Addendum 1 3.24.2020.pdf
PDF 5 MB Posted
- Attached to
- RFP - Wyoming High School Storage Facility
- Solicitation number
- RFP WYO 200000001378 2
- Issued by
- Kent County, Michigan
About this file
Addendum No. 1 – Wyoming Public Schools Storage Facility Project
This addendum to the state and local contract opportunity for Wyoming Public Schools in Wyoming, Michigan, modifies the scope of work and bid procedures for a storage facility construction project managed by The Christman Company. The project involves site and athletic improvements at Wyoming High School, including a proposed 40-by-60-foot storage building, new pavement, parking areas, turf fields, and associated site work. The addendum includes modified drawings (C1.1S, C1.2S, and C8.1S showing pavement sections) and adds specification section 02 32 02 for geotechnical report requirements. Bid Package No. 3 was originally due on March 26, 2020, at 2:00 p.m. but has been revised to April 16, 2020, at 2:00 p.m. at the Christman Job Site Trailer located at Wyoming High School, 1350 Prairie Parkway SW, Wyoming, Michigan 49519. Bidders may submit bids prior to the deadline by contacting Matt Walker at 517-745-7903 or matt.walker@christmanco.com. The project includes work categories covering site work and paving (WC 02), building construction including concrete and masonry (WC 20), and electrical (WC 28), with certain work such as fencing and card readers to be performed by others.
The geotechnical investigation report dated March 11, 2020, prepared by Driesenga & Associates, Inc., identifies subsurface conditions consisting of 15 to 24 inches of topsoil underlain by very loose to medium dense sand to depths of at least 20 feet, with no groundwater encountered during boring operations. The report recommends a maximum allowable soil bearing pressure of 2,000 psf for spread footings, specification of pavement sections for light and heavy duty areas with appropriate base and wearing courses, and site preparation including removal of unsuitable materials and compaction to specified densities. Construction is anticipated between May and August with owner occupancy required by end of summer. Bidders must acknowledge receipt of Addendum No. 1 on the bid proposal form, and all applicable provisions of the contract documents govern the work unless specifically noted otherwise.
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| File | Type | Posted |
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| INVITATION TO BID - WHS Storage Facility.pdf |
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A d d e n d u m N o . 1
The Christman Company 634 Front Avenue NW, Suite 500 Grand Rapids, MI 49504-5355 Phone 616-454-4454 Fax 616-454-1795
Project Name: Wyoming Public Schools – Storage Facility
Project No.: 218352
Architect: GMB
Date: March 24, 2020
Bid Package No.: 3
Bid Due Date: Thursday March 26, 2020 at 2:00 pm
Thursday April 16, 2020 at 2:00 pm
This Addendum is issued to inform the bidders of modifications in the scope of work being bid for this project.
A. Documents included in this Addendum:
Drawings: C1.1S, C1.2S, C8.1S (modified Pavement Section) Specifiations: 02 32 02 Geotechnical Report
B. Other modifications (see attached for documents listed below):
Bid Due date was previously March 26, 2020 at 2:00 pm. This has been revised to April 16, 2020 at 2:00 pm in the Christman Job Site Trailer
Clarification: Bids that need to be dropped off prior to bid day can be done by contacting Matt Walker at 517-745-7903 or matt.walker@christmanco.com otherwise please bring to Christman Job Site Trailer (address below). Bids will be opened at 2:00 pm at the Christman Job Site trailer located at the Wyoming HS at 1350 Prairie Parkway SW, Wyoming 49519
C. Bids are due on the following date:
Thursday April 16, 2020 for this bid package.
Acknowledge receipt of this Addendum on the Bid Proposal Form.
The applicable provisions of the Contract Documents shall govern all work included herein unless specifically noted otherwise.
END OF ADDENDUM NO. 1
mailto:matt.walker@christmanco.com
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PROPOSED
BUILDING
(40X60)
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CB#101
CB#102
CB#103
CB#104
CB#105
CB#106
CB#107
CB#108
CB#109
CB#110
MH#200
MH#201
MH#202
MH#203
M H
#2
MH#205
MH#300
MH#301
MH#302
MH#303
PP#: 41-17-14-126-020
EARDLEY RANCH SITES NO. 2
EX. BLD.
EX. BARN
WYOMING HIGH SCHOOL
B.M. #100
POLE-VAULT
LONG JUMP
2412345678
26 25 24 23 22 21
WHALEN ACRES PLAT
PP#: 41-17-14-126-016
B
LE
A C
H E
R S
CB#111
MH#304
CB#112
CB#113
MH#307 MH#207
CB#118
CB#128
CB#129
CB#125
CB#127
CB#126
CB#122
CB#124
CB#152
MH#212
CB#151
MH#312
CB#114
CB#123
MH#208
MH#305
12" Watermain
12" Watermain
NORTH LINE OF WHALEN ACRES PLAT
DRAINAGE
EASEMENT
L. 1800 P. 401
10.0000'
0'
SEWER AND
WATERMAIN EASEMENT
L. 1932 P. 1228
10.0000'
(66' Wide)
HIGHWAY ESMT.
L. 2358 P. 963
66'
(R.O.W VARIES)
HIGHWAY ESMT.
L. 2426 P. 1328
B.M. #101
R.P. #102
R.P. #101
R.P. #100
V
IS
IT
O
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EX. BLD.
M A
T C
H L I N
E
M A
T C
H L I N
E
PRAIRIE PARKW
AY
BUCKINGHAM
R O
B I N
A
V E
CB
approx. per owner
21222324
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X
GENERAL NOTES:
1. DO NOT BURY ANY DEBRIS, ROOTS, TOPSOIL OR OTHER MATERIALS.
2. ALL WORK SHALL COMPLY WITH APPLICABLE REQUIREMENTS OR THE LOCAL CODE.
ORDINANCES AND ACCIDENT/FIRE PREVENTION REGULATIONS.
3. PROTECT THE SITE, ADJACENT PROPERTY AND UTILITY SERVICES FROM DAMAGE OR
DISRUPTION OF SERVICE/ACCESS. DAMAGE TO EXISTING STRUCTURE, SITE OR UTILITIES
SHALL BE REPAIRED AT THE CONTRACTORS EXPENSE.
4. ALL TREES TO REMAIN SHALL BE CAREFULLY PROTECTED. DO NOT DRIVE HEAVY
EQUIPMENT WITHIN 12 FT OF TREE TRUNKS. BRANCHES WHICH ARE DAMAGED DURING
DEMOLITION OF STRUCTURES AND/OR SURFACES SHALL BE CUT OUT AS DIRECTED BY THE
ARCHITECT/ENGINEER. ANY ROOTS OF TREES BEING SAVED WHICH ARE EXPOSED DUE TO
DEMOLITION/REMOVAL SHALL BE COVERED WITHIN 6 HOURS WITH SOIL. DAMAGED TREES
MAY BE REPLACED AT THE DISCRETION OF THE ARCHITECT/ENGINEER AT THE EXPENSE OF
THE CONTRACTOR RESPONSIBLE FOR THE DAMAGE.
5. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING NECESSARY PERMITS FOR WORK IN
ROW AND ON ANY UTILITY CONNECTIONS OR ABANDONMENT PRIOR TO THE START OF
CONSTRUCTION.
6. CONTRACTORS TO REVIEW ALL SHEETS FOR RELATED INFORMATION.
7. LIST OF STANDARD ABBREVIATIONS -
"A.F.F." = ABOVE FINISHED FLOOR
"C/L" = CENTER LINE
"F.F.E" = FINISH FLOOR ELEVATION
"U.N.O" = UNLESS NOTED OTHERWISE
ROLLED
CURB & GUTTER
SIGN & POST
CHAINLINK FENCE
ORNAMENTAL FENCE
SYMBOL DESCRIPTION DETAIL/SPEC
LAYOUT LEGEND
STANDARD
CURB & GUTTER
CONCRETE
SIDEWALK
CONCRETE
PAVEMENT
HEAVY DUTY
PAVEMENT
STANDARD DUTY
PAVEMENT
X X
DETAIL 3/C8.1S
SPEC 32 13 13
DETAIL 4/C8.1S
SPEC 32 13 13
DETAIL 5/C8.1S
SPEC 32 13 13
DETAIL 2/C8.1S
SPEC 32 13 13
DETAIL 1/C8.1S
SPEC 32 12 16
DETAIL 1/C8.1S
SPEC 32 12 16
SPEC 32 31 13
SPEC 32 31 19
DETAIL 11, 12, 13/C8.1S
EAST SITE PLAN
SCALE 1" = 40'-0"
C1.1S
GMB
No part of this drawing may be used or reproduced in any form or by any means, or stored in a database or retrieval system, without prior written permission of
Copyright © 2018 All Rights Reserved
ARCHITECTURE + ENGINEERING
PROJECT NO.
