31C-018 (4) 34 FORD CROSSING& 87 VILLAGE HILL RD BP-2016-1080
GIS#: COMMONWEALTH OF MASSACHUSETTS
Map:Block: 3 1 C-018 CITY OF NORTHAMPTON
Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS
Permit: Building DO NOT HAVE ACCESS TO'THE GUARANTY FUND (MGL c.142A)
Categorv:NEW DUPLEX B ILDING PERMIT
Permit# BP-2016-1080
Project# JS-2016-001845
Est. Cost: $484755.00
Fee: $2075.00 PERMISSION IS REREBY GRANTED TO:
Const. Class: Contractor: License:
Use Group: WRIGHT BUILDERS 070417
Lot Size(sq.ft.): 105371.64 Owner: WRIGHT BUILDERS
Zoning: PV(100)/SG b(100) Applicant: WRIGHT BILDERS
AT. 34 FORD CROSNG & 87 VILLAGE HILL RD
Applicant Address: Phone: Insurance:
48 Bates St (413) 586- 287 (116) Workers Compensation
NORTHAMPTONMA01060 ISSUED ON:3/17/2016'0:00:00
TO PERFORM THE FOLLOWING WORK:CONSTRUCT 2 STORY DUPLEX 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 3/17/2016 0:00:00 $2075.00
212 Main Street,Phone(413)587.1240,Fax: (413)587-1272
Louis Hasbrouck—Building Commissioner
File#BP-2016-1080
APPLICANT/CONTACT PERSON WRIGHT BUILDERS
ADDRESS/PHONE 48 Bates St NORTHAMPTON01060(4113)586-8287(116)
PROPERTY LOCATION 34 FORD CROSSING& 87 VILLAGE HILL RD o`�C
MAP PARCEL ZONE �C N� -^•,�
t}S `
THIS SECTION FOR OFFICIAL USE ONLY: p
PERMIT APPLICATIQ CHECKLIST
ZONING FORM FILLED OUT ENCLOSED REQUIRED DATE
Fee Paid to
Building Permit Filled out
Fee Paid
Typeof Construction: CONSTRUCT 2 STORY DUPLEX W/DEET GARAGE/PORCH
New Construction
Non Structural interior renovations
Addition to Existing
Accessoa Structure
Building Plans Included:
Owner/Statement or License 070417
3 sets of Plans/Plot Plan
THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON
1NFORM�TION PRESENTED:
roved Additional permits required(see below)
PLANNING BOARD PERMIT REQUIRED UNDER:''§
Intermediate Project: Site Plan AND/ORSpecial 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 Prpof 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
y
r-/17—/O
Signature of uilding is al 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 stria standards of MGL 40A.Contact Office of
Planning&Development for more information.
City of Northampton
_ Building Department
M�. 212 Main Street
L. . Room 100
o - Northampton, MA 01060
z,
phone 413-587-1240 Fax 413-587-1272
APPLICATION TO CONSTRUCT,ALTER,REPAIR,RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING
SECTION 1-SITE INFORMATION
1.1 Property Address: U ,
JON110S� V
SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENTM,A,p sic
�p-r 'g
'r,��1
2.1 Owner of Record:
,Name(Print) Current Mailing Address:
Telephone �o D
''Signature C
2.2 Authorized A en � ,
Name( rint) Current Mailing Address: r
Signature Telephone
SECTION. =ESTIMATED CONSTRUCTION COSTS
Item Estimated Cost(Dollars)to be Official Use Only
completed by Dermit applicant
1. Building (�/ �(�• (a)Budding Permit Fee
2. Electrical a S'.� (t3)Estimated Total'Cost of
1 n,.. ..��rn
O B _
� 3
3. Plumbing
/ Bullc�Irtga �arnut i=ee
4. Mechanical(HVAC)
5. Fire Protection
6. Total=(1 +2+3+4+5)
Chick Naerm
This SectionFo OffiGisl ilea on
ate
Building Permit Number. ssued
Signature:
Bulding Commissionerllnspector of Buildings Date
Section 4. ZONING All Information Must Be Completed.Permit Can Be Denied Due To Incomplete Information
Existing Proposed Required by Zonis
This column to be in by
Building D ent
Lot Size
Fronta e
Setbacks Front
Side L:0 RD L• R:0 0
Rear 0 O
Building Height O
Bldg. Square Footage O % O
Open Space Footage O % O O
(Lot area minus bldg&pav
parking)
#of Parkin Daces O
�—
olume&Location
A. Has a Special Permit/Variance/Finding everl been issued for/on the site?
NO 0 DONT KNOW 0 YES 0
IF YES, date issued:
IF YES: Was the permit recorded at the Registry of Deeds?
NO 0 DONT KNOW 0 YES 0
IF YES: enter Book Page and/or Document#F
B. Does the site contain a brook, body of water or,wetlands? NOO DONT KNOW 0 YES 0
IF YES, has a permit been or need to be obtained from the Conservation Commission?
Needs to be obtained 0 Obtained 0 , Date Issued:
C. Do any signs exist on the property? YES Q NO 0
IF YES, describe size, type and location:
D. Are there any proposed changes to or additions!of signs intended for the property? YES ® NO 0
IF YES, describe size, type and location:
E. Will the construction activity disturb cle ing,grading,excavation,or filling)over 1 acre or is it part of a common plan
that will disturb over 1 acre? YES NO 0
IF YES,then a Northampton Storm Water Management Permit from the DPW is required.
svieff -41tv fi- WO 60 to
�P-
I
SECTION S-DESCRIPTION OF PROPOSED WORM cli'eck all'Aboticab)�
New HouseAddition F-1Replacement�Windows Alterations) ❑ Roofing ❑
)31 Or Doors
Accessory Bldg. ❑ Demolition ❑ New Si [117] Decks [Q Siding[O] Other[O]
Brief Description of Proposed
Work: �(eA u PL/���', (J4 �/ WO'
� 1'
Alteration of existing bedroom Yes 7X—No Adding now bedroom Yes No J
Attached Narrative Renovating unfinished basement Yes No
Plans Attached Roll -Sheet
a. Use of building:One Family Two Family__'t Other
b. Number of rooms in each family unit:-A ( Number o Bathrooms }
c. Is there a garage attached? � w n L C( l ^
d. Proposed Square footage of new construction. Dimensions roc'E 01 6c�;,Q
e. Number of stories? }� Q�-h 6 �"�L, �N��� S-D V tl� l,S')
f. Method of heating? Fire laces or Woodstoves Number of each
g. Energy Conservation Compliance. es Ma4check Energy Compliance form attached? 4P-�'
h. Type of construction /
i. Is construction within 100 ft.of wetlands? Yes ✓ N0. Is construction within 100 yr. floodplain Yes ✓No
j. Depth of basement or cellar floor below finished grade
k. Will building conform to the Building and Zoning regulations? _Yes No. �JN ICU
I. Septic Tank City Sewer ✓ Private well City water Supply
SECTION Ta-OWNER AUTHORIZATION TO BE GOM#1 EfED EN
OWNERS AGENT OR CONTRACTOR APPLIES F9R$b0NG P IT
I,
u v as Owner of the subject
property
hereby authorize
lip act on my behalf,in all matters rel ive to work authorized by this ilding permit ap lication./
ignature of Owner Date
(f)L/bt Q 4tU1L-MA!`' as Owner/Authorized
gen hereby declare that the statements and information on the for oing application are true and accurate,to the best oi'yge
nd belief.
Signed under the pains and penalties of
perjury.
Print ame
Signature of er/Agent Date
i
SECTION 8=CONSTRUCTION SERVICES"
8.1 Licensed Construction Supervisor: L Not Applicable 0
a UA� 9D
Name of License Holder: I
License Number
P"o VTWAyui"1*P"2 Inhio
Addre
Expiration Date
Signature Telephone
Not Applicable 0
0
Company Name
'Umber
11 An Win rJ A4,A-- t A-to Ao
Addres; Expiration Date
Telephine
SECTIO 410WORKERS', --- COMPENSATIORINSURANCE AFF1
(ill.G.L,,"2 25C(6))
Workers Compensation Insurance affidavit must be completed and sL i obmitted 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...... 0
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 108.34.1.
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 bu"e permit.
As acting Construction Supervisor your presence on the)ob 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(Workors'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.
and
Signature
City of Northampton
aa.x
MassacY>�usetts �
-A
a l DEPARTMENT OF BUDDING INSPECTIONS ?
T M
212 Main Street • $unicipal Building n
- Northampton} MA 01060 � Y ti
INSPECTOR
Wright Builders, Inc. March 17, 2016
48 Bates Street
Northampton, MA 01060
Subject Location: 87 Village Hill Road and 34 Ford Crossing
Map Block: 31C-018
Mr. Heilman,
Your building permit application with plans dated 11';4-14 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. Smoke, Heat and CO detectors throughout the structure to current building codes.
2. An emergency escape window is required within every bedroom, basement and walk-in attic.
3. An air barrier is required between the tub and the wall cavity.
4. All windows in a hazardous locations requires them to be tempered the following location appears
to need tempering.
a. Window at the bottom of the three family unit.
5. Attic hatches must be easily accessible and not in small closets.
6. Dryers with hidden exhaust require signage.',
Note September begins the newest energy code 20 .2 IECC with MA amendments with an expectation
that the new Stretch Code will be available at that time'.These codes will likely have a 6 month concurrency
period which effectively pushes the change back to Julys 2014.
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 lsubstitute 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 IIECC,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.
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 baseknent whether habitable or not. 780 CMR R310.1
9. Crawl spaces can be treated in three different Ways,vented (poor idea),exhausted (similar to exhaust
only systems), or treating the space with supplyland 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. 7$0 CMR R802.3.
13. A complete window and header schedule is required. 780 CMR Table R502.5 for header sizing and
number of jack studs required.
14. All framing materials which are not code prescriptive must have stamped engineering.
a. LVLs
b. I-joist and or Floor Truss
c. Roof truss
15. 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 (R502.10.3.4)the nailing requirement is 4" and 3"
respectively using 8d common nails or galvanized box nails. NOT PNEUMATIC NAILS
16. 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.
17. 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
18. 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
19. 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
20. 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 2011x24" or 24"x20". 780 CMR R310.1.1
c. Two doors remote as possible at the normal level of travel, opening measured from the face of
the slab to the stop with door at 90 degrees, one 32" and one 28" minimum 78" high. 780 CMR
R311.2
d. Landing at each door 36" out and the width of the door minimum 36", maximum step 7%" from
the top of the threshold and only in-swinging doors. 780 CMR R311.3
21. 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 newel 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.
22. 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.
23. 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.
24. 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 beyond each side with 8- 10nd nails. 780 CMR
R602.6.1
25. Dryer ducts must terminate outside of the building, have a backdraft damper, cannot include a screen,
and require 3' clearance from windows. 780 CMA M1502.3
26. Dryer duct transition is limited to 8'of aluminum flex, must be exposed, and the proper UL listing. 780
CMR M1502.4.3
27. Dryer duct maximum equivalent length is 25' less 5' per 900 elbow or per manufacturer's specs.780
CMR M1502.4.4.1, no screwed connections.
28. Markup air is required for any exhaust hood of 4QO CFM or more. 780 CMR M1503.4
29. 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
30. 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.
31. Ignition barriers are required over all thermal pl!stics and must be in place before final. 780 CMR R316.
32. Dwelling/Garage fire separation.An attached garage (within 3' of main structure) is required to have%"
drywall on the garage side of the separation walll,and if there is a finished space above the garage all
walls must have%2" drywall and the ceiling 5/8" drywall. 780 CMR R302.6
33. 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.
34. Vapor retarders.Although these are still in the code have exceptions, one must understand that there is
a difference between a vapor retarder or barrierland 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 mpisture in a structure.This is evident every time one
exposes fiberglass insulation and finds black insulation,which is dirt filter out of the air moving through
the insulation. 780 CMR R601.2 for vapor retarders and Table N1102.4.2 for air sealing requirements.
35. Unvented attic assemblies. Hot roofs are allowed, but have specific requirements 780 CMR R806.4.
36. Deck ledgers and post must be appropriately attached, bolts or lags. 780 CMR R502.2.2.1 Note:Thrul-oks
are engineered for post attachment supporting ali railing. Lateral attachment is required for each deck
per section 502.2.2.3.
37. 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 eachJevel, for every 1500 sqft, (plumbing code in the
mechanical room) Except if there are no fossil burning fuels.
c. Heat detector in attached garage, and other large unfinished unconditioned spaces.
38. Closets beneath stair which have doors must be drywalled with%".780 CMR R302.7
39. 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,gasketed, and secured in place.
Relevant items must be submitted to the building department for approvals before inspections and or CO can be
signed. Other items are intended to avoid costly issues at inspections.
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(cDnorthamptonma.gov
Thank ro &ooerationc� esematters.
Chuck Miller
City of Northampton
Assistant Commissioner and Zoning Enforcement
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 Per shall be disposed of in a properly
licensed solid waste disposal facility, !as defined by MGL c 111, S 150A.
Address of the work: tO F+ Qpt SSt1 6- g VIkAit- lU-lam.
The debris will be transported by:
The debris will be received by:
Building permit number:
Name of Permit Applicant
Date Signature of Permit Applicant
.c
G� D-?.',of^Yi OF 3L:II..DING INSPECiiCNS
212 Tin Skeet ' Municipal Build
ing
lN2r�C i OR Nor ha rrtor" Mass. 01060
%0 (r
Scuar= Fcotace Az-,cunt
g—
ist =?Ccr @ .50
2nd ?:cor @ , _-� -
1/2'Floors, Attic, Garage
Deck, Parches . oto �� 36
TCZAy
SIC-
_ rll
MUNICIPAL WATER AVAII�ABILTTY APPLICATION
Northampton Wader Department
237 Prospect St.
Northampton,MA 01060
587-1097
A Department of Public Works Trench Permit shall be required prior to any construction or
connection activity associated with this application.
Location: 34 FORD!j!!QSSING DUPLEX
LL
Inquiry Made By: WRIGE3T BUMDERS, LINDA 586-8287 X 116
2/12/16
Date of Inquiry:
Number of !
Units: of Single Family (2 Family) Type of Private
1 Unit(s): Apart. ! Comm. Ownership: Condo X
Multi-family( Rental
(Annlicant n fill e h
have)
Municipal Water Main in
Front of Location? Yes: X No: jxistmg service to Yes:X No
site?
Size of Water Main: 8" Material: Ductile Iron Age: 2012
i
Approximate Static Street Flow Test Conducted:Yes: No:X
Pressure: 80psi i If done attach results
Size of Service Connection 1��
a
Suggested Meter Size: 5/8"—1 for each unif of duplex
Comments: The Water Department cannot guarantee adequate water pressure during peak demand
times at elevations above 320 feet. Master deed must'�iudicate common ownership of water service.
• A corresponding water entrance fee shall be p 'd prior to making any connection to the municipal water
system.
• Arrangements of such installation shall be made with the Northampton Water Department with a minimum
of 5 working_days notification.
confoim to 14orthampton Wates Department specifications.
Nuttehnan,Suppernntendcnt of Water Dept'I
l
Water Entry$ N/A Meter$ 130.00 Radio$ 135.00
cc:Jim Laurila(acting) Director
Note: If this availability is for a new construction,i$must be hand delivered to the Building
Inspector.
\\smbl\admin\Pemuts\Water Application\Water Ayailability.doe
' A n 6 A k n %. r n CK/n V11 I n ow
MUNICIPAL SEWER/AVAILABILITY APPLICATION
Northampton Streets Department
125 Locus Street
NorthamptonI MA 01060
587-14 70
A Department of Public Works Trench Permit and Sewer Entry Permit shall be required
prior to any construction or connection e1ctivIV associated with this application.
Location:
$4 Ford Crossing
Date of Inquiry:
2/12N16 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: L d�
City Requires 6" cleanout insta led at City Property Line
Note: If this availability is for new construction.'!this form must be hand delivered to
Building Inspector.
A corresponding"sewer entrance fee"shall be paid prorto making any connection to the municipal sewer
system.Arrangements of such installation shall be made with the Northampton Streets Department with a
minimum of 5 working days notification. All work shall conform to Northampton Streets Department
specifications.
John Hall
Sewer Department
cc: Ned Huntley, Director DFW
Louis Hasbrouck, Building Commissioner
MUNICIPAL SEWER/AVAILABILITY APPLICATION
•
Northampton Streets Department
125 Locut Street
Northampton MA 01060
587-1 70
A Department of Public Works Trench Permlit and Sewer Entry Permit shall be required
prior to any construction or connection activiV associated with this application.
Location: 81 Village Hill Road
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: qj�Z\y
City Requires 6" cleanout installed at City Properly 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 p'iorto making any connection to the municipal sewer
system.Arrangements of such installation shall be made with the Northampton Streets Department with a
minimum of 5 working days notification. All work shall conform to Northampton Streets Department
specifications.
ohn Hall
ewer Department
cc: Ned Huntley, Director DPW
Louis Hasbrouck, Building Commissioner
COMPLETED / FINAL -
Planning-Decision City of Northampton Status of Planning Board
Decision conditions as of
Hearing No.: PLN-2014-0009 Date:Septemb18,2013
10/16/15. Emailed to the Nton
APPLICATIONTYPE: suOWSSIONDATE Bldg Dept On 10/16/15.
PB Major Site Plan 8/13x1013
Ap licanCs Name: Ownees Name:
NAME NAME:
WRIGHT BUILDERS WRIGHT BUILDERS
Bk-11489P9:174 Page:1 of 3
ADDRESS: ADDRESS:
48 Bates St 48 Batas St Recorded: 10/09/2013 09:29 AM
j
TOWN: STATE ZiPCODE TOWN: STA ZIPCODE:
NORTHAMPTON MA 01060 NORTHAMPTON 01060
PHONE NO-, FAX NO.: PHONE NO-* FAX
413 5864287 116 413 587-9276_ (4!3)586-8287(116 (41 587-9276
EMAIL ADDRESS: EMAIL ADDRESS:
LGAUDREAU@WRIGHT-BWLDERS.COM LGAUDREAU@WR1GHT-B ILDERS.COM
Site Information: Surve ox's Name:
STREET NO» SrrEZONING: COMPANY NAME:
FORD CROSSINGMLLAGE HILL RD PV(lWYSG b(f00)l
TOWN: ACTIONTAKEN: ADDRESS:
NORTHAMPTON MA 01060 Approved With Can s
MAP: BLOCK LOT: MAP GATE: SECTION OF BYLAW:
31C 0f8 00f Chpt.350.11:Site Plan�pproval TOWN: STATE ZIP CODE
Bank: 98
6M 302PHONE NO.: FAX NO-
� ' EMAFLADDRESS:
NATURE OF PROPOSED WORK:
28 Unit Development within 7 buildings
HARDSHIP:
CONDMON OF
j #1 DoAPnPeROVAL•
1)
Thirty(30)days prior to bidding construction,civil construction plans for each phase,stamped by
registered Massachusetts P,E,Sha/l be provided to the Department of Public Works(OPVIrf for review
and comment All plans shall Incorporate rev ons required In the conditions herein below and also
Include:
a.Details for granite curb,handicap ramp, saner cleanout detail
b.6 Inch concrete thickness for sidewalks cm*ing driveway openings:
c.Gravel base material for BIL Cana.Paving In'AloserStreet shall be 8 inches ofMf.03.0,Type b with 4
Inches ofprocessed gravel,W1.03.1,above.
d.Gravel for sidewalks In the City ROW shall b$processed gravel,MLO3.f with maximum stone size of
2 inches.
j
#2 Done 2),Prior to issuance of a building perml4 documents must be submitted to the DPW confirming a
minimum two foot separation between the bottom of the proposed lafl orlon trenches and the
estimated seasonal high groundwater loval.
#3 Done 3).Pdor to issuance a building permit for the p posed project and in accordance with the Stormwater
Management Permit for Village Hill Phase 2 Iss red to MossDevelopment In 2007,the applicant shall
the applicant shall submit revised drainage cal tuladons that reflect the actual construction that has
been completed and confirms the remaining ci Dacity of the Detention Basins In each Sub-Watershed
j area. The applicant shall further meet all othei requirements necessary to comply with the original
permit
#4 Done 4J•Prior to completion of Building A,the applk ent shall file a request through,Department of Public
Works,to begin the necessary procedure for removal of the two previously accepted ons&W parking
spaces along Moser Street that will be eliminated as a result of this prgact
#5 Done 5).Prior to Issuance of a certificate of occupan y for either of the"Rats"apartment buildings,the
applicant shall record a public access easement for the path connection between Musants Drive and
Beech Tree Park
#6 Done 6).Prior to Issuance of a certificate of occupancy for either of the"Bats"apartment buildings,the
applicant shall Install directional sign for park the public path near-VlBage Hill Road intersection
Indicating access to Beech Tree Park
GeoTMS®2013 Des Lauriers Municipal Soludons,Inc.
i
Planning-Decision City of Nortl1lampton
Hearing No.: PLN-20140009 Date:September 18,2013
#7 Done 7)•AR streets fleeting the Project;except for Village Hill Road from Moser Street to the mid-block
crosswalk,are subject to the 5-year moratodinn for newly paved roads,which requires milling and
overlay for the full width of the road and 20'bearnd the limit of any cuts made In the pavement,
Including granita curb reconfiguradon.AR=shall be backfilled with fiowable fi1L 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 5"ar moratorium.The
plan should show the expected limits of mill a0d overlay due to cuts In the roadway.
# 8 Done 8).Fmeen f,of curb redll shag be used.
#9 Done 9).Concrate sidewalks at relocated curb cuts shall be 6"thick to the nearest existing panel break
beyond the limits ofthe cut
#10 DOn a 1o).Ali sidewalks disturbed by construction shall be replaced to the nearest panel.
1#11 DO n e D, eetactable warning strips shall be Installed at the approaches to the relocated curb cut on Musante
1#12 Done 12).All granite curbing not reused shall be returned to the DPW yard
1#13 Done 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.
#14 Done 14).The drain kine from the catch basin proposed to be abandoned west of Building A shad be plugged
with bricks and mortar In the receiving manho a 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 Me remainder of the structure backfilled with send.The
Inlet pipe at the downstream catch basin shall also be plugged with bricks and mortar.
1#16 D 0 n e 16).The new pul off parking area shall be stripped of any remaining asphalt and new roadway base
installed throughout
#17 Done 17).Water and sewer line sizes and materials and methods of construction shall be approved by
Department of Public Works
1#18 DO n e 18).Any conRicts where water and sewer line crossings ars shown at Building A and between Building
C and Rats East must be resolved and adequate separation according to Department of Public Works
standards trust be met
FINDINGS:
The Planning Board approved the major site plan based upon the following plans submitted with the application and information
materials.
f. Upper Ridge at Village Hill Prepared for Wright Builders,Inc.by The Berkshire Design group,Inc.Dated August 12,2013 Sheets L 1-
2. Upper Ridge Building Elevations by Kuhn Riddle Architects,dated 8112113 Building A,B,Rats 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 promises against seriously detrimental uses.The site Is the next phase ofmsidendal
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 west pedestrian corridor through the campus.
Driveway points are minimized with shared parking In the rash of the 15411dings to reduce impacts on due sidewalk
(1)Tragic mitigation has been addressed at the master plan stage for the redevelopment of the endre campus.
C.The site will function harmoniously in rotation to other structures and open spaces to the natural landscape,wdsdng buildings and
other community assets In the area as 4 relates to landscaping,dralne sight lines,building orientation,massing,egress,and setbacks.
D.The requested use will not overload,and wig mitigate adverse Impacts on,the CHO resources,Including tit effect on the Clty-water
supply and distribution system,sanitary and storm sewage collection and treatment systems,Rro protection,streets and schools.The
construction materials and methods for water lines,sanitary sewers,storm sewers,fire protection,sidewalks,private reads,and other
Infrastructure shall be those 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 fechnical performance standards.
(1)Curb cuts onto streets have been minimized through shared access;
(2)Pedestrian,bicycle and vehicular tragic movement on site must be*operated,to the extern 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 infiastrucl ure.
COULD NOT DEROGATE BECAUSE:
}
GooTMS®2013 Des Laurier;Municipal Solutions,Inc.
Planning-Decision City of Nortt ampton
Hearing No.: PLN-20140009 Date:September 18,2013
FILING DEADLINE: MAILING DATE: HEARING CONnNM DATE: DECISION DRAFT BY: APPEAL DATE
8/22/2013 9/51/2013 9/26/2013
REFERRALS IN DATE HEARING DEADLINE DATE: HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADLINE
8/29/2013 10/17/2013 9/12/2013 9!26/2013 IWW013
FIRST ADVERTISING DATE: HEARING DATE NG DATE: DECISION OATS
8/29/2013 91212013 912J2013 918/2013
SECOND ADVERTISING DATE HEARING TIME: VOTING DEADLINE ECISION DEADLINE
9WO13 7:20 PM 1211/2013 12/11/2013
MEMBERS PRESENT, VOTE
John Lutz votes to Grant
Debin Bruce Votes to Grant
Ann DeWitt Brooks votes to Grant
Jennifer Dieringer votes to Grant
Mark Sull"n votes to Grant
Francis Johnson votes to Grant
MOTION MADE BY: SECONDED BY: VOTE COUNT: DECISION:
Francis Johnson Ann DeWitt Brooks 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 trate and accurate decision made by the Planning Board and certify
that a copy of this and all plans have been filed with the Board and the City Clerk on the date shown above.
Ice that a copy of isslbni Was been mailed to the Owner and Applicant
Notice ofAppeal
An 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 tffing 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 certilled c: of the appeal sent to the City Clerk of the City of Northampton.
SEP 1 8 2013
October 9, 2013
Z, 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 e3apsed' since such filing and that no appeal
has been filed in this matter.
Attest
City Clerk
City of Northampton
Ged MSb12013 Des Lauriers Municipal Solutions,Inc. f F{EQ
;,BI,RD
t---- ----------------------------------R ..
Official Receipt for Recording in:
Hampshire County Registry of Deeds
33 King St.
Northampton, Massachusetts 01060
Issued'To: '
WRIGHT BUILDERS
48 SAIES ST
1-413-586-8287
HORTHAMPTON HA
Recording fees
•-----+----------------------------------:
Oocumset Recording
Description Number Book/Page Amount
OECIS 00025362 11489174 $75.00
KO-2014-0009/NRIONT BUIL
$75.00
Collected Amounts
•----+----------------------_»--__rte _*
Payment
Type' Amount
--------------------_ -------------•
Check 44140 — $75.00
$755.00
Total Received 575.00
Loss Total Recordings: $75.00
Change Due --- ~x.00
Thank You
MARY OLBEROING -Register of Deeds
By: Beth C
Recaipto Date Time
0268380 10/09/2013 09:29a
LL J CENTER FOR
EcoTechnology
we make green make sense-
ENERGY EFFICIENCY PLAN
Project Address: Phase IV Duplex, Upper Ridge Village Hill, Northampton MA
Conditioned Floor Area 1708 ft2, 1431 ft2
Volume 22619 ft3, 17445 ft3
Building Type Duplex
Bedrooms 3, 2
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 2012.
c) The home will be built to incorporate the following energy features:
Building Envelope Specifications Used in Analysis
Slab Floor2"XPS (R-10) insulation at edge
3"XPS R-15 insulation underneath
Foundation Walls -12.5 Superior Wall + R-19 fi er lass batts
Rim & Band Joist water blown closed cell spray foam (R-15)
+ 1" polyiso R-6 sheathin
2"water blown closed cell spray foam (R-15)
Exterior Walls +3.5"dense-packed cellulose (R-12)
+ 1" polyiso R-6 sheathing
Exterior Walls—edges of hot roof areas 61"water blown closed cellspray foam R-30
Windows U-value= 0.21 SHGC = 0.19
Glass Doors U-value = 0.31 SHGC = 0.29
Exterior Doors R-5/U-0.20
Hoot Roofs—First Floor 1 "water blown closed cellspray foam R-50
i"water blown closed cell spray foam (R-5)
Ceilings + 15" loose blown cellulose (R-56)
Roof trusses, 16 inches on center
Attic Hatch6"XPS rigid foam board (R-30)
Attached to weatherstripped plywood or sheetrock panel
Blower Door Test* 2.0 ACH50 or better`
Thermal Enclosure Checklist t:Meet all Checklist Requirements as verified by a HERS rater at pre-
drywall and final inspection
*The 2009 IECC requires a blower door test result of 7 ACH50 or lower and the IECC 2012 requires 3 ACH50 or lower.
Mechanical Svstelns Specifications Used in Analysis
Heating Equipment Natural)gas furnace
98%AFUE
Cooling Equipment 18 SEER
Properly sized and documented on HVAC Contractor Checklist
Duct System Located in conditioned space
Maximum total leakage 4 CFM/100 s ft
Water Heating Equipment Natural gas on demand water heater 0.92 EF
Kitchen Exhaust Minimum 100 CFM exhaust(250 CFM hood recommended)
Ducted to outdoors
ENERGY EFFICIENCY PLAN
Heat Recovery Ventilator
Whole House Ventilation 70% Sensible Recovery Efficiency
50 CFM, 40 watts
LiaLting&Apptiallog Specifications Used in Analysis
Lighting 95% CFL, LED, or pin-based fluorescent
Refrigerator ENERGY STAR rated
Dishwasher ENERGY STAR rated
2. Preliminary Home Energy Rating Results
Based on the assumptions descri we have calcullated the following Preliminary Home Energy Rating results.
Preliminary HERS Ind x: 51, 50
Preliminary Improvement Over 2014 Mass. Reference Home v2: 46.7%,47.1%-Tier III*
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 your Home Energy Rating Services Agreement.
• Stretch Energy Code compliance
• ENERGY STAR v3.1 certification
• Incentives for the Mass Save Residential New Construction program—Tier III*
*= Mass Save Residential New Construction requirements and incentive amounts can change at any time without
notice at the discretion of program sponsors. We anticipate,,but do not guarantee,that current program requirements
and incentive amounts will apply to this project as long as it is completed and inspected by November 30, 2017.
As part of these services, CET will verify that your home meets all the requirements of these programs.
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:
Page 2 of 3-Please send signed form to the Center for EcoTechnology
Tel(4113)586-7350 ext.242-Fax(413)586-7351 -areenhomeacetonline.org
a
ENERGY EFFICIENCY PLAN
Preliminary Rater:Mark Newey
Date: 1/4/2016
Job#:P15476
Page 3 of 3-Please send signed form to the Center for EcoTechnology
Tel(413)586-7350 ext.242-Fax(413)586-7351 -greenhomeAcetonline.ora
JOTU L
WARNING: If the information in these
instructions is not followed exactly,a fire or
explosion may result causing property damage,
personal injury or loss of life.
— Do not store or use gasoline or other
_ flammable vapors and liquids in the
vicinity of this or any other appliance.
— WHAT TO DO IF YOU SMELL GAS
• Do not try to light any appliance.
• Do not touch any electrical switch;do
not use any phone in your building.
•Immediately call your gas supplier
from a neighbor's phone. Follow the gas
supplier's instructions.
• If you cannot reach your gas supplier,call
the fire department.
— Installation and service must be performed
by a qualified installer,service agency or
the gas supplier.
Motu I GF 200 DV 'PI — In the Commonwealth of Massachusetts,
IPI a carbon monoxide(CO)detector shall
Direct Vent Gas Stove be installed in the same room as the
appliance.
This appliance may be installed in an aftermarket,
permanently located,manufactured home or
n st a l l a t i o n a n d mobile home,where not prohibited by local codes.
This appliance is only for use with the types of gas
Operation Instructions indicated on the rating plate.A conversion kit is
supplied with the appliance.
C*
f HOT GLASS WILL
C US CAUSE BURNS.
DO NOT TOUCH GLASS
UNTIL COOLED.
Intertek NEVER ALLOW CHILDREN
TO TOUCH GLASS.
INSTALLER:Leave this manual with the appliance.
CONSUMER:Retain this manual for future referencd.
139587 o5 GFzooDVIPI January2076
THIS OWNER'S MANUAL PROVIDES INFORMATION TO Installation Requirements for the
ENSURE SAFE INSTALLATION AND EFFICIENT,DEPENDABLE Commonwealth Of Massachusetts
OPERATION OF YOUR FIREPLACE INSERT.PLEASE READ THIS PRODUCT MUST BE INSTALLED BY
THESE INSTRUCTIONS IN THEIR ENTIRETY AND MAKE THEM', A LICENSED MASTER OR JOURNEYMAN
AVAILABLE TO ANYONE USING OR SERVICING THIS GAS PLUMBER OR GAS-FITTER WHEN
INSERT. INSTALLED IN THE COMMONWEALTH OF
DO NOT ATTEMPT TO ALTER OR MODIFY THE CONSTRUCTION MASSACHUSETTS.
OF THIS APPLIANCE OR ITS COMPONENTS. ANY i. If there is not one already present,
MODIFICATION OR ALTERATION WILL VOID THE WARRANTY, on each floor level where there are
CERTIFICATION AND LISTING OF THIS APPLIANCE. bedroom(s),a carbon monoxide detector
THIS HEATER MUST BE INSTALLED AND MAINTAINED BY A and alarm shall be placed in the living
QUALIFIED SERVICE AGENCY. area outside the bedroom(s).The carbon
monoxide detector shall comply with
NFPA 720(2005 Edition).
Suggested Tools for
Installation and Service 2. A carbon monoxide detector shall:
' a) Be located in the room that houses the
• External regulator(for Propane only) ', appliance or equipment;
• Piping which complies with local code ' b)Be either hard-wired or battery
• Manual shut-off valve- powered or both;and
T-Handle required in Massachusetts
• Sediment trap-if required by code c) Shall comply with NFPA 720(2005Edition).
• Teejoint • Flat head screwdriver 3. A Product-approved vent terminal must
• Pipe wrench • 1/4"nut driver be used,and if applicable,a Product-
• Pipe sealant • Gloves approved air intake must be used.
• io mm open end wrench • Safety glasses Installation shall be in strict compliance
• 1/2",7/16"open end wrench • TorxT-20 screwdriver with the manufacturer's instructions. A
• Phillips head screwdriver • Tin snips copy of the installation instructions must
remain with the appliance or equipment
at the completion of the installation.
PLEASE NOTE:
It is normal for smoke and odor to occur during NATIONAL.
the initial stages of operation,depending upon FIREPLACE We recommend that
« INSTITUTE our gas products be
temperatures generated over time.This curing installed and serviced by
condition can be alleviated by promoting fresh professionals who are
air circulation within the immediate vicinity of certified in the U.S.by
the appliance. El
the National Fireplace
CERTIFIED Institute®(NFI)as NFI Gas
www.n'icwff d.o►g Specialists.
CAM€M
On Flimpiaca Enwgy Eftlency Phalnp
n
NaturalGas J 69.'11%
Propane / 68.97%
Baud an CSA P.4 Y-M
re.r.r 16. Jotul GF 200 DV IPI
89587 05 GF200DVIPI January2076
Table of Contents Jotul GF 200 DV IPI
Service Tools .............................................2 Lillehammer
Specifications............................................4
Unpacking the Stove ..............................4 Direct Vent Gas Heater
General Information................................5
Safety Information 5 Manufactured and Distributed by:
""""""""""""""""" 10tu1 North America
Installation Requirements.....................6 55 Hutcherson Dr.
Location 6 Gorham,Maine 04038
Hearth Protection ...............................6
Clearances.............................................6
Mantel &Trim......................................7 Certified Test Standards
Alcove ....................................................7 This appliance complies with National Safety stan-
Venting Requirements........................8 dards and is tested and listed by Intertek Testing Ser-
Vent Restriction....................................8 vices of Middleton,Wisconsin to ANSI Z21.88-2014,
Termination Matrix.............................g
CSA 2.33-2014,CAN/CGA 2.17-Mg1,and CSA P.4-01.2
Baffle& Deflector Use......................10
Vertical Termination...........................11
Horizontal Termination....................14 *uS Vent Terminal Clearances ................15 C
Fuel Conversion.......................................16
Gas Connection.......................................18 Intertek
Gas Pressure............................................19
High Altitude Adjustment...................19 Your stove has a unique serial number stamped on the
Optional Brick Panel Installation ......20 rating plate which is hung on the back.Please record
Optional Wall Thermostat...................20 the serial number in the space below.You may also wish
Log Set Installation................................ 21 to attach your purchase receipt to this page for future
System Check 22 reference.
Flame Picture Adjustment...................23
MODEL NAME: Jotul GF 200 DV IN Lillehammer
Operation .................................................24 SERIAL NUMBER:
Maintenance..........................................26
Glass Replacement............................26 DATE OF PURCHASE:
Optional Blower .....................................27 AUTHORIZED DEALER:
Appendix................................................. 29
Wiring Diagram29 ADDRESS
.................
Mobile Home Requirements ..........29 PHONE:
Illustrated Parts Lists...................30-33
Accessory Listing 33 INSTALLER:
Warranty Statement..............................34 FUELTYPE:
Lighting Instructions.............................35
FUEL CONVERSION: NO YES
INTALLATION DATE:
INSTALLATION TECHNICIAN:
3
g9587 o5 GF2oo DVIPI Janu01y20i6
GF 200 DV IPI Unpacking your stove
Specifications CAUTION:Enamelled parts may be damaged if handled
without care.Use assistants to position the stove.Place
Input Rates removed parts on a towel or other protective material.
Natural Gas 1. FAMILIARIZE YOURSELF WITH THE VENTING,CLEARANCE
2o,000 BTU/hr.maximum input AND OTHER INSTALLATION REQUIREMENTS IN THIS
11,000 BTU/hr.minimum input MANUAL BEFORE BEGINNINGTHE INSTALLATION.
Propane z. SAFETY BARRIER SCREEN:
18,000 BTU/hr.maximum input This appliance is equipped with a Certified Remove
9,000 BTU/hr.minimum input Barrier Screen that must be installed before shipping
operating the unit.It is secured to the Bracket
Inlet Pressure: MIN MAX shipping pallet.Remove two screws and
Natural Gas: 5.0 WC (1.25 kPa) 7.o WC (1.74 kPa) break the attachment bracket off of the
Propane: 12.0 WC (3.o kPa) 14.0 WC (3.48 kPa) frame at the perforation.
Manifold Pressure: MIN MAX The barrier assembly attaches to the stove
Natural Gas: 1.1 WC(.27 kPa) 3.8o WC (.95 kPa) front by engaging its brackets over the
Propane: 2.9 WC(72 kPa) 11.0 WC (2.74 kPa) stove door hinge bosses.The barrier may be
• SIT Prof lame 1 Intermitent Pilot Ignition-120V/6o Hz installed with the stove doors either-open orclosed.
• Steady State Efficiency: 72.92%NG/73.og%LP 3. Remove the Top Plate of the stove by simply lifting it
• AFU E Efficiency: 68.6% NG / 68.2% LP straight off of the stove body.
• CSA P4.1-02 Fireplace Efficiency: 4. To open the firebox,disengage the two Glass Frame
NG-69.11% LP-68.97% Latches located on top of the firebox.Pull each handle
• Factory Air Shutter Settings:NG-1/16" LP-1/8" forward to clear the latch from the notch in the frame
• Continuous Pilot Ignition Mode(CPI)is available and lift the frame straight up out of the stove.
• Power Requirement: 120 VAC 5. Connect the battery box wire leads to the black and
AC/DC Power Adaptor,High Temperature/7V red DFC harness connectors under the back of the
Back-up Battery Pack:4,AA-1.5V stove. Tuck the connected wire harness up into the
slot on the DFC bracket as shown in Fig 47,page 24.
• Ambient Temperature Range:32-122°F (o-50"C) Install the backup batteries into the battery box and
attach the box to the hook and loop tape on the
00(437
bottom of the gas valve.See fig.48a on page 25.
6. Connect the AC/DC Power Adaptor to the terminal on
151/16" /16" the left of the DFC module mounting bracket as shown
383 mm mm in Fig.48a.Connect the power adaptor to 110 VAC
house current.
i7. INSTALL ACCESSORIES BEFORE LOCATING THE STOVE
IN ITS FINAL POSITION.Follow the instructions in this
22 3/4" manual or those included with the accessory items.
578 mm Height Dimensions
13 5/8" with Optional Long Legs: 21 7/16"
321 mm add 21/4 in.(57 mm) 544 mm --"1
Requires
5/8-to-4/6
Vertical Vent
Adaptor Kit,
#157674
25"
18" 635 mm er
18"
457 mm
457 mm
4 3/16"
6°
106 mm 152 mm
/16" 22-m f� 559 mm 681 26 3 "
mm
237
5/8 Venting off Rear 4/6 Venting to Vertical
4
739587 os GF2ooDV1P1 January2076
Hardware Bag Contents
• Fuel Conversion Kit-LP............................................157669
• Rock Wool,1oz............................................................157259 Safety Information
• Wall Shield...................................................................225426
* Air Deflector...............................................................225092 ■ Due to the high operating temperatures this appliance
AC/DC Power Adaptor..............................................225492 should be located out of traffic and away from
• furniture and draperies.Maintain proper clearance to
• Battery Box..................................................................224262 combustible mantels and fireplace trim.
•
1.5v AA Batteries,4 ■ Children and adults should be alerted to the hazards
of high surface temperatures and should stay away to
General Information avoid burns or clothing ignition.
■ Young children should be supervised while they are
■ THIS HEATER MUST BE INSTALLED AND MAINTAINED in the same room as the appliance. Toddlers,young
BY A QUALIFIED SERVICE AGENCY. children and others may be susceptible to accidental
contact burns.A physical barrier,such as a child
■ The installation and repair of this appliance must be guard,is recommended to be used if there are at-risk
done by a qualified service person. Failure to properly individuals in the house.To restrict access to a fireplace
install and maintain this heater could result in an or stove,install an adjustable safety gate to keep
unsafe or hazardous installation,which may result in toddlers,young children and other at-risk individuals
a fire,explosion,property damage,personal injury or out of the room and away from hot surfaces.
loss of life. ■A barrier designed to reduce the risk of burns from the
■ This appliance should be inspected before use and hot viewing glass is provided with this appliance and
at least annually. More frequent cleaning may shall be installed for the protection of children and
be required due to excessive lint from carpeting, other at-risk individuals.
bedding material,etc. It is imperative that control ■ If the barrier becomes damaged,the barrier shall
compartments,burners,and circulating air be replaced with the manufacturer's barrier for this
passageways of the appliance be kept clean.See appliance.See fig.72,page 34 for part numbers.
Maintenance,page 27,for details. ■ Any safety screen,guard,or barrier removed for
■ THIS APPLIANCE MUST NOT BE CONNECTED TO A servicing an appliance must be replaced prior to
CHIMNEY OR FLUE SERVING ANY OTHER APPLIANCE. operating the appliance.
■ The installation must conform to local codes. Your ■ Clothing or other flammable materials should not be
local 1otul dealer can assist you in determining placed on or near the fireplace.
what is required in your area for a safe and legal ■ Never allow anyone to use the fireplace if they are
installation. Some areas require a permit to install unfamiliar with its operation.
a gas burning appliance. Always consult your local
building inspector,or authority having jurisdiction,to ■ NEVER store or use gasoline or any other flammable
determine what regulations apply in your area. vapors or liquids in the vicinity of this appliance.
■ CODE COMPLIANCE: Your local officials have final • Never burn any solid materials(wood,cardboard,paper,
authority in determining if a proposed installation coal,etc.)in this appliance.Use with natural gas or
is acceptable. Any requirement that is requested by ',
propane fuel ONLY.
the local authority having jurisdiction,that is not ■ Do not slam or strike the glass panel.
specifically addressed in this manual,defaults to local ■ This appliance is NOT for use with aftermarket glass doors.
code. In the absence of local codes,the installation ■ Wear gloves and safety glasses while installing or
requirements must comply with the current edition performing maintenance procedures on this appliance.
of National codes. In the U.S.,these requirements
are established in the National Fuel Code,ANSI
Z223.1.(NFPA 54)current edition. In Canada,the
codes have been established in CAN/CGA B149 Fuel
Installation Code,current edition..
■ DO NOT OPERATE THIS STOVE IF ANY PART HAS BEEN
UNDER WATER. Call a qualified service technician to
inspect the heater and to replace any part of the con-
trol system and any gas control which may have been
under water.
5
89587_05 GF2ooDVIPI January 2076
Installation Requirements
Location
In selecting a location for the stove,consider the i8
following points: (457 mm)
1) Heat distribution
2) Vent termination requirements 24' ----�
3) Gas supply line routing (609 mm)
4) Traffic areas,furniture,draperies,etc.
The GF zoo DV IPI may be located on or near conven- Figure t.Suggested hearth dimensions shown are
tional construction materials,however,proper clearance slightly larger than the minimum requirement.
to combustibles must be maintained in order to provide
adequate air circulation around the appliance. Also,it is
important to provide adequate access around the stove
for servicing and proper operation. stove and Vent Clearance
The clearance and hearth specifications listed in this Requirements
manual are the minimum requirements for combustible q
material.A combustible material is anything that can The clearances specified and diagrammed here are
burn(i.e.sheet rock,wall paper,wood,fabrics etc.).These established from the stove body.The safety barrier has
surfaces are not limited to those that are visible and also no affect on clearances to combustible material.
include materials that may be located behind non-com-
bustibles. The Wall Shield provided in the hardware package may
If you are not sure of the combustible nature of a be used to obscure the Vent Adaptor.The shield has no
material,consult your local fire officials. Remember,"Fire
impact on clearances to combustible material.
