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exposes fiberglass insulation and finds black insulation, which is dirt filter out of the air moving through
the insulation. 780 CMR R601.2 for vapor retarders and Table N1102.4.2 for air sealing requirements.
38. Unvented attic assemblies. Hot roofs are allowed, but have specific requirements 780 CMR R806.4.
39. Deck ledgers and post must be appropriately attached, bolts or lags. 780 CMR R502.2.2.1 Note: Thrul-oks
are engineered for post attachment supporting a railing. Lateral attachment is required for each deck
per section 502.2.2.3.
40. Smoke and CO detectors as required. 780 CMR R314 and R315.
a. Smokes in each bedroom, within 10' of a bedroom door, and at the bottom of a stair leading to
a finished floor above.
b. CO within 10' of bedroom doors, at each level, for every 1500 sqft, (plumbing code in the
mechanical room) Except if there are no fossil burning fuels.
c. Heat detector in attached garage, and other large unfinished unconditioned spaces.
41. Closets beneath stair which have doors must be drywalled with %". 780 CMR R302.7
42. If there is mechanical equipment or a combustible roof, 30 sqft of space, and 30" measured from top of
ceiling joist to bottom of rafters an attic access of minimum RO of 22" x 30" is required to be located in
an accessible place. It must be insulated equal to surrounding, gasketed, and secured in place.
43. Clearances above gas stoves and cook tops burners is 24" to non-combustible or 30" to combustibles.
Relevant items must be submitted to the building department for approvals before inspections and or
Certificates of Occupancy can be issued.
Feel free to call if you have any questions. My telephone number is 587-1240 and office hours are Monday
through Friday, 8:30 am to 4:30 pm, excepting we close for walk-ins at 12:00 noon on Wednesdays. My email
address is: cmiller(aD-northamptonma.gov
Thank y r our cooperation on these matters.
Chuck Miller
City of Northampton
Assistant Commissioner and Zoning Enforcement
more risers. Landing to landing constitutes a new run. Minimum 6'8" ceiling height from nosing. Rails
must be continuous and returned to the wall if not to newel post. 780 CMR R311.7.
23. Guards 36" minimum height above walking surface, a bench is a walking surface, required for more than
30" above floor or grade within 36", 4" sphere rule. 780 CMR R312.1.
24. Floor joist systems that are not equal to 1 %' nominal dimension must be covered with %" drywall or
5/8" wood structural panel or equivalent with some exceptions. 780 CMR R501.3
25. Educate the plumber and electrician about maximum notch and hole sizes, and placement. 780 CMR
R502.8 and R602.6. In bearing studs holes not larger than 40% of a stud no closer than 5/8 to the edge,
In interior non-bearing studs holes not larger than 60% of a stud no closer than 5/8 to the edge, or holes
in joist are a maximum 1/3 the depth not closer than 2" from the top or bottom or to any other hole.
Notches are different.
26. Drilling or notching of more than 50% of the wall plate width of an exterior wall or load bearing partition
requires a 16 GA 1 %" strap across the area and 6" beyond each side with 8 - 10nd nails. 780 CMR
R602.6.1
27. Dryer ducts must terminate outside of the building, have a backdraft damper, cannot include a screen,
and require 3' clearance from windows. 780 CMR M1502.3
28. Dryer duct transition is limited to 8' of aluminum flex, must be exposed, and the proper UL listing. 780
CMR M1502.4.3
29. Dryer duct maximum equivalent length is 25' less 5' per 901 elbow or per manufacturer's specs. 780
CMR M1502.4.4.1, no screwed connections.
30. Dryer ducts when concealed must have a permanent label or tag within 6' of the duct connection 780
CMR M1502.4.5
31. Markup air is required for any exhaust hood over 400 CFM. 780 CMR M1503.4
32. Fireplaces require all combustion air be provided from the exterior and below the firebox, duct work
maintaining 1" clearance for 5' from the duct outlet for all fireplaces and airtight doors. 2009 IECC
402.4.3
33. Fire and draft stopping shall be completed before rough inspection. Typical locations, top (ceiling) and
bottom (floor) plates, soffits, and every 10' within enclosed cavities. 780 CMR R302.
34. Ignition barriers are required over all thermal plastics and must be in place before final. 780 CMR R316.
35. Dwelling/Garage fire separation. An attached garage (within 3' of main structure) is required to have %"
drywall on the garage side of the separation wall and if there is a finished space above the garage all
walls must have %" drywall and the ceiling 5/8" drywall. 780 CMR R302.6
36. Energy aspects shall comply with the stretch energy code. 780 CMR Appendix 115AA or 2009 IECC.
a. An initial HERS evaluation is required including insulation levels anticipated.
b. A final HERS evaluation confirming code requirements have been met including duct testing.
c. A signed copy of the Thermal Bypass Checklist.
d. Energy information including mechanical equipment posted on the electric panel.
e. Remodeling and Additions can be completed in accordance with IECC 2009 with Energy Star
Windows and the Thermal Bypass Checklist. Duct blast testing when practicable.
f. All band joist insulation must be enclosed within an air tight cavity, which you must create.
37. Vapor retarders. Although these are still in the code have exceptions, one must understand that there is
a difference between a vapor retarder or barrier and an air barrier. An air barrier is intended to stop air
flow (convection) a vapor retarder or barrier is intended to stop molecular moisture transfer (diffusion).
A vapor retarder or barrier is effective even if there are some holes or gaps, however an air barrier has
to be absolute and complete. If air can leak through an electrical device or through a crack it follows the
path of least resistance and carries 99% of the moisture in a structure. This is evident every time one
7. CMU foundations require 3/8" parging before damp proofing. 780 CMR R406.1 see exceptions.
8. Emergency escape is required out of every basement whether habitable or not. 780 CMR R310.1
9. Crawl spaces can be treated in three different ways, vented (poor idea), exhausted (similar to exhaust
only systems), or treating the space with supply and return. See 780 CMR R408
10. Ceiling joist are intended to prevent spread, once raised above the wall plate they become rafters ties
and may require up sizing of rafters and increased nailing for example with a 4" slope 8-16nd common
are required at each connection. 780 CMR R802.3.1. When there is neither of these a structural ridge is
required with a load path to the foundation.
11. Steel straps over the ridge or 1x4 minimum collar ties are required 4' OC in the upper 1/3rd 780 CMR
R802.3.1
12. Ridge boards must be the full depth of the cut. 780 CMR R802.3.
13. A complete window and header schedule is required. 780 CMR Table R502.5 for header sizing and
number of jack studs required.
14. All framing materials which are not code prescriptive must have stamped engineering.
a. LVLs
b. I -joist and or Floor Truss
c. Roof truss
15. All I -Joist need to be protected from fire with % drywall or 5/8 wood structural panel. (R501.3)
16. A braced wall plan identifying appropriate braced wall areas where required (R301.1) and braced wall
method being used. 780 CMR 602.10.
a. Garage corners and large corner window/door layout may require special solutions.
b. All corners must be appropriately attached to the foundation.
c. When using PFH (R602.10.3.3) or PFG (R602.10.3.4) the nailing requirement is 4" and 3"
respectively using 8d common nails or galvanized box nails. PNEUMATIC nails must be full
headed with the temper and shank sizing meeting the strict code requirement.
17. When nailing sheathing make sure your pneumatic nailers' pressure is properly set. Nails set too deep
perforate the sheathing weakening it and contribute to building damage in high wind events.
18. Ceiling heights minimum 7' for habitable spaces, 6'8" for bathrooms includes tub/shower area if a
shower head is used, 6'8" for basements, 6'4" at beams/ducts. 780 CMR R305.1. MA amended
19. Hazardous glazing locations, within 24" of a door, or within 60" of a stair, or across from hot tubs, spas,
bathtubs within 60" if not 60" above the walking surface, and other locations. 780 CMR R308.4
20. Windows over 72" above grade with the opening less than 24 above the finished floor shall meet the 4"
sphere rule. Order restrictors. 780 CMR R612.2
21. Egress and emergency escape requirements shall be strictly met.
a. Basements, habitable attics, and all sleeping rooms require emergency escape. 780 CMR R310
b. Windows within 44" of floor, DH 3.3 sqft min window size, Casement 20"x41" exception 5 sqft
at 1" floor. Minimum clear opening 20"x24" or 24"x20". 780 CMR R310.1.1
c. Two doors remote as possible at the normal level of travel, opening measured from the face of
the slab to the stop with door at 90 degrees, one 32" and one 28" minimum 78" high. 780 CMR
R311.2
d. Landing at each door 36" out and the width of the door minimum 36", maximum step 7 %" from
the top of the threshold and only in -swinging doors. 780 CMR R311.3
22. Stairs have critical standards, make sure you know the floor finishes when planning. Minimum tread 9",
maximum riser 8 %", maximum overall variance for the run is 3/8", 4" sphere rule on risers except where
the total rise is 30" or less 780 CMR R311.7.4.3 Exception, 4 3/8" on balustrade, 6" in the triangle.
Graspable rail 1 %" minimum and 2" maximum rail, height minimum 34" maximum 38", required for 4 or
City of Northampton
Massachusetts
DEPARTMENT OF BUILDING INSPECTIONS
212 Main Street • Municipal Building
Northampton, MA 01060
INSPECTOR
Peter and Polly Normand
3 Fruit Street
Northampton, MA 01060
Subject Location: 62 Old South Street
Map Block: 31D - 260
Mr. and Ms. Normand,
November 03, 2014
Your building permit application and plans dated 10-17-14 have been approved as drawn and per this
memo. All work must meet all applicable codes whether noted or not included within this memo.
Please follow up on the following items:
These items will need to be accomplished as the project moves forward and before rough inspections;
1. Copy of plans in electronic format.
2. Stamped engineering for all non prescriptive materials and or systems.
3. HERS initial and final ratings, duct blast results, and a signed Thermal Bypass Checklist.
4. Air barrier required between tub/shower and the wall cavity before the tub is installed.
5. A smoke/CO throughout the structure to current code.
6. An attic access is required.
7. The structural basement wall requires a thickened slab. Any structural members in contact with
concrete must be decay resistant. Structural wall cannot be buried in concrete.
8. Screen Porch plans and bearing locations based on 8 %" x 11" submitted 10-31-14.
9. Sliding door LVL to be revised based on screen porch layout and bearing.
10. Top of wall screen porch beams must be 2 — 2 x 10 minimum if there is not a mid bearing point.
11. The screen porch requires guards. Screens are not guards.
12. The 15t floor 1 -joist must have fire protection per plan.
Note: July 1 begins enforcement of the 2012 IECC with MA amendments and fire protection for non-
dimensional lumber floor system frames, the new Stretch Code is pending.
As of August 4th 2011 the 8th Edition MA code is the 2009 IRC with MA amendments.
In the following are some generic requirements which seem to be problematic.
This is not intended to be comprehensive, nor is it a substitute for purchasing and reading the MA codes.
