31C-018 (5) 26 FORD CROSSING BP-2016-1081
GIs #: COMMONWEALTH OF MASSACHUSETTS
Map:Block: 31C-018 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-2016-1081
Project# JS-2016-001846
Est. Cost: $317409.00
Fee: $1326.00 PERMISSION IS HEREBY GRANTED TO:
Const. Class: Contractor: License:
Use Group: WRIGHT BUILDERS 070417
Lot Size(sn. ft.): 105371.64 Owner: WRIGHT BUILDERS
Zoning: Py(100)/SG b(100)/ Applicant. WRIGHT BUILDERS
AT. 26 FORD CROSSING
Applicant Address: Phone: Insurance:
48 Bates St (413) 586-8287 (116) Workers Compensation
NORTHAMPTONMA01060 ISSUED ON.•311512016 0:00:00
TO PERFORM THE FOLLOWING WORK.•CONSTRUCT SFH W/DET GARAGE/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 3/15/2016 0:00:00 $1326.00
212 Main Street, Phone(413)587-1240,Fax: (413)587-1272
Louis Hasbrouck—Building Commissioner
File#BP-2016-1081 0V-
APPLICANT/CONTACT PERSON WRIGHT BUILDERS
ADDRESS/PHONE 48 Bates St NORTHAMPTON01060(413)586-8287(116) t^
PROPERTY LOCATION 26 FORD CROSSING
MAP 31C PARCEL 018 001 ZONE PV(100)/SG b(100)//
THIS SECTION FOR OFFICIAL USE ONLY:
PERMIT APPLICATION CHECKLIST
ENCLOSED REQUIRED DATE
ZONING FORM FILLED OUT
Fee Paid -4 6 C 0, 7 7 2v
Buildiny,Permit Filled out J
Fee Paid
Tv_peof Construction: CONSTRUCT SFH W/DET GARAGE/PORCH
New Construction
Non Structural interior renovations
Addition to Existing
Accessory Structure
Buildinp,Plans Included:
Owner/Statement or License 070417
3 sets of Plans/Plot Plan 6 Oyr/C
THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON
INFORMATION PRESENTED:
Approved Additional permits required(see below)
PLANNING BOARD PERMIT REQUIRED UNDER:§
Intermediate Project: Site Plan AND/OR Special Permit With Site Plan
Major Project: Site Plan AND/OR Special Permit With Site Plan
ZONING BOARD PERMIT REQUIRED UNDER: §
Finding Special Permit Variance*
Received&Recorded at Registry of Deeds Proof Enclosed
Other Permits Required:
Curb Cut from DPW Water Availability Sewer Availability
Septic Approval Board of Health Well Water Potability Board of Health
Permit from Conservation Commission Permit from CB Architecture Committee
Permit from Elm Street Commission Permit DPW Storm Water Management
De
Signatu of Building ffi ial 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.
T
— Dep�ent I ISt only,
City of Northampton `
Building Department Carts�ucriveway Permlt },
212 Man Street iSSetnrgr/SeptiAv tlabiCty 0
Room 100Vatr/1�ti�+
rsP� c
Northampton, MA 01060
Structural ala
^^0106 413-587-1240 Fax 413-587-1272 I't�t/Si
f Other
APPLICATION TO CONSTRUCT,ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING
SECTION 1 -,SITE INFORMATION
1.1 Property Address: This section to be completed by office
Map Lot Unit
{vo wvi"o i ��P ��i� Zone Overlay District
Elm St.District CB District
SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT
2.1 Owner of Record:
Name(R\i t) Current Mailing Address:
H lam.Ski;_
Telephone
Signature
2.2 Authorized Agent:
t a�-r t ocn�1�� �� , /� r �� tom, •��
Name( int) \ Current Mailing Address:
Sig— (7...- ,- ;,nature Li 13
Telephone
SECTION 3-ESTIMATED CONSTRUCTION COSTS
Item Estimated Cost(Dollars)to be Official Use Only
completed by permit applicant
1. Building 'a 10 CL / ro (a) Building Permit Fee
2. Electrical ! (b) Estimated Total Cost of
b Construction from 6
3. Plumbing / p r Building Permit Fee
i
4. Mechanical (HVAC)
5. Fire Protection
� D
6. Total= 0 +2+3+4+5) 0 Check Number
This Section For!Official Use Only
Building Permit Number: bate
Issued:
Signature:
Building Commissioner/Inspector of Buildings Date
SECTION 5-DESCRIPTION OF PROPOSED WORK(check all applicable)
New House Addition ❑ Replacement Windows Alteration(s) Roofing ❑
Or Doors E3
Accessory Bldg. ❑ Demolition ❑ New Signs [0] Decks [C] Siding[p] Other[C1)
Brief Description of Propo ed
Work: U D` UAt
Alteration of existing bedroom Yes_X_No Adding new be room Yes No
Attached Narrative Renovating unfinished basement Yes No
Plans Attached Roll -Sheet
sa. If New house and or addition to existing housingi complete the followina:
a. Use of building : One Family Two Family Other
b. Number of rooms in each family unit: 46 Number of Bathrooms
c. Is there a garage attached? VID
d. Proposed Square footage of new construction. Dimensions Q. �--I(XY'J` � �
e. Number of stories?
t,�- M �`t�0
� p_'
Of. Method of heating? V4-1 Fireplaces or Woodstoves Number of each
g. Energy Conservation'Compliance. Masscheck Energy Compliance form attached?
h. Type of construction 4J
i. Is construction within 100 ft. of wetlands? Yes VNo. Is construction within 100 yr. floodplain Yes No
j. Depth of basement or cellar floor below finished grade O , + t
k. Will building conform to the Building and Zoning regulations? V Yes No/ j,fi�t� �
I. Septic Tank City Sewer Private well City water Supply
i/ �J1r-
SECTION 7a-OWNER AUTHORIZATION-TO BE COMPLETED WHEN
OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT
'7
I, '(X as Owner of the subject
property
hereby authorize 1,MNf f , Q(-, (� on
to act on my behalf, in all bers relative to work autho zed by this building permit application.
Signature of Owner` Date
1� n
I, " ` t Q r �V1 -Q t q)(k as Owner/Authorized
Agent here eclare that the stateme s and information on the foregoing application are true and accurate,to the best of my knowledge
and belief.
Signed under the pains and penalties of perjury.
Print Name
C//
�. 3-
Signature of O ner/Agent Date
\ , , `,VQ- 01,(W tzcor&c� 7��
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
Frontage
Setbacks Front
Side L: R: L: R:'_
Rear
Building Height
Bldg. Square Footage
Open Space Footage
(Lot area minus bldg&paved
parking)
#of Parkin S s
Fi]
olume&Location
A. Has a Special Permit/Variance/Finding ever been issued for/on the site?
NO DON'T KNOW 0 YES Q
IF YES, date issued:
IF YES: Was the permit recorded at the Registry of Deeds?
NO 0 DON'T KNOW 0 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 0
IF YES, has a permit been or need to be obtained from the Conservation Commission?
Needs to be obtainedra Obtained , Date Issued:
C. Do any signs exist on the property? YES NO
IF YES, describe size, type and location:
D. Are there any proposed changes to or additions of signs intended for the property? YES I NO
IF YES, describe size, type and location: ,
E. Will the construction activity disturb(clearing, grading, excavation, or filling)over 1 acre or is it part of a common plan
that will disturb over 1 acre? YES Q NO
IF YES,then a Northampton Storm Water Management Permit from the DPW is required.
L
SECTION 8-CONSTRUCTION SERVICES
8.1 Licensed Construction Supervisor: Not Ap�plicabley ❑
Name of License Holder: i 1 �' ✓� 1Aa i`\ o lliC) t'!I
License Number
Address Expiration bate
Signature Telephone
9.Re !stored Home Improvement Contractor: Not Applicable ❑
153 fo
Company _ e Registration Number
Addres Expiration bate
Telephone
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.
Signed Affidavit Attached Yes....... 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 108.3.5.1.
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-year 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 buildine 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 Massachusetts General Laws Annotated.
Homeowner Signature
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: Civ :(LD C4eltS1511 < �--
The debris will be transported by:
The debris will be received by:
Building permit number:
Name of Perm' pi ant 61`s }mac.-AnAx'j/ V*1c(�`}f-�-�itll(�p�"w�
Date Signature of Permit Applicant
14
DE':*ai?d=Ni OF 31:1LDftiG INS?=w'1CNS
212 Main St:eet ' Municip
INSPcC OP al Building
Northampton, Mass. 01060
Scuare Footage
Amacunt
ist __ccz: @ , 50 0 3l�• 0
1/2 -1cars, Attic, Garage,
De-;c, Porches ,�-o
r
r
4' '
reb. M ZUlb 11 :52AM Northampton Water Dept No- 1221 P. 3
MUNICIPAL WATER A'V'AILABILITY APPLICATION
Northampton Waiter Department
237 Prospect St
Northamptan,'MA 01060
587-1097
A Department of Public Worla Trench Permit shall be required prior to any construction or
connection activity associated with this application.
Location: 26 FORD CROSSING
Inquiry Made 11y: WRIGHr BUIIDERS, LINDA 586-8287 X 116
Date of Inquiry: 2/12/16
Number of Type of Single Family X Type of Private
Units: Unit(s): Apart, Comm. Ownership
• Condo X
Multi-family Rental
tAnnlicant to iill not the ahnval
Municipal Water Main in Existing servico to
Front of Location? 'Y'es:X No: site? Yes:X No:
Size of Water Main: 8" Material: Ago; 2012
Approximate Static Street Flow Test Conducted:Yes: No:X
Pressure: 80psi If done attach results
Size of Service Connection 1"
Suggested Meter Size: 5/8"
Comments: The Water Deportment cannot guarantee adequate water pressure during peak demand
times at elevations above 320 feet. Master deed most show coauMon ownership of this water service,
• A corresponding water entrance fee shall be paid prior to making any connection to the munieipal water
• Arrangements of such installation shall be made with the Northampton Water Depm nnentwith a minimum
of 5 working days notification.
• All 1york shat to Northampton Water Depotment specifications.
Ore ln`a a Superintendent of Water Dept.
Water Entry$ 200 Meter S 130 Radio S 135
cc: Ned Huntley,Director
N_ gte:If this Availability is for a new construction,it must be hand delivered to the Building
Uspector.
\\smb hadminTermits\Water App)ication\WAtcr Availability.doe (�
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 activIV associated with this application.
Location:
26 Ford Crossing
Date of Inquiry:
2/12/16 Wright Builders
Reason for
Request: New construction
Municipal Sewer Main in Front of Location: Yes No
Municipal Storm Drain Available:5 Y2 deep Yes No
Size of Sewer Main: Material: Age:
Depth of Sewer Main:
Length of Sewer Main:
Size of Service Connection:
Type of Service Connection:
Tie-in to Sanitary Main Tie-in to Sanitary Stub
Comments: � -r� RAS
City Requires 6" cleanout installed at Citv Promi1y 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 priorto 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 shaA conform to Northampton Streets Department
specifications.
e,4L
John Hall
Sewer Department
cc: Ned Huntley, Director DF'W
Louis Hasbrouck, Building Commissioner
COMPLETED / FINAL -
Planning-Decision City of Northampton Status of Planning Board
Decision conditions as of
Hearing No.: PLN-20140009 Date:September 18,2013 10/16/15. Emailed to the Nton
APPLICATIONTYPE: SUBMISSION DATE Bldg Dept On 10/16/15.
PS Major Site Plan 8K3/2013
Ap licarift Name: Owner's Name:
NAME. NAME. 1
WRIGHT BUILDERS VMGHT BUILDERS 9k:11489Pg:174 Page:1 of 3
ADDRESS: ADDRESS:
48 Bates St 48 Bates St Recorded: 10/09/2013 09:29 AM
i
TOWN: STATE ZIPCODE TOWN: STATE ZIPCODF-
NORTHAMPTON MA 01060 NORTHAMPTON MA 01060
j PHONE NO-* FAX NO.: PHONE NO.: FAX NO.:
413 586-8287 116 413 587-9276 (413)586-6287(116) (413 587-9276
EMAIL ADDRESS: EMAIL.ADDRESS:
LGAUDREAU@WRIGHT-BUILDERS.COM LGAUDREAU(81WMGHT-BUILDERS.COM
i
Site Information: Surveyor's Name:
STREET NO.: SITE ZONING: COMPANY NAME:
FORD CROSSINGMLLAGE HILL RD Pv(lwysG b(10O1/
TOWN: ACTION TAKEN: ADDRESS:
NORTHAMPTON MA 01060 Approved With Conditions
MAP: BLOCK LOT: MAPDATE: SECTION OF BYLAW:
31C 018 001 Chpt.350.11:Site Plan Approval TOWN: STATE ZIP CODE:
Book ge.
6925 302 PHONE NO.: FAX NO.:
i, EMALL ADDRESS:
jNATURE OF PROPOSED WORK
28 Unit Development within 7 buildings
HARDSHIP:
CONDnmN OF APPROVAL:
1 Thi 30 da prior to bidding construction,civil construction
#1 Done ) �( ) �p g plans for each phase,stamped by a
registered Massachusetts P.E,shall be provided to the Department of Public Works(DPI9 for review
and comment. All plans shall Incorporate revlslons required in the condWans herein below and also
Include.
a.Details for granite curb,handicap ramp, sewer deanout detail
b.6 inch concrete thickness for sidewalks crossing driveway openings:
c.Gravel base material for Bit Conc.Paving in Moser Street shall be 8 inches of ff.03.0,Type b with 4
Inches ofprocessed gravel,U1.03.1,above.
d Gravel for sidewalks In the City ROW shag be processed gravel,MI.03.1 with maxlmum stone slxe of
2Inches.
I
#2 Done 2).Prior to issuance of a building perm/4 documents must be submitted to the OPW cornfirning a
minimum two foot separation between the bottom of the proposed Infiltration trenches and the
estimated seasonal high groundwater level.
I
#3 Done 3)Prior to Issuance a building permit for the proposed project and In accordance with the Stormwater
Management Permit for Village Hill Phase 2 Issued to MassDevelopment In 2007,the applicant shall
the applicant shall submit revised drainage calculations that reffect the actual construction that has
been completed and conf ms the remaining capacity of the Detention Basins in each Sub-Watershed
ansa. The applicant shall further meet all otherrequirements necessary to comply with the original
permit
#4 Done 4)•Prior to completion of Building A,the applicant shall file a request through,Department of Public
Works,to begin the necessaryprocedure for removal of the two previously accepted on-street parking
spaces along Moser Street that will be eliminated as a resuk of this project
#5 Done 5 Prior to Issuance of a certificate of occupancy for either of the"fiats"apartment buildings,the
applicant shall record a public access easement for the path connection between Musante Drive and
Beach Tree Park
i
#6 Done 6)•Prior to Issuance of a certificate of occupancy for either of the"flats"apartment buildings,the
applicant shall Install directional sign for park at the public path near Wilage Hill Road intersection
Indicating access to Beech Tree Paris
GBOTMS®2013 Des Lauriers Municipal Solutions,Inc.
Planning-Decision City of Northampton
Hearing No.: PLJV-201440009 Date:September 18,2013
#7 Done 7)'All streets fronting the pr°ject,except for Mage Hill Roadfrom Moser Street to the mid-block
crosswalk,are subject to the 5-year moratorium for newly paved roads,which requires milling and
overlay for the full width of the road and 20'beyond the limit of any cuts made In the pavement,
Including granite curb reconEgurallon.All trenches shall be backfl//ed with gamble fllL Curb cuts
Proposed to be relocated on Musante Drive and Moser Street with pull-off parking and drainage
reconfigured on Moser as part of the curb cut relocation are subject to the$year moratorium.The
plan should show the expected limits of mill and overlay due to cuts in the roadway.
# 8 Done a).Fifteen foot curb radii shall be used.
#9 Done 9).Concrete sidewalks at relocated curb cuts shall be 6"thick to the nearest existing panel break
beyond the limits of the cut
#10 Done 10).All sidewalks disturbed by construction shall be replaced to the nearest panel.
[#11 Done l�eatable warning stops shall be Installed at the approaches to the relocated curb cut on Musante
1#12 Done 12).All granite curbing not reused shall be retuned to the DPW yard
#13 D o n e 13).All rims and inverts for proposed sewer and drain manholes and catch basins or inverts for
existing connection points must be Included on revised plans.
L#14 Done 14).The drain Ilene from the catch basin proposed to be abandoned west of Building A shall be plugged
with brinks and mortar in the receiving manhole as well as at the abandoned catch basin.
1#15 Done 15).The catch basin proposed to be abandoned on Moser Street shall have the cone section removed,
the pipe plugged with bricks and mortar and the remainder of the structure backfilled with sand.The
Inlet pipe at the downstream catch basin shall also be plugged with bricks and mortar.
1#16 Done 16).The new pull-off parking area shall be stripped of any remaining asphalt and new roadway base
Installed throughout.
1#17 Done 17).Water and sewer line sizes and materials and methods of construction shall be approved by
Department of Public Works
#18 Done 1a).Any conflicts where water and sewer line crossings are shown at Building A and between Building
C and Flats East must be resolved and adequate separation according to Department of Public Works
standards must be met
FINDINGS:
The Planning Board approved the major site plan based upon the fallowing plans submitted with the application and Information
materials:
1-=Ridge at Village Hill Prepared for Wright Builders,Inc by The Berkshire Design group,Inc.Dated August 12,2013 Sheets L l-
L-8
2. Upper Ridge Building Elevations by Kuhn Riddle Architects,dated 8/72/13 Building A,B,Flats East,Flats West,Duplex.
The board approved the site plans upon determining compliance with the standards In 350-11.6 as follows:
A.The requested use protects adjoining premises against seriously detrimental uses.The site is the next phase of residendal
development consistent with the master plan showing densities consistent with abutting properties.
B.The requested use will promote the convenience and safety of vehicular and pedestrian movement within the site and on adjacent
streets. This site build out will incorporate the next segment of links to create an east westpedestrian corridor through the campus.
Driveway points are minimized with shared parking In the rear of the buildings to reduce Impacts on the sidewalk
(1)Traffic mitigation has been addressed at the master plan stage for the redevelopment of the entire campus.
C.The site will function harmonfously in relation to other structures and open spaces to the natural landscape,existing buildings and
other community assets In the area as it relates to landscaping,dralnag%sight lines,building orientation,massing,egress,and setbacks.
D.The requested use will not overioad,and wig mitigate adverse impacts on,the City's resources,Including the effect on the City's water
supply and distribution system,sanitary and storm sewage collection and treatment systems,fire protection,streets and schools.The
construction materials and methods for waterilnes,sanitary sewers,storm sewers,fire protection,sidewalks,private roads,and other
Infrastructure shaft be arose set forth In the Northampton Subdivision Regulations E.The requested use meets any special regulations
set forth in this chapter.
F.Compliance with the following technical performance standards:
(1)Curb cuts onto streets have been minimized through shared access
(2)Pedestrian,bicycle and vehicular traffic movement on site must be separated,to the extent possible,and sidewalks must be provided
between businesses within a development and from public sidewalks,cycle tracks and bike paths,
(3)Stormwater will be treated through previously constructed Infrastructure.
COULD NOT DEROGATE BECAUSE
GeoTMS®2013 Des Lauriers Municipal Solutions,Inc.
Planning-Decision City of Northampton
Hearing No.: PLN-20140009 Date:September 18,2013
SING 131140LINE: MAILING DATE HEARING CONnN DATE FD:EC!1SION
ION DRAFT BY: DAM
8/22/2013 8/SrZ013 6/2013
REFERRALS IN DATE HEARING DEADLINE DATE: HEARING CLOSE DA • SIGNING BY: PEAL DEADLINE-
&29/2013
EADLINE
8/29/2013 10/17/2013 8/1212013 6%1013 IWW2013
FIRST ADVERTISING DATE HEARING DATE TING DATE DATE8/29/20f3 811212013 9112/2013 8/.2013
SECOND ADVERTISING DATE �7:20
NG DFJIDf INE ELISION DEADLINE12013 PM 12111/2013 12111/2013
MEl�ERS PRESENT: VOTE
John Lutz votes to Grant
Deb►n Bruce votes to Grant
Ann DeWitt Brooks votes to Grant
Jennifer Dieringer votes to Grant
Mark Sullivan votes to Grant
Francis Johnson votes to Grant
N MADE BY: SECONDED BY: VOTE COUNT: DECISION:
Francls Johnson Ann DeWitt Brooks 6 Approved with Conditions
MINUTES OF MEETING:
Available in the Office of Planning&Development
1,Carolyn Misch,as agent to the Planning Board,certify that this is a true and accurate decision made by the Planning Board and certify
that a copy of this and aft plans have been fried with the Board and the City Clerk on the date shown above.