Resistant"materials are considered combustible:they are
difficult to ignite,but will burn. Also,"fire-rated"sheet Minimum Clearances from the Stove to Combustibles:
rock is considered combustible. Measured from the stove top plate.See figs.2-6.
Rear: o" (0 mm)
Ceiling: 181/2"(470 mm)
Corner: 2" (50 mm)
Floor Protection Sides: 3" (76 mm)
This appliance CANNOT be installed directly on carpeting,
vinyl,linoleum or wood laminate flooring,such as Pergo . Minimum Clearances between Vent Pipe and
If this appliance will be installed on any combustible Combustible Materials:
material OTHER THAN WOOD,a floor pad must be in- Horizontal Run:
stalled that is either metal,wood,ceramic tile,stone,or a Off the top of the pipe z" (50 mm)
listed hearth pad. This floor protection must extend the
full width and depth of the appliance. It is not necessary Off the sides and bottom 1" (25 mm)
to remove carpeting,vinyl or linoleum from underneath Vertical Run:
the floor protection.See fig.i. All sides 1"(25 mm)
Alcove Installation
Maximum Alcove Depth: 24"(610 mm)
Minimum Alcove Width: 28 3/4"(730 mm)
Minimum Alcove Ceiling Height
from floor: 421/2"(1o8o mm)
6
739587 o5 GF2ooDVIPI lanuary2o16
Max.Mantel
Depth
4 = - 9.5 -
- .... 7.5
— ...---..,► 5.5
0" - _........ Min.Mantel
0 mm —'�3.5 - Depth
Max.Top Trim
max.
=1"
3" r
A C E76 mm
B D =.. ;.. .,...
Figure 2.
Parallel Installation Clearances. G
45° Max. 12" if
Elbow (305 mm)
A 521/2 in.(1333 mm) E 461/2 in.(1181 mm)
See Note F B 51 in.(1295 mm) F 4 1/4 in.(1o8 mm)
Fig.;23 ',
C 491/2 in.(1257 mm) G 25 in.(635 mm)
2" D 48 in.(1219 mm) Long Legs:271/4 in.(692 mm)
(51 mm)
Figure S.
Mantel Clearances-stove flush with fireplace face.
Wall
Thimble
and Trim Max.Mantel
Collar Depth
_. 7.5'
2" --...................._..........._.._._. 5.5"
(51 mm) i ................. - Min.Mantel
-s.5
Max.Top Trim
Figure 3. Depth=1"
— ......
Corner Installation with one elbow requires 5/8 vent.
A C, ,E
F
B D
�o„ omm
G
I
�4"
610 mmLit;: —_� sMax
A 511/2 in.(1308 mm) E 451/2 in.(1156 mm)
B 5o in.(1270 mm) F 17 3/4 in.(451 mm)
C 481/2 in.(1232 mm) G 25 in. (635mm)
28 3/4" 730 mm
D 47 in.(1194 mm) Long Legs:271/4 in.(692 mm)
Figure 6.
Figure 4.
Minimum Alcove Clearances. Mantel Clearances-stove set back into fireplace,6 112"max.
7
i39587_o5 GFzooDVIPI lanuary2076
Venting Requirements Vent Restriction
The Jotul GF zoo DV IPI gas stove may be installed with The GF zoo DV IPI is equipped with an Exhaust Restrictor
a vertical or horizontal termination and must conform to Plate which enables you to regulate the flow of exhaust
the configuration requirements described below. gas.The plate prevents overly strong draft that can
This appliance is approved for use with vent systems cause poor combustion and weak flame picture.Follow
the guidelines below,and on the following pages,to
from the following manufacturers: the
the correct restrictor plate setting for your
• M&G DuraVent,Inc. (Direct Vent Pro Series) particular installation configuration.
• American Metal Products(Amerivent)
• Security Chimneys International,Ltd.(Secure Vent) Exhaust Restrictor
• Selkirk Metalbestos(Direct Temp) The Exhaust Restrictor is an adjustable shutter located
• Metal-Fab,Inc.(Direct Vent) within the firebox exhaust outlet.It is adjusted by moving
• Industrial Chimney Corp. (ExcelDirect) a pivot pin from the factory-set,fully OPEN(no restriction)
• Bernard Dalsin Mfg.(Pro Form) to fully CLOSED,(full restriction).The Minus and Plus
Use parts of one manufacturer only-DO NOT MIX signs on the dial relate to degrees of restriction,from less
VENT COMPONENTS FROM DIFFERENT MANUFACTURERS to more.See Fig.8.The five lettered positions correlate to
IN THE SAME SYSTEM. the termination zones(A,B,C,D,E)diagramed in figure 9.
Installation of any components not manufactured Use the diagram to determine the degree of restriction
or approved byJotul or failure to meet all clearance and shutter setting you should use.
requirements will void all warranties and could result in
property damage,bodily injury,or serious fire. Adjusting Exhaust Restrictor Plate:
The approved vent configurations described 1. Use the Vent Termination Matrix to determine which
in this manual are derived from extensive testing setting position to use.
under controlled laboratory conditions.Gas appliance z. Lift the Top Plate from the stove.
performance can be negatively affected by variables
present in the installation environment,i.e:atmospheric 3• Locate the restrictor adjustment dial on the top of the
pressure,strong prevailing winds,adjacent structures and exhaust outlet.Use a 1/4"nut driver to loosen the lock
trees,snow accumulation,etc.These conditions should be nut and pivot the dial to the position appropriate to
taken into consideration by the installer and stove owner your termination zone. See figs.8 and 9.
when planning the vent system design. 4. Tighten the lock nut and replace the Top Plate.
IMPORTANT
• JOINT SEALING REO Approved Horizontal
APPLY A i/8"BEAD OFF HIGH- ,and Vertical Vent Terminations
HIGH-
TEMPERATURE SEALANT Up to four 45•or two go•elbows are permitted
OR MIL-PAC®TO THE MALE in addition to the starter elbow.A horizontal run,
SECTION OF THE INNER VENT however,must be reduced by 5 feet for each additional
PIPE. THE CEMENT SHOULD elbow,whether 45•orgo•.
FORM A SEAL BETWEEN THEa NOTE:Long vent runs(over iz ft.)in uninsulated air
INNER AND OUTER PIPES. tir/ space may require operation in CPI mode for best
• NEVER MOD]FY ANY performance.
VENTING COMPONENT, ALL VENTING MUSTTERMINATE(END)WITHIN ONE OF
OR USE ANY DAMAGED THE DESIGNATED AREAS.
VENTING PRODUCT. • SET STOVE EXHAUST RESTRICTOR TO THE POSITION
• THE GAS APPLIANCE AND Figure 7. THAT CORRESPONDS TO THE VENT TERMINATION
AREA IN THE MATRIX.When termination is exactly
VENT SYSTEM MUST BE on a division line,use the less restrictive position.
VENTED DIRECTLY TO TH E For example,if termination is at n ft./3ft.,restriction
OUTSIDE OF THE BUILDING AND NEVER ATTACHED TO should be set at Position D.
A CHIMNEY SERVING A SOLID FUEL OR GAS BURNING The circled letter designations in the vent matrix in
APPLIANCE. EACH DIRECT VENT GAS APPLIANCE MUST figure 9 correspond to the Exhaust Restrictor dial settings
HAVE ITS OWN SEPARATE VENT SYSTEM. COMMON on the stove. First,determine which vent termination
VENT SYSTEMS ARE PROHIBITED. ;zone is appropriate foryour installation,then adjust the
• IF VENTING SYSTEM IS DISASSEMBLED FOR ANY restrictorto the corresponding position as shown in figure 9.
REASON,REINSTALL PER THE INSTRUCTIONS PROVIDED
FOR THE INITIAL INSTALLATION.
8
139587_o5 GF20o DV IPI Januaryzoi6
E
D
C
A B
Figure B. Use i/4"socket driver to loosen the Exhaust Restnlctor dial and adjust as appropriate for your termination zone.
20 — 6.09
NO
15 :~ TERMINATION 4.57
ti
E •
M
Z �
10—.
0 D 3.04
V C r
1.82 Z
W 5 - 1.52
> 4 121
3 _ .91
2 .60
NO NOTE:
TERMINATION
4/6 VENT MAXIMUM
RUN DIRECTLY OFF
4 Ft. 10 Ft. 15 Ft. REAR TO HORIZONTAL
(1.22 m) (3.05 m) (4.57 m)
HORIZONTAL RUN TERMINATION 156INCHES.
Figure g. Vent Termination Zone Matrix- NG/LP
9
739587_o5 GF zoo DV IPI January 2076
Exhaust Baffle /Air Deflector Use
Air flow throughout the burner and firebox is critical c�+
to efficient combustion as well as promotion of a
vibrant flame picture. The GF 200 IPI is supplied with
a 2-piece baffle assembly and two air deflector plates
that are intended to provide optimal performance with
either natural gas or propane in a variety of venting
configurations.Use the chart below to set up the firebox
appropriately for your particular installation.See also figs.
10-iz.
Secondary Baffle Use-Fig.ii
Fuel Termination Vent Installed Removed
NG Horizontal 4/6 X
NG Vertical 4/6 X "
LP Horizontal 4/6 X Figure io.
LP Vertical 4/6 X
Remove M6 nut from the Primary Baffle support stud.
',
NG Horizontal 5/8 X
LP Horizontal 5/8 X
Skirt Cover Plate Use-Fig.a --------- - Secondary Baffle Remove and ',
Fuel Termination Vent Installed Install Air �� e
Deflector - -
NG Horizontal 5/8 X
NG Vertical 4/6 X PrimaryBafFle
LP Horizontal 5/8 X
LP Vertical 4/6 X
Figure ii.
Remove the Primary Baffle from Secondary Baffle.
Skirt Cover Plate �®
Figure 72.
Vertically Terminated 4/6 Vent.
Remove Burner Skirt Cover Plate and install
Burned Skirt the Air Deflector to the underside of the
Burner Skirt.
Air Deflector
0
Skirt&Deflector
Assembly
10
73958;705 GF200DVIPI lanuaOIW76
Vertical Vent Termination
The Jotul GF zoo DV IPI can be vertically vented through
a ceiling or to a roof termination with the following »
guidelines:
■ Vertically terminated vent runs require 4/6 vent pipe.
Use Vertical Vent Adaptor Kit 157674.See figs.13 and 14.
■ Remove the Burner Skirt Cover Plate and install the Air,
Deflector plate to the underside of the Burner Skirt as
shown in fig.tx.
■ The termination should fall within the shaded areas of
the grids depicted in the Vent Matrix,fig.g,page g.
■ Total run must not exceed zo ft.(6.og m).
Figure i3. Remove rear shroud to access the Adaptor Collar.
■ Vent Terminus Clearance:In no case shall any
discharge opening on the cap be less than i8 in.
(457 mm)horizontally from the roof surface.See fig.i5
■ Steep roofs,nearby trees,and predominantly windy
conditions can contribute to poor draft and/or
promote draft reversal.Increasing the height of the
» .
vent may alleviate these conditions.
■ Use Wall Straps to support an offset pipe run at
intervals of three feet to avoid excessive stress on the -- •- ---- .- --»
offsets.
Use magnetic
■ Elbows:Four 45°,or two go*elbows may be used. retrieval tool to keep
Do not include the 45°elbow attached to the stove. screwsfor reuse.
Whenever possible use 45°elbows instead of go*
elbows as they are less restrictive to exhaust gas and
intake air flow.
■ Afirestop is required at every floor. The floor opening Figure 14. Remove the 5/8 Adaptor Collar components and
should be framed to io"X io"inside dimension. replace with the 4/6 collar parts.
■ Any venting that is exposed in living space above the
first floor must be enclosed.Always maintain the
required i"clearance from all sides of the vertical vent Horizontal Overhang _
system.Insulation in attic space must be retained by ca
an insulation barrier. 18" 18"
min. min-' r
a�
Lowest Discharge
Termination ? Opening
Cap 18"min.
Figure i5.
Vertical vent termination height above roof.
' 11
139587_05 GF2ooDVIPI January2oi6
Co-linear Vent Installation #991 High
Wind Cap
The GF 200 DV IPI maybe vented through a masonry or Exhaust Gas
Class A prefabricated chimney using a Co-linear Flexible Intake
Vent system approved for use with a solid-fuel burning Max.Co-linear Air;
fireplace.When installed in the manner described Height-35 ft. ,�i
(1o.66 m)
below,this system can improve the performance of the
appliance in cold climate situations,as well as simplify Min.co-linear
the vent installation.See fig.16. Height-10 ft.
Consult with the local code authority having (3.04 m)
jurisdiction before proceeding with this type of
installation.
Refer to the vent manufacturer's instructions for specific
installation requirements.
These installation requirements must be followed: ------- '
■ Vertically terminated vent runs require 4/6 vent pipe.
Use 4/6 Vent Adaptor Kit 157674.See figs.13-14-Use the
guidelines for vertical termination on page 11. j
■ The chimney flue must be thoroughly cleaned and
inspected by a qualified chimney service person. The air
Intake Flex
■ In a masonry chimney,a fireclay liner must be present pipe must
the entire length of the chimney. extend
beyond the
■ Prefabricated chimneys must be UL 103 or ULC S-629 The chimney Dual 3- damper.
listed and have a minimum INSIDE diameter of 6 must be sealed Flex Litters
off from the
inches,(150 mm). room by steel
■ No appliance can be installed into a chimney flue damper
r the
r area.
serving any other appliance of any kind.
■ THE AIR INTAKE FLEX PIPE MUST EXTEND 6 FEET BEYOND
THE DAMPER AREA OF THE FIREPLACE.
■ If the intake flex duct does not extend the full length I
of the chimney and connect to both the unit and the .
termination cap, A METAL BLOCK OFF PLATE MUST ro mm
BE CONSTRUCTED AND INSTALLED ABOVE THE UNIT
PRIOR TO THE END OF THE INTAKE FLEX AND MUST Figure 16. Co-linear Adaptor installed through a masonry
COMPLETELY SEAL THE CHIMNEY FLUE FROM THE chimney. Simpson Dura-Vent components shown.
ROOM.
If there is enough vent length and room in the flue,
adding a return loop in the air intake run will help
prevent draft reversals that can cause cold start
problems.
WARNING:FAILURE TO POSITION THE PARTS AND 46mm
STOVE IN ACCORDANCE WITH THESE DIAGRAMS Figure 17. 18"
OR FAILURE TO USE ONLY PARTS SPECIFICALLY Simpson Dura-Vent 451 mm
APPROVED FOR USE WITH THIS APPLIANCE MAY #923GCL Co-linear
RESULT IN PROPERTY DAMAGE OR PERSONAL Adaptor.
INJURY.BE SURE TO MAINTAIN THE CLEARANCES TO
COMBUSTIBLES SPECIFIED IN THIS MANUAL AND
IN THE INSTRUCTIONS PROVIDED WITH EACH VENT NOTE:THIS VENT CONFIGURATION MAY REQUIRE THE
COMPONENT. APPLIANCE BE OPERATED IN CPI MODE TO ASSURE
ADEQUATE DRAFT AND PROPER PERFORMANCE.
12
i
739587 05 GFzooDVlPI JanUaryao76
Masonry or Prefabricated Chimney
Conversion
IMPORTANT NOTICE Exhaust
IN THE U.S.,THE USE OF AN EXISTING CHIMNEY AS
Gas Vertical Termination Cap
AN AIR INTAKE IS NOT COVERED UNDER THE ANSI Cap Adaptor Intake Air
Z21.88-1999-CSA 2.33-M99 TEST METHODS AND -
RESULTING ITS/WHI PRODUCT CERTIFICATION.THE
CODE AUTHORITY HAVING JURISDICTION MUST
BE CONSULTED PRIOR TO PROCEEDING WITH THIS i
INSTALLATION METHOD. ■
THIS INSTALLATION IS NOT APPROVED IN CANADA.
The GF zoo DV IPI is approved for use with components 4"Flex Pipe ;
of Simpson DuraVent Chimney Kit 46DVA-KMC and not included
in kit Use Standard
46DVA-KCT in a masonry chimney or a Kits 46DVA-KCA, Simpson
46DVA-KCB,and 46DVA-KCC for prefabricated solid fuel Dura-vent
listed chimneys. Proseries Pipe
Support/Wall from stove to
These installation requirements must be followed: Thimble cove t; thimble
4 P 57 74• g 3 4•
■ Vertically terminated vent runs require 4/6 vent pipe.
Use /6 Vent Adaptor Kit� 6 See figs.i -i
■ Use the guidelines for vertical termination shown on
l
page tt. `� h
■ In masonry chimney,a fireclay liner or listed steel liner,', t
must be present the entire length of the chimney.
■ Chimney height should not exceed 20 ft.(6.og m). Figure 18.Vent System through a masonry chimney
■ The liner must have an inside dimension of 6"round orusing the Simpson Dura-Vent Chimney Conversion Kits.
Drawing is for illustrative purposes only-DO NOT VENT
greater.
TWO APPLIANCES INTO A SINGLE CHIMNEY.
■ Prefabricated chimneys must be UL 103 or ULC S-629
listed and have a minimum INSIDE diameter of 6 inch-
es,(iso mm).Prefabricated chimneys must be listed for'
the specific Simpson Dura-Vent Chimney Conversion
Kits noted above.
13
739587_05 GF200DVIPllanuary2076
Horizontal Termination
■ Exhaust Restriction:Under normal circumstances,no 152 mm
exhaust restriction is recommended.Set the restriction
shutter to Position A-fully open,fig.8,pg.g.
Figure i9.
■ Any horizontal termination must fall within the shaded 4/6 Vent-
portion of the vent window matrix shown in fig.g. Minimum/Maximum run ®®
■ Use of 4"x 6 5/8"vent horizontally terminated, for horizontal termination.
requires that the Secondary Exhaust Baffle be
removed.See figs.21-22.
■ Horizontal termination requirements:
i) If no vertical run,the minimum horizontal run is 6 in. Min:6"/(152 mm)
2) If no vertical run,the maximum horizontal run is 48 in. Max:48"(122 mm)
3) Maximum vertical run is 20 ft.
4) With anyvertical run,the maximum horizontal run isi5ft
■ Up to four 45°or two go'elbows may be used in
addition to the starter elbow.The horizontal run ®®
must be reduced by 5 feet for each additional elbow,
whether 45°or go°.
■ The horizontal termination cap must maintain a 3"
clearance to any overhead combustible projections Figure 20.
2 i/2"or less.It must also maintain i2"clearance from 5/8 Vent-Minimum/Maximum horizontal vent-
projections exceeding 2 i/2". See fig.24. no vertical run. 114 inch(6mm)rise perfoot is required.
■ Wall Cut-out Opening:A minimum i0"X 10"(250 mm
X 250 mm)square hole is required for proper pipe
clearances through a combustible wall.
DO NOT FILL AIR SPACE WITH ANYTYPE OF INSULATION.
■ Any horizontal run of vent must be level or have a
1/4 in.rise for every foot of run toward the termination
cap.NEVER ALLOW THE VENTING TO RUN DOWNWARD
FROM STOVE TO TERMINATION;DOWNWARD VENT
RUNS TRAP HEAT AN D
CAUSE HIGH TEMPERATURES T
EMPERATURE O
DEVELOP WITHIN THE VENT THAT COULD START A FIRE.
■ Install a Vinyl Siding Standoff(Simpson Dura-Vent
#950)between the vent termination and an exterior
wall covered by vinyl siding material to prevent
potential heat damage to the siding. .
■ Direct vent terminals may not be recessed into a wall Use 7/zi.
Use 2"(io mm)socket to remove nut from Primary Baffle
or siding. stud.
Secondary Baffle
------- .
Primary Baffle
Figure 22.
Use U4"(6 mm)socket driver to remove Primary Baffle
from Secondary Baffle.
i4
739587_o5 GF2ooDVIPI lanuary2o16
Horizontal Termination Clearance
INSIO TAIL
CORNEA
12 6tZ
4 MM �-
305 3
mm 76 mm
I3Dcf F'C4E� PNKE 0.� 1
opf",�£ Figure 24.
K
Termination Clearance
to overhangs.
-VentTermi it upp i rot51 1 e 1 i %rea
Figure 23. Vent Terminal Clearances,Canada and United States
Canadian Installations 1 U.S.Installations 2
A Clearance above grade,veranda,porch,deck, 12 in.(30 cm)
or balcony 12 in.(3o cm)
B Clearance to window or door that may be 12 in (3o cm) 9 in.(23 cm)We recommend 12 in.to prevent
opened condensation on a window.
C Clearance to permanently closed window 12 in.(30 cm) 9 in.(23 cm) We recommend 12 in.to prevent
condensation on a window.
Vertical clearance to ventilated soffit located
D above the terminal within a horizontal
distance of z ft(6o cm)from the center line ?8 In,(46 cm) 18 in,(46 cm)
of the terminal
E Clearance to unventilated soffit 1R in,.(46 cm) 12 in,.(46 cm)
F Clearance to outside corner 1$in,.(46 cm) g in.(23 cm) We strongly recommend 12 in'
particularly where strong winds prevail.
G Clearance to inside corner 12 in,.(46 cm) g in.(23 cm) We strongly recommend 12 in.particularly where strong winds prevail.
H Clearance to each side of center line 3 ft.(91 cm)within a height 15 ft.above the
extended above a gas meter or regulator meter/regulator assembly
I Clearance to service regulator vent outlet 3 ft.(91 cm) * "
Clearance to nonmechanical air supply inlet
J to building or the combustion air inlet to 12 in.(30 cm) 9 in.(23 cm)
any other appliance
K Clearance to a mechanical air supply inlet 6 ft.(1.83 m) 3 ft.(91)cm above if within 10 ft.(3 m)
horizontally
Clearance above paved sidewalk or paved
driveway located on public property 7 ft.(z.13 m)3
Clearance under veranda,porch,deck,or
M balcony 14 in.(30 cm)4 12 in.(30 cm)4
Clearance to propane tank relief valve and
IV filler connection 5 ft.(1.52 m)s / 10 ft.(3.05 m}e 5 ft.(1.52 m)s / 10 ft.(3.05 m)6
1)In accordance with the current CSA B149.1,Natural Gas and Propane '... 3)A vent shall not terminate directly above a sidewalk or driveway
Installation Code. which is located between two single family dwellings and serves both
2)In accordance with ANSI Z223:1/MNPA54,National Fuel Gas Code dwellings.
` For clearances not specified in ANSI Z223.1/NFPA or CSA B149.1,the 4)Permitted only if veranda,porch,deck,or balcony is fully open on a
clearance will be in accordance with local installation codes and the minimum of two sides beneath the floor.
requirements of the gas supplier. 5)Minimum clearance to tanks not filled on site.
6)Minimum clearance to tanks filled on site from bulk truck.
15
i
ua I
139587zo�6
_o5 GF zoo DV IFt lan ry
Fuel Conversion dfromfactory
The GF 200 DV Ithe
gas stove is shipped as is to
equipped to burn NATURALGAS u t first be conNverted for
ed as fuel,the appl included with the
used n
be 6 i
t' Y
it� 6 9
K 7
r
Sion 5
v
e e
n change
a
e C ch
0
n g
a t
0
0
Propane 6
'n 7
i P it
s �
u K
g io
n 5
av
e
rs
n
stove.Use Natural Gas C '
back for use with natural gas.
WARNING:
THE CONVERSION KIT IS SERVICE TECHNTO BE ICIAN
AN
By
AN AUTHORIZED rD e
IN ACCORDANCE WITH THE MANUFACTURER S
INSTRUCTION AND ALL CODES AND
REQUIREMENTS AILURE TO FOLLOW HESE HAVING
F THE AUTHORITY
JURISDICTION. FSERIOUS
INSTRUCTIONS COULD RESU GEN HE QUALIFIED Figure 25. then
INJURY OR PROPERTY THIS Tilt the burner skirt forward from the rear,
AGENCY PERFORMING THIS WORK ASSUMES twist end f rst out through the door opening.
RESPONSIBILITY FORTHIS CONVERSION.
IN CANADA-
THE CONVERSIONCEWITH�E REQUIREMENTS
E CARRIED OUT
IN ACCORDANCE
OF THE PROVINCIAL AUTHORITIES HAVING
JURISDICTION AND INACCORDANCE
AND THE
REQUIREMENTS OF T IA C
INSTALLATION CODE.
0
0
Tools required:
ench or deep-well socket,
1/2"open ended wr
r
• TorxT20 wrench
1/4"socket driver or spade screwdriver
7/16"open-end wrench.
Figure 26.
Conversion Kit Contents: wosen the wing nut and push
he burner,shutterthe stem
i,regulator tower labeled for either LP or NG fully to the rear to disengage
-2,regulator tower screws -Z}omm-NG)
i,burner orifice(1•2Oleted and applied to
LabelA-to be comp ..ee_.,
the back of the stove Plate �........ ..........
Label 6-apply to the stove's Rating <.....e.._._.._...._.
small valve label-apply to valve body ...............
Figure 27.
Use a 114"socket driver to remove two sheet metal screws
to lift burner out of the f+rebox.
16
739587 o5 GF200DV IPI January2076
Fuel Conversion Procedure
i. Turn off gas supply to stove.
2. Remove the stove Top Plate.
3. Disengage the two Glass Frame Latches and lift the
glass panel frame up and out of the stove. j
4. If installed,remove the Embers and Log Set using care
not to damage the fragile log parts.
5. Lift out the Burner Skirt.See fig.25.
6. Reach under the stove and loosen the Air Shutter 0 •
wingnut.Pull the shutter stem back to ease burner
removal.See fig.26
7. Lift out the Burner Plate with removal of two screws
from the firebox floor.See fig.27.
S.CHANGE THE INTEGRATED DUAL-FUEL PILOT ORIFICE: Figure 28.Use a 7/4"socket driver to loosen two screws
and pivot the Pilot Shield out of the way.
a) Loosen two sheet metal screws to pivot the Pilot
Shield out of the way as shown in fig.28.
b) Use the 7/16"wrench to just loosen the pilot head
enough to push in the adjustment slide.See fig.ig.
LP:push tab to left(red LP indicator is exposed).'
NG:push tab to right
9. Change the Burner Injector.See fig.30.Using a 1/2"
open end wrench or deep-well socket remove the
burner orifice from its brass elbow housing and replace
with the appropriate orifice supplied in the kit.
io.Replace the Burner Plate.Engage the burner tube with
the Air Shutter assembly.Be sure the burner is level and
secure it to the four support brackets with the screws
previously removed.
n. Replace the Valve Regulator.Using a Torx T-20
screwdriver,remove the screws from the front of the Figure 29. Integrated
regulator. Remove the regulator components and dual fuel pilot orifice-LP Figure 3o. Replace the
replace with the one from the conversion kit.See fig.iii position shown. Burner injector.
12.Install the identification labels to the stove so that they
can be seen by any person who may be servicing the
stove.
Label A:apply to back of stove r
Label B:apply to the rating plate attached to the back of ,
the stove.
Small Conversion Label:apply to valve.
i3.Reassemble the stove,apply gas to the system and
check for leaks using a soapy water solution or digital
gas detector.
NEVER USE AN OPEN FLAME TO CHECK FOR GAS LEAKS. valve Body
Diaphragm
F19 ure 3 7. Regulator Tower
Regulator tower replacement.
17
89587_o5 GF20oDVlPllanuary2oi6
Fuel Conversion,contd.
15.Correct gas pressure is essential for efficient and safe
operation of this appliance. Use a manometer to check
pressures as specified in the Gas Pressure section of OPEN
this manual(page 19).
o O
16. Adjust the Air Shutter.You will need to position the o
shutter to provide a gas/air mixture that will achieve 6
the best flame picture with your particular installation.
Pushing the stem back will restrict air,while pushing 8
it forward will open the shutter and increase air.With
some experimentation,you will find the shutter posi-
tion that works best for your installation.Start at the
following positions for the appropriate fuel:
Propane-1/8" (4mm) Figure 32.
Natural gas- 1/16" (2mm) Pull the shutterforward to increase primary air.
ALWAYS REFER TO THE LIGHTING INSTRUCTIONS ON Push back to restrict air.
THE INSIDE BACK COVER OF THIS MANUAL WHEN
LIGHTING YOUR STOVE.
Leak test:
1. Mix a 50-50 solution of water and dish
Gas Supply Connection soap.
z. Light appliance-see lighting instructions
NOTE:If appropriate,install the optional forced air on the inside back cover ofthis manual or
blower before connecting the gas line,to prevent on the stove's rating plate.
clearance interference between the two. 3. Brush or spray all joints and connections
The gas supply line connection is made to the left with the soapy water solution.
side of the valve.The gas supply line should be 3/8"npt
with a 1/2"diameter supply,or the appropriate size to q, seam r
If bubbles
a gas odor is detected,ies appear at any connection
of the input setting. ion oo
provide sufficient gas pressure to the valve regardless s a m turn gas control knob to the OFF
position.
The use of Flexible Gas Appliance Connectors is 5 Tighten or reconnect the leaking joint
acceptable in many areas in the U.S.However,Canadian and retest for any gas leaks.
methods vary depending on local code.
ALL INSTALLATIONS MUST COMPLY WITH LOCAL
CODE OR IN THE ABSENCE OF LOCAL CODE,MUST
COMPLY WITH THE MOST RECENT EDITION OF THE
NATIONAL FUEL GAS CODE ANSI Z223.1/N FPA 54 OR 3/8"NPT x 3/8"
CAN-13149. 1/2"x 3/8"Flare Flare Fitting
All codes require a gas shut-offvalve(gas cock)and Shut-off Valve
union,to be installed in the supply line,and in the same
room as the appliance.This allows for the disconnection
of the stove for servicing and maintenance.See fig.33• 3/8"Flex Tubing
A T-HANDLE GAS COCK IS REQUIRED IN 3/8"Nipple
MASSACHUSETTS TO COMPLY WITH CODE 248CMR.
Secure all joints tightly using appropriate tools and Gas stub -
3/8"Union
sealing compounds.For propane units be sure to use com- 318"Close Nipple
3/8"Shut-off
Pounds that are propane resistant.Turn on gas supply and
1/2"x 3/8" valve
test for gas leaks using a soapy water solution.Never use Reducer
an open flame to check for leaks.
Figure 33. Supply valve connection fittings.
18
139587 o5 GFzooDVIPI Januaryzoi6
Gas Pressure High Altitude Adjustment
Correct gas pressure is essential for efficient and The decreased atmospheric pressure of higher
safe operation of the GF zoo DV IPI gas stove. It is altitudes affects heat value of gaseous fuels. Most
important that the correct pressure is established gas suppliers derate the gas intended for use at
at the time of the installation. Proper gas pressure elevations above 2000 feet.Check with your gas
provides a consistent flow of gas to the appliance and supplier before performing derate adjustment to
is instrumental in checking for gas leaks. the burner.If the gas supplier does not derate fuels,
Pressure Test: Attach a manometer to the install High Altitude Adjustment Kit 157675 for
appropriate test point on the valve.See fig.34.The Propane and Kit 157676 for Natural gas.
gauge connections are located on the front of the valve. U.S&Canada per
Connections are identified by: ANSI Z21.88-20140 CSA 2.33-2014,CAN/CGA 2.17
A- for Manifold Pressure(the amount of gas that At 610-1370 meters(2000-4500 ft.),the orifice size is
is coming out of the valve to the burner.) #46 for Natural Gas and#56 for Propane. See data
B- for Inlet or Supply Pressure(the amount of gas plate for additional information.At higher altitudes,
coming to the valve.) consult the local gas distributor or the authority
ALWAYS TEST PRESSURES WITH VALVE CONTROL having jurisdiction for proper rating methods.If the
KNOB SET ON HIGH. installer must convert the unit to adjust for varying
altitudes,the information label must be filled out
and applied to the appliance at the time of the
conversion.
A
O ® O 0 Derating Procedure
• Follow the steps for Burner Injector replacement
® in the Fuel Conversion procedure on pages 17-18.
Use the injector supplied with the adjustment kit.
O O Detailed instructions are also included in the kit.
B • Conduct gas leak and gas pressure tests as de-
tailed the preceding section.
Figure 34. Pressure test points.
• Conduct system check and flame picture adjust-
ments as specified on pages 22-23.
INLET GAS PRESSURES
(inches water column) INSTALLER:Fill out the appropriate information
MIN MAX and apply the high altitude conversion label provided
NATURAL GAS 5.0 7.0 to the rating plate on the appliance.See fig.35.
PROPANE 12.0 14.9
The appliance and its appliance main gas valve
must be disconnected from the gas supply piping
system during any pressure testing on that system
at test pressures in excess of 1/2 psig(3.5 kPa).
The appliance must be isolated from the gas This appliance has been converted for use at an
supply line by closing its individual manual gas altitude of
shut-off valve(gas cock)during any pressure testing Orifice Size: Manifold Press.
of the gas supply piping system that is equal to or
less than 1/2 psig(3.5 kPa). Input Btu/Hr. Fuel Type
Date:_/_/_ Converted by:
MANIFOLD PRESSURES
(incheswatercolumn) Cet appreeil a ete converti au Injecteur
MIN MAX Pression a la tubulure d'alimentation
NATURALGAS 1.1 3.8 Deoitcalorifique
PROPANE 2.9 11.0
Figure 35.High Altitude Conversion Label.
19
'395$7 OS GF200DVIPI January 2076 I
Optional Brick Panel Kit
157666 Optional Wall Ther
I. Lift the Top Plate from the stove. Thermostat 750003
Use only a 750 millivolt DC two_
z. Disengage the two compression latches from the glass be placed in the same Thee circuit wall
thermostat with this appliance.The thermostat should
frame at the tap of the firebox and pull the glass frame feet off the floor.
Up and out of the stove, me roam as the heater,
Avoid drafty areas or any area thatma
3. Locate the retainer tabs in the uppery
affect the accuracy of the thermostat.
side Of the firebox.Bend each retainer tab out enough
The thermostat should be connected to the
to engage the side brick anels.See fi g
4 Install the Lower Panel g 36,
p terminal block using a minimum of 16
maximum length of z5 feet Of wire. gauge wire with a
Position it up against the back wall,resting on the
burner skirt. Connect the two thermostat wire leads to the
terminals on the block located to the left of the valve.Do
5• Set the Upper Panel on the Lower Panel. Hold the rear TO DISCONNECT AN
not overtighten the connections. IT IS NOT NECESSARY
panels in place while setting the Left Side Panel under
its retainer tab and against the wall.Bend the retainer Y OTHER WIRES.See Figs,
down to full engage For thermostatic operation,set the On/Off/Stat 37 4g•.
Y g ge the side panel. switch to the Stat position.Set the pilot mode to either
IPI or CPI.
6. Engage the Right Side Panel under its retainer tab and
seat it against the wall.Bend that retainer tab down to
At the thermostat,the two wires should be
secure the panel in place.
connected to the two connection screws on the
thermostat base plate per the manufacturer's
instructions.
-------------- Retainer Tab
CAUTION:
THE CONTROLS. W
g'-------------- LABEL ALL WIRES PRIOR TO DISCONNECTION WHEN SERVICING
IRING ERRORS CAN CAUSE IMPROPER OR
------ - -- DANGEROUS OPERATION. ALWAYS VERIFY PROPER OPERATION
AFTER SERVICING THE APPLIANCE.
BURNER
SWITCH
ON
BATT OFF
6Y DC
STAT
�- DFC TERMINAL OPTIONAL
Ti DC BOARD BLOCK THERMOSTAT
POWER /""-�
SUPPLY_ � — 0 r\�/Il
-- Figure 37 Accessory wiring diagram.
Figure 36. Install the Brick Panels.
20
139587 o5 GFzoo DV IPI January zoi6
Log Set Installation
Brick Kit Note: Install the optional Brick Panel Kit
157666 before installing the log set. See page 20 or the z
instructions provided with that kit.
The GF zoo DV IPI log set must be installed beforea
operating the burner.The log set includes four log pieces, `-
packaged inside the firebox.A quantity of ember stones'
is included with the log set.Place the logs inside the
firebox as illustrated in figs.38-42•
WEAR GLOVES AND HANDLE THE LOG PARTS CAREFULLY.'.
#157668 Log Set Identification Figure 38. Engage the Left Logs with the two pins on the
#1 Left Rear 225447 back shelf.
#2 Right Rear 225448
#3 Burner Log 225450
#4 "Y"Log 225449
#5 Ember Stones 225451
IMPORTANT
The ember stones realistically simulate
glowing coals when the burner is operating.
These should be spread sparsely over the burner
plate and around the logs.Use a pencil to
position the stones so as not to block the burner
plate porting.
TO INSURE PROPER BURNER FUNCTION,DO Figure 39. Engage the Right Logs on the other two pins on
NOT OBSTRUCT THE PILOT ASSEMBLY,BURNER the back shelf.
SKIRT OPENINGS,OR BURNER PLATE PORTING
WITH EMBER STONES.KEEP EMBERS AWAY
FROM THE PILOT CARRY-OVER PORTS.
You do not need to use all of the ember
stones. With some experimentation,you
will find the arrangement and quantity of
embers that works best.Depending upon the
characteristics of your installation,it is possible
that too many ember stones can promote ;T-
sooting on the logs.Adjust the quantity of
ember stones as appropriate to maintain ffy
the best overall flame picture and burner .M G
performance. 3
Figure 4o. Engage the Front Log with the two center pins.
21
89587_05 GF200 DV IN January 2076
System Check
1. PURGING THE GAS LINE: When lighting the appliance
for the first time,it will take a few moments to clear
the gas line of air.Once this purge is complete,the
appliance will operate as described in the lighting
� i instructions.From a cold start,it may be helpful to
4 , f let the pilot light burn in CPI mode for io-15 minutes
to establish positive draft,before turning the burner
w on.See the procedure on the inside back cover of this
manual.Subsequent burner starts will not require
purging the gas line unless the supply line is shut off.
2. PILOT FLAME: You can monitor the pilot flame located
under the Rear Log.See fig.43.The pilot flame should
be steady-not lifting orfloating.The flame should
Figure 47. Position the Middle Cross Log as shown. be blue in color around the pilot hood,with traces of
yellow toward the outer edges.
The pilot flame should engulf the top 1/8"of the
flame sensor.The pilot flame should project front
pilot hood port toward the burner plate carry-over
ports. Adjust the pilot flame using the adjustment
screw to the left of the valve regulator.
3. MANUAL BURNER ADJUSTMENT: This stove is
equipped with a variable gas control valve that
" g . allows manual adjustment of the flame height and
w heat output.To adjust the flame intensity,rotate the
regulator knob.
w Flame height will adjust approximately 5o%between
the LOW and HIGH settings. See fig.46,page 23.
5 NO SMOKE OR SOOT SHOULD BE PRESENT.CHECK
LOG PLACEMENT IF ANY SOOT OR SMOKE IS PRESENT.
IF SOOT OR SMOKE PERSISTS,THE AIR SHUTTER MAY
NEEDTO BE ADJUSTED,
Figure 42. Place Ember Stones loosely over the burner See Flame Appearance/Air Shutter for air shutter
plate.DO NOT OBSTRUCT THE GAS PORTING.SEE FIG.43. settings and adjustments. Note:The more offsets
Use the supplied rock wool sparingly. there are in the vent system,the greater the need for
an air shutter adjustment.
WARNING:
AIR SHUTTER ADJUSTMENTS SHOULD ONLY BE
PERFORMED BY A QUALIFIED,PROFESSIONAL
SERVICE TECHNICIAN.
� I
0
0 o O
o 0
p Keep ember stones clear
of carry-over ports
Figure 43. Proper pilot flame appearance relative to burner
O � o ®
carry-over porting. Pilot Adjustment Regulator
Figure44. Manual flame regulation.
22
89587 05 GF2000VIPI Januaryzo76
Flame Appearance / Air Shutter
Adjustment
The Air Shutter may be adjusted to provide the best flame
picture foryour specific installation.The factory setting for
Natural gas is 1/16"(1.5mm)open.For Propane,the initial
recommended setting is 1/8"(3m m)open. OPEN
Too large an air opening-the appliance will generate a
flame that is blue and transparent,or an"anemic"flame. o
o
Too small an air setting-the appliance will generate' '
very long yellow flames resulting in soot. Sooting
produces black deposits on the logs,on the inside walls of
the appliance,and potentially on the exterior termination
cap.Sooting is caused by incomplete combustion in the
flames and lack of combustion air entering the air shutter
opening.
To adjust the air shutter: Figure 45•
i. Reach under the stove and loosen the wingnut.See Loosen the wing nut to adjust the air shutter.
fig.45.Slide the wing nut stud forward to open the air Min.Opening NG: 06" (1.5 mm)Factory Setting
shutter and back to provide less air. Make adjustments Min.Opening LP: 7/8"(3 mm)
in 1h6"(i.5mm)increments.
z. Allow the stove to burn for 30 minutes on the HIGH
setting,observing the flame continuously.If the
flame appears weak,slow,or sooty,repeat the process',
described above until the flame is as desired.
3. Tighten the wingnut to secure the shutter at the
desired setting.
WARNING:AIR SHUTTER ADJUSTMENTS SHOULD ONLY •'
BE PERFORMED BY A QUALIFIED PROFESSIONAL SERVICE
TECHNICIAN. '9
Figure 46. Normal flame picture.
23
i39587_o5 GF zoo DV IPI January 2076
Operation
Important Notes
Check the build date on the shipping crate WARNING:
label.If it has been more than 6 months SEVERE INJURY. THIS APPLIANCE CAN BESET TO
since the build date,be prepared to replace OPERATE THERMOSTATICALLY.BE AWARE THAT
the DFC batteries. THE FIREPLACE MAY BE VERY HOT EVEN WHEN
THE BURNER IS NOT APPARENTLY OPERATING.
i. For the first several hours of operation,it is common KEEP CHILDREN AWAY FROM THE APPLIANCE.
to detect some odor as the metal and manufacturing
materials cure under heat.This condition is temporary
and can be alleviated by allowing plenty of fresh air to WARNING:
circulate through the area. OBSERVE CAUTION NEAR THE GLASS PANEL. THE
2. Condensation may develop on the glass upon each GLASS MAY SHATTER IF STRUCK BY AN OBJECT.
lighting of the appliance. This"fog"will disappear as ALWAYS HANDLE THE GLASS PANEL WITH CARE.
the glass heats.
3. IMPORTANT:It will be necessary to clean the glass after
the first few fires.A white powdery residue will be DFC Battery Replacement
evident which results from the burner media curing.
Use a non-abrasive household glass cleaner and warm 1. Switch Burner to OFF and disconnect power to the stove.
water.IF THE GLASS IS NOT CLEANED,THIS RESIDUE 2. Access the battery box from under the gas valve.See
CAN CAUSE THE GLASS TO BECOME PERMANENTLY fig.47 and 48a. Disengage the wire harness from the
ETCHED.DO NOT USE AMMONIA-BASED CLEANERS. retainer slot on the back of the DFC bracket.Disengage
4. Keep the control compartments and area under the the battery box from the hook&loop tape.
appliance free of dust. Always keep the appliance area 3. Slide the cover plate back to open the box.Install four,1.5v
clear and free from combustible materials,gasoline AA batteries and reattach the box to the underside of the
and otherflammable liquids. valve.Re-engage the wires with the retainer slot.
5. This appliance can be operated with a continuously 4. Reconnect power to the stove.
burning pilot flame. Exercise caution when using
household products containing combustible vapors.
6. CAUTION: DO NOT OPERATE THIS APPLIANCE WITH
THE GLASS PANEL REMOVED,CRACKED OR BROKEN.
REPLACEMENT OF THE GLASS SHOULD BE DONE BY
A LICENSED OR QUALIFIED SERVICE PERSON.USE
DFc
ONLY REPLACEMENT GLASS PROVIDED BY YOUR Module
AUTHORIZED JOTUL DEALER.NEVER SUBSTITUTE ANY : .. .
OTHER TYPE OF GLASS.
REMOVE GLASS ONLY FOR ROUTINE SERVICE.ALWAYS Retainer
HANDLE GLASS CAREFULLY. slot
WARNING:
READ AND UNDERSTAND ALL OPERATING
INSTRUCTIONS BEFORE ATTEMPTING TO OPERATE
THIS APPLIANCE.DO NOT ALLOW ANYONE TO Battey Box
OPERATE THIS APPLIANCE WHO HAS NOT READ Harness
AND UNDERSTOOD THESE INSTRUCTIONS.
Figure 47.
Battery box to DFC wire harness connection.Tuck
harness up into the slot on the back of the DFC module.
24
r39587 o5 GFzoo DV IPI January2M6
Operation
Familiarize yourself with the controls of the GF Zoo DV
IPI and be sure that anyone else using the appliance is CP1 ac ON
also familiar with the controls and operation procedures.' 0_ — Z I— OFF
Always follow the Lighting Instructions on the inside back a. — �pI It STAT
cover of this manual and also located on the inside of the m
Controls Access Door.
