17C-046 (6) CITY OF NORTHAMPTON, MASSACHUSETTS �5
1 DEPARTMENT OF PUBLIC WORKS 5
125 Locust Street ' P
Northampton, MA 01060 y
PY`(?QF'�
413-587-1570
Samuel B. Brindis, P.E. Fax 413-587-1576 F L�
Director, City Engineer
Guilford B. Mooring, P.E.
Assistant Director of Public Works
ASSIGNMENT OF HOUSE NUMBER(S)
Street : Hillcrest Drive
Assessors Map : Sheet 17-C Lot 46(Portion of this lot)
House Number : 51 Hillcrest Drive
Date : May 31,2000
Remarks : House number requested by builder for permit purposes.
f, 4 �xtl ;
George Andrikidis, P.E.
Assistant City Engineer
cc: Sam Brindis Fire Dept.
Guilford Mooring Registrar of Voters
Streets Division Tax Collector
Water Dept. Massachusetts Electric
Sewer Dept. Bell Atlantic
Ann Marie Schauer Media One
Inspectors Bay State Gas
Assessors Post Office
Police Dept. Applicant: Nancy and James Flickinger
573 Westhampton Road
Florence, MA 01062
Job Name: Zieminski Rugg H WO#33924 Truss ID: T02GE Qt
TC 2x4 SP7 C165071.SE Plating spec r ANSI/TPI - 1995 This truss is designed using the
2x4 SP► t1/9I-CAN 5-9, 9-13 THIS DESIGN IS THE COMPOSITE RESULT OF ANSI/ASCE 7-93 Wind Specification
BC 1x4 SP► C165071.5E MULTIPLE LOAD CASES. Bldg Enclosed .-Yes, End Zone . No
GBL BLE 2x4 SP7 STUD-CAN Top chord suyyorts 24.0 • of uniform load Hurricane/Ocean Line . No , Exp Category . C
20 psf Live Load applied to the bottom chord at 35 pat live load and 7 psf dead load. Bldg Length . 40.00ft, Bldg Width . 20.00ft,
in accordant• with BOG requirements for Additional design considerations may be Mean root height 22.65ft, MPH 65
at
residential tics with clear height>42•. required if sheathing is attached. Classification 1, Dead Load 10.0 psf
Gable stud vertical members require lateral
bracing (designed by others) perpendicular
to the plane o! the member at intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by othertt, applie1 to the rues
4-0-0 141-0 2-04) 1-0 24:-0 2 - I ! ' 0 1 0 0 2-04) 21.0_ J I-tom
4 4)-0 6-04) a-)-) 104)-0 1241-0 Itthr truss6_pbane is"Oereatingoahear V&31 24-0-) 10-0-0 2x-0-0 32-0-0
action to resist diaphragm loads.
16-0-0 16-0-0
/ 2 3 4 3 6 7 N 9 10 It 12 13 14 15 16 17
7.0 700
' 3-3
3-5
987 I r
10-2-
" Mr� SHIP I
3-5 3-1
10-4-7 55 =o-4a
3-6
011"
32-0-0
Is 19 NI 21 21 13 24 25 26 27 28 29 30 31 32
4-04) 2-0-0 2-0-0 1-04) 1-0-0 14)-U 2-0-0 24)-0 241-0 2 4N) 2404) 2-0-0 24)-1 4-04-0_)�
4-0-0 64)-0 8-0-0 10-0-1 12-" 14-0-0 I6-0-0 I84)-) 204-0 22-0-0 14 4)-0 26-0-0 2x-0-0 31 4-)
PI AL PLATE:2-4
All plates are 20 gauge Truswal Connectors unless preceded by"18"for 18 gauge or"H"for 16 gauge. OVER CONTINUOUS SUPPORT
WARNING Read all notes on this sheet and give a copy of it to the erecting contractor. Salesman:Ginger Date: 10/ 2/2000
Check by:
This drawing is preliminary and not engineered until sealed by a Registered Professional Engineer.
