HomeMy WebLinkAbout11305 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 Wheat Ridge Municipal Building 7500 W. 29" Ave.
January 23rd, 2017
Owner/Occupant
11305 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 201600601 (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. 20 Avenue in Wheat Ridge.
Cordially,
Melissa Mackey
Senior Pe it Technician
7500 W. 29th Avenue
Wheat Ridge, Colorado 80033
Office Phone: 303-235-2873
Fax: 303-237-8929
www.ci.wheatrid2e.co.us
City of
KWheat R
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www.cl.wheatridge.co.us
A 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: CF f '" r r? F/ r 6 i- 1
Job Address: 1130 $ W. 33' �
Permit Number: Zol 6 006 01
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❑ No one available for inspection: Time / Z AM M
Re -Inspection required: Yes No
*When corrections have been made, call for re -inspection at 303-234-5933
Date: Inspector:
DO NOT REMOVE THIS NOTICE
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City of
Wheat 49ge
COMMUNITY DEVELOPMENT
Landscape Escrow Azreement
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
11305 W. 33rd 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: /� a
Signature
Dpi 4-A 6! P a � ,,,
ly3 S WPri t N me l 6�
Ile * �rz C�ekn c_,A-� vt I
Business Address /Phone
Date If Title
Citv of Wheat Ride Colorado
By:
Title:
Date:-/ I
City of Escrow/Letter of Credit
WheatiddgC Transmittal Sheet
COMMUNITY DEVELOPMENT
An escrow agreement has been executed for the installation of front yard
sod at 11305 W. 33rd 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
//-23-/(,.
Date
Quail Hollow Patio Homes LLC Guaranty Bank and Trust
1331 17th Street
Operating Account Denver, co 80202
6143 S. Willow Drive, Suite 300
Greenwood Village, CO 80111
720-488-1600 DATE CHECK NO.
November 22, 2016 2075
hundred dollars and no cents
Pay.
PAY City of Wheatridge
TO THE
ORDER OF
11300DOD 20 7 Sill ii: LO 200096611:4000',a l SaEll',
23-96
1020
AMOUNT
*$500.00
i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
�+ v A,, CT
INSPECTION NOTICE
Inspection Type: P. �-
Job Address: _ ) ) LO )Ql✓
Permit Number: CQ O 1 to O 0 GO
c:> iz
❑ No one available for inspection: Time a d A PM
Re -Inspection required: Yes No
When corrections have been made, call for re -inspection at 303-234-5933
Date: Iy/ Inspecto t
DO NOT REMOVE THIS NOTICE
( Itv OI
W hc��it is l�c�
City of Wheat Ridge Municipal Building 7500 W. 291h 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:
PERMIT# � 1-:6011
ADDRESS:
m'r , BLOCK 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:
SIDE:
The MINIMUM ELEVATION has been determined to be:
SIDE:
The above measurements have been determined on the following location:
Check only one): _ ____ Top of foundation prior to placement of concrete
(NAVD88).
Top of proposed foundation subsequent to placement of concrete
The setback and elevation measurement locations are identified on the attached exhibit.
Signed.—____ - --
Print
Date
Professional Surveyor
FOR OFFICE USE ONLY
Approved by:
Inspector Date
Rev 02/12
EXHIBIT
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WEST 33RD AVENUE
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HOLLW SUBDIVISION
Hanhard
CITY OF WHEAT RIDGE, COLORADO
EXHIBIT -LOT 10
TN
PROJ MOR:
DRAWN BY:
BJP
BJP
A SHEET A
/ OF
2
6008 E. Aropohoa Gourt, Surto 110, CArKBnnial, CO 00112 ph:303.706.0500 fx303.706.0400 menhard.com
Civil Engineers • Surveyors • Water Resource Engineers • Water 6 Wastewater Engineers
DATE:
09/22 /16
L
Construction Managers • Environmental Scientists • Landscape Architects • Planners
SCALE:
1" = 30'
CSH.WHC001.02
i CITY OF WHEAT RIDGE
��9rBuilding Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: �2 H hVc` I� 5 C (,:2�
Job Address: ) 1 3 J 5 O'
Permit Number: 9,-), G O (D �� 1
t �ti ) - J qq, f k0L1t_'_ ' _
❑ No one available for inspection: Time AM/PM
Re -Inspection required: Yes `No ° U
*When corrections have been made call for re -inspection at 303-234-5933
i
Date: lnsp0o�
DO NOT REMOVE THIS NOTICE
N* � A i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
(�
7 -
INSPECTION NOTICE a
Inspection Type:
Job Address: 30 �3 _� /Q ✓��
Permit Number: L
7
❑ No one available for inspection: Time A PM
Re -Inspection required: Yes No
*When corrections have been made, call for re -inspection at 303-234-5933
;-� i) I it T_(1
Date: ( Inspector
DO NOT REMOVE THIS NOTICE
i CITY OF WHEAT RIDGE
�Building Inspection Division
�9�'(303)
(303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: %. N• -5-
Job Address: 3 O Vi. IZI A l/C
Permit Number: 01 O) (o
❑ No one available for inspection: Time I AM�
Re -Inspection required: Yes No
When corrections have been ma�% for re -inspection at 303-234-5933
Date:9 I AQ1 Inspect
DO NOT REMOVE THIS NOTICE
A i CITY OF WHEAT RIDGE
��9rBuilding Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
b:r- (\ -:-
INSPECTION NOTICE a
Inspection Type:
Job Address: 3d S" �3 /Q ✓t-'
Permit Number:
7
11
❑ No one available for inspection: Time,.,j� A PM
Re -Inspection required: Yes No
*When corrections have been made, call for re -inspection at 303-234-5933
Date: r Inspector' r
DO NOT REMOVE THIS NOTICE
FOR OFFICE USE ONLY
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Other City Licensed Sub,*
City License #
Mechanical: tia-&k- vNi
W.R. City License# ot-7(',-jZf
.... .......... ...
FTE WR R "m 01111 OF Of
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Other City Licensed Sub,*
City License #
Mechanical: tia-&k- vNi
W.R. City License# ot-7(',-jZf
.... .......... ...
FTE WR R "m 01111 OF Of
0 NEW COMMERCIAL STRUCTURE 0 ELECTRICAL SERVICE UPGRADE
It NEW RESIDENTIAL STRUCTURE 0 COMMERCIAL ROOFING
0 COMMERCIAL ADDITION
RESIDENTIALRESDENTIAL ADDITION 0 WINDOW REPLACEMENT
COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.)
MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACtMENT
PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT
ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT
Homos:
Sq.. F'ULF t Btu's Gallons
Amps Squares Other
(393) 467-6966 p,3
Company Name Ph(me 5 40
State Liceme to 4-5- . ,
Signature of Authorized Agent Date
Signature Of d Agent
(d '
x r r x +r
71,a -1 -7 -
Date
1
Company Name _0 4 e LQ Le- Phone,
State License *.
Signature
StateLicense
Wheat r*xLicense
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Mechanical Contractor ,, 4 ,,
of 4: -•: Agent
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Date
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From SCOTT WILLIAMS Fax: (303) 953-9097 To: CREEKSIDE HOMES Fax: +1 (720) 488-1601 Page 2 of 3 04/22/2016 12:16 PM
companyPhone
sute License #,: 0,-.5-
Si*V,udm of AuthorbKik Agent
Phone
Corormpy
Staw, License #: Master
Wheat Ridge License
- # i , M. 1111111 Iiiiii
� I I
I NOUN I pling I � I I I lip 11
M
Date
City, of SINGLE FAMILYIDUPLEX
Wh6at f ZsOdge BUIL It G PERMIT A PPLICA TION RE VIE W
PIJBIAC WORKS
Date: _4/2eP&__
Location:
ATTENTION: BUILDING DIVISION
I have reviewed the submitted application documents to construct a
located at the above referenced address. Please note the cornments checked below.
1. _k/ Drainage:
a. Drainage Letter & Plan required: Yes No
b. Site drainage/grading plan have been reviewed and are: :Z6K referto
stipulations.
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: _V/ 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� -A/ 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.
SigiuAilttre" Mark V�anNaua�n
5. NIA NOT APPROVED: The Public Works Department has reviewed the submitted material and does not
approve this Permit Application for the stated reason(s):
Signature Mark Van Nattan
Date
T L A Drainage Certification Letter 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 DAMACjE TO EXISTINC, PUBLIC IMPROVEMENTS AS A RESULT OF PROJECT
CONSTRUCTION SHAIA, BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE
ISSUANCE OF THE CERTIFICATE OF OCCUPANCY.