This appliance is equipped with an ignition device
that lights the pilot automatically.Do not try to light the
pilot by hand.
Locate the Burner Control switches at the top left side
of the rear shroud. See fig.48.
i. Set the Burner switch to OFF. Open the main gas
supply line to the stove.
2. Connect the AC/DC Power Adaptor to the terminal
on the back of the DFC board bracket.See fig.48a.
Connect the adaptor plug to 110 VAC house current.
3. If a wall thermostat is used,set it to the lowest Figure 48.
temperature. Burner controls location,viewed from above stove.
4. Set the Pilot Mode:
• CPI for continuous pilot operation
• IPI for intermittent operation.
5. Set the Burner Switch to ON.The pilot will light.
ON/OFF- use for manual control of the burner.
STAT- use with an optional wall thermostat.
6. Flame intensity can be adjusted manually by turning
the Valve Regulator knob shown in Fig.48a.
Thermostat Block Valve Regulator
° Optional Blower
AC/DC Adaptor o Speed Control
Terminal o �o
o 0 Controls Access
DFC ControlPanel
� o 0
Board
° ® Battery Box Optional Blower
Mode Control
Figure 480. Valve and Blower Controls. Connect Red&Black
Battery Box leads to DFC leads.
25
739587 o5 GF2ooDVIPI Jon uary2016
Maintenance NOTE:INSPECT THE GLASS SURFACE FOR SCRATCHES
AS THESE CAN WEAKEN THE PANEL TENSILE STRENGTH.
REPLACE THE PANEL IF ANY SCRATCHES ARE FOUND.USE
Your Jotul GF zoo DV IPI components and its venting ONLYJOTUL PN 220576.DO NOT USE ANY OTHER TYPE
system should be inspected before use and at least OF GLASS.
annually by a qualified service technician. Glass Panel or Gasket Removal
IMPORTANT: ALWAYS TURN OFF THE GAS SUPPLY AND 1. Lift the Top Plate off of the stove.Release the two Glass
DISCONNECT POWER FROM THE APPLIANCE BEFORE ANY
SERVICE WORK IS PERFORMED. Frame Latches.Pull each latch handle forward forward
to disengage the latch from the notches in the glass
frame.
Annual Cleaning z. Lift the glass frame all the way up and out of the top of
the stove.Lay this assembly on a flat surface,protecting
Vent System the frame from scratches using a blanket or towel.
The entire vent system,including the chimney,should 3• The glass panel is held in place by four tabs on the
be inspected and cleaned everyyear.If the intake and frame.Use a screwdriver or small pliers to prythese up
exhaust venting is disassembled for any reason,it enough to release the glass panel.See fig.49.
should be reassembled and sealed according to the 4. Remove the old gasket material.
manufacturer's instructions provided at the initial
installation. Glass Panel or Gasket Replacement
1. Wrap the new gasketing material evenly around the
edge of the glass,peeling back the protective strip to
Burner System expose the adhesive as you go.See fig.50.Press the
Periodically inspect the firebox,valve compartment, adhesive side down onto the glass surface.Do not
convection airways and optional blower to BE CERTAIN stretch the gasket.
THAT THE FLOW OF COMBUSTION AND VENTILATION AIR i. Place the gasketed glass within the frame and carefully
IS UNOBSTRUCTED. bend each of the retainer tabs back to secure the glass
The firebox and valve compartment should be in the frame.The replacement glass kit 155599 includes
vacuumed annually to remove any dust and debris. Use 4 compression clips for use in case a tab should break.
a soft brush attachment and handle the logs carefully
as they are fragile. Vacuum more frequently if there are
pets in the home.
The pilot assembly should be inspected and cleaned
annually by a qualified technician. Any component
showing corrosion should be replaced.
Glass Care
Clean the glass only when necessary.Wipe the surface Figure 49. Bend the retainer tabs back enough to release
with a clean,dampened,soft cloth.Follow with a dry,soft the glass panel.
towel.Take care not to scratch the glass surface.
WARNING:
DO NOT USE ABRASIVE CLEANERS ON THE GLASS.
NEVER CLEAN THE GLASS WHEN IT IS HOT. '
DO NOT USE AMMONIA-BASED CLEANING SOLUTIONS.
Gasket Inspection i
It is important that the glass gasket be inspected at least
annually. Examine the ribbon gasket for signs of dete- --
rioration and make sure the gasket has a positive seal.
Replace the gasket if necessary.Refer to the replacement
parts list on page 33. Figure so.Wrap the gasket around the glass panel.
26
i39587_o5 GF2ooDVIP1 January2076
Optional Variable Op arl
a able Speed Blower
155631
Blower Installation
STOVE '• i. Unpack and check the contents of the blower kit.There
BLOWER. '' OFF THE is a steel bracket that is not used with the GF zoo
GAS VALVE TO CREATE ADEOUATE stove.Contact your dealer if any damage is evident or
CLEARANCE.GAS LINE parts are missing.See fig.51.
2. Attach the Control Box to the lower pair of holes on
the Snapstat Bracket with two#8 X1/2"sheet metal
■ THIS BLOWER MUST BE ELECTRICALLY screws as shown in figs.51 and 52.
GROUNDED IN ACCORDANCE WITH LO-
CAL CODES OR,IN THE ABSENCE OF LOCAL 3. Attach the Control Box assembly to the studs located
CODES,WITH THE CURRENT ANSI/NFPA 70, underneath the stove in the middle of the firebox floor
NATIONAL ELECTRICAL CODE OR CSA C22.1- using two M6 hex nuts and a io mm socket driver or
CANADIAN ELECTRICAL CODE. wrench.See fig.52.
■ THIS UNIT IS SUPPLIED WITH A THREE- 4. Use two M6 hex nuts to attach the Blower to the
PRONG(GROUNDING)PLUG FOR PRO- mounting holes at the rear of the stove bottom plate.
TECTION AGAINST SHOCK HAZARD AND
SHOULD BE PLUGGED DIRECTLY INTO A 5. Connect the power cord to iio AC house current.
PROPERLY GROUNDED THREE-PRONG
RECEPTACLE. DO NOT CUT OR REMOVE THE
GROUNDING PRONG FROM THE PLUG.
■ ALWAYS DISCONNECT THE POWER SUPPLY
WHEN PERFORMING ANY SERVICE ON THE
FIREPLACE INSERT.
Contents
t. Blower
�7 z. Snapstat Wire Harness
e 3 Control Box
4. Snapstat Bracket
5. Rheostat Knob
6. Snapstat
7. M6 Flange Nuts,(z)
- 8. M6 x iz Hex Bolts,(z)
Use Lower 4 6 9. #8 x 1/2"Sheet metal screw,(4)
Holes for
GFzoo DV II
Tools Required
•
1/4"socket driver
9 • io mm socket driver or wrench
�a--� 8
3
Figure 51.Blower Kit Components
27
I
i
i
739587_05 GF200DVIPI January 2076
Figure 52. 755631 glower Kit Components used for GF 200 DV IW/ Lillehammer.
Blower Operation BLOWER
The variable-speed blower will enhance heat circulation , G
around the firebox and out into the room.The blower is "`
controlled by a heat activated switch(snapstat)that will BK
G w
function only when the control switch is in the AUTO
setting.After the fire has been burning for a time,the W BK
snapstat will react to the heat and activate the blower. BK
Fan speed may be manually adjusted with the rheostat POWER SNAPSTAT RHEOSTAT
knob.If the burner turns off,the blower will be shut off SUPPLY
Y BK
automatically as the stove cools down.
B
If automatic blower circulation is not desired,place
the blower control switch in the MANUAL position.That
will override the snapstat,allowing the blower to run SWITCH
Continuously. MANUAL OFF AUTO
Figure 53. GF 20o DV IPl 8lower Wiring Diagram.
CAUTION:
LABEL,ALL WIRES PRIOR TO DISCONNECTION WHEN ATTENTION:
SERVICING CONTROLS.WIRING ERRORS CAN CAUSE IM- AU MOMENT DE VENTRENTIEN DES COMMANDES,
PROPER AND DANGEROUS OPERATION. ETIOUIETEZ TOUS LE FILS AVANT LE DEBRANCHEMENT.
VERIFY OPERATION AFTER SERVICING. ES ERREURS DE CEBLAGE PEUVENT ENTRA TUN FONC-
TIONNEMENT INADEQUAT ET DANGEREUX.
28
i39587_o5 GFzooDVlPI Januaryzo76
Appendix
Proflame 1 DFC Wiring Diagram
SPRA r
Sense Electrode
CPI/IPI
Switch
SPDT '
0.880.001 _........_._.
Proflame Valve Pilot 0
Ground - !
Burner Switch O Wire_
SPST O Chassis
Ground
0.584.302
kl �,
_ Proflame DFC Board
0.584.912
DC Power Supply DFC Wire Harness Assembly
(includes:Pilot Gmd&CP14PI Switch)
Battery Pack
Four,1.5v AA
Figure 54. GF 200 DV IPI Proflame i Components
Mobile Home Installation
The GF Zoo DV IPI can be installed for use in a mobile THIS APPLIANCE MAY BE INSTALLED AS AN OEM
home in the U.S.and Canada provided: INSTALLATION IN A MANUFACTURED(MOBILE)HOME
1. The stove is secured to the floor of the mobile home. AND MUST BE INSTALLED IN ACCORDANCE WITH
THE MANUFACTURERS INSTRUCTIONS AND THE
Use JotuI Floor Bracket Kit#750304. MANUFACTURED HOME CONSTRUCTION AND SAFETY
2. Provision must be made to secure an electrical ground', STANDARD,TITLE 24 CFR,PART 3280.THIS APPLIANCE IS
between the stove and the mobile home chassis. ONLY FOR USE WITH THE TYPE OF GAS THAT IS INDICATED
ON THE STOVE'S RATING PLATE. A GAS CONVERSION KIT IS
3. The stove is installed in accordance with Title 24 CFR, PROVIDED WITH THE GF zoo DV IN GAS STOVE.
Part 3280- Manufactured Home Construction and
Safety Standard,in the U.S.In Canada,comply with CSAR
Z240.4,Gas Equipped Recreational Vehicles and Mobile THIS APPLIANCE MAY BE INSTALLED IN AN AFTERMARKET
Housing. PERMANENTLY LOCATED,MANUFACTURED(MOBILE)
4. Always contact your local officials about installation HOME,WHERE NOT PROHIBITED BY LOCAL CODES.
restrictions and requirements in your area. CET APPAREIL PEUT ETRE INSTALLE DANS UN MAISON
PREFABRIOUEE(MOBILE)DEJA INSTALLEE A DEMEURE SI
LES REGLEMENTS LOCAUX LE PERMETTENT. CET APPAREIL
DOIT ETRE UTILISE UNIOUEMENT AVEC LES TYPES DE
GAS INDIOUES SUR LA PLAOUE SIGNALETIOUE. NE
PAS L'UTILISER AVEC D'AUTRES GAS SAUF SI UN KITDE
CONVERSION CERTIFIE EST INSTALLE.
29
139587o5 GF2ooDVIPI January 2076
GF 200 DV IPI Lillehammer
Illustrated Parts Breakdown
1
3
o � 2
12 10
10
10 10 /
U U
----
-----------
6
4
YX
�Figure 55• 9Exterior cast iron parts. 10
Replacement Log Set Pirts See PgS.21-1-2
NoPAtt No. Dtncnpl�nn
i. Top Casting 1o390692 1o390647 1 225447 Left Rear Log
z. Side Panel 10390792 10390747 z. 225448 Right Rear Log
3. Front Panel` n/a n/a
4. Bottom Plate 10390092 10390047
1 225450 Burner log
5. Leg,6.. 10195292 10195247 4. 225449 Y,.Log
6. Left Door` n/a n/a 5. 225451 Ember Stones
7. Right Door' n/a n/a 6. 157668 Complete Log Set
`Front Assembly 15592392 156384
includes Front,Doors,and Hinge Pins
13. Safety Barrier 157688 n/a
8. Hinge Pin,(4)............................................................................12S96o
9. Fender Washer,M6(4)..........................................................120004
to. Bolt,M6 x 20,(4).........................................................................117117
11. Bolt,M6 x 10 Hex Hd Flange...................................................9962
12. Door Catch.....................................--.......................................220919
30
139587_05 GF20oDV1P1 Januar
zol6
i
1
8 I 26
4
O �c
o + 4
o e 15 16
O ' 1
5 24
1
22 0 , 24
5 p 1 8
10 13
' e 9 �d11 20
17
1
25
10
0
o O O
3 0o i
0
0 9
23 11
12 2 19
6
21
Figure 56.
GF 200 DV IN Valve Assembly and DFC Components.
No. Pait No D-
1. 117917 Screw,#8 x 1/2"SL Alk Oxide 17. 222924 Proflame 1 IPI Ignition Board
z. 117921 Screw,Pan Hd Ph M4 x 12mm Blk Oxide 18. 223231 Orifice Holder,Drop-in Assembly
3. 117922 Nut,Hex M4 DIN 934 PLAIN 19. 224262 Battery Box w/Cover
4• 117975 Nut,Wing M6,Zinc 20. 224952 Instruction Label,Control Door-GF IPI Series
S. 117999 Screw,SL SMA Type B#8 x 3/8 Zinc 21. 224972 Valve,NG,Proflame Manual,5o%TD,SIT
6. 118029 Washer,Fender.250 x 1.5o dia. 22. 225088 Bracket,DFC
7. 118033 Bolt,M6 x 130 Hex Hd 23. 225089 Terminal Block Bracket
8. 118039 Spacer,.375 OD x 1.188 24. 225432 Valve Bracket
9. 118040 Spacer,Control Door Hinge.375 OD x 3.172 25. 225433 Wire Retainer Bracket
10. 118214 Screw,#8x 1/4"Taptite 26. 157683 Wire Harness,Proflame 1,Replacement
11. 118257 Hook&Loop Tape,1"Wide,Self-adhesive 27.' 225422 AC/DC Adapter,High Temp-7V
12. 220614 Terminal Block,2 Pole 77 Series
*not illustrated
13. 22093192 Control Door GF zoo DV IPI
14. 221185 Orifice,1.20 mm
225441 Orifice,2.1mm
15. 22228o Gasket,Drop-in Orifice Holder
16. 222292 Elbow,90 deg,Brass 3/8 NTP x 3/8"dia.flare
31
139587_05 GF2ooDVIPI January 2076
18
0
0
17
1
0
2
3
o
4
12
0 0 5
0
m
0 1
10
13 6
14 a 7
15 8
16
Figure S7.
GF Zoo DV IPI Pilot&Burner assembly and associated hardware.
No • -
1. 117917 Screw 8 X121/2 SL Blk Oxide 111. 225439 Pilot Shield,High Wind (Optional Kit 157685)
2. 22544092 Rear Cover,Burner Skirt 12. 225438 Pilot Shield
3. 225081 Burner Skirt 1�. 224785 Pilot,NG/LP,Dual-Fuel Convertible Flame Hood
4• 157651 Burner Assembly Complete 14. 118218 Screw,HWH SMA 8 x 1.5
5. 225077 Bracket,Burner Retainer 1S. 224791 Spacer,PSE Pilot,.188"
6. 221390 Primary Air Shutter 16. 129670 Gasket,Pilot Assembly
7. 225080 Handle,Air Shutter 17. 22508292 Firebox Baffle
8. 220734 Gasket,2.25in OD x.125 18. 225434 Secondary Air Diverter
9. 117975 Wing Nut M6,Zinc 19. 9962 Bolt,Hex Cap M6xlo DIN Ser Flange Bilk
10. 225092 Air Deflector,Burner Skirt
32
895$7 o5 GF2ooDVIPI JanuaryW16
Figure 58. No, P.-itt No. Desctiptic-n
GF Zoo DV IN Rear Components 1. 22542492 Switch cover
2. 129775 Gasket,
g s 10 a 12 3. 225o86 Bracket,Rear Shroud
CIS 7 4. 22508592 Rear Shroud
5. 129784 Adaptor,8 in.dia.
6. 117917 Screw,#8 x 1/2 in.Blk.Oxcide
m 7• 225437 Decal,Switch ID
8. 220703 Switch,Rocker,SPOT-Center Off,Blk.
5 15 9. 120517 Switch,Rocker,SPST,Blk.
14 10. 22542692 Wall Shield
3 11 13 z 11. 129774 Gasket,5 in.dia.
12. 129782 Adaptor,5in.
16 3 13. 129781 Adaptor,4 in.(Custom)
4
p 14. 129783 Adaptor,6 5/8 in.(Custom)
15. 157674 Vertical Vent Adaptor Kit,5/840-4/6
16. 157684 Wire Harness,Controls-GF zoo DV IN
5
2
3
1
b
I •
Remote Control 224910
Wall Thermostat 750003
Blower Kit 155631
b Screen 155641
Brick Panel Kit 157666
Long Leg Kit(81/4")/Matte Black 154929
Figure 59. Long Leg Kit(81/4")/Brown Majolica Enamel 351149
GF Zoo DV IPI Glass Assembly Leg Leveler 156o96
Fuel Conversion Kit,Propane 157669
Fuel Conversion Kit,Natural Gas 157670
1. 22136592 Glass Frame II High Altitude Adjustment Kit/LP 157675
2. 129124 Gasket,Tadpole-.25 dia.x 1.25",6 ft. High Altitude Adjustment Kit/NG 157676
3. 220576 Glass Panel,Ceramic Vertical Vent Adaptor Kit, 5/8-to-4/6 157674
4. 220042 Replacement Glass Clips High Wind Pilot Shield Kit 157685
5- 155599 Replacement Glass Kit,GF 20o DV IPI
33
739587 o5 GF2oo DV JPl January 2o76
This warranty does not cover the following:
J 0t u I G a S Product
roduCt i) Repair or replacement of parts that are subject to normal wear and
tear during the warranty period or to parts that may require replacement
Limited Lifetime Warranty in connection with normal maintenance.These parts include gaskets and
glass(except to the extent such parts suffer damage from thermal stress).
2) Damage due to incorrect installations not in conformance with the
installation instructions contained in this owner's manual or local and/or
Effective January 1,2013 national fire and building regulations.
3) Damage due to service performed by an installer,service agency or gas
This warranty policy applies to gas products identified by Jotul, supplier,unless otherwise agreed to in writing by JOTUL
Scan,and Atra trade names,as set forth below. 4) Labor or other costs associated with the repair of gas controls,
A.LIMITED FIVE YEAR WARRANTY-Cast Iron,Steel Doors, plumbing,burners,log set,or sheet metal firebox beyond the warranty
period.
Surround Components,Firebox: 5) Damage caused by unauthorized modification,use or repair.
Jotul North America Inc.(JOTUL)warrants,to the original retail 6) Damage to enameled surfaces caused by improper operation or
purchaser,that those components of the Jmtul,Scan,or Atra misuse,including use that is not in conformance with the operating
Gas Stove or Fireplace specified above will be free of defects in instructions contained in this owner's manual.Such damage can typically
material and workmanship for a period of five(5)years from be identified by bubbling,cracking,or discoloration of the enamel finish.
the date of purchase. This warranty is subject to the terms, 7) Costs incurred by travel time and/or loss of service.
exclusions and limitations set forth in the following text. 8) Damage incurred while the Jotul,Scan,or Atra Gas Stove or Fireplace is
in transit.
B. LIMITED TWO YEAR WARRANTY-Burner,Burner Treatments, IN NO EVENT SHALL JOTUL,ITS PARENT COMPANY,SHAREHOLDERS,
Firebox Panels: AFFILIATES,OFFICERS,EMPLOYEES,AGENTS OR REPRESENTATIVES BE
JOTUL warrants,to the original retail purchaser,that those LIABLE OR RESPONSIBLE TO YOU FOR ANY SPECIAL,INDIRECT,INCIDENTAL,
components of the Jotul,Scan,or Atra Gas Stove or Fireplace CONSEQUENTIAL,PUNITIVE OR OTHER SIMILAR DAMAGES,INCLUDING,
specified above will be free of defects in material and BUT NOT LIMITED TO,LOST PROFITS,LOST SALES,INJURY TO PERSON OR
workmanship for a period of two(2)years from the date of PROPERTY OR DAMAGES TO A STRUCTURE OR ITS CONTENTS,ARISING
purchase.This warranty is subject to the terms,exclusions,and UNDER ANY THEORY OF LAW WHATSOEVER.ALL IMPLIED WARRANTIES,
limitations set forth in the following text. INCLUDING THE IMPLIED WARRANTIES OF MERCHANTABILITY AND
C.LIMITED TWO YEAR WARRANTY-Enamel Finish: FITNESS FOR A PARTICULAR PURPOSE,OR OTHERWISE,ARE LIMITED IN
DURATIONTOTHE LENGTH OF THIS WRITTEN WARRANTY. EXCEPTAS
JOTU L warrants,to the original retail purchaser,the enamel EXPRESSLY SET FORTH HEREIN,JOTUL MAKES NO ORAL,WRITTEN OR
finish on cast iron components of the Jotul Stove or Fireplace OTHER WARRANTY WITH RESPECT TO JOTUL,SCAN OR ATRA GAS STOVES
Insert specified above against peeling or fading for a period of OR FIREPLACES.
two(2)years from the date of purchase.This warranty is subject Some states do not allow the exclusion or limitation of incidental
to the terms,exclusions and limitations set forth below. or consequential damages,or limitations on the length of implied
D.LIMITED ONE YEAR WARRANTY-Gas&Electrical Components warranties.Therefore,the above exclusions or limitations may not apply
(controls,plumbing,valve,blower): to you.This warranty gives you specific legal rights,and you may have
other rights,which vary from state to state.
10TULwarrants,tothe original retail purchaser,that those JOTUL reserves the right to discontinue,modify or change the materials used
components of the JOtul,Scan,or Atra Gas Stove or Fireplace to produce the Jotul,Scan,or Atra Gas Stove or Fireplace.JOTULshall have
specified above will be free ofdefects in material and the rightto replace any defective component with substitute components
workmanship for a period of one(1)year from the date of determined byJOTULto be of substantially equal quality and price.
purchase.This warranty is subject to the terms,exclusions,and The dollar value of JOTUL's liabilityfor breach of this warranty shall be
limitations set forth in the following text. limited exclusively to the cost offurnishing a replacement component.
JOTUL shall not in any event be liable for the cost of labor expended
JOTUL will repair or replace(including parts&labor),at its option,any by others in connection with any defective component. Any costs or
of the above components determined by JOTUL to be covered by this expenses beyond those expressly assumed by JOTUL under the terms of
warranty.You must,at your own expense,arrange to deliver or ship the this warranty shall be the sole responsibility of the owner(s)of the J0tul,
component to an authorized Jotul,Scan,or Atra dealer and arrange for Scan,or Atra Gas Stove or Fireplace.
pickup or delivery of the component after repairs have been made. If, No dealer,distributor,or other person is authorized to modify,augment,
upon inspection,JOTUL determines that the component is covered by or extend this limited warranty on behalf ofJOTUL NO MODIFICATION
this warranty,the repair or replacement will be made as set forth above. OR CHANGE TOTHIS WARRANTY WILL BE EFFECTIVE UNLESS IT IS MADE IN
This warranty is not transferable and is extended only to,and is solely A WRITTEN DOCUMENT MANUALLY SIGNED BY AN AUTHORIZED OFFICER
for the benefit of,the original retail purchaser of the Jotul,Scan,or OF JOTUL
Atra Gas Stove or Fireplace.This paragraph sets forth the sole remedy An authorized installer may have been provided with certain information
available under this warranty in the event of any defect in the Jotul, related particularly to the Jotul,Scan,or Atra Gas Stove or Fireplace;
Scan,or Atra Gas Stove or Fireplace. however,no authorized installer or other person who may service the
The warranty period for any replaced component will be the remaining appliance is an agent ofJOTUL No inference should be made that JOTUL
unexpired portion ofthe warranty period for the original component. has tested,certified,or otherwise pronounced any person as qualified
Please retain your dated sales receipt in your records as proof of purchase. to install or service the appliance.JOTUL shall not be liable or otherwise
EXCLUSIONS AND LIMITATIONS responsible for any error or omission by a person installing or servicing a
NOTICE:This warranty is void if installation or service is performed 10tul,Scan,or Atra Gas Stove or Fireplace.
by someone other than an authorized installer,service agency or gas If you believe your Jotul,Scan,or Atra Gas Stove or Fireplace is defective,
supplier,or if installation is not in conformance with the installation you should contact your nearest authorized Jotul,Scan,or Atra dealer,
and operating instructions contained in this owner's manual or who will process a warranty claim. IN ORDER TO QUALIFY FOR WARRANTY
local and/or national fire and building regulations.A listing of local COVERAGE,JOTUL MUST RECEIVE NOTICE OF A POSSIBLE DEFECT WITHIN
authorized installers,service agencies and gas suppliers can be obtained SIXTY(6o)DAYS OFTHE DATE THE DEFECT IS FIRST DISCOVERED,OR
from the National Fireplace Institute at http://www.nficertified.org/. REASONABLY COULD HAVE BEEN DISCOVERED.
This warranty is given byJOtul North America,Inc.,
55 Hutcherson Drive,Gorham,Maine 04038 USA
34
139587 O5 GF200DVIPI JanuarYW76
LIGHTING G ING INSTRUCTIONS
FOR YOUR SAFETY, (READ BEFORE LIGHTING.
WARNING:
[I:FY:OUUO NOT FOLLOW THESE INSTRUCTIONS EXACTLY,A FIRE OR EXPLOSION MAY RESULT
CAUSING PROPERTY DAMAGES PERSONAL INJURY,OR LOSS OF LIFE.
A.This appliance is equipped with an ignition device
which automatically lights the pilot Do Not try to light
the pilot by hand. C. Use only your hand to tum the gas control knob.
B. BEFORE LIGHTING,smell all around the appliance Never use tools.If the knob will not tum by hand,do
area for gas. not try to force it or repair it.
Be sure to smell next to the floor because some gas Calla qualified technician.Force or attempted
is heavier than air and will settle to the floor. repair may result in a fire or explosion.
WHAT TO DO IF YOU SMELL GAS:
• Extinguish any open flame D. Do not use this appliance if any part has been
• Open windows. under water.Immediately call a qualified ser-
Do not light this or any other appliance. vice technician to inspect the appliance and to
• Do not touch any electrical switches. replace any part of the control system and any
• Do not use any phone in your building. gas control which has been under water.
• Immediately call your gas supplier from a
neighbor's phone.
• If your gas supplier cannot be reached,call the
fire department
OPERATING I INSTRUCTIONS
1.STOP!Read the safety information above. 6.Set the Pilot Mode switch to CPI for continuous
2.Set the thermostat,if equipped,to the lowest operation.The pilot will light.Set Pilot to IPI for
setting. intermitent operation.The pilot will light when
3.Set the Burner switch to the"OFF"position. there is a call for heat.
4.This appliance is equipped with an ignition 7.Set the Burner switch to the"ON" or"T-STAT"
device which automatically lights the pilot. position.
Do not try to light the pilot by hand.
5.Wait five(5)minutes to clear out any gas. aThen smell for gas,including near the floor.
HHCPI IY ON
0 ul
Z I— OFF PILOTASSEMBLY
IPI m STAT
Pilot Burner 8.Set the thermostat to the desired setting to
Controls Controls light the burner.If the appliance will not oper-
ate,
If you smell gas,STOP!Follow"B"in the safety follow the instructions'To Tum Off Gas To
information above on this label. If you do not Appliance",and call your service technician or
smell gas,go to the next step. gas supplier.
TO TURN OFF GAS TO THE APPLIANCE
1.Set the thermostat to the lowest setting. 3.Set the Burner switch to the"OFF"position.
2.Tum off all electric power to the appliance if 4.Close control access door.
service is to be performed.
35
Gil
This appliance must be installed in conformance with local and national building regulations. Before
00
0 N beginning the installation,it is important that these instructions be carefully read and understood.
Ip Jotul maintains a policy of continual product development.Consequently, products may differ in
t q specification,color or type of accessories from those illustrated or described in various publications.
Mull North America
55 Hutcherson Dr.
Gorham,Maine 04038-2634
J0tul ASA
P.O.Box 1411
N-1602 Fredrredrikstad
JOTU1: Norway
www.jotul.us
UFP Belc ert0wn,LLC Job ID: 15120721JF1
UFP New Windsor,LLQ Status: Design Passed
UFP Berlin,LLC Label: 63-2
UFP Parker,LLC Member Type: Beam I Level: Basement Page:1 of 2
UFP New York,LLC Member: 4- 1-3/4x14 LIP-LVL 290OFb-2.OE Date:03/16/201610:28:45
1 2
10 4" 10'3 1/2"
10 4"
12'on
Graphical Illustration- Not To Scale
Loading(osfl: Buick Design Summa Y; icke�0lan Summary,,
m.�'
Roof Live Load-40 Building Code-IBC 2009 Live Load Deflection 0-02 @ 6-00-14 U360
Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-04 @ 6-00-15 U240
Floor Live Load-40 Critical Moment(Pos) Passed-62
Floor Dead Load-15 Critical Shear Passed-58
Unbraced Length(Top/Bottom)-1-10-05/1-10-05
Reactions;
_ Maximum Analysis Reactions
Su ort Start End Dead Floor Live Roof Live Snow
1 0-00 10-04 6787.00 lb 6155.00 lb 4065.00/-25.00 Ib
2 11-01-12 12-00-00 6420.00 b 4476.00 lb 4582.00/-29.00 lb -
Forces:
Maximum Load Magnitudes
Type tart End Dead Floor Live Roof Live Snow
Self Weight 0-00 12-00-00 28.00 Ib/ft _ _
Point 1-01-08 1-01-08 550.00 lb 773.00 lb 42.00 b
Point 2-00-00 2-00-00 1791.00 Ib 1306.00 lb 1143.00/-9.00 lb -
Point 2-00-00 2-00-00 390.00 Ib 709.00 lb 3.00 lb _
Point 4-00-00 4-00-00 1709.00 lb 1277.00 lb 1363,00/-9.00 lb
Point 4-00-00 4-00-00 494.00 lb 985.00 lb 3.00 lb
Point 6-00-00 6-00-00 1590.00 lb 1217.00 lb 1240.00/-9.00 lb
Point 6-00-00 6-00-00 480.00 lb 049,00 lb 3.00 lb _
Point 7-10-04 7-10-04 4662.00 lb �800.00lb 4584.00/-17.00 Ib
Point 8-00-00 8-00-00 125.00 lb '46.00 lb 4.00 lb _
Point 10-00-00 10-00-00 1080.00 lb i369.001b 262.00/-10.00 lb -
Expanded Design Results:
D sin Control Result LDF Load Combination
Critical Moment(Pos) 42097.46 Ib it @ 6-00-00 67570.75 Ib ft Passed-62% 1.25 D+0.75(L+Lr)
Critical Shear 13565.06 ib @ 2-00-04 23275.00 Ib Passed-58% 1.25 D+0.75(L+Lr)
Live Load Deflection 0-02 @ 6-00-14 U360 Passed-U806 - 0.75(L+Lr+W)
Total Load Deflection 0-04 @ 6-00-15 U240 Passed-U449 - D+0.75(L+Lr+W)
Design Notes:
*Member design assumed proper I to connection. Verify connection between plies with manufacturer.
9 p p ply ply
Errors Warnings 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. SH OF
y
*Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting.
JOHN M, a��
( PRESLEY
if I CIVI
4302e fn
-Transfer reactions may differ from design results as allowed,per building codes and standard load distribution practices. �.��. T. S�
-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 t�rsoi
Tu.,has, t be fabricated per ANSVTPI quality requirements Plane.,ball be of size and type shown and centered a joint.,unless otherwiset¢¢d Ili d rgn is based upon parameters shown,and is for an iudividmd
building component t be' tall d and loaded vertically.Applicability f design p t d proper men rI man f component po.b I"µy f th Building Ihstgncr Bmldmg Designer shall venty all design
in( i th' sh f conformance with conditions and req irements of the pe'1 building' and governing codes and ordinances Building De ag pts responsibility for the correctness or aecuracy of the design
inf at it may reate to a specific building Certification is valid only when a-ass is f b'aced by,LFP company Bracing shown is for lateral 11pport,firuss members only and docs not replace enectim and
permanent bracing Refer to Building Conan e u Safety Information(BCSI)for general guidance regarding storage,delivery,erection and brannk available from SBCA and Truss Plate Institute
U P Bel hertown,LLC Job ID: 15120721JF1 Status: Design Passed
UFP New Windsor,LLC
U P Berlin,LLC Label: 64-3
LFP Parker,LLC Member Type: Beam Levei: Basement Page:2 of 2
1
Y UP New York,LLC Member: 3 -1-3/4x11-7/� LP-LSL 1.75E Date:03/16/201610:28 45
1 2
10 1/ " 10'8 1/4"
11'10"
Graphical Illustration- Not To Scale
Loading(osf): Quick Design Summary: Buick Deflection Summary:
Roof Live Load-40 Building Code-IBC 2009 Lie Load Deflection 0-03 @ 6.02-05 U360
Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-04 @ 6-02-02 U240
Floor Live Load-40 Critical Moment(Pos) Passed-53
Floor Dead Load-15 Critical Shear Passed-29
Unbraced Length(Top/Bottom)-1-10-05/1-10-05
Reactions:
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 10-04 2325.00 lb 13349.00 lb 335.00/-7.00 Ib -
2 11-06-08 11-10-00 1852.00 lb ',3069.00 lb 64.00/-1.00 lb -
Maximum Load Magnitudes
Tvne Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 11-10-00 21.00 Ib/ft -
Point 2-00-00 2-00-00 737.00 lb 460.00 lb 358.00/-8.00 lb -
Point 2-00-00 2-00-00 420.00 lb 1841.00 lb
Point 4-00-00 4-00-00 376.00 Ib 727.00 lb - _
Point 4-00-00 4-00-00 147.00 lb '..281.00 lb 3.00 lb -
Point 5-05-12 5-05-12 538.00 lb 980.00 lb 14.00 lb
Point 5-05-12 5-05-12 147.00 lb '..281.00 lb 3.00 lb -
Point 7-05-12 7-05-12 487.00 lb '..957.00 lb 8.00 lb -
Point 7-05-12 7-05-12 163.00 lb 323.00 lb 3.00 b -
Point 9-04-00 9-04-00 490.00 Ib '.829.00 lb 5.00 lb -
Point 9-05-12 9-05-12 117.00 lb ',204.00 lb 2.00 Ib
Point 10-00-00 10-00-00 197.00 Ib '345.00 lb - _
Point 10-00-00 10-00-00 112.00 lb '.190.00 lb 3.00 lb -
Expanded Design Results: �.
Design Control Result WE Load Combination
Critical Moment(Pos) 15670.97 Ib ft @ 5-05-12 29606.34 Ib ft Passed-53% 1.15 D+L
Critical Shear 5653.56 Ib @ 1-10-02 19596.72 Ib Passed-29% 1.15 D+L
Live Load Deflection 0-03 @ 6-02-05 U360 Passed-U773 - L
Total Load Deflection 0-04 @ 6-02-02 U240 Passed-U483 - D+L
Design Notes:
*Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer.
ErrgM,Warnings &N2tes: pP OF
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 off the member.
*Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting. 3tOHN M-
I PRESLEY
m
� SIL 1
bra 43029
-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 ttt'fS101'.
t
i'his vuss is to be fabricated per ANSI/fPl yuality requ¢ements.Plates shall he of size and type,shown and centered at joints unless otherwise noted.This design is based upon pararrvers shown,and is form individual
building compnnem to he instilled and loaded venically.Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer.Building Designer shall verify all design
information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.Had, Designer accepts responsibility for the correctness m accuracy of the design
information as it may relate to a specific building.Certification is valid only when truss is fabricated by a(:EP company.Bracing shown is for la(eral suppon of truss members only and does not replace erection and
permanent bracing.Refer to Building Component Safety Inf«mation(BCSI)for general guidance regarding storage,delivery,erection and braci*g available from SBCA and Truss Plate Institute.
UFP Be chertOwn.LLC Job ID: 15120721JF1 Status: Design Passed
UFP New Windsor,LLC
UFP Berlin,LLC Label: D2-3
UFP Parker,LLC Member Type:Beam I Levu: 1st Floor Page:1 of 10
UP New York,LLC Member: 3 - 1-3/4x7-1/4':LP-LVL 290OFb-2.OE Date:03/16/2016 10:19:29
I
1 2
5 4" 9'6 3/4"
5 2"
10'5 1/2"
Graphical Ifiusttation-Not To Scale
Loading fn§fl: QWck Design St'MMM: C6ick Def a ti0-Ol @ 5-04-00 U36, rap%,
Roof Live Load-40 Building Code-IBC 2009 Li.a Load Deflection 0
Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-02 @ 5-04-01 U240
Floor Live Load-40 Critical Moment(Pos) Passed-16
Floor Dead Load-15 Critical Shear Passed-12
Unbraced Length(Top/Bottom)-2-10-05/9-06-12
Reactions
xim An i R 11 n
Support Start End Dead floor Live Roof Live Snow
1 0-00 5-04 599.00 lb - 1130.00/-46.00 lb
2 10-00-00 10-05-08 338.00 lb - 612.00/-14.00 lb -
F roes`
Maximum Load Magnitudes
Twe Start End Dead gloor Live Roof Live Snow
Self Weight 0-00 10-05-08 11.00 lb/fit - _ _
Point 2-10 2-10 186.00 lb - 413.00 lb -
Point 1-00-07 1-00-07 220.00 lb - 367.00/-47.00 lb -
Point 4-00-12 4-00-12 93.0016 - 273.00 lb -
Point 6-00-12 6-00-12 96.00 lb - 236.00 lb -
Point 8-00-12 8-00-12 228.00 lb - 453.00/-13.00 lb
Expanded Des g rel Results:
Design Control Result LDE Load Combination
Critical Moment(Pos) 2408.19 Ib it Co)6-00-12 14692.82 Ib h Passed-16% 1.25 D+Lr
Critical Shear 1099.93 Ib @ 1-00-08 9039.84 Ib Passed-12% 1.25 D+Lr
Live Load Deflection 0-01 @ 5-04-00 0360 Passed-U999 - Lr
Total Load Deflection 0-02 @ 5-04-01 U240 Passed-L/918 - D+Lr
Design Notes:
*Member design assumed proper ply to ply connection. Verify connection between plies with ma ircturen
Errors.Warning &c Nae
*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 4f the member.
*Analysis and Design has been performed using precision loading from actual modeled conditions.:Some loads may have been modified to simplify reporting.
,NA OF
JOHN M
PRESLEY
CrVI
t l"b"43029
-Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices. ,x. -"'/STE-
i
This report is based on modeled conditions input by the user. Actual field conditions may Qiffer from those shown.These results should be reviewed by a qualified '�' ,'a
This truss is to be fabricated per ANSI/FPI quality requirements.Plates shall be ofsize and type shown and centered at joinN unless otherwise noted.This design is based upon parameters shown,and is for an individual
building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer.Building Designer shall verify WI design
information on this sheet for conformance with conditions and rcyuirements of the specific building and governing codes and ordinances.Buddi g Designer accepts responsibility for the correctness or accuracy of the design
information as it may relate to a specific building.Certification is valid only when truss is fabricated by,UFP company.Bracing shown is for I*rW support of truss members only and does not replace erection and
permanent bracing.Refer to Building Component Safety Information(BCSI)for general guidance regarding storage,delivery,erection and brachig available from SBCA and Truss Plate Institute.
UFP Bekhert0 n,LLC Job ID: 15120721JFI Status: Design Passed
UFP New Windsor,LL
UFP Berlin,LLC Label: D7-3
UFP Parker,LLC Member Type:Beam I Level: 1st Floor Page:2 of 10
UFP New York,LLC Member: 3- 1-3/4x9-1/21LP-LVL 290OFb-2.OE Date:03/16/2016 10:19:29
1 2
s 02" 10,1„
512"
11'0"
Graphical Nustotion- Not To Scale
Loading(pst): QLck Design Summary: d ick Deflection Summary:
Roof Live Load-40 Building Code-IBC 2009 LiOe Load Deflection 0-04 @ 5-06-02 0360
Roof Dead Load-10 Design Methodology-ASD Tmal Load Deflection 0-06 @ 5-06-02 L/240
Floor Live Load-40 Critical Moment(Pos) Passed-62%
Floor Dead Load-15 Critical Shear Passed-43
Unbraced Length(Top/Bottom)-1-08-08/10-01-00 'EE
Reactions: 6
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 5-08 2375.00 lb '1851.00 lb 1772.00/-76.00 lb -
2 10-06-08 11-00-00 2827.00 lb '2139.0016 2210.00/-95.00 lb -
Forces: .
Maximum Load Ma nitudgs
Type Start End Dead I oor Live Roof Live Snow
Self Weight 0-00 11-00-00 14.00 lb/fit - _ -
Point 2-00-00 2-00-00 1013.00 lb '.818.00 lb 771.00/-32.00 lb -
Point 4-00-00 4-00-00 1026.00 lb 818.00 lb 802.00/-36.00 lb -
Point 6-00-00 6-00-00 1005.00 lb �818.00lb 758.001-34.00 fly -
Point 8-00-00 8-00-00 1055.00 lb 878.0016 831.00/-32.00 lb -
Point 10-00-00 10-00-00 946.00 lb 658.0016 820.00/-37.00 lb -
Expanded Design Results:
Desien Control Result LDF Load Combination
Critical Moment(Pos) 15088.79 Ib it @ 6-00-00 24481.97 Ib It Passed-62% 1.25 D+0.75(L+Lr)
Critical Shear 5074.94 Ib @ 1-03-00 11845.31 Ib Passed-43% 1.25 D+0.75(L+Lr)
Live Load Deflection 0-04 @ 5-06-02 U360 Passed-U536 - 0.75(L+Lr+W)
Total Load Deflection 0-06 @ 5-06-02 0240 Passed-L/299 - D+0.75(L+Lr+W)
Design Notes:
*Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer.
Errors,Warnin=&Notes:
*The dead loads used in the design of this member were applied to the structure as sloped dead Ioags.
*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.
�l}OF
jOHN M_
PRESLEY
--t
�'I G3veL ren
�+I
1%0 43029
-Transfer reactions may differ from design results as allowetl per building codes and standard load tlishibution practices. �'�Gf 7Ert7.
-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 As'0
niis trussis lobe fabricated per ANSI/'FPI quality requfremems Plates shall be of size d type shown and centered at joint.,unless otherwise moed Thrs design is based upon parameters shown,and is for m individual
building po ent to le insu died and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of the Budding I signer Building Designer shall verify all design
information on this sheet Cur conformance with conditions and requirements of the specific building and govemmg codes and ordinances.Building Designer accepts responsibility for the correemess or accuracy of the design
information as it may relate to a specific building.Certification,s valid only when truss is fabricated by,UFP company.Bracing shown is for Ia ural support of tress members only and does not replace erection and
Permanent bracing.Refer to Building Component Safety Information(BCSI)for general guidance regarding storage,delivery,erection and bracing available from SBCA and Truss Plate Institute.