TRUSS Designer.JFG Weight: 141
Thla design Is far an Individual building component.It has been based on specifications provided by the component manufacturer and done In
accordance with the latest versions of TPI and AFPA design standards.No responsibility Is.,,woad for dl...I we accuracy. Dlmenslons are to be TC Live 35.0 psf DurFacs: L=1.15 P=1.15
verified by the component manufacture andlor building designer prior to fabrication.Camber,when necessary,is best determined by Judicious TC Dead 7.0 psf Rep Mbr Bnd•1.15
ENGINEERING
application of experience and therefore is outside the scope of responsibility of Truswal.Fabricate,handle,Install and brace this truss In accordance
CORPORATION with the following standards:TRUSCOM MANUAL',by Tmswal,'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED BC Live 0.0 psf O.C.Spacing: 2-0-0
WOOD TRUSSES'-(OST-66),'HANDLING,INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'-(HIB-91) BC Dead 10.0 psf Design Spec:TPI
end'HIB-91 SUMMARY SHEET'by TPI.The Truss Plate Institute(TPI)Is located at 563 D'Onofrlo Drive,Madison,Wisconsin 53719. The - Dell.Ratio:240
American Forest and Paper Association(AFPA)is located at 1250 Connecticut Ave,NW,Ste 200,Washington,DC 20036. TOTAL 52.0 psf Version T6.2.0 - 0
Job Name: Zieminski Rugg H WO#33924 Truss ID: T04 Qty: 12
BRG r Z-LOC RZACT SIZZ RZQ-D TC 2x4 SPY C1650F1.5Z plating spec r ANSI/TPI - 1995 UPLIFT RZACTION(8)
ZSULT OF s
1 0- 1-12 1469 3.50• 2.09• BC 2x4 SPY C165071.59 THIS DZSIGN IS THZ COMPOSITZ Rupport 1 -6408
2x4 SPY 81/82-CAN 8-9 9n1LTIPLZ LOAD CASZS. support 2 -6408
2 23-30- 4 1469 3.50• 2.30• WZB 2x4 SPY STUD-CAN HORIZONTAL RZACTION(S) r This truss is designed using the
Lumber shear allowables are per NDS-97. support 1 6508 ANSI/ASCE 7-93 Wind Specification
TC FORCZ ArL BND C8I 20 psf Live Load applied to the bottom chord support 2 -6508 Bldg Znclosed . Yes, End Zone . No
1-2. -2096 0.01 0.65 0.65 in accordance with BOCA requirements for Hurricane/Ocean Line . No , Exp Category . C
2-3 -1878 0.01 0.65 0.65 residential attics with clear heigbt>42•. Bldg Length . 40.00ft, Bldg Width . 20.00ft,
3-4 -1877 0.01 0.65 0.66 Mean roof height . 21.68ft, MPH 85
4-5 -2095 0.01 0.65 0.65 Classification 1, Dead Load 10.0 psf
BC TORCZ AIL BND CBI
6-7 1711 0.26 0.34 0.62
7-8 1133 0.16 0.34 0.53 6-2-1 1 5-9-5� 5-9-5_i 6-2-11
B-9 1711 0.44 0.42 0.e7 -�
6.2-11 12-0-0 17-9-5 24-0-0
WEB TORCa CSI w® FORCE CSI
2-7 -604 0.29 3-e 962 0.52 1 12-0-0 { 12-0-0 l
3-7 961 0.51 4-6 -906 0.29 l 2 3 4 5
7(_Da -7.00
4-4
2.4 2-4 /
7-4.7
7.10
SHIP
3-6 3-6
I0-4-7 JO-4-7
3.5 5-6
q:10.8; -10-B
24-0-0
i
6 7
x
8-0-0 B-0-0
8-0-0 16-0-0 24-0-0
All plates are 20 gauge Truswal Connectors unless preceded by"18"for 18 gauge or"H"for 16 gauge.