DRAWN
REVIEWED
85 East Eighth Street, Suite 200
P. 616.796.0200 F. 616.796.0201
HOLLAND LAB
www.gmb.com
Holland, Michigan 49423
2025 East Beltline SE, Suite 308
GRAND RAPIDS LAB
Grand Rapids, Michigan 49546
310 North Alabama Street, Suite 230
INDIANAPOLIS LAB
Indianapolis, IN 46204
W Y
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P R
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A N
5-4376
EAST SITE PLAN
MEH, MJH
MEH
P
C
A D
C d w g
A
M
Issuances 12.07.2018
BIDS &
CONSTRUCTION
01.07.2019 ADDENDUM 001
03.22.2019 BULLETIN 001
05.22.2019 BULLETIN 004
10.25.2019 BULLETIN 010
12.02.2019 BULLETIN 011
01.28.2020 BULLETIN 012
02.07.2020 SIGNAGE PACKAGE
02.12.2020 BULLETIN 013
02.21.2020 BULLETIN 014
03.20.2020 BULLETIN 015
186.00'
24.00'
EXISTING CURB CUT TO BE
RECONSTRUCTED
(ENTRANCE & EXIT)
PROPOSED CURB CUT
(EXIT ONLY)
PROPOSED
CLASSROOM
ADDITION
(SEE 5-4375)
EXISTING HIGH
SCHOOL
BUILDING
PROPOSED TRAFFIC
ISLAND
10.00'
20.00' 24.00' 40.00' 24.00' 40.00' 30.00' 20.00'
10.00'
SERVICE
AREA
PROPOSED
PARKING LOT
(91 SPACES)
PROPOSED
PARKING LOT
(146 SPACES)
PROPOSED
HALF-SIZED TURF
MULTI-PURPOSE
PRACTICE FIELD
R
R
PROPOSED
PARKING LOT
(154 SPACES)
PROPOSED
PARKING
EXPANSION
(14 SPACES)
WAYFINDING
SIGN
PROPOSED
ENTRY ADDITION
(SEE 5-4375)
PROPOSED STAIRS
PROPOSED SEAT WALL
HATCHED AREA
REPRESENTS
SNOWMELT
PROPOSED WALL-MOUNTED
LETTER SIGN, REFER TO
ARCHITECTURAL SHEETS
PROPOSED CONCRETE
PATIO AND WALKS
PROPOSED RAMP
MATCH EXISTING WALK
ALIGN WALK ON CENTER OF DOOR
HEAVY DUTY
CONCRETE
30.00'
MATCH EXISTING
10.00'
MATCH EXISTING
11.67'
63.42'
ADA RAMP
MATCH EXISTING - TAPER TO 8'
WIDTH AT TOP OF RAMP
8.00'
8.00'
28.70'
RESURFACE EXISTING
FIELD EVENT RUNWAY
R
R
R
STOP SIGN
2 - STOP (SOUTH),
DO NOT ENTER/BUSSSES ONLY
(NORTH) SIGNS
6.50'
6.50'
GUTTER PAN
HATCHED AREA
REPRESENTS
SNOWMELT
HATCHED AREA
REPRESENTS
SNOWMELT
(5) ADA PARKING
SIGNS
(6) ADA PARKING SIGNS
ON CONCRETE BASES
PROPOSED CONCRETE
PATIO AND WALKS
WAYFINDING
SIGN
WAYFINDING
SIGN
WAYFINDING
SIGN
35' FLAG POLE
C8.1S
HD
C8.1S
SD
C8.1S
C8.1S
RESURFACE EXISTING
FIELD EVENT RUNWAY
NEW LONG JUMP
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
SD
SD
SD
C8.1S
TYP. OF (2)
LOCATIONS
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
SD
C8.1S
HD
C8.1S
HD
C8.1S
C8.1S
C8.1S
C8.1S
PROPOSED ARTIFICIAL TURF
PROPOSED ARTIFICIAL TURF
PROPOSED ARTIFICIAL TURF
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
SD
REFER TO ARCHITECTURAL SHEETS
FOR DUMPSTER ENCLOSURE
C8.1S
C8.1S
C8.1S
"NO PARKING
WEEKDAYS 7AM - 5PM"
SIGN. TYPICAL OF (3)
LOCATIONS
"NO PARKING
WEEKDAYS 7AM - 5PM"
SIGN. TYPICAL OF (4)
LOCATIONS
C8.1S
C8.1S
TYP. OF (2)
LOCATIONS
C8.1S
C8.1S
C8.1S
SD
C8.1S
CONCRETE NAILER, TYPICAL
SURROUNDING FIELD
(2) 6'-0" WIDE SWING
GATES AS SPECIFIED
199.00'
4'-0" HT. FENCING
AS SPECIFIED
4'-0" HT. FENCING
AS SPECIFIED
WAYFINDING
SIGN
C8.1S
C8.1S
C5.2S
C5.2S
C5.2S
C5.2S
C5.2S
27.00'
24.00'
94.80'
C8.1S
COORDINATE SEQUENCING
OF BUILDING DEMOLITION
548.00'
C8.1S
C8.1S
GOALPOST AS SPECIFIED
6.00'
25.41'
11.97'
25.41'
6.00'
9.67' 31.92'
5.00'
18.75'
4.03'
48.21'
5.00'
24.83'
16.75'
CONCRETE EDGE WITH
NAILER FOR TURF. NOTE
INSTALL NAILER AT
ADJACENT SIDEWALKS.
CONCRETE EDGE WITH
NAILER FOR TURF
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
ADA TACTILE
WARNING, TYP.
ADA TACTILE
WARNING, TYP.
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
C8.1S
ALIGN WALK ON CENTER OF DOOR
22.80'
10.00'
20.50'29.53'
216.00'
14.53'
R
P
R
C8.1S
C8.1S
C8.1S
CONCRETE EDGE WITH
NAILER FOR TURF. NOTE
INSTALL NAILER AT
ADJACENT SIDEWALKS.
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C8.1S
HD
C8.1S
R
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R
R
R
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R
R
R
R
R
R .0
R
R .0
R
R
18.58'
CONCRETE PAD
AS SPECIFIED.
SLOPE AWAY
FROM BUILDING
CONCRETE PAD
AS SPECIFIED.
SLOPE AWAY
FROM BUILDING
CONCRETE PAD
AS SPECIFIED.
SLOPE AWAY
FROM BUILDING
CONCRETE PAD AS SPECIFIED.
SLOPE AWAY FROM BUILDING
C8.1S
TRANSITION CURB
STYLE HERE OVER
10'
REFER TO ARCHITECTURAL
PLANS FOR PLAZA DETAILS
AND DIMENSIONS
C8.1S
HD
C8.1S
HD
C8.1S
C8.1S
C8.1S
C8.1S
(2) 4" SLEEVES AS SPECIFIED,
TYPICAL AT EACH LOCATION
(2) 4" SLEEVES AS SPECIFIED,
TYPICAL AT EACH LOCATION
C8.1S
C8.1S
C8.1S
C8.1S
R
C8.1S
C8.1S
CONCRETE PAD
AS SPECIFIED.
SLOPE AWAY
FROM BUILDING
CONCRETE PAD
AS SPECIFIED.
SLOPE AWAY
FROM BUILDING
4'-0" GATE
4'-0" GATE
8'-0" GATE
"NO PARKING FIRE LANE"
SIGN MOUNTED ON
EXTERIOR WALL
UPDATE FDC SIGNAGE FOR
AREA OF SPRINKLER COVERAGE.
CONSULT WITH SPRINKLER AND
GENERAL CONTRACTOR.
UPDATE FDC SIGNAGE FOR AREA OF
SPRINKLER COVERAGE. CONSULT WITH
SPRINKLER AND GENERAL CONTRACTOR.
