbing to be installed on a radius greater than two hundred feet may be formed and cast in straight sections having a length of ten feet unless otherwise specified by the Engineer. Compaction of concrete placed in the forms shall be by spading or other approved methods. Forms shall be left in place for 24 hours or until the concrete has set sufficiently so that they can be removed without injury to the curbing. Upon removal of the forms, the exposed curbing face shall be given a rubbed finish. Curbing shall be constructed in sections having a uniform length of ten feet, unless otherwise ordered. Sections shall be separated by open joints 1/8 inch wide except at expansion joints. Expansion joints shall be formed using a preformed expansion joint filler having a thickness of 1/4 inch. They shall be constructed at 20 foot intervals or as directed by the Engineer. When the curb is constructed adjacent to or on concrete pavement, expansion joints shall be located opposite or at expansion joints on the pavement. Immediately upon completion of the rubbing, the curbing shall be moistened and kept moist for 7 days or the curbing shall be cured by using a liquid membrane-forming compound. The method and details of curing shall be subject to the approval of the Engineer. After the concrete has set sufficiently, the spaces in front and back of the curb shall be filled to the required elevation with layers of not more than 6 inches of the same material as the bedding and thoroughly compacted. Curing and Sealing Compound: Upon placement of the concrete the Contractor shall apply a concrete curing and sealing compound. The compound shall be CERTI-VEX AC 1315 as manufactured by Vexon Chemicals, Inc. Meets ASTM C-1315 Type I, Class A acrylic concrete curing and sealing compound non-yellowing, slip resistant, gloss. The compound shall be applied per manufacturer's specifications. 02630 CONCRETE, BITUMINOUS, OR GRAVEL WALKS WORK INCLUDED: The Contractor shall be responsible for construction or repair of all new or existing Portland Cement concrete, bituminous concrete or gravel walks as shown on the Contract Drawings or as directed by the Engineer. PORTLAND CEMENT CONCRETE WALKS MATERIALS: Gravel for walk base shall be the thickness as shown on the Contract Drawings and shall conform to the following gradation: The percent of wear of the crushed gravel shall be not more than 40 when tested in accordance with AASHTO T96 or ASTM C131. At least 30 percent, by weight, of the material coarser than the No. 4 sieve shall have at least one fractured face. Concrete shall be 4,000 psi strength. Detectable warnings shall be in accordance with Section 618 of the latest edition of the Vermont Agency of Transportation's Standard Specifications for construction. CONSTRUCTION: Excavation shall be made to the required depth and width to allow placing of base material and installation and bracing of form work. Base material shall be placed to the depth and section shown on the Contract Drawings. When the layer exceeds 6" in thickness, layers of equal depth, not to exceed 6", shall be placed and compacted individually. Wetting of the gravel may be necessary to obtain adequate compaction. Forms shall be metal or wood and shall extend the full depth of the concrete. Forms shall be either straight or curved as required and shall be adequately braced to prevent movement. Concrete shall be placed over the compacted gravel base, shall be thoroughly worked to remove air voids and shall be floated smooth. After initial set, the edges shall be rounded to a 1/4" radius and the surface shall be broom finished across the width of the walk. Walk shall be cast in 100 feet sections. There will be no expansion joints. Connection to the existing walk and between 100 foot sections shall be accomplished utilizing the speed dowel system, products PSD09/#5TX and PSD/#5BX, as supplied by Greenstreak, Inc. or an approved equal, ±1 foot on center. Walk shall be grooved with a sawn false joint every 5 feet. These grooves shall be 1/8” wide and 1/3 the depth of the walk. False joints shall not be struck. Where the walk is adjacent to curbing, 4 mil polyethylene shall be placed between the curb and sidewalk. Grading Sieve Designation Percentage by Weight Passing Square Mesh Sieves FINE 2” 100% 1-1/2” 90% - 100% No. 4 30% - 60% No. 100 0% - 12% No. 200 0% - 6% RECORD DRAWING
136 Pearl Street Essex Junction, Vermont 192 TILLEY DRIVE, SOUTH BURLINGTON PROPOSED BUILDING ADDITION UVM MEDICAL CENTER 199 MAIN STREET BURLINGTON, VT 05401 TECHNICAL SPECIFICATIONS - - - - - JPK JPK 08/18/2021 NTS 21-360 9 08/05/2022 RECORD DRAWING REVISIONS JPK 136 Pearl Street Essex Junction, Vermont Curing and Sealing Compound: Upon placement of the concrete the Contractor shall apply a concrete curing and sealing compound. The compound shall be CERTI-VEX AC 1315 as manufactured by Vexon Chemicals, Inc. Meets ASTM C-1315 Type I, Class A acrylic concrete curing and sealing compound non-yellowing, slip resistant, gloss. The compound shall be applied per manufacturer's specifications. During the curing period, barricades may be required to prevent damage. Any damage incurred shall be repaired at the Contractor's expense. After the walk has properly cured, the spaces on each side of the walk shall be backfilled, compacted and graded. BITUMINOUS CONCRETE WALKS MATERIALS: Gravel base shall be as specified under Portland Cement concrete walks and shall be as shown on the Contract Drawings. Bituminous concrete for walks shall be Type IV as shown on the Contract Drawings and as specified in Section 02650 of these specifications. CONSTRUCTION: Excavation and placement of base shall conform to the requirements under Portland Cement concrete walks. Grade control forms such as 2x4's or other suitable devices shall be used when hand methods are used to place the bituminous concrete. These shall be securely anchored in place along each edge to provide a true grade and constant width. Placement and compaction of walks shall be done according to Section 02650 of these specifications. GRAVEL WALKS MATERIAL: Base gravel shall be as specified under Portland Cement concrete walks and as shown on the Contract Drawings. A 1-1/2" thick surface layer of stone chips and stone dust equal to "Sur-Pack" or No. 2 Peastone, as produced by F.W. Whitcomb Corp., shall be used on the top surface. CONSTRUCTION: Excavation and base placement shall be as specified under Portland Cement concrete walks. After the base gravel has been placed, compacted and graded, the Sur-Pack shall be spread, smoothed and compacted to form a hard, even walking surface. The finished surface condition will be subject to approval by the Engineer. 