UFP Belch£rtOwn.LLQ Job ID: 15120721JF1 Status: Design Passed
UFP Veiny Windsor,LLC es�
UFP Berlin,LLC Label: F10-3
UFP Parker,LLC Member Type:Beam I Level: 1st Floor Page:3 of 10
y UFP>ifew York,LLC Member: 2 - 1-3/4x18 LP-LVL 290OFb-2.OE Date:03/16/2016 10:19:29
f
1 2
13 1/2" 7'6 7/8" 1/4"
i
8'3 5/8" Ilk
Graphical Illusuation-Not To Scale
Loading fnsfl: Quick Design Summ=: Ottick Deflection SLmmarv„�'
Roof Live Load-40 Budding Code-IBC 2009 Li*e Load Deflection 0-00 @ 4-00-15 L/360
Roof Dead Load-10 Design Methodology-ASD Tmal Load Deflection 0-01 @ 4-01-01 L/240
Floor Live Load-40 Critical Moment(Pos) Passed-19
Floor Dead Load-15 Critical Shear Passed-30%
Unbraced Length Crop/Bottom)-0-00/1-10-08
Reactions
Maximum Analysis Reactions
Suj2por Start End Dead Qoor Live Roof Live Snow
1 0-00 3-08 1873.00 lb '',81.00 lb 2931.00/-16.00 lb -
2 7-10-06 8-03-10 4278.00 lb 83.0016 6855.00/-55.00 Ib -
Forces-,
_
Maximum Load Magnitudes
Type Start End Dead Ooor Live Roof Live Snow
SeUWeight 0-00 8-03-10 18.00 lb/ft -
Uniform -0-00 7-10-06 7.0016/fi 20.00 lb/ft
Uniform 0-00 7-10-00 96.00 lb/ft - - _
Uniform 3-02-00 4-06-00 417.00 lb/ft - 827.00 lb/ft -
Uniform 5-02-00 6-06-00 416.00 lb/ft - 822.00lb/ft -
Point 0-04 0-04 16.00 lb - - _
Point 10-00 10-00 177.0016 - 389.00/-8.00 lb
Point 1-10-00 1-10-00 710.00 lb - 1654.00 lb -
Point 2-10-00 2-10-00 158.00 lb - 315.00/-7.00 lb -
Point 4-10-00 4-10-00 158.00 lb - 315.00/-7.001b -
Point 6-10-00 6-10-00 158.0016 - 315.00/-7.00 lb -
Point 7-08-08 7-08-08 2623.00 lb - 4598.00/-42.00 lb -
Point 7-11-09 7-11-09 1.00 lb 5.00 lb
Point 8-00-12 8-00-12 44.00 lb -
Point 8-00-12 8-00-12 35.00 lb 3.00 lb
Expanded Design Results:
Design Control Result LDE Load Combination
Critical Moment(Pos) 10128.02 Ib ft @ 4-00-12 53877.83 Ib ft Passed-19% 1.25 D+Lr
Critical Shear 4431.39 Ib @ 1-09-08 14962.50 Ib Passed-30% 1.25 D+Lr
Live Load Deflection 0-00 @ 4-00-15 0360 Passed-L/999 - Lr
Total Load Deflection 0-01 @ 4-01-LD1 1/240 Passed-L/999 - D+Lr
Design Notes: OF
*Member design assumed proper ply to ply connection. Verify connection between plies with manuf{{{acturer. 5',y
Errors.Warnings&Notes: gggi
*The dead loads used in the design of this member were applied to the structure as sloped dead loads. ,r, JlsNN M ',P
*The member graphic,dimensions,and locations shown on this report are based on the centerline of the member. G t
* DesignI PRESLEY f
Anal sis and has been performed using Precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting. CP+`L
0 43029 �ra
t Q'
-Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices. "t33J ^P. fST `'
-This report is based on modeled conditions input by the user.Actual field conditions may d'ffer from those shown. These results should be reviewed by a qualified `` Low
Tlu v '.t be fabricated per ANSUrPI quality requirements Plates shall brot,ize and type shown and centered aijoints unl . th iuu nod.
keTh's design is based upm parameters shown,a,td is(an individual
b Id'g po ant to he insulled and loaded vertically Applicability of design p meters and proper incorporation of comiam t' ponsib Orly of the Building Designer.Building Designer shall verify all design
intormatiun on this sheet for conformance with conditions and requirements of th p ific building and governing codes and ordinances Building D igner accepts responsibility for the correctness or accuracy of the design rXII
1W I
information as it may relate to a specific building.Ccrtitication is valid only whe 's fabncmed by a UFP company Bracing shown is for Imfral support of truss members only and does not replam erection and
permanent bracing.Refer to Building Component Safety Information(BCSI)for general guidance regarding storage,delivery,erection and bracing available from SBCA and Tmss Plate Institute. tfv
UFP Belchertown,LLC Job ID: 15120721JFI Status: Design Passed
UFP New Windsor,LLC
UFP Berlin,LLC Label: D11-3
IFP Parker,LLC Member Type: Beam I Level: 1st Floor Page:4 of 10
UFP New York,LLC Member: 3 - 1-3/4x11-7/$LP-LVL 290OFb-2.OE Date:03/16/2016 10:19:29
1 2
5 1/2" 11'1" 1/2Ilk
..
11'10"
Graphical Illustlation- Not To Scale
Loadinglnsfl: Quick Design Summate: 6uick Deflection SLm*r±all�:
Roof Live Load-40 Building Code-IBC 2009 Lige Load Deflection 0-04 @ 6-00-08 U360
Roof Dead Load-10 Design Methodology-ASD Tool Load Deflection 0-07 @ 6-00-07 U240
Floor Live Load-40 Critical Moment(Post Passed-69
Floor Dead Load-15 Critical Shear Passed-58%
Unbraced Length(Top/Bottom)-1-08-08/11-01-00
Reactions
_ Maximum Analysis Reactions
Support Start End Dead door Live Roof Live Snow
1 0-00 5-08 3499.00 lb 2196.0016 3614.00/-18.00 lb -
2 11-06-08 11-10-00 3772.00 lb 2324.00 lb 4105.00/-18.00 lb -
Forces:
Maximum Load Magnitudes
Tvne tart End Dead door Live Roof Live Snow
Self Weight 0-00 11-10-00 18.00 lb/ft - _
Point 2-00-00 2-00-00 1325.00 lb 846.00 lb 1416.00/-7.00 lb -
Point 4-00-00 4-00-00 1326.00 lb ''846.00 lb 1418.00/-7.00 lb -
Point 6-00-00 6-00-00 1326.00 lb .846.0016 1419.00/-7.00 lb -
Point 8-00-00 8-00-00 1244.00 lb 1864.0016 1253.00/-7.0016 -
Point 9-05-12 9-05-12 654.00 lb '.783.00 lb 179.00 lb -
Point 10-00-00 10-00-00 1185.0016 ',336.00 lb 2034.00/-8.00 lb -
Expapded Design Results:,
Desien Control Result LDF Load Combination
Critical Moment(Pos) 25740.1316 ft @ 6-00-00 37209.22 Ib ft Passed-69% 1.25 D+0.75(L+Lr)
Critical Shear 8571.36 Ib @ 10-06-10 14806.64 Ib Passed-58% 1.25 D+0.75(L+Lr)
Live Load Deflection 0-04 @ 6-00-08 U360 Passed-U526 - 0.75(L+Lr+W)
Total Load Deflection 0-07 @ 6-00-07 U240 Passed-L/307 - D+0.75(L+Lr+W)
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 loa{is.
*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.
pF
PRESLEY
of f1CtVtL d 43029 tin
-Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices. 'fl 0 ISTS
-This repon 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
7l- tr.. t f>e fabricated per MSI/CPI yuahty requvemenrs PI t:sh II be C:'. and type shown and centered at joints unless otherwtsu no,ed
Thus design is based upon parameters shown,and is fur an individual
b'Id'g po ent to be installed and loaded vertically Apphe bil ty,df d.'gn parameters and proper incorporation ofoomponent iso,sponsibiI ivof the Building Designer.Building Designer shall verify all design
inf i dtis shm:fur umbrmancc with conditions and rey t: t the specific budding and governing codes and ordinances.B ld'll D 'g accepts responsibility for the correctness ur accuracy of the design
inf t' ,may relate to a specific building.Certification is valid only when truss is fabricated by a UFP company Bracing.h for bittml:ppo r of truss members only and does not replace erection and
permanent bracing Refer to Building Component Safety Information(SCSI)for geoural guidance regarding storage.delivery.erection and braemg available from SBCA and Truss Plate Institute.
P Belch0rt06ii1,LSC Job ID: 15120721JF1 Status: Design Passed
UFP New Windsor,LLC
UFP Berlin,LLC Label: D8-3
UFP Parker,LLC Member Type: Beam I Level: 1st Floor Pae 5 of 10
UUP New York,LLC Member: 3 - 1-3/4x9-1/2'�LP-LSL 1.75E Date:03/16/2016 10:19:29
1 2
5 9'3 1/4"
5 %4"
Ilk
10'2 1/2"
Graphical Illustration-Not To Scale
Loading(,st): Quick Design Summaa: 06iek Detlectian Sumrnarv^;
Roof Live Load-40 Building Code-IBC 2009 Lie Load Deflection 0-03 @ 5-04-03 0360
Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-05 @ 5-04-03 L/240
Floor Live Load-40 Critical Moment(Pos) Passed-54%
Floor Dead Load-15 Critical Shear Passed-53
Unbraced Length(Top/Bottom)-1-09-04/9-I1-00
Reactions
aximum AnalysLs AnalysisReaction
51112120171 tart End Dead _loor Live Roof Live Snow
1 0-00 5-08 2210.0016 3501.00 Ili 556.00/4.00 Ib -
2 9-08-12 10-02-04 5953.0016 23'?8.00/-1.00 lb 7298.00/-70.00 lb
Forces: �
Maximum Load Magnitudes
Tvpe Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 10-02-08 17.00 Ib/ft - - -
Point 1-12 1-12 696.00 lb 1332,00 Ili 5.00 lb -
Point 2-02-08 2-02-08 551.00lb 1098.00 lb 3.00 lb -
Point 4-02-08 4-02-08 544.00 Ib 1082.00 lb 3.00 Ib -
Point 6-02-08 6-02-08 544.00 lb 1082.00 Ib 3.00;b -
Point 8-02-08 8-02-08 511.00 lb 994.00 lb 3*00 b -
Point 9-00-12 9-00-12 4278.00 lb 83.00 lb 6855.00/-55.00 lb -
Point 10-00-12 10-00-12 669.00 lb 1129.0016 748.00/-14.00 Ib -
Point 10-00-12 10-00-12 201.00 lb 29.00/-1.00 lb 234.00/-5,00 lb
Expanded Design Results:
DesignControl Result LDF Load Combination
Critical Moment(Pos) 10508.36 Ib ft @ 6-02-08 19562.43 Ib it Passed-54% 1.15 D+L
Critical Shear 9069.30 Ib @ 8-11-04 17040.63 Ib Passed-53% 1.25 D+Lr
Live Load Deflection 0-03 @ 5-04-03 0360 Passed-L/659 - 0.75(L+Lr+W)
Total Load Deflection 0-05 @ 5-04-03 11240 Passed-L/382 - D+0.75(L+Lr+W)
Design Notes:
*Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer.
Errors, - arnin s&Notes:
*The dead loads used in the design of this member were applied to the structure as sloped dead Iouds.
*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.
"Ctl4F
+5,7
a. Jt)NN M, rja
f PRESLEY m
l /'!%o 43029 C31
�<
-Transfer reactions may differ from design results as allowed per budding codes and standard load distribution practices. +''`4,t�'lTt';5?
-This report is based on modeled conditions input by the user. Actual field conditions may Qlffer from those shown.These results should be reviewed by a qualified or
Thi,, : be fabncated per,XNSVTPI quality requuements PI t.shall be of size and type shown and enteredajoints unless otherwisery4d This design is based upon parameters shown,and is for an individual
building po ent to be installed and loaded vertically.Applicability of design parameters and proper mcorpo t of component
is responsilality of the Building Designer.Budding Designer shall verify all design
information not this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.Buildi*g Designer accepts responsibility,for the correctness or accuracy of the design
information as it may relate to a specific building.Certificmion is valid only when truss is fabricated by a UFP company.Bracing shown is for la(eral support of truss members only and does not replace erection and
permanent bracing.Refer to Building Component Safety Information(BCSI)for general guidance regarding storage,delivery,erection and bracing available from SBCA and Truss Plate Institute.
UFP Belchertown,LLC Job ID: 15120721JF1 Status: Design Passed
UFP New Windsor,LLC
UFP Berlin,LLC Label: D5-3
UFP Parker,LLC Member Type:Beam I Level: 1st Floor Page:6 of 10
UP New York,LLC Member: 3 - 1-3/4x7-1/41 LP-LVL 2900Fb-2.OE Date:03/16/2016 10:19:29
1 2
51/4" 13'1 1/2"
51/4"
14'0"
Graphical Illustration-Not To Scale
Loading(psi): Quick Design Summ rvi: Buick Detleetion St±m*narv::
Roof Live Load-40 Building Code-IBC 2009 Li*e Load Deflection 0-06 @ 7-00-00 1%360
Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-08 @ 7-00-00 L/240
Floor Live Load-40 Critical Moment(Pos) Passed-36
Floor Dead Load-15 Critical Shear Passed-17%
Unbraced Length(Top/Bottom)-1-10-08/14-00-00
Reactions:
Maximum Analysis Reactions
Support Start End Dead Floor Live Roof Live Snow
1 0-00 5-04 663.00 lb - 1372.00 lb -
y�����2 13-06-12 14-00-00 659.00 Ib - 1353.00 Ib
�orces:
Maximum Load Magnitudes
Tae Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 14-00-00 11.0016/ft - - _
Point 0-12 0-12 152.0016 - 365.00 Ib -
Point 2-00-12 2-00-12 145.00 lb - 336.00 lb -
Point 4-00-12 4-00-12 145.00 lb - 336.00 lb -
Point 6-00-12 6-00-12 145.00 lb - 336.00 Ib -
Point 8-00-12 8-00-12 145.00 lb - 336.00 lb
Point 10-00-12 10-00-12 145.00 lb - 336.00 lb -
Point 12-00-12 12-00-12 143.00 lb - 325.00 Ib -
Point 13-11-04 13-11-04 149.00 lb - 355.00 lb -
Expanded Design Results:
DeSiEn Control Result LDF Load Combination
Critical Moment(Pos) 5351.34 Ib ft @ 6-00-12 14692.82 Ib ft Passed-36% 1.25 D+Lr
Critical Shear 1509.8816 @ 12-I1-08 9039.84 Ib Passed-17% 1.25 D+Lr
Live Load Deflection 0-06 @ 7-00-00 0360 Passed-L/449 - Lr
Total Load Deflection 0-08 @ 7-00-00 0240 Passed-L/299 - D+Lr
Design Notes:
*Member design assumed proper ply to ply connection. Verify connection between plies with manoacttaer.
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.
,i
'JAOF
JOHN M m
PRESLEY
C�+ J ClVI
1 1 43029 r
-Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices. 01.�t'IST)~.+
This report is based on modeled conditions input by the user.Actual field conditions may iffer from those shown.These results should be reviewed by a qualified As oq
nil tr as,,s to be fabricated per ANSVFPI quality requvements Plate,shall be,flize and type shown and centered a joints unless otherwise n¢t d This design is based upon parameters shown,and is form individual
h'Id'g po crit to be insWhcd and loaded vertically Applic,bility,fd,,ign parameter,and proper incorporation of compm,,i is responsibilty f the Building Designer.Building Designer shall verify all design
information on this sheet for conformance wish conditions and requvements of the specific building and governing codes and ordinances.Bmldir(g Designer accepts responsibility for the commincss or accuracy of lire design
information as it may relate to a specitic building.Certification is valid only when¢ass is fabricated by a LFP company.Bracing shown is for lateral support of truss members only and dues not replace erection and
permanent bracing.Refer to Building Component Safety Informatian(BCSI)for general guidance regarding storage,delivery,erection and brwhig available from SBCA and Truss Plate Institute.
UP Belchertown,LLL Job ID: 15120721JF1 Status: Design Passed
UFP New Wi dsor,LLC
UFP Berlin,LLC Label: D9-3
UFP Parker,LLC Member Type: Beam I Level: 1 st Floor Page:7 of 10
UFP New York:,LLL Member: 2 - 1-3/4x9-1/4 LP-LSL 1.75E Date:03/16/2016 10:1929
1
2
6'0 7/8" g
6'6 3/8"
Graphical Illustration-Not To Scale
Loading fps& Quick Design tmm rr: Buick Deflection Summary.
Roof Live Load-40 Budding Code-IBC 2009 Live Load Deflection 0-00 @ 3-00-12 1/360
Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-01 @ 3-00-13 L/240
Floor Live Load-40 Critical Moment(Pos) Passed-16
Floor Dead Load-15 Critical Shear Passed-12
Unbraced Length(Top/Bottom)-0-00/6-00-14
Reactions:
Maximum Analysis Reactions
Su,Qport Start End Dead Vloor Live Roof Live Snow
1 0-00 0-00 669.00 lb '.. 129.00 Ib 748.00/-14.00 lb -
2 6-00-14 6-06-06 804.00 lb 177.00 lb 781.00/-26.00 lb
Forces: 1;,
Maximum Load Magnitudes
Tvne Start End Dead floor Live Roof Live Snow
Self Weight 0-00 6-06-06 11.00 Ib/ft -
Point 10-06 10-06 283.00 lb 59.00 lb 349.00/-7.00 lb
Point 2-02-06 2-02-06 313.00 lb 61.00 Ib 372.00/-7.00 Ib -
Point 3-06-06 3-06-06 289.00 lb 62.00 lb 309.00/-5.00 lb -
Point 4-10-06 4-10-06 319.00 lb 62.00 lb 365.00/-7.00 lb -
Point 6-02-06 6-02-06 196.00 lb 62.00 lb 133.00/-14.00 lb -
Connector Information: .
NailinRequirements
Support Manufacturer Model TOP- TFace Member Min Seat Length Other Information
1 USP HDQ4121F - - - N/A User Defined Hanger-Not Designed
handed Design Results: .
Design Control Result LDF Load Combination
Critical Moment(Pos) 2325.30 Ib ft @ 3-06-06 14175.68 Ib It Passed-16% 1.25 D+Lr
Critical Shear 1405.18 lb @ 9-08 11360.42 Ib Passed-12% 1.25 D+Lr
Live Load Deflection 0-00 @ 3-00-12 U360 Passed-L/999 - Lr
Total Load Deflection 0-01 @ 3-00-13 U240 Passed-L/999 - D+Lr
Design Notes:
*Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer.
Errors.Warnings NQtg�" .
*The dead loads used in the design of this member were applied to the structure as sloped dead loads. OF
*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.
'OHN M. m
.: PRE'SLEY
C,NIL
Itbo 43039
-Transfer reactions may differ from design results as allow$d per building codes and standard load distribution practices. 'Gfy7v1c>`4`
-This report is based on modeled conditions input by the user.Actual field conditions may Offer from those shown. These results should be reviewed by a qualifiedot
lbistrus.,ismbe fabricated per ANSI/FPI qualifyoNturements.Plate,shall be f no type shown and centered at joints miles.,)Lh acted,This design is based upon parameters shown,and is for an individual
Wilding component to be installed and loaded vertically Applicability old—gn old—gparameters and proper incorporation riffcompo ent rs re mcu sr„ility of the Building Designer Building Designer shall verify all design
information nn�hrs sheet for conformance with crmdiuoas and requirements of the specific building and governing codes and ordinances.Buildme Designer accepts responsibility for the conoremess or wcumcv of the design
information as it may relate to a specific building.Certification is valid only when miss is fabricated by a UFP company.Bracing shown is for Iteral support of truss members only and does not replace erection and
permanent bracing.Refer to Building Component Safety Information(SCSI)for ge—I guidance regarding storage,delivery,erection and bracing available from SBCA and Truss Plate Institute. IZZY
UFP Belchertown.LK Job ID: 15120721JF1
UFP New Windsor,LLQ Status: Design Passed
UFP Berlin,LLC Label: D1-3
TYork,UFP Parker,LLC Member Type: Beam I Level: 1st Floor
l..�P New k, Page:S 10
i� 1 ��. Member: 3 - 1-3/4x7-1/4',.LP-LVI.2900Fb-2.OE Date:03/16/2016 10:199:29
1
2
5'6 3/4" 5 1/2
6'0 1/4"
Graphical Illustration-Not To Scale
Loadinglpsfl: Quick Design St±mm= (?Mick Deflection Summary.
Roof Live Load-40 Building Code-IBC 2009 LiVe Load Deflection 0-00 @ 2-09-10 0360
Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-00 @ 2-09-12 U240
Floor Live Load-40 Critical Moment(Pos) Passed-7
Floor Dead Load-15 Critical Shear Passed-7%
Unbraced Length(Top/Bottom)-1-10-08/5-06-12
Reactions:
Maximum Analysis Reactions
Support tart End Dead Floor Live Roof Live Snow
1 0-00 0-00 186.00 lb - 413.00 lb -
yy�� 2 5-06-12 6-00-04 179.00 lb - 353.00 lb
at of f.:'�i
Maximum Load Ma nitudes
Tyne Start End Dead Qocir Live Roof Live Snow
Self Weight 0-00 6-00-04 11.00 lb/ft - -
Point 1-07-08 1-07-08 136.00 lb - 391.00 lb -
Point 3-07-08 3-07-08 163.00 lb - 375.00 lb -
Connector Information
Nailinc 12eauirements
Support Manufacturer Model TOP- Face Member Min Seat Length Other Information
1 USP HDQ6101F - - N/A User Defined Hanger-Not Designed
Expanded Design Results:
DesiEn Control Result LDF Load Combination
Critical Moment(Pos) 1044.09 Ib ft @ 3-07-08 14692.82 Ib it Passed-7% 1.25 D+Lr
Critical Shear 591.9816 @ 7-04 9039.84 Ib Passed-7% 1.25 D+Lr
Live Load Deflection 0-00 Co)2-09-10 0360 Passed-L/999 - Lr
Total Load Deflection 0-00 @ 2-09-12 U240 Passed-0999 - D+Lr
Design Notes:
*Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer.
Errors.Warni gs,Notes'
*The dead loads used in the design of this member were applied to the structure as sloped dead loafs.
*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.
^tN t"3f
jOHN M at
Z/ PRESLEY r
CI n
J Ir/",43029
Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices G\ `G''�,, t`T
-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 Lo
Ilus au,s is lobe fabricated per AN Siff PI quality eq. t..PI t hail be t.- d type shown and ecntered azjoints unl 'th d 7 i design is based uponparameters shown,and is for an individual
bmId'g po mt to be insmll d and loaded vert lly.Appl bility fd.'g parameters d proper incorporation of comport t .pit 'b I�ty 1 tile
h B'IV g
informationDe g Building Designer shall verify all design
this sheet Car conformance with co d'f d eq t f the specific building and governing cures and ord' c<s.Building[k.'g pts responsibility for the corommess or accuracy of the design
information as it may relate to a specific building.Certification is valid only when w fabricated by a UFP company.Bracing shown is for latdral support f truss members only and does not replace erection and
permanent bracing.Refer to Building Component Safety Information(BCSp for general guidance regarding storage,delivery,erection and bracint available from SBCA and Truss Plate Institme.
UFP Bell 1ertown,LLC Job ID: 15120721JF1 Status: Design Passed
UFP New Windsor,LLC
UP Berlin,LLC Label: 176-3
UFP Parker,LLC Member Type:Beam Leve: 1st Floor Page:9 of 10
UP New York,LLC Member: 3 - 1-3/4x18 L> -LVL 290OFb-2.OE Date:03/16/2016 10:19:29
1 2
24'0" Ilk
Graphical Illustration- Not To Scale
Loading sl): Quick sign Summ U:1 ick Dellectidn Summa^
Roof Live Load-40 Building Code-IBC 2009 Li4e Load Deflection 0-06 @ 11-11-15 1,/360
Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-12 @ 11-11-15 1,/240
Floor Live Load-40 Critical Moment(Pos) Passed-47
Floor Dead Load-15 Critical Shear Passed-27
Unbraced Length(Top/Bottom)-0-00/1-10-08 pp
Reactions k
Maximum Analysis Reactions
Su12120rt Start End Dead Floor Live Roof Live Snow
1 0-00 5-08 3534.0016 ',440.00 lb 3874.00/-131.0016 -
Forces:2 23-06-08 24-00-00 3314.0016 440.00 Ib 3291.00/-120.00 Ib
oa
F -
c
Maximum Load Magnitudes
Type Start End Dead Floor Live Roof Live Snow
Self Weight 0-00 24-00-00 27.00 Ib/ft - -
Uniform 0-00 24-00-00 14.00 lb/ft 37.0016/ft
Uniform 5-08 24-00-00 96.00 lb/ft - _
Uniform 5-08 1-02-00 61.00 lb/ft - 178.00 lb/ft -
Uniforru 1-10-00 3-02-00 64.00 lb/ft - 126.00 lb/ft -
Uniform 11-10-00 13-02-00 64.00 lb/ft - 126.00 lb/ft -
Uniform 21-10-00 23-02-00 64.00 lb/ft - 126.00 lb/ft -
Tapered 3-06-00 11-06-00 43.00 Ib/ft - 91.00 To 87.00 Ib/ft -
Tapered 13-06-00 21-06-00 43.00 Ib/ft - 87.00 To 91.00 Ib/ft -
Point 2-12 2-12 319.00 lb - 555.00/-14.00 lb -
Point 6-00 6-00 - - -91.00 lb -
Point 2-00-00 2-00-00 224.00 lb - 484.00/-5.00 lb -
Point 4-00-00 4-00-00 199.00 lb - 395.00/-5.00 lb -
Point 6-00-00 6-00-00 199.00 lb - 395.00/-5.00 lb -
Point 8-00-00 8-00-00 199.00 lb - 395.00/-5.00:b
Point 10-00-00 10-00-00 199.00 lb - 395.00/-5.00 b -
Point 12-00-00 12-00-00 199.00 lb - 395.00/-5.00 lb -
Point 14-00-00 14-00-00 199.00 lb - 395.00/-5.00 lb _
Point 16-00-00 16-00-00 199.00 lb - 395.00/-5.00 lb
Point 18-00-00 18-00-00 199.00 lb - 395.00/-5.0016 -
Point 20-00-00 20-00-00 199.00 lb - 395.00/-5.00 lb -
Point 22-00-00 22-00-00 198.00 lb - 389.00/-5.00 lb -
Point 23-11-00 23-11-00 10.00 lb - 30.00 lb _
Point 23-11-12 23-11-12 85.00 lb - 96.00/-91.00 lb -
FOF
anded Design Results '` ry
Desien Control Result LDF Load JOHN M
Critical Moment(Pos) 38201.58 Ib ft @ 12-00-00 80816.74 Ib ft Passed-47% 1.25 + -11PRESLEY
Critical Shear 6093.6016 @ 1-I1-08 22443.75 Ib Passed-27% 1.25 D+ 0 / U`v'IL
I 1 b".13029
-Transfer reactions may differ from design results as allowel per building codes and standard load distribution practices. C7,� ' ISTEs''L ,�°`z
-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 ot{�1P
Th- v.. be lubricated per ANS VrPI yualiry W f I'line,shall be tsize and type shown and cent... at joints unl .oth Y d Th':design is based upon paramerers sho d' ( an individual
b-Id-g Po t t be' t Ilud and IoadeJ ve i Ily.
Applicability af design p d proper incorporation of-imponem' is .'b tly of the Building Designer.Building D,,agrerhJl,crify all design
an-mimi on thissh r for errofictratimen with conditions and rectaimenerts of the specific'f nodding and governing codes and ordinances.B Id $D g c pt .poo'b I Fy fa the correct y of the design
information t may relate11 1 specific building n Certificatiors valid onlywhen milis is fabricated by a UFP company.Bracing shown is for laaaal. ppo t f truss members only and dees not replace erection and
permanent bracing.Refer to Building Component Safety information(BCSI)fur general guidance regarding storage,delivery,erection and bracu(g available from SBCA and Truss Plate Institute
��1
UFP Bekhertown,LLC Job ID: 15120721JF1
Status: Design Passed
UFP year Windsor,LLC
UFP Berlin,LLC Label: F6-3
UFP Parker,LLC Member Type: Beam I Leveed: 1 st Floor Page:10 of 10
UFP New York,LLC Member: 3 - 1-3/4x18 Lt-LVL 290OFb-2.OE Date:03/16/2016 10:19:29
Live Load Deflection 0-06 @ 11-11-15 U360 Passed-U731 - Lr
Total Load Deflection 0-12 @ 11-11-15 U240 Passed-U370 - D+Lr
Design Notes:
*Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer.
Errors.YLa_ning2&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 centerling 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.
2 OF t
Z i PRESLEY
q /. jCNlL
A3029
q.
-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 qualifieAdo .
Thi'-1 to be f.I,,icmdI per ANSVITI quality requirements plate.,hall be of size and type shown and centered ut joines unless dierwile tidied.This design is based upon parameters shown,and is for an individual
building p t to be in smiled and loaded ertically Applicability ofd design parameters and proper incorporation of contizuent is esp-sibihity of the Building 0. g Building Designer shall verify all design
information this%hoia fo,c-forinince with conditions and requirements f the specific building and governing codes and cudB'Id tag Designer epts responsibility for the—ectness or accuracy of the design
in
formation as it may relate to a pe ific Imilcm g Certification is valid only when w: fabricated by a LFPcompany.Bracing shown is for 10cal support of truss members only and does not replace erection and
permanent bracing Re@r to Building Component Safety Information(BCSI)for general guidance regarding storage.delivery,erection and brae}g available from SBCA and Truss Plate Institute
UFP Bot'aulchertown, LLC
A Universal Forest Products Company
155 Bay Road,PO Box 915/Belchertown,MA.01007
Phone:413-323-7247 Fax:413323-5780/Rep:Brian Tetreault
Village Hill-Wright Builders
"Upper Ridge Phase IV Duplex"
Village Hill Rd. Northampton, MA
r.k. Miles-Hatfield, MA
Floor Truss Drawings-For Approval
These trusses are designed as individual building components to be incorporated into the building design at
the specification of the building designer. The building designer is responsible for temporary and
permanent bracing of the roof/floor system and fort the overall structure. The design of the truss support
structure including headers,beams,walls,and columns is the responsibility of the building designer. For
general guidance regarding bracing,consult"Bracing of wood trusses" available from the Truss Plate
Institute,583 D'Onifrio Drive;Madison,WI 53179.
SHOP DRAWINGS
THESE DRAWINGS ARE THE SOLE SOURCE'FOR FABRICATION OF TRUSSES AND VOIDS
ALL PREVIOUS ARCHITECTURAL OR OTHER TRUSS DRAWINGS. REVIEW AND APPROVAL
OF THESE DRAWINGS MUST BE RECEIVED BEFORE ANY TRUSSES WILL BE BUILT.VERIFY
ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES
TO YOU.PLEASE INITIAL EACH ATTACHED TRUSS DRAWING.
Approved by: Date:
3/16i/16
15120721JF1 & 15120721JF2
Job Truss�:7�Floor
Qty Ply Upper Ridge Phase IV Duplex
15120721JF1 F01 5 1
Job Reference o tional
Universal Forest Products Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MtTek Industries,Inc.Wed Mar 16 10:00:43 2016 Pa1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-RwrOnki9PO5gPnnyjPnwoorfDgpgVuUK39WQOpzaPgge R
0-9-2
1-7-4 ;L 2-6-0 2-0-0 1-6-0X1-7-4 p g K
5.6= 3x4= 1.54 II 4.8= 1.5X1 3.4= 1.5X1 II 3x FP= 3x6= 1.5X3 11 5.10= 1.5x3 11 3.4= 5.=
1 2 3 4 5 6 7 8 9 10 11 12 13 14
I4Ia
tI f l Im
d
24 3.- 22 21 20 19 18 176x6= 16 3.= 15
3.= 6110= 6.10= 3x10 MT20HS FP=: 6.10= 3.10 M1 HS FP= 6.10= 3.-
3.
.4=3x6 II
9 15-4-6 16-4-617-4-618-6-2 22-11-10 -8-1
0-9-2 14-7-4 1-0 0 1-0-0 1-1-12 4-5-8 -9-
Plate Offsets(X,Y)-- 1:0-1-8,Ed e, 9:0-1-8,Ed e, 14:0-1-8,Edge], 17:0-1-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSL DEFL in (loc) I/deft Ltd PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.45 18-20 >603 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(TL) -0.78 18-20 >347 240 MT20HS 165/146
BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) -0.11 14 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:132 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 285OF 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc purlins.
BOT CHORD 2x4 DF 2850F 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 1=1354/0-7-2,14=1354/0-7-2
FORCES. (lb)-First Load Case Only
TOP CHORD 1-2=-1940,2-3=-1936,3-4=-1942,4-5=-5688,5-6=-5688,6-7=-6776,7-8=-6776,8-9=-6b76,9-10=-5608,10-11=-5608,11-12=-1954,12-13=-1948,13-14=-1951
BOT CHORD 23-24=0,22-23=4135,21-22=6515,20-21=6515,19-20=5608,18-19=5608,17-18=5608,16-17=4241,15-16=0
WEBS 9-18=-585,10-17=-393,1-23=2288,3-23=-162,4-23=-2396,422=1702,5-22=-245,6-4=-905,6-20=286,7-20=-320,9-20=1274,1416=2301,12-16=-191,11-16=-2513,11-17=1665
JOINT STRESS INDEX
1=0.00,2=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,13=0.00,14=0.00,15=0.00,15=0.00,16=0.00,16=0.00,17=
0.00,18=0.00,19=0.00,20=0.00,21=0.00,22=0.00,23=0.00,23=0.00,24=0.00 and 24=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
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 3-1 Od(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
E15120�721:JF1
Truss Truss Type Qty Ply Upper Ridge Phase IV Duplex
F01GR FlaorGirder 1
2 Job Referenceloot,
o tional
Universal Forest Products Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:00:45 2016 Page 1
D:M_3SpF6FwZCKEHPbcYkZGEy9 RBK-NJz9B PkPx?LYeSxKrggOuDw?cU P6zlVd VVT?W4hzaPR
0-9-2
I� 21 4 SII 260 200 200p0
3x6 I I
T110 5160 5160 3.8 FP=
6x6=3x6= 1.5x3[1 4x10= 1.54 1 5x611 66= 34 11 6.10= 1.5X3 II 3.4= 6x6=
1 1 2 3 4 5 6 7 8' 9 10 11 12 13 16 15 16
;J 1 4III`Y
Illlllll I'I'
25 26 23 22 21 20 19 16 17
5.12= 4x12= 4110= 3112 M18SKS FP= 4x6= 4.10=
1.5x3 11
18-1-2
09-2, 15-4-6 16-4-6 17-4-6 24-4-10 24710
10-9-21 14-7-4 1-0-0 1-0-0 0-8-12 6-3-8
Plate Offsets X,Y-- 10:0-1-8Ed e, 11:0-3-00.0-0, 16:0-2-14,Ed a 19:0-1-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSL DEFL in (loc) Well Ud TP�LATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.5020-22 >567 480 20 197/144
TC DL 10.0 Lumber DOL 1.00 BC 1.00 Vert(TL) -0.89 20-22 >319 240 M18SHS 197/144
BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) -0.09 16 n/a n/a
BCDL 10.0 Cade IRC2009/TPI2007 (Matrix) Weight:2261b FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat)*Except* TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins.
T2:2x4 DF 2850F 2.3E(flat),T4,T3:2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 DF 2850F 2.3E(flat)"Except"
B2:2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 1=2425/0-7-2,16=1975/0-2-8
FORCES. (lb)-First Load Case Only
TOP CHORD 1-2=-4161,2-3=-4156,3-4=-4156,4-5=-11302,5-6=-11302,6-7=-11245,7-26=-13425,$-26=-13425,8-9=-13425,9-10=-13425,10-11=-10444,11-12=-10444,12-13=-3084,13-14=-3088,
14-15=-3088,15-16=-3092
BOT CHORD 24-25=0,23-24=8280,22-23=13105,21-22=10444,20-21=10444,19-20=10444,18-19.6647,17-18=0
WEBS 10-20=-185,11-19=-1523,3-24.96,4-24=-4586,4-23=3470,5-23=-819,7-23=-1975,7,22=350,9-22=-1273,10-22=3253,16-18=3577,14-18=-194,12-18=-3878,12-19=4184,1-24=4702
JOINT STRESS INDEX
1=0.00,2=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00,15=0.00,15=0.00,16=0.00,18=0.00,19=0.00,20=
0.00,21=0.00,22=0.00,23=0.00 and 24=0.00
NOTES-
1)
OTES1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies.
2)Unbalanced floor live loads have been considered for this design.
3)All plates are MT20 plates unless otherwise indicated.
4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)16.
5)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.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.tl31"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
9)Use USP THO35160(With NA9D nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-11-8 oc max.starting at 7-8-10 from the left end to 10-8-2 to
conned truss(es)F12(1 ply 2x4 SPF to front face of top chord.
10)FII all nail hales where hanger is in contact with lumber.
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8).
LOAD CASE(S)Standard
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:17-25=-20,1-16=-100
Concentrated Loads(Ib)
Vert:5=-776(F)26=-776(F)
Job Truss Truss Type QtyPly T, ,U.p,
per Ridge Phase IV Duplex
15120721 JF1 F01 L Floor Supported Gable 1 Reference(optional)
Universal Forest Products Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:00:45 2016 Page 1
11)::M 3SPF6FwZCKEHPbcYkZGEy9RBK-NJz9BPkPx?LYe5xKrggOu Dw8_UeWzvGdWT?W 4hzaP Rm
0-9-2
I�
SC.=113.
3.4= 3x6 II
1 2 3 4 5 6 7 8 3x4 11
ST1 ST2 ST2 ST2 ST2 W1 W1 e
15 t4 13 12 11 10 9
3"II
0-9-27-6-14
0-9-2 6-9-12
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.02 1 n/r 120 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) -0.02 1 n/r 90
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 9 n/a n/a
BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:27 lb FT=0%F,0%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.
WEBS 2x4 SPF No.2(flat)
OTHERS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 15=2/7-6-14,9=29[7-6-14,14=286/7-6-14,13=87/7-6-14,12=172/7-6-14,11=161/7-6-14,10=142/7-6-14
FORCES. (lb)-First Load Case Only
TOP CHORD 8-9=-25,1-2=0,2-3=-10,3-4=0,4-5=0,5-6=0,6-7=0,7-8=0
BOT CHORD 14-15=-0,13-14=-0,12-13=-0,11-12=-0,10-11=-0,9-10=-O
WEBS 2-14=-264,4-13=-60,5-12=-145,6-11=-134,7-10=-117
JOINT STRESS INDEX
1=0.00,1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=D.00,11=0.00,12=0.00,13=0.00 and 14=0.00
NOTES-
1)All plates are 1.54 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal wel3).
4)Gable studs spaced at 1-4-0 oc.
5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI1TPI 1.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(01'131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
8)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
Job Truss Truss Type Oty Ply Upper Ridge Phase IV Duplex
15120721JFI F02 Floor ISI 5 1
Job Reference(optional)
Universal Forest Products !,Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:00:46 2016 Page 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-rVXXPlk1 ilTPGFWWPXLdQQTIEux2iLJml614c8zaPR
0-9-2
1-8-4 1-6-12 0-3-14
3x6 3.4= 3x4
2 3 ,_SG3 II 4 1.SKi II 5 6
T2
T1 T3
wt w, Y
4'
B1
34= 3.
6 9 8 7
0 9 2 5-9-14 6-1-12,
0-9-2 5-0-12 0-3-14
Plate Offsets X Y-- 1:Ed e,0-3-0, 6:Ed e,0-1-8, 8:0-1-8,Edgel, 9:0-1-8,Edge]
LOADING(psf) SPACING- 2-0-0 CSL DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.05 7 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TQ -0.17 7 >376 240
BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) -0.00 6 Na Na
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:23 Ib FT=0%F,0%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 10-0-0 oc bracing.
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 1=309/0-7-2,6=311/0-3-6
FORCES. (lb)-First Load Case Only
TOP CHORD 1-2=-343,2-3=-340,3-4=-340,4-5=-340,5-6=-343
BOT CHORD 9-10=0,8-9=340,7-8=0
WEBS 6-8--407,1-9=407,4-8=-168,3-9=-176
JOINT STRESS INDEX
1=0.00,2=0.00,2=0.00,3=0.00,4=0.00,5=0.00,5=0.00,6=0.00,8=0.00 and 9=0.00
NOTES-
1)
OTES1)Unbalanced floor live loads have been considered for this design.
2)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.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design Of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
5)Gap between inside of tap chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply7job
er Ridge Phase IV Duplex
15120721JF1 F02AL Floor Supported Gable 1
Reference(optional)
Universal Forest Products Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:00:47 2016 Page 1
I D:M_3SpF6FwZCKEH PbcYkZG Ey9 RBK-Ji5vc5lfTccGu P5jyFsszeOUcHKvRpOw_mUd9azaPRk
0-9-2
Sa, 1'14.
3.vG
3.11 3.= 36 11
1 2 3 4 5 6 7 8 9
ST2 M, s S 2 w1
STt
I
15 14 13 12 11 t0
3 0 7-3-12 8 014
3- 7-0-12 0-9-2
Plate Offsets X, -- 2:0-3-0,Ed e
LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) -0.00 9 n/r 120 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) -0.00 9 n/r 90
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 10 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:291b FT=0%F,0%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.
WEBS 2x4 SPF No.2(flat)
OTHERS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 15=100/8-0-14,10=189/8-0-14,14=172/8-0-14,13=158/8-0-14,12=161/8-0-14,11=166/8-0-14
FORCES. (lb)-First Load Case Only
TOP CHORD 1-2=0,2-3=3,3-4=014-5=0,5-6=0,6-7=0,7-8=-4,8-9=0,8-10=-174
BOTCHORD 14-15=0,13-14=0,12-13=0,11-12=0,10-11=0
WEBS 2-15=-90,3-14=-142,4-13=-132,5-12=-136,6-11=-133
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00 and 15=0.00
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfrPI 1.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Upper Ridge Phase IV Duplex
15120721JF1 F02L Floor Supported Gable 1 1
Job Reference(optional)
Universal Forest Products _in,7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:00:47 2016 Page 1
I D:M_3SpF6 FwZCKEH PbcYkZG Ey9 RBK-Ji5vc5lf-rccGu P5jyFsszeOUdHKtRp1 w_m Ud9azaPRk
-3 0
3x4= 3x6 II
13.411 2 3 4 5 6 7 6 9 1011 12 13
T T T T T T T T T 9
25 24 23 22 21 20 19 ,6 17 16 15 14
3.II
13-6-12
13-6-12 3
Plate Offsets(X,Y)-- 1:Ed e,0-1-8, 25:Ed e,0-1-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) 0.00 12 n/r 120 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) 0.00 12 n/r 90
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:48 Ib FT=0%F,0%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.
WEBS 2x4 SPF No.2(flat)
OTHERS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 25=56/13-9-12,14=-9/13-9-12,24=171/13-9-12,23=158/13-9-12,22=161/13-9-12,21=160/13-9-12,20=160/13-9-12,19=160/13-9-12,18=160/13-9-12,17=162/13-9-12,16=161/13-9-12,
15=140/13-9-12
Max UpIift14=-9(LC 1)
FORCES. (Ib)-First Load Case Only
TOP CHORD 1-25=-51,1-2=0,2-3=0,3-4=0,4-5=0,5-6=0,6-7=0,7-8=0,8-9=0,9-10=0,10-11=0,11-12=-3,12-13=0
BOT CHORD 24-25=0,23-24=0,22-23=0,21-22=0,20-21--0,19-20=0,18-19=0,17-18=0,16-17=0,15-16=0,14-15=0
WEBS 2-24=-138,3-23=-133,4-22=-134,5-21=-133,6-20=-133,7-19=-133,8-18=-133,9-17=-135,10-16=-134,12-15=-114
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,11=0.00,12=0.00,13=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=0.00,21=
0.00,22=0.00,23=0.00,24=0.00 and 25=0.00
NOTES-
1)
OTES1)Al plates are 1.5x3 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 9 Ib uplift at joint 14.
6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1.
7)"Semi-rigid 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 3-1 Od(0.111"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
9)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
Job Truss Truss Type Qty P7'Job
Upper Ridge Phase IV Duplex
15120721JFI F03GR Floor Girder 1 Reference(optional)
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:00:48 2016 Page 1
IDM_3SpF6FwZCKEHPbcYkZGEy9RBK-nufHgRmHEwk7VZgvWyN5VrYcGhcxAAr3CQEBhOzaPRj
ISI 0-^-D 6x6= 3x6 II 3x6 II
J 1-4-3 Z 1-8-13 3
T1
TI
><
4
>< 9
W1 W3 W2
81
3x4-
6 5 4
3x6-
0-9-0 2-2-11 4-1-0
0-9-0 1-5-11 1-10-5
Plate Offsets(X,Y)-- 5:0-1-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) -0.01 6 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.05 6 >760 240
BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.00 4 n/a Na
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:19 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (Ib/size) 1=785/0-8-8,4=785/0-3-8
FORCES. (lb)-First Load Case Only
TOP CHORD 3-4=-358,1-2=-679,2-3=0
BOT CHORD 5-6=0,4-5=679
WEBS 2-4=-798,1-5=875,2-5=-494
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00 and s=0.00
NOTES-
1)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.
2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
3)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.
4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
5)CAUTION,Do not erect truss backwards.
6)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:4-6=-20,1-3=-460(F=-360)
Job Truss Truss Type Qty Ply Upper Ridge Phase IV Duplex
15120721JF1 F03L Floor Supported Gable 1 1
Job Reference(optional)
Universal Forest Products Fbun:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:00:49 2016 Page 1
I D:M_3SpF6FwZCKEH PbcYkZGEy9 RBK-F4Cg 1 n nv_Ds_7i F54g uK235g650OvjXCR4zkDTzaPRi
OH8
SC =194.
1 2 3 4 5 6 7 3.11
15
W1 ST, ST1 STI ST1 ST1 wi W1 m
BL1
14 13 12 11 10 9 B
3.4- 3.11
7-8-8
7-8-8
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 0.07 Vert(LL) n/a n/a 999 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 8 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:30 Ib FT=0%F,0%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.
WEBS 2x4 SPF No.2(flat)
OTHERS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 14=60/7-8-8,8=50/7-8-8,13=159/7-8-8,12=161/7-8-8,11=158!7-8-8,10=165/7-8-8,9=135/7-8-8
FORCES. (Ib)-First Load Case Only
TOP CHORD 14-15=-50,1-15=-49,7-8=-40,1-2—7,2-3=-7,3-4=-7,45=-7,5-6=-7,6-7=-7
BOT CHORD 13-14=7,12-13=7,11-12=7,10-11=7,9-10=7,8-9=7
WEBS 2-13=-131,3-12=-134,4-11=-132,5-10=-137,6-9=-115
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00,15=0.00 and 15=0.00
NOTES-
1)Al plates are 1.5x3 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)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.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.1$1"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
8)CAUTION,Do not erect truss backwards.