Rev 06,12013
Cit} of
at RLdge
City of Wheat Ride Municipal Building 7500 W 29"' Ave. Wheat Ridge, CO 0033-8001 l': 303,235"2861 F; 303.235.2857
11 !i 11 1 iiiiiiii�ilill
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IMM
Late:
Location of Cans etion;
Putpose of Construction- n-
Single Family Commercial
Multi -Family
evel$100a anet �eie R�ees� ........... 00
(Required of all Projects for document processing)"+
SIn a Ra esl�e Iex evlew eez .....,...$50.00
canaet-ci��t�tf�'xa� ee�m Resp
Review of existing or minimal technical docu ants :. 200.00
......... .........
Initial review' of technical civil engineering documents
(l ee includes reviews of the I" and 2"d submittals): .......: ......... 600.00
Traffic Impact Study Review Fee:
(Fee includes reviews of the Int and 2"d submittals):. -I.."".,,.,,,..,..,,... $500.00
Trip Generation Study :Review Fee - ........ ......... $200.00
0 & M Manual Review & SMA RecordinFee .,....... ."•"........,,e,.. $100.00
'Each Application will be reviewed by staff once and returned for clianges, if after review Of the second
not been made to the civil documents or the "'raffle Study as requested by staff, further reviews
submittal changes have
to the following ResubsniMl Fees': of the
Application will be subject
esub 'tt l
3'4 submittal (Y initial review fee):. ......... ......... $300.00
4th submittal (Rall initial review fee) :..... ......... $600.00
All subsequent. submittals . ....... ......... . ........ .........100.00
..........,......
(Full initial review fee)
+.
+�
TOTALI (due at time of Building Pemlit issuance)..
PLEASE NOTE THAT IN ADDITION TO THE ABOVE FRES, THERE WILL. BE ADDITIONAT, IJCFNSINC3
RIGHT-OF-WAY_ D l'Rp'`'} '¢A
I'�j f, PERMITTING FEES REQUIRED `D FO CONSTRUCTION..Itt3"t EMEN'
CONSTRUCTION OF IMPROVEMENTS WITHIN P LIC
RIG T -OF- �* Y_
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City of Wheat Ridge Municipal Building 7500 W, 29" Ave, Wheat Ridge, CO80033-8001 P: 303.235.2861 ; 3113.235.2857
DATED: ADDRESS:
ids
Dear Contractor:
In conjunction with the approval of the building pe it application for 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 ars
acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior
to the issuance of Certificate ofi Occupancy,
Prior to any construction commencing, the City's representative will conduct an onsite
inspection to determine the existing condition(s) of the public improvements at this address.
If you have any questions, please contact me at 303.235.2864.
Sincerely,
N
David F. Brossman, P.L.S.
Development Review Engineer
-"'w-Ci.Wheatridge.co.uv
Rev, 06,2014
Address: Mi
Zoning:
Lot Size: sq.fit,Lot Width:
Property in the flood plain? If yes, add surveying condition FLD.
Type of project (applicable survey conditions in parenthesis):
U Accessory ISP, ILC or site plan none if in floodplain (FLJ))
Addition ILC and site plan if w/in 2' of setback or in floodplain (FND)
if in floodplain (FLD)
New ILC and site plan yes (FND) if /in 2' of setback (NRS)
if in flood (FI
Maximum Lot Coverage: % sq.
Existing Improvements: Proposed Improvements:
House: sq. ft. House/addition:
Shed: sq. ft. Shed: sq,
sq. ft
Detached garage: sq ft. Detached Garage: sq. ft.
Other: sq. ft. Other: sq. ft.
Total Existing sq. ft Proposed+Existing sq. ft
Lot Coverage % Lot Coverage
%
Required Setbacks: FR ::_�r S S
Provided Setbacks: FR
S I3 S R 61
For additions or new construction, is the structure within 2 feet of minimum setbacks?
If yes, add surveying condition FND,
Maximum Height: Maximum Size: sq. 44
Proposed Height., I ft. Proposed Size: —sq.
Parkland: If the permit is for new construction, have parkland dedication fees been paid?
If no, add condition PFEE, notify owner, and notify–bJding —division.
Streets pe: Does the permit result in any of the following conditions?
U Construction of new roads U Platting of new lots
LI New development U Additions that increase floor area by 60% or more (see formula)
(proposed floor area ____ — existing floor area ____ ) / existing floor area _. = % ine.
If any box is checked...
SF/DUPLEX—Is there existing U Curb U Gutter LIS -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.
Fees -in -lieu qffed ication or construction are due at the time the permit is issued,
June 30, 2014
Revisje-,O Ornlnkt.-L 15
Subject- Soils and Foundation Summary Letter
Quail Hollow Subdivision
Lot 10
Wheat Ridge, Colorado
Project No. DN46,126-120
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 trim ge
and mitigate the risk(s), we recornmend you contact a
competent geotechnical (soils) engineer for advice,
within Quail Hollow Subdivision (Project No. DN46,126-120; report dated June 23, 2014
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.
..........
Front Range is underlain by expansive clay and/or claystone bedrock near the surface.
The soils that exhibit collapse are more likely west of the continental divide; however,
both types of soils occur throughout the state.
feet. Groundwater was encountered at a depth of 3.2 feet. The clayey soils and bedrock
are expansive. Use of footings is recommended. A slab -on -grade concrete basement
floor can be used provided risk of movement and cracking is acceptable. Further details
are described in following paragraphs.
We identified two primary geotechnical concerns in this study including shallow
groundwater and expansive soil and bedrock. We believe these hazards can be mitigat-
ed, but not eliminated by careful design, construction, and maintenance procedures.
#
mgm*
Laboratory tests were performed on samples from this and nearby lots. Based
upon results of laboratory tests and other factors, we judge there is low risk of poor
basement slab performance for this lot. Exhibit A provides a discussion of slab perfor-
mance risk evaluation, as well as slab installation and maintenance recommendations.
We performed calculations of potential heave due to expansive soils as part of our
study. The calculations indicate the ground surface on low risk lots included in this
investigation could heave up to I inch, It is not certain this movement will occur. If
homebuyers cannot tolerate movement of a slab -on -grade basement floor, they should
select a lot where a structurally supported floor will be constructed.
Considering the subsurface conditions at this lot, we recommend construction of
the proposed residence on a footing foundation. Footings should be designed for a
maximum allowable soil pressure of 1,500 psf. Footings should be at least 16 inches in
width. Column pads should be at least 20 inches square. Exterior footings should be
protected from frost action with at least 3 feet of cover. It is sometimes necessary to
alter the foundation design based on conditions exposed during construction. The buyer
can discuss the changes, if any, with the builder.
QUAIL HOLLOW PATIO HOMES
QUAIL HOLLOW SUBDIVISION 2
LOT 10
CTL I T PROJECT NO, DN46,126-120
or to a sump where water can be removed with a pump. The provision of the drain will
not eliminate stab movement or prevent moist conditions in crawl spaces. The pump
must •- -• • the ►+►
As this letter is meant only as a summary of our findings and recommendations
-M ti
t* 116a A..k I&MI&
•
QUAIL HOLLOW PATO HOMES
QUAIL HOLLOW SUBDIVIS*N
LOT 10
CTL I T PROJECT NO. DN46,126-120
Phone #m , - q 3
State
cense Master
Signature of Authorizedend Date
Plumbing Contracto
LicenseState , .
to3
1114.3 2
Wheat R.
Signature of Authorized Agent
Mechanical Contractor
t
Date
11+
ate
-or Vr City of
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COMMUNITY DEwLopmENT
SUB -CONTRACTOR AUTHORIZATION FORM,
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Company Name:o,,eC,
phone
State License �Mastcr#:
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Date
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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.
tit
QUAIL HOLLOW PATIO HOMES 3
QUAIL HOLLOW SUBDIVISION
LOT 10
CTL I T PROJECT NO, DN46,126-120
N
INA"
F, 0, w No I Naomi, 1,
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.
*'r*(eW5rTA'rV 710rimmV
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.
IV; "417
basements where slab movement and cracking are acceptable to the builder and
homebuyer.
Z The 2006, 2009 and 2012 International Residential Code (IRC R506) states that
a 4 -inch base course layer consisting of clean graded sand, gravel, crushed
stone or crushed blast furnace stag 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.
