HomeMy WebLinkAbout11355 W. 33rd AvenueCity of
�Wheatdge
MMUNITY DEVELOPMENT
City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857
DATE: February 27, 2017
TO: Accounting Department
FROM: Meredith Reckert, Senior Planner
SUBJECT: ESCROW REFUND/RELEASE
Request for Release
Reimbursement requested for funds for in the amount of $1,500.00 (One thousand five hundred dollars and
no cents) being held for landscaping for property located in the Quail Hollow Subdivision located at 11305 W.
33rd, 11355 W. 33rd and 3350 Quail Street.
Please note that the requested amount was provided in separate payments submitted at various times for a total of
$1,500.
The landscape improvements have been completed to the City of Wheat Ridge's satisfaction.
MAKE PAYMENT TO: Quail Hollow Patio Homes, LLC
SEND TO: Quail Hollow Patio Homes, LLC
6143 S. Willow Drive, Suite 300
Greenwood Village, CO 80111
Meredith Reckert for Ken Johnstone
Director of Community Development
www.ci.w heatridge.co.0 s
City of
] �CQAAK Wh6atpu-Alillle
City of Wheat Ridge Municipal Building 7500 W. 291h Ave
January 23rd, 2017
Owner/Occupant
11355 W. 33rd Ave.
Wheat Ridge, CO 80033
Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929
RE: Previously permitted project plans available for retrieval — Permit 201600600 (New Single Family Home)
Owner/Occupant,
This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge
Building Division and plans and/or other documents were required was recently completed and approved. In
accordance with the Building Division's document retention policy, the associated plans and/or other documents
are scheduled for disposal.
We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their
disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20
working days (4 weeks) from the date of this letter and must be retrieved in person at the Building Division
offices. This letter must be presented at the time of retrieval of the plans and/or documents. Plans and/or
documents available for retrieval CANNOT be mailed and plans and/or documents will NOT be available for
retrieval after the expiration of the retrieval period, which is 60 days from the date of this letter.
You may retrieve plans and/or documents between the hours of 7:00 a.m. and 5:00 p.m., Monday through Friday,
at the Building Division offices located at 7500 W. 29h Avenue in Wheat Ridge.
Cordially,
Melissa 17tackey
Senior Permit Technician
7500 W29th Avenue
Fax: 303-237-8929
City of
cleat ` �.
�C,0,M.M iNrfy DEVELOPMENT
www.cLwheatridge.co.us
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�s►Yj�-��►�,i1� INSPECTION RECORD Occupancy/Twe
INSPECTION REQUEST LINE: (303) 234-5933
Inspections will not be performed unless this card is posted on the project site.
Call the inspection request line before 11:59 p.m. to receive an inspection the following business day.
Inspector Must Sign ALL Spaces pertinent to this project
Foundation Inspections Date Inspector Comments
Initials
Monolithic Slab Reinforcement
Caissons
Concrete Encased Ground (CEG)
Footing/Stemwall P.E. Letter
Do Not Pour Concrete Prior To At)Droval Of The Above Inspections
Underground/Slab Inspections Date
Inspector Comments
Initials
Electrical (Underground)
Wall Sheathing
Sewer Service (Underground)
Date
Water Service (Underground)
_
Plumbing (Below / In -slab)
Lath / Wali Tie
Heating (Below / In -slab)
I — ' t.J,rga ov , 0 Ue J�•
Do Not Cover Underground or Below/ln-Slab Work Prior To Approval Of The Above Inspections
Rough Inspections
Date
Inspector Comments
Initial
Wall Sheathing
Final Inspections
Date
Roof Sheathing
Comments
Final Electrical
Lath / Wali Tie
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Rough Electric
Jot (b
j
Rough P:umbing
`1 (
)—
Rough Mechanical
�'( if.
Roof
Gas Piping
-i �-•
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Do Not Proceed Without Aooroval Of Above Rouqh Inspections
Rough Framing
Insulation
Drywall Screw/ Nail ;j L 5 k
Final Inspections
Date
Inspector
Initials
Comments
Final Electrical
Final Plumbing
11-2-f
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Final Mechanical
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Final Building / Frame
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Landscaping & Parking / Planning Dept.
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Inspections from these entities should be requested
one week in advance. For landscaping and parking
inspections call 303-235-2846. For ROW and drainage
inspections call 303-235-2861. For fire inspections
contact the F,re Protection District for your project.
ROW 8 Drainage / Public Works Dept.
LL,
Fire Inspection / Fire Protection Dist.
*`Note: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate
of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy.
Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued
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�- City of
Wheat jisdlge
COMMUNITY DEVELOPMENT
Landscape Escrow Agreement
This agreement made this 22nd day of November, 2016, by and between the City of
Wheat Ridge and Quail Hollow for escrow in the amount of Five hundred dollars and
zero cents ($500.00) being held by the City of Wheat Ridge until landscaping is
competed at
11355 W. 33,d Avenue
In the event that front yard sod is not installed by April 30, 2017, the City of Wheat
Ridge or its designee shall have the right to enter upon said property to construct and/or
install such improvements or do other such work to accomplish that purpose as may be
necessary, provided that the City of Wheat Ridge shall first give notice in writing to the
property owner of its intent to do so.
If the City of Wheat Ridge exercises its right to perform work of any nature, including
labor, materials and use of equipment either by force account or contract, the City shall
have the absolute right to withdraw the escrow funds to complete said improvements.
The only precondition to the City's right to withdraw the funds for this purpose shall be a
letter from the Community Development Director, stating that the improvements have not
been completed or provided and that the compliance date of April 30, 2017, has expired.
Approved and Agreed:
General Contractor:
Signature
Print Name
Business Addr / Phone
3 -- 42
Date V Title
City of Wheat Ridge, Colorado
By:
Title:
Date: ( I - Z 5 — / (o
City of Escrow/Letter of Credit
Transmittal Sheet
��Wheatf�j,dge
MUNITY DEVELOPMENT
An escrow agreement has been executed for the installation of front yard
sod at 11355 W. 33" Avenue. The escrow is in the amount of Five
hundred dollars and zero cents ($500.00).
The above amount is to be held in escrow for:
® Landscaping and parking under Planning & Development: front yard
sod
❑ Street Improvements under Public Works:
❑ Other:
Escrow expires April 30, 2017.
The escrow shall be held by the City as reimbursement to offset cost to City
for completion of site work.
Notes:
Name Date
Quail Hollow Patio Homes LLC Guaranty Bank and Trust
1331 1 tStreet
Operating Account Denver, CO
6143 S. Willow Drive, Suite 300
Greenwood Village, CO 801 /1
720-488-1600 DATE CHECK NO
November 22, 2016 2073
Pay:*******************************'*******Five hundred dollars and no cents
PAY City of Wheatridge
TO THE
ORDER OF
23-96
1020
AMOUNT
*$500.00
I'm 00000 20 7 311' 1: 10 2000 9 6 61: L,000 L -a 158 6'xn
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City of Wheat Ridge Municipal Building 7500 W. 29"' Ave.
Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857
FOUNDATION SETBACK AND ELEVATION CERTIFICATION
This form, including the Exhibit on the reverse side, must be fully completed by a Professional
Land Surveyor licensed in the State of Colorado. This Certification must be submitted for review
and approval prior to the placement of concrete and before proceeding with any further
construction.
DATE: i ,; i uer �
PERMIT#
ADDRESS: 1 a ::',:II I Avenm,�
BLOCK i 4 SUBDIVISION
I hereby certify that the elevation and location of the structural foundation for the above property
described above has been measured by me or directly under my supervision. The foundation
setbacks and elevations for all building corners as stated herein have been found by me to be in
compliance with all municipal setback and elevation requirements, and all civil engineering and
Building Permit construction plans as approved by the City of Wheat Ridge.
The MINIMUM SETBACK DISTANCES from the property lines have been determined to be:
FRONT: REAR: "l l.c, SIDE: 2; 9 SIDE: 15-1—
T
The MINIMUM ELEVATION has been determined to be: 5428.2/1 (NAVD88).
The above measurements have been determined on the following location:
Check only one): Top of foundation prior to placement of concrete
,-� ___ Top of proposed foundation subsequent to placement of concrete
The setback and elevation measurement locations are identified on the attached exhibit.
Signed
Print
Professional Surveyor
pv •' N pl-,
38445 0
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N'Il. L ANS
Date s 0/06/16
FOR OFFICE USE ONLY
Approved by:
Inspector Date
www.ci.whear , Ity
Rev 02112
EXHIBIT
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11355 W. 33RD AVE.
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WEST
33RD AVENUE
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QUAIL HOLLW SUBDIVISION
CITY OF WHEAT RIDGE,
COLORADO
EXHIBIT -LOT 10
anhar
pRa. MOR.: BJP
SHEET
8008 E. Arepahoe Court, Suiw t tD, Certtenniel, CO 60112 ph:3D3.7O8.0300 hc303.708.0400 —h--
DRAWN BY: BJP
DRAWN
/ A A
OF
2
Civil Engineers • Surveyors • Water Resource Engineers • Water & Wastewater Engineers
09/22/16G
Construction Managers • Environmental Scientists • Landscape Architects • Planners
SCALE: 1" - 30'
CSH.WHC001.02
i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type:
Job Address: r'>'3 5c- w. 3 3 Avg
Permit Number: ?o/ 6 dG OD
❑ No one available for inspection: Time -1 - A AlVlrM )
Re -Inspection required: Yes N i
*When corrections have been made, call for re -inspection at 303-234-5933
q� 2 /1)62ov( l
Date: l ` �' Inspector: �
DO NOT REMOVE THIS NOTICE
City of
' P4d
Cot,4mumw DEvELoPMENT
FOR OFFICE USE ONL
Date:
I
Planlpermit#
M
Malthisl Addmsk- (if different than property address)
*
Address:
Jectrical: (D Accore, C,
1,R. City License #
ity License #
7 -
Plumbing* tj Z Mechanical:
WR City License # WK City License # 0 1-7
Other City Licensed Sub:
City License #
Complete all information on BOTH sides of this form
%gNEW RESIDENTIAL STRUCTURE 0 COMMERCIAL ROOFING
El NEW COMMERCIAL STRUCTURE El ELECTRICAL SERVICE UPGRADECOMMERCIAL ADDITION 0 RESIDENTIAL ROOFING
COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.)
RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc,)
MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT
0 PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT
ELECTRICAL SYSTEM/APPLIANCE
OTHER
F.f tea" €carp �._
Amps Squares Other
12
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City of Wheat Ridge
Building Department
Attn: Plan Reviewer
7500 W 291h Avenue
Wheat Ridge, CO 80033
RE: Plan Check Review for 11355 W. 33d Ave., 3350 Quail Ct. and 11305 W. 33rd Ave, (Lots 11, 1, and 10
at Quail Hollow Subdivision)
Dear Plan Check Reviewer,
Building permit applications are being submitted to you today, April 25th for lots 11, 1 and 10 (11355 W.
33 Id Ave., 3350 Quail Ct. and 11305 W. 33rd
Ave., respectively) at the Quail Hollow Subdivision in Wheat
Ridge, Please note that the Lot 11 plans being submitted are very similar to the plan that was approved
on Lot 7 of the same subdivision (permit # ). Additionally, the submitted plans for Lots
I and 10 are the same floor plan (701) with different elevations. We wanted to make sure you were
aware of these things to he=lp��e'the plan review and save time. The order of priority for the
Lot
11 firs
10
't 11
review of these plans will, t 11 firs , followed by Lot I and then Lot 10,
Thank you for your time. We look forward to your approvals,
Sincerely,
Quail HolloW,-Pat4o-H s
SVA
City of SINGL E FA MIL YID UPL EX
Whe'atRidgc
1, UBLIC WORKS BUILDING PERMIT APPL ICA TION RE VIE W
Date- _4_-
t,ocation-
ATTENTION: BUILDING DIVISION
I have reviewed the submitted application documents to construct a
located at the above referenced address. Please note the comments checked below,
1, _j( Drainage:
a.
Drainage I.etter & Plan required:
—Yes
No
b,
Site drainage/grading plan have been
reviewed and are:
--),/OK
�" referto
stipulations.
1 _V� Public Improvements required& to be completed
with project:
a,
street paving/patching:
— Yes
No
— Completed
b.
curb & gutter:
— Yes
No
— Completed
c.
sidewalk:
— Yes
No
Completed
d,
Other (specify):
— Yes
No
Completed
For items not constructed, the amount of funds taken in lieu of construction: $
3. --,,/ Does all existing roadway/alley R.O.W. meet the standards of the City: Yes No
If not, what is required?
If R.O.W. is required, has the deed been received: Yes No (see Note below)
NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy.
4. _V_ APPROVED. The Public Works Department has reviewed the submitted material and hereby approves
this Permit Application, subject to the stated requirements and/or attached stipulations.
i,_g�nalure Mark. Van �Nattaa_DwAt�#
5 0 NOT APPROVED: The Public Works Department has reviewed the submitted material and does not
approve this Permit Application for the suited reason(s):
signatim? Mark Van Nattan
Im
6jL Stipulations: .4,30
..... ............ wjwf
EA OM, J "45
T A Drainage Certification 1,,etter accompanied by As -Built plans from the Engineer -of -Record shall be
required prior to the issuance of the Certificate of Occupancy.
8. NOTE: ANY DAMAGE TO EXISTING PE .BL,IC IMPROVEMENTS AS A RESuur OF PROJECT
CONSTRUCTION SHALE BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE
ISSUANCE OF THE CERTIFICATE OF OCCUPANCY,
Rev 06,2013
Cavity of
,�(�Wh6atRj:gge
l"UBt.IC WORKS
City of Wheat Ridge Municipal Building 7500 W, 29" Ave, Wheat Ridge, CO 80033-8001 Pl- 303.235. 868 F� 301 35.2857
3
Date.-
Location of Construction: rel
Purpose of Construction: —45 w
..
Single Family ---XA
Commercial
eve rt »seat lieview ProcesWagftti.. .................. ......... ...........$100.00
(Required of all projects for document processing)
ctsnrta°elta atlti_frtxal eview fees:
Review of existing or minimal technical documents :..y ...... ......:.... $200.00
Initial review' of technical civil engineering documents
(Fee includes reviews of the 0 and 2 d submittals):...... ............... .... $600.00
Traffic Impact Study Review Fee.
(pee includes reviews of the Iia d 2,d, Utunittals): $5001 titl
Trip Generation Study ReviewFee: .CII}
* CI & M Marmal Review & SISTA Recording I ee....... ... .... .. ....... .. $1 00.00
! Each Application will be reviewed by staff once arta returned for changes. Ifafter review oftbe second submittal ebanges have
not been made to the civil documents or the Traffic Study as requested by staff, :further reviews of the Application will be subject
to the fsrllow ng Resubmittal Tees:
i stzbmitt l Fees.
P su t °ttal ('lz initial review fee):- .... ....... . ..:..... ....... ...:..... $300.00
4"' subrni I (full initial review fee): ......... ...9,..... $600.00
All subsequent submittals: ......... ......... ......... „ ........ ,........ S600A
(Full initial review fee)
TOTAL REVIEW FEES (due at time cif Building Pertrat issuance):,. .... �_...
PLEASE NOTE il-iAT IN ADDITION TO THE ABOVI. FEES, HEREtil L BE ADDI,f olsl l.m LICENSING
AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC
RIGHT-OF-WAY.
wvv o-ci.wheatridge.co.w
Rev 12,112
W cat 14. Ld
ge
City of Wheat Ridge Municipal Building 7500 W, 29" Ave. Wheat Ridge, CO 80033-8001 P: 303,235.2861 F: 301235. 57
-fill #12f
.' ►
ATE
Dear Contractor;
In conjunction with the approval of the building permit application n fo9r the above referenced
address, this letter is to inform you that all existing public improvements located along the
frontage of said address shall be restored,(if damaged from related construction) to an
acceptable condition, as determined by City of Wheat Ridge Public Works s l epartment, and prior
to the issuance of a Certificate of Occupancy.
Prior to any construction commencing, theCity's representative will conduct an onsite
inspection to determine the existing condition(s) ofthe public improvements at this address.
If you have any questions, please contact me at 303.235.2864.
Sincerely,
David F. Brossman, p. .S.
Development Review Engineer
`: File
www-ci.wheatridge.coms
Company e.Phone
LicenseState #: Master
Signature of Authorized Agent Date
Plumbing Contractor
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State License #.. Master
RidgeWheat License
Signature of Authorized Agent
Mechanical Contractor
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Signature of Authorized Agent
Date
Date
Oeneral Contractor:
State License
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Signature of ► Agent Date
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wContractor
Wheat Ridge License#.
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Date
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Signature of Authorized Agent Date
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. Ridge
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Signature of Authorized Agent
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Agent
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Date
(303) 467-6965 p.
Project Ad&ess: ut. -3,311U1 Age- ")Permit Pf 0 20 L
General Coxitractor'.
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State License Master
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WIN I 1tl #' e, I l ` ., i iIII
From: SCOTT WILL iAM S Fax: (303)953-9097 To-, CREEKSIDE HOMES Fax: +1 (720) 488-1601 page 3 of 3 04122/2016 12:16 PM
Coinpmy Nme: Phone #.-
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Building Comments:
1 . Enclosed accessible space under the stair is to be protected on the enclosed side by 1/2" gyp
R302.7
2. Provide mechanical exhaust ventilation for bathrooms, water closet rooms, laundry room, and
kitchen hoods, ducted direct to outside (R303.3, M1507.2).
1 Show and label all required GFCl and WP/GFCI receptacles (E3901.2, E3902, E3903).
4. Provide minimum two building cross sections.
5Show required fire blocking on each section (R602.8).
6Show height and dimensions on each crosssection..
7, Provide and reference key structural details for critical connections for cross-sections,
& Specify on plans, interior wall construction, coverings, and backings for tile and in wet locations
(R702.1)
9. Identify stair mechanical attachment at top and bottom.
% Provide the following structural engineering calculations as applicable:
a. Dead and live loads analysis,
b, Lateral loads analysis,
c. Retaining wall calculations engineered over
d. Provide special inspections •-
•
eIRC Ch17,
1 11
11 1 OR III INS
Pro
1, In areas specified in Section E3901 . 1, 125 -volt, 15- and 20 -ampere receptacles shall be listed
tamper-resistant receptacles (E4002.14).
2. Show mechanical equipment and water heaters on 18 -inch platform if placed in garage or room
with direct access to garage (M1307.3).
3. Provide combustion air and show hi and low vent opening sizes for gas fuel appliances located
in confined spaces (G2407).
4, Provide and reference approved detail for gas piping to gas island cooktop (G2415.14).
5. Show supply and return air ducts and registers (IBC 107.21 amend).
6. Supply and return ducts shall be insulated to a minimum R-8. Ducts in floor trusses shall be
insulated to minimum R-6 (NI 103,2, 1)
7. Provide approved detail for gas piping to kitchen island gas cook top (G2415,14).
8. Provide minimum R-3 insulation to hot water pipes (h111014).
9. Show all drainagelsewer piping materials (Tables P3002.1, P30022),
10. Storage -tank type water heaters shall be installed with a drain pan and drain line (P2801.5).
WH -pan drain -line shall terminate per (P2801 ,5.2),
11. Provide detail showing fixture count, developed length, supply and service line size, sanitary
fixtures, line size and attachment (including backflows) showing conformance to IPC. A licensed
professional may provide an analysis showing size and computations (R1 063).
- one line is provided, however cleanouts and backflows are not shown,
Address. j 1355 . i. 13
Permit##.
20 jC. oo6 oo Date:
ko N
y}�9pA d
CL
Jurisdictiran. „;3kefi a
Building Type. Plan # orModel:
CL
C0"SP
0 Duplex0 Master
O Repe t
Coe dp t . offfil c
CD ow o e .. (4]¢o
A i io
NfA
Compliant Nonr
N/A
Compliant Non -
Carrs liana
Com liant
3. Provide a 1-318" solid door
1. Provide required natural
self Closing, self latching
light and ventdlatdon for
between residence and
]
habitable rooms (8303),
ora e, (R30}2,5.3
. Provide rvteChanical
2. Provide permanent landing
exhaust ventilation for
at exterior doors. (12311.3.1)
06
bathrooms, water closet
3, Doors shall not open
rooms, laundry room, and
directly between a sleeping
,o
J
kitchen, ducted direct to
room and a garage.
oc�Side (12.301,3.3, M1507.2).
(8307.2.5.1)
ro
. Provide attic ventilation
4. Shower doors shall have
0-
per (R806.1) unless
safety glazing hinged shower
0
Insulation is applied on the
doors shall capes outward,
underside of roof
(8LL
3038.4.5, P270?8.1g
sheathin (R806.5##5).
0
5. Provide and identify all
NAA
Compliant Non-
required safety giazing.
►
Cam 1!ant
83018)
3, Show handrail, notes
5. Indicate emergency escape
and dimensions where
and rescue openings in
va
re aired 8371.7,8 .
en
basements and bedrooms,
�
2. Shaw guardrails where
(83100)
re aired {8312.1, .2).
7. Direction of door swing
. Provide a floor or
must: be shown (8311,3.2 }.
landing at the top and
8. Provide size of each
bottom of each stairway
CL
window and type of
(12311.7.1+).
operation. (12303.1, ,330,`1.1"
/`
4, Provide code complying
0
4)
stairways, address tread
LL
. window & opening flashing
C
and riser dimensions per
per (87013.8).
°"
CL
e ofstairwa (8311,73.
La
5. Provide stairway
10, dazing maximum u-
0
Illumination er (8303.7,93.
factor 0,32 JN1102.1,1),
. Stairway maximum 12'
11.Opaque doors separating
vertical rise between
Conditioned and
floor>lanlra (8331.7.33.
unconditioned space-
N/A
Compliant Non -
maximum u -factor 0.35.
Co Lunt
JN31O2.1.1)
1, Provide manufacture,
12, Skylight -maximum u-
model number and ICC
factor 0.55. Provide
v'
report or equal for each
manufacture and ICC -ES
w
fireplace. Install per
number. (rN11 O2.1.1)
' C
manufac-turer's installation
°ta elate. C V
'snstnictions (R1 O012, 109014,
1O05).
o ' o C'1 o .5 % ' 4c
CL ro
. l.lnvented gas logs shall
*
" t:)
o
not be installed In a factory
built appliance unless
listed for that use
mum=
Reign* Tor,
1 . Manufacture's
rooms, spaces and
—t�nn-
n-
Installation Instructions, as
(Cont)
(Cont)
r
wall schedule at each
required by this code, shall
2. Provide minimu•m
be available on the job site
2. Braced/Shear wall
at the time of Inspection
wall, cabinets, and other
locations with holdowns
olumbine flxtures R307.1
2, RANGESAND
3. Gypsum Board applied
to a ceiling shall be 1/2'
when framing members
(R602,11.1).
are 16' o.c. or 5/8"when
framing members are 24�=
tj
o.c. or use labeled 1/2' —
E
co op unit Installed in —
sag -resistant gypsum
ceiling board (rable
mum=
ra /s ear wall plan is
1 . Manufacture's
required a• nd must
—t�nn-
n-
Installation Instructions, as
(Cont)
(Cont)
r
wall schedule at each
required by this code, shall
C
0
be available on the job site
2. Braced/Shear wall
at the time of Inspection
include
locations with holdowns
Idowns,
2, RANGESAND
d nailing
6023
4011 -6 1 i
(R602,11.1).
rt
1 approved range and/or W
tj
0
E
co op unit Installed in —
ro
:3
1=
V)
and with the
ro
C
foundation plan LR 3,1.6)
Instructions. VERIFYAND
IMAINTAIN
REQUIRED
C
II
HORIZONTAL AND
CL
VERTICAL CLEARANCES
0
ABOVE THE FINISHED
0
COUNTERTOP SURFACE
l l° h (T. 86023 (5)).
BEFORE ORDERING OR
tkJC'rA1 I fiji- �A
WA
Compliant
mum=
=Izmzmm�
0
mzmmmm�
a
a
11=110MMIMERM
a
ra /s ear wall plan is
-rZA—
required a• nd must
—t�nn-
n-
(Cont)
(Cont)
r
wall schedule at each
brace-4/shear wall 4cation
(R60210),
2. Braced/Shear wall
include
locations with holdowns
Idowns,
d nailing
6023
4011 -6 1 i
(R602,11.1).
-3. Address Wternate
braced wall panels'per
(R60210.6),
=Izmzmm�
0
mzmmmm�
a
a
11=110MMIMERM
a
!Braced/Shear
Braced/Shear Wall Plan
-rZA—
Compliant
—t�nn-
n-
(Cont)
(Cont)
r
Compliant
4. Coordinate post
locations with holdowns
o 0 n foundation plan
(R602,11.1).
5. Show and identify each
required holdown on
foundation plan LR 3,1.6)
6, Provide Wood -Stud wall
Engineering Analysis for
bearing wallsOver 10 Feet
l l° h (T. 86023 (5)).
WA
Compliant
Purr
Com
1. Elevation drawings of
building, typical front, back,
let and tight are required,
2. Provide building heights
and dimensions.
3, Label all exterior surface
building materials (R703).
C
0
4, Provide manufacture,
model number and
ICBOACC/NER Report
Number for stucco, roof
materials, stone veneer
(R703,7).
5, Provide weather
flashing(proofing and
exterior wall
penetrations/openings per
7012, 703,8.
NIA
Compliant
Non-
compliant
P v'
1, Provide minimum two
Provide
d e m In u m
1 '
mtwo
d 0
buildin cross sections.
bu' n s e
a s ct ns'
sections,
2 Cut
t cro s
2. Cut cross-sectlons on
s sections on
foundation, floor and roof
floor and roof,
n
firamin laps.
I
3. Foam plastics s e
plastics hall b
separated from attics and
z
crawls ac s ( ,
crawl s aces IR3164j
Q1
S 0 w r ouir fir
4, Show required fire
C
blocking on each section
(R602,8),
(u
5. Show height
V)
dimensions on each cross -
6. Label all roorn$, spaces,
and hallways on each
it
section.
7. Provide and reference
key structural details for
critical connections for
cross-sections.
Foundation Plan (Cont.)
N/A Compliant
Non -
tiriri-
Com liant
1. Provide a crass section
12. Show and detail building
detail and wail legend for
retaining walls and basement
each type of wall.
2. Callout exterior materials
✓°
including, stucco, system,
drain e (R405.1),
lath, building paper, foram,
LAirscludi
13. Provide any/all slab
and sheathing where
elevatlons.
re uired (8703).
3. Specify on plans, interior
NtA
Ccampllant
lion-
wall materials (R702),
4, Specify on plans, Interior
1. Provide a complete fully
wall construction, coverings,
detailed floor and/car roof-
oofframing
and backings for the and in
wet locations (8702.1 1)-
S. Provide weep screed and
2. Clearly identify all framing
dimensions from soil and
members, including
sued surfaces (8703.6.2,1)..
posts/columns, headers,
. Provide nailing schedule
(8602.3 (1)).
N/A compliant
Non -
Corn Ilant
1. For single-family custom
past and size, coordinate with
submittal, provide a .soils
report stamped by a licensed
en ineer.
4. Identifyfloor-to-floor tie,
2. Provide a complete fully
mechanical connectors,
dimensioned and detailed
s`
identify all trussijoist hangers,
foundation plan,
3, Address foundation
drat e er 8405.1.
mechanical connectors,
4. Address foundation damp
5. Provide reference for each
rook (8406.1).
beam to past„ beam -tis -beam,
5. Show isolated footing
dimensions and reinforcing
(Table 8403.1 amended),
connections.
. Show note: Exterior and
in
6. Detail typical i7ru-ssloist to
interior footings shall bear
wall, beam, and girder
minimum 18 Inches below
0°
undisturbed soil or engineers
Certified Compacted fill ('fable
7„ Truss design drawings are
R 403,1),
required, no later than b
7. Show required -reinforcing
LM
rough frame inspection per
steel for all footings and stern
U.
(R
8. Reference a complete sett
8. Shaw lateral full height
of structural details, footing,
0
blacking at brae shear wall
stern, turndown, pad footing,
line fear joists, rafters and
i>St at SterTi,
9, Clearly show, dimension
and detail Interior bearing
9. Framing details shall reflect
footings and shear wall
a:
types of framing members,
footln s,
trusses flat and sloped, 1 -joists,
10. Clearly show each
required post location on
foundation plan, coordinate'`
an other to be used.
with Shear wall and roof
10. Identify stair mechanical
framin fans.
attachment at trap and bottom.
11. Clearly show and label
each required holdown can
foundation plan (R403.1.6).
accommodate masonry
Foundation Plan (Cont.)
NIA
Compliant
tiriri-
Corn iiant
12. Show and detail building
retaining walls and basement
and foundation walls,
✓°
drain e (R405.1),
LAirscludi
13. Provide any/all slab
elevatlons.
NtA
Ccampllant
lion-
Cam Ilant
1. Provide a complete fully
detailed floor and/car roof-
oofframing
framingplan (R106).
2. Clearly identify all framing
members, including
posts/columns, headers,
beams, joists, and trusses
(11106),
3, Clearly show each required
past and size, coordinate with
foundation tan,
4. Identifyfloor-to-floor tie,
mechanical connectors,
identify all trussijoist hangers,
identify beam to post
mechanical connectors,
5. Provide reference for each
beam to past„ beam -tis -beam,
and girder to beam
connections.
in
6. Detail typical i7ru-ssloist to
wall, beam, and girder
Ca.
connections.
7„ Truss design drawings are
required, no later than b
LM
rough frame inspection per
U.
8802.10.1.1,
8. Shaw lateral full height
0
blacking at brae shear wall
line fear joists, rafters and
trusses.
9. Framing details shall reflect
a:
types of framing members,
trusses flat and sloped, 1 -joists,
dimensions lumber rafters and
an other to be used.
10. Identify stair mechanical
attachment at trap and bottom.
11, Framing members to
accommodate masonry
fireplace clearances to
combustibles able R"1001.1 ,
12. Provide detail showing how
lateral forces are transferred
r
from roof diaphragm into shear
w
watt,
13. Identify all trusses used as
drag struts, and show loads on
franin Ian,
14. Framing members to
accommodate mechanical
,s
v
equipment requirements If
installed in attic,
Mechanical Plan (Cont.)
NPA Compliant Non-
Complfant
Provide the following
structural engineering
to
calculations:
a, gravity loads analysis.
4
,d
b. Lateral loads analysis.
c, Retaining wall
calculations engineered
over 4`.
d. Provide special
Iras actions npr IRC Ch, 17,
107,2.1 amens).
NWA Compliant Nara -
10. Supply and return
Compliant
1, Show mechanical
equipment and water
heaters on 18 -inch
platform If placed In
garage or room with direct
_n-
access to garage
N/A Compliant No"
(M1307.3).
Compliant
2. Provide combustion air
and show hi and low vent
opening Sizes for gas fuel
appliances located in
confined s aces (82407},
3. Provide and reference
approved detail for gas
piping to gas island
cookto (82415.14).
4. Provide kitchen exhaust
fan vented direct to
outside (Ml 507,2 amend,
T,M1 507.4);
CL
5. Provide minimum 78
__ _.._
AFUE (Annual Fuel
Utilization Efficiency) for
'
weatherized gas heating
t-'
equipment Non-
,r
«
weatherized equipment
minimum 80 AFUE
(TNI 105.5.2 1 .
. Provide minimum 1
✓`
SEER (Seasonal Energy
Efficiency Ratio) for air
conditioning equipment
((T.N1105.5.2 (1) h).
b,
7. Provide HVAC
equipment sizing
calculations.
Heating and cooling
equipment shall be sized
✓e
In accordance with RCCA
Manual S based on
building loads calculated in
fir`
accordance with ACCA
Manual] or other
approved calculation
methodolo les (N1103.6).
Mechanical Plan (Cont.)
N/A Compliant Non -
Compliant
8. Duct systems serving
heating, coaling and
ventilation equipment shall
be installed in accordance
with the provisions of this
section and ACCA Manual
U or other approved
methods (M1 601.1)
. Show supply and return
air duets and registers (IBC`
107,2.1 amens).
10. Supply and return
ducts shall be Insulated to
a minimum R-8, Ducts in
floor trusses Shall be
insulated to minimum R -
(N1163.2.1),
_n-
N/A Compliant No"
Compliant
1. Provide a complete
Electrical Plan (IBC 107.2).
. Provide frilly noted plan
Showing, all required
receptacles, light fixtures,
switches, exhaust fans,
smoke detectors, service
panels and sub -panels
(E703, E3901).
. Provide notes Tnd-
symbols legend.
4. Show and label all
required GFCI and
1gFCi receptacles
(E3901.2, E3902, E390),
5. Show and label all
CL
required AFCI circuits
i
(E3902.12).
6. In areas specified In
Section E901,1, 125 -volt;
15- and 20 -ampere
receptacles shall be listed
✓`
tamper-resistant
race tacles (4002.14).
7. Provide minimum 759{%
high efficacy lamps
b,
(N1104.1).
8. Show and label all
WP/DP lighting fixtures as
SUITABLE FOR WET OR
DAMP LOCATIONS
✓e
acordin (E4001,7).
. Show and label all
smoke detectors and
{
carbon monoxide
detectors per 8314 &
8315.
Energy Requirements
NTA Compilant Non -
lA Compllant Non.
Compliant
4. At least one thermostat
Compliant
Shall be provided for each
provide a single Pine
Separate heating and°`
-piping diagram;
5. A minimum of 7
ude all gas burning
Tappilances
percent of the lamps in
and BTUs ofh
lighting fixtures shall be
appliance, show pipe
high -efficacy lamps or a
types, lengths and Sizes,'
'
the permanently Installed
from gas meter to each
lighting fixtures shall
branch line and to each
ams.(1104.,l
a llarlce (241 , tS241 �$.
. Recessed luminaires
2. Do not place gas piping,
thermal envelope shalt be
under stab (G2415,14).
sealed to limit air leakage
. Provide approved detail
unconditioned spaces. All
for gas piping to kitchen
recessed luminaires shall
Island gas cook top
L
having an air leakage fate
(G2415.14).
not more than 2.0 cfrn.., All
4, Provide minimum R-3
be sealed with a gasket or
insulation to hot water
caulk between the housing
and the interior wall or
ceiling covering,.
. Show all drainage/sewer
(N1102.4.4).
piping materials (fables
provided with ventilation
P3002.1, P3002,2),
that meets the requirements
6. Provide low flow
other approved means of
plumbing fixtures
ventilation, Outdoor air
`
(P2903.2),
have automatic or gravity
7. Provide roof drains and
dampers that dose when
CL
over-flow/scuppers
a*'
o rat8n . N3 303.5),
(R903.4).
. The building or dwelling
8. Storage -tank type water
verified as having an air
heaters shall be Installed
,
with a drain para and drain
hour. Testing shall be
line (P2601.5),
conducted with a blower
9, -part drain -line shall
inches wg, (50 Pascal's).
terminate per (P2601,5.2),
Testing .shall be conducted
10. Provide detail showing
(BPI or RE NET certified). A
fixture count, developed
written report of the results
length, supply and .service
the party conducting the
line size, sanitary fixtures,
l
line size and attachment
be performed at any time
(including backflows)
after creation of all
showing conformance to
thermal envelope,
IPC, A licensed
(N3102.4."l.2 .
professional may provide
an analysis showing size
and computations
R106,3 .
N/A Non-
Compiiant
1. Complete and return
7Comphant
'
REScheck or equal report.
Compliance shall be
demonstrated by a
'
passing score,
CT
(TV 102,1.4).
2. Comply with insulation
m
requirements.
(T.N1102.11.)
✓
3. Comply with
Uj
fenestration requirements.
(TM 102.1,1)
Energy Requirements
NTA Compilant Non -
(Cont)
Compliant
4. At least one thermostat
Shall be provided for each
Separate heating and°`
coolln stem. (N1103.1)
5. A minimum of 7
percent of the lamps in
permanently installed
lighting fixtures shall be
high -efficacy lamps or a
minimum of 75 percent of
'
the permanently Installed
lighting fixtures shall
contain only hlgh-efficacy
ams.(1104.,l
. Recessed luminaires
Installed In the building
thermal envelope shalt be
sealed to limit air leakage
between conditioned and
unconditioned spaces. All
recessed luminaires shall
be 1C -rated and labeled as
L
having an air leakage fate
not more than 2.0 cfrn.., All
recessed luminaires Shall
be sealed with a gasket or
caulk between the housing
and the interior wall or
ceiling covering,.
(N1102.4.4).
7. The building shall be
provided with ventilation
that meets the requirements
of Section M 1507 or with
other approved means of
ventilation, Outdoor air
`
intakes and exhausts shall
have automatic or gravity
dampers that dose when
the ventilation system is not
o rat8n . N3 303.5),
. The building or dwelling
unit shall be tested and
verified as having an air
leakage rate of not
exceeding 5 air changes per
hour. Testing shall be
conducted with a blower
door at a pressure of 0,2
inches wg, (50 Pascal's).
Testing .shall be conducted
by an approved third party,.
(BPI or RE NET certified). A
written report of the results
of the test shall be signed by
the party conducting the
test and provided to the
building official, Testing shall
be performed at any time
after creation of all
penetrations of the building
thermal envelope,
(N3102.4."l.2 .
j
u , air handlers, and
boxes shall e sealed.
s and seams shall
ply with Section
01.4.1. Provide Duct
tightness testing
conducted by an approved
third party testing agency
(BPI or RESNET certified)
and the signed written
results shall be submitted
to the Made Official prior
to the Building Final.
(N110322). Duct
tightness shall be verified
by either of the following:
a. Post -construction test:
Total leakage shall be less
than or equal to 4 cfm per
100 square feet of
conditioned floor area
when tested at a pressure
differential of 0.1 inches
w.g. (25 Pa) across the
entire system, including
the manufacturer's air
E handler enclosure, All
register boots shall be
taped or otherwise sealed
Cr
during the test. M1601.4
b. Rough -in test. Total
leakage shall be less than
or equal to 4 cftn per 100
ft2 of conditioned floor
area when tested at a
pressure differential of 13.1
Inches w.g. (25 Pa) across
the system, Including the
manufacturer`s air handier
enclosure, All registers
shall be taped or
otherwise sealed during
the test. If the air handler
Is not installed at the time
of the test, total leakage
shall be less than or equal
to 3 cfm per 1€ 0 square
feet of conditioned floor
area.N1103.2.2
10, Supply and return
ducts shall be insulated to
a minimum R-8, Ducts In
floor trusses shall be
Insulated to minimum R-6.
N1103,2.1).
11. Provide Minimum R-3
insulatlon on hot water`
I e (( 11 i�3.4p,
Energy Requirements Cos,pirant Ncrn
(Cont.) Compliant
1. Circulating hat water
systems shall be provided
when the length of hot
water piping or tubing
from the source of hat
water to the furthest
fixture exceeds 21 feet for
a 3A Inch line, 32 feet for a
518 inch line, 43 feet for a
15 Inch line and 50 feet. for
a 313 or less Inch line.
(N11 014,1).
Rm 06/20N
Address: -'W 2 Y" C1
_L3L5�5�Zoning:
Lot Size: %q I'll -
101 sq, ft.
Lot Width: ft.
Property in the flood plain?
A` O If yes, add surveying condition FLD,
Type of project (applicable survey conditions in parenthesis):
q11111i I 111illilligill I MINIM 1111!1ii IN ISBN low iiii
Addition I.0 rare este pt
if 1sn ' of setback or sn ftacattpiasn (' } sf sn ftoodptasst (F'L£a)
New ILC and site plan
yes (FND)
if w/in 2' of setback (NRS)
if in flood Iain
Maximum Lot Coverage:
)-,5 %
sq. &
Existing Improvements:
Proposed Improvements:
House:
sq. ft.
House/addition: ?–_ sq. ft.
Shed:
sq. ft.
Shed: sq. ft
Detached garage:
sq ft.
Detached Garage: sq. ft.
Other:
sq. ft.
Other: sq. ft.
Total Existing
sq. ft
Proposed+Existing z+ o 2,1 sq. ft
Lot Coverage
%
Lot Coverage %
Required Setbacks: FR S 15,
S t 5' R
Provided Setbacks: FR
S
S R
For additions or new construction,
is the structure within 2 feet of minimum setbacks?
,If yes, add surveying condition FNI).
Maximum Height:
ft.
Maximum Size: sq.
Proposed Height:
ft,
Proposed Size: sq.
Parkland: If the pennit is for new construction, have parkland dedication fees been paid?
If no, add condition PFEE, notify owner, and notify building division.
Streetscape: Does the permit result in any of the following conditions?
LJ Construction of new roads U Platting of new lots
Ll New development Ll Additions that increase floor area by 60% or more (see formula)
(proposed floor area — existing floor area _ ) / existing floor area __ = % inc.
If any box is checked...
SF/DUPLEX—Is there existing U Curb Ll Gutter U5 -foot sidewalk adjacent to the property?
if curb, gutter or sidewalk is missing, streetscape construction or fees -in -lieu will be required.
MULTIFAMILY—Does the frontage meet current city standards?
If not, streetscape construction or fees -in -lieu will be required.
.1 �' �, dige at the time the nermit Lv ikvtted
June 30, 2014
Revised October 15, 2011
Quail Hollow Patio Homes
c/o Creekside Communities
6143 South Willow Drive, Suite 300
Greenwood Village, Colorado 80111
Subject: Soils and Foundation Summary Letter
Quail Hollow Subdivision
Lot 11
Wheat Ridge, Colorado
Project No. DN46,126-120
I HOME BUYER ADVISORY
Expansive soils and shallow groundwater are present at
this subdivision; this results in a geologic hazard. This
letter describes subsurface conditions on this lot more
specifically. Prospective home buyers are strongly advised
to read this letter and the referenced documents.
If you do not understand the risk(s) associated with the
hazard and the important role you must accept to manage
and mitigate the risk(s), we recommend you contact a
competent geotechnical (soils) engineer for advice,
CTL I Thompson, Inc. performed a Soils and Foundation Investigation for I I lots
and a revised report dated October 15, 2014)This letter presents a summary of our
findings and recommendations for the subject lot. The report referenced above should
be reviewed for foundation design.
11golik-A&M NMI 12,111111, 11 1 � � q:
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moisture conditions. As a result, some soil movement is inevitable. It is critical that all
recommendations in the referenced report are followed to increase the chances that
foundations and concrete slabs -on -grade will perform satisfactorily. After construction,
homeowners must assume responsibility for maintaining the structure and use appro-
priate practices regarding drainage and landscaping.
1971 West 12th Avenue 1 Denver, Colorado 90204, 1 Telephone: 303-826-0777 Fax: 303-825-4262
A drain is recommended around the entire perimeter of the lowest excavation
area for this residence. In addition to a drain system, at least 4 inches of free -draining
gravel should be placed below basement slabs. We recommend a vapor retarder be
installed between the gravel and slab. The drain should lead to a positive gravity outlet
or to a sump where water can be removed with a pump. The provision of the drain will
not eliminate slab movement or prevent moist conditions in crawl spaces. The pump
must be maintained by the homeowner.
The concept of risk is an important aspect with any geotechnical evaluation, pri
marily because the methods used to develop geotechnical recommendations do not
comprise an exact science. We never have complete knowledge of subsurface condi-
tions. Our analysis must be tempered with engineering judgment and experience.
Therefore, the recommendations presented in any geotechnical evaluation should not
be considered risk-free. Our recommendations represent our judgment of those
measures that are necessary to increase the chances that the structure will perform
satisfactorily. It is critical that all recommendations in the referenced report are followe
Homeowners must assume responsibility for maintaining the structure and use appro-
priate practices regarding drainage and landscaping. I
k tr# F.11 I r#1 is it*] I I ILTITI 11 M In I I I
QUAIL HOLLOW PATIO HOMES 3
QUAIL HOLLOW SUBDIVISION
LOT 11
CTL I T PROJECT O. DN46,126-120
In
As a result of the Stab Performance Risk Evaluation, sites are categorized as low, mod-
erate, high, or very high risk, This is a judgment of the swelling characteristics of the soils and
bedrock likely to influence slab performance,
�HrMqtm* 1HUMMMMMMIRNZAIRME n#N!W#N#7r#r mimnnfi�]�ob performance.
The rating of slab performance risk on a site as low or high is not absolute, Rather, this
rating represents a judgment, Movement of slabs may occur with time in low, moderate, high,
and very high risk areas as the expansive soils respond to increases in moisture content,
Overall, the severity and frequency of slab damage usually is greater in high and very high rated
areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very
high risk. On low and moderate risk sites, slab heave of I to 2 inches is considered normal and
we believe in the majority of instances, movements of this magnitude constitute reasonable slab
performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is
more likelihood of need to repair, maintain or replace basement and garage floors and exterior
flatwork.
4"Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Colorado Associa-
tion of Geotechnical Engineers, December 1996,
QUAIL HOLLOW PATIO HOMES Exhibit A-1
QUAIL HOLLOW SUBDIVISION
CTLIT PROJECT NO, DN4M26-120
SAPROJECTSWIMI)N461260001120\2 ReportsXR1\DN46126-1201R1,docx
In
CTL I Thompson, Inc. recommends use of structurally supported basement floors,
known as "structural floors," for lots rated as high and very high risk. We also recommend use of
structural basement floors on walkout and garden level lots rated as moderate, high or very high
risk. If homebuyers cannot tolerate movement of a slab -on -grade floor, they should select a lot
where a structural floor will be constructed or request that a structurally supported floor be
installed.
ble basement floor slab and finish work performance will be satisfactory if a basement is
ished earlier, particularly on low risk sites.
For portions of the houses where conventional slabs -on -grade are used, we recommend
the following precautions. These measures will not keep slabs -on -grade from heaving', they tend
to mitigate damages due to slab heave.
M,701011 i 1 1 1 1 1 * M NO
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homebuyer.
2. The 2006, 2009 and 2012 International Residential Code (IRC is states that
a 4 -inch base course layer consisting of clean graded sand, gravel, crushed
stone or crushed blast furnace slag shall be placed beneath below grade floors
(unless the underlying soils are free -draining), along with a vapor retarder, In-
stallation of the base course and vapor retarder is not common in this area.
torically, there has been some concern that installation of clean base course
could allow wetting of expansive soils to spread from an isolated source. Given
the groundwater conditions at this site, we recommend the use of a vapor retard-
er.
QUAIL HOLLOW PATIO HOMES Exhibit A-2
QUAIL HOLLOW SUBDIVISION
CTLIT PROJECT NO, DN46,126-120
S:\PROJECT6100IDN46126,0001120\2, Repons\R1kDN46126-120-R1,docx
IN
4Underslab plumbing should be thoroughly pressure tested during construction for
leaks and be provided with flexible couplings. Gas and waterlines leading to slab -
supported appliances should be constructed with flexibility. The homebuyer must
maintain these connections.
5Slab bearing partitions should be minimized. Where such partitions are neces-
sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement
should be used, Doorways should also be designed to allow vertical movement
of stabs. To limit damage in the event of movement, sheetrock should not extend
to the floor. The homebuyer should monitor partition voids and other connections
and re-establish the voids before they close to less than 1/2 -inch.
6, Plumbing and utilities that pass through stabs should be isolated from the slabs.
Heating and air conditioning systems should be provided with flexible connec-
tions capable of at least 2 inches of vertical movement so floor movement is not
transmitted to the ductwork, These connections must be maintained by the
homebuyer.
8. Patio and porch slabs without roofs and other exterior flatwork should be isolated
from the foundation. Movements of slabs should not be transmitted to the foun-
dation. Decks are more flexible and more easily adjusted in the event of move-
ment,
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QUAIL HOLLOW PATIO HOMES Exhibit A-3
QUAIL HOLLOW SUBDIViSION
CTLJT PROJECT NO. DN46,126-120
S:\PROJECTSWBI00%DN46126,000\120k?. ReportsXR1\DN46126,120-R1,do(,,x
IN
33=511 ME=
Z Excessive wetting of foundation soils before, during and after construction can
cause heave or softening of foundation soils and result in foundation and stab
movements, Proper surface drainage around the residence and between lots is
critical to control wetting.
3, The ground surface surrounding the exterior of each residence should be sloped
to drain away from the building in all directions. We recommend a minimum con-
structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped
areas around each residence, where practical. The recommended slope is for the
soil surface slope, not surface of landscaping rock.
4, We do not view the recommendation to provide a 10 percent slope away from the
foundation as an absolute. It is desirable to create this slope where practical, be-
cause we know that backfill will likely settle to some degree. By starting with suf-
ficient slope, positive drainage can be maintained for most settlement conditions.
There are many situations around a residence where a 10 percent slope cannot
be achieved practically, such as around patios, at inside foundation corners, and
between a house and nearby sidewalk. In these areas, we believe it is desirable
to establish as much slope as practical and to avoid irrigation. We believe it is
acceptable to use a slope on the order of 5 percent perpendicular to the founda-
tion in these limited areas.
5, For lots graded to direct drainage from the rear yard to the front, it is difficult to
achieve 10 percent slope at the high point behind the house. We believe it is ac-
ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo-
cation.
6Between houses that are separated by a distance of less than 20 feet, the con-
structed slope should generally be at least 10 percent to the swale used to con-
vey water out of this area, For lots that are graded to drain to the front and back,
we believe it is acceptable to install a slope of 5 to 8 percent at the high point
(aka "break point") between houses.
QUAIL HOLLOW PATIO HOMES Exhibit B-1
QUAIL HOLLOW SUBDIVISION
CTLIT PROJECT NO, DN46,126-120
S:\PROJECTS146100kDN46126.00Ok120\2, Repof1s\R1\DN46126-12.0-R1.docx
In
7. Construction of retaining walls and decks adjacent to the residence should not al-
ter the recommended slopes and surface drainage around the residence, Ground
surface under the deck should be compacted and slope away from the resi-
dence. A 1 0 -mil plastic sheeting and landscaping rock is recommended above
the ground under the decks to reduce water dripping from the deck causing soil
erosion and/or forming depressions under the deck. The plastic sheeting should
direct water away from the residence. Retaining walls should not flatten the Sur-
face drainage around the residence and block or impede the surface runoff.
8. Swales used to convey water across yards and between houses should be
sloped so that water moves quickly and does not pond for extended periods of
time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and
about 2 percent where landscaping rock or other materials are present. If slopes
less than about 2 percent are necessary, concrete -lined channels or plastic pipe
should be used. Fence posts, trees, and retaining walls should not impede the
runoff in the swale.
M Roof downspouts and drains should discharge well beyond the limits of all back-
fillSplash blocks and/or extensions should be provided at all downspouts so wa-
ter discharges onto the ground beyond the backfill. We generally recommend
against burial of downspout discharge. Where it is necessary to bury downspout
discharge, solid, rigid pipe should be used and it should slope to an open gravity
outlet. Downspout extensions, splash blocks and buried outlets must be main-
tained by the homeowner.
11. The importance of proper homeowner irrigation practices cannot be over-
emphasized. Irrigation should be limited to the minimum amount sufficient to
maintain vegetation; application of more water will increase likelihood of slab and
foundation movements. Landscaping should be carefully designed and main-
tained to minimize irrigation. Plants placed close to foundation walls should be
limited to those with low moisture requirements. Irrigated grass should not be lo-
cated within 5 feet of the foundation, Sprinklers should not discharge within 5 feet
of foundations.
1Z Plastic sheeting should not be placed beneath landscaped areas adjacent to
foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet
still allow natural evaporation to occur. I
13, The design and construction criteria for foundations and floor system alternatives
were compiled with the expectation that all other recommendations presented in
this report related to surface and subsurface drainage, landscaping irrigation,
backfill compaction, etc. will be incorporated into the project. It is critical that all
recommendations in this report are followed.
QUAIL HOLLOW PATIO HOMES Exhibit B-2
QUAIL HOLLOW SUBDIVISION
CTLIT PROJECT NO, DN46,126-120
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11355 W 33rd Ave Plan 3 Manual D
Main Level
MONU
for
Creekside Communities
6143 S Willow Dr
Greenwood Village, CO 80111
Prepared By:
Steve Bartunek
B&B Heating And Air Conditioning Inc,
4892 Marshall St
Wheat Ridge, CO. 80023
303-423-7905
Tuesday, March 22, 2016
min Diff -A nOURR"1101ARLYARAIL012M
Designed By:
Project Date:
Client Name:
Client Address:
Client City:
Client Phone:
Client E -Mail Address:
Company Name:
Company Address:
Company City:
Company Phone:
Company Fax:
r,,*AV2-&y E4h�OAiihtesz:
Company Website. -
M -A Architects
3-22-2016
Creekside Communities
6143 S Willow Dr
Greenwood Village, CO 80111
303-449-8689
igwwwl drulmmlu
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Steve Bartunek
4892 Marshall St
Wheat Ridge, CO. 80023
303-423-7905
303-431-6523
steve@bbheating-com
www.bbheating,corn
*utdoor Outdoor Outdoor Indoor Itdoor
Total Heating Required Including Ventilation Air:
61,657
Btuh
61,657
MBH
Total Sensible Gain:
26,946
Btuh
100
%
Total Latent Gain:
-833
to
0
%
Total Cooling Required Including Ventilation Air:
263946
Btuh
225
Tons (Based On Sensible + Latent)
2.99
Tons (Based On 75% Sensible
Capacity)
Rhvac is an ACCA approved Manual J and Manual D computer program,
Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D.
All computed results are estimates as building use and weather may vary,
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your design conditions.
Summer:
94
59
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Emnot$
Calculate:
Yes
Yes
Use Schedule:
Yes
Yes
Roughness Factor:
0.00300
0.01000
Pressure Drop:
0.1000
in. g./100 ft.
0.1000
in.g./100 ft.
Minimum Velocity:
650
ft,/min
450
ft./rain
Maximum Velocity:
900
ft./min
750
ft./min
Minimum Height-
0
in.
0
in.
Maximum Height:
0
in.
0
in.
winw
Infiltration Specified:
0.208
AC/hr
0.100 AC/hr
151
CFM
72 CFM
Infiltration Actual:
0A76
AC/hr
0.000 AC/hr
Above Grade Volume:
X ---43-42a
Cu.ft,
X43"
Cuff.
7,650
Cu.ft,/hr
0 Cu,ft,/hr
Total Building Infiltration:
X-I&J-QZ
128
CFNI
X -D -QJ
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0 CFM
Total Building Ventilation:
80
CFM
80 CFM
—System I ---
Infiltration & Ventilation Sensible Gain Multiplier: 2090 = (IAO X 1,000 X 19.00 Summer Temp, Difference)
Infiltration & Ventilation Latent Gain Multiplier: -3119 = (068 X 1.000 X -45.87 Grains Difference)
Infiltration & Ventilation Sensible Loss Multiplier75.90 = (110 X 1,000 X 69,00 Winter Temp, Difference)
Winter Infiltration Specified: 0.190 AC/hr (138 CFM), Construction: Semi -Tight, Fireplaces: 1, 13 CFM, Semi-Tig
Summer Infiltration Specified: O� 100 AC/hrConstructiow Semi -Tight
0:\Prfill ram Files\Elite\Rhvac 9\Projects\l 1355 W 33rd Ave Plan 3,rh9 Tuesday, March 22, 2016, 3:28 PM
BuOding
System I
Veni
Humidification
Zone I
I -BSMNT, BOR # 2
2-BSMNT, BDRM # I
3-Farnify
4-Vanity/Bath
5 -Theater
6 -Games/ Bar
7-Mech
8-craw4space
9 -Guest Suite
10 -Nook
11- resat Room
12 -Kitchen
13 -Bath I
14 -Study # 2
1 S -Laundry
16-Diningn Room
17-PWDR RM
18 -Foyer
19 -Study If I
20-WTC.
21 -Master Bath
22- Master Bedroom
Natl ROC � ft, "•
I
san�
Laf
NeC
Son!
` i
HtC
'Fl,
gj
Act�
Ton Ton I rron,
Area'
ani
Gain!
Gain;
Lil
CFM �
CM
2.25 2.99 1,731
5,183
26,946
-833
26,946
61,657
1,600
1,600
1,600
226 2,99 1,731
5,183
26,946
-833
26,946
61,657
1,600
1,600
1,600
165
1,672
-2,495
1,672
6,072
4,398
5,183
25,274
1,662
26,936
51,187
1,600
1,600
1,600
165
198
1,072
0
1,072
2,819
88
68
68
1
198
418
0
418
2,240
70
26
26
1
651
1,776
0
1,776
5,929
185
112
112
2
108
82
0
82
1,061
33
5
5
1
180
84
0
84
1,186
37
S
5
1
268
0
0
0
370
12
0
0
452
172
0
172
2,535
79
11
11
1
504
860
0
860
6,010
188
64
54
1
163
1,122
0
1,122
2,743
86
71
71
1
118
2,235
0
2,235
3,170
99
'141
141
2
381
1.746
400
2,146
3,170
99
111
111
2
233
3,420
862
4,282
321
10
24,17 i
217
2
93
552
0
$52
867
27
36
36
1
199
2,395
0
2,395
1,966
61
152
152
2
90
1,395
0
1,395
2,353
74
98
88
1
170
1,217
400
1,617
2,080
65
77
77
1
56
33
0
33
78
2
, 2
2
1
190
493
0
493
1,710
53
31
31
1
197
2,412
0
2,412
2,696
84
'11637
153
2
137
511
0
511
1,967
61
32
32
1
289
1,199
0
1,199
1,824
57
76
76
1
308
2,080
0
2,080
4,092
128
132
132
2
11111111 1! 1! gglilig =gIIIIIIIIIIII 1 Jill � JI!JJ!,J1J1j1!JJ:JJw!JJJ JJIp!JJ I JJJII!JJ:g!!J!IJJgIJJl
Room or
;
Duct NameSource
0.1
System 1
750
Supply Runouts
0'1
Zone 'I
750
1-BSMNT.BDR # 2
Built-in
2-BSMNT. BDRM # 1
Built-in
3 -Family
Built-in
4-unity/Bath
Bunt -in
5 -Theater
Built-in
6 -Cm Bar
Built-in
7-Mech
Built -In
6-Craw4space
Built-in
9 -Guest Suite
Built-in
10 -Nook
Built-in
11 -Great Room
Built-in
12-Kitchan
Built-in
13 -Bath i
Built -ire
14 -Study # 2
Built-in
15 -Laundry
Built-in
16-Diningn Roam
Built-in
17-PWDR RNR
Built-in
16 -Fryer
Built-in
19 -Study # 1
Built -In
20-W.I.C.
Built-in
21 -baster Bath
Built-in
22 -Master Bedroom
Built-in
Other Ducts In System 1
0.1
Heatinq Flow: -✓i
450
750
0
0.1
450
750
0
0'1
454
750
0
0.1
450
750
0
0,1
450
750
0
0,1
450
750
0
4.9
450
750
0
0.1
450
750
0
0'1
450
750
0
0.1
450
750
0
4„ 1
454
750
0
0A
454
750
0
0.1
454
754
0
0,1
450
754
0
0.1
454
754
0
0.1
454
754
0
0.1
454
750
0
0,1
454
754
0
0.1
454
754
0
0.1
450
750
0
4.1
450
750
0
01
454
754
0
01
654
944
0
4,1
Y4 a
112
2-4m
t
11
1-4
54
1-4
k71
1-5
u
141
2-5
x�
111
2-4
r
217
2-4
35
1-4
152
2_5
88
1-5
iu
31
1-4
n.
153
2-5
32
1-4
i �� xii�}Qm;fa
BMW
high performance, operable window, e=0.05 on
9,678
0 0
0
surface 2, any frame, u -value 0.33, SHGC 0.33
6,072
-2,495 1,672
-823
4A -6-o: Glazing -Double pane fug -e (a = 0.20 or less),
539 11,900
0 11,583
11,583
high performance, operable window, e=0,05 on
61,657
-833 26,946
26,113
surface 2, any frame, u -value 0.32, SHGC 0.32
11J: Door -Metal - Fiberglass Core
38A 1,575
0 571
571
1 5B I 5 -Ow -2, Wall -Basement, , framing with -15 sill to
14297 8,195
0 949
949
floor in 2 x 4 cavity, core, no board insulation, plus
interior finish, wood studs, 2' floor depth
Blanket 2: Wall -Frame, Custom, R-19 White Vynl Blanket
771.2 3,617
0 860
860
Insulation
12F-Osw: Wall -Frame, R-21 insulation in 2 x 6 stud 1900.6 8,524 0 1,765 1,765
cavity, no board insulation, siding finish, wood studs
16D-50: Roof/Ceiling-Under Attic with Insulation on Attic 2624.3 3,622 0 1,522 1,522
Floor (also use for Knee Walls and Partition
Ceilings), Vented Attic, No Radiant Barrier, Dark Tile,
Slate or Concrete, R-50 insulation
21A-32- Floor -Basement, Concrete slab, any thickness, 2 25681 3,630 0 0 0
or more feet below grade, no insulation below floor,
Any flqoLpoyt(,shortest side of floor slab is 32' wide
People:
Equipment:
Lighting:
Ductwork:
41,509 0 18,149 18,149
800 920 1,720
862 6,205 7,067
Infiltration: Winter CFM: 128, Summer CFM: 0
9,678
0 0
0
Ventilation: Winter CFM: 80, Summer CFM: 80
6,072
-2,495 1,672
-823
ly
4398 §�
0 0
0
Total Building Load Totals:
61,657
-833 26,946
26,113
si I I � F 1!! 111 1! 1111 1 1 �! 1! F i I I i I I I I �! i'i i 11 IF 11! 1! 11111 all 1 11111 ii! 11111 1111111111 1111111111111 !!!!!
rANIN2, 113,011111 - I . M& �r r� UE���
I Buildh7g Pie Chart
Floor 6% Humidification 7%
Roof 6%
Ventilation 10%
WITRIM.
Glass 20%
Roof 6%
Equipment 26%
People 6%
Door 2%
C:\Prograrn Files\Elite\Rhvac 91Projects\11355 W 33rd Ave Plan 3,rhg Tuesday, March 22, 2016, 3:23 PM
Calculation Mode:
Htg, & c1g.
Occurrences:
I
Room Length:
11.8 ft.
System Number:
1
Room Width:
16.7 ft,
Zone Number:
I
Area:
198.0 sqK
Supply Air:
68
CFM
Ceiling Height:
9.0 k
Supply Air Changes:
2.3
AC/hr
Volume
1,778.0 cu,ft.
Req. Vent, Clg:
0
CFM
Number of Registers.
1
Actual Winter Vent, -
4
CFM
Runout Air:
68 CFM
Percent of Supply..
6
%
Runout Duct Size:
5 in.
Actual Summer Vent.:
3
CFM
Runout Air Velocity:
498 ft./min.
Percent of Supply:
5
%
Runout Air Velocity:
498 ft./min.
Actual Winter Infil.:
7
CFM
Actual Loss:
0.205 in. g./100 ft.
Actual Summer Infil.-
0
CFM
,sod,
N -Wall -15BIS-Ow-2 11.8 X 10
1181
0.065
5,8 680
0.7
0
80
W -Wall-1515-0 16.7 X 10
1413
0.065
5.7 817
0.6
0
93
W -GIs-4A-6-o shgc-0.33 O%S
24
0.330
22.8 546
37.5
0
899
Igor 21A- I X 197.7
197.7
0,020
1, 273
0.0
0
0
Subtotals for Structure-
2,316
0
1,072
lnfil,� —Win., Sum�: �
- ELO
—1-hI ---- — -- O -- O------ – -
228
2203 503
0.000
0
0
Room Totals:
2,819
0
1,072
Room Length:
1977 k
System Number:
I
Room Width:
1.0 ft
Zone Number:
I
Area:
198.0 sq,ft,
Supply Air:
26
CFM
Ceiling Height:
9.0 ft,
Supply Air Changes:
0.9
AC/hr
Volume:
1,779.0 cu.ft.
Req. Vent. Cig,
0
CFM
Number of Registers:
1
Actual Winter Vent.:
4
CFM
Runout Air,
26 CFM
Percent of Supply.:
13
%
Runout Duct Size:
4 in,
Actual Summer Vent.:
I
CFM
Runout Air Velocity:
303 ft./min.
Percent of Supply:
5
%
Runout Air Velocity:
303 ft./min.
Actual Winter Infil.:
5
CFM
Actual Loss:
0.106 in.wg.1100 ft,
Actual Summer lnfil,:
0
CFM
:77 ig 7777,7
7 7 7
77,77'77-77','
N -Wall-15B15-Ow- 11.8 X 10
94A 0.065
57 534
OA
0
60
E -Wall-15B15-Ow-2 9.2 X 10
92,E O.065
5.8 532
0.7
0
62
N -GIs-4A-6-o shge-0.32 100%S
24 0,320
221 530
12.3
0
296
Floor -21A-32 1 X 197.7
197.7 0.020
1.4 273
0.0
0
0
Subtotals for Structure:
1,869
0
418
Infil.: Wn---4,9, U
168
2.203 371 n
0.000
0
0 -
Room Totals'-
2,240
0
418
C �\Program Files\Elite\Rhvac 9\Projects\l 1355 W 33rd Ave Plan 3, rh9 Tuesday, March 22,2016,3:28 PM
h tial & Light CoMmercial NVAC Loads
_
Elko Software l nt� 10 I .
B & ;g Heatingd Inc,11366
W 33td Arse Plan 1
De ailed Room Loads F�c�om 2 BSMN .BDRM # Ayprpg Load F roved r .....,
Calculation Mode:
alt ,& clg,
Occurrences:
1
Room Length.
1977 ft,
System Dumber.
1
Room Width.
1.0 ft.
Zone Dumber.
1
Area.
198.0 sgtf
Supply Air.
26 CFM
Ceiling sleight.
9,0 ft.
Supply Air Changes.
0.9 AC/hr
Volume.
1,779.9 cu.ft.
req. Vent. Clg:
0 CF
Dumber of registers,
1
Actual Winter hent..
4 CFM
Runout Air:
26 CFM
Percent of Supply.:
13 %
Runout Duct Size:
4 in.
Actual Summer Vent.:
1 CFM
Runout Air Velocity:
303 ft,/min,
Percent of Supply:
5 %
Runout Air Velocity:
303 ft.frnin.
Actual Winter Infil.:
5 CFM
Actual Loss:
0.906 in.wg.1100 ft. Actual Summer Infil.:
0 CFM
D -Wall-151315-t1 -2 19.3 Xw10
94.1
0.065 5.7 ,,. 534
0,6 a 0, .., 66 i
F -Wall-I5815-Ow-2 9.2 X 10
92.4
0.065 5.8 532
0.7 0 62
D -GIs-4A-6-o shgc-0.32 100%S 24
0.320 22.1 530
12.3 0 296
Floor -21A-32 1 X 197.7.., ... _,...
e 197.7
_0.024 ,. 1.4 . 273 _. ..,
. 0.0.__.... ti_0
Subtotals for Structure.
1,869
0 418
Infil,, Win.. 4,9 Surd.: 0.0.,., _
_ _., 168
_.. 2.203. , _ 371
0.000.. , _ ....... .. .... . _ e _,.......0
Room Totals.
2,240
0 418 ,
I
C'\Program Files\Etite\Rhvac 9\Projectskl 1355 W 33rd Ave Plan 3.rh9 Tuesday, March 22, 2016, 3,28 111
.. ' t arr _�. I d L E .�
it
A 13 Heating and ln�.
_ ....
Elite� o ori gat, tit I
11355 W 33rd Ave P rl 3 q
_�. __._. cm ..___ ,-(Ave. _ r
Calculation Mode..
htg. & clg.
Occurrences:
1
Room Length:
36.1 ft.
System Number:
1
i Froom Width:
113.1 ft,
Zone Number:
1
Area:
651.0 sq.ft.
Supply Air,
112 CFM
Ceiling height.
9.0 ft.
Supply Air Changes:
1.2 AC/hr
Volume:
5,363.6 cu,ft.
Req. Vent. Cig:
0 CFM
Number of Registers:
2
Actual Winter Vent.:
9 CFM
Runout Air:
56 CFM
percent of Supply.:
6 %
Runout Duct Size:
4 in,
Actual Summer Vent,:
6 CFM
Runout Air Velocity:
644 ft./ in.
percent of Supply:
5 %
Runout Air Velocity:
644 ft./min.
Actual Winter lnfil.:
13 CFM
Actual Loss:
0.467 in.wg./100 ft. Actual Summer lnfil.:
0 CFM
1
i
N -Wall-151315-0w-2 36.1 X 10
330.9
0.065 5.7 1,695
0.7
0 219
-Wall-151315- w-2 16 X 10
1%5
9.965 5.7 657
0.6
0 97
N -Cats-4A-6-o shgc-0.32 100%S
30
0.320 22.1 662
12.3
0 370
F - ls-4A-6-o shgc-0.32 OTS
30
9.320 22.1 662
36.3
0 1,696
Floor -21 A-32.1 651.4 -_-_ .....-_-
..... _ _ a1, w._
0,020 .. _1 . _.,... . 8 ...._..
_ _0.0_,.
�
Subtotals for Structure:
4,975
0 1,776
lnfil,: Wn,: _12.6,_ m.,:_ 0.0 , e......_
.. _433...._ ...
,.. __. 2.203 _ .....954..._
._. 0,000.....
_ . .. ? _., 0.
Room Totals:
i
5,929
0 1,776
1
--------------- -------- ------------------- . . . ........................... . .. .. ... .... . ..... ........ . ..... -'- ...... ..... .... ....
.... ... ....
Rhvac - asidential & Ught Commaricial HVAC Loads
-------
Elite Soft"M DevotopMent IM
8 & 8 Heating and A/C Inc.
11365 W 33rd Ave Plan 3
--------
---
HDetailed Room Loads -
. .... ...... --- -- -------------------------- --
Room 4 - Van th ve e Load Procedu
Calculation Mode:
Htg, & c1g,
Occurrences*
I
Room Length:
8.9 ft,
System Number:
I
Room Wdth:
121 ft.
Zone Number,
I
Area:
108.0 sq.ft.
Supply Air:
5 CFM
Ceiling Height:
9.0 ft.
Supply Air Changes:
0.3 AC/hr
Volume:
968.0 cu.ft.
Req. Vent, Clg:
0 CFM
Number of Registers
I
Actual Winter Vent.:
2 CFM
Runout Air:
5 CFM
Percent of Supply.:
32 %
Runout Duct Size:
4 in.
Actual Summer Vent,*
0 CFM
Runout Air Velocity:
59 Urnin.
Percent of Supply:
5 %
Runout Air Velocity,
59 ft./min,
Actual Winter Infil.:
3 CFM
Actual Low
0.005 in,wg./100 ft.
Actual Summer lnfil,:
0 CFM
W -Wall -151315-0w-2 12.1 X 10
121 A 0,065
5.8 699
07 0 82
Floor -21A-32 1 X 107.6
107,6 0,020
1.4 148
0,0 0
Subtotals for Structure:
847
0 82
1'1,nfil',';'Wi-n'.:,2'8,S m.: 0.0
97
2,203 214
0,000 0 0
. ..... .. ....
Room Totals:
......... .
1,061
--------
0
MPo.
E�Ial
`l
Ii
i �y A.
i' 6i LAkrx
eyw 355 �pp
yp}}�gtii@a
Plan
R i 71Y �"'idF V i
Detailed Room Loads
Foo . Theater_(
r Load
.........:.....w....r,,.c.,.w
»,uw.w.✓,...c,r ww.,..,a...»m...,.»_.�_....,._
- c
..ew..aw...>x.,w a,,.....�..+...www... w
CGlR4(6y4}{Adpp
j}g. Qclg.
Occurrences:
Room Length.
14A ft.
System lumber.
1
Room Width.
12,5 ft.
Zone plumber.
1
Area.
180.0 sq.ft.
Supply Air:
5 CFM
Ceiling Height:
9.0 ft,
Supply Air Changes,
0.2 AC /hr
Volume,
1,621.0 cu,ft,
Req. dent. Cig,.
0 CFM
Number of Registers.
1
Actual Winter Vent,:
2 CFI
Runout Air,
5 CFM
Percent of Supply..
35 %
Runout Duct Size.
4 in,
Actual Summer Vent..
0 GFI'
Runout Air Velocity.
61 ft./min.
Percent of Supply.
5 Flo
Runout Air Velocity,
61 Umin.
Actual Winter Ill
3 CFM
Actual Loss:
0,005 in.wg./I00 ft,
Actual Summer Ill
0 CFM
t
{ :
M$p
I
t
-Wall`151315- r-2 12.5 X 10
124.7 0.065
5.8 718
07
0 84
Floor -21A-32 1 X 180
180 0,020__
._... 1A _ 248..
_.. 0. ,_...e
w., 0 ..._.. _ .0 ,
Subtotals for Structure.