Read only international codes are available on line at.http://Publicecodes.cyberregs.com/icod/ one
must also consider the MA amendments to these codes which can be found at www.mass.gov/dps/bbrs.
The current relevant building codes are:
2009 IBC, 2009 IEBC, 2009 IMC, 2009 IRC, 2009 or 2012 IECC, AA115, MA amendments.
1. Structures shall conform to 780 CMR 81h Edition 1 and 2 family building codes with MA amendments.
2. Grading plan for structures being constructed required. 780 CMR R401.3 for drainage requirements.
3. A basement drainage system is required in all basements 780 CMR R405.2.3. except those in group I
soils (table R405.1)
4. Foundations that retain earth and enclose interior space require damp proofing 780 CMR R406.1.
5. Through wall form ties must be removed from both faces and patched with hydraulic cement. 780 CMR
8406.2 of amendments.
6. Foundation anchor bolts must be %2" and be embedded a minimum of 7" into the concrete. 10" bolts!
780 CMR R403.1.6
.0
y.
�a
D
November 03, 2014
Your building permit application and plans dated 10-17-14 have been approved as drawn and per this
memo. All work must meet all applicable codes whether noted or not included within this memo.
Please follow up on the following items:
These items will need to be accomplished as the project moves forward and before rough inspections;
1. Copy of plans in electronic format.
2. Stamped engineering for all non prescriptive materials and or systems.
3. HERS initial and final ratings, duct blast results, and a signed Thermal Bypass Checklist.
4. Air barrier required between tub/shower and the wall cavity before the tub is installed.
5. A smoke/CO throughout the structure to current code.
6. An attic access is required.
7. The structural basement wall requires a thickened slab. Any structural members in contact with
concrete must be decay resistant. Structural wall cannot be buried in concrete.
8. Screen Porch plans and bearing locations based on 8 %" x 11" submitted 10-31-14.
9. Sliding door LVL to be revised based on screen porch layout and bearing.
10. Top of wall screen porch beams must be 2 — 2 x 10 minimum if there is not a mid bearing point.
11. The screen porch requires guards. Screens are not guards.
12. The 15t floor 1 -joist must have fire protection per plan.
Note: July 1 begins enforcement of the 2012 IECC with MA amendments and fire protection for non-
dimensional lumber floor system frames, the new Stretch Code is pending.
As of August 4th 2011 the 8th Edition MA code is the 2009 IRC with MA amendments.
In the following are some generic requirements which seem to be problematic.
This is not intended to be comprehensive, nor is it a substitute for purchasing and reading the MA codes.
Read only international codes are available on line at.http://Publicecodes.cyberregs.com/icod/ one
must also consider the MA amendments to these codes which can be found at www.mass.gov/dps/bbrs.
The current relevant building codes are:
2009 IBC, 2009 IEBC, 2009 IMC, 2009 IRC, 2009 or 2012 IECC, AA115, MA amendments.
1. Structures shall conform to 780 CMR 81h Edition 1 and 2 family building codes with MA amendments.
2. Grading plan for structures being constructed required. 780 CMR R401.3 for drainage requirements.
3. A basement drainage system is required in all basements 780 CMR R405.2.3. except those in group I
soils (table R405.1)
4. Foundations that retain earth and enclose interior space require damp proofing 780 CMR R406.1.
5. Through wall form ties must be removed from both faces and patched with hydraulic cement. 780 CMR
8406.2 of amendments.
6. Foundation anchor bolts must be %2" and be embedded a minimum of 7" into the concrete. 10" bolts!
780 CMR R403.1.6
Cs structure-2.06.13[Build 11 Normand092414 - Level 6
10-31-14
lanBeamFalgine 4.6.1.0
10:52am
Materials Database 1492
4 of 4
Member Data
Description: CalcB7 Member Type: Beam
Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: (See Below)
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: U360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed
Member Weight: 7.2 PLF
Filename: Q:\Normand09
Other Loads
Type Trib. Other
Dead
(Description) Side Begin End Width Start
End Start End
Category
Replacement Uniform (PLF) Top 0' 0.00" 16' 5.50" 4
1
Snow
Replacement Uniform (PLF) Top 0' 0.00" 16' 5.50" 23
7
Snow
Point (LBS) Top 8' 2.75" 8
1281
Live
Point LBS To 8' 2.75" 3442
0
Snow
8212
/O
8212
16 5 8
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500"
140# --
2 8' 2.750" Wall N/A N/A 3.034"
5143# --
3 16' 5.500" Wall N/A N/A 1.500"
140# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 0# 95# 44#
2 8# 3714# 1429#
3 0# 95# 44#
Design spans
T 10.125" T 10.126'
Product: SYP (PT) #1 2 x 10 2 ply
PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
No lateral bracing required along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 227.# 5330.'# 4%
3.52' Odd Spans D+S
Negative Moment 329.'# 5330.'# 6%
8.23' Total Load D+S
Negative Unbrcd 329.'# 5330.'# 6%
8.23' Total Load D+S
Shear 177.# 37234 4%
7.84' Total Load D+S
LL Deflection 0.0049" 0.2615" L1999+
3.92' Odd Spans S
TL Deflection 0.0065" 0.3922" U999+
3.92' Odd Spans D+S
Control: Negative Moment
DOLS: Live=100°k Snow=115a/o Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005
All product names are trademarirs of their respective owners
Doug Hodgins
rk Miles Inc.
Copyright (C)2013 by Simpson Strong -Tie CompanylnaALL RIGHTS RESERVED. 21 West St.
••Passing design for Loads, Loading Conditions, and Spans listed on this sheet.
is defined aswhen the member, floorjoist, beam orgirder, shown on thadmwing meets applicable criteria
The design must be reviewed by qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers West Hatfield Ma.
er5firations.
CS SbWtureTM2.06.13[Bui1d 11 Nonnand092414 - Level 6
10-31-14
lanBeamFngine 4.6.1.0
10:52am
Materials Database 1492
3 of 4
Member Data
Description: CalcB4 Member Type: Beam
Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: (See Below)
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed
Member Weight: 7.2 PLF
Filename: Q:\Normand09
Other Loads
Type Trib. Other
Dead
(Description) Side Begin End Width Start
End Start End
Category
Replacement Uniform (PLF) Top 0' 0.00" 12' 8.25" 1
101
Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 8.25" 350
0
Snow
Point (LBS) Top 0' 4.63" 5
989
Live
Point LBS To 0' 4.63" 2432
0
Snow
6 212
®
6 5 8
® /
12 8 4
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Wall N/A N/A 2.686"
4553# --
2 6' 2.750" Wall N/A N/A 2.014"
3414# --
3 12' 8.250" Wall N/A N/A 1.500"
1177# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 7# 3330# 1223#
2 7# 2608# 806#
3 3# 927# 249#
Design spans
6 10.125" 6 0.875"
Product: SYP (PT) #1 2 x 10 2 ply
PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
No lateral bracing required along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 1507.'# 5330.'# 28%
9.87' Even Spans D+S
Negative Moment 2036.'# 5330.'# 38%
6.23' Total Load D+S
Negative Unbrcd 2036.'# 5330.'# 38%
6.23' Total Load D+S
Shear 13734 3723.# 36%
6.24' Total Load D+S
LL Deflection 0.0221" 0.2024" U999+
9.57' Even Spans S
TI -Deflection 0.0264" 0.3036" U999+
9.57' Even Spans D+S
Control: Negative Moment
DOLS: Live=1001/o Snow --115% Roof=125% Wind=1600/o
This member has been designed in accordance with NDS 2005
All product names are trodemadcs of their respective owners
Doug Hodgins
rk Miles Inc.
Copyright (C)2013 by Simpson Strong -Tie Company Inc. ALL RIGHTS RESERVED. 21 West St.
••Passing is defined as when the member, aoorjolst, beam orgirde5 shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet.
The design must be reviewed by qualified designer or design professional as required for approval. This design assumes product installation according to the
manufacturers West Hatfield Ma.
edfirations.
CS SlructUreT"'2.06.13[Build 1] Normand092414 - Level 6
10-31-14
lanBeatnFitine 4.6.1.0
10:52am
Materials Database 1492
2 of 4
Member Data
Description: CalcB2 Member Type: Beam
Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: (See Below)
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed
Member Weight: 7.2 PLF
Filename: Q:Normand09
Other Loads
Type Trib. Other
Dead
(Description) Side Begin End Width Start
End Start End
Category
Replacement Uniform (PLF) Top 0' 0.00" 12' 8.25" 0
30
Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 8.25" 114
0
Snow
Point (LBS) Top 0' 4.63" 1
163
Live
Point (LBS) Top 0' 4.63" 716
121
Snow
Point (LBS) Top 6' 2.75" 4
543
Live
Point LBS To 6' 2.75" 1329
0
Snow
6212
658
12 8 4
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500"
1373# --
2 6' 2.750" Wall N/A N/A 1.769"
2999# --
3 12' 8.250" Wall N/A N/A 1.500"
388# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to Canying members
Live Snow Dead
1 2# 1007# 365#
2 6# 2176# 823#
3 1# 301# 86#
Design spans
5' 10.125" 6' 0.875"
Product: SYP (PT) #1 2 x 10 2 ply
PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
No lateral bracing required along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 496.'# 5330.'# 9%
9.87' Even Spans D+S
Negative Moment 672.'# 5330.'# 12%
6.23' Total Load D+S
Negative Unbrcd 672.'# 5330.'# 12%
6.23' Total Load D+S
Shear 4531 37234 12%
6.24' Total Load D+S
LL Deflection 0.0072" 0.2024" U999+
9.57' Even Spans S
TL Deflection 0.0087" 0.3036" U999+
9.57' Even Spans D+S
Control: Negative Moment
DOLS: Live=1001/o Snow --115% Roof=125% Wind=1600/.
This member has been designed in accordance with NDS 2005
All product names are trademarks of their respective owners
Doug Hodgins
rk Miles Inc.
Copyright (C)2013 by Simpson Strong -Tie Company Inc. ALL RIGHTS RESERVED. 21 WestSt.
—Passing isdefined as the member, floorjoist, beam or shown on this drawing meets applicable design Criteria for Loads, Loading Conditions, and Spans listed on this sheet.
when girder,
The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers West Hatfield Ma.
specifications.