LOAD CASE(S)Standard
Job Truss Truss Type Qry Ply Upper Ridge Phase IV Duplex
15120721JF1 F04AGR Floor Girder 1 1
Job Reference(optional)
Universal Forest Products un:7.640- Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:00:50 2016 Pa 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-jHm2F7nYIX_rlsgleNPZbGegBVBXel HMgkjHmvzaPR
2-6-0 2-5-12 2-0-0 i 1-4-0 P9-�
Scale-1 36.1
M 22 M FP= 34 FP=
704MT205160 66= 64= 6.10= 6x6=
1 2 2 3 4 5 6 7 a 9 10 11 12
[a
20 19 186 = 17 16 15 14 13
5112 MT18HS= 6.12= 3,10 MT20HS FP= 6110=3x6 FP= 6.12— 3.4-
7-5-11
r4=7-5-11 8-5-11,9-5-11,10-10-11 21-6-12 22
7-5-11 1-0-0 1-0-0 1-5-0 10-8-1
0-9 2
Plate Offsets X, -- 5:0-3-0,0-0-0 18:0-1-8,Ed a 21:Ed e,0-3-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/dPLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.40 16-18 >651 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) -0.72 16-18 >362 240 MT20HS 148/108
BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.02 12 n/a n/a MT18HS 197/144
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:146 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat)`Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
T2,Tl:2x4 DF 2850E 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SPF 2100F 1.8E(flat)*Except*
64:2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 21=2635/0-3-8,12=1573/0-7-2
FORCES. (Ib)-First Load Case Only
TOP CHORD 1-21=-19,1-2=0,2-22=-9006,22-23=-9006,3-23=-9006,3-4=-9106,4-5=-9386,5-6=-9386,6-7=-9386,7-8=-7091,8-9=-7091,9-10=-7066,10-11—1988,11-12=-1983
BOT CHORD 20-21=6057,19-20=9386,18-19=9386,17-18=8554,16-17=8554,15-16=4931,14-15=4931,13-14=0
WEBS 4-19=25,5-18=-269,2-21=-6577,2-20=3225,3-20=-1116,4-20=-300,12-14=2523,11-14=-292,10-14=-3175,1016=2348,9-16=-280,7-16=-1579,7-18=903
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,13=0.00,14=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=
0.00 and 21=0.00
NOTES-
1)
OTES1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)Al plates are 3x6 MT20 unless otherwise indicated.
4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8)CAUTION,Do not erect truss backwards.
9)Use USP THO35160(With NA91D nails into Girder&NA91D nails into Truss)or equivalent at 4-9-4 from the left end to connect truss(es)F08GR(1 ply 2x4 SPF)to
front face of top chord.
10)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent at 3-7-4 from the left end to connect truss(es)F07GR(1 ply 2x4 SPF)to back
face of top chord.
11)FII all nail holes where hanger is in contact with lumber.
12)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(pit)
Vert:13-21=-20,1-12=-100
Concentrated Loads(lb)
Vert:22=-1371(B)23=-245(F)
Job Truss Truss Type Qty Ply Upper Ridge Phase IV Duplex
15120721JF1 F04GR Floor Girder 1 1
Job Reference(optional)
Universal Forest Products Run:7.640 s Nov 70 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:00:52 2016 Page i
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-gfuofppoHBEZ_AzgloS1 ghj9bluV6ydf72COgnzaPR
2-6-0 2-5-12 2-0-0 1-4-00-9-2
Scale-1 36.1
THO 5160 1.5x3 II
1.5x3
6.12= 6x6 11 3x6= 1.5x3 11 3x6= 1.5x3 11 3x6 FP= .10= 3x4= 64=
1 2 3 2 4 5 6 7 8 9 10 11 12 13 14
W2
17 1
to Ttd
2 22 21 20 19 18 17 1
6 15
6x8= 6.12= 3411 5x6 II 3x10 MT20HS FP= 6.12= 6x10= 3x4=
3x10 Mr4HS FP=
7-10-4 -5-11 9-11-1210-10-1,1 21-6-12
7-10-4 -7-7 1-6-1 -10-15 10-8-1
Plate Offsets X, -- 19:0-3-0,Ed e
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 0.88 Vert(LL) -0.43 17-19 >605 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0.77 17-19 >335 240 MT20HS 148/108
BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) -0.02 14 n/a n/a
BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:123 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, except end verticals.
T1:2x4 DF 285OF 2.3E(flat),T3:2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 23=1821/0-3-8,14=1441/0-7-2
FORCES. (Ib)-First Load Case Only
TOP CHORD 1-23=70,1-2=0,2-3=-13,3-24=-6597,4-24=-6597,4-5=-6662,5-6=-6676,6-7=-7471,7-8=-7471,8-9=-6027,9-10=6027,10-11=-6027,11-12=-1676,12-13=-1672,13-14=-1675
BOT CHORD 22-23=4006,21-22=7471,20-21=7471,19-20=7471,18-19=7070,17-18=7070,16-17=4168,15-16=0
WEBS 6-20=162,7-19=-209,3-23=-4350,3-22=2836,4-22=-794,6-22=-859,14-16=2134,12-16=-149,11-16=-2724,11-17=2037,9-17=-238,8-17=-1143,8-19=439
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,13=0.00,14=0.00,15=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=
0.00,20=0.00,21=0.00,22=0.00 and 23=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)A11 plates are MT20 plates unless otherwise indicated.
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.
8)Use USP THO35160(With NA90 nails into Girder&NA9D nails into Truss)or equivalent at 4-9-4 from the left end to connect truss(es)F08GR(1 ply 2x4 SPF)to
back face of top chord.
9)Fill all nail holes where hanger is in contact with lumber.
10)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:15-23=-20,1-14=-100
Concentrated Loads(lb)
Vert:24=-669(B)
Job Truss Truss Type Oty Ply Upper Ridge Phase IV Duplex
15120721JF1 F04L Floor Supported Gable 1 1
Job Reference(optional)
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Wed Mar 16 10:00:52 2016 Page 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-gfuofppoH8EZ_AzgloS1 ghjLK11764Hf72COgnzaPR
0- -8
Scale-1 22.
13x611 2 3 4 5 6 7 8 9 10 11 12
T ST STT
T T T T
L
24 23 22 21 20 19 18 17 16 15 14 13
3. I a=
14-3-8
14-3-8
Plate Offsets X, -- 1:Ed e,0-1-8 24:Ed e,0-1-8
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 0.07 Vert(LL) n/a n/a 999 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress]nor YES WB 0.02 Horz(TL) 0.00 13 n/a n/a
BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:52 Ib FT=0%F,0%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.
WEBS 2x4 SPF No.2(flat)
OTHERS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 24=65/143-8,13=39/14-3-8,23=160/14-3-8,22=160/14-3-8,21=160/14-3-8,20=160/143-8,19=160/14-3-8,18=160/14-3-8,17=160/14-3-8,16=158/14-3-8,15=166/14-3-8,
14=130/143-8
FORCES. (lb)-First Load Case Only
TOP CHORD 1-24=-55,13-25=-29,12-25=-29,1-2=6,2-3-6,3-4=-6,4-5=-6,5-6=-6,6-7=-6,7-8=-6,8-9=-6,9-10=-6,10-11=-6,11-12=-6
BOT CHORD 23-24=6,22-23=6,21-22=6,20-21=6,19-20=6,18-19=6,17-18=6,16-17=6,15-16=6,1415=6,13-14=6
WEBS 2-23=-132,3-22=-134,421=-133,5-20=-133,6-19=-133,7-18=-133,8-17=-134,9-16=-132,10-15=-138,11-14=-111
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=0.00,21=
0.00,22=0.00,23=0.00,24=0.00,25=0.00 and 25=0.00
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-40 oc.
5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)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.
8)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
Job Truss Truss TypeOry Ply Upper Ridge Phase IV Duplex
15120721JF1 F05 Floor 771
1
Job Reference(optional)
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:00:53 2016 Page 1
I p:M_3SpF6 FwZCKEH PbcYkZGEy9RBK-8rSAt8gQ2SM PcKYtJ WzGCvG KDi8JrPKoMixyM EZaPR
1-9-15 1-5-13 2-6-0 2-0-0 1-7-4 0-9-
Scale-1:33.
4�= 3x6= 3x6 FP= 3.= 4r = 3.= 64=
1 2 3 6 5 6 7 8 9 10 11 12
21
4 9
19 18 17 16 4 fi— 15 10 13
5a6= 4x8= 3x8= 3.10 MT20HS FP= 5x10=
1.5x3 SP=
11-6-12 12-6-12,13-6-12, 14-8-8 , 20-2-0 20-ti-2
11-6-12 1-0-0 1-0-0 1-1-12 5-5-8
Plate Offsets(X,Y)-- 7:0-1-8,Ed a 12:0-2-12,Edge], 16:0-1-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loo) I/defl Ld PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.47 17-18 >512 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.79 17-18 >306 240 MT20HS 148/108
BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 12 n/a n/a
BCDL 10.0 Code IRC2009[TP12007 (Matrix) Weight:83 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF 210OF 1.8E(flat)`Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals.
T3:2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
BOT CHORD 2x4 DF 285OF 2.3E(flat)'Except' 2-2-0 oc bracing:14-16.
B2:2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
OTHERS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 20=1204/0-3-8,12=1207/0-7-2
FORCES. (Ib)-First Load Case Only
TOP CHORD 20-21_85,1-21=-85,1-2=-4,2-3=-2947,3-4=-2947,4-5=-5048,5-6=-5048,6-7=-5048,7-8=-4758,8-9=-4758,9-10=-1589,10-11=-1589,11-12=-1592
BOT CHORD 19-20=1816,18-19=4256,17-18=4758,16-17=4758,15-16=3368,14-15=3368,13-14=0
WEBS 7-17=-176,8-16=-422,2-20=-2115,2-19=1455,3-19=-209,419=-1447,4-18=876,5-18=-342,7-18=320,10-14=-192,9-14=-1967,9-16=1536,12-14=1928
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,11=0.00,12=0.00,14=0.00,15=0.76,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=
0.00,21=0.00 and 21=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)All plates are 1.5x3 MT20 unless otherwise indicated.
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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Upper Ridge Phase IV Duplex
15120721JFI F05GR Floor Girder 1 1
' Job Reference(optional)
Universal Forest Products Mun:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:00:54 2016 Pagge 1
I D:M_3SpF6 FwZCKEH PbcYkZG Ey9RBK-c2OZ4Ug2pm UG DU73tDU V16oV W6UVagCybMhVvgzaP Rd
0-1-8
Hi 2-6-00i2 200 1
1 1009
_
=138.
1.5X.1 II 3z6 FP=
1 S4i= 6x6 34 II 5160 7x22 Wl.-= 3x6 11 6-= 1.541 11 3x6= 1.5X111 Sed= 5x6=
1 2 3 11 6 2 5 27 6 7 a 9 10 11 12 13 16 15
i� IIIIro s
1 l �
23 21 20 19 18 17 16
3x6=
4—= 4.10— 618= 34 FP= 3x6= 6x9=
1 SXi I I
8-0-0 10-10-3 111-10-112-10-3 22-11-4 23-8-6
8-0-0 2-10-3 1-0-0 1-0-0 10-1-1 0-9-2
Plate Offsets X, -- 9:0-1-8,Ed e, 15:0-1-$Ed e, 21:0-1-8,Ed e, 22:0-4-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loo) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) -0.22 18-20 >821 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.37 18-20 >488 240 MT18HS 197/144
BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) -0.02 15 n/a Na
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:107 lb FT=O%F,00/6E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat)'Except' TOP CHORD Structural woad sheathing directly applied or 6-0-0 cc purlins, except end verticals.
T3:2x4 SPF 210OF 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except:
BOT CHORD 2x4 SPF 210OF 1.8E(flat)'Except* 6-0-0 oc bracing:22-23,21-22.
32:2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 24=457/0-3-8,22=2328/0-5-8,15=823/0-7-2
Max Grav24=513(LC 2),22=2328(LC 1),15=831(LC 3)
FORCES. (lb)-First Load Case Only
TOP CHORD 24-25=-96,1-25=-96,1-2=-5,2-3=-25,3-4=-841,4-26=-841,5-26=-841,5-27=728,6-27=728,6-7=-1690,7-8=-1690,8-9=-1690,9-10=2477,10-11=-2482,11-12=-2482,12-13=-1208,
13-14=-1199,14-15=-1203
BOT CHORD 23-24=734,22-23=-458,21-22=-560,20-21=1690,19-20=1690,18-19=1690,17-18=2095,16-17=0
WEBS 8-21=-831,9-20=-105,5-22=-2030,3-24=-795,3-23=117,4-23=-499,5-23=1414,6-22=-353,15-17=1392,13-17=-215,12-17=-977,12-18=429,11-18=-390,9-18=865,6-21=2468
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0,00,12=0.00,13=0.00,14=0.00,14=0.00,15=0.00,17=0.00,18=0.00,19=0.00,20=0.00,21=
0.00,22=0.00,23=0.00,24=0.00,25=0.00 and 25=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
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 cc 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,Dc not erect truss backwards.
8)Use USP TH035160(With NA91)nails into Girder&NA91D nails into Truss)or equivalent at 6-11-12 from the left end to connect truss(es)F07GR(1 ply 2x4 SPF)
to front face of top chord.
9)Fill all nail holes where hanger is in contact with lumber.
10)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:16-24=-20,1-15=-100
Concentrated Loads(lb)
Vert:26=-855(F)
Job Truss Truss TypeQry Ply Upper Ridge Phase IV Duplex
15120721JF1 F05L Floor Special 1 1
Job Reference(optional)
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:00:55 2016 Pa gge 1
I D:M_3SpF6 FwZCKEH PbcYkZGEyg RBK-4 Eaxlgrga3c7rdi FQw?klKLso W3iJ RS5p0Q2R6zaP R
0-H8
0-1 F
S--125.
�� sada a
1 2 3 4 5 6 7 8 9 10 11 12 3 13
T T T T T IT T TiL
T T T
26 25 24 23 22 21 20 19 16 17 16 15 14
3.=
3.4=
15-11-10
15-11-10
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loo) I/deft IJd PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) n/a n/a 999 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 14 n/a n/a
BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:57 lb FT=0%F,0%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.
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(flat)
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACT1ONS. (lb/size) 26=67/15-11-10,14=89/15-11-10,25=149/15-11-10,24=163/15-11-10,23=159/15-11-10,22=160/15-11-10,21=159/15-11-10,20=163/15-11-10,19=150/15-11-10,18=246/15-11-10,
17=221/15-11-10,16=238/15-11-10,15=233/15-11-10
FORCES. (lb)-First Load Case Only
TOP CHORD 26-27=-53,1-27=-53,14-28=-80,13-28=-80,1-2=12,2-3=-12,3-4=-12,4-5=-12,5-6=12,6-7=-12,7-8=-12,8-9=-12,9-29=-12,10-29=-12,10-30=-12,11-30=-12,11-12=-12,12-31=-12,
13-31=-12
BOT CHORD 25-26=12,24-25=12,23-24=12,22-23=12,21-22=12,20-21=12,19-20=12,18-19=12,17-18=12,16-17=12,15-16=12,14-15=12
WEBS 2-25=-127,3-24=-135,4-23=-l33,5-22=-l34,6-21=-133,7-20=-136,8-19-123,9-18=-220,10-17=-195,11-16=-212,12-15=-205
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0,00,12=0.00,13=0.00,14=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=0.00,21=
0.00,22=0.00,23=0.00,24=0.00,25=0.00,26=0.00,27=0.00,27=0.00,28=0.00 and 28=0.00
NOTES-
1)
OTES1)All plates are 1.54 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI1TPI 1.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)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.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)108 Ib down at 11-0-0,and 108 Ib down at 13-0-0,and 108 Ib
down at 15-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others.
9)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(pIf)
Vert:14-26=-20,1-13=-100
Concentrated Loads(Ib)
Vert:29=-108(F)30=-108(F)31=-108(F)
Job Truss Truss Type Qty Ply UppFeRfe'drencehfootionalhul"ex
r ge PaseV
15120721JF1 F06 Floor 2 1
Job
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:00:56 2016 Page 1
I DM_3SpF6FwZCKEH PbcYkZG Ey9 RBK-YQ7JVAsILNk_TnHR_e WzgXu rWwCN2k3 E2gAczZzaPR
1-9-15 1 1-5-13 2-6-0 j 2-0-0 1-10-12 0 T 3 1 0
scae-1 as.
1.5Gi=
1.W II 44= 1.54 II 3x6= 1.5 3 11 3x6 FP'- 3.= 1.5x3 II 4M= 1.Sq 3.= 64=
1 2 3 4 5 6 7 8 9 10 11 12
21
4 4
19 18 17 1646—— 15 14 13
5r6= 4M= m= 1.5X1 II 3x10 MT20H5 FP= 5.12=
11-6-12 12-6-1213-6-1214-3-8 20-7-0 201 -0
11-6-12 1-0-0 1-0-0 -8-12 6-3-8 0-3-0
Plate Offsets X, -- 7:0-1-8,Ed e,f12:0-2-14,Ede 16:0-1-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.4717-18 >521 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(TL) -0.80 17-18 >308 240 MT20HS 148/108
BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.03 12 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:83 Ib FT=O%F,O%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF 21 OOF 1.8E(flat)`Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals.
T3:2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 DF 2850F 2.3E(flat)`Except'
B2:2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2(flat)
OTHERS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 20=1221/0-3-8,12=1227/0-2-8
FORCES. (lb)-First Load Case Only
TOP CHORD 20-21=-85,1-21=-85,1-2=-4,2-3=-2998,3-4=-2998,4-5=-5170,5-6=-5170,6-7=-5170,7-8=-4935,8-9=-4935,9-10=-1865,10-11=-1865,11-12=-1869
BOT CHORD 19-20=1845,18-19=4343,17-18=4935,16-17=4935,15-16=3604,14-15=3604,13-14=0
WEBS 7-17.162,8-16=-409,2-20-2149,2-19=1483,3-19=-208,4-19=-1488,4-18=913,5-18=-337,7-18=258,10-14=-196,9-14=-1923,9-16=1471,12-14=2161
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,11=0.00,12=0.00,14=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=0.00,21=
0.00 and 21=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12.
4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 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 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8)CAUTION,Do not erect truss backwards.
LOAD CASE(S)Standard
Job Truss Truss TypeOty Ply Upper Ridge Phase IV Duplex
15120721JF1 F06A Floor 6 1
Job Reference(optional)
Universal Forest Products Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:00:57 2016 Pai
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-OdhhjWtx6hsr5xseYL1 CNIQ7UJeQnHpOHKv9V?zaPgge R
0-3-0
1-8-4 1-9-14 1-7-6 0-9-2
3x6 3.=
3,4
1 2 3 1.5x3 11 4 U4= 5 1.5X1 11 6 7
F�IK W QY
3x6= 15411 3.6=
12 10 9 B
p 3 q 7-3-12 8 0 14
b-3- 7-0-12 0-9-2
Plate Offsets X, -- 1:Ed e,0-3-0, 4:0-1-8,Ed e, 7:Ed e,0-1-8, 11:0-1-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) 0.15 12 >585 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) 0.10 12 >844 240
BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) -0.01 7 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:31 Ib FT=0%F,0%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 10-0-0 oc bracing.
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 1=431/0-2-8,7=429/0-7-2
FORCES. (Ib)-First Load Case Only
TOP CHORD 1-2=-574,2-3=-572,3-4=-572,4-5=-524,5-6=-524,6-7=-527
BOT CHORD 11-12=0,10-11=572,9-10=57218-9=0
WEBS 1-11=684,3-11=-279,7-9=626,5-9=-216,4-9=-59,4-10=-48
JOINT STRESS INDEX
1=0.00,2=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,6=0.00,7=0.00,9=0.00,10=0.00 and 11=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1.
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 3-1 Od(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
Job Truss Truss Type Qty Ply Upper Ridge Phase IV Duplex
15120721JFI F06GR Floor Girder 1 1
Job Reference o tional
Universal Forest Products Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:00:57 2016 Pagge 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-OdhhjWtx6hsr5xseYL1 CNI05tJfKnH2OHKv9V?zaPRa
0-1-8
1-9-11 2 _ 1-5-13 ' Sq„
Sae-i 82
6
W1
W3 W1
BL1
B1
5 X p
M= 3.4=
1-3-3 3-8-0
1-3-3 2-4-13
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) 0.00 5 "" 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(TL) -0.07 4-5 >582 240
BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:16 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF 2100F 1.SE(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No-2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (lb/size) 5=807/0-3-8,4=835/0-3-8
FORCES. (lb)-First Load Case Only
TOP CHORD 5-6=-356,1-6=-355,3-4=-232,1-2=-18,2-3=0
BOT CHORD 4-5=702
WEBS 2-4=-903,2-5=-801
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00and 6=0.00
NOTES-
1)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfTPI 1.
2)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss.
3)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.
4)CAUTION,Do not erect truss backwards.
5)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(pit)
Vert:4-5=-20,1-3=-460(F=-360)
Job Truss 7,IussT,,.p.e,. Ory Ply Upper Ridge Phase IV Duplex
15120721JF1 F06L l 1 1
Job Reference(optional)
Universal Forest Products Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:00:58 2016 Page 1
ID:M_3SpF6 FwZCKEH PbcYkZG Ey9RBK-U pF3wsuZt_ii5Rg63ZRvyzN Ej4YWnCXW_fj2RzaP R
0-48
0-�-8
Scale•125.
'al 3p�cial �
Ib 1 2 3 ly 4 5 6 N 7 3 8 9 y 10 3 11 12 y 13
T�
1Wgl � T T T T T T T T T T T
l
26 25 24 23 22 21 20 19 18 17 16 15 14
3x4=
3xd=
16-0-0
16-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a n/a 999 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a Na 999
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 14 n/a Na
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:57 Ib FT=0%F,0%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.
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(flat)
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (lb/size) 26=63/16-0-0,14=65/16-0-0,25=244/16-0-0,24=242/16-0-0,23=189/16-0-0,22=235/16-0-0,21=229/16-0-0,20=192116-0-0,19=234/16-0-0,18=229/16-0-0,17=192/16-0-0,
16=234/16-0-0,15=231/16-0-0
FORCES. (lb)-First Load Case Only
TOP CHORD 26-27=-51,1-27=-50,14-28=-54,13-28=-53,1-2=-9,2-3=-9,3-4=-9,4-29=-9,5-29=-9,5-6=-9,6-7=_9,7-30=-9,8-30=-9,8_9=-9,9-10=-9,10-31=-9,11-31=-9,11-12=-9,12-13=-9
BOT CHORD 25-26=9,24-25=9,23-24=9,22-23=9,21-22=9,20-21=9,19-20=9,18-19=9,17-18=9,16-17=9,15-16=9,14-15=9
WEBS 2-25=-219,3-24=-215,4-23=-162,5-22=-208,6-21=-202,7-20=-165,8-19=-208,9-18=-203,10-17=-165,11-16=-207,12-15=-206
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=0.00,21=
0.00,22=0.00,23=0.00,24=0.00,25=0.00,26=0.00,27=0.00,27=0.00,28=0.00 and 28=0.00
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)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.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)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.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)88 to down at 1-0-12,88 Ib down at 2-11-4,88 Ib down at
4-11-4,88 Ib down at 6-11-4,88 Ib down at 8-11-4,88 Ib down at 10-11-4,and 88 Ib down at 12-11-4,and 88 Ib down at 14-11-4 on top chord. The
design/selection of such connection device(s)is the responsibility of others.
9)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:14-26=-20,1-13=-100
Concentrated Loads(lb)
Vert:2=-88(B)3=-88(B)6=-88(8)9=-88(B)12=-88(B)29=-88(B)30=-88(B)31=-88(B)
Job Truss Truss Type Ory Pty U�Rd,,ehase IV Duplex
15120721JF1 F07 Floor 2 1J (optional)
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:00:59 2016 Page 1
I D:M_3SpF6 FwZCKEH PbcYkZG Ey9 RBK-z?pR7CuBe16ZKF00fm4gSAW MK7CyF3ihkeOGatzaP R
0-9-2
1-7-4 2-6-0 2-0-0 i 1-1� 0-12 -jp
IrT �I � 1
as-1xo.
64=3.=154 11 4,10= 1.54 11 3.= 15411 3x6 FP= 3x6= 1.54 II 4,10= 1.54 II 3N= 64-
1
4=1 2 3 4 5 6 78 9 10 11 12 13 14
qe
d
24 31= 23 22 21 20 19 18 17 16 3,4= 15
3x4= 6—= 6.12= 3.10 MT20HS FP= W= 3110 MT20HS FP= 6.= 7.16= 3.=
34 11
18-1-2
0-9-2 15-4-6 16-4-6 17-4-6, 24-4-10 24 7 10
0-9-2 14-7-4 1-0-0 1-0-0 0-8-1 6-3-8 0-3-0
Plate Offsets X,Y-- 9:0-1-8,Ed e, 14:0-3-8,E e 17:0-1-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (fee) Vdefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.58 18-20 >493 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -1.00 18-20 >284 240 MT20HS 148/108
BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) -0.12 14 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:126 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 285OF 2.3E(flat)'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
T1,T4:2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SPF 2100F 1.8E(flat)*Except*
B1:2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 1=1423/0-7-2,14=1425/0-2-8
FORCES. (lb)-First Load Case Only
TOP CHORD 1-2=-1980,2-3=-1976,3-4=-1976,4-5=-6050,5-6=-6050,6-7=-7470,7-8=-7470,8-9=-7470,9-10=6541,10-11=-6541,11-12=-2306,12-13=2306,13-14=-2310
BOT CHORD 23-24=0,22-23=4316,21-22=7036,20-21=7036,19-20=6541,18-19=6541,17-18=6541,16-17=4709,15-16=0
WEBS 9-18=-471,10-17=-400,14-16=2635,3-23=-149,4-23=-2563,4-22=1900,5-22=-249,6-22=-1080,6-20=475,7-20=-328,920=1014,12-16=-189,11-16=-2618,11-17=2019,1-23=2357
JOINT STRESS INDEX
1=0.00,2=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,13=0.00,14=0.00,15=0.00,15=0.00,16=0.00,16=0.00,17=
0.00,18=0.00,19=0.00,20=0.00,21=0.00,22=0.00,23=0.00,23=0.00,24=0.00 and 24=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14.
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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S) Standard
Job Truss Truss Type Cry Ply Upper Ridge Phase IV Duplex
15120721JF1 F07GR Floor Girder 1 1
Jab Reference(optional)
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:00 2016 Page 1
ID;M_3SpF6FwZCKEHPbcYkZGEy9RBK-RCNgLYvpPcEQyPaDDUbv?N2Z?XkF_hZgzl8p6KzaPR
6 = 2-7-0 3x6
I 1
5 2
sc. 1X8.3
s L 160
T1
T1
4
W1 W1 Wr2 W1 W1
p1
3x6=
4 3
3.4 II
3-1-0
3-1-0
Plate Offsets X, -- 4:Ed e,0-1-8
LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Well LJd PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) 0.00 4 "" 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.13 Vert(TL) -0.03 3-4 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:18 Ib FT=0%F,0'/.E
LUMBER- BRACING-
TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural woad sheathing directly applied or 3-1-0 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (lb/size) 4=1471/Mechanical,3=955/Mechanical
FORCES. (Ib)-First Load Case Only
TOP CHORD 1-4=-1442,2-3=-927,1-5=0,2-5=0
BOT CHORD 3-4=-0
WEBS 1-3=0
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00and 4=0.00
NOTES-
1)Refer to girder(s)for truss to truss connections.
2)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.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)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.
5)Use USP THO35160(With NA90,nails into Girder&NA91D nails into Truss)or equivalent at 2-3-8 from the left end to connect truss(es)F17(1 ply 2x4 SPF)to front
face of top chord.
6)FII all nail holes where hanger is in contact with lumber.
7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)961 Ib down at 0-1-8 on top chord. The design/selection of
such connection device(s)is the responsibility of others.
8)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:3-4=-20,1-2=-200(F=-100)
Concentrated Loads(Ib)
Vert:1=-961(F)5=-841(F)
Job Truss Truss Type Qty Ply Upper Ridge Phase IV Duplex
15120721JF1 F07L Floor Supported Gable 1 1
Job Reference(optional)
Universal Forest Products Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:01 2016 Page 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-vOxCYtwRAvMHZY9PnB68Xbbu5x6Fj8GzCytNemzaPR
0�4,8 0�48
Scale-1:14.
1 2 3 4 5 6 7
15 6 �a
W1 ST1 STI Sit STI STI W1
su
14 13 12 1110 9 8
3x4=
3.=
7-10-0
7-10-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loo) Well Ld PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 8 Na n/a
BCDL 10.0 Code IRC20091TPI2007 (Matrix) Weight:30 Ib FT=0%F,O%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.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (Ib/size) 14=60/7-10-0,8=5217-10-0,13=158/7-10-0,12=161/7-10-0,11=159/7-10-0,10=164/7-10-0,9=144/7-10-0
FORCES. (lb)-First Load Case Only
TOP CHORD 14-15=-50,1-15=-49,8-16=-41,7-16=-41,1-2=-7,2-3=-7,3-4=7,4-5=-7,5-6=-7,6-7=-7
BOT CHORD 13-14=7,12-13=7,11-12=7,10-11=7,9-10=7,8-9=7
WEBS 2-13=-131,3-12=-134,4-11=-132,5-10=-136,6-9=-121
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0-00,13=0.00,14=0.00,15=0.00,15=0.00,16=0.00 and 16=0.00
NOTES-
1)All plates are 1.54 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)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.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)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
Job Truss Truss Type pry Ply Upper Ridge Phase IV Duplex
15120721JF1 F08 Floor 1 1
Job Reference(optional)
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:01 2016 Page 1
zCytNemzaPRIA
0-9-2
1-8-4 2-1-8 2-6-0
I Srale-1'13.
64= 3.4=
1 2 3 1.5x3 II 4 3.4= 5 3.II
W1 W3 W2 W2 T
3x4= 1.54 II
9 e 7 6
34=
0_9_27-6-14
0-9-2 6-9-12
Plate Offsets X, -- 4:0-1-8,Ed el,f8:0-1-8,EdqeI
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well UdPLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) 0.17 9 >485 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.36 Vert(TL) -0.11 6-7 >701 240
BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.04 6 n/a Na
BCDL 10.0 Cade IRC2009/TP12007 (Matrix) Weight:29 Ib FT=0%F,0%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.
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 6=401/Mechanical,1=401/0-8-10
FORCES. (lb)-First Load Case Only
TOP CHORD 5-6=-126,1-2=-52912-3=-528,3-4=-528,4-5=0
BOT CHORD 8-9=0,7-8=528,6-7=528
WEBS 4-6=-579,1-8=631,3-8=-262,4-7=13
JOINT STRESS INDEX
1=0.00,2=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00 and 8=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Refer to girder(s)for truss to truss connections.
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(0.13'1"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
Job Truss Truss Type pry Ply Upper Ridge Phase IV Duplex
�512072IJF1 F08GR Floor Girder 1 1Job Reference o tionalersal Forest Products Flun:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:02 2016 Pagge 1
ID:M 3SpF6FwZCKEHPbcYkZGEy9RBK-NaVamDx3XDV8BIkbLvdN4o7WAKSOSb370cdWBCzaPR
6L 1-6-0 3611
5 2
tso
T1
T1
11 4
W1 W1 W2 W1 W1 -'
6,
M=
4 3
30 II
2-0-0
2-0-0 --I
Plate Offsets X, -- 4:Ed e,0-1-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loo) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) 0.00 4 "" 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.00 3-4 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Cade IRC2009/TP12007 (Matrix) Weight:13 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (lb/size) 4=763/Mechanical,3=338/Mechanical
FORCES. (Ib)-First Load Case Only
TOP CHORD 1-4=-745,2-3=-321,1-5=0,2-5=0
BOT CHORD 3-4=0
WEBS 1-3-0
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00 and 4=0.00
NOTES-
1)Refer to girder(s)for truss to truss connections.
2)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.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
5)Use USP TH035160(With NA9D nails into Girder&NA9D nails into Truss)or equivalent at 0-7-0 from the left end to connect truss(es)F19(1 ply 2x4 SPF)to front
face of top chord.
6)FII all nail holes where hanger is in contact with lumber.
7)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:3-4=-20,1-2=-100
Concentrated Loads(lb)
Vert:5=-891(F)
Job Truss Truss Type Qty Ply Upper Ridge Phase IV Duplex
15120721JF1 F09 Floor j 4 1
Job Reference(optional)
Universal Forest Products Run,7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:03 2016 Pae 1
I D:M_3SpF6FwZCKEH PbcYkZGEy9RBK-rn3yzZxhhXd?psJouc8ccOg l dkaJBwmGfGMTjfzaf�RU
0-3-14
7-4i 2-6-0 i 2-0-4 1-7-4 0-9-2
1sXl u
5x6= 3x4=
4.10= 1.5X1 11 3.4= 1.5d 11 3.FP=3x6= 1.54 II 4x10= 1.5X1 II 3.= 56=
1 1 2 3 4 5 6 7 6 9 10 11 12 13 14 r
4119-,-ta
'1, 24 3Y= 23 22 21 20 19 16 17 16 3x4- 15
3.4= 6.10= 6x10= 3x10 MT20HS FP= 6x10= 3411 6x6= 6.10= 3xd=
3x10 MT20HS FP=
0-3-14 14-11-2 16-2-6 7-0-1 18-4-2
23-9-10 24 6-1
0- - 4 14-7-4 1-3-4 -10- 1-3-4 5-5-8 0-9-2
Plate Offsets X, -- 1:0-1-8,Ed e, 9:0-3-0,Ed e 14:0-1-8Ed e, 17:0-1-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deff Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.59 18-20 >482 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(TL) -1.02 18-20 >279 240 MT20HS 148/108
BCLL 0.0 Rep Stress[nor YES WB 0.55 Horz(TL) -0.12 14 n/a rVa
BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:131 Ib FT=0%F,00/,E
LUMBER- BRACING-
TOP CHORD 2x4 DF 285OF 2.3E(flat)"Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
T1:2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
BOT CHORD 2x4 SPF 210OF 1.8E(flat)'Except` 2-2-0 oc bracing:18-20,17-18.
Bt:2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 1=1426/0-3-6,14=142a'0-7-2
FORCES. (lb)-First Load Case Only
TOP CHORD 1-2=-2054,2-3=-2051,3-4=-2056,4-5=-6115,5-6=-6115,6-7=-7505,7-8=-7505,8-9=-7505,9-10=-6495,10-11=-6495,11-12=-2062,12-13=-2055,13-14=-2058
BOT CHORD 23-24=0,22-23=4396,21-22=7082,20-21=7082,19-20=6495,18-19=6495,17-18=6495,1&17=4569,15-16=0
WEBS 9-18=-496,10-17=-417,1-23=2423,3-23=-168,4-23=-2557,4-22=1882,5-22=-252,6-22=•1060,6-20=463,7-20=-336,9-20=1098,14-16=2428,12-16=-196,11-16=-2725,11-17=2123
JOINT STRESS INDEX
1=0.00,2=0.00,2=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,13=0.00,14=0.00,15=0.00,15=0.00,16=0.00,16=
0.00,17=0.00,18=0.00,19=0.00,20=0.00,21=0.00,22=0.00,23=0.00,23=0.00,24=0.00 and 24=0.00
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)Al plates are MT20 plates unless otherwise indicated.
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.
LOAD CASE(S)Standard
Job Truss Truss Type Ory Ply Upper Ridge Phase IV Duplex
15120721JFI F09GR Floor Girder 1
2 Job Reference(optional)
-_ I
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:04 2016 Page 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-JzcKBvyKSglsQOu_SJgr9DDCZ8wpw0_Quw61 F5zaPR
0-1-8
H1 2-6-��� 1 7 11 i �2-0-0 ; 1-5-13� 0-1-8
sd 6i.,ao.,
7x14 MT20HS=MS♦422 4.= 3.4= 34 FP= 44- 4*=
1 2 IF 4 5 6 7 8 9 10 11 12 13
i
20 19 18 17 16 15
3.12 M18SHS FP= 3x4= 3.= 4x6= 346=
15-7-11
11-3-3 13-6-0 14-6 01 15-6-0 25-0-0
11-3-3 2-2-13 1-0-0 1-0-0 9-4-5
0-1-11
Plate Offsets X, -- 16:0-1-8,Ed e 17:0-1-8,Edge], 21:Ed e,0-1-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.55 17-19 >539 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -1.00 17-19 >296 240 MT20HS 148/108
BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.11 14 n/a n/a M18SHS 220/195
BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:220 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 285OF 2.3E(flat)'Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
T2:2x4 SPF 210OF 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 DF 285OF 2.3E(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 21=4043/0-2-12,14=1834/0-2-12
FORCES. (Ib)-First Load Case Only
TOP CHORD 21-22=-457,1-22=-457,14-23=-113,13-23=-113,1-2=-21,2-3=8924,3-4=-8924,4-5=10267,5-6=-10267,6-7=-9151,7-8=-9151,8-9=-9151,9-10=-9151,10-11=-4843,11-12=-4843,12-13=-5
BOTCHORD 20-21=6427,1920=9686,18-19=10187,17-18=10187,16-17=9151,15-16=7034,14-15=3197
WEBS 7-17=335,8-16=-778,2-21=-7322,2-20=3438,3-20=-1718,4-20=-964,4-19=664,5-19=-182,6-19=90,6-17=-1176,12-14=-3604,12-15=2202,11-15=-258,10-15=-2486,10-16=2403
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=0.00,21=
0.00,22=0.00,22=0.00,23=0.00 and 23=0.00
NOTES-
1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies.
2)Unbalanced floor live loads have been considered for this design.
3)All plates are MT20 plates unless otherwise indicated.
4)All plates are 1.54 MT20 unless otherwise indicated.
5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)21,14.
6)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.
7)"Semi-rigid 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 3-1 Old(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
9)Use USP MSH422(With 1 Od nails into Girder&1 Old nails into Truss)or equivalent at 4-0-0 from the left end to connect truss(es)F1 OGR(1 ply 2x4 SPF)to front
face of top chord.
10)FII all nail holes where hanger is in contact with lumber.
11)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Pfate Increase=1.00
Uniform Loads(plf)
Vert:14-21=-20,1-3=-460(F=-360),3-13=-100
Concentrated Loads(lb)
Vert:3=-1 525(F)
Job 7,,
uss Truss Type Qty Ply Upper Ridge Phase IV Duplex
15120721JF1 0GR Floor Girder 1 f
Job Reference(optional)
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:04 2016P 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-JzcKBvyKSglsQOu_SJgr9DDHy8xLwNwQuw61 F5zaPFI
2-6-0 0-6-12 0 1_g
I-1_
M 11 6x6= 5a 11 34 11
10 2 3 4
M 22 M 22 y
T1
T, IN
9
,5X3=
W, W1 yy2 W2 W1
BL1
B1
3M= 15411 1.5X!11 G10=
B 7 6
6-3-12
6-3-12
Plate Offsets X, -- 2:0-1-8 Edge], 3:0-3-0,Ed e, 5:Ed e,0-1-8 9:0-1-8,0-0-10
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.04 7 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.07 7-8 >997 240
BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.03 5 n/a n/a
BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:38 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 2850F 2.3E(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.
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 8=1625/Mechanical,5=2541/0-3-8
FORCES. (lb)-First Load Case Only
TOP CHORD 1-8=-414,5-9=-1369,4-9=-1368,1-10=0,2-10=0,2-3=-2419,3-11=-65,4-11=-65
BOT CHORD 7-8=2419,6-7=2419,5-6=2419
WEBS 3-5=2620,2-8=-2692,2-7=8,3-6=60
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0-00 and 9=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Refer to girder(s)for truss to truss connections.
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(0.13"1"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
7)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-10-4 from the left end to 3-10-4 to connect
trusses)F26(1 ply 2x4 SPF)to back face of tap chord.
8)Fill all nail holes where hanger is in contact with lumber.
9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1224 Ib down at 6-1-8 on top chord. The design/selection of
such connection device(s)is the responsibility of others.
10)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:5-8=-20,1-4=-100
Concentrated Loads(Ib)
Vert:4=-1173(B)10-1136(8)11=-1 136(B)
i
Job 'Truss Truss Typepry Ply Upper Ridge Phase IV Duplex
15120721JF1 F11 Floor 1 1
Job Reference(optional)
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries.Inc. Wed Mar 16 10:01:05 2016 Page 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-n9AjOFzyD8ti2ATA01 B4hRILTYJMetgZ7aranXzaPR
2-6-0 1-6-8 L 2-0-0 1-10-12
see-,m
,.5r3 II 1.5[i II ,.5fl 11 3x4= 64=
3rd 1 2
44= 3 4 53—= 6 l 8
2 2 4
04
13 12
3.4= 10 9
11
4x4=
4A_
4-5-0 5-6-8 6-6-8 7-3 4 13-6-12 1 -9-12
4-5-0 1-1-8 1-0-0 0 8 12 6-3-8 3-
PlateOffsets X, -- 1:Ed e,0-1-8, 8:0-2-11 E e, 11:0-1-8,Ed e, 12:0-1-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.29 10-11 >553 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.5510-11 >294 240
BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) -0.04 8 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:53 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 13=806/Mechanical,8=806/0-2-8
FORCES. (lb)-First Load Case Only
TOP CHORD 1-13=-116,1-2=0,2-3=-2138,3-4=-2138,4-5=-2138,5-6=-1170,6-7=1170,7-8=-1174
BOT CHORD 12-13=1417,11-12=2138,10-11=2013,9-10=0
WEBS 3-12=-357,4-11=-76,2-13=-1569,2-12=887,8-10=1356,6-10=-180,5-10=-932,5-11=138
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,7=0.00,8=0.00,10=0.00,11=0.00,12=0.00and 13=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Refer to girder(s)for truss to truss connections.
3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8.
4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIIrPI 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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
Job Truss Truss Type Ory Ply Upper Ridge Phase IV Duplex
15120721JF1 F11 GR FLOOR GIRDER 1 1
Job Reference(optional)
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:06 2016 Page t
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-FMkSbb_a_S?ZgK2MakiJEelXDyaHN14jLEb8KzzaPR
0-1-8
H 1,�; `__1�-�2���-0� I 1-1-0 12-0-0 �1-5-_4 I 0-`11-8
I�I I SCNe•1 41.
MS 22 3x6 FP= MS 3z6 FP=
1.5X3= 1x14 MT20H5= 1x14 MT20HS= = x6 II 6x6= 6r8= 6,9= 7x14 MT20HS= 1.W=
1 2 3 4 5 7 8 10 11 12 13 14 15 16 17 18 19
day jb
d
30 29 ;2827 26 25 24 23 22 21
6rB=
8,12= 6x10= 3.12 M183 S FP= 3.12 M18SHS FP= 6.= 6x6= 6x10= 60=
65= 6x8=
25-0-0
25-0-0
Plate Offsets X, -- 11:0-1-8Ed e, 12:0-3-0,0-0-0 23:0-1-8,Ed e,[32:0-1-8,0-0-101,[33:0-1-8,0-0-101
LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.59 24-25 >506 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -1,06 24-25 >281 240 MT20HS 148/108
BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.11 20 Na n/a M18SHS 197/144
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:180 to FT=01/6F,0%E
LUMBER- 6RACING-
TOP CHORD 2x4 SPF 21 OOF 1.8E(flat)'Except* TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins, except end verticals.
T1:2x4 SPF No.2(flat) SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 OF 2850F 2.3E(flat)'Except*
B1:2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 31=2430/0-5-8,20=2046/0-5-4
FORCES. (Ib)-First Load Case Only
TOP CHORD 31-32=-76,1-32=-76,20-33=-89,19-33=-89,1-2=-4,2-3=-5589,3-4=-5599,4-5=-10189,5.6=-10198,6-7=-12980,7-8=-12980,8-9=-12977,9-10=-12990,10-11=-12973,11-12=-11581,
12-13--11581,13-14=-11581,14-15=-8150,15-16=-8138,16-17=-4564,17-18=-4554,18-19=0
BOT CHORD 30-31=2992,29-30=8112,28-29=12172,27-28=12172,26-27=13432,25-26=13432,24-25=11581,23-24=11581,22-23=9799,21-22=6527,20-21=2600
WEBS 11-24=-851,12-23=-932,2-31=-3784,2-30=3389,3-30=-213,4-30=-3147,4-29=2754,5-29=-202,6-29=-2503,6-27=1031,8-27=-136,9-27=-669,9-25=-559,10-25=-602,11-25=2035,
18-20=-3173,18-21=2595,17-21=-220,16-21=-2459,16-22=2136,15-22=-286,1422=-2066,14-23=2355
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=0.00,21=
0.00,22=0.00,23=0.00,24=0.00,25=0.00,26=0.00,27=0.00,28=0.00,29=0.00,30=0.00,31=0.00,32=0.00,32=0.00,33=0.00 and 33=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)All plates are 3x6 MT20 unless otherwise indicated.
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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
7)Use USP MSH422(With 10d nails into Girder&IOd nails into Truss)or equivalent spaced at 2-8-8 oc marc.starting at 7-10-4 from the left end to 10-6-12 to
connect truss(es)F12GR(1 ply 2x4 SPF)to front face of top chord.