966
0 84
Infil` Win.: 2.9, Sum.. 0.0.. ,
100
2,205_ _.. ..... 220
0.000.
0
Room Totals:
1,186
0 84
. ....... . .... -------- --- - ---
. ......... . R
C is M�Omal VAC a a
--------
nc. 11
BH tin end C
a N Inc.
1 1356 W 33rd Ave Plan 311
i '0
... . ....
Detailed Room Loads - Room 6 - Gamesl Bar Load Pro,
Calculation Mode:
Htg, & c1g.
Occurrences:
1
Room Length:
21.5 ft.
System Number:
I
Room Width:
12.5 ft.
Zone Number:
1
Area:
26&0 sqI,
Supply Air:
0 CFM
Ceiling Height:
9.0 ft,
Supply Air Changes-
0.0 AC/hr
Volume:
2,411.0 cu.ft.
Red. Vent. Cig:
0 CFM
Number of Registers:
0
Actual Winter Vent.:
1 CFM
Runout Air:
0 CFM
Percent of Supply.:
0 %
Runout Duct Size:
0 in,
Actual Summer Vent.
0 CFM
Runout Air Velocity"
0 Urnin.
Percent of Supply:
0 %
Runout Air Velocity,
0 ft./min.
Actual Winter In l.:
0 CFM
Actual Low
0.000 in. wg./l
00 ft. Actual Summer lnfil,*
0 CFM
Floor -21A-32 I X 2679
Floor . ...
.. . .
267,9
.... .. .... ......... ... ...............
0,020 1 A 370
... . ...... - ---------
0.0 0 ---- --
Subtotals for Structure,
370
0 0
.Win, -,O
Infil.:
0
0 0
0 0 0
--- -
Room Totals:
370
0 0
C,\Program Files\Elite\Rhvac 9\Projects\l 1355 W 33rd Ave Plan 3,rh9 Tuesday, March 22, 2016, 3:28 PM
......... ............ . .. . . ..... . ..... ............. .... .. - - ----- --
nes,� a " vdew
B a 8 H �ting and No lnc�
11356 W 33rd Ave Plan 3
----------- ... .. . ..... . ......
Detailed Room Loads - Room 7 - Mech Load Procedy
- ------------ _(AyqMge
Calculation Mode: Htg, & clg.
Occurrences:
Room Length:
4510 ft,
System Number'.
Room Width:
1.0 ft,
Zone Number:
Area:
452.0 sq.ft.
Supply Air:
11 CFM
Ceiling Height:
9.0 ft,
Supply Air Changes:
02 AC/hr
Volume:
4,068.0 cu.ft,
Req. Vent. Clg:
0 CFM
Number of Registers:
1
Actual Winter Vent,:
4 CFM
Runout Air:
11 CFM
Percent of Supply.,
36 %
Runout Duct Size:
4 in.
Actual Summer Vent.*
I CFM
Runout Air Velocity:
125 ft./min,
Percent of Supply:
5 %
i Runout Air Velocity:
125 ft,/min,
Actual Winter Infil.:
6 CFM
Actual Loss:
0.019 in. ./100 ft. Actual Summer lnfil.:
0 CFM
.................................... 0 0 0 W,
0
S -Wall-151315-Ow-2 13.8 X 10
137.8
0,065 5,8 793 0.7
0 93
W -Wall-151315-Ow-2 11.6 X 10
116,5
0,065 5.8 670 03
0 79
9-por-'21,A-31211 _1111111XII.14-1512-1-111111 1-1-11, -1". -1-1111-1-11
..... ..... _91111111-11-1-111 . .... ... ....... 0111,
Subtotals for Structure:
2,087
0 172
'Infil.: Win.: 5, Sum.- 0.0
.. ... .. .. .... . ........ . ..... . ... ...
203
2202 448 0�000
--- - ------ --------- ---
0 0
......... .. ..
Room Totals:
2,535
---- -m-._-. , ------------------ - -_ --
0 172
CAProgram Files\Elite\Rhvac 9\Projects\l 1355 W 33rd Ave Plan 3,rh9 Tuesday, March 22, 2016, 3:28 1
m�,: .... _
3 �.. c ria#iii v �� r_ I i f t� ...c .m� elite o Development, 6 �
tleetlrl + tic 11355 W 33rd Ave la 3 E
'Detailed Room Lc ac . _ Room € t ri 1 Load Pro
w
Calculation Mode:
� tg. clg.
Occurrences:
1
Room length:
504.0 ft.
System plumber:
9
Room Width:
1.0 fit.
,Zone plumber:
9
Area:
504.0 s.ft.
Supply Air:
54 CFM
Ceiling Height-
9.0 ft.
Supply Air Changes:
0.7 AC/hr
Volume:
4,536,0 cu.ft,
Req. Vent. Cig:
0 CFM
Number of registers:
1
Actual Winter Vent.:
9 CFM
Runout Air:
54 CFM
Percent of Supply.:
17 %
Runout Duct Size:
4 in.
Actual Summer Vent.:
3 CFM
Runout Air Velocity:
624 ft./ in,
Percent of Supply:
5 %
Runout Air Velocity:
624 ft./min,
Actual Winter lnfll.:
22 CFM
Actual loss:
0.438 in,wg.1900
fL Actual Summer lnfil.:
0 CFM
B -Wall-Blanket 2 12.5 X 10
924.7
0.068 4.7 585
1.1 0
139
S -Wall-Blanket 2 10.6 X 10
105,8
0.068 4.7 496
1.9 0
118
(B Wall -Blanket 2 3 X 10
29.5
0.068 4.7 938
1.9 0
33
S -Wall-Blanket 2 13.9 X 10
130.5
0.068 4.7 612
9 , 9 0
146
W -Wall-Blanket 2 7.9 X 10
78.8
0.068 4.7 370
1.1 0
88
S Wall -Blanket 2 216 X 10
226.4
0.068 47 1,062
9.1 0
252
W Wall -Blanket 2 7.6 X 10
75.5
0.068 4.7 354
1.1 0
84
Floor -21A-32 1 X 504
504
0.020 1.4 695
0.0 0
0
Subtotals for Structure;
4,392
0
860
lnfi(.,a Win.:
._22A Sum.: 0.0
_.. _ _...771 .
_ 2.202 1698
0.000 �?
_ ....,
._._._0
Room Totals:6,090
i
0
860
i
0 is �MM'wift
l latirq sn4l 3n,
11366 W 33rd Ave Plan
#. ._._. _w
ww M..w _....uM
..wwmr __...
Detailed_.. _..
rte ,:. GuestSuite tpad Proceoq*
Calculation Mode:
Htg. & clg.
Occurrences:
1
Room Length:
162.7 ft.
System Number:
9
Room Width:
1.0 ft.
Zone Number:
1
Area:
163.0 sq.ft.
Supply Air:
71 CFM
Ceiling Height,
9.0 ft,
Supply Air Changes:
2.9 AC/hr
Volume:
1,464.0 cu.ft.
Req. Vent. Clg:
0 CFM
Number of Registers:
1
Actual Winter Vent.:
4 CFF
Runout Air:
71 CFM
Percent of Supply.:
6 %
Runout Duct Size:
5 in.
Actual Summer Vent.:
4 CFI
Runout Air Velocity:
521 ft./min.
Percent of Supply:
5 %
Runout Air Velocity:
521 ft./min.
Actual Winter Infil.:
7 CFM
Actual Loss:
0.224 in.wg.1100
ft. Actual Summer Infil.:
0 CFI
��+¢
i s.,.,issl•_. u,3,
t `.
�,
`� 1
.,m» .. ......,..,.m'v .,+.nu..v.w..i. ui wu.:,adr.,.,
NW-Wall-12F90sw 2.9 X 10
.,.,, ,ae»u.,... .,,,uw.,�
19.2
................,.,.v.. ...e...»........,.wuw:�.
0.065 4,5 86
w.,,u..0„..,..,., w.. w....,.w,....,..
0.9
................w,,.vn....,. wG#
0 18
N -Wall-I 2F-Osw 6 X 10
55.1
0,065 4,5 247
0.9
0 51
NE-Wall-12F-Osw 3 ,1 X 10
20.7
0.065 4.5 93
0,9
0 19
W -Wall-12F-Osw 11.8 X 10
116.10,065
4.5 530
0,9
0 110 ;
NW-Gis-4A-6-o shgc-0.32 O%S
10
0.320 22.1 221
26.1
0 261
N -GIs- A -6-o shgc-0.32 100%S
25
0.320 22.1 552
12.3
0 308 ;
N-Gls-4A-6no shgc-0,32 O%S
10
0.320 22.1 221
26.1
0 261
t1P-te�I-96€-50 962.7 X.1_.
162.7
0.020 ._ _1.4 25
0,6__
_. ...._ . ., _94
Subtotals for Structure.
2,175
0 1,122
lnfll.' Win.. 7.5
25$ . _
2.201 568.
_ 0.000 _ r?
Room Totals.
i
2,743
0 1,122
1
C:\Program Files\Elite\Rhvac 9\Projects\l 1355 W 33rd Ave Plan 3.rh9 Tuesday, March 22, 2016, 3:28 1
vao - Raia
R VAC L
13 Ot S Heatino and AIC lftc.
11365 W 33 n3il
3
------------
...Room ... ... .... ..... ................. . ............ .........
Detailed Loads -
------- ------ -
Room yqMoad g L car
Calculation Mode:
Htg. & c1g.
Occurrences:
Room Length:
11.8 ft.
System Number:
Room Width:
10.0 ft,
Zone Number:
Area:
118.0 sq.ft,
Supply Air:
141 CFM
Ceiling Height:
9.0 ft,
Supply Air Changes:
8.0 AC/hr
Volume:
1,063,0 cu,ft.
Req. Vent, Cig:
0 CFM
Number of Registers:
2
Actual Winter Vent,
5 CFM
Runout Air:
71 CFM
Percent of Supply.
4 %
Runout Duct Size:
5 in,
Actual Summer Vent.,
7 CFM
Runout Air Velocity:
519 ft./min.
Percent of Supply:
5 %
Runout Air Velocity:
519 ft,/min.
Actual Winter lnfil,:
6 CFM
Actual Loss,
0.222 in wg./I 00 t Actual Summer lnfil.;
0 CFM
S 1 it it
N -Wall-12F-0sw 11.8 X 10
70.1
0.065 4,5 314
0,9 0 65
E -Wall- 1 2F-Osw 10 X 10
60
0,065 4,5 269
0.9 0 56
N -GIs-4A-6-o shgc-0.32 100%S
48
0.320 22.1 1,060
12.3 0 591
E -GIs-4A-6-o shgc-0.32 O%S
40
9,320 22.1 884
36,3 0 1,454
UP-Ceil-16D-50 118.1„X 1
1181
0,020 1.4 163
0.6 0
Subtotals for Structure:
2,690
0 2,235
Infil.: Win,: 6,3, Sum,- 0.0
218
2.201 480
0,0000 0
.... . . . .... .......... .... . . . . .. . . ... ..........
Room Totals:
..... ... ...
3,170
...
0 2,235
Rhvar. - Residential & Light Commercial HVAC Loads
8 & 8 Heatina and A/C toe,
lite SolhNare Development, Ina. i 1
11366 W 33rd Ave, Plan 3
......
-- - - ------- --- --
...... - - ------
Detailed Room Loads - Room I I - Great Roo m
------- -------- -- ------- .... ... --,.,(AVqr4gpj Qpd-.PropQdqrQj,,___
Calculation Mode,
Htg. & c1g. Occurrences:
Room Length:
19.0 ft, System Number:
Room Width:
20,0 ft, Zone Number:
Area'.
381,0 sq.ft, Supply Air:
Ill CFM
Ceiling Height:
9,0 ft. Supply Air Changes:
1.9 AC/hr
Volume,
3,429.0 cu.ft. Req. Vent. Cig:
0 CFM
Number of Registers:
2 Actual Winter Vent.:
5 CFM
Runout Air:
55 CFM Percent of Supply.:
4 %
Runout Duct Size:
4 in. Actual Summer Vent,
6 CFM
Runout Air Velocity:
633 ft./min, Percent of Supply:
5 %
Runout Air Velocity.
633 ft,/min. Actual Winter Infil.:
6 CFM
Actual Low
0.451 in.wg,/100 ft. Actual Summer Infil.,
0 CFM
.............
N -Wall-12F-Os w 19 X 10
112,3 0.065 4,5 504
0.9 0 104
N -GIs-4A-6-o shgc-0.32 100%S
18 0,320 22.1 397
12.3 0 222
N -GIs-4A-6-o shgc-0.32 100 %S
18 0.320 22.1 397
12.3 0 222
N -CSIs-4A- -o shgc-0.32 100%S
42 0,320 22.1 927
12.3 0 517
UP- Ceil-16D-50 380,9 X 1
380,9 0,020 IA526
..... ..... .
O�6 0 221
Subtotals for Structure:
2,751
0 1,286
Infil.: Win.: 5,5, Sum.: 0.0
190 2,202 419
0,000 0 0
400
Room Totals:
3,170
400 1,746
......... .. - - -------------
C:\Program Files\Elite\Rhvac 9\Projects\l 1355 W 33rd Ave Plan 3.rh9 Tuesday, March 22, 2016, 128 PS
... .. .....
t Rhvac - Residential & Llvht Commarolal HVAC Loads
Elite Softare, Developmont, Inc.
S & 8 Hosting and A/C too,
11355 W 33rd Ave Plan 3
Detailed Rom Loads - Room 13 - Bath I a Load Procedy
------------o-
. . ........ .... .... ..
Calculation Mode:
Htg. & c1g.
Occurrences:
1
Room Length:
11.8 ft,
System Number.
1
Room Width:
7,9 ft,
Zone Number:
I
Area,
93.0 sq.ft,
Supply Air:
35 CFM
Ceiling Height:
9.0 ft,
Supply Air Changes:
2.5 AC/hr
Volume,
833.0 cu,ft.
Req. Vent. Cig,
0 CFM
Number of Registers:
I
Actual Winter Vent.:
1 CFM
Runout Air:
35 CFM
Percent of Supply,:
4 %
Runout Duct Size:
4 in,
Actual Summer Vent.:
2 CFM
Runout Air Velocity:
400 ft./min.
Percent of Supply:
5 %
Runout Air Velocity:
400 Urnin.
Actual Writer Infil.:
2 CFM
Actual Loss:
0A83 in.wg,/100
ft, Actual Summer Infil.:
0 CFM
W -Wall-12F-Os 7.9 X 10
66.8
0.065 4.6 300
0.9
0 62
W -GIs-4A-6-o shgc-0.32 O%S
12
0,320 22.1 265
36,3
0 436
UP-Ceil-16D-50 93 X 1
...... . ....... . .......... ........ .... ....
93
. ........ ... .. . .
0,020 1A 128
O�6
0 54
. ....... ........ ....... .. . ......
Subtotals for Structure:
693
0 552
Infil., Win 2,3
.. ........ Sum,: 0.0
79
2.208 174
,00
-0.0"
0
Room Totals:
..... . .... ... . . . ........
867
------------- . ....... .
0 552 i
C'\Program Files\Elite\Rhvac 9\Projects\l 1355 W 33rd Ave Plan 3,rh9 Tuesday, March 22, 2016, 3:28 1
f"\Program Res\Efite\Rhvac 9\Projects\l 1355 W 33rd Ave Plan 3.rh9 Tuesday, March 22, 2016, 3:2�8 PI
Rhvar - Residential & Li ht Commercial HVAC Loads Elite Software biviicd + � 'Inc. j
i B & 8 Hosting and A/C Inc.
11366 W 33rd Ave Plan 3
P
--- --- ------- -----
----------
15 - La
Detailed Room Loads - Roomr O
.. .... ......... un ,y Load Procedurp)
Calculation Model-
Htq. & c1g, Occurrences-
I
Room Length:
13.8 ft. System Nurnber.
I
Room Width:
6.6 ft. Zone Number:
1
Area:
90,0 sq.ft. Supply Air:
88 CFM
Ceiling Height:
9.0 ft. Supply Air Changes:
6.5 AC/hr
Volume:
814.0 cu.ft. Req. Vent. C1g.'
0 CFM
Number of Registers-
1 Actual Winter Vent.:
4 CFM
Runout Air:
88 CFM Percent of Supply.,
4 %
Runout Duct Size:
5 in, Actual Summer Vent,:
4 CFM
Runout Air Velocity"
648 ft./min. Percent of Supply:
5 %
Runout Air Velocity:
648 Urnin, Actual Winter Infil.:
6 CFM
Actual Loss:
0.345 in.wg JI 00 ft, Actual Summer Infil.,
0 CFM
Ah"d i
S -Wall-1 2F-Osw 13.8 X 10
120 0,065 4.5 538 0.9
0 112
W -Wall-1 2F-Osw 6.6 X 10
516 0,065 4,5 240 0,9
0 50
S -Door-11J 2.7 X 6.7
17,8 0,600 41.4 737 15,0
0 267 i
W -GIs-4A-6-o shgc-0.32 O%S
12 0.320 22,1 265 36,3
0 436
UP- Cefl-16D-50 90.4 X 1
90.4 0.020 1.4 125 O.6
0 52
Subtotals for Structure:
1,905
0 917
lnfil,: Win,: 5, 9, Surn.: 0.0
203 2.203 448 0.000
0 0
FqVi ment:-
----- - ----- 0
Room Totals:
2,353
0 1,395
U
i
V,
Clothes washing machine -
205 0 50 50
51 0
10 percent to space
Vented clothes dryer - 10
1707 0 60 50
427 0
percent to space
Total
.......... ......
- ---- ---- --------
478 0
. ... . ....
C:\Program Files\Elite\Rhvac 9\Projects\l 1355 W 33rd Ave Plan 3.rh9 Tuesday, March 22, 2016,
fttivao Riildmlat L 06 W C LSoftware
ve opmoK Inc . I
a noon ve Inc
11355 W 33rd Ave Plan 3
- --
-------- -------------
V9
— -- ---------- ------ - ----------
Detailed Room Loads - Room 16 - Dria rRoom Load Proce
Calculation Mode.,
Htg, & c1g,
Occurrences*
Room Length:
1702 ft,
System Number,
Room Width:
1'0 ft.
Zone Number:
Area,
170,0 sq.ft,
Supply Air:
77 CFM
Ceiling Height:
9.0 ft.
Supply Air Changes:
10 AC/hr
Volume:
1,532.4 cu.ft,
Req, Vent, Cl.
0 CFM
Number of Registers:
1
Actual Winter Vent.:
3 CFM
Runout Air:
77 CFM
Percent of Supply.:
4 %
Runout Duct Size:
5 in.
Actual Summer Vent.:
4 CFM
Runout Air Velocity:
565 ft./min.
Percent of Supply-
5 %
Runout Air Velocity;
565 ft,/min.
Actual Winter In l.:
6 CFM
Actual Loss:
0,263 in.wg./100 ft. Actual Summer Infil.:
0 CFM
S -Wall-12F-4sw 121 X 10
91 A
0.065 4,5 410
0,9
0 85
W -Wall-I 2F-Osw 7.6 X 10
75,5
4,065 4,5 339
0.9
0 70
S -GIs-4A-6-o shgc-0.32 31%S
30
4.324 22.1 662
16,8
0 543
IJP -Cell -16D-54 170.2 X 1
170,2
4.020 IA .. ....... 235
.. ....
4.6
0 9
Subtotals for Structure,
1,646
0 757
Infil.: Wn.: 5.7, Sum.0.0
197
2.244 434
0,000
0 0
People :, 200Avp,1 er.. 23 se 1p'e�r'
----------- - . .......
2
4-0-0- 460
Room Totals:
----------
2,080
------
400 1,217
. .....
glic" 11111 ENRON li 1!11!1111
- -- -------- --- --
I Rhvac - Residential & El la Commercial HVAC Loads
B 8 Heating and A/C Ino,
Elits Software Development, InC. 11
113551 33rd Ave Plan 3
...... . .. .
. .....
....... ..... .
DetailedRoom Loads - Room 17 - PWDR RM (AyqMgp Load Procedy
---------- .. ........
Calculation Mode
Htg, & c1q.
Occurrences:
Room Length:
13,8 ft,
System Number:
Room Width:
41 ft.
Zone Number -
Area:
56,0 sq.ft,
Supply Air:
2
CFM
Ceiling Height-
9.0 ft,
Supply Air Changes:
0,2
AC/hr
i Volume:
507.O cu.ft,
Req. Vent. Clg:
0
CFM
Number of Registers.
1
Actual Winter Vent-,
0
CFM
Runout Air:
2 CFM
Percent of Supply,:
6
%
Runout Duct Size:
4 in,
Actual Summer Vent.,
0
CFM
Runout Air Velocity:
24 Urnin,
Percent of Supply:
5
%
Runout Air Velocity:
24 ft./min.
Actual Winter Infil.,
0
CFM
Actual Loss:
03.001 in,wg./100
ft, Actual Summer Infil.:
0
CFM
UP-Ceil-16D-50 64,X 156A
---
----- -------
0,020 IA
....... .. . . ....... . 1-11111111111 .. .. . 78 ... .. . ....
0,6
0
Subtotals for Structure:
78
0 33
Infil., Wirt..0 0 Sum., 0.0
0
0 0
0
0
Room Totals,
78
0 33
C:\Program Files\Elite\Rhvac 9\ProjectsXl 1355 W 33rd Ave Plan 3,rh9 Tuesday, March 22, 2016, 3:28 1
Realdontial & Ught Commercial HVAC Loads
i B & 6 Heatin and A/C lnr..
--
Elft so"are e l nt, Inc.j
11355 W 33rd Ave blase 311
Detailed omdRoo
__ - ---_Calculation ...
-- ----------------
ry
Calculation Mode:
htg. & clg.
Occurrences:
1
Room Length:
10.5 ft.
System Number:
1
Room Width::
18.1 ft.
Zone Number:
1
Area:
190.0 s.ft.
Supply Air:
31 CFM
Ceiling height:
9,0 ft.
Supply Air Changes:
1.1 AC/hr
Volume:
1,706.0 cu.ft.
Reef. Vent. Clg.
0 CFM
Number of Registers:
1
Actual Winter Vent.:
3 CFM
Runout Air:
31 CFM
Percent of Supply.:
9 %
Runout Duct Size:
4 in.
Actual Summer Vent.:
2 CFM
Runout Air Velocity:
358 Urnin.
Percent of Supply:
5 %
Runout Air Velocity:
358 ft./min.
Actual Winter Infil.:
3 CFM
Actual Loss:
0.146 in.wg.1100 ft. Actual Summer Ifil.:
0 CFM
S -Wall-12F-Osw 10.5 X 10 84,8
0.065 4.5 380
0.9
0
79
S -Door-113 3 X 6.8
20.2
0,600 41.4 838
15.0
0
304
P- eil-�16D- 0 18 5
.. ... .. 1.89,5
0..020 __..... ._1,.4 _. .. 261
��0,6._. __,...._
_.. _ ,.... ,
. . ,1101.
Subtotals for Structure:
1,479
0
493
ln8Ain.aurtQ
h
...... C>
2tO
...
0,x{0 _
_..... .... _.
Room Totals:
E
f
i,., __..
1,710
.......... ....... ._......... ......,
.... ... ..,.. e. ,
0
.. .__..__ ....,..,._,
493
i
f
t
....m,....�...a.r
C �\Program Files\Eiite\Rhvac 9\Projects\l 1355 W 33rd Ave Plan 3,rh9 Tuesday, March 22, 2016, 3:28 PM
- -------- - --------
vac slits Software Development, Inc. I
, - Residential & U9ht Commercial HVAC Loads
8 S Heating and A/C Inc,
11355 W 33rd Ave Plan 31
jVh
.. ........
Detailed Room Loads - Room 19- Stu # 1 .. ........
------- -- yqrpgp Load Pro
Calculation Mode:
Htg. & clg
Occurrences:
I
Room Length:
197.4 ft,
System Number:
I
Room Width:
1.0 ft.
Zone Number:
I
Area:
197,0 sq,ft.
Supply Air:
153 CFM
Ceiling Height,
9,0 ft.
Supply Air Changes,
5,2 AC/hr
Volume'.
1,77&0 cu.ft.
Req. Vent, Cig:
0 CFM
Number of Registers:
2
Actual Winter Vent.,
4 CFM
Runout Air:
76 CFM
Percent of Supply.:
3 %
Runout Duct Size,
5 in.
Actual Summer Vent.:
8 CFM
Runout Air Velocity:
560 ft./min.
Percent of Supply:
5 %
Runout Air Velocity:
560 Urnin.
Actual Winter Infil.:
7 CFM
Actual Loss:
0.258 in.wg 1100 ft,
Actual Summer lnfil,,
0 CFM
.....................
E -Wall-l2-Osw 3 X 10
29U66
4.5 132 0.9
0 27
S -Wall-12F-Osw 12,8 X 10
80 0.065
4,5 359 0,9
0 74
W -Wall-1 2F-Osw 7,9 X 10
73.8 0,065
4,5 353 0,9
0 73
S -GIs-4A-6-o shgc-0.32 O%S
48 0,320
22.1 1,060 13.8
0 903
UP-Ceil-16D-50 197A X 1
1.97.E O020
1A 272 0.6
0 114
Subtotals for Structure:
2,176
0 1,191
lnfil,- Win.: 6,9, Sum.: 0.0
236
2,201 620 0.000
0 0
Equiment.
-P-
0
Room Totals,
2,696
0 2,412
Computer and monitor
1536 0
35 100
538 0
Color television
683 0
100 100
683 0
Total
............... ... ...... .....
1221 0
- ---------- - --
C:\Program Files\Elite\Rhvac 9\Projects\l 1355 W 33rd Ave Plan 3.rh9 Tuesday, March 22, 2016, 3:28 PM
- --- -- --- ---
Residential & Light Commercial HVAC Loads
Elite Software Development, Inc. 1
8 & 8 Heating and A/C Inc,
11356 W 33rd Ave Plan 31
... .. . ............. .........
. . .............. ... . ... ....... ----
---------- - --
. ......
Detailed Room Loads - Room 20 - W Q.
Pr
Load ice
Calculation Mode,
Htg. & c1g.
Occurrences:
Room Length:
10.8 ft.
System Number:
Room Width,
12,6 ft.
Zone Number:
Area:
137,0 sq,ft,
Supply Air,
32 CFM
Ceiling Height:
9.0 ft.
Supply Air Changes
1.6 AC/hr
Volume:
1,230.0 cu.ft.
Req, Vent. Cig:
0 CFM
Number of Registers*
I
Actual Winter Vent,:
3 CFM
Runout Air:
32 CFM
Percent of Supply..
10 %
Runout Duct Size,
4 in,
Actual Summer Vent.:
2 CFM
Runout Air Velocity:
371 ft./min,
Percent of Supply:
5 %
Runout Air Velocity:
371 ft./min,
Actual Winter lnfil,:
7 CFM
Actual Loss:
0.157 in,wg JI 00 ft.
Actual Summer Infil.:
0 CFM
E -Wall-1 2F-Osw 12.6 X 10
1262 0,065
4,5 566
0.9
0 117
S -Wa11-12F-Osw 10,8 X 10
96,3 0.065
4.5 432
0.9
0 90
S -GIs-4A-6-o shgc-0,32 O%S
4 0,320
221 88
18.8
0 75 1
S -GIs-4A-6-o shge-0.32 O%S
4 0,320
22.1 88
18.8
0 75
S -GIs-4A-6-o she -0.32 O%S
4 0,320
22.1 88
18,8
0 75
UP -Cert -16D-50 °136.7.71 1
. .......... .. . ...... .
1367 U20
1A 189
0,6
0 79
....... .. .. . . . ....... .... ......... .. .. ..... .
Subtotals for Structure:
1,461
0 511
lnfil,: in.: 6.8 Sum.: 0,0
235
22 00 516
0 ,000
0 v
Room Totals,
1,967
0 511
--- -------- - --
I Rhvac - Residential & Light Commercial HVAC Loads
----------- ....... — ------—
- — ------- -
Elite Software Development, toe. I
I
S & 8 Heating and A/C Inc.
11366 W 33(d Ave
Plan 3 i
t------- — ------
'Detailed Room Loads
. . ......
- Room 21 - Master Bathcedu
Ay gq oad LPro
Calculation Mode'.
Htg, & c1g,
Occurrences:
Room Length:
289.4 ft.
System Number:
Room Width:
1.0 ft.
Zone plumber:
Area:
289,0 sq.ft,
Supply Air:
76 CFM
Ceiling Height:
9,0 ft.
Supply Air Changes:
1.7 AC/hr
Volume,
2,604.0 cu,ft,
Req. Vent, Cig:
0 CFM
Number of Registers-
1
Actual Winter Vent."
3 CFM
Runout Air:
76 CFM
Percent of Supply,:
4 %
Runout Duct Size:
5 in,
Actual Summer Vent.:
4 CFM
Runout Air Velocity:
557 Umin.
Percent of Supply:
5 %
Runout Air Velocity:
557 Urnin,
Actual Winter 1n l.:
4 CFM
Actual Loss:
0.255 in.wg./100 ft. Actual Summer lnfil.;
0 CFM
E -Wall-12F-Osw 3 X 10
30
0.065 4,5 135
0,9
0
28
1k1E-Wall-1 2F-Osw 2.7 X 10
17.2
0,065 4.5 77
0,9
0
16
E -Wall-12F-Ow 5 X 10
40,3
0.065 4.5 181
0.9
0
37
SF-Wall-12F-Os 2.7 X 10
16.6
0.065 4.5 74
0,9
0
15
NE-Gls-4A-6-o shgc-0.32 OTS
10
0.320 22.1 221
26.1
0
261
E -GIs-4A-6-o shge-0. 32 O%S
10
0.320 22.1 221
363
0
363
SE-Gls-4A-6-o shgc-0.32 O%S
10
0,320 221 221
31.1
0
311
UP-Cel-16D-50 289.4 X 1
289A
U20 1A 399
0,6
0
168
Subtotals for Structure,
1,529
0
1,199
lnfil,-. Win.: 3.9, Sum.: 0.0
. . . . ........ .. .. . .. ..... .... . ... ..
134
-- ------------- ---- -- ---
2,200 295
........... - - - - --------- - .. .. .....
0,000 .. ...........
.....
0
Room Totals:
... ........
---------
1,824
0
1,199
.... ........
� ..,.._. _,�
I Khmer - OS eni Lightt�c�raa €ar 3 i VA __m �� .. _...... w...........
Ote spa re De elo t, Inc.
S & S bleating and A/C irate
11355 W 33rd Ave
Plan 313
* Detailed Room, Loads
Roo 2 Master
Bedroom_ err rte f Pro �c
.....
�Occurrences:
Calculation lode:
Htg. & cig.
1
Room Length:
17.1 ft,
System Number:
1
Room Width;
18.1 ft.
Zone lumber:
1
Area:
308.0 sq.ft.
Supply Air.
132 CFI
Ceiling height:
9.0 ft.
Supply Air Changes:
2.9 AC/hr
Volume:
2,771.0 cu.ft.
Req. Vent. CIg:
0 CFM
Number of Registers:
2
Actual Winter Hent.:
6 CFM
Runout Air:
66 CFM
Percent of Supply..
5 %
Runout Duct Size:
5 in.
Actual Summer Vent.;
7 CFM
Runout Air Velocity:
453 Urnin.
Percent of Supply:
5 %
Runout Air Velocity:
483 ft./min.
Actual Winter Infil.:
10 CFM
Actual Loss:
0.193 in.wg.1100 ft.
Actual Summer Infil.:
0 CFM
N -Wall-12F-Osw 17.1 X 10
125.5 0.065
4.5 563
0.9
0
117
E -Wall-1F-Osw 18 X 10
150.5 0.065
4.5 675
0.9
0
140 s
N -GIs-4A-6-o shgc-0.32 100%S
45 0.320
22.1 994
12.3
0
554
-GIs•4AR6-o shgc-0.32 0%8
15 0.320
22.1 331
36.3
0
545
E -GIs-4A-6-o shgc-0.32 O%S
15 0.320
22.1 331
36.3
0
545
Subtotals for Structure:
3,319
0
2,080
lnfil.r Wn.: 30.2, um,: 0,0 .....
_ _ 351 _ _.
. 2,202 773..
0.00 _.
0..
_ 0
Room Totals.
4,092
0
2,080
Room Load Summ r
---.cone 1---
1 BSMnT.BDR # 2
198
2,819
40
1-5
498
1,072
0
49
68
2 BMnT. BCRM #
195
2,240
32
1-4
303
415
0
19
2
1
3 Family
651
5,929
84
2-4
644
1,776
0
81
112
Vanity/Bath
198
1,461
15
1-4
59
82
0
4
5
5 Theater
180
1,186
17
1-4
61
84
0
4
5
6 Games/ Bar
268
370
5
0-0
0
0
0
0
0
7 Mech
452
2,535
36
1-4
125
172
0
8
11
8 Crawrlspace
504
6,010
85
1-4
624
860
0
39
54
Guest Suite
163
2,743
39
1-5
521
1,122
0
51
71
10 nook
118
3,170
45
2-5
519
2,235
0
102
141
1 Great Room
381
3,170
45
2-4
633
1,746
400
79
111
12 Kitchen
233
321
5
2-6
551
3,420
862
155
217
13 Bath 1
93
867
12
1-4
400
552
0
25
35
14 Study # 2
199
1,966
28
2-5
556
2,395
0
109
152
15 Laundry
90
2,353
33
1-5
648
1,395
0
63
88
16 Dinin n Room
170
2,080
29
1-5
565
1,217
400
55
77
17 PWDR RM
56
78
1
1-4
24
33
0
2
2
18 Payer
190
1,710
24
1-4
358
493
0
22
31
19 Study # 1
197
2,696
38
2-5
560
2,412
0
110
153
20 W,I.C,
137
1,967
28
1-4
371
511
0
23
32
21 Master Bath
289
1,824
26
145
557
1,199
0
55
76
22 Master Bedroom
308, .. _.4,092
58 _ _
.2-
, 483
2x080._..
_.,
0
95,
132...
. _.
Ventilation
6,072
1,672
-2,495
Humidification _ _ _
11, .........
4,398...
System 1 total
5,183
61,657..
722 ......
26,946
-833.x149
.......
1,600.
System 1 Main Trunk Size.
16x16
in.
Velocity.
900
ft./mi
Loss per 100 ft.,
0.099
in.wgg
q
F.x
x
S�
s
Net Required:
2.25
103%/-3%
26,946
��
-833
-833
�
26,946
Recommended,
2.99
75%/25%
26,946
8,982
35,928
Actual.
3.29
75%/25%
29,625
9,875
39,500
t w,...a. xw+w. .0 a, v«=..wv. .,w.,.w,ur:w+w w.wi«......w.,..., uwww,...srwww. muwU,.W:a;�.uaa wu....W .0 s.wa.,.,a .cmwu,«n...w.0
uww..a..e..y{w'�w' �yw
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5
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" ...uam{%wiya,',v..u.urM
Type,
natural Gas Furnace
nj"waw.;.�:+w�ylu`../..�"."w1,..}„:1111
Standard Air Conditioner
Model:
TUX100C960D*
2TTX 04 AlTXC037C4+TAYTXV-
Indoor Model:
Brand
XR90
XL15i
Description:
natural Gas or Propane Furnace
Standard Air
Conditioner
Efficiency:
92.1 AFUE
13.5 SEER
Sound;
0
0
Capacity:
76,000 Btuh
39,500 Btuh
Sensible Capacity:
nta
29,625 Btuh
Latent Capacity:
n1a
9,875 Btuh
A RI Reference no.:
n/a
527733
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•"rsFiles\Elite\Rhvac . Projects 33rd Ave Plan 3,rh9
Tuesday, a ■
PLACEMENT PLAN
5�rd��:.. raE HOMES
PROagild
x 'T W "R
Mode@. KAN 4W
Swh Mo:t� 4G.,.C,SQh%PS#�i37. .�
TH* * A'7R4$8 KACRMORT RAM OktY. Ynaxs. aawpwa a¢e de ma ae ndx b ba
kceaa d bHn liM 3eaig+br (tea aE lAe 8aeip+wtaP« $ca ires3wt'dexJMr. BRwefe Ma ..d'wac tlws�n `iGan4wSgd €h Btw tdeaawnrni damwitup. 4hn 1� dw � is rrtaPoat¢ to [an +s sAd o.�C �r
a+Mw rover wwd rear ew+�++«� eor raw wwwms wrrrww,ew. ane eewr wt M. auaw aw9n�»r wmaw�,ww � amwao+a.. mea
wm9s: Arad cn is Men or the Ceti e.IN gwwwwai Cprow4rt9s earenWt ^Brac#ag as
'aea GwSM tNV Tewaa PmM '. .599 t7taihb ;Aba3lxmvc, 4'aS iBXFN-.
MITek q l�
7777 Greenbacl< -ane
Suite 199
Citrus Heights, CA, 95610
Telephone 9161676-1900
Re: LC C QHP3N-L l 1 Fax 16/676-1909
Creeside 1 Quail flan 3N Lot l l
coveredbased on the parameters provided by ProBuild - Colorado Springs.
Pages or sheets
My license renewal date for the state of Colorado
..a• •• a . a � a- a a. .a
a • • s a.,.. .,a • �a� a a> a
a a a � a • + • - • • a
61 March 3 1,201
Ong, Chou Soon
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per t NSI/` Pl 1.
8,00 FF
am
W == 08 == 6p10 = 2x4 asis
24 36 37 2338 22 39 40 41 21 42 43 44 20 45 1000 EX12 MT20HS = 16
lure 4x4 = 64 s4X4 64 = 5X12 11
416 08 8.00
00 R-2
unam
I
LOADING {psf} SPACING- 2;0-C$CSI.DEFL. In (too) Won Lid PLATES GRIP
TOLL X0 Plate Grip DOL ,1
5 0 TO 0,64 Vert(LL) -0,44 20-21 >999 2417MT20 1971144
TCDL 18,0 Lumber DOL 1,15 GO Vert(TL) 49824- 1 >586 180 MT20HS 1481108
0�0 Rep Stress Inst NO oi'o
BOLL WS 0 1 z(T
L
)
0,31 14 We We
BCDL TO Code IRC2009fTP12007 (Matnx-M) Welight 612 to FT -O%
LUMBER. BRACING -
TOP CHORD 2x6 SPF 210OF 1.8E TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
SOT CHORD 2x6 SPF 2100F 1,8E 2-" do purlins (6-0-0 max.): 5-11.
VVESS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Right, 2x4 SPF No,2
SLIDER Left 2x4 SPF No.2 1-6-0
REACTIONS, (lb/size) 2-59W/0-5.8,14-5695/0-"
Max Horz 2-161 (LC 16)
Max Uptift2-131 I(LC 7),14-1 236(LC 7)
FORCE& (1b) - Max, Comp,/Max, Ten. - Ali forces 250 Qb) or less except when shown.
TOP CHORD 2-3--494011050,3-4--955212143,4-6-10274/2379,5-32=-1396513386,
6 -32-13966/3386,6-33-15462/3724,7-33-15452/3724,7-8--16452/3724,
B-34-15452t3724,9-34-IW2/3724,9-10-1871914374,10-35-1872414374,
11 -35 -1872414375,11 -12--14496/3248,12-13--19220 /4046,13-14=-798811698
BOTCHORD 2-24--166917960, 24-36--1968/9276, 36-37-196819276, 23-37-1 M/9276,
23-38-196819276,22-38--196SM276, 22-39--3162/13965,39-40=-3162113965,
40-41-3162/13965, 21-41--3162113965, 21-42-3247/14524, 42-43--3247/14524,
43-44-3247/14524, 44-45=-3247/14524, 20-45-3247/14524, 20-46-3769116858,
19-46-3818117017, 19-47-2715M 2979,47-48--2715112979, 48-49--2715112979,
18-49--2716/12979, 17-18-30W14811, 16-17-139217012, 14-16--128716458
WEBS 4-24--374/1691, 5-24--180/512,5-22--143615715,6-22-17471347,6-21--407/186l,
7-2 1 =-659/128, 9-21-30711203, 9-20=-8432JI $50, 9-19-1796/8322, 11-19--158216444,
11 -18-595/2841, 12-18--19581371, 12-17--695t3888, 13-17-2286111136,
13-16-4063/830
NOTES -
1) Ply to ply nailing inadequate
2) 3 -ply truss to be connected together with 10d (0,131"x3') nails as follows�
Top chords connected as follows: 2x6 - 2 to" staggered at 0-7-0 go,
Bottom chords connected as follows� 2x6 - 2 rows staggered at 0-9-0 oa
Webs connected as follows: 2x4 - I row at 0-9-0 oc.
WXIq - - - , - I- 1, - face in the LOAD CASE(SLitdigft�
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
4) Unbalanced roof live loads have been considered for this design.
5) "d� ASCE 7-W 105mph� TCDL-10.gpsf,, BCDL=4,2psf, h-15ft; B=45ft; L=48ft; eave-61t; Cat, ff; Exit C; enotosed� MVWRS (all
heights); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL -1,60 plate gdp DOL=I 60
6) Provide adequate drainage to prevent water ponding.
7) All plates are MT20 plates unless otherwise fndicated
OURIN
,& WARNING - Vedry iNolits pe aro wW READ NOTES ON INS AND INCLUDED ARTEK REFERENCE PAGE W7473 rev. 1""els SEFORIS USE.
Design valid for use orey vAth MTekV connectors. The design is based orsh, upon poromoters sholArr, end is for on individual building convorrent, not
a truss system Before use, the bvitrAng desgrrer must verify the opplicoloWly of design parameters and propers, hcorponste, this design into the overall
building design, Branton indicated Is to prevent bucking of indiddind truss vmb and/or chord mernben only, Addiflond temporary and permanent brOc4V
Is olvwoys required Lot stoblity and to prevent collapse with possible, personal intury and property danvoge. for general guidance regarding the
folodcoilon, storage, delivery, erection and bracing of trusses and truss systems.see ANSI/TPII QuallifirCtitedo, 056-84 and ICS) Building Component 7777 Greentra(k Lane
Safety Inform aWn available from Truss ftle institute, 218 N. Lee Street, Suffie 312, Aferondrio, VA 22314,
NOTES -
9) This truss has ... designed + 0,0 psf bottom chord!. . . a
10) Provide mechanical connection (by others) of truss to basting plate capable of withstanding 100 ib uplift at joint(s) except ot-lb) 2-1311, 14=1 2W
11) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
12) Graphical pudin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord,
i .. + r a. .. ♦ R ♦ t i R i .. a+
l # ill.. i Y. •+ ++,. q M '.!+ R k. f.,
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase -1.15, Plate Increase -1.1 5
Uniform Loads (plt)
Vert: 1-55=-96, 5-11--96, 11-95=-96, 20-25=-14, 19-20--14, 17- 9--14, 16-17--1a, 16-2 --14
Concentrated Loads (to)
Vert: 24 -1041(F)22= -280(F) 18-1013(F)56256(17) 37--280(F) 38--260(F) 39--280(F)40-280(F)41-256(F)42-256(F) 43-- 5 (F) 44--256(F) 45--256(17)
46-261(F) 47--229(17) 48--229(F) 49--229(F)
WARNING - V fgtt par.etWW sndREAO NOTES ON This AND INCLUDED AdTEK REFERENCE PAGE WbI473rov. 16H#t"OrS SEFORE USE.
Design vat3d for use onty vv6th Weill) conneCtors. This design is based Only upon parameters shown, and is for are individual buBding component, ndf
o truss system. Before use, the buitsfing designer nwst verify the oppkobMty of design posameters end property Incorporate this design into the overaft
building design, itracing indicated is to buckling hdNidual truss vaeb and/or chord members anti. Additional temporary and perm anent bracing
prevent of
is olvmys required for stobifity and to prevent colopreWth posdtate personal .. and property damage. for Werof quidonce regarding the
tabdootion, stoaoge, delivery, erection and bracing of trusses and truss systemssee ANS!/Pru QuaAiy Cil ,. OSB -BS and OCs! Iv0dirtgComporesof
'
7771 Ga
so Information ovolo from Truss Plate institute, 218 N. Lee 3treeL Suite 3i2.. Atex . VA 22314.
Su7te los
ZM
2x4 it 06 = 6X10 = 2X4 11
are
22 21 Zu 19 is 4X4 14
SX6 = exe '�- 1040 MT20HS 7se ti
axe It 2X4 4X4 = 010 Wtgqr�F 6,6
LOADING (psp
SPACING-
2-0-0
TCLL
30,0
Plate Grip DOL
IA5
TCDL
18,0
Lumber DOL
IA5
SCLL
00
Rep Stress Iner
YES
BCDL
7O
Code 1RC2009frPI2007
LUMBER -
TOP CHORD 2*6 SPF f, f... 1,8E
SOT CHORD 2x6 SPF 210OF 1,8E
WEBS 2x4 SPF No.2 *Except*
11-15� 20 SPF 165OF 1,5E
WEDGE
Left: 20 SPF No.2, Right: 2x4 SPF No,2
CSI. DEFL, in (oc) lids" ltd
PLATES GRIP
TC 0,47 Vert(LL) -0,39 17 >999 240 MT20 197/144
BC 0.62 Vert(TQ -0.88 17 >652 180 MT20HS 1481108
WB
0.82 Horz(TL) 0"37 12 n/a File
(St -M) Wellift 278 Its FT - 0%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 2-10-1 oc purlins, except
2-0-0 oc purlins (3-8-13 max.): 4-9,
SAT CHARD Rigid ceiling directly applied or 10-0-0 oc bracing,
WEBS I Row at midst 7-18
FT,Wr—eo�mn:iends that Stabilizer; and required cross braclng
be installed during truss erection, in accordance with Stabilizer
FORCES. (to) - Max. ComplMax, Ton, - All forces 250 (to) or less except when shown,
TOPCHORD 2-3--4453r-%4,3-4-4321/410,4-29-5261/511, 29-30--62641511, 5-30--52641610,
"-M2/510,6-31-62621510,7-31-5267JSIO, 7-8-69181516,8-32-6920617,
9-32-59181518,9-10--55281452,10-11-8770/540,11-12-37121267
BOTCHORD 2 -22= -180/3817,21 -22-180/3817,20-21--125/3824,19-20-125/3824,18-19=-22616043,
17-18-272/6879,16-17--155/4868,15-16-300/6074,14-15-14313268,
12-14-13512988
WEBS 3-21--ill/294,4-21=01321,4-19=-134/1869,5-19--9871172,7-19--14/407,
7 -16= -3036/190 ,7 -17-5512273,9-17--12711618,9-16--191833,10-16=-1326t162,
10-15-3812370,11-15--206/5023,11-14=-19251123
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind� ASCE 7-05; 105mph; TCDL=10.$psf,, BCDL-4,2pst; h-t5ft; B-45ft; L=48ft; eave-6ft; Cat, It Exit C; enclosed; MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 �Ite grip DOL -1.60
3) Provide adequate drainage to prevent water ponding.
4) AN plates are MT20 plates unless otherivise Indicated.
5) Plates checked for a plus or minus 5 degree rotation about Its center.
6) This truss has been designed for a 10,0 Pat bottom chord live toad nonconcurrent with any other live loads,
7) s'r*rrita marOianiaal ctrineethio (ky isthafs) it truso-U, k6arinN �IatB caXall�-#f yefthstan t1rg--tt4 t1 teirlift at J+irit(a) Brxca$ J, ") 2-272,
12=278,
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
9) Graphical purfirs representation does not depict the size or the orientation of the puffin along the top and/or bottom chord,
,&WARNING- Varify"implusmottier sand READ MOTES ON TINS AND MCLUDEDANTEK REFERENCE PAGE W7473 nsv. 1""0158EFORE USE,
Deign vold for use onty,,Mth WekS connectors, The design is based only upon porometers showi and is for on individual building componeaL not
o truss system, Before use, the buNdN designer must vieffy the appicetrifity of design parameters and property incorporate me design into the overall
building design, Bracing In dicoIed is to prevent bucking of indiArtud truss web and/or chord members only. Additional ierripoorry and pormonerst bracing
is always required fax slobtfity and to prevent colforse with possible personal " and property damage. For generof guidance regarding the
fabdcoWn, starroFte delivery, erection and bracing of trusses and truss systems. see ANS 11 Qoogoda, BSS-S9BSS-S9and SCSI Building Component
Safety Informottors, avoRobte from Truss More Institute, 219 N. Lee Street. SOB 312, Alexandria,. *yCi
VA 22314.
SOO
4018
0
rh
16
ZMEIMME
am
SX8
2X4 11 4X6
ase
mz�
24 23 22 21 206 fee 4X6 Is
See = lox20 MT20HS = 7.a 11
6XI0 11 2X4 04 Alse 8,00 see =
F12
IN
LOADING (psf) SPACING- 2-�:
CSL
DEFL, In
(toe) Vd I it PLATES GRIP
TOLL III Plate Grip DOL 1 5
TC 0.63
Vert(LL) -0,33
19 s%9 2�40 MT20 1971144
Ile L
TCOL 18�0 Lumber DOL
SC O�766
Vert(TL) -4.7518-19
>767 180 MT20HS 148/108
0.0 Rep Stress Inc,1,15
BcLL IY I, SS
M 0 a
Horz(TL) 0,36
14 gifts rda
SCOL TO CodeIRC2009frPI2007
(Matrix -M)
Weight 288 lb FT - 0%
LUMBER-
BRACING -
TOP CHORD 2x6SPF 210DFI.8E
TOP CHORD
Structural wood sheathing directly applied or 2-9-6 oc posting, except
SOT CHORD 7x6 SPF 2100F 1.88
2-0-0 oc purtins (4-5-4 max,): 6-10.
WEBS 2x4 SPF No.2 *Except*
BOT CHORD
Rigid ceiling directly applied of 10-0-0 oc bracing.
13-47.2x4 SPF 165OF 1,5E
WEBS
I Row at midpt 9-20
WEDGE
jj,�Tek re�,Wnis_ihait S-tabiltzers and requited cross bracii
Right: 20 SPF No,2
be Installed during truss erection, In accordance with Stabiliz
SLIDER Left 2x6 SPF 2104F 1,8E 2-6-0
REACTIONS, (tb/size) 2-28420-5-8,14-281810-54
Max Horz 2=241(LC 6)
Max Uplift 2-286(LC 7), 14--277(LC 7)
FORCES. (lb) -Max, Comp.lMax, Ten. - NJ forces 250 (lb) or less except when shown.
TOPCHORD 2-3-1080/0,34=-43421368,4-5=-40201361, 5-6--39141410,6-32-42821462,
7-32--4285/462,7-8--4282/461, 8-9-42821461,9-10=-45881445,10-11-5709/609,
11-12-836W646, 12-13-85621511,13-14-3703(273
BOTCHORD2-24-16313725,23-24--163f3726,22-23-77/3515,21-22-7713515,20-21--124/4066,
19-20=-151/4758,18-19=-i4I/4261,17-18-261/5647,16-17--15613241,
14-16--145/2982
WEBS 4-23--2711121, 6-23=0/378, 6-21--8211234, 7-21--855/146, 9-21--241475,
9-20--2448/117, 9-19=01 1688, 10-19-5911157, 10-18-105/1343, 11-18-11121176,
11 -17-68/2497, 13-17-1854827, 13-16--18711140
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-05; 105mplt TCDL=10,8psf, BCDL-4,2psf� h-1511; 8=45ft; Lostfift; eave=6ft; Cat. It; Exp C; enclosed; MWFRS (all
heights); cantilever left and right exposed, end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL -1,60
3) Provide adequate drainage to prevent water ponsfing.
4) All plates are MT20 plates unless otherwise Indicated.
5) Plates checked for a plus or minus 5 degree rotation about its center.
f) This truss has been designed for a 10O psf bottom chord live load, nonconcurrent with any other live loads,
(naiisariew
14-27T
9,) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
It) Graphical purfin representation does not depict the size or the orientation of the purifis along the top and/or bottom, chord,
March 31,2016
----------
,&WARNINil - Verify design parsivotess and READ NOTES ON TF#$ AND INCLUDEDWEX REFERENCE PAGE W7473 M. 14H)"VISSEFOREUSE,
Oringn valid for use only with Were& connectoo. This design Is based only upon parameters shown. *no is for on individual buffdog component, not
a truss system. Before use. the building designer must verity the applicabifity of design ricionisters and property IncOrborote " design into the overall Id,
bvAding design. Bmc&ng Indicated is to prevent boosting of Wolsviduat truss won and/or chord members onty. Additional lefftonsory and peoreinent bracing Welk'
is always required for stability and to prevent colome Win posebte personal inkury and property damage. For garroter guidance regarding the
fabrico6on, Vorooe. delivery, erection and bracing of trusses and truss systerns, see ANSI/TP11 Quality Critedo, 0049 and SCSI B Composse"I 7777 anisette
So" Intomistion ovoitablif from Truss More kssfftvie. 218 N. Lee Street, Suite 312, Alexandria, VA 22314, mi.suile, 109
. �
LOADING (pap SPACING- 2-0-0 est. DEFLIn (toe) Vdefl Ud
TCLL 30,0 Plate Grip DOL 1.16 TC 0.62 Vert(LL) 443 16 >999 240
TCDL 18,0 Lumber DOL 1,15 Be 0,81 Vert(TL) -0,96 16 >593 180
BCLL 04 Rep Stress Incr YES WS 095 1 Horz(TL) 0,42 11 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x6 SPF 210OF 1,8E TOPCHORC
BOT CHORD 2x6 SPF 210OF I -8E 'Except'
4-21: 20 SPF No.2 SOT CHORI
WEBS 20 SPF No.2 -Except' WEBS
1-24,IG-14:2x4 SPF ISSOF 1,5E
WEDGE
Ri9ft 2x4 SPF No.2
REACTION$, (lb/size) 11-2807/0-5-8,25-2607/MechanicaI
Max Harz 25-268(LC 6)
Max Uplift 11 —281 fi-C 7), 25--197(LC 7)
FORCES. (to) -Max, CompdMax, Ton, -All forces 260 (lb) or less except when shown.
TOP CHORD 1 -25 -24881201,1 -2--4922/395,2-3=-8331/643,3-4-6140/517,4-6-6077/631.
5-29---3618/453, 6-29--3620/453, 6-30-3346/426, 7-30-33441425, 7-8--44911448,
8-9-81751570,9-10--8359/530,10-11-3742t295
BOTCHORD 24-25-172/305, 23-24--22514922,22-23-492/8539,4-22--429/144,19-20=-48/3221,
18 -19= -48/3221,17 -18-7713618,16-17-63/4257,15-16-231/530 7,14-15=-23115306,
13-14--18513282,11-13-172/3045
WEBS 1 -24= -39&6228,2 -24-2151/180 ,2-23-27913856,3-23=-20261194,3-22=-32351278,
20-22--4413289,5-22-266/3351,5-20=-1004/73,5-18--451843,6-18--600/99,
6 -17-711149,7-17-1764114,7.16-9013050,8-16=-16381197,8-15=01348.
8-14--105/2569,10-14-162/4557,10-13--1881/170
PLATES
GRIP
MT20
Scale 1102
MT20HS
8XI2
Weight: 304 1b
FT -_O%
6 00
4X4
exe
6 29 6 307
3A
4XI0 4
5x10 = 74
exio
4X8
9
1 2
SX10
At
10
2
25 24 23
Is
Z,
-
512
_M
16 15
3x40 =5Xlo = l0x20MT20H9
4x10 21
20
18
8X8 �ico r1_2 2X4 1040 MT20HS = 13 7X8 is
3A 11
44
04 =
1040 MT20HS 6,6 =
4X8 =
LOADING (pap SPACING- 2-0-0 est. DEFLIn (toe) Vdefl Ud
TCLL 30,0 Plate Grip DOL 1.16 TC 0.62 Vert(LL) 443 16 >999 240
TCDL 18,0 Lumber DOL 1,15 Be 0,81 Vert(TL) -0,96 16 >593 180
BCLL 04 Rep Stress Incr YES WS 095 1 Horz(TL) 0,42 11 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x6 SPF 210OF 1,8E TOPCHORC
BOT CHORD 2x6 SPF 210OF I -8E 'Except'
4-21: 20 SPF No.2 SOT CHORI
WEBS 20 SPF No.2 -Except' WEBS
1-24,IG-14:2x4 SPF ISSOF 1,5E
WEDGE
Ri9ft 2x4 SPF No.2
REACTION$, (lb/size) 11-2807/0-5-8,25-2607/MechanicaI
Max Harz 25-268(LC 6)
Max Uplift 11 —281 fi-C 7), 25--197(LC 7)
FORCES. (to) -Max, CompdMax, Ton, -All forces 260 (lb) or less except when shown.
TOP CHORD 1 -25 -24881201,1 -2--4922/395,2-3=-8331/643,3-4-6140/517,4-6-6077/631.
5-29---3618/453, 6-29--3620/453, 6-30-3346/426, 7-30-33441425, 7-8--44911448,
8-9-81751570,9-10--8359/530,10-11-3742t295
BOTCHORD 24-25-172/305, 23-24--22514922,22-23-492/8539,4-22--429/144,19-20=-48/3221,
18 -19= -48/3221,17 -18-7713618,16-17-63/4257,15-16-231/530 7,14-15=-23115306,
13-14--18513282,11-13-172/3045
WEBS 1 -24= -39&6228,2 -24-2151/180 ,2-23-27913856,3-23=-20261194,3-22=-32351278,
20-22--4413289,5-22-266/3351,5-20=-1004/73,5-18--451843,6-18--600/99,
6 -17-711149,7-17-1764114,7.16-9013050,8-16=-16381197,8-15=01348.
8-14--105/2569,10-14-162/4557,10-13--1881/170
PLATES
GRIP
MT20
197/144
MT20HS
1481108
Weight: 304 1b
FT -_O%
Structural wood sheathing directly applied or 2-7-9 oc purlins, except
end verticals, and 2-0-0 oc purlins (3-1-5 max.): 1-3,5-7,
Rigid coiling directly applied or 10-0-0 oc bracing,
I Row at midpt 3-22,5-20,$-18,6-17,7-17 8-16
oWt rinds in I at Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
NOTES -
it Unbalanced root live toads have been considered W this design.
2) \Mnd� ASCE 7-05 105mph. TCDL=10,$psf,, 6CDL-4.2psf,, h-15ft; 8-45ftl- L-48ft; eeve-K Cat, 11; Exp C; enclosed; MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL -1.60 plate grip DOL -1 A0
3) Provide adequate drainage to prevent water ponding,
4) All plates are MT20 plates unless otherwise indicated,
5) Plates checked for a plus of, minus 5 degree rotation about its center,
6) This truss has been designed for a 10O Pat bottom chord live food nonconcurrent with any other live toads,
7) Refer to glider(s) for truss to truss connections,
25=197.
9) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical pudin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord.
if'
7777 Greaftad Lane
March 31,2016
6,00 F1
6x6
3XION,
US
d -o -V 0 -Q -4u Z -Z-0 3.11-u 4,e -d 4-ti-ts 4-a-ki 0-4-j rrN-o
RM
Us = Sire =
5XIO = 20 19 17 15 14
3X4 It 12X14 = WO MT20HS = 300 3X6 Era
300 MT20HS =
LOADING (ps)SPACING- C ,- EFL.. In (lac) Well LID PLATES GRIP
TCLL 30,0 Plate Grip DOL �00 1,5TC0�96 Vert(LL)t40(LL) -0L35 17-19 >M 2 , MT20 197/144
TC11110 Lumber DOL 1.15 ,
SC 0.95 Ved(TL) -0,95 17-19 >599 180 MT20HS 1481108
BC LL 0�0 Rep Stress Incr YES " 092 rz(TL) 0,25 13 n/a We
BCDL 7Z Code IRC2009ftPI2007 (Matax-M) ftht: 262 to FT - 0%
LUMBER- BRACING-
TOPCHORD 2x4 SPF NO.2 'Except' TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, except
2-3: 2x4 SPF 240OF 2.OE, 3-6: 2x6 SPF 2100F 1,8E end verticals, and 2-" oc purlins (2-2-0 max,): 2-3,6-8.
8-10,10-12:2x4 Sop 1 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
BOT CHORD 2x4 Stop No,2 *Except* 2-2-0 oc bradrag: 16-1 7,14-15.
21-24: 2x4 SPE 2400F 2,0E VVESS I Raw at midpt 5-19,7-17, 9-17,7-19
WEBS 2x4 SPF No.2 *Except* MiTEkrec;Wmends —that it llizers and requiredcro;sswsing
2-22: 2x4 SPF 165OF I .SE, 12-13: 2x8 SPF 21 OOF 1.8E be installed during truss erection, In accordance with Stabilizer
REACTIONS. (IbIsize) 24-259WMechanical, 13-2699/0-"
Max Horz 24-308(LC 5)
Max Up1ft24-19*LC 7),13--202(LC 7)
FORCES. (to) - Max, CompdMax. Ten, - All foices M Qb) or tess except when shown.
TOPCHORD 1-2-20351193,2-3-6089/515, 3-4-5930/525,4-5=-579&582,5-6--3379/447,
6-7-29001417, 7-8-29121420, 8-9=-34011437,9-10-37421423,10-11-3987/368,
11-12-4289/376,1-24--26101200,12-13=-2r>42J225
BOTCHORD 23-24--2761280, 22-23-13/1913, 21-22-34216189, 18-19-52/3027, 17-18-52/3027,
16-17-143/3447,16-16-143/3447,14-15--22613718,13-14=-421420
MBS 2-23-162itIS2,2-22--355/4666,3-22-20131207, 3-21-1670/147,19-21-144/3742,
6-21-204/2620, 5-19-17651218,6-19-11711025, 7-17-544177,8-17-981974,
9-17=-8261167,9-15-71297, 11-16-36M8, 11-14-314/82,1-23-163f2499,
7-19-5401`73, 12-14-185/3320
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wrid� ASCE 7-05; 105mph; TCDL-10,8psf,, SCDL-4,2psfh=15ft; B-45ft; L=48ft; eave=6ft; Cat, it; Exp C; enclosed,' MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=160
3) Provide adequate drainage to prevent water pending.
4) All pl•ates are MT20 plates unless otherisfise indicated.
5) Plates checked for a plus or minus 5 degree rotation about Its center,
6) This truss has been designed for a %0 psf bottom chord live load nonconcurrent with any other live loads.
7) Refer to girder(s) for truss to truss connections.
01"If YAN t0milln*4 1#44 TsAIMN I A fir 4,hlef W�,t
13-202,
9) "Semi-rigid pitchbreaks Including heals" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord,
,&WAR,VNG- Vedlydisr0Era pWamofffs Red READ NOTES ON TWS AND WCLUDED WrEK REFERENCE PAGE AN -7473 rev. 3tL9i3I3915 BEFORE USE,
Design vofid for use ontsr4th Wekb connectonThis design is based onty upon parometem shaven. and Is for an indvidual bulding consponent, not
0 truss erstran, Before use, the building designer nsust verily the oppficobtity of design parameters and property incorporate this design into the overall
building design. Isrocirrg indicated is to prevent buckling of individurst truss web and/or chord members a*, Additional temporary and pennonent bracing
is olvmys required for stability and to prevent co4opse with possible personal Injury and property damage, For general guidance regard' rg the
tobsiossissirr, storage, delivery, erection and bracing of trusser and truss systems, see 777`7 ontentra
Soferl, Infirenaffors sivailoble from Truss Plate truffivie, 248 N, Lee Street, Suite 312, Afrorondiks, VA 22314 Suite 109
EM
6,
d
d
SX6
3XIO N
o -V -u U-0-0 3-t u 4-1•tl 4 -dr) 7-2-13 I-W•lj 1.0-0
scale - 1,916
6X6
4X8."-`-19 is 16 14 13
3X4 1M 3x10 MT20HS = 3,6 = Us
5X12 = 3XI0 = WO MT20HS =
N
LOADING (psf) Xpi
SPACING- 2-" CSL DEFL, In (lac) Vdefl PLATES GRIP
s
TOLL
0 ata Grip DOL 1,15 TC 0. 99 Vert(LL) 433 19 >999 24dO MT20 197/144
"LLuMber DOL 1,16 SC 0.96 Vert(TL) -0,7718-1 >734 180 MT20HS 148/108
SCLC, 0,0 0 1 Rep Stress Incr YES WB 0.92 Horz(TL) 0,26 12 n/a n1a-
BCD. 7.0 Code IRC200SVTP12007 (Metrix -M) Weight: 271111 FT 0%
LUMBER- BRACING.
TOP CHORD 2X4 SPF No.2 -Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and
2-3,9-11: 2x4 SPF 2 2.OE, 3-6:2x6 SPF 21001' I.8E 2-0-0 do pudins (2-6-3 max.): 2-3, 6-7.
7-9: 2x4 SPF 1650F 1,5E BOT CHORD R19W calling directly applied or 10-0-0 or, bracing, Except:
BOT CHORD 2X4 SPF No.2 -Excepr 2-2-0 no bracing: 13-14.
20-23:2x4 SPF 165OF 1.6E WEBS I Row at mkipt 5-18,6-16,8-16,10-14
WEBS 2x4 SPF No.2 *Except* recamstabilizers and required cross bracing
11-12:2x6SPF 2100F1.8E >a installed during truss erection, In accordance with Stabilizer
ritma-ft's t 4 A %I q "M ge
REACTIONS, (tbilsiza) 23.259WMechanical, 12=259906-8
Max Herz 23-348(C 5)
Max Upfift23-199(1-C 7),12--202(LC 7)
•
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 105mish; TCDL=10.8psf; SCU-41pst; h-15ft; 8=45ft; L-48ft; eava=6ft, Cat� It, Exp 0; enclosed; MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL- 1,60 plate grip MOilk
3) Provide adequate drainage to prevent water ponding,
4) All plates are MT20 plates unless otherwise indicated,
5) Plates checked for a plus or minus 5 degree rotation about its center.
6) This truss has been designed for a 10O psf bottom chord live load nonconcurrent wrih any other live loads,
7) Refer to girderts) for truss to truss connections.
6) edi is mach *111,Srs)i I Ints s U, i". iI 044to Ca or# I I Tsith star,, 64&
12-202
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss,
10) Graphical pudin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord,
,& WARNING - Vw*y design pastreofers and READ NOTES ON INS AND INCLUDED INTEK REFERENCE PAGE W7413 rev, 1ART?," 015 BEFORE USE.
Design valid for use only with Mie k* connectors. This design Is based only upon parameters shown, and is loran Individual building component not
a truss system. Before use, the butiding designer must verity the ap0cobffity of design parameters and property incorporate this design into the overryl
buNding design, Bracing indicoted is to prevent docking of individual fees web and/or chord members ont/. Additional ternporary ond peirrionenl bracing
is olyroys requard for slooffly and to prevent collapse with possible personal W4,Ay and property damage. For general quidsince regarding the
fabricotion, storage, defIvery, erection and bracing of trusses and see AN o" crfforfar DS849 and SCSI sulisfing Component
Safety Intannistion ovoitobse from Ines Role frefflofe, 248 N. Lee Street, StAre 312, Atex =kvrA23 M.
02
piggyback Base
14-0-0 21-3-1,
6-1-6 6-0-0
8,017 FIF axe
5X6
28 27
6x12MT20HS ## 3x10
3A
7sa =
4
26
12X14
4X8 = 24
3X4
LOADING (psQ SPACING- 2-0-0
St.
TOLL 30.0 Plate Grip DOL 1,16
TO O50
TCDL 1&0 Lumber DOL 115
flO
SO 0.99
BOLL 0.0 Rep Stress Incr YES
finite 0,92
BCDL 7, Code IRC2009AAW7
007
(Matrix -M)
•` •'" 2x6SPF2100FI.SE
Structural wood sheathing directly applied or3-4-15oc Puffins, except
BOT CHORD 2xil SPF No.2 -Except-
end verficals, and 2-0-0 OC puffins (2-10-14
25-28:20 SPF 1660F 1,SE, 19-21,16-19� 2x6 SPF 210OF 11E
WESS 2x4 SPF No.2 -Except*
12-17,13-16:2x4 SPF 165OF 1,SE
JCIC iPty i Creekside I Strait Man 3N Lot 41
R469429n
7.840 a Sep 292016 OUR
10:2LgEMGi'onfYBLoRM5T?WYPZ81EW-xFSMIeX40HFZbXftinW4uRKrVBVLRoB91/IC8OzVSsz
44-4 2-10-6 4-5-12 4,5-12 4.5-12 2-11-3 2-5.8
Scale = 1:93,7
axe
8XIS
6 3x4 It
7
06
a 06
06 -'
9 10 SX10
7A SK10
11 12 13
19
roxio = 20 18 17
6r12 MT20H$ US
23 22 4X4 = 4A 16 14
5X12 3A It 6xl2MT20HS
3A fl
DEFLin
(torc) Vdeft Ud PLATE$ GRIP
Vett(LL) 444
20-21 >999 240 MT20 1971144
Vert(TL) -0,9820-21
>577 180 MT20HS 148/108
Horz(TL) 042
14 rife n/a
Weight: 319 to FT -O%
T..!* RD
Structural wood sheathing directly applied or3-4-15oc Puffins, except
end verficals, and 2-0-0 OC puffins (2-10-14
BOTCHORD
Rigid ceg directly applied or 10-0-0 oc bracing, Except�
2-2-0 oc bracing: 17-18,
1 Row at midat 7-21
WEBS
I Row at midpt 5-23,6-23,8-21, 11-18
M fTe� fands that Stabilizers and required cross 9
I
be Inst =ed Zring truss erection, In accordance with Strbi�11z.,
Installation
REACTIONS. Qb/Sue) 14-2603tO-S-8, 2,8-2603/Mechanical
Max Harz 28-371ILC 6)
Max Uplift 14-202(LC 7), 28--200(LC 7)
FORCES. (1b) - Max, CompdMax. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-2-3354/310,2-3--4893/460,3-4-50291492,4-5-5127/633, &6-26961426,
6-7--4161/530, 7-8=-4264/461, 8-9-5082/484, 9-10-52651445, 10-11-67301544,
11-12-90151663,12-13--4369131G, 13-14-254111166,1411-25611220
BOTCHORD 27-28-342/338, 26-27-7812932,25-26-22914938,4-25-450/158,7-21-282/93,
20-21-18214611,19-20--329/6015,18-19-329/6015,17-18-685/9286,
16-17-237/4774,12-16-20391174
WEBS 2-27-7871105,2-26-187/2519, 3-26�--14781168,3-25--12271105,23-25-16/2705,
5-25-290/2855 5-23-779178, 6-23�- 1029/16, 21-23-20t3057, 6-21--202/2411,
8 -21 -1434/173,8 -20--6311098,10-20--17611184,10-18-48/1167,11-18-33831265,
11 - 17-2218/209, 12-17--347/4 572, 13-16--291/4954, 1-27-16612946
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind� ASCE 7-05; 105mph; TCOL-10.8psf,, BCDL=4,2pst, h-15ft; 8-45ft; L-48ft; eave-611; Cat, lf� Exp C; enclosedi MWFRS (all
heights). cantilever left and right exposed � end vertical left and right exposed; Lumber DOL-1,60 plate grip DOL -1
at
3) Provide adequate drainage to prevent water ponding,
4) All plates are MT20 plates unless otherwise indicated,
5) Plates checked for a plus or minus 5 degree rotation about its center.
6) This truss has been designed for a 10,0 pet bottom chord live load nonconcurrent with any other live toads,
7) Refer to girder(s) for truss to truss connections.