CS StruobaeT"t206.13[Bdd 11 Nomiand092414 - Level 6
10-31-14
kmBeamFngine 4.6.1.0
10:52am
Materials Database 1492
1 of 4
Member Data
Description: Ca1cB1 Member Type: Beam
Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: (See Below)
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: U360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed
Member Weight: 7.2 PLF
Filename: Q:Wormand09
Other Loads
Type Trib. Other
Dead
(Description) Side Begin End Width Start
End Start End
Category
Replacement Uniform (PLF) Top 0' 0.00" 12' 8.25" 0
30
Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 8.25" 114
0
Snow
Point (LBS) Top 6' 5.50" 4
543
Live
Point (LBS) Top 6' 5.50" 1329
0
Snow
Point (LBS) Top 12' 3.63" 1
173
Live
Point LBS Top 12' 3.63" 716
111
Snow
658
/(D ®
6212
12 8 4
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500"
388# --
2 6 5.500" Wall N/A N/A 1.769"
2999# --
3 12' 8.250" Wall N/A N/A 1.500"
1373# --
Maximum Load Case Reactions
Used far applying point load'(or line loads)to carrying members
Live Snow Dead
1 1# 301# 86#
2 6# 2176# 823#
3 2# 1007# 365#
Design spans
6' 0.875" 5' 10.125"
Product: SYP (PT) #1 2 x 10 2 ply
PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
No lateral bracing required along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 496.'# 5330.'# 9%
2.81' Odd Spans D+S
Negative Moment 672.'# 5330.'# 12%
6.46' Total Load D+S
Negative Unbrcd 672.'# 5330.'# 12%
6.46' Total Load D+S
Shear 4534 3723.# 12%
5.85' Total Load D+S
LL Deflection 0.0072" 0.2024" U999+
3.12' Odd Spans S
TL Deflection 0.0087" 0.3036" 0999+
3.12' Odd Spans D+S
Control: Negative Moment
DOLS: Live=100% Snow=115a/o Roof=125a/o Wind=160%
This member has been designed in accordance with NDS 2005
All product names are trademarks of the!rrespective owners
Doug Hodgins
rk Miles Inc.
Copyright (C)2013 by Simpson Strong -Tie Company Inc ALL RIGHTS RESERVED. 21 West St.
••Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet.
The design must be reviewed by aqua I ified designer or design professional as required for approval. This design assumes product installation according to the
manufacturers West Hatfield Ma.
specifications.
CS SlruchueT-2.06.13[Build 11 Normand092414 - Level 8
10-31-14
lanBeamFngine 4.6.1.0
10:52am
Materials Database 1492
3 of 3
Member Data
Description: CaIcB10 Member Type: Beam
Application: Roof
Comments: Top Lateral Bracing: Continuous
Slope: 0.00 / 12
Bottom Lateral Bracing: (See Below)
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: U360 live, L240 total
Dead Load: 0 PLF Deck Connection: Nailed
Member Weight: 4.4 PLF
Filename: Q:\Normand09
Other Loads
Type Trib. Other
Dead
(Description) Side Begin End Width Start
End Start End
Category
Replacement Uniform (PLF) Top 0' 0.00" 12' 7.25" 1
58
Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 7.25" 177
0
Snow
Point LBS To 0' 3.50" 86
26
Snow
6 112
i(D Q
fill
6 5 8
12 7 4
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500"
641# --
2 6' 1.750" Wall N/A N/A 1.500"
1800# --
3 12' 7.250" Wall N/A N/A 1.500"
551# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1# 477# 164#
2 4# 1329# 471#
3 1# 407# 144#
Design spans
611.126' 6' 0.876'
Product: Spruce -Pine -Fir #2 2x 8 2 ply
PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
No lateral bracing required along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 630.'# 2645.'# 23%
9.79' Total Load D+S
Negative Moment 1081.'# 2645.'# 40%
6.15' Total Load D+S
Negative Unbrcd 1081.'# 2645.'# 40%
6.15' Total Load D+S
Shear 762.# 22511 33%
6.16' Total Load D+S
LL Deflection 0.0174" 0.2024" L/999+
9.79' Total Load S
TL Deflection 0.0235" 0.3036" L/999+
9.79' Total Load D+S
Control: Negative Moment
DOLS: Live=1000/o Snaw--115% Roof=125% Wind=160%
This member has been designed in accordance with NDS 2005
All product names are trademarks of their respective owners
Doug Hodgins
rk Miles Inc.
Copyright (C)2013 by Simpson Strong -Tie Company Inc. ALL RIGHTS RESERVED. 21 West $t.
"Passing is defined as when the member, fioorjoist, beam or girde5 shown on this drawing meets applicable design aiteria for Loads, Loading Conditions, and Spans listed on this sheet.
The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the
manufacturers West Hatfield Ma.
edfications.
CS Strueta eTN2.06.13[Build 1] Normand092414,`•
10-31-14
lanBeatnEngine 4.6.1.0 Y:
10:$2am
Materials Database 1492
2 of 3
Member Data
Descriptiomaim Member Type: Beam
Application: Roof
Comments: Top Lateral Bracing: Continuous
Slope: 0.00 / 12
Bottom Lateral Bracing: (See Below)
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: U360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed
Member Weight: 4.4 PLF
Filename: Q:Wormand09
Other Loads
Type Trib. Other
Dead
(Description) Side Begin End Width Start
End Start End
Category
Replacement Uniform (PLF) Top 0' 0.00" 16' 3.50" 77
23
Snow
Point (LBS) Top 0' 3.50" 1
66
Live
Point (LBS) Top 0' 3.50" 199
0
Snow
Point (LBS) Top 8' 1.75" 5
618
Live
Point (LBS) Top 8' 1.75" 1667
0
Snow
Point LBS Top 16' 0.88" 35
10
Snow
n 8112 ®
8112 G
16 3 8
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500"
574# --
2 8' 1.750" Wall N/A N/A 2.601"
3316# --
3 16' 3.500" Wall N/A N/A 1.500"
354# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1# 427# 148#
2 5# 2426# 890#
3 0# 263# 92#
Design spans
T 11.125" 7' 11.125"
Product: Spruce -Pine -Fir #2 2x 8 2 ply
PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
No lateral bracing required along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 458.'# 2645.'# 17%
12.9' Total Load D+S
Negative Moment 818.'# 2645.'# 30%
8.15' Total Load D+S
Negative Unbrcd 818.'# 2645.'# 30%
8.15' Total Load D+S
Shear 453.# 2251.# 20%
7.75' Total Load D+S
LL Deflection 0.0212" 0.2642" U999+
12.9' Total Load S
TL Deflection 0.0288" 0.3964" U999+
12.9' Total Load D+S
Control: Negative Moment
DOLs: Uve=100% Snow --115% Roof=125% Wind=1600/6
This member has been designed in accordance with NDS 2005
All product names are trademarks of their respective owners
Doug Hodgins
rk Miles Inc.
Copyright (C) 2013 by Simpson Stmng-Tie Company Inc ALL RIGHTS RESERVED. 21 West St.
'*Passing Is defined as when the member, floor joist, beam or girdeS shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spens listed on this sheet.
The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation a000rding to the
manufacturers West Hatfield Ma.
specifications.
CS SWMttueTm 2 06.13[Build 1] Nonnand092414
10-31-14
knBe=Figme 4.6.1.0 OW--10:52am
Materials Database 1492
1 of 3
Member Da.!
;
Description: d`1' Member Type: Beam
Application: Roof
Comments: Top Lateral Bracing: Continuous
Slope: 0.00 / 12
Bottom Lateral Bracing: (See Below)
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: U360 live, U240 total
Dead Load: 0 PLF Deck Connection: Nailed
Member Weight: 4.4 PLF
Filename: Q:\Normand09
Other Loads
Type Trib. Other
Dead
(Description) Side Begin End Width Start
End Start End
Category
Replacement Uniform (PLF) Top 0' 0.00" 12' 7.25" 1
58
Live
Replacement Uniform (PLF) Top 0' 0.00" 12' 7.25" 177
0
Snow
Point LBS Top 12' 4.63" 35
10
Snow
658
i(D Q
6112
12 7 4
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500"
551# --
2 6' 5.500" Wall N/A N/A 1.500"
1800# --
3 12' 7.250" Wall N/A N/A 1.500"
574# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Snow Dead
1 1# 407# 144#
2 4# 1329# 471#
3 1# 426# 148#
Design spans
6 0.875" 6 11.125"
Product: Spruce -Pine -Fir #2 2 x 8 2 ply
PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
No lateral bracing required along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 630'# 2645.# 23%d
2.81' Total Load D+S
Negative Moment 1081.'# 2645.# 40%d
6.46' Total Load D+S
Negative Unbrcd 1081.'# 2645.'# 40%d
6.46' Total Load D+S
Shear 762.# 2251.# 33%d
6.15' Total Load D+S
LL Deflection 0.0174" 0.2024" U999+
2.81' Total Load S
TLD ct n 0.0235" 0.3036" U999+
2.81' Total Load D+S
Control: Negative Moment
DOLS: Live=1000/o Snow -115% Roof=125% Wirid=1600/.
This member has been designed in accordance with NDS 2005
All product names are trademarks of their respective owners
Doug Hodgins
rk Miles Inc.
Copyright (C) 2013 by Simpson Strong -Tie Company Inc. ALL RIGHTS RESERVED. 21 West St.
-Passing is defined as when the member, floorioist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet.
The design must be reviewed by qualified designer or design professional as required for approval. This design assumes product Installation according to the manufacturers West Hatfield Ma.
specifications.
CS StnxtureTh12.06.13[Build 11 Normand092414 10-31-14
lamBeamEngine 4.6.1.0
Materials Database 1492 10:52am
loft
Member Data
Member Type: Girder
Application: Roof
Comments:
Top Lateral Bracing: Continuous
Slope: 0.00 / 12
Capacity
Bottom Lateral Bracing: Continuous
Other
Standard Load:
Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF
Deflection Criteria: L/360 live, L240 total
End Width
Dead Load: 0 PLF
Deck Connection: Nailed
Member Weight: 5.9 PLF
Replacement Uniform (PLF)
Filename: Q:\Normand09
0' 0.00"
Other Loads
Type
Allowable
Capacity
Trib.
Other
Dead
6545.#
(Description)
Side
Begin
End Width
Start
End Start
End Category
Replacement Uniform (PLF)
Top
0' 0.00"
12' 5.50"
0
44
Live
Replacement Uniform (PLF)
Top
0' 0.00"
12' 5.50"
0
44
Live
Replacement Uniform (PLF)
Top
0' 0.00"
12' 5.50"
139
0
Snow
Replacement Uniform PLF
Top
0' 0.00"
12' 5.50"
139
0
Snow
-Ileao
,O
r
12 5 8
Bearings and Reactions
Location Type Material
1 0' 0.000" Wall N/A
2 12' 5.500" Wall N/A
Maximum Load Case Reactions
Used far applying point loads (or line loads) to carrying members
Live Snow Dead
1 5# 1647# 562#
2 5# 1647# 562#
Design spans
11' 10.25x'
Input Min Gravity Gravity
Length Required Reaction Uplift
N/A 1.683" 2209# --
N/A 1.683" 2209# --
Product: 1-3/4x11-7/8 VERSA -LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual
Allowable
Capacity
Location
Loading
Positive Moment
6545.#
12233.'#
53%
6.31'
Total Load D+S
Shear
18404
4541.#
40%
11.65'
Total Load D+S
TL Deflection
0.3390"
0.5927"
0419
6.31'
Total Load D+S
LL Deflection
0.2527"
0.3951"
U562
6.31'
Total Load S
Control: LL Deflection
DOLS: Live=100% Snwo=1150/o Roof=1250/o Wind=160%
All product names ane trademarks of their respective owners Doug Hodgins
rk Miles Inc.