I cetj&that a copy offs been mailed to the Owner and Applicant
Notice ofAppeal
Aa appeal from the decision of the Planning Board may be made by any person aggrieved pursuant to MGL Chapt 40A,Section 17 as
amended within twenty(20)days after the date of the filing of the notice of the decision with the City Clerk.The date is listed above Such
appeal may be made to the Hampshire Superior Court with a certified copy of the appeal sent to the City Clerk of the City of Northampton.
_ _. ...
it I'• SEP 1 8 2013
October 9, 2013
I, Wendy Mazza, City Clerk of the City of Northampton, hereby certify that the above
,-. Decision of the Northampton Planning Board was filed in the Office of the City Clerk
on September 18, 2013, that twenty days have elapsed' since such filing and that no appeal
has been filed in this matter.
Attest: I;
Cit3f Clerk
City of Northampton
GeoTMS8 2013 Des Lauders Municipal Solutions,Inc.
I3AMpS�EI
MARY x,BFR73
r- -------------------------•'------------»-- �
Official Receipt for Recording in:
Hampshire County Registry of Deeds
33 King St.
Northempton, Massachusetts 01060
Issued To: "
WRIGHT BUILDERS
48 BATES ST
1-413-586-8287
NORTHAMPTON MA
Recording Fees
•---------------------------------------:
Document Recording
Description Number Book/Pape Amount
OECIS 00025362 11489174 $75.00
PLN-2014-0009/WRIGHT BUIL
Collected Amounts
Payment
Type Amount
---------------------- ------------------
Chock 44140 - $75.00
$75.00
Total Received $15.00
Less Total Recordings: $75.00
Change Due
Thank You
NARY DLBERDING -Register of Deeds
By: Beth C
Receipt# Date Time
0268380 10/09/2013 09:29a
Awo
W . CENTER FOR
U EcoTechnology
we make green make sense-
ENERGY EFFICIENCY PLAN
Project Location: Wash ingtonMash ington-Ottombre Residence, Village Hill, Northampton MA
Conditioned Floor Area 1033 ft2
Volume 24536 ft3
Building Type Detached Single Family
Bedrooms 3 bedrooms
1.Assumptions for Preliminary Home Energy Rating
CET has completed a Preliminary Home Energy Rating with the following assumptions:
a) The construction plans you have provided are accurate, including window dimensions and locations.
b) Energy features not listed below in part c will meet the prescriptive requirements of the IECC 2009.
c) The home will be built to incorporate the following energy features:
Suildill3g Erlveloin Specifications Used in Analysis
Foundation Walls R12 Superior Wall + R19 Fiberglass Batts Grade 1
Rim Joist 3"Closed Cell Spray Foam R20.5 Grade 1
Double stud wall: 2x4 framing with 2"gap
Above Grade Walls 2" Closed Cell Spray Foam (R-14)
and 7" Cellulose R-24.5 Grade= 1
Band Joist 3"Closed Cell Spray Foam R20.5 Grade 1
Windows U-value= 0.21 SHGC= 0.22
Glass Doors U-value= 0.29 SHGC= 0.29
Sloped Ceilings—First Floor 2x8 framing with 10"Closed Cell Spray Foam R-60 Grade= 1
Flat Ceilings—Second Floor 2x4 framing with 1"Water-Blown High Density Foam (R-7)
15"cellulose R-56 Grade= 1
Blower Door Test* 1.5 ACH50 or better*
Thermal Enclosure Rater Checklist Meet Checklist Requirements as verified by a HERS rater at pre-drywall
Parts 3 &5 and final inspection
Pfum_b1ng,alnd fthat kali Systems Specifications Used in Analysis
Heating & Cooling Equipment Ductless Mini-Split Heat Pump
11 HSPF, 18.9 SEER
Water Heating Equipment 2.73 EF Heat Pump Water Heater, 80 gallons
Bathroom Faucets and Showerheads Water Sense Labeled
ERV 74%sensible recovery, 55%total recovery
Whole House Ventilation 104 CFM, 24 watts
Minimum 20 CFM from each bathroom
Intake>10 ft from any exhaust and 4 ft above grade
Minimum 6" hard metal duct
Kitchen Exhaust Minimum 100 CFM measured exhaust
250+CFM nominal fan recommended
Pagel of 2
ENERGY EFFICIENCY PLAN
LighaiiiiI.4 AR"190 Specifications Used in Analysis
Lighting 100% high efficacy lighting
Refrigerator ENERGY STAR
Dishwasher ENERGY STAR
Clothes Washer Any new
2. Preliminary Home Energy Rating Results
Based on the assumptions described a have calc
ulated the following Preliminary Home Energy Rating results.
Preliminary HERS Index: 41
Preliminary Improvement Over 2016 Mass. Reference Home v1: 45.4%-Tier III*
Estimated rebate: $4500 Tier III +$150 Ductless Mini-split Heat Pump+$100 ENERGY STAR
_ $4750*
Note that Confirmed Home Energy Rating results may vary from the Preliminary Home Energy Rating results due to
changes in building plans, energy features installed in the home, RESNET standards, software changes, and other
factors.
3. Services Requested
CET will provide a Confirmed Home Energy Rating for the purpose(s) indicated below. CET will charge fees for these
activities based on the Price List attached to your Home Energy Rating Services Agreement.
• Stretch Energy Code compliance
• Mass Save Residential New Construction Incentives Tier III
• ENERGY STAR version 3.1 certification
As part of these services, CET will verify whether your homey meets the requirements of the applicable program.
I have reviewed and understand this Energy Efficiency Plan. I have reviewed the assumptions in part 1 and confirm that the
assumptions are correct.
Signature: Date:
Printed Name: Company:
HERS Rater: Mark Newey, Date: 2/25/16
Page 2 of 2-Please send signed form to the Center for EcoTechnology
Tel(413)586-7350 ext.242-Fax(413)586-7351 -greenhome0cetonline.ora
Job --- -" rnss Truss Type Ory Pry Ford Crossing Northampton,MA
16012090B 2F01 Floor
-- - -- __. __ ___ ___ _ Job Reference(optional)
6 1
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc.Tue 6:1
Mar 01 1532 2016 Pagge 1
0-1-8
ID:Xhk3oT989f1 QdXkSnBlbvFzrkiB-ihsiR9JgFmtzkMGjcXDmwkTrGgzhigsXTZMprHzfFU
H 1 1-9.8 �__1-11-0 0-,(8
1.5x3 II
5x6=
1.5x3 11 3x6= 1.5x3 11 3x4-_- 1.5x3 I 3x4= 1.5x3 11 4x8-- 3x6 Fp- 4x8=- 1.5x3 11 3x4'= 1.5x3 11 3x4= 1.5x3 11 3x8= 1.5x3 11
1 2 3 4 5 6 7 8 9 10 11 12 13 14 5 16 17 18 19
3 2 34
32 31 30 29 28 27 26 25 24 23 22 21 20
3x6= 3x8= 3x4= 1.5x3 11 4x10-= 3x6 FP= 4x10= 1.5x3 3x4= 4x8- 3x6=
4x6= 5x8=
8-44 234-0
_7-6-8 -_-- --- - _- _--14-8-0'- -_14--12 21.5-0 ._ 24- 2323 -8 31-0-0_---._----
7-6-8 0--8 -8 5-7-8 0--12-- -- 6-84 .._ b-11-8 0-9'-8 7-6-8
_ 08-0 0.11.8
Plate Offsets_X Y- - -- __- -- -- _
-- _
C ) f60-18,Edge1�[9.0_1-8•Edpe1,[14:0.1_8'Edge] [22:0-1-S,Edge) [27:0-1-B,Edge][30.0-1-8Edgej_
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.30 21-22 >642 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.54 21-22 >358 240
BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.06 20 n/a n/a
_ _ 10.0 Code IRC2009lfP12007 (Matrix)_ , - _F__ ___ -- Weight:114 Ib FT=4%F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SPF 210OF 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (Ib/size) 32=686/0-9-0 (min.0-1-8),27=219610-3-8 (min.0-1-8),20=796/0-9-0 (min.0-1-8)
Max Grav32=758(LC 2),27=2196(LC 1),20=842(LC 3)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2372/0,34=-2372/0,4-5=-2533/41,5-6=-2533/41,6-7=-1367/738,7-8=-1367/738,8-9=0/2972,9-10=0/1784,10-11=0/1784,
11-12=0/1784,12-13=-2105/100,13-14=-2105/100,14-15=-3250/0,15-16=-3250/0,16-17=-2735/0,17-18=-2735/0
BOT CHORD 31-32=0/1441,30-31=0/2741,29-30=-41/2533,28-29=-41/2533,27-28=-1400/3,26-27=-2972/0,25-26=-2972/0,24-25=-680/783,
23-24=0/3250,22-23=0/3250,21-22=0/3275,20-21=0/1625
WEBS 6-29=0/298,14-23=0/277,9-27=-120310,2-32=-1579/0,2-31=0/1029,4-31=408/132,4-30=-652/0,6-28=-1598/0,8-28=0/1661,
8-27=-2132/0,14-24=-1564/0,12-24=0/1557,12-25=-2063/0,9-25=011578,18-20=-1781/0,18-21=0/1227,16-21=-598/0,16-22=430/191
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the
fabricator to increase plate sizes to account for these factors.
3)Attach ribbon block to truss with 3-1 Od nails applied to flat face.
4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means.
7)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
SH OF
1
NM to
PRESLEY
CIVIL
a/�.43D29
-- -- �R`�bfYAL ANG
71r Ir. t Gfb Idp ANSVIPIy I-ty q t:.Pl t. :l Il hi f . - dtyp hrwn wrd cuttereA Ij't. I: xh td 1'h d g b d p I t :h d:f d"dual
hull at Ix I t he 1 11 d' d l dad i Ily And rqua o, p P• f ( p t p .ng Orth 6 7d-g re,g B-Id he corn I o the
tnl f th sh t f 1 du d t d is i 1 th spec, bu,.- d g g code, d d'nnn B Id-g De'g Pt p h7'ty 1 N taccuracy,]the design
int f 't y"1.1,t sp,.-t hu Id-g.C t f C I d ly b y f h t J by IIFP p y.B g h ! I�t I pport f t�s !n ly d d of npl r ncdnn and
per real hraorg Refer to Building Component Safety Information tFICSI/for gen al guidance retia ding aorage defvery,erect on and hr uq aye lahle from SBC A ,,dT,.,,,PI m Institute.
Job 12FOlL
ss Truss Type my Ply Ford Crossing Northampton,MA
160120908 Floor Supported Gable 2 1- __ _ _ __I Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Tue Mar 01 16:15:38 2016 Page 1
ID:Xhk3oT989f1 QdXkSnBlbvFzrkiB-XrD_hCNRgce7SHktyoJA9?j50FCT6jsQsUp73xzfFUS
0-1 8 0-1-8
scale=1:51.5
3x6 FP=
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
- _ -- 1 54 a
52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27
3x4
3x6 FP-
3x6
— — -- — ---- 31-0-0
31-0.0 — —
LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) 1/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.04 Vert(LL) n/a n/a 999 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 27 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:93 Ib FT=4%F,4%E
LUMBER- BRACING —— — —
TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals
BOT CHORD 2x4 SPF 210OF 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2(flat)
OTHERS 2x4 SPF No.2(ftat)
REACTIONS. All bearings 31-0-0.
(lb)- Max Uplift All uplift 100 Ib or less at joint(s)27
Max Grav Al reactions 250 Ib or less at joint(s)52,27,51,50,49,48,47,46,45,44,43,42,41,39,38,37,36,35,34,33,
32,31,30,29,28
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the
fabricator to increase plate sizes to account for these factors.
2)All plates are 1.5x3 MT20 unless otherwise indicated.
3)Attach ribbon block to truss with 3.10d nails applied to flat face.
4)Gable requires continuous bottom chord bearing.
5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
6)Gable studs spaced at 1-4-0 oc.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)27.
8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
10)Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means.
LOAD CASE(S) Standard
tH OF
JOHN M 1n
PRESLEY m
1
CNfl. �
q /1*43029
k'
/S TERM�k
— --- -- AL
nil MIS is 10 he falxicated Per ANSI7IYI quality requi—i,.Plate.shell M of xize and type sMixn mtd renteral at joints unlesx Ixhenriu nMed.7Li.x deign is laxed uPrm parameter shown.and is(nr an individual
ba Id F pm t to be msWlled and loaded vwi lly-Appy ah fly f d ign par rester and pnyxr immrporati f p0nent prm'b'I'ty f Ih B Id-F De'g,er.B ild'F Designs shall verify all desien ,�({,'yTS�,./{,,
inf xm t this sheet fo nmformanxe wuh omit trim wit eq ire t f the pec f buiUng mtd gmming coda ad ad- B.M_g De ijo c ept pori'b Itty l them vtc s m m aM,y of the design V.I
inf n t may relate to a xPe�ir.Imddmg CeMfi-ioo i,valid only when mils i,(fxttated by.tffr eempeny a g halm i,fm ate l:pp t r n s only. d do ria,eplax<erc titin and
permmtent Mating Rete,u,Building Comramem S,de y Information(BCSI)far general guidance mgudtng m—ge.delivery,e—,,-and Mating yailahle from SBCA and Truss Plate Mitt,—
Job Truss Truss Type Qty Pry ',Ford Crossing Northampton,MA
160120908 2F02 Floor 5 1
---- - _ _ ;Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Tue Mar of 16:15:41 2016 Page 1
ID:Xhk3oT989f1 QdXkSnBlbvFzrkiB-xQv6KEQJ7XOhJkSSewttneLW?T6sJ?OsYS2nfFzFFU
0-1-8
i
H -- 1-9$ 1-5-8 i
stele:1!2•=t�
I
I
1.5x3 II 3x8= 1.5x3 II 3x4= 1.5x3 II 1.5x3'I 3x8= 3x4;I
1 2 3 4 5 6 3x4= 7 8 a
___ tb 13 12 11 10
3x6- 4x8- 3x4-- 1.5x3 it 4x8= 3x6--
--- --- ---- --- 7-6-6 __7*,08-44 F 9-0-8 tq-7.0
Plate Offsets(X Y) j6:0-1 B,Ed e 1 :0-1 B,Ed ---- ----�1-80-8 4_ 0-8 4— —_ g — —--- —i
---- --- ---
LOADING(psf) SPACING 2-0.0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP j
TCLL 40.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.20 13-14 >859 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.54 Vert(TL) -0.37 13-14 >467 240
BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.05 10 n/a n/a
BCDL 10.0 Code IRC20091TP12007 (Matrix) Weight:55 Ib FT=4%F,4%E
LUMBER-
__ — --
BRACING
TOP CHORD 2x4 SPF 21 OOF 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2x4 SPF 2100E 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 15=854/0-9-0 (min.0-1-8),10=860/Mechanical
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-277810,3-4=-2778/0,4-5=-3422/0,5-6=-3422/0,6-7=-2738/0,7-8=-2738/0
BOT CHORD 14-15=0/1643,13-14=0/3357,12-13=013422,11-12=0/3422,10-11=0/1637
WEBS 2-15=-1800/0,2-14=0/1255,4-14=-640/0,4-13=-185/421,8-10=-1800/0,8-11=0/1217,6-11=-938/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the
fabricator to increase plate sizes to account for these factors.
3)Attach ribbon block to truss with 3-10d nails applied to flat face.
4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1.
5)"Semi-rigid pitchbreaks including heels"Member and fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means.
7)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
SH OF `
i
JOHN M U
PRESLEY m
CNIL
/Mo 43029
�OOYSTE ���r
-- ------ — K>HAL E
Th-w.- r.be fahricaned per ANSVTt'I yuahry W i ennMb+.Wales.hall he of'r d type shnun and crnnaed b j r- nls xhe aM Th' de:ign I�hdrced a p;vam ICfY�bnwn and 1,for an Individual
hwid-g pm t t be .rolled and loaded vent Ily.Appl uMlay of design par ren d proper mcorprnan, f pon t pnn b'Iny r th B-Iding fki'gner.B'Id g De.'p .hall renfy all dna-gn
inf r s n� l n t hee 'mformanr.c vv
cn idin ;and cyui is ofthe q-f building and governing c xlc d d an Building Lim9n pt poi'bit t f th xr rn -ur woru.y of dtc design
y spe ific budding.Cern f t r,valid ly when t u f bn aced by a UFY compo} B g h w ( 1 r I pry b (t he only d d x replace ernvwr mo
permane, brx x Ref m Building Compomm,Safety Inton"ien(BCSI)lM getwsal guidunce regrading storage,d lirery,erect,i and Mating available from SBCA and Truss Ware Iii.nute.
Job Truss Truss Type Qfr Ply :Ford Crossing Northampton,MA
160120906 2F03 Floor 1 1
— Job Reference(optional)
Universal Forest Products ' � 7.640 s Nov 10 2015 MTek Industries,Inc.Tue Mar 01 16:15:42 2016 Page 1
�ID:Xhk3oT989f1QdXkSnBlbvFzrkiB-PCTUXaQxug8YwuleBeO6KruiosSP2S70n6nLCizfFU.
Scale=1:17.91
II
1.5x3 1.5x3''l 1.5x3 II
x4 I 23x4= 3 4 53x4= 6
�• -\ - tea, \ ,
d I -W2
10 3.6
3x4= X
a B
3x4
3x4=
9-7-0-
------
- - _—
Plate Offsets SX Y-- Edge 0-1 8 8:0-1-8 Ed —-
l�I —,__fleh_LO-i-S,Ed--- - ----- --
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.08 9-10 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.52 Vert(TL) -0.15 9.10 >748 240
BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.01 7 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:35 Ib FT=4%F,4%E
—
--
LUMBER-
BRACING- —
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except end verticals. i
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(fiat)
REACTIONS. (lb/size) 1=564/Mechanical,7=564/0-3-8(min.0-1-8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-10=0/485,2-3=-149410,3-4=-1494/0,4-5=-1494/0
BOT CHORD 9.10=0/989,8-9=0/1494,7-8=0/965
WEBS 5-7=-1067/0,2-10=-1088/0,5-8=0/652,2-9=0/633
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the
fabricator to increase plate sizes to account for these factors.
3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design 0f this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S) Standard
tH OF
i
JOHN M
PRESLEY
Crv"_
/f*43029
q fti
/3TER�
�FbNAL E
The,,-—n,he h lir td per ANSI PI gnAly requirements.Ptates shall be of size and type,howl-and—lernd w joints uNes aherwise nixei.this design is based upon pa emeten shown.and is for an indivd al
hu Id'g pm t t fx: .all d d I sided tically Appheahl ty f design pa,net :and proper innaperati M«npnnent' p bfty f th B (ding Desigrtcr Bmld'g 0.-'g hall sexily all desi¢n /'j�
inf m t un th e h t f rc unlu an c a th undiuens amt requir t f the spa fv building and governing axles and adinanu
Building Designer utilts FiMpOoSibuilty for the ar 1 as or accuracy of the design
inf t 1 m y I t t spec f bii Idi g Cenif—tron is v lid only when I :f hn ated by a UFP company.B ing ah s for lateral. plarcl d t ter.rally d d a eplece nenien and
pennanenl bracing.Refer to Building Component Safety Infixmaum(BCSI)for general guidance regarding gonig,delivery,--and hmcurg Bailable front SBCA and Truss Plate bruitute.