R
ALIGN EDGE OF WALK ON EDGE OF DOOR
C8.1S
NEW MONUMENT
SIGN, REFER TO
SHEET A9.01
75.00'
C8.1S
SBD
C8.1S
8'-0" HIGH CHAINLINK
FENCE AS SPECIFIED
4'-0" HT. FENCING
AS SPECIFIED
(2) 6'-0" WIDE SWING
GATES AS SPECIFIED
R
8'-0" GATE
6.00'
34.00'
8'-0" HIGH CHAINLINK
FENCE AS SPECIFIED
AutoCAD SHX Text
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AutoCAD SHX Text H
AutoCAD SHX Text Y
AutoCAD SHX Text D
AutoCAD SHX Text H
AutoCAD SHX Text Y
AutoCAD SHX Text D
AutoCAD SHX Text F.F.=682.01
AutoCAD SHX Text F.F.=680.99
AutoCAD SHX Text F.F.=682.15
AutoCAD SHX Text 35.6'
AutoCAD SHX Text 3.9'
AutoCAD SHX Text 11.1'
AutoCAD SHX Text 3.9'
AutoCAD SHX Text 35.6'
AutoCAD SHX Text 112.1'
AutoCAD SHX Text 63.8'
AutoCAD SHX Text 5.4'
AutoCAD SHX Text 5.5'
AutoCAD SHX Text 8.4'
AutoCAD SHX Text 43.1'
AutoCAD SHX Text 48.7'
AutoCAD SHX Text 97.2'
AutoCAD SHX Text 48.7'
AutoCAD SHX Text 28.4'
AutoCAD SHX Text 18.1'
AutoCAD SHX Text 10.6'
AutoCAD SHX Text 100.1'
AutoCAD SHX Text 17.2'
AutoCAD SHX Text 166.4'
AutoCAD SHX Text 43.2'
AutoCAD SHX Text 2.8'
AutoCAD SHX Text 111.8'
AutoCAD SHX Text 34.8'
AutoCAD SHX Text 115.0'
AutoCAD SHX Text 29.0'
AutoCAD SHX Text 24.7'
AutoCAD SHX Text 53.1'
AutoCAD SHX Text 95.3'
AutoCAD SHX Text 103.9'
AutoCAD SHX Text 31.0'
AutoCAD SHX Text 1.0'
AutoCAD SHX Text 0.2'
AutoCAD SHX Text 6.7'
AutoCAD SHX Text 154.2'
AutoCAD SHX Text 14.8'
AutoCAD SHX Text 0.3'
AutoCAD SHX Text 97.6'
AutoCAD SHX Text 129.8'
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8" DECIDUOUS TREE
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18" DECIDUOUS TREE
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12" DECIDUOUS TREE
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16" DECIDUOUS TREE
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16" DECIDUOUS TREE
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16" DECIDUOUS TREE
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28" DECIDUOUS TREE
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12" DECIDUOUS TREE
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12" DECIDUOUS TREE
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6" DECIDUOUS TREE
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8" DECIDUOUS TREE
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12" DECIDUOUS TREE
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6" DECIDUOUS TREE
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6" DECIDUOUS TREE
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24" CONIFEROUS TREE
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14" CONIFEROUS TREE
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16" CONIFEROUS TREE
AutoCAD SHX Text 4.0'
AutoCAD SHX Text 108.9'
AutoCAD SHX Text 17.5'
AutoCAD SHX Text 4.0'
AutoCAD SHX Text 14.9'
AutoCAD SHX Text 57.0'
AutoCAD SHX Text 24.6'
AutoCAD SHX Text F.F.=682.19
AutoCAD SHX Text F.F.=682.18
AutoCAD SHX Text F.F.=682.14
AutoCAD SHX Text F.F.=682.23
AutoCAD SHX Text F.F.=682.17
AutoCAD SHX Text F.F.=682.19
AutoCAD SHX Text F.F.=682.21
AutoCAD SHX Text F.F.=682.26
AutoCAD SHX Text F.F.=682.20
AutoCAD SHX Text F.F.=682.18
AutoCAD SHX Text F.F.=682.18
AutoCAD SHX Text F.F.=682.15
AutoCAD SHX Text F.F.=682.13
AutoCAD SHX Text F.F.=682.21
AutoCAD SHX Text F.F.=682.20
AutoCAD SHX Text F.F.=682.15
AutoCAD SHX Text F.F.=682.14
AutoCAD SHX Text F.F.=682.14
AutoCAD SHX Text F.F.=682.26
AutoCAD SHX Text F.F.=682.15
AutoCAD SHX Text F.F.=682.05
AutoCAD SHX Text F.F.=682.16
AutoCAD SHX Text F.F.=682.20
AutoCAD SHX Text F.F.=682.19
AutoCAD SHX Text F.F.=682.25
AutoCAD SHX Text
24 PARKING SPACES
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24 PARKING SPACES
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32 PARKING SPACES
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34 PARKING SPACES
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26 PARKING SPACES
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28 PARKING SPACES
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53 PARKING SPACES
AutoCAD SHX Text 34.8'
AutoCAD SHX Text 0.3'
AutoCAD SHX Text F.F.=682.05
AutoCAD SHX Text
ST
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ST
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DENHERTOG STREET
AutoCAD SHX Text
ROBIN AVENUE
AutoCAD SHX Text
ST
AutoCAD SHX Text
ST
AutoCAD SHX Text
RIM ELEV.=683.68
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RIM ELEV.=683.57
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STUMP
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POST
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BITUMINOUS
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BITUMINOUS
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CONCRETE
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CONCRETE
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EXISTING BUILDING
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WOOD FENCE
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WOOD FENCE
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NORTH
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H O
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VISITOR
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BASEBALL
FIELD
POLE-VAULT
LONG JUMP
39 38 37 36 35 34 33 32 31
PP#: 41-17-14-151-022
PP#: 41-17-14-151-020
PP#: 41-17-14-151-006
PP#: 41-17-14-151-005
PP#: 41-17-14-151-003
PP#: 41-17-14-151-002
PP#: 41-17-14-151-001
PP#: 41-17-14-151-004
PP#: 41-17-14-101-029
PP#: 41-17-14-101-046
PP#: 41-17-14-101-045
PP#: 41-17-14-101-048
B
LE
A C
H E
R S
B
LE
A C
H E
R S
PR
E
SS
B
O X
PRESS BO
X
CB#125
CB#127
CB#126
CB#144
CB#143
CB#142
CB#122
CB#124
CB#146
CB#152
MH#212
CB#151
MH#311
CB#149
MH#211
CB#150
MH#310
CB#147
MH#210
MH#312
GAR
SHED
SCORE-BOARD
CB#123
12" Watermain
12" Watermain
SCORE-BOARD
NORTH LINE OF MARY PLAT
(R.O.W VARIES)
R.P. #100
H O
M E
V
IS
IT
O
R
M A
T C
H L I N
E
M A
T C
H L I N
E
PRAIRIE PARKW
AY
X
X
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GENERAL NOTES:
1. DO NOT BURY ANY DEBRIS, ROOTS, TOPSOIL OR OTHER MATERIALS.
2. ALL WORK SHALL COMPLY WITH APPLICABLE REQUIREMENTS OR THE LOCAL CODE.
ORDINANCES AND ACCIDENT/FIRE PREVENTION REGULATIONS.
3. PROTECT THE SITE, ADJACENT PROPERTY AND UTILITY SERVICES FROM DAMAGE OR
DISRUPTION OF SERVICE/ACCESS. DAMAGE TO EXISTING STRUCTURE, SITE OR UTILITIES
SHALL BE REPAIRED AT THE CONTRACTORS EXPENSE.
4. ALL TREES TO REMAIN SHALL BE CAREFULLY PROTECTED. DO NOT DRIVE HEAVY
EQUIPMENT WITHIN 12 FT OF TREE TRUNKS. BRANCHES WHICH ARE DAMAGED DURING
DEMOLITION OF STRUCTURES AND/OR SURFACES SHALL BE CUT OUT AS DIRECTED BY THE
ARCHITECT/ENGINEER. ANY ROOTS OF TREES BEING SAVED WHICH ARE EXPOSED DUE TO
DEMOLITION/REMOVAL SHALL BE COVERED WITHIN 6 HOURS WITH SOIL. DAMAGED TREES
MAY BE REPLACED AT THE DISCRETION OF THE ARCHITECT/ENGINEER AT THE EXPENSE OF
THE CONTRACTOR RESPONSIBLE FOR THE DAMAGE.
5. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING NECESSARY PERMITS FOR WORK IN
ROW AND ON ANY UTILITY CONNECTIONS OR ABANDONMENT PRIOR TO THE START OF
CONSTRUCTION.
