32A-153 (23) -2-
Item# DESCRIPTION ACTION BY
8.6 Excavation: R. Weber also noted that their engineer specifically says that the excavation Weber
shall be done incrementally and not all at once. D. Clark will review this with the shoring
contractor.
10/18: D. Clark noted that the report says that incremental excavation might be required,
not necessarily.
13.1 Garage doors: M. Sissman should review the shop drawing submittal for the garage Sissman/
doors. Gillen
11/22: This must be done soon.
12/13: Sissman will review the shop drawing submitted to see if it is acceptable as an
equal to the door specified. Doors submitted are not by Designer Doors which are so-
named on the elevations. Gillen and Sissman will determine if the submission meets the
Specifications.
13.4 Excavation is scheduled to begin 11/18/02. FYI
11/22: Will begin 11/25/02.
12/6: Piles will be driven for the shoring on 12/1-0/02
12/13: Excavation will begin after the piles are finished and probably not until January
since Dietz shuts down between Christmas and New Year's.
14.2 Granite: We requested granite submissions from Chabot. Should be a blue gray granite. Chabot
14.4 Greenfield Glass: I will be happy to meet with Greenfield Glass to review their shop FYI
drawings before they resubmit.
12/6: Maybe next week.
12/13: Maybe next week.
NEW BUSINESS
16.1 Work done last week: Piles for the shoring are about half done. FYI
16.2 The building's new corner has been located by the surveyor: approx. 2-1/4" south of the FYI
northwest property corner. The building ends 3' north of the southwest property line. It is
setback 4" from the Strong Ave. line.
16.3 Electric strike: Shop drawing was approved. Clark noted that he will provide adequate FYI
blocking, as required, so as to be able to house the electric strike in the wood frame.
16.4 Three sample brick panels were on the job, one reported to be a different brick. Is a credit Chabot
offered for this different brick? The sample panel has very heavy joints resulting in a 3 in
8"brick coursing which results in a 5/8"joint in places. We want a joint not to exceed
3/8". Should be 3 in 7-1/2".
16.5 In accordance with Specifications 03300, par. 1.06B, a qualified testing agency for testing FYI
and inspection shall be paid directly by the owner. B. Gillen will contact Allied Testing to
provide the concrete testing. M. Sissman should note the testing will be an expense
directly to the owner. One test per 50 cu. yds. is a state code requirement.
16.6 I approved and signed Pay Requisition No. 3 ($56,793). This represents work completed to FYI
date at 11%.
16.7 Next meeting: 10:00 a.m., December 20, 2002, at the site. FYI
William V. Gillen
RJ;2026\Mtg 16
Email: Michael G. Sissman (Owner), David Clark,Pete Juliak(Western Builders), Bill Hagen (Foley
&Buhl), Richard Weber(Weber Engineering),Kathy Ford (Ford Gillen)
FORD
GILLEN
ARCHITECTS,,
409 Main Street
Amherst,MA 01002
Tel 413-253-2528
Fax 413-256-1553
MEETING NO. 16 fgaoffice@fordgillen.com
Kathleen E.Ford,AIA
William V. Gillen,AIA
RE: 10 Strong Avenue
PRESENT: Dave Clark(Western Builders),Michael G. Sissman(Owner), Bill Gillen (Ford Gillen)
DATE: 12/13/02
JOB NO.: 2026
Item# DESCRIPTION ACTION
OLD BUSINESS BY
1.15 Mass Electric: FYI
10/18: Getting in touch with B. Nestor and getting him to do his work is getting to be a
real problem, says D. Clark.
10/25: Shoring is expected to be installed by Monday,Nov. 4, 2002. The overhead wire
poles with cable,phone and Verizon lines will be a major problem, if they are still there.
D. Clark is still trying to move Nestor.
11/1: Poles are to be set on Wednesday(11/6/02). Hope the wires will also be moved.
11/8: The poles are being set today. It is hoped the wires will be done by the same team.
11115: Telephone wires have been relocated to new temporary poles. The electric
company has been scheduled for relocating the remaining street light wiring next week.
11/22: The street light location is almost finished--not a problem, says D. Clark.
12/6: In progress.
12/13: Still in progress: hand digging out of plastic conduits approx. 4' below the surface
with the idea of hanging them up or moving them over and not relocating them.
2.6 Financing: FYI
10/18: Expected shortly.
11/1: M. Sissman has brought in two additional partners. He expects the bank to approve
his loan 11/6/02.
11/8: Next week.
11/15: Construction financing loan approved by E'ton Savings Bank. Closing is 12/15/02.
11/22: Financing is on schedule.
12/13: Financing is scheduled to close 12/19/02.
2.7 Upgrade of electric capacity: Sissman
10/18: Awaiting a quote from Buster since 9/4/02.
11/8: Will be in the mail. D. Clark says that it includes panel boards which should not be
in there. Ignore the number; he'll have it refigured by Buster.
11115: Quotes from Buster to increase the 200 amp service for the residential is $2,881.
Amount to increase the retail is $6,074. Clark said that a decision must be made by 1/1/03.
This is now in Sissman's court to make a decision.
12/13: Decision is needed by 2/1/03.
5.1 Sprinkler drawings: D. Clark asked for a copy of the sprinkler for coordination purposes. Sissman
10/2: D. Clark has the sprinkler drawings, however, M. Sissman would like to convert
from a dry to a wet system. This will save money and space.
11/8: We may possibly maintain the wet system&provide adequate heat in the garage &
the building to have a wet system not a dry one. Sissman will find out what the estimate
would be for a dry system so this can be compared to the heating expense of the garage.
3aW -/s3
Ford
Gillen
Architects, inc.
409 Main Street
Amherst, MA 01002
Tel 413-253-2528
Fax 413-256-1553
fgaoff ice @ford;illen.com
CONTROLLED CONSTRUCTION REPORT NO. 1 Kathleen E. Ford
William V.Gillen
RE: 10 Strong Ave.
DATE: 12/13/02
JOB NO.: 2026
1. Work ongoing:
a. Hand excavating and relocating telephone and cable wiring underneath the sidewalk to get
it out of the way of the shoring piles.
b. Piles are being driven--about half complete.
2. Shoring will be completed the end of this week, however, excavation will not begin until
January.
3. For additional information see notes of Meeting#16, attached.
4. The work appears to be in order and in conformance with the plans and specifications.
William V. Gillen
RJ;2026\Control 1
cc: Tony Patillo (Building Commissioner)
Dave Clark(Western Builders)
Michael G. Sissman(Owner)
Ford
Gillen
Architects, inc.
409 Main Street
Amherst,MA 01002
Tel 413-253-2528
Fax 413-256-1553
fgaoffice@fordgillen.com
Kathleen E.Ford
William V.Gillen
May 2, 2002
RE: Clarifications to Planning Board Application
For Site Plan Review
Strong Avenue Block
Northampton MA 01030
1. Storm Drainage: Roof drainage (interior roof leaders) and foundation drainage collect in a
storm line leaving the building in an 8" storm drain(shown on dwg. P.1)and gravity fed into an
existing 60"city storm line located in the street. It has been documented in a geo-technical
report prepared for this project that the water table has been consistently lower that the proposed
basement level, indicating minimal, if ever,need for foundation drainage.
2. Landscaping: Existing trees and shrubs not located in the proposed footprint of the building will
remain and be protected during construction. Three (3)new 3" caliper Little Leaf Linden trees
will be located in the tree belt at the front of the building. Other landscaping consists of a grassed
area at the south side of the building and an 18"wide 3/4" stone border along the entire east side
of the building.
3. Site Lighting: Drawing E.l shows specifications for the following site lighting:
- Front(west)of building shows five (5)new fixtures as per city street lighting standard
(fixture specification on E.2).
- Back(east) of building along Nagle walkway shows three(3) existing decorative street light
fixtures to remain& one (1)new utility pole for walkway light with Meco flood light.
- Individual fixtures shown at back door locations will be in keeping with the historic
character of the city's existing decorative lighting.
4. Parking: A total of 13 parking spaces are required(7.06 for retail and 6 for residential). 5 new
garage spaces are provided as per recommendations provided by Fuss&O'Neill Inc. (report
attached). Owner intends to provide payment in lieu of the additional 8 spaces required.
5. Open Space Calculation: 5%open space is required, and 5.5% is provided. Open space will
consist of the grassed area to the south of the building and a portion of the 18"wide stone border
at the east side of the building.
6. Sidewalk: New curb and sidewalk are proposed to be granite, concrete and brick as per city
specifications.
To: The Building Dept. Northampton, MA
From: The Strong Block Partners, LLP
Re: The Building Permit for Unit 14-30 Strong Ave. (5 retail units). -
Expressly concerning the bathrooms therein.
Dear Sirs,
Commercial and retail spaces that provide public toilet rooms must provide
accessible toilet rooms.
The retail shops at The Strong Block will not provide public toilet rooms. If a
tenant desires to provide a public toilet room(s), or if a tenant is required to
provide a public toilet room(s), then the existing toilet room will be rebuilt to
accommodate Handicapped Access and comply with CMR 521, the state
handicap code.
The Strong Block Condominium Association excludes restaurant or food use as
tenants. It is expected that none of the retail tenants will provide public
restrooms.
Thank you,
_0,;4
kchael Sissman
Managing partner— Strong Block Partners, LLP J
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CITY OF NORTHAMPTON DEPARTMENT OF PUBLIC WORKS
DIVISION OF WATER SUPPLY
APPLICATION FOR INSTALLATION
BACKFLOW PREVENTION DEVICE DESIGN DATA SHEET
I, Owner's Name Z t lI .f ;5' G
Address y��' •; 4:�? ,f"' ,r1? �,�,2tr'%�':2�L �
Telephone No.
11. FACILITY
(a) Name —
(b) Address —
(c) Contact Person/Agent
(d) Telephone No. of facility contact pe!•son �; "
(e) New Facility iL� l7✓ _Existing Facility
General description for the need of the installation of'a backflow device
lit. DEVICE DATA
(a) Manufacturer Name_._ Model No.
(b) RPBP or Double Check Valves
(c) Hot or Cold Water Unit _By-pass Arrangement: Yes or No--Z,—
(d) Exact Location of Devices ✓
(e) Water Usage Down Stream of Device
(f) Gate Valve -efl ' Ball Valve Butterfly Valve X,
IV. PLANS AND SPARE PARTS REQUIRED
I. The installation contractor is responsible fir supplying a spate rubberparts kit fQr each device
2, A fully labeled, detailed schematic of the potable and non-potable water piping immediately surrounding the
backflow prevention device installation showing:
(a.) height above floor of the device
(h.) distance from wall of the device
(c.) type of chemical(s) used (if-Lny) and the type of equipment upstream, and downstream of the device
Please note: The schematic drawing must lie at least 8 1/2 by 1 I inches with the following information in the g9 1n eted t;
CIS•
Submitted by: �
Plumber's Signature: �� -
Plumber's License N:
Owner/Agent Signature: /W
Date: , -'/_ej'y
All Information listed above must be Included on schematic drawing. In addition, a fee of 565.00. made payable to
city of Northampton for each device application must be submitted to the P.P.W. b lication will be
processed. A permit from the plumbing inspector may he necessary for the installation of these devices.
Aff
9. All water lines shall be color coded according to the State plumbing code, except that water filtration plants,
pumping stations, sewage treatment plants and sewage pumping stations shall label all water lines in lieu of
color coding.
In addition, the City of Northampton Department of Public Works requires that the installation be completed
within sixty(60)days after the receipt of this letter. Following installation,you must contact this office to make
arrangements for the initial inspection and test. A permit from the Northampton Plumbing Inspector is necessary
for the installation of each device.
As the owner of this cross connection,you must be aware of the importance of maintaining these device(s).
Unprotected cross connections can and have resulted in the loss of water supply and public health damage. You
are responsible for compliance with Massachusetts Drinking Water Regulations, 310 CMR 22.0. Failure to take
any action deemed appropriate by the Department of Environmental Protection or its designee, City of
Northampton Department of Public Works or otherwise failure to remain in compliance in the future with the
applicable requirements, could subject you to legal action including, but not limited to, criminal prosecution,
court-imposed civil penalties or civil administrative penalties. A civil administrative penalty may be assessed by
the Department of Environmental Protection for each day you are in noncomplinace with the requirement referred
to above.
If you have any questions regarding this decision, please contact the City of Northampton Department of Public
Works at 587-1570.
Very,truly yours, l p
George Andrikidis, P.E.
Director of Public Works
CITY Or NORTHAMPTON, MASSACHUSETTS
DEPARTMENT OF PUBLIC WORKS
125 LOCUST STREET
{ r€ NORTHAMPTON, MA 01060
413-587-1570
FAX 413-587-1576
George Andrikidis, P.E.
Direclor gfPuhlie 1l urks
2/18/2004
Strong Avenue Block
134 South Street
Northampton, MA 01060
Attn. Strong Block Partners, LLP
Re: PROPOSED CROSS CONNECTION INSTALLATION
The City of Northampton Department of Public Works has reviewed your application and plan for the proposed
cross connection installations.
The information submitted is attached at the end of this notice. In accordance with Chapter 111, Section 160A of
Massachusetts General Laws and 310 CMR 22.22 of the Massachusetts Drinking Water Regulations, the City,
hereby grants approval for the installation with the following provisions:
1. Drinking and domestic water lines, lines for safety showers, and lines for eyewash units must be taken off the
upstream side of the backflow preventer for devices installed as in-plant protection.
2. The backflow preventer shall be located so as to permit easy access and provide adequate and convenient
space for maintenance, inspection and testing.
3. Tightly closing valves must be installed at each end of the device.
4. The device must be protected from freezing, flooding and mechanical damage.
5. The owner or owner's agent must maintain a spare parts kit and any special tools required for removal and re-
assembly of the device.
6. The owner or owner's agent must provide the necessary labor to assist the City or its Agent in the inspection
and testing of the installed device.
7. The owner of the device shall be able to shut down water lines after reasonable notice during normal
business hours to permit necessary testing and maintenance of the device. If it is not possible to meet
this requirement,a by-pass line equipped with an approved type of backflow preventer shall be
installed.
8. Any reduced pressure backflow preventer or double check valve assembly and shut-off valves must be
installed in horizontal alignment between three and four feet from the floor and a minimum of twelve inches
from any wall. If a reduced pressure backflow preventer is to be installed on a hot water line, a device
approved for use at the elevated temperature must be used.
FROM FORD GILLEN ARCHITECTS FAX NO. : 413 256 1553 Mar. 13 2003 03:55AM P7
ALLIED TESTING LABORATORIES, INC.
115 St.George Road • Springfield, Massachusetts 01 104
Phone:(413) 736-1846 Fax.(413) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL_CONCRETE SPECIMENS —ASTM C39
REPORT NO: 6
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: Footing, 6 Line, A Line, B Line 6-11
REPORTED TO: Michael G. Sissman DATE: 2/28/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement (Ibs)
Fine Aggregate (Its)
Coarse Aggregate (Ibs)
Water (gals)
Admixture (oz)
LABORATORY NO_ U-230 U-231 U-232 U-233
Specimen No.
A B C D
Slump (in) 411
Entrained Air Content (96) 4.8'
Concrete Temp, 58°F
Date Sampled 1131/03 1/31/03 1/31/03 1/31/03
Date Received 2/3/03 2/3/03 2/3/03 2/3/03
Date Tested 217/03 2/28/03 2/28/03 2/28/03
Age at Test
(days) 7 28 28 28
Dimensions (in) 6x12 6x12 6x12 6x12
Area (sq in) 28.3 28.3 28.3 28.3
Wgt. of Specimen (lbs) 30.0 30.1 30.0 30.1
Total Load (Ibs) 64,980 113,025 105,145 107,540
COMPRESSIVE STRENGTH (psi) 2300 3990 3720 3800
Remarks.
Respectfully submitted,
ALLIED TESTING LxABORATORIES, INC.
Copy:
By: Chester V. Dawicki
FROM : FORD GILLEN ARCHITECTS FAX NO. : 413 256 1553 Mar. 13 2003 03:55AM P6
ALLIED TESTING LABORATORIES, INC.
115 St.George; Road a Springfield,Massachusetts 01 104
Phone: (413) 736-1846 Fax: (4 13) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS—ASTM C39
REPORT NO: 5
CLIENT: Michael G. Sissman
PROJECT. 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: Footing, I- Line, 11-6
REPORTED TO: Michael G. Sissman DATE: 2/27/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement (Ibs)
Fine Aggregate (lbs)
Coarse Aggregate (Ibs)
Water (gals)
Admixture (oz)
LABORATORY NO. U-226 0-227 U-228 U-229
Specimen No. A B C D
Slump (in) 4"
Entrained Air Content (%) 4.7%
Concrete Temp_ 590F
Date Sampled 1/30/03 1/30/03 1/30/03 1/30/03
Date Received 1/31/03 1/31/03 1/31/03 1/31/03
Date Tested 2/6/03 2/27/03 2/27/03 2/27/03
Age at Test (days) 7 28 28 28
Dimensions (in) 6x12 6x12 6x12 6x12
Area (sq in) 28.3 28.3 28.3 28.3
Wgt. of Specimen (Ibs) 28.2 28.3 28.4 28.3
Total Load (Ibs) 78,720 111,975 115,415 104,710
COMPRESSIVE STRENGTH (psi) 2780 3960 4080 3700
Remarks.
Respectfully submitted,
ALLIED TESTING 17SABORATORIES, INC.
Copy: 4" ,(//J
By- Chester V. Dawicki
FROM FORD GILLEN ARCHITECTS FAX NO. : 413 256 1553 Mar. 13 2003 03:55AM P5
ALLIED TESTING LABORATORIES, INC.
1 15 St,George Road 9 Springfield.Massachusetts 01 104
Phone: (4 13) 736-1846 Fax: (413) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS—ASTM C39
REPORT NO_ 4
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT:Footing-Line A, 1-4; Line A-E, 1-3; Line E, 1-3
REPORTED TO: Michael G. Sissman DATE: 2/18/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement t ibs)
Fine Aggregate (Ibs)
Coarse Aggregate (Ibs)
Water (gals)
Admixture (oz)
LABORATORY NO. U-329
Specimen No. A
Slump (in) 411
Entrained Air Content M 5.5%
Concrete Temp. 61°F
Date Sampled 2110/03
Date Received 2/11/03
Date Tested 2/18/03
Age at Test (days) 8
Dimensions (in) 6x12
Area (sq in) 28.3
Wgt. of Specimen (Ibs) 30.3
Total Load (Ibs) 78,785
COMPRESSIVE STRENGTH (psi) 2790
Remarks.
Respectfully submitted,
ALLIED TESTING BORATORIES, INC.
Copy:
By- Chester V. Dawicki
FROM : FORD GILLEN ARCHITECTS FAX NO. : 413 256 1553 Mar. 13 2003 03:54RM P4
ALLIED TESTING LABORATORIES, INC.
I 15 St.George Road • Springfield,Massachusetts 01 104
Phone: (413) 736-1846 Fax: (413) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS-ASTM C39
REPORT NO- 3
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT Footing-Lines O •
s5-4, B-E; Line E, 6-3.1
REPORTED TO' Michael G. Sissman
GATE: 2/12/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement. (Ibs)
Fine Aggregate (Ibs)
Coarse Aggregate (Ibs)
Water (gals)
Admixture (oz)
LABORATORY NO. u-274
Specimen No. --�
Slump (in) 3 1/2"
Entrained Air Content N
Concrete Temp. 56°F
Date Sampled 2/5/03
Date Received 2/6/03
Date Tested 2/12/03
Age at Test (days) 7
Dimensions (in) 6x12
Area (sq in) 28.3
Wgt. of Specimen (Ibs) 30.4
Total Load (Ibs) 71,240
COMPRESSIVE STRENGTH (psi) 2520
Remarks
Respectfully submitted.