9) 1% rtylVe (ky tthers) *f triss tif, k*-.Anj jkleter c2phattla 0 w0stai'40. 1, 140 4 v*hP it jiiixfts) eyee.;itt ".) 14-242
28-200
9) "Semi-rigid pftchbreaks with fixed heels" Member and flinty model was used in the analysis and design of this truss,
10) Graphical Pullin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
,& wAmaxis - v*rffy oitsign pervarotons and REAo so ras ofif nas A ete #Nct wEaterreit: REFERENCE PAGE W7473 rw 1 4ON201 6 8EFORE USE
Des* volial for her only with MTeke connected, This proton is based onry, upon porometers shown, and is for on Individuol buffrfing component, not
a truss system. Before use, the bviefing designer must verify the applicability of design pororrelen and property incorporate this design into the overall
building design. Bracing indtooted is to prevent trucking of individvo4 truss web and/or chord members a*, Additional temporary and permonent bracing
is dways required for stability ond to prevent co#opseMth possible personot injun, and property damage, for general fividonce regarding the
fabrication, storage, delivery. enscgon and brockV of Wean and truss systems, see ANSYRO Qva*y Ciftedo, OSS -St and 401 OV114144 COMPoperit
Safety Information ovoRabIe from Truss Rote institute, 218 N. Lee Street, Suite 312, Arkerrooddo. VA 22314,
7-3-14 4,7-4 2-10-6 5-4-11 6-4 11
axe 8xe = Scam t1011
3A li
6.00 €'123A 08
SAO exs
2 6xii 010 5X10
6X6
9 10 11
24 0 802 17 1615
14
27 26 25 8x12 18 2
19
3XIOMT20HS 11 4XI4x117axis MT20H$ Vdi
3x14 == 23 22 21 3X4 010 == 13 12
3X4 11 SX12 3A It 3XI4MT20HS it
2A 11
500 = 3A
LOADING (ps� SPACING- 2 0 CSI' DEFL. In Qoc) Vdefi PLATES GRIP
TOLL 300 Plate Grip DOL 1�1 5 TC 0,93 Vert(LL) -0,44 19-20 >999 2�4dO MT20 1971144
TCDL 43.17 Lumber DOL 1,15 SC 0,95 Vert(TL) 49919-20 >573 180 MT20HS 1481108
BOLL 0,0 Rep Stress Incr YES WB 11.94 Horz(rL) 0,52 12 n/a n1a
BCDL 7.0 Code IRC2009fTPI2007 (Matrix -M) Weight: 293 If FT -O%
LUMBER. BRACING -
TOP CHORD 2x6 SPF 21 OOF 1.8E *Ext pt* TOPCHORD Structural wood sheathing directly applied or 3-5-1 oc purlins, except
1-2: 2x4 SPF No1, 2-3: 2x4 SPF 240OF ZOE, 9-11: 2x4 SPF 1650F 1.5E end verticals, and 2-0-0 no pudins (2-2-0 max.): 2-3, 5-6, 9-11
BOT CHORD 2x4 SPF No.2 *Except- BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing, Except:
24-27. 2x4 SPF 1650F 1.5E, 18-20,1418: 20 SPF 24 2,0E 2-2-0 no bracing: 24-25.
WEBS 20 SPF No,2 *Except* 1 Row at midpt 7-20
10-17,11.16: 2x4 SPF 165OF 1,5E WEBS 1 Row at mdrit 11-12,5-22,6-22,8-20,9.19
OTHERS 2x4 SPF No.2 Mifek reco�mends that Stabilizers and required cross bracing
IT' to
[lb.i.stalled during truss erection, in accordance with Stabilizer
Ini'tallm,
jnstajIat!MjuI!Le,
REACTIONS. (tb/size) 12=2603/0-5.8,27-2603tMechanicaI
Max Herz 27-395(LC 6)
Max Uplift 12-202(LC 7), 27--199(LC 7)
6-7-41371529, 7-8--4249/456, 8-9--54411482. 9-10-6628/528, 10-11--37101303,
12-14-2580/205,11-14#-25551208,1-27--25871207
BOTCHORD 26-27-381/309, 25-26--6412356, 24-25-320/6719, 4-24--583/176, 7-20--3301105,
19-20--21614791, 18-19-39616736, 17-18-396167 36, 16-17-160)3710
WEBS 2-26-12851127,2-25-28SM20,3-25--1881/199, 3-24_1550115S, 22-24-21/2730,
5-24--29112862, 5-22-785/89, 6-22- 100 1 /17, 20-22--2413052, 6-20-206/2377,
8-20-1539/189, 8-19--3411029, 9-19--21491198, 9-17- 1881118 7, 10-17-26913484,
1-26--16512648,10-16-2338/222,11-16--32814367
NU Q
NOTES-
1) Unbalanced root live loads have been orinsidered for this design.
Soo 0%
2) Wind: ASCE 7-05; 105mph� TCOL-iO,Spsf; SCDL-4,2psf: h=15ft; 8=45ft; L -48k eave-6ft; Cat. 11; Exp C: enclosed; MVVFR$ (all
heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL- 1.60 plate Op DO60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise Indicated.
its
-44018
5) Plates checked for a plus or minus 5 degree rotation about center.
6) This truss has been designed for a 10O list bottom chord live foad nonconcurrent with any other live toads,
7) Refer to for truss to truss connections,
sjy
girder(s)
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (ft -lb) 12=202,
% 0 '*
0
27-199,
9) "Semi-rigid with fixed heels" Member end fixity model was used in the analysis and design of this truss.
1000900" �11
ONA
pitchbreaks
10) Graphical purlin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord,
March 31,2016
7777 Greenback Lane
SUx* 109
tv- H.IaM. I'§ QST10
Prorythack Base Tross I
6-0.0 7-2-8 7.3-.:94 4.7.4 2-10.6 8.1-5
8x8
8x8 =`
6 7 3x4 11
408
3x4 11 5
4 ✓ � ¢4q
7x33
25 24 10X20fdT20HS m -=
8x12 tui€20HS =' 5x12 :=
22
3x4 it
Creekade r Quag Pian 3N Lot 1 t
TV..............hslit 5 Slla 292418 Ml^rek trxdvatrtel, lnR
47h7,,f
5. .... 12.70"132-5.8
6,6 08 == 5x10
9 10 11
_-,�- as
72x14 18 17 to 2
3x10 M T20'r 5
21 2013 12
4x8 =' 5x90 '""
5x12 = 3x4 11 3x1oMT20HS it
2x4 11
3x4
LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in
(ioc) Well Lief PLATES GRIP
TCLL 30.0 Plate Grip DOL 1,15 TC 0.75 Vert(LL) -0,4618-19
>9" 240 T20 1971144
TCDL 18.0 Lumber DOL 1.15 BC 1.00 Vert(TI.) ®1.1618.19
>489 180 MT20HS 1481108
BCLL 0.0 Rep Stress Incr YES 0.86 Horz(TL) 0.51
12 n/a No
BCDL 7.0 Code IRC20091TP12007 m _ (Matrix M)
Weight: 289 Na FT = 0%
LUMBER- BRACING -
TOP CHORD 2x6 SPF 210OF 1.8E `Except' TOP CHORD
Structural wood sheathing directly applied or 3-11-6 go puffins, except
9.11: 2x4 SPF 165OF 1.5E
end verticals, and 2-0-0 ad purlins (2.4-6 max.): 2-3,6-7, 9-11,
BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD
Rigid gosling directly applied or 10-0.0 oc bracing, Except:
23-25: 2x4 SPF 240OF 2.OE, 17-19:2x4 SPF 1650E 1.5E
1-4-12 oc bracing: 18-19.
BS 2x4 SPF No.2 *Except"
2-24: 2x4 SPF 240OF 2.0E WEBS
1 Row at midpt 8-19
1 Raw at midpt 11-12,3-23,6-21, 7-21,9-19
Tek ra mends that Stabilizers and required cross bracing
Ftb*insta att during truss erection, In accordance wStabilizer
taftaflonngtrida
REACTIONS. (lb/size) 12=260310.5-8, 25-2603/Mechanicat
Max Herz 25-419(LC 6)
Max Uptift12--203(LC 7), 25--1 LC 7)
FORCES, (to) • Max. Comp,lMax, Ten. - All forces 250 (lb) or less except when shorn,
TOP CHORD 2-3--70491561, 3-4-«5168/474, 4-5--51911576,. 5-6--5021/640, 6.7--2694/420,
7-8-42771556,8-9-4312/441, 9-10=-55071468,10-11-31921295,12-14-25791207,
11-14--25551221
BOT CHORD 24-25-2081945, 23-24--46217196, 4-23-7671218, 8-19=-6821204, 18-19--290/5567,
17-18-11013192,16-17--110/3192
BS 2.24--473/6468, 3324--20771229, 3-23--27761261, 21-23--2212740, 6.23--30312932,
6-21--782198, 7-21--1 115, 19-21-21/3070, 7-19--25212568, 9-19--2019%211,
9-18-1616/194, 10-18-215/2882, 10-16=-22831223, 11-16--305/3926, 2-25=-28501244
NOTES-
1)
Unbalanced roof five foods have been N design,
! !iN •. Nenclosed;
heiR N exposed;
N.. exposed; DOL♦! plate grip fir. a!
Provide"♦ drainageNN
4) Ali plates ! plates unless otherwise indicated,
designed5) Plates checked for a plus or minus 6 degree rotation about its center.
6) This truss has been for a I !! Pat bottom chord five load nonconcurrent with any o«
Nconnections,
Nw N NN # NbjV.0M 4 Y # inN I !! I R
25=19
•. "Semi-rigid N « ". N•. N NR' N design of this truss,
Graphical10) «.representation fixed
depict the size or N of the purlin along the top and/or bottom ! N
tMARNff,to ganr y design free stars esna#READ NOTES ON TWS AND INCLUDED WTEK REFERENCE PANE Mid 7473 rev,. 1 947015 OFFORE USE"
Design valid for use arty with MitekM connectors. This design is based only upon parameters shown, and is for on Individual buidang conssorrent, not
a truss system. Before use, the baliding designer must verity the applicability of design parameters and prapany incorporate this design into the overcm
buirding design. Bracing indicated is to prevent bucking of indviduol truss web and/or chord members only. Additional temporary and p sent bracing
is always required for stability and to prevent co4opse+Mth passible Parsond and property dospoge, For general gusdo nce regarding the
fabr cotton, storage, degvery, erection and bracing of trusses and truss systems, see ANSVII41 Ctsrafify Waste, DWS9 and SCSI fivildisto Component
Safety Information avoRobtfs from Truss More Insfitute, 218 N. Lee Street. Sutfe 312, Atex 'o. VA 22314^
ao-i> �-a-12__ ._ e�a10 _-- t3�5�9 16^2-� a1ws.� 2&•3-16� �.� -?-� a�>-5 ��^s-tt #�-o-�
2-0-0 5--2.12 5.5.14 28-15 2.8.15 5-5.14 6-7.4 2 -SQ -6 5-5.5 6.0.0 2.11-3 2.58
7x8 =
8xa =
xS"cate- 1.1Q5"8
25 24 23 22 _ 21 20 3x8 "= .�� 13 12
5x10 11 2x6 i! US '�� 502 ^== 30 it 4Y,8 = 3x4 11
LOADING (Pat)
SPACtNG-
(Rac) Well lid PLATES GRIP
TCLL
##
Plate Grip DOL
SC 1.00
!
M
Lumber Mf
Hoix(TL) 0,24
SCLL
#t
Rep Stess Ina
fight: 284 to FT - 0%
SCDL
TO
Code IRC2009ITPI]
10-11: 20 SPF No2
SOT CHORD 2x4 SPF No2
REACTIONS.WEBS 2x4 SPF No,2 *Except*
2-25� 2X6 SPF 21 OOF I 8E
#
, 24-317110-5-9
Max « !I ti
UpliftMax x,
Cat.
DEFL. d1
(Rac) Well lid PLATES GRIP
TC 0.57
Vert(LL) -0.22
18-19 >999 240 MT20 1971144
SC 1.00
Vart(Tl ) -051
18-19 >999 1911 MT20HS 1481108
WS 0.79
Hoix(TL) 0,24
12 nta am
(Matrix -M)
fight: 284 to FT - 0%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or a-0-3 oc purlins, except
end verticals, and 2-0-0 oc purtins (4-2-15 max,): 6-7,9-10.
BOT CHORD
Rigid catling directly applied or 1-4-12 Dc bracing. Except:
1 Row at mldpt 8-19
WEBS
1 Row at midpt 5-21,7-21,9-19,11-12
r mends that Stabiiiaees and required cross bracing
rbeiTek
insta€ted during truss erection, in accordance with StabilizertLtatlatit,ida
FORCES. (lb) - Max. Comp./Max, Ten, - All forces 260 (1b) or less except when shown.
• #4-5-2015/535, 5-6--23881699, 6-7-1963/692,
7 -8 -33261960,8 -9-34261849,9-10--40051943,10-11-23341539,12-14-2258/475,
11-14--22461479
BOTCHORD 23-24--638/324, 22-23-34411928, 21-22--34411928, 8-19--3371193,
#' #
S #'7-21--1076/138,19-2l.-241/2355, 7-19=-48512142,
9 -19 -15041402,9 -18-1209/334,10-18--48612365,10-16--9461251,11-16--37312211,
NOTES -
1)
2) Wlnd� ASCE 7-05; 105mph; TCDL=1O,8psf, SCDL=4.2psf; h-15ft; B=45ft� L-48ft; eave=6ft; Cat. 11; Exp C; partially; MWFRS (all
heights); cantilever left and right exposed ; end vertical left and tight exposed; Lumber OOL-1,60 plate grip DOL -1,60
3) Provide adequate drainage to prevent water pending.
4) All plates are # plates unless otherwise indicated.
5) Plates checked for degree rotationabout Its center,
bottom6) This truss has been designed for a 10,0 list
6
8) -Semirfgid pftchbreaks with fixed heets"Member end fixity model was used in the analysis and design of this truss,
9) Graphical purttn representation does not depict the size or the orientation of the purfin along the top and/or bottom chord.
4YARRINe - V n orate "READ NOTES ON TNl3 AM INCL RSED ANTER REFERENCE PAGE W7474 rev, 100 110141 BEFORE USE.
Design valid for use art with WOebilt connectors. This design is bused only upon porarnefers shown, and is for on Ino1hriduai bursting component not
o rats system, Before use, the training designer must verity the app#cabifty of design parameters and properly incorporate Stas design Into the overdi
building design, Bracing Indicated is to prevent buckting of Individual truss web andjor chord members only. Additional teroperstry and permanent brocing
is oMoys required for stobliity and to prevent colapse urith possibte personal hkAy acrd property dunnage, for general guidance regading the
fabrication. storage. dediv". erection and bracing of trusses and truss systems, see ANSt(1Ptt Quality Coterie, OSB•8y and SCSI Building Component
Safety tritstonsiffon available from Truss More Institute, 218 N. Lee Street, Suites 312. Atexondrio, VA 22314..
7x8 = Scale - 1:102A
74
&00 f12 7 a 3.4 tk
I
29 28 6,6 24 502 3A 11 We MT20HS is 14
4x8 jitg 41 3XIOMT20HS as$ = 2x4 It
24 It 3XG 3XI4MT20HS
7X4 it 4X5
6-0.0 0. 2 61,1113
LOADING (psf) SPACING-
2-0-0"S'
E
TILL 11:1 Plate Grip DOL
1.15
TC 0,43
TCOL 180 Lumber DOL
1.15
BC 0,93
BCLL 0,0 Rep Stress finer
YES
WE 0.84
BCDL 7.0 Code IRC200OfTP12007
(Matrix-)
LUMBER -
BRACING-
TOP CHORD 2x6 SPF 2100F 1,8E *Except*
TOPCHORD
Structural wood sheathing directly applied or 3-5-7 oc purfins, except
11-13:2x4 SPF No,2
end verticalls, and 2-0-0 oc purists (4-6-15 rrfaff,)� 7-8, 10-11,
BOT CHORD 20 SPF No.2
Rigid pelting directly applied or 2-2-0 oc bracing. Except:
WEBS 2x4 SPF No,2 *Except*
I Row at midpt 9-21
4-29: 2x4 SPF 240OF 2.0E
I Row at midpt 6-23,$-23,10-21,13-14,12-16
SLIDER Left 2x4 SPF No,2 1-6-0
M' WWthatit ffiiiiTe(luintd T�oss brac�Fn
REACTIONS. (lb/sIze) 14-2281/0-5-8,29-3175/0-54
Max Harz 29-465(LC 6)
Max Uplift 14=-476(LC 7),29-870(LC 7)
DEFL. in
Qoc) Udell Ud PLATES GRIP
E
Vert(LL) 419
20-21 >999 240 MT20 197/144
Vert(TL) -0,42
18-20 >999 180 MT20HS 148/108
]
Horz(TL) 0,15
14 File Lrda
Weight: 290 Its FT = 0%
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-5-7 oc purfins, except
end verticalls, and 2-0-0 oc purists (4-6-15 rrfaff,)� 7-8, 10-11,
BOTCHORD,
Rigid pelting directly applied or 2-2-0 oc bracing. Except:
I Row at midpt 9-21
WEBS
I Row at midpt 6-23,$-23,10-21,13-14,12-16
M' WWthatit ffiiiiTe(luintd T�oss brac�Fn
LMffekTet�omm
be installed during truss erection, in accordancereith Stabilizer
FORCES, (lb) - Max. Comp.lMax, Ton. -All forces 250 Qb) or less except when shown.
TOPCHORD 2 -3 -40 1324,3-4--285/827,4-5--26671495,5-6-2351/565,6-7--25981709,
7-8-2144/701, 8-9-3262J937, 9-10--33921879,10-34-3470/868,11-34-34651870,
11-12-2563/647,14-16-2267/479
BOTCHORD2-29-5781365, 26-27--84fit443,25-26-8461443,24-25-40912217,23-24--40912217,
20-21--45Or3486,19-20-246/2248,18-19-24612248,17-18-19911742,
16-17-199/1742
WEBS 27 -29= -29471802,4 -27--3029/844,4-25-68513160,6-25=-712/259,6-23--313/206,
7-23-8915(9,8-23-795/116, 21-23--26112241, a-21--428/1737,10-21-1427/387,
10 -20 -906/265,11 -20=-329/1589,11-18--480/125,12-18-701773,12-16-26431530
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wind� ASCE 7-06; 105mph; TCOL-10.8pstf; SCUL-4.2pst h=15ft; 8=45ft; L=48ft; eave-6ft; CaL ft; Exp C; partially; MWFRS (all
heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL -1,60 plate grip i•. of
3) Provide adequate drainage to prevent water pending,
4) AD plates are MT20 plates unless otherwise Indicated.
5) Plates checked for a plus or minus 5 degree rotation about its center,
6) This truss has been designed for a 10O psf bottom chord live load nancurrant with any other live loads,
7) rUtvitS m6chanleal eireiriftfliss (Wj it'lls6TS) *f tN $a it llzaniij 'flete caipe�pm_jrf 14, vi;rIM at fifirst(s) except ot-fk) 1 4=4 79,
29=87(r
8) 'Semi-rigid pitchbreaks with fixed heets" Member end fixity model was used in the analysis and design of this truss.
9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
,&WARAING . VarRydesign pammater, Bird READ NOTES ON rNSANO INCLUDED AIVIEK REFERENCE PAGE Mt rev, f"1101S BEFORE USE.
Design valid for use only with We connectors. this design b bas only uponiscuomefortshown, and is for an individual Wkfiog component not
a tmu, system, Before use, the building designer must verify the oppkability of design parameters and property incarcerate this design into the overall
builseV design. lfrocft Indicated It to prevent buckling of hndMdud truss web and/or chord members only. Asicifflorool ternporory and peonsprent tsmcing
Is mwoys requited for ursteffity, and to prevent colarne Win poraise zonas' and property message, For general guidance regarding the
fabrication, storage, delivery, election and brocing of trusses, and Inns systems, see ANSVTpn Quaft0fiedia, DS6.89 and ItClitfultsfing Component
Safety Intonessfiter available from Truss Plate institute, 218 N. Lee Street, livile 312, Afexondrio, VA 22314,
.2- ._. .._• _ 444 _iir5-2.12 tI
6-11.3 6.3-11 4,74 2.11.11 4.0,0 440 5-45 2-10.13 2-5-6
MWIM
MAM
A M rna, ° 8 7x8 =
3 t 27 5x1D 3X6 � is 14
�= W=
4xa it 2x8 3x8 3x8 11 4xs 3x1GMT20H8 It
X54;
� e"a0 �- : � -F__.__.a�� et a .�.._�.{�...__._� �3-t1 __ a•7-4 � z -soy --4 4.s -s .._f-_�._4. _ �� sa.s "�'"a io-i� z -aa �
LOADING (pso SPACING-
210 O
C .
TOLL 30.0 Plate Grip DOL
1.15
TC 0"56
TCDL 18:0 Lumber DOL
1.15
BC 0.85
SCLL 0.0 Dela Stress €ncr
YES
WB o.8
BCDL 7.0 Code IRC2009tTP12007
(Matrix«M)
LUMBER-
B CING-
TOP CHORD 2x6 SPF 210OF 1.BE *Except*
TOP CHORD
Structural wood sheathing directly applied or 3d0-100 purlins, except
11-13:20 SPF No.2
end verticals, and 2-0-0 oc purlins (5-9 6 .): 7.8, 9-11.
BOT CHORD 2x4 SPF No,2
Rigid ceiling directlyappiied or 10.0-0 oc bracing, Except:
WEBS 20 SPF No.2 *kept*
-0 oc bracing: 2-32,28.29
4-32: 20 SPF 2400E 2.0E
9-2-11 be =rag; 26-28.
SLIDER Left 2x4 SPF No.2 1-6-0
1 Raw at midpt 6-26,7.26,13-14,9-23,9.21
REACTIONS. (lb/size) 14=228110 -5 -8,32=317610 -5 -ft
Max Herz 32-455(LC 6)
Max Uplift 14=-47 (LC 7), 32-870(LC r)
CEFL. In
(W) ildefi Ltd PLATES GRIP
Vert(LL) -0.16
22 >999 240 MT20 1977144
Vert(TL) -0.42
21-22 x^999 180 MT20HS 1481108
Horz(TL) 0.12
14 old n!a
Weight: 298 lb FT - 0%
B CING-
TOP CHORD
Structural wood sheathing directly applied or 3d0-100 purlins, except
end verticals, and 2-0-0 oc purlins (5-9 6 .): 7.8, 9-11.
BOT CHORD
Rigid ceiling directlyappiied or 10.0-0 oc bracing, Except:
-0 oc bracing: 2-32,28.29
9-2-11 be =rag; 26-28.
WEBS
1 Raw at midpt 6-26,7.26,13-14,9-23,9.21
ITek racom nds that Stabiliz raqudTed cross bracing
installed during truss er ion, St a rdance with Stabilizer
[be
µand
nstallat?tatayide
•' f w #except
TOPCHORD
+ 0» «10-37--2791 t766, 10-11-27961769,
11 -12-266 1 w
BOTCHORD 29-30--84 ., 28-29-84 71442, 026-27--40612219,
22 -23=-32212977,21-22-322/2977,20-21--216/2285,19-20--216/2286,
18-19-A8612009
WEBS 30-32-29481800,4-30--3029/843,t-
7-26-334/28,7-23-104/942,8-23-263tW, 12-19-421388,12-18-954/244,
13-18-39712,207, 23-26-25112162, +* w
NOTES -
1)
2) Wlnd� ASCE 7-05; 105mph; TCDL=10,gpsf-, BCDL-4,2pst, hrrl5ft� B-45ft; L=48ft; eave-6ft; Cat, 11; Exit C; parfiatly� MWFRS (0
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL�160
3) Provide adequate drainage to prevent water pending,
4) All plates are MT20 therwise indicated.
5) All f } unless otherwisess #
6) Plates checked for a plus or minus 5 degree rotation about Its center.
7) This truss has been 10.0 get bottom chord live load other live loads,
designedr f r #^ #.. # # w #wX.ww w
s
#
AYARNIND' » V y d#stgrt Paramat.. and READ NOTES ON THIS AND INCLUDED t!#TEtt REFERENCE PAGE AW7473nw. 149"O i4 8EF@RE USE.
Design vatfd for use only with W" Connectors, this design is based unity upon parameters strown, and is for an veli building co Trent. not i
a truss system. Before use, the bold' designer must verify thea obitity of design parameters Prof Incorporate this design into the evens" *g
building design. Brocing Indicated 3s to Prevent buck of I#dividuat truss wets and/or chord members: Additional temporary and permanent braeing �� I� r`
is oNvoys required for stability once to prevent collsib e with possitnto peraonot' and property damage, for gene ri guidance regording the
tobticsafissm storage. deRivery, erection and brocing at trusses and truss systems. see ANSWIT Quality Cdtedo. PSB•0t and BCSf #v4ding Componetat 7777 G b Lane
Solely tn. ation avalatee from truss Plate Institute, 218 N. tee Sheet. Suite 312, Alexandria, VA 2'2354.. 1uft— 9 » rx rk#,
axe = Us 11
ICE O = 10KI0
26 25 24 23 22 21 34
4X8 11 ze 3X6 3sti 3X4 Pd 3'6
3x1O = 6XIO =
R
10- WON 14
Mmj=
14 13
2X4 11
3xI0MT20HS li
Us =
Scale - 4:112.9
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Wall Ltd PLATES GRIP
TCLL 30,0 Plate Grip DOL 1.15 TC 0,89 Vert(LL) -0,17 19-20 7999 240 MT20 197/144
TCDL 113.0 Lumber DOL 1.15 BC 0.61 Vart(TL) -0.39 19-20 >999 180 MT20HS 1481108
BCLL 0'0 Rep Stress Inti YES WB 0.85 Horz(TL) 0.22 13 We n/a
BCDL 7,0 Code 1RC2009,rrPI2007 (Matits-M) Weight: 313 lb FT - 0%
LUMBER- BRACING -
TOP CHORD 2x6 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied, except end verficafi;, and
7.8.2x10 DF 1954F 1,7E, 8-10: 2x8 DF 195OF 1.7E,10-12: 2x4 SPF No.2 240-0 Do purfire; (6-0-0 max.): 7-10.
BOT CHORD 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SPF NcI2 64" oc bracing: 2-26,26-26,
SLIDER Left 20 SPF No, 2 1-6-0 1 Row at midist 9-20
WEBS I Row at midpt 7-23,10-19,12-13
2 Rows at 113 pis 8-22
[Tek recommends that Stabilizers and requited cross b ng
be installed during truss erection, in accordance with Stabilizer
Tek
REACTIONS. (IbIsize) 13-228110-5-8,26-3175/0.5-8
Max Herz 26=450(LC 6)
Max Uplift 13-476(LC 7), 26-870(LC 7)
NOTES -
1) Unbalanced roof live loads have been considered for #its design.
2) WImL ASCE 7-05; 105mph; TCDL-10.$psf,, BCDL-4.2pst, h-15ft� B-45ft; L=48ft� eave=6ft; Cat, 0; Exp C� partially; MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL -1.60
3) Provide adequate drainage to prevent water ponding,
4) All plates are MT20 plates unless othenvise indicated,
5) Plates checked for a plus or minus 5 degree rotation about its center.
6) This truss has been designed for a 10D psf bottom chord five load nonconscurrent with any other live loads.
rt�*/ otn" if tnos'�# Sh:tBuissi Or,14*1 A-VW1
26=870,
8) -Serm-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Graphical purfin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
,& WARWAIG. VatfIr design parameters and READ NOTES ON TWS AND INCLUDED BUTEX REFERENCE PAGE AN -7411 rev, 1010"015 BEFORE USE.
Design valid for use anly vAh Weisis connectors, This design b based only upon parameters shovn, and is for an individual tirrOding component, not
o truss system.. Before use, the bulding designer must verity the opinficabrity, of design pororresters and properly incorporate this design into the overall
buHrivig design. Bracing indicated a to prevent buckling of hdividury truss web and/or chord mernbers onty. Additional temporary and peanarrent hrOcing is
k allays required for stability and to prevent colopse with possible personal troy and prop" damage. For general guidance regorong the
fabrication, storage, delivery, erection and bracing of trusses and Ornssysterns, see ANSu'u'll Gloater Creeds DSB-$f and SCSI bisilding Component 7777 Greenfew
Safety information avolkstrm from Truss Note insBrure, 21$ N. Lee Street, Suite 312, Alexoncho, VA 22314.
EM
March 31,2016
3t5-9 A-6eta
--!L -- 4-
2-0m0 6-2-12 fir -2-13 8-2-13 7.5-10 5-1-10 6-1013 4-4-11 2-5-8
3X4 11 6xS
son 298 30 9
24 23 22 21 20 3x6
4X8 it 2X6 i1 Us 4XI6 3x4 i1 UO
3XIO =
13 12
2*4 11
3XI0MT20HS i
3X4 =
LOADING (pari SPACING- 2.0-0 CSI. DEF in
(Iorc) 11deff Lid PLATES GRIP
TCLL 310 l�
Plate Grip DOL 1.15 TC O�97 LL) -0,14
Vajti
8-19 >999 240 W20 197/144
18 0 Lumber DOL 1,15 BC 0 Vert(TL) -0.33
TCDL 8:
20-21 >999 180 MT20HS 148/108
BOLL 0.0 Rep Stress Ince YES WB OZO Horz(rL) 0,17
12 We n/a
BCDL 7.0 Code IRC2009/TP12007 (Matrix -M)
VVelght: 280 Its FT - OOA
LUMSER- BRACING-
0*
TOPCHORD 2x6 SPF 2100F 1.8E *Except* TOP CHORD
Structural wood sheathing directly applied, except end verticats, and
0-11: 2x4 SPF No.2
2-0-0 oc puffins (5-10-1 max.): 7-9.
BOT CHORD 2x4 SPF No,2 BOT CHORD
Rigid ceiling directly applied or 10-0-0oc bracing, Except:
WEBS 2x4 SPF No.2
6-0-0 oc bracing: 2-24,23-24.
SLIDER Left 2x4 SPF No,2 1-6-0
1 Row at rintipt 8-19
WEBS
1 Row at midpt 6-21,7-21,9-18, 10.16,11«12
—&o m�endi-th—at'�tab—iftor-san—dt�eq-uWd;;ss-bj
MI
MiTelre,
be installed during truss erection, in accordance with Stabilizer
[
IS Jan,
astA lylatioqAy
l 101 Ila_
—
REACTIONS. (lir/size) 12=2281/0-6-8,24-3175/0-5-8
Max Harz 24=454(LC 6)
Max Uplift I 2=-476(LC 7),24=-870(LC 7)
FORCES, (to) - Max. Comp,/Max, Ten. - AN forces 2.50 (to) or less except when shown.
7777 Gressolssor Lane
TOP CHORD 2-3-35/300,3-4-316/889,4-5-2331/461, 5-6-2012/532,6-7-2389/699,
suite 109
7-29--25211759,8-29=-252lf759,8-30--2526/760, 9-30-25211761,9-10--26461723,
10-11-25771604, 12-14-22561476,11-14=-2228/495
BOT CHORD 2-24--643/397, 23-24=-6431335, 22-23-33911926, 21-22-339/1926, 8-19--6951213,
18-19--16112218,17-18-21212195,16-17--21212195
WEBS 4 -24= -30461853,4 -23--567/2750,6-23=-879/282,7-21=-461/25,19-21--22112000,
7-19-1091999,9-19-1341799, 10-18=-1571263,10-16=-771/220,11-16-40212281
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wnd� ASCE 7-05; 105mph; TCDL-10,Bpsf; BCDL=4,2psf; ts-1511; 8-45t L-48ft; eave-6ft; Cat. it; Exit C; partially; MVWRS (all
heights); left exposed; end vertical left and right axposed� Lumber DOL -1,60 DOL -1 60
cantilever and right plate grip
Provide drainage
3) adequate to prevent water pending,
so
4) All plates we MT20 plates unless otherviffse indicated.
0*
5) Plates checked for a plus or minus 5 degree rotation about its center,
0
6) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads,
7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 to uplift at jolials) except at -lb) 12-476,
24-870,
401 *#
8) "Semi-rigid pdchbreaks with fixed heets' Member end fixity model was used in the analysis and design of this truss.
9) Graphical representation does not depict the size or the orientation of the punks along the top and/or bottom chord,
puffin
-0
10
41W
ONAIL,
XyyY�
1.
March 31,2016
WARNING. Sierra, design parameters and READ NOTES ON TRIS AND INCLUDEDOTEK REFERENCE PAGE W -7473w. 14VIlms BEFORE USE,
Cover, vofid for use only with PoilekS connectors. This design h based only upon parormners, shown, and is for on induskirral building component, not
a fruss systern. Before vus, the bVkkg designer must verify the cropitcatoffy of design, parameters and property Incorporate inn deodn into the o�euifl
burding design, Bracing indicated is to prevent bucking of individual truss web and/or chord mernbea only, Additional temporary end pennonern brocing
is oMrays reqk*ed for slablit, end to prevent colopsis Win poneser pessonot v*rry and property domage, For generel irvidonce resiordog the
lobfication, storage, delivery, erection end brocing of trusses and twss sYstwor, see ANSVTPII givapty Cj#erm, Y. r. end SCSI frifilding Component
7777 Gressolssor Lane
Safety lisloserrotion, avoitabse from Truss Note treffMis, 218 NLee Street Sulte 31Z Ale� VA 22314,
suite 109
4x4
10 9 8
3x4 2x4 Il 3x10 it 2x4 It 3x4 M
1219
LOADING (psf) SPACING- 2 CSI. DEFL. in (toe) Vdef! Lfd PLATES GRIP
TCLL 30.0 Plate Grip Chit- 1.15 TG 0,30 Vert(LL) -0,00 6 nIr 420 MT20 197/144
TOL 16.0 Lumber DOL 1,45 SC 0.09 Vert(TL) -0.00 6 ntr 120
BCLL 0.0 Rep Stress Incr YES WB 0,06 Horz(TL) 0.00 8 nta n/a
BCDL 7,0 Cade IRC200 12007 (Matrix)Weight: 28 to FT = 0°
LUMBER- GRACING
TOP CHORD 2x4 SPF N0.2 TOP CHORO Structural wood sheathing directly applied or 10.0.0 oc puriins, except
BOT CHORD 2x4 SPF No,2 -0-0 0o purlins (6.0-0 max.): 3-5.
BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 no bracing. ry Y
7ak €eco i ends that Stabilizers and required cross bracing
ba instatted during truss erection, In accordance with Stabilizer
1t ti'
REACTIONS. Ali bearings 10.8.10.
(lb) - Max Harz 2--24(LC 5)
Max Uplift All uplift 100 to or less at joint(s) 2, 6, 10, 8, 9
Max Grav All reactions 250 lb or less at joints) 2.6 except 10-309(LC 11), 8-309(LC 42), 9=502(LC 11)
FORCES. (to) - Max, Comp,/Max. Ten. - All forces 250 (to) or less except when shown,
WEBS 3-10-272/42, 5-8-272142, 4-9-440189
NOTES-
1)
been considered t
heights),, cantilever left and right exposed ', end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1.60
3) Provide adequate drainage to prevent water pending,
4) Plates checked for a plus or tabout its center,
5) Gable requires continuous bottom chord
6) This truss has t.• tr a 0 ! ttttom chord .d t bearing. «f M# # .f.t ! totherncurrent with any
Provide ti f others)00 Iti uplift
J t: * w
R"Semi-rigid!
}t t tF.M.
r
;;j
r
2.0•D2-00 5.2=42" 13•=x„9 2t•e•_ 29-.2-4 34.3-t@__ ._a 4ttf 9...a..__ 45.11- 7.7-6
5-2.72 8-2-13 . ._..1,._ 8-2-13 7.5.10 �_. 5-1-10 ... ...�.._ 6.7.15 5 4-& 1 ..„ 2»i-
om
e.0o 972 7 298 30 9
Seale � 1;:402.2
24
4x6 t€ 2x6 It
LUMBER -
SOT CHORD 2x4 SPF NO,2
WEBS 2X4 SPF NO.2
SLIDER t
23 22 21
3x89 ==• 4x10
3x10 =
REACTIONS. (lb/size) 12=22601M anical, 4=315510'•5-8
Max Harz 2458(LC 6)
Max Uplift I2=-472(LC 7), 24=-866(LC 7)
0
13 12
2x4 it
3x40 MT20HS €:
3x4
CSI.
tl
(too) Well Ltd PLATES GRIP
TC 0.86
Vert(LL) -0.13
8-19 >999 240 MT20 1971144
BC 03'
WB 0.79
Vert(TL) -0.32
Horz(TL) 016
20-21 > 180 MT20HS 9481108
12 nda WE
LUMBER -
SOT CHORD 2x4 SPF NO,2
WEBS 2X4 SPF NO.2
SLIDER t
23 22 21
3x89 ==• 4x10
3x10 =
REACTIONS. (lb/size) 12=22601M anical, 4=315510'•5-8
Max Harz 2458(LC 6)
Max Uplift I2=-472(LC 7), 24=-866(LC 7)
0
13 12
2x4 it
3x40 MT20HS €:
3x4
CSI.
DEFL. in
(too) Well Ltd PLATES GRIP
TC 0.86
Vert(LL) -0.13
8-19 >999 240 MT20 1971144
BC 03'
WB 0.79
Vert(TL) -0.32
Horz(TL) 016
20-21 > 180 MT20HS 9481108
12 nda WE
(Matrix -M)
fight 279 to FT = 0 .._
BRACING-
TOPCHORD
Structural wood sheathing directly applied, except end verficals, and
2-0-0 oc purlins (5-10-13 max.): 7-9.
BOTCHORD
Rigid ceiling directly applied Or 6-0-0 oc bracing, Except:
1 Row at fmdpt 8®19
BS
1 Row at nudist
Tek ds that Stabilrz and raga€red cross bracing
installedd during truss erection, Ina rdance with Stabilizer
L1ps
hiltation gullde
•' ♦ R is N
s« *!
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Vilind: ASCE 7-05,,105mph; TCOL-10.8psf; BCDL-4,2psf, h=15ft; 8=4511" L=48ft; eave-fift; Cat, it; Exp C; parllally� MWFRS (all
heights); cantilever left ,.iright t*...f ....r vertical left• right exposed; Lumber i ! plate grip DO •!
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise indicated.
5) Plates checked for a plus or minus 5 degree rotation about Its center,
6) This truss has been designed for a %0 pef bottom chord live load nonconcurrent with any other live loads.
7) Refer girderia). for truss to truss connections,
n s ta a ♦ model"t and design of this truss,
1Graphical purfin two not iii.. - or orientation of s f the top and/or bottom chord,
wA ' NO - V*Wy design pwomoninsandREAD Runes ON TMS AND INCLUDED WTEK REFERENCE PAGE W7473 rev. IOM112016 BEFORE USE.
Design vottd for use only with Wed& connecters. This design is based sees, upon parameters shoum, end Is for on Individual building c rient, not
a truss system. Before use, the building designer must verity She s pplicabBty of design ponormlers and progeny Incorporate this design into the overcall
busding design. Bracing hdicoted is to Gwent buckling of individual truss web onddof chord rnernbers only. Additional temporary and iso anent bracing
G oMays required for dually and to prevent co4capse with pos ° personal intuhr and property damage. For general guidance regording the
rob6cofdan, sloroge,defivery, erodion and bracing of trusses nand truss systerns, see ANStttril Quolsycilledo, OSS -89 and llCSI Building Component
Safety tntwanoffon owaiiab O horn Truss Plate institute, 268 N, lee Street. SuHe 312. Alexonsirks, VA 22314.
12-7-4
8 7
3x4 = 2x4 It 2x4 11 3x4
LOADING (pst)i SPACING- 2-0-0 CSL OEFLI In (too) Udell Ud PLATES GRIP
TOLL 30.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0"01 6 n/r 120 MT20 197/144
TOOL 18.0 Lumber DOL 1.15 SC 0.17 Vert(TL) 0.02 6 rttr120
SCLL 0.0 Rep Stress Incr YES va 0.05 Horz(TL) 0,00 5 n/a We
BCDL 7.0 Code IRC20O P12007 (Matrix) Wofght. 32 Its FT -0%
LUMBER- R CING-
TOP CHORCI 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or purlins, except
BOOT CHORD 2x4 SPF No,2 2-0-0 OC purtins ( max), 3-4.
VVEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied ori 0 oc bracing. __
iTek recommends that StabRixers and rd" ucross b_r g"_
atnsYBlted during truss erection, In accordance with Stabilizer mm
0
REACTIONS. All bearings 10-8-10,
(lb) - Max Herz 2=60(LC 6)
Max uplift All uplift 100 to or less at )oint(s) 2, 5, 8, 7
Max Grav All reactions 250 to or less at joints} except 2-264(LC 1), 5.264(LC 1), 8=407(LC 11), 7.407(LC 1 )
O`CES� (lb) -Max, Comp,/Max. Ten. -All forces 250 {. or c{shown.
VVESS 3-8-323141, 4-7-323/41
NOTES-
1)
Unbalanced a.:w. oafs have been o : rt.red for this design.
rt i • a
•..•. f- i a:F w '.ii{ x{•. as . a_f. w..a .- .. ♦ " a: {.f
'R' a R..•.. i .. { • 1 f i t". F t :.{"{ i F a at 4. •' . f. "r.
designer,
10) Graphical purfin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord,
March 31,2016
wARWNG - N fr} daatyn pararn0. and READ NOTES ON TPBS AN:O MfCt VD€O IOSTEK REFERENCE PAGE 4104411rov, r 2Pl b BEFORE USE.
Design void fax use only with Woke connectors. This design is based onty upon parameters shoym. arm is for an individual toWdItV conponent not
a truss system. Belpre use, the bu kfing designee nxrst verily the appdcabftlty of desfgn parameters and property incorporate this design into the overcall
budding design. Brochf; lndicoied is to prevent buckling of rndMdud buss web and/or chord members only, Additional temporary and permorrent brocing M y�
t ek'
4 otways required for stability end to prevent colopse with passtele personal inky and property darnage, for general guidance recording the
fabrication, storage. defivttry, ere>ctkan and bracing of trusses and truss systems. see ANSI/TPII QuaRty Cs#erlaa. 6SS-B4 and BCSI ata g Component 7777 Greenback Lane
Safety faa: +al&rn availablefrom truss Plane institute, 218 K tee Street, Suite 312, Atex VA 22314. Bente 109,_x._ ,.......
0
-1116 .^A- z. a-14.14 b -,s -1V 0-4-1v 010-4 rr-S r I
6X6 = 2A 11 6xiS
6 7 24 25 8
19 16 71 16 15 14 13 12
06 11 2x6 li 418 = 3x6 3)4 3x10 34 = 34 3x10
6EMMENIMN
11
3XIOMT20HS if
LOADING lost) SPACING. 2�O "S' DEFL. in fioc) Ildeft Lid PLATES GRIP
TCLL 15 30�1 Plate Grip DOL ' 5 TC 0.83 Vert(LL) -0.10 15 >999 240 MT20 197/144
TCOL 'a. Lumber DOL 1^15 BC 0:60 Vert(TL) -0.2616-18 >999 180 MT20HS 148/108
BOLL 0.0 Rep Stress Incr YES VVB 0,71 Horz(TL) 0.10 11 are nfa
BCDL 7,0 Code IRC2009/TPI2007 (Matrix -M) Weight: 274 Ib FT -O%
LUMVIER- BRACING -
TOP CHORD 2x6 SPF 2100E 1.6E *Except* TOP CHORD Structural wood sheathing directly applied, except and verticals, and
8-10; 2x4 SPF No.2 2-0-0 cc purlins (6-0-0 max.): 6-8.
BOT" CHORD 2x4 SPF NO,2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing, Except:
WEBS 20 SPF No.2 6-0-0 oc bracing:
SLIDER Left 2x4 SPF No,2 1-6-0 VVEBS IR—atmopt 5-16,6-1_6,7-15,8-13,9-12,10-11
iTe�w-Wr�oinds that Stabilizers and required cross bracing
be installed during truss erection, Inaccordance with Stabilizer
REACTIONS, (Wsize) 19-293510-5-6, 11=2288/Mechanical
Max Herz 19=429(-C 6)
Max Uplift 19--376(LO 7), 11 -1 69(LC 7)
FORCE& (lb) - Max, CompJMax, Ton. - All forces 250 (lb) or less except when shown.
TOP CHORD 2 -3 -150/474,3 -4-24541170,4-5--21351242,6-6=-24271349,6-7--21071362,
7-24--2111/364, 24-25=-2107/364, 845-21061364, 8-9-2182/363, 9-10--1926f26 1,
10-11-22431197
BOTCHORD 1-19--274/148, 18-19--4541285, 17-18--11612038, 16-1 7=- 116/2038, 15-16--29/1991,
14-16-011811, 13-14-0/1811, 12-13-0/1616
WEBS 3-19--28OMSS, 3-18-16012476,6-18-777/136,6-16-18/267,6-15=-88/462,
7-15-6861109,8-15=-4Of772,8-13-279198,9-13-58/467,9-12-10721102,
10-12=-7811965
NOTES -
1) Unbalanced roof live loads have been considered for this desigm
2) Nrut ASCE 7-05; 105mph; TCDL-10.8psf; BCDL=4,2psU, h=15ft; 8=45ft; L-48ft: eave=61t; Cat, fl; Exp, C� enclosed; M`iWRS (all
height,$); cantilever lett and right exposed; and vertical left and right "posed; Lumber D plate grip DOL -1 60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise Indicated.
5) Plates checIfed for a plus or minus 6 degree rotation about its center,
6) This truss has been designed for a 10,0 per bottom chord live load nonconourrent with any other live loads.
7) Refer to girder(s) for truss to truss connections.
8) Privite ftirthers) *f triss IF keariAj 04st. yrfthstaef&r** 9-3m
11=169
9) "Semi-rigid pdchbreaks with fixed heel e Member end fixity model was used in the analysis and design of this truss,
10) Graphical purtin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord,
4
nY
,& WARMAIG - Vorin, "fin pstrarnaters and MAD NOTES ON 1705 AND INCILUDED AITTEX REFERENCE PAGE Afff-1471 rev. 10MV2015 BEFORE USE
Design valid for use onlrrylth Web& connectors, This design is based onty upon Parometen "MAo. and is for on Indvidure bvilding conrconent, not
o truss system, Before use, the bAkW)g designer must verify The opploobitity, of design parameters and property incosporole this design Into the overaft
bulkiN design. Bracing indicated is to prevent buckling of indfAdvol truss web and/or chord members only. AdditiOM01 temporary and pernionent bracing
is oNvoys required for stabKly and to prevent coliame with possible pensonot " and property damage, For general grAdonce regarding the
fabric-ation, storage. delivery, erection and bracing of trusses and truss systerns, see ANSIM) Ouasty Critedis, D&II-81 and SCSI Building Cossipone"t 7777 Greenback Lane
Safety Infoorsaffors avolloble, from Truss More Institute. 218 N, Lee Street, Suite 3Q, Alexandria, VA 22314,
LOADING (pat) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP
TOLL 30,11 Plate Grip DOL 1.15 TC 0.48 Vert(LL) 0,41 4-5 >999 240 MT20 197/144
TCDL 16,0 Lumber DOL 1,15 BC 0.15 Vert(TL) 0,01 4-5 >999 150
SCLL 0.0 Rep Stress Incr YES WB 0.00 Hora(TL) -0.01 3 We nta
SCDL 7.0 Code IRC2009 12007 (Matrix-M)Weight: 12 Ib FT = 0%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No,2 TAP CHORD Structural wood sheathing directly applied or 3-2.12 oc puffins, except
BOT CHORD 2x4 SPF No.2 end vert ats.
BS 2x6 SPF 2100E 1.6E BOT CHORD Rigid calling directly applied or 1 oG bracing.
Fbe
Tek recommends/haltSStabilizersend required cross bring installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 544 7f0 6-8, 3=6 echanical, 4# antral
Max Nora 5=146(LG 7)
Max Uplift5= 91(LC 7), 3=-27(LC 7), 4=-4(LC 1)
Max Grav 5=457(LC 1), 3=65(LC 1), 4=36(LC 2)
FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 {lb) or less except when shown.
TOP CHORD 2-5-411/106
NOTES -
1)
.
Y. t, 10 p,.. DM..f tenclosed;
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL -1,60
Plates checked for a plus or degree rotation about s.:center.
3) This truss has been designed for . 10,0 Pat bottom
♦ f live loadf... Y ... other live loads,
4) Refer to f for f truss connections.
• f of truss to beatingof f f 100
f'Semi-rigid pitchbreake with fixed heels" #. Y fixity model was used In the analysis and design of this truw
t
2-0-0 3-2.12
WARNING
Design vatid for use a* voth Mien& connectors, This design b based a* upon parameters ghown, and Is for on individuat building corsuponent, not
a truss system, Before use. the trulinfing designer must verify the optsficotAty of Cotton parameters ond property hcorponne this design into the overoil
butding design. Orackv indicated Is to buckling $ndiOducA truss nrembets only, Additional temporary and permanent bracing
prevent of web ondlot chord
is olsxys required for stability and to prevent cosopse vAth poss4ble personal " and property damage, For general guidonce tegording the
Safety talonsialtsts available from Truss Piate trot"ute. 218 K Lee Street, Suite 312, istaxondria. VA 22314,
12M
7' 640S Sep 29 Wlt) W"Musinss, M. 1nVMW4aV' 1-9-1
10'2LgEMGt6nfYBLoRm5T?WYPzBiEw-Mq7VxfZyjCd8S?OGWqLDiW3qmiPrYOxdfSW$OLZVSSW
.12
2-0-Q
6-10-12
Vie:
a
LOADING (psP
SPACING-
2-0-0
CCL
TCLL
X0
Plate Grip DOL
1,15
T 0
TCDL
is ' 0
Lumber DOL
115
Be 0
]
SCLL
00
Rep Stress Iner
YES
we 0
BCDL
70
Code IRC20091TPI2007
(matox-
DEFL, In Qoc) Well Lld
Vert(LL) -0.04 4-5 >999 240
Vert(TL) -0,11 4-6 >634 180
Horz(TL) 0.04
LUMBER- BRACING -
TOP CHORD 20 SPF NO,2 TOP CHORD
BOT CHORD 2X4 SPF NO,2
WEBS Us SPF 210OF 1.5E BOT CHORD
REACTIONS. (lb/size) 5-56510-5-8,3-218/Mechanical,4-47/MerhaniI
Max Herz 5-197(LC 7)
Max Upt#tS--78(LC
Max Grav 5-566(LC 1), 3-218(LC 1), 4-69(LC 2)
FORCES, (lb) -Max, Comp./Max, Ten. -All forces 250 (ib) or less except when shown,
TOPCHORD 2-5-5341115
M
Structural wood sheathing directly applied or 5-10-12 oc purilins,
except end verficals.
Rigid calling directly applied or 10-0-0 no bracing.
FiWfiii —recarnminddiTh—at i g
a instaited during truss erection, in accordance with Stabilizer
111941111110-0 Vida — — — — —_ - — — — — - - -
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL -1.60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a %0 psi bottom chord live load nonconcurrent with any other live leads.
4) Refer to girder($) for truss to truss connections,
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 5, 3,
6) "Serni-rigid pftchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss,
MENNEEMEMBEIM
2-0-0
RFRIMIRM
ME
LOADING (psf)SPACING- 2-0-0 CSI. DEFL. In (too) 11defif €1d PLATES GRIP
TCLL 30,0 Plate Grip DOL 1,15 TC OA9 Vert(LL) 0= 4-5 >999 240 MT20 1971144
TCDL 1&0 Lumber DOL IA5 BC 0,18 Ved(TL) 0,00 4-5 >999 180
BOLL 0,0 Rep Stress Inca YES VVB 0.00 Horz(TL) -0,02 3 hire We
SCDL TO'l Code IRC20DWPI2007 (Matrix -M) wefqbt„ a lb FT -O%
LUMBER- BRACING -
TOP CHORD 2x4 Slop No.2 TOP CHORD Structural wood Sheathing directly applied or 1-5-1 oc putting, except
BOT CHORD 20 SPF No.2 end vert Is,
MBS 24 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
I—StabMiers and airedcrosscrois6r_aCfW
tru_
be installed during ss erection, in accordance with Stabilizer
installed
REACTIONS, (Walze) 5-48110.5-8,3-62/Mechanical, 4-7511iffischanical
Max Harz 6- 1 53(LC 7)
Max UpWtS--84(LC 7),362(LC 1), 4-75(LC 1)
Max Grate 5-48 1 (LC 1), 3-12(LC 3), 4=$(LC 3)
FORCES. (Ib) -Max, CompJMax. Ten, -All forces 250 (tb) or less except when shown.
TOP CHORD 2-6-389/102
NOTES -
1) Who: ASCE 7-05; 105mph; TCDL=10.8psf,, BCDL-4.2psf, h-15ft; B=4511; L-24ft; eave-411; Cat, it; Exp C; enclosed; MWFRS (all
heights); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip D0L=I :60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a IU psf bottom chord live toad nonconcurrent with any other live loads,
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at folint(s) 5, 3, 4
6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss..
ME
j&WARMAQ - Varifirdoxion prWarnotews and READ NOTES ONTHIS AND INCILWEDINTEK REFERENCE PAOEW7473 rev, 1"W2015 BEFORE USE
Design valid for use ontyMth We connectors. This design is based only upon pororneters shosn, and is for on individual buliding corriponent, not
a truss system before use, the building designer must verity the applicability of design parameters and property Lac rote the design into the overall
indicated individual truss onty, Additional ternporory and Pernsonent bracing
building design. Brochg is to prevent bucking of web ondjor chord members
is ONMYS required W stubbly and to prevent cognate Win possible personal Injury and property demurs, For general guidmce regarding the
fabrication, storage, delivery, erect on and bracing of pusses end truss systems, sae ANSVIPII Ovolay Date", 014-81 and SCSI frubding COmPO"Orst
7777 Gostorbs
suite 109
Safety Ississonallon avoiloble from Truss Plate fristitute, 298 N, Let Street, Suite 312. Alexandria, VA 22314,
2-0�0 2-11-1
LOADING (Pat)
SPACING-
2-0-0
CS11
DEFL,
In
(loci
Udeff
Lid
TCLL 30,0
Plate Grip DOL
115
TC 049
Verfil-L)
O00
4-6
>999
240
TCOL 18'0Lumber
DOL
116
SC 0 ' 17
Vert(TI.)
0,01
4-5
>999
180
BCLL 0,0
Rep Stress Incr
YES
'.w.0,00
Horz(TL)
-0.02
3
rVa
life
SCOL 7,0
Code IRC20091TPI2007
�Matrgr-M)
LUMBER- BRACING -
TOP CHORD 2X4 SPF NO.2 TOP CHORD
BOT CHORD 2X4 SPF 1,10.2
WEBS 2x6 SPF 210OF 1,8E BOT CHORD
REACTIONS. Qb/size) 5-449/0-5-8,3-66/Mechanical, 4-13IMechanical
Max Herz 6=190(LC 7)
Max UptiftS=-59(LC 7),3-41(LC 7),4-13(LC 1)
Max Grav 5-449(LC 1), 3=66(LC 1), 4-29(LC 2)
FORCES. (to) - Max, Conop,/Max. Ton, - All forces 250 (to) or less except when shown,
TOP CHORD 2-5-400/87
Weight: 12 lb FT = 0%
Structural wood sheathing directly applied or 2-11-1 oc puffins, exoe
end verficals,
Rigid ceiling directly applied or 10-0-0 oc bracing,
Mi ek recommends that Stabilizers and requited cross bracing
be Installed during truss erection, In accordance with Stabilizer
NOTES -
1) Wind: ASCE 7-05� 105mph; TCDL-10.6psf,, BCOL-4,2psf, h=15ft; B-4511; L-24ft; eaver-41t; Cat It; Exp C; encfosed� MMRS
heights); cantilever left and right exposed; end vertical left and fight exposed; Lumber DOL-1.60 to grip DOL -1,60
2) Plates checked for a plus or minus 6 degree rotation abW its center,
3) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live load$,
4) Refer to xer(s) for truss to truss connections,
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 5, 3,4,
6) "Semi-rigid pitchbreaks, with fixed heels" Member end fixity model was used in the analysis and design of this truss. I
,&WARNINO-Vivil'yerssiontsworrefors and READ NOTES ON 7111SAND ANCLUDEVAOTEKREFERENCE PAGE W7471r#v, 10W4015 BEFORE USE,
Design valid for use on with MITeks, connectors, This design is owed only upon porametets shavai, and Is for on indiv4dud binding component, not
0
a truss system. Before use. the building designer must vestry the ople8cabifty of design parometers and property Incorporate the design Into the overall
bvieting design, foockv Indicated Is to prevent buckling of inishridursf truss web and/or chord members only. Additional to ay and pertrionent brochri
is aWays reqvihsc) for sfoblity and to prevent collapse with possible personal Injury and property dornoge. for genera! once regarding the
fabricatkxn, storage, deffivery, erection and bracing of trusses and truss systems.. see ANSYTI'll QuoRy criteria, OSIL,84 and BCS/ B Component
7777 Greenback Lane
Safety Information avoibbits from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexonddo, VA 223 14,
2-0-0 4-5-1
LOADING (psf) SPACING- 2-00
CS',
DEFL. In
(too) Udell Cid
PLATES GRIP
TOLL Plate Grip DOL 1.q
TC 0,49
Vert(LL) U2
4-5 >999 240
MT20 197/144
TCOL .:o* Lumber DOL 1,16
8C 0.95
Vert(TL) -0,02
4-5 >999 180
SCLL 0,0 Rep Stress Incr YES
WE -
Holz(TL) -0.03
3 We We
Welght: 16 lb FT - 0%
SCDL 7,0 Code IRC20091TP12007
(Main. -M)
LUMBER-
BRACING.
TOP CHORD 2x4 SPF No,2
TOP CHORD
Structural wood sheathing directly applied or 4-5-1 etc purlins. except
BOT CHORD 2x4 SPF No.
end verticals.
WE BS 2x6 SPF 210OF 1,8E
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTak �mends that Stabilizers and —req—utred-cross —bracing
a Installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 5-4991"-8,3-148/Mechanical, 4=22/Mechanical
Max Herz 5-229(LC 7)
Max Uplift5--47(LC 7), 3-67(LC 7), 4-5(LC 7)
Max Grest 5-499(LC 1), 3-148(LC 1), 4=61(LC 2)
FORCES, (to) -Max, Comp./Max. Ten, -All forces 250 (tb) or less except when shown.
TOP CHORD 2-5-463/86
NOTES -
1) Wnd: ASCE 7-05; 106mph; TCOL-10,Spsf; SCDL-4,2psf; h-15ft; 8=45ft; L-24ft; eave-411; Cat, 11; Exp C; enciosed� MV4FRS (all
heights); cantilever left and right exposed; and vertical left and right exposed; Lumber sin «} plate grip DOL-1,60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live leads.
4) Refer to ifirder(s) for truss to truss Connections,
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 6, 3, 4.
6) "Sermerigid pftchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss,
mmmny�A
,&WAWNG. Verify "on #VarresterSand READ NOTES ON VVS AND INCLUDEOUTEK REFERENCE PAGENIFT473 rev, 1"3l2015 BEFORE USE.
Design vo0d far use only with MI" connectors. This design h based only open Parameters $no—, and is for an individual bkAdroo component, not
a truss system Before use, the b0ding designer must verity the OPPOCabilifY of design porometers and property incorporafe /his design into the overall MR'
invading design. Bracing indicated is to prevent buckling of kwid
rduot from web and/or chord members onty, Addifionot temporary and permanent bracing MiTek*
is always required for stabiffy and to prevent coliorne, vAth possible personal inbsy and property damage, For generot guidance regarding the
fobricoWn, soar a, delivery, erection and bracing of trusses and truss systenvy see ANSVTrtl Quality Criteria, 051-89 and SCSI #vffdtng components 7777 Greenback Lane
Safety Information ovcniabiee from Tors More hn0vie, 218 N. Lee Street, Me 312, Atexanckia, VA 223M S12V_09_. 1...«,
0.0 �_..,....._.._. ..._ _�..�.. 41.4-8 ..... :2- 114
- 1M..:. a it t
mm „ TC mm
_LOADING (ps__..__ SF"ACtNCs-_ �,..2-0-0 CSI. DEFL._.__.._ ln�(loc)
Well LJd._...V....__-PLATESGRIP
TOLL 30.0 Plata Drip DOL 1.15 OAS Vert(LL) -0,00
TCDL 15.0 Lumber DOL 1.95 BC 0.04 Vert(TL) -0.00
7 >999 240 MT20 197/144
6 X999 180
BOLL 0"0 Rep Stress finer YES WB 0.02 Horz(TL) -0.00
4 tua Fifa
SCOL 7.0 Code lRC2009FTP12007 (Matrix -M)
Weight: 16 tb FT - 0%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD
Structural woad sheathing directly applied or 3-2-12 oc purtins, except
BOT CHORD 2x6 SPF 2100E 1.6E
end verticals.
BS 2x4 SPF No.2 BOT CHORD
Rigid ceiling directly applied or 6-0.0 oc bracing.
m
MiTek re mends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 7-44510-5-8,4-85/Mechanical, 5=61Mechanical
Max Harz 7-141(LC 7)
Max Uptift7-91(LC 7), 4=-36(LC 7), 5-10(t_C 4)
Max Oran 7=445(LC 1), 4=65(LC 1), 5=40(LC 2)
FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-7433/113
NOTES -
1) Wind: ASCE 7-05; 105mph; TCDL-10.8psf; BOOL=4,2psf; h=15ft; 8=45ft; L= oft; eave=oft; Cat. ll; Exp C; enclosed, MWFRS (aft
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1,60
2) Plates checked for a plus or minus 5 degree natation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 7, 4, 5.
6) "Semi-rigid pltchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
4
WARNfNG • Vorifedestiriparameters, Brad READ NATES ON n*$ AND INCLUMEDWrEK REFERENCE PAGE W7471 rev, 1481VZOIS BEFORE Ra rE,
Design volid for use a* w"ath Wake, connectors. This design is based a* upon parameters shower, and is for an individual bv4ding component, not
a truss system. Before use, the building designee own verify the app8cobiSty, of design parameters and property tncorporote this design into the ovemfl
building design. Baocing Indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and pernsonent bracing MIy^ ek'
is always required for sturdily and to prevent collapse with posobfe personal.injury and property darnage. For general guidance regarding the
fabrication, storage, delivery. erection and brocb-,g of trusses and traria systems, see AN Fit Quay cath oa DO -8P and BCSt 9ukdwil Component 7777 Careen Lane
Safety Intern: sttan ov bre from Truss Mte insfitute. 218 M. Lee Street, Suite 312. Alex < VA 22318. $toile 109
243-0 1-11-8 2�00 1-11-4
om
LOADING (psf) SPACING- "0_0 CSL DEFL� In (toe) Vdefl it PLATES GRIP
30 6 s.999
-U2 '40 MT2
TOLL ;0 Plate Grip DOL 1.15 TC OAS Vert(LL) 0 1971144
TCDL 18.0 Lumber DOL IAS BC 0.3 0('L) -0.07 6 >999 180
B c Rep Stress Incr YES M 0�0 VM
LL 0,0 9 1 H (TL) 0.02 5 n/a n/a i
BCDL 7,0 Code iRC2009ITP12007 (Matrix -M) Weight: 21 to FT - 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No,2 TOP CHCORD Structural wood sheathing directly applied or 5-1012 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 ad bracing.
MiTek its ..mends that Stab$llzers and r@ilulred moss bracing
be installed during truss erection, In accordance with Stabilizer
REACTIONS. (lb/stze) 8-628/0-5-5, 4=162/Mochartical, 5=77/Mechanical
Max Harz 8-195(LC 7)
Max Upliftfl-70(1.0 7), 4--41(LC 7)
Max Grav 8-628(LC 1), 4-162(LC 1), 5=1 12(LC 2)
FORCES. (to) -Max. Comp,/Max. Ten, -AN forces 250 (Ib) or less except when shown,
TOP CHORD 2-8-594/100
NOTES -
1) Wnd: ASCE 7-05; 10$mph; TCDL-10,gpsf; BCDL=4,2psf,, h-15ft; B-4511; L -241t; eave-4ft; Cat, 11; Exp C; enclosod� MWFRS (ah
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL -1 60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads
4) Refer to girderis) for truss to truss connections,
5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 Its uplift at jointla) 8, 4
6) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
,&WARMNO - Vortrydissfossperanssr(m and READ NOTES off Flits AND MCLUDED AVTEK REFERENCE PAGE NX7473 rW. reV31201SBEFORE USE
Design vaid for use onty with r4rekS connectors, The design Is based arty upon poromefers shown, ond is for on individual bUWing COMement. not
a truss system. Were use, the building designer miusi verify the oWcobAry of design parameters and Prorieffil Incorporate this design into the overall
buildIng design, isroeing indicated Is to buckling of Individucif truss "b and/or chord members onfY. Adt!1401101 temporary and pernsonent txocing
if
prevent
is otways focused for stoWity and to prevent colsoure vAth possibee personor " and property dornage, For Werd guidance regarding the
fabdcaflon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIIQWMWycAoft,D$B-gtond$CStSuNdiagCompooO
7777 Greenb4dr Lane
Safety Inforinaffors avagablee from truss More fristfurs. 218 N, Lee Street, Suite 312, Atexandriss, VA 22314.
6- m_ 2-0
- _.. .__. i -t 9. .. .,..0-11.9 i
SC&O :. 1:19.5
7
2x4 ll
......_....._......w._.__....,,�.d_ t 11„,x& .w :�........_._..,W___-__ m�..,_...._.____-�,,,,..w.W.,........._._....,,w...._
i»C?ADfN (pstj SPACING- 2-0.0 Cit. CaFt_.In (toe) � ifdefl Ud.__..� PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.00 6 >999 240 MT20 197/144
TCOL 18.0 Lumber DOL 1.15 BC Oi 02 Vert(TL) 0.00 6 >999 160
BCLL 0.0 Rep Stress incr YES WB 0.03 Horz(TL) -0.00 4 nta n/a
BCDL 7.0 Code IRC20091TPt 7 (Matrix -M) fight: 16 Ib FT = 0`15
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11.1 oc puffins, except
BOT CHORD 2x4 SPF No.2 end verticals.
BS 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
Mffek m ads that Stabiiizers and raqu d cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 7-43710-5-6, 4-61/Mechan€cal, 5= apical
Max Herz 7=187(LC 7)
Max Uplift ?=-5 (LC 7), 4-51 (LC 7)
Max Grav 7=437(LC 1), 4=63(LC 5), 5=15(LC 2)
FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (to) or less except when shown.
TOP CHORD 2-7-424163
NOTES -
1) Vs4std: ASCE 7-05: 105mph; TCDL=10.8psf; BCDL=4.2psf; h=15ft; B=45it; L=24ft; eave ft; Cat. ft„ Exp C; enclosed; MWFRS (alt
heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=1.60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolabs) 7, 4.
6) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
a
r r
2-0.0 i-9'1.8 2-6.9
ME
-N: 1 1 t fa
NdARNiNa - Vadfr, choler Parameter, and - NOTES ON TAWSAMONCLUDEDAOTEXREPERENCE PAGE Allf,7473rov. f " V2015 BEFORE USE.
Dedgn vofid for use a* with MIT00 connectors. This design is based istwo x eters shown, and is for on Individual Building component, not
LOADING (ps€) SPACING- 2-0-0 CSI. DEFL. is
(tae) Well Lid PLATES GIF
"p
Wek*
�� i
TOLL 30,0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 401
6-7 >999 240 MT20 1971144
TCOL 18.9 Lumber DOL 1.15 8C 0.18 Vert(TL) 402
6-11 >999 180
BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00
4 nie We
BCDL 7.0 Cade IRC2099fTP12007 (Matrix-M)Weight:
19 lb FT -O%
LUMBER- BRACING.
TOP CHORD 2x4 SPF No.2 TOP CHORD
Structural wood sheathing directly applied or 4-5-1 oc puffins, except
BOT CHORD 2x4 SPF No,2
end verticals.
BS 2x4 SPF No.2 BOT CHORD
Rigid ceiling directly appy of 6-0.0 oc bracing,
Tek recommends that Stabiliz and required crass bracing
Instal during truss erection, fix a rdance with Stabilizer
F"it
REACTIONS. (lb/size) 8.54210- -s, 4=131/M anicai, 5-4 iMechanical
Max Haat 8=26(LC 7)
Max Llpmitt8--3 (LC 7), 4=-44(LC 7), ffi-10(LC 7)
Max Grav8=542(LC 1), 4=131(LC 1), 5=104(LC 2)
FORCES. (to) - Max. Comp./Max. Ten. - All farces 250 (to) or mess except when shown.
TOP CHORD 2-8-499/81
NOTES -
1) Wind: ASCE 7-05; 105mph; TCDL-10, psf; BCBL-4.2psf, h-15ft, 8-45ft; L-24ft; eave-4fi; Cat, fl; Exp C; enclosed; MVVFRS (all
heights); cantilever lett and right a sed ; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL -1.60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 19.0 psi bottom chord live load nonconcurrent with any other live loads.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 8, 4, 5.
6) "Semirigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
NdARNiNa - Vadfr, choler Parameter, and - NOTES ON TAWSAMONCLUDEDAOTEXREPERENCE PAGE Allf,7473rov. f " V2015 BEFORE USE.
Dedgn vofid for use a* with MIT00 connectors. This design is based istwo x eters shown, and is for on Individual Building component, not
a truss system. Before Use, the building doogne€ mwt verity the opplicaldfity of dengn podometers and properly Incorporate this design into the overalf
... design, itroc ng Indicatedis to prevent buckof is vol truss verb and/or chord rrrembers only. Additional temporary pemaanent bracing
"p
Wek*
�� i
is ys requled for stobiiity and to prevent co4opse with possithle personal inirrry and property damage, For rierwrot Visdonce regarding the
tabrriccolion, storage, defrvery, erection and kwocing of trusses orad Ness systems, see ANI%18Pit Qvaft Criteria, DIM -111
4 and SCSI SuSding Component
Safety information a bio from Truss Plate Institute, 216 N. Lee Sheet, Suite 312, Atexondrks. VA 22814.
.
7777 GreenLane
s& -109-- .,. -P.
2-0.0 6.0.0
2.4 if3
2x4 it shot
LOADING (psf) SPACING- 2-0-0 CSI. DEFL, In (too) Well Ltd PLATES GRIP
TCLL 30,0 Plate Grip DOL 5.15 TC 0,66 Vert(LL) -0.07 4-5 >997 346 MT20 1971144
TCDL 58.0 Lumber DOL 9.15 BC 0.31 Vert(TL) -0.14 4-5 >486 980
BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) -0.00 4 n/a tate
BCDL 7.0 Cade 1RC2 ITP12067 (Matrix -M) fight: 31 to FT - 0%
LUMBER- BRACING•
°COP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 oc purlins, except
BOT CHORD 2x4 SPF No.2 end verticals.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oa bracing,
MITek riZOmmeWiiithat Stablilzers Boa required cross bracing
be installed during treats erection, In accordance with Stabilizer
REACTIONS. (Ib/size) 6-566/0-5.8, 4-2i apical
Max Harz 5=264(LC 7)
Max Uplifts--7(LC 7), 4--90(LC 7)
s- R a y, less except when shown,
#.• CHORD
NOTES -
Unbalanced raf live loads have been considered
designedheights), cantilever left and right exposed ; end vertical Left and right exposed; Lumber DOL= 1 V plate grip DOL -1,60
3) Plates checked for a plus or minus 5 degree rotation about its center,
4) This truss has been Rr a 10,0 pbottom 4 Y live foodY load.
5) Refer to girder(s) for truss to truss Connections,
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, sli
7) "Serni-rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
r
WA NG - V pn jr...tri s and READ NOTES ON 7MANDINCLUDCOMM REFERENCE PAGE W7479 rev, f"14015 BEFORE USE.
Desion voRd for use only vAh MBT06 connectors. This design Is based only upon parameters shower and is for on Individual buildi
2x4 ;E
2
NOTES -
Unbalanced roof live loads'A for
heights),, and right exposed;F: vertical left and right exposed; Lum!. DOL-1.60 plategrip DOis
3) Plates chocked for a plus or minus 5 degree rotation about Its center,
4) This truss has been designed for a 10.0 pet bottom f • live toad nonconctinent with any other live loads,
5) Refer to girder(s) for t connections.
+ * t ♦:. c • a. t • t i ♦ i., �:. • A. « ,.., t..! t .. ♦.. ff i.., ♦.. _.. i..
«.. tt •...". ^i ... i... i ti. ..•. .. A! -..'.t t
WARMING. Vw0yelesignpassursomns and READ NOTES ON TIES AM INCLUDED&FTEK REFERENCE PAGE MIt-7471eav: fdTdAMIS OEFORE USE.
Design valid for use a* with Wassils connectors This design l Creased upon poronsisters shown, and is for on inch Vol building component, not
a truss system, Before use, the building designer rrsust verity the opplicardity of design parameters and property lncorporote anis design Into the overall
building design, Brocing indicated is to prevent buckling of Indivldvol truss vieb and/or chord members 0*, Additional to and permanent bracing
is always required for slobSily and to prevent collopre with possible personal' and property damage. For general guidonce regarding the
fobricaten, storage„ delivery, erection and bracing of trusses and truss systems, See ANSI/PP11 Quality Cdledoa OSS -89 end BCS/ luldinO Component 7777
Greentim
Safety Io : n available from Truss Plate Institute. 218 N, Lee Street, Suite 312. Alexon . VA 22314. sure09
re.1 s,rvP
Im
4
3
2x4 t I
4x4
LOADING (psf) SPACING- 2.0.0
CSI.