WARNING Read all notes on this sheet and give a cow of it to the erecting contracts-. Salesman:Ginger Date: 10/ 22000
This drawing Is preliminary and not engineered until sealed by a Registered Professional Engineer. Check by:
TRUSS Designer:JFG Weight: 76
This design Is for an Individual building component.Z has been based on specifications provided by tiro component manufacturer and done in
accordance with tiro latest versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy.Dimenslons are to be TC Live 35.0 psf DurFacs: L=1.15 P=1.15
ENGINEERING -rifled by the component manufacture andlor building designer prior to fabrication.Camber,when necessary,Is best determined by Judicious TC Dead 7.0 psf Rep M br Bind:1.15
application of experience and therefore Is outside the scope of responsibility of Truswal. Fabric-ale.hurdle,Install and brace this truss In accordance
CORPORATIONwith the foliowing standards:TRUSCOM MANUAL',by Tmswal,'WALITY CONTROL STANDARD FOR METAL PLATE CONNECTED BC Live 0.0 psf O.C.Spacing: 2.0-0
WOOD TRUSSES'•(OST-88),'HANDLING,INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'.(HIB-91) BC Dead 10.0 psf Design Spec:TPI
and'HIB-91 SUMMARY SHEET'by TPI.The Truss Plate Institute(TPI)Is located at 583 D'Onotrio Drive.Madison,Wisconsin 53719.The - Dell.Ratio:240
American Forest and Paper Association(AFPA)Is located at 1250 Connecticut Ave,NW,Ste 200,Washington,DC 20038. TOTAL 52.0 psf Version Ratio:24 - 0
Job Name: Zieminski Rugg H WO#33924 Truss ID: T04GE Qty:
TC 2x4 SPY C3650Y1.5s Plating spec n ANSI/TPI - 1995 This truss is designed using the
BC 2x4 SPY C165071.5s THIS DESIGN IS THY COMPOSITE RESULT OF ANSI/ASCS 7-93 Wind Specification
2x4 SPY 111/82-CAN 19-22 MULTIPLE LOAD CASES- Bldg enclosed -Yee, sod Zone . No
GBL BLS 1x4 SP► STUD-CAN Top chord supports 24.0 . of uniform load Hurricane/Ocean Line . No , Exp Category . C
20 psi Live Load applied to the bottom chord at 35 psf live load and 7 psf dead load. Bldg Length . 40.00ft, Bldg Width . 20.00ft,
in accordance with BOG requirements for Additional design considerations may be Mean roof height 21.68ft, MPH 85
residential attics with clear height>42•. required if sheathing in attached. Classification 1, Dead Load 10.0 pet
Gable stud vertical members require lateral
bracing (designed by others) perpendicular
to the plane of the member at intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
44-0� 2-0� 2-0-0 2-M d�°'�Np= other` 11P ied-to Otruuin2_0-0 2-0-0 4-0-0
4-0-0 6-0-0 8-0-0� 10-0-ahe tru/P-f4me and14A41ting .11tINI-4a11 18-0-0 20-0-0 24-0-0
12-M action to resist diaphragm loads. 12-0-0
1 1 3 4 3 6 7 x v In ll
7.00 -7.00
t T
7-4-7
SHIP
3-5 3-5
I0-4a W UJ J04-7
5-6
R:10-8 0;100
24-0-0
11 13 14 15 16 17 is 19 20 21 11
4-0-0 2-0-0 2-0• 2-0-0 2-0-0 2-0-0 2-0-0 2-0 4-0_0_�
4-0-0 6-0-0 8-0-0 10-0-0 12-0-0 14-" 16-0-0 18-0-0 20-M 24-0-0
PI AL PLATE:2-4
All plates are 20 gauge Truswal Connectors unless preceded by"18"for 18 gauge or"H"for 16 gauge. OVER CONTINUOUS SUPPORT
WARNING Read all notes on this sheet and give a cony ojit to the erecting contractor. Salesman:Ginger Date: 10/ 2/2000
This drawing Is preliminary and not engineered until sealed by a Registered Professional Engineer. Check by:
TRUSS Designer.JFG Weight: 92
This design Is for an Individual building component.R Ms been based on specifications provided by the component manufacturer and done In
accordance with the latest versions of TPI and AFPA design standards.No responsibility is assumed for dimensional accuracy.Dimensions are to be TC Live 35.0 psf DurFacs: L=1.15 P=1.15
verill d by the component manufacture and/or building designer prior to fabrication.Camber,when necessary,Is best determined try judicious TC Dead 7.0 psf Rep Mbr Bnd'1.15
ENGINEERING
appllcation of experience and therefore Is outside the scope of responsibility of Truswal.Fabricate,handle,Install and brace this truss In accordance
CORPORATION with the following standards:TRUSCOM MANUAL',by Tm"al,'OUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED BC Live 0.0 psf O.C.Spacing: 2-0-0