ALLIED TESTING LhBORATORIES, INC.
��Lf�L.ld
Copy:
By: Chester V. Dawick►
FROM FORD GILLEN ARCHITECTS FAX NO. : 413 256 1553 Mar. 13 2003 03:54AM P3
ALLIED TESTING LABORATORIES, INC.
I I S St.George Road • Springfield,Massachusetts 01 104
Phone: (4 13) 736-1846 Fax: (413) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS— ASTM C39
REPORT NO: 2
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block. Northampton, MA
LOCATION OF CONCRETE PLACEMENT: Footing, 6 Line, A Line, B Line 6-11
REPORTED TO: Michael G. Sissman DATE: 2/7/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
._ ....._::....,;,_ .;..;:Cement (lbs
Fine Aggregate (Ibs)
Coarse Aggregate (Ibs)
Water (gals)
Admixture (oz)
LABORATORY NO. U-230
Specimen No. A
Slump (in) 41
Entrained Air Content M 4.8%
Concrete Temp. 58°F
Date Sampled 1/31103
Date Received 2/3103
Date Tested 2/7/03
Age at Test (days) 7
Dimensions (in) 6x12
Area (sq in) 28.3
Wgt. of Specimen (Ibs) 30.0
Total Load (lbs) 64,980
COMPRESSIVE STRENGTH (psi) 2300
Remarks.
Respectfully submitted,
ALLIED TESTING WORATORIES, INC.
Copy:
4
By: Chester V_ Dawicki
FROM FORD GILLEN ARCHITECTS FAX N0. : 413 256 1553 Mar. 13 2003 03:53AM P2
ALLIED TESTING LABORATORIES, INC.
I IS St George Road e Springfield,Massachusetts 01 104
Phone:(413) 736-1846 Fax*(413) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS— ASTM C39
REPORT NO: 1
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: Footing, E Line, 11-6
REPORTED TO: Michael G. Sissman DATE: 2/6/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement (Ibs)
Fine Aggregate (Ibs)
i
Coarse Aggregate (Ibs)
Water (gals) n 2Cr'
Admixture (oz)
LABORATORY NO.
U-226
Specimen No. A
Slump (in) 4"
Entrained Air Content (°i6) 4.7%
Concrete Temp. 590F
Date Sampled 1/30/03
Date Received 1/31/03
Date Tested 2/6/03
Age at Test (days) 7
Dimensions (in) 6x12
Area (sq in) 28.3
Wgt.of Specimen (Ibs) 28.2
Total Load (Ibs) 78,720
COMPRESSIVE STRENGTH (psi) 2780
Remarks.
Respectfully submitted,
ALLIED TESTING 12.ABORATORIES, INC.
Copy:
By: Chester V. Dawicki
ALLIED TESTING LABORATORIES, INC.
1 15 St. George Road • Springfield, Massachusetts 01 104
Phone: (413) 736-1846 Fax: (4 13) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS — ASTM C39
REPORT NO: 23
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: Wall, Line 6
REPORTED TO: Michael G. Sissman DATE: 4/28/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement (Ibs)
Fine Aggregate (Ibs)
Coarse Aggregate (Ibs)
Water (gals)
Admixture (oz)
LABORATORY NO. W-203
Specimen No. A
Slump (in) 4 1/4"
Entrained Air Content (%) 5.17. E �r,'s - U
Concrete Temp. 70°F -
Date Sampled 4/21/03
Date Received 4/22/03
Date Tested 4/28/03
Age at Test (days) 7
Dimensions (in) 6x12
Area (sq in) 28.3
Wgt. of Specimen (Ibs) 30.0
Total Load (Ibs) 73,590
COMPRESSIVE STRENGTH (psi) 2600
Remarks.
Respectfully submitted,
ALLIED TESTING BORATORIES, INC.
Copy: Mr. Dave Clark, Western Builders
Mr. Bill Hagen, Foley & Buhl
By: Chester V. Dawicki
ALLIED TESTING LABORATORIES, INC.
115 St.George Road • Springfield, Massachusetts 01 104
Phone: (413) 736-1846 Fax: (413) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS —ASTM C39
REPORT NO: 22
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: Wall, Line 3.2-4.2, A Line
REPORTED TO: Michael G. Sissman DATE: 4/25/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement (Ibs) -
Fine Aggregate (Ibs)
Coarse Aggregate (Ibs) h� ti� _ I
Water (gals)
Admixture (oz)
LABORATORY NO. U-752 U-753 U-754 U-755
Specimen No. A B C D
Slump (in) 4"
Entrained Air Content (%) 4.8%
Concrete Temp. 68°F
Date Sampled 3/28/03 3/28/03 3/28/03 3/28/03
Date Received 3/31/03 3/31/03 3/31/03 3/31/03
Date Tested 4/4/03 4/25/03 4/25/03 4/25/03
Age at Test (days) 7 28 28 28
Dimensions (in) 6x12 6x12 6x12 6x12
Area (sq in) 28.3 28.3 28.3 28.3
Wgt. of Specimen (Ibs) 29.5 29.4 29.5 29.4
Total Load (Ibs) 57,510 93,225 97,625 89,480
COMPRESSIVE STRENGTH (psi) 2030 3300 3450 3160
Remarks.
Respectfully submitted,
ALLIED TESTING L.ABORATORIES, INC.
Z"Co PY:Mr. Dave Clark, Western Builders v
Mr. Bill Hagen, Foley & Buhl By: Chester V. Dawicki
ALLIED TESTING LABORATORIES, INC.
1 15 St. George Road • Springfield, Massachusetts 01 104
Phone: (413) 736-1846 Fax: (413) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS — ASTM C39
REPORT NO: 21
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: Walls Line 2, Line 4, Line E 3.2-4.2
REPORTED TO: Michael G. Sissman DATE: 4/24/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement (Ibs)
Fine Aggregate (Ibs)
Coarse Aggregate (Ibs)
MA Y c3
Water (gals) �vnLj
Admixture (oz)
LABORATORY NO. W-166
Specimen No. A
Slump (in) 4"
Entrained Air Content (%) 4.7%
Concrete Temp. 66°F
Date Sampled 4/17/03
Date Received 4/18/03
Date Tested 4/24/03
Age at Test (days) 7
Dimensions (in) 6x12
Area (sq in) 28.3
Wgt. of Specimen (Ibs) 29.8
Total Load (Ibs) 72,455
COMPRESSIVE STRENGTH (psi) 2560
Remarks.
Respectfully submitted,
ALLIED TESTING LAABORATOR IES, INC.
e+
Copy: Mr. Dave Clark, Western Builders
Mr. Bill Hagen, Foley S Buhl
By: Chester V. Dawicki
ALLIED TESTING LABORATORIES, INC.
1 15 St.George Road • Springfield, Massachusetts 01 104
Phone: (413) 736-1846 Fax: (4 13) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS — ASTM C39
REPORT NO: 20
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: Walls, B Line
REPORTED TO: Michael G. Sissman DATE: 4/22/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement
(fbs)
Fine Aggregate (Ibs) .
Coarse Aggregate (Ibs)
Water (gals)
Admixture (oz)
LABORATORY NO. U-652 U-653 U-654 U-655
Specimen No. A B C D
Slump (in) 4"
Entrained Air Content (%) 5.4%
Concrete Temp. 67°F
Date Sampled 3/25/03 3/25/03 3/25/03 3/25/03
Date Received 3/26/03 3/26/03 3/26/03 3/26/03
Date Tested 4/1/03 4/22/03 4/22/03 4/22/03
Age at Test (days) 7 28 28 28
Dimensions (in) 6x12 6x12 6x12 6x12
Area (sq in) 28.3 28.3 28.3 28.3
Wgt. of Specimen (Ibs) 30.0 29.9 29.8 29.9
Total Load (Ibs) 65,680 89,000 86,375 94,840
COMPRESSIVE STRENGTH (psi) 2320 3150 3060 3350
Remarks.
Respectfully submitted,
ALLIED TESTING BORATORIES, INC.
Copy: Mr. Dave Clark, Western Builders Lath k 4.z-
Mr. Bill Hagen, Foley & Buhl
By: Chester V. Dawicki
ALLIED TESTING LABORATORIES, INC.
1 15 St. George Road • Springfield, Massachusetts 01 104
Phone: (413) 736-1846 Fax: (4 13) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS — ASTM C39
REPORT NO: 19
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: Wall, Lines 1 & 3, E 2.5-3.5 and Line E, 1-1.5
REPORTED TO:Michael G. Sissman DATE: 4/21/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement (Ibs)
Fine Aggregate (Ibs)
Coarse Aggregate (Ibs)
Water (gals)
Admixture (oz)
LABORATORY NO. W-032
Specimen No. A
Slump (in) 4 1/4"
Entrained Air Content N) 5.1%
Concrete Temp. 65°F ry
Date Sampled 4/14/03
Date Received 4/15/03
Date Tested 4/21/03
Age at Test (days) 7
Dimensions (in) 6x12
Area (sq in) 28,3
Wgt. of Specimen (Ibs) 28.2
Total Load (Ibs) 80,625
COMPRESSIVE STRENGTH (psi) 2850
Remarks.
Respectfully submitted,
ALLIED 1 TESTING BORATORIES, INC.
Copy:Mr. Dave Clark, Western Builders L,A 4 v
Mr. Bill Hagen, Foley & Buhl
By: Chester V. Dawicki
ALLIED TESTING LABORATORIES, INC.
1 15 St George Road • Springfield, Massachusetts 01 104
Phone: (413) 736-1846 Fax: (4 13) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS — ASTM C39
REPORT NO: 18
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: Wall, Line B, 7-10 and Wing Wall, Line 8.5
REPORTED TO: Michael G. Sissman DATE: 4/17/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement (Ibs)
Fine Aggregate (Ibs)
Yes
Coarse Aggregate Ibs '''�Y'
( ) � „�s - 9 Cui33;
Water (gals)
Admixture (oz)
LABORATORY NO. U-602 U-603 U-604 U-605
Specimen No. A B C D
Slump (in) 4 1/4"
Entrained Air Content N) 4.9%
Concrete Temp. 63°F
Date Sampled 3/20/03 3/20/03 3/20/03 3/20/03
Date Received 3/21/03 3/21/03 3/21/03 3/21/03
Date Tested 3/27/03 4/17/03 4/17/03 4/17/03
Age at Test (days) 7 28 28 28
Dimensions (in) 6x12 6x12 6x12 6x12
Area (sq in) 28.3 28.3 28.3 28.3
Wgt. of Specimen (Ibs) 29.5 29.4 29.5 29.3
Total Load (Ibs) 70,125 97,960 99,035 91,850
COMPRESSIVE STRENGTH (psi) 2480 3460 3500 3250
Remarks.
Respectfully submitted,
ALLIED TESTING BO. R�ATORIES, INC.
Copy:
Mr. Dave Clark, Western Builders
Mr. Bill Hagen, Foley & Buhl
By: Chester V. Dawicki
ALLIED TESTING LABORATORIES, INC.
1 15 St. George Road • Springfield, Massachusetts 01 104
Phone: (413) 736-1846 Fax: (4 13) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS — ASTM C39
REPORT NO: 17
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: Walls, A Line, 1-2.3
REPORTED TO: Michael G. Sissman DATE: 4/14/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement (Ibs) =
Fine Aggregate (Ibs)
Coarse Aggregate (Ibs)
Water (gals) '
Admixture (oz)
LABORATORY NO. U-923
Specimen No. A
Slump (in) 4"
Entrained Air Content N) 5.1%
Concrete Temp. 61°F
Date Sampled 4/7/03
Date Received 4/8/03
Date Tested 4/14/03
A 1% e at Test (uu'yS) 7
Dimensions (in) 6x12
Area (sq in) 28.3
Wgt. of Specimen (Ibs) 29.4
Total Load (Ibs) 59,505
COMPRESSIVE STRENGTH (psi) 2100
Remarks.
Respectfully submitted,
ALLIED TESTING LABORATORIES, INC.
Copy: Mr. Dave Clark, Western Builders �: v A.un* i
Mr. Bill Hagen, Foley & Buhl
Sy: Chester V. Dawicki
ALLIED TESTING LABORATORIES, INC.
1 15 St George Road • Springfield, Massachusetts 01 104
Phone: (413) 736-1846 Fax: (413) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS — ASTM C39
REPORT NO: 16
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: Wall, B Line South of 6 Line and 21' of A Line North of
6 Line
REPORTED TO: Michael G. Sissman DATE: 4/14/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement Obs)
Fine Aggregate (Ibs) ' y w
Coarse Aggregate (Ibs)
Water (gals)
Admixture (oz)
LABORATORY NO. U-582 U-583 U-584 U-585
Specimen No. A B C D
Slump (in) 3 3/4"
Entrained Air Content (%) 5.17.
Concrete Temp. 68°F
Date Sampled 3/17/03 3/17/03 3/17/03 3/17/03
Date Received 3/18/03 3/18/03 3/18/03 3/18/03
Date Tested 3/24/03 4/14/03 4/14/03 4/14/03
Age at Test (days) 7 28 28 28
Dimensions (in) 6x12 6x12 6x12 6x12
Area (sq in) 28.3 28.3 28.3 28.3
Wgt. of Specimen (Ibs) 29.5 29.4 29.4 29.5
Total Load (Ibs) 65,405 90,395 92,720 95,795
COMPRESSIVE STRENGTH (psi) 2310 3190 3280 3390
Remarks.
Respectfully submitted,
ALLIED TESTING BORATORIES, INC.
Copy: Mr. Dave Clark, Western Builders 1A v
Mr. Bill Hagen, Foley & Buhl
By: Chester V. Dawicki
ALLIED TESTING LABORATORIES, INC.
115 St. George Road . Springfield, Massachusetts 01 104
Phone: (413) 736-1846 Fax: (413) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS — ASTM C39
REPORT NO: 15
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: Wall
REPORTED TO: Michael G. Sissman DATE: 4/9/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement (Ibs)
Fine Aggregate (Ibs)
Coarse Aggregate (Ibs)
Water (gals) v
t
Admixture (oz) �
MAY - 9 2 uC3
LABORATORY NO. U-850
�Jni.J UILLLEV �1�Vi�I 1 L� i •�;
Specimen No. A
Slump (in) 5"
Entrained Air Content N) 5.57
Concrete Temp. 64°F
Date Sampled 4/2/03
Date Received 4/3/03
Date Tested 4/9/03
Age at Test (days) 7
Dimensions (in) 6x12
Area (sq in) 28.3
Wgt. of Specimen (Ibs) 28.0
Total Load (Ibs) 61,015
COMPRESSIVE STRENGTH (psi) 2160
Remarks.
Respectfully submitted,
ALLIED TESTING BORATORIES, INC.
Mr. Dave Clark Western Builders !�• '
Copy: � L� �
Mr. Bill Hagen, Foley & Buhl
Bye Chester V. Dawicki
ALLIED TESTING LABORATORIES, INC.
1 15 St. George Road • Springfield, Massachusetts 01 104
Phone: (413) 736-1846 Fax: (413) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS — ASTM C39
REPORT NO: 14
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: South Wall and 1/2 East Wall
REPORTED TO: Michael G. Sissman DATE: 4/9/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement (Ibs)
Fine Aggregate (Ibs)
Coarse Aggregate (Ibs)
MAY - 9 2G 00 3
Water (gals) gnu ui�t,civ nr;v 1 e„
Admixture (oz)
LABORATORY NO. U-558 U-559 U-560 U-561
Specimen No. A B C D
Slump (in) 3 1/2"
Entrained Air Content M 5.27.
Concrete Temp. 60°F
Date Sampled 3/12/03 3/12/03 3/12/03 3/12/03
Date Received 3/14/03 3/14/03 3/14/03 3/14/03
Date Tested 3/19/03 4/9/03 4/9/03 4/9/03
Age at Test (days) 7 28 28 28
Dimensions (in) 6x12 6x12 6x12 6x12
Area (sq in) 28.3 28.3 28.3 28.3
Wgt. of Specimen (Ibs) 29.9 29.7 29.8 29.8
Total Load (Ibs) 58,215 84,895 85,355 85,740
COMPRESSIVE STRENGTH (psi) 2060 3000 3020 3030
Remarks.
Respectfully submitted,
ALLIED TESTING B�O�RA%T
ORIES, INC.
Co py: Mr. Dave C lark, Wes tern Builders 4u
Mr. Bill Hagen, Foley & Buhl
By: Chester V. Dawicki
AL'_I ED TESTING LABORATORIES, INC.
1 15 St. George Road • Springfield, Massachusetts 01 104
Phone: (413) 736-1846 Fax: (4 13) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS — ASTM C39
REPORT NO: 13
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: Wall, Line 3.2-4.2, A Line
REPORTED TO: Michael G. Sissman DATE: 4/4/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement (Ibs)
Fine Aggregate (Ibs)
Coarse Aggregate (Ibs)
Water (gals) MAY 260 3
Admixture (oz)
LABORATORY NO. U-752
Specimen No. A
Slump (in) 4"
Entrained Air Content (%) 4.87.
Concrete Temp. 68°F
Date Sampled 3/28/03
Date Received 3/31/03
Date Tested 4/4/03
Age at Test (days) 7
Dimensions (in) 6x12
Area (sq in) 28.3
Wgt. of Specimen (Ibs) 29.5
Total Load (Ibs) 57,510
COMPRESSIVE STRENGTH (psi) 2030
Remarks.
Respectfully submitted,
ALLIED TESTING BORATORIES, INC.
-
Copy:Mr. Dave Clark, Weste-rn Builders '�`'�!�
Mr. Bill Hagen, Foley & Buhl
By: Chester V. Dawicki
Ford
Gillen
Architects, inc.
TRANSMITTAL 409 Main street
Amherst, MA 01002
Tel 413-253-2528
Fax 4t3-256-1553
DATE: 5/12/03 fgaofficeCfordgillen.com
Kathleen E. Ford, AlA
William V.Gillen, AlA
TO: Dave Clark(Western Builders)
Tony Patillo (City of Northampton)
Bill Hagen (Foley & Buhl)
RE: Sissman - 10 Strong Ave.
JOB NO.: 2026
Urgent By Your pickup For Your Quote
Under Separate Cover By Express Mail Per Your Request
Review and Comment X_By Mail _X For Your Information
Other
Enclosed: Concrete test reports 13-23 from Allied Testing.
V!
tvt
q tt [lil'+J
L
William V. Gillen
cc: Michael Sissman (transmittal only)
ALLIED TESTING LABORATORIES, INC.
1 15 St George Road • Springfield, Massachusetts 01 104
Phone: (413) 736-1 846 Fax: (4 13) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS — ASTM C39
REPORT NO: 12
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: Walls, B Line
REPORTED TO: Michael G. Sissman DATE: 4/1/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement (Ibs)
Fine Aggregate (Ibs)
Coarse Aggregate (Ibs)
Water (gals)
Admixture (oz)
LABORATORY NO. U-652
Specimen No. A
Slump (in) 4"
Entrained Air Content (%) 5.4%
Concrete Temp. 67°F
Date Sampled 3/25/03
Date Received 3/26/03
Date Tested 4/1/03
Age at Test (days) 7
Dimensions (in) 6x12
Area (sq in) 28.3
Wgt. of Specimen (Ibs) 30.0
Total Load (Ibs) 65,680
COMPRESSIVE STRENGTH (psi) 2320
Remarks.
Respectfully submitted,
ALLIED TESTING.�
BORATORIES, INC.