DEFL. in
(foc) Udell Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15
TC 0.81
Vert(LL) 406
3-4 >999 240 MT20 1971144
TCM 18.0 Lumber DOL 1,15
BC 0.28
Vert(TL) -0.12
3-4 >655 180
BCLL 0,0 Rep Stress Incr YES
we 0.11
Horz(TL) -0.00
3 We We
BCDL 7.0 Code IRC 009/TFI2007
(Matrix -M)
fight: 27 lb FT = 0
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 5.1-1 oc purlins, except
BOT CHORD 2x4 SPF No.2
end verticats,
BS 20 SPF No,2
BOT CHORD
Rigid ceiling directly applied or 10.0-0 oe bracing.
MITek re IS that Stabilizers and required cross bracing
be installed during truss erection, in accordance Stabilizer
REACTIONS. (lbtsize) 4=308/Mechanical, 3-294/Mechanical
Max Mora 4=179(LC 7)
Max Upli 3-102(LC 7)
FORCES. (lb) - Max. CompdMax. Ten. _ All forces 250 (Ib) or less except when shown.
TOP CHORD 1.4-26910
VVESS 2-3-257/91
NOTES -
Unbalanced roof live loads'A for
heights),, and right exposed;F: vertical left and right exposed; Lum!. DOL-1.60 plategrip DOis
3) Plates chocked for a plus or minus 5 degree rotation about Its center,
4) This truss has been designed for a 10.0 pet bottom f • live toad nonconctinent with any other live loads,
5) Refer to girder(s) for t connections.
+ * t ♦:. c • a. t • t i ♦ i., �:. • A. « ,.., t..! t .. ♦.. ff i.., ♦.. _.. i..
«.. tt •...". ^i ... i... i ti. ..•. .. A! -..'.t t
WARMING. Vw0yelesignpassursomns and READ NOTES ON TIES AM INCLUDED&FTEK REFERENCE PAGE MIt-7471eav: fdTdAMIS OEFORE USE.
Design valid for use a* with Wassils connectors This design l Creased upon poronsisters shown, and is for on inch Vol building component, not
a truss system, Before use, the building designer rrsust verity the opplicardity of design parameters and property lncorporote anis design Into the overall
building design, Brocing indicated is to prevent buckling of Indivldvol truss vieb and/or chord members 0*, Additional to and permanent bracing
is always required for slobSily and to prevent collopre with possible personal' and property damage. For general guidonce regarding the
fobricaten, storage„ delivery, erection and bracing of trusses and truss systems, See ANSI/PP11 Quality Cdledoa OSS -89 end BCS/ luldinO Component 7777
Greentim
Safety Io : n available from Truss Plate Institute. 218 N, Lee Street, Suite 312. Alexon . VA 22314. sure09
re.1 s,rvP
Im
Z -Q -U 5.0-0
3.6 it
4
LOADING (psf)
SPACING-
2-0-0
'LLPlate
Vert(LL) -0,01
Grip DOL
1,15
TCDL
18�O
Lumber DOL
IAS
SOLL
0,0
Rep Stress Inrr
YES
BODL
TO
Code IRC200SITP12007
LUMBER -
TOP CHORD W SPF W2
fflu"RON"W"010M
REACTIONS, (Ittifeize) 8-591/0-5-8, 5-243IMectianical
Max Herz B-236(LC 4)
Max UpfiftiI-103(LC 7), 6 -84(l -C 4)
ME
9�
CSI.
DEFL. In
(foc) Ir PLATES GRIP
To 0.46
Vert(LL) -0,01
6 2404dO MT20 197/144
8C 0,31
Vart(TL) -0,03
6-7 >999 180
Wit 0,00
Hofz(TL) -0.01
5 We n/a
(Matax-M)
Wliught; 27 Its FT=O%
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-" Do puffins, except
end verticals,
BOT CHORD
Rigid ceiling directly applied or 10-0-0 no bracing,
WITe —kre com-WWd —sthatS —tab I I kir-i—a rii-iiq gWeiCr0-ii-b74;Wj
be Installed during truss eredion, in accordance with Stabifter
FORCES� (to) - Max, Comp,/Max. Tem - All forces 250 (lb) or less except when shown,
TOP CHORD 2-8-652/132
NOTE$ -
1) Wnd: ASCE 7-05; 105mph; TCDL-IO.Opsf,, BCDL=4,2psf; h-15ft; B-45ft; L-24ft; eave-4ft, Cat, fl; Exit C� encfosed� MAfRS (all
heights); cantilever left and right exposed, end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL -I 60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 10,0 pot bottom chord live load nonconcurrent with any other live foods.
4) Refer to girder(s) for truss to truss connections,
5) Row"'d if a ne'd Chaff isol ticiffeer4ri (Iry 'Ethors)iff tress fit. k 6 24in's ;i late Cqmlj� 'if withstM&AnS I.ff 14 vii,44 211 ji4eills) 5 excoict Q4=W1
8-103,
6) rfgkf p4chbreeks with fixed heels" Member end fbilty model was used in the analysis and design of this truss,
A WARPONG. VedlYd"fifispantrewfors smd READ NOTES ON TMS AND INCLWEDANTEK REFERENCE PAGE W7471"V. f0mins BEFORE USE.
Design vofid for use a* vAih MffekS connectors. This design b based onts, upon porameters s , and is for on individuot building component, not
o truss system. Before use, the bufIrfing designer nvAt verify the opploobifity of design porometers and property incorporate it* design We the overall
building design Bracing indicated is to prevent buck" of inclMdual truss web, and/or chord members onty. Additionot temporory and pertnonent bracing
is oNvoys required for stability and to prevent co#opse wft pouble personal injury and property clarnotie. for general Quidance recording the
fobricotion, storage, deRvery, erection and bracing of trusses and truss systems. see ANSUP'll onrnoyc:tfusdq. DSA -$9 and 4CSf fluildleff, Componen!
7777 Gesteribr,
So" information ovolh** from Truss Prote Institute. 216 N. Lee Street, Suffe 3t2, Alexorsdria, VA 223LL stnte 109
r—r sa#a hf«
2-0-0 B-0-0
2,,e 11
3
2X4 7 11 3x4 = 8.00 F-2-
LOADING (psQ SPACING- 2-0-0 CSL DFL. in (too) Ildeft Us PLATES GRIP
. 1�15 TC fr5,5 403 5 >999 ,
TOLL 30�O Plate Grip DO[ Vert(LL) 240 MT20 1971144
TCDL 180 Lumber DOL 1,15C 22 Vert(TL) -0,06 5 >999 180
BOLL 0.0 Rep Stress Incr YES
C :00 Horz(TL) 02 4 p/a n/a
. 0 4
BCDL TO Code IRC2009ITP12007 (Matrix -M) Weight: 27 lb FT -0%
LUMBER- BRACING-
TOPCHORD 2x4 SPF ND,2 TOP CHORD Structural wood sheathing directly applied or 6-" oc purists, except
BOT CHORD 2x4 SPF No.2 end verticals,
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.O O Go bracing.
MITek recommends that Stabilizers and required cross biiiiW7j
be installed during truss erection, in accordance will
REACTIONS. (ibIsize) 7-55910-5-8,4-275/Mechanical
Max Harz 7.243(LC 4)
Max UpIVt7--98(LC 7),4-95(LC 4)
FORCES. (lb) - Max, Comp./Max, Ten, - All forces 250 (Ib) of less except when shown,
TOP CHORD 2-7-545/130
NOTES -
1) Wtnd� ASCE 7-05; 105mph; TCDL-10,8pBCDL-42psf; h-16ft; B=45ft; L-24ft; eave-411; Cat. 11; Expr C; enclosed; MWFRS (all
heights); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1,60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 10,0 pet bottom chord live load nonconcurrent with any other live loads,
4) Refer to girder(s) for truss to truss connections,
5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) 7, 4
6) "Semi-rigid pitobbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
WARNING- Vedfr design P.On. andREAD NOTES ON TOWS AND INCLUDED ANTEK REFERENCE PAGE 1110-1471 rev. 160"015SEFOREUSE.
Design valid far use a* vAth sAftektis connectors. This design is based only upon parameters shown. and Is for an individual building component, not
a truss system, fefoie use. ties building designer most verify the opp4cobifity of design parameters and property incorporate this design Into the overall
building design, firacing indicated is to prevent buck kng of k)d1viduril truss v and/or chord members a*. Additional temporary and permanent broclng it
is olovoln mauled for stability and to prevent Collapse Mir possible personal injury and prop" damage. For general guidance regarding the
rubrication, storage, delivery, erection and brocing of trusses and truss sysiems, see ANSI/1141 QUONyCt#*Aa, 059.49 and OCIR frullifing Component 7777 Grierriback Lane
Solish, Inforniallon ovaitablis from truss Plate inflifute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314,
i._.. ...__..__..3-4.D 4.1.1-0 4-11-0 _ {
2x4 Il nxn
LOADING (psf) SPACING- 2.0-0 Cat. DEFL. in (too) Well Lid PLATES GRIP
TOLL 30.0 Plate Grip DOL 1.15 TO 0.33 Vert(LL) •0.01 5-6 >999 240 M 20 197/144
TCZOL 113,0 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.05 5-6 >999 190
BCLL 0.0 Rep Stress Incr NO 0,31 Horx(TL) -0.00 5 We We
SCDL 7.0 Code IRC200 PI2007 (Matrix-M)Weight: 57 to FT - 0%
LUMBER- SRACING-
TOP CHORD 2x6 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 8-0.0 oo purlins, except
BOT CHORD 2x4 SPF No.2 end verficals.
BS 2x4 SPF No,2 BOT CHORD Rigid Catling directly applied or 6-0-0 0o bracing.
Mitek re mends that Stabilizers and required crass bracing
be installed during mass erection, in accordance with Stabilizer
REACTIONS. (Ib/size) 7=93810-5-8, 5=8081Mechanical
Max Herz 7-299(LC 4)
Max Uplift7--,147(LC 7), =-123(LC 4)
FORCES. (lb) « Max. CompdMax. 'ion. _ AIR forms 250 (lb) or less except when shown.
TOP CHORD 2-7=-930%153, 2-3-61910, 4-5=-44371106
BOT CHORD 5-6=-130/523
VVEBS 2-6=01700, 3.5=-591/98
NOTES -
1) Wind: ASCE 7-05; 105mph; TCDL-10.8psf; BCDL=4.2psf; h=15ft; B-45ft; L-24ft; eave=oft; Cat. lt; Exp C, enclosed, M FRS (alt
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1.60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This Truss has been designed for a 10.0 pat bottom chord We toad nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 fir uplift at joint(s) except (jt=lb) 7=147,
5=123.
6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
7) In the LOAD CASE(S) section, toads applied to the face of the truss are noted as front (F) or back (B), 0 0 LICE.
LOAD CASE(S) Standard **#*+* �Q*�+Pr* •��}
1) Regular: Lumber Increase -1.15, Plate Increase -1.15
Uniform Loads (pit) 0 0 0 'a
Vert: 1-2--96
Trapezoidal Loads (ptf)
Vert. 2=-4(F=46, B -46) -to -4-237(F-70, B--70), 7=0(F-7, B=7).to-5- 35(F--10, B=-10) 018
*
March 31,201
WARNING • Viserdasignparassissfas and READ NOTES ON THIS AND INCLUDEONTEX REFERENCE PAOE #-74%7 rev, 140MI5 BEFORE USE.
Deogn vo4d for use only vAth MIT" connectors. This design is based only, upon poraniteres shown, and is for an ind' ': uaf buRding cornponent, not
a truss system. Before use. the bv4ding dedgner must verify the applicability of design poronmters and property incorporote this design into the overall },
ba±tdbag design Storing indic-oled is to prevent buckling of Individual trvss web ondAx chord nembess only. Additional temporary and pernoonent bracing i�Pi1+ �C'
Is ys required for stablity and to prevent co4opre Wth passible personal and property domage. For genemi guidance regcadi the
09
fabrication, storage, der very, erection and bracing of trusses and tisas systems. see ANSKI ll Quality Criteria, 048484 and SCSI funding Component 7777 is Lane
Satnty tntorinatlun ovoRabte from Truss ftie militate, 218 N. tee Street.. Suite 312, Alexandria, VA 22.4t4. suite t wit rn ozato
7
4-4-V J_,_j J,4 -V
rm*
LOADING (PSO SPACING- 21-0 CCL DEFL. in (10C) Ildeft Ltd PLATES GRIP
30,0 -lip DOL 'I Vert(LL) -0.01 7 >999 240 MT20 197/144
1�
TCLL Plate C 5 TC
0,33
TCDLLumber DOL 1.15 SC 0.23 Vert(TL) -0,02 7-8 >999 180
0�2
BOLL 0�00 Rep Stress Incr NO WB 21 Horz(n) 0.01 6 n/a n/a
BCOL 7.9 Code IRC2009fTP12007 (Marix-M) Welqht: 56 to FT - 0%
LUMBER- BRACING-
TOPCHORD US SPF 210OF 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 Go purlins, except
BOT CHORD 20 SPF No.2 end verticals.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek — and
Ilk 11
used cross kstacang
be Installed during truss Motion, in accordance with Stabilizer
REACTIONS, (lb1size) 9=8380", 6-808/Machanical
Max Harz 9=272(LC 4)
Max Uplift9--144(LC 7),6-121(LC 4)
FORCES. (1b) -Max. Comp,/Max, Ten. -All forces 250 (ib) or less except when shown.
TOP CHORD 2-9—SU/150,2-3--44210,3-4-789125,5-6-277174
BOT CHORD 7-8-1271354,6-7--1361691
\A/EBS 2-8=01483, 3-7-55/390, 4-6--8321130
NOTES -
1) WOO: ASCE 7-05; 105mph; TCOL-10.8psf,' SCU-4,2jisf, h-15ft; 8=45ft; L-24ft; eave=4ft; Cat. U; Exp C; enclosed; MVVFRS (all
heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=1 .60
2) Plates checked for a plus or minus 5 degree rotation about Its center.
3) This truss has been designed for a I(LO pal bottom chord live toad nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections,
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Except (jt -lb) 9-144,
6-121,
6) "Semi-rigid pitchbreaks with fixed heats" Member end fixity model was used in the analysis and design of this truss,
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+ Roof Live (balanced), Lumber Increase -1,16, Plate Increase=1,16 Qc� 4Uniform Loads (pit)
Vert: 1-2-96 04
Trapezoidal Loads (pit)
Vert: 2-4(F=46, B-46)-tO5--237(F--70, B -70),19-0(F-7, B=7) -to -8=-11(F=2, B=2),8--1 1(` -2,B -2) -to -7-23(F-4, B-4), 018
723(F=-4,B--4)-to6=-35(F-10, 8-10)
%
10
AM -
March 31,2016
ON THIS AND INCLUDEONFEW REFERENCE PAGE A41.7413 rev, f"1701S BEFORE USE,
Design valid for use or* Win hiffelss, connectors. this design Is based only upon parameters mown, and is for an individual building component, not
a truss system. Selore, use the budding designer most verify the opplicablity of design parameters and propedy Incorporate this design into the overall
of
building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing
is oNvoys req uked for slangily and to prevent collapse with possible personal injury and property damage. For general gu'chance regarding the
fabrication, stn e. delivery, suedlen and bracing of trusses and truss syshard,see ANSI( I'll Quality CaInno, D$844 end "IttrAdmi; Component 7777 Gospebak Lane
Safety tntormaten ovollable from Truss Plate fratitum, 236 K Lee Street, Suite 312, Alexandria VA 22314, Suite 109
OftrusHeralift,rA 95610
I
Em
LOADING (psQ
SPACING-
DEFL. In
CSI.
TOLL 30.0
Plate Grip L
1.15
TC 0,03
TCDL 18.0
Lumber DOL
1.15
BC 0.07
SCLL 0.0
Rep Stress €ncr
YES
WB 0,00
SCDL 7.0
Code €RC2 €2007
(matrix)
LUMBER.
be Installed during truss erection, In accordance with Stabilizer
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
REACTIONS. #/size) 2-20312-8-10,4-20312-8-10
Max Harz 2-25(LC 5)
E
NOTES-
1)
checkedheights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 pfide grip DOL -I 60
3) Plates for a plus or }
continuous4) Gable requires #bearing,
5) This truss has been designed for a 10O psf bottom chord live toad nonconcuffent with any other live loads.
6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 to uplift at joiruffif 2, 4
7) "Semi-rigid pitchbreaks, with fixed heels" Member end fixity model was used in the analysis and design of this truss,
WARNtN4 - yodfirdwrignsianwonsaald WAD NOTES ON M$ AND dNCLUDEA tt REA'ERE PACE W747'2 rev. I"V201S BEFORE USE
Design valid for use only with P+lek,Ea connectors, This design is based a* upon parameters shown and is for an Individual btatding Component, not
o taus system before use, the bueddr`nng designer must verity the opplicanility of design parometen and property incorporate this design Into the overall MR,
�p
budding design, bracing Indicated is to prevent bucking of Sed€visluat truss b and/or chord members, oaay. Add/' temporary and permanent bracing ¢ Welk'
is oNvoys requked for stobitify and to prevent cogopse with possibirs personal infury and property damage, For generoi guidance recording the ig!}
fabrication, storage,. delivery, erection and. brocing of trusses and truss systems, sae ANSI 7tt 4 criteria, M -111I and SCSI g component 7777 Greentaydc i.ane
Safety to os Information be from Tress Plate. institute. 218 N. Lee Street Suite 312. Afexond AR=
VA 223M I. 109
Suite 44xinMe Pm GC
DEFL. In
(loo) €/deft Lld PLATES GRIP
Vert(LL) 13.00
d n/r 120 MT20 997/144
Vert(TL) 0,00
4 ndr 120
Horz(TL) 0.00
4 nia file
Weight: 9 tb FT = 0%
B C€NG-
TOP CHORD
Structural wood sheathing directly applied or 4-7-4 oc purtits.
BOT CHORD
Rod ceiling directly applied or 10-0-0 bracing,
WffeR ra � ends that Stabil zars anri requ asr s bracing
be Installed during truss erection, In accordance with Stabilizer
NOTES-
1)
checkedheights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 pfide grip DOL -I 60
3) Plates for a plus or }
continuous4) Gable requires #bearing,
5) This truss has been designed for a 10O psf bottom chord live toad nonconcuffent with any other live loads.
6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 to uplift at joiruffif 2, 4
7) "Semi-rigid pitchbreaks, with fixed heels" Member end fixity model was used in the analysis and design of this truss,
WARNtN4 - yodfirdwrignsianwonsaald WAD NOTES ON M$ AND dNCLUDEA tt REA'ERE PACE W747'2 rev. I"V201S BEFORE USE
Design valid for use only with P+lek,Ea connectors, This design is based a* upon parameters shown and is for an Individual btatding Component, not
o taus system before use, the bueddr`nng designer must verity the opplicanility of design parometen and property incorporate this design Into the overall MR,
�p
budding design, bracing Indicated is to prevent bucking of Sed€visluat truss b and/or chord members, oaay. Add/' temporary and permanent bracing ¢ Welk'
is oNvoys requked for stobitify and to prevent cogopse with possibirs personal infury and property damage, For generoi guidance recording the ig!}
fabrication, storage,. delivery, erection and. brocing of trusses and truss systems, sae ANSI 7tt 4 criteria, M -111I and SCSI g component 7777 Greentaydc i.ane
Safety to os Information be from Tress Plate. institute. 218 N. Lee Street Suite 312. Afexond AR=
VA 223M I. 109
Suite 44xinMe Pm GC
08 34
1 17 2
3A = 3A
3 IS 4
Scats - 1:612
2.4 fl US = 3X6 4,8
19 5 6 7 20 8
4*4 It 4X8 08 4X4 Sire = 08 4xit 41,4
LOADING (pso SPACING- 2-0-0 CSI. DEFL. In (toc) VdeftPLATES GRIP
TCLL 31:Plate Grip DOL 1.16 TC 0,89 Vert(LL)422 11-13 >999 24it 0 MT20 197/144
TOOL 1801 Lumber DOL 1,15 8C 0,34 Vert(TL) 40,50 11.13 >836 180
BOLL 0.0 Rep Stress incr NO WB 0.67 Horz(TL) 0,05 9 We We
BCDL TO Code 1RC20091rPI2007 (Matox-M) Weight: 358 lb FT = 0%
LUMBER- BRACING -
TOP CHORD
RACING.TOPCHORD 2x4 SPF No.2 TOP CHORD 2-0-0 oc puffins (4-1-7 max.): 1.8, except end verficals.
BOT CHORD 2x6 SPF 2100E 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 OC bracing.
WEBS 20 SPF No1
REACTIONS, (lb/size) 16-3767/0-", 9=3767IMechanical
Max Harz 16--216(LC 3)
Max Uplift 16-291 (LC 7), 9-291 (LC 7)
FORCES, (to) -Max, Comp./Max. Ten, -Aft forces 250 (Its) or less except when shown.
TOP CHORD 1-16--33931295,1-17=-4598/431,2-17--4598/431,2-3--67031593,3-18-6688/591,
4-18=-66881591,4-19--6688/591,5-19=-6688/591, "-6688/591,6-7--6688/591,
7.20=-4602I431,8-20-«46021431,8-9-•33951295
BOT CHORD 14 -15-27914598,13-14=-27914598,12-13--44216703,11-12=-44216703,
10-11-30914602
WEBS 1-15-427/5492, 2-15--2185/237, 2-13--19712565, 3-13--6411114, 5-11-646/115,
7-11 -19512541, 7-10-21751235, 8-10--427/5497
I
NOTES -
1) 2 -ply truss to be connected together with I Is (GI WxW) nails as follows:
Top chords connected as follows: 2x4 - I row at 0-9-0 Co.
Bottom chords connected as lr ggered at 0-9-0 oc
Websconnected as tollows: 2x4 - I row at 0-9-0 oc
2) All bads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section, Ply to Ply
connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated,
3) Nod: ASCE 7-05; 105mph� TCOL-10,8pst; BCDL42psf; h-1511; B-45ft; L -351t; eave-5ft; Cat, H� Exig C; enclosed� M)iWRS (all
heights); cantilever left and right exposed,, end vertical left and right exposed; Lumber DOL -I 60 plate grip DOL -1.60
NUU Q
4) Provide adequate drainage to prevent water pending,
�b*
5) Plates checked for a plus or minus 5 degree rotation about its center,
0
6) This truss has been designed for a 1()LO par bottorn chord live toad nenourrent with any other live loads,
7) Refer to girder(s) for truss to truss connections,
1�
0 0..
1, *
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 tb it at Joints) except gt-lb) 16=291,
xi
9-291,
Ir J 4018
9) Girder carries tie-in span(s): 6-0-0 from 0-0-0 to 35-1-0
10) 'Semi-rigid rt b« with fixed heels" Member end fixity model was used In the analysis and design of this truss.'00,
11) Graphical purfin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanceth� Lumber increase- 1, 15, Plate Increase=1, 15
March 31,20 16
rifinued op_paile 2
'cL
WARWNG - Verify "go pantartows d READ NOTES ON MS AM INCLUDED WTEK REFERENCE PAGE W7474 rov. 1""Ols BEFORE Use.
Design vo4d for use a* Wth m7ens connectors, This design 4 based o* open parameters showrL and is far an Individual butiffing component not
a truss system, flefore use, the building designer must verity the opplicobtitty of design parameters and property incorporate the design into the averaff
building design, Bracing indicated r; to prevent bucking of individwor! truss web and/or chord members onryAddifionot femborary and permanent bracing
is aMays required for stabitify and to prevent cogopseWlir possible personal intury and property darrioge. Far generse guidance regarding the
fabrication, sloroge, delivery, erection ond bracing of trusses and imu, systems OSS -99 and 4CS1 livilding Compooerst
Solely Information ovoliable from Truss Note instilute, 218 N. Lee Street, $Ore 3i2`oe,.
LOAD CASE($) Standard
Uniform Loads (plo
Vert' 1-8-96, 9-16_ 121(F=-Ij
kA WARMMG = Y design parameters and REAo NQP&3 ON THIS AND 1NCLUPED OTEK REFERENCE PAGE W7473 r , IQVIIMS BEFORE USE.
DwIgn valid for use only Min MTekO connectors This design is bosetd pray upon parameters shown, and is for on individual building component, not
a truss system, Before vaw the building designer roust verity the oppkaabiNry of design parameters and property incorporate this design into the overall
b0dkog design, Bracing indicated e to buckling incirvidual truss web and/or chord members only. Additional temporary end pormorsent bracing
prevent of
is olv«eays required for sfabli ty and to prevent colopser Mir, possbre paternal injury and property da e,. For general guidance regarding the
7777 Gr ark Lana
tatxtcation, storage, deWery, erection and brocing of trusses and truss systems, sae ANSVTPII QuaW Criteria, gS6.8F and aC$1 SuMing Component
t,00
Safety abon, ovagolge from Truss Ptote institute, 248 K Lee Street, Suffe 392. Alexandria, VA 223§4..
Seta
U-2-2 a-" 8_sP6 I_1V_1V
Scale - 1:62,2
6-00 LIZ
3x4 == 3F6 = 2x4 11 8x12 64
18 2 .11 17 4 Is 5 19 a
34 08 = 3x6 3XI6 3XI0 41fi 3X4
34 =
LOADING (psf) SPACING. 2-0, CSI. DEFL. in (toe) Ideft Ltd PLATES GRIP
TOLL 30,0 Plate Grip DOL 1.1� -016 12 >999 240 MT20 197/144
5 TC 0�91 Ven(LL)
TCDL 1&0 Lumber DOL 1.15
I I'S BC1�6 Vert(TL) -0,39 10-12 >999 180
BOLL 0.0 Rep Stress Incr YES WB 0:95
HOCZ(TL) ozq a rVa n/a
BCDL 7,0 Code IRC2009ITP12007 (Matres-M) Weight 170 to FT - 0%
LUMSER- BRACING -
TOP CHORD 2x4 SPF 240OF 2,0E *Except* TOP CHORD Structural wood sheathing directly applied or 5-8-4 oc purlins, except
6-7: 2x4 SPF No,2, 3-6: 2x4 SPF 1650F 1,5E end varticals, and 2-0-0 oc purlins (2-2-0 max,): 1.6,
BOT CHORD 2x4 SPF No,2 BOT CHORD Rigid coiling directly applied or 10-0-0 Do bracing,
WEBS 2x4 SPF No.2 WESS I Row at midpt 1-15
MiTek recommends that Stabilizers and required crass bracing
be installed during truss erection, in accordance will
Lng"I
REACTIONS. (Ibisize) 15-1914/0-5-8,8=1914/Mechanical
Max Harz 15-283(LO 6)
Max UpliftIS-149(LC 7),8-146(LC 7)
FORCES. (1b) -Max, CompJMax. Ten, All forces 250 (lb) or less except when shown.
TOP CHORD 1 -15 -1861/182,1 -16-2027/256,2-16-2027/256,2-3-27611313,3-17-2761/313,
4-17--2761/313,4-18--2761/313,5-18--2761/313,6-19-23971289,6-19-23931289,
6-7-916/168, 7-8--.1911!156
BOT CHORD 13-14=-77/2027, 12-13-7712027, 11-12—l2512415,10-11-125/2415,9-10=-7aM32
WEBS 1-14--196/2518, 2-14-1417/187, 2-12=-73/926,4-12-7251129,5-12=-291460,
5-10-1127/166, 6-10-15512004,15-9-13731113, 7-9--76/1664
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Win& ASCE 7-05� 105mpsh; TCDL-10,8psf' BCDL-4,2psf,, h=15ft; 8=45ft, L-35ft" eave-fift; Cat, 11; Exp C; enclosed; M\NFR$ (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber ire .t plate grip DOL -1,60
3) Provide adequate drainage to prevent water pending.
4) Plates chocked for a plus or minus 5 degree rotation about its center.
5) This truss has been designed for a 10,0 pat bottom chord live load nonconcuffent with any other live loads,
6) Refer to girder(s) for truss to truss connections,
iv arinj ^ou-0v1ffl-U?-Wt,'MW0,V0u WMi, 4,jft�s�-�vvt ffi-,V�W,
8-146.
8) "Serni-rigid pitchbreaks with fixed heels" Member end fixity Model was used in the analysis and design of this truss.
9) Graphical purlin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord.
,& WARNINO - Vadfy dossion parameters and READ NOTES ON INS AND INCLUDED AVTEK REFERENCE PAGE W7473 rev, 1410"016 BEFORE USE.
Design valid for use only with Mlee& connectors, This deslgn 4 loosed only upon parernisters shaven. and is for an individual tsjilcrini; component, not
a truss systern. Before, use, the building designer must vedes, the appicate5ty of design parameters and property incorporate the design into the overall ME
building design. Brocing indicated is to prevent buckling of individual truss Ymb and/or chord members only, Addifiond femponsly and permanent bracing MiTek'
is atwoys requited for slobirity and to prevent collapse Win possiple personal injury, and property damage, For ge—of guidance regarding the
fabricohom storage, deftvery, erection and brocing of trusses acrd truss systerns, see ANSVII'll Quality World, 0$6-99 are SCSI buddlog Component 7777 (munitsuck Lane
Safety Information ovaRable frasnTniss Plate fraffivie, 218 N, Lee Street, Suite 312, Alexondrio, VA 22314. Suite 109
Im— u.aeM. 1. Q
7••6`2 7-4"6 7.4.6 7-2-10 5J,8
Em
M
2x4 11
3x6
M
RM
Scale - 1:62.8
6x6 a do Liz
11 1
15 14 12 " 10 9 B
3x8 == 4x8 3A 3x1D US US 3x10 3x4
LOADING ♦
CJEFL. ita
t4
TCLL
*t
Plate GripiM
SC 0.58
M..
18,0
DOL
1.15
SCLL
00
Rep Incr
Stresst0
YES
SCOL
7O
to
Code
! 1taM a • #..
6-7:2x4 SPF No,2
SOT CHORD 2x4 SPF No,2
VVESS 2x4 SPF No,2
REACTIONS, ! a
Max Harz 16--348(LC 5)
est.
CJEFL. ita
(Ioc) tCdetl Gid PLATES GRIP
TC 0.81
V@rt(L) -0.12
12 > 3 244 Tx#} 197i944
SC 0.58
Vert(TL) -0.3110-12
>99 180
VVB 0.88
Horz(TL) 0,47
8 rda tela
(Matrix -M)
Welght: 161 to FT - 0%
8 CIN -
T9P CHORD
Structural wood sheathing directly applied or 3-6-8 oc purists, except
end verticals, and -0-0 or, purlins ( max.,): 1.6,
SOT CHORD
Rigid calling directly applied or 10.0-0 oc bracing.
VVIESS
1 Row at midpt 1-15,2-14,7.8
MlTek recommends that S#abil1z and required cross bracin
be installed during truss erection, in a rdance with Stabilizer
�_
_1� t'on uigte„�
FORCES(to) - Max. Comp./Max, Ton. - All forces 250 fib) or less except when shown,
TOPCHORD 1 -15 -18651186,1 -16--15571242,2-16=-1557/242,2-3-22241296,3-4--2224/296,
4-17-2224/296, 5-17=-22241296, 5-6=-2131/294, 6-7-14201217,
-188 11166
a�`i �° • }
{
VVESS 1 -14 -173/2193,2-14-14571180,2-12-78/953,3-12-678/123,5-10-9011137,
r
NOTES-
een considered for this design,
2) Wind: ASCE 7-05; 105mph; Mt a ik Denclosed; MWfRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL -1 A0
Provide adequate i prevent pen
4) Plates checked for a plus or minus 6 degree rotation about its center,
5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live toads,
6) Refer to girder(s) for truss to truss connections.
8) -Senti-rigid pitchbreaks with fixed heels” Member end fixity model was used in the analysis and design of this truss.
9) Graphicat purfin representation does not depict the size or the orientation of the pudin along the top andror bottom chord,
tMARNNNG -VQr#F deaftelpermews and READ NOTES ON TWS AMD IMULOSD WTEK REFERENCE PAGE At& 7470 rev. 10A0"03 BEFORE USE..
Design vofid Par use onty with MirekS conneclorL this design is based only upon parameters showm, and Is for can indYviduai building Component not
o truss system, Before use, the buNdingf designer must verity the applicability of design parameters and property Incarcerate this design into the overcall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chordd members only. Addle iemporcxy crud permanent kX ing
is otways required for stobEts, and to prevent cokopse Mir possible personod inn fry and property damage. For general gL4dance regarding the
fabrication, apiece,, deilvery, erection and brocing of trusses and tens systems,. see ANSgIEn greatly crTedo, DSO -84 and BCSI liuMnq component
Sofety into m*Wn available from Truss Plate Institute, V8 N. Lees Street, Suite 312. Alexandria, VA 22314..
w
4-1-8 7-6-1 7.7,13 7.6-1 84-8
6,00 5-F Us -�, 3X4 = 34 = X4 11 Z6x12 MT20HS =
3X4 Us 3x6 =
Ulf)
300 = 3A0 = 3X6 =
B511171
LOADING (pso SPACING- 2-0-0 CSL OEFL. In (loc) Well Ltd PLATES GRIP
TCLLPlate Grip DOL 1AS TC 0,94 Vert(LL) 411 8-9 >999 240 MT20 197/144
TCDL 18:'0' Lumber DOL 1,15 SC 0.52 Vert(TL) -0.26 11.12 >999 180 MT20fiS 1481108
BCLL 0,0 Rep Stress Incr YES WB OAS Horz(TL) 0.06 8 n1a file
BCDL 7,0 Code IRC2009fTPI2007 (Matrix - M) Weight: 192 Its FT - 0%
LUMBER- BRACING.
TOP CHORD 2x4 SPF 1650F 1.6E *Except* TOPCHORD Structural wood sheathing directly applied, except end verticals, and
1-2: 2x4 SPF No.2,6-7: 2x4 SPF 240OF 2,0E 2-0-0 oc purlins (3-7-13 max.): 2-6.
SOT CHORD; 20 SPF No,2 SOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No,2 WEBS I Row at midje 2-14, 3-12, 5-11, 6-9,1-15, 7-8
--that itnicini
iWi�k-i;cw—;l�e;ds Stabilizers and retIuiredcro;S Wmm
be installed during truss erection, In accordance with Stabilizer
be installed
_
REACTIONS. (lb/size) 16-1914/0-5-8,8-1914/Mechanical
Max Horz 15--376(LC 5)
Max Uplift 15-1 WLC 7), 8--145(LC 7)
FORCES, (lb) - Max, Comp./Max, Ten, - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2-9121217, 2-16-1730/290,3-16-17351289,3-17-1923/305,4-17=-19231305,
4-6-1923/305,5-18=-19261305, 6-18=-19261306,6-7-1697/249,1-15--18951176,
7-8-18601176
SOTCHORD 14-15--2921275,13-14--1141783,12-13-1141783,11-12--66/1732,10-11-4511385,
9-10--4511385
WEBS 2-14-12901130,2-12--119/1494,3-12-10311160,3-11-25/309, 5-11-781/129,
6-11-63/934, 6-9-693/84,1-14=-7111570,7-9-2711546
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wind; ASCE 7-05; 105mprh� TCDL=10,8psf, SCDL-42psf,' h-15ft; S-45ft; L=35ft; eave-5ft; Cat fl� Exis C; entlosed; MWFRS (all
heights); cantilever left and right exposnd vertical left and right exposed; Lumber DOL -1,60 plate grip DOL -1.60
3) Provide adequate drainage to prevent water pending,
4) All plates are MT20 plates unless otherwise indicated.
5) Plates checked for a plus or nsinuff 5 degree rotation about Its tenter.
6) This truss has been designed for a 10O pst bottom chord live load nonconcurrent with any other live loads.
7) Refer to girder(s) for truss to truss connections.
kut
,& WARNNO w VwW dWan parsurretors wd READ NOTES ON DO AND INCLUDED NTEK MFERENCE PAGE W7473 rov. 1"V20IS SEFORE USE,
Design voted for use orsp wffh NQTek6 connectors, This design is based only upon parameters showm and Is for on individual "ding component, not
a truss system. Before use. the bultdirrg designer must verity the opplicabilty of design porometers and property incorporate rho design into the overall
b0ding design. Bracing indicated 4 to prevent bucking of individual truss web and/or chord roemben, only. Additional temporary and permanent bracing
Is oNroys required for statuffity and to prevent co se width possible personal injury and property domage, for general guidance regarding the
fabrication, storage, delivery, erection rand bracing of trusses and truss systems. See ANSVTPtl Quality Criteria, 145-41 and SCSI Sulding Component
Solely Infoonatfort avortobre frorn Truss Plate Institute, 218 N, Lee Street. Suite 312. Affoonsido, VA 22314,
March 31,2016
Sxf
12-6-13
8.9.9 5-9.5 5.9.5 5.9-5 5-4-0 5.7-8
Em
30
3x4 = 3x6 5x5
3 7s 4 5 17 d.
1s 14 13 sZ r 10 9
RM
Em
Us 3x4 3x10 =
3x10 MT20HS ==
LOADING (psi} SPACING- 2.0-0 CSI. DEFL.. in (loc) Udell Ud PLATES GRIP
TELL 30.0 Plate Grip DOL 1.15 TC 0,80 Vert(LL) -0.34 9-10 >999 240 MT20 1976144
T OL 18.0 Lumber DOL 1.15 BC 0.79 Vert(TL) -0.73 9-10 >672 180 MT20HS 1481108
BCLL 0.0 Rep Stress fncr YES VVB 0.80 Horz(TL) 0.08 9 Fifa n/a
BOOL 7,0 Cade IRC2 Pl2007 (Matrix -M) Weight: 199 Its FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc purlins, except
1-2: 2x4 SPF 165OF 1,5E end verticals, and 2- oc puffins (4-2-5 max.) 2.6.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 ac bracing.
BS 20 SPF No.2 MBS 1 Row at midpt 2-14,3-14,6-12,5-10, 145, 7.9
MiTek re ds tthat Stakatfters and requ5ed cross bresg W
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (Ib/size) 15-191410-", 9=1914/Mechanical
Max Harz 15=-415(LC r)
Max Lfpfift 15=-150(LC 7), 9=-145(LC 7)
FORCES, (lb) - Max, Camp./Max. Ten, - All forces 250 (fb) or fess except when shown.
TOP CHORD 1-2=-1269/253, -3=-10236259, 3-1Ca=-1809 0, 4-1=-15091300, 4-5=-1 80 91300,
5-17-14161287,6-17--1413/288,6-7-17001295,1-15-1874/179
BOT CHORD 14-15=-32 2. 13.14=-5911525, 1 2-1 3=-5911 525, 1 1-1 2=-4 111 659, 10.1 1=-41 11 659,
9-10=-20/1173
BS 3-14--1067/95,3-12-0/341, 5-10=-613/68,6-10-371275,7-10-0/531,1-14-4311462,
7-9=-19781105
NOTES -
1) Unbalanced root live loads have been considered for this design,
2} d: ASCE 7-05; 105mph; TCDL=10.Bpsf; BCDL=4.2psf; =15ft; B=45fi; L=351t eave=5ft; Cat. ft; Exp C, enclosed; MVWRS (all
heights), cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL -1,60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated,
5) Plates checked for a plus or minus 5 degree rotation about its center.,
6) This truss has been designed for a 10.0 psf bottom chord leve load nonconcurrent with any other live loads. 11-30DO Ur
7) Refer to girders) for truss to truss conneafions. .***••••**. t
8} Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 fb uplift at }oint(s) except {)t -lb) 15=150, *,►* t `•*
9=145. * C? f
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and designs of this truss. . **
10) Graphical pudin representation does not depict the size or the orientation of the puffin along the top andlor bottom chord. '
*4Ci1
March 31,2016
WARNRNri - Verify dosign par*m.r*rs and READ NOFFS ON "ME AND INCLUDED, WTEK REFERENCE PAGE -7473 nsv.. 14MV1018 BEFORE USE.
Design valid for use only %ith tufTeW connectors. This design is based a* upon purposeless shovffa, and is fru on incilvidua3 building component. not
a truss system. Before use, the Wk -king designer must verity the applicability of design meters and property incorporate this design into the overall
building design. Bracing indicated is to prevent bucking of inti al ttvss web and/or chord members only. A iflona# to and ent bracing
is olvirsys required for stability anis to prevent collapse Win posetole personal drtiury and property damage. For general guidance regarding the
iabricotiom storage, delivery, erection asci brackig of trusses and truss systems. see ANSVthl Quality CtBadsa, DSt-84 and SCSI6uBding Cnmpon.ni 7777 GreeAbKk Lane
Safety trilismation ovaBabh: from Truss Plate Institute. 228 rsl. Lee Street. Suite 312, Atexandda VA 22314. Stat. 109
Citrus }%.}stir t".A ASRtdS
9-7•Y2 17 t}�0_..._.._.__ 23• 29-U,-0 351i�i#.__.............. 'f��':.�-___._�._._
.,........_......8-j-12 ............a_..n.M,..,.. 8-4-4 ......._._,,.,.��,.8.0-0.._..._...�...�.......�._... &010
_...,.,.�. 6-8-0
}�r._...._._.. 6-11-8 �
t
2x4 li 5x;9 =
17 16 15 14 13 i2 11 10 6
i
am
BOT CHORD
MBS 2xii $PF W1
US = 3x4 = 3x10 = US ._.. 3,4 - 3x44
s
CSI.
} }
(loc) tfdeff pfd PLATES GRIP
TO 0,87
Vert(LL) -0,1316-17
> 240 MT20 197/444
BC 0.69
Vert(TQ -0,3116.17
>999 180 MT20HS 148/108
BOT CHORD
MBS 2xii $PF W1
US = 3x4 = 3x10 = US ._.. 3,4 - 3x44
s
CSI.
DEFL. in
(loc) tfdeff pfd PLATES GRIP
TO 0,87
Vert(LL) -0,1316-17
> 240 MT20 197/444
BC 0.69
Vert(TQ -0,3116.17
>999 180 MT20HS 148/108
WS 0,67
Horz(TL) 0,11
9 No n/a
(Matrix -M)
Weight: 238 to FT -O%
BRACING-
TOPCHORD
Structural wood sheathing directly applied, except end verticals, and
2-0-0 oc purlins (3-2-6 max,): 4-6,
BOT CHORD
Rigid ceiling directly applied or 9-3-6 oc bracing,
BS
1 Row at m%tpt 2-14,5-13,6-11,7-10,8-9
ek re mends that Stabilfz and r aired cress bracing
nstalled during truss erection, in accordance with Stabilizer
[ibm
Utalil
FOR + •JMax. Ten. -Aff forces 250 iexcept
TOPCHORD 1-2-26451300, 2-3-25111310, 3-4-2302/381, 4-5-21621384, 5-18-2162/384,
} 0
BOTCHORD 16-17--396/368,16-16-107/2227,14-15--107/2227,13-14-2212065,12-13--011867,
11-12=011867,10-11=0/1664
VVEBS 2 -16= -6881113,2 -14= -2701136,4-14--331326,4-13-961448,5-13--680/111
8-10-89/2010
} } }}
»
*,_..
Wind:1) Unbalanced roof live loads have been considered for this desigm
} } W }.« c , eR
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber OOL-1.60 plate grip DOL -1,60
3) Provide adequate drainage to prevent water pending,
4) All plates are MT20 plates unless otherwise indicated,
5) Plates checked for a plus or minus 5 degree rotation about its center,
6) This truss has f.,.:, designed for a 10,0 psf bottom ♦. W. live W.:W nonconcurrent with any other live loads.
7) Refer to ! for truss to truss connections,
9-181
'Semi-rigid pitchbreakswith fixed heele !:* ! model.W , analysis design ..
}Graphical... representation
4# Wdepict.or the orientation of .. purtin along the :op and/or bottom chord.
March 31,2416
kyARMNG . VarifirdiesignparierWites and READ NOTES ON TM$ ANO iNCLUGEO ANTEK REFERENCE PASS 7A73 rev. 1df03P20ib BEFORE USE,.
Design valid for use only wain Wtesig connectors, This design 6s based ony upon parameters, shown, and 6s for on Individual buftsfing component, not
a truss system. Before use, the bupk€fng designer mist verity the oprAcribility, of design parameters and property incorporate this design into the overall in'
building design. Bracing i ndicaated 4 to prevent tsuOlng of individual truss web to chord members army, Additional ternproary and resonorrent bracing MiTek'
is ohws required foe` stability and to prevent collapse with possible p er arrot Init" and property damage, For general guidance regarding the
fabricofion,storoge.degv",erectionondbrocingoftru$le$Ondhu$$$Y$ierms,$ee ANSf/fPft Q C+6erfa, OS8-Si and BCSf 8aagdin$ Gampananf 7777 GnMeerfsk.lana
Safety Information ovoilable #corm Tress Plate Institute, 218 N. tee Street. Suite 312. Aferandria, VA 22364,
SX6
6.00 fT2" SKS 2A if 5X6 "=®
4 5 18 6
17 16 Ib 14 13 12 11 10
3001AT20HS ii Also'= 3A = 3X4 = WO = US = 3X4 3XI0
So*$ - 1.824
9
3.10MT20HS Ci
LOADING (pso SPACING- 2-0-0 CSL DEPL. in (toe) Well L/dPLATES GRIP
TOLL 300 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0,13 16-17 >999 240 MT20 197/1"
TCDL 18,0 Lumber DOL 1.15 BC 0.66 Vert(TL) -0.30 14-16 >999 180 MT20HS 1481108
BOLL 0.0 Rep Stress Incr YES VVB 0,68 Horz(TL) 0,11 9 the n/a
BCDL 7,0 Code IRC2009frP12007 (Matrix -M) Weight 237 Its FT - 0%
LUMBER- BRACING-
TOPCHORD 2x4 SPF 240OF 2.015 *Except* TOP CHORD Structural wood sheathing directly applied, except end verlicals, and
4-6,6-8: W SPF No.2 2-0-0 do purlins, (2-11-8 max.): 4-6.
BOT CHORD 2x4 SPF W2 BOT CHORD Rigid ceiling directly applied or 9-3-9 oc, bracing,
WEBS 2x4 SPF No.2 VVEBS I Row at mWpt2-14,5-13,6-11, 7-10, 8-9
' that atStabiftiarsandrequired doss bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS, (lb/size) 17=232805-8,9=2328/Mechanical
Max Herz 17.423(LC 6)
Max Upliftl7-179(LC 7),9=-181(LC 7)
FORCES. (to) - Max, CompJMax, Ton. - All forces 250 (lb) or less except when shown,
TOP CHORD 1 -2-2633/299,2-3-2515M9,3-4-23131380,4-5-2164/383,5-18-2164/383,
6 -18 --2164M3,6-7--2233/368,7-8-1963/272,1-17-2272/209,8-9--2283/208
BOT CHORD 16-17--3951364, 15-16--11012219,14-15-110/2219, 13-14-26/2063. 12-13-0/1866,
11-12.011855, 10-11ts0/1647
WEBS 2-16-7041113, 2-14-259/136, 4-14--331324, 4-13=-92/449, 5-13-68211 11,
6-13--51/796,6-11-298/96,7-11-661491, 7-10-10961109,1-16--102/2292,
8-10-9W2006
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wnd� ASCE 7-05; 105mph� TCDL-10.8psf, SCOL-4,2psf,, h -15k B-45ft; L-43ft� eave-Sft; Cat, H; Exp, C; encfosed� MVVFRS (all
heights); cantilever felt and right exposed; end vertical left and right exposed� Lumber DOL -1.60 plate grip DOL=1,60
3) Provide adequate drainage to prevent water ponding.
4) All plates we MT20 plates unless otherwise indicated,
5) Plates checked for a plus or minus 5 degree rotation about its center,
6) This truss has been designed for a 10,0 par bottom chord live load nonconcurrent with any other five loads.
7) Refer to girder(s) for truss to truss connections,
9) *rs)*fftsa-,1*
9=181,
9) "Semi-rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top andfor bottom chord.
as
Jt
March 31,2016
,&WARMWO- Verde design paratirefers and READ NOTES ON rW$AW1BBgWEOWrEKREFERENCE PAGE 410r•7473 v. 1"11015 BEFORE USE
Design voNd for use onrr with Mtek* connectors" This design Is based only upon poronvoters shown, and Is for on individual buMing component, not
o truss, systern. Before use, the building designer nrust veety the applicability of design porometen end Prop edy Jr-corpordle, this design Into the overall
bulefing design. Bracing indicated is to prevent buckling of individual truss web ormlor chord members orly, Additional temporary and premonent bracing
is oNvoys rectured for stobifity and to prevent colopse Win possible persond injury and prop" do e. For trenerd guidance regobfing the
fribrication, storoge, deWery, erection and bracing of trusses and puss systems, see AN 11 Overtly Ciffshlo, OSI -Of and BCS/ gaveling component 7777 Grearxiek Lane
Safety Information available from Inas Kate Institute, 218 N. Lee Street, Suite 312, Maw= VA 22314, �c 1 1-09— — ..,
ORM
RM
BMW
30 = 14 9 a 3x4 =..
2x4 I I 2x4 It 2x4 $
0
}6
LOADING (psQ SPACING- 2-0-0 CSI. l3BFL. in (loc) Itdefi Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TO 0.22 Vert(LL) 0.00 6 ntr 120 MT20 1971144
TCOL 18.0 Lumber OOL 1,15 SC 0.07 Vert("rL.) 0.00 6 nlr 120
BCLL 0.0 Rep Stress lncr YES WB 0.05 Horz(TL) 0.00 6 nta Fria
S DL 7.0 Cade IRC2009ITP12007 (Matrix) Weight: 30 in FT = 0
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOPCHORD Structural wood sheathing directly applied or 1040 ac putllns, except
BOT CHORD 2x4 SPF No.2 2-0.0 cc purtins (6-0-0 max.): 3-5.
BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
_
MiTek recommends that Stabilizers and required crass bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. Ali bearings 10-8-10.
(lb) - Max Harz 2-32(LC 5)
Max UpUft All uplift 100 to or less at joints) 2, 6, 10, 8, 9
Max Grav All reactions 250 tb or less at joints) 2,6 except 10=291(LC 11), 8-291(LC 12).9=4 3(LC 11)
' dmp./Max, Ten. -All forces 250 #. or
WEB$ 4-9-373177
NOTES-
1)
designer,
�#hical purfin representation d!^. depict '. or orientation of ! the top and/or bottom
WARNING . V.0ycheirnponarshars and READ MOTES ON THIS AND INCLWEOMTEK REFERENCE NAGE ACR -7479 rev. favarZiffit BEFORE USE.. '
Design vald for use only with MTek connectors, This design is based a* upon porarnafers shown, end is for can Individual buiteling component, not
a truss systenv Before use, the building designer must verify the applicability of design parameters and property inc ate this design into the overall A�t
building design, Bracing Indicated is to prevent cackling of kidNiduol truss web and/or chord ffierribers only, Additional lemporary end Permanent bracing
is atways rerivired for stability and to prevent collapse with possible personal tniuh, and property damage. For generd guidance regarding the
fotxicallors, storage, delivery, erection and tracing of trusses and Sores sYsterns, sae AN$1/1141 C2ual fy Criteria, 0SS-84 and SCSI ScrSdles Component 7777 Greenback tams
Sotety Information ovagable from Truss Plate institute, 218 N. Lee Street, Suite 312, Aiexondria, VA 22314. sure 149
C&nus Hetahts. C,A. 954
08 = axe =
8 7
3x4 2x4 It 2x4 It 3x4
1ai� t§AR1_40
LOADING (psf) SPACING- 2-0-0 CSt, pEFL. in (too) Wall Lrd PLATES GRIP
TCLL 30.0 Piste drip DOL 115 TC 0.35 Vert(LL) 0.01 6 nir 920 MT20 1971144
TCOL 18.0 Lumber DOL 1.15 SC 0.24 Vett(TL) 0.03 6 eat 120
BCLL 0.0 Rely Stress Incr YES W8 0,05 Hotz(TL) 0.00 5 Tide Tire
SCi3L 7.0 Code IRC2 tTPI2007 (Matrtx) Weight 33 Ib FT -0%
LUMBER- G CING-
TOP CHORD 2x4 SPF No.2 TOPCHORD Structural wood sheathing directly applied or 6 oc pumas, except
BOT CHORD 2x4 SPF No.2 2-0-0 oc putiins ("-0 mase.):: 3-4.
MBS 2x4 SPF No.2 BOTCHORD Rigid catling directly applied or 10-0-0 oc bracing. _
MtTek ra ends that Stabilizes andrvraqu crcrs ding
be installed during truss erection. in accordance with Stabilizer
REACTIONS, All bearings 10-8-10.
(ib) - Max Holz = 68(LC 5)
Max Uplift All uplift 100 Ib or less at jaint(s) 2, 5, 8.7
Max Grov All reactions 250 to or less at joint(s) except 2=291(LC 1), 5-291(LC 1), 8-421(LC 11), 7-421(LC 12)
FORCES. (1b) -Max. CompJMax. Ten. -AN forces 250 (to) or less except when shown.
WEBS 3-8-322134, 4-7--322134
NOTES-
1)
heights); cantilever left and # # ## a# f" a#L .# plateglip DOL -160
Provide adequate drainage to prevent water ponding,
checked4) Plates for a plus or minus 6 degree rotation about
Gable requires continuous bottom or bearing.
6) This truss has been designed for a %0 psf bottom chord live toad nonconcurrent with any other live lcads
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5, 8, 7,
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
10) Graphical purfin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord
a
WARNING - Y ignpara»reters and READ NOTES ON THIS AND INCLUDED A TEK REFERENCE PAGE W7473 rev, 14OV2015 BEFORE USE:
Design void for use only with M100 connectors. This design is based ony upon parameters shown, end is far an individual building Component, not
o truss system. Before use, the budding designer must verity the apphcobity of design parameters and properly incorporate this design into the overall
bvKdhg design. Bracing indk-oted is to prevent bucking of individuot truss web and/or chord mem any. Additional terssporory and pemonent brochsi
is always required far stability and to prevent colopse with. possible intury and property dssmoge. For general odance recording the
toindcolion, storage, delivery, erection and brachg of trusses and !suss sy+st . see A turrm ovalky Works, O54-99 end SCSI Suilding Component 1777 Greentswk Lane
Safety Wksmsation available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,. Suite t
09
CIA— tiaWe. nA 414
U-31-10 0-3-1v
BMW
6
Sea 20 11
LOADING (I SPACING- CSL
2 1
DEFL. in
(100) Vdefl Ltd PLATES GRIP
TILL I Plate Grip DOL 1,15 TC OV
Vert(LL) 0,02
J� 2
20 MT2
6 rdr 1 0 197/144
C 0 Lundow DOL 1,15 ac 0.34
T DL 18:0
Vert(TL) 0.04
5 nir 120
00 Rep Stress Incl YES WB
BILL 0,08
Horz(TL) ODD
4 rda n/a
BCDL TO Code IRC20DSITP12007 (matrix)
Weii;K 31 to FT - 0%
LUMBER-
SRACING-
TOPCHORD 2x4 SPF No,2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oo puffins.
BOT CHORD 2x4 SPF No.2
HOC' CHORD
Rigid ceiling ifirectly applied or 10-0-0 OC bracing.
OTHERS 20 SPF No, 2
M1Tek recommends that Stabilizers and required cross bracing
be installed during truss erection, Inaccordance with Stabilizer
REACTIONS. (Ibisize) 2-325110-8-10,4-326/1"-10, 6-635110-8-10
Max Horz 2-78(LC 6)
Max Uplift 255fLC 7j, 4-55(L 7),6-23(LO 7)
Max Grav 2-331 (LC 11), 4-331 (LC 12), 6.635(LC 1)
FORCES. (lb) -Max. Comp.tMax. Ten, -All forces 250 (lb) or less except when shown..
WEBS 3-6-464151
NOTES -
1) Unbalanced root live loads have been considered for this design.
,&
WARNING - Vorgy "on parsenorism and READ NOTES ON THIS AND INCLUDED AMR REFERENCE PAQE W7471 rev, 10A3"015 BEFORE USE,
Design volid for use ono, with WeW connectors. This design is based any upon parameters shown and is for on Individudi bvk*V cOnfe0nont, not
a lar ss system, Before use the building designer must verity the opplicabilly of design parameters and propodY InCOPOrOte this design into the overall
building design Bracing indicated is to;xevent bucking of radio duot truss web onellor chord members only. Addhonoi terapotch, end peanonern bracing
Is otNoys required for stoloWly and to prevent colopse wrath possibits personal " and property dornoge, for general quidonco regarding the
forbricolion, goroge, defivery, earofion and bracing of trusses and truss systerns. See ANSIeTI'll Quality CiftatiI D46-811 ssrsd SCSI IiIII Component 7777 Greenback Lane
Solely information ovogobiss from truss Prate Institute, 218 N. Lee Street, Suite 312, Atexandrio, VA 22314, Sure 109
P�A 0,11
2-0-0 1-0-0 3-7-7 3-9-3 3,74 1-0-0 240
1�
8X12 = 2AS li 4x8.== SA2 =
LOADING (Pat)
SPACING-
2-0-0
TCLL
30,0
Plate Grip DOL
1,15
TCDL
18,0
1
Lumber DOL
1AS
RCLL
0.0
Rep Stress Incr
NO
bCDL
TO
Code 200 ii
LIJg.BER-
TOPCHORD 2XIODF195OF1.7E'Excepr
3-6: 2x8 DF 195OF I JE
BOT CHORD 2X8 OF 195OF IJE
WEBS 2x4 SPF No.2
WEDGE
Left: 2x4 SP No,3, Rillift 2x4 SP No.3
REACTIONS. (ititsize) 2-7942/0-5-8,7-8937/0-5-8
Max Herz 2-64(LC 19)
Max Uplift 2-1721 (LC 7), 7--179WLC
Max Grav 2-7948(LC 11), 7-8944(LC I
CSL DEFL. In (toc) Wall UdPLATES GRIP
TC 034 Vert(LL) •01210-11 >999 240 MT20 197/144
SC 0,69 Vert(TL) -0.2710-11 >688 180
WB
0,92 Horz(TL) 0,03 7 rds We
(matrix - M) Weight: 339 111 FT -O%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 go purlins, except
2-" oc purfins (6-0-0 max,): 3-6.
SAT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES, (lb) - Max. Comp./Max, Ten, - All forces 250 (1b) or less except when shown,
O• if' 2.3--11122/1996, 3-19-1841712241, 4-19--1841712241, 4-20-1841712241,
20-21--16417/2241, 21-22-1841712241, 22-23-18417/2241, 23-24--18417/224 1,
5-24=-1841712241, 5-25=-1856012265,6-26-18560/2256,6-7--11611/2034
BOTCHORD 2-12-123017471, 12-26-125517876, 26-27-1255/7876, 27-28-12W7876,
11 -28 -1255t7876,11 -29-2,205/185W, 29-30--2205118560,30-31-2205/18560,
31 -32 --2205118560,10-32--2205118560,10-33-131418258,9-33-1314/8258,
7-9-128917804
WEBS 3-12=-27W3779,3-11-1002/il279,4-11=-201338, 6-10-281395,640-986`11023,
6-9-314/4239
NOTES -
1) Special connection required to distribute web loads equally between all pfies.
2) 3 -ply truss to be connected together WAIT 10d (0,1 31"x3) nails as follows:
Top chords connected as follows: 200 - 6 rows staggered at 0-4-0 oc, 2x8 - 4 rows staggered at 0-4-0 oc,
Bottom chords connected as lolkww 2x8 - 4 rows staggered at 0-4-0 oo
Webs connected as follows: 20 - I row at 0-9-0 oc, Except member 9-6 2x4 - 2 rows staggered at 0-4-0 oc,
condecrtorl k s
7-1799,
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
yj' representation does not depict the size or the orientation of the purfirs along the top andlor bottom chord.
,&WARNING - Iffortlysiferignparentaftins and READ NOTES ON nits AND INCLUDED&UTEK REFERENCE Priff3EAM-7471mv. I"34VISBEFORE USF.
Design vofid for use onlit with ffiffeirlis connectors. This design Is posed orer upon parameters shown, and is for on indi'Advot bu4ding co hent, not
a buss system. Before use, the butisting designer must verity the oppliciselts, of design parameters end property Incorporate this design into the overoff
butiding design, Bracing indicoted is to prevent tfuckling of individual truss vftb and/or chord men -bets only, Additiond fenVORVY and permorrent bracing
4 always requffed for stability and to prevent colopse Win possibb penonot irstury and prop" domage, For general guidance (egording the
totwicotion,stofoge.de#very.erection and biacingoffnnwsand tfvs$systems, see ANSI/TFUl Qva*yCfffeft, USS -89 and SCSI 901141"0 ConeorrOnt
Safety triforreation avollobte from Truss Plate institute, M K Lee Street, Suite 311 Alexandria VA 273146
7777 Greent'sok Lane
NOTES -
12) Hanger(s) or other connection devituh(s) shalt be provided sufficient to support concentrated toad(s) 101 lb down and 954 to up Ot 1-0-0, 66 lb down and 51 to up at 3-1-0, 66 tb
down and 51 lb up at 6-1-0, 63 to down and 51 to up at 6-6-0, 66 to down and 51 In up at 7-11-0, and 66 lb down and 51 lb up at 9-1 I -o, and 101 to down and 954 Its up at
12-0-0 on top chord, and 1113 lb down and 146 to up at 1-0-0, 2589 lb down and 207 to up at 1-11-4, 18 lb down at 3-1-0,2589 lb down and 208 to up at 3-11-4,18 in down
2589 lb down and 208 lb up at 5- 11-4, 18 lb down at 6-6-0, 18 lb down2585 lb down and 208 ftS up at 7-11-4, 18 lb down at 9-11-0, 2585 to down and
2081bupat 9-11-4, and 11131bdown and 146 ibupat 11-11-0, and 25931bdown and 205lbupat 11-11-4 on bottom chord, The designtselection of such connection
device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Regular: Lumber Increase=11,15, Plate lncrease=1,15
Uniform Loads (pff)
Vert: 1-3--K 3-6--96,6-8-96,13-16--14
Concentrated Loads (lb)
Vert: 3=293(F) 6=293(F) 12-24(F) 9=-2569(F-24,8-2593) 19=-I6(F) 20-16(F) 22--16(F) 24=-16(F) 25=-16(F) 26=-2589(B) 27--18(F) 28=-2589(B) 29-18(F)
30=-2589(8) 31-18(F) 32-2603(F-18, 8--2586) 33-2603(F=-18, 8--2585)
,&WARMNO. Vedrk ofetritin parameters and READ NOM ON MS AND INCLUDED MTEK REFERENCE PAGE A19-7413MV, I"V201S BEFORE USE. am
Design voted for use only with Weitelit connectors, This design is basad only upon parameters shown, and is for an individusti b0ding component not
a truss system Sefore use, the buffeting designer must verify the oapkabilty of design parameters and PrOrreflY inc ate this design Into the overall M1
bulding dengnL firocing indicafed is to prevent bucking of Ind' at truss web and/or chord members o*, Additional temporary and peortonerri procing MiTek*
is givmys reed for stability and to prevent coMpse vAth passible personal JnMy and property dornage. For general guidance regarding the 7M Gaseribak Lane
" er
fabrication. storage, delivery, erection and bracing of trusses and truss systems, see 11 Qu*Wy Criketit, DSS -89 and RCSI SuMleg COMPO"Ont
Sqe""fais" avo#obW from Truss Platefnsfifute, 238 N, Lee Street, Suite 312, At-.. ""Iffir'A 22314, sufte 109
2-D-0 2.40
0
LOADING (psQ SPACING- 2 CSL OEFL. in (loc) tideft Ud PLATES GRIP
TOLL 30.0 Plate Grip DOL 9.15 TC 0.45 Vert(LL) 0.00 4-5 >999 240 MT20 197/144
TCDL 18.0 Lumber DOL 1.15 BC 0.12 Vert(TL) 0.00 4-5 >999 180
BCLL 0.0 Rep stress Incr YES We 0.00 Horz(iL) -0.01 3 n/a n/a
SCDL 7,0 Code IRC2009ftPt2007 (Matrix -M) Weight 6 11 FT=0
LUMBER. BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 do purtins, except
BOT CHORD 2x4 SPF No,2 end verticals.
WEBS 20 SPF No.2 BOT CHORD Frigid ceiling directly applied or 10.0.0 «c bracinq.
Mrrek r
ecommends sthatiabiitz � end regc�red /sass br g
be installed during truss erection, in accordance with Stabilizer
statill
REACTIONS. (lblsize) 6=42710.5-8, 3=3/Machanical, 4=-22/Mechanical
Max Harz =121(LC 7)
Max Uplift S=-101(LC 7), 3-18(L 4), 4-.22(LC 1)
Max Grav 5=427(LC 1), 3=14(L 5), 4=18(LC 2)
FORCES. (to) . Max. Comp./Max. Tan. - All forces 250 (ib) or less except when shown.
TOP CHORD 2-5-3801112
NOTES-
1)
.htcantilever left and right -.+one # vertical left and right exposed; Lu: +^ 111. +e plate grip DOL=I ..a
2) Plates checked for a plus or minus 6 degree rotation about its center,
3) This truss has been g for ♦ 0 Pat bottom +:r+ We toadrn c • load•.
4) Refer to +connections.
+ + fi
f
6)"Seml-rigid pitchbreaks with farad heels' Member end fixity model was used in the analysis and design of this truss.
WARN M - Vivifyderrifirtirstraverfen and READ NOTES CAN THIS AND fWCf.VDEtf ffTEK FERENCE PAGE A -147J rsv: 10,017016 BEFORE UtIC
Design vo0d for use only with Woolf connectors. This design is based only upon parameters shoo an, and is for on Individual butkiing component,not
o fruss system. Before lase. the btAk[ing designer must verify the oppitcotsdAN of design parameters and property incorporate rho designs into the overcall
building design. Bracing indicated is to prevent bucking of Individual truss web and/or chord menrares only, Additional temporary and permanent bracing
is oNvoys required for stobSity and to Prevent collapse vAth possible personot neusy and property damage. For general guidance regarding the 7777 carvers
fobeicotioro, storoge.. delivery, erection end bracing of trusses and mass systerns, see ANSI/Orn Quaft CrNeda,air. DSO -89 and SCSI evading Component 7777
Salary tnhar n available fro muss Plate Institute, 218 N. tee Street. Suite 362, Alexandria, VA 27314.
109
Caron Heights
1.0.0 3-0-0
RM
LOADING (psi) SPACING- 2.0.0 CSI. QEFL. in (lot) lideti Ud PLATES GRIP
TCLL 90.0 Plate Grip DOL 1,95 TC 4.13 Vert(LL) -0.00 4-7 >999 240 MT20 1977944
TCLIL 18.0 Lumber DOL 9.15 SC 0.07 Vert(TL) -0.09 4-7 >999 184
BCLL 0.0 Rep Stress Ina° YES WE 0.00 Horn(TL) 0.00 2 n/a ria
8Ct7L 7.0 Code IRC2009/TPi 7 (Matrix -M) Weight; 9Its FT=0%
LUMBER- 8 ING-
TtSP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 9-0.0 Be purtins.
BOT CHORD 2x4 SPF No.2 SOT CHORD Rigid ceiling directly applied or 90.0-0 sso bracing
MITek recommends that Stabilizers and required cross bracing
be Installed during tress erection, in accordance witSiabilizer
In
_ta�Sationuid�.
REACTIONS, (lbitsize) 3=1121Mechanical, 2=27610-5-8, 4=9 /Mechanical
Max Horn 2=86(LC 7)
Max ilpti3=-28(LC 7), 2=-40(LC 7)
Max Grav 3=112(LC 1), 2=276(LC 1), 4=47(LC 2)
FORCES. (lb) - Max. CompJMax. Tees, - All farces 250 (lb) or less except when shown.
NOTES..
1) Wind. ASCE 7-05; 105 ph; TCDL=10.8ps£; BCDL=4.2psf; h=15ft; 8=45ft; L=2411; eave=4 t; Cat. 11; Exp C; enclosed MWFRS (all
heights); cantilever left and right exposed', end vertical left and right exposed; Lumber DOL=1.60 plate grip L=1.60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load non current with any other live loads.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2.
6) 'Semi-rigid p»chbreaks with fixed heats" Member end fixity model was used in the analysis and design of this truss.
- _- ---- ----
WARNwa3 . VererelasJonporanurfors Bad READ NOTES ON TRWS AND INCLUDED ASTER' REFERENCE FAOE AW7473 rev. 140,V2#15 BEFORE USE.
Design valid for use arty vAth WhtkO connectors. Chis design is based only upon porometers shown, and is for are hdrAdual building Component not
design incorporate nets design into the oversni
Me!m
a truss system. Before use, the evilding designer must verity the applicability of parameters and properly
Aiding design, 6eocing indicated is to prevent buck" of individual truss weband/or chord nee . Addi to a£y and permanent bracing
Is otomys required for stability and to prevent coliame with possible personal inkrry and property dornoge, For generd guidance regarding the
7771 Ora L ane
usses and tons systems, see ANSI/TP11 Quality. OSS -91 and ACSI terminal ComponentCompenf
fabrication, storage. delivery, erection and bracing of Mus
Suite 109
Safety information ovollobte from Tuns mate tnstituMe, 2P6 N. Cee Street, Suite 312, Atexanddo, VA 22314.
Cerus HM.W r.A Q-A
-3.4-0
LOADING
2-0-0
TCLL
X0
Plate Grip DOL
0,30
TCDL
18,0
Lumber OOL
1AS
BC 0,01
BCLL
00
Rep Stress fact
YES
M 0'I't
2xe fk - "xq yr
DEFL in t.. Well t.
-0-00 5 >999 240
!t 5 >M 180
Mrz(rL) -0,03 3 File ore
LUMBER- RACING -
TOP CHORD 2x6 SPF 210OF 1.8E TOP CHORD
BOT CHORD 2x4 SPF NO.2
8S 2x6 SPF 210OF 1.8E `Except' BOTCHORD
3-4: 2x4 SPF NO.2
REACTIONIS!
Max Harz
FOR. r omp./Max, Ten. - All forces 250' a or •:
TOP CHORD 2-5-879/405
WEBS 3-4-1117/129
Weight: 14 to FT = O%
end varticals,
Rigid ceiling directly applied or 10-0-0 oC bracing, _
_ u ercDse braiT�Installed
Lbe during truss erection, in g
accordance with Stabilizer
NOTES-
1)
enclosed;
heights); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL -1 AS plate grip DOL=1 A0
2) Plates chocked for a plus or minus 5 degree rotation about its center,
3) This truss has been designed for a 10O pal bottom chord live toad nonooncuffent with any other live loads,
4) Refer to girder(s) for f truss connections,
r
+"Semi-rigid pdc. r .theels'Member andfixity model..y. a tdesign
of this truss
Gap betweeninside w sa ..
• s bearing and diagonal or
«s shall not
exceed ! !l::.
,&WARWNG. iisvifyd"19typAranettors and READ NOTES ON This AND INCLUDED MfTEK REFERENCE PAGE Mie -747? rev, 1AV312015 BEFORE USE,
Design vatid for use only Wth WekO connectors. This design is hosed only upon parameters Shawn, and is for on individual bugdhg component, not
a truss system.. Before use, the building designer must verity the oppscob%ty of deshin parameters and Woperty incorporate this design into the ove€ail
bvitding design, Bracing Indicated is lo prevent buckling of individual truss web and/or chord members only. Additional temporary and pespionent bracing
Is ys requited for stabs fy and to Prevent collapse wilts possibie personoi injury and property darnoge, For general guidance regarding the fi7T7 ba
fabrication, storage, . delivery. . erection esnd beating of trusses and hues sYstartix, sea A 511TPn Qaw9ty Crit . OSB -84 and SCSI Bv9 Cvmpone+rt suite 109
safety information avo4oble from Truss Note institute. 218 Fe, tee Street. Suite 312, Atexondria, VA 22344.._.. Gli�t4 egg,
4
2-0-0 4,0,0 7-2-4 7-4,0 7,5-12
4X8 =- 2x4 11 3'8 = W = 3x10 =-
3X4 Il US= 4A = 3XID 300 = 40 ll
LOADING (psf) SPACING- 2-0-6 CSI.