WOOD TRUSSES'-IOSTd8),'HANDLING,INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'-(HIS-g1) BC Dead 10.0 psf Design Spec:TPI
and'HIS-91 SUMMARY SHEET'by TPI.The Truss Plate Institute(TPI)Is located at 583 D'Onofdo Drive,Madison,Wisconsin 53719.The
American Forest and Paper Association(AFPA)is located at 1250 Connecticut Ave,NW,Ste 200,Washington,DC 20036. Deff.Ratio:240
TOTAL 52.0 psf Version T6.2.0 - 0
Job Name: Zieminski Rugg H WO#33924 Truss ID: T05 Qty: 8
BRO Y-LOC REACT SIZS RYQ'D TC 2x4 SPY C1650Y1.51 Plating spec j; ANSI/TPI - 1995 UPLIFT RYACTION(S)
1 r 0- 1-12 983 3.50• 1.50• HC 2x4 SPY C1650Y1.5E THIS DESIGN I9 THS COMPOSITE RESULT OF support 1 -444#
WEB 2x4 SPY STUD-CAN MULTIPLE LOAD CASES. support 2 -444#
2 15-10- 4 933 3.50• 1.50• HORIZONTAL RZACfION(S) r This truss is designed using the
support 1 4211# ANSI/ASCS 7-93 Wind Specification
TC YORCS AIL BND CSI support 2 -423# Bldg Enclosed . Yes, End Zone . No
1-2 -1199 0.00 0.31 0.31 20 psf Live Load applied to the bottom cbord Hurricane/Ocean Line . No , Exp Category . C
2-3. -908 0.00 0.31 0.31 in accordance with BOCA requirements for Bldg Length . 40.00ft, Bldg Width . 20.00ft,
3-4 -908 0.00 0.31 0.31 residential attics with clear hsigbt>42•. Nean roof height . 20.52ft, KPH . 95
4-9 -1199 0.00 0.31 0.31 Classification . 1, Dead Load 10.0 psf
sc loRC2 ArL BND csI
4-7 963 0.16 0.22 0.38
7-e 963 0.16 0.22 0.38 4-10-5 3-1-11 3-13-1-11 44-10-55
WIN YORCS CSI NRS FORCE C91 4-10-5 8-0-0 11-1-11 16-0-0
2-7 -581 0.22 4-7 -581 0.22 8-0-0 I 8-0-0
3-7 610 0.26
! 1 3 ! 5
700 -700
3-5
y A
j
z-a z-a
r�
5-s
SHIP
3-5 3-5
104.7 I0-4-7
3-8 I
1
0-1r
16-0-0
0 7 x
8-0-0 8-0-0
8-0-0 16-0-0
All plates are 20 gauge Truswal Connectors unless preceded by"18"for 18 gauge or"H"for 16 gauge.
WARNING Read all notes on this sheet and give a copy of it to the erecting contractor. Salesman:Ginger Date: 10/ 2/2000
j
This drawing Is preliminary and not engineered until sealed by a Registered Professional Engineer. Check by:
TRUSS Designer:JFG Weight: 49
This design Is for an Individual building component.R has been based on specifications provided by the component manufacturer and done In
accordance wlth the latest-rslons A TPl and AFPA design standards.No nsponslbllily Is assumed for dimenslonal accuracy.DImermlons are to be TC Live 35.0 psf DurFacs: L=1.15 P=1.15
ENGINEERING -rifled by the componaM manufacture and/or building designer prior to fabrication.Camber,when necessary,is best determined by judicious TC Dead 7.0 psf Rep M br Bnd'1.15
applicatlon of..parlance and therefore Is outside the scope of responslblllty of Truswal.Fabricate,handle,Install and brace this truss in accordance
CORPORATION with the following standards:TRUSCOM MANUAL',by Tmswal,'OUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED BC Live 0.0 psf O.C.Spacing: 2-0-0
WOOD TRUSSES'-(QST-81%'HANDLING,INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'-("16-91) BC Dead 10.0 psf Design Spec:TPI
and'HIS-91 SUMMARY SHEET'by TPI.The Truss Plate Institute(TPI)Is located at 563 D'Onofrio Drive,Madison,Wisconsin 53719.The
American Forest and Paper Association(AFPA)Is located at 1250 Connecticut A- V ersion T6.2..0 0
,NW,Ste 200,Washington,DC 20038. efi.Ratio:
TOTAL 52.0 psf V - 0
Job Name: Zieminski Rugg H WO#33924 Truss ID: T05GE Qty:
TC 2x4 SPY C3650Y1.SE Plating ipec . ANSI/TPI - 1995 This truss is designed using the
BC 2x4 SPY C1650Y1.5E THIS DESIGN IS THE COMPOSITE RESULT OF ANSI/ASCE 7-93 Wind Specification
4 GBL BLE 2x4 SPY STUD-CAN MULTIPLE LOAD CASES. Bldg Enclosed " Yes, End Zone " No
20 psf Live Load applied to the bottom chord Top chord supports 24.0 • of uniform load Hurricane/Ocean Line " No , Exp Category " C
in accordance with BOCA requirements for at 35 psf live load and 7 psf dead load. Bldg Length . 40.00ft, Bldg Width " 20.00ft,
residential attics with clear height>42". Additional design considerations may be Mean roof height 20.52ft, MPH 85
required if sheathing is attached. Classification - 1, Dead Load - 10.0 psf
Oabla stud vertical members require lateral
bracing (designed by others) perpendicular
to the plane of the member at intervals.