02649 PREPARATION OF SUBBASE WORK INCLUDED: This work shall consist of furnishing and placing one or more courses of approved gravel, crushed gravel, or dense graded crushed stone, or otherwise proportioned material on a prepared surface, or at other locations, in accordance with these specifications as shown on the plans or as ordered by the Engineer. CONSTRUCTION: The subbase material shall be placed on a prepared surface with an approved spreader box or by use of other approved mechanical spreading equipment. Dumping directly on the subgrade will not be permitted. A bulldozer may be used in lieu of a spreader box, providing the subbase material is first placed on the previously laid subbase and then completely removed from the area where it was first deposited. Should segregation occur during the placing of the subbase, the Contractor shall be required to remove and replace the material or manipulate it until uniform grading is obtained. If material below subgrade becomes intermixed with the subbase, resulting in an unacceptable product, the mixture shall be removed and replaced with new subbase material. The maximum lift thickness for all subbase materials is 12". Where the finished depth of the subbase is to be greater than 12", it shall be placed and compacted in two or more lifts of approximately equal thickness. In the placement of lifts all joints shall be staggered at least 6 inches. After each lift of subbase material is placed it shall be thoroughly compacted by rolling with an approved power roller weighing not less than 10 tons or by other methods approved by the Engineer. A power grader shall be used to obtain a true and even surface during compaction. All holes or depressions found during the compacting shall be filled with additional subbase material, reworked, and compacted in close conformity to the lines, grades and cross-sections shown on the Contract Drawings. If required, water shall be uniformly applied over the subbase materials during compaction in the amount necessary for proper consolidation. When it is necessary to maintain traffic over the subbase, one half of the width shall be constructed at a time. The half under construction shall have the subbase material placed and compacted before opening to traffic. Subsequent traffic damage to the material shall be entirely the Contractor's responsibility. If the subbase loses its shape, the Contractor shall loosen, regrade and compact as necessary. The end of each section of a different depth of subbase shall be tapered for a distance of approximately 25 feet. In the event the project shoulders are to remain unpaved, subbase or other designated material shall be placed in the shoulder area after final roadway paving is placed. Gradation Requirements: Sand for subbase shall meet the following requirements: Dense Graded Crushed Stone subbase shall meet the following gradation requirements: Sieve Designation Percentage by Weight Passing Total Sample 1/2” 100% No. 4 90% - 100% No. 10 60% - 90% No. 40 20% - 40% No. 200 0% - 8% Sieve Designation Percentage by Weight Passing Total Sample 3-1/2” 100% 3” 90% - 100% 2” 75% - 100% 1” 50% - 80% 1/2” 30% - 60% No. 4 15% - 40% No. 200 0% - 6% Plant Mixed Gravel for subbase shall meet the following requirements: Gravel for Fine Grading* of subbase shall meet the following requirements: * #2 Peastone, as supplied by Frank W. Whitcomb Construction Corp. or "Shur Pak" Aggregate for plant mixed gravel and dense graded crushed stone shall consist of clean, hard, crushed stone or crushed gravel. The blending of crushed stone and crushed gravel may be permitted if, in the opinion of the Engineer, the materials to be blended are equal in quality and are compatible. The several aggregate fractions shall be sized, uniformly graded, and combined in such proportions that the resulting gradation is as shown above. The aggregate shall be reasonably free from dirt, deleterious material and pieces which are structurally weak and shall meet the following requirements: 02650 BITUMINOUS CONCRETE PAVEMENT GENERAL: All road work and paving shall conform to the latest edition of the Vermont Agency of Transportation's Standard Specifications for construction. 02820 FINAL GRADING, TOPSOILING, AND SURFACE PREPARATION WORK INCLUDED: The Contractor shall be responsible for final grading, topsoiling, and surface preparation within the contract limits or as directed by the Engineer prior to seeding or turfgrass sod application. Restoration shall occur within 7 days of the time the work is ready to receive topsoil. SUBSOIL PREPARATION: Areas to be topsoiled shall be cleared of large stones, roots or other debris that might interfere with the placement of topsoil or subsequent maintenance of the area and shall be brought reasonably close to grade, as indicated on the plans or ordered by the Engineer, making allowance for thickness of the topsoil and turfgrass sod, as applicable. All breaks in grade shall be well rounded. SOIL TESTING: The Contractor shall be responsible for the performance of soil testing of the subsoil by an accredited soils laboratory, at the Contractor’s cost. When the soil testing shows that the subsoil is highly acid or composed of heavy clays, ground limestone shall be spread at the rate recommended by the testing service to correct the soil pH to a range of 6.0 to 7.0. Liming material shall contain at least 50% total oxides (Calcium oxide plus magnesium oxide) and 50% of material must pass through a 100-mesh sieve with 98% passing through a 20-mesh sieve. Lime shall be distributed uniformly over designated areas and worked into the soil in conjunction with tilling of the soil. After the area(s) to be topsoiled have been brought to grade, and immediately prior to dumping and spreading the topsoil, the subgrade shall be loosened by disking or rototilling to a depth of at least 3 to 4 inches to permit bonding of the topsoil to the subsoil. Soil amendments, such as fertilizer and lime, shall be uniformly incorporated into the topsoil by disking, harrowing, or other approved methods. GRADING AND TOPSOILING: After areas have been brought to proper subgrade and approved by the Engineer, topsoil shall be spread to a depth of 4", due allowance being made for settlement. Topsoil shall not be hauled over, tramped over or packed in, in any way, and shall be left in a loose and friable condition. All topsoil shall be free from subsoil, gravel, roots and stones. Topsoil shall be a loamy sand, sandy loam, loam, or other soil approved by the Engineer. It shall not have a mixture of subsoil and shall contain no slag, cinders, stones, lumps of soil, sticks, roots, trash or other extraneous materials larger