6. CONTRACTORS TO REVIEW ALL SHEETS FOR RELATED INFORMATION.
7. LIST OF STANDARD ABBREVIATIONS -
"A.F.F." = ABOVE FINISHED FLOOR
"C/L" = CENTER LINE
"F.F.E" = FINISH FLOOR ELEVATION
"U.N.O" = UNLESS NOTED OTHERWISE
WEST SITE PLAN
SCALE 1" = 40'-0"
C1.2S
GMB
No part of this drawing may be used or reproduced in any form or by any means, or stored in a database or retrieval system, without prior written permission of
Copyright © 2018 All Rights Reserved
ARCHITECTURE + ENGINEERING
PROJECT NO.
DRAWN
REVIEWED
85 East Eighth Street, Suite 200
P. 616.796.0200 F. 616.796.0201
HOLLAND LAB
www.gmb.com
Holland, Michigan 49423
2025 East Beltline SE, Suite 308
GRAND RAPIDS LAB
Grand Rapids, Michigan 49546
310 North Alabama Street, Suite 230
O M
I N
G
H
I G
H
S
C H
O O
L
S I T
E
A
H
L E
T
P R
O V
E M
E N
O M
I N
G
P
U B
L
H
O O
L S
W Y
O M
I N
G
M
I C
H I G
A N
5-4376
WEST SITE PLAN
MEH, MJH
MEH
P
C
A D
C d w g
A
M
Issuances 12.07.2018
BIDS &
CONSTRUCTION
05.22.2019 BULLETIN 004
08.19.2019 BULLETIN 008
10.25.2019 BULLETIN 010
12.02.2019 BULLETIN 011
02.21.2020 BULLETIN 014
PROPOSED
SOFTBALL FIELD
(SEE SHT C5.5S)
NEW 8'-0" OUTFIELD FENCE,
MOVED CLOSER TO HOME PLATE
NEW WARNING TRACK
NEW TURF FIELD
SEE SHEET C5.1S & 3S)
PAVED "D" ZONE
(HIGH JUMP)
PROPOSED
DISCUS
PROPOSED
SHOT PUT
PROPOSED REDI-ROCK
RETAINING WALL
PROPOSED BULLPEN
WITH TWO PITCHING
LANES (TYP)
2 - PROPOSED MASONRY
DUGOUTS
RELOCATED SCOREBOARD
20'-0" TALL TENSIONED
SAFETY NET SYSTEM
6'-0" ASPHALT PATH
CONCRETE WALK
MILL/REPAVE
PARKING LOT
36" HIGH CONCRETE WALL
WITH BACKSTOP ON TOP
8'-0" HIGH OUTFIELD
FENCE
6'-0" HIGH FENCE
8'-0" HIGH SIDELINE
FENCE
4'-0" HIGH CHAINLINK
INNER FENCE
8'-0" HIGH CHAINLINK
OUTER FENCE
CONCRETE SIDEWALK AROUND
PERIMETER OF TRACK
CONCRETE CURB
WITH TRENCH DRAIN AND TURF
NAILER @ PERIMETER OF FIELD
NEW ASPHALT AND POLY
TRACK SURFACING
8'-0" HIGH ORNAMENTAL FENCE
4'-0" HIGH CHAINLINK
INNER FENCE
8'-0" HIGH CHAINLINK
OUTER FENCE
8'-0" HIGH ORNAMENTAL FENCE
8'-0" HIGH CHAINLINK
OUTER FENCE
NEW STADIUM ENTRY -
SEE ARCHITECTURAL PLANS
NEW CONCRETE
ENTRY PLAZA
(2) - PROPOSED MASONRY
DUGOUTS
36" HIGH CONCRETE WALL
WITH BACKSTOP ON TOP
6'-0" HIGH FENCE
6'-0" HIGH FENCE
4'-0" HIGH FENCE
6'-0" HIGH FENCE
CONCRETE PAVING
NEW WARNING TRACK
INFIELD MIX
R
R
R
6'-0" ASPHALT PATH
R
R
R
R
(2) 6' GATES
10.00'
NEW 8'-0" FENCE w/ 2' 45 DEG
OVERHANG UNDER/AROUND
BLEACHERS
NEW FENCE AROUND
SCORE BOARD AND
UTILITIES AS SHOWN
(3) ROW BLEACHER
(3) ROW BLEACHER
CONCRETE PAD
NEW DISCUS CIRCLE
REUSE EXISTING BLEACHERS
REUSE EXISTING BLEACHERS
MASONRY PIER (TYP.)
NEW CONCRETE
WALKWAY
AROUND TRACK
NEW CONCRETE
WALKWAY
AROUND TRACK
NEW CONCRETE
WALKWAY
AROUND TRACK
NEW CONCRETE
WALKWAY
AROUND TRACK
NEW 8'-0" HIGH
CHAINLINK FENCE
PROPOSED SIGNAGE ON
RETAINING WALL
40' FLAG POLE
EXISTING FLAG POLE
TO REMAIN
REPLACE ALL REMAINING FENCE
AS PART OF THE ALTERNATE
REPLACE ALL REMAINING FENCE
AS PART OF THE ALTERNATE
4'-0" OPENING IN
FENCE
LANDSCAPE BED
R
NEW 8'-0" FENCE w/ 2' 45 DEG
OVERHANG UNDER/AROUND
BLEACHERS
RELOCATED WOLF
SCULPTURE ON BASE
HEAVY DUTY
CONCRETE DRIVE
CONCRETE SURROUND
C5.2S
REFER TO ENLARGED PLAN ON
SHEET C5.01 FOR ADDITIONAL
INFORMATION
C5.2S
NEW LINE THE ASPHALT
C8.1S
C8.1S
INSTALL (2) 6'-0"
WIDE SWING
GATES AS
SPECIFIED
C8.1S
C8.1S
C8.1S
C8.1S
R
R
R
R
R
R
R
ALTERNATE C.1, SEE SHEET C5.6S
R
R
R
R
R .0
R
R
R
R
R
(2) 6' GATES
8'-0" HIGH ORNAMENTAL FENCE
CONCRETE BAND IN FRONT OF WALL
(2) 4" SLEEVES AS
SPECIFIED, TYPICAL
AT EACH LOCATION
C8.1S
C8.1S
HD
C8.1S
NEW LINE THE ASPHALT
40.94'
C8.1S
13.20'
C8.1S
R
37.54'
C8.2S
ADD 34', 8'-0" HT FENCE
TO SW CORNER OF THE
BULLPEN TO FULLY ENCLOSE IT
R
MOVE FENCE AND
WARNING TRACK
OUT 4'-0"
8'-0" HIGH FENCE
23.30'
22.30'
22.30'
23.30'
27.94'
24.47'
9.00'
5.44'
6.60'
5.44'
PIER LAYOUT
SCALE 1" = 20'-0"
NOTE: DIMENSIONS ARE TO
CENTER OF THE PIER OR CORNER
OF THE BUILDING WALL
TWO (2) 8'-0" GATES
AS SPECIFIED
TWO (2) 8'-0" GATES
AS SPECIFIED
ONE (1) 4'-0" GATE
AS SPECIFIED
ATTACH FENCE TO
BUILDING
CONCRETE CURB WALL,
CONSTRUCT IN FIELD
PER OWNER DIRECTION
A4.1S
(2) 4'-4" GATES, SIZE TO FIT
BETWEEN EXIST. POSTS
(2) 5'-0" GATES, SIZE TO FIT
BETWEEN EXIST. POSTS
C8.1S
SD
C8.1S
(2) 6'-0" WIDE SWING
GATES AS SPECIFIED
C8.1S
SBD
8'-0" HIGH CHAINLINK
FENCE AS SPECIFIED
AutoCAD SHX Text
ST
AutoCAD SHX Text
ST
AutoCAD SHX Text
ST
AutoCAD SHX Text
CONCESSIONS
AutoCAD SHX Text 55.7'
AutoCAD SHX Text 40.1'
AutoCAD SHX Text 40.0'
AutoCAD SHX Text 8.0'
AutoCAD SHX Text 6.0'
AutoCAD SHX Text 6.0'
AutoCAD SHX Text 8.0'
AutoCAD SHX Text 16.1'
AutoCAD SHX Text 16.1'
AutoCAD SHX Text 4.7'
AutoCAD SHX Text 8.0'
AutoCAD SHX Text 4.7'
AutoCAD SHX Text 7.2'
AutoCAD SHX Text 10.3'
AutoCAD SHX Text H
AutoCAD SHX Text Y
AutoCAD SHX Text D
AutoCAD SHX Text H
AutoCAD SHX Text Y
AutoCAD SHX Text D
AutoCAD SHX Text F.F = 681.03
AutoCAD SHX Text
FLAGPOLE
AutoCAD SHX Text
WOOD FENCE
AutoCAD SHX Text
WOOD FENCE
AutoCAD SHX Text
CONCESSIONS
AutoCAD SHX Text 55.7'
AutoCAD SHX Text 40.1'
AutoCAD SHX Text 40.0'
AutoCAD SHX Text 8.0'
AutoCAD SHX Text 6.0'
AutoCAD SHX Text 6.0'
AutoCAD SHX Text 8.0'
AutoCAD SHX Text 16.1'
AutoCAD SHX Text 16.1'
AutoCAD SHX Text 4.7'
AutoCAD SHX Text 8.0'
AutoCAD SHX Text 4.7'
AutoCAD SHX Text F.F = 681.03
AutoCAD SHX Text
FLAGPOLE
AutoCAD SHX Text
NORTH
NORTH
CONTROL JOINT
MIN. SPACING: WALK WIDTH
OR PER JOINING PLAN
1/4 OF SLAB THICK
SAWCUT OR TOOLED
EXPANSION JOINT
MIN. SPACING: 50'-0" O.C.