Copy. Cl
Mr. Dave ark Western Builders v
Mr. Bill Hagen, Foley & Buhl
By: Chester V. Dawicki
ALLIED TESTING LABORATORIES, INC.
1 15 St George Road • Springfield, Massachusetts 01 104
Phone: (413) 736-1846 Fax: (4 13) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS — ASTM C39
REPORT NO: 11
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: Wall, Line B, 7-10 and Wing Wall, Line 8.5
REPORTED TO: Michael G. Sissman DATE: 3/27/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement (Ibs)
Fine Aggregate (Ibs)
Coarse Aggregate (Ibs)
Water (gals)
Admixture (oz)
LABORATORY NO. U-602
Specimen No. A
Slump (in) 4 1/4"
Entrained Air Content N) 4.9%
Concrete Temp. 63°F
Date Sampled 3/20/03
Date Received 3/21/03
Date Tested 3/27/03
Age at Test (days) 7
Dimensions (in) 6x12
Area (sq in) 28.3
Wgt. of Specimen (Ibs) 29.5
Total Load (Ibs) 70,125
COMPRESSIVE STRENGTH (psi) 2480
Remarks.
Respectfully submitted,
ALLIED TESTING BORATORIES, INC.
Copy: Mr. Dave Clark, Western Builders
Mr. Bill Hagen, Foley & Buhl
By: Chester V. Dawicki
ALLIED TESTING LABORATORIES, INC.
1 15 St. George Road • Springfield, Massachusetts 01 104
Phone: (413) 736-1846 Fax: (413) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS — ASTM C39
REPORT NO: 10
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: Wall, B Line South of 6 Line and 21' of A Line North of
6 Line
REPORTED TO: Michael G. Sissman DATE: 3/24/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement (Ibs)
Fine Aggregate (Ibs)
Coarse Aggregate (Ibs)
Water (gals)
Admixture (oz)
LABORATORY NO. U-582
Specimen No. A
Slump (in) 3 3/4"
Entrained Air Content (%) 5.1%
Concrete Temp. 68°F
Date Sampled 3/17/03
Date Received 3/18/03
Date Tested 3/24/03
Age at Test (days) 7
Dimensions (in) 6x!2
Area (sq in) 28.3
Wgt. of Specimen (Ibs) 29.5
Total Load (Ibs) 65,405
COMPRESSIVE STRENGTH (psi) 2310
Remarks.
Respectfully submitted,
ALLIED TESTING BORA
pY TORIES, INC.
Co Mr. Dave Clark, Western Builders �/,k Y/
Mr. Bill Hagen, Foley & Buhl
By: Chester V. Dawicki
ALLIED TESTING LABORATORIES, INC.
1 15 St. George Road • Springfield, Massachusetts 01 104
Phone: (413) 736-1846 Fax: (4 13) 736-1838
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS — ASTM C39
REPORT NO: 9
CLIENT: Michael G. Sissman
PROJECT: 10 Strong Avenue Block, Northampton, MA
LOCATION OF CONCRETE PLACEMENT: South Wall and 1/2 East Wall
REPORTED TO: Michael G. Sissman DATE: 3/19/03
CONCRETE CLASS 3000
Mixture Weights per cubic yard
Cement (Ibs)
Fine Aggregate (Ibs)
Coarse Aggregate (Ibs)
Water (gals)
Admixture (oz)
LABORATORY NO. U-558
Specimen No. A
Slump (in) 3 1/2"
Entrained Air Content (%) 5.2%
Concrete Temp. 60°F
Date Sampled 3/12/03
Date Received 3/14/03
Date Tested 3/19/03
Age at Test (days) 7
Dimensions (in) 6x!2
Area (sq in) 28.3
Wgt. of Specimen (Ibs) 29.9
Total Load (Ibs) 58,215
COMPRESSIVE STRENGTH (psi) 2060
Remarks.
Respectfully submitted,
ALLIED TESTING LABORATORIES, INC.
Copy: Mr. Dave Clark, Western Builders 1h v
Mr. Bill Hagen, Foley & Buhl
By: Chester V. Dawicki
Ford
Gillen
Architects, inc.
409 Main Street
TRANSMITTAL Amherst,MA 01002
Tel 413-253-2528
Fax 413-256-1553
DATE: 4/14/03 fgaoffice @fordgillen.com
Kathleen E.Ford, AIA
William V.Gillen,AIA
TO: Dave Clark(Western Builders)
X
Bill Hagen (Foley&Buhl)
RE: Sissman - 10 Strong Ave.
JOB NO.: 2026
Urgent By Your pickup For Your Quote
Under Separate Cover By Express Mail Per Your Request
Review and Comment XBy Mail _X For Your Information
Other
Enclosed: Concrete test reports 9-12 from Allied Testing. „
A D�
1 ^, C3
Gv4G��1�lL,
William V. Gillen
cc: Michael Sissman(transmittal only)
Carlson&Schmitt Architects,Inc.
FAX COVER SHEET
TO Dan-Bishnp Bay State Realty Col_ (413) 585-8300
Ziter Saloomey -%8400niey ConStwCffcn 013) 2594374
Tony Bilotta Saloomey Construction
Anthony Patine NclthamPlOn 131dg.-00m. {413)587-1272
FROM- Kevin Rothschild-Shea
RE: Bay State Hotel—Job Meeting 01/30/03
DATE: February 3, 2003 PAGES: 2
f South End Bridge C&de Agawam,Marsachuwtu 0f001 (413)7865556 telephone (4f3)7866130 fax www.carlson-ichmits.com
ail 'd 6trb9 oN QE 19 98t llIWH�S ri NOS18VO W�9l Ql SQSc 'E 9a�
CSACarlson&Schmitt Architects,inc.
Bay State Hotel
Job Meeting Notels
January 30, 2003
Attendees: Dan Bishop
Ziter Saloomey, Saloomey Construction, Inc.
Tony Bilotta, SalobMay C-Onsftuobcn,im,
Kevin Rothschild-Shea, Carlson & Schmitt Architects, Inc.
• Ziter to cart with-meeting time for next weep.
• Per owner/contractor meeting with Fire Department and Building
Inspector, wall assembly behind range hood to be 5/8" gypsum with
stainless steel.
• Elevator Shaft Vent — Damper and motor to be above roof line elevation,
located within The duet with access panel. -D'=t to extend into shaft
(without interfering with elevator clearance), and be equipped with flange
to receive roof famlift by roister.
• Machine room ceiling height to be confirmed by Baystate Elevator.
• Basement floor joist treatment—Darison &Schmitt to outline requirements
if any.
• Carlson & Schm tttoprocess door schedule.
• Interior Trim -` dute drawing A2.2 to serve as -reference for
allowance review. Rooms 103, 104 and 105 to receive oak, stain and
poly. Rooms 116, 11$and 149 to be-#mch, stain and poly. Second, third
and fourth floors to be finger jointed, poplar, paint grade. Dan to indicate if
deletion of wood Trim is an option, and exposed metal frame to be painted
in lieu of trim.
• Carlson & Schmitt to update Bar Elev. drawing and Wine Rack drawing for
Saloomey.
• First and Second floor, non-accessible bathroom doors reduced to 2'-6"
wide.
• First floor greaee trap frarfg—double 2x9 2 mar joists at each side and
provide double 2x12 header at each end.
• Schedule - Dan anxious to layout milestones, Saloomey ready to start
gypsum at third floor as suQn as fire protection rough is completed.
Brackets at front balconies to be completed before gypsum board can be
completed at front side#building.
• Dan to meet with color designer to establish finish selections and colors.
Cc: Attendees
Anthony Patillo, Northampton Building Commissioner
1 South End Bridge Orcle Agawam,ffip-eacbtuette 1X1001 013)786.635btakphone {419)786-&J0Jax sNwwaarLwsec/Hnitt.com
?%G -d 6tt9 *ON H19-98L iiIMS NOSI�a� iVb91 01 E00� 'E .�a8
FROM FORD GILLEN ARCHITECTS FAX NO. 413 256 1553 Mar. 13 2003 03:53RM P1
Fore].
Gillen
Architects, lnc.
409 Main Street
,\rnhcr,t,MA 01002
FAX TRANSMITTAL Tel C3-253-2528
Fax 413-256 1553
f gaof f icei;4fnrdgillc n.com
Kathleen E.Gerd
DATE: 3/12/03 William v Gillen
TO: Dave Clark(Western Builders)
Tony Patillo(City of Northampton)
Bill Hagen(Foley&Buhl)
Re: 10 Strong Ave.
JOB NO. 2026
7 sheets including this cover sheet
Enclosed: Concrete test reports 1-6 from Allied Testing.
1 W J4
William V.Gillen
cc: Michael Sissman
--N au uG uo: L Ia Lrw 41Jb8715'/6 P. 4
Permit No. A13-03
Conditions: Driveway Permit
In lieu of plan approved by City Engineer
I agree to the following added conditions:
1. I will contact the Department of Public Works and have an inspector check
and approve the graded gravel base prior to paving to insure compliance
with slope and location;
2. I further agree that if in the inspections any of the permit conditions are not
met that 1 will at no expense to the City remove and replace the driveway
as directed by the City Engineer.
By: `D .J
Petitioner
73 Pleasant Street, P.O. Box 278
Granby, MA 01033
4L3-467-9171 Fact 14
Note: The Public Works Department recommends that you provide a plan showing the
proposed driveway with grades and location in the future to avoid possible expense
which you will incur by not getting approval of actual plans in advance.
cc: Buildint, Inspector
arp+ iu uc uO: I Ia urw g135t1 t15 lb P. j
' OF NORTHAMPTON UNION STATION
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Permit No. D13-03
CITY OF NORTHAMPTON, MA
DRIVEWAY PERMIT
Date: oS_3o_0
FEE. $25.00 CHECK#: 30845
THE BOARD OF PUBLIC WORKS
The undersigned respectfully petitions your honorable body for: ID
S E P - 9 2002
Permission to install a driveway at 10 Strong Avenue
DEPT OF BUILDING INSPECTIONS
50 Feet Maxtmum PL O.O6G
maximum width at the street line. Gutter drainage not to be disturbed. All
drainage shall be directed off the driveway surface to adTacent land and not on the existing
roadway. Driveway surface to be paved if the grade of the proposed driveway exceeds 3� or
more.
By: a � V . Ft,«atPs
73 Pleasant Street P.O. Box 278
Granby, MA 01033
Telephone#: t t.;� — `f(. -7 T Y/ 7/ r . 5/
Proposed Location c CC(- 9/-3- 4A7 —56!;-41
Inspected By: �� C,7,&h-- Cv,6sPrd
h/eati��
Gravel Base Grade
Inspected By:
Final Approval
THE BOARD OF PUBLIC WORKS voted that petition be granted.
George Andrikidis
Director of Public Works
(SUBJECT TO ATTACHED CONDITION 1 &2)
cc: Building Inspector
MUNICIPAL SEWER AVAILABILITY
+ Northampton Streets Department
125 Locust Street
Northampton, MA 01060
r 587-1570
Location: 10 Strong Avenue
Inquiry Made By: David Clark 413-467-9171
Date of Inquiry: 08-30-02
Municipal Sewer Main in Front of Location: Yes x No
Size of Sewer Main: 8" Material: PVC Age: 1991
Depth of Sewer Main: @ 4 feet
Size of Service Connection: Unknown
Comments:
A corresponding"sewer entrance fee" shall be paid prior to making any connection to the municipal
sewer system. Arrangements of such installation shall be made with the Northampton Streets
Department with a minimum of 5 working days notification. All work shall conform to Northampton
Streets Department specifications.
Joseph Thomas, Superintendent
Streets Department
M. Ned Huntley, Asst. City Engineer
Anthony Patillo, Building Inspector
ANNUNCaTOR PANEL SILENT KNIGHT#5230 LOCATED INSIDE FRONT DOOR
SMOKE DETECTORS SYSTEMS SENSOR#21005 LOCATED PER PLANS
HEAT DETECTOR CHEMTRONICS#601-135 LOCATED IN KITCHEN AREAS
MANUAL PULL STATIONS FIRE LITE#BG-12 LOCATED AT ALL EXIT DOORS
PER PLAN
HORN/STROBES SYSTEM SENSOR#P-251575 LOCATED PER PLANS
STROBES SYSTEM SENSOR#S-251575 LOCATED PER PLANS
EXTERIOR STROBE SYSTEM SENSOR S-251575K LOCATED PER PLANS
KNOX BOX AS REQUIRED
NOTE: THIS IS A FOUR STORY COMMERCIAL BUILDING WITH OFFICE
SPACE ON FOURTH FLOOR AND RESTAURANT/BAR USE ON THE 1ST,2ND
AND THIRD FLOORS.
ZONE BREAKDOWN IS AS FOLLOWS:
ZONE 1 PULL STATIONS
ZONE 2 BSMT SMOKE DET.
ZONE 3 1ST FLOOR SMOKE DET.
ZONE 4 2ND FLOOR " "
ZONE 5 3RD FLOOR "
ZONE 6 4TH FLOOR
ZONE 7 DUCT SMOKE DET.
ZONE S WATER FLOW SWITCH
ZONE 9 WATER TAMPER SWITCH
ZONE 10 ANSIL SYSTEM
BAYSTATE /MULINO'S
41 STRONG AVE.
NORTHAMPTON,MA. 01060
THE PROGRAMMING OF THE SILENT KNIGHT SYSTEM:
THE #5208-10 ZONE SILENT KNIGHT FIRE ALARM SYSTEM AND ANNUNCIATION IS .
AT DEFAULT FOR WORK AND ZONE DESCRIPTION ON THE ANNUNCIATOR WHICH WHEN
ANY OF THE FIRE ALARM ZONES TRIP, THE DISPLAY SHALL READ ZONE 1 FOR ZONE 1
AND ZONE 2 FOR ZONE 2, ETC.
THE PROGRAMMING OF THE SILENT KNIGHT SYSTEM:
THE DIGITAL DIALER BUILT INTO THE SYSTEM DIALS TO THE CENTRAL STATION ON
ANY ALARMS AND TROUBLES. THE CENTRAL STATION RESPONDS ACCORDING TO THE
INFORMATION PROVIDED BY THE OWNER....FORMAT AND SPEED OF COMMUNICA-
TIONS IS 4X2 2300HTZ. THE ZONES AND RELAYS ARE PROGRAMMED FOR PROPER OP-
ERATION OF THE SYSTEM.
FIRE ALARM DIRECTIONS AND OPERATIONS:
THE FIRE ALARM SYSTEM IS A 24 VOLT DC LOW VOLTAGE SYSTEM CONSISTING OF
SMOKES DETECTORS, PULLS STATIONS ,HEAT DETECTORS FOR TRIPPING THE SYSTEMS
AUDIBLE DEVICES.
ZONES 1 - 10, ARE REGULAR INITIATING DEVICES SMOKE DETECTORS, PULL STA-
TIONS, HEAT DETECTORS& SPRINKLER FLOW SWITCHE$,AT SUCH TIME OF ALARM AC-
TIVATION THEY SHALL TRIP THE MAIN SYSTEM AND CAUSE ALL AUDIBLE DEVICES TO
TRIP AND CALL THE NORTHAMPTON FIRE DEPT. TO REPORT SUCH ALARM. TROUBLE,
TAMPER AND LOW BATTERY SIGNALS ARE TO BE MONITORED BY A U. L. CENTRAL STA-
TION. THE CENTRAL STATION WILL HVIMEDI-
ATELY RELAY THIS INFORMATION TO THE OWNER FOR CORRECTIVE ACTION.
INSTRUCTIONS TO RESET THE SILENT KNIGHT 5208 IN ALARM MODE, TO SILENCE,
GO TO ANNUCIATOR PANEL-PRESS SILENCE THEN ENTER, CODE(#I I I I )
TO RESET THE ALARM ZONE TRIPPED -PRESS RESET ALARM, ENTER, AND (#I I I I
)
ANNUNCIATOR SHOULD THEN READ" SYSTEM NORMAL/MEMORY'
?'
4
3. Conduct system operational test ftom Wpddors test connection.
Local alarm must sound within 1 minute.
4. Central station must receive alarm and trouble signals.
5. Allstate Fire Sprinkler, Inc. will provide the tost certificates.
Section 2 —Equipment and Tools
1. Manufacturer's Instructions.
2. Approved Narrative Report, sequence of operation section.
3. Gauges on the main riser
4. Main system drain.
5. Pipe, fittings and hangers.
6. Inspectors test station
7. Spare sprinkler head cabinet and wrench.
Section 3 —Approval Requirements
1. Final approval of the fire sprinkler system will require a
satisfactory functional test in accordance with 903.4 and
certification by the project engineer that the systems have been
installed in accordance with CMR 903.3.
Section 4—FIRE PROTECTION SYSTEMS TO BE INSTALLEIP
a. New six-inch underground main for the sprinkler sy&tom,
b. Automatic sprinkler systems and components.
c. Fire alarm systems and components-audio and visual appL*tces and
pull stations installed throughout in accordance with NFPA 72.
d. Manual suppression systems-one 4" standpipe with 2 %2"xl Y2-"
reducers, caps and chains will be installed in the main stairwell.
e. Seismic considerations—braced in accordance with NFPA Standard.
f. 2.5" x 2.5" Fire department connection provided.
All of the above items are required by regulations. (784CMS) All Systems
are new. Sprinklers are provided in accordance with NFPA 13.
903.1.1 (1B) SEQUENCE OF OPERATION
Section 1 —Wet Sprinkler System
System operates automatically upon the fusing of a single fire sprinkler.
Operational Sequence:
1. The activation of a single sprinkler will discharge water and
close the contacts of a vane type flow switch.
2. Closed contact on the flow switch will activate local audible
visual panel and provide an alarm contact for the alarm control
panel.
903.1.1 (1 C) TESTING CRITERIA
Section 1 — Testing Criteria
System piping:
1. Hydrostatically test at a pressure of 200 psi for 2 hours without
a loss of pressure.
2. 2" main drain test shall be conducted. Static and Residual
pressures will be recorded on the test certificate.
903.1.1 (1A) METHODOLOGY OF DESIGN
Section 1 —BUILDING DESCRIPTION
Project consists of one four-story building. A.D.A./Mass Access Code
modifications. New Fire Alarm and automatic fire sprinkler system.
a. Building "Use" Group: A§sembly
b. Type of occupancies (hazards within the building)
Restaurant& Office
c. Storage of commodities within the building include:
Food, beer& wine as required for restaurant.
d. Four stories above grade
e. One story below grade.
f. Type of construction is 3B
Section 2 —APPLICABLE LAWS, REGULATIONS AND STANDARDS
a. 780 CMS code sections "Fire Protection System Requirements",
904.0 fire suppression systems, 906.5 requires audiovisual alarm
devices.
b. NFPA Standards and Edition used for design of fire sprinkler system:
NFPA 13, "Standard for the Installation of Sprinkler Systems".
1999 Edition.
Section 3 —DESIGN RESPONSIBILITY FOR FIRE PROTECTION
SYSTEMS
Design—build, the installing contractor completely designs and specifies
(develops a full system layout, design criteria and calculations), installs the
system and certifies system installation for code compliance at completion.