than 1.5 inches in diameter. Topsoil must be free of viable plants or plant parts of common bermudagrass, quackgrass johnsongrass, nutsedge, poison ivy, Canada thistle, or others as may be specified. If needed, pH correction material shall be applied at a rate sufficient to correct the pH to a range of 6.0 to 7.0. Soluble salts shall not be higher than 500 parts per million. Organic matter content shall range from 1.5% to 4%. All fertilizers (either granular or liquid) shall be uniform in composition, free-flowing, and suitable for application with approved equipment. Fertilizers shall be delivered to the site fully labeled, according to applicable fertilizer laws, and shall bear the name, trade name or trademark, and warranty of the producer or manufacturer. Fertilizer applications shall be determined by soil tests and shall be distributed uniformly over the entire area(s) where seed or turfgrass sod is to be installed. Lime material shall be ground limestone and shall comply with existing State and Federal regulations. Limestone shall contain at least 50% total oxides (Calcium oxide plus magnesium oxide). Ground limestone shall be ground to such fineness that at least 50% of material must pass through a 100-mesh sieve with 98% to 100% passing through a 20-mesh sieve. Application rates for liming materials shall be determined by soil tests. Lime shall be distributed uniformly over the entire area(s) to be seeded or sodded. Topsoil shall be uniformly distributed on the designated area(s) and it shall be a minimum of 4 inches deep after firming. Spreading shall be performed in such a manner that seed or sod installation can proceed with a minimum of additional soil preparation and tillage. Any irregularities in the surface resulting from topsoiling or other operations shall be corrected in order to prevent the formation of depressions or water pockets. Topsoil shall not be placed while in a frozen or muddy condition, when the subgrade is excessively wet, or in a condition that may otherwise be detrimental to proper grading or proposed for seed or sod installation. After the topsoil has been spread and the final grade approved, it shall be cleared of all grade stakes, surface trash, or other objects that would hinder installation and/or Sieve Designation Percentage by Weight Passing Total Sample 2” 100% 1-1/2” 90% - 100% No. 4 30% - 60% No. 100 0% - 12% No. 200 0% - 6% Sieve Designation Percentage by Weight Passing Total Sample 3/4” 100% 1/2” 95% - 100% 3/8” 80% - 95% No. 4 50% - 70% No. 8 30% - 50% No. 16 20% - 40% No. 30 15% - 35% No. 50 10% - 30% No. 100 5% - 20% No. 200 2% - 10% maintenance of seed, sod, or other plantings. Paved areas over which hauling operations are conducted shall be kept clean and any soil which may be brought upon the surface shall be promptly removed. The wheels of all vehicles shall be kept clean to avoid tracking soil on the surface of roads, walks, or other paved areas. Topsoil shall receive a uniform application of fertilizer, lime, grass seed, and mulch or turfgrass sod as specified. Any mechanical operation may be used which will place the limestone, fertilizer, seed and mulch, or any combination of these in direct contact with the soil and which meets the approval of the Engineer. 02821 SEEDING WORK INCLUDED: The Contractor shall be responsible for application of soil amendments, seeding operations, and placement of mulch or matting related to establishing a healthy grass within the contract limits or as directed by the Engineer. Restoration shall occur within 7 days of the time the work is ready to receive topsoil. APPLICATION OF SEED: Topsoil shall receive a uniform application of fertilizer, lime, grass seed, and mulch. Any mechanical operation may be used which will place the limestone, fertilizer, seed and mulch, or any combination of these in direct contact with the soil and which meets the approval of the Engineer. Any undulations or irregularities in the topsoil surface, resulting from fertilizing, liming, tilling, or other causes, shall be smoothed prior to seed installation. Flooded, washed out area, damaged or otherwise, shall be reconstructed and all grades re-established by the Contractor in accordance with the drawings and/or other application specifications. Except for equipment used for the installation of the seed, care should be taken to keep equipment off prepared areas. Particular care should be taken to avoid compaction during the grading process. Prior to seed installation, the surface shall be free of stones, cleared of all trash, debris, roots, brush, wire, grade stakes, and other objects that would interfere with planting or maintenance operations. SEED MIXES: The specific seed mixes to be utilized on this project are indicated in Section 01010 of these specifications. All mixes for this project are available from L.D. Oliver Seed Co., through local distributors. All seed shall not exceed 1% in weed content. A guaranteed statement of composition from the dealer must be submitted to the Engineer for approval and be approved prior to commencing with seeding operations. After the seed has been applied, lawn areas shall be lightly raked to mix seed with the soil and rolled with a light-weight roller to the satisfaction of the Engineer. MULCHING/MATTING: For this project, the Contractor shall utilize North American Green C125BN erosion control matting as shown on the plans. Mulch shall be utilized in the locations shown on the plans. At their discretion, the Contractor may elect to utilize erosion control matting in lieu of mulch for the protection of seeded surfaces. In areas mulch is to be utilized , the surface shall be mulched with hay mulch at a rate of 2 tons per acre immediately after the application of fertilizer, lime and seed. Mulch shall consist of mowed hay properly free from swamp grass, weeds, twigs, debris or other deleterious material. It shall be free from rot or mold and shall be acceptable to the Engineer. Spreading by mechanical spreading devices may be used if approved by the Engineer. The application of mulch shall be made in such a manner that lumps and thick spots are avoided. When deemed necessary, mulch shall be anchored by a light coating of brush or tree branches, use of stakes, twine, netting or other methods approved by the Engineer. MAINTENANCE: All seeded areas shall be watered and maintained to the satisfaction of the Engineer. Within two weeks after the grass has come up, any areas where grass seed has not germinated properly or where the surface has been washed or damaged in any way, shall be re-seeded as before. The first mowing shall be the responsibility of the contractor and shall not be attempted