3. Conventional slabs should be separated from exterior walls and interior bearing
members with a slip joint that allows free vertical movement of the slabs. These
joints must be maintained by the hornebuyer to avoid transfer of movement. I
QUAIL HOLLOW PATIO HOMES Exhibit A-2
QUAIL HOLLOW SUBDIVISION
CTLIT PROJECT NO, DN46,126-120
S\PROJECTS\46100\DN46M,000\120\2. Reports\R11DN46126-120-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,
5, Stab 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.
6Plumbing and utilities that pass through slabs 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 stabs should not be transmitted to the foun-
dation, Decks are more flexible and more easily adjusted in the event of move-
ment.
1 0-4 1 009'. a 411111 0 00 11 IV a@ a P., I W. 02, IM,
QUAIL HOLLOW PATIO HOMES Exhibit A-3
QUAIL HOLLOW SUBDIVISION
CTLIT PROJECT NO, DN46,126-120
S:1PROJECTSk4640GkDN46126.00Ok72012. RapoftsiRliDN46126-120-Rtdocx
11
SURFACE DRAINAGE,
-11 I! -,qlb 1 111! ii
A I 1 1: 11 111 1: Fll �,:illiltkfiflfilLuailL
2. 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.
1 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 ft
soil surface slope, not surface of landscaping rock.
4, We do not view the recommendation to provide a 10 percent slope away from t
foundation as an absolute. It is desirable to create this slope where practical, beI
so
cause we know that backfill will likely settle to me degree. By starting with su
ficient slope, positive drainage can be maintained for most settlement condition
There are many situations around a residence where a 10 percent slope cannot
be achieved practically, such as around patios, at inside foundation corners, an
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.
& Between 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:IPROJECTSS4610ONDN46126.000%12O12, Reports\R1\DN46126-120R1.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 10 -mil plastic sheeting and landscaping rock is recommended above
the ground It 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,
& 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
runAff in the swale.
M Roof downspouts and drains should discharge well beyond the limits of all back-
filL Splash 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
A utlet. 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.
12. 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.
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
S:kPROJECTS100%DN46126,00O112OV. ReportSMON461126-120-RI.docx
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1305 W 33rd Ave Manual D Itlan
0
Mainlevel
10
tollmmm imilm U.V--ZW--M NO
Englwood, CO 80011
Prepared By:
Steve Bartunek
B&B Heating And Air Conditioning Inc,
4892 Marshall St
Wheat Ridge, CO, 80023
303-423-7905
Wednesday, March 30, 2016
LW.A Loll
Project Title -
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:
Qtji,uk"�
11305 T!, 33rd Ave Lot 10 �*Ilan V'" A
M -A Archite111
cts
1-28-2013
Creekside Communities
7901 E Belleview Ave, Suite 250
Englwood, CO 80011
303-449-8689
it 1 wag am", U'amawkwimm"
Steve Bartunek
4892 Marshall St
Wheat Ridge, CO. 80023
303-423-7905
303-431-6523
steve@bbheating.com
www.bbheating.com
Outdoor Outdoor Outdoor
Indoor
Indoor
Grains
Ddemce
DM aAb WALBWb RgWum
Winter: 1 021
ReLUm
n/a
n/a
Du3mlb
72
n/a
Summer, 91 59
11%
50%
75
-41
Total Building Supply CFM* 1,400
CFM Per Square ft,:
U93
Square ft, of Room Area: 3,559
Square ft, Per Ton:
1,245
Volume (W) of Cond. Space: 33,845
Total Heating Required Including Ventilation Air:
44,454
Btuh
44A54
MBH
Total Sensible Gain:
26,718
Btuh
Total Latent Gain:
-305
Btuh
0
%
Total Cooling Required Including Ventilation Air:
25,718
Btuh
214
Tons (Based On Sensible + Latent)
2.86
Tons (Based On 75% Sensible
Capacity)
Rhvac is an ACCA approved Manual i 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,
I* swre-4s select a rm7*cA_4,2t,2 2t
your design conditions,
C:\Program Files\EliteNRhvac 9\Projects\Creekside Homes Plan 701.rh9 Wednesday, March 30, 2016, 12:58 PM
Rhvac - Residential & Light Commercial HVAC Loads Elite softare Development, Inc. i
6 & 8 beating and A/0 Inc. 11305 W 33rd Ave tot 10 flan 701 A
r
1
Utiinter 0,21
! °fa n/a 7 n/a
Summer: 91 59
11% 50% 7 -41.14 �
a
f Calculate: Yes
Yes
Use Schedule: Yes
Yes
Roughness Factor: 0.00300
0.01000
Pressure trop: 01000 in.wrg./100 ft.
0.1000 in.wrg./100 ft.
Minimum Velocity: 550 ft./min
300 ft./min
Maximum Velocity: 1500 ft./min
750 ft./min
Minimum Height: 5 in.
0 in.
Maximum Height: 12 in.
0 in.
Infiltration Specified. 0.275 AC/hr
0.130 AC/hr
145 CFM
69 CPM
Infiltration Actual: 0.276 AC/hr
0.133 AC/hr
Above Grade Volume: K—ILM CUK
1 m Cu.ft.
8y�,,752wkpp Cu.ft./hr
4,218u.ft./hr
X-kY.. u
Total Building Infiltration. 146 CFM
70 CFM
Total Building Ventilation. 0 CFM
0 CFM
__-System I—
Infiltration & Ventilation Sensible Cain Multiplier. 17,60
= (1.10 X 1.000 X 16.00 Summer Temp. Difference)
Infiltration & Ventilation Latent Cain Multiplier: -27..93
= (0.66 X 1,000 X -41.14 Grains Difference)
Infiltration & Ventilation Sensible Loss Multiplier: 76.10
= (1AO X 1.000 X 71.00 Winter Temp. Difference)
Winter Infiltration Specified. 0.250 AC/hr (132 CFM), Construction. Semi -Tight, Fireplaces. 1, 13 CFM, Semi -Tight
Summer Infiltration Specified. 0.130 AC/hr (69 CFM), Construction. Semi -Tight
1
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C:\Program Files\Elite�Rhvac 9�Projects\Creekside Homes Plan 701.rh9 Wednesday, March 30,2,016,12:58 PM
CAProgram Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701,rh9 Wednesday, March 30, 2016, 12:58 PM
Piot' "Ii
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2,14 2,86 1,245
3,559
25,718
-305
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44,454
1,400
1,400
1,400
tem 1
2,14 2,86 1,245
8,559
25,718
95
25,718
44,454
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24x1
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3.559
25,718
-305
25,718
44:454
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1,400
1,400;
24x1
9 -Basement i2ec Room
664
3,278
-298
3,278
5,667
178
9"78
178
2 --
2 -Bedroom # 3
463
848
-134
848
3,060
96
46
46
1_e
3-Basme nt Bath
67
37
-19
37
454
14
2
2
1_.
4 -Bedroom # 4
168
771
-95
771
2,323
73
42
42
_
5-Crawlspace
642
516
-:223
516
4,132
130
26
28
I_
6 -Master Bedroom
218
2,669
^194
2,659
4,7038
148
145
145
2--
7-M Bath
124
1:101
-61
1.109
1,466
46
601
60
t„.
8-1Pit.4.C.
86
391
-32
391
712
22
21
21
I_
9 -Study
188
3,0118
-90
3,018
1,955
62
164
164
2 --
1O -Bath # 2
81
409
-61
441
1,070
34
22
22
1 --
I -Bedroom #2
197
1,212
-238
1,212
4;18.3
132
86
66
I_
12 -Foyer
94
395
-54
395
1,553
49
21
21
1 --
13 -Dinning Room
223
2,185
252
2,437
3,330
105
119
11=9
--
14-Laundry
88
938
-88
938
1,949
61
'5t
51
1_.
15 -Kitchen
123
4,110
1,291
5,321
878
28
224
224
44tl
16 -Nook
121
2,789
-162
2,759
4,077
128
150
150
2 --
17 -Great Room
262
2,089
-99
1,089
2ff945
93
69
59
.1-.