Fire Sprinkler Narrative Report for
Renovations & Alterations to
Bay State Hotel
21 Strong Av.
Northampton, MA
BAY STATE HGTEL Drawing Date:8-7-02 81 7102 14:15
REMOTE AREA #1 PAGE 4
FLOW # OF LENGTH PRESSURE BRANCH LINE
(GPM) PIPE FITS FEET SUMMARY TO HEAD
HYD REF OUTLET SIZE 90 45 PIPE VELOCITY Pt Pt Pn ELEV
ID T LT FITTINGS LOSS PSI/FT Pf Pv Pdrop PIPE
K FACTOR PIPE C TYPE OTHER TOTAL ELEVATION Pe Pn Phead FITS
PATH 7 FROM HYDRAULIC REFERENCE 15 TO B2
HEAD 15 19.2 1;44" 0 0 613" 4 .2 fps 12.4 12.4 -14"
0. 13 gpm/sq ft 1. 380" 0 0 0" 0.032 0.2 0.2 14"
K= 5. 50 19.2 120 40 0 613" 0" 0. 0 12.2 60"
HEAD 16 19. 3 13,�" 0 0 818" 6. 1 fps 12. 6 12. 6 -14"
0. 13 gpm/sq ft 1. 610" 0 0 0" 0. 054 0. 5 0.2 14"
K= 5. 50 38. 5 120 40 0 8 ' 8" 0" 0. 0 12. 4 60"
HEAD 17 19. 7 1L" 2 0 4 ' 7" 9.3 fps 13.1 13. 1 -14"
0. 13 gpm/sq ft 1. 610" 0 0 810" 0. 117 1.5 0.3 14"
K= 5. 50 58.2 120 40 0 1217" 9" 0.3 12. 8 60"
REF 21 2" 0 0 3" 5. 6 fps 14 . 9
2.067" 0 0 0" 0. 035 0.0
58 .2 120 40 0 3" 0" 0.0
REF B1 2" 0 0 918" 5.2 fps 14 .9
2. 157" 0 0 0" 0. 028 0.3
58 .2 120 10 0 918" 0" 0.0
REF B2 58.2 gpm PATH 7 R= 14. 96 15.1 psi
BAY STATE HGTEL Drawing Date:8-7-02 81 7102 14:15
REMOTE AREA #1 PAGE 3
FLOW # OF LENGTH PRESSURE BRANCH LINE
(GPM) PIPE FITS FEET SUMMARY TO HEAD
HYD REF OUTLET SIZE 90 45 PIPE VELOCITY Pt Pt Pn ELEV
ID T IT FITTINGS LOSS PSI/FT Pf Pv Pdrop PIPE
K FACTOR PIPE C TYPE OTHER TOTAL ELEVATION Pe Pn Phead FITS
PATH 4 FROM HYDRAULIC REFERENCE 8 TO A3 CONTINUED
REF 20 15.3 1" 0 0 5111" 11.5 fps 8.0
PATH 6 1. 049" 0 0 0" 0.286 1.7
K= 5. 42 30. 6 120 40 0 5111" 0" 0.0
HEAD 9 17.0 1;'4" 0 0 1219" 10. 3 fps 9. 7 9. 7 -14"
0. 11 gpm/sq ft 1.380" 0 0 0" 0. 171 2.2 0. 1 14"
K= 5. 50 47. 6 120 40 0 1219" 0" 0.0 9. 6 60"
HEAD 10 18. 8 1' 1 0 2 ' 9" 10. 6 fps 11. 9 11. 9 -14"
0.13 gpm/sq ft 1 . 610" 1 0 1210" 0. 149 2.2 0.2 14"
K= 5. 50 66. 4 120 40 0 1419" 9" 0.3 11 . 6 60"
REF A3 66.4 gpm PATH 4 K= 17.52 14.4 psi
PATH 5 FROM HYDRAULIC REFERENCE 4 TO A2
HEAD 4 15. 3 1" 0 0 11 ' 1" 5. 7 fps 7 .5 7 . 5 -14"
0. 10 gpm/sq ft 1 . 049" 0 0 0" 0. 080 0. 9 -0. 3 14"
K= 5. 50 15. 3 120 40 0 11 ' 1" 0" 0. 0 7 . 8 24"
HEAD 5 15. 9 1" 0 0 816" 11.7 fps 8 . 4 8 . 4 -14"
0. 11 gpm/sq ft 1.049" 0 0 0" 0 . 297 2.5 0. 0 14"
K= 5. 50 31 .2 120 40 0 816" 0" 0. 0 8 . 4 60"
HEAD 6 18 . 0 13"4" 1 0 415" 10. 7 fps 10. 9 10. 9 -14"
0. 12 gpm/sq ft 1 .380" 1 0 9' 0" 0. 182 2 . 4 0.2 14"
K= 5. 50 49. 3 120 40 0 13' 5" 9" 0. 3 10. 8 60"
REF A2 49.3 gpm PATH 5 K= 13.32 13.7 psi
PATH 6 FROM HYDRAULIC REFERENCE 7 TO 20
HEAD 7 15. 3 1" 0 0 610" 5. 8 fps 7 . 5 7 . 5 -14"
0 . 10 gpm/sq ft 1. 049" 0 0 0" 0. 080 0. 5 -0.3 14"
K= 5. 50 15.3 120 40 0 610" 0" 0. 0 7 .8 24"
REF 20 15.3 gpm PATH 6 K= 5.42 8.0 psi
BAY STATE HOTEL Drawing Date:8-7-02 81 7102 14:15
REMOTE AREA #1 PAGE 2
FLOW # OF LENGTH PRESSURE BRANCH LINE
(GPM) PIPE FITS FEET SUMMARY TO HEAD
HYD REF OUTLET SIZE 90 45 PIPE . VELOCITY Pt Pt Pn ELEV
ID T LT FITTINGS LOSS PSI/FT Pf Pv Pdrop PIPE
R FACTOR PIPE C TYPE OTHER TOTAL ELEVATION Pe Pn Phead FITS
PATH 3 FROM HYDRAULIC REFERENCE 1 TO TOR
HEAD 1 15.2 1" 0 0 11 ' 1" 5.7 fps 7.4 7. 4 -14"
0. 10 gpm/sq ft 1.049" 0 0 0" 0.078 0. 9 -0. 3 14"
K= 5. 50 15.2 120 40 0 11 ' 1" 0" 0.0 7. 6 24t1
HEAD 2 15. 8 1t1 0 0 816" 11. 6 fps 8 .2 8.2 -1411
0. 11 gpm/sq ft 1. 049" 0 0 0" 0.292 2.5 0. 0 14"
K= 5. 50 31 .0 120 40 0 816" 0" 0.0 8 .2 60"
HEAD 3 17. 9 1=4" 1 0 415" 10. 6 fps 10.7 10. 7 -14"
0. 12 gpm/sq ft 1 . 380" 1 0 910" 0. 179 2.4 0.1 14"
K= 5. 50 48 . 9 120 40 0 1315" 911 0.3 10. 6 60"
REF Al 211 0 0 11 ' 0" 4 .3 fps 13.5
2. 157" 0 0 0" 0. 020 0.2
48 . 9 120 10 0 11 ' 0" 0" 0.0
REF A2 49.3 2" 0 0 914" 8.7 fps 13.7
PATH 5 2 . 157" 0 0 011 0.074 0.7
K= 13. 32 98 .2 120 10 0 914" 0" 0.0
REF A3 66. 4 2" 0 0 618" 14 . 6 fps 14 .4
PATH 4 2 . 157" 0 0 01t 0. 192 1 .3
K= 17 . 52 164 . 6 120 10 0 61811 0" 0.0
REF A4 4" 0 0 4" 3.7 fps 15. 6
4 . 260" 1 0 617" 0.007 0.0
164 . 6 120 10 0 6111" 0" 0.0
REF TOR 164. 6 gpm PATH 3 K= 41.54 15.7 psi
PATH 4 FROM HYDRAULIC REFERENCE 8 TO A3
HEAD 8 15. 3 1" 0 0 21011 5. 7 fps 7.4 7 . 4 -14"
0. 10 gpm/sq ft 1. 049" 1 0 510" 0. 079 0. 6 -0. 3 1411
K= 5. 50 15. 3 120 40 0 710" 0" 0.0 7 . 7 24"
CONTINUED - -- - 8.0 psi --
BAY STATE HGTEL Drawing Date:8-7-02 81 7102 14:15
REMOTE AREA #1 PAGE 1
FLOW # OF LENGTH PRESSURE BRANCH LINE
(GPM) PIPE FITS FEET SUblMARY TO HEAD
HYD REF OUTLET SIZE 90 45 PIPE VELOCITY Pt Pt Pn ELEV
ID T LT FITTINGS LOSS PSI/FT Pf Pv Pdrop PIPE
K FACTOR PIPE C TYPE OTHER TOTAL ELEVATION Pe Pn Phead FITS
PATH 1 FROM HYDRAULIC REFERENCE 12 TO TOR (PRIMARY PATH)
HEAD 12 14 . 9 1" 0 0 210" 5. 6 fps 7.1 7 . 1 -14"
0. 10 gpm/sq ft 1.049" 1 0 510" 0. 075 0.5 -0. 3 14"
K= 5. 50 14 . 9 120 40 0 7101' 0" 0.0 7 .3 24"
REF 22 15. 0 1" 0 0 5111" 11.2 fps 7 .6
PATH 2 1. 049" 0 0 0" 0.273 1.6
K= 5.43 29. 9 120 40 0 5111" 0" 0.0
HEAD 13 16. 6 13,11, 0 0 1219" 10. 1 fps 9.2 9.2 -14"
0. 11 gpm/sq ft 1.380" 0 0 0" 0. 163 2.1 0. 1 14"
K= 5. 50 46.5 120 40 0 1219" 0" 0.0 9. 1 60"
HEAD 14 18 . 3 1k4" 1 0 219" 14 . 0 fps 11.3 11. 3 -14"
0 . 12 gpm/sq ft 1. 380" 1 0 910 0. 301 3.5 0.2 14"
K= 5. 50 64 . 8 120 40 0 11 ' 9" 9" 0.3 11 . 1 60"
REF B2 58 .2 2" 0 0 4111" 10. 9 fps 15.1
PATH 7 2. 157" 0 0 0" 0. 112 0.6
K= 14 . 96 123. 0 120 10 0 4 ' 11" 0" 0.0
REF B3 4" 0 0 4" 2. 8 fps 15.7
4 .260" 0 0 0" 0. 004 0.0
123.0 120 10 0 4" 0" 0.0
REF TOR 123.0 gpm PATH 1 K= 31.05 15.7 psi
PATH 2 FROM HYDRAULIC REFERENCE 11 TO 22
HEAD 11 15. 0 1" 0 0 610" 5. 6 fps 7. 1 7 . 1 -14"
0. 10 gpm/sq ft 1 . 049" 0 0 0" 0. 076 0.5 -0. 3 14"
K= 5. 50 15. 0 120 40 0 610" 0" 0.0 7 . 4 24"
REF 22 15.0 gpm PATH 2 K= 5.43 7.6 psi
BAY STATE HGTEL Drawing Date:8-7-02 8/ 7102 14:15
LEGEND
HYD REF Hydraulic reference. Refer to accompanying flow diagram. _
K FACTOR Flow factor for open head or path where Flow (gpm) = K x -\/P
SIZE Nominal size of pipe.
ID Actual internal diameter of pipe
C Hazen Williams pipe roughness factor
TYPE Type or schedule of pipe
# FITS number of fittings as follows:
90 - 90 deg Ell 45 - 45 deg Ell T - Tee LT - Long Turn 90 Ell
SPEC - Fitting other than above or fitting with hydraulic
equivalent length specified by manufacturer.
Pt Total pressure (psi) at fitting
Pf Friction loss (psi) to fitting
where Pf = 1 x 4 .52 x (Q/C) ^1.85 / ID^4 .87
Pe Pressure due to change in elevation
where Pe = 0. 433 x change in elevation
Pv Velocity pressure (psi)
where Pv = 0. 001123 x Q^2/ID^4
Pn Normal pressure (psi)
where Pn = Pt - Pv
Pdrop Pressure loss in pipe rise or drop to an open head.
Phead Pressure at an open head.
ELEV elevation from branch tee to open head.
PIPE pipe length from branch tee to open head.
FITS fitting equivalent length from branch tee to open head.
NOTES:
- Pressures are balanced to 0.001 gpm. Pressures are listed to
0. 01 psi. Addition may vary by 0. 01 psi due to accumulation of
round off.
- Calculations conform to NFPA 13 edition.
- Velocity Pressures are not considered in these Calculations
- Path #1 is from the most remote head back to the water source.
- Later Paths are from the next most remote head back to previously
defined paths
BAY STATE HGTEL Drawing Date:8-7-02 81 7102 14:15
HYDRAULIC CALCULATION DETAILS
HYDRAULIC FLOW LOSS
QTY DESCRIPTION LENGTH C ID gpm psi TOTALS
Hydr Ref TOR Required at Hyd Area 1 288 15.7 psi
1 4" Grvd Tee 20' 120 4 .026 288 0.5
1 Pipe 4" 10x21 CSC 42 ' 120 4 .260 288 0. 8
1 4" Grvd 90 Ell 7 ' 120 4 .026 288 0.2
1 Pipe 4" 10x21 CSC 2 ' 120 4 .260 288 0.0
1 4" Grvd Tee 20 ' 120 4 . 026 288 0. 5
1 Pipe 4" 10x21 CSC 33 ' 120 4 .260 288 0. 6
1 4" Grvd 90 Ell 7 ' 120 4.026 288 0.2
1 Pipe 4" 10x21 CSC 2 ' 120 4.260 288 0. 0
1 4" Grvd 90 Ell 7 ' 120 4 .026 288 0.2
1 Pipe 4" 10x21 CSC 4 ' 120 4 .260 288 0. 1
1 4" Grvd Shotgun Valve VIKING "F-1" 13' 120 4 . 026 288 0. 3
2 4" Fingd Gate Valve NIBCO "F-607" 4 ' 120 4 .026 288 0. 1
1 4" Fingd Back Flow Valve CONBRAC "4 CHART LOSS 288 4 . 9
Elevation Change 4210" 18 .2
1 6" x 4" Fingd 90 Ell 14 ' 120 6.065 288 0. 1
1 Pipe 6" DIx18 C1 52 300' 140 6. 590 288 0. 5
Fixed Flow Flow Loss 100 gpm
Hydr Ref Rl Required at Source 388 43.0 psi
Water Source104.0 psi static, 68 . 0 psi residual @ 1350 gpm 388 gpm 100.4 psi
SAFETY PRESSURE 57.4 psi
Available Pressure of 100.4 psi Exceeds Required Pressure of 43.0 psi
This is a safety margin of 57.4 psi or 57 % of Supply
Maximum Water Velocity is 14 . 6 fps
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BAY STATE HGTEL Drawing Date:8-7-02 81 7102 14:15
HYDRAULIC DESIGN INFORMATION SHEET
Job Name: BAY STATE HOTEL
Location: 41 STRONG AVENUE
NORTHAMPTON, CT
Drawing Date: 8-7-02 Remote Area Number: 1
Contractor: ALLSTATE FIRE SPRINKLER, INC. Telephone:860-246-7711
92 WESTON STREET
HARTFORD, CT 06120
Designer: JEFF GERMAINE
Calculated By:SprinkCALC
CSC Systems & Design
Construction: EXISTING Occupancy:RESTURANT
Reviewing Authorities:LOCAL BUILDING OFFICIALS
SYSTEM DESIGN
Code:NAPA-13 Hazard:LIGHT System Type:WET
Area of Sprinkler Operation 1500 sq ftl Sprinkler or Nozzle
Density (gpm/sq ft) 0. 100 I Make:VIKING Model:M-QR
Area per Sprinkler 149 sq ftl Orifice:1/2 K-Factor: 5. 50
Hose Allowance Inside 0 gpm I Temperature Rating: 155
Hose Allowance Outside 100 gpm I
CALCULATION SUMMARY 17 Flowing Outlets
gpm Required: 387. 6 psi Required: 43.0 @ Source
WATER SUPPLY
Water Flow Test I Pump Data I Tank or Reservoir
Date of Test 1990 I Rated Capacity 0 gpm I Capacity 0 gal
Static Pressure 104 . 0 psi I Rated Pressure 0. 0 psi Elevation 0
Residual Pres 68 .0 psi I Elevation 0 I
At a Flow of 1350 gpm I Make: I Well
Elevation 0" I Model: I Proof Flow 0 gpm
Location: UPPER MAIN & MASONIC
Source of Information: NORTHAMPTON WATER DEPARTMENT
SYSTEM VOLUME 160 Gallons
Notes:
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BAY STATE HOTEL Drawing Date:8-7-02 81 7102 14:55
REMOTE AREA #2 PAGE 4
FLOW # OF LENGTH PRESSURE BRANCH LINE
(GPM) PIPE FITS FEET SUMMARY TO HEAD
HYD REF OUTLET SIZE 90 45 PIPE VELOCITY Pt Pt Pn ELEV
ID T LT FITTINGS LOSS PSI/FT Pf Pv Pdrop PIPE
K FACTOR PIPE C TYPE OTHER TOTAL ELEVATION Pe Pn Phead FITS
PATH 9 FROM HYDRAULIC REFERENCE 44 TO W
HEAD 44 38.3 1" 0 0 11" 14 .3 fps 48.4 48.4
0.26 gpm/sq ft 1.049" 1 0 510" 0. 432 2. 6 0.0
K= 5.50 38 .3 120 40 0 5111" 0" 0.0 48 .4
HEAD 45 39.3 1144" 0 0 3' 7" 16.8 fps 51.0 51.0
0.26 gpm/sq ft 1.380" 1 0 6' 0" 0.420 4.0 0.0
K= 5.50 77 .5 120 40 0 917" 0" 0.0 51.0
11W" 0 0 9'0" 12 . 3 fps 55.0
1.610" 0 0 0" 0. 198 1.8
77.5 120 40 0 910" 0" 0.0
2" 1 0 6" 7 . 5 fps 56.8
2.067" 0 0 5' 0" 0.059 0.3
77 .5 120 40 0 516" 0" 0.0
4" 1 0 1" 1 .8 fps 57. 1
4 .260" 0 0 13'2" 0.002 0.0
77. 5 120 10 0 13' 3" 1" 0.0
REF W 77.5 gpm PATH 9 K= 10.25 57.2 psi
BAY STATE HOTEL Drawing Date:8-7-02 81 7102 14:55
REMOTE AREA #2 PAGE 3
FLOW # OF LENGTH PRESSURE BRANCH LINE
(GPM) PIPE FITS FEET SUMMARY TO HEAD
HYD REF OUTLET SIZE 90 45 PIPE VELOCITY Pt Pt Pn ELEV
ID T LT FITTINGS LOSS PSI/FT Pf Pv Pdrop PIPE
K FACTOR PIPE C TYPE OTHER TOTAL ELEVATION Pe Pn Phead FITS
PATH 6 FROM HYDRAULIC REFERENCE 53 TO C1
HEAD 53 31.8 1" 0 0 1 '0" 11. 9 fps 34.0 34.0 -3"
0.21 gpm/sq ft 1 . 049" 1 0 510" 0.307 1.8 0. 6 3"
K= 5.50 31. 8 120 40 0 6'0" 0" 0.0 33.5 24"
REF 61 1'-2" 0 0 71211 5.1 fps 35. 9
1. 610" 0 0 0" 0.038 0.3
31.8 120 40 0 712" 0" 0.0
REF 60 31.8 1',i�" 0 0 8 ' 0" 10. 1 fps 36.2
PATH 7 1. 610" 1 0 810" 0. 137 2.2
K= 5.29 63. 6 120 40 0 16' 0" 0" 0.0
REF C1 63.6 gpm PATH 6 K= 10.27 38.4 psi
PATH 7 FROM HYDRAULIC REFERENCE 52 TO 60
HEAD 52 31. 8 1" 0 0 1 ' 10" 11. 9 fps 34. 1 34 . 1 -3"
0.21 gpm/sq ft 1.049" 1 0 510" 0.307 2.1 0. 6 3"
K= 5.50 31.8 120 40 0 6110" 0" 0.0 33. 5 24"
REF 60 31.8 gpm PATH 7 K= 5.29 36.2 psi
PATH 8 FROM HYDRAULIC REFERENCE 49 TO C2
HEAD 49 32 . 6 114" 0 0 11' 0" 7 . 1 fps 35. 1 35. 1
0.22 gpm/sq ft 1. 380" 0 0 0" 0. 084 0.9 0. 0
K= 5.50 32 . 6 120 40 0 11' 0" 0" 0.0 35. 1
HEAD 48 33. 0 1k4" 0 0 2' 10" 14 .2 fps 36.0 36. 0
0.22 gpm/sq ft 1 . 380" 1 0 610" 0. 308 2.7 0. 0
K= 5.50 65. 6 120 40 0 8 ' 10" 0" 0.0 36. 0
REF C2 65. 6 gpm PATH 8 K= 10.54 38.7 psi
BAY STATE HOTEL Drawing Date:8-7-02 81 7102 14:55
REMOTE AREA #2 PAGE 2
FLOW # OF LENGTH PRESSURE BRANCH LINE
(GPM) PIPE FITS FEET SUMMARY TO HEAD
HYD REF OUTLET SIZE 90 45 PIPE VELOCITY Pt Pt Pn ELEV
ID T LT FITTINGS LOSS PSI/FT Pf Pv Pdrop PIPE