until turfgrass sod is firmly rooted and securely in place. Not more than 30 percent of the grass leaf shall be removed by the initial or subsequent mowings. Care shall be taken to assure cutting blades are maintained in a sharp condition. Bluegrass and other cool season grasses shall be maintained between 1.5 and 2.5 inches, unless otherwise specified. The duration of the Contractor’s maintenance responsibilities shall be for 30 days from the final seeding unless otherwise specified. The grass cover shall be inspected again by the Engineer and Contractor during the month of May following completion of the work. Any areas where grass seed has not germinated properly or where the surface has been washed or damaged in any way shall be topsoiled and re-seeded as before. Green Mountain Special Mix Application Rate (pure live seed lbs. per acre) = 175 % by weight Name 40 Creeping Red Fescue 40 Perennial Ryegrass 20 Kentucky Bluegrass 100 VT Conservation Mix Application Rate (pure live seed lbs. per acre) = 220 % by weight Name 35 Red Fescue 25 Tall Fescue 15 Annual Ryegrass 12 Perennial Ryegrass 10 Kentucky Bluegrass 3 White Clover 100 New Hampshire Slope 44 Mix Application Rate (pure live seed lbs. per acre) = 60 % by weight Name 43 Creeping Red Fescue 33 Perennial Ryegrass 8 Redtop 8 Alsike Clover 8 Birdsfoot Trefoil 100 03300 CAST-IN-PLACE CONCRETE WORK INCLUDED: Work of this section includes the furnishing and placing of plain or reinforced concrete and reinforcing steel for all work indicated on the Contract Drawings, required by these Specifications or hereinafter specified by the Engineer. MATERIALS: The Contractor will submit within 10 days of signing of the Contract, a list of all materials that he is planning to use along with names of manufacturers and the name of the concrete supplier. Where an asterisk precedes the listed material in these specifications, the Contractor will be required to furnish necessary samples, shop drawings, lists or reports to the Engineer. *Cement: Portland cement Type II shall conform to ASTM Specification C150 or AASHTO M85. Where utilized on exposed structures, approved cement shall be obtained from only one source and shall be used exclusively for all concrete to assure a uniform color. Fine Aggregate: Sand for concrete work shall conform to ASTM Specification C33 and shall be composed of clean, hard, durable, uncoated, natural grains, free from silt, loam and clay. Coarse Aggregate: Coarse aggregate shall be clean gravel or crushed stone conforming to ASTM Specification C33. Maximum size aggregate for walls, structural slabs, slabs-on-grade, beams and columns shall be 3/4"; maximum size aggregate for other sections 6" thick and thinner shall be 1/2". Largest permissible aggregate, according to the above, shall be used except as directed by the Engineer. CONCRETE TESTS & DESIGN OF MIXES: Testing of Concrete: The Contractor shall furnish to the Engineer at his own expense, any samples of concrete and/or of the ingredients in the concrete, upon request or as specified below. All tests made at the direction of the Engineer shall be performed at the Contractors expense. Three (3) weeks or more, in advance of the time when the placing of the concrete is expected to begin, the Contractor shall inform the Engineer as to the source of the concrete ingredients. If directed by the Engineer, the Contractor shall deliver samples to such laboratory as the Engineer may designate to permit the making of necessary tests. During the progress of work, field test cylinders shall be made and cured by the Contractor in accordance with ASTM Standard C31 or AASHTO T23 and in the number of four from every pour or part thereof. The four (4) cylinders shall be taken at least at two (2) different times during the pour. The Contractor shall deliver the cylinders promptly to such testing laboratory as the Engineer may so designate. Testing of cylinders in the laboratory shall be done in accordance with ASTM Standard C39 or AASHTO T22. Slump tests shall be made by the Contractor as directed by the Engineer in accordance with ASTM Standard C143 or AASHTO T119. Slump shall be between a one (1) inch minimum and four (4) inches maximum. The Contractor will be required to furnish a standard slump cone and rod to be kept on the job at all times. Slumps shall be taken by the Contractor and witnessed by the Engineer in accordance with "Standard Method of Slump Test for Consistency of Portland Cement Concrete," ASTM designated C143 or AASHTO T119. Slump tests shall be made on each batch tested. Air content of air entrained concrete shall also be determined when specimens are taken in accordance with ASTM Specification C231 or AASHTO T 52. Duplicate reports on all tests shall be submitted promptly to the Engineer with another copy going directly to the Contractor. The Contractor, in conjunction with the Engineer, shall notify the independent testing laboratory at least 24 hours in advance, as to approximate times (within 2 or 3 hours) of concrete placement for each area where a test is directed. The Contractor shall submit weekly reports to the Engineer and independent laboratory on total amount of concrete placed during preceding week, also indicating locations. When there is any question as to the quality of the concrete in the structure, the Engineer may require the Contractor, at his expense, to have tests made by an approved independent testing and inspection laboratory. Such testing shall be in accordance with the "Standard Methods of Securing, Preparing the Testing Specimens of Hardened Concrete for Compressive and Flexural Strengths" (ASTM Designation C42 or AASHTO T24) or Chapter 20 of the current ACI Building Code for Reinforced Concrete ACI 318, as may be required. The criteria for acceptability of the concrete under the latter shall be that given therein, and final acceptance shall be required from the Engineer. Concrete failing to meet requirements of the Contract documents will have to be replaced at the Contractor's expense. Design mixes will be prepared for each type of concrete and an independent testing facility acceptable to the Engineer will be utilized to prepare and report proposed design mixes. Mixes will be proportioned by either laboratory trial batch or field experience methods, using materials to be employed on the project for each class of concrete required. The Contractor will ensure that the requirements of ACI 211.1 are complied with and reports of mix designs will be submitted to the Engineer for approval. Class A concrete shall be designed as a watertight concrete mix in conformance with normally accepted standards. All materials used shall be so proportioned as to