REINFORCING
WELDED WIRE MESH
6"x 6" - W2.9 x W2.9
FIBER REINF. MAY NOT
BE USED UNLESS
APPROVED BY ARCHITECT
MIN. 1 1/2"
FROM BOT.
GENERAL SIDEWALK NOTES
1. ALL SIDEWALK IS 5" THICK UNLESS OTHERWISE NOTED
2. ALL SIDEWALK SHALL HAVE A MIN. 8" GRANULAR BASE
3. ALL EDGES MUST BE FINISHED WITH A 1/2" FILLET
4. REFER TO SPEC. 32 13 13 FOR CONCRETE SPECS.
5. BROOM FINISH ALL SIDEWALK PERPENDICULAR TO WIDTH. REFER
ALSO TO SPEC. 32 13 13.
6. WHERE A PERMANENT STRUCTURE IS LOCATED IN SIDEWALK,
PLACE EXPANSION MATERIAL AROUND STRUCTURE AND ADJUST
JOINT PATTERN TO INTERSECT STRUCTURE
7. COLD JOINTS - PLACE EXPANSION JOINT AT ALL COLD JOINTS
W
A
L
K
D
T
H
M
I N
EPOXY COATED
#4 BAR
EPOXY COATED
#4 BAR
TIPPED IN
TIPPED OUT
R
R
R
R
4" 10" 10"
2'-0"
3"
1 4
4"4"
2'-0"
4" 10"
10"
4" 4"
1 2
1 4
1 2
EPOXY COATED
#4 BAR
EPOXY COATED
#4 BAR
TIPPED OUT
TIPPED IN
2'
" 1
4"
4"
1 2
1 2
1'-4
2'
" 1
1 4
4"
4"
R
R
R
R
8" CONCRETE PER SPECIFICATION
FOR ALL HEAVY DUTY HATCHED AREAS PLACE
6x6 W4.0xW4.0 WELDED WIRE MESH. DRIVE
APPROACH APRONS - NO REINFORCEMENT
18" GRANULAR MATERIAL CLASS II
CONCRETE MAINTENANCE STRIP
(SCORE AND JOINT PER SPECS.)
CONCRETE FOUNDATION WALL
GRADE
2% SLOPE
1'-6" MIN.
SEE PLANS
NOTE:
REFER TO SITE PLAN FOR
DIMENSIONS AND LOCATIONS.
WIDTH WILL VARY PER PLANS.
WEARING COURSE
PER SPECS
LEVELING COURSE
PER SPECS
AGGREGATE BASE
PER MDOT SPEC 3.01
SAND SUBBASE
MDOT CLASS 2 OR
SUITABLE ONSITE SOILS
4" OR 6" PERFORATED PIPE
W/ MDOT 34R PEASTONE WRAPPED
IN 6 OZ NON-WOVEN GEOTEXTILE
BURIED APPROX. 2.5FT
BELOW PROPOSED GRADE
(REFER TO PLAN FOR LOCATION)
PAVEMENT SECTION
LOCATION WEARING LEVELING AGG. BASE SAND BASE
HEAVY DUTY 2.0" MDOT 13A 2.5" MDOT 13A
MIN. 8" MDOT 22A
OR SUITABLE
ONSITE AGG.
MIN. 12" MDOT
CLASS II OR SUITABLE
ONSITE SOIL
STANDARD DUTY 1.5" MDOT 13A 1.5" MDOT 13A
MIN. 8" MDOT 22A
OR SUITABLE
ONSITE AGG.
MIN. 12" MDOT
CLASS II OR SUITABLE
ONSITE SOIL
STORAGE
BUILDING DRIVE
1.5" MDOT 13A 2.5" MDOT 13A MIN. 8" MDOT 22A
MIN. 12" MDOT
CLASS II OR SUITABLE
ONSITE SOIL
NOTES:
1. REFER TO ASPHALT PAVING 32 12 16 AND GEOTECH REPORT FOR ADDITIONAL PAVING INFORMATION
2. REFER TO PLANS FOR LOCATION OF UNDERDRAIN PLACEMENT.
3. REFER TO PLANS FOR PAVEMENT MARKINGS AND 32 17 23.13 FOR TRAFFIC MARKING SPEC.
22-1/4"
8-1/2"
1 2
3 4
2" SQUARE ALUMINUM TUBING
WITH COAT PRIMER AND 2
COATS BLACK MATTE FINISH
USE BUSH CONCRETE BASE.
TYPICAL FOR SIGN LOCATIONS
IN PAVEMENT AREAS
0.125" ALUMINUM PANEL WITH 2"
RADIUS SAFETY CORNERS TO BE
PAINTED TO MATCH POST
12"x18" ALUMINUM SIGN WITH
BLUE FACE AND WHITE LETTERS.
SEE PLAN FOR LOCATIONS.
12"x6" ALUMINUM SIGN WITH
BLUE FACE AND WHITE LETTERS.
SEE PLAN FOR LOCATIONS.
2" SQUARE ALUMINUM TUBING
WITH COAT PRIMER AND 2
COATS BLACK MATTE FINISH
12" DIA. CONCRETE
FOUNDATION. TYPICAL FOR SIGN
LOCATIONS IN GRASS AREAS.
BUSH CONCRETE PRODUCTS
MUSKEGON, MI
CURB & GUTTER
STRIPING PAINT PER SPEC.
T
Y P
T
Y P
F
O R
P A
C E
V
R
I E
S
F
W
A L
K
S
A
N
5'-0" OR 8'-0" FOR ADA SPACES
8'-0" FOR X-WALKS
PER PLAN
4'-0" TYP.
8'x8' CONCRETE COLLAR
MIN. 6" THK. W/ (3) #4 BAR
ALONG PERIMETER OF COLLAR
PROVIDE (4) TOOLED JOINTS
M
I N
MDOT 21AA AGGREGATE
BASE COMPACTED IN PLACE
BELOW CONCRETE
4" PERFORATED UNDERDRAIN
W/ FILTER SOCK FOLLOWING
PERIMETER OF BASIN W/ ONE
OPENING INTO MANHOLE
6 OZ. NON-WOVEN GEOTEXTILE
WRAPPED AROUND OUTSIDE OF
BASINS AND LAPPED UNDER 4"
UNDERDRAIN
EX. CATCHBASIN
OR MANHOLE
FOR NEW PAVING:
PAVE UP TO CONC. EDGE
TAKING EXTRA CAUTION TO
NOT FRACTURE CONCRETE
FOR EXISTING PAVING:
SAWCUT EDGE OF PAVEMENT
FOR CLEAN JOINT - PROTECT
CUT EDGE BY TEMPORARILY
FILLING CUT AREA WITH
AGGREGATE UNTIL NEW
CONCRETE CAN BE POURED
2% MIN.