Copyright (C) 2013 by Simpson Strong -Tie Company Inc, ALL RIGHTS RESERVED. 21 West St.
—Passing Is defined as when the member, floor Joist, beam or girft shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet.
The designmust be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers West Hatfield Ma.
ecifications.
CS strWtU eTiM2.06.13[Buila 1] Normand092414 - Level 6
10-31-14
lanBeamEngine 4.6.1.0
10:53am
Materials Database 1492
1 of 1
Member Data
Description: CalcA1 Member Type: Joist
Application: Roof
Comments: Top Lateral Bracing: Continuous
Slope: 0.00 / 12
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Snow Load: 35 PSF Deflection Criteria: U360 live, L/240 total
Dead Load: 10 PSF Deck Connection: Nailed
Filename: Q:\Normand09
A C I I I--- -
711 12®
I
711 12
(�
1511 8
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Haff-Wall N/A N/A 1.500"
176# --
2 7'11.750" Wall N/A N/A 1.500"
585# --
3 15' 11.500" Haff-Wall N/A N/A 1.500"
176# --
Maximum Load Case Reactions
Used for applying point loads (or line loads)to carrying members
Snow Dead
1 137#(102plf) 39#(29pif)
2 455#(341plf) 130#(98pif)
3 137 10 f 3 29lf
Design spans
T 9.625" 7 9.625"
Product: SYP (PT) #1 2 x 8 16.0" O.C.
PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity
Location Loading
Positive Moment 256.# 2172.'# 11%
12.66' Total Load D+S
Negative Moment 457.'# 2172.'# 21%
7.98' Total Load D+S
Shear 256.# 1459.# 17%
7.99' Total Load D+S
LL Deflection 0.0199" 0.2601" U999+
12.66' Total Load S
TL Deflection 0.0256" 0.3901" U999+
3.3' Total Load D+S
Control: Negative Moment
DOLs: Live=100% Snow--115% Roof=125% Wind=1601/6
Design assumes a repetitive member use increase in bending stress: 15 %
This member has been designed in accordance with NDS 2005
All product names are trademarks of their respective owners
Doug Hodgins
rk Miles Inc.
Copyright (C) 2013 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED.
'*Passing isdefinad as when the member, fioorjoist, beam or girdeS shown on this drawing meets applicable design criteria for Loads, Loading Conditions,
and Spans listed on this sheet. 21 West St.
The design must be reviewed by a qualified designer ordesign professional as required for approval. This design assumes product installation acoording to the manufacturers West Hatfield Ma.
ecificati ons.
I�8588C:J1ISttf3 -
� c
DEPARTMENT OF BUILDINTG INSPECTIONS
212 M�un Street 0 Municipal Building
fNSPECTOR Northampton, MA 01060
LOCATION LO o� r \ o►... S�` �1�
SQUARE FOOTAGE AMOUNT
BASEMENT @ : 20 WI D
1ST FLOOR @.50 1 i z'
2ND FLR@.30 _
V, FLOORS, FINISH ATTIC, GARAGE g.20
DE ORCBE --20 36
City of Northampton 212 Main Street, Northampton, MA 01060
Solid Waste Disposal Affidavit
In accordance of the provisions of MGL c 40, S54, I acknowledge that as
a condition of the building permit all debris resulting from the construction
activity governed by this Building Permit shall be disposed of in a properly
licensed solid waste disposal facility, as defined by MGL c 111, S 150A.
Address of the work: (o d `S o
The debris will be transported by: Je.
The debris will be received by: V a
Building permit number:
Name of Permit Applicant
Date Signature of Permit Applicant
3`7� F%
CsSiruchre"'I2.o6.13[Budd 1] Normund092414 - Level 10
lanBearnEngine 4AL0
\laterialsDatabase 1492
10-23-14
3:40pm
_
I of I
Member Data
Description: CalcG7 Member Type: Girder
Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: U360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed
Member Weight: 13.7 PLF
Filename: Q:\Normand09
Other Loads
Type Trib. Other
Dead
(Description) Side Begin End Width Start
End Start End
Category
Replacement Uniform (PLF) Top 0' 0.00" 13' 2.00" 116
65
Live
Replacement Uniform PLF Top 0' 0.00" 13' 2.00" 138
75
Live
13 2 0
13 2 0
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500"
2570#
2 13' 2.000" Wall N/A N/A 1.500"
2570#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to n rprg mambers
Live Dead
1 1602# 969#
2 1602# 9694
Design spans
12' 7.250"
Product: 1-3/4x9-1/4 VERSA -LAM 2.0 3100 SP 3 ply
PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 8099.'# 20704.'# 39%
6.48' Total Load D+L
Shear 2256.# 9227.# 24%
12.15' Total Load D+L
TL Deflection 0.3344" 0.6302" U452
6.48' Total Load D+L
LL Deflection 0.2084" 0.4201" L/725
6.48' Total Load L
Control: TL Deflection
DOLS: Live=100% Snow --115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress: 4 e/
Manufacturers installation guide MUST be consulted for multi -ply connection details and alternatives
Ali product names are hademaftof theirmspective owners
Doug Hodgins
rk Miles Inc.
Copydght (C) 2013 by Simpson Strong -Te Company Inc ALL RIGHTS RESERVED,
"Passing is definetl .—hen the member, floorjoist, beam or giber, shown on this drawing meets applimble design aitena for Loads, Loading Conditions. and
The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's
Spans listed on this sheet -21 West St.
West Hatfield Ma.
cs Strucntre-2.06.15(Buitd 11 Normand092414 - Level 8
10-23-14
tinBeamEfgine 4A L0
3:44pm
N-ialerials Database 1192
5 of 5
Member Data
Description: CalcG7 Member Type: Girder
Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: U360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed
Member Weight: 9.4 PLF
Filename: Q:\Normand09
Other Loads
Type Trib. Other
Dead
(Description) Side Begin End Width Start
End Start End
Category
Replacement Uniform (PLF) Top 0' 0.00" 5' 7.00" 322
163
Live
Replacement Uniform (PLF) Top 0' 0.00" 5' 7.00" 352
173
Live
Replacement Uniform (PLF) Top 5' 7.00" 6' 3.00" 322
163
Live
Replacement Uniform (PLF) Top 5' 7.00" 6' 3.00" 352
173
Live
Replacement Uniform (PLF) Top 6' 3.00" 10' 6.00" 322
163
Live
Replacement Uniform (PLF) Top 6' 3.00" 10' 6.00" 352
173
Live
511 C
4 7 0
G
10 6 0
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500"
2450# --
2 5' 11.000" Wall N/A N/A 2.499"
6560# --
3 10' 6.000" Wall NIA N/A 1.500"
1821#
Maximum Load Case Reactions
Used for applying point loads (or line Ioads) to nrnj ng -umbers
Live Dead
1 1661# 789#
2 4335# 2225#
3 1324# 497#
Design spans
5' 8.875" 4' 4.875"
Product: 1-3/4x9-1/2 VERSA -LAM 2.0 3100 SP 2 ply
PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 2937.'# 13958.# 21%
2.47' Odd Spans D+L
Negative Moment 3452.'# 13958.'# 24%
5.92' Total Load D+L
Shear 2722.# 6317.# 43%
5.34' Total Load D+L
TL Deflection 0.0305" 0.2870" U999+
2.76' Odd Spans D+L
LL Deflection 0.0218" 0.1913" 0999+
2.76' Odd Spans L
Control: Shear
DOLS: Live=100% Snow=1151/6 Roof=125% Wind=160%
Manufactures installation guide MUST be consulted for multi -ply connection details and alternatives
All product names are hademarl sof their respective owners
Doug Hodgins
rk Miles Inc.
Copyright (C) 2013 by Simpson Slmng-Te Company Inc ALL RIGHTS RESERVED.
21 West St.
—Passing isdefined aswhen the member, floor oist, beam orgirder, shown on thisdiawing meets applicable design Criteria four Loads, Loading Conditions, and Spans listed on this sheet.
The design must be reviewed by qualified designerord—go professorial as required for approval. This design assumes product installation according to the manufacturers West Hatfield Ma.
cs shuCtureTM2 DOA3i¢uild 11 Normand092414 - Level 8
10-23-14
I.m BeaniFim'le 4.6.1.0
Material, Database 1492
3:44pm
4 of i
Member Data
Description: CalcG6 Member Type: Girder
Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: 0360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed
Member Weight: 9.4 PLF
Filename: Q:Wormand09
Other Loads
Type Trib. Other
Dead
(Description) Side Begin End Width Start
End Start End
Category
Replacement Uniform (PLF) Ton 0' 0.00" 2' 8.50" 387
163
Live
Replacement Uniform (PLF) Top 0' 0.00" 2' 8.50" 427
173
Live
Replacement Uniform (PLF) Top 2' 8.50" 5' 6.00" 387
163
Live
Replacement Uniform PLF Top 2' 8.50" 5' 6.00" 427
173
Live
5 6 0
Q
5 6 0
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500"
2985#
2 5' 6.000" Wall N/A N/A 1.500"
2985#
Maximum Load Case Reactions
Used for applying point loads (orline loads) to carrying members
Live Dead
1 2095# 890#
2 2095# 890#
Design spans
5' 1.750"
Product: 1-314x9-1/2 VERSA -LAM 2.0 3100 SP 2 ply
PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 3840.'# 13958.'# 27%
2.75' Total Load D+L
Shear 2067.# 6317.# 32%
4.55' Total Load D+L
TL Deflection 0.0366" 0.2573" 0999+
2.75' Total Load D+L
LL Deflection 0.0257" 0.1715" 0999+
2.75' Total Load L
Control: Shear
DOLS: Live=100% Snow=115% Roof --125% Wind=160%
Manufacturers installation guide MUST be consulted for multi -ply connection details and alternatives
All product names are 12demads of their mspechve owners
Doug Hodgins
rk Miles Inc.
Copyright (C) 2013 by Simpson Strong -Tie Company Inc ALL RIGHTS RESERVED.
21 West St.
"Passing is defined aswhen the member, Floorjoist, beam orgirder shown on this drawing meets applicable design cnteda for Loads. Loading Conditions. and
Spans listed on thissneet.
T'ne design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the
manufacturers West Hatfield Ma.