produce a well-graded mixture of high density and maximum workability with as specified 28-day compressive strength of 4,000 psi. Minimum cement content shall be 564 lbs. per cubic yard with a maximum water-cement ratio of 0.48. Air content shall be 6% (±1 percent). Class B concrete shall be structural concrete with a minimum 28-day compressive strength at 3,500 psi. MIXING, PLACING, CURING AND PROTECTION: Mixing, placing, curing and protection shall conform to requirements of standards as listed under "General", this Specification, and to stipulations of this section. Before placing concrete, all debris, water, snow, ice, are to be removed from the space to be occupied by concrete. Do not place concrete on frozen ground. Concrete shall be thoroughly compacted during placing operation and shall be thoroughly worked into corners and angles of forms and around reinforcement by use of spades. Vibrators shall be used to compact all concrete, but not until concrete is in final place. Extreme care shall be exercised to ensure that concrete will be carefully and thoroughly worked into position around all waterstops so that waterstop will end up being perpendicular to joint surface through which it extends. Vibrators shall not be used to move concrete. Concrete shall be cured as follows: Horizontal surfaces shall have curing and sealing compound applied. Holding forms in place will constitute curing. If permitted by the Engineer to strip forms sooner than as specified, concrete shall be immediately cured for balance of period as directed. It shall be the Contractor's responsibility to protect fresh concrete from freezing. Details of covering, insulation and housing newly placed concrete in cold weather shall be reviewed with the Engineer and shall be subject to his approval. Use of admixtures, addition of extra cement, heating of materials, subgrade preparation, protective covering, heated enclosures, curing and form removal for winter concreting shall be as outlined in Recommended Practice for Cold Weather Concreting ACI 306. If minimum temperatures as specified in Table 1.4.1 of this reference are not maintained, formwork and shoring for structural concrete shall not be stripped until the Contractor can satisfy the Engineer that concrete has attained 65% of the required 28 day strength. The Contractor shall record temperature daily as outlined in Proposed Recommended Practice for Cold Weather Concreting ACI 306. In hot weather, temperature of freshly placed concrete shall not be allowed to exceed 85°F, conforming to ACI 305. 03401 PRECAST CONCRETE MANHOLES The Contractor shall construct reinforced concrete manholes and drop manholes to the dimensions and at the locations shown on the Contract Drawings. All precast reinforced concrete manhole sections shall conform to the latest version of the ASTM Specifications C478 or AASHTO M199. The footings shall be integral pre-cast and shall conform to the dimensions indicated on the plans. Shelves shall be constructed with Class B concrete, as defined in Section 03300 of these Specifications. Inverts for sewer manholes shall be as shown on the plans and details and shall be constructed of hard burned brick and mortar or, for straight runs, segments of pipe cut in half longitudinally. Inverts shall have the exact shape of the sewer to which they are connected and any change in size or direction shall be gradual and even. All construction of sewer manholes must be carried out to ensure watertight work. Any leaks in manholes shall be completely repaired to the satisfaction of the Engineer or the entire structure shall be removed and rebuilt. All manholes shall be provided with cast-iron manholes frames and covers as specified under Section 05550. All manholes are to be provided with copolymer polypropylene steps with grade 60 steel reinforcement. These steps will have a minimum pull-out strength of 1,500 lbs. Precast risers and base for manholes shall conform to ASTM Specification C478 or AASHTO M199. The pipe opening in the precast manhole riser shall have a cast-in-place flexible gasket or an equivalent system for pipe installation, as approved by the Engineer. Joints between manhole risers shall be soft Butyl joint sealer (rope form). The manhole cover frames shall be set to final grade only after the base course paving has been completed. Manholes shall be constructed to grade with precast concrete riser rings. All manhole lift holes shall be grouted inside and out with expandable grout. All invert brickwork for precast concrete manholes shall meet the requirements of Section 04211. 03402 PRECAST CONCRETE CATCH BASINS WORK INCLUDED: Shall include all work necessary to supply and place concrete catch basins as shown on the Contract Drawings. This is to include excavation, backfill and all other required operations to properly install the catch basins. Catch basins shall be constructed of reinforced concrete and shall be provided with cast iron frames and grates as indicated on the Contract Drawings and as specified in Section 05550. Precast risers and base sections shall conform to ASTM C913, latest edition. Frames shall be brought to grade with precast concrete riser rings and shall be set in a full bed of mortar. Joints between pipes and catch basin base sections shall be sealed with boots for pipes 48" in diameter or smaller and with cement mortar for pipes larger than 48" in diameter, smoothed on the inside and built up with a heavy bead of excess mortar on the outside. The grating frames shall be set to final grade only after the base course paving has been completed. 04110 CEMENT AND LIME MORTAR WORK INCLUDED: This section pertains to the material and method requirements for use of mortar on block or brick masonry units under this contract. All masonry units shall be laid in mortar as described in this section, unless specified otherwise. MATERIALS: Mortar used in masonry construction shall be highly plastic with high water retentivity and shall consist of, by volume, 1 part Portland Cement, 1/2 part to 1/4 part hydrated lime putty and 2-1/4 to 3 times the sum of the volumes of cement and lime putty for sand. Mixture may be adjusted slightly for workability. Cement: Shall be a Portland Cement of American manufacturer, conforming to the latest revision of the ASTM Specification C150 or AASHTO M85, Type II, and to be of a color approved by the Engineer. Lime: Shall be a double hydrated, high calcium lime, conforming to the latest revision of the ASTM Specification C207-SS, Type S. Lime putty shall be a stiff mixture of lime and water. 04211 BRICK MASONARY FOR MANHOLES, CATCH BASINS, & SIMILAR UNDERGROUND STRUCTURES WORK INCLUDED: The Contractor shall provide and install brick masonry where indicated on the plans or directed by the Engineer for construction for filling of manhole inverts and for similar uses. Each brick shall be wetted and completely bedded in mortar at its bottom, sides and ends in one operation, care being taken to fill every joint. Brickwork shall be well bonded and joints shall be as close as practicable. No brick masonry shall be laid in water nor shall any water be allowed to rise on or around any brick masonry until it has set at least 24 hours. No masonry shall be laid in freezing weather. The brick used to construct manhole inverts shall be good, sound, hard and uniformly burned, regular and uniform in shape and size. Brick used for this purpose shall conform to ASTM Specification C32 or AASHTO M191 latest version and shall be Grade SS. RECORD DRAWING