K FACTOR PIPE C TYPE OTHER TOTAL ELEVATION Pe Pn Phead FITS
PATH 2 FROM HYDRAULIC REFERENCE 40 TO C2 CONTINUED
REF 64 29.8 134" 0 0 12'0" 12.7 fps 29.5
PATH 4 1.380" 0 0 0" 0.251 3.0
K= 5.49 58.8 120 40 0 1210" 0" 0.0
REF 63 30.5 1' " 0 0 6" 14.2 fps 32.5
PATH 5 1.610" 0 0 0" 0.257 0.1
K= 5.34 89.2 120 40 0 6" 0" 0.0
HEAD 47 31 .4 11" 0 0 5' 8" 19.2 fps 32. 6 32 . 6
0.21 gpm/sq ft 1 . 610" 1 0 81011 0. 449 6. 1 0. 0
K= 5.50 120. 6 120 40 0 1318" 0" 0.0 32. 6
REF C2 120.6 gpm PATH 2 K= 19.38 38.7 psi
PATH 3 FROM HYDRAULIC REFERENCE 51 TO 62
HEAD 51 29.2 1" 0 0 110" 10. 9 fps 28. 6 28 . 6 -3"
0.20 gpm/sq ft 1 .049" 1 0 510" 0.262 1.6 0. 5 3"
K= 5.50 29.2 120 40 0 6'0" 0" 0.0 28 .2 24"
REF 62 29.2 gpm PATH 3 K= 5.31 30.2 psi
PATH 4 FROM HYDRAULIC REFERENCE 46 TO 64
HEAD 46 29.8 1" 0 0 6" 11.2 fps 29.3 29. 3
0.20 gpm/sq ft 1 .049" 0 0 0" 0.272 0. 1 0. 0
K= 5. 50 29. 8 120 40 0 6" 0" 0.0 29. 3
REF 64 29.8 gpm PATH 4 K= 5.49 29.5 psi
PATH 5 FROM HYDRAULIC REFERENCE 41 TO 63
HEAD 41 30.5 1" 0 0 1' 4" 11.4 fps 30.7 30. 7
0. 11 gpm/sq ft 1 .049" 1 0 510" 0.283 1.8 0. 0
K= 5. 50 30. 5 120 40 0 614" 0" 0.0 30. 7
REF 63 30.5 gpm PATH 5 K= 5.34 32.5 psi
BAY STATE HOTEL Drawing Date:8-7-02 81 7/02 14:55
REMOTE AREA #2 PAGE 1
FLOW # OF LENGTH PRESSURE BRANCH LINE
(GPM) PIPE FITS FEET SUMMARY TO HEAD
HYD REF OUTLET SIZE 90 45 PIPE VELOCITY Pt Pt Pn ELEV
ID T LT FITTINGS LOSS PSI/FT Pf Pv Pdrop PIPE
K FACTOR PIPE C TYPE OTHER TOTAL ELEVATION Pe Pn Phead FITS
PATH 1 FROM HYDRAULIC REFERENCE 50 TO W (PRIMARY PATH)
HEAD 50 28 . 1 1" 1 0 1310" 10.5 fps 26. 6 26. 6 -3"
0. 19 gpm/sq ft 1.049" 0 0 210" 0.244 3. 7 0. 4 3"
K= 5. 50 28. 1 120 40 0 15'0" 0" 0. 0 26. 1 24"
REF 62 29.2 1" 0 0 3' 11" 21.5 fps 30.2
PATH 3 1 .049" 1 0 510" 0.912 8 .2
K= 5.31 57.3 120 40 0 8 ' 11" 0" 0.0
REF C1 63. 6 23,�" 0 0 9'3" 7 .2 fps 38 . 4
PATH 6 2. 635" 0 0 0" 0.041 0. 4
K= 10.27 120. 9 120 10 0 913" 0" 0. 0
REF C2 186.2 23'z" 0 0 3' 1" 18.2 fps 38.7
PATH 2 AND 8 2. 635" 0 0 0" 0.230 0. 7
K= 29. 92 307.2 120 10 0 311" 0" 0.0
HEAD 42 34 . 5 23-�" 2 0 12 ' 3" 20.3 fps 39. 5 39. 5
0 . 12 gpm/sq ft 2 . 635" 0 0 1616" 0.280 8.0 0. 0
K= 5.50 341 .7 120 10 0 2818" 0" 0.0 39.5
HEAD 43 37. 9 2;-�" 0 0 1210" 22. 6 fps 47 .5 47.5
0.25 gpm/sq ft 2. 635" 1 0 16' 6" 0. 340 9.7 0.0
K= 5. 50 379. 6 120 10 0 2815" 0" 0.0 47.5
REF D1 4" 0 0 4" 8 . 6 fps 57 . 1
4 .260" 0 0 0" 0. 033 0 . 0
379. 6 120 10 0 4" 0" 0. 0
REF W 379. 6 gpm PATH 1 K= 50.21 57.2 psi
PATH 2 FROM HYDRAULIC REFERENCE 40 TO C2
HEAD 40 29. 0 1" 0 0 1 ' 4" 10.9 fps 27. 8 27. 8
0. 10 gpm/sq ft 1.049" 1 0 510" 0.259 1. 6 0.0
K= 5.50 29.0 120 40 0 614" 0" 0.0 27.8
CONTINUED 29.5 psi
BAY STATE HOTEL Drawing Date:8-7-02 81 7/02 14:55
LEGEND
HYD REF Hydraulic reference. Refer to accompanying flow diagram. _
K FACTOR Flow factor for open head or path where Flow (gpm) = K x -\/P
SIZE Nominal size of pipe.
ID Actual internal diameter of pipe
C Hazen Williams pipe roughness factor
TYPE Type or schedule of pipe
# FITS number of fittings as follows:
90 - 90 deg Ell 45 - 45 deg Ell T - Tee LT - Long Turn 90 Ell
SPEC - Fitting other than above or fitting with hydraulic
equivalent length specified by manufacturer.
Pt Total pressure (psi) at fitting
Pf Friction loss (psi) to fitting
where Pf = 1 x 4. 52 x (Q/C) ^1.85 / ID^4.87
Pe Pressure due to change in elevation
where Pe = 0. 433 x change in elevation
Pv Velocity pressure (psi)
where Pv = 0.001123 x Q^2/ID^4
Pn Normal pressure (psi)
where Pn = Pt - Pv
Pdrop Pressure loss in pipe rise or drop to an open head.
Phead Pressure at an open head.
ELEV elevation from branch tee to open head.
PIPE pipe length from branch tee to open head.
FITS fitting equivalent length from branch tee to open head.
NOTES:
- Pressures are balanced to 0. 001 gpm. Pressures are listed to
0.01 psi. Addition may vary by 0. 01 psi due to accumulation of
round off.
- Calculations conform to NFPA 13 edition.
- Velocity Pressures are not considered in these Calculations
- Path #1 is from the most remote head back to the water source.
- Later Paths are from the next most remote head back to previously
defined paths
BAY STATE HOTEL Drawing Date:8-7-02 8/ 7102 14:55
HYDRAULIC CALCULATION DETAILS
HYDRAULIC FLOW LOSS
QTY DESCRIPTION LENGTH C ID gpm psi TOTALS
Hydr Ref W Required at Hyd Area 2 457 57.2 psi
1 4" Grvd Tee 20' 120 4 .026 457 1.3
1 Pipe 4" 10x21 CSC 21 ' 120 4 .260 457 1.0
1 4" Grvd 90 Ell 7 ' 120 4 .026 457 0.4
1 Pipe 4" 10x21 CSC 2 ' 120 4 .260 457 0. 1
1 4" Grvd Tee 20' 120 4 .026 457 1.3
1 Pipe 4" 10x21 CSC 33' 120 4 .260 457 1.5
1 4" Grvd 90 Ell 7 ' 120 4 .026 457 0.4
1 Pipe 4" 10x21 CSC 2 ' 120 4.260 457 0.1
1 4" Grvd 90 Ell 7 ' 120 4 . 026 457 0. 4
1 Pipe 4" 10x21 CSC 4 ' 120 4 .260 457 0.2
1 4" Grvd Shotgun Valve VIKING "F-1" 13' 120 4 . 026 457 0. 8
2 4" Fingd Gate Valve NIBCO "F-607" 4 ' 120 4 . 026 457 0.2
1 4" Fingd Back Flow Valve CONBRAC "4 CHART LOSS 457 4.3
Elevation Change 21 ' 0" 9.1
1 6" x 4" Fingd 90 Ell 14 ' 120 6.065 457 0.1
1 Pipe 6" DIx18 C1 52 300' 140 6. 590 457 1.2
Fixed Flow Flow Loss 100 gpm
Hydr Ref Rl Required at Source 557 79.6 psi
Water Source104 .0 psi static, 68 . 0 psi residual @ 1350 gpm 557 gpm 97.0 psi
SAFETY PRESSURE 17.4 psi
Available Pressure of 97.0 psi Exceeds Required Pressure of 79. 6 psi
This is a safety margin of 17.4 psi or 18 % of Supply
Maximum Water Velocity is 22. 6 fps
BAY STATE HOTEL Drawing Date:8-7-02 81 7102 14:55
HYDRAULIC DESIGN INFORMATION SHEET
Job Name: SAY STATE HOTEL
Location: 41 STRONG AVENUE
NORTHAMPTON, CT
Drawing Date: 8-7-02 Remote Area Number: 2
Contractor: ALLSTATE FIRE SPRINKLER, INC. Telephone:860-246-7711
92 WESTON STREET
HARTFORD, CT 06120
Designer: JEFF GERMAINE
Calculated By:SprinkCALC
CSC Systems & Design
Construction: EXISTING Occupancy:BAR
Reviewing Authorities:LOCAL BUILDING OFFICIALS
SYSTEM DESIGN
Code:NFPA-13 Hazard:LIGHT System Type:WET
Area of Sprinkler Operation 1500 sq ftl Sprinkler or Nozzle
Density (gpm/sq ft) 0. 100 1 Make:VIKING Model:M-QR
Area per Sprinkler 290 sq ftl Orifice: 1/2 K-Factor: 5.50
Hose Allowance Inside 0 gpm Temperature Rating: 155
Hose Allowance Outside 100 gpm 1
CALCULATION SUMMARY 13 Flowing Outlets
gpm Required: 557.1 psi Required: 79. 6 @ Source
WATER SUPPLY
Water Flow Test Pump Data Tank or Reservoir
Date of Test 1990 Rated Capacity 0 gpm 1 Capacity 0 gal
Static Pressure 104.0 psi I Rated Pressure 0.0 psi Elevation 0
Residual Pres 68 .0 psi I Elevation 0 1
At a Flow of 1350 gpm I Make: I Well
Elevation 0" I Model : ( Proof Flow 0 gpm
Location: UPPER MAIN & MASONIC
Source of Information: NORTHAMPTON WATER DEPARTMENT
SYSTEM VOLUME 156 Gallons
Notes:
Baystate Realty Collaborative, LLC
12 Strong Avenue _ /L5_3
Northampton, MA 01060
Phone (413) 585-9200 Fax (413) 585-8300
LETTER OF TRANSMITTAL No. 001
PROJECT: Baystate Hotel Renovation DATE: 8/28/02
TO: Northampton Building Commissioner REF:
ATTN: Mr. Anthony Patillo
WE ARE SENDING: SUBMITTED FOR: ! ACTION TAKEN:
❑ Shop Drawings ❑ Approval ❑ Approved As Submitted
❑ Submittals X Your Use ❑ Approved As Noted
❑ Letter X As Requested ❑
❑ Request For Change Order ❑ Review And Comment
❑ Request For Information ❑
❑ Contract
❑ Prints
COPIES DATE DESCRIPTION
1 Sprinkler drawings for the Baystate Hotel
1 Fire Sprinkler Narrative
1 Fire Alarm System Narrative
1 Set Electrical Drawings for Alarm& Security Systems
1 Set of Sprinkler drawings
Remarks:
Mr. Patillo:
As per the request of the Fire Chief I am sending for your file a copy of the documentation sent
to the Fire Chief.
If you have any questions regarding this information please feel free to call me at 585-9200.
Thank You.
Dan Bishop
Copy To: Signed: (
Daniel J. B sh p, Sr.
10 Strong Avenue
Depth(ft) Design Case 3
0 ----- - - - - -
i
- 5
10
1
- 15
20
25
- 30
- 35 0 1 (ksf
<ct-Shonng> V 6.3 CIVILTECH SOFTWARE USA www.civiltech.com
Licensed to Paul A. Deterling P.E. Earthwork Engineering Inc.
Date: 8/30/2002 File Name: C:\shoring\Earthwork\2002\0270H22.sho
WALL HEIGHT: 22.00 MIN. EMBEDMENT: 9.86 MIN. PILE LENGTH: 31.86
MAX. MOMENT: 77.60 AT DEPTH: 12.00
BRACE OR ANCHOR:
No. DEPTH ANGLE TOTAL HORIZ. VERT. L free L fixed
1 12.0 0.0 54.7 54.7 0.0 N/A N/A
TOTAL VERTICAL FORCE: 0.0
DRIVING PRESSURE (ACTIVE, WATER, &SURCHARGE) X--Vertical depth from pile top
No. X top Top Pres. - - X bot. Bot. Pres. Spacing
1 0.00 0.00 22.00 0.75 8.00
2 0.00 0.00 10.00 0.00 8.00
ACTIVE PRESSURE (BELOW DREDGE LINE) Y-Vertical depth from dredge level
No. Y top Top Pres. Pres. Slope Width
1 0.00 0.75 0.02 1.00
2 5.00 2.26 0.05 1.00
PASSIVE PRESSURE (BELOW DREDGE LINE) Y--Vertical depth from dredge level
In the calculation, the following passive pressures are divided by a Factor of Safety =1.
No. Y top Top Pres. Pres. Slope Width
1 0.00 0.00 0.22 3.00
2 5.00 1.11 0.05 3.00
UNITS: Force-kip, Moment-kip-ft, Pressure-ksf, Pres. Slope-kip/ft3, Length/Depth -ft, Deflection - in
10 Strong Avenue 53
Depth(ft) Design Case 3
__ 0 --------- ----
5
- 10
--------- -- --
- 15
20
- 25
- 30 Balance Force
0 1 (ksf
35
<ct-Shoring> V 6.3 CIVILTECH SOFTWARE USA www.civiltech.com
Licensed to Paul A. Deterling P.E. Earthwork Engineering Inc.
Date: 8/30/2002 File Name: C:\shoring\Earthwork\2002\0270H14.sho
WALL HEIGHT: 14.00 MIN. EMBEDMENT: 16.07 MIN. PILE LENGTH: 30.07
MAX. MOMENT: 244.75 AT DEPTH: 20.63
DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) X--Vertical depth from pile top
__No. X top Top Pres. X bot. ___Bot. Pres. Spacing
1 0.00 0.00 14.00 0.47 8.00
2 0.00 0.00 10.00 0.00 8.00
ACTIVE PRESSURE (BELOW DREDGE LINE) Y-Vertical depth from dredge level
No. Y top Top Pres. Pres. Slope Width
1 0.00 0.47 0.03 1.00
2 8.00 0.75 0.02 1.00
3 13.00 2.26 0.05 1.00
PASSIVE PRESSURE (BELOW DREDGE LINE) Y--Vertical depth from dredge level
In the calculation, the following passive pressures are divided by a Factor of Safety =1.
No. Y top Top Pres. Pres. Slope Width
1 0.00 0.00 0.46 3.00
2 8.00 3.69 0.23 3.00
3 13.00 2.11 0.05 3.00
UNITS: Force-kip, Moment-kip-ft, Pressure-ksf, Pres. Slope-kip/ft3, Length/Depth -ft, Deflection - in
10 Strong Avenue X32
Depth(ft) Design Case 2
- 0 -- ---- -
1
5
- 10
15
20
- 25 0 1 (ks�
<ct-Shoring> V 6.3 ClV1LTECH SOFTWARE USA www.civiltech.com
Licensed to Paul A. Deterling P.E. Earthwork Engineering Inc.
Date: 8/29/2002 File Name: C:\shoring\Earthwork\2002\0270H12b.sho
WALL HEIGHT: 12.00 MIN. EMBEDMENT: 11.03 MIN. PILE LENGTH: 23.03
MAX. MOMENT: 101.77 AT DEPTH: 9.68
BRACE OR ANCHOR:
No. DEPTH ANGLE TOTAL HORIZ. VERT. L free_ L fixed
1 2.0 0.0 23.0 23.0 0.0 N/A N/A
TOTAL VERTICAL FORCE: 0.0
DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) X --Vertical depth from pile top
No. X top _Top Pres. X bot. Bot. Pres. Spacing
1 0.00 0.00 12.00 0.75 8.00
2 0.00 0.00 10.00 0.00 8.00
ACTIVE PRESSURE (BELOW DREDGE LINE) Y-Vertical depth from dredge level
No. Y top Top Pres. Pres. Slope Width
1 0.00 0.75 0.02 1.00
2 5.00 2.26 0.05 1.00
PASSIVE PRESSURE (BELOW DREDGE LINE) Y--Vertical depth from dredge level
In the calculation, the following passive pressures are divided by a Factor of Safety =1.
No. Y top Top Pres. Pres. Slope Width _
1 0.00 0.00 0.22 3.00
2 5.00 1.11 0.05 3.00
UNITS: Force-kip, Moment-kip-ft, Pressure-ksf, Pres. Slope- kip/ft3, Length/Depth -ft, Deflection - in
w
10 Strong Avenue
Depth(ft) Design Case I
- 0 - - - -- --- --- - -
1
- 5
- 10 --
15
20 0 1 (ksf
<ct-Shoring> V 6.3 CIVILTECH SOFTWARE USA www.civiltech.com
Licensed to Paul A. Deterling P.E. Earthwork Engineering Inc.
Date: 8/29/2002 File Name: C:\shoring\Earthwork\2002\0270H12a.sho
WALL HEIGHT: 12.00 MIN. EMBEDMENT: 6.70 (8 recommended) MIN. PILE LENGTH: 18.70
MAX. MOMENT: 61.56 AT DEPTH: 8.84
BRACE OR ANCHOR:
No. DEPTH ANGLE TOTAL HORIZ. VERT. L free L fixed
1 2.0 0.0 18.3 18.3 0.0 N/A N/A
TOTAL VERTICAL FORCE: 0.0
DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) X--Vertical depth from pile top
No. X top Top Pres. X bot. Bot. Pres. Spacing
1 0.00 0.00 12.00 0.42 8.00
2 0.00 0.10 10.00 0.10 8.00
ACTIVE PRESSURE (BELOW DREDGE LINE) Y -Vertical depth from dredge level
No. Y top Top Pres. Pres. Slope Width
1 0.00 0.42 0.02 1.00
2 5.00 1.01 0.05 1.00
PASSIVE PRESSURE (BELOW DREDGE LINE) Y--Vertical depth from dredge level
In the calculation, the following passive pressures are divided by a Factor of Safety =1.