CS strucnrzeTA12-0.1''IBu;td 11 _ Nlormand092414 - Level 8
kmBcaniEwme 4 6.1.0
N latenals Daoibase 1492
10-23-14
3:44 117
p
3 of 5
Member Data
Description: CalcG4 Member Type: Girder
Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed
Member Weight: 4.7 PLF
Filename: Q:Wormand09
Other Loads
Type Trib. Other
Dead
(Description) Side Begin End Width Start
End Start End
Category
Replacement Uniform (PLF) Top 0' 0.00" 0' 5.50" 27
7
Live
Replacement Uniform (PLF) Top 0' 0.00" 13' 2.75" 27
7
Live
Replacement Uniform (PLF) Top 0' 5.50" 13' 2.75" 27
7
Live
Point (LBS) Top 0' 4.63" 26
14
Live
Point (LBS) Top 0' 4.63" 22
23
Live
Point (LBS) Top 0' 4.63" 0
91
Live
Point (LBS) Top 0' 4.63" 115
62
Live
Point (LBS) Top 0' 4.63" 111
117
Live
Point (LBS) Top 0' 4.63" 221
143
Live
Point (LBS) Top 12' 10.13" 0
91
Live
Point (LBS) Top 12' 10.13" 0
93
Live
Point (LBS) Top 12'10.13" 96
74
Live
13 212
i(D
® f
i
13 212
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500"
1390#
2 13' 2.750" Wall N/A N/A 1.500"
799#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to caning members
Live Dead
1 828# 562#
2 428# 371#
Design spans
12' 5.500"
Product: 1-3/4x9-'t/2 VERSA-LAM 2.0 3100 SP 1 ply
PASSES DESIGN CHECKS
NOTE: Pass-thru framing is required at point loads over bearings.
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location
Loading
Positive Moment 1385.1# 6979.'# 19%
6.61' Total Load D+L
Shear 388.# 3159.# 12%
0.4' Total Load D+L
TL Deflection 0.1547" 0.6229" 0966
6.61' Total Load D+L
LL Deflection 0.1156" 0.4153" L/999+
6.61' Total Load L
Control: LL Deflection
DOLS: Live=100% Snow=115% Roof=125% Wind=160%
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table
All product names are Irademaresof Iheirrespective owners
Doug Hodgins
rk Miles Inc.
Copyright (C) 2013 by Simpson Slmng-Tie Company Inc ALL RIGHTS RESERVED.
"Passing is defined aswhen the member, floorjoisl, beam .,girshown on son thisdrawing meets applicable design aitena for Loads, Loading Conditions, and
The design must be reviewed bya qualified designer ordesign pmfessonal as required for approval. Thisdesige assumes product installation aauNing to the manufacturers
Spans listed on this sheet. 21 West .St.
West Hatfield Ma.
es strucnnfe"12.(X.13tBuild 11 Normand092414 - Level 8
kmBeam Endue -1.610
Materials Database 1.192
10-23-14
3:44pm
2 of 5
Member Data
Description: CalcG3 Member Type: Girder
Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed
Member Weight: 4.7 PLF
Filename: Q:Wormand09
Other Loads
Type Trib. Other
Dead
(Description) Side Begin End Width Start
End Start End
Category
Replacement Uniform (PLF) Top 0' 0.00" 13' 1.88" 27
7
Live
Replacement Uniform (PLF) Top 0' 0.00" 13' 2.75" -53
-13
Live
Replacement Uniform (PLF) Top 0' 0.00" 13' 2.75" 27
7
Live
Replacement Uniform (PLF) Top 0' 0.00" 13' 2.75" 40
13
Live
Replacement Uniform (PLF) Top 13' 1.88" 13' 2.75" 27
7
Live
Point (LBS) Top 0' 4.63" 0
91
Live
Point (LBS) Top 0' 4.63" 0
93
Live
Point (LBS) Top 0' 4.63" 96
74
Live
Point (LBS) Top 12' 10.13" 0
91
Live
Point (LBS) Top 12'10.13" 101
78
Live
Point (LBS) Top 12' 10.13" 191
148
Live
Point (LBS) Top 12' 10.13" 221
143
Live
13 212
13 212
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500"
1132# -30#
2 13' 2.750" Wall N/A NIA 1.500"
1749# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to eanying members
Live Dead
1 677# 454#
2 1094# 655#
Design spans
12' 5.500"
Product: 1-3/4x9-1/2 VERSA -LAM 2.0 3100 SP 1 ply
PASSES DESIGN CHECKS
NOTE: Pass-thru framing is required at point loads over bearings.
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 2421.'# 6979.'# 34%
6.61' Total Load D+L
Negative Moment 1200.'# 6979.# 17%
6.61' Total Load D+L
Shear 679.# 3159.# 21%
12.22' Total Load D+L
TL Deflection 0.2705" 0.6229" U552
6.61' Total Load D+L
LL Deflection 0.2023" 0.4153" U738
6.61' Total Load L
Control: LL Deflection
DOLS: Live=100% Snow --115% Roof=125% Wind=160%
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table
All product names are trodemadaof their respective owners
Doug Hodgins
rk Miles Inc.
Copyright (C) 2013 by Simpson Siemg-Tie Company Inc ALL RIGHTS RESERVED. 21 West .St.
'-p-seg is defined as when the member, ftoorioist, bean; or girde[ shown on this drawing meets applicable design orlena for Loads, Loading Conditions. and Spans listed on this sheet.
The design must be mvievred by a qualified designer or design professional as required for approval This design assumes product installation acmNing to the manufaaurar s VVPSt HatflBlrl Me
CS Smtcwe"I106.13(Btuld )I Nonnand092414 - Level 8
10-23-14
IanBeamElinne 4.6.1.0
Materials Database 1492
3:44pm
I of 5
Member Data
Description: CalcG2 Member Type: Girder
Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: 0360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed
Member Weight: 17.6 PLF
Filename: Q:\Normand09
Other Loads
Type Trib. Other
Dead
(Description) Side Begin End Width Start
End Start End Category
Replacement Uniform (PLF) Too 0' 0.00" 13' 2.00" 225
75
Live
Replacement Uniform (PLF) Too 0' 0.00" 13' 2.00" 260
65
Live
Point (LBS) Top 0' 4.63" 1641
995
Live
Point LBS TOO 12'11.88" 1641
995
Live
17,
1320
O
i
13 2 0
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500"
6686#
2 13' 2.000" Wall N/A N/A 1.500"
6686#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 4698# 1988#
2 4698# 1988#
Design spans
12' 7.250"
Product: 1-3/4x11-7/8 VERSA -LAM 2.0 3100 SP 3 ply
PASSES DESIGN CHECKS
NOTE: Pass-thru framing is required at point loads over bearings.
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 12761.'# 33189.'# 38%
6.69' Total Load D+L
Shear 3414.# 11845.# 28%
12.36' Total Load D+L
TL Deflection 0.2490" 0.6302" 0607
6.69' Total Load D+L
LL Deflection 0.1880" 0.4201" 0804
6.69' Total Load L
Control: LL Deflection
DOLS: Live=100% Snow --115% Roof=125% Wind=1601/.
Design assumes a repetitive member use increase in bending stress: 4
Manufacturers installation guide MUST be consulted for multi -ply connection details and alternatives
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table
All pmtluct names are trademahsof theirrespeaive owcers
Doug Hodgins
rk Miles Inc.
Copyright (C) 2013 by Simpson Strong -Te Company Inc ALL RIGHTS RESERVED.
21 West
—Passing is defined as when the member, ftoorloist, beam or girder, shown on this drawing meets applicable design unteda for Loads, Loading Conditions. and
Spans listed on this sheet. .St.
The design must be reviewed by a qualified designer or d-ign professional as required for appmval. This design assumes pmtluct uslatlation aoarrding to the
manufacturer's West Hatfield Ma.
CS Stnxtze"Q.06.11tBuild 11 Normand092414 - Level 6
10-23-14
kmBeamEngme 4.6.1.0
4:17pm
Materials Database 1492
loft
Member Data
Description: CalcI35 Member Type: Beam
Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: (See Below)
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed
Member Weight: 17.6 PLF
Filename: Q:\Normand09
Other Loads
Type Trib. Other
Dead
(Description) Side Begin End Width Start
End Start End
Category
Replacement Uniform (PLF) Too 0' 0.00" 13' 3.00" 703
176
Live
Point (LBS) Top 0' 7.13" 4774
1989
Live
Point LBS Top 12'10.38" 4774
1989
Live
13 3 O
Q
13 3 0
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Wap N/A N/A 3.114"
12261#
2 13' 3.000" Wall N/A N/A 3.114"
12261#
Maximum Load Case Reactions
Used forapplying point loatls (orline loads) to caoyng members
Live Dead
1 9086# 3175#
2 9086# 31754
Design spans
12' 3.250"
Product: 1-3/4x117/8 VERSA -LAM 2.0 3100 SP 3 ply
PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
No lateral bracing required along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 16868,'# 33189.'# 50%
6.73' Total Load D+L
Shear 4612.# 11845.# 38%
0.6' Total Load D+L
TL Deflection 0.3120" 0.6135" U471
6.73' Total Load D+L
LL Deflection 0.2447" 0.4090" U601
6.73' Total Load L
Control: LL Deflection
DOLS: Live=1001/6 Snow -115% Roof=125% Wind=160%
Design assumes a repetitive member use increase in bending stress 4 e/
Manufacturers installation guide MUST be consulted for multi -ply connection details and alternatives
All pmdua names am trademarks of their respective owners
Doug Hodgins
rk Miles Inc.
rk
Copyright (C) 2013 by Simpson Slmng-Te Company Inc ALL RIGHTS RESERVED.
West St.
"Passing is defined as when the member, Voorjoist. beam orgitde[ shown on this drawing meets applicable design on eda for Loads, Loading Conditions, and Spans listed on this sheet.
The design must be reviewed by a qualified designer or design professional as required for approval. Thisdesign assumes product installation according to the manufacturers Wact Hatfialri Ma
CS Structwer'r206.13[fiad 11 Normand092414 - Level 6
10-23-14
Ian]EleamEntnne 4.6.1.0
Materials Database 1492
4:16pm
3 of 3
Member Data
Description: CalCG7 Member Type: Girder
Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: U360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed
Member Weight: 4.7 PLF
Filename: Q:Wormand09
Other Loads
Type Trib. Other
Dead
(Description) Side Begin End Width Start
End Start End
Category
Replacement Uniform (PLF) Top 0' 0.00" 0' 5.50" 27
7
Live
Replacement Uniform (PLF) Top 0' 0.00" 13' 2.75" 27
7
Live
Replacement Uniform (PLF) Top 0' 5.50" 9' 4.75" 13
3
Live
Replacement Uniform (PLF) Top 9' 4.75" 13' 2.75" 27
7
Live
Point (LBS) Top 0' 4.63" 0
68
Live
Point (LBS) Top 0' 4.63" 189
82
Live
Point (LBS) Top 0' 4.63" 221
325
Live
Point (LBS) Top 0' 4.63" 917
357
Live
Point (LBS) Top 9' 3.88" 123
53
Live
Point (LBS) Top 12'10.13" 0
69
Live
Point (LBS) Top 12' 10.13" 0
162
Live
Point (LBS) Top 12' 10.13" 0
182
Live
Point LBS Top 12' 10.13" 376
230
Live
13 212
13 212
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500"
2555# --
2 13' 2.750" Wall N/A N/A 1.500"
1533#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Live Dead
1 1615# 939#
2 751# 782#
Design spans
12' 5.500"
Product: 1-3/4x9-1/2 VERSA -LAM 2.0 3100 SP 1 ply
PASSES DESIGN CHECKS
NOTE: Pass-thru framing is required at point loads over bearings.