Job Truss Truss Type Qty Ply Ford Crossing Northampton,MA
16012090B 2FO3A Floor 2 1 ;
--.- -- _ _ _ _ _ IJob Reference(motional)
Universal Forest Products 7.640 s Nov 10 2015 MTek Industries,Inc.Tue Mar 01 16:15:42 2016 Paggee 11
ID:Xhk3oT989f1QdXkSnBlbvFzrkiB-PcTUXaQxugBYwu1eBe06KruiTsTu2VT0n6nLC- U
F 1-9-8 1-7-8- —-1 �
Scale=trr.lj
i
1.5x3;: 1.5x3 1 1.5x3 II 1.5x3 rl
1 23x4— 3 4 53x4= 6
10 9 B 3x4=-
7
3x4=
3x4=
3x4=
�- - - -- - - - 9-3_8_
Plate OffsetsX, ---+
_( Y)-18 0-1�E, d9e),19:01-8 Edoel-- __-- ---9- ---- - ----- - --
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) -0.06 9-10 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(TL) -0.13 9-10 >831 240
BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.02 7 n/a rt/a
BCDL 10.0 Code IRC2009lTP12007 (Matrix) Weight:33 Ib FT=4%F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins, except end verticals. 1
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 7=550/Mechanical,10=550/Mechanical
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-1429/0,3-4=1429/0,4-5=-1429/0
BOT CHORD 9-10=01937,8-9=0/1429,7-8=0/937
WEBS 5-7=-1036/0,2-10=-1036/0,5-8=0/610,2-9=0/610
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the
fabricator to increase plate sizes to account for these factors.
3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 And R802.10.2 and referenced standard ANSI(TPI 1.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0,131"X 3")nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means.
LOAD CASE(S) Standard
tH OF
JOHN M N
PRESLEY m
/ CIVN.
/ &43029
1STER #4
AL Bµta
This nu.-is to he fabricated per ANSMI quality requirements.Plata shall be of sir<and type shorn and tt»ta«1 at jai ib miles-id—ise...it.Thi.design is hand P.p:uamam sh.-.and is foran individual
hu Idi g P t t be .called d 1 dad crf I ly Appl shah ty f design par t :and pryer in rxPrauon of exnpnnen pm-61-ty f th B Id g De'g
Buildi.gDag—ImIkeofyalldaign MIN
Information this hat for conjoncianceuh..ditims and req inerts of thepecifibuilding and gmeming odes and ordinances,Building De ignc accepts portblity for the correctness or ax,uniryofthe design 1W I
information t may relate waspecific hu(ding Certilicatinn is valid only when trum is falwated by,IWP axnpany Bracing shown for Iteral support oftru,smetinher,only and does not replace amnion and
permanent bracing Rater to Building Component Safay Inta oration(BCSI)for general guidance regarding—age,delivery.—km slid bracing a adatde from SBCA and Truss Plate Institute.
Truss Type-- Ory PIv Ford Crossing Northampton,MA
16012090B 2F04 Floor
-. __.-- ___ __ �� Job Reference(optional)
universal Forest Products - 7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Mar 01 16:15:43 2016 Pagge 1
ID:Xhk3oT989f1 QdXkSnBlbvFzrkiB-toOtlwRZf8GPY2crILvLs3RkSGnvnpa9?mXuk8zfFU
0.48
Scale=1:27.
1.50 11 4x8= 1.5x3 11 44= 1.5x3 11 1.5x3 11 3x6= 1.5x3 11 3x6 FP- 4x8 1.5x3 I I
1 2 3 4 5 6 7 8 9 10 11
19
1_ 17 16 15 14 13
3x6= 4x10
Job :[2
russ Truss Type city Ply 'Ford Crossing Northampton,MA
160120906 FO4A Floor 7 1
____ i Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Mar 01 16:15:44 2016 Paggee 1
ID:Xhk3oT989f1 QdXkSnBlbvFzrkiB-M?aFyGSCQSOGACBI J2QaPGzu9g7DWG8JEQGRFazfFT
— 1-9-8 - OF-9-8 F- 1-11-0 0}1(8
i
Scale=1:27.1
I
1.50 I 4.8
Jot Truss Truss Type Qw Ply Ford Crossing Northampton,MA
160120�Forest
2F05 Floor 2 1
__— ___ ___ __ Job Reference(optional)
Universaucts _ 7.640 s Nov 102015 FHTek Industries,Inc.Tue Mar Ot 16:15:45 2016 Page 1
ID:Xhk3oT989f1QdXkSnBlbvFzrkiB g68dAcTgBIW7nMmDtmxpxTW3e4PHFizST40?n1zfFTy�
1-9-8 1-9-0 R-_11-8 1.11-0 0-H8
I
Scale=1:44.1
i
3x4
1.56 I' 3x4- 1.5x3 II 3x4- 1.5x3 II 5x10-1.5x3',1 4x8- 1.50 II 3x6 FP-- 1.5x3 11 3x4-- 1.5x3 II 3x6_ 1.5x3
10
3....— 4 \\\_.5 _.6 7 _.-9 _. 11
12 ...,/,/ 13 ._.._ 14 \\_-16
-__
1 28
d
oo\
27 26 25 23 22 21 20 19 18 -
3x4-- 3x6-- 4x10 04!. 5x10 - 3x10 MT20HS FP- 3x4 48- 3x6
400= 1.5x3 11
18-2-0
9.4-4 16-1-8 17-1.0 18-0-6 I— 25-8-8
0-4-4-- -- �-4 -- ---- 6-94
Plate Offsets(X Y}-.L0-1-8 Edge][19:0-1-8 Edqel_.
—_._.- — — ___-._--- -------- 1-8— ------ --- -+
LOADING(psf) SPACING 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) -0.301819 >648 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.54 18-19 >359 240 MT20HS 148/108
BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.04 17 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix)
Weight:96 Ib FT=4%F,4%E
-- — ---
LUMBER- -- —— ——
BRACING
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals.
BOT CHORD 2x4 SPF 2100F 1.8E(flat) SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (1b/size) 1=302/Mechanical,24=1933/0-3-8 (min.0-1-8),17=821/0-9-0(min.0-1-8) '
Max Upliftl=-42(LC 3)
Max Grav1=445(LC 2),24=1933(LC 1),17=837(LC 3) I
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-27=-56/370,2-3=-996/448,3-4=-9961448,4-5=-43/1581,5-6=-43/1581,6-7=0/1345,7-8=0/1345,8-9=-2040/0,9-10=-2040/0,
10-11=-2040/0,11-12=-3204/0,12-13=-3204/0,13-14=-2714/0,14-15=-2714/0
BOT CHORD 26-27=-179!720,25-26=973(720,24-25=-2634/0,23-24=-2634/0,22-23=-951710,21-22=0/3204,20-21=0/3204,19-20=0/3204,
18-19=0/3244,17-18=0/1615
WEBS 6-24=1899/0,2-27=-797/198,2-26=-297/304,4-26=0/640,4-25-1083/0,6-25=0/1623,11-22=-1429/0,8-22=0/M3,8-23=-2005/0,
6-23=0/1675,15-17=1770/0,15-18=0/1215,13-18=-586/0,13-19=-313/289
NOTES.
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the
fabricator to increase plate sizes to account for these factors.
3)All plates are MT20 plates unless otherw se indicated.
4)Attach ribbon block to truss with 3-10d nails applied to flat face.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)1.
6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI1fP1 1.
7)"SemFngid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")naffs. Strongbacks to be attached to walls
at their outer ends or restrained by other means.
9)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
10)CAUTION,Do not erect truss backwards.
LOAD CASES) Standard
i
I
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i
JOHN M R+
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/ CIVIL
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43029 rh
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Thi,tru,s is to be f hricmdl Per AN51/I'PI yuality reyuiranrnt,.Plates Jwtl he of sire and t}ye shown and crnterrd:x jrants unln,xherwise nrnad.Thi,design is hast!up.paramner-howit,and is fm nn individual
hu-Id'g pem i t be-.ull d d 1 ded mt' Ily.
Appli,abililyoldesignparaw =dpr,periIllmilrtimc4cmipone,(ipmsibility.fthBuildi.gDe,,g .B.ild..VDe,igne,,h.11ify.lidesig. fill
i f m i thisshat f f mm with v dit-on rod ey earnts of thespecific building and governing ado d dm Building Des gn rcpt responsibility for(hecorrectnessor accuracy of the design
i f t t y I t t a spec f hu Id g Cen f txn isy.lidonly wheritrussi.fabricated by.11FP eo npauy.B ing rh f Iter 1:Pfxxt fru mhers mly d d us M replace erecbun and
peonanrnl bracing Refer m Building Carol ..t Safety Inlrcma i n(BCSI)for general guidance ragarc htg storage.delivery,c,ceron and bracing as ail able front SBCA and Trus Plate Institute
Truss
Type —Ford'Cros;
rur
r Supported
Job Truss Truss Type l!, ply Ford Crossing Northampton,MA
7
16012090B 2FO5L Floor Supported Gable __L2 1 Job
_7 i Job Reference(optional)
LFri�wers—alFciiistP—md666s---------
7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Mar 01 16:15:46 2016 Page 1.
ID:Xhk3oT989f1QdXkSnBlbvFzrkiB4Ni?NxTSy3e PWLQQTT2Uh3RcUxB LrbhklYKTzfFTI
Scale=1:421
3x6 FP-
1 2 3 4 5 6 7 8 9 10 11 12 13
14 15 16 17 18 19 20 21 WW
1 4512
44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 26 24 23
3x6 FP- 3x6-
25-8-8
25-8-8
LOADING(psf) SPACING- 2-0-0 CSI.
DEFL in (loc) Valeft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a Na 999 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TQ n/a Na 999
BCLL 0.0 Rep Stress Incr YES WB 0.02
Horz(TL) 0.00 23 Na Na
BCDL 10.0 Code IRC2009/-FP12007 (Matrix)
Weight:77 lb FT=4%F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end veriticals.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing.
WEBS 2x4 SPF No.2(flat)
OTHERS 2x4 SPF No.2(flat)
REACTIONS. All bearings 25-&8.
(lb)- Max Uplift All uplift 100 lb or less at joint(s)23
Max Grav All reactions 250 lb or less at joint(s)44,23,43,42,41,40,39,38,37,36,35,34,32,31,30,29,28,27,26,25,
24
FORCES. (lb)-Max,CompJMax,Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the
fabricator to increase plate sizes to account for these factors.
2)All plates are 1.5x3 MT20 unless otherwise indicated.
3)Attach ribbon block to truss with 3-10d nails applied to flat face.
4)Gable requires continuous bottom chord bearing.
5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
6)Gable studs spaced at 1-4-0 oc.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)23.
8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
9)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
10)Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means.
11)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
SN OF
JOHN M rr
PRESLEY
O Crvq.
43029
/STE
AL
Thilrc 1 "I be fuhlic.(ed M ANSMI quality requinemem,.Plate.shall M M size end type shown and crntaed:u Hunks unlns aherwiu moved.This Aevign is hasW upm pammaen.vhnwm.and is f un individual
fw-Id'g pa tt he'.UIIW and lreded sen Ily.Appy afifty Id gn par t dpnpa incaporau f poo t pm-bitty fth B IdgDe'✓? .Build gDesgmv shall fy Il design
Building Designer accepts responsibility fur Ih vtess c,acenwy af the design
ini'mma i—it may rIe loapecific huilding.Cerfir-nan is v.Iidmtly hent is f.hnc-d by UFPccmpaay.
p.ra—b-mg.Refer to Building Component Safety Imlemmm-(BCSI)far general guud.cc,,gadmg..age,deliwiy,erection and bmcmg—1,Ne from SBCA and Trus Plate Insinute,
Job---- --- ---- truss - -7TrusosrType------------� � Qry Ply FForRdefCrossing Northampton,MA
16012090B F01 11 rence(optional
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Mar 01 16:15:48 2016 Page 1
ID:Xhk3oT989f1 QdXkSnBlbvFzrkiB-EmglodViUguiepVoYu VXZ68eSHOTS6hu92EfOLzfFT
0-9-4
1-9-8 1-5-8 10-8 1 8-0 2-1-0 1-t1-0 0-9 4
f-� --1 �� i----i ----� --i --i SGa[e-11.51.
1.5x3 11 1.5x3 11 1.5x3 11
1.5x3 II
6x6=3x4= 3x4= 1.5x3 3z4= 1.5x3 11 3x8= 5x16=3x6 FP= 3x8= 1.5x3 11 3x4= 1.5x3 II 3x4= 3x4 6x6-
1 2 3 4 5 7 8 9 10 11 12 13 14 15 16 17 18 19 20
]o
m9
34 33 32 31 30 29 28 2726 25 24 23 22 21
4x10=- 3z4= 1.5x3 11 4x8= 5x8-:-3x4= 3x6 FP-- 4z8= 1.5x3 11 3X4= 4x10
5x12=
7-1-8 24-2-12
-9 6-3-4 --__ 6- 12 7-10-- 14-7-4 - ----- - 22-1-12 324 244 t-44-- 29-11-12 30-9-
-__.---- -{-. --_... _--- - - --..._.-
-9-4 5-6-0 0- -8 0-8-1 6-9-0 7-6-8 1-0-8 1-0-8 5-7-8 -9-4
--__--- - -0-8-12
Plate Offsets CX Yj [6.0-1-B,Edge] [150-1 8 Egej20 0-2A Edge 23:0-1-8 Edgelj32:0 1 B,Edge]__
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) -0.21 22-23 >874 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.37 22-23 >499 240
BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) -0.04 20 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:114 Ib FT=4%F,4%E
LUMBER- - - -- - -
BRACING
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 1=632/0-8-12 (min.0-1-8),20=745/0-8-12 (min.0-1-8),28=2128/0-5-4 (min.0-1-8)
Max Grav1=712(LC 2),20=793(LC 3),28=2128(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-1331/0,2-3=-1327/0,3-4=-1327/0,4-5=-2375/0,5-6=-2375/0,6-7=-1767/500,7-8=1767/500,8-9=0/1894,9-10=0/1894,
10-11=0/1094,11-12=0/1094,12-13=0/1094,13-14=-2317/0,14-15=-2317/0,15-16=-2941/0,16-17=-2941/0,17-18=-1500/0,
18-19=-1500/0,19-20=-1503/0
BOT CHORD 32-33=0/2083,31-32=0/2375,30-31=0/2375,29-30=-1069/717,28-29=-3080/0,27-28=-3012/0,26-27=-3012/0,25-26=-439/1246,
24-25=0/2941,23-24=0/2941,22-23=0/2425
WEBS 10-28=-2105/0,1-33=0/1449,4-33=-835/0,4-32=-232/324,6-30=-1144/0,8-30=0/1325,8-29=-1803/0,10-29=0/1522,15-25=-112110,
13-25=0/1281,13-26=-1748/0,20-22=0/1637,17-22=-1023/0,17-23=-31/564,10-26=0/2260
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the
fabricator to increase plate sizes to account for these factors.
3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrTPI 1.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131 X 3")nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
SM OF
JOHN IM N
PRESLEY m
CIVIL
//$0 43029
TE
AL rtce10
'I h' v t br1 h tdpct ANSUrPI yual-ty I I:.PIt ch 11M of: dtyp hown.vld anter) tj I. I Ih - d Thi,di,aga i,h.d tipoo pa t.-:h di-I ao'ndi duel
h 1d b pun It be ,111 d dl Jd t Ily Appf blty fd:g p I dp p port f p t p Rlly Ilh R 1d'gD.g a Id'blk-g r 111 'fy Ild ign
it f I Ih'..h I I f Ih d t d eq t I h pec I b Id g d g g od d d
Biald,.g Dc,,gne,accept, p b'I'ly br the ectn y of the deign
ilf I I y .it I ayx 1.6 Id g C t-1 f - I'd ly whrnv Ib dhyI;FP p y.R- _E I f fl aI:ppot fl I. only dd Irpl u.nuim anJ
pe- cm bracing Refcr to Build ng Cumlxtnenl S fety Information IBCSIt fnr�..eral buidanu },aNing smrage,del ery,etc and bracing v hble from SBCA and Tru,,Plate In,.tam
-- --
Job ---- truss Truss Type Qty Ply Ford Crossing Northampton- ,MA
160120906 F02 - Floor — 1
L Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc.TueMar01 16:15:49 2016 Pagge 7
I D:Xhk3oT989fl QdXkSnBlbvFzrkiB-iy08?zW KF_1 ZGz4?6cOm6JgpchkzBZ120i_&o;TT
0-9-4
1-9-8 1-5-8 1-5-8 10- 1-8-0 2-1-0 1-11-0 9
3x4= 1.50 11 1.5x3 11
5x6 11 1.5x3 11 3z4= 3z4-: 1.5x3 II 3x8 5x16- 3x6 FP= 3x8= 1.5x3 II 3x4= 7.5z3 II 3x4= 7.5x3 3zII4—6x6—
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19
o
69
16
33 32 31 30 29 28 27 26 25 24 23 22 21 20
1.5x3 II 3x8— 1.5x3 II 1.5x3 II Us= 4x8= 3x4= 5x12=- Us FP= 4x8= 1.5x3 II 3x4== 4x10—
5-10-4 22-4-4
V9-41 —_.-378— - 8-1 _..-x— - —.-__12-7-4 -___---� --_._._-_ 20-1-12—_....__. X21_2-42.2.1 _ _.-_- 27___ _-___I_;9_ y_-�,1(
6-9-0 7-6-8 1-0-8 1-0-8 5-7-8 1p- -1
0-8-12 0-1-8
Plate Offsets jX Y1-- [1 0-3-0 EdgeL[4:0-1-8 Edge) [5 0 1 8,Edge] [14:0-1-8,Ed ej[19:0-2-0 Edge1 j22:0-1-8 Edge)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.21 21-22 >883 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.37 21-22 >503 240
BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) -0.03 19 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:107 Ib FT=4%F,4%E
LUMBER- — -- — ---- --
BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 or bracing.
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 1=488/0-8-12 (min.0-1-8),19=756/0-8-12 (min.0-1-8),27=2014/0-5-4 (min.0-1-8)
Max Gravl=585(LC 2),19=793(LC 3),27=2014(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-1039/0,2-3=-1034/0,34=-1034/0,4-5=-1583/104,5-6=-1378/576,6-7=-1378/576,7-8=0/1859,8-9=0/1859,9-10=0/926,
10-11=0/926,11-12=0/926,12-13=-2320/0,13-14=-2320/0,14-15=-2943/0,15-16=-2943/0,16-17=-1500/0,17-18=-1500/0,18-19=-1504/0
BOT CHORD 31-32=-104/1583,30-31=-104/1583,29-30=-104/1583,28-29=-1119/556,27-28=-2889/D,26-27=-2826/0,25-26=-256/1249,
24-25=-256/1249,23-24=0/2943,22-23=0/2943,21-22=0/2426
WEBS 9-27=-198810,1-32=0/1 124,4-32=-627/228,5-29=-811/0,7-29=0/1113,7-28=-1565/0,9-28=0/1355,14-24=-1066/0,12-24=0/1260,
12-26=-1723/0,9-26=0/2237,19-21=0/1638,16-21=-1024/0,16-22=0/588
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the
fabricator to increase plate sizes to account for these factors.
3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
SH
JOHN M. th
PRESLEY 11
CNIL
/ 43029
q Q'
YC /BTE
7h'.tru..i.to ik•labritated per ANSVIPI quality l menu.
Plate.hall tx f,jz,and type shown and unterrd at joint.,onle.a other....noted.qhi.design is ha.ed upon p t•r..howt d is for an indiviJual
braitfing eomparra t be nimt1led and l d d t I Appl' blit f d p t d p p pmt f po t p b'I ty f B 1d'g D g B Id h I fy h deet
II f th 1t II f an ' o th dt and requirement, f thepe t b Idng dg .de,..d od d d' B'Id gD ggt p po—Mity for the
coffectne,,
o yofthehe deign
infiarmatum a,it aa,y,,hd,t ,pt I build g C-iftation i, and only whent i.f b-.t d by IUFP f y.8 g h ':f I t r l:ppn t f t be only and d t plact erection and LM I
Permanent In—ag.Refer to Build tg Component Sefety In fonnauon(BCSI)for g oral guidanc -garding,hr g dehvery,ere t n and bracing a ailable front SBCA and Tru Plate 1-tai w,
Job Truss Truss Type Qty Ply Ford Crossing Northampton,MA
160120906 F03 Floor 1 1
------ — — �---- __ Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Mar 01 16:15:50 2016 Page 1
I D:Xhk3oT989f1 QdXkSnBlbvFzrkiB-A9yWDJXy?19Qu7eBfJX?eXD—X55cw-7BcMjmTEzfFT
0-9-4
1-9-8 1-7-0 1-5-8 1-1-12
_._-._----� Scale 121.5
6x6= 3x4== 1.5x3 11 3x4-= 1.5x3 11 3x4= 1.5x3 11 3x6_ 1.5x3 11
1 2 3 4 5 6 7 8 9
15 14 13 123x4
410= 1.5x3 11 3x8 --
3X4=
5-11-12
0-9-4 4-4-12 5-1-8 5-10-4 12-9-0
( - --- — - f---8 fly----- --- ---6-9-4 - - - _
_
0_9_4
3_7-8 0-8-12 0-8-12 0-1-8
Plate Offsets,L�--140_1-8 Edge] f12:0-1-8,EeL_ _
LOADING(psf) SPACING 2-0-0 CSI. DEFL. in (loc) I/deft L/dPLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.1711-12 >839 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(TL) -0.31 11-12 >467 240
BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.02 10 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:47 Ib FT=4%F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) 2-2-0 oc bracing:11-12.