136 Pearl Street Essex Junction, Vermont 192 TILLEY DRIVE, SOUTH BURLINGTON PROPOSED BUILDING ADDITION UVM MEDICAL CENTER 199 MAIN STREET BURLINGTON, VT 05401 TECHNICAL SPECIFICATIONS - - - - - JPK JPK 08/18/2021 NTS 21-360 10 08/05/2022 RECORD DRAWING REVISIONS JPK 136 Pearl Street Essex Junction, Vermont Brick masonry shall be laid in Portland cement mortar composed of one part Portland cement and two parts of sand, measured by volume, to which not more than 10 pounds of lime shall be added for each bag of cement. The cement shall be as specified in Section 03300. Water for mortar shall be clean and only an amount sufficient to produce a workable mortar shall be used. Mortar shall be used within one hour from the time the cement was added to the mix. The sand for mortar for brick masonry shall be uniformly graded, clean, sharp and contain no grains larger than will pass a 1/8 inch mesh screen. 05550 MISCELLANEOUS METALS FOR MANHOLES AND CATCH BASINS WORK INCLUDED: The Contractor shall install manhole frames and covers as outlined and at locations indicated on the plans or as directed by the Engineer. MANHOLE FRAMES AND COVERS: Manhole frames and covers shall conform to standards as designated on the Contract Drawings. Frames and covers shall be of tough, gray, cast iron. Casting shall be true pattern and free from flaws. Bearing surfaces of manhole frames and covers against each other shall be machined to give continuous contact throughout their entire circumference. All iron castings shall be thoroughly cleaned and then coated with hot tar before being delivered. Frames and covers shall be Neenah, LeBaron, or an approved equal with model numbers as designated on the Contract Drawings. Manhole cover shall be marked "Sewer" or "Storm-Sewer" or "Water" as required. The Contractor shall provide water-proof type manhole covers as noted on the plans or as required by the Engineer. CATCH BASIN GRATES: Catch basin grates shall be as designated on the Contract Drawings. CLEANOUT FRAMES AND COVERS: Cleanout frames and covers shall be of tough, gray, cast iron. Casting shall be true to pattern and free from flaws. The bearing surface of cleanout frames and covers against each other shall be machined to give continuous contact throughout their circumference. All iron castings shall be thoroughly cleaned and then coated with hot coal tar before being delivered. 07200 INSULATION WORK INCLUDED: The Contractor shall be responsible for furnishing and installing all insulation of the types, thickness and in the locations as shown on the Contract Drawings or as required by the Engineer. RIGID INSULATION: Rigid panels of extruded polystyrene insulation shall be furnished and installed, in the thickness and in the locations as shown on the Contract Drawings. Care should be taken during all phases of handling to ensure that panels are isolated from sources of fire or high heat since polystyrene is a highly flammable material. Rigid panels of extruded polystyrene shall have a minimum compressive strength of 25 psi and be Foamular 250 XPS as manufactured by Owens Corning, or an engineer approved equal. 10441 SIGNS FOR TRAFFIC CONTROL The Contractor shall provide and maintain, throughout the project, acceptable warning, direction, and detour signs at all closures, intersections, and along the construction and detour routes, directing the traffic control around the closed portions of the highway so that the temporary detour route or routes shall be indicated clearly throughout its or their entire length. All barricades, warning signs, lights, temporary signals and other protective devices must conform with the Manual on Uniform Traffic Control Devices for Streets and Highways published by the U.S. Government Printing Office. In the event that the Contractor neglects to satisfactorily install and maintain barricades, lights, signs, and signals as ordered by the Engineer, the Engineer may proceed to have such installations made and the cost thereof shall be deducted from the monies due the Contractor. When construction is suspended for any reason, the standard barricades and signs shall be established on a semi-permanent basis and shall be reflectorized, installed, and arranged as approved by the Engineer. RECORD DRAWING
EXISTING BUILDING
EXISTING
BUILDING
PROPOSED
ADDITION
5 -TRANSPLANTED SHRUBS
5 -TRANSPLANTED SHRUBS
EXISTING TREE
EXISTING SHRUBS
EXISTING TREE
EXISTING SHRUBS
EXISTING TREES
EXISTING TREES
EXISTING TREES
1 QR
3 AF
EXISTING TREES
3 AF
EXISTING TREES
1 PG3 2 PG2
3 QR
2 PG2
1 PG3
3 AF
DECIDUOUS TREES QTY BOTANICAL NAME COMMON NAME SIZE
AF 9 Acer x freemanii `Sienna` Sienna Glen Maple 2 1/2 - 3" CAL.
QR 4 Quercus rubra Red Oak 2 1/2 - 3" CAL.
EVERGREEN TREES QTY BOTANICAL NAME COMMON NAME SIZE
PG3 2 Picea glauca White Spruce 6 - 8` HT./ B&B
PG2 4 Picea glauca White Spruce 8 - 10` HT., B&B
PLANT SCHEDULE
Project Number
Drawing Number
Drawing Title
Issued for
Checked byDesigned by
Appvd.DateRevisionNo.vhb.comDate
40 IDX Drive, Building 100
Suite 200
South Burlington, VT 05403
192 Tilley Drive
MRI Building Expansion
South Burlington, Vermont
July 19, 2021
58631.00
DONALD L. HAMLIN
CONSULTING ENGINEERS
Civil Engineer
136 Pearl Street
Essex Junction, Vermont
MKW
Site plan update 09/27/2022 mkw1
0 10 20 40 Feet
Planting Plan
LA-1.00
Project Number
Drawing Number
Drawing Title
Issued for
Checked byDesigned by
Appvd.DateRevisionNo.vhb.comDate
40 IDX Drive, Building 100
Suite 200
South Burlington, VT 05403
192 Tilley Drive
MRI Building Expansion
South Burlington, Vermont
July 19, 2021
58631.00
DONALD L. HAMLIN
CONSULTING ENGINEERS
Civil Engineer
136 Pearl Street
Essex Junction, Vermont
MKW
Planting Notes
and Details
LA-2.00
Planting Notes
1.ALL PROPOSED PLANTING LOCATIONS SHALL BE STAKED AS SHOWN ON THE
PLANS FOR FIELD REVIEW AND APPROVAL BY THE LANDSCAPE ARCHITECT
PRIOR TO INSTALLATION.