CAProgram Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701,rh9 Wednesday, March 30, 2016, 12:58 PM
Room or
source
Minimum
Maximum
Rough,
Design
D
SP' tact
Duct Name
i
velocity
Velocity'
F80W
L/100
LO S& Velocity
System I
Supply Runouts
Zone I
1 -Basement Rec Room
Built-in
300
750
0
O'l
454.4
2 -Bedroom # 3
Built-in
300
750
0
OA
338.6
3-Basment Bath
Built-in
300
750
0
O'l
23
4 -Bedroom # 4
Built-in
300
750
0
0.1
308
5-Crawlspace
Built -In
300
750
0
0.1
3217
6 -Master Bedroom
Built-in
300
750
0
0.1
369,9
7-M Bath
Built -In
300
750
0
OA
439,5
8_W,LC
Built-in
300
750
0
OA
2441
9 -Study
Built-in
300
750
0
OA
418A
10 -Bath # 2
Built-in
300
750
0
0.1
250.1
11 -Bedroom # 2
Built-in
300
750
0
OA
336A
12 -Foyer
Built -In
300
750
0
OA
246,2
13 -Dinning Room
Built -In
300
750
0
0.1
436.1
14 -Laundry
Built -In
300
750
0
OA
374.3
15 -Kitchen
Built-in
300
750
0
OA
641
16 -Nook
Built -In
300
750
0
0.1
382,5
17 -Great Room
Built-in
300
750
0
OA
434,8
Other Ducts in System I
Sucolv Main Trunk
Built-in
650
1500
0
01
700
System 1
Heatinq Flow: 140*
178
46
2
42
28
145
60
21
164
22
66
21
419
51
224
ISO
59
900
O & 8 Heating and A/C Inc,
11305 W 33rd Ave Lot 10 Plan 701 A
Whoa
ACI
i A4A-6-d, Glazing-High perfoCmanCe Sliding
387.1
%
(
10,622
0,622
e=0.05 on surface 2 any frame, u-value 0.32, SHGC
032
4A-6-o: Glazing-Double pane low-e (a = 0.20 or less),
282
661
0
330
330
high performance, operable window, e=0,05 on
surface 2, any frame, u-value 0,33, SHGC 0,33
4A-6-d: Glazing-Double pane low-e (e = 0.20 or less),
52
1,181
0
591
591
high performance, sliding glass door, e=0.05 on
surface 2, any frame, u-value 0.32, SHGC 0,32
11 G: Door-Wood - Panel
37.8
1,450
0
450
450
15AI 5-0ocw-2: Wall-Basement, , framing with R-15 sill to
967.7
5,845
0
536
536
floor in 2 x 4 cavity, open core, no board insulation,
plus interior finish, wood studs, 2" floor depth
Blanket 2: Wall-Frame, Custom, R-19 White Vynt Blanket
384,6
1,857
0
350
350
Insulation
12F-Osw: Wall-Frame, R-21 insulation in 2 x 6 stud
1757.1
8,110
0
1,295
1,296
cavity, no board insulation, siding finish, wood studs
12E-2sw: Wall-Frame, R-19 insulation in 2 x 6 stud
6,5
29
0
5
5
cavity, R-2 board insulation, siding finish, wood studs
16D-50: Roof/Ceiling-Under Attic with Insulation on Attic
1744.7
2,477
0
908
908
Floor (also use for Knee Walls and Partition
Ceilings), Vented Attic, No Radiant Barrier, Dark Tile,
State or Concrete, R-50 insulation
16B-38: Roof/Ceiling-Under Attic with Insulation on Attic
86
159
0
103
103
Floor (also use for Knee Walls and Partition
Ceilings), Vented Attic, No Radiant Barrier, Dark
Asphalt Shingles or Dark Metal, Tar and Gravel or
Membrane, R-38 insulation
21A-32Floor-Basement, Concrete slab, any thickness, 2
1754,8
2,492
0
0
0
or more feet below grade, no insulation below floor,
M.a or0 e �r shortest side of floor slab is 32' wide
Subtotals for structure:
33,060
0
15,190
15,190
People:
4
800
920
1,720
Equipment*
862
7,092
7,954
Lighting:
0
0
0
Ductwork:
0
0
0
0
Infiltration: Winter CFM: 146, Summer CFM: 70
11,394
-1,967
1,237
-730
Ventilation: Winter CFM: 0, Summer CFM: 0
0
0
0
0
Exhaust: Winter CFM: 15, Summer CFM: 15
AFD Excursion:0
0
1,2
179 79
Total Building Load Totals:
44,454
-305
25,718
25,413
7
Total Building Supply CFM' 1,400
CFM Per Square ft.:
0,393
Square ft. of Room Area; 3,559
Square ft.
Per Ton:
1,245
Volume (W) of Cond, Space: 33,845
Total Heating Required Including Ventilation Air: 44,454 Btuh
44,454
MBH
Total Sensible Gain: 25,718 Btuh
100
%
Total Latent Gain:
-305 Btuh
0
%
Total Cooling Required Including Ventilation Air: 25,718 Btuh
2,14
Tons (Based
On Sensible + Latent)
2.86
Tons (Based
On 75% Sensible
Capacity)
Rhvac is an ACOA approved Manual J and Manual D computer program,
Calculations are performed per RCCA Manual J 8th Edition, Version 2, and ACOA Manual
D.
CAPrograrn Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701 A9 Wednesday, March 30,2016,12�58 PM
Floor 6%
Roof 6%
Roof 4%
Wall 8%
Equipment 30%
vI&, 70/�
I
Door 2%
CAProgram FileskElitekRhvac 9kProjects\Creekside Homes Plan 701 A9 Wednesday, March 30, 2016, 12:58 PM
_a
� - Ftaiertiat. tq,itit sxiri�erlt w lito $0ftware Developmeot,100 3
6 & 8 Heating and Inc. 11305 W 33rd Ave Lot 10 plan 701 A
�.a
[Detailed�..._�Basement77
Calculation Mode: Htg. & clg.
Occurrences:
77
1
Room Length:
664.1 ft,
System Number,
1
Room Width:
1.0 ft.
Zone Number',
1
Area:
664.0 sq.ft.
Supply Air:
178 CFM
Gelling height;
9,0 ft.
Supply Air Changes;
1,8 /hr
Volume;
5,977,0 cu.ft,
Req. Vent. Clg:
0 CFM
Number of Registers:
2
Actual Winter Vent.:
0 CFM
Runout Air:
89 CFM
percent of Supply.:
0 °
Runout Duct Size:
6 in.
Actual Summer Vent.:
0 CFM
Runout Air Velocity:
454 ft./min,
percent of Supply.
0 %
Runout Air Velocity:
454 ft./min..
Actual Winter lnfil,:
16 CFM
Actual loss.,
0.133 in.wg./100 ft.
Actual Summer lnfil,:
8 CFM
.0.066
N-Wall-15A15p0ocuv 214.1 X 9
12
6,1 771
0.6 0
7
-Wall-15A15M0ocwr 2 5.2 X 0.8
3.9 0.066
4.7 18
0,0 0
0
-Wall-15Al5-Doc-214.1 X g
127 0.066
6.1 771
0.6 0
72
W -Wall-15A15-0o w-2 25,3 X g
195.4 0.066
6.0 1,174
0.5 0
106
W-GIs-A4A-6-d shgc-0.32 O%S
16 0.320
22.7 364
35.4 0
566
W -Cls-A4A-6-d shgc-0.32 O%S
16 0.320
22.7 364
35.4 0
566
Floor -2 I A-3 1 XX 664 .
m 664.x. 020
1A ....„_94
,0. ..: 0_____
Subtotals for Structure:
4,405
0
1,382
lnfil.. Win., 16.2, Sura.. 7.8
375
3.361 1,262
0.365 ®218
137
A DExcursion:
163
Room Totals.
5,667
-218
3,278
Stereo
375 0
100
100 375
0
Color television
683 0
100
100 683
0
Computer and monitor
1536 0
35
100 538
0
Total
1596
0
j
lgjJi
t
f
i
gg
i
r
E
C:�Program Files\Efite\Rhvac 9\Projects\Creekside Homes Plan 701 rh9 Wednesday, March 30,2016,12-.58 PM
---------------
Rhvac - Residential & Light Commercial HVAC Loads
Heating and Int
i8 & B A/C
--- --------
1130,5 W a3rO Ave W 10 Plan 701,A'
3
F-6 3-(Aygm
'6ccuirrinces:
Calculation Mode:
Htg. & c1g,
I
Room Length:
163.1 k
System Number:
I
Room Width-
1.0 ft.
Zone Number-
I
Area:
163,0 sq.ft.
Supply Air:
46 CFM
Ceiling Height:
9.0 ft.
Supply Air Changes:
1.9 AC/hr
Volume,
1,468,0 cu,ft.
Req. Vent. Cig:
0 CFM
Number of Registers:
1
Actual Winter Vent.:
0 CFM
Runout Air,-
46 CFM
Percent of Supply.:
0 %
Runout Duct Size:
5 in.