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 1440.'# 6979.'# 20%
7.86' Total Load D+L
Shear 458.# 3159.# 14%
12.22' Total Load D+L
TL Deflection 0.1608" 0.6229" LJ929
6.61' Total Load D+L
LL Deflection 0.1167" 0.4153" L/999+
6.61' Total Load L
Control: LL Deflection
DOLS: Live=100% Snow --115% Roof=125% Wind=160%
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table
All product names are trademao s of their mspedive owners
Doug Hodgins
rk Miles Inc.
Copyright (C) 2013 by Simpson Simng-Tie Company Inc ALL RIGHTS RESERVED. 21 West St.
embefloor joist, beam or girder shown on this drawing meets applicable design rnteria for Loads, Loading Conditions, and Spans listed on this sheet.
^Passing is defined as when the member
The design must be reviewed by a ouahlied desmoer of d—an orommonal as maoired for approval. This desion assumes product installation aartrtling to the manufacturers Vl/act Haffiak1 Ma
CS Smll2.06.13[Bndd II Normand092414 - Level 6
10-23-14
lanBeamEngine 4.6.1.0
�' 16pm
Maiemt; Database 1492
2of3
Member Data
Description: CalcG6 Member Type: Girder
Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed
Member Weight: 4.7 PLF
Filename: Q:\Normand09
Other Loads
Type Trib. Other
Dead
(Description) Side Begin End Width Start
End Start End
Category
Replacement Unfform (PLF) Top 0' 0.00" 3'10.00" 27
7
Live
Replacement Uniform (PLF) Top 0' 0.00" 13' 2.75" 27
7
Live
Replacement Uniform (PLF) Top 3'10.00" 13' 1.88" 13
3
Live
Replacement Uniform (PLF) Top 13' 1.88" 13' 2.75" 27
7
Live
Point (LBS) Top 0' 4.63" 0
69
Live
Point (LBS) Top 0' 4.63" 0
162
Live
Point (LBS) Top 0' 4.63" 0
182
Live
Point (LBS) Top 0' 4.63" 110
84
Live
Point (LBS) Top 0' 4.63" 192
144
Live
Point (LBS) Top 3'10.88" 123
53
Live
Point (LBS) Top 12' 10.13" 0
58
Live
Point (LBS) Top 12' 10.13" 179
78
Live
Point (LBS) Top 12'10.13" 221
325
Live
Point (LBS) Top 12'10.13" 586
279
Live
13 212
_ ®y
13 212
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500"
1457#
2 13' 2.750" Wall N/A NIA 1.500"
2121#
Maximum Load Case Reactions
Used for applying point loads (or line loads) to rsrrying members
Live Dead
1 678# 780#
2 1274# 847#
Design spans
12' 5.500"
Product: 1-3/4x9-1/2 VERSA -LAM 2.0 3100 SP 1 ply
PASSES DESIGN CHECKS
NOTE: Pass-thru framing is required at point loads over bearings.
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 1440.'# 6979.'# 20%
5.37' Total Load D+L
Shear 458.# 3159.# 14%
0.4' Total Load D+L
TL Deflection 0.1608" 0.6229" U929
6.61' Total Load D+L
LL Deflection 0.1167" 0.4153" U999+
6.61' Total Load L
Control LL Deflection
DOLS: Live=1000/. Snow --115% Roof=125% Wind --160%
Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table
All product names am. trademarks or their mspogiwe owners
Doug Hodgins
rk Miles Inc.
Copyright (C) 2013 by Simpson Strong -Tie Company Inc ALL RIGHTS RESERVED.
21 West St.
"Passing is defined as when the member, tloorjoist , 1111or girder shown on this drawing meets applicable design ontena for Loads, Loading Conditions. and Spans listed on this sheet,
rn> nosn� mn nP r..iewxf n� a mialitied desinnerordesmn omtessional as reouiretl foraoomval. This desion assumes product installation according to the manufacturers Wpct HAtftplri Ma
CS Sharchsel"i 2.06.13(Btuld II \otmand092414 - Level 6
10-23-14
kin BeamEngine 4.6. I.0
4:16pin
Materials Darabaa 1492
1 of 3
Member Data
Description: CalCG4 Member Type: Girder
Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry
Building Code: IBC/IRC
Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 0 PLF Deck Connection: Nailed
Member Weight: 4.7 PLF
Filename: Q:Wormand09
Other Loads
Type Trib. Other
Dead
(Description) Sido Begin End Width Start
End Start End Category
Replacement Uniform PLF Top 0' 0.00" 3' 9.50" 77
19 Live
3 9 8
0
® i
3 9 8
Bearings and Reactions
Input Min
Gravity Gravity
Location Type Material Length Required
Reaction Uplift
1 0' 0.000" Girder N/A N/A N/A
161# -
2 3' 9.500" Girder N/A NIA N/A
161# -
Maximum Load Case Reactions
Used for applying point toads (or line toads) to carrying members
Live Dead
1 123# 36#
2 123# 38#
Design spans
3' Z500"
Product: 1-3/4x9-1/2 VERSA -LAM 2.0 3100 SP 1 ply
PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 129.'# 6979.'# 1%
1.9' Total Load D+L
Shear 824 3159.# 2%
0.3 Total Load D+L
TL Deflection 0.0010" 0.1604" U999+
1.9' Total Load D+L
LL Deflection 0.00101, 0.1069" U999+
1.9' Total Load L
Control: Shear
DOLS: Live=1001/. Snow --115% Roof=125% Wind=160%
Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design.
All product names are hademaiksof thenrespective owners
Doug Hodgins
rk Miles Inc.
Copyright (C) 2013 by Simpson Strong -Tie Company Inc. ALL RIGHTS RESERVED.
21 West t.
"Passing is defined aswhen the member, 1loorjoist, hears orgifier, shown on this drawing meets applicable design mteria for Loads, Loading Conditions, and Spans listed on this sheet, .CJ
rno rincinn rt,d nP ,ai>wad n�a n.iahfi,d degnner nrrt.... omfi—onal as muuimd for aoareval. Thisdesiun assumes product installation aonorminq to the manufacturers iAhi Hatfiald Ma
MUNICIPAL STORM DRAIN AVAILABILITY APPLICATION
Northampton Department of Public Works
125 Locust Street
Northampton, MA 01060 SD 03—) 6
A Department of Public Works Trench Permit and Storm Drain Ent Permit shall be required
P r3' 9
prior to any construction or connection activity associated with this application.
Location: Oe -0 50077-1' S`—Re-67-
.
Inquiry Made By: ,z/_ife �,-4o7J y gw,,- Date of Inquiry l���Y
r
GL(Y)
Size of of Proposed Connection: 7 Material: ?r6:
(Attach plan and specifications of proposed connection
Source of Drainage Proposed to Discharge to Municipal Drain System:
Driveway/Parking Lot Exterior Foundation/Footing Drain Roof
A111 Sump Pump (Clean Discharge Agreement attached: )
Other (describe
Type of Mitigation Prior to Connection to Municipal Drain System (check all that apply):
Flow Reduction (i.e. infiltration, detention systems):�.0 �Lc=✓ '��.��r/:7Un%
Water Quality Treatment: /_Ca 0i M o nGia c[
Applicant fill out down to this line
--.9!1296 -------------------------------------------------------------------------------- -- - - -- ---
For office Use Only below this line
Municipal Storm Drain Available
Size of Municipal Drain Line
Type of Service Connection:
Comments:
Yes No
Material:
Tie-in to Storm Drain Manhole
Age:
Tie-in to Catch Basin
A corresponding "storm drain entrance fee" shall be paid prior to making any connection to the municipal drain
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.
7
JH
1"n Hall, Sewer Department
Cc: Ned Huntley, Director DPW
Louis Hasbrouck, Building Commissioner
DM �fAi! I 19/�P'/ I �
Doug McDonald,tngineering Department
1
0,44 ✓-�_V_ yr sed
MUNICIPAL SEWER/ AVAILABILITY APPLICATION
Northampton Streets Department
125 Locust Street
Northampton, MA 01060
587-1570
A Department of Public Works Trench Permit and Sewer Entry Permit shall be required
prior to any construction or connection activity associated with this application.
Location:
Inquiry Made By:
Date of Inquiry:
Reason for
Request:
62 Old South Street
Polly Normand 413-218-1162
New Construction
Municipal Sewer Main in Front of Location:
Municipal Storm Drain Available: 5 % deep
9/30/14
Hook into City Utilities
Yes _ No
Yes _ No
Size of Sewer Main: / Material: Age:
Depth of Sewer Main: r
C' �
Length of Sewer Main:
Size of Service Connection: U lyj<n�i��v
Type of Service Connection:
Tie-in to Sanitary Main
Comments:
Tie-in to Sanitary Stub _(
City Requires 6" cleanout installed at City Property Line
Note: If this availability is for new construction, this form must be hand delivered to
Building Inspector.
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.
J, go
John Hall /
Sewer Department /
cc: Ned Huntley, Director DPW
Louis Hasbrouck, Building Commissioner (50
MUNICIPAL WATER AVAILABILITY APPLICATION
Northampton Water Department
237 Prospect St.
Northampton, MA 01060
587-1097
A Department of Public Works Trench Permit shall be required prior to any construction or
connection activity associated with this application.
Location:
62 Old South Street
Inquiry Made By:
Polly Normand 413-218-1162
9/30/14
Date of Inquiry:
Number of
Type of
Single Family x
Type of
Private x
Units:
1
Units
�):
Apart.
Ownership:
P:
Condo
Multi -family
Rental
Municipal Water Main in
Existing service to
Front of Location? Yes: X No: site? Yes: No: X
Size of Water Main: 8" Material: Ductile Iron Age: 1992
Approximate Static Street Flow Test Conducted: Yes: No: X
Pressure: 110psi If done attach results
Size of Service Connection 1" — Connection to be made on Fruit Street
Suggested Meter Size: 5/8"
Comments: The Water Department cannot guarantee adequate water pressure during peak demand
times at elevations above 320 feet.
• A corresponding water entrance fee shall be paid prior to making any connection to the municipal water
system.
• Arrangements of such installation shall be made with the Northampton Water Department with a minimum
of 5 working days notification.
•
All work orm to Northampton Water Department specifications.
6ego R. Nuttelman, Superintendent of Water Dept.
Water Entry $ 200 Meter $ 100 Radio $ 100
cc: Ned Huntley, Director
Note: If this availability is for a new construction, it must be hand delivered to the Building
Inspector.
`aitn„' n % ['erm, its%\V aier A )i z_ 4L'or.'�Niater Av.Jlabilit-
.c c
An* A 'wf
Permit No. D06-15
Conditions: Driveway Permit
In lieu of plan approved by the 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 I
will at no expense to the City remove and replace the driveway as directed by the City
Engineer.
By:
LE2,t,A
"'
Petitioner Sign Mu9re
Name: Polly Normand
Address: 3 Fruit Street, Northampton, MA
413-218-1162
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.