REACTIONS. (Ib/size) 1=715/0-8-12 (min.0-1-8),10=715/0-4-6 (min.0-1-8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1311/0,2-3=-1306/0,3-4=-1306/0,4-5=-2224/0,5-6=-2224/0,6-7=-2140/0,7-8=-2140/0
BOT CHORD 13-14=0/2224,12-13=0/2224,11-12=0/2413,10-11=0/1295
WEBS 1-14=0/1426,4-14=-1048/0,8-10=-1431/0,8-11=0/935,6-11=-302/0,6-12=-353/129
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the
fabricator to increase plate sizes to account for these factors.
3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIffPI 1.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
tN OF
JOHN M. Ur
PRESLEY r"
CIVIL �
/I 43029
44
ANAL�C114
Th'.arm,, Io be fabliimed per ANSVI•PI quality xy i1 mems.Plmes shall h Maze azId typr Chown end centered nt tuinLs mJr: Ih r noted_'1'hic design ix hared upon pnnu tu'c show I,and is Cor az1 individual
h Id g Po It he' tallcd dl d d t 111 Appf hl-ty fd 'g p t dproper inwrporaC f p e I p h'I'fy CIh R Id C,U'b R Id'gD:g I II -(y Il d.:ign
i I th-h t f of Ih d d eq t: f th pec'7 M-Id g d g g od d d B-Id'g De ig p1 p -ihiI 1y 1 Ih to y t the design
I
lot—nem.,1 y I I cf -1 buddmg C rt,( t rd only whin C b t d by l FP p y.B,a,mghm,fioloe I:pp-of I Ibus only ad d I o,pI.t incuun and
T anent hmcing.Refer to Build g Co oponenl Safety Taformat o,(BCSIT for general mad.- ga d1 if,xlomg del c, erection and hrmmmg vailable from SRCA and Trues Plate Insftutc
-- -- --
Job Truss Truss type—""--""- ---""" ory Pry Ford Crossing Northampton,MA
16012090B F04 Floor 2 1
Job Reference(optional) _
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Mar 01 16:15:51 2016 Pa 1
ID:Xhk3oT989f1 QdXkSnBIbVFZrki6-eLVu=bmbHHVHDND12EBkm4BVTLfNNKrOTJ?gzfFT
1-9-8 1-9.12 ___2-1-0 F 1-111-11 0 0-9-4
Scale=1:27.
1.5x3 II
3x4 11 4x8= 1.50 11 3x4- 1.5x3 11 1.50 11 3x8-- 3z6 FP- 3x4— 6.6—
1 2 3 4 5 6 7 8 9 10 11
99
16 15 143x6_ 13 12
3x6= 4x10— 3x4— 4x12
7-6-12 7 4 8-8-12 _ 9-9-49-10r12 _ 156-4 16-3-8
7-6-12 _ 0�_ _-0_-8-- --1-0-8 0_8---- 5-�-8_- _-._--+0_4
Plate Offsets(X Y�--j1:Edge 0 1 g1 f11:0-2-0,Edge]L14:0-1-8 Edge] 115.0-1-8 Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.34 15-16 >543 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) -0.59 15-16 >312 240
BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.02 11 n/a n/a
BCDL 10.0 Code IRC20091FP12007 (Matrix) Weight:60 Ib FT=4%F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SPF 210OF 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (Ib/size) 17=924/0-4-6 (min.0-1-8),11=924/0-8-12 (min.0-1-8)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-3053/0,3-4=-3053/0,4-5=-3945/0,5-6=-3945/0,6-7=-3945/0,7-8=-1781/0,8-9=-1781/0,9-10=-1781/0,10-11=-1785/0
BOT CHORD 16-17=0/1788,15-16=0/3759,14-15=0/3945,13-14=0/2984
WEBS 6-14=-323/0,2-17=-1966/0,2-16=0/1398,4-16=-781/0,4-15=-110/605,11-13=0/1944,7-13=-1331/0,7-14=0/1202
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the
fabricator to increase plate sizes to account for these factors.
3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
SN OF
JOHN M. 1n
PRESLEY M
CNIL
/1to 43029
STEir�
"NAL
3 h t uss i.a w fie lebnreted per ANSVIPI qualify myuircment..PLncs.hall Ix f:ii and type chrwn mid centerrd at j.i nt.u dt. othr rw:c note.l.1 his design i.haled upon paramiur .how t and i.for an individual
hadd b—npacn,to hen,atallrd.ad 4.dcd rrfic,fly Appf tahty of d gri pa—re—an d proper incmpora- ( p t p .daIny 1 he Btnhhog D—gR-Id g Dgne,hall fy 11 design
i 1 thi heer for cortforntanceth dt d reep,rocanern,orth peel huldng and gmeming code,and d B,jldjngD 'g pt,re,ponsitahlyf the m yof the design
i t i l y I t t ap. 1 h Id-tg C tfi I-d ly
when trus.,--fb- ted by.liFPcomp y.8 g h f I t I. ppo (I Ars only dd t pl cr ireclimt and
pe uncut Arae ng Refer to Building Component Safety Information(RC51)for g neral ymdane regarding arrag,dcfvcry,ere t m and hraz ing;v bhle firm SRCA and Tru Plate Instnutc
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[117Belchertawn, LL CFord Crossing Northampton,MAPUM9aerenarF"saera9u,aaneB0SBN6 '6,—va
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a 16O12OHELD RESON M E FOR ANY s ICAT1ONS OR'CNAROE BACKS DONE WITHOUT MM WRITTEN
Products Truss Connector Total List Connector Summary € Sgg � K
PlotlD Length Product Plies Net Qty Manuf Product Qty Qty Manuf Product "$ OHM
Flush 132-2 16'0" 1-3/4x11-7/8 LP-LSL 1.75E 2 2 USP JUS410 14 1 USP THDH410 8 om
Upset 63-2 12'0" 1-3/4x11-7/8 LP-LSL 1.75E 2 2 USP MSH426 5 a p �8
Flush B1-2 6'0" 1-3/4x11-7/8 LP-LSL 1.75E 2 2 , � s
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Flush B4-2 10'0" 1-3/4x11-7/8 LP-LVL 2900Fb-2.OE 2 2 R �
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1
DATE01/26/16 PAGE 1
REQ.QUOTE DATE 01/29/16 =#'
ORDER DATE / / 012090B
DELIVERY DATE / / MCWRKMI
DATE OF INVOICE / /
ORDERED BY And Clo ston
UFP Belchertown, LLC
155 Bay Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT Andy Clo ston SALES-REP,7-a' Brian Tetreault
Phone:413-323-7247 Fax:413-323-5257 JOBSITE PHONE# ( ) - SALE§`AREA Massachusetts/
S
R.K.Mlles-Hatfield JOB NAME:Washington-Ottombre/Wright LOT# ,SUBDIV:Village Hill
�
n 24 West St MODEL:Floor Trusses and TAG: JOB CATEGOR'I( Residential
T Hatfield, MA 01038 DELIVERY INSTRUCTIONS:
o (413)247-8300
a Washington-Ottombre/
I SPECIAL INSTRUCTIONS:
P Ford Crossing 'Based on plans dated 1/20/16.
T Northampton,MA
BY DATE
BUILDING DEPARTMEN OVERHANG INF HEEL HEIGHT 00-04-03 REQ.LAYOUTS REQ.ENGINEERING QUOTE 1BRT 01/26/16
Floor Trusses END CUT RETURN II
LAYOUT
PLUMB NO GABLE STUDS 24 IN.OC JOBSITE 1 l08SITE 1 CUTTING BRT 01/26/16
FLOOR TRUSS SPACING:24.0 IN.O.C.(TYP.)
1.00
FLOOR QTY DEPTH BASE O/A END TYPEINT BEARING CANTILEVER, STUB UNIT TOTAL
PROFILE pLY ID SPAN SPAN LEFT IRIGHT SIZE j LOCATION LEFT,{- RIGHT `LEFT RIGHT PRICE PRICE
® 01-00-00
6 2F01 31-00-00 31-00-00
® 01-00-00
2 2F01L 31-00-00 31-00-00
GE532=SX3S= 01-00-00
5 2F02 14-07-00 14-07-00
01-00-00
1 2F03 09-07-00 09-07-00
01-00-0
2 2F03A 09-03-08 09-03-08
01-00-00
2 2F04 16-05-00 16-05-00
01-00-00
7 2F04A 16-01-08 16-01-08
® 01-00-00
2 2F05 25-08-08 25-08-08
® 01-00-00
2 2F05L 25-08-08 25-08-08
01-00-00 E� '
11 F01 30-09-00 30-09-00
01-00-00 'Z,
3 F02 28-09-00 28-09-00
01-00-00
1 F03 12-09-00 12-09-00 ;�
F_ 01-00-00
2 F04 16-03-08 16-03-08
FLOOR SUB-TOTAL:
ITEMS
QTY ITEM TYPE SIZE LENGTH PART NUMBER NOTES UNIT TOTAL.
FT-IN-16 PRICE PRICE
2 1 LP EWP 221 G-Lam 175"x1177/8" 10-00-00
L 14 Hanger "A 410 "`
3 L LP EWP 221 I LSL'I 3/4 x 11 7/$1 75E 34-00-00
2 LP EWP 221 LSL 1-3/4 x 11-7191 75E 16-00-00
3 I LP EWP 221 LSL 1-314 x 11 A7$1.75E I 13-00-00
5 I __ Hanger I M84426
UFP Belcherfown,LLC Job ID: 16012090B Status: Design Passed
LTFP New Windsor,LLC Job Name: Project Name
UFP Berlin,LLC Label: Upset 1913-2
UFP Parker,LLC Member Type:Beam I Level:2nd Floor Page:1 of 4
U"New York,11C Member:2-1-3/4x11-7/8 LP-LSL 1.75E Date:01/27/201608:22:09
2
,0'„ ,/2•
Graphical Illustration- Not To Scale
Roof Live Load-20 Building Code-IBC 2009 Live Load Deflection 0-03 @15-02-11 U360
Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-06 @ 5-02-12 U240
Floor Live Load-40 Critical Moment(Pos) Passed-74%
Floor Dead Load-15 Critical Shear Passed-36%
Unbraced Length(Top/Bottom)-3-04-00/3-04-00
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 3-08 2556.00 lb 2537.00/-73.DOlb - -
2 10-02-08 10-11-08 2790.00 Ib 2651.00/-79.00 Ib - -
Maximum Load Magnitudes
Type Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 1D-11-08 14.00 Wit -
Uniform 3-08 10-11-08 450.00 Ib/ft 420.00 lb/ft - -
Point 11-08 11-08 115.00 Ib 186.00 ib - -
Point 2-11-08 2-11-08 - 115.00 lb 186.00 lb - -
Point 4-11-08 4-11-08 61.00 lb 169.00/-76.00 lb - -
Point 5-11-08 5-11-08 25.00 lb 80.00/-76-00 lb - -
Point 6-08-12 6-08-12 79.00 lb 87.00 lb - -
Desion Control Result LDF Load Combination
Critical Moment(Pos) 12738.85 Ib ft @ 501-04 17163.10 ib 8 Passed-74% 1.00 D+L
Critical Shear 4113.39 Ib @ 1-03-06 11360.42 ib Passed-36% 1.00 D+L
Live Load Deflection, 0-03 @ 5-02-11 U360 Passed-U687 - L
Total Load Deflection 0-06 @ 5-02-12 U240 Passed-L/341 - D+L
Design Notes:
"Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer.
The dead loads used in the design of this member were applied to the structure as sloped dead bads.
`The member graphic,dimensions,and locations shown on this report are based on the centerline of the member.
*Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting.
-Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices.
-This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown.These results should be reviewed by a oualified design professional.
M Belcherto n LLC
} Job ID: 160120906 Status: Design Passed
UFP New Windsor,LLC Job Name: Project Name
(co UFP Berfin,LLC Label: Flush 134-2
U'P Parker,LLC Member Type:Beam I Level:2nd Floor Page:2 of 4
UFP New York,LLC Member:2-1-3/4x11-7/8 LP-LVL 290OFb-2.OE Date:01/27/2016 08:22:09
1
/z" 9'1 1/2"
9'7"
Graphical Illustration- Not To Scale
Roof a Load-20 Building Code-IBC 2009 L O gad De ection 0-02 @ 4-10-04 U360
Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-04 @ 4-10-04 U240
Floor Live Load-40 Critical Moment(Pos) Passed-54%
Floor Dead Load-15 Critical Shear Passed-49%
Unbraced Length(Top/Bottom)-1-08-08/1-08-08
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 3-08 1632-00 Ib 3172.00 Ib - _ -
2 9-05-00 9-07-00 1591.00 Ib 3100.00 lb
Maximum Load Magnitudes
TvDe Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 9-07-00 12.00lbAt
Point 10-00 10-00 326.00 Ito 657.001b
Point 10-00 1x00 295.00 lb 595.00 lb
Point 2-10-00 2-10-00 326.00 Ib 657.00 Ib
Point 2-10-00 2-10-00 295.00 Ib 595.00 Ib
Point 4-10-00 4-10-00 326.00 ib 657.00 Ib
Point 4-10.00 4-10-00 295.00 lb 595.00 lb
Point 6-10-00 6-10-00 326.00 Ib 657.00 lb
Point 6-10-00 6-10-00 295.00 It, 595.00 Ib
Point 8-10-00 8-10-00 326.00 Ib 657.00 Ib
Point B-10-00 8-10-00 299.00 Ib 607.001b
Design Control Result OF Load Combination
Critical Moment(Pos) 10649.35 Ib ft @ 4-10-00 19902.52 Ib It Passed-54% 1.00 D+L
Critical Shear 3899.41 Ib @ 1-03-06 7896.87 Ib Passed-49% 1.00 D+L
Live Load Deflection 0-02 @ 4-10-04 L/360 Passed-U737 - L
Total Load Deflection 0-04 @ 4-10-04 U240 Passed-L/487 - D+L
Design Notes:
*Member design assumed proper ply to ply connection. Verity connection between plies with manufacturer.
The dead loads used in the design of this member were applied to the structure as sloped dead bads.
*The member graphic,dimensions,and locations shown on this report are based on the centerline of the member.
*Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting.
-Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices.
-This report is based on modeled conditions input by the user.Actual field conditions may differ from those shown.These results should be reviewed by a aualified design professional.
UFP Belchertown,LLC Job ID: 16012090B Status: Design Passed
UFP New Windsor,LLC Job Name: Project Name
UFP Berlin,LLC Label: Flush 132-2
U"Pa keP,LLC Member Type:Beam I Level:2nd Floor Page:3 of 4
U"New York,LLC Member:2-1-3/4x11-7/8 LP-LSL 1.75E Date:01/27/2016 08:22:09
1
2
1
2'9 11'10"
14'7"
Graphical Illustration- Not To Scale
Roof Live Load-20 Building Code-IBC 2009 ve Loa a lection 0-02 @ 7-10-00 360
Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-04 @ 7-10-06 U240
Floor Live Load-40 Critical Moment(Pos) Passed-62"k
Floor Dead Load-15 Critical Shear Passed-38
Unbraced Length(Top/Bottom)-9-03-08/11-10-00
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 2-09-00 2554.00 Ib 2327.00/-158.0016
++> 1-08 1-08 - 66.00/-48.00 lb - -
++> 9-00 2-00-00 - -
++> 2-07-08 2-07-08 2554.00 lb 2261.00/110.00 lb - -
2 14-07-00 14-07-00 616.00 lb 548.00/-25.00 lb - -
Maximum Load Magnitudes
Tvoe Smart End Dead Floor Live Roof Live Snow
Self Weight 0-00 14-07-00 14.00Ib/ft -
Uniform -0-00 5-01-12 80.00lb/ff 50.00lb/ft - -
Point 5-01-12 5-01-12 2556.00 lb 2537.00/-73.00 lb - -
Nailing Beguirements
Support Manufacturer Model T P Face Member Min Seat Length Other Information
2 USP THDH410 - - - WA Co No information is been
designed.
Design Control Result LDF Load Combination
Critical Moment(Pos) 10242.45 Ib It @ 5-01-12 16412.40 Ib It Passed-62% 1.00 D+L
Critical Shear 4276.02 Ib @ 3-08-14 11360.42 Ib Passed-38% 1.00 D+L
Live Load Deflection 0-02 @ 7-10-00 U360 Passed-1-1999 - L
Total Load Deflection 0-04 @ 7-10-06 U240 Passed-U506 - D+L
Design Notes:
`Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer.
The dead loads used in the design of this member were applied to the structure as sloped dead bads.
*The member graphic,dimensions,and locations shown on this report are based on the centerline of the member.
'Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting.
-Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices.
-This report is based on modeled conditions input by the user.Actual field conditions may differ from those shown.These results should be reviewed by a qualified design professional.
UFP Be chertmri1,LLC Job ID: 16012090B Status: Design Passed
UFP LLC Job Name: Project Name
U"Berlin,LLC Label: Flush 131-2
UFP Piker,LLC Member Type:Beam I Level:2nd Floor Page:e 4 of 4
CFP New Member:2-1-3/4x11-7/8 LP-LSL 1.75E Date:01/27/201608:22:09
l -
1 2
1/2" 4'4 1/2" /2"
Il4'9 1/2"
Graphical Illustration- Not To Scale
Roof Live Load-20 Building Code-IBC 2009 veLoad Def eM on 0-00 @ 2-03-06 U360
Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-00 @ 2-03-04 U240
Floor Live Load-40 Critical Moment(Pos) Passed-11
Floor Dead Load-15 Critical Shear Passed-14
Unbraced Length(Top/Bottom)-1-08-08/1-08-08
Maximum Analysis Reactions
Support start End Dead Floor Live Roof Live Snow
1 0-00 1-08 1040.00 lb 1360.00/-23.00 lb - -
2 4-06-00 4-09-08 528.00 lb 886.00/-2.00 Ib -
Maximum Load Magni udes
Type Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 4-09-08 14.00lbHt
Point 5-04 5-04 616.00 lb 548.00/-25.00 lb - -
Point 1-03-00 1-03-00 326.00 lb 657.00 lb - -
Point 1-03-00 1-03-00 117.00 ib 192.001b - -
Point 3-03-00 3-03-00 326.00 lb 657.00 lb -
Point 3-03-00 3-03-00 117.00 lb 192.00 lb - -
Desian Control Result LDF Load Combination
Critical Moment(Pos) 1970.15 Ib tt @ 1-03-00 17163.10 Ib ft Passed-11% 1.00 D+L
Critical Shear 1610.24 Ib @ 1-01-06 11360.42 Ib Passed-14% 1.00 D+L
Live Load Deflection 0-00 @ 2-03-06 U360 Passed-L/999 - L
Total Load Deflection 0-00 @ 2-03-04 U240 Passed-L/999 - D+L
Design Notes:
"Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer.
The dead loads used in the design of this member were applied to the structure as sloped dead bads.
`The member graphic,dimensions,and locations shown on this report are based on the centerline of the member.
Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting.
-Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices.
-This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown.These results should be reviewed by a qualified design professional.
Job —"- cuss cross Type - - - oty Plv Ford Crossing Northampton,MA
16012090BR J08 JACK-OPEN
— --- ---�- _�� 1 Job Reference o tional
Universal Forest Products -- - 7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Mar Ot 16:23:47 2016Pagge 1
229-12
I D:vOh_?HSHcnx?y511 MQODGtzsCKR-iwGrKQIAgrFkcRcs6?brU7TeON6eStEPl4mVj5z;?M
_
2-9-12 —
Scale=1:12.