Actual Summer Vent.:
0 CFM
Runout Air Velocity:
339 ft./min.
Percent of Supply'.
0 %
Runout Air Velocity:
339 ft./min.
Actual Winter lnfil,:
10 CFM
Actual Loss-
0.096 in.wg./I
00 t Actual Summer Infil-,
5 CFM
57
E -Wall- 1 5AI 5-0ocw-2 12.8 X 9
99.2
0.066 6.0 596
0.5 0 54
N -Wall-I 5AI 5-Ooew-2 3 X 9
26.6
0.066 6.1 161
0,6 0 15
W -Mall-15A15-0o -2 5.9 X 9
512
0.066 U 323
0,6 0 30
E -GIs-A4A-6-d shgc-0.32 O%S
16
0,320 227 364
35.4 0 566
Floor-21A-32 1 X 1631
163A
O 1.4 232w.
0
Subtotals for Structure-
2,286
0 722
Infil.: Win.: 9.9, Sum.: 4.8
230
3,359 774
0.365 -134 84
AFC Excursion:
Room Totals:
L----------
3,060
-134 848
C:\Prograrn Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701 rh9 Wednesday, March 30, 2016, 12:58 PM
C:\Program Files\Elite\Rhvac 91Projects\Creekside Homes Plan 701 rh9 Wednesday, March 30, 2016,12:58 PM
a— 12
. . . . . . . . . .
calculation
alc ation Model
Htg. & c1g.
Occurrences:
I
Room Length:
67.1 ft,
System Number.,
I
Room Width-
1.0 ft,
Zone Number:
1
Area:
67.0 sqJt.
Supply Air:
2 CFM
Ceiling Height:
9.0 it,
Supply Air Changes:
02 AC/hr
Volume,
604.0 cu.ft.
Req. Vent. CIg:
0 CFM
Number of Registers,
I
Actual Winter Vent.:
0 OFM
Runout Air:
2 CFM
Percent of Supply..*
0 %
Runout Duct Size:
4 in,
Actual Summer Vent.:
0 CFM
Runout Air Velocity,
23 ft./min.
Percent of Supply,
0 %
Runout Air Velocity:
23 ft,/min.
Actual Winter Infil,:
I CFM
Actual Loss:
0,001 in.wg./100
ft, Actual Summer Infil.:
1 CFM
Floor -2 I A-32 I X 671
671
O020 1.4 95
w. 0
0
Subtotals for Structure:
346
0
23
Infil.: Wn.: 1. , Sum.: 0.7
32
3.352 108
0.372 -19
12
AFD Excursion:
2
Room Totals:
454
-19
37
------- ---
C:\Program Files\Elite\Rhvac 91Projects\Creekside Homes Plan 701 rh9 Wednesday, March 30, 2016,12:58 PM
CAProgram FileskElitekRhvac 9\ProjectskCreekside Homes Plan 701.rh9 Wednesday, March 30,2016,12:58 PM
CAPrograrn Files\Elite\Rhvae 9\ProjectskCreekside Homes Plan 701.rh9 Wednesday, March 30,2016,12-.58 PM
a
1
s
• a
a
a
• a
i a
a
U -BI 11.8 X 4
47,2
O068 4,8 228
09
S -Wall-Blanket 2 49 X 4
197
O068 48 95
0.9
0 18
-Wall-Blanket • X 4
219
O068 4,8 115
09
0 22
•,
O068 '
" X 4
611
0,0684,8 298
► X 4
127.3
0.068 . 615
0.9
0 116
Subtotals for Structure:
2,840
0 350
a.: :
t
• • Tote
a
6
CAPrograrn Files\Elite\Rhvae 9\ProjectskCreekside Homes Plan 701.rh9 Wednesday, March 30,2016,12-.58 PM
... . .....
....... 77
Calculation Mode:
Htg. & c1g.
Occurrences:
1
Room Length:
218.1 k
System Number:
1
Room Width:
1.0 k
Zone Number,
1
Area:
218,0 sq,ft.
Supply Air.
145 CFM
Ceiling Height,
10.0 ft.
Supply Air Changes:
4.O AC/hr
Volume:
2,181.0 cu.ft.
Req. Vent. Ci:
0 CFM
Number of Registers:
2
Actual Winter Vent.:
0 CFM
Runout Air:
73 CFM
Percent of Supply.:
0 %
Runout Duct Size:
6 in,
Actual Summer Vent,:
0 CFM
Runout Air Velocity:
370 ft./min,
Percent of Supply:
0 %
Runout Air Velocity:
370 ft./min,
Actual Winter lnfil,:
14 CFM
Actual Loss:
0,089 in wg./I 00 ft,
Actual Summer Infil.:
7 CFM
N
12
NW -Wall -I 2F-Osw 2.6 X 10
116
0.065
4.6 63
07
0
10
N -Wall-1 2F-Osw 7.9 X 10
40,6
0.065
4,6 187
0.7
0
30
NE -Wall- I 2F-Osw 2.4 X 10
111
0.065
4.6 54
01
0
9
N -Wall-12F-0sw 1.6 X 10
16.4
0.065
4.6 76
0.7
0
12
E -Wall-12F-Osw 6.2 X 10
52.5
0.065
4.6 242
07
0
39
W -Wall-I 2F-Osw 12.1 X 10
91.4
0.065
4.6 422
07
0
67
NW-Gls-A4A-6-d shgc-0.32 O%S
12
0.320
221 273
25.9
0
301
N -GIs-4A-6-o shgc-0.33 100%S
282
0,330
23.4 661
111
0
330
N -GIs-A4A-6-d shge-0.32 100%S
10
0.320
22.7 228
11.4
0
114
NE-Gls-A4A-6-d shgc-0-32 O%S
12
0.320
227 273
251
0
301
W -GIs-A4A-6-d shgc-0.32 O%S
15
0.320
227 341
35.4
0
531
W -GIs-A4A-6-d stege -0.32 O%S
16
0320
227 341
35.4
0
631
UP-Ceii-16D-50 243.9 X 1
243,9
0,020
1A 346
- 0.5
w. 0
27
Subtotals for Structure:
3,583
0
2,414
Infil.- Win.: 14.4, Sum.6,9
335
3.360 1,125
0,364
-194
122
AEE Excursion:
133
Room Totals:
4,708
-194
2,669
C:\Program Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701,rh9 Wednesday, March 30, 2016, 12:58 PM
CAProgram Files\Etite\Rhvac 9\Projects\Creekside Homes Plan 701,rh9 Wednesday, March 30, 2016, 12:58 PM
r
• � & . �
W *
it ,. ,.... # ! • : .
------------------
W.. „ X 10
i
i w 4k + 0. 7
0
59
A t
!a. ♦ R.•i if k ! 25
y�It. 35A
227 8
1iy{1y
0
w
* 124 X 1
124
Y♦
Subtotals•.
1,008
AED Excursion:
2oornTotals,
::
CAProgram Files\Etite\Rhvac 9\Projects\Creekside Homes Plan 701,rh9 Wednesday, March 30, 2016, 12:58 PM
n;-
to Matifritlatit n4i
B & B Heating A/C Inc.
Elite Softars Developments Inc.
11305 W 33rd Ave Lot 10 Plan 701 A!
and
7
aq_1_7j
Wh -tR
... .. ... ......
------
Calculation Mode:
Htg. & c1g.
Occurrences:
Room Length:
15.4 ft.
System Number:
Room Width:
5.6 ft.
Zone Number:
Area:
86,0 sq.ft.
Supply Air:
21 CFM
Ceiling Height:
10.0 ft,
Supply Air Changes:
1,5 AC/hr
Volume*
860.0 cu.ft.
Req. Vent. Clg:
0 CFM
Number of Registers-
I
Actual Winter Vent,
0 CFM
Runout Air,
21 CFM
Percent of Supply.:
0 %
Runout Duct Size:
4 in.
Actual Summer Vent.:
0 CFM
Runout Air Velocity:
244 ft./min.
Percent of Supply:
0 %
Runout Air Velocity-
244 Urnin,
Actual Winter lnfil,:
2 CFM
Actual Loss:
0,069 in.wg.11 00 ft, Actual Summer Infil.:
1 CFM
37
W -GIs-A4A-6-d shge-0.32 O%S 6
0,320 223 136
35.3 0
212
UP-Ceii-16B-38 86 X 1
86
0.026 1,8
1.2---- 0
103
Subtotals for Structure.