DEFL. In (too) Well lid PLATES GRIP
TCLL 30,0 Plate Grip DOL 1,115 TC OAS Ved(LL) -0,17 10-12 >999 240 MT20 197/144
TCDL 18 Lumber DOL 1,15 SC1-42 Vert(TL) -0,37 10-12 >824 180
SCLL 0.0 Rep Stress Incr NO I WE 0.71
Horz(TL) 0,03 8 fre n/a
SCOL 7.0 Code IRC2009fTP12007 Weight: 261 to FT - 0%
LUMBER- BRACING-
TOPCHORD 2x4 SPF 1650F 1,5E *Except* TDP CHORD Structural wood sheathing directly applied or 5-8-10 Oc purlins, except
1-3:2x4 SPF No.2 end verticals, and 2-0-0 OC puffins (4-8-11 max,): 3-7,
BOTCHORD 2x6 SPF 21 OOF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing, Except:
WEBS 2x4 SPF No. 6-G-0 oc tracing: 12-13.
REACTIONS. (lb/size) 8=3260/0-5-8,13=36C>410-5-8
Max Harz 13-195(LC 6)
Max Up4Jft8--824(LC 7),13--736(LC 7)
FORCES. (lb) -Max. Comp,/Max, Ten. -All forces 250 (to) or less except when shown.
TOP CHORD 2-3=-45771902,3-14--6685/1504,14-15--6687/I FAX, 4-15-6687/1503,4-16-668511503,
5-16--6685(1503, 5.6-668511503, 6-7-6338/1366, 7-8-27851666, 2-13-38291774
BOT CHORD 12-17-739/3723,17-18-73913723,18-19-739/3723,11-19-739/3723,
10 -11-73913723,10-20-131916338,20-21=-131915338,21-22-1319/5338,
9-22-1319/5338
WEBS 3-12--160/570,3-10=-80913323,4-10--7561134,6-10=-173/1490,6-9--1379/192,
7-9-142315777, 2-12-67613893
NOTES -
1) 2 -ply truss to be connected together with 10d (0,131"0") nails as follows:
Top chords connected as follows: 2x4 - I row at 0-7-0 Do,
Bottom chords connected as followc 2x6 - 2 rows staggered at 0-9-0 oc
Webs connected as follows: 2xil - I row at 0-9-0 DO.
13=73&
9) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
10) Graphical purist representation does not depict the si7e or the orientation of the puffin along the top and/or bottom chord,
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 627 Itt down and 150 to up at
4-0-0, 394 lb down and 61 to up at 6-0-12, 394 to down and 61 lb up at 6-10-12, 353 to down and 92 lb up at 6- 10- 12, 328 to down
and741bupat 10-10-12,2561bilownandIlililbuitat 12-10-12,256 to down and 118 lb up at 14-10-12,256 lb down and 118 lb up
at 16-10-12,256 lb down and 118 In, up at 18-10-12,256 Flit down and 118 Itsup at 20-10-12,and256lbdownandll$lbupat
22-10-12, and 256 lb dawn and 118 lbupat 24-10-12 on bottom chord, The design/seleection of such connection device(s) is the
WANNtNG. Vw1h, $,sign parameters and READ NOTES ON IMS ANO INCLUDED AVYWX REFERENCE PAGE W7413 rev. fliffirb7tirli SEFORE USE.
Design vofid for use a* Mth fAffelds connectors. This design is based a* upon p<rcsmelen shown, and is for an individual building component, not
a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
butisfing design. Bracing indicated b to present buck" of indMarcO truss web and/or chord members only, Additional teneiourry and permanent bracing
is o1ways tersuked for stobffity and to prevent co se with possibie, Demand " and pmpoiy domorie. For general guidance regarding the
7777 Gr"nba
fabrication, storage, deWery, erection and bracing of trusses and truss systems. see
suite, 109
safety falarmalfori, avolloble from Truss Nate institute. 218 N. Lee $treat, SAAhr 312, Atexandrio, VA 22314,
CHn. Hisisshh,
March 31 ,2016
LOAD CASE(S) Standard
1) Regular; Lumber Increase=1 .15, Plate Increase -1.15
Uniform Loads (pit)
Vert: 1-2-96, 2-3-96, 3-7=-96, 8-13-14
Concentrated Loads (1b)
Vert: 12=-627(8) 10=.328(8) 17=-394(8) 18-394(8) 19-353(8) 20--256(B) 21--256(8) 22=-256(5) 23--256(8) 24--256(B) 25«256(8) 26-256(B)
WARWNG- Verify. 40090starlmoterss and READ NOTES ON TMS AND WCLUDEDANTEXREFERENCE PAGE AIX ZMMV. IAVVIOIS BEFORE USE
Design YoW for use only Win MIeW connector,TKa n, 4 destgbused only upon porometers shovm. and Is for on inckwiduol building component not
191,
a truss system, Before use, the building designer must verify thea pplicapilty of design parameters end property incorporate the design into the overall
indicoted to buckling individual truss members onty. Addiffenor temposory and permanent proving
MiTek'
building design. Brocing Is prevent of web and/or chord
is otways requIred for sksbAffy and to prevent colopre with possible portend injunr and property damage, For general guidance regording the
7777 (+0fisirtseir Lane
fabrication, stcroge, derivery, erection and bracing oftrusses ond trust systems, see ANSOM) QUaWyCrIferto, M-89 and SCSI ItuNdIVIOCame OTIOM
Solely Information ovagable from Truss Plate Institute, 2 M N. Lee Street, SWe 312, Alexandria, VA 22314,
$06 109
�A— HIM.M. 1. UK,
-CL
2.0,0 2-10-12 2-74 4-11-12 5-1-8 6-1-6 5-34
am
4X8
3A 2A it ALA =
0�
OX12 11 24 11 axe = exe = 10K10 = 1ox10 = arre =
LOADING (Psf) SPACING- 2- L DEFL, in (loe) Well d PLATES GRIP
. 1 0-0 CS -018 12-13 >999 �U MT20 1971144
TOLL 30.0 Plate Grip DOI �15 TC 0,28 Vert(LL) 240
TCDL 18'0 Lumber DOL 1.15 BC fil1Vert(TL) -0.41 12-13 >763 180
SCLL 0,0 Rep Stress Incr �O INS 0.77 Horz(TL) 0,09 10 We n1a
BCDL 7,0 Code IRC20091TP12007 (Matrix -M) Weight: 581 to FT = 0%
LUMBER. SPACING -
TOP CHORD 2x6 SPF 2100F 1.$E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x8 DF 195OF 1,7E end verticals, and 2-0-0 oc purlins (6-0-0 max,): 4-9.
WEBS 2x4 SPF No,2 *Except* BOT CHORD Rigid calling directly applied or 10-0-0 oc briscing.
9-10,9-11: 2x6 SPF 2100E 1,8E
SLIDER Left 2x6 SPF 210OF ISE 3-4-8
REACTIONS. (falsize) 2-1153610-5-8,10-166200"
Max Horz 2-22$(LC 6)
Max Uplift2-995(LC 7),10--1628(LC 4)
NOTES -
1) Ply to ply nailing inadequate
Top chords connected as follows: 2x6 - 2 rows stalti; d at 0-7-0 oc,or
ii
Bottom chords connected as foillowe: 2x8 - 4 rows -staggered at 0-4-0 oc,
Webs connected as fipffovks� 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 0C.
3) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASEIS) section. Ply to ply
connections have been provided to distribute only loads noted as (F) of, (8). unless otherwise Indicated.
4) Unbalanced roof live loads have been consideredfor this design,
6) Wind: ASCE 7-05; 105mph; TCDL-10.$psf,, BCDL-4.2psf; h-15ft; B-45ft; L=26ft; eave-414; Cat. it; Exp C; enclosed; MWFRS (all
heiqhts)� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL -I SO
•
6) Provide adequate drainage to prevent water ponding.
7) Plates checked for a plus or minus 5 degree rotation about its center•,
8) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
9) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI I angle to grain formula, Building designer should verify capacity
of beating surface,
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint($) except (#-Ib) 2-995,
10-1628,
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
i,AAEN,4i't�#kZl,r#Trepresentation does not depict the size or the orientation of the purfin along the top and/or bottom chord.
.. ....... . ..... - ..... . ....
WARNING. VvOythraignpararnatws and READNOTES ON Ties AND INCLUDED ANTEK REFERENCE PAGEW7471rw 1041=015SEFORE USE,
Design voild for use orOV �flh hinek* connecton. This design h based a* upon parameters showm and Is for an hdividuck building cornponent. not
a truss system, Before use, the bultding designer ffwst vedly the applicability of design parameters; and property incorporate this design into the overall
bulkilm; design, Brocung indicated is to prevent buckling of individual Own "It and/or chord members a*, Additional temporary and permanent bracing
k otsvoys required for stability and to prevent colopse Win possVe personal " and property donvrats, For general guidance regarding the
fabrication, storage, delivery, erection and bracing at trusses and truss systems, See AffSVTPu Quality 0110do, DWS? and 11CS1 Sv#dhV Component
Scileflitriformalion ovoitabie from Truss Plate lnsfifvta218 N. Lee Street. Me 31Z Atexondrio, VA 22W4
7777 Greenback Lane
Sude 109
Cen. H6,41. N4 Q1,V
lVaugam M.
NOTES -
13) Hanger(s) or other connection device(s) $hall be provided sufficient to support concentrated load(s) 3753 to down and 299 lb up at 6.1-8, 1900 to down and 155 Ib up at B-0-12
, 1900 lb down and 153 lb up at 10-0-12,1900 lb down and 154 to up at 12-0-12, 1900 Its down and 154 to up at 14-0-12,2314 to down and 189 to up at 16-0-12, 2314 to
down and 189 to up at 18-0-12, 2314 Itt down and 189 to up at 20-0-12, 2314 to down and 189 to up at 22-0-12, and 2274 to down and 178 Its UP at 23-0-12, and 22461b down
and 480 Ib up at 24-11-4 on bottom chord. The designtselection of such connection device(s) is the responslbilfty of others,
LOAD CASE(S) Standard
1) Regular: Lumber Increase -1,15, Plate Incresse=115
Uniform Loads (pff)
Veit: 1-4-96, 4-9-96,10-16--14
Concentrated Loads (Ib)
Vert: 22-3763(F) 23--1900(F) 24-1 900(F) 25--1900(F) 26--1 9W(F) 27-2314(F) 28--2314(F) 29--2314(F) 30=-2314(F) 31-2274(F) 32--2246(F)
,& WARMMG. vereydissitgnpannnoors xndREAD NOTES ON TMS AND INCf.WEVMTEK WFERENce PAGEMO-1473 rev. 1"VZOIS BEFORE USE
Design va0d for use a* Win MTekO connectors, Thk design is based only upon paroarelen shoym, and is for an indvidvot bufiding co neat, not
o truss system Before use. the building designer must verity the oppicobAty of design parameters and property incorporate lhb design into the overOfl
buNding design, firocing indicated Is to prevent buck #ng of individual truss web and/or obord mensben a*. Additional lemporory and pernsonent broong
is otways rectuired for Ursteffity and to prevent colopse with possbrs personal Ir*xy and property donsoge. For Werol guidance regarding the
7777 Greonback Lane
fabrication, storage, defivety, erection and bracing of trusses and truss systems, see ANSOM Qvo#ty Csfesda, 0SI-99 and BCSI Building Component
sufte 109
So" information available from Truss Plate institute, 218 K tee Street,. Susie 312. Alexandria, VA 22314,
him. HM.W r.A 45
2-0-0 3.3-1
19
0
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL<
in
(Ioc)
Wall
Lid PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.45
Vert(LL)
O.
4-5
>9
240 MT20 9971144
TCDL 18.0
Lumber DOL 9.95
SC 0,09
Vert(TL)
-0.01
4--5
>999
180
BCLL 0.0
Rep ss Incr YES
0.00
Horz(TL)
-0.01
3
n1a
n1a
SCDL 7.0
Code IRC PI2007
(Matrix -M)
Weight: I I to V T = 00%
LUMBER- BRACING -
TOP CHORD 2x4 SPF NO:2 TOP CHORD
BOT CHORD 2x4 SPF NO2
WEBS 2x4 SPF NcL2 BOT CHORD
. , i ., .
Max Herz
Max Grav 5=446(LC 1), ,0
♦" t t...i M e or t..
TOP . CHORD tet"
Structural wood sheathing directly appy or 3-3.1 oc purlins, except
end veirtic ts.
Rigid ceiling directly applied or 10.0-0 oc bracing.
MiTek recommends that Stabilisers arta required cross bT g.r._
be installed during truss erection, its accordance with SIabilixer
NOTES
d
heights);left and rightt vertical left and
exposed; >•. *Oor; plate grip OL •0
2) Plates checked for a plus or minus 5 degree rotation about As center,
3) This truss has been designed10.0 pat bottomx.
vt..... x♦ derts) for truss to truss connections.
5) Provide
l connection (by others) of truss to bearing plate capable of withstanding too Its, uplift at joint(s) 5, 3, 4
t"Semi-rigid #.,.t .yWith fixedheels"Member end fixitwasy modelused in the analysis and design
of this truss,
WAM aNa . Verify design peramaters and READ NOTES ON This AND MFCLUDED MTEK REFERENCE PAGE Mil*7475 rov. 16=205 BEFORE USE...
Design valial for use only with WOO connedors, This design is based only upon parameters shown, enact is for an individual building coroponent, not
a truss system, Before use. the buitri ng designer must verity the appt cability of design parameters and properry incorporate this design into the overril
butiffing design, Bracing indicated is to prevent buckling of individuoi truss web for chord members only. Additional temporary and permoneni bracing
is istw ays recptrired for slabiiaty and to prevent coAapse with posstiote personal " and property dornoge, For generaxl guidonce regardirrgthe
fabrication storage, delivery, erection and bracing of trusses and taus systems. see ANSt/T?Il Quality Ct#erte, D56.64 nod BCSt 6uBding Component 7777 Greafthicir Lane
Sole br intohnottan owdobfe from truss Prate institute. 218 N. Cee Street, Suite 3P2. Ateu rs, VA 22314. Suite 109
7�oD o-ta,t -
...._,....._.�..........._........------
2-0-0
_..-.. 2 0-......,.___.....w_...._...».,�._..rv__...�.. 01
11-9
RM
NOTES-
1)
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL= 1 .60 plate grip DOL -1 60
2) Plates checked for a plus or minus 5 degree rotation about Us center.
3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to i for i truss connections,
3-191
"Semi-rigid r :#..s .#Member i fixity modelas used In theanalysis s design
March 31,2016
WARMeta . wortrydaslimparametens and READ NOTES OR MS ANO INCLUDED A87'8'K REFERENCE PAGE W 7473 rev. 1"V2416 BEFORE USE.
Design vat&d for use ons° with M reki6a connectors. This design b teas a* upon parameters shovm, and is for on individual buildirig Component. not
a tens system. Before use, the building deagner must verify the applicability at design parameters and propery, incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of indsuidval truss web and/or chord rnotntiers or*, Addill onrat temporary and permanent bracing
a oNvoys requred for stability and to prevent colopse with possible personal Intury and property damage. For general guidance regarding rding the
fabrication, storage, delivery, erection and bracing of trusses and truss sySteats, see ANSVTP t Quality Wind, DSS -89 and BC31 Sultding Component 7777 Greenness lane
Safety Information ova+tabke from truss Prate insfifute. 218 N. lee Street. Suite 312, Alexandra. VA 22314. safe 309
Citrus Heiahrc CA 95
LOADING (psf) SPACING- 2-0.0 CSI,
DEFL. in
(toe) Ildeft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.46
Vert(LL) 0.00
5 >999 240 MT20 197/144
T DL 18.0 Lumber DOL 1.15 SC 0.05
Vert(TL) 0,00
5 >999 180
SCLL 0.0 Rep Stress Incr YES WE 0.00
Horz(TL) -0.01
3 n/a n1a
BCDL 7.0 Code IRC20091TP1 7 (Matrix -M)
�..._
Weight: 6 t FT - 0%
LUAdI36Fi<. _..
BRACING -
TOP CHARD 2x4 SPF No.2
TDP CHORD
Structural wood sheathing directly applied or 0-11-1 oc purlins, except
BAT CHORD 2x4 SPF 240OF 2,OE
end verticals.
BS 2x4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
_
Mfrek re mends that Stabilizers and required cross b g
be installed during truss Erection in accordance with Stabilizer
.µ
REACTIONS. (lb/size) 5-53110-3-8, 3-193/Mechanical, 4-55PMechanical
Max Herz 5-161(LC 7)
Max Uplift 5--8 (LC 7), 3-193(LC 1), 4--66(LC 7)
Max Grav 5.537(LC 1), 3=49(LC 7), 4-28(LC 5)
FARCES. (to) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5-4721154
NOTES-
1)
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL= 1 .60 plate grip DOL -1 60
2) Plates checked for a plus or minus 5 degree rotation about Us center.
3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to i for i truss connections,
3-191
"Semi-rigid r :#..s .#Member i fixity modelas used In theanalysis s design
March 31,2016
WARMeta . wortrydaslimparametens and READ NOTES OR MS ANO INCLUDED A87'8'K REFERENCE PAGE W 7473 rev. 1"V2416 BEFORE USE.
Design vat&d for use ons° with M reki6a connectors. This design b teas a* upon parameters shovm, and is for on individual buildirig Component. not
a tens system. Before use, the building deagner must verify the applicability at design parameters and propery, incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of indsuidval truss web and/or chord rnotntiers or*, Addill onrat temporary and permanent bracing
a oNvoys requred for stability and to prevent colopse with possible personal Intury and property damage. For general guidance regarding rding the
fabrication, storage, delivery, erection and bracing of trusses and truss sySteats, see ANSVTP t Quality Wind, DSS -89 and BC31 Sultding Component 7777 Greenness lane
Safety Information ova+tabke from truss Prate insfifute. 218 N. lee Street. Suite 312, Alexandra. VA 22314. safe 309
Citrus Heiahrc CA 95
2-0.0 2-5-1
LOADING (pso
SPACING-
2-0-0
CS1,
TCLL
30O
Plate Grip DOL
1AS
TC 0.46
TCDL
18,0Lumber
DOL
IA5
SC 0.11
8CLL
00
Rep Stress Incr
YES
VV8 0.00
SCOL
7O
Code IRC2009ITP12007
(Matrix -M)
DEFL. In foc) Udell Lid
Vert(LL) 0,00 4-5 >999 240
Vert(TL) 0,00 4-5 >9" 180
Horz(TL) 402 3 Tire We
LUMISER- BRACING -
TOP CHORD 2x4 SPF No,2 TCP CHORD
SOT CHORD 2x4 SPF No,2
VVESS 2x4 SPF No.2 SCOT CHORD
NEACTIONS, (lb/size) 5=42810-3-8,3-32/Mechanical,4—IO/MechanicaI
Max Harz 3(LC 7)
Max UpI1115-56(W 7),3-60(LC 4),4--23(LC 7)
Max Grav 5=428(LC 1), 3-63(LC 5), 4-26(LC 2)
FORCE& (to) - Max, Comp,/Max. Ten. -All forces 250 Qb) or toss except when shown,
TOP CHORD 2-5-387197
Weight: 10 Its FT = 0%
Structural wood sheathing directly applied or 2.5-1 oc puffins, except
end vartlicals.
Rigid Calling directly aPPIled or 104)-0 Do bracl%
7ek
a that Stabilizers and reuired cross bracing rec= q
truss erection in accordance with Statiffize7f
t, Installe
•
heights); cantilever left and right exposed; end vertical left and Tight exposed; Lumber DOL=1,60 plate grip DOL=1.60
2) Plates checked for a plus orminus 5 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load noriconcurrent with any other live loads,
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3,4.
6) "Semi-rigid pftchbreaks with fixed heele Member end fixity model was used in the analysis and design of this truss,
MWERROM
WARNING - Vesify design pirrainisdirs and READ NOTES ON MS AND INCLUDED AVTEX REFERENCE PAGE W-7471 see, 1"JAWIS BEFORE USC
Design valid for use a* with Weiss connectors, This design Is based a* upon parameters shov^ and is for an inchMducit buikling component, not
a truss system, fiefore use. the building designer must verity the app5cabi1ity of design parameters ondprop erty Incorporate this design into the overoli
iqdNWooI truss a*, Additional ie oar and pennarient bracing
is
building design. Bracing hdicated is to prevent buckling of web and/or chord members
is a required for stotaRy and to prevent cofirsone Win possible personat " and propedy damage, For general Qvidonce, regarding the
fabrication, storage, defivery erection and brocing of trusses and truss systems. see ANSVIPII Qv*My Cuteda, OSS -91 and SCSI fivIldIng component
7177 Grossibesk Lane
Solely Intismallon ovaliablis from Inns Prole Institute, tie K Lee Street, Suite 312, Atex a,. VA 22314,
side 109
, itrre HiskiNs hA 45A
7-t
sm
e4
LUMBER- BRACING -
TOP CHORD 2x4 SPF Na.2 TOP CHORD
BOT CHORD 2x4 SPF No.2
BS 2x4 SPF No.2 BOT CHORD
REACTIONS. , y _
Max Herz 4=82(LC 7)
Max UpI#t2-44ft-C 7)
Weight: P th FT -O%
Structural wood sheathing directly applied or 3-7-3 Dc purlins, except
end verficals.
Rigid ceiling directly applied or 10-0-0 nc bracing,
Cii-k ra mends that Stabilizers and required moss bracing
be installed during truss erection, In accordance with Stabilizer
NOTES-
1)
heights);e•s .• • } vertical left and fight exposed;} DOL -1 }t plate grip DOL=1 YF
2) Plates checked for a plus or minus 5 degree rotation about its center,
3) This truss has been designed for a 10,0 psf bottom chord We lead nonconcurrent with any other live loads,
4) Refer to } for } truss connections,
Provide
mechanical! ". (by others)to bearing plate..#>} of withstanding 100 Ib uplift
;) "Semi-rigid phchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
WARNING - Vellydairigntrwarrokers and READ NOFEs ON rms AND ANCLuor-o ABreK REFEREA"CE PAOE — rov„ 1-45 BEFORE USE.
[design vslid for use anty with Mire connectors. This design B based a* upon parameters showm and is for can individual buNdilo corrPonent, not
a truss system. Setons use, the building designer must verity the areckoleffity of design parameters and Property lncorporata this denign den"into the overoO
building design. Bracing indicated k to prevent buckAng of individual truss web and/or chard members only. Additiorof temporary and permanent bracing
is always required for stobRty and to prevent coAapse with possible pennant injury and property damage. For general guidance regautino the
fabrication, storage, deyvery, erection and bracing at busses and truss systems. sea ANSI/TP{t Quality Ca#osla, DS4.84 and SCSI 111114ding CamPonsnt 7777 Greenback Lane
Saioty throutration avasiabie from Truss Prate institute. 218 N tee Street. Suite 312, Aletxondrio, MA 22314. suite 109
rif—HatoNs rA Q&
LOADING first)
SPACING-
2-0-0
CSB.
TCLL
30.0
Plate Grip DOL
1.15
TC 0,23
TCDL
18.0
Lumber DOL
9.15
BC 0.12
BCLL
0.0
Rep Stress Incr
YES
W8 0.00
BCDL
7.0
Code IR 2 fTPt2007
(Matrix -M)
e4
LUMBER- BRACING -
TOP CHORD 2x4 SPF Na.2 TOP CHORD
BOT CHORD 2x4 SPF No.2
BS 2x4 SPF No.2 BOT CHORD
REACTIONS. , y _
Max Herz 4=82(LC 7)
Max UpI#t2-44ft-C 7)
Weight: P th FT -O%
Structural wood sheathing directly applied or 3-7-3 Dc purlins, except
end verficals.
Rigid ceiling directly applied or 10-0-0 nc bracing,
Cii-k ra mends that Stabilizers and required moss bracing
be installed during truss erection, In accordance with Stabilizer
NOTES-
1)
heights);e•s .• • } vertical left and fight exposed;} DOL -1 }t plate grip DOL=1 YF
2) Plates checked for a plus or minus 5 degree rotation about its center,
3) This truss has been designed for a 10,0 psf bottom chord We lead nonconcurrent with any other live loads,
4) Refer to } for } truss connections,
Provide
mechanical! ". (by others)to bearing plate..#>} of withstanding 100 Ib uplift
;) "Semi-rigid phchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
WARNING - Vellydairigntrwarrokers and READ NOFEs ON rms AND ANCLuor-o ABreK REFEREA"CE PAOE — rov„ 1-45 BEFORE USE.
[design vslid for use anty with Mire connectors. This design B based a* upon parameters showm and is for can individual buNdilo corrPonent, not
a truss system. Setons use, the building designer must verity the areckoleffity of design parameters and Property lncorporata this denign den"into the overoO
building design. Bracing indicated k to prevent buckAng of individual truss web and/or chard members only. Additiorof temporary and permanent bracing
is always required for stobRty and to prevent coAapse with possible pennant injury and property damage. For general guidance regautino the
fabrication, storage, deyvery, erection and bracing at busses and truss systems. sea ANSI/TP{t Quality Ca#osla, DS4.84 and SCSI 111114ding CamPonsnt 7777 Greenback Lane
Saioty throutration avasiabie from Truss Prate institute. 218 N tee Street. Suite 312, Aletxondrio, MA 22314. suite 109
rif—HatoNs rA Q&
PrAZIORM
NOTES-
1)
lly; MWFRS (all
#... # rightexposed end ! exposed; i #e # grip fit:«
3) Plates checked for a plus or minus 5 degree rotation about its center.
4) This truss has been designed for a 10,0 get bottom chord live load nonoDmurrent with any other live loads,
5) Refer to girder(s)f # connections,
f# M #:... ♦ #".:.. ! .l.. # t as
«#
7) 'Semi-rigild pitchisfeaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
L
k
ILI
nag a
WAR NB w VNWI+dosign Parameters and READ NOTES ON TIES AND WCLUDED WEK REFERENCE PAGE W7472 rev. MOV201S BEFORE !BSE..
5
4x4 --4
�Milk
prevent
Is oNvoys required for stablitty aced to prevent colopsewrim possible personal iii and property damage. For general 0donceregording the
2X4 it
fabrication, storage, detvery, erection and bracing of trusses and truss systems, sea ANSi/t?II Q CrSerta, OSS -$9 and SCSI S 4ag Component
e 7777 Grearnbsok Lana
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 3 f 2, Atex ia. VA 2'2314,
cutte 109
w �...�
� .� m
LOADING (pt) sPAc:rte. 2-0-0
CSL� ..��
DEFtw, in
(toe) Well Lia PLATES GRIP
TCLL 30,4 Plates Grip DOL 1.15
TC 0.65
Vert(LL) -0.07
4-5 >997 240 MT20 9871144
TCOL 18.0 Lumber DOL I 15
BC 4.31 I
Vert(TL) 0 14
4-5 >486 184
BCLL 0.0 Rep Stress Incr YES
0 O6
Horz(TL) -0.00
4 ria n/a
BCDL 7.0 Code IRC2009ITP12007
(Matrix M)
Weight28 tb FT = 0%
LUMBER-
BRACING -
TO CHORCI 2x4 SPF No.2
TOPCHORD
Structural wood sheathing directly applied or 6-0.0 oc purlins, except
BOTCHORD 2x4 SPF No,2
end verticals.
BS 2x4 SPF No.2
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing: _
MITek re;a ;mends that Siabiitzdrt; aand ragulred cross bracing
be Installed during truss erection in accordance with Stabilizer
.
REACTIONS. (lb/size) 5=566/4.3.8, 4=270/Mechanical
Max Hort 5=249(1-C 7)
Max Uplift 5--104(LC 7), 4--109(LC 7)
FORCES. (Iia) - Max. Comp./Max, Ten.. All forces 250 (Ib) or less except when shown.
TOP CHORD 2-5-525/128
NOTES-
1)
lly; MWFRS (all
#... # rightexposed end ! exposed; i #e # grip fit:«
3) Plates checked for a plus or minus 5 degree rotation about its center.
4) This truss has been designed for a 10,0 get bottom chord live load nonoDmurrent with any other live loads,
5) Refer to girder(s)f # connections,
f# M #:... ♦ #".:.. ! .l.. # t as
«#
7) 'Semi-rigild pitchisfeaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
L
k
ILI
nag a
WAR NB w VNWI+dosign Parameters and READ NOTES ON TIES AND WCLUDED WEK REFERENCE PAGE W7472 rev. MOV201S BEFORE !BSE..
Design valid for use onty with MiTek@ connectors. This design IS, based only upon parameters shown, and is for an individual building component not
a truss system. Se€oro use, the buildingdesigner must verity the o ty of design parameters acrd property incorporate this design into the overall
building design. gracing iodicated kto bucking of Ind . truss web and/or chord me only Addie t temporary and }permanent bracing
�Milk
prevent
Is oNvoys required for stablitty aced to prevent colopsewrim possible personal iii and property damage. For general 0donceregording the
fabrication, storage, detvery, erection and bracing of trusses and truss systems, sea ANSi/t?II Q CrSerta, OSS -$9 and SCSI S 4ag Component
e 7777 Grearnbsok Lana
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 3 f 2, Atex ia. VA 2'2314,
cutte 109
6.4.7
ME
LOADING
0
TCLL
X0
Plate Grip DOL
1,15
TCOL
18.0
Lumber DOL
1,16
SC 0.58
Vert(Tl) -0.25
4-7 >294 180
L
WS 0.05
Code �0- 0
LUMBER-
TOPCHORD
SOT CHORDNO,
WEBS 2x4 $PF No,2
SLIDER , n
NEACTIONS,
Max Herz x
Max UpUft46SLC 7)
FORCES. (lb) -Max, Comp./Max. Ten. -A# forces 250 (lb) or less except when shown.
WESS 3-4-259/71
NOTES-
hefghts)�and right exposed;} vertical left and rightexposed; Lumber DOLe1,60 plate } i DM. +♦
2) Plates checked •
t r been degree
3) This truss has %0 Pat bottom chord live load nonconcurrent: other live loads,
YF
4) Refer M rtt" � for 1 truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 4.
6) "Semi-rigid pitchbreaks Wth fixed heels" Member end fixity model was used in the analysis and design of this tross
E
,& WARIONG - Vffy dis,09a pstsurrouirit led READ, NOTES ON TerS AND IMCLOVED Aln"EX REFEREWE PAGE W-7471 tw. IM03*015 BEFORE USE'
Design valid for use only with Nttek* connectors, Tire design Is based onts, upon parametess shown. and Is for on individucA truilding component not
CSI.
DGFL. in
(for) Vdef1 lid PLATES GRIP
r.
TC 0.79
Vert(LL) -010
4-7 >730 240 MT20 197/144
SC 0.58
Vert(Tl) -0.25
4-7 >294 180
WS 0.05
Horz(TL) 0.08
1 are nla
(Matrix -M)
tight. 21 its FT - 0%
BRA IRG-
TOP CHt3RD
Structural wood sheathing directly applied or 6-0-4 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oe bracing"
MiTek re ds that Stabilizers and required cross bracktg
_
be installed during truss erection, in accordance with Stabilizer
FORCES. (lb) -Max, Comp./Max. Ten. -A# forces 250 (lb) or less except when shown.
WESS 3-4-259/71
NOTES-
hefghts)�and right exposed;} vertical left and rightexposed; Lumber DOLe1,60 plate } i DM. +♦
2) Plates checked •
t r been degree
3) This truss has %0 Pat bottom chord live load nonconcurrent: other live loads,
YF
4) Refer M rtt" � for 1 truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 4.
6) "Semi-rigid pitchbreaks Wth fixed heels" Member end fixity model was used in the analysis and design of this tross
E
,& WARIONG - Vffy dis,09a pstsurrouirit led READ, NOTES ON TerS AND IMCLOVED Aln"EX REFEREWE PAGE W-7471 tw. IM03*015 BEFORE USE'
Design valid for use only with Nttek* connectors, Tire design Is based onts, upon parametess shown. and Is for on individucA truilding component not
a truss system, Before use, the building designer must vedly the appicabiffir of design parameters and property incorporate this design into the overall
bv4ding design, ikocing hd�cahrd Is to bucking individual tons wvb and/or chord members onty. Additional temporary and peas)anent brockrg
prevent of
is oKvoys required for stability and to prevent collapse Win possibie personal firsoxy and property derrieres, for General guidance regarding the
r.
fabrication, storage, deirvery, erection and bracing of trusses and truss sYsterns, see ANSuIPIT ! • 1 ... .rt .asComponent*^
eSafety
Information avoliabre from Truss Piate insfftuhs2 W N, Lee Skeet. Suite 3 1 Z Alexandra, VA 22314,
240 4-0.5 2.0.0 1-11.11
ow
Plate ti sea S ?C.YI--J
LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (too) Well Lid PLATES GRIP
TCLL 30.0 Plate Grip DLit. 1.15 TC 0.44 Vert(LL) •0.01 7-8 >999 240 MT20 1871144
TCDL 18,0 Lumber DOL 1.45 BC 0.13 Vert(TL) -0.02 7.8 >M 180
BCLL 0.0 Rep Stress Ina NO WB 0.06 Horz(TL) -0.01 2 life pro
BCDL 7.0 Code IRC2009/TPI2007 (Matrix -M) lght; 39 ib FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOPCHORD Structural wood sheathing directly applied or & or, Puffins, except
BOT CHORD 2x4 SPF No,2 end verticals, and 2.0-0 oc puffins (6-0-0 ,):4-5.
BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1010.0 oc bracing. mm
SLIDER Leff 2x8 OF 195OF 1.7E 1 MiTak re nds that Stabilizers and requked cross b g
[be installed during truss erection, in accordance with Stabilizer
Ans
REACTIONS. (Ib/size) 2=607/0-5.8, 7-367/Mechanical
Max Horz 2-185(LC 15)
Max Uplift 2--146(LC 7), 7=-83(LC 4)
FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 3.4--33
BS 5-7-313199
NOTES -
1) Wind: ASCE 7-05; 105mph; TCDL-10.8psf, CDL=4.2psf; h=158; B=45fi; L-24ft; eave-4it; Cat. It; Exp C; enclosed; MWFRS (all
heights); cantilever teff and tight exposed; end vertical left and right exposed; Lumber L=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water pending.
3) Plates checked for a plus or minus 5 degree rotation about its center.
4) This truss has been designed for a 10.0 psi bottom chord live Wad nonconeurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by anthers) of truss to beating plate capable of withstanding 100 Its uplift at joint(s) 7 except (jt=tb)
2-146.
7) "Semi-rigid pI#chbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss.
8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Wads) 110 lb down and 211 to up at 4-0-5 NDO G' L
on bottom chord. The design/selection of such connection device(s) is the responsibility of others, ee•eO °«ee tS�
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) Regular. Lumber Increase -1,15, Plate Increase=1.15 .
Uniform Loads (pit) , 01
Vert; 1.4-96,4-5=-96,5-6-96,7-9--14is
Concentrated Loads (to) . fit *: � ICC"'
Vert:8=83(8) 01-,"* ee' �{
5/0 A"L- \
March 31,2016
WARNlNO . k dr+s6ga paraara and R'E'AD NOTES ON "# $ AHO PHCtuatle rafTEK REFERENCE PAGE W7473 rev. f 0,tt t& BEFORE USE.
Design valid for use sant wllh NUTeksill connectors, This design 9s based airy upon porometers Shawn. and is for can individual building component, not
a truss system. Before use, the bukfing designer must verity the applicatelty, of design parameters and Property Incorporate this design Into the overall
indicoted to buckfing individuall truss chord members onty. Additional temporary and permanent bracing
`
butding design Bracing is prevent of web and/or
is chrroys, required far stabiNy and to prevent coWpse with possible personal ° and property don e. For general guldonce regarding the
77 7774 Green tens
fabrication, stomak, delivery, erection and brocing of trusses and truss systems, see ANS Pit Pit croada, DSB=BY card BCS/ Ins"Ing Camp
77
losSwiss«
Safety Nrformakhan available from Truss Plate Institute, 218 N. lee Sheet. Suite 312, Apexancim, VA 22;}14,
Rklhk rn ars
2-0-0 6-8-5 1-3.11
5,6 =2X4 It Sessie = 1.26.3
LOADING (PSO
SPACING-
2- 00
C`
TOLL
3CW
Plate Grip DOL
1.1`5
TOO
TCOL
18.0
Lumber DOL
1,15
C
BOLL
00
Rep Stress trier
YES
WE O.W.
SCOL
7"0
Code IRC2009tTP12007
(matres-]
DEFL. in (fee) Well Ud
Vert(LL) -0,14 6-9 >687 240
Vart(TL) -0,38 6-9 >245 180
Hotz(TL) 010 2 Trial bid
LUMBER- BRACING -
TOP CHORD 20 SPF No.2 TOP CHORD
BOT CHORD 2x4 SPF No2
WEBS W SPF W2 BOT CHORD
SLIDER Left W OF 195OF 1.7E 1-6-0
REACTIONS. (lb/sIze) 2-64810-5-8,6-4081filechanical
Max Herz 2=200(LC 6)
Max Uptift2-11 l(LO 7),6-53(LC 4)
FORCES. (lb) -Max, Comp,IMax. Ten, -All forces 250 (to) or less except when shown,
TOP CHORD 2-3-2721277
WEBS 4-6-291163
Structural wood sheathing directly applied or 3-9-12 be pudins, except
end verticats, and 2-0-0 DO purims: 4-5
Rigid ceiling directly applied or 10-0-0 oc bracing.
W
iT—e6icchimenth
ds at Stabilizers and requited cross bracing
M
bleTin'statted during truss erection, in accordance with Stabilizer
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) VAiC ASCE 7-15; I*Srap%; K -1141k 2-451t; L-24ft; o2va=4t; CN. it; Ex�p C; exicissfi; IAWFAS (all
heights); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=I 60 plate grits DOL -1 60
3) Provide adequate drainage to prevent water ponding.
4) Plates attacked for a plus or minus 5 degree rotation about its center,
5) This truss has been designed for a 10,0 pst bottom chord live load nonconcuffent with any other live loads.
6) Refer to girder(s) for truss to truss connections.
7) IF rtvitis m4chanical canne-e0m 0 tryss N, 4 e&4747,1&te c-.�iaw"f witxiststifIfint I fit, 4 %ijifill A pilAhs) 1. PxceFt 0
2-111
8) "Senti-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
9) Graphical pudIn representation does not depict the size or the orientation of the purfin along the top and/or bottom chord,
WAWNQ. Vder dission parasselws siad READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE W7473 tali.. 140=015 BEFORE U$E.
Design vdid for use cant/ with M7ek,* connectors, This design 4 based only upon parameters shOArs, and is far an individual butiding Coffsporsent not
a truss system. Berens use, the building designer must verity the applicability of design parameters and property Inco. to the design Into the overag
b0ding design. Bracing indicated Is to prevent buckfing of individuat truss web and/or chord assurhers orgy. Additrand temporary and permanent bracing
is orvmys required for stability and to prevent coWpseMth possible personal " and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and Iran systems. see AN$PIT Quietly Criteria, 0$0-89 and SCSI BuildingComponent 77" Gree nted Lane
Safety Information ovoilabie from Truss Plate Institute, 218 N, Lee Street, Suite 312, Arexandr., VA 22314. Suite 109
Ciford 1-160141 CA 95
34-0 6-8-7
903MI]EM
ME
LOADING (PSO
SPACING-
2-0-0
CS),
DEFL,
in
(fact
Well
Lfid
TCLL 30,0
Plate Grip DOL
1.15
TC 0,33
Vert(LL)
409
4-6
>822
240
TCDL 18,0
Lumber DOL
115
BC 0,37
Vert(TL)
417
4-6
>438
180
BOLL 0,0
Rep Stress Iner
NO
WS 0.03
Horz(TL)
-0.00
4
Na
We
SCOL TO
Code IRC2009frPI2007
(Matrix -M)
LUMBER- BRACING -
TOP CHORD 2X6 SPF 2100F 1,8E TOP CHORD
BOT CHORD 2x4SPF NO,2
WEBS 2X4 SPF NO,2 BOT CHORD
REACTIONS. (lb/Size) 5-625/0-", 4-292/Mechanical
max Harz 5=203(LC 6)
Max UplJftSI64(LC 7), 4--48(LC 4)
FORCES. (lb) -Max, Cornp,/Max, Ten. -All forces 250 (lb) or less except when shown,
TOP CHORD 2-5-601/179
N�M
Weight: 38 in FT - 0%
Structural wood sheathing directly applied or 6-0-0 oc puffins, except
end v.rlicals,
Rigid calling directly applied or 10-0-0,m bracing,
MiTak recommend$ that Stabilizens and required cross bracing
be Installed during truss erection, in accordance vain Stabilizer
NOTES -
1) Wind: ASCE 7-00.$psf*, SCOL-4.2fisf, h=15ft; B-45ft; L=24ft; eave=4ft; Cat, ff; Expr C,- enclosed; MkAfRS (all
heights); cantilever left and right exposed; end vertical left and fight exposed; Lumber DOL- 1,60 plate grip DOL -1,60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads,
4) Refer to aer(s) for truss to truss connections.
5) _*U'V14c, r'500'66fcal Osi ra'keCtilit (1wy *tNers),iff tiv ss I if ke a"& stlato %2 wO, st stmft * I 1,* 11, YpILK at 14, int( s) 't excV;0 otN�t
5-164
6) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in The analysis and design of this truss.
7) 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) Regular, Lumber Incifease-1, 15, Plate increase- 1, 15
Uniform Loads (pit)
Vert: 1.2-96
Trapezoidal Loads (pit)
Vert: 2--4(F-46, 8=46lto3m160(F-32, B=-32), 5=0(F=7, 8 -7) -to -4-23(F-5, S-5)
,& WARNING - V.W dessvirsipwarneCars and READ NOTES ON M$ AMO INCLUDED WTVK REFERENCE PAGEA10-7471 rat. rOM34fishi BEFORE USE,
Design Yofid for use only with Weblit connection, This deign b based sint/ upon porometers shown, and is for an individual holding component, not
a trIns, system Before use, the building designer must verity the opploob" of dertgn porometers and property k1corporoet this design into the Overall
butiding design. Bracing lndkoted Is to prevent buckling of individual truss web and/or chord members only, Additional iernporary and permanent bracing
is oMmys required for stability and to prevent colame Wth positete personal injury and property dornoge. For general guidance regarding the
obricallon, storage. delivery, erection and bracing of trusses and fma systerns, see
Solely Intowitivallon ovallable from Truss Note lnsfitvtsr. 218 N. Lee Street, Suite 312, Atexandria, VA 22314,
ram
3-4-O 447
4X4 '='�
3
LOADING (pso
SPACING-
2-0-0
CSL
TCLL
30.0
Plate Grip OOL
1.15
11
TC ft�i
TCOL
180
Lumber DOL
IAS
SC . I
BCLL
O'D
Rep Stress Iner
NO
WB 0,
SCDL
7O
Code IRC2009/TP12007
(Matrix -Al
DEFL41 (10C) Well Ud
Vert(LL) -0,00 4-5 >999 240r
Vart(TL) -0.00 4-5 >999 180
Horz(TL) .0,00 4 rue n/a
LUMBER- BRACING -
TOP CHORD 2x6 SPF 210OF 1,8E TOP CHORD
SOT CHORD 20 SPF No.2
WEBS 20 SPF NO,2 HOT CHORD
REACTIONS. (lb/size) 4-1871hilecharical, 6-933106-9
Max Horz 6=144(LC 4)
Max UP11114-187(t-C 1), 5-293(LC 7)
Max Grav 4= 106(LO
FORCES, (1b) -Max, Comp./Max. Ten. - Ali forces 250 (lb)or less except when shown.
TOP CHORD 2-3-801496
WEBS 2-5=-"8/299,3-5--612/128
Weight: 27 to FT = 0%
structural wood sheathing directly applied or 4-0-7 oc purfins, except
end verticals.
Rigid ceiling directly applied - 10-0-0 oc bracing, _iiioss —bracing
U1MfTek re ends that Stabilizers and required (
.1t a Installed duMg truss ametion, In accordance A
NOTES -
1) Wnd� ASCE 7-05� 105m^ TCDL=10,8psf; BOOL-42issf; h-15ft; 8=45ft; L-24ft; eave-4ft; Cat. fl; Exit C� enclosed; MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip 0OL=1 A0
2) Plates checked for a plus or minus 5 degree rotation about its center,
3) This truss has been designed for a 10O flat bottom chord live load nonoonourrent with any other live loads,
4) Refer to girder(s) for truss to truss connections,
5-293.
6) "Semi-rigid pitchbreaks with fixed heels' Member end fixfty model was used in the analysis and design of this truss.
S&WAMNS - Vwgr n peri ecQra and READ NOTES ON POS AND INCLWED "TEK REFERENCE PAGE A 147 rev,
Design valid for use only, with Wff" connectors, This design Is based at* upon parameters shown, and 4 for an individual bv4ding component, not
the building the design and awe ate the design Into the overall
Me I
a truss system. Before use, deagner must verity applicobifty, of parameters property
bu#dkV design. Brocirig indicated is to prevent buckling of individual truss web and/or chard members only. Additional remborary and permanent bracing
is ofvoys requied for stability and to prevent colopse Wth possible perurnal InAny and property damage, for general guidonce regarding the
lobrication, storoge. delivery, erection and bracing at trusses and truss systems, see ASSI/Ttli o"ifyCit heia, OSB -89 and SCSI SuNdlingCompaneof
7777 Greelsbark Lane
Suite 109
Safety information avollable- from mass Prole Institute, 216 K Lee Stonst Suite M, Alexandria VA 22314,
oit HeiaWs r.A 41M
Zl-U-U 4-0�0 b�su zr-O-V 1-
MM
EM
MM
12 a
500 If 6X6 -- Us exe 5XIO 11
LOADING (Psf) SPACING- 2-0
CSL
TCLL '00 1. Grip DOL 1, lf�s TC 059
TCDL Lumber DOL lX5 SC 0.34
SCLL 0�00 Rep Stress Incr NO WB 0,48k.
SCOL TO Code IRC2009ITP12007 (Matriff-M)
WARMING - Verify design isesounstors and READ NOTES ON THIS AMD WC(,WEV "TEX REFERENCE PAGE W7473 ray. lasit"0158EFOREM'
Design for with MTek* connectom This design e based oust, upon Possirrahers shown, and Is for on indsAdvol bulkling component, not
void use only
a huls system. Before use, the butitfing designer must vedly the opplicribifity of design parameters and propery Lincorporote, this design into the OvV011
building design, firackv indicated 4 to prevent buckling of thdividual Trust web ondlor chord menstsers only, Addiflonat temporary Ond Permanent tor—ing
is afoosys required for slobtsity and to prevent colapse with possible personol k*xy and property domoge, for Werot guidance regonling the
7777 Graersback Lane
fistricatkmstorage, delIvery, erection end brocing of trusses ond truss systems. see ANSI/Tril Qvo_my crifintis, D$0,89 and VCSI Building Component
suite 109
Safety Intervention ovoRoble from Truss Prow institute. 218 N, Lee Street, Suite M, Alexandria, VA 22314.
crms Haid'sts CA 95810
LOAD CASE(S) Standard
Concentrated Loads (W)
Vert: 11-330(F) 9--330(F)
,&WAAWNQ - Vargydissrstfitp1werssrstors and READNOMS ON rNIS AND WCIWED WtEKREFERENCE PAaEW7471,lrov, 14017015 BEFORE USC
Design volt for use orgy v,4th WTeW& connectors, This design is bored only upon pommesters shoo .sand is for on individual buMingeornponent, not
a truss system Sefore, use, the budding designer most verity the applicability of design powassrelen and property incorporate this design into the overall
truss onty. Additional temporary and permanent bracing
bulklit'rg destgn. isrocing indicated is to prevent buckfing of insiNkfud web and/or chord members
is always required for stablily and to plevent cologne YAM possible personal injury and properly damage. For derworof quidonce regarding the
7777 Ofiresessa Lane
fobsicrifion, storage, delivery, erection and bracing of trusses end tons systems see AN$I/TPIT Quality CAlphs, DSD -E4 and ECSL SuMag Component
Suite 109
Safety Information available from Truss Plain tratituits, 218 I,L Lee Skeet, Suite 3i2, Alexandra. VA 22314,
Citrus Heldhill CA 954
E=
00-u 4 -U -V 4-UIV - .
M=
U4 =
U�
2X4 It 4X8 3x4 US 2X4 11
4
LOADING lost) SPA GING- 2-00 CSI. DEFL, in (loc) Udefl Ud PLATES GRIP
TCLL 30,0 Plate Grip DOL 1,;5 TC 0,58 Vert(LL)240
-0.09 8-10 >999 4 MT20 1971144
TCOLLumber DOL 1,15 BC 0,43 Vert(TL) -0.21 8-10 >999 180
BCLL 00 Rep Stress Inor YES M 0.24 Horz(TL) 0,02 7 bra he
BCDL 7.0 Code IRC P12007 (Matref-M) Weight: 85 to FT - 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4.0-8 oc Puffins, except
BOT' CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-4.
MBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
[Ali i-k-ricorrithends that Stabilizers and required cross bracing M
:hrinstal Installed during truss erection, In accordance with Stabilizer
REACTIONS. (lb/size) 11-101710-5-8,7-1247/0-3-8
Max Harz 11-181(LC 5)
Max Uplift I 1-76(LC 7), 7.162(LC 7)
FORCES. (lb) -Max, Comp./Max. Ten, -All forces 250 (kb) or less except when shown.
TOP CHORD 1 -2 -1204/130,2 -12--885/149,12-13--8871149,3-13=-889/148,3-4-8631141,
4-5-1190/129,1-11--987/91, 6-7--12171178
BOT CHORD 9-10-0/1060,8-9-0/1060
WEBS 3-10--343174, 3-8--366173, 1-10-0f746, ".0095
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 105rnph; TODL-10.8psf,, BCDL-4,2psf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed", MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL -1,60
3) Provide adequate drainage to prevent water pending.
4) Plates checked for a plus or minus 5 degree rotation about its center,
5) This truss has been designed for a 10,0 par bottom chord live load nonconcurrent with any other five loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except {jt -lb)
7-162.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord,
0 soo,�
0 0 000
0 10 00
00
018
OW -
March 31,2016
,&WARMNO. Vwflydisatin poraorstars sodREAD NOTES ON THIS AND INCLUDED MrEX REFERENCE PAGE M*7473 rev. 14,011015 BEFORE USE
Oesign voNd for use only with Woos connectors. This design Is based onty upon parameters shown, and is for on indvidud building component, not
a truss system, before use. the building designer must verify the opplicabifty, of design parameters and property Incorporate this destign We the overall
buliding design. firadng krdicoted is to prevent bucking of esdividurst Truss web eddies chord members only. AckfitiDnot temPOMIY and permanent bracing
is orvays rebuked for stooffity and to prevent colopse with possible personot iniury and property domoge. for genercd guidance regoding the
fabrication, storage, detiverr, erection and brocing of trusses and truss systems, see ANSI/T1110volff no Adtn m on 7777 Greentrack Lane
h�Cjffedo,M-890 11CSt1h) 9 CA PO 0 f spur
$aferybudsmanop avo#abW from Truss Plate essfitufic 218 N. Lee Street. Suite 312, Albsoncho, VA 22314. Citru209
Gatos HesaMs CA 956 to
9M
7-" 2-"
US = SX6 =
9
3x4 11
US
4X4
Rate 9ft4gtt XY)-_11 dige 0 1 14112 3:�0&2_ --4:,8 Edgej 8 02 1 Z,0:9i-Qj__
-C - -9- [lk_ &K0 — L
LOADING (psfI
SPACING- 2-0-0
CSI.
DFL..
in (toc)
Well
laid
TCLL 30.0
Plate Grip DOL 1.15
TC 0,81
Vert(LL)
-0,06 8-9
>999
240
TCDL 18,0
Lumber DOL 1.15
SC 030
Vert(TL)
-0,13 8-9
>999
180
BOLL 0,0
Rep Stress Incr YES
VVIB 0.14
Horz(TL)
0.02 6
Sita
Site
BCDL 7.0
Code IRC2009fTP12007
(Maft-M)
LUMBER- BRACING-
TOPCHORD 2x4 SPF No.2 'Except' TOP CHORD
1-2: 2x4 SPF 165OF 1.5E
BCT CHORD 2x4 SPF No.2 BOT CHOIR
WEBS 2x4 SPF No,2
REACTIONS, (lb/size) 9-1017/0-",6-124710-3-8
Matt Horz9--211(LC5)
Max Uplift9-217(LC 7),6-303(LC 7)
FORCES. (to) - Max. Comp./Max. Ton, - All forces 250 (Its) or less except when shown.
TOP CHORD 1 -2 -1180/293,2 -10--833/329,3-10=-833/329,3-4--11761297,1-9--969/243,
4-6-11991329
BOT CHORD 8-9-1151357, 7-8--4/814
WEBS 1-8-22/576,4-7=0/575
N
Weight: 87 lb FT = 0%
Structural wood sheathing directly applied or 3-3-3 is purtins, except
enY verticals, and 2-" Do purfins (6-"
Rigid calling directly applied or 10-0-0 Do bracing,
-s —braci
MfTak recommends that StabRizers and requited cro--ing
[Jbe installed during truss erection, in accordance with
NOTES -
1) Unbalanced roof live foods have been considered for this design.
2) Wmd� ASCE 7-05, 105mph; TCDL-10.8psf; BCOL-42psf, h=15ft; 8=45ft� L=24ft; eave-4ft; Cat, H; Exp C; partially; MWFRS (all
heights); cantilever left and right exposed; and vertical left and eight exposed; Lumber DOL -1,60 plate grip DOL=1,60
3) Provide adequate drainage to prevent water pending, 1
4) Plates checked for a plus or minus 5 degree rotation it. its *enter.
5) This truss has been designed for a 10,0 psf bottom chord five load nonooncurrent with any other live toads,
,& WARNM - V.* design parmirsiters said MAD NOTES ON Ties AM INCLUDED WTEK REFERENCE PAGE W-7472 rvr 1003,1015 BEFORE USE
Design vdid for use only Win Mfleisls connectors, this design 4 Dosed onty upon parameters shmAn, end is for an 10drAdud building component, not
o truss system. Before use. the b0ding designer must verity thea colofity of design parameters and Property inCOWrOte this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web ond/or chord members only. Additional temporary and perrivehent bracing
is oNvoys required for sk"Bor, and to prevent colame with possibie personof infury and property da e. For general gvidonce regarding the
fabskation, storage, deRvery, erection and brocing or Boons and tons systems, See ANSun'll Quality Cdret% DS11-01 and ACSI Building Component
safety information ovakible from Tons Note institute, 298 N. Lee Street, Suite 312, Atexondria, VA 22314,
2-8-0
}.._.m.....e..__,...,.... �__ _.S 0.0 - _...._ 2,0-0_.._ .. 4,1-4 ..,_ 4-4.12 2.0-0_ -V..{
SAS = 08
12 — to
3x4 `.
3x4 3x4• 3x99 '"` 3x4 ="
Pint QfWS
LOADING (psi} SPACING- 2-0-0 CSI. DEFL, In (too) Well Ltd PLATES GRIP
TOLL 30.0 Plata Grip DOL 1.45 TC 0,76 Vert(LL) -0.13 10-12 >999 240 MT20 1971144
TCDL 18.0 Lumber DAL 1.15 8C 0.46 Vert(TL) -0.2710-42 >818 186
8CLL 0.0 Rep Stress tncr YES WB 0A3 Horz(TL) 0.63 8 n/a nCa
SCOL 7.0 Coda 10200 PI2007 (Matrix -M) Weight 98 Ib FT = 0%
LUMBER- .._ .._.. _._.�.�, .. BRACING -
TOP CHARD 20 SPF No.2 TOP CHORD Structural wood Sheathing directly applied or 2-10.13 oc purtins„
SOT CHORD 2x4 SPF Ns.2 except end verticals, and 2-0-0 or, purrs (6-0.0 Max.): 1-2,34.
WESS 2x4 SPF No.2 BAT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. _
WTek ra� ends that Stabiiizeriand required Brass g
be installed during truss erection, in accordance with Stabilizer
REACTIONS, (lb/size) 12-1017/0-5-8,8-1247/0-3-8
Max Harz 12=-267(LC 5)
Max Uplaftl2=-218(LC 7), 8=-302(LC 7)
FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown"
TAP CHORD 2-3-10671307, 3-4-7231322, 4-5-990/334, 6-8=4251219
BAT CHARD 11-12=-1191857, 10-11=-1191857, 9-10=0i"745, 8.9-261
BS 2-12-12381339,4-9-1091266,5-8-11291172
NOTES.
1) Unbalanced roof lisse loads have been considered for this design,
2)Wind: ASCE 7-05; 105mph; TCDL=10.Spst BCDL=4.2pst; h=15it; 8=45ft; L=24#f; eave=oft; Cat. ll; Exp C; partially; MWFRS (alt
heights), cantilever left and right exposed end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL -1,60
3) Provide adequate drainage to prevent water pending.
4) Plates checked for a plus or minus 5 degree rotation about Its center,
5) This truss has been designed for a 40.0 psf bottom chord live load noriconcurrent with any other live loads.
6) Provides mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (Jt -lb) 12=218,
8=362.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purtln representation does not depict the size or the orientation of the purlin along the top andtor bottom chord.
*****a***
***{(j/,***C�
*
i *r
4018
* *
-�5***** ***# *Ct
ONAI-
March 31,2016
WARNMG w V W /*.elan paravereem and READ NOTES ON TMS AND INCLUDED b9TEK REFERENCE PAGE W7473 rest i"Wins aEFGRE USE.
Design valid ter use only vAh mireiae connectors This design is based onrr upon parameters showm and is for can individual b0ding component, not
a truss system. Before use, the buAdhg deogner must verify the appBcaatulty of design parameters and properly krcofoonate this design Data the overcall
building design. Bracing hdicoted is to prevent buck5ng of ind'+vidual truss web and/or chord orerntsea only. Adaftesixe ten poron, and permanent bracing
Is oly,,oys required for stability sand to prevent colopse urate possible persona/ injury and Property damage. For gerrorat guidance regarding the
fabrication, storage,dei vett', erection and bracing of trusses and truss systerns, see ANSIJP11 00001Y CrE . iaSa•89 sand 9CSf 8u8dka9t Camp*naaai 7777 Greenback Lane
Solely Information ovisarmie. from Truss Plate institute, 218 N. t Skeet, Suite 312, Alexandra, WA 22314. CKeuSuitslNeiaMx CA 96610
-
F-__._..��
;5 -Tu -74 9-/-L 4.1-4 41iu-'t4 t -fru
4x4 =
seate. IW -I'
34..x. 5x8 - 3:x9
_R14telfset?1.
LOADING (psf) SPACING. 2.0-0 CSL DEFL. in (toe) Well LID PLATES GRIP
TOLL 30,0 Plate Grip DOL 115 TC 0.63 Vert(LL) 416 8-9 >999 240 MT20 197/144
TCDL 16.0 Lumber DOL 1.15 GC 0.66 Vert(TL) 435 8-9 >646 180
SCLL 0.0 Rep Stress Incr YES WB 0.73 Horx(TL) 0.03 7 We We
BCDL 7.0 Code IRC2009iTP12007 (Mianx-M) fight: 89 lb FT = 0%
LUMBER. _ BRACING.
TOP
CING-
TOP CHORD 2x4 SPF No -2 TOP CHORD Structural wood sheathing directly applied or 4-1.14 oc purlins, except
BOT CHORD 2x4 SPF No.2 end verticals, and -0-0 oc purfins (6-0.0 max.): 1.2.
VVESS 2x4 SPP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
MiTek re ds that Statsilizers and s quare/ Moss b rig
be Ins failed during truss erection, In accordance with Stabilizer
REACTIONS, (lb/size) 9=1017/0-5-8,7-124710-3-8
Max Harz 9--307(LC 5)
Max UpIIR9- 78(LC 7), 7--160(LC 7)
FORCES, (to) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown.
TOP CHORD 2-3--9731163, -«9471174, 5.7=-4671169
BOT CHORD 8.9-01889,7-8-0/849
BS 2-9-.1182/131, 2-8=•284/132.3-8--661439, 4-8-2701129, 4-7--9082/38
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) d: ASCE 7-05; 105mph; TCDL-10,8psf; B DL-4.2psf; h-15ft; B-45ft; L-24ft; eave=4ft; Cat. tt; Exp C; enclosed; MWFRS (all
heights); cantilever left and right exposed; and vertical left and right exposed; Lumber DOL -1.60 plate grip DOL -1.60
3) Provide adequate drainage to prevent water ponding..
4) Plates checked for a plus or minus 5 degree rotation about its center.
5) This truss has been designed for a 10,0 psf bottom chord We load nonconeurrenl with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 9 except (jt -lb)
7=160.
7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 0 LI'
8) Graphical puffin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. C
0
'•018r
4r
108
O-
March 31,2016
WARNING • Verify fifes p eters and READ NOTES ON INKS AND INCLUDED WEN REFERENCE PAGE At± -74741 nw, 14 031"t S BEFORE USE.
Design valid for use only with MaiTe connectors. This designs is based only upon parameters shown. and is for on individual Iavttdhg c orient„ not
a truss system, Before use, the building designer must verity the a 'cabi#iy of design poson°efers and property incorporate this design into the avenin �p
building design. Bracing indicated is to prevent buck of ksdMduoi truss web and/or chard members only. Additional to aay and permanent facing (F 'r g.
is always required for stob�ty cnrd to prevent Colapse with possible persona! inpiry and property da e, Fear generad Guidance regarding the
fabr�.ation, star . dekvery, erection and bfac" at brasses end truss systems, see ANSI/TFIT Quality Works, USB -69 and SCSI S #tg Comparrant 7777 Gres .bane
Safety tri. n avotia from Truss Nst r Institute. 218 N, Lee Street, Suite 312, Atexandria, VA 22314. Suite fe9
essrees 0 . r"m se4rstn
�'w,___....,...._,...,...5-4-14�..,��lµ.....q_nti__ 4..1,E .�.P4-7-4.............4-10-12 "6-.,...,2.0,0 .w,.
a
d
7
3x4 =
5x8
3x+5
LOADING (psi) SPACING- 2-0.0
CSI.
DEFL. in
(toc) Well L/d PLATES GRIP
TCLL 30,0 Plate Grip DOL 1.15
TC 0,52
Ved(LL) -0.17
8-9 >999 240 MT20 187/144
TCi3L 18.0 Lumber DOL 1,15
SC 0.66
Vert(3I.) -0,3
8-9 >637 190
SELL 0,0 Rep Stress Ince YES
SCOL 7.0 Code iRC 12007
WS 0.92
(Matrix - M)
Horz(n) 0,03
7 File he
fight: 91 ib FT - 0%
LUMBER-
SRA ING-
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 5-6-5 occ purlins, except
SOT CHORD 20 SPF No.2
end verticals, and 2-0-0 DC purlins (6-0.0 max,): 1-2.
BS 20 SPF No.2
BOT CHORD
Rigid railing directly applied or 10-0.0 oc bracing,
i4iiTek r000mmends that Stabilizers and udrad cross br µ g
be installed during truss erection, in accordance weth Stabilizer
REACTIONS.s 9-1017/0-5-8,7-124710-3-8
Max Harz 9-325(LC 5)
Max Uplift9221(l-C ii
FORCES, (lb) -Max, Comp./Max. Ten, - All forces 250 (lb) or less except when shown,
•* •,•N3 -4-946t324,54=460/236
BOTCHORO
WEBS �«4-7-1092/146
NOTES-
1)
Unbalanced met N.N k w ! MN design.
Wind:0 105m! M. i Sw•<' w. * !
partially;
heights):and w #a. «♦ vertical left and right expoaedDOL-1.60 plate gripDOL-1.60
3) Provide adequate drainage to prevent water Podding.
4) Plates checked for a plus or minus 5 degree rotation about its center.
5) This truss has been desi
d 6
N ".* N 10,0 bottom wit iN: live load nonconcurrent
** rit vifi*fo&uWfrnw. sif tryssla,!*.. .i plate cz0alle *f wItX InSfAViAli VIA,! vii.., gt i `i 4
7=300
7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord,
March 31,201
WARNING - V rer desfga parmsso a s.# READ NOTES ON THIS AW INCLUDED WTEK REFERENCE PAGE W-7479 lav, 1"MIS BEFORE USE,
Design voild for use only vAh MTek* connectors. This design 6 based onty upon parameters shov n. and is for on *c1hriduot butkiurg component, not
a truss system Before use the Winking designer must verify the applicarsfity of design parameters end property incorporate this design into the ove€Ott
b0ding design. Brac6hg indicated is to prevent bucking of Individual truss vmb and/or chord members only, Additional Temporary and peanonent brodng
Is al+naays requked for stobMy and to Prevent coBopse vrth possible not' and property damage. For general guidance regordsrg the Orae77 Lane
7
fabrication, storage,. detnrery, erection and broc'rng of trusses and truss systems, see ANstlrrft btu Cdtedo, DSB•84 and SCSI 8cdtding Component 7 7777 i
Satehg In utkan av ble helm Truss Plate 1nsfltute. 7,18 N, lee Street, Suite 3i 2, Alexandria VA 22314. „$ ti ma, — m.
. . . ........
34-0 6-6-7
Scatis -1:23.2
am
LOADING (Pat) SPACING- 2-0-0 CSL DEFLin (toe) Vdefi Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL IAS TC 0,33 Vert(LL) -0,09 4-5 >822 240 MT20 1971144
TCOL 18.0 Lumber DOL 9.75 SC 0,37 Ved(TL) -0,17 4-5 >438 180
SCLL 0.0 Rep Stress Incr NO WB 0,05 Horz(TL) -0.00 4 die Out
BCDL 7.0 Code IRC2009fTP12007 (Matrix -M) Weight: 38 to FT -O%
LUMBER- BRACING-
TOP CHORD 2s8 SPF 210OF 1,SE TOP CHORD Structural wood sheathing directly applied or 6-110 0C pudins, except
SOT CHORD 2x4 SPF No,2 end verticals,
VVESS 2x4 SPF No,2 SOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required moss bracing W
be installed during truss erection, In accordance with
REACTIONS, (lb/size) 5-6257U-3-8. 4-292/Mechanical
Max Harz 5.196(LC 6)
Max Upifift!i I 88(LC 7), 4-102(LC 4)
FORCES. (to) -Max. Comp]Max, Ten. -All tomes 250 (to) ortess except when shown,
TOP CHORD 2-5-601/203
NOTES -
1) Wind: ASCE 7-05; 105mph,, TCDL-10.8pst BCOL-42psf; h-15ft; 8-45ft; L=24ft; eave-4ft; CaL 0; Essp C; partially; MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL-1.60 plate grip r• as
2) Plates checlied for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 10.0 Pat bottom chord live load nonooncurrent with any other live loads,
4) Refer to girderie) for truss to truss connections.
&W6 0*0dedarttiri r+#Vtk ss 04ift 211t
4=102.
6) "Semi-rigid pitchbreaks, with fixed heels" Member end fixity model was used in the analysis and design of this trus&
7) In the LOAD CASE(S) section, toads applied to the face of the truss are noted as front (F) or back (S)
LOAD CASE(S) Standard
1) Regular: Lumber Increase -7,75, Plate Increase- I . 15
Uniform Loads (pit)
Veit: 1-2-96
Trapezoidal Loads (plh
Veit: 2--4(F-46, Sv,46)-to-3160(F--32, B-32), 5-0(F-7, B -7) -to -4=-23( --5, S-5)
,& WARNING - Verify dWimplisitimfors and READ NOTES ON TIES AND INCLUDEONTEK REFERENCE PAQEW7477rev. l"V2145 BEFORE USE
Design valid for use only with Mlevilr connectors, This design is based only upon parameters shown, and Is for an individual building Component not
a trans system, Before use. the building designer must vetiti, the oprikatiffity of design parameters and Property incorporate this design into the overall
building design, bracing indicated is to prevent buciang of Individual puss web and/or chord members only. Additional to Ory and permanent bracing
is oKwys reqvked for slooffily and to prevent collapse v^ possible personal into and property damage, For general guidance regarding the
fabrication, storage, defivery, erection and bracing of trusses and truss systems, see ANSI/Ti'll clisisisyCrtlems, 0$9.89 and tCS$ Initiated Component
Safety Infainvialloo ovorifable from Truss Plate institutes, 218 N. Lee Steel. Suite 312, Asexamirta, VA 22314.
M710
WM
wo 11 2X4 It 4X4 — wo H
LOADING (P$f) SPACING- 2 CS1. DEFLin (toc) Vdefl Ud
TCLL X0 Plate Grip DOL TO 0,50 Vert(LL) -OW 7-8 >M 240
TOM 18,0Lumber DOL SO 017 Ved(TL) 414 7-8 >999 180
BOLL 00 Rep Stress Iner# 010 Horz(TL) 0,01We
BCDL TO Code IRC20D9frP1 (Matrix -M)
7777 Gr"nback Lane
$Wto 109
Cgrus WW#s, CA 95610
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1 AS, Plate Increase -1.15
Lintforns Loads (pff)
Vert: 1-3-96,34-96,4-6-96,9-13-14
Concentrated Loads (to)
Vert: 4-164(8) 8-250(F--294, 8=44) 7--250(F--294, B-44) 3-164(8) 17-92(B) 19=92(B) 21=92(B) 22-294(F) 23--294(F) 24=23(8) 25---271(F=-20,4, B-23) 26-23(B)
27-294(F) 28-294(1^)
A WARNING - VarOydirsigntswornoter, and READ NOTES ON OWS AND INCLUDED NTEKREFEREME PAGE $01.747.1rev. 1010312015BEFORE M,
Design voild for use only with Mlek* connectors, This design is based orAy upon parameters shown, and is for on Individual building cornponenl. not
Nil'
o Truss system. Before use, the bukling designer must verity the applicability of design parameters and property incorporate this design into the overall
buifdkv design, gracing indcated b to buckling of halividual truss web and/or chord menstran, onty, Additiond temporary and peffronent bracing
MiTek'
prevent
is oNvoys required for stob4ty and to prevent colopse Win porable personal irfiuN and property damage, For general guidance regarding the
7777 Gtt*Aba* Lane
fabrication, storoge, deRvery, erection and bracing of trusses and truss systems, see (�23IY4,Craed% Ogg-" andtCSI tu'"bogComponent
4"' voM
avoilaxisks from Truss Plate frefitute, 218 K tee SfrefrL Wife 312, sne.onAp"A
Suite 109
Scala - 118.4
LOADING (psi) SPACING- 2-4-0 CSI. DEFL. in (toe) Well Ltd PLATES GRIP
TCLL 34.€3 Plate Grip DOL 1.15 TC 0.49 Vert(LL) 0.00 4-5 >999 240 MT20 1971144
TCDL 18.0 Lumber DOL 1.15 BC 0.18 Vert(TL) 0.04 4-5 >999 184
BCLL 4.0 Rep Stress hoer YES WB 0.00 Horz(TL) -0.1323 rola star
BCDL 7.4 Code IRC20081TPI2007 (Matrix -M) fight: 10 to FT -O%
LUMBER- BRACING.
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except
BOT CHORD 2x4 SPF No.2 end verticals.
BS 2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. _
FMiTeb.
k ra _dsthat Stabilizers and requiredbracing
stalled during truss erection„ in accordance with Stabilizer
REACTIONS. (lb/size) 5=44S1)-5-8, 3=41Mechanical, 4- 43iMecharacal
Max Harz 5=168(LC 7)
Max Uplift5=-70(LC 7), 3=-3(LC 4), 4=-43(LC 1)
Max Grav 5-446(LC 1), 3-25(LC 5), 4=7(LC 2)
FORCESCorn,,/Max,
,/Max, Ten, -All forces 250 Qb) or less except when shown,
• # CHORD #
NOTES-
15,VpV_TC*
heights);cantilever leftright#•...:"A end vertical left and right exposed; Lum♦' DOL-1,60 plate grip MO,.
checked2) Plates for a plus or minus 5 degree rotation about Its center,
3) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live loads,
4) Refer to girder(s) for truss to truss connections.
Provide others) Y. truss to bearing plate capable of withstanding 100 to uplift
6) 'Semi-rigid pftchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
N
WARNING - Vatfry dexign stansourt. and READ Notes oe, TWS AND INCLUDED MITTEN REFERENCE FADE -7474 reu. V 015 BEFORE USE.