8)Fill all nail holes where hanger is in contact with lumber.
9)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(pit)
Vert:20-31=-20,1-19=-100
Concentrated Loads(Ib)
Vert:6=-760(F)9=-760(F)
Job Truss Truss Type Qty PlyUpper Ridge Phase IV Duplex
15120721JFI F12 Floor Girder 2 1
Job Reference(optional)
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:07 2016 Page 1
I D:M_3SpF6FwZCKEH PbcYkZG Ey9RBK-kkYlTpx?CII7QHTdZ7S DYnsrsPL9?6SHSaUKhSQZaPR
2
3x6= 1.Sxi II
Scale-1 8.3
I �
T1 0
d
5
1i. W1 W1 W1 4
OU
8,
i1 d
3.11 3x6=
2-2.8
2-2.8
Plate Offsets X, -- 4:Ed e,0-1-8
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 0.27 Vert(LL) 0.00 4 "" 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 3-4 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a Na
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:12 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural woad sheathing directly applied or 2-2-8 oc purlins, except end verticals.
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. (lb/size) 4=876/Mechanical,3=111/0-3-8
FORCES. (lb)-First Load Case Only
TOP CHORD 1-4=-857,3-5=-95,2-5=-95,1-2=-5
BOT CHORD 3-4=-0
WEBS 1-3=6
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00and 5=0.00
NOTES-
1)Refer to girder(s)for truss to truss connections.
2)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-
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)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.
5)CAUTION,Do not erect truss backwards.
6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)759 Ib down at 0-1-8 on tap chord. The designiselection of
such connection device(s)is the responsibility of others.
7)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(pit)
Vert:3-4=-20,1-2=-100
Concentrated Loads(lb)
Vert:1=-759(B)
ala
Job Truss Truss Type Qty 7�JJ.bReference
er Ridge Phase IV Duplex
15120721JF1 F12GR Floor Girder 2
(optional)
Universal Forest Products Fun:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:08 2016 Page 1
ID:M_3SpF6FwZCKEH PbcYkZG Ey9RBK-CksrOH?q W3FHvdClh9knJ3N 191V DrJX?pY4EOszaPRP
1-$-8 0-1-8
z
, 3x6= 1.Sr3 I I Scale-f 9.f
li al
Ti
I 5
1.5Xi=
Wt W1 W1
BL1
Bp
d
3.II
2-2-8
2-2-8
Plate Offsets X, -- 4:Ed e,0-1-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) 0.00 4 "" 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 3-4 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:13 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-8 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No.21flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 4=897/Mechanical,3=111/0-3-8
FORCES. (lb)-First Load Case Only
TOP CHORD 1-4=-878,3-5=-95,2-5=-95,1-2=-4
BOT CHORD 3-4=-0
WEBS 1-3=5
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00and 5=0.00
NOTES-
1)Refer to girder(s)for truss to truss connections.
2)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.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)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.
5)CAUTION,Do not erect truss backwards.
6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)780 Ib down at 0-1-8 on top chord. The design/selection of
such connection device(s)is the responsibility of others.
7)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(pit)
Vert:3-4=-20,1-2=-100
Concentrated Loads(Ib)
Vert:1780(B)
Job Truss Truss Type Qty Ply =Reference
x
15120721 Fl F13 Floor '', 3
Universal Forest Products Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:08 2016 Page 1
ID:M_3SpF6 FwZCKEH PbcYkZG Ey9 RBK-CksrOH?q W3FHvdCih9knJ3NwcIMjrEA?pY4EOszaPRP
0-1-8
H 2-6-0 2-0-0 1-5-4 e 029 2
�s3 u
15'x= 1.53 II 1.53 II 1.53 II 3x4= M1
1 23%6- 3 4 53" Z11 9
1�
2 2 q Y
12 1,3.- 10 9
36= 56=
34=
5-2-11 5 4 8 6-4-3 7-4-3 8-7-15 13-11-4 14-8-6
5-2-11 0-1-130
1-0-0 1-3-12 5-3-5 0-9-2
Plate Offsets X,Y-- 8:0-3-2,Ed e, 11:0-1-8,Ed e, 12:0-1-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.26 10-11 >644 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) -0.48 10-11 >346 240
BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) -0.03 8 n/a n/a
BCDL 10.0 Cade IRC2009/TP12007 (Matrix) Weight:55 to FT=0%F,0%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 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPFNo.2(flat)
REACTIONS. (lb/size) 13=830/0-3-8,8=834/0-7-2
FORCES. (Ib)-First Load Case Only
TOP CHORD 13-14=-107,1-14=-107,1-2=-6,2-3=-2386,3-4.2386,4-5=-2386,5-6=-969,6-7=-969,7-8=-972
BOTCHORD 12-13=1495,11-12=2386,10-11=2001,9-10=0
WEBS 3-12=-294,4-11=-153,2-13=-1640,2-12=985,8-10=1219,6-10=-169,5-10=-1141,5-11=426
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,7=0.00,8=0.00,10=0.00,11=OM,12=0.00,13=0.00,14=0.00 and 14=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)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.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
6)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
Job Truss Truss Type 70ty Ply7Upper Ridge PhaseIV Duplex
15120721JFI F13GR Floor Girder b Reference o tional
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:09 2016 Page 1
ID:M_3SpF6FwZCKEHPbcYkZG Ey9RBK-gwQDEd0SHNN8XnmxFtF0sHw 119fhafg92CpowlzaPR
0-1-8
H 2-6-0T3 2-0-0 1-7-3 0-1-8
e-136.
15411 1.5x3 II 1.5X3 II
1.5X3= 3x6= 1.5X3 11 3x6= 1.5x3 3E FP= 5.= 6x8= MSL. 4x6 II 3x4= 1.5X/=
1 2 3 4 5 6 7 8 9 10 11 12 13 14
23 24 Id
2'
20 19 18 16
3x6= 3x6= 3x4= 5x6 z 3x6 FP= 3.= 4.10= 34=
11-1-8
1 7-9-5 8-11-0 19-11-0110-11-q 15-10-0 23-10-0
7-9-5 1-1-11 1-0-0 1-0-0 4-8-8 8-0-0
0-2-8
Plate Offsets X, -- 10:0-3-0,Ede 19:0-1-8,Edge], 20:0-1-8,Ed e
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) -0.33 20-21 >567 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(TQ -0.64 20-21 >295 240
BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.05 15 Na n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:101 to FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 4-7-10 cc purlins, except end verticals.
T1:2x4 DF 285OF 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except:
BOT CHORD 2x4 SPF 2100F 1.8E(flat)`Except* 6-0-0 cc bracing:16-17.
B2:2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 22=900/0-5-8,17=2166/0-5-4,15=553/0-3-8
Max Grav22=907(LC 2),17=2166(LC 1),15=601(LC 4)
FORCES. (lb)-First Load Case Only
TOP CHORD 22-23=-108,1-23=-108,15-24=-113,14-24=-113,1-2=-5,2-3=-2050,3-4=-2050,4-5=-2149,5-6=-2149,6-7=-2149,7-8=-2149,8-9=239,9-10=217,10-25—1097,11-25=-1097,11-12=-1109,
12-13=-1097,13-14=-5
BOTCHORD 21-22=1470,20-21=2492,19-20=2149,18-19=1101,17-18=1101,16-17=-239,15-16=764
WEBS 5-20=119,6-19=-627,10-17-1432,2-22=-1654,2-21=775,3-21=-136,4-21=-502,4-20=-390,8-17=-1521,8-19=1338,13-15=-857,13-16=378,11-16=-722,10-16=1486
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=0.00,21=
0.00,22=0.00,23=0.00,23=0.00,24=0.00 and 24=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)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.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
5)CAUTION,Do not erect truss backwards.
6)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent at 17-4-12 from the left end to connect truss(es)F14GR(1 ply 2x4 SPF)to back
face of top chord.
7)Fill all nail holes where hanger is in contact with lumber.
8)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(pit)
Vert:15-22=-20,1-14=-100
Concentrated Loads(lb)
Vert:25=-802(B)
Job Truss Truss Type j Qty Ply Upper Ridge Phase IV Duplex
15120721JF1 F14GR Floor Girder 1 1
Job Reference(optional)
Universal Forest Products Run:7.640 s Nov 10 2015 Print:7.640 s Nov W 2015 MiTek Industries,Inc. Wed Mar 16 10:01:10 2016 Page 1
ID:M_3SpF6FwZCKEH PbcYkZGEy9 RBK-87_cRy152g V?8xL8pamFOUTQ8Z5?JBLIGrZLTizaP R
3xs II 1-6-12 3116 II 1-7-0 Sas II
2 3
Scale.190
TI
T1
Wi WI W2 W3 W1 W1
l Po1
6x6= 36=
5 a
1-2-0 3-7-12
1-2-0 2-5-12
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) 0.00 5 ""' 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) -0.07 4-5 >626 240
BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 4 n/a n/a
BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:22 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins, except end verticals.
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) 5=934/Mechanical,4=829/Mechanical
FORCES. (Ib)-First Load Case Only
TOP CHORD 1-5=-280,3-4=-143,1-2=0,2-3=0
BOT CHORD 4-5=822
WEBS 2-4=-1049,2-5=-1029
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00 and 5=0.00
NOTES-
1)Refer to girders)for truss to truss connections.
2)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.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
5)Use USP MSH422(With IOd nails into Girder&10d nails into Truss)or equivalent at 1-10-4 from the left end to connect truss(es)F33(1 ply 2x4 DF)to front face
of top chord,skewed 0.0 deg.to the left,sloping 0.0 deg.down.
6)FII all nail holes where hanger is in contact with lumber.
7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)128 Ib down at 0-1-8 on top chord. The design/selection of
such connection device(s)is the responsibility of others.
8)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(pit)
Vert:4-5=-20,1-3=-200(F=-100)
Concentrated Loads(lb)
Vert:1=-128(B)2=-887(F)
Job Truss Truss Type Qty Ply Upper Ridge Phase IV Duplex
15120721 F1 F15 Floor 7 1
Job Reference(optional)
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:11 2016 Page��11
I D:M_3SpF6FwZCKEH PbcYkZG Ey9RBK-cJX_fl2jp_dsm5wKM I l Uxi?TNzL22 W rSV V Iv?BzaP RM
0-1-8
HI 1-7-6 1-7-6_�I 2-6-0 2-0-0 1-10-0 -9-2
ScaF-- 37
3x<=
5x8= 3x8= 3x6= 3.FP= 6x3= 3"= 6.=
1 2 3 6 5 6 7 8 9 ,0 11 12 13
Ic Y
t 1
21 20 19 18 17 i6 15 16
4x5= 5,10= 4x8= 3,12 M18SHS FP= 6x10= 5x12=
12-10-3
11-4-4 11-13 22-11-4 23-8-G
11-4-4 - 1-0-0 10-1-1 1 0-9-2
Plate Offsets X,Y-- 6:0-1-8,Ed e, 7:0-1-8Ed e, 13:0-1-10,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.47 18-20 >582 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.83 18-20 >333 240 M18SHS 220/195
BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.03 13 Na Na
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:1001b FT=0%F,0%E
LUMBER- BRAgNG-
TOP CHORD 2x4 DF 285OF 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2x4 DF 285OF 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 22=1370/0-3-8,13=1374/0-7-2
FORCES. (Ib)-First Load Case Only
TOP CHORD 22-23=-73,1-23=-73,1-2=-4,2-3=-3368,3-4=-3368,4-5=-6174,5-6=6174,6-7=-6462,7-8=-5586,8-9=-5586,9-10=-5586,10-11=-2031,11-12=-2031,12-13=-2035
BOT CHORD 21-22=1835,20-21=5039,19-20=6462,18-19=6462,17-18=6462,16-17=6462,15-16=4098,14-15=0
WEBS 6-18=-30,7-17=100,2-22=-2230,2-21=1890,3-21=-222,4-21—1847,4-20=1256,5-20=-293,11-15=-163,10-15=-2285,10-16=1645,9-16=-232,7-16=965,6-20=-317,13-15=2373
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,12=0.00,13=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=0.00,21=
0.00,22=0.00,23=0.00 and 23=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)All plates are 1.50 MT20 unless otherwise indicated.
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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Fl.be
idge Phase IV Duplex
I
15120721 FFI F15GR FLOOR 1
erence o tional
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:12 2016 Pagge 1
I D:M_3SpF6FwZCKEH PbcYkZG Ey9RBK-4V5Mse2LalljOFV Ww?pjUvYcOMf9n?lbk92SXdzaPR
0-3-14
1-7-4 1 1 2-6-0 2-0-4
i —t �1�4 e-gas.
3.4
6x6=
1511
3x4= 1.5x3 3.4= M FP= 3x6= 15411 3.= 1.5fl 11 3.4=6x6=
1 2 3 24 4 5 6 7 a 9 10 11 12 13 14
�� ?Y
23 22 21 20 19 19 17 16 15
5.10= 36= 316= 3.II 3A= 4xa=
3x10M 0H8 FP=
0
-1414-11-2 i61-3-4 2-6 17-2-6 18-4-2; 23-9-10 24-6-1.2
0-3-14 -7-4 1-0 0 9-
Plate Offsets X, -- 14:0-2-12,Ed e, 17:0-1-8,Ed e 14 1-1-12 5-5-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in ('
oc) I/dell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.51 18-20 >552 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(TL) -0.89 18-20 >320 240 MT20HS 148/108
BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) -0.09 14 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:196 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat)'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
T3:2x4 DF 285OF 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SPF 210OF 1.8E(flat)'Except*
B2:2x4 DF 285OF 2.3E(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 1=2637/0-3-6,14=1517/0-7-2
FORCES. (lb)-First Load Case Only
TOP CHORD 1-2=-3298,2-3=-3287,3-24=-3287,424=-3287,4-5=7130,5-6=-7130,6-7=-8065,7-8=-8065,8-9=-8065,9-10=-6769,10-11=-6769,11-12=-2031,12-13=-2031,13-14=-2033
BOT CHORD 22-23=0,21-22=5795,20-21=7838,19-20=6769,18-19=6769,17-18=6769,16-17=4444,15-16=0
WEBS 9-18=-342,10-17=-732,11-17=2570,422=-2772,4-21=1476,5-21=-207,6-21=-783,6-20=250,8-20=-458,9-20=1420,12-16=-217,11-16=-2669,14-16=2464,3-22=-990,1-22=3989
JOINT STRESS INDEX
1=0.00,2=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,13=0.00,14=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=
0.00,21=0.00 and 22=0.00
NOTES-
1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies.
2)Unbalanced floor live loads have been considered for this design.
3)All plates are MT20 plates unless otherwise indicated.
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 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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:1-24=-460(F=-360),14-24=-100,15-23=-20
Job Truss Truss Type Qty Ply Upper Ridge Phase IV Duplex
15120721JF1 F77 Floor 1 1
Job Reference(optional)
Universal Forest Products Run:7.640 5 Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:12 2016 Pagge 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-4V5Mse2LalljOFVWw?pjUvYajMddn08bk92SXdza' IR
1-7-6 2-2-14 2-0-0 2-6-0 1-10-0 0-9-I2
Scale-126.
3.11 1.5b II 1s,G II art FP= 3x4= i.SCi II 3.4= 3x6
1 2 4�— 3 4 3x4_ 6 6 7 B 9 10
4 4
oy
16 34— 15 14 13 12 11
4x6= 1.50 II 34= 4x10=
2-8-9 3-8-11 4-8-11 5-8-11 15-9-12 16-6-1
2-8-9 1-0-2 1-0-0 1-0-0 1 10-1-1 0-9-2
Plate Offsets X, -- 1:Ed e,0-1-8, 4:0-1-8,Edge], 10:0-3-6,Ed e, 15:0-1-8,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud TWeight:
GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.3813-14 >499 480 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.62 13-14 >306 240
BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) -0.05 10 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat)`Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals.
T1:2x4 SPF 210OF 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 16=949/Mechanical,10=946/0-7-2
FORCES. (lb)-First Load Case Only
TOP CHORD 1.16=-93,1-2=0,2-3=-2683,3-4=-2683,4-5=-3192,5-6=-3192,6-7=-3192,7-8=-1367,8-9t-1367,9-10=-1371
BOTCHORD 15-16=1190,14-15=2683,13-14=2683,12-13=2530,11-12=0
WEBS 3-15=-508,4-14=-199,2-16=-1464,2-15=1678,8-12=-196,7-12=-1285,7-13=732,5-13=-$75,413=560,10-12=1598
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,9=0.00,10=0.00,12=0.00,13=0.00,14=0.00,15=0.00 and 16=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Refer to girder(s)for truss to truss connections.
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
Job Truss Truss Type ptyJ�U.�ppeRd �h-eplex15120721JFI F18 Floor 1
Universal Forest Products Run,7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:13 2016 Pa g9e 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-Yifk3_3zLbta?04jUiKy075mGm11 WU21ypn?43zaPR
1-7-6 1 2-2-14 2-0-0 2-6-0
1-4-0
0-9
-
f �
Scab 129
3x411 600= 3x611 3x611 5x611 1.56113x6 FP= art= 1Sx3 T7x12 MMB=
1 2 3 4 5 6 7 a 9 10 11 12 13
W3
o9
20316 19 163.— 17 16 15 14
dA= 3.10 MMHS FP= 3x6=
4.10=
2-8- 4-2-12 4-8-115-8-11 7-1-11 17-9-12 �8-6-14
2-8-9 1-6-3 5 1 1-0-0 1-5-0 10-8-1 0-9 2
Plate Offsets(X,Y)-- 1:Ed e,0-1-8,[5:0-3-0,0-0-01,(13:0-1-5,0-0-01, 18:0-1-8 Edge], 19:0-1-8,Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.34 16-18 >620 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(TL) -0.67 16-18 >319 240 MT20HS 148/108
BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) -0.02 13 n/a n/a M1118 141/138
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:82 Ib FT=0-%/.F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat)"Except' TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins, except end verticals.
T1:2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SPF 210OF 1.8E(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 20=1069/Mechanical,13=1066/0-7-2
FORCES. (lb)-First Load Case Only
TOP CHORD 1-20=-115,1-2=0,2-3=-5,3-4=-3397,4-5=-3397,5-6=-3397,6-7=-3711,7-8=-3713,8-9=-3713,9-10=-3713,10-11=-1182,11-12=-1182,12-13=-1184
BOT CHORD 19-20=1499,18-19=3397,17-18=4067,16-17=4067,15-16=2750,14-15=0
WEBS 4-19=-841,5-18=291,3-20=-1767,3-19=2139,11-15=-162,10-15=-1734,10-16=1064,8-16=-165,6-16=-388,6-18=734,13-15=1529
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,12=0.00,13=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00 and 20=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)Refer to girder(s)for truss to truss connections.
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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8)CAUTION,Do not erect truss backwards.
LOAD CASE(S)Standard
Job Truss Truss Type 1.. Ory Ply Upper Ridge Phase IV Duplex
15120721JF1 F19 Floor i 1
Job Reference(optional)
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:14 2016 Page 1
IDM_3SpF6FwZCKEHPbcYkZGEy9RBK-OuD6HK4b6v?RdYfv2QrBZKdzuAMHFvFuBTXZcWzaPRJ
2-6-0 2-0-12
r 1-4-0 � 0-9-2
Scale-127.91
I1
I 3.11 44$ . II 3.= II 3q FP= II P�12 MIB-
-
1 2 3 4 5 6 7 8 9 10
pY
I6
18 6q= 17 164x6 11 15 14 13 12 11
art II 6q= 3.FP= 4q=
2-6-113-611 5-0-12 5-11-111 16-7-12 17-4-14
2-6 11 1-0-0 1-6-1 0-10 15 10-8-1 0-9-2
Plate Offsets X,Y-- 1:Ed e,0-1-8, 2:0-3-0,Ed e, 10:0-1-5,0-0-0, 16:0-3-0,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in floc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.40 15-16 >502 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(TL) -0.70 15-16 >285 240 Mills 141/138
BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) -0.03 10 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:78 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat)'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
T1:2x4 SPF 210OF 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SPF 2100F 1.8E(flat)`Except`
83:2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 18=999/Mechanical,10=996/0-7-2
FORCES. (Ib)-First Load Case Only
TOP CHORD 1-18=-68,1-2=0,2-3=-2624,3-4=-2624,4-5=-3461,5-6=-3461,6-7=-1103,7-8=-1103,8-9=-1103,9-10=-1105
BOTCHORD 17-18=2624,16-17=2624,15-16=3443,14-15=2542,13-14=2546,12-13=2546,11-12=0
WEBS 2-17=640,3-16=-29,2-18=-2842,10-12=1427,8-12=-171,6-12=-1595,6-15=1002,5-15=-223,4-15=19,4-16=898
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,9=0.00,10=0.00,12=0.00,13=0.00,14=0.00,15=0.00,16=0.00,17=0.00 and 18=0.00
NOTES-
1)
OTES1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)Refer to girder(s)for truss to truss connections.
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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
Job (Truss Truss Type Qty Ply Upper Ridge Phase IV Duplex
15720721JF1 F20 Floor � 3 1
Job Reference(optional)
Universal Forest Productsun:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:15 2016 Page 1
d:M_3SpF6FwZCKEHPbcYkZGEy9RBK-V4nVUg5DtD71FiE5b7MQ5YA4MakLKW1Q7G68yzaPRl
2-6-0 2-5-12 2-0-0 1-4-0 0H
Scala-1 36.1
1.54
11 5.12 MT18HS= 1.54 I I 34= 1.54 11 3.= 1 S4 11 3x6 FP= 64- 54 I 3xd= 64=
1 2 3 6 5 6 7 8 9 10 11 12
4 q
1a
21 20 19 IB 17 16 15 16 13
34=
6.12= 3x6 11 4411 3.10 MUMS FP= 6.10= 4.10=
7-10-4 -5-11 9-11-12 10-10-11 21-6-12 22-3-1�}
7-10-4 -7- 1-6 1 10-1 10-8-1 0-9-2
Plate Offsets(X,Y)-- 18:0-3-0,Ed e
LOADING(psf) SPACING- 2-0-0 CSL IDEFL in (loc) I/dell L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) -0.49 16-18 >530 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.88 16-18 >296 240 MT20HS 148/108
BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) -0.03 12 n/a n/a MT18HS 197/144
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:98 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat)'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals.
T1:2x4 SPF 2100F 1.8E(flat) 60T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 22=1297/0-3-8,12=1295/0-7-2
FORCES. (Ib)-First Load Case Only
TOP CHORD 1-22=-97,1-2=0,2-3=-4427,3-4.4410,4-5=-5917,5-6=-5917,6-7=-5083,7-8=-5083,8-9=-5083,9-10=-1426,10-11=-1422,11-12.1425
BOT CHORD 21-22=2387,20-21=2381,19-20=5917,18-19=5917,17-18=5849,16-17=5849,15-16=3484,14-15=3509,13-14=0
WEBS 4-19=328,5-18=-132,2-22=-2654,2-20=2215,3-20=-222,4-20=-1647,12-14=1856,10-14=-161,9-14=-2298,9-16=1724,7-16=-234,6-16=-839,6-18=74
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,11=0.00,12=0.00,14=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=0.00,21=
0.00 and 22=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
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
Job Truss Truss Type Q
tyly U�ee'
hase IV Duplex
15120721JFI F23 Floor 1
Joo tional
Universal Forest Products �7.6405 Print:7.64015 MiTek Industries,Inc. Wed Mar 16 10:01:16 2016 Pagge 1
I D:M_3SpF6FwZCKEH PbcYkZG Ey9 RBK-zH Lti06re W F9sspH9rtfeljJ 1_8HjpsBfnofgOzaPRH
0-9-2
2-6-0 1-5-8
0-9-
s�a,
6.= 3H= 1.5Cf II 3.4= 1.5G1 I I 3.4= 1.SYi I I 3.4= 6x6=
1 2 3 6 5 6 7 8 9
i 4
q4
15 14 13 12 3x6-
4.10— 1.5X3 II 11 10
dv10=
0 9 2 14-11-10 15-8-12
0-9-2 14-2-8 0-9-2
Plate Offsets(X,Y)-- 4:0-1-8,Ed e, 9:0-2-2,Ed a 12:0-1-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.21 11-12 >829 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(TL) -0.40 11-12 >436 240
BCLL 0.0 Rep Stress]nor YES WE 0.49 Horz TL) -0.04 9 n/a Na
BCDL 10.0 Code IRC200EI TP12007 (Matrix) Weight:61 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 DF 2850F 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 1=865/0-7-2,9=865/0-7-2
FORCES. (lb)-First Load Case Only
TOP CHORD 1-2=-1593,2-3=-1588,3-4=-1588,4-5=-2524,5-6=-2524,6-7=-1592,7-8=-1592,8-9=-1596
BOT CHORD 14-15=0,13-14=2524,12-13=2524,11-12=2392,10-11=0
WEBS 9-11=1743,1-14=1740,7-11=-215,3-14=-206,6-11=-886,4-14=-1030,6-12=146,4-13=108,5-12=-78
JOINT STRESS INDEX
1=0.00,2=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,8=0.00,9=0.00,11=0.00,12=0.00,13=0.00 and 14=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)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.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)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.
5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S) Standard
Job Truss -Truss Type Qty Ply Upper Ridge Phase IV Duplex
15120721JF7 F24 Floor 1 1
I Job Reference(optional)
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:16 2016 Pagge 1
I D:M_3SpF6FwZ CKEH PbcYkZGEy9 RBK-zHLti06re W F9sspH9rtfelj Pd_AYjvXBfnOfgOzaPR
0-1-8
5b 1-3-4 z _ 2-6-0 3
1.5x3 II
Scale-1 8.9
Ti
6
11.3=
W,
W3 W1
BL1
B1
5 d
36=
3.=
0-3-0 4-1-12
0-3-0 3-10-12
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) 0.00 5 ""' 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.28 Vert(TL) -0.12 4-5 >395 240
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 4 Na n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:19 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-12 oc purlins, except end verticals.
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(flat)
REACTIONS. (lb/size) 5=231/0-5-8,4=237/0-3-8
FORCES. (Ib)-First Load Case Only
TOP CHORD 5-6-20,1-6=-20,3-4=-105,1-2=-1,2-3=0
BOT CHORD 4-5=174
WEBS 2-4=-197,2-5=-243
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00 and 6=0.00
NOTES-
1)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.
2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means.
4)CAUTION,Do not erect truss backwards.
LOAD CASE(S)Standard
Job Truss .Truss Type Ory Ply Upper Ridge Phase IV Duplex
15120721111 F25 Floor 3 1
Job Reference(optional)
Universal Forest Products Run:7.640 s Nov 10 2015 Print:7.640 s NOV 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:17 2016 Page 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-RTvFvM6UOgN000OUjYOUBzFPgNMVSEOKtRIDDrzaPR
0-1-8
H
2-6-0 1 5-13 1� 4-14 2r — 0 0 ___� 1�5� _840
5�= 3�= 4x4= 36 FP= 4�= 5A=
1 2 3 4 5 6 7 8 9 10 11 12 13
20 19 18 17 16 15
4�— 5.= 3A= 3112 M18SHS ISP= 4a4= 4A= 5 9= 4,8=
12-4-5 13-6-3.14-6-0 15-6-3 16-7-11 25-0-0
12-4-5 1-1-14 0-11-1 1-0-3 1-1-8 8-4-5
Plate Offsets X, -- 14:E e,0-1-8, 16:0-1-8,Edge],If7:0-1-8,Edge], 21:Ed e,0-1-8
LOADING(psf) =in.rY'ES
2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP
TCLL 40.0 1.00 TC 0.99 Vert(LL) -0.59 17-19 >500 480 MT20 197/144
TCDL 10.0 1.00 BC 0.85 Vert(TL) -1.05 17-19 >283 240 M18SHS 220/195
BCLL 0.0 YES WB 0.60 Horz(TL) 0.13 14 n/a n/a
BCDL 10.0 P12007 (Matrix) Weight:1071b FT=O%F,01/.E
LUMBER- BRACING-
TOP CHORD 2x4 DF 2850F 2.3E(flat)*Except* TOP CHORD Structural woad sheathing directly applied, except end verticals.
T2:2x4 SPF 210OF 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
BOT CHORD 2x4 DF 285OF 2.3E(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 21=1479/0-5-8,14=1479/0-5-8
FORCES. (lb)-First Load Case Only
TOP CHORD 21-22=-111,1-22=-111,14-23=-111,13-23=-110,1-2=-5,2-3=-3789,3-4=-3789,4-5=-6327,5-6=-6327,6-7-6462,7-8-6462,8-9=-6462,9-10=-6462,10-11=-3784,11-12=-3784,12-13=-5
BOTCHORD 20-21=2551,19-20=5311,18-19=6652,17-18=6652,16-17=6462,15-16=5302,14-15=2544
WEBS 7-17=106,8-16=-443,2-21=-2874,2-20=1657,3-20=-187,4-20=-1728,4-19=1153,5-19=-235,6-19=-372,6-17=-256,12-14=-2867,12-15=1659,11-15=-208,10-15=-1722,10-16=1317
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=0.00,21=
0.00,22=0.00,22=0.00,23=0.00 and 23=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)All plates are 1.5x3 MT20 unless otherwise indicated.
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 cc 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
Job Truss Truss Type Ory Ply Upper Ridge Phase IV Duplex
15120721JF1 F26 Floor 3 1
Job Reference o tional
Universal Forest Products Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:18 2016 Page 1
I D:M_3SpF6FwZCKEH PbcYkZGEy9 RBK-vfTd7h7698 Ws6AzgHGw7jAofonl WBjLU65V mlHzaP R F
2-6-0 1-4-7 2-0- �1-5-13 0-1-8
Scale-133.
1541
1.5X3 II
3r 11 1.5X3 11 3x6= 1.541 11 1.5x3 11 34= 3x6 FP= 4x8= 1 SX3=
1 2W— 3 6 5 6 7 8 9 10 11
19
L
18 3A 17 16 15 14 13
6x6= 3.= 3x10 MMI-IS FP= 4x = 3�_
3.=
8-1-3 9-4-7 10-4-4 1 1-4-7 12-5-15 1 20-10-4
8-1-3 1-3-4 11-13 1-0-3 1 1-1-8 8-4-5
Plate Offsets X, -- 1:Ed e,0-1-8, 15:0-1-8,Edge], 16:0-1-8,Ed e
LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.36 13-15 >689 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.63 13-15 >391 240 MT20HS 148/108
BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.10 12 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:82 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF 21 OOF 1.8E(flat)'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
T2:2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 18=1236/Mechanical,12=1230/0-5-8
FORCES. (lb)-First Load Case Only
TOP CHORD 1-18=109,12-19=-109,11-19=-108,1-2=0,2-3=-2979,3-4=-2979,4-5=-4620,5-6=-4620,6-7=-4620,7-8=-3038,8-9=-3038,9-10=-3038,10-11=-5
BOT CHORD 17-18=2037,16-17=4052,15-16=4620,14-15=4090,13-14=4090,12-13=2085
WEBS 5-16=-233,6-15=-219,2-18=-2313,2-17=12T7,3-17=-181,4-17=-1218,4-16=644,10-12=-2348,10-13=1275,9-13=-176,7-13=-1193,7-15=601
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00 and 19=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)Refer to girder(s)for truss to truss connections.
4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and 8802.10.2 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 3-10d(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
I
Job Truss Truss Type Ory Ply =Reference
x
15120721JF1 F27 Floor 3
Universal Forest Products Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:19 2016 Page 1
I D:M_3SpF6FwZCKEH PbcYkZG Ey9 RBK-NSO?K 18kwRejjJXsgzRMGOLg7B4UwATdLIEKHjzaP R
0-1-8
H 2-6-0 1-7-15 2-0-0 1-5-13 0-u1-8
Scali 11 33.
3x5= 3x6= 3x6 FP= 4x8=
1 ZSre= 3 4 5 6 ] B 9 10 11
1
17 16 15 14 13
3x8= 5x8=
3.= 4.= 3x10 M1.H5 FP= 4.= 3.=
9-7-15
8-8-3 9-5-0. 10-7-12 11-7-15 12-9-7 21-1-12
8-8-3 -8-1 0-11-13 1-0-3 1-1-8 8-4-5
0-2-15
Plate Offsets X, -- 15:0-1-8,Edge], 16:0-1-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ltd PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.37 16-17 >673 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(TL) -0.66 16-17 >382 240 MT20HS 148/108
BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.10 12 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:83 Ib FT=0'/.F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF 2100F 1.8E(flat)`Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
T2:2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 18=1248/0-3-8,12=1248/0-5-4
FORCES. (lb)-First Load Case Only
TOP CHORD 18-19=-106,1-19=-106,12-20=109,11-20=-109,1-2=-5,2-3=-3193,3-4=-3193,4-5=-4751,5-6=-4751,6-7.4751,7-8=-3091,8-9=-3091,9-10=-3091,10-11=-5
BOT CHORD 17-18=2064,16-17=4230,15-16=4751,14-15=4175,13-14=4175,12-13=2117
WEBS 5-16=-217,6-15=-235,2-18=-2338,2-17=1423,3-17=-198,4-17=-1177,4-16=591,10-12=2385,10-13=1303,9-13=178,7-13=-1230,7-15=654
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,19=0.00,20=
0.00 and 20=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)All plates are 1.5x3 MT20 unless otherwise indicated.
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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S) Standard
Job Truss Truss Type pry 7:lEj."per Ridge Phase IV Duplex
15120721JF1 F28 Floor 1 Reference(optional)
Universal Forest Products in:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:19 2016 Page 1
1 D:M_3SpF6FwZCKEH PbcYkZG Ey9 RBK-NSO?K 18kwRejjJXsgzRMGOLkAB2Nw8tdLl EKHjzaP R E1
0-1-8
H 2-6-0 1-5-13 1-4-14 2-0-0 1-5-13 0-1-8
soa6.1 ao.
5i 3x8= 4r4= 3*FP= 4A= 5x8=
1 2 3 6 5 6 7 8 9 10 11 12 13
20 19 18 17 16 15
4�- 5x8= 3rB= 3x12 M18SHS F'P= 4x6= 5x6= 4> =
12-4-5 13-6-3 14-6-0 15-6-3 16-7-11 25-0-0
12-4-5 1'-1-14 -11-1 1-0-3 1-1-8 8-4-5
Plate Offsets X, -- 14:Ed e,0-1-8, 16:0-1-8,Edge], 17:0-1-8,Ed e, 21:Ed e,0-1-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) -0.5917-19 >500 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) -1.05 17-19 >283 240 M18SHS 220/195
BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.13 14 n/a n/a
BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:107 lb FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 285OF 2.3E(flat)*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals.
T2:2x4 SPF 2100F 1.BE(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 DF 2850F 2.3E(flat)
WEBS 2x4 SPF No-2(flat)
REACTIONS. (Ib/size) 21=1479/0-5-8,14=1479/0-5-4
FORCES. (Ib)-First Load Case Only
TOP CHORD 21-22=-111,1-22=-111,14-23=-111,13-23=-110,1-2=-5,2-3=-3789,3-4-3789,4-5=-6327,5-6=6327,6-7=-6462,7-8=-6462,8-9=6462,9-10=-6462,10-11=-3784,11-12=-3784,12-13=-5
BOTCHORD 20-21=2551,19-20=5311,18-19=6652,17-18=6652,16-17=6462,15-16=5302,14-15=2544
WEBS 7-17=106,8-16=-443,2-21=-2874,2-20=1657,3-20=-187,4-20=-1728,4-19=1153,5-19=-235,6-19=-372,6-17=-256,12-14=-2867,12-15=1659,11-15=-208,10-15=-1722,10-16=1317
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=0.00,21=
0.00,22=0.00,22=0.00,23=0.00 and 23=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Al plates are MT20 plates unless otherwise indicated.
3)All plates are 1.5x3 MT20 unless otherwise indicated.
4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and 8802.10.2 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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S) Standard
F15120721JF1
Truss ]Floor
russ Type Cry Ply Upper Ridge Phase IV Duplex
F29 1 1
Job Reference o tional
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:20 2016 Page 1
Ib:M_3SpF6FwZCKEH PbcYkZGEy9 RBK-r2aOYN9M hl maLT630gybobt2?b W DfiHmZP_tpAzaP R
0-1-8
2-6-0 1-11-8
3.4=
15Ki 2 3 3.4= 4 U4 II
9
1.Ski=
W1 2
BUW2 W1 W1 W
1.S 1.6G1
6 7 6 5
3x6= 36=
7.8-8
7-8-8
Plate Offsets X Y-- 2:0-1-8,Ed a 3:0-1-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.05 5-6 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.07 5-6 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:321b FT=0%F,0'%/.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.
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. (lb/size) 8=441/0-5-8,5=447/Mechanical
FORCES. (lb)-First Load Case Only
TOP CHORD 8-9=-110,1-9=-110,4-5=-113,1-2=-5,2-3=-608,3-4=0
BOT CHORD 7-8=608,6-7=608,5-6=608
WEBS 3-5=-683,2-8=-678,2-7=52,3-6=50
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00 and 9=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Refer to girder(s)for truss to truss connections.
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)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
Job Truss Truss Type 7QtyTPIy_ Upper Ridge PhaseIV Duplex
15120721JF1 F30 Floor 1
Job Reference(optional)
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:21 2016 Page 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-JE8mlj9_S3uRzdhFyOTgLpQ8k?mbO8dwo3jQMczaPR
2-5-3 2-0-0 2-6-0 1-5-13 0-1-8
Scale-122.
4¢= 1SKi 1.SLi 4x8
13.411 2 3 63.4= 5 6
J71 SKi=
W2 38
3 y
L
12 4M 11 10 3.4= 93A_
1.54i II
4x8=
2-9-11 3-9-8 4-9-11 5-11-3 14-3-8
2-9 11 0-11-13 1-0 3 1-1-8 8-4-5
Plate Offsets X, -- 1:Ed e,0-1-8, 2:0-1-8,Edge], 8:Ed e,0-1-8,ri0:0-1-8.Ed e,ri2:Ed e,0-1-5
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 0.73 Vert(LL) -0.35 9-10 >482 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.65 9-10 >258 240
BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 8 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:70 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 285OF 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2x4 DF 285OF 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 12=842/Mechanical,8=836/0-5-4
FORCES. (lb)-First Load Case Only
TOP CHORD 1-12=-20,8-13=-102,7-13=-102,1-2=0,2-3=-1673,3-4=-1673,4-5=-1865,5-6=1865,6-7=-5
BOT CHORD 11-12=1673,10-11=1673,9-10=2173,8-9=1319
WEBS 2-11=293,3-10=134,2-12=-1889,6-8=-1495,6-9=713,5-9=-137,4-9=-349,4-10=-567
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00 and 13=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Refer to girder(s)for truss to truss connections.
3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 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)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Upper Ridge Phase IV Duplex
15120721JF1 F31 Floor 1 1
Job Reference o tional
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:21 2016 Page 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-JE8mlj9_S3uRzdhFyOTgLpQCM?s1O8Hwo3jQMczaPR
0-1-8
1-8-4 3 1-7-4 3 ,son
Sca'a-19.0
T1
6
W1 0
W3 W1
'4
Bl1
B1
5 X 4
4r6=
3x4=
1-1-12 3-8-0
1-1-12 2-6-4
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) 0.00 5 "" 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.38 Vert(TL) -0.07 4-5 >582 240
BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:17 lb FT=O%F,0%E
LUMBER- BRACING-
TOPCHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (Ib/size) 5=807/0-3-8,4=835/0-3-8
FORCES. (lb)-First Load Case Only
TOP CHORD 5-6=-325,1-6=-324,3-4=-271,1-2=-15,2-3=0
BOT CHORD 4-5=621
WEBS 2-4=-816,2-5=-754
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00and 6=0.00
NOTES-
1)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.
2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means.
4)CAUTION,Do not erect truss backwards.
5)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:4-5=-20,1-3=-460(F=-360)
Job Truss Truss Type Ory Ply Upper Ridge Phase IV Duplex
15120721JF1 F32 Floor q 1
Job Reference o tional
Universal Forest Products Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:22 2016 Page 1
I D:M_3SpF6FwZCKEH PbcYkZG Ey9RBK-oRi8y3AcDM01anG R W5_3u0yGhO5x7ZM31 jT_u2zaPR
0-1-8
H 2-6-0 1-5-13 2-0-0 1-7-3� 0-1-8
I sw�-1 ae.z
3x6= 3.4= 36 FP= 5x6— 3.=
1 2 3 d 5 6 i 8 934 10 11 12 'Jr�
WWl
<1
19 18 174 - 16 14
3.= 3x6 FP= 34— M= 3x6=
11-1-8
7-9-5 8-11-0 9-11-0,10-11-0 15-10-0 23-10-0
7-9-5 1-1-11 1-0-0 1-0-0 4-8-8 8-0-0
0-2-8
Plate Offsets X,Y-- 17:0-1-S,Ed e, 18:0-1-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) -0.37 18-19 >514 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.70 18-19 >270 240
BCLL 0.0 Rep Stress[nor YES WB 0.36 Horz(TL) 0.05 13 n/a n/a
BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:95 Ib FT=0-%/.F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF 210OF 1.8E(flat)`Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins, except end verticals.
T2:2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except:
BOT CHORD 2x4 SPF 2100F 1.8E(flat)`Except` 6-0-0 cc bracing:14-15.
B2:2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 20=926/0-5-8,15=1447/0-5-4,13=445/0-3-8
Max Grav20=935(LC 2),15=1447(LC 1),13=499(LC 4)
FORCES. (lb)-First Load Case Only
TOP CHORD 20-21=-108,1-21=-107,13-22=-102,12-22=-102,1-2=-5,2-3=-2131,3-4=-2131,4-5=-2340,5-6=-2340,6-7=-2340,7-8=-2340,8-9=72,9-10=-598,10-11=-598,11-12=-5
BOTCHORD 19-20=1522,18-19=2610,17-18=2340,16-17=1385,15-16=1385,14-15=-72,13-14=580
WEBS 5-18=67,6-17=-539,9-15=-656,2-20=-1712,2-19=815,3-19=-140,4-19=-544,4-18=-306,8-15=-1654,8-17=1220,11-13=-649,11-14=21,10-14=-240,9-14=753
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=0.00,21=
0.00,21=0.00,22=0.00 and 22=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 1.50 MT20 unless otherwise indicated.
3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and 8802.10.2 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 cc 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)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
Job Truss Truss Type d Ply Upper Ridge Phase IV Duplex
15120721 F1 F33 Floor 1 1
Job Reference(optional)
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:23 2016 Page 1
ID:M 3SpF6FwZCKEHPbcYkZGEy9RBK-GdGWAPBE—g89Cxre3pVIQEVTdoTgsOHDGNCXQU. R
0-1-8
H 2-6-0 1-5-13 2-0-0 r 2-4-3
stela-1 zs
1.5x3 II
1.5X1=
4x6= 1.5X3 II 3.= 1.5X3 1.5x3 II 3x6 FP= 44= 3.II
IIrr 1 2 3 6 5 6 7 g q
312 11 44— 10
= 3d=
3x6=
3x6=
9-11-0
8-11-0 9-4-5 10-11-0 11-5-$ 16-8-8
8-11-0 -5-5 1-0-0 '0-6-8' 5-3-0
0-6-11
Plate Offsets X, -- 11:0-1-S,Ed e, 12:0-1-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lac) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.37 12-13 >536 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.63 'Vert(TL) -0.64 12-13 >307 240
BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.04 10 n/a n/a
BCDL 10.0 Cade IRC2009ITP12007 (Matrix) Weight:69 to FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins, except end verticals.
T1:2x4 SPF 2100E 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 OF 285OF 2.3E(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 14=981/0-5-4,10=987/Mechanical
FORCES. (lb)-First Load Case Only
TOP CHORD 14-15=-108,1-15=-107,9-10=-115,1-2=-5,2-3=-2301,3-4=-2301,4-5=-2748,5-6=-2748,6-7=-2748,7-8=-2748,8-9=0
BOTCHORD 13-14=1627,12-13=2873,11-12=2748,10-11=1581
WEBS 5-12=-9,2-14=-1831,2-13=901,3-13=-147,4-13=-649,4-12=-142,8-10=1795,6-11=-431,8-11=1334
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00,15=0.00 and 15=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Refer to girder(s)for truss to truss connections.
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 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
Job Truss Truss Type Ory Ply Upper Ridg�Phas, Duplex15120721JF1 F34 Floor 3 1
Job Referel
Universal Forest Products un:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:24 2016 Pagge 1
tD:M_3SpF6FwZCKEHPbcYkZGEy9RBK-kpquNlCtl_GOg5QgdWOXzR2hvCnkbROMU1 y5yxzaPR
0-1-8
2-6-0
H I � 1-5-13 1 � 2-�-01-5-13
r -132.
43x6= 3x6= 3x6 FP= 54=
rr/ 1 2 3 4 5 6 7 8 9 10 11
14
17 1615 14 13
3.