For Commercial and Industrial applicants, a plan showing the proposed driveway with
grades, location and Planning Board permits are required.
Cc: Building Inspector
2 2
Permit No. D06-15
CITY OF NORTHAMPTON, MA
DRIVEWAY PERMIT
Date: 9/30/14
Check #: 3/� �
FEE: $250.00
THE BOARD OF PUBLIC WORKS
Driveway must be staked and house & lot number posted
The undersigned respectfully petitions your honorable body for: A new curb cut
Permission to install a driveway at: 62 Old South Street
Fifteen (15) foot maximum width at the street line. Gutter drainage not to be disturbed. All
Drainage shall be directed off the driveway surface to adjacent land and not on the existing
Roadway. Driveway surface to be paved as soon as possible if the grade of the proposed
Driveway exceeds 3% or more. Homeowners will be held responsible for any cost to the City
of Northampton in the event of a washout of this driveway. Code of Ordinances §350-8 8
providing standards for private, individual driveways as amended by the City Council
on October 15, 2009, must be followed.
_ _ �; Proposed Location Inspection
Lo
Pollv Normand
-21 -
• Gravel Base Grade Inspected By:
Final Approval:
THE BOARD OF PUBLIC WORKS voted that petition be granted.
Cc: Building Inspector
(SUBJECT TO ATTACHED CONDITIONS 1 & 2)
Edward S. Huntley, P.E.
Director of Public Works
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CERTIFICATE OF LIABILITY INSURANCE 1'0/8/2014
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS
CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES
BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(SI. AUTHORIZED
REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. _
fMPORTANT: If the certificate holder is an ADDITIONAL INSURED. the poficy(ies) must be tndarsed. It SUBROGATION IS WAIVED, subject to the
terms and conditions of the policy. certain policies may require an endorsement. A statement on this certificate does not confer rights to the
certificate holder in lieu of Such endorsement(s).
CG^.rAt'
P';. Cil':Ek ` AMf
BERKSHIRE INS. GROUP, INC (888) 780-5382 866-828-2424 Certificate@hanoveccom
PO BOX 4889 A r ., L,"C .. 1
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PITTSFIELD,MA 01202 INSURERIS,AFFORDINGCovrRAGE +Alert
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STEPHEN B ALBERTSON
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P O BOX 971
GREENFIELD. MA 01302
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CERTIFICATE_ NUMBERREVISION
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CERTIFICATE HOLDER
Polly Normand
62 Old South Street
Northampton, MA 01060
5 1,000.000
300,000
08/0612014 08/06/2015 ` ^�+ �,�.,, x 5.000
1,000.000
2,000.000
s 2,000,000
l
k• ...... :. 100,000
09/17/2014 09117/2015 300,000
100,000
CANCELLATION
SHOULD ANY Or THE ABO=iE DESCRIBED POLICIES EE CANCEL,.ED SEGORE
THE ExPsRA T ION DATE THEREOF NOTICE VOL BE DELIll ERF7 tN
ACCORDANCE VOTH'HE POLICY PROVISIONS
1988-2010 ACORD CORPORATION All rights reserved
ACORD 25 (2010'05) The ACORD name and Ingo are reglstwed marks of ACORD
GSA- � �2
a
Ac RO it7® CERTIFICATE OF LIABILITY INSURANCE F DATE(MMfDDlYYYY)
10108/2014
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS
CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND, OR ALTER THE COVERAGE AFFORDED BY THE POLICIES
BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED
REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER.
IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to
the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the
certificate holder in lieu of such endorsement(s).
PRODUCER 055084 - 003 NAME CT _.
Berkshire Insurance Group Inc PHONE
E,1 (413) 773-9913 F IXC, No (413) 774-5708
P O Box 4889 ADDR
Pittsfield. MA 01202 ESS' BIGCLinfo@berkshireinsurancegroup Com
THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD
INDICATED. NOTWITHSTANDING ANY REQUIREMENT. TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS
CERTIFICATE MAY BE ISSUED OR MAY PERTAIN THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS.
EXCLUSIONS AND CONDITIONS OF SUCH POLICIES, LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
(ITR _ TYPE OF INSURANCE INSR,SUER -...POLICY NUMBER _ - ( MlODIYYEYFYY) .-jMM1b I) YY) -... _ ,.,,-... LIMITS _-.-.....-_.
GENERAL LIABILITY EACH OCCURRENCE S
---
COMMERCIAL GENERAL LIABiL1Ty DAMAGE TO REr. TEO PREh"(SES LEa occuuence,..-$_ -.
CLAIMS'-MADF C,CC nR MED EXP (Any one Iuason) S
PPRSONAI. A, ADV INJURY _. S
GENERAL AGGREGATE 5 -
GEIJ'L A3GREGA'E 0,111 APPLIES PER PRODUCTS-CCIMPIDPAGG S
.. POLICY PRT LC'C
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INSURERS) AFFORDING COVERAGE. - .... NAIC 0 _.
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COMBINED SINGLE LIMIT
A.I.M. Mutual Insurance Company..
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..INSURER A
,
INSURED_.._.
INSURER B:
S
Stephen Albertson
-- -_-
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AUTOS _ AUTOS
NON C:' JE --PROPERTY
,INSURER C
- - -
49 Birch Street
INSURER D:
_.
Greenfield, MA 01301
.. UMBRELLA UAB.. �':CCI!'�t
INSURER E.
INSURER F
... -..
COVERAGES CERTIFICATE NUMBER:
461GRE6ATE
REVISION NUMBER:
THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD
INDICATED. NOTWITHSTANDING ANY REQUIREMENT. TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS
CERTIFICATE MAY BE ISSUED OR MAY PERTAIN THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS.
EXCLUSIONS AND CONDITIONS OF SUCH POLICIES, LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
(ITR _ TYPE OF INSURANCE INSR,SUER -...POLICY NUMBER _ - ( MlODIYYEYFYY) .-jMM1b I) YY) -... _ ,.,,-... LIMITS _-.-.....-_.
GENERAL LIABILITY EACH OCCURRENCE S
---
COMMERCIAL GENERAL LIABiL1Ty DAMAGE TO REr. TEO PREh"(SES LEa occuuence,..-$_ -.
CLAIMS'-MADF C,CC nR MED EXP (Any one Iuason) S
PPRSONAI. A, ADV INJURY _. S
GENERAL AGGREGATE 5 -
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COMBINED SINGLE LIMIT
S
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E L DISEASE - EA EMPLOYEE.
S 100,000.00
It es ri—;'he under
E L DISEASE - P'OL CY LIMIT
S 500,000.00
DESCRIPTION OF OPERATIONS below
.-
DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (Attach ACORD 101. Additional Remarks Schedule. A more space is required;
CERTIFICATE HOLDER �ran� CSL to 1 wry
Polly Normand
62 Old South Street SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE
Northampton, MA 01060 THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN
ACCORDANCE WITH THE POLICY PROVISIONS.
AUTHORIZED REPRESENTATIVE
ACORD 25 (2010/05) The ACORD name and logo are registered marks of ACORD
Informati®n and Instructions
Massachusetts General Laws chapter 152 requires all employers to provide workers' compensation for their employees.
Pursuant to this statute, an employee is defined as "...every person in the service of another under any contract of hire,
express or implied, oral or written."
An employer is defined as "an individual, partnership., association, corporation or other legal entity, or any two or more
of the. foregoing engaged in a joint enterprise, and including the legal representatives of a deceased employer, or the
receiver or trustee of an individual, partnership, association or other legal entity, employing employees. However the
owner of a dwelling house having not more than three apartments and who resides therein, or the occupant of the
dwelling house of another who employs persons to do maintenance, construction or repair work on such dwelling house
or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer."
MGL chapter 152, §25C(6) also states that "every state or local licensing agency shall withhold the issuance or
renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any
applicant who has not produced acceptable evidence of compliance with the insurance coverage required."
Additionally, MGL chapter 152, §25C(7) states "Neither the commonwealth nor any of its political subdivisions shall
enter into any contract for the performance of public work until acceptable evidence of compliance with the insurance
requirements of this chapter have been presented to the contracting authority."
Applicants
Please fill out the workers' compensation affidavit completely, by checking the boxes that apply to your situation and, if
necessary, supply sub -contractors) name(s), address(es) and phone number(s) along with their certificate(s) of
insurance. Limited Liability Companies (LLC) or Limited Liability Partnerships (LLP) with no employees other than the
members or partners, are not required to cavy workers' compensation insurance. If an LLC or LLP does have
employees, a policy is required. Be advised that this affidavit may be submitted to the Department of Industrial
Accidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit should
be returned to the city or town that the application for the permit or license is being requested, not the Department of
Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers'
compensation policy, please call the Department at the number listed below. Self-insured companies should enter their
self-insurance license number on the appropriate line.
City or Town Officials
Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom
of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant.
Please be sure to fill in the permit/license number which will be used as a reference number. In addition, an applicant
that must submit multiple permit/license applications in any given year, need only submit one affidavit indicating current
policy information (if necessary) and under "Job Site Address" the applicant should write "all locations in (city or
town)." A copy of the affidavit that has been officially stamped or marked by the city or town may be provided to the
applicant as proof that a valid affidavit is on file for future permits or licenses. A new affidavit must be filled out each
year. Where a home owner or citizen is obtaining a license or permit not related to any business or commercial venture
(i.e. a dog license or permit to burn leaves etc.) said person is NOT required to complete this affidavit.
The Office of Investigations would like to thank you in advance for your cooperation and should you have any questions,
please do not hesitate to give us a call.
The Department's address, telephone and fax number:
The Commonwealth of Massachusetts
Department of Industrial Accidents
Office of Investigations
1 Congress Street, Suite 100
Boston, MA 02114-2017
Tel. # 617-727-4900 ext 406 or 1-877-MASSAFE
Revised 7-2010 Fax # 617-727-7749
www.mass.gov/dia
The Commonwealth of Massachusetts
Department of Industrial Accidents
( Office of Investigations
1 Congress Street Suite 100
Boston, MA 02114-2017
www.mass.gov/dia
Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers
Applicant Information Please Print Le6ibly
Name (Business/Organization/Individual): Po f 1.e d
Address:
City/State/Zip:
Are you an employer? Check the appi
1. ❑ I am a employer with
employees (full and/or part-time).
2. ❑ I am a sole proprietor or partner-
ship and have no employees
working for me in any capacity.
[No workers' comp. insurance
quired.]
3. 1 am a homeowner doing all work
myself. [No workers' comp.
insurance required.]
61ob p
Phone #:
priate box:
4. ❑ I am a general contractor and I
have hired the sub -contractors
listed on the attached sheet.
These sub -contractors have
employees and have workers'
comp. insurance.1
5. ❑ We are a corporation and its
officers have exercised their
right of exemption per MGL
c. 152, § 1(4), and we have no
employees. [No workers'
insurance required.]