No. Y top Top Pres. Pres. Slope Width
1 0.00 0.00 0.22 3.00
2 5.00 1.11 0.05 3.00
UNITS: Force-kip, Moment-kip-ft, Pressure-ksf, Pres. Slope- kip/ft3, Length/Depth -ft, Deflection -in
Table 3-3. Empirical values for 0,D„and unit weight of granular soils based on the standard penetration number
with corrections for depth and for fine saturated sands
` Very
Description Very loose i Loose Medium Dense �I dense
Relative density D, 0 0.15 0.35 0.65 0.85 1.00
Standard penetra-
tion no.N 4 10 30 50
Approx.angle
of internal i i
friction ¢°t 2T-30° 27-32° 30-35' 35-40° 38-43°
Approx.range 1
of moist unit -
weight,(7)pcf 70-100$ 90-115 1 110-130 110-140 130-150
(kN(m') (11-16) (14-18) i (17-20) I (17-2 ) (20-23)
I
' USBR [Gibbs.and Holtz (1957)].
f After Meyerhof(1956). 0 =25 +25D,with more than 5 percent fines and = 30+25D, with less than
5 percent fines.Use larger values for granular material with 5 percent or less fine sand and silt.
$ It should be noted that excavated material or material dumped from a truck will weigh 70 to 90 pcf.
Material must be quite dense and hard to weigh much over 130 pcf.Values of 105 to 115 pcf for nonsaturated
soils are common.
Table 3-4. Empirical values for q„' and consistency of cohesive soils based on the'standard penetration
number
Very Very
Consistency soft Soft Medium Stiff stiff Hard
i i t I i
q.,ksf (2-CZ) 0 0.5 10 2.0 4.0 8.0
N,standard
penetration `
resistance 0 2 4 8 16 32
7� ►,pcf 100-120 110-130 120-140 -
(kN/m') (16-19) (17-20) (19-22)
•These values should be used as a guide only. Local cohesive samples should be tested, and the
relationship between N and the unconfined compressive strength q.established as q.= KN.
bate: 8/30/2002
Page: 16 of 16
Maximum Soil Pressure = PS := Ka•7gran•H
PS = 745 psf
PS•L2.1•ft
Maximum Bending Moment = Mmax := 8 50%
Mmax = 2.28 kft
Calculate allowable bending stress based on:
Working Stress of Timber = Fby := 1100•psi
Modification Factors: CD := 1.15 (Load Duration Factor for t=2 months)
CF := 1.10 (Size Factor for 3" Thickness)
Cf, := 1.20 (Flat Use Factor - 3")
Allowable Bending Stress = Fb := Fby•(CD)•(CF)•(Cfu)
Fb = 1670 psi
Required Section Modulus = Sieq := Mmax
Fb
Sreq = 16.4 in
Required Lagging Thickness = t := Sreq-6
12-in
t = 2.86 in
Use 3" Thick Timbers for La_g_gin_g
END OF CALCULATIONS
r
r
Date: 8/30/2002
Page: 15 of 16
Required Section Modulus = SX :_ Mb
0.60-(36•ksi)
SX = 10.23 in
Use W12 x 26 for Bracket (S = 3x 3.4 in31
Bracket to Sheetpile Connection
The weld will be designed for the applied bending load to the bracket section and
the vertical shear force. The weld will be designed in accordance with "Design of
Welded Structures"by Blodgett.
Length of Weld Across Top Flange = b := 6-in
Length of Weld Down Each Side of Web = d := 10.5-in
Section Moduli of To Weld S [(2-b-d + d2)
Top = wt := 3 St = 79 in
Section Moduli of Bottom Weld = S d2-(2-b + d) 2
wb := Swb = 50 in
3•(b + d)
Design Section Modulus = Sd := if(Swt < Swb,Swt,Swb) Sd = 50 in
Mb
Force on Weld for Bending = fwb := S fWb = 4.41 kpi
d
WtW
Force on Weld for Shear = fw,, := fw, = 0.34kpi
(b+ 2•d)
Force on Weld = fw := Ifb 2 +f wV 2 fw = 4.42 kpi
Required Weld Size = tw :_ fw
cos(45-deg)-0.30•(70-ksi)
tw = 0.298 in
Use 5116-Inch (0.3125") E70 Welds - 6" Top and 10.5"Sides
o Lagging Design
Lagging will be used between the soldier piles to retain the soils. Lagging will be
designed to resist the lateral soil loading. Due to soil arching between piles this
loading will be reduced by 50% as recommended in FHWA Report No. RD-75-128,
"Lateral Support Systems and Underpinning", Vol. I. The maximum clear span
between pile flanges will be 7 feet.
Maximum Clear Span = L := 7-ft
Maximum Excavation Height = H = 22ft
Date: 8/30/2002
Page: 14 of 16
Combined Axial and Bending Loading
F a + C ffb = 0.581 < 1.00 OK (Eq. H1-1, AISC 9th Ed.)
a
1 — F •Fb
e
fa + fb = 0.407 < 1.00 OK (Eq. 111-2, AISC 9th Ed.)
0.60•Fy Fb
Use HP14x73 For Corner Brace
o Corner Brace to Wale Connection Design
Based on AWS D1.1, the allowable load on a fillet weld, assuming E70XX electrodes.
Weld Yield Strength = Ft := 70•ksi
Allowable Strength = FW := 0.30-Ft FW = 21 ksi
Weld Size = w := 5-in
16
Weld will be designed to resist the compressive and shear loads at the connection.
Req. Weld Capacity = PW := Pa
PW = 232 kip
Req. Weld Length =LW :_ PW
cos(45•deg)•FWw
LW = 50.0 in
Provide 50" Weld of 5116"E70XX Weld
By inspection the same wale section (HP14xl 17) can be used at the stairway area
where the span between braces is reduced from 29 feet to 16 feet.
o Wale Support Bracket Connection
Wale seats will be used to temporarily support the wales and cross braces during
installation. Each wale seat will be designed to carry the wale and brace load plus
50% impact loading. The wale seats will be cut from sections of structural steel.
Weight of Wale and Brace =Wtw := [(40•ft)•(117.plf) + 20•ft•(73.plf) ]-(150%)
Wtw = 9.21 kip
Bending Moment in Bracket = Mb :_ (2-ft)-(Wt')
Mb = 18.4 kft
Date: 8/30/2002
Page: 13 of 16
Combined Stresses Analysis: Fy := 50•ksi E := 29000.•ksi Cm := 1.00
Trial Section: HP1473 A := 21.4•in2 d := 13.61-in Wt := 73•plf
Sy := 35.8•in3 ry := 3.49-in Af := 7.36•in2
o Applied Stresses: fa := Pa fa = 10.84ksi
A
Wt•LU
z
8
fb := S fb = 1.22 ksi
Y
o Allowable.Axial Stress: k := 1.0
„
X k•:= L X = 69
ry
Fy FC, := C, = 107
X2
1 — Y
2 F
2.C�
Fa := Fa = 21.16ksi
5 X X3
3 8•Ce 8 Cc3
o Allowable Bending Stress Fbl := 0.60•Fy Fbl = 30ksi
Cb := 1.0
Y :_ d Y = 1.85 in 1
Af
12000•Cb
Fb2 := d ksi Fb2 = 27.0 ksi
1u•Aff
Fb := if(Fbl > Fb2,Fb2,Fbl) Fb = 27 ksi
12•�c2•E
o Allowable Euler Stress Fe :_ Fe = 31.58ksi
23•�X2�
1
Date: 8/30/2002
Page: 12 of 16
Local Flange Bending: P 5
9 g bf := •R PH = 139 kip
(Eq. K1-1) 3
Pbf
tfn := 0.4 —
Fy
tfb = 0.667 in < tf = 0.805 in OK
Local Web Yielding: Rmaxl := 0.66•Fy•[t,•(N + 5•k)]
(Eq. K1-2)
Rmaxl = 561 kip > R = 83 kip OK
t 1.5 t
For Web Crippling: R..ax2 := 67.5•tW2 1 + 3• a tf •F.tf • 1 ksi
(Eq. K1 )
Rmax2 = 1198 kip > R = 83 kip OK
Sidesway Web Buckling: L„ := 32•ft
(Eq. K1-6)
(d- 2•k)
tW
X :_ x = 0.53 < 2.30
Lu
bf
6800•ksi•t 3
Rside w •(1 + 0.4•x3)
(d- 2•tf)
Rside = 298 kip > R = 83 kip OK
Web stiffeners are not required at brace to wale connections
o Corner Brace Design
A corner brace will be installed in the area adjacent to the stairway where there
are higher lateral loads from the soldier piles. The corner brace will be designed
for the applied axial stress from the wales and for the moment due to the dead
weight of the brace.
Unsupported Length = L„ := 20•ft
Number of Piles Supported = N := 3
Angle of Brace to Wale = a := 45-deg
Axial Load = P, :-- (B3•N)
cos(a)
Pa = 232 kip
Date: 8/30/2002
Page: 11 of 16
12-n
2 E
o Allowable Euler Stress Fe := Fe = 10.93 ksi
23•(X2)
Combined Axial and Bending Loading
f + Cm fb = 0.709 < 1.00 OK (Eq. H1-1, AISC 9th Ed.)
Fa
F a Tb
Fe
fa + fb = 0.403 < 1.00 OK (Eq. 111-2, AISC 9th Ed.)
0.60•Fy Fb
Use HP14x73 For Cross Braces
o Cross Brace to Wale Connection Design
Based on AWS D1.1, the allowable load on a fillet weld, assuming E70XX electrodes.
Weld Yield Strength = Ft := 70-ksi
Allowable Strength = FW := 0.30-Ft F,,, = 21 ksi
Weld Size = w := 5•in
16
Weld will be designed to resist 10% of the compressive loads at the connection.
Req. Weld Capacity = PW := Pa-10%
P,,, = 8 kip
Req. Weld Length =LW :_ PW
cos(45•deg)•FW•w
L, = 1.8 in
Provide 8" Weld of 5116"E70XX Weld
Check If Web Stiffeners Required at Wales
The brace to wale connection will be analyzed to determine if web stiffeners are
required. AISC Manual (9th Ed.) Equation K1-2 will be used to analyze local web
yielding and Equation K1-4 will be used to analyze web crippling.
For HP14xl17 d := 14.21-in t, := 0.805-in tf := 0.805-in k := 1.500-in
For HP14x73 N := 13.61-in Fy := 50•ksi
Normal Force = R := Pa R = 83 kip
bate: 8/30/2002
Page: 10 of 16
Weight of Brace = wt := 73•plf
Tributary Length for Axial Load = Lt := 29-ft Lt = 29 ft
Design Axial Load in Brace = Pa := w•Lt Pa = 83 kip
2
Wt.
Bending Moment in Brace = Mb := 8 Mb = 10.5 kft
o Applied Stresses: fa := Pa fa = 3.9 ksi
A
wt.Lu 2
fb := 8 S fb = 3.54 ksi
Y
o Applied Stresses: fa := Pa fa = 3.9ksi
A
fb := Mb b fb = 3.54 ksi
Y
o Allowable Axial Stress: k := 1.0 (Table C-C2.1, AISC 9th Ed. for pinned)
k•L„
X := X = 117
ry
FF Cc := Cc = 126
X2
1 — 2 Cc FY
Fa := Fa = 10.7ksi
(53) X3 8-Cc 8 Cc3
o Allowable Bending Stress Fbt := 0.60-FY Fbt = 21.6ksi
Cb := 1.0
Y := d Y = 1.85 in 1
Af
12000•Cb
Fb2 := d ksi Fb2 = 15.9 ksi
Af
Fb := if(Fb I > Fb2,Fb2,Fb1) Fb = 15.9ksi
Date: 8/30/2002
Page: 9 of 16
o Allowable Bending Stress Fb := 0.60•Fy Fb = 30ksi
2
o Allowable Euler Stress F 12-7 .E
Fe := Fe = 36ksi
23•(X 2)
Combined Axial and Bending Loading
a + Cm-fb = 0.962 < 1.00 OK (Eq. H1-1, AISC 9th Ed.)
F
a a
1 — Tb
e
fa + fb = 0.906 < 1.00 OK (Eq. 1-11-2, AISC 9th Ed.)
0.60•Fy Fb
Use HP14x117 for Wales
o Welded Connection Design
Welded connections will be design for the combined compressive and shear loading at
the wale to wale connection..
Wale to Wale Connection
Compressive Load at Connection = C := 15•ft•w C = 43 kip
Shear Load at Connection = V := 16-ft-w V = 46kip
Resultant Weld Load = R := FP—+V2 R = 63 kip
Weld Strength = FW := 0.30•(70•ksi) FW = 21 ksi
Weld Size = W := 5-in
16
Required Weld Length = LW := R LW = 13.6 in
cos(45•deg)•FW W
Provide 16 Inches of 5116-inch E70 Weld
o Cross Brace Design
The cross braces will be designed for the axial load and the bending moment due to the
weight of the brace. A combined stress analysis for the brace design will be done.
Unsupported Length of Bracing = L„ := 34-ft (Wale to Wale Span)
Combined Stresses Analysis: FY := 36-ksi E := 29000..ksi Cm := 1.00
Trial Section: HP14x73 A := 21.4•in2 ry := 3.49-in Sy := 35.8-in' Af := 7.36-in2
d := 13.61-in t, := 0.505-in bf := 14.585•in tf := 0.505-in
r
1 r
Date: 8/30/2002
Page: 8 of 16
e.) Bracing Design
The bracing will be designed for the most critical loading applied.
o Wale Design
The wales will be designed to resist the maximum moment and axial load due to
soil and surcharge loading.
Clear Span Between Bracing = Lc := 32-ft
Soldier Pile Spacing = S := 8-ft
Maximum Lateral Load = B2 = 23 kip
B
Equivalent Uniform Loading = w := S w = 2.9k1f
Axial Load in Wale = Pa := 18•ft•w Pa = 52 kip w-L,2)
Design Moment = Mb := Mb = 368 kft
8
Trial Section: HP14x117 A := 34.4•in2 d := 14.21-in SX := 172•in3 rX := 5.96.in
Combined Stresses Analysis: Fy := 50•ksi E := 29000.-ksi Cm := 1.00
o Applied Stresses: fa := Pa fa = 1.5 ksi
A
M
fb := b fb = 25.67 ksi
SX
o Allowable Axial Stress: k := 1.0 (Table C-C2.1, AISC 9th Ed. for pinned)
k•Lc
X := X = 64
rX
�2•E
Cc := Cc = 107
FF 7
Y
X2
1 — 2 Cc2 Ty
Fa := Fa = 21.95 ksi
5 X X'
+ 3 —
3 8•Cc 8.Cc3
Date: 8/30/2002
Page: 7 of 16
d.) Soldier Pile Design
The soldier piles will be designed for the maximum bending moment from
above. Two design sections will be used for the 12' cut and the full 22' cut.
Soldier Pile Section for 12' Cut
The soldier piles will be designed for the maximum bending moment determined in
the above analysis.
Soldier Pile Yield Strength :Fy := 36-ksi (ASTM A36 Steel)
Design Moment = Md := MmaX2
Md = 102 kft
Required Section Modulus = SX :_ Md
0.667•Fy
SX = 50.9 in3
Use HP12x53 Soldier Pile with SX = 66.8 in3
Soldier Pile Section for 22' Cut
The soldier piles adjacent to the stairway will be designed for the maximum
bending moment determined in the above analysis.
Soldier Pile Yield Strength :Fy := 50•ksi (ASTM A572 Steel)
Design Moment = Md := Mmax3a
Md = 245 kft
Required Section Modulus = S Md
X :_
0.667•Fy
SX = 88.1 in3
Use HP14x73 Soldier Pile with SX = 107 in3
Soldier Pile Embedment
The required toe embedment is taken from the results above and will vary. The
length of piles will be 20 feet along Strong Avenue, 25 feet along the back of the
site and 35 feet at the stairway area.
Date: 8/30/2002
Page: 6 of 16
Using the above lateral loadings on the excavation support system a computer
analysis was run to determine the maximum bending moment and lateral bracing load
and the results are on page B3. The analysis also determines the required toe
embedment for moment equilibrium about the bracing level. The calculated
embedment will be increased by 20% to provide a factor of safety.
Maximum Bending Moment = Mmax3a := 244.75•kft
Minimum Soldier Pile Length =L3a := H + 120%(16.07-ft)
L3a = 33 ft
Full Excavation Condition - H=22'
Total Height of Excavation = He := 22-ft
Height of Support = H := 22-ft -
Depth to Water Table = hW := 22-ft
Active Pressure
Active Pressure at Subgrade = Pa := Ka•(ygran•He) Pa = 745psf
Slope of Active in Granular Below Subgrade = Sa := Ka-7bg Sa = 17 pft
Active Pressure at Clay = Pa := Kai•(7gran-He +7bg•5•ft) — 2•S„ Pa = 2263psf
Slope of Active in Clay = Sa := Kac-7bc Sa = 53 psf
Passive Pressure
Slope of Passive in Granular Soil =SP := KP*Ybg Sp = 231 pft
Passive Pressure at Clay = PP := Kpc•(7bg•5•ft) + 2•Su Pp = 1113psf
Slope of Passive in Clay = SP := Kpc*7bc SP = 53 psf
Using the above lateral loadings on the excavation support system a computer
analysis was run to determine the maximum bending moment and lateral bracing load
and the results are on page B4. The analysis also determines the required toe
embedment for moment equilibrium about the bracing level. The calculated
embedment will be increased by 20% to provide a factor of safety.
Maximum Bending Moment = Mmax3b := 77.60•kft
Brace Load per Pile = B3 := 54.7-kip
Minimum Soldier Pile Length =L3b := H + 120%.(9.86-ft)
Lab = 34 ft
Date: 8/30/2002
Page: 5 of 16
Maximum Bending Moment = Mmax2 := 101.77•kft
Brace Load per Pile = B2 := 23.0-kip
Minimum Soldier Pile Length =L2 := H + 120%.(11.03.ft)
L2 = 25ft
c.) Design Case 3 - 22' Excavation With No Surcharge
This design case will apply to the excavation support to be installed along the stairway.
The lateral pressures on the excavation support system will be due to soil loading. The
design height of support will be 22 feet with no surcharge and a level of bracing will be
installed at a depth of 12 feet. The water table will be assumed at subgrade.
Initial Cantilever Condition - H=14'
At the stairway area a temporary cantilever condition of 14 feet will be required to install
the level of internal bracing. This condition will first be analyzed.