CLEAN CASTING OF RUST/CORROSION
RE-GROUT ADJUSTING RINGS AND
EXTEND NEW FABRIC UP TO CASTING
PRIOR TO POURING CONCRETE
COMPACT EX. NATIVE SOIL IF
DISTURBED DURING EXCAVATION
EXPANSION JOINT
SEE CURB AND GUTTER DETAIL
6" MIN. THICK NON-REINFORCED
CONCRETE AS SPECIFIED
(BOTH EDGES)
ADA ACCESSIBLE TILES PER SPEC,
REFER TO PLAN FOR LOCATION
SURFACE TO BE NON-SLIP FOR CONCRETE,
MEDIUM TO ROUGH BROOM FINISH
S
I D
E
W
A
D
H
A
N
R
A
O
B
O
X
FLARED SIDES TO
BE 1:12 SLOPE MAX
F
L
A
R
D
O
X
N
N
EXISTING
BASE TO
REMAIN
EXISTING
PAVING TO
REMAIN
SAWCUT JOINT,
TACK COAT ON PRIOR TO PAVING
WEARING COURSE
SEE SECTION
LEVELING COURSE
SEE SECTION
AGGREGATE BASE
SEE PLAN FOR TYP.
SECTIONS
GRANULAR BASE,
SEE PLAN FOR TYP.
SECTIONS
R1-1 STOP SIGN 24"x24"
2" SQUARE ALUMINUM TUBING
WITH COAT PRIMER AND 2
COATS BLACK MATTE FINISH
12" DIA. CONCRETE
FOUNDATION. TYPICAL FOR SIGN
LOCATIONS IN GRASS AREAS.
STOP
FLAGPOLE AS SPECIFIED
FLAGPOLE COLLAR
WATERPROOF COMPOUND 2" DEEP
(4) HARDWOOD WEDGES -
REMOVE AFTER TAMPING SAND
CONCRETE FOUNDATION
(3000 PSI MN.)
BLACK ASPHALTUM
PAINT ON POLE SURFACE,
BELOW GRADE
16 GA. GALV.
CORRUGATED SLEEVE
(4) STEEL CENTERING
WEDGES
3/16" STEEL BASE PLATE
6" x 6" x 3/16" SUPPORT PLATE
3/4" x 72" LONG
GROUND SPIKE -
WELD TO BOTH PLATES
2'-0" DIA.
2'-6" DIA.
BLACK
YELLOW
YELLOW
BLACK STRIPE
YELLOW W/ BLACK LETTERING
24" x 12" ALUMINUM SIGN - W16.9P
2" SQUARE ALUMINUM TUBING
W/ COAT PRIMER & 2 COATS
BLACK MATTE FINISH
12" DIA. CONCRETE FOUNDATION
30" x 30"
ALUMINUM
SIGN - W11-2
NOTE: CONTRACTOR MUST
SUBMIT SHOP DRAWINGS
FOR ALL SIGNAGE
6" STEEL PIPE - FILL WITH CONCRETE
SEE PLANS FOR LOCATIONS
SEAL JOINT AROUND POST
ADJACENT GRADE OR PAVEMENT
2'-0" x 3'-6" DEEP CONCRETE
FOUNDATION FOR POST
2'-0"
NOTES:
LOCATE POST 1" INTO DOOR OPENING AND
1'-0" FROM WALL
HDPE BUMPER POST
SLEEVE BY IDEAL SHIELD
(877)325-0764, OR EQUAL, COLOR: TBD
MIN 12"
MAX 36"
MIN 12"
MAX 36"
M
M
SCHEDULE 40 PIPE
PLACE RE-ROD @ END OF
SLEEVE FOR FUTURE
LOCATING (TYP. BOTH ENDS)
PAVEMENT 6'-0" OR LESS
PAVEMENT WIDER
THAN 6'-0"
PAVEMENT SURFACE
NOTE: ALL SLEEVES SHALL BE
STAKED AND CLEARLY MARKED
CURB
FINISH GRADE
ROAD SURFACE
SCHEDULE 40 PIPE
NOTE: ALL SLEEVES SHALL
BE STAKED AND CLEARLY
MARKED
PLACE RE-ROD @ END OF
SLEEVE FOR FUTURE
LOCATING (TYP. BOTH ENDS)
M
MIN 12"
MAX 36"
NOTE
ALL GRAPHICS, FONTS AND
COLORS TO MATCH
EXISTING IN DISTRICT
SQUARE POST
4'-5
6" MIN. THICK NON-REINFORCED
CONCRETE AS SPECIFIED
(BOTH EDGES)
ADA ACCESSIBLE TILES PER SPEC,
REFER TO PLAN FOR LOCATION
SURFACE TO BE NON-SLIP FOR CONCRETE,
MEDIUM TO ROUGH BROOM FINISH
SEE CURB AND GUTTER DETAIL
THIS SHEET
FLARED SIDES TO
BE 1:12 SLOPE MAX
F
L
A
R
D
O
X
S
I D
E
W
A
D
H
A
N
N
L
E
V
E
A
N
CONCRETE MAINTENANCE STRIP
(SCORE AND JOINT PER SPECS.)
CONCRETE FOUNDATION WALL
2% SLOPE
1'-6" MIN.
SEE PLANS
NOTE:
REFER TO SITE PLAN FOR
DIMENSIONS AND LOCATIONS.
WIDTH WILL VARY PER PLANS.
SYNTHETIC TURF
CONCRETE PAD (SCORE
AND JOINT PER SPECS.)
SEE PLANS
SYNTHETIC TURF
INSTALL 2"x4" RECYCLED
WOOD NAILER
C8.1S
GMB
No part of this drawing may be used or reproduced in any form or by any means, or stored in a database or retrieval system, without prior written permission of
Copyright © 2018 All Rights Reserved
ARCHITECTURE + ENGINEERING
PROJECT NO.
DRAWN
REVIEWED
85 East Eighth Street, Suite 200
P. 616.796.0200 F. 616.796.0201
HOLLAND LAB
www.gmb.com
Holland, Michigan 49423
2025 East Beltline SE, Suite 308
GRAND RAPIDS LAB
Grand Rapids, Michigan 49546
310 North Alabama Street, Suite 230
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Issuances 12.07.2018
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Pre-Bid Meeting Agenda S I N C E 1 8 9 4
Form Revision Date November 23, 2004 Please obtain current copy online at http://www.christmanonline.com/quality/Pre-Bid_Meeting_Agenda.doc
Project Name Wyoming Public Schools – Storage Facility Work Category
02, 20, 28
Christman Project No. 218352-500 Contractor
Christman Company
Meeting Date & Time 2:00 pm 3/16/19
Meeting Location Christman Site office
Meeting Agenda:
1. Introduction
a. Bid documents list
b. Christman Front-End Documents (subcontract, insurance)
2. Construction Program Overview
a. 60x40 storage facility
b. New drive in with connecting drive to new track area
c. Landscaping and restoration of lot
3. General Quality Expectations
a. Why the owner is building this project
4. Schedule Expectations
a. Total timeline – May - August
b. Owner occupancy commitment – end of summer
5. Work Scope
a. WC 02 – Site work and Paving
b. WC 20 – Building package – concrete, masonry, etc
c. WC 28 Electrical
d. Work by others:
i. Card Readers by Owner
ii. Fencing by others
6. Project Specifics
a. Awareness of neighborhood – working hours 7 am -5 pm prefered
b. Safety requirements
7. Bid Procedures
a. Due date, time, and location
b. Addenda requirements
c. Bond requirements. Bid Bond and Performance Bond
d. Included and voluntary alternates
e. Tax status
f. Allowances available
g. Contact person for questions
h. Requests for site access
8. Questions
9. Walk Through mwalker Text Box Bazen Electric only attendee
12330 James Street, Suite H80 Holland, Michigan 49424 Ph. (616) 396-0255 Fax (616) 396-0100 www.driesenga.com
Holland Grand Rapids Kalamazoo Lansing Detroit
March 11, 2020 via electronic mail
Mr. Matt Lewis
WYOMING PUBLIC SCHOOLS
3575 Gladiola Avenue SW Wyoming, Michigan 49519
Re: Geotechnical Pavement Recommendations
WPS – High School Storage Building 3065 Robin Avenue SW, Wyoming, Michigan D&A Project No. 2030089.3A
Dear Mr. Lewis:
Driesenga & Associates, Inc. is pleased to submit the attached report of subsurface exploration performed for the above-referenced project. The report presents the exploration procedures, subsurface conditions encountered, and our recommendations for development of the site with respect to proposed earthwork, foundation construction, and pavement design.
Soils encountered at the site generally consist of 15 to 24 inches of topsoil underlain by very loose to medium dense sand to a depth of at least 20 feet. Please refer to the report for a more detailed description of our findings, as well as important design and construction recommendations.