2
6.00 r12 4
1 q
W1 q
3x4
3x10 MT20HS 11
�- — —1-4-4 - —I
_ __ 1-4-4
_ _...—
Plat)Offsets X Y 1 0 3- ,0--1-31,—[1:0- --
T (p
CLLsf 400
SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP
(Roof Snow=40.0) Plate GripDOL 1.15 TC 0.08 Vert(LL) -0.00 1 >999 240 MT20 197/144
TCDL 15.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 1-3 >999 180 MT20HS 148/108
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a We
BCDL 10.0 (Matrix) Wind LL
Code IRC2009ITP12007 0.00 1 -- 360 Weight:13 lb FT=4%
Wind(LL)
LUMBER- B ---
BRACING-
TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins.
BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left:2x6 SPF No.2
REACTIONS. (Ib/size) 2=143/Mechanical,3=26/Mechanical,1=169/0-3-8 (min.0-1-8)
Max Horz 1=50(LC 8)
Max Uplift2=-47(LC 8),1=-7(LC 8)
Max Grav2=146(LC 2),3=52(LC 4),1=170(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and
right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33
2)TCLL:ASCE 7-05;Pf=40.0 psf(Flat roof snow);Category Il;Exp C;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)All plates are MT20 plates unless otherwise indicated.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 47 Ib uplift at joint 2 and 7 Ib uplift at joint 1.
8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
'(1q OF
JOHN M. N
PRESLEY m
/ CML -4
/IV 43029
STEP
bNAL
n v r n d pc Arvs1n PI y ny l PI t nun r a type Hawn a d eenterea t i r l m a to d g n.d P P o f a deal
hu ld g po I I be' t II d d I dad t Ily Appl- lahu) fdc,,ga parameter, d pirpe,m—Pranumf P 1 p _h I'iy f(lie Building D g Building D ig hall df)allI,,gn
m1 lit "yet l f th di drequirement,- fthe rc-t building dg god a d' Building iDe,-g pt p buftyl thet y mi the design
1 y I l t .pe,ifi,building C n f h -lid d ly h t i b- t d by UFP p y.B m g h f l i l:l Po t cuf nuembe.,only d d I repl a cr-ion and
permanent bracing.Refer i,Building Comp-em Safety Inrorm.nion(BCSI)for general guidance rcgd,.glong defyery,—rhi and bracing u vallum,from SBC A and T...Plate In,unde.
Job Truss Truss type Qry Ply Ford Crossing Northampton,MA
1601209068 T01 ROOF SPECIAL 1 1
_ '..Job Reference(optional)
Universal For Products 7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Mar 01 16:23:49 2016 Page 1
ID:vOh ?HSHcnx?y511MQODGtzsCKR-fiObl5KQCTVSskmFDPdJZYZruAezfaghmNFcnzx
7-2-7 _ 14-2-8 _15-7-4 23-10-14 32-2-8 33-5-Q
7-2-7 7-0-1 1 4-12' - 8-3-10 8-3-10 1-2-8
Scale=1:60.4;
I
6.00112 Ball
I
5 6x6 5x10= 3x8= 30'I
4x12 6 8
_ r>r _ Ise
--
q —
2x4 1A 1 1
30
3 W8
{P,2 V�� W
27
25 VA 1
1
22
24 26 28 2U 19 31 1832 17 33 18 15 - 14 13 12 23 21
5x10 I'.. 400 3x4= 3.6= 6x6= 6x8= 31=10x14 MTWHSc
3x4
3x4=
B-5-12 15-7-4 23-10-14 32-2-8 3-5-
- — i -- - - - - — - 3
Plate.Offsets(X, 8-5-12 7-1-8 8_-3-10 8-3-10 8
Y}-j1 0-1-6 Edgel.j1:03-B,Edgel 15:0-4-2 04-0116:0-3-0 0-31 I8:0-3-8,0-1 81 j13:010-4 0-3-81-
LOADING(psf)
TCLLSPACING- 2-0-0 CSI. DEFL, in (loc) Udefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) 0.22 17-19 >999 240 MT20 197/144
(Roof Snow=40.0)
TCDL 15.0 Lumber DOL 1.15 BC 0.61 Vert(TL) -0.42 16.17 >917 180 MT20HS 148/108
BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.09 13 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.0817-19 >999 360 Weight:184 lb FT 4%
LUMBER-
BRACING- ----- --.__
TOP CHORD 2x6 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc pudins, except end verticals,
BOT CHORD 2x4 SPF 2100E 1.8E and 2.0-0 oc purlins(5-2-5 max.):6-9,10-13.
WEBS 2x4 SPF No.2'ExrepY BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
W8:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt 6-17,6-16,8-10,10-16
SLIDER Left 2x6 SPF No.2 2-5-12
REACTIONS. (Ib/size) 13=2285/(0-3-8+bearing block) (req.0-4-5),1=2308/(0-3-8+bearing block) (req.0-3-10)
Max Horz 1=353(LC 8)
Max Uplift13=298(1-C 9),1=-151(LC 8)
Max Grav 1 3=2760(LC 18),1=2308(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-25=-34/359,25-27=-117/311,2-27=100/448,2-3=-32571739,330=-30251767,4-30=-3018/783,
4-5=-2880/799,5-6=-3123/734,6-7=-2612/468,7-8=-26131468,10-13=-23921621,9-10-546/127,
11-22=289/280
BOT CHORD 24-26=365141,26-28=-1072/2696,20-28=-1072/2696,19-20---1072/2696,19-31=-813/2368,
18-31=-813/2368,18-32=-813/2368,17-32=-613/2368,17-33=-863/2803,16-33=-863/2803,15-16=0/325,
14-15=0/325,13-14=0/325,21-23=-282/331
WEBS 3-19=432/296,519=-247/633,5-17=-255/2303,6-17=1883t320,6-16=841/237,8-16=0/588,
8-10=-31881705,10-16=-92612292,22-23=323/54,21-22=-319/143,11-23=-285/394,24-25=-088153,
1-26=-621579,28-29=0/519,2529=01301,26-29=-3134/597,2-29=-3958/872
NOTES-
1)2x4 SPF 2100F 1.8E bearing block 12"long at jt.1 attached to front face with 2 rows of 1 Od(0.131"x3")nails spaced 3"o.c.8 Total fasteners.User Defined
Bearing crushing capacity--425psi.
2)2x4 SPF 21 OOF 1.8E bearing block 12"long at jt.13 attached to front face with 2 rows of I Od(0.131"x3")nails spaced 3"o.c.8 Total fasteners.User Defined
Bearing crushing rapacity=425psi.
3)Wind:ASCE 7-05;100mph;TCOL=5.0psf;BCDL=5.Opsf;h=24ft;Cat.11;Exp C;enclosed;MWFRS(low-rise)and C-C Extedor(2)0-0-0 to 33-50 zone;
cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33
4)TCLL ASCE 7-05;Pf-40.0 psf(flat roof snow);Category Ii;Exp C.Partially Exp.;Ct=1.1,Lu=50-0.0
5)Unbalanced snow loads have been considered for this design.
6)Provide adequate drainage to prevent water ponding.
7)All plates are MT20 plates unless otherwise indicated.
8)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live foods.
9)•This truss has been designed for a live load of 20opsf on the bottom chord in ah areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members,with BCDL=10.Opsf.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 298 Ib uplift at joint 13 and 151 Ib uplift at joint 1.
11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. _
12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
13)Graphical puriin representation does not depict the size or the orientation of the purktH OFn along the[op and/or bottom chord. y
LOAD CASE(S) Standard
JOHN M m
PRESLEY
CNtt_
/43029
q Q'
/STFE
-- bNAL e!►O
This rcuss is In he fabricated per ANSUTPI quality reyuiremems.FMutes shall he of siie and type shoxm and a mu+M m joints unless aherui.se need.Thi.design is haual upm pammelers shown,and is for an individual
build'g pm tt he' tailed dI ded rt- Ily.Appl abilty otdesign paianmm and proper in-apmat M Pew nt 11 reg—flahly Uth Building DesigBuilding De,,g, hall vaifi II design
int m t- th' shcn f hrcm -th xmd I d ey ve t f the pcc'f bdlJg and guveming.xles vxi d-nn R-Id g Dc'gn wept-respo b-I ty ftt Ih ecu es mcy f the design
in! t 1 y t l spec f hu Id g Cert f t nn s 1 d ly iren t f hri ted by a t1FP cmn{rmry.
Braeing shomi i,fi,I t A p1x t of t mher s only nddm,niamplaceerectim and
permanent bracing.Refer m Building C=f—ent Safety Inftxmaticm(BCSI)far general guidance regarding uorage,delivery,erecucm and bracing a ailable fowl SBCA and Truss Plate Institute.
Job rnss Truss Type oty Ply Fo�Re�l.
Crossing Northampton,MA
16012090BR T02 Roof Special 2 1
_ :Jobonal
Universal Forest Products 7.640 s Nov 10 2015 MTek Industries,Inc.Tue Mar 01 16:23:53 2016 Paggee 1
ID:vOh_?HSHcnx?y511 MOODGtzsCKR-X4d6aTNwGh?uKM40SFiGjOjXtol XbNvHg?EpwkzfFMK
7-4-10 14-2-8 17-7-4 24-10-14 32-2-8
7-4-10 6-9-14 3-4-12 7-3-10 �— 7-3-10 1-2-8
stele=1:59.5)
6.00 12 6x6
i
5
4x12 G 30
6x6 3x8— 3x4 it
4 � 6 7 8
6ZI 6d �— 5a 151
2x4 -
29
WB
2 W5
ud 2 � Wit
26
za
z1 10
0
� 23 25 27 19 --_---- — _--18 32 -__- � 3317 16 -- 15 14 1312 11 22 20 I
4x10 3x4—
3x4 x1011-_ _-------- 6vR_ _ 10,14 A}T20HS,r
3x4— 3x4
9-5-12 17-7-4 24-10-14 32-2-8 3-5
_8-1-8 _ 7-3-10 7-3-10 - 1-2-8'
Plate Offsets(X Y} [1.0-1 6,Edge]11:0-3-S,Edpel f6:0-3 0 0.341.f7:0-3-8 0_1-81,[12:0-10-112,0-3-1 ---
LOADING(psf)
TCLL 40.0 SPACING 2-0,0 CSI. DEFL in (loc) I/deft L!d PLATES GRIP
Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.32 16.18 >999 240 MT20 197/144
(Roof Snow 40.0) Lumber DOL 1.15 BC 0.57 Vert(TL) -0.55 16-18 >697 180 MT20HS 148/108
BCDL 15.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.09 12 n/a n/a
BCLL 0.0 'BCDL 10.0 Code IRC2009/TPI2007 (Matrix-M) Wind(LL) 0.09 16-18 >999 360 Weight:177 Ib FT=4
LUMBER- -
BRACING• - --
TOP CHORD 2x6 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc pudins, except end verticals,
BOT CHORD 2x4 SPF 2100F 1.8E and 2-0-0 oc puffins(5-6-5 max.):6-8,9-12.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
SLIDER Left 2x6 SPF No.2 2-5-12 WEBS 1 Row at midpt 6-15
REACTIONS. (Ib/size) 12=2229/(0.3-8+bearing block)(req.0-4-1),1=2254/(0-3-8+bearing block)(req.0-3-9) 2 Rows at 1/3 pts 7-9
Max Horz 1=308(LC 8)
Max Upliftl2=-284(LC 9),1=-159(LC 8)
Max Gravl2=2588(LC 18),1=2254(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-24=-44/369,24-26=-150/368,2-26=-130/495,2-3=-31781783,3-29=-2903/763,4-29=-28891778,
4-30=-2758!778,5-30=-2640/794,5-6=-33667883,6-7=-2574/508,9-12=-2222/612,8-9x-485/113
BOT CHORD 23-25=-376/52,25-27-1009/2628,19-27=-1009/2628.18-19=-1009/2628,18-32=756/2205,
32-33=-756/2205,17-33=-75612205,16-17=-756/2205,15-16=915/2982,14-15=0/306,13-14=0/306,
12-13=01306
WEBS 3-18=-462/293,5-18=-192/699,5-16=-362/2239,6-16=-1778/400,6-15=-1011/301,7-15=23/597,
7-9=-3074f716,9-15=-862/2267,21-22=-322!47,24-25=-265/20,23-24=-090/66,1-25=-78/584,
27-28=0/588,24-28=01291,25-28=-3032/622,2-28=-3925/951
NOTES-
1)2x4
OTES1)2x4 SPF 210OF 1.8E bearing block 12"long at jt.1 attached to front face with 2 rows of 10d(0.131"x3")nails spaced 3"o.c.8 Total fasteners.User Defined
Bearing crushing capacity=425psi.
2)2x4 SPF 210OF 1.8E bearing block 12"long at A.12 attached to front face with 2 rows of 1 Od(0.131"x3")nails spaced 3"o.c.8 Total fasteners.User Defined
Bearing crushing capacity=425psi.
3)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.Il;Exp C;enclosed;MWFRS(low-rise)and C-C Extehor(2)0-0-0 to 33-5-0 zone;
cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33
4)TCLL:ASCE 7-05;PF-40.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0
5)Unbalanced snow loads have been considered for this design.
6)Provide adequate drainage to prevent water ponding.
7)Al plates are MT20 plates unless otherwise indicated.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members,with BCDL=10.Opsf.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 284 Ib uplift at joint 12 and 159 Ib uplift at joint 1.
11)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1.
12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
13)Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
LOAD CASE(S) Standard tN OF
i
JOHN M N
PRESLEY fn
CrvIL
43024
/STE
/OVAL
This nuxs is to be fabricated Per ANSVTPI quality requiranenrs.Plata shall he M aze arW type shown and centered w jnims unless aherudse nntad.Thi.design is based upm paramnen shoxT,anA iv fa an individual
hu-Id g pan t he stalleJ d I ded un Ily Applic Mlity of design p—er,and paper ineerp rat of—rasoent is responbiliq of the Build' Doig Building Designer,hall a ly all design MIN
i l marun th'-sh 1 for unf ith and t d requirements of thepee fi building and governing oda d dinan Building Designer accept,respm'bil'ty f the urr m ae ur ey of the design Jim I
i f 1 :it m y 1 1 a pee'f building Cen f n 1s I d Iy wfien Tru -fabnwt<d by a IJFP cane y.B g sh .1 f t I:ppn>f w. uuntm tnly d d>a a repluse erecvat andUL I
Permanent brxing Refer to Building Compment Safety Informaum(BCSI)for general guidance regarding aw ge,delivery,—fat and lust-g asaAW,frenr SBCA and Truss Mate 1-una,
Job Truss Truss Type CityFord Crossing Northampton,MA
16012090BR T03 Roof Special ? I
----7 �Job Reference(optional)
Universal Forest Products _T640 s—Nov 10 2015 MiTek industries,Inc.Tue Mar 01 16:23,55 2016 Page 1
ID:vOh-?HSHcnx?y5llMQODGtzsCKR-TSIs?9OBoJFbafDPagkkopprCbi 3Jua8Jjw?dzfFMI
7-4-10 14-2-8 IL9-74 25-10-14 32-2-8i
�13
7-4-10 6-9-14 5-4-12 6-3--1 1-2-8
i
Scat.=1:59.41
6x6 z�
6.00 F1-2
5x10
3 -T2'
6x6= 3x8 3x4 11
1.5x3 7 8
2a
3
31
2
12
2
2
26 VV[
VW0,41
24
21
r
10
427 18 32 1733 14 13H 11 22 20
5x10 Tl -4xtO
23 16 15
66- ___6x8 10xl,1120HS�
3X4
3X4= 3x4
10-5-12 19-7-4 25-10-14 32-2-8 3-5-Q
F-Plate Offsets 10-5-12 9-1-8 6-3-10 6-3-10 1-2-8'
-1 10-�3-8,Edge],[6:0-",0-qA 7:9-3-8,0-1-81�[IZO-16- -- 1-2
_LL
TCLL 40.0 PLATES GRIP
(Roof Snow 40.0) Plate Grip DOL 1.15 rt 924 240 MT20 197/144
TCDL 15,0 Lumber DOL 1.15 Vert(TL) -0.72 16-18 >533 180 MT20HS 148/108
BCLL 0.0 Rep Stress Incr YES Horz(TL) 0,10 12 n/a n/a MT18HS 197/144
BCDL Code IRC2009fTPI2007 Wind LL) 0.10 16-18 >999 360 Weight:171 11b FT 4%
ML F-- - --
LOADING(psf) SPACINC, 2-0-0 -F DEFIL in (loc) Well Ud
TC 0
0.71 Vert(LL)(LL) -0.42 16-18 >
BC 0
WB 0
(Matrix
LUMBER- BRACING-
TOPCHORD 2x6 SPF 2 1 OOF 1.81E TOP CHORD Structural wood sheathing directly applied or 3-6-12 or purlins, except end verticals,
BOT CHORD 2x4 SPF 2100F 1.8E and 2-0-0 or purlins(5-7-6 max.):6-8,9-12.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 or bracing.
SLIDER Left 2x6 SPF No.2 2-5-12 WEBS 1 Row at midpt 6-15,7-9
REACTIONS. (Ib/size) 12=2241/(43-8+bearing block) (req.0-3-14),1=2261/(0-3-8+bearing block) (req.0-3-9)
Max Horz 1=263(LC 8)
Max Uplift12=273(!-C 9),1=-166(LC 8)
Max Grav 12=2468(LC 18),1=2261(LC 1)
FORCES. (1b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-24=-54/372,24-26=-1881408.2-26=-166/532,2-3=-3191/823,3-29=-2866[751,4-29=-2854r766,
4-30=-2721f766,5-30--26591782,5-6=-4039/1057,6-7=-26451562,9-12=-2118/605,8-9=-421/100
BOT CHORD 23-25=-379/65,25-27=945t2638,19-27=-945/2638,18-19=94512638,18-32=-695/2216,
17-32=-695/2216,17-33---695/2216,16-33=-695/2216,15-16=-99913544,14-15=0/288,13-14=0/288.
12-13=0/288
WEBS 3-18=-474/288,5-18=-131/684,5-16=-491/2455,6-16=1721/471,6-115=-1443/385,7-15=-721734,
7-9=3082f741,9-15=822/23541,21-22=-308/42,24-25=-327/41,23-24=-493179,1-25=-85!589,
27-28=0/693,24-28=0/323,25-28=-3028/643,2-28=-3979/1033
NOTES-
1)2x4 SPF 21 OOF 11.81E bearing block 12"long at jt.1 attached to front face with 2 rows of 10d(0.131"x3")nails spared 3"o.c.8 Total fasteners.User Defined
Bearing crushing capacity=425psi.
2)2x4 SPF 2 1 OOF 1.8E bearing block 12"long at it.12 attached to front face with 2 rows of 1 Od(0.131"x3")nails spaced 3"o.c.8 Total fasteners.User Defined
Bearing crushing rapacity--425psi.
3)Wind:ASCE 7-05;1 OOmph;TCDL=5.Opsf,BCDL=6.Opsf;h=24ft;Cat.11;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)0-0-0 to 33-5-0 zone;
cantilever left and tight exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33
4)TCLL ASCE 7-05;Pf=40.0 psf(flat roof snow);Category fl:Exp C;Partially Exp.;Ct=11.11,Lu=50-"
5)Unbalanced snow loads have been considered for this design.
6)Provide adequate drainage to prevent water ponding.
7)All plates are MT20 plates unless otherwise indicated.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members,with BCDL=%0psf.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 273 It,uplift at joint 12 and 166 lb uplift at joint 1.
11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSLITPI 1.
12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
13)Graphical purlin representation does riot depict the size or the orientation of the pudin along the top
and/or bottom chord.