2.CONTRACTOR SHALL VERIFY LOCATIONS OF ALL BELOW GRADE AND ABOVE
GROUND UTILITIES AND NOTIFY OWNERS REPRESENTATIVE OF CONFLICTS.
3.NO PLANT MATERIALS SHALL BE INSTALLED UNTIL ALL GRADING AND
CONSTRUCTION HAS BEEN COMPLETED IN THE IMMEDIATE AREA.
CONTRACTOR SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY CONFLICT.
4.A 3-INCH DEEP MULCH PER SPECIFICATION SHALL BE INSTALLED UNDER ALL
TREES AND SHRUBS, AND IN ALL PLANTING BEDS, UNLESS OTHERWISE
INDICATED ON THE PLANS, OR AS DIRECTED BY OWNER'S REPRESENTATIVE.
5.ALL TREES SHALL BE BALLED AND BURLAPPED, UNLESS OTHERWISE NOTED IN
THE DRAWINGS OR SPECIFICATION, OR APPROVED BY THE OWNER'S
REPRESENTATIVE.
6.FINAL QUANTITY FOR EACH PLANT TYPE SHALL BE AS GRAPHICALLY SHOWN
ON THE PLAN. THIS NUMBER SHALL TAKE PRECEDENCE IN CASE OF ANY
DISCREPANCY BETWEEN QUANTITIES SHOWN ON THE PLANT LIST AND ON
THE PLAN. THE CONTRACTOR SHALL REPORT ANY DISCREPANCIES BETWEEN
THE NUMBER OF PLANTS SHOWN ON THE PLANT LIST AND PLANT LABELS
PRIOR TO BIDDING.
7.ANY PROPOSED PLANT SUBSTITUTIONS MUST BE REVIEWED BY LANDSCAPE
ARCHITECT AND APPROVED IN WRITING BY THE OWNER'S REPRESENTATIVE.
8.ALL PLANT MATERIALS INSTALLED SHALL MEET THE SPECIFICATIONS OF THE
"AMERICAN STANDARDS FOR NURSERY STOCK" BY THE AMERICAN
ASSOCIATION OF NURSERYMEN AND CONTRACT DOCUMENTS.
9.ALL PLANT MATERIALS SHALL BE GUARANTEED FOR ONE YEAR FOLLOWING
DATE OF FINAL ACCEPTANCE.
10.AREAS DESIGNATED "LOAM & SEED" SHALL RECEIVE MINIMUM 6" OF LOAM
AND SPECIFIED SEED MIX. LAWNS OVER 2:1 SLOPE SHALL BE PROTECTED WITH
EROSION CONTROL FABRIC.
11.ALL DISTURBED AREAS NOT OTHERWISE NOTED ON CONTRACT DOCUMENTS
SHALL BE LOAM AND SEEDED OR MULCHED AS DIRECTED BY OWNER'S
REPRESENTATIVE.
12.THIS PLAN IS INTENDED FOR PLANTING PURPOSES. REFER TO SITE / CIVIL
DRAWINGS FOR ALL OTHER SITE CONSTRUCTION INFORMATION.
13.ALL TREE, SHRUB AND PERENNIAL PLANTING BEDS ARE TO BE CONTINUOUS,
COMPLETELY DUG OUT AND BACKFILLED WITH THE PROPER PLANTING BED
BACKFILL MATERIAL TO DEPTH SPECIFIED IN DETAILS AND SOIL PREPARATION
SPECIFICATION.
14.IF THE LANDSCAPE CONTRACTOR PROPOSES A SUBSTITUTE PLANT SPECIES,
ALL SUBSTITUTES NEED TO BE APPROVED BY THE LANDSCAPE ARCHITECT
AND CITY OF SOUTH BURLINGTON IN WRITING PRIOR TO ORDERING.
Tree Protection
1.EXISTING TREES TO REMAIN SHALL BE PROTECTED WITH TEMPORARY
CONSTRUCTION FENCE. ERECT FENCE AT EDGE OF THE TREE DRIPLINE
PRIOR TO START OF CONSTRUCTION.
2.CONTRACTOR SHALL NOT OPERATE VEHICLES WITHIN THE TREE
PROTECTION AREA. CONTRACTOR SHALL NOT STORE VEHICLES OR
MATERIALS, OR DISPOSE OF ANY WASTE MATERIALS, WITHIN THE TREE
PROTECTION AREA.
3.DAMAGE TO EXISTING TREES CAUSED BY THE CONTRACTOR SHALL BE
REPAIRED BY A CERTIFIED ARBORIST AT THE CONTRACTOR'S EXPENSE.
Plant Maintenance Notes
1.CONTRACTOR SHALL PROVIDE COMPLETE MAINTENANCE OF THE LAWNS
AND PLANTINGS. NO IRRIGATION IS PROPOSED FOR THIS SITE. THE
CONTRACTOR SHALL SUPPLY SUPPLEMENTAL WATERING FOR NEW LAWNS
AND PLANTINGS DURING THE ONE YEAR PLANT GUARANTEE PERIOD.