Bracing is a result of wind load applied
to metber.(Combination axial plus bending).
This truss requires adequate sheathing, as
4-0-0 2-0-0 designsQ-M others, applte"o the true■ 2-0-0 4-0-0
face pzDVS.tTnIII2fl�toral s web■ id s
4-" 5-0-0 the tru�lPplane and creak Rhazor wall 12-0-0 16-0-0
1 8-0-0 action to resist diaphragm loads. 8-0-0
I I 3 a S 6 1
7.0— -7.00
3-5
n
5-6
SHIP
3-5 3-5
10-4.7 W MW I0-4-7
o,�e, 0-11-0-6
16-0-0
I
a 9 10 11 12 13 14
4-0-00 2-0-0 2-0-0 2-0-0 2-0-0 4-0-0
4-M 6-0-0 8-0-0 10-0-0 12-0-0 16-0-0
'YPI AL PLATE:2-4
All plates are 20 gauge Truswal Connectors unless preceded by"18"for 18 gauge or"H"for 16 gauge. OVER CONTINUOUS SUPPORT
WARNING Rend all notes on this sheet and give a cony oJit to the erecting contractor. Salesman:Ginger Date: 10/ 212000
This drawing Is preliminary and not engineered until sealed by a Registered Professional Engineer. Check by:
TRUSS Designer:JFG Weight: 52
This design Is for Individual building component.N has been based on specifications provided try the component manufacturer and done In
accordance with the latest versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy.Dimensions are to be TC Live 35.0 psf DurFacs: L=1.15 P=1.15
ENGINEERING wrKind by the component manufacture and/or building designer prior to fabrication.Camber,when necessary,Is best determined by Judicious TC Dead 7.0 psf Rep Mbr Bnd:1.15
application of experience and therefore Is outside the scope of responsibility of Truswal.Fabricate,handle,Install and brace this truss In accordance
with the following standards:TRUSCOM MANUAL',by Truswal,'WALITY CONTROL STANDARD FOR METAL PLATE CONNECTED BC Live 0.0 psf O.C.Spacing: 2-0-0
CORPORATION
WOOD TRUSSES'-(UST-88).'HANDLING,INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'.(HIB-91) BC Dead 10.0 psf Design Spec:TPI
and NIS-91 SUMMARY SHEET'by TPI.The Truss Plate Institute(TPQ Is located at 583 D'Onofrlo Drive,Madison,Wisconsin 53719.The Dell.Ratio:240
American Forest and Paper Association(AFPA)Is located at 1250 Connecticut Ave,NW,Ste 200,Washington,DC 20038. TOTAL 52.0 psf Version T6.2.0 - 0
Job Name: Zieminski Rugg H WO#33924 Truss ID: T01 Qty: 11
BRG Y-LOC REACT SIZE REQ'D TC 2x4 SPF C1650F1.5E Denotes the requirement for lateral bracing UPLIFT REACTION(S) ,