Design void for use only with AAlTek6 connectors. Ties design is based only upon parameters shown, and is far on Individual buNdng component, not
MR'
a Mass system before use, the building designer must verity the applicability of design porommers and properly inc ate this design into the overall
tauitding design. Braclrg indicated is to bvck indivi truss web and/or chard members carry. Additional to y and per anent bracing
�■;^p
Mi
prevent of .
is always requred for stability and to prevent codtspse wi€r, passible personae injury ond property dors age. For genera! guidance regarding the
lel`
7777 Greerstrack Lane
fabrication, storage.delivery, erection and bracing of trusses and truss systems. see ANSVIPll Quality 0ifse a, D56.89 and 6CSl bcradIng Component
Safety Information available from Truss Plate ins#tute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Site t09r.,.. — —
3-4-0 3.2-0
ME
LUMBER- BRACING"
TOP CHORD 2x6SPF 2100FI.OE TOP CHORD
SOT CHORD 20 SPF No.2
WEBS 2x4 SPF No,2 SOT CHORD
REACTIONS. (tti/sizes) 5=693/0-", 3-36IMechanical, 4=2/Mechanical
Max Hoa 5=157(LC 7)
Max Upfift5-183(Lc
0(LC
6(LC 1)
Max Greg 5=693(LC 1), 3-3 3), 4-38(LC 2)
FORCES(lb) -Max, CompWax. Ten, -All forces 250 (1b) or less except when shown.
TOP CHORD 2-5-6541203
ill t: 17 to FT - 0%
Structural wood sheathing directly applied or 3-2.0 oc purists, except
end verticals.
Rigid calling dWectly applied or 10-0-0 Do bmifyll
;mina;_ -in- f- bilkers and requited cross bracing
Tek reZ di al
be installed during truss erection, In accordance with Stabilizer
NOTES -
heights); cantilever left and right exposed ; end vertical left and fight exposed� Lumber DOL -1 .60 plate grip DOL=1,60
2) Plates checked for a plus or minus 6 degree rotation about its center,
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
4) Refer to girder(s) for truss to truss connections,
5) "IyWe ffiechrA421 C46d"Wis (ky lithers)'O truas tv �esriA'j P12to 114 4 v�#X 2t pixt(s) 3 excitirt at=11)
6-183,
6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
March 31,2016
A WARNRJIG ' sloifyi1saltinpwareirries; end READ NOTES ON THIS AND IffiCLUVED011SK REFERENCE PAGE M-7473 MY, 1"V2015 BEFORE USE,
Design voBd for use only Win sItTekS connectors, This design is based only upon parameters shown, and is loran individual burfiding co rent, not
0 truss system. Before use. the building designer must verity the applicability of design poraffieters and property incole this design into the overall
buRding design. bracing indicated is to prevent buckling at indrAdval trust web and/or chord members onty. Addiflonot temporary and permanent bracing
is otways required for stability and to prevent co se with possible personal Iniury and property damage, For general guidance regarding the
fabrication, storage, delivery, erection and bracing ottrusses and truss systems, see AN$Vtf'I)QtAOMYCI#Oft,0$9-$9and #C$tgu"ngComponent 7777 Greenbadr Lane
Solely tritormoSton available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandriss, VA 22314, sunis 109
Cknis see.M. rA 0AA
LOADING (pstri
SPACING-
2-0-0
CS11
DEFL,
in
(loc)
Udell
Lid
TCLL 30.0
Plate Grip DOL
1,15
TC 0,29
Vert(LL)
O 00
4-5
>999
240
TCDL 18.0
Lumber DOL
115
Sc 0.10
Vert(TL)
0,00
4-5
>999
180
SCLL oc
Rep Stress fintor
YES
" 0.00
Horz(rL)
-0,02
3
We
We
BCDL 7.0
Code IRC2009frPI2007
(Matrix-)
LUMBER- BRACING"
TOP CHORD 2x6SPF 2100FI.OE TOP CHORD
SOT CHORD 20 SPF No.2
WEBS 2x4 SPF No,2 SOT CHORD
REACTIONS. (tti/sizes) 5=693/0-", 3-36IMechanical, 4=2/Mechanical
Max Hoa 5=157(LC 7)
Max Upfift5-183(Lc
0(LC
6(LC 1)
Max Greg 5=693(LC 1), 3-3 3), 4-38(LC 2)
FORCES(lb) -Max, CompWax. Ten, -All forces 250 (1b) or less except when shown.
TOP CHORD 2-5-6541203
ill t: 17 to FT - 0%
Structural wood sheathing directly applied or 3-2.0 oc purists, except
end verticals.
Rigid calling dWectly applied or 10-0-0 Do bmifyll
;mina;_ -in- f- bilkers and requited cross bracing
Tek reZ di al
be installed during truss erection, In accordance with Stabilizer
NOTES -
heights); cantilever left and right exposed ; end vertical left and fight exposed� Lumber DOL -1 .60 plate grip DOL=1,60
2) Plates checked for a plus or minus 6 degree rotation about its center,
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
4) Refer to girder(s) for truss to truss connections,
5) "IyWe ffiechrA421 C46d"Wis (ky lithers)'O truas tv �esriA'j P12to 114 4 v�#X 2t pixt(s) 3 excitirt at=11)
6-183,
6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
March 31,2016
A WARNRJIG ' sloifyi1saltinpwareirries; end READ NOTES ON THIS AND IffiCLUVED011SK REFERENCE PAGE M-7473 MY, 1"V2015 BEFORE USE,
Design voBd for use only Win sItTekS connectors, This design is based only upon parameters shown, and is loran individual burfiding co rent, not
0 truss system. Before use. the building designer must verity the applicability of design poraffieters and property incole this design into the overall
buRding design. bracing indicated is to prevent buckling at indrAdval trust web and/or chord members onty. Addiflonot temporary and permanent bracing
is otways required for stability and to prevent co se with possible personal Iniury and property damage, For general guidance regarding the
fabrication, storage, delivery, erection and bracing ottrusses and truss systems, see AN$Vtf'I)QtAOMYCI#Oft,0$9-$9and #C$tgu"ngComponent 7777 Greenbadr Lane
Solely tritormoSton available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandriss, VA 22314, sunis 109
Cknis see.M. rA 0AA
3-4-0 2-4-0 3-4,0
EX6 =.,- 5X6 = State - 1A&S
mm
M
LOADING (pat} SPACING- 2-0-0 TC 0A0 DEFL. in (!oc) Ydft �d PLATES GRIP
Si.C
TCLL 30.0 Plate Grip DOL Vert(LL) -0.01 7-8 >999 240 MT20 1971144
TCOL 18,0 Lumber DOL 11,5 BC 0,07 VerftTL) 401 7-8 >999 180
SCLL 0.0 Rep Stress Incr NO WB 0,06 Horz(TL) 0,00 6 tris rda
BCDL TO Code IRC2009frPI2007 (Matrix - M) Weight: 81 to FT - 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except
BOT CHORD 2x6 SPF 210OF 9.8E 2-" oc, purlins (6-0-0 max,): 3-4.
WEBS 2x4 SPF No1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
SLIDER Left 2x6 SPF 2109F 9.8E 1-6-0, Right 2x6 SPF 2100F 1,8E 1-6-0
REACTIONS. (lb/size) 1=7790", 6-91210-"
Max Harz 1-45(LC 18)
Max Uplift I =-60(LC 15), 6=-4(LC 14)
FORCES. (lb) -Max, CompJMax. Ten. -All forces 250 (1b) or less except when shown.
TOP CHORD 1 -2 -4291193,2-3=-8781282,3-17--697/247,4-17--697/247,4-5=-874/282,
5-6--441/189
BOT CHORD 1-18--2341731,8-18-2341731,8-19=-2451700,19-20--24Sf794,7-20--245/700,
7-21--234/728,6-21-2341728
WEBS 3-8-0/500,44=0481
NOTES -
1) 2-pty truss to be connected together with 10d (0.131"xx') nails as follows:
Top chords connected as follows: 2x4 - I raw at 0-9-0 Do.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Co.
Webs connected as follov. 0-9-0 oc,
connections have been provided to distribute only foods noted as (F) or (8), unless otherwise Indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-05; 105mph; TCDL-10,8psf; BCDL-4,2psf� h-15ft; S -451t; L-24ft; eave=4ft; Cat, 11; Exp C; enclosed; MVVFRS (all
heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL -1 .60 plate grip DOL -1,60
5) Provide adequate drainage to prevent water pending,
6) Plates checked for a plus or minus 5 degree rotation about its center,
7) This truss has been designed for a %0 psf bottom chord live load nonconcurrent with any other live toads,
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 111 uplift at joint(s)
9) "Senti-rioid pftchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
10) Graphical purfin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Hanger(s) orother Connection devicels) shall be provided sufficient to support concentrated load($) 18 1111 down and 473 to up at
3-4-0, and 60 111 down and 92 lb up at 4-", and 181 its down and 473 lb up at 5-8-0 on top chord, and 294 111 down at 1-8-12, 34 to
Rt. n and 160 in up at 3-4-0, 294 lb down at 3-8-12, 9 lit down and 57 111 up at 4-6-0, 294 1b down at 4-8-12, 34 to down and 160 to
up at 5.7-4, and 294 Its down at 6-3-4, and 294 to down at 8-3-4 on bottom chord, The design/selection of such connection device(s)
is the responsibility of others,
0000E�1
A WARNING - VW*Ydirsfirisisarwo0ons and READ NOTES ON TIAS AND INCLWED WEEK REFERENCE PAGE W-1411mv, IMMOIS BEFORE WE
Design vosd for use only Win M'Fek* connectors. The design is pored a* upon peronesters shown, and is for an individupf buitding convorrent, not
be,
a truss system, frefors, use, the buR ding designer must verify the applicobilty, of design parameters and property incorposote this design into the overall
buildhg deOgn. Srocing indicated is to prevent booking of individual truss wels and/or chord members only, Additional temporary and permanent bracing
Welk'
is oNvoys rerj�Ared for stability and to prevent coflopse Win possible- personal " and property dornoge. for generat guidance regarding the
fabrication, storage, defivery, erection and brocing of tneses and truss systems, see ANSVII'll Gissoldly Critorts, OS849 and SCSI Building Component
7777 Greenback Lane
Safety Information avoitobte from Troa Note tntlitute, 218 N. Lee Street. Wife 312, Alexa 4a, VA 22314,
suite 109
. 1. —
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increasitur1,15
Uniform Loads (p)Q
Vett: 1-3-96,3-4--96,4-6=-96,9-13-14
Concentrated Loads (1b)
Vert: 4=257(F) 8=690) 7.69(F) 3=257(F) 15-294(8) 17-92(F) 18-294(8) 19=-294(8) 20-271(F-23, 8-294) 21--294(8)
A0, WAMW - Verify ditsign parmato. and READ NOTES ON THIS AND gsCLWVV MtEX REFERENCE PAGE W-7473 rev. 1"W2015 WaRV USE
Design valid for use only with WOO connectors. This design is based only upon parameters shown. and Is for an' i ual builiding component. not
a truss system, Before use. the building designer must verity the oppilrobilty, of design parameters and property incorporate this design Into the overall
indicated buckling individuall truss members only. Additional temporary and permanent bracing
bultdrig design. Bracing is to prevent at web and/or chord
is otwosa required for stability and to prevent cosopse Win possible personal injury and property darsiage, for general guidance regarding the
fabrication, storage, der very, erection and bracing of trusses and truss systems, See ANSVTMI QuaWYCArsda, M-89 and BCSI bultding Component
7777 Greenback Lane
suite 109
So" Information available from Truss Plate institute. 218 K Lee Street, Suite M, Alexandria, VA 22314.
cgras Haked. rA WU
LOADING lost) SPACING- 2-0-0 CSI, DEFL, in (loc) Itdefl Lid PLATES GRIP
TOLL 30.0 Plate Grip DOL 1.15 TO 0.49 Vert(LL) 0.00 4-5 >999 240 MT20 1971144
TCDL 18.0 Lumber DOL 1.15 SO 9.18 Vet(TL) 0,00 4-5 >999 180
8CLL 0.0 Rep $tress Incr YES WB 0.00 Horx(TL) -0.02 3 nla rata
SCDL 7,0 Cede IR02 frPt2007 (Matrix -M) fight: 10 to FT - 0%
LUMBER. H� BRACING-
TOPCHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 2 purlins, except
BOT CHORD 2x4 SPF No.2 end verticals.
SS 2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 90.0-0 oc bracing,_
MiTek recommendsat Stabillx
iisers and required bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 5=446/9-5.8, 3-4/Mechsntcat, 4-43/M aan i
Max Harz 5-168(LO 7)
Max Uplift5-70(LC 7), 3=-30(LC 4), 4-43(LC 1)
Max Grass, 5=446(LC 1), 3=25(LC 5), 4=7(LC 2)
FORCES
.« CHORD
NOTES -
a 1,1 . e .: r
heights); cantfleverleft and »o -, «. + se .a plategrip DO #
designed2) Plates checked for a plus or minus 5
.
e.
3) This truss has «.a"pat bottom a . live load rionconcurrent with any other live loads.
4) Refer to « for M
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 5, 3, 4,
6) "Serni-rigid pitchbreaks with fixed heele" Member end fixity model was used in the analysis and design of this truss, I
4YARNdNG . W im paramem s and READ NOTES ON THIS AND WCLgoEA1a0TEK REFERENCE PAGE ARd 1471 rov. 10A091205 aEFeRE USE.
Design valid for use at* with MrTersfir connecton, This design is basest only upon parer»eters shown, and is for on indraiduce building component not
a truss system. Before use, the buikTing designer most verity the appsficability of design parameters and property incorporate this design into tate overou
building design. Bracing f r Boated is to prevent buckIng of itdividucd truss b and/or chord members only. Additional to ray end pearronent bracing
is always required for stobBl4y and to prevent co se vAth passible personal injury " property ds e. for general guidance regarding the 7T7? Greenback. Lanefabrication, storage,delivery, erectlan and bracing of trusses and truss systems, see ANVITPta Quality CrIte1a„ D5849 orad 6CS16u6iding Component Suite re
Solely information av ' from Truss Rate institute, 218 td. tee Street, Suite 3t2, Alex m VA 22314,
Ckrus Hetahts. GA 95i
-2(
3-4.0 34-0
NOTES -
1) Wlnd� ASCE 7-05; 105mph; TCDL=10.$psf,, BCDL=4.2psf; h -I Sft; B-45ft; L -2411L eave=4ft; Cat, If,- Exp C; enclosed; MWFRS (all
helqhtst� cantilever left and right exposed', end vertical left and right exposed; Lumber as A0 plate grip DOL -1,60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 10,0 Pat bottom chord live load nonconcurrent with any other live loads,
4) Refer to glistens) for truss to truss connections,
5) -'Uaynte (WY *W� rs).#f triss I* NeaMS �4,24 ctpftwjff wjt%shUs4j,#ig 1,1,j li�f upig,?t j*isd(*) 6 exept 141-11) Ae2vt
,6=316,
6) "Seml-difid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
0
,&WARMING ViiiifydesiOnistrarrestisrs and READ NOTES ON INS AND INCLUDED WEI( REFEREWEPA06tait-7471r", faffl3dafs BEFORE use,
Design vo9d for use only with Weeg connectoss, Too design is based a* upon posameten shown, and is tot an indreidusil bussfing component. not
a truss system, Before usethe buMing designer must verity the appscatsfity of design parameters and Prop" Incorporate thh d"Sin, Into the overoff
butiding design, Bracing indicated is to btickfing of krudividuaf truss web and/or chord members a*, Additiorog temporary and peffnameni bracing
LOADING (psf) SPACING- 2-" CSI.
DEFL. In
(loc) Well Lid PLATE$ GRIP
TCLL 30,0 Plate Grip DOL 115 TC 0,34
Vert( -L) 0,01
5-6 >M 240 MT20 1971144
TOOL 18,0 Lumber DOL 1,15 BC 0,37
Vert(n) 0,01
5-6 >999 180
BOLL 0.0 Rep Stress Iner YES we 0,09
Horz(TL) -0.07
4 n/a We
BCDL TO Code IRC2009fTP12007 (Metrix -M)
Weight: 19 lb FT -0%
LUMBER-
BRACING"
'CCPD CHORD 2x6 SPF 2104F 1,8E
TOP CHORD
Structural wood sheathing directly applied or 3-2-0 oc puffins, except
BOT CHORD 20 SPF NO.2
end verficals.
WEBS 20 SPF No.2
BOT CHORD
Rigid calling directly applied or 10-0-0 oc bracing.
ffek re -mends -that -St—abi—Uer—s and requiredcross bracing
Stabilizer
a installed during truss erection, In accordance with Stabilizer
REACTIONS. (Ib/size) 4-280/Meohanical, 5-80IMechanical, 6=101910-6-11
Max Herz 6=98(LC 7)
Max UpD64--280(LC 1), 5--80(LC 1), 6--316(LC 7)
Max Grav 4-97(LC 7), 5-38(LC 7),6-1019(LC 1)
FORCES. (ib) - Max. Comp./Max, Ten, - AD forces 250 (to) or less except when shown.
VVESS 3-6-703t111
NOTES -
1) Wlnd� ASCE 7-05; 105mph; TCDL=10.$psf,, BCDL=4.2psf; h -I Sft; B-45ft; L -2411L eave=4ft; Cat, If,- Exp C; enclosed; MWFRS (all
helqhtst� cantilever left and right exposed', end vertical left and right exposed; Lumber as A0 plate grip DOL -1,60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 10,0 Pat bottom chord live load nonconcurrent with any other live loads,
4) Refer to glistens) for truss to truss connections,
5) -'Uaynte (WY *W� rs).#f triss I* NeaMS �4,24 ctpftwjff wjt%shUs4j,#ig 1,1,j li�f upig,?t j*isd(*) 6 exept 141-11) Ae2vt
,6=316,
6) "Seml-difid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
0
,&WARMING ViiiifydesiOnistrarrestisrs and READ NOTES ON INS AND INCLUDED WEI( REFEREWEPA06tait-7471r", faffl3dafs BEFORE use,
Design vo9d for use only with Weeg connectoss, Too design is based a* upon posameten shown, and is tot an indreidusil bussfing component. not
a truss system, Before usethe buMing designer must verity the appscatsfity of design parameters and Prop" Incorporate thh d"Sin, Into the overoff
butiding design, Bracing indicated is to btickfing of krudividuaf truss web and/or chord members a*, Additiorog temporary and peffnameni bracing
prevent
Is citsvoys required for deafly and to prevent colopse vAh frossasks parsorrof " and frusperty domage. For rionerd guidance regarding the
(abricafirsm storage, deRvery, erection and bracing of trusses and truss systems, see ANSUTPtl Quality Criteria, 1SS-81 and SCSI loading component
ovai1obte from Truss Note Institute, 218 N, Lee Street, $uire 312, AtexandAct, VA 22314,
MMM
M
EM
SoMe - 1:44 2
2x4 11 AIA = 405 — 4A = 2A 11
SPACING- 2-"
Plate Grip DOL 1A5
Lumber DOL 1,15
Rep Stress Iner NO
Code IRC2009fTP12007
iR
,&WARWNG- VallydOSIVOPW.Motors isfIREADNOTES ON THISANDINCLUDEDAYM REFERENCE PAGEAM-7473rov, IMV20ISSEFORE USE,
Designvatid foruseonryWth Wek0connectors, This designisbosed only upon porometen shovn. end is for on individual buRding consponent, not
o truss system Before use, the bultding deSignef must vedtY the isirissficatifity of dtngn parameters and property incorporate this d;sign int the Overall
1 0 MiTek*
buWhg design, firochg indicated is to prevent bucking of indMdud truss Ymb and/orchord members only. Additional enVw(xy and perniarrent brocing
is cilvoys required for stobMy and to prevent cottopservith poswe personal " and property doesage. For genisrol 90donCe tegOrding the
fcbrkofion, storage, deRvery, erection cod bracing of trusses and truss systerr� see ANSI/Ml (istolly Criteria oss-$? and SCSI suading component 7777 Greenbaa Lane
Safety Information ovoRobte from Truss Plote infilute. 218 N, Lee SfreeL Suite 3 2, Alexandria, VA 22314, Suite 109
Mrs fWaft CA 95610
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber increase -115, Plate Increase -1.15
Uniform Loads (ptf)
Vert; 1-2-96,2-3-96,3-5--48(F=48), "-96,6-7-96,12-13-14, 9-12-164(F-150), 9-9--14
Concentrated Loads (lb)
Vert: 12-330(F) 9--330fl
,&WARNNG. Vorstysleallespoametars and RsAoxarES ON IMS AND INCLUDEOWTEF(REFERENCE PAGE AM-7474sve, 100=015 BEFORE USE,
Design voW for use onts, Wth MiTerisS connectors, This design is based only upon parameters; shown, end rs to(on ingladual building ca pent, not
a runs system Before use, the building designer must verity the oploficobility of design parameters and property incorporate the design into the overall
building deeQAr Bracing indic-ated is to prevent bucking of individual truss web and/or chord menreseu only. Additional lensporory and permoneni bracing PT a
is always required for sme,10y, and to prevent colkslose with possible personal inpury and property damage. For general guidance regarding the
famicofian, storage, defivery, erection and bracing of trusses and truss systems. see ANSOMI On** Criteria M-81 and 4C$t RuNdling Component 7777 Greenbsor Lane
Safety Information available from Truss Plate IndiMe, 216 N. Lee Street, Suite 312. Atexondrim VA 2:2314. Suite 109
Ckfus, HerWA, CA 95
Z -VA 1 3.1.17 c`tnu n-is•J — .. ..
13 !L — + a
3A It 4x4 = 3X4 ^` 3x10 _. 4X4 "".' 3X4 i@
LOADING
DEFL". in
(for) Vdefl tJd PLATES GRIP
TCLL
30,0
« �
#lII.LII
Plateil
BC 0.29
#L
I
Lumber •
Norz(TL) 0.03
5?,CLL
00
Is
Rep Stress Incr
�,*1
.
!
Nl�iI
*d�20L0
♦
CSI.
DEFL". in
(for) Vdefl tJd PLATES GRIP
TC 0.58
Vert(LL) -0.05
10 >99 240 MT20 197/144
BC 0.29
Vert(TL) -0.1110-12
>999 180
WB 024
(Matrix -M)
Norz(TL) 0.03
8 nie n/a
Weight: 102 lb FT -0%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-5-4 oc purlins, except
end verticals, and 2-0-0 oc purlins (4-3°10 max.):; 3-5.
BOT CHORD
Rigid calling directly applied or 10-0"0 oc bracing.
_etni re mends that atabtitzersandre uudredcross bra._."_installed during truss erection, in accordance with Stabilizer
abe
tr ,f9..gt3�p:..--.-...____._ ..--. ___m......— ._.m.,��..
FORCES, (lb) - Max, Comp./Max, Ton. - All forces 250 (1b) or less except when shown,
TOPCHORD 2 -3 -13951147,3 -14--1457/191,4-14-1459/190,4-15-14591190,5.15-1457/191,
--13641192
.s •- • #=r s r # + 9-10=0/1040
iF
WESS 3-10--461606,4-10--622/102,5-10-461606,2-12=0/971, 6-9-0/971
NOTES-
1)
Unbalanced roof live loads have been considered
heights); rightexposed # vertical left and right exposed;•t «a plate.grip r• «r
Provide pending,
checked4) Plates for a plus or about
designed5) This truss has been for a 10,0 pat bottom chord live load nonconcurrent with any other live loads.
!
March 31,2016
WARNING * Vdlyst.99nisenefflefism and READ NOTES ON TNS AND INCLuaro ARraK REFERENCE PAGE d •7d7F rev, f af5 BEFORE USE:
Design voRd for use only with Wets& connectors The design is based only upon parameters shown, and is for an individual building component, net
a truss system. Before use, the bul ding, designer nxast verify the appkabikty of design parameters and property incorporate this design into the overc%it
building design. firoctng indicated is to prevent buckling of Individual truss web and/or chord members onty, ,Additional temborory and permanent bracing
Is atevoys required for stability and to prevent collapse Win possible personal injury and property domoge. For general guidance regarding the
fabricatiom storage, delivery, erection and braetrsg of trusses and truss systems. see ANSUTPIlQuaRtyCr#ed*,DSt-89un44CSISO#dWgComponerA ! 7777 Greellback Lane
Safety Information available from truss Plate Institute, 218 N. Lee Street, Suite 322, Alexandria. VA 22314. Ifi 09
C�rusetfRisiNs.. GA 95
2-0.0 7.0.0 4,0-0 4-0.0 7-0.0 2-0-0
3x4 mm
4x6
12 „a
3x4 PI 4x8 = 3x4 == 4x9 ` 3x4 lI
LOADING (Pat)
SPACING-
2-0-0
TCLL
♦
Plate Grip DOL
1,15
TCDL
18,0
Lumber i*:
115
8 rasa n1a
;a
Rep Stress Incr
YES
SCDL
7,0
Code IRC2009tTPI20B7
#
CSB,
DFL. 1n
(lac) Vde49 Lid PLATES GRIP
TC 0.83
Vert(LL) -ttV
9-11 >M 240 MT20 1971144
PC 0,45
Vert(TL) -0.18
9-1'1 >999 180
WS 0.28
(TL) 0.08
8 rasa n1a
(matrix - M)
Weight: 103 lb FT -O%
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 00 purtdns, except
end vertical$, and 2-0-0 sac purtlns (5-7-13 Tmax.L 3.5..
BOT CHORD
Rigid ceiling directly applied or I0-0.0 vac bracing.
MlTek recorntnends that Stabilizer$ and required crass bracing
be installed during truss erection, in accordance with Stabilizer
•R.. #.#lMax, Ten, - All forces 250 or less except when shown,
TOPCHORD 2-3-1408/155, 3-13--10041174, 4-13-10071174,4-14--10071174, 5-14-10D4/174
5-6-14081155, 2-12--13561196, 6-8_1 3561196
BOTCHORO 11-12--171/333, 10-111-011145 9-10-011145
WEBS 3-11 t 5-9=01270, ! e
NOTES-
1)
loadsbeen considered design.
# ; 1 fi i#w it ^ enclosed;
heights); cantilever left t exposed;right i# DOL=1,60
i.. # ii .60
3) Provide adequate drainage to prevent water pending.
4) Plates checked for a plus or minus 5 degree rotationabout Its center.
5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live toads.
7) "Semi-rigid pftchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss.
19) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord.
WARNINGS - Valh, datsignparometw, and READ NOITS ON Tl*$ AND INCLUDED A#7EK REFERENCE PAGE W-7473 u, 10XV2015 BEFORE UM
Design void tv use onty weth e connectors. This design S based only upon porn eters shovs n, and is for an indtvidvat building component, not
a truss system. Before use, the betiding desiggner must verify the appitcobiffity of dation porometers and property incorporate this design into the overall
buliding design. &roving Ssdicoted is to Wevent buckling of'rradMd iol tens web candor chord reerrnbers or4y, Additional to any and permanent bracing
is al,,voys required for stability and to prevent colopse with posObte personal injury and property damage. for general Guidance regording the
fablcottan, storoge, deWery, e setion and bracing of trusses and truss hroeme, sue ANSijTT'ti Quss* Criteria, DSS -99 end 4C41 60114309 Component 7777 C#reentra
Safety reformations ovogoble from Truss Note tnsfiterle, 218 N. lee Street. SvOrs 312, Alexandria, VA 22314, sulto 109
EM
-2-Q:O _4
2-0-0 4-4,12 4-1-4 5-0-0 4-1-4 44 12 2-0-0
MZ!13ME�
08 = 4XI0 =
M
3XI0 = 3x4==3X4
M
LOADING (psi) SPACING- 2-0-0 CSL DEFL. In (loc) Well d PLATES GRIP
TCLL 30,0 Plats Grip DOL 115 TC 0.61 Vert(LL) -0A3 9-10 >999 240 MT20 197/144
TCDL 18,0 Lumber DOL 1,15 BC 0.48 Vert(TI.) -0,28 9-10 >944 180
BCLL 0,0 Rep Stress Iner YES M 0,74 Horz(TL) 0,04 9 We n/a
BCDL 7,0 Code 1RC2009/TPI2007 (Matrix -M) Weight: 110 to FT -O%
LUMBER- BRACING
-
TOP CHORD 2x4 SPF NO2 TOP CHORD Structural wood sheathing directly applied or 5-0-2 OC purlins, except
ROT CHORD 2x4 SPF No.2 end verficals, and 2-0-0 oc, purlins (6-1-3 max.): 4-5.
WEBB 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
WEBS I Row at midpt 5-12
M MjTejTeoommends that Stabilizers and required cross bracing
be installed during truss erecting, In accordance with Stabiliser
REACTIONS. (lb/size) 13-1400/0-5-8, 9-1400/0-5-8
Max Horz 13-253(LC 6)
Max Uplift 13-172(LC 7), 9--172(LC 7)
FORCES. (to) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown,
TOP CHORD 3-4-12221189, 4-14-927/188, 14-15-927/188, 5-15--927/188, 5-6-1222/189,
2-13--4411159, 7-9--441/159
BOT CHORD 12-13--5IIOD5,11-12-01927, 10-11=01927,9-10--01I005
WEBS 3-13=-1330168,6-9-1330/69
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 105mph; TCDL=I0,8psf,, 6CDL=42psf; h-15ft; 8=45ft; L-24ft; cave -411; Cat, 11; Exp C; enclosed; MWFRS (all
heights); cantilever left and right exposed; end vertical left and fight exposed; Lumber DOL -1.60 plate grip OOL=1"60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 5 degree rotation about its center,
5) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads. except Ot-lin 13= 172,
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) tPN!kD 0 Lilo if o
9-172.
7) 'Semi-rigid pftchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. so
8) Graphical purtin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. O/V
4018
#a.
0NAX_
March 31, 016
k*WARMNa. areiREADNOTES ON THIS AND INCLWEVOTEK REFERENCE FACIE N*7473 rev. rav"Ins BEFORE USE,
Design valid for use only Win MftekO connectors. This design is based a* upon barometers shown, and is for on individual building comisonent, not
or
a frurs system Before um the building designer must verily the oprAcobility of design parameters and property incorporate fists design into the overall
buffdhg design, Brooks; indicated is to prevent buckling of individual truss web and/or chord members only, Additional ternpontry and permanent 7tloadng7
is ouvoys rectursed for Otiosity and to preent collapse with possible personal Intsy and property domoms, for general guidance regarding the 7777 Greenback Lane
fabrication, storage, delivery, erection and bracing of trusses and Truss systems, see ANSI/tPuGhissfily0thfda, D5849 and SCSI Building Component Suite 109
Safety Iffronsfalloss avoltable from Truss Plate frafifute, 218 N. Lee Stoset, Suite 312, Atexoriddrs, VA 22314.
Z^ v o- I- Is 4-11-4 .4 -V -U 4,1V14 ol 1-1< 1-
4X8 = Sea =
S08W - 1:48,6
34 = SKID = 3X4 = 3xe =
LOADING (Pat) SPACING- 2-0-0CSI. DEFL. in (toe) Vd Ud PLATES GRIP
J�j
TOLL
Plate G 115 TC rip DOL 0.46 Vert(LL) -0,2411-12 9 240 MT20 197/144
TcDL 18:0' Lumber DOL
1 .'S SC 0,63 Ved(TQ -0,5011-12 >522 180
BCLL 0,0 Rep Stress tn., Y66 we 0,95 HorZ(rL) 0,04 9 n/a We
BODL 7,0 Code IRC2009ITP12007 (Matrix -M) Wafight: 116 th FT -O%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.5 oc purtins, except
BOT CHORD 2x4 SPF No.2 end vera ds, and 2-" Do purfins (6-0-0 max,): 4-5.
WEBS 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 Do bracing.
MiTak re mends that Stabilizers amt cross bracing
be Installed during truss erection, in accordance with Stabilizer
REACTIONS. (Itilsize) 12-140010-", 9-1400/0-"
Max Horz 12-282(LC 6)
Max Uplift I 2-172(LC 7),9-172(LC 7)
FARCES, (to) -Max, Comp,/Max. Ten, -All forces 250 (lb) or less except when shown.
TOP CHORD 3 -4 -11531197,4 -5 -845/198,5 -6 -11671198,2 -i2 --49D/166,7-9--4891167
BOT CHORD 11-12=011024,10-11-0/844,9-10=0/1024
WEBS 3 -11 -2651140,4-11=-391263,6-10--411255,6-10=-264/139,3-12=-1275168,
6-9-1277/66
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wlnd; ASCE 7-05; 10 mph; TODL-10,11psil; BCDL=4.2psf,, h=1 ft; B-45ft; L=24ft; eave=41t; Cat, 0; Exp C; enclosed; MVVFRS (all
heights)„ cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL=1,60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 5 degree rotation about its center.
5) This truss has been designed for a 10,0 pst bottom chord live load nonconourrent with any other live loads,
6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 to uplift at Joints) except (it=fts) 12-172,
9=172.
7) "Semi-rigid pitchbreaks with fixed heels" Member end ILety model was used in the analysis and design of this truss. Q
8) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. SO 00
000
�Ik `e
0 018
0NA`l_
March 31,2016
WARNING- Veriard"ifirsperamotans and READ NOTES ON TWS AND INCLUDEDWEX REFERENCE PAGE W7473mv, 1"1400REFORE USE.
Design votes for use ours, Win MTek@ connectors, this design h based ants, upon parameters shrun, and is for on individual butiding component, not
a fruss, system. Before use, the building designer must ve* the applicability of design parameters and property Incorporate this design into the overate
bufiding design.
Bidaing indicated is to prevent buctring of indiAduol truss web and/or chord members onty,. Additional temporary and roenronent bracing
Is oNvoys required for stobrifify end to prevent cogapse with posstolis personal k*rry and property damage, For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and huss systen'ss see ANSVhrh Queffly Cdfsrdo. DS11-8f and BCS/ gvfldhV Component 7777 Greentiark Lane
Safetyinformeffors ovaisabW from Truss Prate trisfitute, 218 N, Lee Street, Suite 3i2, Atexondrist, VA 22314, Suite 109
2-0-0 5-7.12 5-4-4 b-4-4 o-r•s;e c.-+ru
MW
12 15
girt ,=", 3x4 ==` set == 3x4 == 3x4 �=
Lt7AC}INCd {psf} SPACING. y 2-od?CSt. DEFL. in (foe) Vdefi _- Ud PLATS__ FtfP
TOLL 30.0 Plate Grip DOL 1.45 TC 0.49 Ved(LL) -0.07 11-12 >999 240 MT20 1971144
TCDL 18.o Lumber L 1.45 SC 0.41 Vert(TL) -0.15 8-9 >999 180
SCLL 0.0 Rep Stress Incr YES VVB 0.32 Horz(TL) 0,04 8 n/a nits,
SCDL _ 7.0 Code IR020091TP12007 e (Matrix -M) Welght. 109 to FT - 0%
LUMBER- Mry BRACING-
TOPCHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6.12 oc puriins, except
SOT CHORD 2x4 SPF No.2 end vert is.
VVESS 2x4 SPF No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at mldpt 3-12,5-8
�be
itek rW rids iht Stablla'ers and regaiired gross brair#g
last.
during Erose eraoircsn, In accordance with Stabilize,
REACTIONS. (Ibtsize) 12-140010-6-8,8-1400/0-5-8
Max
2-1400/0-5-8,8-14 t0 -
Max Horz 1=304(LC 6)
Max Uplift 12--172(LC 7), 8=-172(LC 7)
FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOR CHORD 3-4--1273/261, 4-5-.12731261, 2-12-512/189,6-8--512/189
BOT CHORD 11-12-011042, 10-11 68, 9.10=0/768, 8-9=0/1042
WEBS 4-9=-93/448, 5-9--3351161, 4-11=-93/448, 3-11=-335/161, 3.12=-1283/18,
—1283118
NOTES -
1) Unbalanced roof live toads have been considered for this design..
2) Wind: ASCE 7.05; 105mph; TCDL-10.8psf; BCDL=4.2psf; h-15ft; B -o ft; L-24ft, eave-oft; Cat, 11; Exp C; enclosed; MWFRS (ail
heights); cantilever left and right exposed; end vertical left and right expensed; Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 5 degree rotation about its center.
4) This truss has been designed for a 10.0 pal bottom chord five Wad nonconcurrent with any other live toads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt=tb) 12=172,
8.172.
6)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
1
WARNlNO - Ym#y" destirri parameters and READ NOTES ON THIS wcL O owrEK REFERENCE pAor MU -7473 w IOAWZO168EFORE USE
Design valid for use ony with Nyrek* connectors. This design is based ony upon parameters she—, and is for can Individual building component not
a truss system. Before use. the building d"i"ner must vesiCy the oppficability, of design parameters and property Inc ate this design into Rise overall
building design. Bracing indpoted 4 to prevent buckling of Individual fruss web and/or chord membefs oniY. Addfffonal fernporory and Pernronsait brooingIT "A
is aiwoys required for stability and to prevent collapse with notable persaasai Naµxy and property damage, For gentera guidance regarding the
fa ' otion, storage,. delivery, erection and bracing or trusses and truss systems, see A VTjrt3 QvaMy coterie, OS$4? and SCSI Bu g Component 7778 alliance,
information available from truss Pirate tnsfitufe, 218 N Lee Skeet. Suite 312, At 3x fa. VA 27314. Suite He
Can s Nmstr1r,
2-0-0 3-2-12
LOADING (pso SPACING- 2-0-0
CSL
TCLLPlate Grip DOL 115
TC OAS
TCDL IN, Lumber DOL 1,15
SC 015
BCLL 0.0 Rep Stress Incr YES
we ODO
SCDL 7.0 Code lRC2009/TPI2007
(Matrix -M)
LUMBER-
TOPCHORD 2x4 SPF No.2
BOTCHORD 2x4 SPF No,2
VVESS 2x6 SPF 2100F 1,$E
REACTIONS, (lb/size) 5=457/0-5-8,3-85IMechanical, 4--4/Mechanical
Max Herz 5-146(LC 7)
Max Uplift 6-91 (LC 7), 3-27(LO 7), 4-4(LC 1)
Max Glee 6=457(LC 1), 3=86(LC 1), 4-36(LC 2)
FORCES. (lb) - Max. Compilifitax, Ten. - All forces 250 (lb) or less except when shown,
TOP CHORD 2-5-411/106
NOTES-
vlqwt:
heights); cantilever " and
DEFL. in (loc) Vdeft Lid
Vert(LL) 0.01 4-5 >999 240
Vert(TL) 0,01 4.5 '999 180
Horz(TL) -0.01 3 are n/a
Weight: 12 to FT - 0%
in exposed; end vertical left and right exposed; Lumber DOL -1 60 plate gdp DO60
2) Plates cheaed for a plus or minus 5 degree rotation about its center,
3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any Other five f0ads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to beating plate capable of withstansfigg too lb uplift at joint(s)
6) "Semi-rigid pitchtfreaks svirld fixed heelV Member end fixity model was used in the analysis and design of this truss, I
WARNING- Vadlydesign parrinerfers and READ NOTES ON ThISANO INCLUDED NPEK REFERENCE PA"Nal-7473rev: 1"V205 BEFORE USE
Design valid for use a* Wth Miteislir connectors. This design is based only upon parameters shown and is for on individual building component. not
ik
a truss system, before use, the building designer nwsl verity the appicability, of design parameters and property incorporate this design into the overall
building defrost bracing indicated is to prevent buckling of indlMdual truss vieb and/or chord members only, Additional temporary and permanent bro6nq
is dwoys required for stability and to prevent co4opse vAirt possible personal injusy and property don'tage, For general guidance regarding the
Fabrication, storage, delivery, erection and bracing of trusses and truss systems. See ANSVINI Quallty World. OSS -99 and SCSI RultdrigComP00001 7777 Greentar
Safety Informalkin ovoitabre from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314, suite 109
I - -9kruiftqw—A
-2•C1�0 il�it-5 __.��.
a,_ _._..... 2-0-0 0-11-1
,.
Design valid for use only vAth WekrR connectors pororneteas
a truss system. Before use, the bullsfop de ` er roust vert(, the appScablity of design parameters and Property incorporate itis design into the overact
LOADING (psi SPACING- 2-0-0 CS1.
DEFL.. in
(loc) Won Lid PLATES GRIP
TOLL 34,0 Plate Grip DOL 1.15 TC 6.49
Vert(L.L.) 0.00
5 >999 240 MT20 1971144
TCDL 19.4 Lumber DOL 1.15 BC 4.17
Vert(TL) 0.00
5 >999 184
8CLL 0,0 Rep Stress In r YES WS 4.66
Hera(TL) -4^01
3 We he
BCDL 7.0 Code IRC 9/TP12007 (Matrix -M)
eght: 7 lb FT - 0%
LUMBER-
TiOP CHORD 20 SPF No.2
BRACING.
TOP CHORD
Structural wood sheathing directly applied or 411.1 oc puffers, except
BOTCHORD 2x4 SPF No,2
eyed verticals.
WEBS 2x8 SPF 210OF 1,8E
BOT CHORD
Rigid ceiling directly applied ort -0 oC bracing,
iW;k recommends that Stabilizers and required crass bra
be installed during truss erection, in accordance salth Stabilfzar
REACTIONS. (!b/size) 5=602/0-5-8,3-182/Mechanical, 4=-131IMechanical
Max Herz 5=140(LC 7)
Max Upt1ft5=-111(L.0 7), 3=-182(LC 1), 4--131(.0 1)
Max Grant 5=602(LC 1), 3=40(LC 7), 4=3(LC 3)
FORCES. (to) -Max, ax. Comp./Max. Ten. -All forces 254 (lb) or less except when shown,
TOP CHORD 2.5--4611134
NOTES -
1)
d` a- 10 p ! !• r BI r. r • v x t r.r
hei• cantilever ^ and rightexposed; r: verticaland right exposed; Lumber DOL=1,60 r.......... grip •M'. r!
2) Plates checked for a plus or minus 5 degree rotation about Its center,
3) This truss has been designed for a 10O pst bottom chord live load nonconcurrent with any other live loads,
'Refer
s +:. s -• + s.: r sr^..:. •..... >r.e :.a s. ! r. r'.. ,. s ,.s. s
'Semi-rigid pitclibreaks with fixed and design of
1NARNfNc . early design parameters and READ NOTES SAN TPgS ANO sYCIUDEA MIEK REFERENCE PA42E AW -7473 raw: 9iatUUhrur BEFORE USE..
This design is based only upon shown, and is for an indNidual buaid component. not
Design valid for use only vAth WekrR connectors pororneteas
a truss system. Before use, the bullsfop de ` er roust vert(, the appScablity of design parameters and Property incorporate itis design into the overact
building design, firocing indicated is to prevent buckling of indukluat truss web and/or chord rnernben only. Additional temporary and permanent braClult
�^
k always required for slab liiiy orad to prevent colkipse wieh possible personal injury and Property dornoge. For geneanl guidance regarding the
7777 Greentaack tare
fobricotian, storage, delivery, erection and browing of trusses and truss systems, see ANSOP11 Quality Creases, OSS -$9 and BCSI 8u fiCompsnenl
$afety Information ovallubse from Truss Plate Institute, 279 N. Lee Street, Suite 312, Alexandria, VA 22314.
Suite tog
Cerus Hajillfis. CA 95
PRO
e
...._._._ _...._., 20,0 ...w.._._., _.._...,..,�,......�... ., 5.9 �{
LOADING (psf) �rcSPACING- 2-0-0 CSI. DEFL. in (too) Well Ltd PLATES GRIP
TOLL 30.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) 0.00 4-5 >999 240 MT20 197/144
TCDL 18.0 Lumber DOL 1,15 SC 0.18 Vett(TL) 0.01 4.5 >999 180
BOLL 0.0 Rep Stress Ince YES VVB (Loo Horz(TL) -0,02 3 We We
BCDL 7.0 Code IRC2 frPI 7 (Matrix-M)Weight: 11 to FT - 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-1 oc purlins. except
BOT CHORD 2x4 SPF No.2 end verticals,
BS 2x8 SPF 2100E 1.8E BOT CHORD Rigid ceiling directly applied or 10.0.0 Dc Wool%
MiTek recommends that Stabilizers and required cross bracing
be Installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 5-443!0.5-8, 3-33/Mechanical, 4-28/Mechanical
Max Herz 5-177(LC 7)
Max tlpNftS (LC 7), 3-32(LC 4), 4-28(LC 1)
Max Grav 5-443(LC 1), 3=35(LC 5), 4.17(LC 2)
FORCES. Qb) -Max, CompJMax, Ten. -All forces 260 (1b) or less except when shown,
•V CHORD
NOTES-
V
checkedheights); cantilever left and right exposed � end vertical left and right exposed� Lumber DOL=I.60 plate grip DOL=1,60
2) Plates for a plus or minus 6 degreet.. about
3) This truss has been designed for a 10,0 list bottom chord live load nonconcurrent with any other live loads,
44) Refer to tfor truss to truss connections,
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ili uplift at joint(s) 5, 3, 4,
*) "Serni-rigid pitclibreaks with fixed heals' Member end fixity model was used In the analysis and design of this truss,
w
6NRRNtNO • Verify design paramerars and READ NOTE'S ON rNis ANDD INctudED itereK REFERENCE Peas A014473 rev, iQR Wini5 BEFORE USE..
for Win MiTekW This design is based onA/ upon paararnetefs shown, end is for on harytdobt bundling consponent, not
'.
Design vofid use onty connectors.,
s puss system. Before use, the bu+lding designer must vettfy the eppIcabiity of design potaffietres and property incorporate titin design into the overact
building design. Brochrl indicated is to prevent buckling of isdfockrof truss web and/or chord me tubs only. Additiond fenwrary and pertnonent brocing
is otways required for stability and to prevent coiapse with possible personoi Injury and papa ly damage, For generot guidance regarding the
7777 Greenback lane
fabrication, storage, delivery, erection and brocing of trusses and truss systems, see ANSt/tClt Quality Cedela, DSS -St and 9CSl SuBding Component
SuitetQ9
Solely lnformotton gvoi4abie born Truss Pirate Institute, 218 It, Lee Street, Suite 312, Alexandria. VA 22334.
_. $Brit. .. s
2.0-0 *-LIU
ME
LOADING (psf) _v SPACING. 2-0-0 _ CSI. �. DEFL. is (loc) Well Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 115 TC 0.57 Vett(LL) -0,05 4.5 >999 240 MT20 197/144
TCDL 18.0 Lumber DOL 1.15 SC 0.26 Vert(TL) -0.11 4-5 >603 180
BELL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 eta nta
SCOL rcm 7.0 Code IR 2ODSTP12007 (Matrix -M) iglal. 22 Ib Fi 0 _ _..
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 0 oc putlins, except
BOT CHORD 20 SPF No.2 end verticals.
SS 2x6 SPF 2100E 1.8E 'Except" BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing,
3.4, 2x4 SPF No"2 [beiristalled
recommends that Stabilizers and required cross bracing
during truss erection, in accordance with Stabilizer
REACTIONS. (Ithsize) 5-56610-6-8,4-267/Mechanical
Max Harz 5-198(LC 7)
Max ptt5--78(LC 7), 4--5(LC 7)
FORCES. (Ib) -Max, Comp,/Max. Ten. m Ail farces 250 (lb) or less except when shown,
TOP CHORD 2-5=-533/112
NOTES-
1)
Unbalanced l5r been #. for
• 0; enclosed', MVVFRS
heirhts); cantilever left and right exposed;right exposed; r• DOL-1.60 plate grip i* #4
3) Plates checked for a plus or degree rotation about
4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
connections,
Provide rr, connection r others) to bearing •withstandingt• # uplift •i
h 'Semi-rigid • "r f° w capable -r in the analysis and design of
WARNING • leweydesignparsmit. and READ NOTES ON IWIS AND INCLUDED NTEK REFERENCE PAGE AW -7473 rev" i ans"S5..BEFORE USE.
De valid for use prey Win We connectors. TbAs design is based onf/ V meters sh0y,", and is for on ind$Vtduoi buidirrg com ponent. not
o truss system. Before use. the buikSing des finer must vertfy the opplicabitity of design potorneims and property me ate this design into the overoit
Additionol fe sirs` and pe nt bracing
Ne
building design. Brocing irrdlcomd e to prevent brae& of ardivldriol truss web and/or chord members only.
the
Is oNvoys ressured for stobtRy and to prevent collapse Witte possible personot lniury and property Floorage, For generot guidance regarding
fabrication, storage, unity". erection and bracing of trusses and truss systems. see ANSUIPit Qvo*y Cetorta. OS"I and SCSI Bu#diag Component
7777 Lena
7777 re
So" tnformottors ovoifabde from Truss Plate institute.. 2218 N. Lee Street, Suite 312. Alexandria, VA 22319. ..._..._.._....�.�....,„rw._
,---Shue 10
2x4
s=$
LOADING (psf) SPACING- CSI, DEFL. in (toe) Ildefl Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TO 0.33 Vert(LL) -0:09 4-5 >836 244 MT20 1971144
TCDL 18.0 Lumber DOL 1.15 BC 0.36 Veft(TL) -0.17 4-6 >446 180
BOLL 0.0 Rep Stress tncr NO WB 0.03 Horz(TL) -0,00 4 nta ntd
BCDL 7.0 Code 1RC200StTPI 7 (Matrbc-M)Weight: 38 Ib FT = 0%
LUMBER- BRACING -
TOP CHORD 2x8 SPF 2100E 1.8E TOP CHORD
BUT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 BOT CHORD
REACTIONS.«
Max Harz�«
FORCESimp,/Max, Ten, - All forces 250 (lb) or less except when shown,
TOP CHORD 2-5-6001179
Structural woad sheathing directly applied or 6-0-0 oc purlins, except
d verticals.
Rigid ceiling directly applied or 14.0-0 oc bracing.
[MITek re mends that Siablltzers and required cross bracing
be In.1 alled during truss erection, in accordance with Stabilizer
NOTES-
xclosed,
"#... ,. s.. .. ..i # Y.i -r ca. .. x `::..# i.. .,fi�'# #• Mi.«#:i flkM al
f t#...
#. ♦T • # Y : « t Yi."i
0-11L. EV -11 j
ii.. .: # `cut" twy i.... i t4 .'..R t .:t«fY tt «i t::Y LL t. x ..# •.
•.
6) "Semi-rigid pftchbreaks with fixed heele Member end fixity model was used in the analysis and design of this truss,
7) 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) Stannard
1) Dead + Roof live (balanced): Lumber Increase -1.15, Plate Increase -1.15
Uniform Loads (pit)
Vert: 1-2=-98
Trapezoidal Loads (plf)
Vert: 2=-4(F=46, B=46)-to•3=-160(F#-32, B --32),5=0(F=7, 8=7Yto-4 --23(F=-5, B-5)
WARIONG - Vw1fir d"Birst parameter., and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE -7413 no. 140=015 BEFORE GSE.
Design void for use only with Mtouti, connecton. Tho design is based only, upon parameters shower, end is for on hdvidud building component, not
a truss system. Before use. the bukofiog designer must ve ty file oripfaabifity of design porometers and propedir incorporate this design into the overa8
building design. Bracing indicated is to prevent tucking of individual truss andlor r_trord members arty. Additional fe ary and permanent brac` I ` "
is always required for stability, and to prevent collapse with possible personal i.*xy and property damage. For genera guidance regarding the
tobrication, stowage, deiivery, erection and bracing of trusses and buss systems, see ANV/u`n Q Criteria. 0SR-81 and SCSI s.. Ing Component 7777 oreentta
Safely Information avoltobie from Tress Plate institute, 218 N. Lee Street, Svife 312. Atexonstrim VA b23t4. CSudta 109
r.
EM
EM
I
6Xs = axio = 4)a = 4X8 = 64 = oxe =
LOADING (psf) SPACING- 2-0-0 DEFL. In (toe) Vdefl L/d
TOLL X0 Plate Grip DOL 1,15 Vert(LL) -0.23 11-12 >999 240
TCDL 18,0 Lumber DOL 1,15 Vert(TL) -0.50 11-12 >669 180
BCLL 0,0 Rep Stress Incr NO I Horz(TL) O05 10 nfa We
BCDL 7.0 Code IRC2OD9frPI2007
•
ckt.one
Gr"nba
Sufte 109
ck
-- M
I
LOAD CASE(S) Standard
1) Dead + Root Live (balanced): Lumber Increase=1.15, Plate lnerease=1,15
Uniform Loads (pig
Vert: 1-2--96, 2-3--96,3-4--96, 4-6--96,5-6=-96,6-7=-96,7-8=-96, 8-9-96, 10-15=-14
Concentrated Loads (Ib)
Vert: 3=258(F) 7=258(F) 16-46(F) 17-12(F) 18=31(F) 19=12(F)
A0,WARWNG. Veedy"gparanurters and READ NOTES ON TINS AND INCLUDEDUTEK REFERENCE PAGE MY-7679 rev, f0sal,7015 BEFORE USE.
Win War* This design is based only upon porometins shown, and is for on Indywurst builefing conneonenl, not
Design voild for use only connectors ,
a truss, system. Before use, the bv"ng designer must verify the applicability of design parameters and property incorporate the design into the weroll
building design, Brocing indicoted is to prevent buckling of inclMdus'A truss vveb and/or chord members only. Addillonot temporary and permanent bracing
Is ohNoys mcluked for debility and to prevent colopser with potsil:sle personal " and property domage. for general guidance regarding the
7777 Greene** Lane
fabrication, storage, defivery, erection and brolang of trusses end truss systems, see ANSDIM) Quality Criteria.DWIlf and SCSI Sisilifing Component
Safety information ovagable from Truss Plate trofltuW 216 K Lee Street, Suite 312, Alexandria, VA 22364,
Suite 109
Citrus HekthIsr, CA 95
2Kflu 2.3-0 3.0-0 5-9-0 5.9.0 awtru 4.1. 1-
1s 19 1;i r t 10
3xE 34 3x6 = 1x10 3a(10 308 '":a
LOADING f
OBFL. in
":'Plate GriW DOL
1,15
TCDL € Lumber DOL
1.15
BCLL OC :, Stress Incr
YES
BCDL 7,0 Code 00
LUMBER -
Horrx(TL) 0.08
TOP*•
(Matrix -M)
BOT OR #
Weltift 108 to FT - 0%
mes 20 SPF No.2
BRACING-
NEACTIONS.» ++ 10-161010-6-8
Max Horz 15-246(LC 6)Max Uplift 15-181 ILC 7),10-181 (LC 7)
CSI.
OBFL. in
(Moo) Well Ud PLATES GRIP
TC 0,79
Vert(LL)-0A311-1
>999 240 MT20 1971144
BC 0.69
Vert(TL) -0.29
11-12 >983 180
WS 0.70
Horrx(TL) 0.08
10 nta ria
(Matrix -M)
Weltift 108 to FT - 0%
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (2-7-9 max,) 3-4,6-7.
BOT CHORD
Rigid ceiling directly applied or 10 oc bracing,
VVESS
1 Row at midpt 6-12
Mitek €rends that Sttabifte and required cross bracing
e instal during truss erection, Ina mance with Stabilizer
�b
l)tkfallat gwI a
FORCES-: + or Was except when shown,
TOPCHORD3-4-2088/192,4-5-16251199, "-1627/199,6-16-26391229,7-16--2639/229,
2-15-3571164,8-10--3111149
WEBS #+ +:
6-11--741/116,7-11-12911856,3-15-1484/45,7-10--1527178
NOTES-
1)
adequateheights); cantilever left and right exposed ; end vertical teft and right exposed; Lumber D0L=1 .60 plate gr
3) Provide drainage ! prevent water ponding.
4) Plates checked for a plus or minus 5 degree rotation about its center.
5) This truss has been designed for a 10,0 pat bottom chord live food nonconcurrent with any other live loads.,
+
s
March 3` ,2016
M.......WARNING. VNIty n poramaters and READ NOTES ON FMS AND dNCLUDEO t18rEK REFERENCE PAGE $01.7473 rasr. i WiTIS BEFORE USE,
Design vand for use only wtdts MTek81 connectors, This design 4 based only upon porometets shown, and is far an Worvidual building component, not
a truss system. Before use. the bukling designer must verify the aPpk eeiffity of design parameters and Property incorporate this design into the overall MR'
building €design. Bracing indicated is to prevent bucking of rudfvidual truss web and/or, chord members onts, Additional temporary and permanent bracdng M i ek'
is assays required for stability and to Prevent coliapre with possilute personal'...persondirsbay and Property da e, Fof9enercIgtAdorrcerrkgsading the 7777 Greenback Lane
fobricat ism storage, delivery. orectk>n and bracing of trusses and truss systems, see ANS!/TPdt QuaMtyy Criferso, DSB•88 and SCSI Building Conspasent 149
Safety information av ` ble from Truss Plate trnstitute. 218 ItLee Street„ Suite 312. Aerrrondria, VA 22314. Suite sufteCitruPissafts, CA 951
15 14- —
2x4 If 3x16 3A 3XIO Us 2x4
Ltd
. , (loo) Wait d
LOADING (Pat) SPACING- 2 0 DEFLIn (lo
PLATES GRIP
CS1-0,17 11-12 >W9
TOLL X0 Plate Grip DOL ;% , OSS Vert(LL) 24
MT20 197/144
18
TCDL 19.0 Lumber DOL 1.15 BC 0.68 Vert(rL) -0,41 11-12 >696 ISO
BCLL 0,0 Rep Stress Ines YES 074 Horz(TL) 0,06 10 trial we
Weight: 11Y1111 FT - 0%
SCDL 7.0 Code IRC20091TP12007 -M)
LUMBER- BRACING.
TOPCHORD 2x4 SPF Nss.2 TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc puffins, except
BOT CHORD 20 SPF No.2 end verticals, and 2-0-0 oc purfins (4-5-13 max,): 3-4,6-7.
WEBS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 6-0-0 do bracing,
Stabilizers and required cross bracing
st
lbeTinstalled during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 15-151010-", 10=1510Ai-"
Max Harz 15--245(LC 5)
Max UpfiftIS-181(LC 7),10-181(LC 7)
FORCES, (Its) - Max, Comp./Max, Ton. - All forces 250 (Its) or less except when shown.
TOP CHORD 2-3-1443/136, 3-16-10961131, 4-16-1096/131, 4-5-1681/201, 5.6--1586%202,
6 -17= -11311126,7 -17-1131/126,7-8-1468/128,2-15--1489/190,8-10-1506/180
BOT CHORD 13-14-011773,12-13=0/1773,11-12-22/2052
WEBS 3-14-27/450, 4-14-9951103,4-12-7151141, 5-12--123/1241, 6-12-1071/178,
6-11-1103/123, 7-11-0/361, 2-14--8/1201, 8-1 1 =011 262
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) VVind: ASCE 7-05; 105mph; TCDL-10.8psf, BOOL-42fisf; h-15ft; B-45ft; L-24ft; eave=4ft; Cat, If; Exp C; enclosed; MWFRS (all
heights); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL -1,60
3) Provide adequate drainage to prevent water painting.
4) Plates checked for a plus or minus 5 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 111 uplift at joint(s) except Ot-lb) 15-181,
0 Li
10=181..."0044'.fv
7) "Semi-rigid pitchbreaks with fixed heelse'Mensper end fixity model was used in the analysis and design of this truss.
8) Graphical representation does not depict the size or the orientation of the puffin along the top andlor bottom chord.
SO O/V**..
pundit
4018 as
%GG
01<1
ONAk-
March 31,2016
WARWAIG - Verity an fusnersaties cad READ NOTES ON Ties AW tisCLUDED WTEJK REFERENCE PAGE M-7473eau. 100"OISREFOREUSE.
Design valki far use only With MTekO connectors. This design is based ono upon parameters shown, and is for an individual building component, not
of
incorporate this derign into the overall
7bvocing
rs truss system, fiefore use, the bukfing designer must verity the opp#cobWty of design parameters and property
7
building design, Bracing Indicated b to prevent buckling of individual truss web and/or chord members a*. Additional tenxoorory and permanent
is always required for stability and to prevent colforne with possicie persond jnitsry and property damage. For general guidance regarding the
forr6cofion, storage, delivery, erection and bracing of trusses and truss systems, see AN$1/1111 civaer V Catedo, OSO-89 and SCSI itultifing Congensent
safety Infourrolion avoikable from Truss Fiore Institute, 218 K fee Street. Suite 311 Atexoneirm, VA 22314.
7777 Greentsidt Lana
7
suite 109
Silv— —"A-
3x4 = 3x4 It
3.4 it 4x8 „n:. 3xro "® 4xb ==
• «2-
DEFL. In
r
TCLL
fr
Grip DOL
RC 0.50
x
>599 18
# DOL
I
x
(Matrix -M)
ight� 118 Its FT - 0%
s
t
ii•i# fe
1
CSI.
DEFL. In
(fact vdeie Lid PiATES GRIP
TC 0.55
Vert(LL) -0.0911-12
> 240 MT20 197/144
RC 0.50
Vert(TL) -0.2411-12
>599 18
0.54
Horz(TL) 0.05
10 tire We
(Matrix -M)
ight� 118 Its FT - 0%
BRACI G -
TOP CHORD
Structural wood sheathing directly applied or 4-3.1 oc purtins, except
end verticals, and 2-0-0 oc purlins (4-4-14 max.): 3.4, 6a7.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing. W
iWff reccmrnenda that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
♦ ' { # {except
*. .«: +R
Ii8-10-14801196#
BOTCHORD 14-16--200/271,13-14=0/1533,12-13-011533,11-12-011680
WEBS 3-14-7/384,
71126, 5-12-17911398, 6-12--903/157,
6-11-671169, 7-11 t1 ►.8-11-0/1145
•
1) Unbalanced toot live loads have red for this design,
2) Whit: ASCE d fit. f r# yl # '#
rotationheights)- cantilever left and Fight exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL -1 60
3) Provide ��equate drainage to prevent water pending,
4) Plates checked for a plus or minus 5 degree {#
5) This truss has been designed for a 10,0 psf bottom chord live toad nonconcurrent with any other live loads
10-181,
7) 'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss
8) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord,
WARNING . Verify design parwoofors and READ NOTES ON rise AND INCLUDED r eEK REFERENCE PAGE MO -7473 rev. 1""014 BEFORE € SE,
Design volfd for use only Mh MTekO connected, This design is based only upon poramete+s shown. and is for on individual b0ding component, not
as rnus system ftefre use, the building designer nsust verify She applicou4ty of design porometers and property incorporate this design tura the overa€k
building design, bracing indicated is to prevent buckling of individual truss web Iar chant member only, Addillonoi temporary Ono Permanent tracing
is always r ed for stability and to prevent colopse Win possible personot iii and property do e, For general guidance regording the
fatxicofan. storage, delivery, erection and bracing of trusses and miss systensss. see AN$VMIt Quay Ct#erld. D$5.49 and BCSt b tng COMPOAO"f 7777 Greentsadt Lane
Sokly Informciion ovaikabke from Tuns Plate Institute, 218 N. tee Street, Suite 312, Alexandria. VA 22314, sufte 109
Cdrr s t14atMs, CA 0,5
zo-o 6-9-0 3-40 1-3-0 1-3-0 5-0.0 6-9-0 or
4x4 H
4X8 6X6 = 5 6
"rm
30 11 4X6 = 3*4 = WO = US = 3*4 !1
LOADING (psf) SPACING- 2-0.0 Gni. DEFL. in (toe) Vdan Ud PLATES GRIP
TOLL 30,0 Plate Grip DOL 1,115 TC 0,77 Vert(LL) 406 12 >999 240 MT20 1971144
TCDL 180 Lumber DO 4' 1') 416 11-12 >999 180
BOLL 9 Horz(TL) 0,04 10 n/a DID Weight: 126 to FT - 0%
BC D Code IRC2009ITP12007 (Matron -M)
L L 00 4
B LL 0'0 Rep Stress onor -s
DL 7
LUMBER-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins, except
BOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc purlins (4-6-11 max,): 3-4,6-7.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Do braOigg•
jWIT—ek 'recomnian-ai tial -S—ta 641zeii `ana_rijtiWd_crass _bminq
"re
Lbe Installed during truss erection, In accordance Mth Stabilizer
REACTIONS. (Ib/size) 15-151010-5-8, 10-1510/0-5-8
Max Harz 15--245(LC 5)
Max UpIMIS-181(LC 7), 10-181(C 7)
FORCES. (lb) -Max, Comp./Max, Ten, - All forces 250 (Ib) or less except when shown.
TOP CHORD 2 -3 -15641169,3 -4-1140/185,4-5-14641229,5-6--1507/236,6-16=-1149/183,
7-16--11491183,7-8--1670/168,2-15-14621206,8-10-1465/205
BOT CHORD 14-15--188/343,13-14-0/1335,12.13-011335,11-12-0/1401
WEBS 3 -14 -0/323,4-14--405/27,4-12--594/117,5-12--22611508,6-12--883/155,
6,11--368/36, 7-11-01292, 2-14=0/929, 8-01-0/948
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 105mph; TCDL=10.8psf,, BCDL-4.2pst h-15ft; 8=45ft; L-24ft; eave-off; Cat, 11; Exp C; enclosed; MWFRS (all
heights); cantilever left and Fight exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL -1,60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 5 degree rotation about Its center.
5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live load&
6) Provide mechanical connection (by others) at truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt -lb) 15-181, 500 Ll
10-181,
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. #0eeeeweaa
t "0.
8) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. SC o Ar
018
ONAL
March 31,2016
WARNING - Verill, design Parameters and READ NOTES ON Thfir AND WLWED WTEK REFERENCE PAGE AN -7473 rev. 10MV2015 BEFORE USE.
Design voild for use ontj with WFeW connectors, Tho design is based onts, upon parameters shoom, and is for an individual "ding component, not
a puss system. Before use. the bvilding designer own verify the oprikobffity of design parameters and property incorporate this design We the overall
building design, Bracing thdi-ofed Is to prevent bus* fing of Individual sure web and/or chord members only. Additional temporary and pennonere bracing
is dways required for stability and to prevent collapse vAth possible personal " and property dornage, For general guidance regarding the
tobdr,ation, storage, delivery, erection and bracing of trusses and truss systems. See ANSI/TPI) Quality Cj#eft, OVII.49 and SCSI gwwft Component 7777 Grortriback Lane
Safety Information ovoiloble from Truss Plate Institute, 298 N. Lee Street, Suite 312, Alexoncria, VA 22314, sufte 109
'trussTruss Type Cry ply Creekside f Quart Plan 3N Lot I I 846943OW
11 Ls I 1
Hip I I
Colorado arrusirs'00 '". i
ID,2LgEMGr6nfYBLoFtMST?wypzajEw-ohvuaO7puKOcz3v6DUA'?aDziqF1 I KdyPQdlQgZVSE
2-0-0 4-3-4 3-11-12 3-9-0 3-9-0 3.11-12 4-3.4 2-0-0
Scale: 114"-V
4x8 = 4x8
3x4
14 14 1 1 IV
3,6 == 3x10 3X4 = 3x10 316 =
I
NG- 2-�4l 11 DEFL. in (too) Won Ltd PLATES GRIP
15 CS
LOADING (psD SPACING-
I
TOLL 31 Plate Grip DOL TO 0.46 Vert(LL) -0,1010-11 >999 240 MT20 197/144
TCDL 0 Lumber DOL 1,15 SC OAS Vert(TL) -0,21 10-11 >999 180
BOLL co Rep Stress icor YES M 019 Horn(TL) 0,05 10 his hire
BCOL 7B
Code IRC2009rrPI2007 (Matrix - M) ight: 120 to FT - 0%
LUMBER- BRACING.
TOP CHORD 2X4 SPE W2 TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc outline, except
BOT' CHORD 2x4 SPF No.2 end verticals, and 2-0-0 up purlins (5-6-2 max.): 4-6.
VWSS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 OC bleCing,
bMjTek
recommendithat §iStabilizers aWd qu"d cross bracing
installed during truss erection, in accordance with Stabilizer
an
REACTIONS. (ibifeize) 14-1510/0-", 10-1510/0-5-8
Max Herz 14-248(LC 5)
Max Uplift 14--181(LC 7),10-.181(LC 7)
FORCES. (to) - Max. Comp,/Max, Ten. - All forces 250 fits) or less except when shown.
TOP CHORD 3-4 -1399{198, 4-15-1071/193, 6-16--1073/192,5-16--1073/192,6-16--10711193,
6-7-1399/198, 2-14--4301160, 8-10---4301160
BOT CHORD 13-14-3/1122,12-13--011196,11-12-011196, 10-11-0f1122
WEBS 4-13-34/358, 6-13-338/62, 5-11--338/62, 6.11=-34/358, 3-14-1507176,
7-10-1507/76
NOTES -
1) Unbalanced root live loads have been considered for this design,
2) Wmd: ASCE 7-06; 106mph; TCDL-10,8psf; BCDL--4.2pst, h=15ft; B=45ft; L-24ft; eave=4ft; Cat, It; Exp C; enclosed; MVWRS (all
heights); cantilever left and right expod vertical left and right exposed; Lumber DOL -1,60 plate grip DOL -1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 5 degree rotation about its center.
5) This truss has been designed for a 10,0 ISO bottom chord live load nonconourrent with any other live loads,
6) Provide mischarneat connection (by others) of truss to beating plate capable of withstanding 100 to Uplift at joint(s) except (A=lb) 14-181, NDO Lit
10=181,
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. as 0 .
.
•
4018
as
March 31,2016
WARNING - V.* dierfirit pnim stere and READ NOTES ON TIWS AND INCLUDED ANTEX REFERENCE PAGE AM -7473 mir, i 201 86FORE USE.
Design valid for use ant/ with Words connectors, This design is dosed only upon parameters shown, and is for an indAdvat building component, not
a truss system Before use, the building designer must verify the applicabi4ty of design parameters and property kIcorporote the design into the overall s dif
building design. Bracing Indicated is to prevent buckling at indivicluot truss web and/or chord members 0*. Additional fernporory and yedirvarent 7b-Mcing
Is otworys required for Mobsty and to prevent colopse with posenfe personal inNxy and property domidge, For generol guidance regarding the .a -
fabrication, storage, delivery, erection and broctng of trusses and truss systems, see ANSI/TPII givelity, Carisdo. OSS -89 and 8011hiRdIng Component 7777 Gmereads Lane
Safety information ows4ocie from Truss Kate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, suite tog
4:si-0
2-0-0 5-0-4 4-8-12 4-6-0 4-8-12 5-04 240
13 1Z to
U4 —
3X6 300 � - 3*4 = Us
LOADING (psf) SPACING- 2-0-0 CSL DEF(�, In (loc) Vdaft PLATES GRIP
TOLL 3010 Plate Grip DOL 1.16 TIC 0.46 Vert, LL -0,23 9-10 >999 240 O MT20 1971144
TCOL 18,0 Lumber DOL 1,15 'Cit 2 Vert(rL) 448 9A0 >596 180
BOLL 0.0 Rep Stress Incr YES WS 0131 Horz(TL) 0,05 9 ate he
SCOL 7.0 Code IRC2009ITP12007 (Matrix -M) Weight: 1201# FT - OOA
LUMSER- BRACING -
TOP CHORD 2x4 SPF N0.2 TOP CHORD Structural wood sheathing directly applied or 4-7-0 DO pudlns, except
BOT CHORD 2x4 SPF No,2 end verticals, and 2-0-0 oc purlins, (5-3-6 max,): 4-6.
WESS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
WEBS I Row at midpt 5-12, 3-13,6-9
i�Fekremends Stabilizers and required cross bracing
oorm
be installed during truss erectien, in accordance with Stabilizer
REACTIONS. (Ib/size) 13-161010-5-8,9-151010-5-8
Max Herz 13-277(LC 6)
Max Uplift 13-181 (LC 7), 9-18 1 (LC 7)
FORCES. (iti). Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown.
TOP CHORD 3 -4 -13381211,4 -14--10021209,14-15--1002/209,5-15-10021209,6-6-1337/211,
2-13-4W/165,7-9-4901164
BOT CHORD 12-13-0/1143,11-12=0/1002,10-11-011002,9-10=011143
WEBS 4-12-27/270,5-10--27/270,3-13--1437182,6- -1436/82
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 105mph; TCDL-10.8psf; BCOL-4.2pst; h=1 ft; 8=45ft; L-24ft; eave-4ft; Cat. It; Exp C: enclosed; MWFRS (all
heights); cantilever left and right exposed; end vertical left and tight exposed; Lumber DOL -'1.60 plate grip DOL -1.60
3) Provide adequate drainage to prevent water pending.
4) Plates checked for a plus or minus 5 degree rotation about Its center,
5) This truss has been designed for a 10;0 pal bottom chord live load nonconcurrent with any other live loads,
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) except at -lb) 13-181„ LIP
9-181,
7) "Semi-rigid pitchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss. ****'"o *+*-
8) Graphical purlin representation does not depict the size or the orientation of the purth along the top and/or bottom chord, #0
4401 #
%
Is
0NAli-
March 31, 016
M"No. instifir"itaisonstriftw3.nd MAD NOTES ON TWS AND INCLuDEDNITEK REFERENCE PAG EM-7473rw 1""OVIVEFORE USE.