Type off oject (required):
6. ['New construction
7. ❑ Remodeling
8. ❑ Demolition
9. ❑ Building addition
10.❑ Electrical repairs or additions
11.❑ Plumbing repairs or additions
12.❑ Roof repairs
13.❑ Other
*Any applicant that checks box # 1 must also fill out the section below showing their workers' compensation policy infonnation.
t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such.
#Contractors that check this box must attached an additional sheet showing the name of the sub -contractors and state whether or not those entities have
employees. If the sub -contractors have employees, they must provide their workers' comp. policy number.
I anz an employer that isprovidin; workers' compensation insurance for nzy employees. Below is thepolicy and job site
information.
Insur-nce Company Name:
Policy # or Self -ins. Lic. #:
Expiration Date:
Job Site Address: City/State/Zip:
Attach a copy of the workers' compensation policy declaration page (showing the policy number and expiration date).
Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a
fine up to $1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine
of up to $250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of
Investigations of the DIA for insurance coverage verification.
I do herebv certifv under the pains and
Phone #: ! I � -- "2_1 ? — / / (a `--
that the information: provided above is true and correct.
Official use only. Do not write in this area, to be completed by city or town official.
City or Town: Permit/License #
Issuing Authority (circle one):
1. Board of Health 2. Building Department 3. City/Town Clerk 4. Electrical Inspector S. Plumbing Inspector
6. Other
Contact Person: Phone #:
1
SECTION 8 - CONSTRUCTION SERVICES
8.1 Licensed Construction Supervisor: A
Name of License Holder: /-r �
`
7- f rNl�
Not Applicable ❑
0 �J I V 2-6
License Number
Address (
22 (
Expiration Date
Signature Telephone
9. Registered Home Improvement Contractor:
Not Applicable ❑
Company Name
Registration Number
Address
Telephone
Expiration Date
SECTION 10- WORKERS' COMPENSATION INSURANCE AFFIDAVIT (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.
ned Affidavit Attached Yes....... [Ir No...... ❑
11. - Home Owner Exemption
The current exemption for "homeowners" was extended to include Owner -occupied Dwellings of one (1) or two(2) families
and to allow such homeowner to engage an individual for hire who does not possess a license, provided that the owner acts
as supervisor. CMR 780, Sixth Edition Section 10835.1.
Definition of Homeowner: Person (s) who own a parcel of land on which he/she resides or intends to reside, on which there
is, or is intended to be, a one or two family dwelling, attached or detached structures accessory to such use and/ or farm
structures. A person who constructs more than one home in a two-vear period shall not be considered a homeowner.
Such "homeowner" shall submit to the Building Official, on a form acceptable to the Building Official, that he/she shall be
responsible for all such work performed under the building permit.
As acting Construction Supervisor your presence on the job site will be required from time to time, during and upon
completion of the work for which this permit is issued.
Also be advised that with reference to Chapter 152 (Workers' Compensation) and Chapter 153 (Liability of Employers to
Employees for injuries not resulting in Death) of the Massachusetts General Laws Annotated, you may be liable for person(s)
you hire to perform work for you under this permit.
The undersigned "homeowner" certifies and assumes responsibility for compliance with the State Building Code, City of
Northampton Ordinances, State and Local Zoning Laws and State of Ma chuse era] Law Annotated.
Homeowner Signature
SECTION 5- DESCRIPTION OF PROPOSED WORK (check all applicable)
New House IVAddition ❑ Replacement Windows Alteration(s) ❑ Roofing
Or Doors E3
Accessory Bldg. ❑ Demolition ❑ New Signs [O] Decks [0 Siding [p] Other [�]
Brief Description of Proposed tt
t LAL i
Wort : C e
Alteration of existing bedroom Yes __X.Z No Adding new bedroom Yes No
Attached Narrative Renovating unfinished basement Yes No
Plans Attached Roll - Sheet
6a. If New house and or addition to existing housing, complete the following:
a. Use of building: One Family V Two Family Other
b. Number of rooms in each family unit: Number of Bathrooms j
c. Is there a garage attached? 110
d. Proposed Square footage of new construction.ILK Dimensions �Y-0
e. Number of stories?
f. Method of heating?n. a S 1, o n rr C,c Fireplaces or Woodstoves Yl0 Number of each
g. Energy Conservation Compliance. Masscheck Energy Compliance form attached?
h. Type of construction iJoa d
i. Is construction within 100 ft. of wetlands? Yes Z No. Is construction within 100 yr. floodplain Yes No
j. Depth of basement or cellar floor below finished grade
/
k. Will building conform to the Building and Zoning regulations? Y Yes No.
1. Septic Tank City Sewer �.'/ Private well City water Supply �z
SECTION 7a - OWNER AUTHORIZATION - TO BE COMPLETED WHEN
OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT
1, as Owner of the subject
property
hereby authorize
to act on my behalf, in all matters relative to work authorized by this building permit application.
Signature of Owner Date
I,Po %.0 /v z s nn' a'r j a ..tea l %�� rhe.,- /�/n,r ,� d as Owner/Authorized
Ageht hereb 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 and penalties of perjury.
pains
�Q/ �rt-r"rYL
p �/ O ✓
Print Name
o... b9
L2—
Si natureof ner/Agent Dat
Section 4. ZONING
All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information
Existing
Proposed
Required by Zoning
This column to be filled in by
Building Department
Lot Size
9 5to
Frontage
Setbacks Front
Side
Rear
L: ' �R:
�0 l
Building Height
Bldg. Square Footage
%
j l S2
Open Space Footage
(Lot area minus bldg & paved
parking)
%
(�
/
# of Parking Spaces
Fill:
(volume & Location)
A. Has a Special Permit/Variance/Finding ever been issued for/ the site?
NO Q DONT KNOW 0 YES
IF YES, date issued: �� 3) 0 I V
IF YES: Was the permit recorded at the Registry of Deeds?
NO DONT KNOW ® YES 0
IF YES: enter Book Page and/or Document #
B. Does the site contain a brook, body of water or wetlands? NO DONT KNOW 0 YES
IF YES, has a permit been or need to be obtained from the Conservation Commission?
Needs to be obtained ® Obtained 0 , Date Issued:
C. Do any signs exist on the property? YES 0 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:
E. Will the construction activity disturb (clearing, grading, excavol5n, or filling) over 1 acre or is it part of a common plan
that will disturb over 1 acre? YES0 k-12
NO
IF YES, then a Northampton Storm Water Management Permit from the DPW is required.
j ;,----.`._
City of Northampton
Department use only
Status of Permit:
DE
r "�-=-(� 9 V J
(� �( OCT 2 9 2014
uilding Department
212 Main Street
Room 100
Curb Cut/Driveway Permit
Sewer/SepticAvailability
Water/Well Availability
rthampton, MA 01060
Two Sets of Structural Plans + /
Electric, P; ,�,�,On 41
ng &r u` Inspections
,o
-587-1240 Fax 413-587-1272
Plot/Site Plans
OtherSpeCify
APPLICATION TO CONSTRUCT, ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING
SECTION 1 - SITE INFORMATION
This section to be completed by office
1.1 Property Address:
:G2, Q ho {
Map Lot Unit
« Q
Zone Overlay District
Elm St. District CB District
SECTION 2 - PROPERTY OWNERSHIP/AUTHORIZED AGENT
2.1 Owner of Record:
Py I ly�� t�Y ttd t` ,` _ l\/�, rrtistr, b►_/I i tYt �`{P lJ
Name (Print)
,,2.
Current Mailing Address:
[Ignature
8�411-6! /0 ) 3�
Telephone
e t �j3� 6 2-
-1S—//
2.2 Authorized Anent:
Name (Print)
Current Mailing Address:
Signature
Telephone
SECTION 3 - ESTIMATED CONSTRUCTION COSTS
Item
Estimated Cost (Dollars) to be
Official Use Only
completed by permit applicant
1. Building,
(a) Building Permit Fee
2. Electrical
i
(b) Estimated Total Cost of
Construction from 6
3. Plumbing
Z
Building Permit Fee
4. Mechanical (HVAC)
5. Fire Protection
6. Total = (1 + 2 + 3 + 4 + 5)
1 (5.6
Check Number
This Section For Official Use Only
Date
BuildingIV
Permit Number.
Issued:
Signature:
Building Commissioner/Inspector of Buildings
Date
File # BP -2015-0500 -�ajialw
APPLICANT/CONTACT PERSON NORMAND PETER & POLLY 6Vc'
ADDRESS/PHONE 3 FRUIT ST NORTHAMPTON (413) 218-1162 Q
PROPERTY LOCATION 62 OLD SOUTH ST
MAP 3 1 D PARCEL 260 001 ZONE URC
THIS SECTION FOR OFFICIAL USE ONLY:
PERMIT APPLICATION CHECKLIST
ENCLOSED REQUIRED DATE
ZONING FORM FILLED OUT
Fee Paid
Building Permit Filled out
Fee Paid
Tyneof Construction: CONSTRUCT 2 STORY SFH W/PORCH
New Construction
Non Structural interior renovations
Addition to Existing
Accessory Structure
3 sets of Plar�l"Plot Plan
TH�FO6WING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON
I ION PRESENTED:
d Additional permits required (see below)
PLANNING BOARD PERMIT REQUIRED UNDER:§
Intermediate Project: Site Plan AND/OR
Major Project: Site Plan AND/OR
ZONING BOARD PERMIT REQUIRED UNDER:
Finding Special Permit
Special Permit With Site Plan
Special Permit With Site Plan
Variance*
Received & Recorded at Registry of Deeds Proof Enclosed
Other Permits Required:
Curb Cut from DPW
Septic Approval Board of Health
Water Availability Sewer Availability
Permit from Conservation Commission
Permit from Elm Street Commission
Well Water Potability Board of Health
Permit from CB Architecture Committee
Permit DPW Storm Water Management
D
_ C
Sig 4reofuilding ficial!i� 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.
62 OLD SOUTH ST BP -2015-0500
GIS #: COMMONWEALTH OF MASSACHUSETTS
Map. -Block: 3 1 D - 260 CITY OF NORTHAMPTON
Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS
Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A)
Category: New Single Family House BUILDING PERMIT
Permit # BP -2015-0500
Project # JS -2015-000862
Est. Cost: $399100.00
Fee: $1156.00 PERMISSION IS HEREB Y GRANTED TO:
Const. Class: Contractor: License:
Use Group: Homeowner as Contractor
Lot Size(sq. ft.): Owner. NORMAND PETER & POLLY
Zoning. URC Applicant: NORMAND PETER & POLLY
AT. 62 OLD SOUTH ST
Applicant Address: Phone: Insurance:
3 FRUIT ST (413) 218-1162-0
NORTHAMPTONMA01060 ISSUED ON:11/4/2014 0:00:00
TO PERFORM THE FOLLOWING WORK: CONSTRUCT 2 STORY SFH W/PORCH
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 Signature:
FeeType• Date Paid: Amount:
Building 11/4/2014 0:00:00 $1156.00
212 Main Street, Phone (413) 587-1240, Fax: (413) 587-1272
Louis Hasbrouck — Building Commissioner