2.CONTRACTOR SHALL PROVIDE ALL MATERIALS, LABOR, AND EQUIPMENT
FOR THE COMPLETE LANDSCAPE MAINTENANCE WORK. WATER SHALL BE
PROVIDED BY THE CONTRACTOR.
3.WATERING SHALL BE REQUIRED DURING THE GROWING SEASON, WHEN
NATURAL RAINFALL IS BELOW ONE INCH PER WEEK.
4.WATER SHALL BE APPLIED IN SUFFICIENT QUANTITY TO THOROUGHLY
SATURATE THE SOIL IN THE ROOT ZONE OF EACH PLANT.
5.CONTRACTOR SHALL REPLACE DEAD OR DYING PLANTS AT THE END OF
THE ONE YEAR GUARANTEE PERIOD. CONTRACTOR SHALL TURN OVER
MAINTENANCE TO THE FACILITY MAINTENANCE STAFF AT THAT TIME.
AS NOTED IN PLANTING SCHEDULE.
NOTE:
SHRUB PLANTING
SCALE: 1/2" = 1'-0"
SPACING "D"ROW "A"
NUMBER OF
PLANTS/SQ. FT.
5' O.C.
4' O.C.
36" O.C.
30" O.C.
24" O.C.
41.52"
31.20"
26.00"
20.76"
51.96"
0.28
0.18
0.04
0.12
0.07
D
A
D D
D
A D
1'-0"
MIN
SEE PLAN
FOR SPACINGSEE SPECS.FOR DEPTHPLANT ROW
PLANT CENTER
PLANT SPACING
ALL EQUAL OR
AS SHOWN ON
PLANTING PLAN
FINISH GRADE
MULCH, AS SPECIFIED
SHRUB ROOTBALL
CONTINUOUS PLANTING PIT
FILLED WITH PLANTING MIX
REFER TO SOIL PREPARATION
SPECIFICATIONS
SUB GRADE
2. CONTINUOUS PLANTING PITS FILLED WITH PLANTING
MIX PER THE DEPTH AS NOTED IN THE SPECIFICATIONS
IS REQUIRED.
1. QUANTITY OF SHRUBS AND SPACING
TREE PLANTING
SCALE 1/4" = 1'-0"
18"18"1'-0"MIN.FINISH GRADE
2" HEMLOCK BARK MULCH
REMOVE TOP HALF OF WIRE CAGE
CUT AND REMOVE BURLAP
FROM ROOTBALL
BACKFILL MIX FOR TREE PLANTING BEDS,
REFER TO SOIL PREPARATION SPECIFICATION
TOP OF ROOTBALL, ROOT FLARE SHOULD
BE EVIDENT. IF ROOT FLARE IS NOT EVIDENT,
THEN SCRAPE OFF THE TOP LAYER OF SOIL
BUILD UP ON TOP OF ROOTBALL FROM NURSERY.
UNDISTURBED GRADE
EXCAVATE ONLY TO SPECIFIED
PLANTING DEPTH TO ENSURE
STABLE BASE
BREAK APART EDGE OF EXCAVATION
W/ SHOVEL AND BLEND PLANT MIX
W/ EXISTING SOIL TO PROVIDE
TRANSITION TO UNDISTURBED GRADE
NOTE: EXAMINE ENTIRE TREE AND REMOVE
ALL NURSERY TAGS, ROPE, STRING, OR
SURVEYORS TAPE TO PREVENT FUTURE
GIRDLING.
SURROUNDING SOIL SHOULD NOT
EXCEED 80% COMPACTION, DRAINAGE
WILL BE REQUIRED IF COMPACTED
SOILS ARE PRESENT
TEMPORARY WATERING BASIN
2 1
2" HARDWOOD STAKES. ALIGN
STAKES PARALLEL W/ ROAD/ WALKS
OR PARALLEL W/ DIRECTION OF
PREVAILING WIND, REFER TO TREE
STAKING DETAIL
NYLON STRAP
WITH 3/4" GROMMETS,
REFER TO SPECIFICATIONS
FASTEN WIRE BELOW POINT OF
MAJOR BRANCHING OR TO MAJOR
OUTSIDE TRUNK.
3 TIMES THE DIAMETER
OF THE ROOT BALL
DECIDUOUS TREE
NOTE:
1. ALL TREE PLANTING BEDS ARE TO BE CONTINUOUS,
COMPLETELY DUG OUT AND BACKFILLED WITH THE
PROPER PLANTING BED BACKFILL MATERIAL, REFER
TO SOIL PREPARATION SPECIFICATION.
A. TREE STAKING ALONG ROAD OR WALKS
B. TREE STAKING IN OPEN SPACES
C. TREE GUYING
DIRECTION OF PREVAILING WIND
180
180
EDGE OF WALK OR CURB
EDGE OF WALK OR CURB
ALIGN STAKES PARALLEL
W/ ROAD OR WALKS
ALIGN STAKES PARALLEL
W/ DIRECTION OF PREVAILING
WIND. ALL STAKES TO BE
CONSISTENT.
3" CALIPER TREES
OR LARGER -
ALIGN 2 STAKES PARALLEL
W/ ROAD OR WALKS
NO SCALE
TREE STAKING LAYOUT
p-stake.dwg
120 120
120
A B
C
STATEMENT OF PROBABLE COST
Project Name 192 Tilley Drive - MRI Building Expansion Drawing Referenced: LA-1.00 - Landscape Plan
Date Prepared:July 19, 2021 Date of Prices:Summer 2021
Project Status:Permit Application Revisions:
Sheet 1 of 1
UNIT SUB
KEY ITEM QUANTITY UNIT COST TOTAL REMARKS
TREES
AR Sienna Red Maple 9 EA.$750.00 $6,750.00 2.5-3" Cal.
QR Red Oak 4 EA.$850.00 $3,400.00 2.5-3" Cal.
PG White Spruce 4 EA.$950.00 $3,800.00 8-10ft Tall
PG White Spruce 2 EA.$560.00 $1,120.00 6-8ft Tall
Total:$15,070.00