3ID= 4x6= = 4x4= 3x10 MMHs FP= 4x6= 5x6=
10-11-0
7-9-5 9-5-13 -11-0 12-6-13 20-5-8
7-9-5 1-8-8 0-5- 1-0-0 1-7-13 7-10-11
Plate Offsets X, -- 12:E e,0-1-8 15:0-1-8,Edge], 16:0-1-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.36 16-17 >678 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.63 16-17 >386 240 MT20HS 148/108
BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.09 12 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:80 to FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF 2100F 1.8E(flat)'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
T2:2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 18=1206/0-5-4,12=1206/0-3-8
FORCES. (lb)-First Load Case Only
TOP CHORD 18-19=-110,1-19=-109,12-20=-90,11-20=-90,1-2=-5,2-3=2970,3-4=-2970,4-5=-4441,5-6=-4441,6-7=-4441,7-8=-2690,8-9=-2690,9-10=-2690,10-11=-4
BOTCHORD 17-18=2039,16-17=3973,15-16=4441,14-15=3810,13-14=3810,12-13=1717
WEBS 5-16=-198,6-15=-254,2-18=-2297,2-17=1246,3-17=-179,4-17=-1138,4-16=531,10-12=-2030,10-13=1320,9-13-194,7-13=-1271,7-15=716
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,19=0.00,20=
0.00 and 20=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)All plates are 1.54 MT20 unless otherwise indicated.
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.
LOAD CASE(S)Standard
Jab Truss Truss Type ]Q�t�yply�Upper Ridge Phase IV Duplex15120721JFI F34GR FLOOR GIRDER Reference(optional)
Universal Forest Products un:7.640 s Nov 70 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:25 2016 Pagge 1
I D:M_3SpF6FwZCKEH PbcYkZGEy9 RBK-C?OHb5DV W HOtSE?OBEYmVfagkc6zKtV WjhheVNzaPR8
0-1-8
H 2-6-0 1-5-13 2-0-0 �1-11-3 1-6-6-8 0-1J-8
1.50
II 36 FP= MSfr.22 1.54 II
1.S4= 4�= 1.5v I I 6rt= 3x6 II 3.II 6x6 II 3x6 11 6x12= 1.5Q=
1 2 3 5 6 7 6 9 10 2 11 12 13
L
L
19 16 17 16 15
- 44= 3A= 3x4= &12 M16SHS FP= 5A= 6x10=
7-9-5 8-11-0 9-11-0 10-11-0 12-0-0 20-5-8
7-9-5 1-1-11 1-0-0 1-0-0 1-1-0 8-5-8
Plate Offsets(X,Y)-- 7:0-3-0,0-0-0, 14:Ed e,0-1-8, 17:0-1-8,Ed e, 18:0-1-8,Ed e
LOADING lost) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.30 17 >815 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(TL) -0.54 15-17 >445 240 M18SHS 197/144
BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.12 14 n/a Na
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:96 Ib FT=0%F,0%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 21 OOF 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 20=1312/0-5-4,14=1826/0-3-8
FORCES. (lb)-First Load Case Only
TOP CHORD 20-21=-108,1-21=-108,14-22=-76,13-22=-76,1-2=-5,2-3=-3271,3-4=-3271,4-5=-3263,5-6=-5468,6-7=-5468,7-8=-5468,8-9=-4450,9-10=-4450,10-23=-4450,11-23=-4450,11-12=-22,
12-13=-3
BOT CHORD 19-20=2241,18-19=4603,17-18=5468,16-17=5198,15-16=5198,14-15=3238
WEBS 6-18=-360,7-17-124,2-20=2524,2-19=1378,3-19=130,5-19=-1496,5-18=972,11-14=3661,11-15=1513,10-15=-407,8-15=-846,8-17=319
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=0.00,21=
0.00,21=0.00,22=0.00 and 22=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
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 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
6)Use USP MSH422(With 1 Od nails into Girder&1 O nails into Truss)or equivalent at 17-4-12 from the left end to connect truss(es)F14GR(1 ply 2x4 SPF)to front
face of top chord,skewed 0.0 deg.to the right,sloping 0.0 deg.down.
7)FII all nail holes where hanger is in contact with lumber.
8)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
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:14-20=-20,1-13=-100
Concentrated Loads(lb)
Vert:23=-725(F)
Job Truss Truss Type Ory =1.b
Phase IV Duplex
115120721JFI F35 Floor 2
e(optional)
Universal Forest Products Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 Mi I ek Industries,Inc. Wed Mar 16 10:01:26 2016 Pagel
)a:M_3SpF6FwZCKEHPbcYkZGEy9RBK-gCxfoRD7HbWk3OaClx3?2s7z?ORX3K6fyLRB1 pzaPR
0-1-8
H! 2-6-0 , 1-5-13 2-0-0 L 1-8-11 0- -8
� ScalkL 1:38.1
3.
5,9= 4x8= 3x6 FP= 3x6= 5x12 MT18HS=
1 2 3 4 5 6 7 8 9 10 11 12
19 18 17 16 15 14
4�= 5ID= 44= 3x8= 3.12 M18SHS FP= 5x0= 4x8=
7-9-5 8-11-0 9-11-0,10-11-0 23-10-0
7-9-5 1-1-11 1-0-0 1-0-0 12-11-0
Plate Offsets X, -- 6:0-1-8,Ed e, 13:Ed e,0-1-8, 18:0-1-8,Ed e, 20:Ed e,0-1-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.53 16-17 >530 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(TL) -0.91 16-17 >309 240 M18SHS 197/144
BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.12 13 n/a n/a MT18HS 197/144
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:97 lb FT=O%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF 21 OOF 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins, except end verticals.
BOT CHORD 2x4 DF 285OF 2.3E(flat)`Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
B2:2x4 SPF 210OF 1.BE(flat)
WEBS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 20=1409/0-8-2,13=1409/0-3-8
FORCES. (lb)-First Load Case Only
TOP CHORD 20-21=-110,1-21=-110,13-22=-106,12-22=-106,1-2=5,2-3=-3571,3-4=-3571,4-5=-5945,5-6=-5945,6-7=-5920,7-8=5920,8-9=-5920,9-10=-3741,10-11=-3741,11-12=-5
BOT CHORD 19-20=2413,18-19=4967,17-18=5945,16-17=5945,15-16=5064,14-15=5064,13-14=2359
WEBS 5-18=-343,6-17=-105,2-20=-2718,11-14=1720,3-19=198,4-19=-1584,4-18=1111,11-13=-2673,10-14=-210,9-14=-1502,9-16=971,8-16=-311,6-16=-29,2-19=1550
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00,15=0.00,16=0.00,17=0.00,18=0.00,19=0.00,20=0.00,21=
0.00,21=0.00,22=0.00 and 22=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)All plates are 1.54 MT20 unless otherwise indicated.
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 I-
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 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)Standard
Job Truss Truss Type I, Ory Ply Uppe�Ridge �Duplex�15120721JF1 136 Floor 1 1Job R
Universal Forest Products Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:27 2016 Pa gge 1
I D:M_3SpF6FwZCKEH PbcYkZGEy9 RBK-8OV 10m El2vebhY9PlfaEb4g7j PologZoA?AIZGzaPRO
0-1-8
H 260 200 �i 1-7-11
0,,11I-8
�c31e=1 26.
�'1 1.541 II
I 1.541= 3xe= 1.510 11 3.= 1.510 11 1.5x3 11 Ort
�]] 1 2 3 4 5 6 7 81.5x3
=
i4 151 ,
4 d
L
12 11 10 4x6=
3�m= 3x4=
3.= 36=
7-9-5 9-5-1_3 -11-P 11-0-8 11-5-13 16-0-0
7-9-5 1-8-8 5-3 1-1-8 5-5 4-6-3
Plate Offsets X, -- 10:0-1-8,Edge], 11:0-1-8,Ed e
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) -0.38 11-12 >492 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(TL) -0.71 11-12 >268 240
BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.05 9 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:63 Ib FT=0%F,0%E
LUMBER- BRACING'
TOP CHORD 2x4 SPF 2100F 1.8E(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) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2(flat)
REACTIONS. (lb/size) 13=939/0-5-8,9=939/0-5-8
�FORCES. (lb)-First Load Case Only
TOPCHORD 13-14=-108,1-14=-108,9-15=-123,8-15=122,1-2=-5,2-3=2170,3-4=-2170,4-5=-2436,5-6=-2436,6-7=-2436,7-8=-6
BOT CHORD 12-13=1546,11-12=2674,10-11=2436,9-10=1502
WEBS 5-11=57,6-10=-517,2-13=-1739,2-12=835,3-12=-141,4-12=-572,4-11=-269,7-9=-1700,7-10=1182
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00,10=0.00,11=0.00,12=0.00,13=0.00,14=0.00,14=0.00,15=0.00and 15=0.00
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)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.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)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
Job Truss Truss Type Qty Ply Upper Ridge Phase IV Duplex
15120721JF1 F37 Floor 1 1
Job Reference o tional
Universal forest Products Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:01:27 2016 Pagge 1
ID:M_3SpF6FwZCKEHPbcYkZG Ey9RBK-8OV 10m E12vebhY9 P lfaEb4gKZPyjovtoA?AIZGzaPR
1-5-11 1-5-13
Scale-19 0
T1
d
6
1.Siti=tW1 W1 0
W3 W1
W
BL1
81
3.6=
5
3x6=
1-3-3 3-5-8
PlateOffsets X -- 1:Ed e,0-1-8 1-3-3 2-2-5
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) 0.00 5 "" 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.18 Vert(TL) -0.05 4-5 >742 240
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:18 Ib FT=0%F,0%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except end verticals.
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) 5=192/Mechanical,4=186/0-3-8
FORCES. (lb)-First Load Case Only
TOP CHORD 1-5=-64,4-6=-55,3-6=-55,1-2=0,2-3=-2
BOT CHORD 4-5=115
WEBS 2-4=-150,2-5=-150
JOINT STRESS INDEX
1=0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00 and 6=0.00
NOTES-
1)Refer to girder(s)for truss to truss connections.
2)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.
3)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss.
4)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.
5)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
g,a,J
Cn fn m -
O �X
ofrn
tor= 'v0o
m'
Z a C a 0
0 N Q
W �
W W n W
K O
O
o
d
N
r
NwNozr.
g 0" 24'0"
Bi-
----- ---------------- -
2' 2'0" :!'0" 2'0" 2'0"12'0"112'0" 2.0"
_2 D
c No SNPWO"
0 11 C o
0 m
N
SNF3� u
01
z
Is� Leagereyaners Z
yr Iv o Laaaereranera D
3 A ,
N O N wg rBYa N _
d A M
m m
�` N Laagersvanera rp CD o
0 N C-0,
7 O
Leeoasyanera �'o ID 8'0" 0
O
M04GE N a c _--
6" N ? Ip _ M01GE Z
C, SOa
,
ID
CD
N N HUSi6
(D A ....= O p Howe
O N y 'N
• v a 0 szs 0 N
0
- o
e+k
`� Huszs
ptY HU526 m
V
.a szs
L
_ Husza
Q = z
6'0" g
B8.3 Huszs
02SGE
p n1 uerevar�era gereranar:
o
N �aerByGa s g rB avers
0
N �OerB Da a�BYa� o
W
YL
^? N gmBY—i M01AG
Z rn o
N L oa,BYane� �'p"
O
LeaperBYarers
LMgerBYOmers
LMgerByaners, 4 R
M
_ o
M05
0"
I ,
L. nese rags ,re aaa�gn. as.n�"ae bo env wmaorwnrs to
Uper Ridge Phase IV Duplex `u'�,B;am epi";. dr„, .-orni���rrsa�s m,.,
(Village
dP:�ma
I me rwi ano mor aym.m,ne rot me o.«a�mawaa.Tne aemgn or ma Inas saFPorl so-arnre Imueirp roae•rs,b.,m,,
� � 1 I' 0 7 g Hill Northampton,MA ,hand wWmns Mre po Sibil efM bitl gea firer.For ga eelg eare egarei,1—irpconwXUFP LLnomIMTrussFlueIna�R-5833/16/16 analeono-amonswrmarq wne a e.n mey9) aM1 a—epe K to sa e e V U vera,l Forest Protluc6 wdl not be responi da+ nC.RIi£'FSGf O.tc Sf T{3C�Z7CtS C-OL77�JOX#t +e'er Koof'.Losses-Fe•A?prooal re.,gas byme nnrxl Ppreael 0—pem rya norwnl may ba re:ponsida roreaors or moeircalrons meee or.ane
ern.. .1•tt, ,• ,t i r r - x g m DO NOT GUT NOTCH,DRILL,OR OTHERWISE'REPMR"MANUFACTUREO TRUSSES IN ANYWAY
e 15120721 J R ETHELD RESIOR PONSIB E FOR ANY MODICATIONS DR'CHARGE BACKS"WNEDESIGNATEDMT rBRIOR WR'�WILL NO
OR TI'FRO UFP
-,3
6) w
0
28'0"
CD
2'0..
N) 25'0"
0) 0
T11 GE
----41'
1'11 E1/4"
z
O
O c
Z
o >
0) m
X
X
M
m
o
0
0 C/)
o
Q CD 0
CD
(D
--f cn
0
o to O-
V) CD
CD
SI)
0
0
"31 CD CL
3�1 N)>
z
0
cf)CL
0 *g
01 m -0 0
m
1�2
0
0
1 3
C (D
(n
rn T113fl
M
m
2'0"' 2'0" 2'0" 12'0" 12-0" 12'0" 1
-t z u, z 2'0
- ------------ ------ ------ ----- ----------- -----
28'0"
Upper Ridge Phase IV Duplex
C Village
11
Village Hill Northampton,MA �111h, t-16ddy d 0,I—w F,,-1 d,N b,-g,1—ft'13.
aotl It— 1—.T,..Pb.1--.3 DOntt,w D—.—1131 M 11 is of.
UP Belchertown, LL 3/16/16 r-I Co.—SuI.-I,vert t It ft x--d—I,y—ll plans,
baa L 1 dversol Fb?-est Products Compar�v
RoOf- For-For ApprovalMS/ 'y ana bns 1—ft— nd—U-.—I Forest-I..M11 ,-*n
DO NOT CUT NOTCH.DRILL OR OTHERWISE SE
'REPAIR'MANUFACTURED TRUSSES IN ANY WAY
TROUT PRIOR WRITTEN AUTIiOR�TION I I UCEIIED PROFESSIONAL DESIGNATED 61 UFR UF1 III NO
15120721JR .ELDRES_NSIBLEF �YMODI �
FI� DNS 'CHRGE�CKS'�NE��UTPRI�WRI�N
"OR,
_ATI N FROM U11
(*)oN
UFP Belchertown, C
A Irlrzrrc�rscxl F'c-orc>s1 Pr�o�xrr:d.s Cnrn��crnlr
155 Bay Road,PO Box 945/Belchertown,MA.01007
Phone:413-323-7247 Fax:413-323-5780/Rep:Brian Tetreault
Village Hill-Wright Builders
"Upper Ridge Phase IV Duplex"
Village Hill Rd. Northampton, MA
r.k. Miles-Hatfield, MA
Roof Truss Drawings-For Approval
These trusses are designed as individual building components to be incorporated into the building design at
the specification of the building designer. The building designer is responsible for temporary and
permanent bracing of the roof/floor system and for the overall structure. The design of the truss support
structure including headers,beams,walls,and columns is the responsibility of the building designer. For
general guidance regarding bracing,consult"Bracing of wood trusses"available from the Truss Plate
Institute,583 D'Onifrio Drive;Madison,WI 53179.
SHOP DRAWINGS
THESE DRAWINGS ARE THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS
ALL PREVIOUS ARCHITECTURAL OR OTHER TRUSS DRAWINGS. REVIEW AND APPROVAL
OF THESE DRAWINGS MUST BE RECEIVED BEFORE ANY TRUSSES WILL BE BUILT.VERIFY
ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES
TO YOU.PLEASE INITIAL EACH ATTACHED TRUSS DRAWING.
Approved by: Date:
3/16/16
15120721JR
Shipping Summary
DATE03/16/16 PAGE 1
REQ.QUOTE DATE / / ORDER# 15120721JR
ORDER DATE 03/14/16 QUOTE# 15120721 BR-
UFP Belchertown, LLC DELIVERY DATE 04/26/16 CUSTOMER ACCT# LMCWRKMI
155 Bay Road,PO Box 945,Belchertown,MA.01007 DATE OF INVOICE / / CUSTOMER PO#
Phone:413-323-7247 Fax.413-323-5257 ORDERED BY Andy CIo Ston INVOICE#
UFP ORDER# TERMS
SUPERINTENDANT Andy Clogston SALES REP Brian Tetreault
JOBSITE PHONE# ( ) - SALES AREA Massachusetts/
S
R.K. Miles-Hatfield JOB NAME:Upper Ridge Phase IV Duplex LOT# SUBDIV:
i 24 West St MODEL:Roof Trusses TAG: JOB CATEGORY: Residential
D
T Hatfield, MA 01038 DELIVERY INSTRUCTIONS:
D (413)247-8300
HUpper Ridge Phase IV Duplex
P SPECIAL INSTRUCTIONS:
87 Village Hill Rd. 'Based on permit set plans.
T Northampton, MA 01060
BY DATE
BUILDING DEPARTMENT OVERHANG INFO HEEL HEIGHT 00-04-03 REQ.LAYOUTS REQ.ENGINEERING QUOTE BRT 103/16/16
Roof Trusses I END CUT RETURN I 1
LAYOUT 1 / /
PLUMB NO GABLE STUDS 24 IN.OC J----- 1 JOBSITE 1 CUTTING BRT 03/16/16
ROOF TRUSSES LOADING TCLL-TCDL BOLL BCDL STRESS INCR. ROOF TRUSS SPACING:24.0 IN.O.C. (TYP.)
INFORMATION 40.0,10.0,0.0,10.0 1.15
PROFILE OTY PITCH TYPE BASE O/A LUMBER OVERHANG CANTILEVER STUB Truss Height
PLY TOP BOT ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT
DIAGONAL HIPI
1 2.53 0.00 CJo1 08-07-09 08-07-09 2 X 4 2 X 4,02-00.02 03-03-10
HALF HIP
1 4.69 0.00, GOt 1 06-05-08 06-05-08 2 X 4 2 X 8 01-01-00 03-04-00
6.00� 0.00COG MON
2 Py 25-00-00 25-00-00 2 X 6 2 X 8 07-11-00
JACK-CLOSED
4.69 0.00 J01 03-04-07 03-04-07 2 X 4 2 X 4 01-01-001 02-09-10
1 4.69 0.001 JACK-CLOSED
02-01-02 02-01-02 2 X 4 2 Xao 1-01-00 02-03-10
JACK-CLOSED
` 1 3.00 0.00 J03 06-09-01 06-09-01 I2 X 4 2 X 4 01-01-00 03-00-04
JACK-CLOSED
1 3.00 0.00 J04 03-07-08 03-07-08 2 X 4 2 X 4 01-01-00 l 02-02-14
MONOPITCH
a� 9 3.00 j 0.00
M01 08-00-00 08-00-00 2 X a 2 X a o1-01-00 03-04-00
MONOPITCH
3 3.00 0.00 M01 A 07-00-00 07-00-00 2 X 4 2 X 8 01-01-00 03-01-00
GABLE
1 3.00 0.00 Mo 1 AGE 07-00-00 07-00-00 2 X 4 2 X 8101-01-00 03-01-00
MONOPITCH
1 3.00 0.00 M01 GE 08-00-00 08-00-00 2 X 4 2 X 4 01-01-00 03-04-00
MONOPITCH
` 1 6 3.00 0.00 M02 06-00-00 06-00-00 2 X 4 2 X 8 01-01-00 02-10-00
GABLE
2 3.00 0.00 M02SGE 06-00-00 06-00-00 2 X 4 2 X 8 01-01-00 02-10-00
11 3.00 0.00 MONOPITCH 10-00-00 10-00-00 2 X 4 2 X 4 01-01-00 03-10-00
NOPIT
1 3.00 0.00 MO 03A CH 08-00-00 08-00-00 2 X 4 2 X 4 01-01-00 03-04-00
MONOPITCH
1 3.00 0.00 M03GE 10-00-00 10-00-00 2 X 4 2 X 4 01-01-00 03-10-00
* 1 5 1 2 0 7 2 1 J R
Shipping Summary
DATE03/16/16 PAGE 2
REQ.QUOTE DATE / / ORDER# 15120721JR
ORDER DATE 03/14/16 QUOTE# 15120721 BR-
UFP Belchertown, LLC DELIVERY DATE 04/26/16 CUSTOMER ACCT# LMCWRKMI
155 Bay Road,PO Box 945,Belchertown,MA.01007 DATE OF INVOICE / / CUSTOMER PO#
Phone:413-323-7247 Fax:413-323-5257 ORDERED BY Andy CIo Ston INVOICE#
UFP ORDER# TERMS
SUPERINTENDANT Andy Clogston SALES REP Brian Tetreault
JOBSITE PHONE# ( ) - SALES AREA Massachusetts/
s
R.K. Miles-Hatfield JOB NAME:Upper Ridge Phase IV Duplex LOT# SUBDIV:
D 24 West St MODEL:Roof Trusses TAG: JOB CATEGORY: Residential
T Hatfield, MA 01038 DELIVERY INSTRUCTIONS:
° (413)247-8300
H Upper Ridge Phase IV Duplex
aSPECIAL INSTRUCTIONS:
87 Village Hill Rd. *Based on permit set plans.
T Northampton, MA 01060
BY DATE
BUILDING DEPARTMENT1 OVERHANG INFO HEEL HEIGHT 00-04-03 REO.LAYOUTS REQ.ENGINEERING QUOTE BRT 03/16/16
Roof Trusses END CUT RETURN LAYOUT / /
PLUMB NO I GABLE STUDS 24 IN.OCI JOBSITE 1 JOBSITE 1 I CUTTING BRT 03/16/16
ROOF TRUSSES LOADING TCLL-TCDL BCLL-BCDL STEINCR. ROOF TRUSS SPACING:24.0 IN.O.C. (TYP.)
INFORMATION 40.0,10.0,0.0,10.0 PROFILE QTY PITCH TYPE BASE O/A OVERHANG CANTILEVER STUBTruss Hei hPLY TOP BOT ID SPAN SPAN LEFT RIGHT LEFT RIGHT LEFT RIGHT Heigh
6 4.69 0.00 M04 06-00-00 06-00-00 2 X a 2 X 8 01-01-00 03-10-00
GABLE
1 4.69 0.00 M04GE 06-00-00 06-00-00 2 X 4 2 X 8 01-01-00 03-10-00
MONOPITCH
7 4.00 0.00 M05 02-00-00 02-00-00 2 X 4 2 X 8 01-02-00 02-00-01
COMMON
13 10.00 0.00 T10 16-00-00 16-00-00 2 X 6I 2 X 4 1 00-11-00 08-06-08
COMMON
2 10.00 0.00 T10GE 16-00-00 16-00-00 2 X 6 2 X 4 00-11-00 00-11-00 08-06-08
COMMON
15 6.00 0.00 T11 25-00-00 25-00-00 2 X 6 2 X 4 01-03-00 01-03-00 07-11-00
COMMON
1 6.00 0.00 T11 GE 25-00-00 25-00-00 2 X 6I 2 X 4 01-03-00 01-03-00 07-11-00
VALLEY
1 6.00 0.00 Vol 17-01-12 17-01-12 2 X 4 2 X 4 j 04-03-11
1 6.00 0.00 VALLEY V02 10-05-12 10-05-12 2 X 4 2 X 4 02-07-11
1 6.00 0.00 V V03EY 03-09-12 03-09-12 2 X 4 2 X 4J. 00-11-11
Total QTY: 91
Truss Height
ITEMS
QTY ITEM TYPE SIZE LENGTH PART NUMBER NOTES
FT-IN-16
1 Literature BCSI-61 Summary Sheet 10230 Commentary and Recommendations for Handling,Installing&
Bracing Metal Plate Connected Wood Trusses
Order Number:B1 WARN11 x17 031125
Shipping Summary
DATE03/16/16 PAGE 3
REQ.QUOTE DATE / / ORDER# 115120721JR
6M;j I ORDER DATE 0 /14/16 QUOTE# 1 15120721 BR-
UFP Belchertown, LLC DELIVERY DATE 04/26/16 CUSTOMER ACCT# LMCWRKMI
155 Bay Road,PO Box 945,Belchertown,MA.01007 DATE OF INVOICE / / CUSTOMER PO#
Phone:413-323-7247 Fax:413-323-5257 ORDERED BY Andy CIO Ston INVOICE#
UFP ORDER# TERMS
SUPERINTENDANT Andy Clo ston SALES REP Brian Tetreault
JOBSITE PHONE# ( ) - SALES AREA Massachusetts/
s
R.K. Miles-Hatfield JOB NAME:Upper Ridge Phase IV Duplex LOT# SUBDIV:
D 24 West St MODEL:Roof Trusses TAG: JOB CATEGORY: Residential
T Hatfield, MA 01038 DELIVERY INSTRUCTIONS:
° (413)247-8300
S Upper Ridge Phase IV Duplex
aSPECIAL INSTRUCTIONS:
87 Village Hill Rd. `Based on permit set plans.
T Northampton, MA 01060
BY DATE
BUILDING DEPARTMENT1 OVERHANG INF HEEL HEIGHT 00-04-03 REQ.LAYOUTS REO.ENGINEERING QUOTE BRIT 03/16/16
Roof Trusses END CUT RETURNLAYOUT
PLUMB NO I GABLE STUDS 124 IN.OCI JOBSITE 1 JOBSITE 1 CUTTING BRIT 03/16/16
Truss Height
ITEMS
QTY ITEM TYPE SIZE LENGTH PART NUMBER NOTES
FT-IN-16
1 Literature BCSI-B2 Summary Sheet 10230 Truss Installation&Temporary Restraint/Bracing
Order Number:B2Temp 070524
1 Literature BCSI-B3 Summary Sheet 10230 Permanent Restraint/Bracing of Chords& Web Members
Order Number:B3W EB11 X17 070209
32 Hanger HUS26 71042
5 Hanger SNP3 68048
1 Literature Truss Drawing Packet 10230 Truss Drawing Packet
1 Literature Truss Placement Plan 10230 Truss Placement Plan
Total QTY: 91
o russ cuss ype ty y �Jpper Ridge Phase IV Duplex
15120721JR J01 Jack-Closed 1
Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 11:05:24 2016 Page 1
ID:M-3SpF6FwZCKEHPbcYkZGEy9RBK-PcOc6GmmTcIB1 WOC6AZKmj40F7XAJG8aVS8HkMzaOV9
1-1-0 3-4-7
1-1-0 3-4-7
Scale=1:17.0
3
i4.69 12 2x4
6
2x4 11 T1
2
W2
1
W1
61
4
5 2x4 11
2x4
LOADING(psf)
TCLL 40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.00 4-5 -999 240 MT20 197/144
TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.01 4-5 >999 180
BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC20091TPI2007 (Matrix-M) Wind(LL) 0.00 4-5 >999 360 Weight:13 lb FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 5=332/0-5-4 (min.0-1-8),4=160/Mechanical Installation guide.
Max Horz 5=52(LC 8)
Max Uplifts=-31(LC 8),4=-28(LC 8)
Max Grav5=340(LC 2),4=176(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-5=-311/127
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;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 ll;Exp B;Partially Exp.;Ct=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 psf 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)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 31 Ib uplift at joint 5 and 28 Ib uplift at
joint 4.
9)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.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
0 ruSS rUSS ype ty y Upper Ridge Phase IV Duplex
15120721JR J02 Jack-Closed 1 1
Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 11:0530 2016 Page 1
ID:M_3S pF6FwZCKE HPbcYkZGEy9RBK-EmNtMJrX3SVLIRTM_RfkO_K1 kYb4jzdStObbyOzaOV3
1-1-0 2-1-2
Scale=1:14.5
1 4.69 12 3
2x4
6
2x4 II
2 T1
1 W2
W1
81
4
5 2x4 11
2x4 11
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.00 5 >999 240 MT20 197/144
(Roof Snow=40.0)0.0 Lumber DOL 1.15 BC 0.04 VertTL -0.00 4-5 >999 180
BCLDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.00 5 >999 360 Weight:9 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-2 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation uide.
REACTIONS. (Ib/size) 5=273/0-5-4 (min.0-1-8),4=66/Mechanical
Max Horz 5=39(LC 8)
Max Uplifts=-31(LC 8),4=-40(LC 12)
Max Gravy=333(LC 12),4=71(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-5=-300/106
NOTES-
1)Wind:ASCE 7-05; 100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;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 B;Partially Exp.;Ct=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 psf 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)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 31 Ib uplift at joint 5 and 40 Ib uplift at
joint 4.
9)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.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
o Truss Truss ype ty Plyer Ridge Phase IV Duplex
I
15120721JR J03 Jack-Closed 1 1
Job Reference(optional)
Universal Forest Products 7.640 s Nov 102015 MiTek Industries,Inc. Wed Mar 16 11:05:352016 Page i
ID:M_3S pF6FwZCKEHPbcYkZGEy9RBK-akAmQOugt?BerCMJn_Fvj 121FZE60EsB 1 gJ MdDzaOV_
1-1-0 6-9-1
1-1-0 6-9-1
5x6 I Scale=1:19.7
3
3.00 J2
6 1
4x4 11
WZ
2
I 1
W1
4
5 3x4 11 3x4 11
Plate Offsets(X Y)-- [3:0-3-4 Edge]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.06 4-5 >999 240 MT20 197/144
TCDL 10,0 Lumber DOL 1.15 BC 0.30 Vert(TL) -0.15 4-5 >522 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.02 4-5 >999 360 Weight:21 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x6 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W2:2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation uide.
REACTIONS. (Ib/size) 5=528/0-5-4 (min.0-1-8),4=369/Mechanical
Max Horz 5=56(LC 6)
Max Uplifts=-52(LC 6),4=-31(LC 6)
Max Grav 5=559(LC 2),4=424(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown,
TOP CHORD 2-5=-522/215,3-4=-333/144
NOTES-
1)Wind:ASCE 7-05,100mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat.11;Exp B;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 B;Partially Exp.;Ct=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 20.0 psf 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 20.0psf 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)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 Ib uplift at joint 5 and 31 Ib uplift at
joint 4.
9)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.
10)"Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
715512�0721J:R
russ russ ype Qty y Upper Rid�(optionaf)
J04 Jack-Closed I 1 1
Job Refe
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 11:05:39 2016 Page 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-TVQ HFOyAxDe3Kpf4OgKrttCaZAeZK2snxl Hal_zaOUw
1-1-0 3-7-8
1-1-0 3-7-8
Scale=1:14.1
3.00 12 3
2x4 11 6
2 T1
1
W2
W1
B1
4
5 2x4 11
2x4 11
LOADTCLL (psf)
SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.00 4-5 >999 240 MT20 197/144
TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.01 4-5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix-M) Wind(LL) 0.00 4-5 >999 360 Weight:13 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 5=346/0-5-4 (min.0-1-8),4=177/Mechanical Installation guide.
Max Horz 5=35(LC 6)
Max Uplift5=-44(LC 6),4=-17(LC 6)
Max Grav 5=357(LC 2),4=194(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-5=-327/147
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;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 II;Exp B;Partially Exp.;Ct=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 20.0 psf 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)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 Ib uplift at joint 5 and 17 Ib uplift at
joint 4.
9)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.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
o Truss russ ype ty �YlJplper Ridge Phase IV DuplexR CJ01 Diagonal Hip Girder
Job Reference o tional
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 06:32:22 2016 Page 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-3 8XuhWwSFocgyejzffhp4bGuSDa_5fHSkoQluzaSV7
-2-0 2 4-3-0 8-7-9
2-0-2 4-3-0 4.4-9
2x4 11 Scale=1:22.7
4
2.53 12
4x4=
3
8
4x4 c
2 W5
1
W1
9 6 10 11 5
7 SNP3 4x4= SNP3 SNP3
4x6=
2x4 11 SNP3
4-3-0 8-7-9
4-3-0 4-4-9
LOAD
TCLL (Ps40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.08 5-6 >999 240 MT20 197/144
TCDL 10.0 Lumber DOL 1.15 BC 0.71 Vert(TL) -0.13 5-6 >768 180
BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.03 5-6 >999 360 Weight:38 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-14 oc purlins,
BOT CHORD 2x4 SPF 210OF 1.8E except end verticals.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 7=955/0-8-9 (min.0-1-9),5=1017/Mechanical Installation guide.
Max Horz7=66(LC 5)
Max Uplift7=-143(LC 5),5=-131(LC 5)
Max Grav7=1012(LC 2),5=1104(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-7=-1000/161,2-8=-1161/106,3-8=-1077/113
BOT CHORD 6-10=-140/1096,10-11=-140/1096,5-11=-140/1096
WEBS 2-6=-77/1137,3-6=-36/338,3-5=-1217/155
NOTES-
1)Wind:ASCE 7-05;100mph,TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise),cantilever left and
right exposed;Lumber DOL=1.60 plate grip DOL=1.33
2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=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 20.0 psf 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)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)
7=143,5=131.
9)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.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
11)Use USP SNP3(With 8d x 1-1/2"nails into Girder&8d x 1-1/2"nails into Truss)or equivalent spaced at 2-4-8 oc max.starting at
3-11-8 from the left end to 6-4-0 to connect truss(es)J02(1 ply 2x4 SPF),J01 (1 ply 2x4 SPF)to front face of bottom chord.
12)Use USP SNP3(With 8d x 1-1/2"nails into Girder&8d x 1-1/2"nails into Truss)or equivalent spaced at 3-8-9 oc max.starting at
3-7-10 from the left end to 7-4-3 to connect truss(es)J04(1 ply 2x4 SPF),J03(1 ply 2x4 SPF)to back face of bottom chord.
13)WARNING:The following hangers are manually applied but fail due to geometric considerations:SNP3 on front face at 3-11-8 from
the left end,SNP3 on front face at 6-4-0 from the left end,SNP3 on back face at 3-7-10 from the left end,SNP3 on back face at
7-4-3 from the left end.
14)SNP3:A minimum of(6)8d x 1-1/2"nails are required into each member.All nailing is required in face of supported chords.For
sloped applications,flanges may protrude above or below truss chords.Bending of extended flanges is permitted.
d 5A Inued ors page 2SE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
Job russruss ype Qty y Upper Ridge Phase IV Duplex
15120721JR CJ01 Diagonal Hip Girder 1 1
Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 06:32:22 2016 Page 2
I D:M_3SpF6FwZCKEHPbcYkZGEy9RBK-3_8Xuh WwSFocgyejzffh p4bGuSDa_5fH SkoQluzaSV7
LOAD CASE(S) Standard
1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-2=-100,2-4=-100,5-7=-20
Concentrated Loads(Ib)
Vert:6=-53(F)9=-157(8)10=-152(F)11=-394(8)
ob russ russ ype ty y Upper Ridge Phase IV Duplex
15120721JR G01 Half Hip Girder 1 i
Job Reference o tional
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industnes,Inc. Wed Mar 16 10:59:28 2016 Page 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-g7V0OXSTJEviJoonnPArLeL3gdyJvFUAe4vRE?zaOaj
1-1-0 48-11 6-5-8
1-1-0 4-8-11 1-8-13
5x6= Scale=1:21.9
4x4 11
3 4
4.69 F12
1
4x4 I I ]W3
2
1
u�
61
6
7 3x6 11 3x6 11 5
Special 4x6 11
4-8-11 6-5-8
4-8-11 1-8-13
Plate Offsets(X Y)-- f2-0-2-0,0-1-121,[10-3-0,0-2-5].0-2-5] [4 Ed a 0-3-8] 15 Ed a 0-3-8]
LOA
TCLL (Ps40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.06 6-7 >999 240 MT20 197/144
TCDL 10.0 Lumber DOL 1.15 BC 0.43 Vert(TL) -0.10 6-7 >776 180
BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.02 6-7 >999 360 Weight:35 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x8 SP 2400F 2.0E except end verticals,and 2-0-0 oc purlins(6-0-0 max.):3-4.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 5=1134/0-5-8 (min.0-1-13),7=809/0-5-4 (min.0-1-10) Installation guide.
Max Horz 7=68(LC 7)
Max Uplift5=-129(LC 5),7=-83(LC 7)
Max Gravy=1141(LC 13),7=1026(LC 13)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-282/6,2-7=-639/77
NOTES-
1)Wind:ASCE 7-05;100mph,TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B,enclosed,MWFRS(low-rise);cantilever left and
right exposed;Lumber DOL=1.60 plate grip DOL=1.33
2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow),Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs
non-concurrent with other live loads.
5)Provide adequate drainage to prevent water ponding.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)'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.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 129 Ib uplift at joint 5 and 83 Ib uplift at
joint 7.
9)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.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1080 Ib down and 143 Ib up at
4-8-11 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
13)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
1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-2=-100,2-3=-100,3-4=-100,5-7=-20
Continued on page 2
;1512;0721
fuss ]Hallf
�Gjrder ���l
ty y Upper Ridge Phase I-Duplex
JR G01 1T
Reference o ticnal
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:5928 2016 Page 2
ID:M_3SpF6FwZCKEHPbcykZGEy9RBK-g7V00XSTJEviJoonnPArLeL3gdyJvFUAe4vRE?zaOaj
LOAD CASE(S) Standard
Concentrated Loads(Ib)
Vert:6=-1080(8)
Job rusS Truss Type ty Ply Upper Ridge Phase IV Duplex
15120721JR G11 COMMON GIRDER 1 2 Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industnes,Inc. Wed Mar 16 11:18:08 2016 Pagge 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-lbAQSVO?YM?ohwQlOdGUkgkXn6ChKb31AKDjY4zaOJD
1 6-5-0 12-6-0 i 15-7-0 25-0-0
6 5-0 6-1-0 6-1-0 6-5-0
6x6 1 Scale=1:50.8
3
6.00 12
4x4 11 12 4x4
2 4
s
5x10 G 5x10
1 4 5
chi I
05 W 2 �ao
-{1 10 13 14 15 9 16 17 18 8 19 20 21 7 22 23 24 6
5x12 MT18HS— HUS26 HUS26 8x8= HUS26 HUS26 10x12— HUS26 HUS26 8x8— HUS26 5x12 MT18HS—
HUS26 HUS26 HUS26 HUS26 HUS26
6 5 0 12-6-0 18-7-0 25-0-0
6-5-0 6-1-0 6-1-0 6-5-0
Plate Offsets(X Y)-- 16:Edge 0-2-8] [7:0-3-8,0-5-01,[8:0-6-0,0-6-0],[9:0-3-8,0-5-0]
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 0.43 Vert(LL) -0.13 7-8 >999 240 MT20 197/144
(Roof Snow=40.0) Lumber DOL 1.15 BC 0.40 Vert(TL) -0.26 7-8 >999 180 MT18HS 244/190
TCDL 15.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.04 6 n/a n/a
BCLL 0.0
BCDL 10.0 * Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.04 8-9 >999 360 Weight:357 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins,
BOT CHORD 2x8 SP 240OF 2.0E except end verticals.
WEBS 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W1:2x8 SP No.1
REACTIONS. (Ib/size) 10=7813/0-5-8 (req.0-6-2),6=7323/0-5-8 (req.0-5-12)
Max Horz 10=-65(LC 5)
Max Upliftl0=-195(LC 7),6=-182(LC 8)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-9540/252,2-11=-7557/213,3-11=-7421/237,3-12=-7421/237,4-12=-7557/213,
4-5=-9524/252, 1-10=-5967/178,5-6=-5965/177
BOT CHORD 10-13=-107/1644,13-14=-107/1644,14-15=-107/1644,9-15=-107/1644,9-16=-235/8376,
16-17=-235/8376,17-18=-235/8376,8-18=-235/8376,8-19=-176/8362,19-20=-176/8362,
20-21=-176/8362,7-21=-176/8362,7-22=-49/1605,22-23=-49/1605,23-24=-49/1605,
6-24=-49/1605
WEBS 3-8=-131/5910,4-8=-2233/137,4-7=-1/1591,2-8=-2250/138,2-9=-1/1608,
1-9=-131/6872,5-7=-132/6898
NOTES-
1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows:
Top chords connected as follows:2x6-2 rows staggered at 0-7-0 oc,2x8-2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows:2x8-2 rows staggered at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to
ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise);cantilever left and
right exposed;Lumber DOL=1.60 plate grip DOL=1.33
4)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
5)Unbalanced snow loads have been considered for this design.
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)WARNING:Required bearing size at joint(s)10,6 greater than input bearing size.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)
10=195,6=182.
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.
Continued on page 2
0Truss russType ty y Upper Ridge Phase IV Duplex
2
15120721JR Gtt COM MON GIRDER 1
Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 11:18:08 2016 Page 2
NOTES-
ID:M 3SpF6FwZCKEHPbcYkZGEy9RBK-1bAQSVO?YM?ohwQlOdGUkgkXn6ChKb31AKDjY4zaOJD
13)Use USP HUS26(With 16d nails into Girder&16d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-0-0 from the left end to 23-0-0 to connect truss(es)
T10(1 ply 2x4 SPF)to back face of bottom chord.
14)Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-3=-110,3-5=-110,6-10=-20
Concentrated Loads(Ib)
Vert:13=-997(B)14=-997(8)15=-997(B)16=-997(B)17=-997(B)18=-997(6)19=-997(B)20=-997(B)21=-997(B)22=-997(B)23=-997(8)24=-997(B)
0
__-Tr
Truss ype ty y Upper Ridge Phase IV Duplex
15 220721JR M01 MONOPITCH 9 1
Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 06:39:57 2016 Pagge 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-FW8YNGOJ12621tw971JNmlx4Vsbv5yNG51 W?E0zaS00
1-1-0 4-6-0 8-0-0
1-1-0 4-6-0
Scale=1:21.4
3x4 11
4
3.00 12
1.5x3
3
7 1
5x6; VV3
2
Ell
1
1
I
5
6 3x4= 3x6=
Plate Offsets(X Y)-- [2:0-0-10,0-2-81
LOADING(ps40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.10 5-6 >922 240 MT20 197/144
TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.24 5-6 >379 180
BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix-M) Wind(LL) -0.01 5-6 >999 360 Weight:31 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x6 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W2:2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 6=595/0-5-8 (min.0-1-8),5=441/Mechanical Installation guide.
Max Horz 6=64(LC 6)
Max Uplift6=-55(LC 6),5=-36(LC 6)
Max Grav6=634(LC 2),5=512(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-7=-497/101,3-7=-421/110,2-6=-545/209
BOT CHORD 5-6=-168/408
WEBS 3-5=-436/202
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf,BCDL=5.Opsf;h=24ft;Cat.II;Exp B,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 II;Exp B;Partially Exp.;Ct=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 20.0 psf 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)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,5.
9)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.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job russ russ ype ty y Upper Ridge Phase IV Duplex
15120721JR M01A Monopitch 3 1
Job Reference o tional
Universal Forest Products 7 640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 11:06:05 2016 Page 1
1 1 0 ID:M_3SpF 66FOwZCKEHPbcYkZGEy9RBK-i0
V_6jHGUpDwNSpe4YHoxxMHuyfW7QolcwLaygUzaOUW
1 1-0 7-0-0
3x6
Scale=1:20.0
=
3
3.00F12
g 1 N
5x6: W2
N O
2
t`7
1
W1
61 d
401. 12
4x6
5 4x6 11
Plate Offsets(X Y)-- [2:0-0-10 0-2-81f3:0-0-11,0-1-8],[4 Ed a 0-3-12]
LOADING (Ps40.0 SPACING- 2-0-0 CSI. DEFL. n (loc) I/deft L/d PLATES GRIP
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.01 4-5 >999 240 MT20 197/144
TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 4-5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix-M) Wind(LL) 0.00 4-5 >999 360 Weight:36 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x8 SP No.1 except end verticals.
WEBS 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 5=537/0-5-8 (min.0-1-8),4=379/0-1-8 (min.0-1-8) Installation guide.
Max Horz 5=57(LC 6)
Max Uplift5=-54(LC 6),4=-30(LC 6)
Max Grav5=570(LC 2),4=436(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 3-4=-318/130,2-5=-557/233
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;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 B;Partially Exp.;Ct=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 20.0 psf 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)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 Ib uplift at joint 5 and 30 Ib uplift at
joint 4.
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.
LOAD CASE(S) Standard
0
F.OUISGI
S Truss Type Qty y Upper Ridge Phase IV Duplex
15120721JR Monopitch Supported Gable 1 1
Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 07:0946 2016 Page 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-Miksr_gVJWDto6 QxvvmlXvjOFOm4XbTsOAWgzaRy3
-1-1-0 8-0-0
1-1-0 8-0-0
Scale=1:21.0
2x4 11
6
I3.0012 1.5x3 II
5
1.5x3 11
4
1.5x3 11
12 1
3
3x4 11 W2
2
1ST3
1 ST2
W1 ST1
F F1
I Eli
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
11 10 9 8 7
2x4 11 1.50 11 1.50 11 1.5x3 11 2x4 11
T (psf)
CLL 40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.03 1 n/r 180 MT20 197/144
TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.03 1 n/r 80
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 7 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:32 lb FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. All bearings 8-0-0. Installation guide.