R 0- 2- 0 1891 4.00• 2.69' 2x4 SPF #1/#2-CAN 3-4, 4-5 ® at each location shown. Lateral bracing support 1 -807#
BC 2x4 SPF C1650F1.5E systems which include diagonal or x-bracing support 2 -2072#
2 31-10- 0 2704 4.00" 3.87" 2x4 SPF #1/#2-CAN 12-15 are the responsibility of the building HORIZONTAL REACTION(S)
a WEB 2x4 SPF STUD-CAN designer. Truswal Systems BRACE-IT may be support 1 1050# r
TC FORCE AaL HND CSI 2x4 SPF #1/#2-CAN 11-4 used for continuous lateral bracing on support 2 -1050#
1-2 -2837 0.02 0.62 0.64 Lumber shear allowab lea are per NDS-97. trusses spaced 24• oc. Alternatively, use This truss is designed using the
2-3 -2493 0.02 0.67 0.68 Plating spec r ANSI/TPI - 1995 scabs or T-braces as shown on Truawal ANSI/ASCE 7-93 Wind Specification
3-4 _1551 0.01 0.94 0.65 THIS DESIGN IS THE COMPOSITE RESULT OF Systems standard details. Bldg Enclosed . Yes, End Zone . No
4-5 -1550 0.00 0.81 0.81 MULTIPLE LOAD CASES. 20 psf Live Load applied to the bottom chord Hurricane/Ocean Line . No , Exp Category . C
5-6 -1313 0.00 0.72 0.72 in accordance with BOCA requirements for Bldg Length . 40.00ft, Bldg Width . 20.00ft,
6-7 Bea 0.10 0.72 0.82 residential attics with clear height>42". Mean roof height 23.73ft, MPH 85
HC FORCE A1CL BND C3I
Classification 1, Dead Load 10.0 pef
8-9 2339 0.38 0.42 0.80 6-9-8 6-1-13 6-0.11 6-0-11 6-3-12 6-7-9
1 -M , -7 -,
( 9-10 1792 0.29 0.42 0.71 6-9-8 12-11-5 19-0-0 25-0-1t 31 4-7 38-0-0
\ 10-11 1792 0.29 0.60 0.89
11-12 1214 0.18 0.60 0.79 19-0-0 19-0-0
12-13 1254 0.29 0.44 0.74 1 2 3 4 5 ' 7
13-14 -625 0.11 0.73 0.84
14-15 797 0.15 0.73 0.86
R 7.00 -7.00
2- roses cst WEB roeca csI Jr��;t !n
2- -777 0.41 5-13 591 0.99 3-5
V 3-9 780 0.39 5-13 .936 0.55 SS h
3-1 -1318 0.72 6-13 1449 0.62 - y
4-11. 928 0.87 6-14 -2461 0.92
5-6 5-6
11-5-7
2.4 7-8 SHIP
38
_ 35
0-4-7 ZO-4-7
3-5 S=3-5 3-8 S=3-5 3-6
3-
600 -
_
38-0-0
8 9 10 11 12 13 14 15
10-0_� 9-0-0 9-0-0 3-10-0 6-2-0
10-0-0 19-0-0 28-M 31-10-0 38-0-0
All plates are 20 gauge Truswal Connectors unless preceded by"18"for 18 gauge or"H"for 16 gauge.
WANING Rend all notes on this sheet and give a copy ojit to the erecting contractor. Salesman:Ginger Date: 10/2/2000
This dewing is preliminary and not engineered unfit sealed by a Registered Professional Engineer.