LOAD CASE(S) Standard IIIA OF
JOHN M
PRESLEY m
O 4
CrVIL -4
43029
YOOt /STE
"AL EHO
This vasa i,,.hef.h.c.,edper ANSVVPlquality req.i--,,.Plate.shill he of siie and typr shown and<entaed at prints unless dhawuc ngaf.Mix design is ha.sed upon paramam.shnwrt,and is frc an individual
hu1d g proem Io be instilled and Irreded vdt 11}.Apps c Infty f d ign par uK and proper incorporation of cmrpnne t pn-bitty t d B Idi g 4''g B'Id'g 0.''gnd shall veriCv all design
ink—aum w this shat ft—f—wce with—ditemsanal reyv t of,h,V-fw bu.kl,.g end go—i.?-d.and adi— fftd-g. 1AW I
i f az 't may relate to a specific building Cen f t is Id ly wt,en t f 6n aced by a[IFP ctxnpmty Bracing sh '.t x lateral ppxl f - nhers esly d d t x replace erectus and
M.—I b,—.g.R6c,,to B.,Id..g Comp—S.fdy 1111—im(RCSI)for gm—1 guid-mice regarding—age,ddi—y,—and hr...Ig—.I.W from SBCA and T,.,,PI.,ht--,
Job Truss Truss Type city Ply 'Ford Crossing Northampton,MA
16012090BR T04 Roof Special 2 1
!Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Tue Mar 01 16:23:56 2016 Page 1
ID:vOh ?HSHcnx?y5llMQODGtzsCKR-yfJEDUPpYcNSBpob8OFzLOL3S? zoncjNzSUX3zfFMF1
f_ 7-2-7 - 14-2-8 ---21-7-4 26-10-14 32-2-8____�33-5_1
7-2-7 7-0-1 7.4-12 -� 5 3 10 5-3-10 1-2-8
Scale=1:61.
i
6.00 F1-2 6x6
4 29
5x10--
3 28
�j
30
3.4 2
m 27 �� 8x8= 8x6- 3x4 11
� .6 �f7�.
10x12 11
23 25
SIV i
2031
�
- -- - -- -- -- 13 12 .+10 21 19
22 24 x' 18 17 76 1-0- 15 14 11
6x6= 1.5x3 1i - --3x10 -- 15x3 t,. 6x8= 10x14 MT20HSJ
4x8=
3x4- 3x4-
i
7-2-7 14-2-8 21-7-4 26-10-14 32-2-8 3-5-
7-0-1 7-4-12 �5-3-10 53-10 1-2-8
Plate Offsets(X Y} (1.0-0-2 Edgel 1:0-2-2 Ed 9eL(50-2-120-4-01,r11:0-10-8,0-3-121LOA ---- -- -- - - --- - - --
TCLL (psf)
0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
(Roof Snow 40.0) Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.22 15 >999 240 MT20 197/144
TCDL 15.0 Lumber DOL 1.15 BC 0.78 Vert(TL) -0.4615-17 >843 180 MT20HS 148/108
BCLL 0.0 ' Rep Stress Ina YES WB 0.76 Horz(TL) 0.13 11 fila n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix-M) Wind(LL) 0.11 15 >999 360 Weight:167 lb FT=4
LUMBER-
BRACING ---
TOP CHORD 2x6 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc purlins, except and verticals,
BOT CHORD 2x4 SPF 2100E 1.8E and 2-0-0 oc purlins(5-9-2 max.):57,8-11.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEDGE WEBS 1 Row at midpt 5-17,5-14,6-8
Left:2x8 SP No.1
REACTIONS. (Ib/size) 11=2183/(0-3-8+bearing block)(req.0-3-9),1=2161/0-3-8(min.0-3-6)
Max Horz 1=218(LC 8)
Max Upliftl1=265(LC 9),1-171(LC 8)
Max Grav 11=2260(LC 18),1=2161(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 23-25=-762/201,2-25=-3088/835,2-27=25241716,327=-2513/731,3-28=-2379/731,4-28=-2360/747,
4-29-2247642,29-30=24101724,5-30=-25801717,5-6=26601640,8-11=-1962/599,7-8=-365/91
BOT CHORD 24-26=-526/1049,18-26=-868/2554,17-18=-868/2554,16-17=-1151/4030,1516=-1151/4030,
14-15=-1154/4025
WEBS 2-17=-701/271,4-17=-306/1283,5-17=212&577,5-114=-1901/517.6-14=-131/894,6-8=-29981784,
8-14=-816/2429,20-21-266/42,23-24=-609/167,2526=-979/325,24-25=-1638/405,23-26=324/1355 '.
NOTES-
1)2x4 SPF 210OF 1.8E bearing block 12"long at jt.11 attached to front face with 2 rows of 10d(0.131"x3")nails spaced 3"o.c.8 Total fasteners.User Defined
Bearing crushing capacity=425psi.
2)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp C;enclosed;MWFRS(low-rise)and C-C Extedor(2)0-0-0 to 33-50 zone;
cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33
3)TCLL:ASCE 7-05;Pf-40.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0
4)Unbalanced snow loads have been considered for this design.
5)Provide adequate drainage to prevent water ponding.
6)All plates are MT20 plates unless otherwise indicated.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 265 Ib uplift at joint 11 and 171 Ib uplift at joint 1.
10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI7TPI I.
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
12)Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord.
i
LOAD CASE(S) Standard
I
tN OF
i
JOHN M m
PRESLEY
C rVIL
` 43029
O `CfSTE
bNAL
This w.x is to be fabricated per ANS]n?l quality reyuiran-.Pl.t.+hall be od sire and type shown and centered at jninls unless oili, ise noted.Thi,design is hand upon parameters.An-,and i4 for an individual
h Id'g P' t t he stalled d loaded ri Ily.Appl'abthty of design parameters and grope po ran of enmmpmt' nn-p -hil'ty f(l B'Id-g Des'g Building De'igner.hall verify all design
unforio.fun wt thi-sh t I conform -tli ndn on d eyuiremrnts nfthe sprx'f lu hlt g d g m'ng tales and adm - Building D-gn fa opon ib-lity f the acmes of aauraey ofthedesign
f t .it y I t to a pec f hu'Id ng(.n f t' n al d Iy xhen tarµ fahncmed by UFP terry.Bracing vh 1 Ileal pry t f nu. hers rnl rid d a replxe erectim and
permanent Mating.Refer to Building Component Sala)hdirmatim(BCSI)14 gemral guidance regarding slnrage,del-ly,ere tion and Mating available from SBCA and Tru-s Plate Institute
Job Truss Truss Type Qty Ply Ford Crossing Northampton,MA
16012090BR T05 Roof Special 2 1
;Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MITek Industries,Inc. Tue Mar 01 16:23:57 2016
VAI
ID:vOh ?HSHcnx?y5llMQODGtzsCKR-QrtdQgQRJwVJpzNnh5mCuEu8yPLhXFytbdCl3VzfFM
7-4-10 14-2-8 _18.10-14 23-7-4 27-10-14 32-2-8
-- 7.4-10 ---- 6-9-14 4-8-6 4-8 6 4-3-10 4-3-10 1-2-8
Scale=1:58.6
6x6
6.00:12
i
5
5x12 MT18H5
30 15x311
�A 6
' 2x4
3 � 10x12
/ \
"`71 / V 5x8= 3x4 I
4x10---
2 � \� 1/� _ 7 - 6a hit T4 6z25
8
�i v V
eii
20
7 N
2�4 26 18 17 32 16 15 14 13 21 19
22 5x10 li_ _...____-__ � -___-_.___ -p "�P 8x8-=_____._-_ 7x22 MT18HS-
3x4
9-10-0 18-3-12 23-7-4 32-2-8 g3-5
_ -- - - - -r--
_ 9-10-0 8-5-12 -- -- -� -- - -
8
Plate Offsets X Y}- [1:0-1-6Edgel,[_1_0-&8 Edge] [7.0-3-0,0-3-41,[12.,0-9-4 81
L0-2- ,[14:0-6-11 Edgel
- -
LOADING(psf) SPACING- 2-0-0 CSI, DEFL in (loc) I/defi L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.42 15-17 >917 240 MT20 197/144
(Root Snow 40.0) Lumber DOL 1.15 BC 0.75 Vert(TL) -0.74 15.17 >523 180 MT20HS 148/108
TC15.0 Rep Stress Incr YES WB 0.69 Hoiz(TL) 0.12 12 n/a n/a MT18HS 197/144
BCLL L 0.0 ' Code IRC2009/TPI2007
BCDL 10.0 (Matrix-M) Wind(LL) 0.13 1415 >999 360 Weight 169 Ib FT=4
LUMBER- BRACING- .---
TOP CHORD 2x6 SPF No.2*Except' TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins, except end verticals,;
T1:2x6 SPF 2100F 1.8E and 2-0-0 oc purlins(3-1-13 max.):7-9.10-12.
BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing.
WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 7-15,8-10,10-14
SLIDER Left 2x6 SPF No.2 2-5-12
REACTIONS. (Ib/size) 12=2236/0-3-8 (min.0-3-8),1=22581(0-3-8+bearing block)(req.0-3-9)
Max Harz 1=173(LC 8)
Max Upliftl2=-257(LC 9),1=-176(LC 8)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-23=-53/350,23-25=-170/393,2-25=-154/522.2-3=-3193/870,3-28=-2897/830,28-29=-2884/844,
4-29=-2770/845,4-5=-2752/861,5-30=3602/1077,6-30=-3793/1058,6-31=-3565/966,7-31=-38571954,
7-8=-453611122,10-12=-1894/641.9-10=-321/80
BOT CHORD 22-24=-354/63,24-26=-792/2642,18-26=-792/2642,17-18=-792/2642,17-32=-546/22012,
16-32=-546/2202,15-16=-546/2202,14-15=-1355/5136,13-14=-15/574.12.13=-15/574
WEBS 3-17=-481/287,5-17=-1611711,5-15=-510/2188,6-15=-798/270,7-15=-2138/576,7-14--1452/412,
8-14=-329/1793,8-10=-3744/1024,10-14=-89612804,20-21=-273/0,23-24=282/44,22-23=469182,
1-24=-97/561,26-27=0/619,23-27=0(301,2427=-3047/699,2-27=-3969/1070
NOTES-
1)2x4 SPF 210OF 1.8E bearing block 12"long alit,1 attached to front face with 2 rows of 10d(0.131"0")nails spaced 3"o.c.8 Total fasteners.User Defined
Bearing crushing capacity=425psi.
2)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.ll;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)0-0-0 to 33-5-0 zone;
cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33
3)TCLL ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.:Ct=1.1,Lu=50-0-0
4)Unbalanced snow loads have been considered for this design.
5)Provide adequate drainage to prevent water ponding.
6)All plates are MT20 plates unless otherwise indicated.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members,with BCDL=10.Opsf.
9)Provide mechanical connection(by others)of truss to beefing plate capable of withstanding 257 Ib uplift at joint 12 and 176 lb uplift at joint 1.
10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
12)Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
LOAD CASE(S) Standard
CH OF
JOHN M tm
PRESLEY
Ch's
j ( 43029
STE
�4
F�f'Q►tAl��
Tl1.111,to be W-ined Per ANSI/IPI yuahty eq emero YI t .hall be I r and ty(x shown and crntrred.a joints unl xhrr - n xed.TI deign bused upon P I :h nit for ndrvidual
h Id g pm t l he .tolled d l ded v t Ily.APpI'c b l ty f des gn poroma/ d lxoper inuxpnraf M poo t'. pnn-b-Ins F lh B Id De'g B'Id g Di-'g h.11 verin all d-pi
rolornintiou no th-sheet f -forninnue ith c din d requirenimis of the-pet f building and governing axles and ordinao,es.Building Dngner aecepts-ponsibility fbir the-tievi or accurn,yofthedg. Jim I
f t .it y Ito lu a'pn-f hu Id ng Cin f t ld ly w♦,rn w 'fubricmed by a 11FP crnnp y.B g d, '.( later 1 ppun d t mher.,ul- d d x' nt eplace erectim and
permanen Maeing Retcr to Building Compon-Safety bf matioa 1BC511 for general guidance regarding 4-gc delivery,erection acid hou tg a-lahle fir-SBCA and Trus Plate livanute.
Job Truss Truss Type Qty Ply Ford Crossing Northampton,MA
16012090BR �T0613 Roof Special Girder 2 1
-_._ —_—_— _ Job Reference(optiona0
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Tue Mar 01 16:23:59 2016 Page 1
ID:Wh ?HSHcnx?y511MQODGtzsCKR-MD?NrWRhrXm12HXApWpgzfzVrC1N?4hA3xh880z MP{
7-4-7 14-2-8 19-10 14 25-7-4 28-10-14 32-2-8
7.4-7 --- 6.70-1 5 8.6 �- 5-8-6 3-3-10 3-3-10 1-2-8'
Scale=1 59.11
8x8
6.00 12
///5
5x10 /�\\
4
I
32 �i � 8x12 MT16H5�-
1 2x4 \� 33
f 8 31 34
\_
� 2 \ 5x12 torT18HS=
4x8
j 394 I1
2 =
26 28 �� 4 �� 7 I
10
23 N
83—
25 27 29 21 20 37 19 38 18 17 16 15 14 13 12 24 22
5x10+1 .4x10,1 .__.. _ .Jx4 _ .-_3zAi"p-(.5x6-- _._Ez8-- _..___..-9x14#F20H3—._10.! - "(20HS�
3x4-
3x4 3x4
9-5 4 17-6-4 25-7-4 28-10-14 32.2-8 33-5-0
F- --9-5-4 ---�—— 8-t_0 ---�-
8-1 0- -1 3-3-10 +--3-3-10 "1-2w8
Plate Offsets IX Y) (1:0-t-6,Edgel [1.0_3-8 Edgel (5_0-4-2 0-4-0]L6:0-4-8,0-2-81,[7:0-6-0 03-01 I8:0-3-8 0-2-01 [11.0-0-6,0-0-2),[13:0-7
LOADING(ps4
TCLL 40.0 SPACING- 2-0.0 CSI. DEFL. in (loc) Well L/d PLATES GRIP
Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.43 18-20 >900 240 MT20 197/144
(Roof Snow 40.0)5.0 Lumber DOL 1.15 BC 0.74 VertTL -0.81 17-18 >474 180 MT20HS 148/108
BCDL 10.0 " Rep Stress Iner NO WB 0.99 Horz(TL) 0.12 13 n/a n/a MT18HS 197/144
BCDL 10.0 Code IRC2009I P12007 (Matrix-M) Wind(LL) 0.1517-18 >999 360 Weight:161 Ib FT=4%
LUMBER-
BRACING- - —-
TOP CHORD 2x6 SPF 21 OOF 1.8E`Except' TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except end verticals,
T4:2x4 SPF No.2 and 2-0-0 oc purfins(2-3-12 max.):7-9,10-13.
BOT CHORD 2x4 SPF 210OF 1.8E*Except* BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except:
B3:2x4 OF 285OF 2.3E 6-0-0 oc bracing:13-24.
WEBS 2x4 SPF No.2*Except*
W5:2x4 SPF 210OF 1.8E
SLIDER Left 2x6 SPF No.2 2-5-12
REACTIONS. (Ib/size) 13=2347/(0-3-8+bearing block) (req.0.3-13),1=2260/(0-3-8+bearing block)(req.0-3-9)
Max Horz1=141(LC 7)
Max Uplift13=308(LC 8),1=-184(LC 7)
Max Grav 1 3=2420(LC 18),1=2260(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-26=-12/313,26-28=-91/369,2-28=-75/500,2-3=-3187/273,3-31=-2912/260,31-32=-2899/271,
4-32=-27871275,4-5=-2767/291,5.33=-37471344,6-33=3781/318,6-34=-8002/699,7-34=-8347/684,
7-35=-4272/381,8-35=-42721381,10-13=-1964/279,9-10=-336/87,11-23=942/61
BOT CHORD 25-27=312/15,27-29=-291/2636,21-29=-291/2636,20-21=-291/2636,20-37=-140/227$,
37-38=-140/2278,19-38=-140/2278,18-19=-140/2278,17-18=-302/4088,16-17=-623(1592,
22-24=$2/1230
WEBS 3-20=-469/194,5-20=-1011695,5-18=-177/2114,6-18=-1857/278,6-17=-373/4158,7-17=-2541/299,
7-16=36861251,8-16=-11/894,8-10=-4364/418,10-16=-444/4048,11-22=-322/23,23-24=-413126,
22-23=-82/1035,11-24=-1251/101,26-27=-273124,25-26=-429/20.1-27=-25/515,;19-30-0/604,
26.30=0/297,27-30=-3057/165,2-30=-3939/338
NOTES-
1)2x4 SPF 210OF 1.8E bearing block 12"long at jt.1 attached to front face with 2 rows of 10d(0.131"x3")nails spaced 3"o.c.8 Total fasteners.User Defined
Bearing crushing capacity=425psi.
2)2x4 SPF 210OF 1.8E bearing block 12"long at jt.13 attached to front face with 2 rows of 10d(0.131"x3")nails spaced 3"o.c.8 Total fasteners.User Defined
Bearing crushing capacity=425psi.
3)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat Il;Exp C;enclosed;MWFRS(lav-rise);cantilever left and fight exposed;Lumber
DOL=1.60 plate grip DOL=1.33
4)TCLL:ASCE 7-05;Pf--40.0 psf(flat roof snow);Category ll;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0
5)Unbalanced snow loads have been considered for this design.
6)Provide adequate drainage to prevent water ponding.
7)All plates are MT20 plates unless otherwise indicated.
8)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads.
9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members,with BCDL=IO.Opsf. ZH OF
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 308 Ib upkft at joint 13 and 184 Ib uplift at joint 1.
11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
13)Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. JOHN M
14)Hanger(s)or other connection devioe(s)shall be provided sufficient to support concentrated load(s)92 Ib down and 34 Ib up at 28-5-14,and 92 Ib down and PRESLEY
34 It,up at 30-1-12,and 92 k1 down and 45 lb up at 32-0-12 on top chord,and 12 Ib down at 28-5-14,and 12 Ib down at 30-1-12 on bottom chord. The 1/ i 43429
design/selection of such connection device(s)is the responsibility of others. Al 97
15)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �?
LOAD CASE(S) Standard 70� C'/STE�C�4'
Continued on page 2 � 'bNAL
Th'.t ss is In M fa5ricated per ANSVIPI qualify requirrnxms.Flutes shall be M sire and type shoum and cxntued al joints unless ahuuise naaf.This design is based upon paramum shnum,and is tar an individual
budding compaxnt to be installed and loaded—call).Applicability of design paranxtus and prsgcf incvpmation of component is responsibility of the Building Designer.Building Designer shall smrify all design
int f un this sheet lox umhxmance with aondr and eyuiremrnts of the Pec f lou-Ming d g erring otic- d d - 8 ld ng Designer-accept-responsibility for the torr mess or accuracy of the design
int-n.
.it may relate u a sp—lie budding Cm f tion is valid only when t r bneated by UFP cornpm y Bracingshow,i,for Inieral supfon oftnemmember,only.md dues not replacx erecnon and
Moninrnt Mining.Refer to Building Component Safety In(math.(BCSI)to,genudl guidance eg ding—ge.deli cry.—non and bracing asdilahle from SBCA and Truss Plate Institute
Job ---- muss- -Trussrype — TQtYPlv�[Ford CrossingNorthampton,MA -16012090BR T06G Roof Special Girder.�—_____ _._ _ __ b Reference o tional _
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Mar 01 1623:59 2016 Pagge 2
ID:vOh_?HSHcnx?y511 MQODGtzsCKR-MD?NrWRhrXm12HXApWpgzfzVrC1 N?4hA3xh88OzfFM
LOAD CASE(S) Standard
1)Dead+Snow(balanced)+Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plo
Vert:1-5=-110,5-7=-110,7-9=-110,10-11=-110,25-37=-20,37-38=-60,22-38=-20
Concentrated Loads(lb)
Vert:9=-36(B)16=-6(6)15=-6(6)35=-36(6)36=-36(B)
tH OF
JOHN M. (A
PRESLEY to
CNIL
/ f 43029
STERE
A1 ti
'ITic true.ie m be fabricated per ANSI/fPl quality I',mems.Plates shall he of,irx ar�d[ype,hown and Bente d t j(lots unlccs olherwice nutod.'rhic deign is based upon paramctcr.:hown artd is for ao individual
h ld g po n h tall d-W loaded ocall,Appf bl'ty fJ 'g p t dp p - pi f p tp 'hlly (Ih R'Id-gDc.'g R lJ gIh'g h II Tyll I'gn
i 1 f on[h ch t 1 to -th d t d q t t th pal h ld'g d g g od: d d 6 ld'g De,ig pt p 'hl'ty for the ony of the deign
t ft .'t y 1 t t aapc l b ld-tg C tf f I'd ly when( f b tdby lFP p y.B- -b h [ 1 t 1. pp 1 fl- h. my dd - pl cucctirrt andUM I
P'.
wnenl bracing Refer to Budding C.ompemcnt Sakti Inform-(on(BCSD for general gtoU,ceegard ng storage d6—y,ue t n and bracing ailablc from SBCA and Tru,:Plate Inetitutc
_ -
Job --- =Truss Trussrype Qty Plv Ford Crossing Northampton,MA16012090BR — COMMON — 1
Job Reference(optional)
Universal Forest Products7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Mar 01 16:24:00 2016 Pagge 1
I0:vOh_?HSHcnx?y511 MQODGtzsCKR-gQYl2sSJcruugQ6MMDKvVsWh 1 cL6kjGJ M13
7-2-7 14-2-8 21-2-9 28
-5-0
7-2-7 - — 7-0-1 7-0-1 -- — 7-2-7
Scale=147.1
6x6
6.00 12
5
5x8
5x8
4 6
25 26
2x4 2x4
3 7
2
1 T
4x8% 4x8
4x10 II 16 2 1 8 22 4x10 II
4 20
B2
12 _. 27 11 10 19
13 15 17 - - 3x4= __ __ 26 0_0-._3x10 MT20HS=- 3x4— 23 21
3x4
3x4�- F--- - _.-__ —._-._ _..�
14-4 911-118-515 27-0-12 28-5-0
- - - - -- — -
8-6-13 8-6-13
Plate Offsets-X Y
-1 LL:0-3-8 Edge],_9( .0-3070-2-15 ----
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.3510-12 >966 240 MT20 197/144
(Roof Snow=40.0) Lumber DOL 1.15 BC 0.83 Vert(TL) -0.5710-12 >596 180 MT20HS 148/108
BCLL TCDL 15.0 Rep Stress Incr YES WB 0.20 HorzTL 0.09 9 n/a n/a
BCDL 10.0 4 Code IRC20091TPI2007 (Matrix-M) Wind(LL) 0.0810-12 >999 360 Weight:127 lb FT=4
LUMBER- BRACING-
--
TOP CHORD 2x6 SPF No.2'Except` TOP CHORD Structural wood sheathing directly applied or 2-44 oc pudins.