Height of Support = H := 14-ft
Depth to Water Table = hW := 22•ft
Active Pressure
Active Pressure at Subgrade = Pa := Ka•(7gran'H) Pa = 474psf
Slope of Active in Granular Below Subgrade = Sa := Ka.7gran Sa = 34 psf
ft
Active Pressure at Water = Pa := Ka•[7gran'(H + 8-ft)] Pa = 745 psf
Slope of Active in Granular Below Water :Sa := Ka-rbg Sa = 17 psf
ft
Active Pressure at Clay = Pa := KaJygran-(H + 8-ft) +ybg•5•ft] — 2-S,, Pa = 2263 psf
Slope of Active in Clay = Sa := Kac'Ybc Sa = 53 psf
ft
Passive Pressure
Slope of Passive in Granular Soil =S := Kp•ygran Sp = 461 pft
Passive Pressure at Water = Pp := Kp•(ygran-8-ft) PD = 3690psf
Slope of Passive in Clay = Sp := Kp•ybg Sp = 231 pft
Passive Pressure at Clay = Pp := Kpc.(7gran'8.ft+7bg-5•ft) +2.S„ Pn = 2113 psf
Slope of Passive in Clay = Sp := Kpc*7bc Sp = 53 psf
ft
r 1
Date: 8/30/2002
Page: 4 of 16
Using the above lateral loadings on the excavation support system a computer
analysis was run to determine the maximum bending moment and lateral bracing load
and the results are on page B1. The analysis also determines the required toe
embedment for moment equilibrium about the bracing level. The calculated
embedment will be increased by 20% to provide a factor of safety.
Maximum Bending Moment = Mmaxl := 61.56-kft
Brace Load per Pile = B1 := 18.3-kip
Minimum Soldier Pile Length =L1 := H + 120%•(6.70-ft)
L1 = 20ft
b.) Design Case 1 - 12' Excavation With Sloping (No Surcharge)
This design case will apply to the excavation support to be installed along the back side
of the site. The lateral pressures on the excavation support system will be due to soil
loading. The design height of support will be 12 feet with no surcharge and due to the
soft clays a level of bracing will be installed at a depth of 2 feet. The water table will be
assumed at subgrade.
Total Height of Excavation = He := 22-ft
Height of Support = H := 12-ft
Depth to Water Table = hW := 12.ft
Active Pressure
Active Pressure at Subgrade = Pa := Ka•(7gran*He) Pa = 745 psf
Slope of Active in Granular Below Subgrade = Sa := Ka•7bg Sa = 17 psf
ft
Active Pressure at Clay = Pa := Kac-(ygran-He +ybg•5•ft) — 2-Su Pa = 2263 psf
Slope of Active in Clay = Sa := Kac'ybc Sa = 53 pft
Passive Pressure
Slope of Passive in Granular Soil =Sp := Kp*ybg Sp = 231 pft
Passive Pressure at Clay = Pp := Kpc.(ybg-5.ft) + 2-S„ Pp = 1113psf
Slope of Passive in Clay = Sp := Kpc•ybc Sp = 53) psf
ft
Using the above lateral loadings on the excavation support system a computer
analysis was run to determine the maximum bending moment and lateral bracing load
and the results are on page B2. The analysis also determines the required toe
embedment for moment equilibrium about the bracing level. The calculated
embedment will be increased by 20% to provide a factor of safety.
Date: 8/30/2002
Page: 3 of 16
The minimum factor of safety against base heave required is typically 1.50. A factor of
safety of less than 1.00 indicates that there will be a problem with base heave. Since the
excavation does not extend down into the clay layer but stops in the medium dense
granular soils the factor of safety should be higher than calculated. However the above
analysis clearly indicates there may be a problem with bottom stability. It may therefore
be necessary to excavate the basement area in sections and then place the wall footings
and backfill before excavating an adjacent area. The excavation subgrade should be
closely monitored for any signs of base heave during excavation.
5.0 Design of Excavation Support System
The height of excavation varies around the site and therefore several design cases will
be analyzed. Along Strong Avenue the height of support will be 12 feet with no sloping.
Along the back side of the site 12 feet of support will be provided with 10 feet of sloping
above. In the area adjacent to the stairway full height support of 22 feet will be provided
with a level of internal bracing. Rankine earth pressures will be used for the cantilever
conditions and rectangular earth pressure envelops using 25xH will be used for the
braced condition. The passive pressures below subgrade will be mobilized over 3 pile
widths, in accordance with Brom's theory.
a.) Design Case 1 - 12' Excavation With No Sloping
This design case will apply to the excavation support to be installed along Strong
Avenue. The lateral pressures on the excavation support system will be due to soil and
surcharge loadings. The design height of support will be 12 feet with no sloping and
due to the soft clays a level of bracing will be installed at a depth of 2 feet. The water
table will be assumed at subgrade.
Height of Support = H := 12-ft
Depth to Water Table = hW := 12-ft
Equipment Surcharge = S := 100-psf (0' to 10')
Active Pressure
Active Pressure at Subgrade = Pa := Ka.(ygran'H) Pa = 406psf
Slope of Active in Granular Below Subgrade = Sa := Ka'ybg Sa = 17 psf
Active Pressure at Clay = Pa := Kac'(Ygran'H +7bg•5•ft) - 2.Su Pa = 1013psf
Slope of Active in Clay = Sa := Ka,'Ybc Sa = 53 psf
Passive Pressure
Slope of Passive in Granular Soil =SP := Kp•7bg SP = 231 pft
Passive Pressure at Clay = PP := Kpc.(ybg•5.ft) + 2-Su PP = 1113psf
Slope of Passive in Clay = SP := Kpc•ybc SP = 53 pft
t
rl
t
Date: 8/30/2002
Page: 2 of 16
o Clay Layer Unit Weight = 7clay := 115•pcf
(Below 1T) Buoyant Weight =
Y 9 Ybc (Yclay—Yw)
ybc = 53 pcf
Active Pressure Coefficient = Kai := 1.00
Passive Earth Pressure Coefficient = Kpc := 1.00
Shear Strength = SU := 400•psf
4.0 Stability of Excavation
The stability of the excavation will be analyzed by looking at the "Stability Number" for
the given excavation and the Factor of Safety against basal heave.
Maximum Excavation Height = H := 22-ft
Shear Strength at Subgrade = S„ = 400psf
4.A.) Bottom Stability
The driving force in the bottom stability calculation will be from the soil weight outside
the excavation. The resisting force will be derived from the shear strength of the clay
layer. .H
Bottom Stability Number = NS := Ygran
S„
NS = 6.88
As per the discussion given on page 462 of "Foundation Engineering" by Peck,
Hanson and Thornburn, for a Bottom Stability Number of between 6 and 8 the
movements of the bracing system and heave of the clay below the base level are
expected to be relatively large. To minimize this movement no surcharges should be
placed at the top of the cut slope.
4.B.) Factor of Safety Against Base Heave
Width of Excavation = B := 40-ft
Length of Excavation = L := 200-ft
Shape Factor = B = 0.2
Depth to Width Ratio = a := B a = 0.55
Bearing Capacity Factor = Nc := 6
Nc'(S„)
Factor of Safety Against Base Heave = FSbh :_
1'gran'H
FSbh = 0.87
Y
r �
Date: 8/30/2002
Page: 1 of 16
Temporary Excavation Support Design
60 Strong Avenue
North Hampton, MA
1.0 Units
ft
f lbf
psf lbf:= 2 pcf lbf:= 3 plf lb
:_ f lb := ft•lbf psi := 2 7, := 62.4-pcf
ft ft ft in
klf := plf•10 3 3 kip kip kip
2 kft := ftlb•1000 kip := lbf•10 kpi :_ — ksi :_ ksf := 2
in in ft
2.0 Design Procedure and Assumptions
The excavation support system required for construction of the new building at 10 Strong
Avenue in North Hampton, MA will consist of internally braced soldier piles and lagging.
The height of excavation will be vary from 12 to 22 feet. The system will be designed to
resist lateral pressures due to soil and surcharge loadings. The resulting forces on the
excavation support system will be determined using the CT-Shoring Computer Program.
From the calculated forces the soldier piles, lagging and bracing will be designed.
3.0 Design Parameters and Variables
Based on the three site borings it is anticipated that the soil conditions will generally consist
of 17 feet of medium dense granular soils over a thick soft clay layer. The design of the
lateral support system shall be based on rankine earth pressures. The rankine pressures
are determined using the following soil properties taken from Table 3-3 and 3-4 of
"Foundation Analysis and Design", Bowles, 2nd Ed. (pg. Al of calc). The water table is
assumed at subgrade.
Soil Properties
o Granular Soil Unit Weight = ygran := 125-pcf
(0' to 17') Weight Buoyant =
Y 9 Ybg :- (Ygran—Yw)
Ybg = 6')pcf
Friction Angle = := 35-deg
� 2
Active Pressure Coefficient =Ka := tan 45-deg— —
2
Ka = 0.271
2
Passive Pressure Coefficient = Kp := tan 45-deg+
2)
Kp = 3.690
f
DESIGN OF TEMPORARY EXCAVATION SUPPORT
10 STRONG AVENUE
NORTH HAMPTON, MASSACHUSETTS
Prepared Bv:
Earthwork Engineering, Inc.
175 Ridge Road
Hollis, NH 03049
(603) 465-9500
Prepared For:
National Shoring
P.O. Box 248
Stonington, CT 06378
(860) 535-4025
RECEIVE [
SEP - 5 L'uv2
lesternBuilders
RECEIVED \AOFM
��P�� ASS9cy
SEP — 5 2002 �� PAUL A. G�
DETER LING
CIV.34437
WesternBuilders A ,� IL
No
�o- F STEM
F /0
Paul A. Deterling, P.E
Mass. P.E. No. 344
August 30, 2002
T.Pabilo August 21,2002
Alarm verification must be active on all smoke detection zones.
The Fire Alarm Control Panel must be marked with a red engraved sign
with one-inch white lettering "Fire Alarm Control Panel': The Fire Alarm
Annunciator Panel must be marked withy a red engraved sign with one
inch white lettering "Fire Alann Annunciator Panel".
o Permits must be pulled for all fire alarm and fire suppression work.
• 5 Pound ABC Dry Chemical Fire Extinguisher is required at the pull
station and on the ground floor.
• A mini-hom is required in each residential unit to alert the residents to a
fire alarm condition.
o A red 120-candela strobe light that actuates upon an alarm condition is
required above the Knox box.
0 Page 2
w
Northampton
Department
Memorandum
To: Tony Patillo J
From: B. P. Dugga
r(
Date: August 21, 2002
Mr. Strong Avenue Block— 10 Strong Avenue
Secondary to a review of the plans and fire protection narrative that you
submitted to me on August 13, 2002, 1 concur with the issuance of a building
permit for this property subject to the following conditions:
• A permit is required for the storage of flammable liquids and for the
dumpster.
• The Fire Department Connection is to be a 4" locking Storz connection
with an attached chain. In addition a sign reading "Fire Department
Connection" 3 " white letters on a red background is to be mounted
above the connection. An electric bell actuated upon water flow must
be located above this sign.
• The standpipe must have signage at ech valve and be equipped with the
proper adaptors to reduce the connection from 2 112 ` NST to 1 1/2 "
NST.
• All pull stations referenced in the fire protection narrative are to be of
the double action type and those in areas where children may
congregate must be covered by Stopper 11 protection.
• A graphic representation of the structure must be installed at the Fire
Alarm Control Panel (FACP) and at the Fire Alarm Annunciator Panel
(FAAP).
•Page 1
O O
Gift of 'Wcrfl7a111i l#011 _
L
"^" m DEPARTMENT OF BUILDING INSPECTIONS
INSPECTOR 212 T1ain Street ' Municipal Building
Northampton, Mass. 01060 n y
Square Footage Amount
Basement @ .10 5687 568.70
1st Floor @ .40 4263 1,705.20
2nd Floor @ -20 5687 1,137.40
1/2 Floors, Attic, Garage _ 10 1424 142.40
>x(x x1 0 xKxxxx=
3rd Floor @ .20 4263 852.60
$4,406.30
TOTAL
j-zyC'C� �;� 10 Strong Ave.
�n E C E � W E
SEP 2 3 2002
L
DEP?Of BUILDING INSPECTIONS
rd1.2?W%'DT0N,MA 01060
FP.OM : FORD G I LLDN ARCH I TECT�.S r7k t io. X113 2 rJ 1;53 Sep. i 1 2002 G.�:�9 r1 P3
Climate-Specific Requirements
Gro„ Cavity Cont. Propo�cd BUCI.et
Component Name/Description Area R-Value R-Value 1J-Factor 11-Factor
Roof 2: Structural Slab 5690 --- 30.0 O.I)3 0.054
Comments:
Lxterior Wall 1: Other, HC 1.0 10106 --- --- 0.M3 0.079
Comment_~:
Window 1: Wood Frame,Double Pane with Low-2
]432 - - 0.1S0(b) O.S l7
clear,shsc 0.30
Comments:
[door 1: Solid 308 --- ... 0.700(b) 0.127
Comments:
Door 3: Glass,Clear, zh_u_c 0.54 150 --- - 0.920(h) 0 50
Comments:
lnt.erior Wall 4: Other, HC 1.0 236 --- - - 0.053 0.127
Comments:
Basemen Wall 4: Solid Concrete or Masonry% S"
Fw-rn-:None, Wall Ht 8.9,Depth R.G. 8.8 2412 --- 17.0 0.053 0.103
Comment;:
Floor 1:All-Food Joist'Truss 142 5-5.0 U•U 0.019 0.046
Comments: studio floor
Floor 2: Unheated Below-Grade Slab(c) 0 - 15.0 --- ---
Comm;nt:;:
ai Buus-t U-factors arc used for sofwarc baseline calculations ONLY,and arc not code requirements.
(I)j Claimcd performancc does net exceed dafaulta in T ablcs 1301.9.3.1.No tnanufacturcr certification reyuire�.
(c)Curtain building use types rcyuir c.mliruiiu under-slab tasulation(sce MFL\SSCF LLSCLt:i Crude Section 1304.2"and 130.1?.°1.
Envelope PASSES: Desigm 27 ,,bctt,r than code
Section 4: Compliance Statement
The proposed envelope desi5n represented in this document is consistent with the buildin plans,specifications and
other calculations submitted with this permit application. The proposed envelope system has been de,i^ned to meet.
the Massachuserts Commercial Code requirements in COMc•heck-L•Z Version 2.3 Release 1.
Principal;='nvelope Designer-Name Signature Date
FPON : FORD G I LLErl ARCHITECTS FH;: r 1O. : 41 2`56 1557 Sep. 11 2002 0::58F l P2
Gam
Envelope Compliance Report
Massachusetts Commercial Code
COvic i��k E/_ Software Vr.rsion 2.3 Release 1
Data tilcrtame: `'0an`SHAREU`2026 STRONG AVE'.2026 Srccs',Strong Ave. Envelope compliance
WNIcheck.cck
Section 1: Project Information
Project.Name: Stron- Ave Block
Designer/Cont,-actor: Ford Gillen Architect.
409 Main St.
,,mherst,MA 01002
Document Author: _W1 _LAP^
Telephone: �3�� �
Date -Q�r-
Section 2: General Information
Builduig Location: Northampton,Massacltusetts
Climate Zone: 14a
Heating De'gree Days(base 65 de-ces F): 6894
Conlin.,Dcgree Days(base 65 degrees F): 507
Buildim4 Use Method of Compliance: Whole Building Method
Building-Type Floor.Area
(JTficc 1
Prof:ct Description(check one):
New Constn:etion _Addition _Alteration _Unconditioned Shell (File Affdavit)
Section 3: Requirements Checklist
:fir Leakage,Component Certification,and Vapor Retarder Requirements
Inspection Approved Initial
Date
All joints and penetrations are caulked,gaskeied.
weather-stripped, or othetivise sealed _
Windows, doors,and sk,,,liohts certified
as meet�t-leakage requirements —
Componcnt R-values&- U-factors labeled as certified
Vapor retarder installed -
FROM FORD GILLEN ARCHITECTS FAX NO. : 413 256 1553 Sep. 10 2002 10:46AM P2
e (�
OAK ttMf P�Q �\
of Nortirttmpfail y -
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DEPARTMENT OF 13VILDZNG INSPECTIONS
INSPECTOR 212 Main Street 0 Municipal Building
Y /
Nnrthampmn,MA 01060
SECONDARY CONSTRUCTION CONTROL DOCUMENT
(for Professional Engineers/Architects responsible for only portion of a controlled project)
Project Title: ,o S-tfo►x-�. ANf-- Date: { 1 Ib
Project Location: 10 Strong Ave, Map: 32A Parcel: 153 Zone: CB
Scope of Project: \ 9—
�}.l (shell only) housing 5 retail shops,
-6--residences garages
In accordance Mth the ixth edition Massachusetts State Building Code,780 CMR SECTION 116.0:
1, � Mass, Registration Number �l�
Being a registered professional Engineer/Architect hereby CERTIFY that I have prepared or directly
supervised the preparation of all design plans,computations and specifications concerning:
'Pine protection (J Architectural [)Structural [)Mechanical (J Electrical
(J Other(specify)
for tl►e above named project and that to the best of my knowledge,such plans,computations and
specifications meet the applicable provisions of the Massachusetts State Building Code,all acceptable
engineering practices and all applicable laws for the proposed project.
Furthermore,I understand and AGREE that I shall perform the necessary professional services to
determine that the above mentioned portions of the work proceed in accordance with the documents
approved for the building permit.
Upon completion of the work,I shall submit a final report as to the satisfactory completion of the above-
mentioned*r don of the work,
Signature and Seal of registered professional:
a KOS C.
OWSKI v
wg a7$l0
Fax 413-587-1272 -phone 413-587-1240 6�
0.�tWdPT
a �rf�? of wort l 1
a 111p tall
m DCPARTMENT OF BUILDINC 1NSPECT1oNs
' /i
INSPECTOR 212 Main Street 0 Municipal Building
Norlh:unrton. MA 01060
SECONDARY CONSTRUCTION CONTROL DOCUMENT
(for Professional Engineers/Architccts responsible for only portion of 3 controlled project)
ProjectTitic: 10 Strong Ave. Datc: September 12 , 2002
Project Location: 10 Strong Ave, Map: 32A pasCel: 153 Zone. CB
Scope of Project:
Construction of 1 building housing 5 retail shops, 6 residences & 5 garages
shell only)
In accordance with the sixth edition Massachusetts State Building Code, 780 CMR SECTION 116.0:
I, Robert W. Hall P.E. Mass. Registration Number 34985
Being a registered professional Engineer/Architect hereby CERTIFY that I havc prepared or directly
supervised the preparation of all design plans,computations and specifications concerning: -
()Fire protection ( J Architectural (J Structural (J Mechanical K Electrical
(] Other(specify)
for the above named project and that to the best of my knowledge,such plans,computations and
STecificauons meet the applicable provisions of the Massachusetts State Building Code, all acceptable
engineering pracuces and all applicable laws for the proposed project.
Furthermore,I understand and AGREE that I shall perform the necessary professional services to
determine that the above mentioned portions of the work proceed in accordance with the documents
approved for the building permit.
Upon completion of the work, I shall submit a final report as to the satisfactory completion of the above-
mentioned portion of the work-
.% OF
Signature and Seal of registered professional: 3��`ROBE T "f"
Gti o
TRICAL
EsIs1E���
Ss�WIIA
Fax 413-587-1272 phone 413-587-1240
RS I IA.N PT
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e �it� Of Xort[lalliptall
_J y+nh]tfltl�li8(ttt � l
t I-
Ktt 1-
m DEPARTMENT OF BUILDING INSPeCT10vs
INSPECTOR 212 Main Stmt ! Municipal Building
Nortli.ampton. MA 01060
SECONDARY CONSTRUCTION CONTROL DOCUMENT
(for Professional Engincers/Architccts responsible for only portion of a controlled project)
ProjectTitk: 10 Strong Ave. lute: September 12 , 2002
ProjcctLocation: 10 Strong Ave. Map: 32A Parcel 153 Zone. CB
Scope of Project:
Construction of 1 building housing 5 retail shops, 6 residences & 5 garages
shell only)
In accordance with the sixth edition Massachusetis Statc Building Code,780 CvLR SECTION 116.0':
1, R-0 1-1 t W I Ha_11 P E. Mass. Registration Number 19 2 8 3
Being a registered professional Engineer/Architect hereby CERTIFY that 1 have prepared or directly
supervised the preparation of all design plans,computadons and specifications concerning: -
(J Fire protection ()Architectural (] Structural Mechanical [) Electrical
[� Other(specify)_ Plumbing
for the above named project and that to the best of my knowledge,such plans,computations and
specifications meet the applicable provisions of the Massachusetts State Building Code,all acceptable
engineering pracuces and all applicable laws for the proposal project.