Proper execution of our recommendations will affect the design, construction and performance of the structure and related facilities, and the potential associated risks involved. Therefore, the issues and recommendations presented in this report should be discussed with the project team, including Driesenga & Associates, Inc. This will increase the likelihood that the issues are understood and our recommendations are applied in a manner consistent with the project budget, tolerance of risk, and expectations for performance and maintenance.
We appreciate the opportunity to be of service to you. If you have any questions concerning this report, or if we can be of further service as design and construction progresses, please contact our office.
Sincerely, DRIESENGA & ASSOCIATES, INC.
Michael Stork Randy Pail, P.E.
Project Geologist Director of Geotechnical Engineering
Cc: Molly Timmer – GMB A+E
GEOTECHNICAL REPORT
SITE:
WYOMING PUBLIC SCHOOLS
HIGH SCHOOL STORAGE BUILDING
3065 ROBIN AVENUE SW
WYOMING, MICHIGAN
MARCH 11, 2020
PROJECT NO. 2030090.3A
PREPARED FOR:
WYOMING PUBLIC SCHOOLS
3575 GLADIOLA AVENUE SW
WYOMING MICHIGAN 49519
Prepared by:
Wyoming PS High School Addition Geotechnical.doc
Driesenga & Associates, Inc.
TABLE OF CONTENTS
1.0 INTRODUCTION
1.1 LOCATION
1.2 PURPOSE
1.3 SCOPE
1.4 DESIGN INFORMATION
2.0 SITE CONDITIONS
2.1 GENERAL
2.2 SURFACE CONDITIONS
2.3 DESCRIPTION OF SUBSURFACE SOILS
2.4 GROUNDWATER OBSERVATIONS
2.5 SEISMIC SITE CLASS
2.6 LIMITATIONS
3.0 RECOMMENDATIONS
3.1 SITE PREPARATION
3.2 FOUNDATIONS
3.3 FLOORS
3.4 PAVEMENTS
3.5 GROUNDWATER CONTROL
3.6 TEMPORARY EXCAVATION STABILITY
4.0 GENERAL COMMENTS
APPENDICES
APPENDIX A Soil Boring Location Map APPENDIX B Soil Boring Logs APPENDIX C Field and Laboratory Procedures
1.0 INTRODUCTION
1.1 LOCATION
This report presents the results of the geotechnical investigation completed for the proposed
Storage Building at the Wyoming Public Schools High School site. The site is located at 3065
Robin Avenue SW in Wyoming, Michigan.
1.2 PURPOSE
The purpose of this investigation was to determine the subsurface profile, the engineering characteristics of the subsurface soils, and to provide recommendations in regard to the proposed design and construction based on our interpretation of the test results. This report was prepared in general accordance with our proposal dated February 12, 2020, as authorized by Mr. Matt Lewis of
Wyoming Public Schools on February 18, .
1.3 SCOPE
The field exploration to estimate engineering characteristics of the site soils included performing a site reconnaissance, advancing the soil borings, performing standard penetration tests, and recovering split-spoon samples. Soil boring locations were staked in the field by taping from existing site features. Existing ground surface elevations were estimated to the nearest foot based upon available topographic information.
Six (6) soil borings, designated SB-1 to SB-6, were advanced in the vicinity of the proposed building and pavements on March 5, 2020, at the approximate locations shown on the Soil Boring
Location Map (Appendix A). The soil borings were advanced with solid-stem augers to a depths of five (5) to twenty (20) feet. The soil boring logs are contained in Appendix B. The field and laboratory procedures are described in Appendix C.
1.4 DESIGN INFORMATION
It is understood the proposed building will be single-story, post supported storage building approximately 4,000 square feet in footprint area with a concrete slab-on-grade floor. A new drive with access to Robin Avenue SW will be included and it will be located on the north and northwest side of the new storage structure.
Maximum loads of 1,000 pounds per lineal foot of wall and 12 kips per post were provided.
Understanding that the new construction will not include any basement areas, exterior footing depths are assumed to be a minimum of 3.5 feet below the final ground surface elevation.
We have assumed maximum tolerable settlements of 1 inch total and ½ inch differential. We anticipate cut and fill sections on the order of 1 foot will be required to establish site grades, not including the excavation left from previous demolition at the site. Any significant deviation from these assumptions should be brought to the attention of Driesenga & Associates, Inc. as soon as possible.
2.0 SITE CONDITIONS
2.1 GENERAL
The stratification of the soils, as shown on the soil boring logs in Appendix B, represents the soil conditions at the actual soil boring locations. Variations may occur away from or between the soil borings. Stratigraphic lines shown on the soil boring logs represent the approximate boundary between the soil types, but the transition may be gradual. They are not intended to show exact depths of change from one soil type to another. In addition, changes in soil type may occur between the sample intervals that are consequently not observed by the driller.
The soil boring logs in Appendix B include the drilling method, materials encountered, penetration resistances, and pertinent field observations made during the drilling operations along with the results of the laboratory testing.
2.2 SURFACE CONDITIONS
The project site is located on the west side of Robin Avenue SW about at its intersection with
DenHertog Street SW in Wyoming, Michigan. The subject property is surrounded by residential buildings to the south and east and the school property to the north and west. The area of the new storage building is currently maintained lawn with multiple large trees. This area is relatively flat.
Surface elevations of the soil borings is around 685 feet.
2.3 DESCRIPTION OF SUBSURFACE SOILS
Soils encountered at the site generally consist of 15 to 24 inches of topsoil underlain by very loose to medium dense sand to a depth of at least 20 feet.
The estimated group symbol, according to the USCS, is shown in the USCS column just before the textural description of the various strata on the soil boring logs in Appendix B.
2.4 GROUNDWATER OBSERVATIONS
Groundwater was not encountered in any of the soil borings during or after completion of drilling operations. Hydrostatic groundwater levels and the elevations and volumes of groundwater should be expected to fluctuate throughout the year, based on variations in precipitation, evaporation, run-off, and other factors. The groundwater levels (or lack thereof) indicated by the soil borings and presented in this section represent conditions at the time the readings were taken. The actual groundwater levels at the time of construction may vary.
Groundwater measurements were collected during drilling and attempted shortly after completion of the drilling operations. After drilling and collection of groundwater readings, the boreholes were backfilled with auger cuttings and the surface was repaired approximating previous conditions. Since the boreholes were backfilled shortly after drilling, long-term groundwater level information is not available from the soil borings. To obtain long-term groundwater levels, groundwater observation wells would be required.
2.5 SEISMIC SITE CLASS
The proposed building’s seismic class was determined for use in the structural design of the proposed project. Soils information was obtained from the soil borings completed on-site, as well as information obtained from the “Soil Survey of Kent County” by the United States Department of
Agriculture, the “Quaternary Geology of Michigan” completed by W.R. Farrand, the USGS
Topographic Quadrangle and the Hydrogeologic Atlas of Michigan. It is assumed that the proposed structure falls under Building Class II according to the 2015 Michigan Building Code
(MBC) Table 1604.5. Based on this information it is our determination that seismic site class D be used according to the ASCE 7 – Table 20.3-1 for structural calculations.
2.6 LIMITATIONS
Soil and groundwater conditions have been observed and interpreted at the soil boring locations only. This information has been used as the basis for our analyses and the recommendations that follow. Although we have allowed for minor variations in subsurface conditions in the development of our recommendations, conditions can vary away from and between soil boring locations. Should this become evident during construction, we should be contacted to review our recommendations. This geotechnical evaluation and report were prepared for geotechnical purposes only. We did not perform environmental related borings or analytical tests.
3.0 RECOMMENDATIONS
3.1 SITE PREPARATION
To increase the likelihood that the recommended allowable soil bearing capacities are achieved and tolerable settlements are not exceeded, the recommendations contained herein should be followed.
Within the building footprint and any areas to receive fill, all existing building material, topsoil, organic-containing material, frozen soil and other unsuitable material should be removed. The clearing should extend a minimum of 5 feet beyond the limits of proposed building and pavement areas and areas to receive structural fill. We recommend including a contingency in the project budget to account for the unknown amount of topsoil.
It is strongly recommended that the building pad area for the proposed building and pavement areas be evaluated by Driesenga & Associates, Inc. after the areas have been cleared and stripped. This evaluation may be performed by proofrolling with a loaded tandem axle dump truck or another method selected by the geotechnical engineer. This will help to identify any areas of soft subgrade soil that was not encountered at our soil test borings, or soft areas that have developed since our borings were performed due to precipitation and other factors. If soft subgrade soils are encountered remedial actions as recommended by the geotechnical engineer will be required.