525
0
352
Infif.: Win.: 2.4, Sum.: 1,2
56
3,351 187
0.358 -32
20
A Excursion:
19
Room Totals:
jI
712
-32
391
– ---------- — ----- - ------
C -\Program FileskElite\Rhvac 9\Projects\Creekside Homes Plan 701 . rh9 Wednesday, March 30, 2016, 12:58 PM
CAPrograrn Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701.rh9 Wednesday, March 30, 2016, 12:58 PM
C:\Program Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701 rh9 Wednesday, March 30, 2016, 12:58 PM
Rhvac - Residential & Light, ComMorcial HVAC Loads
8 & B Heating A/C Inc,
Elite Soft"m Developriwat, for..
11305 W 33rd AVO Lot 10 Plan 701 A
and
Calculation Mode: Htq. & c1g, Occurrences,
I
Room Length:
15.4 ft,
System Number:
I
Room Width:
5.3 ft.
Zone Number:
I
Area:
81.0 sqI.
Supply Air:
22 CFM
Ceiling Height:
10,0 ft.
Supply Air Changes:
1.6 AC/hr
Volume:
810.0 cu,ft.
Req. Vent. Cig:
0 CFM
Number of Registers:
1
Actual Winter Vent.:
0 CFM
Runout Air:
22 CFM
Percent of Supply,,
0 %
Runout Duct Size:
4 in.
Actual Summer Vent.:
0 CFM
Runout Air Velocity:
250 ft./min.
Percent of Supply:
0 %
Runout Air Velocity:
250 ft,/min.
Actual Winter lnfil,:
5 CFM
Actual Loss.*
0.073 in.wg JI 00 ft, Actual Summer Infil.:
2 CFM
E
W -Wall- I 2F-Osw 5.2 X 10
46
0.065 4.6 213
0.7 0
34
W -GIs-A4A-6-d shgc-0.32 O%S
6.5
0,320 223 147
35.3 0
228
UP-Ceil-16D-50 81 X 1
81 4r..
0.020 1A 115
0,5 0
42
Subtotals for Structure:
717
0
343
Infil.: Win.: 4.5, Sum.: 2,2
105
3.362 353
0.362 -61
38
AED Excursion:
20
Room Totals:
1,070
-61
401
C:\Program Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701 rh9 Wednesday, March 30, 2016, 12:58 PM
Calculation Mode:
Htg, & clg.
0.065
Occurrences:
1
07
Room Length:
15.4
ft.
System Number,
1
4.6
Room Width:
12.8
ft.
Zone Number:
1
18
Area:
197.0
sq.fte
Supply Air:
66
CF
Ceiling Height:
10.0
ft.
Supply Air Changes:.
2:O
AC/hr
Volume:
1,974.0
cu,ft.
Req. Vent, Clg:
0
CFM
Number of Registers:.
1
�ww .,u
Actual Winter Vent.:
0
CFI
Runout Air:
66
C1
percent of Supply.:
0
1,002
Runout Duct Size:
6
in.
Actual Summer Vent.:
0
CFM
Runout Air Velocity:
336
ft,/min.
percent of Supply:
0
%
Runout Air Velocity:
336
ft,/min.
Actual Winter lnfil.:
18
CFM
Actual Loss:
0.073
in.wrg.1100 ft,
Actual Summer lnfil..:
9
CF
-Wall-12F-0sw 15.4 ? 10
119.3
0.065
4,6
551
07
O
88
W -Wall-l2p-Osw 12,8 X 10
128
0.065
4.6
591
07
0
94
S aGIs-A4A-6-d shgc-0.32 O%qS
18
0,320
22.7
409
17,9
0
322
S-GIs-A4A- -d shgc-0.32 O%oS
16.9
0.320
227
383
17.9
0
301
UP-mCpil µ 0 197.4 X 1 _..,.._µ._, .m
_w_n_ry _'1.17.4__.
021 M....
`1I A.
n 8{)
.. �
�ww .,u
ryw �_ 113_
Subtotals for Structure:
2,805
0
1,002
lnfil,: Win.: 17.6, Sum.: 8.5
410
3.359
1,378
0,366
-238
150
ARC} Excursion:
60
Room Totals.
4,483
-233
1,212
C:\Program Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701,rh9 Wednesday, March 30, 2016, 12:58 PM
Rhvao - Residential & UghtCommercial HVAC Load s Elite software Development, Ino. i
8 & 8 Heating and A/C lncF 11305 W 33rd Ave Lot 10 Plan 701 A
at 00
Vyh Bid 33
q qq&0
Calculation Mode:
Htg. & c1g.
Occurrences:
I
Room Length:
4.9 ft.
System Number:
I
Room Wldth:
19.0 ft.
Zone Number,
I
Area:
94.0 sq,ft.
Supply Air-
21 CFM
Ceiling Height.-
10.0 k
Supply Air Changes:
IA AC/hr
Volume:
936.0 cu.ft,
Reg. Vent. Cig:
0 CFM
Number of Registers:
I
Actual Winter Vent.:
0 CFM
Runout Air:
21 CFM
Percent of Supply.:
0 %
Runout Duct Size:
4 in.
Actual Summer Vent,:
0 CFM
Runout Air Velocity:
246 ft./min,
Percent of Supply:
0 %
Runout Air Velocity:
246 ft./ in.
Actual Winter In l.:
4 CFM
Actual Loss:
0.071 in,wg./100 ft, Actual Summer Infil.:
2 CFM
IS
-Wall
S, -Door-I IG 3 X 61
20
0,540 39.3 767 11.9
0
238
UP- Ceii-16D-50 93.7 X 1
937
O 020 1.4 133 O.5
0 ___49
-
Subtotals for Structure:
1,239
0
341
Infil.: Win.: 4.0, Sum,: 1,9
93
3.359 314 0,364
-54
34
AEC Excursion:
20
Room Totals:
------------- ----
1,553
-54
395
C-\Program Files\EfitekRhvac 9\Projects\Creekside Homes Plan 701 rh9 Wednesday, March 30, 2016, 1258 PM
C.,\Program Files\ElitekRhvac 9kProjects\Creekside Homes Plan 701,rh9 Wednesday, March 30, 2016, 1258 PM
Calculation Mode:
Htg. & c1g.
Occurrences:
I
Room Length:
222,9 ft.
System Number:
I
Room Width:
1.0 ft.
Zone Number:
I
Area:
223,0 sq,ft.
Supply Air:
119 CFM
Ceiling Height:
10,0 ft,
Supply Air Changes:
3.2 AC/hr
Volume:
2,229.0 cu.ft.
Req. Vent. Clg:
0 CFM
Number of Registers:
2
Actual Winter Vent.:
0 CFM
Runout Air:
59 CFM
Percent of Supply,,
0 %
Runout Duct Size:
5 in,
Actual Summer Vent.:
0 CFM
Runout Air Velocity:
436 ft./min.
Percent of Supply:
0 %
Runout Air Velocity:
436 ft./min.
Actual Winter lnfil.*
11 CFM
Actual Loss:
0,158 in.wg./100 ft.
Actual Summer Infil.,
5 CRM
Ht
... ...... .
87
5
SWalIrt12-Osw .4 X 10
11.7
0.065
4,6 64
0.7
0
9
S -Wall-12F-Osw 5.2 X 10
22.5
0,065
4.6 104
0.7
0
17
SW -Wall -12p-0 sw 2.7 X 10
14.5
On065
4.6 67
0.7
0
11
S -Wall-12F-0sw 0.7 X 10
6.6
0.065
4,6 30
0.7
0
5
W -Wall-1 2F-0sw 2.6 X 8
21
0,065
4.6 97
01
0
15
SE-Gls-A4A-6-d shgc-0.32 O%S
12
0.320
227 273
30.1
0
361
S -GIs-AA-6-d shgc-0.32 O%S
30
0.320
22.7 682
17.9
0
536
SW-Cls-A4A-6-d shgc-0.32 O%S
12
0,320
227 273
30.1
0
361
UP_ -Ceil-16D-50 222.9 X 1
222.9
0.020
1.4
116
Subtotals for Structure:
2,472
0
1,523
Infil.: Win.. I 1A Surn.: 5.3
265
3.361 858
0.364
-148
93
AO Excursion:
109
Room Totals:
3,330
252
2,185
C.,\Program Files\ElitekRhvac 9kProjects\Creekside Homes Plan 701,rh9 Wednesday, March 30, 2016, 1258 PM
Room Length;
11.2 ft,
System Number,
I
Room Width:
7,9 ft.