Furthermore,I understand and AGREE that 1 shall perform the necessary professional services to
determine that the above mentioned portions of the work proceed in accordance with the documents
approved for the building pennit.
Upon completion of the work, I shalt submit a final report as to the satisfactory completion of the above-
mentioned portion of the work_
Signature and Seal of egistered profes
.18283
Fax 413-j87-1272 -pltone 413-587-1240
rROP1 FORD CILLCN RRCHITECTO FRX NO. t -410 200 1553 Cce. 10 2002 losaaRti r2
(rite of Wortljanip tali
� �assatltur�tt0
m DEPARTMENT OF BUILDING INSPECTIONS
INSPECTOR 212 M;dn Street • Municipal Building
Norowunpton,MA 01060
SECONDARY CONSTRUCTION CONTROL DOCUMENT
(for Professional EngincerslArchitects responsible for only portion of a controlled project)
Project Title: 10 Strong Ave. Date: 9/13/02
Project Location:_,10 Strong Ave. Map: 32A parcel: 153 Zo,ye: CB
ScQpe of 1 building housing 5 retail shops, 6 residences and
5 garages shell only
In accordance with the sixth edition Massachusetts State.Hnilding Codn,78n('MR SFCTTnN 116.0-
1, Mass.Registration Numt)er e Y
Being a registered professional Engineer/Arehiteet hereby CERTIFY that I have prepared or directly
supervised the preparation of all design plans,computatinns and gwific-atinns cnncrming•
[]Fire protection [] Architectural XStructural (I Mechanical (J Electrical
j Other(specify) y✓ ��
for the above named project and that to the best of my knowledge,such plans,computations and
specifications meet the applicable provisions of the Massachusetts State Building Code,all acceptable
engineering practices and all applicable taws for the proposed project.
Furthermore,I understand and AGRFR that 1 5h411 preform tale necessary professional se.rvicr,s to
determine that the above mentioned portions of the work proceed in accordance with the documents
approved for the building permit.
Upon completion of the work,I shall submit a final report as to the satisfactory eompiction of the above-
mentioned portion of the work.
e' x,
Signature and Seal of registered professional:
e.r
r-'
Fax 413-587-1272 -phone 413-587-1240
OQ`'�tiAMpTp
GTZt� of Xort4anipta t
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� � }�liassac}fnsctts
�` c4 DEPARTMENT OF BUILDING INSPECTIONS
INSPECTOR 212 Main Street * Municipal Building
Northampton, MA 01060
CONSTRUCTION CONTROL DOCUMENT
(for professional Engineers/Architects responsible for Entire Project)
Project Title: 10 Strong Ave. Date: 9/19/02
Project Location: 10 Strong Ave. Map: 32A Parcel: 153 Zone: CB
Scope of Project: Construction of 1 building housing 5 retail shops, 6 residences
and 5 garages (sheil(she only)
In accordance with the sixth edition Massachusetts State Building Code,780 CMR SECTION 116.0:
I William V. Gillen Mass. Registration Number 2657
Being a registered professional Engineer/Architect hereby CERTIFY that I have prepared or directly
supervised the preparation of all design plans,computations and specifications concerning: h,
Entire Project
for the above named project and that to the best of my knowledge, such plans, computations and
specifications meet the applicable provisions of the Massachusetts State Building Code, all acceptable
engineering practices and all applicable laws for the proposed project.
Furthermore, I understand and AGREE that I shall perform the necessary professional services to
determine that the above mentioned portions of the work proceed in accordance with the documents
approved for the building permit and shall be responsible for the following as specified in section 116.2.2:
1. Review of shop drawings,samples and other submittals of the contractor as required by the
construction documents as submitted for the building permit,and approval for the
conformance to the design concept.
2. Review and approval of the quality control procedures for all code-required controlled
materials.
3. Be present at intervals appropriate to the stage of construction to become generally familiar
with the progress and quality of the work and to determine, in general, if the work is being
performed in a manner consistent with the construction documents.
I shall submit periodically, in a form acceptable to the building official,a progress report together with
pertinent comments. Upon completion of the work, I shall submit to the building official a final report as
to the satisfactory completion and readiness of the project for occupancy.
Signature and Seal of registered professional:
h, a No.2657 c�
AMHER3T ~
o MASS. Jy
q�'l OF MP`'P
Fax 413-587-1272 -phone 413-587-1240
i
t
OQ�t�tPTO
B� E� Grow of 'Xiartij allTptoll
gB �asaxchnsctls' _
m DEPARTMENT OF BUIL)FNG INSPECTIONS
212 Main Street ' Municipal Building 'e
Northampton, Mass. 01060 ,~
WORKER'S COMPENSATION INSURANCE AFMAVIT
j Western Builders, Inc.
(licenserJpermlttee)
with a principal place of business/residence at:
73 Pleasant St. , Granby, MA 01033 (phone#) (413) 467-9171
(stirei/ci ty/staiela p)
do hereby certify, under the pains and penalties of per}ury, that:
(X� 1 am an employer providing the following worker's compensation coverage for my
employees working on this job:
Transportation Insurance Co. WC250077915 07/01/03
(Insurance Company) (Polio Number) (Ft-piration Date)
O 1 am a sole proprietor, general contractor or homeowner (circle one) and have hired
the contractors listed below who have the following worker's compensation policies:
tration Date
(Name of Contractor) (Insurance Company/Policy Number) (gyp )
.,
(Name of Contractor) (Insurance Company/Policy Number) (Expiration Date)
(Name of Contractor) (Insurance Company/Policy Numlxs) (Expiration Date)
(Name of Contractor) (Insurance Company/Policy Number) (Expiration Date)
(attach additioeul shcc ifnecc=cityto inch information peztaSR_;�C to all coatsadvrs)
( ) I am a sole proprietor and have no one working for me.
( ) I am a home owner performing all the work myself.
NOTE:please be aware that while homernvncn who employ puzoos w cio may
...m,noe,coa4rudroo or repair work ou a dwelling of
not more than throe unit+in which the homeowner rendes or oo the grounds appurtenaoi thac(v arc oat srncrally ooaridcrcd to be
employcr3 under the workru's oompmsation Act(GL152,si 1(5)�application by a bomcowna for a ticcwe cc pamd may cvidcooc the
legal stshu of an omployec under the Workeet Convaxution Act
I unAcreAnd the a copy of this rut-11 may be forwcuded to tbo Dcpnrtmmt of Indau &!Arxidenf_{OfF oo of Iuainncn for the
oovcrage verification mad that failure to so=re ooverago under sociion 25A of MOL 152 can lead to the inrQositioa of criminal penalties
oomisting of a fine of up to S 1,500.00 and/or imprisoanx of up to one year and avtil pcaalties is the form of a Stop Work Ordc and a
fr>m of 5100.00 a day against mc.
For dcparta si uic only
Permit Number
OL, Maps Lot#
rt,
Si gua of Liccnsec[Permittee e
Versionl.7 Commercial Building Permit May 15,2000
SECTION'10=STRUCTURAL".PEER REVIEW'(780 CMR.110 Tl)
Independent Structural Engineering Structural Peer Review Required Yes......❑ No.....JO
SECTION 11-`tOWNER;AUTHORIZATION -TO°BE,COMPLETED WHEN.
OWNERS AGENTOR'CONTFtACTOR APPLIES°FOR BUfI'D'tNGPERMIT
Michael G. Sissman as Owner of the subject property
hereby authorize _David V. Clark, Western Builders, Inc. to act on
my b aif, in all matters rel to wor uthorized by tl}is building permit application.
9/19/02
Si nature of Owner Date
I, David V. Clark m /Authorized Agent
hereby declare that the statements and information on the foregoing application are true and accurate, to the best of my
knowledge and belief.
Signed under the pains and penalties of perjury.
David V. Clark
Print Name
9/19/02
Signature of w6*/Agent Date
SEq'T N 12-CONSTRUCTION SERVICES:
0.1 Licensed Construction (Supervisor: Not Applicable 4`
Name of License Holder: D/�Lo f!0 �'L% �' IC d6 416 1,5c2
License Number
Address Expiration Date
r,—\ �L C
Signature Telephone
SECTIOU13,-WORKERS'COMPENSATION'INSURANCE AFFI DAVIT(M G.L. c.'152, §,25C(6))
Workers Compensation Insurance affidavit must be completed and"submitted with this application. Failure to provide this affidavit
will result in the denial of the issuance of the building permit.
Signed Affidavit Attached Yes....... 0 No...... ❑
Versionl.7 Cornmercial Building;Pcmtit May 15,2000
SECTION 9- PROFESSIONAL DESIGN AND CONSTRUCTION SERVICES . FOR BUILDINGS AND STRUCTURES SUBJECT TO
CONST CTION CONTROL PURSUANT TO 780 CMR 116(C-MTAINING MORE THAN 35,000 C.F.OF ENCLOSED SPACE)
9.1 Registered Architect: _.
Not Applicable ❑
William V. Gillen
Name(Registrant): 2657
409_ Main St:. , Amherst, MA 01002 Registration Number
Address _8431103
V;It 413-253-2528 Expiration Date
Signature Telephone
92 Registered Professional Eiigineer(s):
Robert W. Hall Electrical
Name Area of Responsibility
540 Meadow Street Ext , Agawam, MA 01001 34985 _
Adaress �� Registration Number
1 lAQ, i f Ctt- 413-789-0960 06/30/03
Signature Telephone Expiration Date
Robert W. Hall Plumbing
Name Area of Responsibility
540 Meadow Street Ext , Agawam, MA 01001 19283
Address Registration Number
413-789-0960 06/30/03 -
Signature Telephone Expiration Date
Richard A. Foley Structural
Name Area of Responsibility
9 Str et, S. 240, Watertown, MA 02472 20114
Address Registration Number
617-926-9150 6/30/04
Sign ure �� Telephone Expiration Date
Name - Area of Responsibility
Address Registration Number
Signature Telephone — I Expiration pate
9.2 General Contractor
Western Builders, Inc. Not Applicable M
Company Name.
David V. Clark
Responsible In Charge of Construction
73 Pleasant St. Granby, MA 01033
Address
U 413-467-9171
Signature Telephone
Version 1.7 Commercial Building Permit May 15,2000
7. Water Supply(M.G.L. c. 40, § 54) 17.1 Flood Zone Information: 17.3 Sewage Disposal System:
Public IM Private ❑ Zone: 0 Outside Flood Zone M Municipal 0 On site disposal system ❑
8. NORTHAMPTON ZONING
Existing Proposed Required by Zoning
This column to be filled in by
Building Department
Lot Size 6,180 No change
Frontage 201.71 201.71
Setbacks Front
Side L: R: L: 0 R: 3
Rear
Building Height
N/A 37' X 26'
Bldg.Square Footage N/A % 5,755 94%
Open Space Footage %
(Lot area minus bldg&paved N/A 353 6%
parking)
#of Parking Spaces N/A 5
Fill:
volume&Location) None None
A. Has a Special Permit/Variance/Finding ever been issued for/on the site?
NO DON'T KNOW YES X
IF YES, date issued: ZBA 5/23/02, Pianning Bd. SP 5/31/02, Decision dates for both: 5/23/02
IF YES: Was the permit recorded at the Registry of Deeds?
NO DON'T KNOW YES X
IF YES: enter Book 6682 ZBA Page 289 and/or Document #
6682 Plan Bd. 292
B. Does the site contain a brook, body of water or wetlands? NO x DON'T KNOW
YES
IF YES, has a permit been or need to be obtained from the Conservation Commission?
Needs to be obtained Obtained Date Issued:
C. Do any signs exist on the property? YES NO
IF YES, describe size, type and location:
D. Are there any proposed changes to or additions of signs intended for the property?YES
No
IF YES, describe size, type and location:
Versionl.7 Commercial Building Permit May 15,2000
SECTION.;.4-CONSTRUCTION SERVICES FOR PROJECTS LESS THAN 35,000
CUBIC FEET-7:0F ENCLOSED-.,S PACE
Interior Alterations Existing Wall Signs Existing Ground Signs Additions ❑ Roofing ❑
❑ ❑
Exterior Alterations Demolition❑ New Signs [ ] Change of Use [ ] Other [ ]
❑ Accessory Building[ ] Repairs [ ]
Non separated, usiness and residential, 3 stories containing 5 retail,
(ZT(JT� 6 residential
SECTION,5 USE GROU D CONSTRUCTION TYPE
USE GROUP(Check as applicable) CONSTRUCTION TYPE
A Assembly 10 A-1 ❑ A-2 ❑ A-3 ❑ 1A ❑
A-4 ❑ A-5 ❑ 1B ❑
B Business IN 2A ❑
E Educational ❑ 2B ❑
F Factory ❑ F-1 ❑ F-2 ❑ 2C ❑
H High Hazard ❑ 3A ❑
Institutional ❑ 1-1 ❑ 1-2 ❑ 1.3 ❑ 3B ❑
M Mercantile ❑ 4 ❑
R Residential 12X R-1 ❑ R-2 ❑ R-3 Kl 5A
S Storage ❑ S-1 ❑ -2 IX 5B
U Utility ❑ Specify:
M Mixed Use EIK Specify:
S Special Use ❑ Specify:
COMPLETE THIS SECTION IF EXISTING;BUILDING UNDERGOING RENOVATIONS,.ADD1TlONS AND%QR CHANG,E IN IISE
Existing Use Group: Proposed Use Group:
Existing Hazard Index 780 CMR 34): Proposed Hazard Index 780 CMR 34):
SECTION &BUILDING HEIGHT AND AREA
�O 1G ONLY
US
BUILDING AREA EXISTING PRO POSED NEW CONSTRUCTION r
'a ,,`i's, 'm :SA;�$. «„«,:<
Floor Area per Floor(sf) 15t 5,755
2nd 5,755
g
15t �� ki 5 ga E a x4
4,322
3rd �r'�a��as
A �
2ndtxs�
4 th
3rd � "ent �Acm v
5 f NA
4th A z�
Aii
Total Area (sf) Total Proposed New Construction (sf) A
15s832
.................�_....-_-_____.._
—
Total Height(ft) 37'
Total Height ft -------------------- 'qu �M s NO
Version 1.7 Commercial Building Permit May 15,2000
City of Northampton
Building Department
212 Main Street
Room 100
Northampton, MA 01060
phone 413-587-1240 Fax 413-587-1272
APPLICATION TO CONSTRUCT, REPAIR, RENOVATE, CHANGE THE USE OR OCCUPANgy C7 1,,OR vy)r iL SH ANY NG
OTHER THAN A ONE OR TWO FAMILY DWELLINGit
r
Ur 7
s.
SECTION1` SITE[NFORMATIQN'
1.1 Property Address:
10 Strong Avenue
5ECTION.2 P�tOPERTY OWNERSHIP/AUTHORIZED AGENT
2.1 Owner of Record:
Michael G. Sissman 134 South Street, Northampton, MA
Nam (Print) Current Mailing Address:
413-586-3658
Signature Telephone
2.2 Authorized Agent:
David V. Clark—Western Builders, Inc. 73 Pleasant Street, Granby, MA 01033
Name(Print) Current Mailing Address:
413-467-9171
Signature Telephone
S'ECTION.3-'ESTIMATED CONSTRUCTION:COSTS
Item Estimated Cost (Dollars)to be Official Use Only
completed by ermit applicant
1. Building (a) Building Permit'Fee
1,603,000
2. Electrical �b)Estimated Total Cost of `
20,000 Construction from 6
3. Plumbing Building Permit Fee,'
36,000
4. Mechanical (HVAC)
5. Fire Protection 18,000
6. Total =(1 + 2 + 3 +4 + 5) 1,677,000 Check'Number O
This Section For Off icial'Use.Only
BuildingP Date Issued:
Signature
Building`Commissioner/Inspector of Buildings Date
File#BP-2003-0310
APPLICANT/CONTACT PERSON WESTERN BUILDERS INC
ADDRESS/PHONE P O BOX 278 (413)467-9171
PROPERTY LOCATION 10 STRONG AVE
MAP 32A PARCEL 153 001 ZONE CB
THIS SECTION FOR OFFICIAL USE ONLY:
PERMIT APPLICATION CHECKLIST
ENCLOSED REQUIRED DATE
ZONING FORM FILLED OUT
Fee Paid
Buildin Pernut Filled out
Fee Paid � Q,3' O
Typeof Construction: CONSTRUCT 3 STORY BLDG(BUS RES RET TOWNHOUSES,GARAGES)
New Construction
Non Structural interior renovations
Addition to Existing
Accessory Structure
Building Plans Included•
Owner/Statement or License 000152
3 sets of Plans/Plot Plan
THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON
INF94CMATION PRESENTED:
Approved Additional permits required(see below)
PLANNING BOARD PERMIT REQUIRED UNDER:§
Intermediate Project: Site Plan AND/OR Special Permit With Site Plan
Major Project: Site Plan AND/OR Special Permit With Site Plan
ZONING BOARD PERMIT REQUIRED UNDER: §
Finding Special Permit Variance*
Received&Recorded at Registry of Deeds Proof Enclosed
Other Permits Required:
Curb Cut from DPW Water Availability Sewer Availability
Septic Approval Board of Health Well Water Potability Board of Health
Permit from Conservation Commission Permit from CB Architecture Committee
Permit from Elm Street Co on
d�L--
Signature of Building Official Date
Note:Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning
requirements and obtain all required permits from Board of Health,Conservation Commission,Department
of public works and other applicable permit granting authorities.
*Variances are granted only to those applicants who meet the strict standards of MGL 40A.Contact Office of
Planning&Development for more information.
10 3`I4:ONG AVE BP-2003-0310
GIs#: COMMONWEALTH OF MASSACHUSETTS
-Hio&32A- 153` CITY OF NORTHAMPTON
Lot: -001
Permit BuilCling
Category: BUILDING PERMIT
Permit# BP-2003-0310
Project# JS-2003-0525
Est. Cost: $1677000.00
Fee: $4406.30 PERMISSION IS HEREBY GRANTED TO:
Const. Class: 5B Contractor: License:
Use Group: R3,S2 WESTERN BUILDERS INC 000152
Lot Size(sg. ft.): 6054.84 Owner: SISSMAN MICHAEL
Zoning: CB Applicant: WESTERN BUILDERS INC
AT. 10 STRONG AVE
Applicant Address: Phone: Insurance:
P O BOX 278 (413) 467-9171 Workers
Compensation
GRANBYMA01033 ISSUED ON.1019102 0:00:00
TO PERFORM THE FOLLOWING WORK.-CONSTRUCT 3 STORY BLDG (BUS,RES, RET,
TOWNHOUSES, GARAGES) - SECTION 116
POST THIS CARD SO IT IS VISIBLE FROM THE STREET
Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector
Underground: Service: Meter:
Footings:
Rough: Rough: House# Foundation:
Driveway Final:
Final: Final:
Rough Frame:
Gas: Fire Department Fireplace/Chimney:
Rough: Oil: Insulation:
Final: Smoke: Final:
THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF
ANY OF ITS RULES AND REGULATIONS.
Certificate of Occupancy si nature:
Fee T e: Receipt No: Date Paid: Check No: Amount:
Building 10/9/02 0:00:00 26545 $4406.30
212 Main Street,Phone(413)587-1240,Fax: (413) 587-1272
Building Commissioner-Anthony Patillo