Check by:
TRUSS This design is for an Individual building component.E has been based ens Designer:JFG Weight: 143
specifications provided by the component manufacturer and done In
accordance with the latest versions of TPI and AFPA design standards.No responsibility is assumed for dimensional accuracy.Dimensions are to be TC Live 35.0 psf DurFacs: L=1.15 P=1.15
ENGINEERINGverified by the component manufacture andlor building designer prior to fabrication.Camber,when necessary,Is best determined by Judicious TC Dead 7.0 psf Re M br Bnd:1.15
appltcatlon of experlence and therefore is outside the scope of responsibility of Truswal.Fabricate,handle,Install and brace this truss In accordance p P
CORPORATIONwith the following standards:TRUSCOM MANUAL:,by Truswal,•QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED BC Live 0.0 psf O.C.Spacing: 2.0-0
WOOD TRUSSES'-(QST-08),'HANDLING,INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'-(HIS-91) BC Dead 10.O psf Design Spec:TPI
and 1418-91 SUMMARY SHEET'by TPI.The Truss Plate Institute(TPI)Is located at$83 D'Onofno Drive,Madison,Wisconsin 53719. The
American Fwast and Paper Association(AFPA)Is located at 1250 Connecticut Ave,NW,Ste 200,Washington,OC 20036. Dell.Ratio:240
TOTAL 52.0 psf Version T6.2.0 - 0
4„'StiANlP�,
l�0 Oy$
(CZt� of Naz#4aluptan w I
z
� e �assAth,s�tss
DEPARTMENT OF BUILDING INSPECTIONS `
INSPECTOR 212 Main Street 9 Municipal Building
Northampton,MA 01060 S
CERTIFICATE of OCCUPANCY and USE
This is to certify that permission is hereby granted under 780 CMR, sixth edition of the
Massachusetts State Building Code, allowing the occupancy or use of the premises or
structure or part thereof located at
51 Hillcrest Drive
as shown on the Assessors Page# 17C , Lot# 46 Zone URA
in the City of Northampton, as herein specified:
CONSTRUCTION TYPE(780CMR 6) 5B
USE GROUP CLASSIFICATION (780 CMR 3 R4
OCCUPANT LOAD PER FLOOR (780 CMR Table 1008.1.2 40 PSF - 1st f 1
30 PSF - 2nd flr
LIVE LOAD PER FLOOR(780 CMR Table 1606.1) 40 PSF
Under the following limitations, special stipulations, and /or conditions of the
permits:
Issued this 22nd day of January 20
Certificate of Occupancy and Use # BP-2001-0116
Authorized Department Personnel
Electrical e� Elevator
Fire `' ,GG � Plumbing
Building Gas
Building Commissioner
This certificate shall be posted by the owner, in a permanent manner and in a visible
location, on all floors designated as use group H, S, M, F, or B, and in every room where
practicable of use group A, 1, R-1, or R-2 per requirement of 780 CMR section 120.5
Posting Structures.
51 HILLCREST DR
BP-2001-0116
GIs#: COMMONWEALTH OF MASSACHUSETTS
Loot:t: -0-0 01 1 17C-046 CITY OF NORTHAMPTON
Permit: Building
Cate-gory:New Single Family House BUILDING PERMIT
Permit# RP-2001-01 16
Proiect# JS-2001-0163
Est. Cost: $198000.00
Fee: $1092.40 PERMISSION IS HEREBY GRANTED TO
Const. Class:5B Contractor: License:
Use Group: R4 John Zieminski 017889
Lot Size(sq. 111. 63162 00 Owner: FLICKINGER NANCY&JAMES
Zoning URA Applicant: John Zieminski
AT: 51 HILLCREST DR
Applicant Address• Phone:
16 Dwight St Insurance:
(413) 247-9014 Workers
Compensation
HATFIELDMA01038 ISSUED ON.•813100 0:00:00
TO PERFORM THE FOLLOWING WORK.-CONSTRUCT SINGLE FAMILY RESIDENCE
W/ATT/GARAGE/DECK/PORCHES
POST THIS CARD SO IT IS VISIBLE FROM THE STREET
Inspector of Plumbing Inspector of Wiring D.P.W.
Inspector of Buildings ^ �.
Underground: Service:,�19 �11 per Meter: J,
c �rl 'l1cc, �k' /� l
Footings:
Rough: k i ; Rough:�t���/0v r � House# Foundation:
�L Rbl-i'S ok 14-06•06
Final: � „ O Final:
oy Rough Frame: 01'r
Gas,jg�,- Fire Department
Fireplace/Chimney:
Rough: Oil: Insulation: O k 1("P7 0o
Final: Smoke: ( � QG
/ $ Final: Q K "o2.2-O
6 ( b
THIS PERMIT MAY BE REVOKED BY THE CITY OF ORTHAMPTON UPON V
ANY OF ITS RULES AND REGULATIONS. VIOLATION OF
Certificate of Occupancy -' r�� �-�� ; '�'
i nature:
Fee Type: Receipt No: Date Paid• Check No Amount
Building 8/3/00 0:00:00 3753
$1092.40
212 Main Street,Phone(413)587-1240,Fax: (413)587-1272
Building Commissioner-Anthony Patillo