Desion, void for use only with MlekO connectors. This design is based only upon porn nsetern show-, and Is for an Indisivol building component, not
o truss system. Before use, the building designer must verity the applicobikly of design parameters and property Incorporate this design into the overdo Nil
buifong design.Brocing indlersted is to prevent Welding of individtox truss varb ondlor chord members only. Additiorrol fornporry and peffnarsent bracing WW
O
is oNosys required for stribitity and to prevent collapse vAth possible personal " and property domoge. For gamest iefidorros regarding the 7777 Greenback Lane
fopricistion. storage, deltvety, erection and bracing of trusses and truss systems, see ANS1 citraftCrifirda, 0$6-89 and SCSI thilldhitif Component
Safety Information ovoitsible from Truss Prate institute, 218 K Lee Street, Suite 3 2, Alexondrio, VA 22314, suite 109
Odrari Heights. CA 956170__
.. .......
2-0-0 5-9-4 545-12 1-6-0 5-&12 5-0-4 2-0-0
Wit, == SaWe - 1154,0
US
3X4 it 4X4 = 3X4 = 3x4 = 3xI0 = 494 = 3x4 if
11
LOADING (ssf) SPACING- L DEFL. in (too) Vdeff Ltd
PLATES GRIP
"L 30 Plate Grip DOL '1�1,50 Tccs 0,49 Vert(LL) 404 14-16 >999 2�4
MT20 1971144
TcDL 18:'G Lumber DOL 1,15 SC 0.32 VerhTL) -0,1114-16 >999 180
BOLL (Lo Rep Stress Iner YES WE 0:35 Horz(TL) 0.03 11 fire rda
BCDL 7.0 Code IRC2009rrPI2007 (Matrix -M)
Weight: 134 to FT - 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No,2 TOP CHORD structural wood sheathing directly applied or 4-3-10oc purfins, except
BOT CHORD 2x4 SPF No.2 end vedicals , and 2-0-0 do puffins (6-10-13 max.). 5-6,
WEBS 2x4 SPF No,2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
WEBS I Raw at midst 5-13
Mitek ie;mends that Stail�ilza;i and required cross bracing
Mi�
M'
[ be installed during truss erection,
in accordance with Stabilizer
REACTIONS. (lb/size) 17=15100-5-8,11-151010-"
Max Harz 17--307(LC 5)
Max UpI1ft17--I8I(LC 7),11-181(LO 7)
FORCES, (lb). Max, Comp./Max, Ten, -All forces 250 (lb) or less except when shown.
TOP CHORD 2 -3 -1,5661169,3 -4--12501165,4-5-1223/229,5-6=-9071228,6-7=-12261230,
7-8-1252/165,8-9=-15651168,2-17-1470/202,9-11=-14691202
BOT CHORD 16 -17-257/324,15-16-011180,14-15-011180,13-14=0/905,12-13=011179
WEBS 3-14-3951125, 5-14-56/303, 6-13-561320, 8-13-393/125, 2-16=0/1 137, 9-12-0/1135
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 105mph; TCDL-10.8psf; BCDL-4.2psf; h-15ft; 8=46ft; L=24ft; eave=41t; Cat. H; Exp C; enclosed; MWFRS (all
heights); cantilever Left and right exposed ; end vertical left and fight exposed; Lumber DOL -1.60 plate grip DOL=I .60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 5 degree rotation about Its center.
5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live toads,
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint($) except (jt -lb) 17=181,
11=181.
NO Q
7) "Semi-rigid pitchbreaks with fixed heets" Member end fixity model was used in the analysis and design of this truss.
X,S004/%
8) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord,
40
0 010
0 018 of
%
0
ONAk,
March 31,2016
WARNINO - Vedfirdiedgra pesmorars end READ NOTES OR TKS AND IWAUDEOMTEX REFERENCE PAGE M-7473rw. IMN2015 BEFORE USE.
This design is based orgy upon parameters shown, and ts for on individual burning co hent, not
Desigrivalid for use ontyroth Mleldificonnectors,
dif
a truss system Before use, the building designer must vatty the applicability of design parameters and proper* incorporate this design Into the overall
Additional tOMPOMNY Ono PennOneni t-xGchg
74,ndrus
biArfiry design Srocho indicated is to prevent buckling of individud truss web and/or chord Members only,
is always tortured for stability and to prevent collapse with possicia personal' and property da e. For generd guidance regarding the
t trusses and truss systes, see ANSI/TPII Quallf(Crilleta, O$S-89 and SCSI livilding Component
fobsicotion, storage, deirv". mectlan and bracing arn
7777 Greenback Lane
seen 109
Safety Information available from Truss Plate Insfiture, 218 N. Lee Street, Suite 31' Z Alexandria, VA 22314.
Hittalits, CA 85610
z o -a s-�-t2 � "_-_--� Ta•�o �._.-...�_.__. T1t�a ._ �..- ��-r?w4� .��...-___ za•u-u
} 2-0k0'_-„.__.w...,a.. 6-1-12 ,,..,.,�., ...,....�.._.._ 5.10-4 �..d.-..�.,._.....�... 5.1@•d }....._.....e._.,....-... 1-12 � 2.0.0 "�#
3X6:". 30 = 3X4 - 3x4 316'::'
LOADING (psi) -SPACING- 2-0-0 C 1. DEFL. In (toe) Well Ltd PLATES GRIP
TOLL 30.0 Plate Grip DOL 1.15 TG 0.59 Vert(LL) -0,1010-11 '999 240 MT20 1971144
TCOL 19.0 Lumber DOL 1.15 BC 0.48 Vert(TL) -0.21 10-11 >999 190
BCLL 0'0 Rep Stress Ina° YES WB 11.40 Horz(TL) 0.05 iia nla We
BCDL 7,0 Code IRC2009ITP12007 (Matrix -M) Weight, 118 tb FT - 0%
LUMBER- BRACING-
TOP GHORO 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3"1 oc purlins, except
BOT CHORD 2x4 SPF No.2 end verticals.
BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc brazing.
BS 1 Row at midpt 3-14,7-10 _
[MiTak recommends that Stabilizers and required cross
ol br rg
installed during truss erection in accordance with Sto
bilizer.
tllg e,
REACTIONS. (tblsize) 1 4-1 51 010-5-8, 1 0-1 5 1 010-5-8
Max Harz 14=-324(LC 5)
Max Uplift 14= 181(LC T), 10--181(LG 7)
FORCES. (to) - Max. Comp,/Max. Ten, - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2891164, 3-4=-1419/222, 4-5=`12471287, 5-6--12471287, -7=-14191222,
7-8-2891164,2-14-6691199,8-10-5591199
BOT CHORD 13-14-011170,12-13-01862,11-12-0/852, 10.11.011170
VVEBS 5-11-103/507, 7-11--3631178, 5-13®-103/507, 3-13=•3831178, 3-14=-1386118,
7-10-1386116
NOTES-
1)
Unbalanced roof live loads have been considered for s design,
2) Vifind: ASCE r s a rr :.M 4 k t
C; enclosed; MvWRS (all
heights)� cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=I,SD plate grip DOL -1 60
3) Plates checked for a plus or degree rotation about its center.
4) This truss has been designed ♦ e 10,0 list bottom k♦ live load k c k ... any other live loads.
15-4-41—#
kte` .:1 .♦..k Y k.. k... R '
" R ,. R ♦ R!". R •.. :.
10-181
'Semi-rigid pitchbreaksJ fixity model was used in the analysis and design Y
f this truss,
wasoang • verig, "an paha etta -s and READ mores am rms AND INCLUDED WrEK REFERENCE PAGE W7473 rev. 140170158EFOREVSE.
Dearth vdid for use only with NfTekS connectors, Thu design is based any upon pexanteters shown, and is for on Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building des`buckling
. Bracing hdicoted is to prevent of individual truss web and/ora members only. ACkstiano$ to eery and permanent bracing
is always required for stability and to prevent coSapse with passible pertand inicsy and property damage. For general guidance :regarding the
fabrication, storage, delivery, erection and bracing of trusses and Truss systems. see ANSI/1141 Q Cf#edo, DSS -SP and BCS; Building Component 7777 Greenback Lane
Safety information ovaikabte from Truss Pkate institute, 218 N. tee Street. Suite 312, Alexanirim VA 22314. Sona 109
12"tP-o_-._ r -t a .. _.____ a o, �. w_.
_a_._. a_ _ t_.,.... s
2-0.0 6.1-12 5.10-4 5.10.4 3.1-12
mm
Us = 3x4 - 3x4 3x4..
3x4 =
LOADING lost) SPACING- 2.4.0 GSL DEFL. in (too) Vdeti Lid PLATES GRIP
T LL 30,0 Plate Grip DOL 1,95 TC 0.59 Vert(LL) -0.09 11-12 '999 240 MT20 1971944
TCDL 18,0 Lumber DOL 1,15 SC 0.48 Vert(TL) -0.1911-12 >999 180
BCLL 0.0 Rep Stress lncr YES W8 0,69 Horz(TL) 0.03 8 File n/a
BODL 7.0 Code 1RC200 PI 7 (Matrix -M) Weight: 108 to FT = 0%
LlihtBER- BRACING-
TOPCHORD 2x4 SPF No2 TOP CHORD Structural wood sheathing directly applied or 4.9-13 oc pudins, except
BOT CHORD 2x4 SPF No.2 end verticals.
BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
BS 1 Row at midpt 6-9,3-12
�MiTek re mends that Stabilizers and required cross bracing _.
ba Installed during truss erection, in accordance with Stabilizer
REACTIONS. (tblsize) 12=1356/0-5-8, 6-112810-5-8
Max Horz 12-349(LC 6)
Max Uplift 12=-169(LC 7), 8=-87(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (tb) or less except when shown.
TOP CHORD 2 -3=-2761164,3-4-1189/204,4-5-10171269,"=-9471254,2-12--551120O
BOT CHORD 11-12--89/989,10-11-17/647.9-10-17/647,8-9=41615
WEBS 3-11=- /173, 6-11=-101/529, 3-12-116310, 6-8-1207159
NOTES-
1)
heights); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL -1,60 plate grip DOL -1A0
3) Plates checked for a plus or degree #about
4) This truss has been designed for a I OO psf bottom chord live load nonconcurrent with any other live loads,
•«�.. w..... #.. # #" # tr«'::...##.... a:#.«#. � « «fly « «... y .. t, «
6) 'Semi-rigid pRchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
WARNING - Vari!'p design parinesters and READ NOTES ON TNS ANO INCCUDEO NTEX REFERENCE PAGE AN -7473 rev. 1MV2015 SEFORE USE.
Deslgn,rafdd for use only vtith bV eW connectors This straights based oary upon porometers shown, andis, for an individual building component. not
a truss system. Before use, the building designer must verify the appOcabrity of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of hdividuat truss web and/or chord mernben only. Additional fernpontry and permanent bracing
k ys required for stablity and to prevent coWfuse with possithle persona! Injury and property damage. For general guidance regarding the
7777 Greenback lane
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII QUafN'{ Ertl :., OSB -99 and BCSI BvAdtng Componaaf
Safety information available Cram Truss Plate institute. 218 N. tee Street. Suite 312.. Alexandria, VA 22314.
swe 109
CitnisHiskiNs, GA 95
a-u-ct 01_lz o -IV -4 �
EM
3X6 = 3X4 '= 3X4 =
LOADING (psi) SPACING- -0-0 CSI. DFL. in { rc} Vdefi Ud PLATS GRIP
TOLL 30.11 Plate Grip DOL 1,1S TC 0.59 Vert(LL) 409 8-9 >999 240 MT20 197/144
TCDL 18,0 Lumber DOL 1.15 BC 0.43 Vert(TL) -0.18 8-9 >979 180
BOLL 0.0 Rep Stress Iner YES WB 0.74 Horz(TL) 0.01 7 ria Ora
BGDL 7.0 Code IRC2 9/TPI2007 (Matrix-M)Weight: 86 to FT - om/*
LUMBER. _. � ,�. BRACING-
TOPCHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 no puffins, except
BOT CHORD 2x4 SPF No.2 end verticals.
BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
BS 1 Row at midpt 5-7__
MiTek reoomrnends that Stabilizers and required cross bracing -
be installed during truss erection, In accordance with Stabilizer
REACTIONS, (Ib/size) 9-1048/0-5-8,7-813/0-"
Max Hors 9=420(LC 6)
Max Llplift9--137(L 7), 7-71(LC 7)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown.
TOP CHORD 3-4 7 21159, 4- =-5540224, 2-9-53ftl94
BOT CHORD 8-9-184/630
BS 3-8-4401189,5-8=-121/571,3-9--720/0,5-7--6871133
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 105mph, TCDL-10.8psf; BCDL=4.2psf; h-1511, B-45ft; L=24ft; eave=oft; Gat. ll; Exp C; enclosed, M FRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL=1.60
3) Plates checked for a pleas or minus 5 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconourrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to apltft at joint(s) 7 except
9=137.
6) "Semi-rigid prolibreaks with fixed heels°' Member end fixity model was used in the analysis and design of this truss, P0 Lif
a" m
418
O A'L, ?
March 31,2016
WARWM.Y*trydeN9nparanaetarsacrd READ NOTES ON IRIS AND INCLUDEDNIVK REFERENCE PACE W-7473 r@V, 16021015 BEFORE VSE.
Design valid for use only with Miiekil) connectors. This design is based only upon parameters shov n and is for on individual buf1ding component, not
a truss system. Before use, the building designer rrwst verily the applicability of design porarneters end property Incorporate thus design into the overall
buWrQ design. Brocksg indicated is to prevent buckling of individud truss web and/or chard members onty. Adcrifiond temporary and per anerst bracing
Ct
is otsvoys required for stability and to prevent colapse Wits possiblepersonal inj and property e. for genera! guidance regarding the
fabrication, storage. delwerv, erection and brackag of trusses and truss systerns. See ANSVII'll Quality Cn8"iI", OS8.89 and SCSI 8084100 Component 7777 Greenbank Lane
Safety tntorntaiton ovaiksbfe trorn Truss Plate Institute. 218 N. tee Street, Suite 312. Alex 'a. VA 22314, Suite 109
- ;�ft2J:lt0___A ql� _—J
lit, :%.L ASist[St1tY93L4KM`al",fWYY2 JC4V-S.ttae%lU4tsris9t-taesc exs�stanarcrrrvuc»:�v vc. eauyr-vo—
2.0»0 t -B-0
d?fate Offsets X Y — - 5 D -a 8 R-1_8
LOADING (psi) � SPACING- 2-0-0 GSI. DEFT.. in (toe) 8deit Ltd
PLATES GRIP
TOLL 30:0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) 0.00 4-5 >999 240 MT20 197/144
TCDL 18.0 Lumber DOL 1.15 SC 0.19 Ved(TL) 0.00 4„5 >999 180
SCEL 0.0 Slop Stress Incr YES M 0.00 Horz(TL) -0,01 3 The nfa
SCOL 7,0 Code IRC2009frP17 (M ' -M) Weight: 8 to FT 0%
I.t1BIwIR4 BRACING•
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural good sheathing directly applied or 1-8-0 oc puffins, except
SOT CHORD 2x4 SPF No.2 end vert” s.
BS 2x6 SPF 210OF 1.8E ESOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,_
MlTekreco nd$ that Stabilizers and required cross bractrij
be installed during truss erection, In accordance vifth StabtttzaT
REACTIONS. (thtsize) 5=460/0--8, 3-81Psilaocaf, 4--61/Mechanical
Max Herz 5=1171LC 7)
Max Uplift s--117(LC 7), 3=-28(LC 1), 4-61 (LC 1)
Max Grav 5 0(LC 1), 3-13(LC 3), 4-16(LC 7)
FORCES. (lb) . Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-3791114
NOTES -
1) Wlnd� ASCE 7-05; 105mph; TCDL=10,gpsf; BCDL=4.2psf, ti-15ft� S=45ft; L=24ft; eave=4ft; CaL it; Exp C; enclosed; MWFRS (all
heights); cantilever left and right exposed ; end vertical left and right exposed� Lumber DOL=1.60 plate grip DOL=1,60
2) Plates checked for a plus or minus 5 degree rotation about its center,
3) This truss has been designed for a 10,0 par bottom chord live load nonconcurrent with any other live loads,
4) Refer to girdeffs) for truss to truss connections,
5-117.
6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss,
WARN M - VisirflydirsiteparsonsfisInfaretREAD NOTES ON TINS AM INCLUDED WEN REFERENCE PAGE A1fi-7479 r", 1"311015 BEFORE USE.
Design valid for use with ivifiekO connectors. This design 4 based arty upon parameters show , and is for on individual buldrug component, not
a truss system. Before use, the ongoing designer mast vestry the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss Y ^eb and/or chord members; only, Additional temporary and permanent bracing
is oNvoys required for stability and to prevent colopse wain pas:.bie presanot intra, and property damage. For general guidance regordhQ the
fabrication, storage, de9ivery, erection and brochg of trusses and mass systems, see ANVIL Quality Cr# , DSS -89 and SCSI 8 Ing Component
Safety tntarma#an available from Truss Plate institute, 218 N, lee Street. Suite 312, AfexancMla. VA :✓s,.�i4.
7777 rusernbask Lane
March 31,2416
ID:2LgEM fYBLoRM5T?VtYPz6iEw- tOD09hBf'aWebudiiBri fiA7X5kr6auyl?zV5s9
LOADING (pso SPACING- 2-0-0 CSL DEFL. in (foe) Vile0 Lid PLATES GRIP
TOLL 30.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.00 5 >999 240 MT20 1971144
TCIOL 18.0 Lumber tics! 1.15 BC 0,00 Vert(TL) -0,00 5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0,09 Horz(TL) -0.02 3 Tire nla
BCDL 7.11 Code IRC2009tiPI2007 (matrix-M)Weight: 12 Its FT - 0%
LUMBER- � __ �--�------- MB4 --. RACINts-
TOP CHcORD 2x6 SPF 210OF 1,8E TOPCHORD Structural wood sheathing directly applied or 1-1-7 oc purlins, except
BOTCHORD 2x4 SPF No2 end verticals.
WEBS 2x4 SPF NcI 2 S OT CHQRO Rigid ceiling directly applied or 10.0-0 CC bracing
MiTek recommends that Stabilizers and required cross bracing
be Installed during truss erection, in accordance with Stabilizer
REACTIONS, (lb/size) 5=99810-5-8.3=- 67fMechanical, 4=6/Mechanical
Max Harz 5=69(LC 7)
Max UplittS- 461(LC 7),--603(LC 7), 4--96(tC 5)
Max Grav5- 98(LC 1), 4-920(LC 7)
FORCE& (lb) -Max. Cofnp,lMax. Ten. -Aft forces 250 (lb) or less except when shown.
TOP CHORD -5-9921465
BS 3-4-920(100
NOTES-
1)
Wind: . 0 105m^ r e.* x c , f enclosed; MVWRS
heights);,rightexposed end vertical left and right,.sed; Lumber DOL=1,60 plate g • DOL-1,60
2) Plates checked * a plus or degree rotation about its center.
3) This truss has been designed for a 10,0 psf bottom chord live toad nonconcurrent with any other live load&
4) Refer to girder(s) for truss to truss connections,
Y �e
WARKING • Verify design friwanowters and READ NOTES ON rrgs AND IMMUDED NTEK REFERENCE PAGE -7473 rarr. f f5 aElydRE USE.
Design vosef for use only with MITede connectors, This design is based only upon parameters shown. and Is far on indiVidt4d building component, not
a truss system.. Before use, the buns ing designer must Verify the appleotsifity of design posameters ani$ PfOrradY Incorporate this deslim into the overall
building design, Brccing indicated Is to prevent bucking of Individual truss web choler chord members ONY Additional horporory and permanent bracing
Is always required tar stablity acrd to Prevent colopse vAth possible personal Intury and property doarage, For gener'af guldonceregording the
faiufcotkom storage, delivery, erection curd bracing of trusses and tans systems. see ANSt/SPn Gtunlry Criteria, DSB�att and &CM 6arliding Component
re
1777 Gree Lana
Suits 109
am Truss ate institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
Safety Information ovaikabre hR
Fie s A 95
04112
S=t:t8.6
2x4 = 2x4 '=
saa-rx
2
LOADING (psi) SPACING- 2-0-0 CSC. DEFL. In (toe) Udell L)d
PLATES GRIP
TOLL 30.15 Plate Drip DOL 1.95 TC 4.09 Vert(LL) -0,00 6 >999 240
MT20 1971144
TCDL 18.0 Lumber DOL 1.15 SC 0.48 Vert(TL) 440 6 >999 184
BCLL 0.0 Rep Stress Incr NO WB 4,02 Horz(TL) 0.00 4 old n/a
BCDL 7.0 Code IRC2009fiPl2007 (Matrix-M)Weight:
17 Its FT = 0%
LUMBER. BRACING.
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purfins.
BOT CHORD 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or
10-0-0 no bracing,
BS 2x4 SPF No.2 Ml7ek recommends that Stabilizers and required cross bracirTg
be installed during truss erection, in accordance vnth Stabilizer
)test flat on goCsSe
REACTIONS. (lb)size) 2-337/0-3-8,4=337)0-3-8
Max Holz 2= (LC 5)
Max Uphft2=- 7(LC 7), 4 67(LC 7)
Max Grav 2=349(LC 11), 4=379(LC 12)
FORCES. (to) ® Max. Comp.)Max. Ten. ® All forces 250 (Cb) or less except when shown.
TOP CHORD 2-3-2791110,3-4-318188
NOTES.
1) Unbalanced root live toads have been considered for this design.
2) Wind: ASCE 7-155, 105mph; TCDL=10.8pst, BCDL=4,2psf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. ll, Exp C; enclosed; MARS (all
heights); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL -1,60
3) Plates checked for a plus or manus 5 degree rotation about its center.
4) This truss has been designed for a 10.0 psi bottom chord live load nonconeument with any other live toads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at )ointis) 2, 4.
6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
7) Hanger(s) or other connection device(s) shelf be provided sufficient to support concentrated toad(s) 196 to down and 168 to up at 2.6-0
on top chord, and 32 lb down and 1 to up at 2-5-4 on bottom chord. The design)setection of such connection device(s) is the
responsibility of others.
8) In the LOAD CASE(S) section, toads applied to the face of the truss are noted as front (F) or back (B).
ND 0 L
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
(��
* **** soOtV11%
UniformLoads (ptf)
Vert: 1-3-96,3-5--96,7-10=-14
C3 (
O;ff;
Concentrated Loads (lb)
*5:
Vert: 6=-32(F) 3=53(F)
4018 s
* /y
lsNAil-»
larch 31,2016
WARNING. Verifirdasilesparameasrs, and READ Notes ON TINS AND INCLUDED+WTEK REFERENCE PAGE W7479 rev:. 160"OfiS BEFORE USE.
Destgn dor any with MIT connectors, this design k based orsty upon porarnehns shown, and Is for an Individual building component, not
volid use
a truss system. Before use, the burkiing derigner must verity the applicabdGty of design parameters and ppoomir incorporate than design into the overall
building design. Bracing indPaated is to prevent bucking of Individual €ruse web and/or chard orensbers only. Additional temporary and permanent bracing
7CAruSHOWS,
is ys requited far stability and to prevent collapse with passible p al k ivq and F +pertY 9e. Far general gat ce regarding the7M10.,
€abrication, storage, delivery, erection and bracing of trusses and truss systems. See ANSI/1141 QuaBy` Clients, OSS -89 cad SCSI Sandlog Component
3f VA 72314.
sui
Se+€ahrtntaemaflon avaitable hon» Truss Plate Institute, 218 N. Lee Street. Suite 2, Alexandria,
0u9-0 2.6.0 2'6+-0 p"&Q
4X4
3
e
LOADING (ps SPACING- 2-0-0 CSI. DEFL. In (toc) tldell Ud PLATES GRIP
TCLL 30.O Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 6 >999 240 MT20 1971144
TCDL 18.0 Lumber DOL 1,15 BC 0,07 Vert(TL) -0.00 6 >999 18O
BCLL 0.0 Rep Stress Incr YES VVB O.02 Harz(TL) 0.00 4 n1a n1a
CDL 7�O Code IRC2009/TP12007 (Matrix -M) fit: 17 to FT - 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied or puffins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid coifing directly applied or 10.0-0 cm bracing. _
BS 2x4 SPF No.2 iWffak ro Intends that Stabtllzer5 -and c —bracing
be installed during truss erection, in accordance with Stabilizer
Inst. Ift fur ukfe
REACTIONS. (lb/size) 2-34710-3-8,4-34'710-3-8
Max Harz 264(LC 5)
Max Upiift2- 49(LC 7), 4-49(LC 7)
FORCES, (lb) -Max. Comp,/Max, "Ten. - Ali forces 250 (tb) or less except when shown.
TOP CHORD 2-3-270128, 3-4=-270128
NOTES-
1)
Unbalanced roof been w d^ for
checkedheights); canfilever left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL -1.60
3) Plates for a plus or degree rotationabout its center.
4) This
Provide
truss: +,•.. wtww w s10,0 + bottom live waw nw w +. .. wads.
w we mechanicalwnnection (by w:.a of d bearing plate capableof w w .aa ib uplift at w
6) "Senti-figid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
r
Yy No - vertrydiselgriparareaters and READ MOTES ON 7tN5 AND INCLOVED ANTEK REFERENCE PA12E 1-7473 rev, tt&Rlv"fs BEFORE U&C
for v✓tth Melo This design is posed only upon parameters shown, and is for an individuaf buWhg component, not
"
Design vaid use onsy connectors.
o truss system. Before use, the ovikting designer must verify the orsioNcobilty of design parameters and property Incorporate this design Into the overall
building design. Brocing indicated is to prevent bucking of Individual Urns web and/or chores members only, Additional terresorary and permanent bracing
fs ohvesys required for stota ity and to prevent cotopse with possible personol ' and property domrsige. for general guidance referroing the
7777 Gretfritsidt Cane
fabrication, storage, delivery, erection and bracing of trusses and truss systems: see ANSI/TPII Quo9ty Ct#*", D$$ -$t ao4 SCSI Bufldtng Component
SaWty lolo maNart ovadoble from Two Plate Institute, 218 N. lee Street. Suite 312. Alexandria, . YA 22314.
swe 109
Crus HoM ts. CA 0
0.9.0 2-&4
RM
LOADING (psf) SPACING- 2-0-0 GSI. DEFL. in (too) Udell Ud PLATES GRIP
TCLL 30.67 Plate Grip DOL 1,15 TC 0.187 Vert(LL) -0.00 7 >999 240 MT20 1971144
TCDL 113.0 Lumber DOL 1.15 SC 0,04 Vert(TL) «0.00 4-7 >999 180
BOLL 0.0 Rep Stress Ince YES WS 0,00 Horz(TL) 0.00 2 rite nfa
BCDL _ 7.0 Code IRC2009/TPI2007 (Metrix -M) mm _ Weight: 7 lb FT - 0%
LUMBER- B G#G
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2.5-4 oc purlins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly apfrlied or 10-0.0 oc bracing. _
MTek recombrmends that Stabitlzers and requlred cross 'ng
be installed during truss erection in accordance Stabilizer
insta#Iation
REACTIONS. (ibtsize) 3-83/Mechani
I-kilid 4-J;.
LOADING lost) SPACING- _ 2 CSI. DEFL. to (tor) Udell Cid PLATES GRIP
TOLL 30.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0,00 4-7 >999 240 MT20 9971144
TCDL 18,0 Lumber DOL 1,15 C 0.07 Vert(TL) -0,01 4-7 >999 180
BOLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) 0.00 2 n/a rile
SCOL 7.0 _ Cade IRC2 ITP9__ 7 _ (Matrix M) Weight: 9 l FT 0%
LUMBER- RACING -
TOP CHORD 2x4 SPF NO2 TOPCHORD Structural wood sheathing directly applied or 3-3.14 oc puffins.
BOTCHORD 2x4 SPF No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTBk recommends fret Stabilizers aru€i required cross bracing��
be Instal during truss erection, in accordance with Stabllixer
tn3falitlDrr
REACTIONS. (lblsdze) 3=1161 eChanicat, 2=313 -3, 4=311Mechanical
Max Hcaz 2=89(LC 7)
Max Uplift--28(LC 7), 2=-46(LC 7)
Max Gray =116(LC 1), 2=313(LC 1), 4=47(LC 2)
FORCES. (lb) -Max, Comp,/Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES -
1) d: ASCE 7-05; 105mph; TCQL=10.8psf, BCDL=4.2osf„ h=1511; B=45ft; L=24ft; eave=oft; Cat, II; Exp C; enclosed, MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=1.64
2) Plates checked for a plus or minus 5 degree rotation about Its center,
3) This truss has been designed for a 10.0 psf bottom chord live load noncongurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2.
6) °"Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
M
r!
qW
i s
WARMING - s"arNy desion parameters and READ NOTES ON THIS AND iNCLuDED TEK REFERENCE FACE Act -7473 rev. 14011405 BEFORE USE,
Design valid for use only with WreM connectors, This design is based only upon parameters moan. and 4 for on individual building component, not
a truss system. Before use, the building designer must vedfy the applicability of 4esign parameters and property incorporate this design into the dverae
betiding design. Bracing erdicafed 6 to prevent buckling of individual truss web and/or chord members only. Additional ternporary and permanent bracing
is always required for stabBity and to prevent colop e, Mir possioty, per " ' and properly darnage, for general guidance regarding the
fob6cafion, storage, delivery, erection and bracing of trusses and truss systems. see ANSWIl Q Ci#eda. DS11-e4 and SCSI BaBdtnp Cd nt 4 7777 Greenback Gane
stiffs09
Safety Information o bte from Truss Plate institute. 218 N. Lee Street, Suite 312, Aterrandria, VA 12334, P! Citrus
I
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(rax ¢ha Tiros M—ll lftan. 613 WfMifcta prise, iAM7saw+, Wi 99179
USA, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 916/676-1
Re: Q ®,plan3Nfl Fax 9161676-1909
'LAN
'i he wi 1 "0 W1 referenced Wow, iw �Ile W i renzrei bv ifirik USA. Inc, under mv direct suriervision
[ANNNIK411al lis is a 12 My it 5411 ME EMI-VImu
Pages or sheets covered by this seal. R47089802 thru R47089831
My license renewal date for the state of Colorado is October 31, 2017.
IMPORTANT NOTE: Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use, Any location identification specified is
for only ► has not•_ used in preparing d •
Suitabilityparticular s s
responsibilityof building deaEngineer,
per • "Chapter 2.
April 1 8,2016
Hernandez, Marcos
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSI/T1'1 1.
M
3X4 = 1X3 s1 U4 =
M
WO =
LOADING (psf)
SPACING-
2-0-0
CS1,
TOLL
40,0
Plate Grip DOL
1.00
TO 0,85
TOM
Mo
Lumber DOL
1,00
BC 037
5CLL
0.0
Rep Stress Incr
NO
W8 0,29
BCDL
5.0
Code IRC2012dTP12007
(Matrix)
DEFL. in (loc) Vdefl Ud PLATES GRIP
Vert(LL) -0.05 7-8 >999 480 MT20 197/144
Vert(TL) -0.12 7-8 >766 360
Horz(TL) -0,01 7 WE n/a
LUMBER- BRACING.
TOP CHORD 2x4 SPF No,2(ftat) TOP CHORD
BOT CHORD 2x4 SPF lslo.2(fiat)
WEBS 2x4 SPF No,2(flat) BOT CHORD
REACTIONS. (l3irsi7e) 7-194/Mechanksai, 10=1553/0 -
Max UpM7106(LO 3)
Max Grast 7-216(LC 4),10-1553(L
FORCES, (lb) -Max. Comp./Max. Ten. - A0 forces 250 (lb) or less except when shown.
TOPCHORD 1-2=0/1544,2-3=0/1546,3-4=01759,4-5-01759
BOTCHORD 9-10--759/0, 8-9-75910, 7-8--3561229
WEBS 1-10-1737/0, 5-7-248/383, 3-10-137710, 5-8-578/0
end verticals,
Rigid ceiling directly applied or 6-0-0 Do bracing, Except:
10-0-0 be bracing� 10-11
NOTES -
1) Unbalanced floor live loads have been considered for this design,
2) Plates checked for a plus or minus 0 degree rotation about its center,
3) Refer to girder(s) for truss to truss connections,
W ''. WIN Ali'
JWIIJW i'liwil"ii" 161111,10051411MIN
be attached to walls at their outer ends or restrained by other means.
7) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase -1.00, Plate Increase -1.00
Uniform Loads (plf)
Vert: 7-11-10, 1-6100
Concentrated Loads (lb)
Vert: 1-700
,& WAMKG - Veryls doWtin parasnows and READ NOTES ON ME AND INCtUDED As TEN REFERENCE PA BE AMI -7471 rev. I "=Of 5 BEFORE USE,
tsea#qn valid for use orifywrih Mlek& connectors, This design Is based only upon parameters shown, and is for an individual building component, nor
a truss system. Before use, the building designer must verily the oppicsiblity of design parameters and property incorporate Ina design into the overoft
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members onty. AddItionsa temporary and permanent bracing
is always required for stability and to prevent collapse with possible personat inpry, and property damage. for general quidonce regarding the
fabrication, storage, delivery, erection and broctra; of trusses and truss systems, see A1431juru Quality, Criteria, DS849 and ICSI livildiftst Component
Safety talonno0on ovo4able from Truss Plate Institute, 218 N. Lee Street. Suite M. Alexanckro, VA 22314,
April 18,2016
7777 Greenback Lane
i&4—Q,i
Wm�
1 4X4 =-23X4 3 41X3 53x4 r
30
is
a
EM
ff�l
LOADING (psf) SPACING- 2-0-0 OSL DFL, in
I I
ljoc) Vdefl Up PLATE $ GRIP
TOLL 40-0 1 Plate Grip DOL 1,00 l TO 040 Vert(LL) -0,04
7-8 >999 4 MT20 197/144
[80
TCDL 0 Lumber DOL 1,00 1 SC &30 Vert(TL) -0,09
7-8 >971 360
8CLL &00 Rep Stress Inor NO i M 0,17 Horz(TL) 0,01
7 n1a We
BCDL 5,0 Code IRC2012/TP12007 (Matrix)
Weight: 35 to FT = O%F, 094E
LUMBER- BRACING.
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4SPF No. 2(flat)
end verficals.
WEBS 2x4 SPF No.2(flat) BOT' CHORD
Rigid ceiling directly applied or 6-0-0 Do bracing,
REACTIONS, (lb/size) 7-354/Mechanical, 10-123010.5-8
Max Gross 7=356(LC 4), 10-1230(LC 1)
FORCES. (to) - Max, Comp,/Max, Ten, - All forces 250 (lb) or less except when shown,
TOP CHORD 1-2-01397, 2-3-01399, 3-4-479/45, 4-5--479/45
BOT CHORD 9-10--45/479, 8-9--451479, 7-8=0/574
WEBS 2-10-25610,1-10--821/0,5-7--620/0, 3-10-88810
NOTES -
1) Unbalanced floor live loads have been considered for this design,
2) Plates checked for a plus or minus 0 degree rotation about its center,
3) Refer to girders) for truss to truss connections.
4) 'Semi -rod pitchbreaks with fixed 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 Do and fastened to each truss with 3-10d (0.131"X
W) nails, Strongbacksto
be attached to walls at their outer ends or restrained by other means,
6) CAUTION, Do not erect truss backwards,
LOAD CASES) Standard
1) Dead + Floor Live (balanced): Lumber Increase -1,00, Plate Increase -1,00
Uniform Loads (pill
Vert: 7-11-10, 1-6=-1 00
Concentrated Loads (to)
Vert: 1-700
April 18,2016
,&WAAWNG-Vivifirdesion poressalum And READ NOTES ON nst AND INCLUDED ANTEK REFERENCE PAGE A#X7471rw. I"12016BEFORE USE
Design vaid for use only with MTekO connectors, This design is based only upon porometern shown, and is for an individual building component, not
a truss system Before use, the buVdins; designer must vents, the opplicabAh, at design parameters and property incorporote this design into the overall
building design, Bracing indicated is to prevent buckling of IndNissuol truss web and/or chord members only. Additional femporcry and pernnorrent bm6nQ
is always required for stobffify and to prevent collapse with possible personal Into and property damage. For general guidance regarding the W40,
fabrication, storage, delivery, erection and bracing of trusses and Wss systems. see ANSIfh`11 Quality Ctfteft, 054-89, and SCSI Building Component 7777 Greartbadr Lane
Solely information ovoilable from Tniss Plate institute, 2181x. Lee Street, Suite 312, Atexandria, VA 22314.
3X4 3X4 14 31 3x4 — Ust
1 3X4 2 3 4 5 6
H
Em
LOADING (psf) SPACING- 2-0-0 CSL I
DEFL, in
TES
(loc) Udell Ltd PLATES
I
GRIP
TCLL 40,0 Plate Grip DOL 1,00 TC 0.63 1
TCDL 10,0 Lumber DOL 1.00 BC 0,28
Vert(LL) -0,04
Vert(TL) -0,10
M
7-8 >999 480 T
7-8 >867 360
1971144
22
BCLL 0 0 Rep Stress Iner NO WE 0.22
Horz(TL) 0.00
7 We n/a
Weight37 lb
FT - O%F, 00/aE
SCOL 5.0 Code iRC2012frPI2007 (matrix)
7777 Greenback Lane
1 09
Safety fluorination ovoitoUe from Truss Pinto Institute, 216 N, Lee Street, Suite 312, isfoxandrio, VA 223i,l.sule
rM. 14.W4. nA srto
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No,2(ftat)
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc purlins, except
BOT CHORD 2x4 SPF No,2(flat)
end verficals.
VVESS 2x4 SPF No,2(fial)
BOT CHORD
Rigid calling directly applied or 6-0-0 up bracing,
Except:
10-" oc bracing: 10- 11,
REACTIONS. (lb/size) 7-276/Mechan", 10139110-"
Max Uplift7--23(LC 3)
Max Grass, 7-285(LC 4), 1 0=1 391 (LC 1)
FORCES< (1b) - Max, Comp./Max. Ten. - Ali forces 250 (to) or less except when shown.
TOP CHORD 1-2-01958,2-3--01961, 3-4-171/391, 4-5-1711391
BOT CHORD 9-10--3911171, 8-9-3911171, 7-8-150/401
WEBS 1-10--1224/0,5-7--433/162, 3-10-113410,
NOTES -
1) Unbalanced floor live leads have been considered for this design,
2) Plates checked for a plus or minus 0 degree rotation about its center,
3) Refer to girder(s) for truss to truss connections,
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 7,
6) "Semgid pitchbreaks with fixed heels' Member end firdly model was used in the analysis and design of this truss,
,f)-Rel�orrilTmist 2A, strinflaaks, #O-&4p�-*ezov *I=344 ta-cilt4eflw.,bi I* Y -21I
be attached to walls at their outer ends or restrained by other means,
7) CAUTION, Do not erect truss backwards,
LOAD CASES) Standard
1) Dead + Floor Live (balanced): Lumber increase -1.00, Plate lncrease=1.00
Uniform Loads (pit)
Vert: 7-11-10, 1-6-100
Concentrated Loads (to)
Vert: 1-700
April 18,2016
monsonamwmmm
WARMNO - Vwffy designparametws and READ NOTES ON 00 AND INCLUDED WTEX REFERENCE PAGE WIM ray, 1"V2015 BEFORE USE.
Design valid for use only with MTek* connectors. This design is based only upon parameters shown, and is for an individual buitmirt; convionent, not
a truss system. Before use, Phe buildling designer must verify the opplicablirts, of design parameters and property incorporate this design enlo the overall
building design. Bracing indicated is to prevent buck" of Individual truss web and/or chord members only. Additional temporary and peffrisinent bracing
Ps always required for slobilify and to prevent coarse with possible personal hJury and property damage. For general guidance regarding the
tobficallon, siorage, delivery, erectlan and bracing of trusses and truss systems. see ANSI/urn Quality Crifirdst, M-111 and SCSI Ovildhig component
7777 Greenback Lane
1 09
Safety fluorination ovoitoUe from Truss Pinto Institute, 216 N, Lee Street, Suite 312, isfoxandrio, VA 223i,l.sule
rM. 14.W4. nA srto
10
V
1 "40 issets 29 W1 b W I SK rOMMMS, Ms. Man P
ID:2Vv'3zzLPbla$tluJupZpqdFlyRs54-026dwYKBySTjezvkI
3*4
2 31X3
3X6 = 3X6 =
LOADING (Pat)
SPACING-
2-0-0
1 CS1,
DEFL.
In
(loc)
Well
Ud
TOLL 40,0
Plate Grip DOL
1.00
TO 0.32
Vert(LL)
-0.04
6-7
>999
480
TCOL 10,0
Lumber DOL
1,00
BC 0.31
Vert(TL)
-0,09
6-7
>995
360
8CLL 0.0
Rep Stress Incr
YES
WE9.16
Horz(TL)
0,01
6
n1a
n/a
BCDL 5.0
Code IRC2012fTP12007
(matrix)
LUMBER -
TOP CHORD 20 SPF No,2(flat)
BOT CHORD 2x4 SPF No.2(ftart)
WEBS 2X4 SPF NO,2(flat)
REACTIONS, (lb/size) 9-41305-8, 6=419/Mechanical
FORCES, (to) -Max. Comp,/Max, Ten, -All forces 250 (to) or less except when shown.
TOP CHORD 2-3-758/0,3-4=-75810
BOT CHORD 8-9-01768, 7-8=01758, 6-7-01730
VVEBS 4-6-78810,2-9--809/0
Weight: 32 to FT - O%F, O%E
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 of: purfins, except
end verticals.
a• •• Rigid ceiling directly applied or 10-0-0 oc bracing,
NOTES -
1) Unbalanced floor live toads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about its center,
3) Refer to girder(s) for truss to truss connectionSh
4) "Semi-rigid pitchbreaks with fixed heels"Mernber end fixfty model was used in the analysis and design of this truss
P'
be attached to walls at their outer ends or restrained by other means.
6) CAUTION, Do not erect truss backwards.
April 18,2016
A WAPWNG - Verify design pstramoters and READ NOTES ON TWS AND ANCLUDea 011EK REFERENCE PAGE MY -1471 rw 14MV2016 BEFORE USE,
Design valid for use only with West* connectors. This destfin is based ants open parameters shoe n. and is for on individvoi building component, not
a truss systern, Before use, the building designer must verity the opolcoWirty of design parameters and Property incorporate this design into the overotl
chiding design. Bracing hdir-rood is to prtmtiol buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing Nek
is oNroys reqvied tor stobilily and to prevent cofforne Wth possible personot lnrxy and property damage. For gerrefor guidance recording the
fabrication, storage, delivery, erection and bracing of trusser and truss systems, see ANSUTI'll QuafthrCriteria. DSO-st and SCSI guiding Component 7777 Greenback Lane
Solely toloossaffors ovidiabre from Truss Prate institute, 218 N. Lee Street, Suite 312, Ationsindrio, VA 22314,
l----2-k4-----------q F----Z--Q& --- — ------- 4
3x4 It
1
Us
2
5x3 tt 9x3 11
3 4
3A m
5
3x4
6
iia 9 8 3x4 7
3x6 2x4 34 �,
LUMBER -
TOP CHORD 20 SPF No.2(flat)
BOT CHORD 2x4 SPF No.2(ftat)
BS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 10-676/Mechanical, 7-676/Mechanical
FORCES. (to) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown,
TOP CHORD 2-3--197910,3-4-197910,4-5--1979/0
BOT CHORD 9-10-0/1355,8-9-011979,7-8-0/1355
BS 5-7-1462/0,2-10-1462/0,5-8=0/778,2-9=0/778
BRACING -
...fir CHORD Structural wood sheathing.i ii i 0 oc Purfins, except
verticals,end
IOTCHORO Rigid ceiling directly applied or M i e Do bracing,
NOTES-
1)
Unbalanced floor live loadsbeen considered for design.
checked2) Plates for plus or • degree i. it about ,
3) Refer to girder(s) for truss to truss connections.
4) '$enti-figid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
r.:.... s 2xf ogjvsracof iii r's lKit f2steikel tir -. .: 1if #131" X 3") irtitils, Strsrkj42cks-liT,
be attached to wells at their outer ends or restrained by other means,
WARNING . Y n %lira and READ NOTES ON IMS AND INCGUDEOWTER REFERENCE PAGE MY -7473 rev. i tliS 8EF'ORE USE,
Design valid for use ant/' witty Weld? connectors, this design is based a* upon parameters shovaa and is for an Individual bolding component, not
a truss system. Before use, the building designer most verity the applicability of design parameters and Property incorporate this design into the overall
building design. Bracing indicated as to prevent bucking of ktdividual truss web and/or chord rnembers only. Addtional temporary and permanent bracing Oak*
"
is otomys reacted for stability and to prevent colopae with passible personal injury and property damage. For general gv eiance regarding the
rabriceatton, storage, delivery, erection rand bracing oftnAses and tw%$Yslefor, see ANSI/Tfli Quaaty CrOode, D$6.89 and 6CS18aadlep Comparreeg 7777 Greenback Lane
Solely Information available from Truss Plate institute. 218 N. Lee Street, Suito 312, Alexandria, VA 22314. Soriau 5 9
r..SnMa 11 Ofi
.Plate ffisets 4X Y j9 d9 t1 1j8;ii 1 8 Bde
�
�DEFL
^
LOADING(psf)
SPACING- -0-0
Cs1.
in
(toc)
Well
L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.04
TC 0.49
Vert(LL)
-0.18
9-10
>840
489
MT20 197/144
TCi?L 10.0
Lumber DOL 1.00
BC 0.67
Vert(TL)
-0.29
9-10
>505
360
BOLI. 0.0
Rep Stress Iner YES
WS 0.29
� Horz(TL)
9,93
7
n/a
rata
BCDL 5.0
Code IRC2012rTP12007
(Matrix)
Weight 47 to FT - O%F, O%E
LUMBER -
TOP CHORD 20 SPF No.2(flat)
BOT CHORD 2x4 SPF No.2(ftat)
BS 2x4 SPF No.2(flat)
REACTIONS. (Ib/size) 10-676/Mechanical, 7-676/Mechanical
FORCES. (to) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown,
TOP CHORD 2-3--197910,3-4-197910,4-5--1979/0
BOT CHORD 9-10-0/1355,8-9-011979,7-8-0/1355
BS 5-7-1462/0,2-10-1462/0,5-8=0/778,2-9=0/778
BRACING -
...fir CHORD Structural wood sheathing.i ii i 0 oc Purfins, except
verticals,end
IOTCHORO Rigid ceiling directly applied or M i e Do bracing,
NOTES-
1)
Unbalanced floor live loadsbeen considered for design.
checked2) Plates for plus or • degree i. it about ,
3) Refer to girder(s) for truss to truss connections.
4) '$enti-figid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
r.:.... s 2xf ogjvsracof iii r's lKit f2steikel tir -. .: 1if #131" X 3") irtitils, Strsrkj42cks-liT,
be attached to wells at their outer ends or restrained by other means,
WARNING . Y n %lira and READ NOTES ON IMS AND INCGUDEOWTER REFERENCE PAGE MY -7473 rev. i tliS 8EF'ORE USE,
Design valid for use ant/' witty Weld? connectors, this design is based a* upon parameters shovaa and is for an Individual bolding component, not
a truss system. Before use, the building designer most verity the applicability of design parameters and Property incorporate this design into the overall
building design. Bracing indicated as to prevent bucking of ktdividual truss web and/or chord rnembers only. Addtional temporary and permanent bracing Oak*
"
is otomys reacted for stability and to prevent colopae with passible personal injury and property damage. For general gv eiance regarding the
rabriceatton, storage, delivery, erection rand bracing oftnAses and tw%$Yslefor, see ANSI/Tfli Quaaty CrOode, D$6.89 and 6CS18aadlep Comparreeg 7777 Greenback Lane
Solely Information available from Truss Plate institute. 218 N. Lee Street, Suito 312, Alexandria, VA 22314. Soriau 5 9
r..SnMa 11 Ofi
Special
CSL
Special Special Spaciat Specie
(Lac) Vdetl d � PLATES
Special 9itxx6 MT20HS=. 7x8 '= 5x6 i9
TCLL 40.0 ( Plate Grp DOL 1,00
Special 81eciat3x8 FP= special special Us FP Us FP Special Special
34 11 6x8 -` Special 44 it 802 802 =. 3x5 it
4x6 ill Special 6x8 = 3x6 It
1 2 338 39 4 40 5 6 7 8 41 9 10 11 42 12 1334 15 10 1718 19
20 2345 22 46 23
SC 0.55
WB 0,66
Vert(TL) 417
Holz(TL) 0,03
2527 >921 360 MT20HS
24 n/a n/a
37 36 35 34 33 32 31 30 29 28 27 26
25 24
axe 6x10 •- 44 tl 8x6 ==: 3x6 Ffs = 6x12 .` . 8x12 - 7x8 '•« lure
6x8 == 6x8
8212 =. 3x6 FP =
FT = O%F O°
LOADING 1psi]1 SPACING- 2-0-0
CSL
DEFt,.. in
(Lac) Vdetl d � PLATES
GRIP
TCLL 40.0 ( Plate Grp DOL 1,00
TC 0.54
Vert(LL) 412
6-27 >999 460 1 MT20
197/444
TCDL 10.0 Lumber DOL. 1.00 P
BCLL 0.0 Rep Stress tner NO
SC 0.55
WB 0,66
Vert(TL) 417
Holz(TL) 0,03
2527 >921 360 MT20HS
24 n/a n/a
148/108
BCDL 5.0 Code IRC2012ITP12007 Q
(Matrix)Weight:
3.44 Ib
FT = O%F O°
LUMBER-
BRACING -
TOP CHORD 2x4 SPF 2400E 2.OE{flat)
TOP CHORD
Structural wood sheathing directly applied or 6-0.0
oc purlins, except
BOT CHORD 2x4 SPF 240OF 2.OE(ttat)
end verticals.
WESS 2x4 SPF No,2(ttat)
BOT CHORD
Rigid ceiling directly applied or -0-0 oc bracing,
REACTIONS. (tta/fuze) 37243510-4-4, 24=3890/0-2-12, 31-949310-3-6
Max Grav 37-2828(LC 10), 24=4093(LC 7), 31=10611ILC 8)
FORCES,! (to) or less except when shown.
TOPCHORO 23-24-771/0, 2-3-670710,3-38-6707/0, 38-39=-6707/0,4-39-6707/0,
4-40-7642153, 5-40--7642153,5-6-7642153,6-7--7642/53,7-8-7642153,
12 -42 -0112511,12 -43=-1054/588,13-43-10541588,13-14-10541588,14-15-10541588,
15-44-8676/85,16-44--�8676185, 16-17-8676/85,17-18--8676/85,18-19-1032510,
19-20-10325/0, # # 0
BOTCHORD #35-36=0/80K 34-35-5317642, 33-34-34813831, #
31 -32 -601010 30 -31#-543010,29-30--6430/0,28-29--306/5680,27-28-8"676,
26-27--85/8676, 25-26-0110313,
WEBS 11-31-1476/0,2-37--506310,10-31-8063tO, 2-36=0/2897,10-33=016386, 3-36-57110,
9-33-86910, ». # # ! *. #
12-29-017200,21-25=-109910,13-29-ll8OtO, 20-26-2120/25,8-33--4982/0,
8-34-014660,7-34=-184210,19-26=-I 178/0,18-27-1480/0,18-26-012728,
15-29=-5621/0,16-28-263410,15-28-014789,
NOTES -
together to act as a single per •:a r• industry detail,or o.aapplied to all plies.
2) Unbalanced floor live toads have been considered for this design.
3) All plates # plates unless otherwise indicated.
4) All plates are 2x6 MT20 unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree rotation about its oenfiir
chase i^.r .. D.rR #14 8th chase D.«s.
7) Provide mechanical connection (by others) of truss to bearing plate at joinfis) 24.
8) "Semi-rigid phchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
be attached to walls at their outer endsor
10) CAUTION, Do not erect truss backwards.
WARNING > VsrNy disirlittriestramist. and READ NOM ON 77#S AND immuriED AOTEK REFERENCE page *01.7479 rev. f"31205 BEFORE USE.
Design valid for use only with NUTe M connectors. This design is based only upon parameters shown, and is for on individual building component, not
a truss system. Before use, the Wilding designer mvsi verify the opplicoldfry of design porometers and property use to this design into the ovenslt
bviiding design. Bracing indlcoted is to prevent bucking of individual tiros vmb and/or chord members only. Additional temporory and permanent brocing E �.
is always required for stability end to prevent collapse Win possitxim personal injury and property damage. For genera# guidance regarding the
fabrication storage, deirver/, e€ectlon and bracing of trusses and truss systems. see AMSC/7911 Quality CtMer4a. 656.69 and SCSI Ovirdiria component 7777 Greenback Lane
Sis"Issfainesiffols ovoiiober from Truss Plate Institute„ 218 N, Lee Street, Suite 312, Alexandria, VA 22314, Suite 109
ATOTIES-
11) Hanger(s) or other connection derfice(s) shall be provided sufficient to support concentrated load(s) 399 to down at 1-6-8, 656 Its dawn at 1-9-8, 265 lb down at 3-3-8, 656 Ill
down at 3-9-8, 196 Its down at 5-3-8, 959 to down at 5-11-4 812 its down at 7-3-8, 196 Its down at 7-3-8, 812 to down at 9-", 196 to down at 9-a-8, 336 its down at 11 -3-0
812)bdownat 11-3-8,812 lb down at 13-3-8, 399 Ill down at 13-3-8, 816 to down at 15-",3991bdownat 15-3-8,816 to down at 17-3-8, 399 Itt down at 17-3-8,8161b
downat 19-3-8, 399 to down at 19-3-8,816 lb down at 21-3-8, 399 to down at 21-3-8, 816 lb down at 23-3-8, 399 Iti down at 23-3-6, and 816 lb down at 25-3-8,and3991b
downat 25-3-8ontopchord. The defulln1setection of such connection device(s) is the responsibility of others,
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' 24-37--10, 1-23-100
Concentrated Loads (lb)
Veit: 2--895(F-576, B-319) 10-988(F-732, B-256) 20--1056(F-736, B-319) 7-847(F-732, B-116) 18--1056(F-736, B-319) 5-879(F) 38-185(8)
39-576(F) 40=116(B) 41-847(F-732, 8--116) 42--1051(F--732, B-319) 43--1056(F=.736.8=«319) 44--1056(F-736,8-319) 45-1056(F-736, 8--319)
46=1056(F=.736, B-319)
,&WARMNO - Volty design parameters and READ NOTES ON TWS AND INCLUDED UTEK REFERENCE PAGEW7473 rev. 14,03420M BEFORE USE
Design valid for use onty Win Weirs, connectors. This design is based orify upon poronrefers shown. and is for on individual building component, not
a truss system Before use, the building desiqnw must vieffy the applicability of station parameters and property Incarcerate this design into the ovensi
M
buitding design, isrocing Indicated is to prevent buckling of individual host web and/or chord rnernbers, ants. Addiflonot temporary and pemornent atocing
ro k'
is aWays required for stability and to prevent coldipseWth porhWe personal hJury and property damage, For gentsior guidance regarding the
fabrication, storage, defivery, erection and brockg of trusses and truss systems, see ANST/lItIl QuaWyCrifterle, OSS -99 and #CSf livilkfing Component
7777 Greenback Lane
Satefyinfornsoffor, rrvo4abie from Truss Plate instAute, 218 M. Lee Street, Suite 312, Arexonssio, VA 22314,
Owle 109
I.- - An -
3 3x6 =. 23x4 11 3 4 3x4 ="- 630 31
• «
$ DEFL, in
ff
TCLL
40,0
Plate Grip DOL
1.00
TCDL
10,0
Lumber rr •
f
BCLL
0,0
Rep Stress Incr
NO
SCDL
t
Code $RC2012ITP12007
LUMBER -
CHORD 2X4 SPF 165OF
SOT CHORD
REACTIONS,WEBS 2x4 SPF No.2(flat)
CSP.
$ DEFL, in
(toe) Vdefi Ltd PLATES
GRIP
TC 0.97
Vert(LL) -0.10
6-7 >636 484 MTT20
1971144
SC 096
Vert(TL) 016
6-7 >404 360
WB 022
Horx(TL) -0.01
6 n/a nta
(Matrix)Weight:
33 to
FT - O%F, O%E
BRACING.
TOP CHORD
Structural woad sheathing directly applied or 6-0-0
oc purlins, except
end verticals.
BOT' CHORD
Rigid ceiling directly applied or 6-0-0 Dc bracing,
Except:
10.0.0 cc bracing.. 9-14.
FORCES, Y forcesf .shown,
#' • Y
"!1-2=011162,2-3-0/1162,3-4-185/596
:• s-!
WEBS 1-9-1313/0,4-6--199/641,3-9-1106/0,3-8=0/335
«
NOTES -
1)
2) Plates chocked for a plus or minus f degreeo Yabout
Refer to girder(s) for truss to truss connections.
M w,. Y. - i NO sTr-,-
ongoacks, on edge, Fr "Ya f f • and
..fastened facri Truss wan
Y!. ,•
be attached
Y walls at their outer ends♦ by other
7) CAUTION, fY not erect truss backwards,
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase -1.00, Plate Increase=1.00
Undorm Loads (ptf)
Vert: 6-10-10, 1-54100
Concentrated Loads (Ib)
Vert:. 1=-500
t+VARMAG r V** doxfors paresserties and READ NOTES ON THIS AM INCLUDED Was REFERENCE PAGE W4473 see. i Pi8 BEFORE VSE•
Design valid for use onlyy with k1irekilit connectors, The design 4 basad arty upon parameters shown, and is for an individual building component, not
a truss system. Before use, the buid#ng designer must verity the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing indicated is to prevent buck of individual truss web and/or chord members only. Ad9iftona4 temporary and permanent brocing A '.
is otways required for stability and to prevent collapse with possible personat injury and property damage, For generd guidance regarding the 7777 Greenback Lane€abrication, storage. detwerV. erection and bracing of trusses and truss systems, see ANSVTPR Quality Warta, DS449 and BCS/ Reading Component
Sotaiy Information available from Truss Rate krriltute, 2t6 N, Lee Street, Suite 312, Atexandria, VA 22314. Saito 109.m� .,...,«
3x4
2 3Sx3IR
LOADING (psi SPACING, 2-0-0 CSI. (
DEFL, in
(toc) tiler! d PLATES GRIP
TOLL 40.0 Plate Grip DOL 9.00 T 0.36 (
Vert(LL) 0.06
6-7 X999 490 M720 197P944
TCDL 90.0 Lumber DOL 9.00 BC 0.39
Vert(TL) 0.95
67 >645 360
BOLL 00 i Rep Stress Incr YES WB0 99
Horz(TL) 0.09
6 We We
BCDL 510 Code IRC2012IT13=07 (Malin))
Weight: 346b FT 0YoF 0°�aE
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2(ftat)
TOP CHORD
Structural wood sheathing directly applied or 6.0.0 DC purlins, except
BOT CHORD 2x4 SPF W2(fiat)
end verticals.
BS 2x4 SPF No.2(flat)
807 CHORD
Rigid ceiling directly applied or 90-0-0 oc bracing.
REACTIONS. (lb/size) 9-451/Mechani t, 6-44510-5=9
FORCES. (lb) - Max. Comp,/Max, Tan, - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3-86510,34-86510
BOT CHORD a-9-01865,7.8-01865,6-7-01808
BS 4-6-86610,2-9=-930/0
NOTES -
1) Unbalanced floor live loads have been considered for this design,
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Refer to girder(s) for truss to truss connections.
4) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this
truss.
5) Recommend 2x6 strongbacks, on edge, spaced at 90-0-0 DC 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.
MEN
iNARNtNQ • Verity rra parametwaand READ NOTES ON VWS AND INCLUDED NTEK REFERENCE PAGE!*7472 raw. 90,E "iffs BEFORE USE.
Design valid for use only with M Tek* connectors, This design is based only upon barometers shown, and is for on individual building component, not
the design and incorporate this design into the overall
o truss system. Before use. the WkNng designer must verify oppkobHty of paimmeters, properly
bull ding design, Srockng indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
�"�' •
4 always recluked for stobdity and to prevent colapse with possible personal injury and property damage. for general guidance regarding the
lubrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVDII Quality Creta, DSS -54 and SC$1 S Ing Component
7117 Greenback Lana
Suite 109
Safety folloffnation avo4obse% from Truss Plate insl&tvte, 218 N, Lee Street, Suite 312, Alexandria, VA 22314,
Citrus HesaMs. CA. 95
8x4 == Special spirdal S . Special Special spescal
3x4 li 34 3x4 == 3x8 FP ==` 5x12 3x4 ll 4x14 = 34 FP m. 3x4 =ry 3x4= w 3x6
1 2 3 4 5 6 7 338 34 9 35 16 36 11 12 37 13 1438 15 16 17 1B
4iL2 32
31 30 29 28 27 26 25 24 23 22 21 20 19
3x6 := 34 34 FP 5x12 010 =- 5x12 3x4 '-= 3214 -= 316 =r
34 FP
Ptate i3##Sa4S ( ,y)_ {1:Edi ,("1-81,14:0.1- , dgel (S:0-1.8, dgel,113:0-1-8, dgej,114:0-1-8,0'001,118:0.1^8, dgel,121:0-1-8,Edge 122.0-1-8, dgel,127°0-i-8,0-0-0), I $:0.1-x__
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Led PLATES GRIP
TOLL 40.0 Mate Grip DOL 1,00 TC 0.92 Vert(LL) .22 20-21 >951 480 MT20 197/144
TCOL I(Yo Lumber DOL 1.00 ( BC 0.67 Vert(TL) -0.32 20-21 >649 360
BCLL 0 0 Rep Stress Iner NO VM 0.62E Horz(TL) 0,05 19 Fila nta E
BCOL 5,0 ¢ Code IRC2012N TPI2007 (Matrix) i Weighs. 263 to FT - O%F', O%E
LUMBER- BRACING -
TCP CHORD 2X4 SPF 166OF 1.SE(ttat) TOP CHORD Structural woodsheathing directly applied or oc puffins, except
BOT CHORD 2x4 SPF 165OF 1,5E(flat) end verticals.
BS 2x4 SPF No,2(ffat) BOT CHORES Rigid calling directly applied or 10-0-0 oc bracing, Except
6-0.0 cc bracing: 25-26,23--25.
REACTIONS. (Ibirsfze) 31-897/Mechanical, 25-4506/0-2-10,19-99710-2-12
Max Grille 31=990(LC 17), 25-4506(LC 1), 19-1060(LC 4)
FORCES.# forces 250 (lb) or less except when shown.
#a a. 0110-35-016636,
a.. a* i, i R a. • 1
16-17=-387610
: a OR30-31-012121,a/28-29=014236,27-28-014236,
a r a 22-23=0/4502, a
20-21=W4758,19-20=0/2319
WEBS 9-25=-479/96, a .f#a • a
7-26--140010, 4-30-90510, a10-25-486810,
17-20-0/1688,10-23-0/3704, 15-20--955/0, 13-23-2886/0,
15-21--1073/0,13-22-01587
NOTES -
1)
2) Unbalanced floor live lisaids have been considered for this design,
3) All plates are 20 a unless otherwise Indicated,
4) Plates ° ♦ for a plus or : degree rotation about As center.
5) Refer to # for ♦ truss connections.
S# Provide mechanical• ection (by Yah... of t beating plate r.
7) 'Semi-rigid pftchbreaks with fixed beets' 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 do and fastened to each truss with 3-10d (0131"X r) nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means,
9) CAUTION, •+ not erect truss backwards,
a ao: or other connectiondprovided sufficient to support concentratedsari 1100 to#a12-8-4,660lb
o • 217 Its down and 241 Ib up .. • its down and 241 Its up at 18-4-12,
217 Its down and 241 lb up at 20-4-12, and 217 Its down and 241 Ill up at 22-4-12, and 217 to down and 241 lb up at 24-4-12 on top
chord. Tine design/selection of such connection device(s) is the responsibility of others,
11) In the LOAD CASE($) section, loads applied to the face of the truss are noted as front (F) or book (B)
e:«.e #.#
April 18,21116
WARNING • vifffy dessfirs paramouirs and READ NOTES ON TIMS AND INCI.WED BNTEX REFERENCE PAGE Bdf:-7473 rev, 149312015 BEFORE USE.
Design votild for use only Win Niffel.2, connectors, this design is based carp}^ upon parameters shown, and is for on Individual building component, not
o truss system. Before use, the building designer must verfry the oripticobiiity of design porometers and prop frit oIe this design into the overoft
building design.firacing indicated is to prevent buckling of individual truss web ond6or chord nessibers onty, Additional temposory and permanent brocfng
Is ahvoys required for stabtilly and to prevent collapse Win possfbis personas injeny and property domage, For genera/ guidance regarding the
robicotion, storage, delivery, erection, and bracing of trusses and truss systems, see ARSVIMI Quality Criteria, 0S949 end SCSI IfuOdkrg Component 7777 Greenback. Lane
Safety Intormallon ovoikoure from truss Plate insiilute,. 218 W, tee Street. Suite 912, Aiexandrta, VA 22314. 1 Sts :Y�,..Y..a hh n.
LOAD CASE(S) Standard
1) Dead + Floor Lave (balanced): Lumber Increase -1.00, Plate Increase- 1.tI(i
Uniform Loads (plf)
Vert: 18-31--1Q, 1.18=-100
Concentrated loads (lb)
Vert: 7-1100(F) 11 137(F) 33=-137(F) 34-137(F) 35--137(F) 36=-137(F) 37-137(F) 38--66G(F)
WARWNG • V.HY design parameters and READ NOTES ON THIS AND INCLWEDAVTEK REFERENCE PAdE W7473 rev.. IOVVIOIS BEFORE USE.
Design void for use only Win MI" connectors, this design Is based only upon parameters shovel, and is for an indf0dual buitsfing component, not
a suits system. Before use. the budkf#ng designer must verity the appitco silly of design parameters and property hcorporate this design into the overall
buikkog design.. Brocing indicated is to bucking of individual truss web and/or choed members onty. Adcrrtsonol temporary and permanent droning
�
prevent
Is of oys required for stability and to prevent colopse Win possfole personal injury and praporiy damage. For general guidance regarding the
i fo'k'
fab'icoflon, storage, deCtvery, erectionand bracing of trusses and truss systema. see ANSt/1Ftr Cloddy Wedo,. D511•84 and BCSI Building Component
7777 Greenback lane
Subtlyinfoonallon available from Trust Plate truetitute, 218 N. Bee Sheet, Suite 312, AtexondHo, VA 22314,
Suite 109 nwsR f„. nc
S - 1,59 ,9
3x4 = 3a6 FP =
3x4 11 3x10 == 3x4 =: 34 FP =m 4x14 ==`. 3x4 It 4x10 = 3x4 :=. 3x+8 =.-: 3x10
1 2 3 4 5 e 1 8 9 10 11 12 1314 15 16 17is
91
L i-:2
31 30 29 2e 27 28 25 24 23 2221 20 19
3x5 ::: 3x10 MT20HS FP "= 5x12 == 4x10 == 502 "= 3x4 =` 3x10 == 3x5
300 mm 34 Fle
LOADING (psi) SPACING- 2.0-9 St+ DFL. in
(too) 1/deft ltd PLATES GRIP
TCLL 40,0 :tate Grip DOL 1.00 TC 0.80 Verb! -L) -0.26
28-30 >800 480 MT20 197/144
TCDL 10.0 Lumber DOC. 1.00 � BC 0.70 Vert(TL) .40
28-30 >521 360 MT20HS 148/108
BCLL 0.0 Rep Stress Incr YES WB 0,54 Horz(TL) 0,06
19 Fite nta
BCDL 5.0 Code IRC 012ITP12007 (Matrix)
Weight: 132 to FT - 0°.4F, O%E
_a_m
..---- ----- — ------
LUMBER- BRACING -
LUMBER-
TOP CHORD 2x4 SPF 1650E I.5E(flat) TOP CHORD
Structural wood sheathing directly applied or 6.0-0 oc purlins, except
BOT CHORD 2x4 SPF 2400E 2.0E(ftat)
end verticals.
B5 2x4 SPF No.2(ftat) BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (Ib/size) 31.761/Mechanical, 252298/0.5-4, 19-758#0-5.8
Max Grass 31=832(LC 3)„ 25- 298(LC 1), 19-827(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown,
TOP CHORD 2-3-276610,3-4--2766/0, 4-5-292310, 5.6-18591560, 6a7--1859/560.7-8 18591560,
8-9-0/3095, 9-10-0/3095, 10-11--1878/535,11-12-18781535, 12-13--1878/535,
13-14--2850127,14-15=-2850/27,15»16-2753/0,16-17-276310
BOT CHORD 30-31-011737, 29-90-0/2923, 28-29-0/2923, 27-28=012923, 26-27-012923,
25-26--12111298, 24-26-12001294, 23-24=-12001294, 22-23--2712850, 21-22=-2712850,
20-21-013051,19-20-011741
BS 9.25=-280/0, 2-31 1875/0, 8-25--2576/0, 2-30=011 115, 8-26-011868, 3-30--32510,
4-30--2081448,5-26--1520/0, 5-27-01263,17-1 --1672/0, 10-25--258410.
17.20=0/1096, 10-23=0/1899, 11-23--26210, 15-20--3247169, 13-23--1318/0,
15-21--618113
NOTES -
Unbalanced floor live loadsdere for
2) All plates are plates unless otherwise
C) « indicated,
4) Plates checked for a plus or minus 0 degree rotation about its center,
. • for
T) "Semi-rigid pitchbroaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
be attached to walls at their Differ ends or restrained try other means,
V) CAUTION, Di not erect truss backwards.
t
WARPMNG - v ata irwassa and READ NOTES CWTHISANDINCLUDEDANTEK REFERENCE PAGE AWMrirv. I a*"QIS BEFORE USE.
tfeskgn voild for use only with sAfTerkar connectors This design is bash onty upon parameters shown. and is for can individurd bald rig component, not
a truss system Before use, the buikting designer trust verity the oppl caba&ty of design parameters and properly incorporate this design into the overall t�
butkt'rng design. &acing indicated is to prevent buckling of Individual truss web and/or chord me rs only. Additional temporary ary acrd p nt bracing WON, ,� ,
is aMxrys required for stob9dty and to prevent co#apse with possible, personal knim and property damage. For generale guidance regarding the 7777 Greents.. Lane
fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPti Quality Criferka, DSS -89 and SCSI Setting Component 7777 199
Solely information ovaixabte from Truss Plate institute, 218 ty. Lee Street, Suite 312, Alexandria, VA 22314. ,,,m u®:,.e,€. ra ox
2x4 ii
3x4 y Wo = 2x4 ii 3x4 3x4 3sa FP = 300
1 2 3 4 5 5 7 B
3.4 iI
9
44 4x10 = 9xlOMT20HSFP = 2x4 it axlo - 4X5
2x4 ttl
LUMBER- BRACING.
TOP CHORD 2x4 SPF 2400E 2.OE(ftat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except
BOT CHORD 2x4 SPF 1650E 1,5E(ftat) end verticals.
BS 2x4 SPF No,2(ftat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 16- 01dechanicai, 1=98010.5-4
FORCES. (to) - Max, Comp.11ax. Ton. - All forces 250 (to) or less except when shown.
TOP CHORD 2-3=-3366/0, 3-4=-3366/0, 4-5=-397610, 5-6-336610, 6-7=-336 , 7.8=4936610
BOT CHORD 15«16=0/2045. 14-15=0/3976, 1 3-1 4=013976, 12-13=0/3976, 1 1-1 2=013976, 10-11=0/2045
BS 8-10=-220810, 2-16-220810, 8-11 =0/1 431, 2-15-011431, 7-11 =-305/14.3-15=-305114, 5-11 -96310, 4.15=-963/0
NOTES -
1)
2) All plates are I plates
3) Plates checked for a plus or minus 0 degree rotation about its center,
4) Refer to girder(s) for M M
5) "Semi-rigid pftchbreaks with fixed heeIV Member end fixity model was used in the analysis and design of this truss,
r#1 jWPArongbacks I*
be attached to walls at their outer ends or restrained by other means.
a
WARN#NG - Verex design perwersters and READ NOTES ON TINS ANIS d ictdoEO WTEK REFERENCE PAGE AN -1472 nsv. 144W2015 BEFORE USE.