Zone Number:
I
Area:
8&0 sq.ft,
Supply Air:
51 CFM
Ceiling Height:
1t 0 ft.
Supply Air Changes:
15 AC/hr
Volume:
879,0 cu.ft.
Req, Vent. Clg:
0 CFM
Number of Registers,
I
Actual Winter Vent.:
0 CFM
Runout Air:
51 CFM
Percent of Supply.:
0 %
Runout Duct Size:
5 in.
Actual Summer Vent.:
0 CFM
Runout Air Velocity:
374 ft./min,
Percent of Supply:
0 %
7 CFM
Runout Air Velocity:
374 ft./min.
Actual Winter Infil.:
3 CFM
Actual Loss:
0.117 in.wg,/l 00 ft.
Actual Summer Infil.:
La
WOO
"ol . . .. . .. .
33
6
66
212
®Door -11G 2.7 Cx7
17e3
1.546
35.3 683
11.9
A6
UP Cetl-16D-50 87.9 1
w.0.020,ar
Subtotals for Structure,
152
14429
3.361 512
0,368
0
88
357
56
lnfil,: Wan., 6.61 Sum.: 3.2
47
AED Excursion:
0
g_qqjp
----478
Room Totals:
1,941
-88
938
"Ivu Itns w4w 11119 11 mi'l III IV - --- —
10 percent to space
Vented clothes dryer -10 1707 0 50 50 427 0
percent to space 4
Total 78 0
C:\Prograrn Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701.rh9 Wednesday, March 30, 2016, 12:58 P&
Calculation Mode:
Htg, & c1g. Occurrences:
1433
100
25
Room Length:
112
System Number:
0
I
50
Room Width,
11.0 ft.
Zone Number'.
four burners on high heat
I
224 CFM
Area,
123,0 sq.ft.
Supply Air:
325
Microwave
Refrigerator or freezer - 16
4949
1000
Ceiling Height:
10,0 ft.
Supply Air Changes:
1000
10.9 AC/hr
cubic feet
Volume:
1,230.0 cu..
Req. Vent, Ci.
0 CFM
Number of Registers:
I
Actual Winter Vent.:
0 CFM
3285
Runout Air:
224 CFM
Percent of Supply-,
0 %
Runout Duct Size,
8 in.
Actual Summer Vent.,
0 CFM
Runout Air Velocity:
641 ft,/min,
Percent of Supply:
0 %
4 CFM
Runout Air Velocity:
641 ft./min.
Actual Winter Infil.,
2 CFM
Actual Loss,
0,177 in.wg./100 ft.
Actual Summer Infil.,
65
64
Subtotals for Structure.
582
0
129
Infil.: Win,: 3,8, Sum.: 1,8
88
3.358 296
0,363
-51
32
204
AED Excursion:
400
460
People: 200 fat/per, 230 sen/per:
2
Room Totals:
878
1,211
4,110
Dishwasher
4096
1433
100
25
1024
358
Cooking range with hood -
0
0
50
25
0
0
four burners on high heat
25
928
325
Microwave
Refrigerator or freezer - 16
4949
1000
1732
0
75
100
100
1000
0
cubic feet
Total
3285
862
C:\Program Files\Elite\Rhvac %Projects\Creekside Homes Plan 701,rh9 Wednesday, March 30,2016,12:58 PM
Room Length:
120.8 ft,
System Number:
Room Width;
1.0 ft.
Zone Number:
Area:
121,0 sq.ft.
Supply Air:
150 CFM
Ceiling Height:
10.0 ft.
Supply Air Changes:
7.5 AC/hr
Volume:
1,208.0 u,ft.
Req. Vent, Clg:
0 CFM
Number of Registers:
2
Actual Winter Vent.
0 CFM
Runout Air:
75 CFM
Percent of Supply.:
0 %
Runout Duct Size:
6 in.
Actual Summer Vent.:
0 CFM
Runout Air Velocity:
382 ft./min.
Percent of Supply:
0 %
Runout Air Velocity:
382 Umin,
Actual Winter Infil.:
12 CFM
Actual Loss:
0.095 in.wg 1100 ft,
Actual Summer Infil.:
6 CFM
53
68
17
N -GIs-A4A-6-d shgc-0.32 100%S
40
0.320
22.7 909
11,4
O
454
E -GIs-A4A-6-d shgc-0,32 OTS
16
0.320
22,7 364
35.4
0
566
W -GIs-A4A-6-d she -0.32 O%S
36.7
0,320
22.7 834
35,4
0
1,299
UP-Cefl-16D-50 120.8 X 1
w.120.8
0.020
1A 172
- 0,5.--
0
63
Subtotals for Structure:
279
3,139
3.361 938
0.365
0
-162
2,520
102
lnfil,; Win.: 12.0, Sum.: 5,8
137
A Excursion:
Room Totals:
4,077
-162
2,759
C:\Program Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701,rh9 Wednesday, March 30, 2016, 12:58 PrTI
C:\Program FileskE[itekRhvac 9\ProjectskCreekside Homes Plan 701,rh9 Wednesday, March -St
Elite i70ft"Wb0v0J0PM60t,
11306 W 33rd Ave tat 10 Plan 701
Inc.
Al
AgL2&I
dqm Proce
t Room AveMge Load Lq
...............
Calculation Mode; Fite. tg, & c1q, :
I
Room Length:
262,1 ft,
System Number:
I
Room Width:
1'0 ft.
Zone Number'.
I
59 CFM
Area:
Ceiling Height,
262.0 sqI.
Mo ft,
Supply Air,
Supply Air Changes:
14 AC/hr
Volume:
2,621.0 cu.ft.
Req. Vent. Cig:
0 CFM
Number of Registers:
I
Actual Winter Vent.:
0 CFM
0 %
Runout Air:
59 CFM
Percent of Supply,:
0 CFM
Runout Duct Size,
5 in.
Actual Summer Vent.:
0 %
Runout Air Velocity*
435 ft./min.
Percent of Supply:
7 CFM
Runout Air Velocity,
435 ft./min.
Actual Winter Infil.,
4 CFM
Actual Loss:
0A57 in wg JI 00 ft. Actual Summer Infil.:
jt--
LJD
-f6 L
4.6 478 07 0
76
N -Wall-12F-0sw 171
103,6
0.065
11.3 0
170
N -GIs-A4A-6-d shgc-0,32 100%S
15
0320 223 341
11A 0
477
N -GIs-4A-6- shgc-0.32 1 00%S
42
0,320 22.7 954
11.4 0
114
N -GIs-4A-6-d shgc-0.32 I00° S
10
0.320 223 227
O�
UP- C §�Q 2L2J_?�Mmwm
262.1
0M0 A
— A
----eil-
Subtotals for Structure:
2,372
0
973
62
Infil.: Win,: 7.3, Sum.: 3.5
171
3.359 573
0.363 -99
54
AES,
Room Totals*
2,945
-----------
-99
11089
C:\Program FileskE[itekRhvac 9\ProjectskCreekside Homes Plan 701,rh9 Wednesday, March -St
___1
___Zone 1---
I Basement Rec
664
5,667
74
2-6
454
3,278
-218
149
178
Ream
2 Bedroom # 3
163
3,660
40
1-5
339
848
-184
39
46
3 Basment Bath
67
454
6
1-4
23
3
-19
2
2
4 Bedroom # 4
168
2,323
30
1-5
308
771
-95
35
4
Crawlspace
692
4,132
54
1-4
322
516
-223
23
28
6 Master Bedroom
218
4,708
61
2-6
370
2,669
®794
121
145
7 M Bath
124
1,466
19
1-5
439
1,101
-61
50
60
8 U.I.,
86
712
9
1-4
244
391
-32
18
21
9 Study
188
1,955
25
2-6
418
3,018
-90
137
164
10 Bath # 2
81
1,070
14
1-4
250
401
-61
18
22
11 Bedroom # 2
197
4,183
54
1-6
336
1,212
-238
55
66
12 Foyer
94
1,553
20
1-4
246
395
-54
18
21
13 Dinning Room
223
3,330
43
-5
436
2,185
252
99
119
14 Laundry
88
1,941
25
1-5
374
938
-88
43
51
15 Kitchen
123
878
11
1-8
641
4,110
1,211
187
224
16 Nook
121
4,077
53
2-6
382
2,759
-162
125
150
17 Creat Room m_ ...._a__, r.
. _.262. _.