(lb)- Max Horz 11=64(LC 6)
Max Uplift All uplift 100 Ib or less atjoint(s)11,7,8,9,10
Max Grav All reactions 250 Ib or less atjoint(s)7,10 except 11=365(LC 12),8=287(LC 2),9=296(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-11=-322/61
WEBS 4-9=-253/87
NOTES-
1)Wind:ASCE 7-05; 100mph;TCDL=5.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;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 ANSI/TPI 1.
3)TCLL:ASCE 7-05,Pf=40.0 psf(flat roof snow);Category ll;Exp B;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 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs
non-concurrent with other live loads.
6)Gable requires continuous bottom chord bearing.
7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
8)Gable studs spaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10)*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.
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)11,7,8,9,10.
12)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.
13)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
o runs fuss ype ty y Upper R�PhaseIV15120721JR M01AGE GABLE 1 1Job Re
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 11:06:312016 Page 1
ID:N1_3SpF6FwZCKEHPbcYkZGEy9RBK-xVZxAAaohCBhZpe431G1_rMRu8PNWZARvNtKb zaOU6
1-1-0 7-0.0 -
1-1-0 7-0-0
Scale=1:19.3
2x4 11
5
3.0012 1.5x3 11
4
1.5x3 11
3
10 1
3x4 11 W2
2
1ST2
1 ST1
B1
N12
9 8 7 6
3x6 11 3x6 11 3x6 11 3x6 11
TCADING(Ps40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deFl L/d PLATES GRIP
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.03 1 n/r 180 MT20 197/144
TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.03 1 n/r 80
BCLL 0.0 * Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 6 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:39 lb FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x8 SP No.1 except end verticals.
WEBS 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 7-0-0 except(jt=length)6=-0-0-1 (input:7-0-0),9=-0-0-1 (input:7-0-0),7=-0-0-1 (input:
7-0-0),8=-0-0-1 (input:7-0-0).
(lb)- Max Horz9=57(LC 6)
Max Uplift All uplift 100 Ib or less at joint(s)6,9,7,8
Max Grav All reactions 250 Ib or less at joint(s)6 except 9=348(LC 12),7=265(LC 2),8=322(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-9=-287/118
WEBS 3-8=-273/126
NOTES-
1)Wind:ASCE 7-05; 100mph;TCDL=S.Opsf;BCDL=S.Opsf;h =24ft;Cat.11;Exp B;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 ANSI/TPI 1.
3)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category ll;Exp B;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 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs
non-concurrent with other live loads.
6)Gable requires continuous bottom chord bearing.
7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
8)Gable studs spaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10)*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.
11)WARNING:Required bearing size at joint(s)6,9,7,8 greater than input bearing size.
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,9,7,8.
13)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.
14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job fuss Truss Type Qty 7job
er Ridge Phase IV Duplex
15120721JR M02 Monopitch 6
Reference(optional)
Universal Forest Products - 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:49:44 2016 Page 1
ID:M_3SpF6FwZCKEH PbcYkZGEy9RBK-wnC FgrO8roKZF29YamhugU919CiE47RDLDRXkrzaOjr
1-1-0 6-0-0
1-1-0 6-0-0
4x4 11 Scale=1:18.7
3
3.00 12'
6 1
3x6% N
2 W2
N
1 N
B1 Id
4 1
3x6 11
5 3x6 11 01412
Plate Offsets(X Y)-- [2:0-0-6,0-1-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.00 4-5 >999 240 MT20 197/144
(Roof Snow=40.0) Lumber DOL 1.15 BC 0.07 VertTL -0.01 4-5 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a
BCLL 0.0 ' Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.00 4-5 >999 360 Weight:31 Ib FT=4%
BCDL 10.0 g
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x8 SP No.1 except end verticals.
WEBS 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 5=479/0-5-4 (min.0-1-8),4=317/0-1-8 (min.0-1-8) Installation guide.
Max Horz 5=50(LC 6)
Max Uplift5=-52(LC 6),4=-26(LC 6)
Max Grav5=506(LC 2),4=360(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown,
TOP CHORD 3-4=-266/116,2-5=-488/214
NOTES-
1)Wind:ASCE 7-05; 100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;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 II;Exp B;Partially Exp.;Ct=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 20.0 psf 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)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 Ib uplift at joint 5 and 26 Ib uplift at
joint 4.
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.
LOAD CASE(S) Standard
r1155 fuss ype ty y Upper Ridge Phase IV Duplex
15120721JR M02SGE GABLE 2 1
Jab Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 10:49:31 2016 Page 1
ID:M_3S pF6F WZC KEHP bcYkZGEy9RBK-pHW K50E_vphQC3f2JXyrel64RzGBXFDI MhoLo5zaOk2
1-1-0 6-0-0
1-1-0 6-0-0
4x4 11 Scale=1:18.7
3
3.00 12
1.5x3 11
1.5x3 II
10 1 N
3x6
N
2 W2 N o
^ 1 ST2 N
ST1
3x6 4
3x6 11
3x6 1
5 3x6 I I 0-112
Plate Offsets(X Y)-- [2:0-0-6,0-1-81
LOAD
TCLL (Ps40.0 G- =YESWB
DEFL. in (loc) I/defi L/d PLATES GRIP
(Roof Snow=40.0) rip DOL3 Vert(LL) -0.00 4-5 >999 240 MT20 197/144
TCDL 10.0 DOL07 Vert(TL) -0.01 4-5 >999180
BCLL 0.0 ' 11PIate
ess Inc0 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 C2009 ) Wind(LL) 0.00 4-5 >999 360 Weight:34 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x8 SP No.1 except end verticals.
WEBS 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 5=479/0-5-4 (min.0-1-8),4=317/0-1-8 (min.0-1-8) Installation guide.
Max Horz 5=50(LC 6)
Max Uplift5=-52(LC 6),4=-26(LC 6)
Max Grav5=506(LC 2),4=360(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 3-4=-266/116,2-5=-488/214
NOTES-
1)Wind:ASCE 7-05; 100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;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 ANSI/TPI 1.
3)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;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 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs
non-concurrent with other live loads.
6)Gable studs spaced at 2-0-0 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)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
10)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4.
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 Ib uplift at joint 5 and 26 Ib uplift at
joint 4.
12)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.
13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job russ Truss ype Qty Ply Upper Ridge Phase IV Duplex
15120721JR I M03 Monopitch 11 1
Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 07'13'.45 2016 Page 1
ID:M_3SpF6FwZC KEHPbcYkZGEy9RBK-sggCOiZPi9d 12Xzwweiyyixh HMm7G4LmQYnJPTzaRuK
-1-1-0 5-0-0 10-0-0
11 0 5-0-0 5-0-0
2x4 II Scale:1/2"=1'
4
1 3.00(12
4x4
3
8
W5
4x4
2
1
W3
W1
6 5
7 4x4= 4x6=
2x4 11
5-0-0 10-0-0
5-0-0 5-0-0
T (Ps
CLL 40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.02 6 >999 240 MT20 197/144
TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.05 5-6 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 Code IRC2009ITP12007 (Matrix-M) Wind(LL) 0.01 6 >999 360 Weight:42 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 5=575/Mechanical,7=713/0-5-8 (min.0-1-8) Installation guide.
Max Horz 7=77(LC 6)
Max Uplift5=-46(LC 6),7=-57(LC 6)
Max Grav 5=679(LC 2),7=763(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-8=-930/137,3-8=-820/143,2-7=-723/204
BOT CHORD 5-6=-225/854
WEBS 3-5=-941/247,2-6=-89/877
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;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 B;Partially Exp.;Ct=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 20.0 psf 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)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,7.
9)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.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
o ruSS russ ype ty y Upper Ridge Pha�IVDx
15120721JRM03A Monopitch 1 1Job Reference
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 07:17:33 2016 Page 1
ID:M I3SpF6FwZCKEHPbcYkZGEy9RBK-BYSPsgJQOCLyPaOIHWoQBnNhyGdKhHZKs00NPFzaRgm
1-1-0 5-0-0 8-0-0
1-1-0 5-0-0 3-0-0
2x4 11 Scale=1:22.1
4
3.0012
3x4
3
8 1
4x4% WS
2
I 1
W3 4
W1
2x4 II 4x4= 3x4=
7 6 5
l 5-0-0 8-0-0
5-0-0 3-0-0
LOAD
TCLL (psf)
40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.02 6-7 >999 240 MT20 197/144
TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.05 6-7 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 5 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.00 6 -- 360 Weight:35 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. All bearings 8-0-0. Installation guide.
(lb)- Max Horz 7=64(LC 6)
Max Uplift All uplift 100 Ib or less at joint(s)5,7,6
Max Grav All reactions 250 Ib or less at joint(s)5,5 except 7=413(LC 2),6=597(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-7=-373/152
WEBS 3-6=-507/145
NOTES-
1)Wind:ASCE 7-05; 100mph,TCDL=S.Opsf,BCDL=S.Opsf;h=24ft;Cat.II;Exp B;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 II;Exp B;Partially Exp.;Ct=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 20.0 psf 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)5,7,6.
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
0 fuss runs ype ty y Upper Ridge Phase IV Duplex
1 1120721JR M03GE Monopitch Supported Gable 1 1
Job Reference o tional
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industnes,Inc. Wed Mar 16 07:17:39:2016 Page i
Ip:M_3SpF6FwZCKEHPbcYkZGEy9RBK-Ohpg7jOBb2657VsvdnugR2dmvhh25?SCEyThcvzaRgg
1-1-0 10-0-0
1-1-0 10-0-0
2x4 II Scale:1/2"=l'
7
3.00 12 6
5
14 4
3 W2
3x4 11
2 T
1 T
ST
W1 T1
13 12 11 10 9 82x4
2x4 11
LOADING 11
(Ps4TCLL40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.25 Vert(LL) 0.03 1 n/r 180 MT20 197/144
TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.03 1 n/r 80
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 8 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:38 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. All bearings 10-0-0. --Installation guide.
(lb)- Max Horz 13=77(LC 6)
Max Uplift All uplift 100 Ib or less at joint(s)8,9,10,11, 12
Max Grav All reactions 250 Ib or less at joint(s)8,12 except 13=339(LC 12),9=305(LC 2),10=286(LC 2),
11=285(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-13=-309/45
WEBS 6-9=-262/81
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.ll;Exp B;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 wired(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
3)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B.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 20.0 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)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
11)*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.
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)8,9,10,11,12.
13)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.
14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job russ russ ype ty Ply Upper Ridge Phase IV Duplex
15120721JR M04 MONOPITCH 6 1
Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 07:40:29 2016 Page 1
iD:M_3SpF6FwZCKEHPbcYkZGEy9RBK-vGbbfAzYy_ijU1 aCuVT5zyMplxGf4cOsG5KBiVzaRVG
1-1-0 6-0-0
r 1-1-0 6-0-0
Scale:1/2"=1'
4x4 11
3
4.69 12
6
N
W2 + o
3x6 A o
2
1
1
B1 Ir
I j d
4
5 3x6 N 2
3x6 11
Plate Offsets(X,Y)-- [2:0-0-9.0-1-8]
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 0.53 Vert(LL) -0.00 4-5 >999 240 MT20 197/144
(Roof Snow=40.0) Lumber DOL 1.15 BC 0.07 Vert(TL) -0.01 4-5 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a
BCLL 0.0 ' Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.00 4-5 >999 360 Weight:33 Ib FT=4%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x8 SP No.1 except end verticals.
WEBS 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 5=479/0-5-8 (min.0-1-8),4=317/0-1-8 (min.0-1-8)
Max Horz 5=79(LC 8)
Max Uplift5=-39(LC 8),4=-39(LC 8)
Max Grav5=500(LC 2),4=365(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown,
TOP CHORD 3-4=-271/128,2-5=-484/202
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;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 B;Partially Exp.;Ct=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 psf 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)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,4.
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.
LOAD CASE(S) Standard
Job rusS Truss Type tyy ,Upper Ridge Phase IV Duplex
115120721JR M04GE GABLE 1 it
Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 07:40:37 2016 Page 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-go4cKv3Z4RjaSGCkMBdzHehETA09yE116LGc_1zaRV8
1-1-0 6-0-0
1-1-0 6-0-0 1
Scale:1/2"=1'
2x4 11
5
4.69 r12 1.5x3 11
4
1.5x3 II
10
3 1
a W2
3x411
2 T
1 T1
B1 L-1 EF
9 8 7 60-1 2
3x6 11 3x6 11 3x6 11 3x6 11
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.03 1 n/r 180 MT20 197/144
(Roof Snow=40.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.03 1 n/r 80
TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 6 n/a n/a
BCLL 0.0 Code IRC2009/TPI2007
BCDL 10.0 (Matrix) Weight:38 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x8 SP No.1 except end verticals.
WEBS 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 6-0-0.
(lb)- Max Horz 9=79(LC 8)
Max Uplift All uplift 100 Ib or less at joint(s)6,7,8
Max Grav All reactions 250 Ib or less at joint(s)6,8 except 9=366(LC 12),7=305(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-9=-300/60
WEBS 4-7=-253/101
NOTES-
1)Wind:ASCE 7-05,100mph,TCDL=5.Opsf,BCDL=5.Opsf;h=24ft;Cat.11;Exp B;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 ANSI/TPI 1.
3)TCLL:ASCE 7-05,Pf=40.0 psf(flat roof snow);Category II;Exp B;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)Gable requires continuous bottom chord bearing.
7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
8)Gable studs spaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10)'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.
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,7,8.
12)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.
13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
O toss �� ,uss ype Qty y Upper Ridge Phase IV Duplex
15120721JR M05 itch7 1
Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 11:0704 2016 Page 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-Us2P5SzVwLL?1tfQVALmgpD4URgOlUuIUONaEZzaOTb
-1-2-0 2-0-0
1-2-0 2-0-0
Scale=1:13.0
4.00 12 3
2x4 11
3x4 11 6
2
T1
v
W2
1
0
N
131 ?
n
0
4
3x6 Q�2
5
3x6 11
T (Ps
CLL 40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.00 5 >999 240 MT20 197/144
TCDL 10,0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.00 5 >999 360 Weight:12 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins,
BOT CHORD 2x8 SP No.1 except end verticals.
WEBS 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
W2:2x6 SPF No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 5=282/0-5-8 (min.0-1-8),4=44/0-1-8 (min.0-1-8) Installation guide.
Max Horz 5=33(LC 6)
Max Uplift5=-45(LC 6),4=-63(LC 12)
Max Grav5=364(LC 12),4=48(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-5=-317/126
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11,Exp B;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 B;Partially Exp.;Ct=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 psf 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)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,4.
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.
LOAD CASE(S) Standard
Job russ Truss Type ty y Upper Ridge Phase IV Duplex
15120721JR T10 COMMON 13 1
Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industnes,Inc. Wed Mar 16 06:13:19 2016 Page 1
ID:M 3SpF6FwZCKEHPbcYkZGEy9RBK-15aR?sgyd3nn1lm1V6ee?2165i8Eh602dPQR8ezaSn
-.0-11-o 4-00-608-0- 1z-o-o 1s-0-o
11-0 4 0 0 4-0-0 r 4 0-0 4-0-0
6x6 Scale=1:50.6
4
10.00 12 10
11
4x4 ii 4x4 O
3 5
4
2x4
2x4 11 6
2 2
d 1 d
l�
9 8 7
3x4= 3x8= 3x6=
8-0-0 16-0-0
8-0-0 8-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.10 8-9 >999 240 MT20 197/144
(Roof Snow=40.0) Lumber DOL 1.15 BC 0.64 Vert(TL) -0.25 8-9 >753 180
BCDL 15.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.02 7 n/a n/a
BCLL 0.0
BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.01 8 >999 360 Weight:96 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 9=1142/0-5-8 (min.0-1-13),7=1017/Mechanical
Max Horz 9=164(LC 7)
Max Uplift9=-45(LC 8),7=-15(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 3-10=-836/182,4-10=-663/196,4-11=-663/198,5-11=-838/176,2-9=-290/173
BOT CHORD 8-9=-87/629,7-8=-72/640
WEBS 4-8=-153/468,3-9=-1012/40,5-7=-1028/116
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;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 II;Exp B,Partially Exp.;Ct=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 psf 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)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)9,7.
9)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.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
o �_11111
cussType ty y Upper Ridge Phase IV Duplex
15120721JR Common Supported Gable 2 1
Job Reference(optional)
Universal Forest Products _ 7.640 s Nov 10 2015 MiTek Industnes,Inc. Wed Mar 16 06:13:28 2016 Page 1
ID:M_3SpF6FwZCKEH PbcYkZGEy9RBK-GgdquxnbWgwWdgymXVJlsydhxKL41F?NiJ6PxczaSmr
-0-11- 8-0-0 16-0-0 16-11-
0-11- 8-0-0 8-0-0 11-
6x6 Scale=1:51.3
6
__7
5 7
10.00 12 22
21
4 8
1
3 114 9
3x4 11 3x4
2 10
1 1 1 11
�d
20 19 18 17 16 15 14 13 12
1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11
16-0-0
16-0-0
LOAD
TCLL (Ps40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.01 11 n/r 180 MT20 197/144
TCDL 15.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.01 11 n/r 80
BCLL0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.00 12 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:103 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. All bearings 16-0-0. Installation guide.
(lb)- Max Horz 20=-149(LC 6)
Max Uplift All uplift 100 Ib or less at joint(s)17, 18, 15,14 except 20=-140(LC 6),12=-130(LC 7), 19=-130(LC
7),13=-124(LC 6)
Max Grav All reactions 250 Ib or less at joint(s)16, 19,13 except 20=285(LC 12),12=285(LC 12),17=339(LC 2),
18=275(LC 2), 15=339(LC 3), 14=275(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-20=-270/123,5-6=-107/293,6-7=-107/293,10-12=-270/123
WEBS 6-16=-282/0,5-17=-299/60,7-15=-299/60
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.ll;Exp B;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 ANSI/TPI 1.
3)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;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 2x4 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
11)'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.
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)17,18,15,14
except Qt=lb)20=140, 12=130,19=130, 13=124.
13)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.
14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
oTruss Truss Type Qty y Upper Ridge Phase IV Duplex
1107,
5120721JR T11 Common 15 1
Job Reference o tional
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 06:12:03 2016 Page 1
ID:M_3SpF6FwZCKEHPbcYkZGEy9RBK-FT_i2tlHXiCawcyR29HgvOc3C3Bjtm6s9bOPT2zaSoA
1-30 6-3-012-6-0 18-9-0 25-0.0 2630
130 6-3-0 6 3 0 6-3-0 6-3-0
6x6 Scale=1:50.6
4
6.00 F12
44 12 13 44
3 5
4
46 11 46 11
2 6
7
i1 I
11 10 14 15 9
8
3x6= 3x4= 5x6= 3x6=
9-2-0 15-10-0 25-0-0
Plate Offsets(X Y)-- [9:0-3-0,0-3-4] 9-2-0 6-8-0 9-2-0
T (Ps
CLL 40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.17 9-10 >999 240 MT20 197/144
TCDL 15.0 Lumber DOL 1.15 BC 0.69 Vert(TL) -0.44 8-9 >675 180
BCLL 0,0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.08 8 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.03 9-10 >999 360 Weight: 133 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 SPF No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W1:2x6 SPF Nc.2 WEBS 1 Row at midpt 3-11,5-8
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 11=1819/0-5-8 (min.0-2-14),8=1819/0-5-8 (min.0-2-14) Installation guide.
Max Horz 11=82(LC 8)
Max Uplift11=-87(LC 8),8=-87(LC 9)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-420/132,3-12=-1952/386,4-12=-1789/412,4-13=-1789/412,5-13=-1952/386,
5-6=-420/132,2-11=-618/228,6-8=-618/228
BOT CHORD 10-11=-228/1767,10-14=-75/1396,14-15=-75/1396,9-15=-75/1396,8-9=-228/1767
WEBS 4-9=-90/608,5-9=-407/200,4-10=-90/608,3-10=-407/200,3-11=-1892/287,
5-8=-1892/287
NOTES-
1)Wind:ASCE 7-05; 100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;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 B,Partially Exp.;Ct=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 psf 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,with BCDL=10.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 87 Ib uplift at joint 11 and 87 Ib uplift at
joint 8.
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
�110111�111111
russ fuss ype ty yTJb
er Ridge Phase IV Duplex
T11GE CommonSupportedGable 1 _ Reference(optional)
Universal Forest Products _ 7.640 s Nov 10 2015 MiTek Industnes.Inc. Wed Mar 16 06:13:32 2016 Page 1
ID:M_3SpF6FwZCKE HPbcYkZGEy9RBK-9bsLjlg6a2Qx51FXmLNhOooLgxjnE4Hzcx4d5Nza5mn
-1-3-0 12-6-0 25-0.0 26-3-0
1-3-G 12-6-0 12-6-0 1-3-0
6x6 Scale=1:51.8
8
7 9
6.00 12
6 10
30 31
5 it
4 12
3 T15 13
3x4 11 173 114 3x4 11
113
2 � 14
i1 1 1 15
Hi 0
29 28 27 26 25 24 23 22 21 20 19 18 17 16
2x4 11 3x4= 2x4 11
25-0-0
25-0-0
LOADTCLL (Ps40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.01 15 n/r 180 MT20 197/144
TCDL 15.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.02 15 n/r 80
BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 16 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 6-0-0 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. All bearings 25-0-0. Installation guide.
(lb)- Max Horz 29=82(LC 8)
Max Uplift All uplift 100 Ib or less at joint(s)29,16,24,25,26,27,28,22,20, 19,18,17
Max Grav All reactions 250 Ib or less at joint(s)28,17 except 29=375(LC 12),16=375(LC 12),23=250(LC 1),
24=357(LC 2),25=338(LC 2),26=276(LC 2),27=264(LC 1),22=357(LC 3),20=338(LC 3),19=276(LC 3),
18=264(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 7-8=-68/269,8-9=-68/269,2-29=-353/143,14-16=-353/143
WEBS 7-24=-317/59,6-25=-298/95,9-22=-317/59,10-20=-298/95
NOTES-
1)Wind:ASCE 7-05, 100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;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 ANSI/TPI 1.
3)TCLL:ASCE 7-05,Pf=40.0 psf(flat roof snow),Category II;Exp B,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)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
11)*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.
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)29, 16,24,25,
26,27,28,22,20,19,18,17.
13)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.
14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job russ russ ype ty y Upper Ridge Phase IV Duplex
15120721JR Vol VALLEY 1 1
Job Reference(optional)
Universal Forest Products 7.640 5 Nov 10 2015 Mi I ek Industries,Inc. Wed Mar 16 11:07:32 2016 Page 1
ID:M_3SpF6FwZCKEHP bcYkZGEy9RBK-fEk?z 1 J3Kxt1 OBoo83sLyiOrKkDOJ8TQwN93ExzaOT9
8-7-6 17-2-12
8-7-6 8-7-6
Scale=1:29.5
4x4
3
J
6.00 12
1.5x3 II 9 10 1.54 II
2 T 14
T
T 3T
1 5
LLc
o
o -6
d
3x4 8 7 6 3x4
1.54 11 5x6= 1.54 11
17-2-12
17-2-12
Plate Offsets(X Y)-- [7:0-3-0,0-3-0]
T (Ps
CLL 40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.42 Vert(LL) n/a n/a 999 MT20 197/144
TCDL 15.0 Lumber DOL 1.15 BC 0.12 Vert(TL) n/a n/a 999
BCLL 0,0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:48 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. All bearings 17-1-12. Installation guide.
(lb)- Max Horz 1=-42(LC 6)
Max Uplift All uplift 100 Ib or less at joint(s)1,8,6
Max Grav All reactions 250 Ib or less at joint(s)1,5 except 7=374(LC 1),8=692(LC 2),6=692(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
WEBS 3-7=-299/8,2-8=-600/213,4-6=-600/213
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;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 II;Exp B,Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)Gable requires continuous bottom chord bearing.
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)1,8,6.
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
o runs 711
ype ty y Upper Ridge Phase IV Duplex
151207211 1 i
Job Reference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 11:07:43 2016 Page 1
10:M_3SpF6FwZCKEHPbcYkZGEy9RBK-rMv9HoSykKGTCt8wHtYwvlLfU9yv06T1SaJ87ozaOT_
5-3-610-6-12
i
5-3-6 i 5-3-6
Scale=1:18.3
4x4
2
I
6.00 12
i
6
5
T 1
'.1
!ST1
3
1
Q =o
� o
4
2x4 2x4
1.5x3 I
10-6-12
10-6-12
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 0.68 Vert(LL) n/a n/a 999 MT20 197/144
(Roof Snow=4 Lumber DOL 1.15 BC 0.18 Vert(TL) n/a n/a 999
BCDL 155.0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a
BCLL 0.0
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:26 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 1=315/10-5-12 (min.0-1-14),3=315/10-5-12 (min.0-1-14),4=579/10-5-12 (min.0-1-14)
Max Horz 1=-25(LC 6)
Max Upliftl=-23(LC 8),3=-28(LC 9)
Max Grav1=316(LC 2),3=316(LC 3),4=579(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
WEBS 2-4=-463/142
NOTES-
1)Wind:ASCE 7-05; 100mph;TCDL=S.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;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 II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)Gable requires continuous bottom chord bearing.
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)1,3.
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
0Truss Truss Type Qty Ply FJob
Ridge Phase IV Duplex
I
15120721JR V03 VALLEY 1 1
eference(optional)
Universal Forest Products 7.640 s Nov 10 2015 MiTek Industries,Inc. Wed Mar 16 11:07:55 2016 Page 1
ID:Mr3SpF6FwZCKEHPbcYkZGEy9RBK-UgdhoubUvOnmej2D OmkOZrsT?3QCYWoDSDmX6zaOSo
1-11-6 3-10-12
1-11-6 1-11-6
3x4 Scale=1:7.6
2
6.00 12
T 1 3
1
B1
v ,p
Q IO
� O
2x4 2x4
3-10-12
3-10-12
Plate Offsets(X Y)-- [2:0-2-15,0-1-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0
(Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.04 Vert(LL) n/a n/a 999 MT20 197/144
TCDL 15.0 Lumber DOL 1.15 BC 0.07 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:8 Ib FT=4%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc purlins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 1=171/3-9-12 (min.0-1-8),3=171/3-9-12 (min.0-1-8) Installation guide.
Max Horz 1=-7(LC 6)
Max Uplift1=-5(LC 8),3=-5(LC 9)
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 B;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 B,Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)Gable requires continuous bottom chord bearing.
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 20.0psf 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)1,3.
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
0
i
a P
S(
i �
24'a'
FO7
- o
T
T oI Wo F01
s�j O 9 c N O
Ful
o_
r'01
S F01 2'1 1/2"
BURM
Z_
F02 F09
IIIII o D
F02 F09
N m
o F02NIIIII F09 m a
WWI
I o FC2 IIIII o A
II O
FO' IIIII F05 �' O
o
fill
Hca,�,..,I C
F05 Z
_ 4 1
�o
O
�8
3'1" FOU to IIII F06r"
1 - IIII
A F06 V5,1314" IIII -OUP'
Oo
N
" F07 IIII F06A
N •~. 84-31111 N
FOT F05A
w p0r;k IIII _L„,q
3gEi
B V A
E
s p -MS'4221F
3 F H IF1FA
E a Oil. `12 ` M12azz „?i IIII F0241
}}�
Ratloite to avoid
E _ a onflicln
Pipe
with fram ng Z
Iggg m 11/ x 11'6114"
i6a o o D
_ N
G
3'1"
co
coo 0
N.CD cc�� mmv N
p�j vv� r�L°—o oTW - ® o
N 3 T O _ m
N 0aan - - (7
N
3mws� . � -
O v m z
T'
R _
o c S
cn vN
N m
rD
pm o 0" ,0" 0" 0" �0" w � ,0" 4.J2-0'- 2-0" ,0„ o
0O
�-O — \ S_
v 0
ry Z
S
N N
O O
4'0" 6'0" 11-0"
I
39'()"
M e trusses ere tlesi -m6 romponaras to
rrcoryorebtl Inb Me buiMng Design et Me swcnANan of tae Wativg tlasprer,e5 a bdvqual Oesgn stoats br sato
Upper Ridge Phase IV Duplex „a,gnM.N,Mtla.
r � ft,a,tlr„.i g.Tb.atl�gtla.grorarapaM ftrbmrorary.aparm.a,ma.:Mg
d»reor.aa fbor ayabm era ar me o,rar.�aaveme.The aearea of rcre vu:.aupporc ao-ucaura iaeuaag n.w.rs,be.ms.
S y_�rt.� �° Village Hill Northampton,MA M.�a,eatl -there po btlay ai tl,a buatl rg tleG Do F ge Ig tlarrce gatlirg Macirp, it BrecirgM
n C L tl hrrss tlede from tle T Pleb In targe 583 dOnihio Dr' Medson.Wi 1,S
It¢Me re po EWM of Me
('.ereml C rMa 5 pe intent t b v fy Met the p d truss by-Iu11 etch the a I vaeritletl c action pens.
03/16/2016 a d,a a an ase.If baa-t,It,t w wgay of t ca I ca n na s rbb w t b p ae
-n pb 'rq the b pectic.. a d 0 sp s.Universal ForasiProtlucb wiY rwt be responsAb br priMlpbn
A UnilersolTbi-est ProductsCoinpernv 1st Fir.For Approval
NOTCH
Mgeaby h. . hel pR .IaaMptl g. r alteya,ero bkaraareermatlaati .ma�aa,ae
pY urbg<arst uNbn.W NOT CUT ,giILL OR OTHERWISE-REPAIR-MANUFACTURED TRVSSEE IN ANY WAY
�,.en ,.t,snni,".as..c T....r,I. ar ...'Oa THOUr PRIOR WRITTEN AUTFpRVATION BY A IJCENS
, ED PROFESSIONAL DESIGNATED BY UFP.UFP WILL NO
L 15120721 B BE HEIR RESPONSIBLE FOR ANY MOgFICATIONS Oft'CHARGE BACKS-DONE MT—T PRIOR WRITTEN
WIRHDRVATION FROM VFP
O
Eg
8
as 1
Eq!
j; YS
3� F�
39'0"
60" 24'0"
D1-3
II HpOS�uIF
III
T III
N III
III
o lli s9
y 3,
g o wIII
s III m s
3 III 6
� III
III
IIII
2.21/2" s F6-? 1'61/4" C
Z
c a F5 n --I
N N_ D
> F25 J
� i 2
• F25 i'B 1/2" m
o
F05^�R 2'3 1/2" m0 l o
M Hae 6'0" O
O
co co C
o 433 o z
s'o"
P to sH425 F26 - IIII
E 7 3 0 0
_
F27 IIII
T L-4
/4"o
1
-
X
X. -
N N '•2, J°rI - IIII Ic N
N N o F24 F2ri t'a.a.. 14i: illi -
.nas C _ F11GIM'` 1'53/4"
S= w0
9H435 �
° Ms zc 0A IIII
g 4
s ry 2
g3,• Y ':n F.;L F 2GR '- ` F"�G't F.^.4..
Q
n
3.
O i; R tl Pipe-route to avow a I
� _ c flet im framing c>� �1' ill C
sire 3
m III N
III
cc ;ti m o000000� rF?AGR III
Pw� w�ww�o 1 10"
-S4' 11/2'
m
c rn
9R r A
0 000 - IIII m
O
IIII Aj w N 3
:;eaaeW,,, IIIIIt .a
'P� IIII Z
✓-gym �� IIIIW
yc?- IIII III I
Ind�e oovm�o m.o '"
rmw o 00o r„e�„
vvE$ „P„�B�rTTmm IIII � � N
xxv3=3 mmI„NVNN IIII — ,0.. ,0., 20.1, ,0.. ,0„ .0,. ,0,. L2,0" ?,0.,
O o u 3 m m m m IIII � c
-
__ wwwwwwtiws IIII
- IIII
IIII
�,..,wwwwNw z ■
DT-3
O
4'0" 6'0" 11'0"
39'0"
a .Iasps t�oomponems m
Upper Ridge Phase IV Duplex r °p°��iMama ue�,e.e, me, rcKabrc.„a'�a;a,,er.e5.a"m�:bale.,,.,Memlw..en
gn iee-,l ort Ilse phcemere er 11 Tlie EuiMtnp-g,
a resporside ror bmporery aae parmarenl Naclnp
I me coal.ae mor symm aaa ror mo oar.n mnol�..TNe eestpn of me hnss sapporc so-�amre In<aatn9 neaae�s,I»am:,
'(' Village Hill Northampton, MAak,anecalamnsamaresppnsiUllitycfft,-Mir —,-r.Fol�ana�lgaieaa�.,,tll,aa�in,.--ft
U /Z �Y ([1�{i'/�y { ■ ooa trusses'.rolleae imm Cc True Plata msMule.5BJ Dronmio D—Maalaon.N1 531]9.It Is mo 111+NI NI of Ma
ie fli to iCiV■;■IYI( i■L, ereml conMctonsupermKrteem m verRy mal Ipe Provieea vuss hyou!sMu march IM uret m.otlea ronRm[Lon phos.
g �3/1 6120 1 6 paeiag oometons,ane ase.if may m not.n is I.responil,tihr or me Ge.erel comraemrrsape,Imatwnc ro pmvitle
A 7 r ph�s coma's ng Cte Wbst specilicet Universal Foreal Ro—w 11 sol Ea rrsponaiole ror w fphn
Ctatterserfl�test)raductct.oanpany' 2nd Fir. For Approval aW 9ae allbr fin,la,.eaalafelwpara ag .41they�eraapaa,IwemrermmarmoeeKatemmaee ft
g conshudhn.DD NOT CUT NOTCH.DRILL,OR OTHERWISE'REPAIR'—UFAC%RED TRUSSES IN ANY Yj
OUT PRIOR ITTEN AUTHORVATION BY A UIENSED TE
PROFESSIONAL DESIGNAD BY URI EFP.UFP WILL NO
15120721B 6E MTHNR
EL
RESPONSIBLE FOR ANY MODIFICATIONS DR'GIWRGE BACKS"DONE NITHOUT PRIOR WN
IRHORIZATIDN FROM UFP
v
s�
�"• 62'
10' 14' 27' 9' — �- 2'
Party Wall Pocket
7' — 7' 12' 15'
[A]
H G
2x2 Column ❑G
_ 1'
G Pads a
Suppl ped ONLY
Drawing Summary Block - All-Layers
20/20 XI Walls/Panels � .-�
1 Beam Pockets
1 Specialties �_o
3 Multi Studs LX
4 2x2 Column Pads -- Supplied by Superior Walls -- Installed by Superior Walls Z -�' o' v7
2 2x2 Column Pads -- Supplied by Superior Walls -- Installed by others n " '' ' d
O
20/20 XI Walls/Panels Type: 9' Linear Feet: 211 '-5' = d a >
Oa)
CM In �_ >K o »
1.
Drawing Notes 9� X j 0 - L_ a, o �' a� C
o >.oc � -o cv w n•- _r-
-------------
I
-O d.-+ \ d J C U I N
_____________ G i '•O In I L
Wal _ L, at :3 �� � � aCO 17
cu (4) 2x2 Column Pads Supplied Only 1 0 a._ PCI �\ �, L 1i-�'
1 L_ a 3 o cv n C c 1 C
C �as++ cv 3 x o C) -
-•
- Object Details in inches - l c
I`n 3 .. +, o,s � cu I I— vv •- U C3)-o o .. o,+, �
---------------------------- _r_-- i d -- O P=1 C1J N t O c U
ID # Obj Desc Width Height Header Door(B.D.W) 3 •— c --3 cL<+ o •• >. z ; _D = I N
L
A 2 Win 4040 B/K Egress 48_1/2 48_1/2 15 L Z L E: _ I
O d-i--' i O Pfd -O O O _1,_ C O W G=l di--' I O
B 1 BP 8 6 0 - •• a) £ a) M: •- = Z = O
G I Ln
6 Pad 24 24 4_1/2 I"' , 3 d +� `� - . 3 Ln C
H 3 MS 2-Studs 102 0 > � 3 � = L i d a) O ._ L
Cn
Cl- OPq H PaU JceU %1 F— C_ C I
, 7
FG H MGH
141 8
4
LD
Follow Page
38 of BGB T 2'
for Frariing '
Instructions Center Of 8 Stairwell
Party Wall Pocket A
10' I 12' I 22 16' —I. 2'
Reference 2012 IRC It is the responsibility of the General Contractor and/or
Footing : 8' minimum 1/2' clean crushed stone Home Owner to ensure complete accuracy of all drawings 40 Ton Crane with 60' reach from the
Assumed Soil Bearing Capacity : 2000 PSF designed for production. Weaver Precast, Inc. will not be pivot point of the crane is the limitation The Superior Wall 'Builder Guideline Booklet'
Maximum allowable uniform load : 2700 PLF held responsible for any errors once the final drawings of the crane provided to install the walls. provides product requirements for your
Seismic Design Category : B and contract have been signed and approved by the If a larger crane is deemed necessary, Superior Wall Foundation. Please refer to
Basic Wind Speed : 100 MPH General Contractor and/or Home Owner. an additional charge will be incurred. your Local Building Code for framing requirements.
FEET
FRONT
Project Name : Upper Ridge Duplex
Owner : Wright Builders
Builder : Wright Builders
Modified : 2/24/2016
Revision : 1 . 2
Type : XI
)K)KNOT TO SCALE )K)K)K
N T
Project Nave : Upper Ridge Duplex
Owner : Wright Builders
Builder : Wright Builders
Modified : 2 / 24 / 2016
Revision : 1 . 2
Type : XI
XX )KNOT TO SCALE )K )K )K
i
L E F T
E
E
I �
I
Project Name : Upper Ridge Duplex
Owner : Wright Builders
Builder : Wright Builders
Modified : 2/24/2016
Revision : 1 . 2
Type : XI
)K)K NOT TO SCALE *)K)K
1
i
0
FRONT
FEET
LEFT
i
Project Nave : Upper Ridge Duplex
Owner : Wright Builders
Builder : Wright Builders
Modified : 2 / 24 / 2016
Revision : 1 . 2
Type : XI
)K )KNOT TO SCALE )K )K )K FRONT
62'
10' 14' 27' 9' — �- 2'
So,,
0o
co
CIO
6 -
�� SI1 Si S411i16�
� 16�
f
07 �o I
M
Zj-
CU
�I
6000LD
�, 11116r I
CS
,1 r
5
� — 10' ®� 12 22 16' -12' -)
oi> m
i.mc 9.� adl3 �yo
Zo
n O�
39'0
610.. 24'0" 8-0"
i
I
F01 -
,o
I
o F01 o
'o
0 0
W ° F01
NNm FU1
0 o rig F01
g
- ------ -- 2' 1 1/2"
I
C
X __.. .._--------- ----- __ -_ __7�. /2a - __.
a j F02 F09 D
r �_ ICD
m
'P
F02 W F09 -�
� in N Z
q °V F02 F09 - j rrl
N m io w o
m ---- --- -- . -- _
F02 F15
, �' GR 'o � O
O
F02 i F05 7O7
,p W Z
�. C
p � Z
2 F05
A � F05 - l
y ___-
..__... _.-. _.__ _.. _... _._._----------_ _
c� F06 F06A
co 0
o I TQ FU6 1'5 3/4" --- C0 F06A
� N N
o n --- ------ FU7 ---- --- ---- --- -- --F06A--- Iv
V N -+ (Jr N Oz N
y
F07fill F06A
O
----------------
W
A
F08 F11 F06
,X�j
ryA
n (Radon Pipe below girder c
truss needed to box out stairs� C
1 1/ � 11'8 1/4" v ? Z
C? F�
I l fv
31 i
O cn
s �'I
IF07G I El w col w m o
v
_
1 G f o I O
II O
tmn
Z
( C2
-n -n -n o
0 0 0 -n I
or 0e 0., On 0.. On W On 0,. 0., 0" o
_ w i
E;Ll J L
_ll I I
N IN
I
4'0"
60" 11'0" 11'0" 7'0
I
- -- ------ ----- 39 0'
--- -- - - -
I
HIS I A TRUSS PLACEMEN DIAGRAM ONLY. hese trusses are designed as individual building components to be
U er Rid a Phase IV Du IeX .,P.r.,.into the building design at the specification of the building designer. See individual design sheets for each
PP 9 P cuss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing
f the roof and floor system and for the overall structure. The design of the truss support structure including headers,beams,
UFP Belchertown, LL Village Hill Northampton, MA alts,and columns is the responsibility of the building designer. For general guidance regarding bracing,consult"Bracing of
ood trusses"available from the Truss Plate Institute.583 D'Onifrio Drive;Madison,WI 53179.It is the responslbllllty of the
01/06/2016 eneral Contractor/Superintendent to verify that the provided truss layout shall match the final intended construction plans,
oading conditions,and use.If they do not,it is the responsiblifity of the General Contractor/Superintendent to provide
St (. O( (ICIn Permit rints/plans containing the latest specifications and designs. Universal Forest Products will not be responsible for print/plan
A Universal Forest Products Company anges by others after final approval ofshop drawings,nor will they be responsible for errors or modifications made on-site
65 Bay Ruad.PO Box 4J5/Sekhenu. NJ.',.slew-;Ph.-41;-23.:24 Not For A ro Va/ wring construction.DO NOT CUT,NOTCH,DRILL,OR OTHERWISE"REPAIR"MANUFACTURED TRUSSES IN ANY WAY
" Pax it 3-rzs-Ssss ITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL NO
15120721 B E HELD RESPONSIBLE FOR ANY MODIFICATIONS OR"CHARGE BACKS"DONE WITHOUT PRIOR WRITTEN
TH RIZATI N FROM FP
I
39'0"
I
6'0" 24'0"
_ a
B1-3
I
HDO8101F
I
III I '
I �
o WIII i o �
�I
WIII
I
III ' I
I
==8 ===—===IL
181/4"
W CD m m m �w
o °
wwwwwur W wG.wO F25
N
N I I
O A N N N ! N CD
0000 oo =o(0 1 F25 -
. Er o
a
N ...-...._...- ------------ -,. —.,...,_1
...____ -
LLLg F25 1'81/2" a
A A A A A A A A A
ao eo
v A A A N N F09GF 2'3 1!2"
< co W _ -- g
SrSr 'UX � � O O O -
orr< r- � � r- N F
{tip (Np < v, in c '
S8 �5p�� N8NNN N
" T -A fJn fV71 rn _
Q F m T
N N m m
FW
m m
7 N N N N O
N O OO O .
IT 6 0 __ ------ --- -- Z
N W W W W W W N W O D
y N
N W W W W W W N W Z
T
j' 3'4 3/4" F27' o W m
o I ru rY '; p7
N _- F- 1< - a ,N
M
y oF24 - -
F28 - - - o II o
c c v, - -- F11GR 1'53!4"
O
t'nmta m -
v v 5
= G1
F29 N �X`t'v � = F30 Z
4L -
xv I i
p $ 3
� _ c 2
O N ( C
�
n
' I
02
C: c ccK �
Q) in in fn d 2 ; o -4 I N Ili o I N
vv vvM � IIIW
o E
in 3 ; x x v , F14GR i! III O
zrntntncc
xxxfnNa W
i
wAAAmrn � o I 4' 11/2'! 1� 10" �I -3 !' 0 ( m
ONE -n N "'" 0 —
m O X
N W 00 N ia(� t E O
CD
TI 'T1W -nj; -n TI -n tui Z
W Wi W! W W W (
On Ul; G) NI N N N
IIII -n
IIII W is
IIIIW Cl)
i0
IIIIl N Ii II 7'0"
a 0" 0 0" 0 0 r 0.. '0" a 0- .0"
— -- - - _
A
�� IIII I
VII i I I I
CD
N B7-3 N
f
4'0" 6'0" 110"
II
39'0"
I
HIS ISA TRUSS PLACEMEN DIAGRAM ONLY. hese trusses are designed as individual building components to be
Upper Ride Phase IV Duplex ncorporated into the building des gn at the specification of the building designer. See individual design sheets for each
Pp 9 P russ design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing
f the roof and floor system and for the overall structure. The design of the truss support structure including headers,beams,
UFP Belchertown, LLCVillage Hill Northampton, MA .Its,and columns is the responsibility of the building designer. For general guidance regarding bracing,consult"Bracing of
ood trusses"available from the Truss Plate Institute,583 D'Onifrio Drive;Madison,WI 53179.It is the responslbli0ty of the
01/06/2016 neral Contractor/Superintendent to verify that the provided truss layout shall match the final intended construction plans,
Darting conditions,and use.If they do not,it is the responsiblilityof the General Contractor/Superintendent to provide
lAE'
ntstplans containing the latest specifcations,and designs. Unive sal Forest Products will not be responsible for print/planoA Universal Forest Products Company n r. Or ricing ermanges by others after final approval ofshop drawings,nor will they%responsible for errors or moditkations made on-site
N F rA / ring construction.DO NOT CUT,NOTCH,DRILL,OR OTHERWISE"REPAIR"MANUFACTURED TRUSSES IN ANY WAY
t558e}Ao.d,rr:ris"s ads;F:eknen".cnnL..010117,rno."��t:r.>-?�.t^,rF,K�t�: a-sss ITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL NOT
15120721 B HELD RESPONSIBLE FOR ANY MODIFICATIONS OR"CHARGE BACKS"DONE WITHOUT PRIOR WRITTEN
UTHORIZATIQN FROM UFP