T1:2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 8-2-2 oc bracing.
BOT CHORD 2x4 SPF 2100F 1.8E"Except"
B2:2x4 SPF No.2
WEBS 2x4 SPF No.2
SLIDER Left 2x6 SPF No.2 2-5-12,Right 2x6 SPF No.2 2-5-12
REACTIONS. (Ib/size) 1=1922/0-3-8 (min.0-3-0),9=1921/0-3-8 (min.0-3-0)
Max Horz 1=101(LC 7)
Max Upliftl=-165(LC 8),9=-165(LC 9)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-14=-61/318,14-16=-160/332,2-16=-139/432,2-3=-2600/742,3-25=-2268/689,4-25=-2148/697,
4-5=-2127/713,5-6=-2120/714,6-26=-2143/697,7-26=-2261/690,7-8=-2592/742,8-22=-155/464,
20-22=-177/364,9-20=-62/324
BOT CHORD 13-15=-311/72,15-17=-511/2142,12-17=-511/2142,12-27=-241/1612,11-27=-241/1612,
10-11=-241/1612,10-23=-510/2133,21-23=-510/2133,19-21=-281/66
WEBS 5-10=-167/706,7-10=-4761296,5-12=-166f716,3-12=-482/299,14-15=-311/12,13-14=-391/82,
1-15=-96/468,17-18=0/623,14-18=0/279,15-18=-2494/578,2-18=-3239/918,20-21=-328/18,
19-20=-393/85,9-21=-92/437,23-24=0/699,20-24=0/289,21-24=-2542/574,8-24=-3265/934
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and
right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33
2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)All plates are MT20 plates unless otherwise indicated.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members,with BCDL=10.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 165 Ib uplift at joint 1 and 165 Ib uplift at joint 9.
8)This truss is designed in accordance with the 2009 Inlemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
9)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
SN OF
JOHN M rn
PRESLEY m
CNIL
/ f 43029
a0�, Q'
ccrSTE1
AL
Phis vuis is w be fahricated per ANSI/FPI qualify I i, nenla.Plates shall be f sirs and type shown and-ol d x jo a un odtrrw se notod.This design is haled upon p incl :h—u,and is fur an individual
b- at w'i t II d d l d J t l Appl' b l l f d -g eeprop—rourponannat ' Building D -g Building Designer- Il Ty Il degn
nlorri i hh etl f th Ntc d h pl b Idofg dg g ad,, d d' BIdingDe g pi,responsibility for them y
ofthe deeign
f f -� y 11.to e px( hold-g C t-f t I'd ly h-n t - I b t J by 11-P p y.B € h :f I t I:ppo� (t he only d d t plan.rection enJ
pc a tens brei.ing Refer l,,Build nb Component Safety Wnaounon(SCSI)for general gaid— eg,at ng sunt b,def very,tri.t m and bracing a violable from SBCA and Truss Plate Institute.
Job TrussTruss Type Qty Ply Ford Crossing Northampton,MA
16012090BR T07GE Common Supported Gable 2 1
Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Mar 01 16:24:012016 Page 1
ID:vOh_?HSHcnx?y511 MQODGtzsCKR-Ic67GCTyN9011ahYwxr82430FOt1 TAjSWFAFCHzfFMC
14-2-8 28-5-0
- 1428 - -- — 1428 - 1
Stale:il4'=1�
6.00 12 6x6
9
4x6
8
10 4x6
7 11
6 12
32 \ 33
5 13
14
^I �X41 / ! TY
/ T T 1'1\
3 �15
�T �T I
$T YYYY! �T
�T $T 1s
1 T j — \\x..17'Ei q
3x4=
31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x4=
3x4 =-
28-5-0
--- -7777--
--- ----
-- 28-5-0
Plate OffsetstX Yy- [24:0-1-120-1781_.
T (psf)
CLL0 SPACING- 2-0-0 CSI, DEFL. in (loc) Udell L/d PLATES GRIP
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.16 Vert(LL) n/a n/a 999 MT20 197/144
TCDL 15.0 Lumber DOL 1.15 BC 0.08 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Iner YES WB 0.25 Horz(TL) 0.01 17 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:144 Ib FT=4
LUMBER- BRACING-
TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing.
OTHERS 2x4 SPF No.2
REACTIONS. All bearings 27-2-8.
(lb)- Max Horz31=-102(LC 6)
Max Uplift All uplift 100 lb or less at joint(s)26,27,28,29,30,31,23,22,21,20,19,18,17
Max Grav All reactions 250 lb or less at joint(s)30,19,17 except 25=324(LC 1),26=369(LC 2),27=339(LC 2),28=276(LC 2),
29=284(LC 1),31=464(LC 1),23=364(LC 3),22=340(LC 3),21=280(LC 3),20-263(LC 1),18=318(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 8-9=0/257,9-10=20/257
WEBS 9-25=-28",8-26=-329/98,6-27=-2981130,2-31=-377/187,10-23=-324/98,12-22=-300/130,16-18=-267/149
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp,C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and
right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33
2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as
applicable,or consult qualified building designer as per ANSl1TPI 1.
3)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category Il;Exp C;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)All plates are 1.5x3 MT20 unless otherwise indicated.
6)Gable studs spaced at 2-M oc.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)26,27,28,29,30,31,23,22,21,20,19,18,
17.
10)Non Standard bearing condition. Review required.
11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1.
12)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
tN OF
JOHN M rA
PRESLEY R'
CIVft
q, 43029
YOr /sTE 14'
F�fOIII AL 6NG
This ttuss i.io he fabricated per AN61lrPI quality ixyuirements.Plates shall be of rim end type shown and antaed at j,tints unless txherwise oared.This design is based upm parunetm shnwo,arM is inn an individual
bu-Id g pones to he instilled aM I led tn'cally.Applicabitry f dcsgn par ter:and proper incmrpocumn of cmnpm t pan-ibilly ol the Building Dk iiuici.Building Deaigner sh II crify all design
intur—ion this shat fix cont mus<cith c din and req- t f th—itccific building and governing rxtes and d Building Deign pt pun bitty f thraccuracy of the design
'f antm as n may relate to a-paf building Leri fitrtion i bd only whe t n latrtwled fiy a Utp can p y.B 'ng vh '.f Imv I.'pfa I f t nbers tint d drxs nt replan ermim and
Micnaunt bracing.Reler to Building Component Safcty lnlrcmatiun IBCSD for general guidance regarding 4 ge,delivery,erecnrm and bracing asailable Irmo SBCA and Trus I'late Institute.
Joti— --_-- Truss Truss Type Oly Ply �Ford,,Crossing Northampton,MA
16012090BR T10 COMMON10 ence(optional) _
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Mar 01 16:24:02 2016 Pagge 1
ID:vOh_?HSHcnx?y511 MQODGtzsCKR-mogWTYUa8S8cvkGIUeMNbHb?MQOHCfnclvvoljzfFM
1-2-8 8-0-0 16-0-0 17-2-8
F 1.2.8 - --- 8.0.0 ---- -- -- — 8-0-0 — f 1-2-8
Scale=1:31.
44 1
3
7.00[12
13 14
1
8 11
2 1 4
1
7 8 12
9 1.6x3 II 10
4x8! 4x8 Q
F —8-0_0 16-0-0
8-0-0 8-0-0
Plate Offsets_(X Y)--1_2_:0-2-1_,0_-_2-_7j_,f4:0-2-1,0-2-71
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.09 6-12 >999 240 MT20 197/144
(Roof Snow=40.0) Lumber DOL 1.15 BC 0.85 VertTL) -0.20 6-12 >961 180
TCDL 15.0
BCLL 0.0' Rep Stress Incr YES WB 0.07 Horz(TL) 0.02 4 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.04 6-9 >999 360 Weight:49 Ib FT=4
LUMBER- BRACING-
TOP CHORD 2x4 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2
WEDGE
Left:2x4 SPF No.2,Right:2x4 SPF No.2
REACTIONS. (Ib/size) 2=1173/0-3-8 (min.0-1-13),4=1173/0-3-8 (min.0-1-13)
Max Horz2=142(LC 7)
Max Uplift2=-152(LC 8),4=-152(LC 9)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-8=-2503/662,8-13=-1123/177,3-13=-872/191,3-14=-872/191,11-14=-1123/177,4-11=-2503/662
BOT CHORD 7-9=-1067/3552,6-9=0/753,6-12=0/753,10-12=-1067/3552
WEBS 3-6=0/332,2-7=-2151!705,8-9=-891/508,7-8=-1123/3166,2-9=-0313/1489,4-10=-2151/705,11-12=-891/508,10-11=-1123/3166,
4-12=-4313/1489
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.ll;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and
right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33
2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;C1=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psi or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live
loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=152,4=152.
8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
9)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
SH OF
JOHN M 1n
PRESLEY M
CIVIL y
f
1%0 43029
4r�
C�+tSTIE `tam
`�70NAL
11r v.e.is to hlabncaicd per ANSVfPI qualify q nems_Places.shall hr f siie mrd tyl>r shown mid veneered at joints mrk cc otherwise not xi. I'hv design is teased upon pmameterc.hown mrd is ror mi individual
b'Id'gpm et be' ell d adl d 1 t Ily Appy fd g p t dp p port f p t p :'blty fth R Id gIk'g R II'gD g 1 II 'fy Ild.y,
1 t th'. h tf f eh dl d q.-a f,he,peolk b.dritrig andg -g od:and ordinanee,B Idglk'g pt p -h-rtyt th m y fetes design
f t y I I toa Pt 1 bold g C o f f fd ly he t :f b' t d by l FP p y_R g I -f I t t l:pp ft bc. n11 d d pl....rvctiar and
pc rancor bracing Refer to Rudd'ng Comp—seat Safety Inforrnauon(BCS[)for general guidance regurbag stmage.storage. d rvcr>,ere t n and bracing available from SBCA and Tru Plate 1-tnute
Job TrussTruss Type Qty Ply Ford Crossing Northampton,MA
16012090BR T10GE Common Supported Gable 2 1
.__-.-- —'— _____ _ Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MITek Industries,Inc.Tue Mar 01 16:24:03 2016 Page 1
8 0-0
ID:vOh ?HSHcnx?y511MQODGtzsCKR-E?EUhuUCvmGTXUrx2Mtc7V8MfgZMX6?I Zfl-H9mf I
=1_2-8 I 16-0-0 17-2-8
----- —r--- --- ------
8-0-0 8-0-0
1.2-8 1-2-8
44 Scale=1:30-
6
7
5 \
7.00112 j/ \
20
$T ST3 �. g
/ T STJ
2 10
3x4- 18 17 16 15 14 13 12 3x4_
— —
16-0-0
_ 16-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.03 11 rJr 180 MT20 197/144
(Roof Snow 40.0) Lumber DOL 1.15 BC 0.03 Vert(TL)
-0.03 11 n1r
BCDL 15.0 H(
Rep Stress Incr YES WB 0.08 TL) 0.00 10 n/a n/a
BCLL 0.0' Code IRC2009/IP12007
BCDL 10.0 (Matrix) Weight:63 Ib FT=4
LUMBER- BRACING-
TOP CHORD 2x4 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SPF N0
.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SPF No.2
REACTIONS. All bearings 16-0-0.
(lb)- Max Horz 2=1 44(LC 7)
Max Uplift All uplift 100 Ib or less at joint(s)2,10,16,17,18,14,13,12
Max Grav All reactions 250 Ib or less at joint(s)15,18,12 except 2=356(LC 12),10=358(LC 12),16=360(LC 2),17=281(LC 2),
14=360(LC 3),13=281(LC 3)
FORCES. (Ib)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown.
WEBS 5-16=320/119,7-14=-320/119
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf BCDL=5.Opsf,h=24ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone:cantilever left and
right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as
applicable,or consult qualified building designer as per ANSITPI 1.
3)TCLL:ASCE 7-05;Pf--40.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.1 ',
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live
loads.
6)All plates are 1.5x3 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
8)Gable studs spaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom chard live load nonconcurent with any other live loads.
10)'This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,10,16,17,18,14,13,12.
12)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1.
13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
�H OF
JOHN M in
PRESLEY m
I/ 43029
STE
AL �a�
pier
This truss i.to he fabricated per AN51l1'PI yualdy reyuiremem.+.Fgatec.hall be of vre atW tyke�hnum and centeraf at Kenos unless mherui.ce nrned.'tLis Mign ix based urym parameters shnwm,and ifix an individuzl
h'loo g pm t M' tailed and Inaded ven Ily.Appl'-hifty f design par inch d I-p—it—lairahou of carornmem-is responsibility of the Building D—loter.Building Deogoerhall verify II design
i f t tti .-h t f formance with. dit- d cqu is of thespecific building and governing oda d a -d'nan Building Dei gnat pt espoms bility f the—mess accuracy of the design
i f ru tat
.'i y I t t o vpttn'tic hmldmg C n( n i. 1 d only when t f hdcmed by a 11FP cmrpmy.B g shown,s I<r lateral ppnn d t hers ml d d eplace erennn and
pennanmt bracing Refer to Building C—finuent Safety Information(BCSI)for general guidance regarding voyage,delivery,erection and tracing arailable.Fran SBCA and Trus Mate Institute,
-----------------
RE
0
3L110.
3
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51 0* 260"
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22'0"
as ing on- om re -d
info Ne eu„emg.,—nm- 01-1 d..,N TM—M JIN� _d
Ford Crossing Northampton,MA
T..1`— 5113 DOnlM D�..M-
3179
UFP Belchertown, LLC 1/24/16 —-f-
W"
IN ft I."N"W-N— —Nd F-1 P—".1
A Universal Forest Products Company or Pricing fermi NP
&V�—00 NOT CW NOTCH,DRILL OR O�ERWISE-REIRW MANUF,i,CTi)RED TRUSSES -Y WAV
ITHOUT'AIORMTTENLZATICBYALiMNSEDMOFESSIM�DES�TSYUFP
16012090BR E HELD RESOSISLE FOR-1 WODIFIC�TIONS OR
'CHMOE MCKS'DONE WITHOUT PROF WRITTEN
DATE01/26/16 PAGE 2
REQ.QUOTE DATE 01/29/16 ORDER#
ORDER DATE / / QUOTE# 16012090B
DELIVERY DATE CUSTOMER ACCT# LMCWRKMI
DATE OF INVOICE / / CUSTOMER PO#
ORDERED BY Andy Clogston INVOICE#;.
UFP Belchertown, LLC TERMS
155 Bay Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT Andy Clogston SALES REP,, Brian Tetreault
Phone:413-323-7247 Fax:413-323-5257 JOBSITE PHONE# ( ) - SALES'AREA" Massachusetts/
s
R.K.Miles-Hatfield JOB NAME:Washington-Ottombre/Wright LOT# SUBDIV:Village Hill
D 24 West St MODEL:Floor Trusses and TAG: JOB CATIEGORYi Residential
T Hatfield,MA 01038 DELIVERY INSTRUCTIONS:
o (413)247-8300 ;
a Washington-Ottombre/
I SPECIAL INSTRUCTIONS:
p Ford Crossing 'Based on plans dated 1/20/16. =
T Northampton,MA
BY DATE
BUILDING DEPARTMENT OVERHANG INFQ1 HEEL HEIGHT 00-04-03 1 REQ.LAYOUTS REQ.ENGINEERING QUOTE BRT 01/26/16
FIOOf TfUSSeS END CUT I RETURN LAYOUT
PLUMB I NO I GABLE STUDS 24 IN.OCI JOBSITE 1 JOt3fiITE 1 11 CUTTING I BRT 10112W16
ITEMS
QTY ITEM TYPE SIZE LENGTH PART NUMBER ;;NOTES
UNIT TOTAL
FT-IN-16 PRICE PRICE
1 Hanger THDH410
ITEMS SUB-TOTAL:
Al
ACCEPTED BY SELLER ACCEPTED BY BUYER SUB-TOTAL
PURCHASER: `l
BY: ( . TITLE:
BY: ADDRESS:
TITLE:
l :
DATE OF ACCEPTANCE: PHONE: DATE: GRAND TOTAL
Quote is based on current design values at the time of quote(lumber, WP, hardware, etc).
Should any of these values change prior to completion of this;project, UFP Belchertown,LLC
reserves the right to adjust the sell price accordingly.
QUOTE POLICY: QUOTE VALID FOR 15 DAYS. AFTER 15:DAYS, UFP RESERVES THE RIGHT TO REVIEW/ADJUST ALL PRICING.
Sealed individual truss drawings are included in the pricing.
Sealed layouts,stamped bracing diagrams are NOT included BUT can be provided for an additional charge.
IIS`Bejcherton,ITC Job ID: 160120908 Status: Design Passed
UFP New Windsor,LSC Job Name: Project Name
UFP Berlin,LLC Label: 131-3
UFP Parker,LLC Member Type: Beam I Level: 1 st Floor Page:1 of 2
UFP New York,LLC Member: 3- 1-3/4x11-7/8 LP-LSL 1.75E Date:03/11/2016 10:46:58
1 2 3 4 5 6
1/4" 6'0 3/8" 1/4" 5'9 3/4" 1/4" 8'11 1/4" 1/4" 6'7 1/4" 1/4" 3-1470/1/4"
Graphical Illustration- Not To Scale
Loading(nsf): Quick Design Su ma&: Qdl kc D:.fle!Qt"!ar!SuMMOM
Roof Live Load-20 Building Code-IBC 2009 Live Load Deflection 0-01 @ 33-01-12 0360
Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-01 @ 33-01-12 L/240
Floor Live Load-40 Critical Moment(Pos) Passed-52
Floor Dead Load-15 Critical Shear Passed-66
Unbraced Length(Top/Bottom)-1-08-08/32-03-08
Reactions-
M ximum Analvsi R a tion
SuDoort Start End Dead Floor Live Roof Live Snow
1 0-00 10-04 1742.00 lb 3603.00/-646.00 lb
2 6-10-10 7-03-14 6509.00 lb 12232.00/-3,00 lb
3 13-01-10 13-06-14 6428.00 lb 11786.00/-1.00 lb -
4 22-06-02 22-11-06 6299.00 lb 12357.00/-24.00 lb
5 29-06-10 29-11-14 4226.00 lb 7977.00/-2.00 lb -
6 33-01-12 34-00-00 244.00 lb 1685.00 lb
Forces.
aximum Load Maanit d -
Tvoe 2211d Dead Floor Live Roof Live Snow
Self Weight 0-00 34-00-00 21.00 Ib/ft - _
Uniform 29-11-00 33-01-12 90.00 lb/ft 240.00 lb/ft
Point 2-00-00 2-00-00 1455.00 lb 2560.00/-1.00 lb
Point 4-00-00 4-00-00 1717.00 ib 3065.00/-1.00 Ib - -
Point 6-00-00 6-00-00 1678.00 lb 2990.00/-1.00 lb
Point 8-00-00 8-00-00 1678.00 lb 2990.00/-1.00 lb - -
Point 10-00-00 10-00-00 1678.00 lb 2990.00/-1.00 lb
Point 12-00-00 12-00-00 3618.00 lb 6162.00/-1.00 lb
Point 14-00-00 14-00-00 1258.00 lb 1499.00 lb
Point 16-00-00 16-00-00 752.00 lb 1500.00 lb
Point 18-00-00 18-00-00 752.00 Ito 1500.00 lb
Point 20-00-00 20-00-00 752.00 lb 1500.00 lb
Point 22-00-00 22-00-00 767.00 lb 1502.00 lb
Point 22-08-12 22-08-12 2733.00 lb 4460.00/-23.00 lb
Point 24-00-00 24-00-00 726.00 lb 1430.00/-1.00 lb
Point 26-00-00 26-00-00 710.00 lb 1416.00 lb
Point 28-00-00 28-00-00 2032.00 lb 3322.00/-2.00 lb
Point 29-09-04 29-09-04 541.00 lb 692.00 lb
Point 30-00-12 30-00-12 679.00 lb 1152.00 lb
Point 32-00-00 32-00-00 923.00 lb 1572.00 lb
Expanded Design Results:
DesignControl Result LDF Load Combination
Critical Moment(Pos) 12259.02 Ib It @ 7-01-04 23438.21 Ib It Passed-52% 1.00 D+L
Critical Shear 11273.73 Ib @ 12-01-12 17040.63 Ib Passed-66% 1.00 D+L
-Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices.