Design vol d for use syroy with MTekO connectors. This design 4 basest onty srpon parameters shown. and 4 far on indivlduo# buid ng co hent, not
a mass system. Before use, the building designer nwst verify the aPpUcobitity of design peran5eters and Properly incorporate this design into the overact
buurcli ng design, Bracing indicated ts'o prevent bucking of individuat truss web and/or chard members only, Additional temporary and permanent bracing
is oNvoys required for stats4ity cared to prevent cotrapsa Mir possible Personal hrurr and Property domage" For general grrdonce regordtng the
fabrication, storage, delivery, erection and bracing of trusses and ever systems. see ANSI/TPft QuaMy World, p58.8R and BCSt @u#ding Camper rent 7777 Greenback Lane
Solely information avoitosbte from Truss Flare Institute. 218 N. Lee Street. Suite 312, Aiexondrka,. VA 22314. Sutra 509
rs.�« amd.tr} ra 49
s-7.12
8492
�- •4 _9-§-f2 3C}.Qm� .....„
ti -$-9,
Bete ( t (x Y)?
Edgts 0 1 6 t1 1 e Edges 0 1 s
dgej X10 ag o 82 0¢18 0.0 Oj j93 it 1 sdej
.
_.n
„ m^- �
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (toe)
Udell
Up
PLAT
RIP
TOLL 40.0
Ptah Grip DOL 1,00
TC 0.36
Vert(LL)
-0,28 12-13
>736
480
MT20
197/144
TCDL 10.0
Lumber DOL 9°00
BC 0.83
( Vert(TL)
-0,4512-13
>467
360
� MT20HS
1481108
BOLL 00
Rep Stress lncr YES
WE 0.43
( Horz(TL)
0.09 10
We
nla
BCDL 5.0
Cade 1RC2012/TP12007
(Matrix)
I
Might: 67 Its
FT = O%F O%E
LUMBER- BRACING.
TOP CHORD 2x4 SPF 2400E 2.OE(ftat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except
BOT CHORD 2x4 SPF 1650E 1,5E(ftat) end verticals.
BS 2x4 SPF No,2(ftat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 16- 01dechanicai, 1=98010.5-4
FORCES. (to) - Max, Comp.11ax. Ton. - All forces 250 (to) or less except when shown.
TOP CHORD 2-3=-3366/0, 3-4=-3366/0, 4-5=-397610, 5-6-336610, 6-7=-336 , 7.8=4936610
BOT CHORD 15«16=0/2045. 14-15=0/3976, 1 3-1 4=013976, 12-13=0/3976, 1 1-1 2=013976, 10-11=0/2045
BS 8-10=-220810, 2-16-220810, 8-11 =0/1 431, 2-15-011431, 7-11 =-305/14.3-15=-305114, 5-11 -96310, 4.15=-963/0
NOTES -
1)
2) All plates are I plates
3) Plates checked for a plus or minus 0 degree rotation about its center,
4) Refer to girder(s) for M M
5) "Semi-rigid pftchbreaks with fixed heeIV Member end fixity model was used in the analysis and design of this truss,
r#1 jWPArongbacks I*
be attached to walls at their outer ends or restrained by other means.
a
WARN#NG - Verex design perwersters and READ NOTES ON TINS ANIS d ictdoEO WTEK REFERENCE PAGE AN -1472 nsv. 144W2015 BEFORE USE.
Design vol d for use syroy with MTekO connectors. This design 4 basest onty srpon parameters shown. and 4 far on indivlduo# buid ng co hent, not
a mass system. Before use, the building designer nwst verify the aPpUcobitity of design peran5eters and Properly incorporate this design into the overact
buurcli ng design, Bracing indicated ts'o prevent bucking of individuat truss web and/or chard members only, Additional temporary and permanent bracing
is oNvoys required for stats4ity cared to prevent cotrapsa Mir possible Personal hrurr and Property domage" For general grrdonce regordtng the
fabrication, storage, delivery, erection and bracing of trusses and ever systems. see ANSI/TPft QuaMy World, p58.8R and BCSt @u#ding Camper rent 7777 Greenback Lane
Solely information avoitosbte from Truss Flare Institute. 218 N. Lee Street. Suite 312, Aiexondrka,. VA 22314. Sutra 509
rs.�« amd.tr} ra 49
Scute - 1:27..8
2114 11
3x4 !3 3x10 ` 2x4 !I 3x4 -. 3x4 = 2.4 !1 34 Fie 3x1Q W.-
1 2 3 4 5 6 7 8 9
US == 3x10MT20HSFP = 2.4 i4 20 I! 3x10 3x10
3x10 ==
LOADING (psf) SPACING- 2-0-4 CSI. DEFL. in (loc) Vdefl Lid PLATES
GRIP
TOLL 44.4Plate Grip DCL 1,00 TO 0.35 Vert(LL) -0.24 13 >820 480 MT20
1571144
TOOL 10.0 Lumber DOL 1,00 { BC 4.64 Vert(TL) -0,37 12-13 >52 360 MT20HS
148/108
BOLL 0.0 Rep Stress Ina YES EM 4.40 Hoz(TL) 4.07 10 nfa rite
BCOL 5.0 Code IRC20121TPI2007 (Matrix) I Weight 641b
FT = O%F 096E
LUMBER- BRACING -
TOP CHORD 2x4 SPF 1650E 1.5E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 0o purlins, except
BOT CHORD 2x4 SPF 1650E 1.5E(flat) end verticals,
WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 or; bracing.
REACTIONS. (lb/size) 16-88510-5.4, 10=87310-3-8
FORCES. (lb) -Max, Comp,/Max, Ten. -All forces 254 (lb) or less except when shown.
TOP CHORD 2»3--300510, 3n4--3005/0, 4-5-_342710, 5-6-302510, 6-7=302510, 7-8-«302510
BOT CHORO 1 -16=011865, 14-15.4 27, 1 3-1 4-01342 7, 1 -13.013427, 11-12.0/3427, 10«11-0/1897
WEBS 8.10-•202810, 2-16-201310, 8.11-0/1222, 2-1 5=411 235, 6.11= 276/0, 3-15--274%0, 5-11 -653/37, 4-15-667121
NOTES -
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 4 degree natation about Its center,
4) "Semi-rigid ptichbreaks with fixed 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 3-104 (4.131" 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.
WARNfMis • isreirydisisfirspsineredws, and READ NOTES oN rugs AND incLoDED w-rEf REFERENCE PAoE ti'dh747S rev. i0t zgoirs lYE o- USE,
Design valid for use only with MIN04) Connectors. This design is based onty upon porometen shown, and is for on individual building component, not
a trees system. Before use, the building designer must verify the oppFcabi6ty of design parameters and property incorporate this design into the overail
baling design.. Bracing indicated is to prevent bucking of individuat truss vmb and/or chard members onfy. Additional temporary and permanent bracing
is always required for stability, and to prevent colapse with passible persona[ injury and property dcsrnoge. For generot guidance regarding the
fabrication, storage delivery, erection and bracing of Trusses and truss systems, see ANSt/TPt1 QssaBty CrBeta, 016-64 and SCSI Sulidinp Component
safety Information avoitabte from Truss Plate tnsfrfute, 218 N.. lee Street, Suite 312, Alexandria, VA 22314,
19
r
April 18,2016
F 1 tW
r�G I, Lane
�� II
3x4 Il 3x90 "=- 3x4= 3x4 '=
1 2 3 4 5
30 29 28 27 26
3x6==: 3x10 MT20iiS FP
3x10
400
3x8 FP= 3x4 It 010 e=:
6 7 9 9 10 11
25 24 23 22
5x12 -= 4x10 -.. 3x8 FP= 4x10 ='-
ozag 0 0
Scate=1:57.6
3x4 = 3x6 FP "=
3x4
12 13 14 15
21 20 19
3x90 --
s.a • « a:
M ► ! DOL 1,00 TC e t
TCDL 10,0Lumber
: M.t! ., !♦ a
SCLL r wore. IS n/a me
BCOL 5,07—C 2-171Zrt
LUMBER- BRACING -
TOP CHORD 2x4 SPF 165OF I SE(fiat) TOPCHORD
BOT CHORD 2x4 SPF 1650F
WEBS 2x4 SPF No.2(ftat) BOTCHORD
REACTIONS.# 18-677/0-3-8,24-221210-5-4
Max Greg 1
FORCE& (1b) -Max, Comp./Max, Ten. -All forces 260 (1b) or less except when shown.
TOPCHORD
a { K
13-14-2462/0,14-15=-2462/0,15-16--2462/0
BOTCHORD
24-25-1000/295, 23-24--12141351, 22-23-12141351, 21-22-85/2526, 20-21-85/2526
a 18-19-011604
WEBS 9-24-279/0, . as5-26-1441/0,16-18-171310,10-24-240810,
} 'a
6-25-251/36, aw I. a
16 -19=01929,10-22-011723,15-19-29510,11-22-266/0,13-19-113/531,
a
PLATES
GRIP
MT20
1971144
MT20HS
1481108
Weight: 128 lb
FT = O%F, O%E
4w! •z. • • aw •. as >' *. ♦ "t.
w verficals,
Rigid ceiling directly applied or 2-2-0 oc bracing,
NOTES-
1)
Unbalancedfloor live.taw have been considered for this design,
2) All plates are i plates unless otherwise
3) All plates are 2x4 MT20 unless otherwise
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Refer to girder(s) for truss to truss connections,
breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
.. i., . • 4rM • -44... !. :w ! ori i w .w w ". !! i 4 !• i
be attached to waft at their outer ends or restrained by other means,
CAUTION, Do not erect truss backwards.
WARNING • V.,Ny assign parameters and READ NOTES ON ME AND INCLUDED WrEK REFERENCE PAGE AM -7473 rev. 14012015 BEFORE USE;.
Design votid for use onty with Weirg connectors, This design is based onty upon parameters shown, end is for on incidvidvat building component, not
a truss system, Before use, the building designer must verity the sspplrcteb§6ty of design porometers and property incorporate this design into flies overall
building design. Bracing indicated is to prevent bucking of individual truss Asst for chord menebers onty. Addibonot ternponey and Permanent bracing
is always eequred for stabtity and to prevent colopse with possible persanad injury and prop damage, For general guidance regarding she
fabrication. storage, detivrry, erectian and bracing of trusses and truss systems, see ANStftPf f Qualffirctlieft, 0511.84 and tlCSt 4unding Component
Safety information overlook, from Truss plate institute, 218 N. Lee Street, Suite 912, Atexandria,VA 22314.
0*0
Scale
LOADING (psi SPACING- 2-0..9 CSI, DFL. in
(too) Vdef1 Lld P P .ATE$ GRIP
TCL. 40.o Plate Grip L 1.00 TC 4.55 Vert(LL) =4.23
3x4 =
TCDL10,0 Lumber DOL 1.00 BC 0"52 Vert(TL) -4.36
3x4 f9 300 =' 3x4::.-.
3x4 = 3,05 FP =-
010 == 3x4 1t 4x10
34 Ffs = 3x4 "="= sea .. `
2x6
1 2 3 4 5
6 7 8 9 10 11 12 13 14 15 ,16 17 is
32 19
j
31
31 30 29
26 27
26 25 24
23 22 21 20
19
34 3x10 -= 3x4•-:.
503 =-
3X8 FP.=" 010='= 94 FP =•
400"=. 300 =•
3x10
LOADING (psi SPACING- 2-0..9 CSI, DFL. in
(too) Vdef1 Lld P P .ATE$ GRIP
TCL. 40.o Plate Grip L 1.00 TC 4.55 Vert(LL) =4.23
29-30 >907 480 MT20 1971144
TCDL10,0 Lumber DOL 1.00 BC 0"52 Vert(TL) -4.36
29-30 >595 360
BOLL 0 0 Rep Stress Iner YES WB 4.54 Horz(TL) 0 05
19 n/a ria
SCOL 5,0 Code IRC201211'PI2007 (Matrix)
Weight 130 lb FT - O%F, OOAE
LUMSER- BRACING -
TOP CHORD 2x4 SRF 2404F ,0E(tlat) TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlms, except
BOT CHORD 2x4 SPF 2404E 2,OE(flat)
end verticals,
BS 2x4 SPF No,2(fiat) BOT CHORD
Rigid ceiling directly applied or 6-0.0 oc bracing.
REACTIONS. (lb/size) 31=784/0-3-12,19-660/0-3-8,25-224710-5-4
Max Gray 31=842(LC ), 19=746(L 4), 2 =2247(LC 1)
FORCES. (to) - Max, Comp,/Max, Ten. - All forces 250 (to) or less except when shown,
TOP CHORD 2-3-2800/0,3-4=-2800/0, 4-5-2936/0,5-6-2936/0,6-7-18311404,7-8-18311404,
8-9=-1631/404, 9-10-013062,10-11-013062,11-12-1695/685,12-13--16951685,
13-14--1695/685,14-15-2460/175,16-16-241310,16-17-241310
BOT CHORD 30-31=011765, 29-30=0/3492, 28-29=0%2936, 27-28=012936, 26-27=-1039!208,
25-26-10391208,24-25-1349/292, 23-24=•13491292, 2-23=-17512460,
21-22-17512460,20-21-175/2460,19-20-011580
VVEBS 10-25=-28310, -31-1945/0, 9-25=-2610/0, 2-30=011121, 9-27$0/1 9D6, 8-27=-252/32,
4-30=-3171141, 6-27=-1478/0, 4-29=-670143, 17-19=-1686!0, 11-25=-2419!0,
17«20=0/503, 11-23=0/1743, 16.20291/0, 12-23=-26510, 15-20=-74/565,
14.23118310, 5.29=-34/422
NOTES -
1) Unbalanced floor live loads have been considered for this design,
2) All plates are 2x4 MT20 unless otherwise indicated,
3) Plates checked for a plus or minus 0 degree rotation about its center,
♦ ♦ pitchbreaks With fixed heels" Member end fixity modelused in the analysis and design of
be allached to walls at their outer ends or restrained by other means,
CAUTION, •t not erect truss packwards,
q& WAAWNQ . YerPry desflt+s perarrestars and READ NOTES ON TWS AND tNCLLWOWTEK REFERENCE PAPE 144X7473 rwv I&VIs"IS #SEFORE USE.
Design volid for use only with Wake, connectors. This design b based only upon porameien shown, and is for an individual butiderg component, not
a truss system. Before use, the building designer must ve dly the oppTicobifi y of design parometers and property incorporate ink design into file overall
building design, Bracing indicated is to prevent buckling of irnde%dual truss web rand/or chord members only. Additional iemporory and permonernf bracing
is always requited for stobiTty end to prevent collapse uAth possible personal irift" and property dannage. For general guidance regarding this
fabrication, storage, delivery, erection and brochg of trusses and truss systems.. see ANSt/flin Quality Cehoda, DSS -89 and SCSI SuRdinq Component
Safety lotormuflon ovoiiable from truss Plate Institute, 218 N. Lee Street. Suite 312, Atexondria. VA 1,2314.
F-2-11-4--i PA F ---
3XIO
2
2x4 IE 2*4 II 2X4 H 34 FP =4X10
3 4 5 6 7 a 9
Scale - 1:43,2
2x4 si
10 11 12 13 14
3s0 3x10 3XI0 MT20HS FP = 4x10 2X4 11 34
2x4 If 4xIO =
LUMBER- JBRACING-
TOPCHORD 2x4 SPF 165OF 1 SE(flat) TOPCHORD
.s «p 2x4 SPF 165OF 1,5E(flat)
WESS 2x4 SPF W2(flat) BOTCHORD
REACTIONS. lib/size) 24=83510-3-12,15--93/Mechanica�, 18-1843/0-5-4
Max Uplift 15-191 (LC 3)
Max Gray 24-842(LC 3), 1 5=31 1 (LC 4),18-1843(LC 1)
FORCES, fib) - Max. CompJMax, Ten, - All forces 260 (lb) or less except when shown,
TOPCHORD 2-3-2801/0,3-4-2801A 4-6=-2937/0,5-6-2937/0,6-7-183710, 7-8-1837/0,
8 -9 -1837/0,9 -10-012231,10-11-0/2231,11-12--28111135,12-13=-28111135
BOTCHORD 23-24-011766,22-23-0/3094,21-22-Ot2937,20-21=0/2937,19-20=012937,
17-1 $=- 1135/281, 16-17-11351281, 15-16-563/464
WEBS 10-18-255/0,2-24-190610,9-18--264210,2-23=0/1122, 9-19-0/1788,7-19=-264/19,
4 -23 --396/0,6-19-1255/0,4-22--5131186,13-15--501/608,11-18-1667/0,
13-16-785/0,12-16-01285,5-22--1251322
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 3x4 MT20 unless otherwise Indicated,
4) Plates checked for a plus or minus 0 degree rotation about its center,
5) Refer to girder(s) for truss to truss connections.
WNW@
be attached to walls at their outer ends or restrained by other means.
9) CAUTION, Do not erect truss backwards,
Structural wood sheathing directly applied or 6-0-0 oc puffins, except
end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
April 18,2016
,& WARNING - Viatrydesaillparameters and READ NOTES ON IMS AND INCLUDED WIEK REFERENCE PAGE AW -7472 r*v. 1"W015 BEFORE USE 1
Design Yofid for use only with olfrehS connectors. The design is based candy upon parameters shown, and is for an indoduor buitrifing component, not
a truss system. Before use, the building designer must verify the applicabifin, of design parameters and properly inconemote this design into the overatt
building design. Bracing indicated is to prevent buck" of indoiduat truss web and/or chord members only. Additional temporary end permanent bracing
is ssWrsys reQuited for stoleffity and to prevent collapse with possible personal injury and property damage.. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/dril Quality0liferia, OSS -89 and OCS11it"ngComporsoril 1777 Greenback Lane
Safety Infornsolloss available from Truss More Institute, 219 N. Lee Street, Suite 312, Alexandria VA 22314. Sufte 109 - --
9-10,4
94-4
8A 14
'4 t•A
7.174
7,7-12
a
LOADING 1psf)
SPACING-
2-0-0 CSI.
DEFL. in (Ior)
Udell
Ltd
PLATES
GRIP
TCLL 40,0
Plate Grip DOL
1,00 TC 0,73
Vert(LL) -0.29 22-23
>722
480
MT20
197/144
TCDL 10,0
Lumber DOL
1.00 BC 0.82
Vert(TL) .046522-23
>462
360
MT20HS
148/108
BCLL 0.0
Rep Stress Incr
YES WB 0.50
Horz(TL) 0,06 18
Tile
n/a
BCDL 5.0
Code IRC2012/TPi2007 (Matrix)
Welqft 98 lb
FT - O%F, O%E
LUMBER- JBRACING-
TOPCHORD 2x4 SPF 165OF 1 SE(flat) TOPCHORD
.s «p 2x4 SPF 165OF 1,5E(flat)
WESS 2x4 SPF W2(flat) BOTCHORD
REACTIONS. lib/size) 24=83510-3-12,15--93/Mechanica�, 18-1843/0-5-4
Max Uplift 15-191 (LC 3)
Max Gray 24-842(LC 3), 1 5=31 1 (LC 4),18-1843(LC 1)
FORCES, fib) - Max. CompJMax, Ten, - All forces 260 (lb) or less except when shown,
TOPCHORD 2-3-2801/0,3-4-2801A 4-6=-2937/0,5-6-2937/0,6-7-183710, 7-8-1837/0,
8 -9 -1837/0,9 -10-012231,10-11-0/2231,11-12--28111135,12-13=-28111135
BOTCHORD 23-24-011766,22-23-0/3094,21-22-Ot2937,20-21=0/2937,19-20=012937,
17-1 $=- 1135/281, 16-17-11351281, 15-16-563/464
WEBS 10-18-255/0,2-24-190610,9-18--264210,2-23=0/1122, 9-19-0/1788,7-19=-264/19,
4 -23 --396/0,6-19-1255/0,4-22--5131186,13-15--501/608,11-18-1667/0,
13-16-785/0,12-16-01285,5-22--1251322
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 3x4 MT20 unless otherwise Indicated,
4) Plates checked for a plus or minus 0 degree rotation about its center,
5) Refer to girder(s) for truss to truss connections.
WNW@
be attached to walls at their outer ends or restrained by other means.
9) CAUTION, Do not erect truss backwards,
Structural wood sheathing directly applied or 6-0-0 oc puffins, except
end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
April 18,2016
,& WARNING - Viatrydesaillparameters and READ NOTES ON IMS AND INCLUDED WIEK REFERENCE PAGE AW -7472 r*v. 1"W015 BEFORE USE 1
Design Yofid for use only with olfrehS connectors. The design is based candy upon parameters shown, and is for an indoduor buitrifing component, not
a truss system. Before use, the building designer must verify the applicabifin, of design parameters and properly inconemote this design into the overatt
building design. Bracing indicated is to prevent buck" of indoiduat truss web and/or chord members only. Additional temporary end permanent bracing
is ssWrsys reQuited for stoleffity and to prevent collapse with possible personal injury and property damage.. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/dril Quality0liferia, OSS -89 and OCS11it"ngComporsoril 1777 Greenback Lane
Safety Infornsolloss available from Truss More Institute, 219 N. Lee Street, Suite 312, Alexandria VA 22314. Sufte 109 - --
9. 01:58.2
3x4 = 3x* FP .3x4 "
3x10: 3x4 - 3X6 Ffs 400 = 3X4 IB 010 := 3x4 3x8 -. 24
1 2 3 4 5 6 7 s 9 10 11 12 13 14 15 i8 17 is
33 _ -
31 30 29 28 27 26 25 24 23 22 21 20 19
Us w 3x10 MT20HS FP = 5x12 4x10 34 FP " 400 3x10 WO ==
3x16 3x4 =m
14 943
S-9dt
o -i -a
i-9, dgef 16:0-1 8, dge), #14.0 -1 -$,Edge], [16.11.1-8,Ed .].,118:4-1-8, dge), 121:0-1-8,0-0-01, 122:0- 1 -, dge],127:0
LOADING (psf) SPACING- 2-0-0 CSI, DEFL. In (loc) Vdefl Lid PLATES GRIP
TCU. 40.0 Plate Grip DOL 1,00 TC 0.55 Vert(LL) -0,24 28.30 >874 480 MT20 197!944
TCOL 90.0 Lumber DOL 1.00 BC 0 54 Vert(TL) -0.37 28.30 >571 360 MT20HS 1481108
BCLL 0.0 Rep Stress Incr YES WS 0,54 Horz(TL) 0.05 19 nits Tire
BCDL 5.0 Code IRC2012/TP12007 (Matrix) Weight: 129 to FT = O%F 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SPF 2400E 2.OE(ftat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SPF 240OF 2.OE(#Iat) end verticals.
BS 2x4 SPF ND.2(ftat) BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 31-786/0-5-8,19-659/03-8,25-2256/0-54
Max Grant 31.844(LC 3), 19-746(LC 4), 25-2256(LC 1)
•. ##ter ; a r ., ✓r ": fr :. .. ..
8-9--18451399, 9-10-013082,10-11-0/3082,11-12=-1694/702,12-13=-16941702,
13-14-1694f7O2, 14-16-24601167, 15-16=-2413/0, 16-17-241310
BOT CHORD 30-31=011782, 29-30=0M48, 28-29-0/3148,27-28-0/2981,26-27=012981,
25-26--1037/204, 4-25-«1369/291, 23-24--13691291, 22.23=-18712460,
21-22=-98712460,20.21-18712460,19-20=011579
BS 1026=-283/0, 2«31=-1917/0, 9-25=-263010, 2.30=011144, 9-26=0!1924, 8-26--251135,
4-30-336/132,6-26-1508/0,4-28=-638/47,17-19-1686/0, 11-25--2422/0,
17-20--01903, 11.23.011746, 16-20--291/0, 13-23=-264/0, 15-20=-65/569,
14-23-118810, 5.28-351358
NOTES -
1) Unbalanced boor live toads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) All plates are 2x4 MT20 unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) "Semi-rigid pitchbreaks with fixed heets" Member end fixity model was used in the analysis and design of this truss.
6) Recommend 2x6 songbacks„ on edge, spaced at 10.0-0 0o and fastened to each truss with 3-104 (0.131" X 3") nails. Strongbacks toee+
be attached to walls at their outer ends or restrained by other means.
Cad «e
7) CAUTION, Do not erect truss backwards,
23 -HEM,
WARNING - V tin parameters and READ NOTES ON THIS AND INCLUDED OTEK REFERENCE PAGE Miff -747f rev. 14ON2015 BEFORE USE. I &A.
Design valises for use only with M)TekO contractors. This design is based onN upon parameters shown, and is for on individual building componeril, not
a truss system, Wore use, the building designer must verity the opplicob cy of deOgn parameters and property incorporate this design into the overall y
building design, Bracing indicated Is to prevent huckang of h dividvat truss web and/or chord nsennben only, Adaftionat ternporary and p nent bracing Ii i eW
is durays required for stobASty and to prevent coAcspse with poAbW personal injury and property donxsge.. For Werot guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSV1111 Qvispi r Cif! , OSS -99 and SCSI Sufldmig Component 7777 Greenback Lane
Safety information avallobte from truss Plate Institute, 218 N, lee Sheat. Suite . Alexandria,. VA 2251,. Suite 409
Ow.<R.Wd. ra e.5nyn
SW. 1:58:2
3x4 m.
4x6 µ steetet Special . tial
34 =rc 3x4 = Us FP'"" 4x10 ==
3.4 11 IOX20MT20HS m= 3x8 FP S== 06 = 44 = IOX20 MT20HS = 2x8 ==..
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 3618 37 19
35
33 32 31 30 29 28
27 26 25 24 23 22 21 20
34 3x10MT20HSFP = 502 -
5x12 ""= 34 FP= 502 m` 010 = 010 ^
300 3x4 w
4x8 '=
Plate Offsets (X,l } j5.a1 B,Bdgej, j8:0-1 S,Edgej, [14.0 -1 -$,Edge], [15:0-1-8,Edgej, (49:0-1-8,Bdgel, 120:Bdge,0^1 8].122 0.3.0,Edg }, 123;0-1.8,0-0-01, (24:0-1-8,Bdgej, [27Z-5^8
Ed ems ] J 9 (i 1 8 tk 0 0 3ti 0 -8 Bd e 34 P:I 8 Lt 1 0
_. q
LOADING Irish SPACING- 2-0.0 CSL
DEFL in (loc) Vdefl Ltd PLATES GRIP
TCLL 40.0 Plate Grip DOL 4.00 TC 0.82
Vert(LL) -0.31 22-23 >623 480 MT20 1971144
TCDL 10,0 Lumber DOL 1,00 BC 0.93
Vert(TL) -0.44 22-23 >439 360 T20HS 1481108
BELL 0.0 Rep Stress Incr O 059
Horz(TL) 0,07 20 nta n1a
BCDL 5.0 Gude IRC2012tTP12007 (Matnx)
Weight 144 to FT - O%F 00%E
LUMBER-
BRACING -
TOP CHORD 2x4 SPF 2400E 2.0E(flat)
TOP CHORD Structural woad sheathing directly applied or 5-2-3 oc pudins, except
BOT CHORD 2x4 SPF 2400F 2.OE(tlat)
end verticals.
BS 2x4 SPF No.2( ot)
BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing,
REACTIONS, (lb/size) 33-721/0.5-8. 20-139910-", 27=282610-5-4
Max Grav 33-803(LC 17), 20-1488(LC 4), 27-2826(LC 1)
p. R k
* * ORD kforcesR
w w + R R*. R
12-13-295910,13-14-295910, 44-15--518110,15-16-631910,16-17-5671/0
w R
BOTCHORD 32-33=0/1 684, 31-32-15612850, 30-31--15612850, 29-30-41612618, 28-29-416/2618,
RR R
♦21-22-016319,20-21-0/3403*
WEBS w:
i 4-30-801/0 18-20--3646/0, 11-27--3759/0,=012449,
11-25=012942,► R R 0 R
16-22-76610, w
NOTES-
1)
Unbalanced floor live loads, k._. considered
k..^k g..
2) All plates are MT20 plates unless otherwise indicated.
3) All plates are 2xit R unless otherwise indicated,
checked1) Plates for
plus or i degree rotationabout its center,
'Semi-rigid pitchbreaksfixed beets" Member end fixity model . k in the analysis k design of this truss,
":: •2xdlvuk �, �-&t—dt truwj 'k • wk
attachedbe to walls at their outer endsor k by
7) CAUTION, •s.. > backwards.t erect truss
Hanger(s) ♦ connection k" be provided M.kk concentrated k.k. 08 k kk at
28-0-14,
do ,+,n it • = k♦ k 30-10-4,
k . k down and ? R ,. on top
The design/selection of k tion devicels) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are notedk or k
LOAD CASES) Standard
1) Dead * Floor Live (balanced): Lumber Increase -1.00, Plate Increase -1,00
Uniform Loads (pii)
Vert: 20-3310, 1-19=r-100
April 18, 016
WAR NG , V.Vy deWg9l .ters snd RB4,0,gO ES ON rNS AND INCLUiFEA TEK REFERENCE PAGE W7473rw, 10,17=01S IREF USE,
Design vri id for use only, with WOO connectors. The design is based any upon porortrelen shown, and is for an Indtviduot evicting component not ¢
o truss system Before use, the /sanding designer own verity the opplicobalty of design posametem end property Incorporate this design into the overall
building design Bracing irdiccsied 5 to prevent bvcking of Inddtvidual truss web ondlo, chord rrresrnbers only, Additional temporary and penrnanent bracing Me!
is olvroys requled for stobilty and to prevent cowopse with p sssibie penonot injury and property damage, For general guidance recording €he
fabrication storage, deliver', erection and bracing of trusses and truss systerns, see ANSVTPR Qv Cri erta, OSI -e4 and SCSI Iv#ding Component 777'7 C.,reenbat
Safely information oveyabte formTruss Peale institute, 218 N. Lee Street. Suite 312. Afexandria, VA 22314. Swore 199
r^.Nn��. aPnraa
LM
LOAD CASES) Standard
Concentrated goads (tb)
Yeti; 17-83(8) 16--1080(F) 36--44(B) 37=-38(S)
WARNBNa . vwoy On stars and READ Mores *m TMS AND iMCLUDEV ANTEK REFEREMCE PAGE 411.7473 roar.. 1400317048 BEFORE USE..
Design votid for use only whlh Mile connectors. This design is based onhr upon poromueters shaevat, and 4 for an indivkduol balding component, not
o truss system. Before use. the Wilding designer must verity the applicability of design potarneters and property incorporate this design into the ovver ati
buikarng design. Bracing indicated is to buckling at individual truss web and/or chord members onty. Additional temporary and permanent bracing
°p
�
prevent
is oNvoys required for stobAity and to prevent colopse with possible penomat intury and property damage. For general guidance regarding the
1
fobdcotian,storage, delivery, erection and bracing of trusses and truss systems, see AN$VtPtt Quality Cs#eda, DSO.84 and SCSI Battling Component
7777 Greenback Lane
Safety Information ovoltoble from Trus Main katitote. 218 N, Ree Street. Suite 912, Alexandria, VA 22314,
au�ftte i#6,— 1. —
0.1-8
H1 w
3XIO
2 3
25 24
3XIS 300
3X4 = 3x4 = 3FIS Flo =
4 6 6 7 6
23 22 21 20
3x4 34 FP
5x12 =
7c40Ss"29ZQ15&M1VKIA41dshsS, Pns, Peon Apr us UWZZ:V1 ZV10 rage!
IDi2W3zzLPblashUJupZpqdFlyRs54-OTRVHXIIfD48nVA9MAOTgWC55U7aoGZv2RVrdrzPv,OU
Scale: 114"-1"
4x10 3x4 4X6 =
9 10 11 12 13
19 18 17
400 3x4
44 =
U4 3X4 li
14 15
I
LOADING (psfI SPACING- 2.0-0 CSI. DEFL. in
(loc) Well Ud PLATES GRIP
TCLLPlate Grip DOL 1,00 TC 0,73 Vert(LL) -0,31
23-24 >692 480 MT20 197/144
TCOL IN, Lumber DOL 1,00 BC 0.85 Vert(TL) -0,48
23-24 >444 360
BOLL 0.0 Rep Stress [nor YES i VVB 0.52 Horz(rL) 0,06
BCDL 5,0 Code IRC2012fTP12007 (Matrix)
19 nis n1a
Weight: 106 to FT - O%F, O%E
LUMBER. BRACING -
RACING.TOPCHORD
TOP CHORD2x4 SPF 165OF 1,5E(flat) TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORO 2x4 SPF 1650E 1,5E(flat)
end verticals,
WEBS 2X4 SPF No,2(flat) BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing,
REACTIONS, (Ithsize) 25-828/0-5-8,16-287/Mechanical, 19-193110�5-4
Max Uplift 16-84(-C 3)
Max Carat 25=843(LC 3), 16-450(LC 4), 19-193 1 (LC 1)
FORCES, (to) - Max. Comp,/Max. Ten. - All forces 250 (to) or less except when shown.
TOP CHORD 2-3-283710, 34-293710, 4-5--2978/0, 5-6-297810, 6-7-184610, 7-8-1846/0,
8-9=a1 /0, 9-10=012372, 10-11-012372, 11-12-8281816, 12-13-828/816,
13-14--828/816
BOT CHORD 24-25-0/1782, 23-24-013146, 22-23=012978, 21-22-012978, 18-19-13801350,
17-18--816/828, 16-17--303/806
MBS 10-19-29510,2-25-191710,9-19-2541/0,2-24=011144, 9-21 =011 834, 8-21-264/22,
4-24=-371/0, 6-21-131910, 4-23--5101163, 14-16--870/328, 11-19-1689/0,
14-17-608/24,11-18-01991,12-18-38510,5-23=-1011285
NOTES -
1) Unbalanced floor live foods have been considered for this design.
2) Ali plates are 20 MT20 unless otherwise Indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center,
4) Refer to girder(s) for truss to truss connections,
5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 Ib uplift at joint(s) 16,
6) 'Semi-rigid phchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
Ifftil a4w;rt 24k-11-454 "z-442s-w*t w-&&** "-z-q*�4-044lr IQ -11
be attached to walls at their outer ends or restrained by other means,
8) CAUTION, Do not erect truss backwards,
,&WARNSING. VvitsdWgriparasnotars and REAR NOTES ONTIRS AND INCLOVEONTEK REFERENCE PAGEN41-7473 rev, 10,0312015 BEFORE USE
Oesign, valid for use unit, Win WeM& connectors, This design Is based ont/ upon poronsishbs shovn, and is for an tndMduol bvBdN component, not
a inns system. Before use, the b0ding designer must verify the applicability of design parameters and property Incorporate this design into the overall
but1ding design, firochg Indicated is in prevent truckling of individual truss web and/or chord members onty. Additiorrot temporary, and Permanent bracing MOok
is otwoss required for stobffity and to prevent carouse with possible personal Into and properly donroge, For caused qvidonce regarding the
fobiscoflon, storage, delivery, erection and bracing of trusses and truss systems. See ANSI/Tistl Quality Crffedo, D$4-89 and SCSI Ifuldling Component 7777 Greenback Lane
safety talonnallo" ovailmars from Truss state Institute, 2) 8 N. Lee Street, Suite 312. Alexandria, VA 22314, Suite 109
I-- -- I1 .9
0.3_0
gi�ticale - tITS
5xe it 3X4 ww 1X3 41 IX3 it
1 2 3 4
C
3X4
14 it
11 0
1x3 =
34 =
1X4 1� 4X0 —
LOADING (psi')
SPACING-
2-0-0
CS1,
DEFL. in
(too)
Waft
Lid
TOLL 40,0
Plate Grip DOL
1,00
TC 0,39
VemLL) -0,10
7-8
>999
480
TCOL 10:0
Lumber DOL
1,00
BC.0.49
Vert(TL) -0,23
7-8
>455
360
BCLL 0 0
BCOL 6,0
Rep Stress Inor YES
Code IRC2012NTPI2007
WB 0.213
(matrix)
Horz(TL) O.01
7
n/a
We
LUMBER-
BRACING -
PLATES GRIP
MT20 197/144
TOP CHORD 2x4 SPF NO,2(flat) TORP CHORD Structural wood sheathing directly applied or 6-0-0 pc purrs, except
BOT CHORD 2x4 SPF No.2(flat) end verticals.
WEBS 2x4 SPF No.2(fiat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
REACTIONS, (lb/size) 7=472/0-6-8,1-478/0-3-0
FORCES, (lb) -Max, Comp,/Max. Ten. -All forces 250 (lb) or less except when shown
TOPCHORD 1-2-94610,2-3--942/0, 3-4--942/0,4-5--942/0
:11 f" B-9=01942,7-8=0/871
WEBS 5-7-93510,1-9=0/1009,3-9-285/0
NOTES -
1) Unbalanced floor live loads have been considered for this design,
2) Plates checked for a plus or minus 0 degree rotation about its center,
3) 'Sern�rigkl pitchbreaks with fixed heelsvMember end fixity model was used in the analysis and design of this truss,
be attached to wails at their outer ends or restrained by other means,
5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in,
6) CAUTION, Do not erect truss backwards,
IMI
A& WAAWNG - V.* rArvig. P.0. uxd MAD NOTES ON "*$ AND, INCLUDED WTISK REFERENCE PAGE V&7473 rev, 14024015 BEFORE USE,
Design wssfid for use only with Wish& connectors. This design is based only upon paronerleTs shown. end Is for on indvrduoi buildbig component, not
a truss system. Before use. the butiding designer must vents, the applicability of design pneometers and property Incorporate this design into net, overact
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only, Addiffonol temporary and permanent tsrocing
is always required for stabrity and to prevent collapse witty posecte personal inivey and property demean, For general grAdonce re ding the
fabrication, storage, deRvety, erection and bracing of pusses and twu systems, see ANSI/TPII Quality Works, 034-811 and 6CS1 Sulliffirsq, Component
Safety information ovoKable from Tmn Plate fmtitvte. 218 N. Lee Street, Suite 312, Alexandria, VA 22314-
0-1-8
H P&O -q Tie
Scale - 1:271
WO 3X4 = 3X4 3XI0
2 3 4 5 6 7
34 3x10 MT20HS He 3X10 3x6
Wo =
LOADING (psf)
SPACING-
2-0-0CS1,
DEFL.
in (toe)
Wall
Ud
PLATES
GRIP
TCLL 40,0
Plate Grip DOL
1,00
TC 0,33
Vert(LL)
423 12
>847
480
MT20
197/144
TCDL 10.0
Lumber DOL
1.00
BC 0.63
Vert(TL)
-0,35 11.12
>542
360
MT20HS
1481108
BCLL 0.0
Rep Stress Incr
YES
VVB 0,39
Horz(TL)
0,07 9
n1a
his
8CDL 5,0
Code IRC20121TPI2007
(matrix)
Weight: 62 In
FT - O%F, O%E
LUMBER- BRACING -
TOP CHORD 2x4 SPF 165OF 1.5E(fiat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 or; purlins, except
BOT CHORD 2x4 SPF 1650F 1,5E(flat) end verticals.
WEBS 2x4 SPF No.2(fialf BOT CHORD Rigid ceiling directly applied or 10-0-0 Tic bracing.
REACTIONS. (Iblaize) 15=869/0-3-8, 9=869/0-5-8
FORCES. (to) - Max. Camp,/Max. Ten, - All forces 250 (tb) or less except when shown.
TOP CHORD 2-3-2958/0,3-4--2958/0,4-5-336610,5-6-2958/0,6-7--295810
BOT CHORD 14-15-011839,13-14-013356,12-13=0/3366,11-12=013356, 10-11=0/3356,9-10-011839
WEBS 7-9-1978/0,2-15=-197810,7-10=011213,2-14-011213,6-10-27210, 3-14-27210,5-10--635/36,4-14=-635/36
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 2x4 MT20 unless otherwise indicated.
4) Plates checked for a plus or minus 0Y rotation about its center.
5) "Semi-rigid phchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss,
iiiii-2rat Jlfm 't ttantott-umixio
be attached to walls at their outer ends or restrained by other means.
X
a
ZMEOM
,&WARNiffea - Vieford"IlImpishematers and READ NOTES ON THIS AND INCLUDEOMITTEK REFERENCE PAGE AW7472rw, fWQ=0fS BEFORE USE.
Design valid for use only with Milepil, connectors, This design Is based only upon parameters shown, and is for on indiddvot building component, not
a truss system, Before use, the buNding designer must verify the orselicoblifty, of design parameters end property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members a*. Additional temporary and permanent bracing IM AM a k
is otwass required for stability and to prevent coffoisseWth possible personal inti" and property darnoise, for generot guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses, and truss systems, see ANSI/TP11 Coterie, DSD -84 Queer and SCSI furtlillint Component 7777 GreorparA Lane
, _ y sufte
SaWy Information ovdIobL- from Truss Prate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314, 109
1.— -- f'. rsculn
0.1-8
P&N fQ11-4
$6sshr - 1:29c
2;s4
2x4 = 9x10 m 2x4 It
1 2 3
3x4 = 3X4 2x4 4I 3.6 FP 3x10
4 6 a 7 a
spedia
3X4 11 Us
9 10
300 MT20HS FP 2X4 0 2s4 ij
3x10 =
3x10 = 3x4
WO
11-04
ISA14
LOADING (ps� SPACING- 2-0-0 CSL DEFL. in
(toe) Well List PLATE$
GRIP
TOLL 40.0 More Grip DOL 1,00 TC 0,39 Vert(LL) -0,22
15 >856 480 MT20
197/144
TCDL 10,0 Lumber DOL 1,00 PC 0,68 Vert(TL) -0,34
15 >562 360 MT20HS
148/108
SCLL 0,0 Rep Stress Incr NO WE 038 Horz(TL) O 06
12 n/a be
Its
FT = O%F, OOAE
BCDL 5,0 Code IRC2012trPI2007 (Matrix)
Weight: 68
LUMBER- BRACING -
TOP CHORD 2x4 SPF 165OF 1,6E(ftat) TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purfins, except
BOT CHORD 2x4 SPF 165OF I,SE(flift)
end verticals.
WEBS 2x4 SPF No.2(flat) BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 18-835/0-3-8. 12-1504/0-"
Max Grav 18=858(LC 3), 12=1504(LC 1)
FORCES, (lb) -Mass. Comp../Max. Ten. -All forces 250 (to) or less except when shown,
TOP CHORD 2 -3 -2904/0,3 -4-290410,4-5=-327110,5-6-2834/0,6-7-2834/0,7-8-2834/0,
8-9-0/441, 9-10=0/436
BOTCHORD 17-18=011611, 16 -17-0/3271,15-16-013271,14-15-013271,13-14=013271,12-13-011691
WESS 2-16--1948/0,8-12-1964/0,2-17-011184,8-13=011295,3-17=-27510, 6-13-278/0,
4-17-603/134, 6-13-745/0,10-12=-665/0
NOTES -
1) Unbalanced floor live loads have been considered for this design,
2) All plates are MT20 plates unless otherwise indicated,
3) Plates checked for a plus or minus 0 degree rotation about fts center,
4) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
be attached to walls at their outer ends or restrained by other means,
6) CAUTION, Do not erect truss backwards.
7) Hangerie) or other connection devicefs) shall be provided sufficient to support concentrated loadle) 500 to down at 16-10-12 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 (8).
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase -1,00, Plate Increase -1.00
Uniform Loads (pff)
Vert: 11-18-10, 1-10-100
Concentrated Loads (lb)
Vert: 10-500(F)
a
Ao,wAsivraes. visroy aission, persurasestat and READ Notes ON Me AND MCLUDEONTEK REFERENCE PAGE W7473 rev. 1"V2015 BEFORE USE.
Design void for use story with Wage connectors, This design is based only upon parameters shown, and Is far an Individual buffsfing component, not
a irriss system. fibrous, use, the building designer most verify the appkabMty of design parameters and property incorporate this design into the overof!
building design. Itracing indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and peen roneat bracing
is oWays uscruted for slobility, and to prevent coffairse with notable personal injusy, and property damage, For generd guidance regarding the r
fabrx'ofion, storrige, delivery, erection and bracing of crosses and truss systems,. see ANSI/T111 Quality Criteria. OSO-89 and 9CM firstaK39 Comporreest 7777 Greenback Lane
So" Som from IPlate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314. Writ 109
I-, eats. PA Q,
R478b9029
Fonar Truss 1 5
,64O a ttT ° u � �. _..� _ _ ..
7 6f{t s 54ap 25.2UtS AttTek tndu s. 1nC fAa1 Apr tb 0922:49 tote pegs t
Ip.2 zzLPblashU3up FlyRs54-ysYFiCSZBgLslpKYUb4x4LMYlttkGA2 1I_xhkzP
4w36
------q R=BI �6
Scblee = 1;27.8
1x3 11
14 If 3xA = tx3 Ii 3x4 US FP= 54 tl 3x14 := 14
3 A 5 6 7 8 9 10
1X3 It 5x52 -= 3x4 -. 9x3 !I 3x14 ' = 3x8
LOADING (psi) SPACING-
2-0®0
CSt,
DEFL. In
(14C) I/deft Ltd PLATES GRIP
TELL 40"O Plate Grip DOL
9,00
TO 0.32
Vert(LL) -0.21
13 >884 480 ' hMT20 197/144
TCDL 10,0 Lumber DOL
1.00
BC 0.61
Vert(TL) -0,34
14-15 >557 360
BOLL 0.0 Rep Stress Incr
YES
VVB 0.55
Hora(TL) 0.01
11 rile n/a
BCOL 5.0 Code IRC2012rrPI2007
"Matrix)Weight:
63 its FT - O%F, O%E
LUMBER-
BRACING -
TOP CHORD 2x4 SPF 165OF I,SE(flat)
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 ac putting, except
BOT CHORD 2x4 SPF 1650F 1.5E(tlat)
end verticals,
BS 2x4 SPF No.2(flat)
BOTCHORD
Rigid ceiling directly applied or 10-0.0 oc bracing.
NEACTIONS.r
:.♦ `1F a eWNW
a to
IBM
NOTES -
1)
2) Plates checked for a plus or e degree
3) -Senti-rigid pitchbreaks with fixed heels"Member end flinty model was
in the analysis and design of this truss,
Recommend 'fit" * to of (0.131" X 3") nails, Strongbacks to
attachedbe to walls at their outer endsor ". by other means,
5) Gap between inside oftop chord bearing and first diagonal or vertical web shall not exceed 0,5004n,
6) CAUTION, Do not erect truss A
April 18,2016
,& w skewG - Veiny design parameters end READ NOTES ON Tips ANO nfict tOEO AgTEK REFERENCE PAGE AM -7473 rein 1" "015 BEFORE USE
Design voted for use cob, Wth Mite connectors, This design 4 based orgy upon poroanerbs shovm, and is for an individual buildktg component, riot
c tress system, Before use, the building designer must verity the orspNeabifty of design posometersond properly incorporate this design into the overoli
building design, Bracing Indicated is to prevent buckfi g at hd oduud truss web and/or chord members onty.. Atddtdonal temporary and g nent brocing
is o1ways required for stobitity and to prevent collapse Win possible personal " . and property do e, For general guidance regarding the
ioksrtcotdon, storage, detrwery, erection and bracing at trusses end truss systems. sec ANS0141 Quality C€ttedo, 458.89 and SCSI building Component
safety Information ovaikatate from Truss prate institute, 218 K Lee Street, Suite 3t2, Alexondrio, VA 22314.
0.3-0
solibi-1:24,3
1x3 1i
30 "= 1x3 fl 3x4 ' = 1x3 E's 34 == 1x3
2 3 4 53x4 6 7 8
1x3 lt WO = 1x3 11 1x3 18 3x18 = 3x8 =.
LOADING (Psf)SPACING-
2-0-0
CSI.
DEFL. in
(lora) Vdefl Lid PLACES GRIP
TOLL 40.0 Plate grip DOL
1,00
TC 0,52
Vert(LL) -0,1610-11
>999 480 MT20 197/144
TCDL t0.0 Lumber DOL
100
BC 0,64
Vert(TL) »02410.11
>67 360
BOLL 0.0 Rep Stress Incr
YES
0.46
Horz(TL) 0 01
9 nta ata
BCDL 5,0 Cade IRC2012 TP12007
Matrix
(Matrix)
Weight: 55 lb FT - 0°,6F< 0%E
LUMBER-
BRACING -
TOP CHORD 2x4 SPF Nn.2(flat)
TOP CHORD
Structural wood sheathing directly applied or 6-0®0 oc purift, except
BOT CHORD 2x4 SPF No.2(ftat)
end verilcals.
WEBS 2x4 SPF No,2(flat)
SOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
REACTIONS. 9=747/0-5-8,1-753/0-3-0
s.* i �i i •i i : r
NOTES -
Unbalanced floor live loadsfor design,
2) Plates checked R... plus or a degree rotation about
3) "Semi-rigid pitchbreaks
fixed hifeWliflember end fixity modwasel used In the analysis t design of
! t ti.• OM T. and fastened to each 04 / ♦ }
be attached to welts at their outer endsor restrained by other means.
inside5) Gap between of ttbearing # i diagonal• `• 0 i
6) CAUTION, Do not backwards,
t
WARWNt? V lily n P stare and READ ROM pN INS AND BNCLUAED TEK REFERENCE PAGE 7478 rev. Y 3t40fi @EFQRE USE,
Design valid for use only vWlh Wei connectcxs.. This design is based o* vpon parameters shown, assn is for on individual building component, not
a truss system, Before use, the building designer must verity the oppAcobiSty of design porronreten and property incorporate this design into the overall
building design. bracing Indicated h to Prevent buckling at individual truss web and/or chard members only, Additional temporary and perrsionsml. bracing
is revosys required for stability and to prevent colopae with pohlblis Personal infuryy end property dronafte, For eral guldonce regarding the
tabricalkan, storage, delivery, erection and bracing of trusses and truss systems, see ANSt%tRtl Ctgmtlo, DSO -$9 and BCS/ settling Component
Solely Information available from truss Plata FnsPltvfe, 218 N. Lee Street, Suite 312, Alexantdrto, VA 22314,.
0-3-d
Sat
9x8 = 3x4 ; : 3,6 m
1 16 2
R,
i
Em
3x4 'W= 14 11 3x10
4 83x4 . w, 6 7
1x3 1i WEMT2flHS = 1x3 I1 1x3 lI 3x10 = 3x8 =
LOADING (psf) SPACING- 2-0-0 � CSI,
DEFL, in
(1uc) Udeft Lid PLATES
GRIP
TCL/, 40.0 Plate Grip DOL 1 00 TC 0.65
Vert(LL) -0.17
12 >974 400 MT20
1971144
TCDL 10.0 Lumber DOL 1.00 8C 0.81
Vert(TL) -0.26
12 >623 360 MT20HS
1487108
BCLL 0 0 Rep Stress Incr NO 0 50
Horz(TL) 0,00
9 nia We
BCDL 5 0 Code IRC2012fTP12007 (Matrix)
Weight 60 Itt
FT - O%F, O%E
LUMBER-
BRACING -
TCP CHORD 2x4 SPF 9650E 1.5E(flat) *Except*
TOP CHORD
structural wood sheathing directly applied or 6-0-0 oc purlins, except
1-8: 2x4 SPF 240OF 2.0E(flat)
end verticals,
BOT CHORD 2x4 SPF 1650E 1.5E(flat)
BOT CHORD
Rigid ceiling directly applied or 10.0-0 oc bracing,
VVESS 2x4 SPF o.2(fiat)
REACTIONS. (lb/size) 1.145710-3-0, 9=924/0-5-8
(to) - Max. Comp,/Max. Ten. - All forces 250 (to) or less except when shown.
TOP CHORD 1-16--332910, 2«16--332510, 2-3--332510,3-4-3445/0,4-5--3778/0, 5«6-.3220%0,
6-7--322010
BOT CHORD 1 2-1 3=0137 7 8, 11-12=073778, 10-11=0133778, 9-10-0/1971
BS 7-9-2120/0,1-13-0/3557, 7-10.0/1354, 3-13-1146/0,6-10--26210,4-13--4311224,
5-10--88710
NOTES-
1)
floor loads have been considered for this design.
2) All plates are MT20
tes unless otherwise indicated,
o ^ tom
checked3) Plates ... or minus + degree Y % iabout its center,
4) "Semi-rigid pitchbreaks with fixed heals' Member end fixity model was used in the analysis and design of this truss.
be attached to walls at their outer ends or restrained by other means,
Gap between inside of }} }t} ♦ .a} o ♦ is
CAUTION, •v } backwards,}
Hanger(s) or otherconnection ! _ be provided sufficient to support concentrated load(s) 910 to down at 3-0-13, and 292 lb
up at 0on o o:}design/selectiors of }•vice(s) is the responsibof others,
9) In the M'1i CASE(S) section, loads applied to the face t.. X.
LOAD CASES) Standard
1) Dead + Floor Live (balanced): Lumber Increase -1.00, Piate Increase -1.00
Uniform Loads (pill
Vert: 9<14--10, 1-8--100
Concentrated Loads (lb)
Vert: 3=-910(F) 16-28(8)
April 18,201
,&WARIONG-11mairdireignparararders and READ NOTES ON ME AND iNCtUDED AN7EK REFERENCE PAGE AM -7473 rev. MM015 WORE USE:
Design valid for use any with "TekO connectors. this design is based ants upon parameters shown, and is for an indiOduai building component. no,
a truss system, Before use, time building designer must verify the apploobtAly of design parameters and property incorporate this design into the overoti
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onty. Additranot temporary and permanent bracing OF
is otvi3ys required for stobASty and to prevent cobapse, with possible concoct inmy and property damage. For general guidance regarding the
fobricis ion, storage, delivery, erection and bfrocLrg of to nses and truss systems. see ANSpIPtt Qualify CrBerlo, 050-89 and 8056 %v i dMp Component 7777 Greenback Lane
Safely Information available from Truss Plate institute, 218 N. Lee Street,. Suite 312, Riexondraa, VA 22314.. � St
tu�eraaaa nn .91
3.4
I
3x4
2
IX3 it US it
3 4
3X4
5
A�
JX3
6 14
set =
LOADING (psf)
I SPACING-
2-0-0
CS11
DEFL.
in
(too)
Vdefi
Ud
TOLL 40,0
Plate Grip DOL
1,00
TC 0.26
Vert(LL)
406
7-8
>999
480
TCOL 10,0
Lumber DOL
1.00
BC 035
Vefl(TL)
-0,15
7-8
>861
360
BCLL 0.0
Rep Stress Inor
YES
W8 0,24
Horz(TL)
0.02
7
pis
Ate
BCOL SO
Code IRC2012ITP12007
(matrix)
LUMBER -
TOP CHORD 2x4 SPF 165OF 1,51E(firft)
BOT CHORD 2,x4 SPF 165OF I .SE(fiat)
WEBS 2x4 SPF No,2(flat)
REACTIONS, (lb/size) 10=591/Mechanical, 7. 85t0-548
FORCES. (lb) - Max, CompdMax, Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3-1665/0, 3-4-156510, 4-5--1565/0
BOT CHORD 9-10-0/1152, 8-9=0/1565, 7-8=0/1149
WEBS 5-7=-1234/0.2.10 -124310, 5-8=01513, 2-9.01513
Weight: 43 lb FT - O%F, O%E
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 do purfins, except
end verficals,
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES -
1) Unbalanced floor live loads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about ift center�
3) Refer to girder(s) for truss to truss connections,
4) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
be attached to walls at their outer ends or restrained by other means,
6) CAUTION, Do not erect truss backwards.
,&WARNING - Val dwrifirs pinslarstars and READ NOTES ON IMS AND INCLUDED NTEX REFERENCE PAGE 41047473r , 1"V20158EFORE USE,
Design valid for use ontyMih MiTekV connec tors. rho design Is based only upon parameters shown, and n for on individuat buitritng component not
o truss system, freforevre, the bvidng designer must verity the applicability of design poronveten and property hncoWote ft design into the overall
b0ding design, tracing inalcoted k to buckling of individual truss web and/or chord nrembers any, Addifirnyal ternporary and permanent bracing
prevent
is o1witysosquired for stability and to prevent colopse with possible personal infury and property da e. For general quistonce regarding the
7777 Greenback Lane
fabrication, storoge, defivery, reaction and bfochg of trusses and truss Wsterns, see ANSI/TPI) Quality Criteria, OSS -89 and SCSI Bustling Component
Safety Information oVdibble kons Tross Plate Institute, 219 N, Lee Street, Suite 312, Alexandria, VA 22314.
'su!!,109 i... — .4
=733111M
Em
LOADING (psh
SPACING-
2-0-0
TCLL
40,0
Plate Grip DOL
1.00
TCDL
10,0
Lumber DOL
I 00
8CLL
00
Rep Stress Inor
NO
SCOL
5,0
Code lRC2012fTFt2007
LUMBER -
TOP CHORD 2x4 SPF N0,2(flat)
BOT CHORD 2x4 $PF No.2(flat)
WEBS 2x4 SPF No,2(flat)
REACTIONS, (lb/size) 7-36/Mechanica1, 6-1058/0-5-8
Max Uplift 7127(LC 4)
Max Grav 7-172(LC 3), 6-1 058(LC 1)
UK#=
CSL DEFL.
in (too) Vdefl Ud PLATES GRIP
TC 0,45 Vert(LL)i-) 0.00 6-7 >999 480 MT20 1971144
IC 0
0�14 Vert(TL) -0.03 6-7 >999 360
1
WE 3 Horz(TL) -0,00 6 nig n/a
(Matrix) Weight: 24 ib FT = O%F, O%E
BRACING-
TOP CHORD Structural wood sheathing directly applied or 5-7-0 do purlins, except
end verticals.
BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing,
FORCES(to) -Max. Comp./Max, Ten, -All forces 250 (14) or less except when shown,
TOP CHORD 2-3=01694,3-4=0/690
WEBS 2-6-67810,2-7=-196/275,4-6--876/0
NOTES -
1) Unbalanced floor live toads have been considered for this design,
2) Plates checked for a plus or minus 0 degree rotation about its center
3) Refer to glidens) for truss to truss cormecfions
—Ad-
6) Recommend No strongbacks, on edge, spaced as I U-1-13 do ana Tasumeo to aacn truss
wifn e -TIT I JT
be attached to walls at their outer ends or restrained by other means,
7) CAUTION, Do not erecl truss backwards,
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase -1.00, Plate increase -1.00
Uniform Loads (pff)
Vert: 5-7-10,1-4--100
Concentrated Loads (Its)
Vert: 4-500
A0141?ARNING-Vorigsdoeignparvisr.fen; and READ NOTES ON TTS AND INCLUD.-DOnEK REFERENCE PAGE Mil -14:7# rev. 140011015BEFORE USE.
Design volid for use ontysiih m1ek0connectors. This design is based only upon parameters shown, orad is for an incMdustibuilding component, not
a truss system. Before use. the Wading designer must verity the dispocobfify of design parameters and property incorporate this design into the swerroil
building hereon. Bracing indicated 4 to prevent trucking of individud truss web and/or chord members only. Additional temporary and permanent bracing N`.
is ohvoys required for stdlAty and to prevent collapse with poselyie persorrof k*wy and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and brocing of trusses and truss systems, see ANsrs'nin Civalfty, celesta, D$944 and 8CSI Suldma Component 7777 Grissinbacir Lane
Safety information ows%obie from Truss Pious institute. 218 N, Lee Street, Suite 312, Atexondrio, VA 22314 S08109
KMM
LOADING
DSFL.. in
0-
TCLL
40O
Plate Grip DOL
1,00
TCDL
10,0
Lumber DOL
z(TL
Horz(Tl) O
BCLL
0.0
•,, Stress lifer
weight 27 to FT -O#SOF O%E
BCDL
5.0
CodeI + a
NEACTIONS.e6-123805-8
Max LJptift7--234(LC 4)
Max Grass 7-144(LC 3),6-1238(LC 1)
CBR.
DSFL.. in
(toe) I/deft Ud PLATES GRIP
TC 0.62
{ Vert(LL) 0.01
6.7 > 480 MT20 1971144
BC 01
Vert(TL) O 04
6-7 > 360
WB 0.221
z(TL
Horz(Tl) O
6 nits ria
(Matrix)
weight 27 to FT -O#SOF O%E
RACING -
TOP CHORD
Structural wood sheathing directly applied or 6-3-0 oc puffins, except
end verticals,.
SOT CHORD
Rigid catling directly applied or 6-0-0 oc bracing.
FORCES. + x...# forces1 or #
CHORDTOP CHORD 2-3-0/1100,3-4-011097
ROT
WEBS 3-6-26810,2-6--94710,2-7--147/471,4-6=-1240/0
NOTES.
1) Unbalanced poor live toads have beeh considered
r this design,
2) Plates checked i. < # #.".x i.: rix about
3) Refer to girderfs) for truss to truss connections, .W0
i w w w a. -w :1 w... i wr- .. .• a
be
to walls at their outer ends or restrained by other means,
CAUTION, x✓Axnot
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced)- Lumber Increase -1.00, Plate Increase -1.00
Uniform Loads (pI
Vert: 5-7-10,1-4--100
Concentrated loads (lb)
Vert: 4-500
WARNING-Varl¢'y gtn peremsf and READ MOTES ON rW$ AND rNCLUDEO Wntar REFERENCE PAOEM8.7473 rev. 1iAM817M OEpORE USE.
Design valid tar use only with MItsA i connectors. This design is based only upon parameters fihov . end is for an individual building Component, not
a We, system. Before use, The building designer must verity the orpficobikty of design parameters and property Inc ate this design into the overolf
building design.. Bracing indicated is to prevent buckling of kndhiduat truss web and/or chard members only. Additional temporary and permonent bracing
is oiways required for stotsNity and so prevent coforsse with possilsk- personal infvx r and property donroge. For generoi guidance regarding file
fabrication, storage delivery, erection and brocinsg of trusses and truss systems, See ANSt1t1rh Quality Cdhsdfs, DSO -99 and SCSI BuBd4ng CamPaaent
Safety #nfareaaflaer available from Truss Plates Institute, 218 N. Lee Street Suite 312, Atexandrlo, VA 223r4.
April 18, 01
3X4 =
9�
LOADING (psirt
SPACING-
2-04
TCLL
40.0
Plate Grip DOL
1,00
TCDL
10,0
Lumber DOL
1,00
BCLL
0,0
RepStress Incir
NO
SCOL
5,0
Code 01
+£0
�M
OEM, M* -
REACTIONS, (lb/size) 7--88/Mechanical, 6-1266/0-"
Max Uplift7-251(LC 4)
Max Grey 7-139(LC 3),6-1266(LC 1)
903�
CSI.
DEFL, in
(oc) Well Lid PLATES GRIP
TC 0,65
Vert(LL) 0.01
6-7 >999 480 MT20 197/144
8C 0,14
Vert(TL) -0,03
6J -999 360
WE 022
Horz(TL) -0.00
6 rise, isle
(Matrix)
Weight: 27 lb FT - O%F, O%E
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-4-4 be purlins, except
end verticals,
SOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
FORCES. (lb) - Max. Comp,/Max. Ton, - All forces 250 (Ib) or less except when shown.
TOPCHORD 2-3-011166, 3-4-0/1163
SOT CHORD 6-7--417/115
WESS 3-6-27410, 2-6-989/0, 2- 7-138/503, 4-6-130110
NOTES -
1) Unbalanced floor live loads have been considered for this design,
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Refer to girder(s) for truss totruss connections,
I W-1111 W111.0 *111 4.10RAMN0,00'. 1.1011011 90. Eyre 17-2
NOW—
U) fs4COMMenct ZX0 $Tr0nqVraCK$, On edge, Spaces] 1R.Xf-Ps up and NUNN
to vacn Is
be attached to walls at their outer ends or restrained by other means,
7) CAUTION, Do not erect truss backwards, oo lia c f it 91 1h dmia at 10---*-•ait t6vord.
*1100011 Owl, 01411 AMNAW•
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase -1.00, Plate Increase -1.00
Uniform Loads (pit)
Vert: 5-7-10,1-4--100
Concentrated Loads (lb)
Vert: 4-500(F)
,&WARNING - Vey thisifirrip"ansolops acrd READ NOTES ON THISAND INCLU060MITIK REFERENCE PA61FAIRF7473rov, 1403MVI3 BEFORE USE,
Design valid for use entry Wth Weise connectors. This design is based only upon parameters shown, and is for on individual building component, not
a truss system. Before use, the budding designer must verity the applicability of derign parameters and property incorporate !itis design into the ovenwt
boildho design. Bracing indicated is to prevent bucking of irrorviduoi truss s retc and/or chord members only. Additional temporary and pemonent bracing
is aloyslys required Fa stability and to prevent cosiosde With poissibirs personal injury and property damage. For general guidance regarding the
fabrication, storage, derfivery, erection and bracing of trusses and truss $YslerM see ANSVII'll Quality Crilledo, 6SO-09 and OCSI Buldirg, Component
Safety information available from Truss Ptate hsfftute. 218 N. Lee Street Stfite 3 f 2, Alexandria, VA 22314.
April 18,2016
rrIffm
SOM
Y • i
OEFL. in
a
TCLL
40,0
Plate Grip DOL
1.00
TCOL
10'0
Lumber DOL
1M
BCLL
09
Rep Stress Iner
NO
BCDL
50
.t- IRC2012rrPI2007
LUMBER -
TOP CHORD 2x4 SPF No,2(flat)
SOT CHORD 2x4 SPF No2ftlat)
WEBS 2x4 SPF No,2(flat)
IIII
REACTIONS, i
Max Uplift 7--195(LC 4)
CSI.
OEFL. in
(loc) Vdetl Ltd PLATES GRIP
TC 0.55
V.t(LL) 0,01
6-7 >999 480 MT20 1971144
BC 4,10
Vert(TL) -4.43
6-7 >999 364
WE 4.16
Horz(TL) -4,004
6 nta rata
(Matrix)
Weight. 26 to FT - O%F Oar
BRACING -
TOP CHORD
Structural good sheathing directly applied or 6-0-3 oc purlins, except
end verticals.
BOT CHORD
Rigid ceiling directly applied or 6.0.0 oc bracing.
FORCES. (to) - Max, CompdMax, Ten, - All forces 250 (to) or less except when shown,
Of2-3-01953,34-01949
SOT CHORD 6-7-33110
WEBS 3-6-25510,2-"5010, 2-7-01400,4-6-1104/0
NOTES-
1)
Unbalancedfloor live loadsbeen considered
2) Plates checked # 4 t t 4 degreef..
3) Refer to girder(s) for truss to truss connections,
+�. • • Y t ♦.:
132.
The
t": t f.' fi # k-, .. tf t'Y # fiR♦.. i, '..t fi: � R Rfi t. rt fi }
design/selection of such cY t. device,.)is the responsibility t others,
9) In the LOAD CASE($) section, toads applied to the face of the truss are noted as front (F) or back (8).
LAAO CASE(S) Standard
1) [lead + Floor Live (balanced): Lumber tnerease-1.00, Plate Increase -1,00
Uniform Loads (pit)
Vert: 5-7-10,1-4--100
Concentrated Loads (Ib)
Vert: 4--500(F)
WARNING. Yarm+ dwain pammet s and READ NOTES ON n S ANO INCLUDED MTEK REFERENCE PAGE W7471 Mv. 1 tS BEFORE USE.
Resign votid far use only Mh MTek* connectors. This design d based onry utson poromef en shoe ,cried is for an individual nutkttng component, not
a truss system. Before use, the building designer must verify the applicability of design barometers and property incorp oche this design into the oveeradi
bOrding design. &racing tndicafed is to prevenl buckling of indtviduot truss web andtor chant members onfy. Addtftonol rearponsfy and permanent brocing
is oiv oys recused for stabil fy and to prevent cottopse, with paossib#e persona$ iniusy and propersy domage, For general guidance regarding the
fabrication, sksroge, detivery, erection and bracing of trusses and truss systems, sem ANSIIfPlI Qualty Calorie, CESS -89 and SCSI SuBdkcg Component
Safety Information available from Truss Plate insfOute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
April 18,2016
Kx�
EM
am
LOADING (Psf)
SPACING-
2-0-0
CS1.
OEFL.
in (toc)
Vdefl
Ud
TCLL 40,0
Plate Grip DOL
1100
TC 0,16
Vert(LL)
n1a
We
999
TCDL 10,0
Lumber DOL
1.00
BC 010
Vert(TL)
We -
We
999
SCLL 0.0
Rep Stress Incr
YES
WB 014
Horz(TL)
-0.00 3
We
We
SCOL 5,0
Code IR02012fTP12007
(matrix)
LUMBER- BRACING -
TOP CHORD 2x4 SPF No,2(fitid) TOP CHORD
SOT CHORD 2x4SPF No,2(ftat)
WEBS 2x4 SPF No,2(flari BOT CHORD
FORCES, fib) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown,
TOPCHORD 2-3-3801355,1-2--4951495
SOT CHORD 3-4-4961495
WEBS 2-4-660/660
end verficals,
Rigid Ceffing directly applied or 6-0-0 no bracing,
NOTES -
1) Unbalanced floor live loads have been considered for this design,
2) Plates checked for a plus or minus 0 degree rotation about fts center,
3) Gable requires continuous befforn chord bearing.
4) Truss to be fully sheathed from one face or securely braced against lateral movement Q,e, diagonal web),
5) Gable studs spaced at 1-4-0 Co.
13-
1XIMMI11910WORM Ma
If 535 "'N't
be attached to walls at their outer ends or restrained by other means.
A WARNING. VadfydoWgnparamoto,-sante AF-ADNOrE$ ON TMS AND INCLUDED MILTEKRZFERENCE PAGE AM-7473rew 1AMMISBEFORE USE.
Design voila for use only with Mlek* connectors. This design is bused only upon parameters shown, and is for an IndMdual bulding Component not
o truss system. Before use, the building designer must vedfy the arlpficabilify of design parameters and property incorporate this design Into the overaff
building design, Bracing indicomd is to prevent buckling of kndMduoi truss web and/or chord members only, Additional temporary and permonent brocing
is oivmyz required for stability and to prevent collapse with posebie personorl injury and property damage. For general guidance regarding the
fobricotdon, storage, defivery, erection and bracing of trusses and buss systems, see AN$gTPn Quality Crilleft, DS11-Int and SCSI Ifulding Component
Solely Information ovoRobte from Truss Plate Institute, 218 K Lee Street, Suite 31Z Alexandria,. VA 22314.
April 18,2016
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City of
Wheat j, dge
COMMUNITY DEVELOPMENT
City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033 -8001 P: 303.235.2846 F: 303.235.2857
February 26, 2015
OFFICIAL ADDRESS NOTIFICATION
NOTIFICATION is hereby given that the following address has been assigned to the property /properties as
indicated below:
PROPERTY OWNER(S): Quail Hollow Patio Homes LLC
NEW ADDRESS: Wheat Ridge, CO 80033
Lot 1— 3350 Quail Ct.
Lot 2 — 3380 Quail Ct.
Lot 3 — 3410 Quail Ct.
Lot 4 — 3440 Quail Ct.
Lot 5 — 3445 Quail Ct.
Lot 6 — 3415 Quail Ct.
Lot 7 — 3385 Quail Ct.
Lot 8 — 3355 Quail Ct.
Lot 9 — 3325 Quail Ct.
Lot 10 —11305 W. 33rd Ave.
Lot 11 —11355 W. 33rd Ave.
Lot 12 — 3325 Quail St.
Lot 13 — 3345 Quail St. (existing house to remain with existing address)
SUBDIVISION: Quail Hollow
Jefferson County Reception Number for Plat: 2014095809
NOTES This is a courtesy notification.
AUTHORIZED BY: f'� DATE:
DISTRIBUTION:
1. Jefferson County Assessor, ATTN: Data Control, 100 Jefferson County Parkway, Golden, 80419
2. Jefferson County Mapping, ATTN: Addressing, 100 Jefferson County Parkway, Golden, 80419
3. Jefferson County Elections, ATTN: H. Roth, 3500 Illinois Ave., Laramie Building, Suite 1100, Golden,
CO 80401
4. Email to Jeffco IT Services at smitchel(,ieffco.us
5. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033
6. Email to erlinda.j.martinez(d,)usps.g and krissy i.summerfield(&,usps gov
7. Xcel Energy, ATTN: Correspondence, 1123 W. 3rd Ave., Denver, CO 80223
8. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221
9. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112
10. Consolidated Mutual Water District
11. Northwest Lakewood Sanitation District
12. Wheat Ridge Fire District
13. Wheat Ridge Planning Division
14. Wheat Ridge Building Division
15. Wheat Ridge Police Department
www. ci.w h ea tr i d ge. co. u s
16. GIS Specialist
17. Log File
NOTE: Please notify all other parties concerned.
ADDRESS MAP UPDATED BY:
Vicinity Map
DATE:
A