Relatively large trees were located within the project area when this investigation was conducted.
Large trees may have relatively widespread root structures and related organic veins. The earthwork activities within the building and pavement areas should include complete removal of the tree roots and organic veins.
In all general fill areas, the exposed soil surface should be scarified to a depth of 12 inches and recompacted to a minimum of 95% of Modified Proctor maximum dry density (MDD) per ASTM
D 1557 method, or 98% of MDD, as determined by the Michigan Cone Method. Relatively loose sands were encountered at or near the final subgrade level in some of the soil borings in the proposed building area. Within the proposed building area the native loose sand should be proof-compacted by at least six (6) passes of a 10-ton vibratory roller. The excavated footing trenches should be compacted to a minimum of 95% MDD, or 98% of MDD, as determined by the
Michigan Cone Method, just prior to concrete placement.
Construction traffic should use haul roads and should not haphazardly traffic the site. Subgrade soils that become disturbed should be removed and replaced with structural fill or crushed aggregate. Under wet weather conditions, the subgrade may be protected by placing crushed aggregate on the exposed subgrade.
It is recommended that any fill materials be placed in or near horizontal maximum 8-inch-thick loose lifts and compacted to a minimum of 95% of Modified Proctor MDD, or 98% of Michigan
Cone MDD. If a vibratory roller is used for compaction, the loose lift thickness may be increased to 12 inches. Soils used for structural fill should consist of clean sand meeting SW or SP classification in accordance with USCS criteria.
3.2 FOUNDATIONS
Considering the subsurface conditions on this site and the assumed proposed construction, it is acceptable for the proposed facility to be supported on conventional spread footings. Footings bearing on structural fill or the native sand may be designed for a maximum net allowable soil bearing pressure of 2,000 psf.
At some locations, natural sand soils may be in relatively loose condition and not suitable for support of foundations at the recommended design soil bearing pressure. In addition, these soils may become loosened below the bottom of footing level from the excavation activities or from construction traffic, especially if allowed to dry out. Therefore, to achieve the recommended design bearing pressure, the exposed bearing surface may need to be compacted with vibratory equipment prior to placing foundation concrete. A hand-operated plate compactor may be used for loose or disturbed soil that is less than 6 inches in thickness. For deeper compaction, we recommend using a hoe-pac mounted on a backhoe. Water may need to be added to achieve the desired compaction for the allowable bearing capacity.
If it is not possible to improve the sands by densification, the unsuitable soils may need to be removed and the foundations placed on suitable natural soils encountered at lower levels.
Alternatively, the undercut may be backfilled with crushed aggregate to the bottom of footing level. In addition, wet or easily disturbed foundation bearing soils could be encountered at some locations. If wet soils are encountered, we recommend a layer of crushed aggregate be placed on the subgrade. The thickness of this layer will depend on the conditions encountered at the time of construction. In areas where undercutting is required, the undercut should extend laterally on a two vertical to one horizontal slope from the edge of the footing.
All perimeter footings should bear at least 42 inches below finished grade for protection from frost action. To reduce the likelihood of frost heave, trench footings should be formed vertically and should not be allowed to widen near the top. If interior footings are to bear on compacted fill, the fill should be placed in accordance with the recommendations of Section 3.1. Interior foundations can be constructed on suitable natural soils or on structural fill overlying suitable natural subgrade just below the floor slab. However, the footings and proposed bearing soils should be protected from freezing during construction if work is conducted in the cold winter months. Due to the sands encountered at the site, construction of trench footings is probably not feasible. Therefore, we anticipate footing excavations will need to be sloped back and the foundations formed. The placement of footing concrete should be done as soon as footing excavations have been completed and approved to reduce the potential for disturbance or freezing of the footing subgrade.
Prior to concrete placement, the bearing surface should be free of loose soil and standing water.
The contractor should avoid stockpiling excavated materials immediately adjacent to the excavation walls. It is recommended that stockpiled materials be kept back from the excavation a minimum distance equal to half the excavation depth to prevent surcharging the excavation walls.
Total and differential settlement of foundations properly designed and constructed based on our recommendations are not expected to exceed 1 inch and ½ inch, respectively.
3.3 FLOORS
The soil below the floor slab should be prepared in accordance with the recommendations in
Section 3.1. A noncohesive soils mat such as MDOT Class II sand should be provided directly below the floor slabs. The mat should be a minimum of 8 inches in thickness and compacted to a minimum of 95% of Modified Proctor MDD.
The floor slab should be suitably reinforced and proper joints should be provided at the junctions of the slab and foundation system so that a small amount of independent movement can occur without causing damage. A minimum of 6 inches of structural fill should be provided between the bottom of the slab and the top of the shallow spread footing below. Otherwise other arrangements should be made to allow for potential relative settlements, such as grade beams, thickened slabs with appropriate reinforcing steel or other appropriate details. A modulus of subgrade reaction of 200 pci should be used in the design of slabs-on-grade.
3.4 PAVEMENTS
Specific traffic information was not available in developing these pavement recommendations. For design purposes, we have assumed that passenger vehicles and light trucks will traffic all light duty pavement areas. Heavy duty pavement areas will include entrances, service drives, and bus parking areas, and will be trafficked by buses, light to medium trucks, refuse trucks, and fire engines.
Pavement subgrade should be prepared as described in Section 3.1. Above the subgrade, the sand subbase should be constructed using a minimum of 12 inches of Michigan Department of
Transportation (MDOT) Class II Fine Aggregate fill (MDOT Division 3, Section 301 “2012
Standard Specifications for Construction”, April 1, 2011) compacted to a minimum of 95% of the material’s MDD as determined by Modified Proctor.
The aggregate base for pavement areas should follow MDOT Dense-Graded Aggregate Base
Course Materials – Division 3, Section 302 and Division 9, Section 902, using a 22A (Grading
Requirements per MDOT Table 902-1) Limestone Dense-Graded Aggregate material with a minimum compacted thickness of 8 inches. This gravel base may be placed in one (1) lift and should be compacted to a minimum of 95% of the material’s MDD as determined by Modified
Proctor.
Light duty bituminous pavement should consist of a 1.5 inch base course using MDOT 13A, and a
1.5 inch surface course using MDOT 13A, for a total thickness of 3.0 inches. Heavy duty bituminous pavement should consist of a 2.5 inch base course using MDOT 13A, and a 1.5 inch surface course using MDOT 13A, for a total thickness of 4.0 inches. Compaction of the asphalt courses should range between 92% and 96% of the Theoretical Maximum Density (TMD).
Construction traffic should be minimized on the new pavement. If excessive construction traffic is anticipated on the pavement structure, the initial asphalt lift thickness could be increased and placement of the final lift could be delayed until the majority of the construction activities have been completed. This action will allow repair of localized failure, if any does occur, as well as reduce load damage on the pavement system.
A bond coat of emulsion should be used between the base course and wearing course when more than 48 hours have elapsed between placement of the courses, or the surface of the base course has been contaminated by soil or dust. Performance grade asphalt cement should be used in the production of all bituminous mixtures. Reclaimed Asphalt Pavement (RAP) should not be used in the surface course.
After the pavement is complete, we recommend instituting a regular maintenance program that includes sealing of cracks and patching of distressed areas. This should reduce the effect of water infiltration and associated frost action.
In areas where the durability of Portland cement concrete (PCC) is desired over bituminous pavement (i.e., loading areas, dumpster pads) a rigid pavement is recommended. Concrete pavement should be constructed on a base layer of at least 6 inches of Michigan Department of
Transportation (MDOT) Class II sand subbase (Division 9, Section 902, Grading Requirements per
Table 902-3). The concrete slab should consist of a minimum of 6 inches of 4,000 psi, air entrained concrete (MDOT Division 6, Section 601 – PCC Pavement and Division 9, Section 901 – Cement and Lime); however, actual design of the slab including reinforcement type and spacing should be performed by the Project Structural Engineer.
These recommendations assume typical conditions during the June through September construction season. Any substitution of materials or deviation from these stated assumptions should be reviewed to assess potential impact on the recommended design.
3.5 GROUNDWATER CONTROL
Groundwater was not encountered in the soil borings. As such, groundwater problems are not expected to be a significant issue with respect to building construction. Any water which enters the footing excavation can likely be controlled by a gravity drain system, sump pump, or other minor dewatering procedure. Concrete should not be poured in footing excavations containing water.
Upon removal of any trapped water, the soils should be reviewed…
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