-This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown. These results should be reviewed by a qualified design professional.
UFP Bekhertown,LLC Job ID: 160120908 Status: Design Passed
UFP New Windsor,LLC Job Name: Project Name
UFP Berlin,LLC Label: 61-3
UFP Parker LLC Member Type: Beam I Level: 1st Floor
UUP New York,LLC Member: 3- 1-3/4x11-7/8 LP-LSL 1.75E Date:03/11/2016 Page:2 10:46:58 2
:58
Live Load Deflection 0-01 @ 33-01-12 LJ360 Passed-L/671 - L
Total Load Deflection 0-01 @ 33-01-12 L/240 Passed-L/671 - D+L
Design Notes:
Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer.
Errors.Warnings&,Nos: k
The dead loads used in the design of this member were applied to the structure as sloped dead loads.
'The member graphic,dimensions,and locations shown on this report are based on the centerline of the member.
Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting.
-Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices.
-This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown. These results should be reviewed by a qualified desiqn professional.
UFP Belcherto n,LLC Job ID: 16012090B Status: Design Passed
UFP New Windsor,LLC Job Name: Project Name
UFP Berlin,LLC Label: Upset 63-2
UFP Parker,LLC Member Type: Beam I Level:2nd Floor Page.1 of 4
UFP New York,LLC Member:2- 1-3/4x11-7/8 LP-LSL 1.75E Date:01/27/201608:22:09
1 2
/2" 91111,
9.,
10'11 1/2"
Graphical Illustration- Not To Scale
Loading`(osfk Quick Deslan Sui nL arv: QUIck Qpft lign Summary:
Roof Live Load-20 Building Code-IBC 2009 Live Load Deflection 0-03 @ 5-02-11 0360
Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-06 @ 5-02-12 U240
Floor Live Load-40 Critical Moment(Pos) Passed-740%
Floor Dead Load-15 Critical Shear Passed-36
Unbraced Length(Top/Bottom)-3-04-00/3-04-00
Reactions:
Maximum Analysis Reaction
SUDpOrt Start End Dead Floor Live Roof Live Snow
1 0-00 3-08 2556.00 lb 2537.00/-73.00 lb
�����
2 10-02-08 10-11-08 2790.00 Ib 2651.00/-79.00 Ib
Forces: C
Maximum Load Magnitudes
Tvoe Start End Dead Floor Live Snow
Self Weight 0-00 10-11-08 14.00 Ib/ft -
Uniform 3-08 10-11-08 450.00 lb/ft 420.00 lb/ft
Point 11-08 11-08 115.00 lb 186.00 lb - -
Point 2-11-08 2-11-08 115.00 lb 186.00 lb
Point 4-11-08 4-11-08 61.00 lb 169.00/-76.00 b - -
Point 5-11-08 5-11-08 25.00 lb 80.00/-76.00 lb
Point 6-08-12 6-08-12 79.00 lb 87.00 lb
Exlanded Design Results:
Design Control Result LDF Load Combination
Critical Moment(Pos) 12738.85 Ib It @ 5-01-04 17163.10 Ib ft Passed-74% 1.00 D+L
Critical Shear 4113.39 Ib @ 1-03-06 11360.42 Ib Passed-36% 1.00 D+L
Live Load Deflection 0-03 @ 5-02-11 0360 Passed-U687 - L
Total Load Deflection 0-06 @ 5-02-12 U240 Passed-U341 - D+L
Design Notes:
`Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer.
Errors.Warnings& Notes:
`The dead loads used in the design of this member were applied to the structure as sloped dead loads.
'The member graphic,dimensions,and locations shown on this report are based on the centerline of the member.
"Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting.
-Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices.
-This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown. These results should be reviewed by a qualified design professional.
UFP Belchertown.LLC Job ID: 16012090B Status: Design Passed
UFP New Windsor,LLC Job Name: Project Name
IFP Berlin,LLC Label: Flush 134-2
UFP Parker,LLC Member Type: Beam I Level:2nd Floor Page:2 of 4
UFP New York,LLC Member:2- 1-3/4x11-7/8 LP-LVL 290OFb-2.OE Date:01/27/2011608:2209
1
9,T
Graphical Illustration- Not To Scale
Loading sf); Quick Design Summary: wick deflection Summary:'
Roof Live Load-20 Building Code-IBC 2009 Live Load Deflection 0-02 @ 4-10-04 L/360
Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-04 @ 4-10-04 L/240
Floor Live Load-40 Critical Moment(Pas) Passed-54
Floor Dead Load-15 Critical Shear Passed-49
Unbraced Length(Top/Bottom)-1-08-08/1-08-08
Reactions:
Maximum Analysis"Reactions
Support Start Fnd Dead Floor Live Roof Live Snow
1 0-00 3-08 1632.00 lb 3172.00 Ito
Forces: 9-05-00 9-07-00 1591.00 Ib 3100.00 Ib - -
Forc s: h
Maximum Load Magnitudes
Tvoe Start End Dead loor Live Roof Live Snow
Self Weight 0-00 9-07-00 12.00 Ib/ft -
Point 10-00 10-00 326.00 Ib 657.00 ib
Point 10-00 10-00 295.00 lb 595.00 lb
Point 2-10-00 2-10-00 326.00 lb 657.00 lb
Point 2-10-00 2-10-00 295.00 lb 595.00 lb
Point 4-10-00 4-10-00 326.00 lb 657.00 lb
Point 4-10-00 4-10-00 295.00 lb 595.00 lb
Point 6-10-00 6-10-00 326.00 lb 657.00 lb
Point 6-10-00 6-10-00 295.00 Ito 595.00 lb
Point 8-10-00 B-10-00 326.00 lb 657.00 lb
Point 8-10-00 8-10-00 299.00 Ib 607.00 Ib
Expanded Design Results:
Design Control Result LDF Load Combination
Critical Moment(Pas) 10649.35 Ib It @ 4-10-00 19902.52 Ib It Passed-54% 1.00 D+L
Critical Shear 3899.41 Ib @ 1-03-06 7896.87 lb Passed-49% 1.00 D+L
Live Load Deflection 0-02 @ 4-10-04 L/360 Passed-Li737 - L
Total Load Deflection 0-04 @ 4-10-04 LJ240 Passed-U487 - D+L
Design Notes:
*Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer.
ErEgrs,,1Warnin s$'Notes:
The dead loads used in the design of this member were applied to the structure as sloped dead loads.
The member graphic,dimensions,and locations shown on this report are based on the centerline of the member.
Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting.
-Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices.
-This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown. These results should be reviewed by a qualified design professional.
UP Bejc erto n,LLC Job ID: 16012090B Status: Design Passed
UFP New Windsor,LLC Job Name: Project Name
UFP Berlin,LLC Label: Flush B2-2
LFP Parker,LLC Member Type: Beam I Level:2nd Floor Page:3 of 4
UFP bl'e`st York,LLC Member: 2-1-3/4x11-7/8 LP-LSL 1.75E Date:01/27/2016 08:22:09
2
1
2'9" Ilk
11,101,
Ilk
14'7"
Graphical Illustration- Not To Scale
Loading(Rsf): Quick Design Summaol: Wck deflection Summary:'
Roof Live Load-20 Building Code-IBC 2009 Lire Load Deflection 0-02 @ 7-10-00 0360
Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-04 @ 7-10-06 U240
Floor Live Load-40 Critical Moment(Pos) Passed-62
Floor Dead Load-15 Critical Shear Passed-38
Unbraced Length(Top/Bottom)-9-03-08/11-10-00
Reactions' i
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 2-09-00 2554.00 lb 2327.00/-158.00 lb - -
++> 1-08 1-08 - 66.00/-48.00 lb - -
++> 9-00 2-00-00 - - -
++> 2-07-08 2-07-08 2554.00 lb 2261.00/-110.00 lb - -
2 14-07-00 14-07-00 616.00 lb 548.00/-25.00 lb - -
Forces: {
Maximum Load Magnitudes
TVDe Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 14-07-00 14.00 lb/ft - - -
Uniform -0-00 5-01-12 80.00lb/ft 50.00lb/ft - -
Point 5-01-12 5-01-12 2556.00 lb 2537.00/-73.00 lb - -
Connector Information:
Nailing Requirements
Sunoort Manufacturer Model TOD Face Member Min Seat Length Other Information
2 USP THDH410 - - - N/A Connector has not been designed.
No information is available.
Expanded Design Results:
Design Control Result LDF Load Combination
Critical Moment(Pos) 10242.45 Ib If @ 5-01-12 16412.40 Ib It Passed-62% 1.00 D+L
Critical Shear 4276.02 Ib @ 3-08-14 11360.42 Ib Passed-38% 1.00 D+L
Live Load Deflection 0-02 @ 7-10-00 U360 Passed-U999 - L
Total Load Deflection 0-04 @ 7-10-06 0240 Passed-U506 - D+L
Design Notes:
"Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer.
Errors.Warnings&Notes.-
The
otes:The dead loads used in the design of this member were applied to the structure as sloped dead loads.
"The member graphic,dimensions,and locations shown on this report are based on the centerline of the member.
"Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting.
-Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices.
-This report is based on modeled conditions input by the user.Actual field conditions may differ from those shown. These results should be reviewed by a qualified design professional.
UFP$elchert{3wn,LLL Job ID: 16012090B Status: Design Passed
UFP New Windsor,LLC Job Name: Project Name
UFP Berlin,LLC Label: Flush 131-2
UFP Parker,LLC Member Type: Beam I Level:2nd Floor
UP New York,LLC Member: 2- 1-3/4x11-7/8 LP-LSL 1.75E Page- of 4
Date:01/27/2016 08:22:09
1 2
1/2" 4'4 1/2" /2"
L �
4'9 1/2"
Graphical Illustration- Not To Scale
Loading ( Quick Design Summary: Q jick Deflection Summary:
Roof Live Load-20 Building Code-IBC 2009 ---- Live Load Deflection 0-00 @ 2-03-06 U360
Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-00 @ 2-03-04 U240
Floor Live Load-40 Critical Moment(Pos) Passed-11
Floor Dead Load-15 Critical Shear Passed-14
Unbraced Length(Top/Bottom)-1-08-08/1-08-08
Reactions:
Maximum Analysis Reaction
SulpDort Start End Dead Floor Live Roof Live Snow
1 0-00 1-08 1040.00 lb 1360.00/-23.00 lb
¢�yy��++pp��2++ 4-06-00 4-09-08 528.00 lb 886.00/-2.00 Ib - -
Forces:
Maximum Load Magnitudes
Tvoe Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 4-09-08 14.00 Ib/ft
Point 5-04 5-04 616.00 lb 548.00/-25.00 lb
Point 1-03-00 1-03-00 326.00 lb 657.00 lb - -
Point 1-03-00 1-03-00 117.00 lb 192.00 lb
Point 3-03-00 3-03-00 326.00 ib 657.00 lb - -
Point 3-03-00 3-03-00 117.00 lb 192.00 lb
Ex2anded Design Results:
Desian Control Result LDF Load Combination
Critical Moment(Pos) 1970.15 Ib If @ 1-03-00 17163.10 Ib It Passed-11% 1.00 D+L
Critical Shear 1610.24 Ib @ 1-01-06 11360.42 Ib Passed-14% 1.00 D+L
Live Load Deflection 0-00 @ 2-03-06 U360 Passed-U999 - L
Total Load Deflection 0-00 @ 2-03-04 U240 Passed-U999 - D+L
Design Notes:
"Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer.
Errors.Warnings&Notes:
x The dead loads used in the design of this member were applied to the structure as sloped dead loads. "
*The member graphic,dimensions,and locations shown on this report are based on the centerline of the member.
Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting.
-Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices.
-This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown. These results should be reviewed by a qualified desiqn professional.
City of Northampton
' Massachusetts
4 DEPARTMENT OF BUILDING INSPECTIONS r'
212 Main Street • Municipal Building
Northampton, MA 01060
INSPECTOR
Wright Builders, Inc. March 10, 2016
48 Bates Street
Northampton, MA 01060
Subject Location: 26 Ford Crossing
Map Block: 31C-018
Mr. Heilman,
Your building permit application with plans dated 3-2-16 has 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. Post footing are drawn as 2'6"x 2'6",the foundation drawing has 2 x 2 precast. If they are placed on
top of the 8" of/1/2" crushed stone they would be OK but they usually aren't so they'll be
undersized for the point loading based on a soil bearing capacity of 2000 lbs per QSFT.
2. The basement emergency escape is drawn too small 9 SQFT required 3' out minimum.
3. It appears that there are at least two window that will require tempering per R308.4
4. The rear door will be considered the 2"d egress and a landing the width of the door and 3'out is
needed. Framing details and supports are needed.
5. Solid blocking and appropriate connectors are required for the braced entry roof.
6. The deck joist at the house connection must be supported by 1%" ledger or joist hangers.
7. Final HERS ratings, duct blast results, and a signed Thermal Bypass Checklist.
8. Smoke, Heat and CO detectors throughout the structure to current building codes.
9. An air barrier is required between the tub and the wall cavity.
10. The garage requires a PFG per R602.10.3.4 and all appropriate nailing, straps and washers.
Note:The 2012 IECC with MA amendments is the non-stretch energy code and the 9th Edition Building
Code and new Stretch Code are expected to begin in July of 2016.
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 8th 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. or if
high water table or severe soils waterproofing 780 CMR R406.2.
5. Through wall form ties must be removed from both faces and patched with hydraulic cement. 780 CMR
R406.2 of amendments.
6. Foundation anchor bolts must be%" and be embedded a minimum of 7" into the concrete. 10" bolts!
780 CMR R403.1.6
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, each bedroom and walk-
in attics. 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. Wood walls shall be capped with double plates to provide overlapping at corners and intersecting walls
with bearing partitions,joints staggered 2' minimum. 780 CMR R602.3.2
a. Exception:A single plate may be used or plates may be excluded over lintels provided the
plates/lintels are adequately connected by a 3" x 6" plate .036 galvanized steel nailed to each
segment with 6-8d nails
15. All framing materials which are not code prescriptive must have stamped engineering.
a. LVLs
b. I-joist and or Floor Truss
c. Roof truss
16. All I-Joist need to be protected from fire with% drywall or 5/8 wood structural panel. (R501.3)
17. 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.
18. 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.
19. 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
20. 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
21. 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
22. 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 1st 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 W from
the top of the threshold and only in-swinging doors. 780 CMR R311.3
23. 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
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.
24. 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.
25. Floor joist systems that are not equal to 1%Z" nominal dimension must be covered with %" drywall or
5/8" wood structural panel or equivalent with some exceptions. 780 CMR R501.3
26. 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.
27. 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
28. Where dryer ducts penetrate the wall they must be sealed with fire caulk. 780 CMR M504.2
29. Dryer ducts must terminate outside of the building, have a backdraft damper, cannot include a screen,
and require 3' clearance from windows. 780 CMR M504.4
30. Dryer duct transition is limited to 8' of aluminum flex, must be exposed, and the proper UL listing.780
CMR M504.6.3
31. Dryer duct maximum equivalent length is 35' less 5' per 901 elbow or per manufacturer's specs. 780
CMR M502.6.4, no screwed connections use foil tape appropriate for the use.
32. Dryer ducts when concealed must have a permanent label or tag within 6' of the duct connection 780
CMR M502.6.5
33. Makeup air is required for dryers exhausting more than 200 CFM. 780 CMR M504.5
34. Makeup air is required for any exhaust hood over 400 CFM. 780 CMR M505.2
35. 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
36. 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.
37. Ignition barriers are required over all thermal plastics and must be in place before final. 780 CMR R316.
38. 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
39. 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.
40. 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
exposes fiberglass insulation and finds black insulation, which has filtered dirt out of the air moving
through the insulation. 780 CMR R601.2 for vapor retarders and Table N1102.4.2 for air sealing
requirements.
41. Unvented attic assemblies. Hot roofs are allowed, but have specific requirements 780 CMR R806.4.
42. Deck ledgers and post must be appropriately attached, bolts or lags. 780 CMR R502.2.2.1 Note:ThruLoks
are engineered for post attachment supporting a railing. Lateral attachment is required for each deck
per section 502.2.2.3.
43. 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 or attached garage.
c. Heat detector in attached garage, and other large unfinished unconditioned spaces.
44. Closets beneath stair which have doors must be drywalled with%". 780 CMR R302.7
45. 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.
46. 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(d_)northamptonma.gov
4Thankr your cooperation on thes ma rs.
City of Northampton
Assistant Commissioner and Zoning Enforcement
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Superior Walls Foundations 12'8 3/4' 16'3 1/4'
By: Superior Walls by Weaver Northeast F—HEE] 4'2 3/4"
Project Nave: Feinland
Owner: Wright Builders
Builder: Wright Builders
Salesman: John W. I
Drawn By: new 6'2 1/4"
Created: 2/24/2016
Last Modified: 3/4/2016 2' 29'
Revision: 1 . 02
Comment: 31'
F i l e Name: h v_w b_f e i n 1 a n d It is the responsibility of the General Contractor and/or
Drawing Type: XI Reference 2012 IRC
Home Owner to ensure complete accuracy of all drawings Footing : 8' minimum 1/2' clean crushed stone
w x x N 0 T TO SCALE x x x designed for production. Weaver Precast, Inc. will not be Assumed Soil Bearing Capacity : 2000 PSF
held responsible for any errors once the final drawings Maximum allowable uniform load : 2700 PLF
These Drawings are approved for and contract have been signed and approved by the Seismic Design Category : B
final production as illustrated General Contractor and/or Home Owner. Basic Wind Speed : 90 MPH
and not subject to change.
40 Ton Crane with 60' reach from the
pivot point of the crane is the limitation The Superior Wall 'Builder Guideline Booklet'
------------- ---__--_ __ __ of the crane provided to install the walls. provides product requirements for your
Customer Signature Date If a larger crane is deemed necessary, Superior Wall Foundation. Please refer to
an additional charge will be incurred. your Local Building Code for framing requirements.
rw
L E F T
Project Nave : Eeinland
Owner : Wright Builders
Bud der : Wright Bu l ders
Modified : 2 / 24 / 2016
Revision : 1 . 0
Type : XI
x- )K )K NOT TO SCALE xxx
LEFT
i
Project Name : FeinIand
Owner Wright Builders
Budder : Wright Builders
Modified : 2 / 24 / 2016
Revision : 1 . 0
Type : XI
XXx NOT TO SCALE )K )K )K
Project Name : Fenland
Owner : Wright Builders
Bud der : Wright Bu l ders
Modified : 2 / 24 / 2016
Revision : 1 . 0
Type : XI
)Kx- NOT TO SCALE )K )K )K
t
-� Project Name : Fe in l and
Owner : Wright Builders
Bu i 1 der : Wright Bu i 1 ders
Modified : 2 / 24 / 2016
Revision : 1 . 0
Type : XI
xxx NOT TO SCALE xxx
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