_. 94
38_
_ 1- a
„435
__Syystem 1 total , . ,m
...3,559_
4 454 _ �57
System 1 Main Trunk Size:
24x12 in.
Velocity:
700 ft./min
Loss per 100 ft.:
0.061 in.w
XR90
Natural Cas or Propane Furnace
92.1 A UE
0
75,000 Btuh
�y
f CJ
n/a
n1a
XL1i
Standard Air Conditioner
13 SEER
0
42,500 Stuh
31,875 Btu
10,625 Btuh
547274
C -,\Program Files\Elite\Rhvac 9�Projects\Creekside Homes Plan 701 -rh9 Wednesday, March 30, 2016, 12 *58 PM
�,.
t t„
��� �
�
MITek USA, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 916/676-1900
Re: LC—CSQH701A-LlO Fax 916/676-1909
Creekside / Quail 701 A Lot 10
The truss drawing(s) referenced below have been prepared by MiTek tJSA, Inc. under my direct supervision
based on the parameters provided by ProBuild - Colorado Springs,
Pages or sheets covered by this seat: R47130690 thru R47130747
My license renewal date 'for the state of Colorado is October3l,2017,
Lumber design values are in accordance with ANSI/TPI I section 6.3
These truss, designs rely on lumber values established by others,
IMPORTANT NOTE: Truss Engineers responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not •-
w•• ••
eappropriate for any use, Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2,
April 22,2016
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 ANSVIT'l 1.
7-4-10 7.1-2 4-4-1 5-5-13 ZI-04
6, fig f _12- 11 12 13
FE
57 as 66 69 55 64 53 52 51 50 49 48 47 48 45 44 43 41 40 39 38 37 36 35 34 33 32 31 30
3x4 11 3)6 3X6 3X6 3x6 42 3A
WO 3X6
5)6 =
SPACING- 2-0-0 CSL
Plate Grip DOL 1,15 TC O96
Lumber DOL 1,15 BC 017
Rep Stress Iner YES W8 0.34
Code IRC2012rrPI2007 (Matrix -M)
Z
1) Unbalanced roof live toads have been considered for this design,
2) Wnd: ASCE 7-10� Vuft-133mph (3 -second gust) V(IRC2012)-105mph; TCDL=10,8psf-, BCDL-42psf; h-15ft; B-45ft; L-24ft; eave-6ft;
Cat, H; Essp C; enclosed; MVWRS (directional) and C -C Extsrior(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 26-3-9, Exterior(2) 25-3-9 to
28-3-9 zone; cantilever left and right exposed � end vertical " and right exposed;C-C for members and forces & MVWRS for reactions
shown; Lumber DOL- 1,60 plate grip DOL -1,60
3) Truss designed for wind toads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI I
4) Provide adequate drainage to prevent water pending.
5) All plates are 2x4 MT20 unless otherwise indicated. April 22,2016
,ontinued on Deals 2
AWAWNG - VWjyydiwVnF,#rWefrs widReAtitiforES ON rMSMONCILWEDARTEK REFERENCEPAGE MY -1473 rav1"MISSEFORCUSE
Design valid for use only svith Weelr connecton. This design is based any upon trommeters, $how% and is for on tnd\4dud building component, not
o frisis system. Before use. the buRding designer must verify the oppAcobtity of design porometers end property, incorporate this design into the overoff
building design. Brorang indicated is to prevent buckIng of indWiduol truss wets andfor chord mernbeir ants, Addtk=l temporary and pemsanent brocing
is oNvays required for stobitity and to prevent coilopse vrith postlare Tressond Injury and property domoge. For general grodance regarding the
robevasslion, storoge, detivivy, erection ondbrocingoftrums and ttuusysternssee AtMI/Vil OvaWyC(floda. D114-111 and ICSI SirM019 C*?sP*r*rd 7777 Orftritra* Lane
Safety information available from Truss Plate insiltute, 2nt N, Lee Street. Suite 312, Atexandito, VA 22314, Suite 109
NOTES-
6)
OTE w6) Plates checked for a plus or minus 5 degree rotation about its enter,
7) Gabe studs spaced at 1.4-0 oc.
8) This truss has been designed for a 10.0 list bottom chord live toad nonconcurrent with any other live loads.
9) " This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any
other members, with BCI_ = 7.0psf.
10) Refer to girder(s) for truss to truss connections.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 47, 49, 50, 51, 45, 44, 43, 41, 40, 39, 38, 37, 36, 35, 34, 33,
32 except (jt -$b) 57=120, 52=165, 30=180, 31=188.
12) 'Semi-rigid pitchbreaks wdh fixed heels" Member end ftxity model was used in the analysis and design of this truss.
13) Graphical purfiin representation dices not depict the size or the orientation of the purfin along the top and/or bottom chord.
WARNwo. frestyessifissisitaneirtere and READ NATES AN TKS AND INCLUDED UTEX REFERENCE PARE 7471 r , 10AM2015.36FORE USE,
Design for vdth WeWSI connectors This design is based only upon porometers shown, and Is far on inddvesuot bullifing component, not
'..
vafod use a*
a truss system. Setore use, the bukling designer must verify the opplicoss"i ty of design parameters and property incorporate this design Into the overall
Wading design, bracing indicated is to prevent buckling of indMilval dross web and/or chord members only. Additional temporary and pormarrent bracing
fYi� i�`!EHI
is oNsays required for stability and to prevent colopie Win possibks personoi kn and property damage, for general guidance regarding the
7777 Geeentback Lane
fabrication, storage, delivery, erection and bracing at trusses and truss systerns,see ANSf/Vil l Qual ty CnIedis, OSO.49 and SCSI Oultding Component
Suite 109
Safety Repossesses ovoitabte from Truss Kate fnstrufe, 218 i1. tee Street. Suite 312, Assixondrio, VA 22314,
Carus P1e#aW GA 95
w_8 0-6 8-0-6 2-9-1 6-5,13 7_1Y10 `"7•t 10 7-54
MUM
19 26 15 27 17 16 28 is 29 14 13 12 11
3x4 1i Us = 4X8 = 4X6 = 3A It
I
LOADING (psf) SPACING- 2-0-0 CSL DEFL. In
(loc) Vdafl it PLATES GRIP
30,0 1 T 0.97 Vert(LL) -0.10
TCLL Plate Grip DOL 1,15 C
13-15 >999 2�40 MT20 1971144
TCOL Lumber DOL IAS BC OSO Vert(TL) -0.21
18�0
13-16 >999 180
BCLL 0.0 Rep Stress Incr YES WS 099 HOrz(TL) 0,04
11 rife n/a
L
BCDL 7.0 Code IRC2012frPI2007 (Matrix -M')
_J
Weight: 250 lb FT - 015
LUMBIER- BRACING -
TOP CHORD 2X4 SPF No.2 -Except' TOP CHORD
Structural wood sheathing directly applied, except end verticats, and
1-3:2x4 SPF 240OF 2,0E
2-0-0 oc purtins (6-0-0 max-): 1-4.
BOT CHORD 2x4 SPF No.2 BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
VVEBS 2x4 SPF No.2
6-0-0 go bracing: 16-17,16-16.
WEBS
I Raw at mkipt 1-19, 2-17, 5-16, 6-15, 7-15, 9-13
ds that Stabilizers and required cross bracing
be installed during truss election, in accordance with Stabilizer
stnsMiTek
alltrPn._g„uidp �..,___...�.... .�.__ _...�-
REACTIONS, (lb/size) 19=794/Mechanical, 16-2957/0-5-8,11-1387/MechanicaI
Max Horz 19--462(LC 10)
Max Up#ft19--124(LC 8),16-224(LC 12),11--71(LC 12)
Max Grav, 19-882(LC 23),16-2957(LC 1), 11-1387(LC 1)
FORCES. (to) -Max, Comp,/Max, Ten, -All forces 250 (Ib) or less except when shown.
TOP CHORD 1 -19 --820/192,1-20--573/161,20-21--5731161,2-21-573/161,4-5=01589,
5-23-580/207, 6-23--464/238, 6-24--4211236, 7-24-5911204, 7-8-10811224,
8-9-1334/162,9-25-17121194,10-25-18531151, 10.11-1336/167
BOT CHORD 19 -26 -2701382,18-26-2701382,18-27-111701,17-27-111701,16-17-281/273,
16-28--568/296,15-28--5f>81296,15-29=011055,14-29-0/1055,13-14-011055,
12-13-8611531
WEBS 1-18-1691761,2-18--398/199,2-17--921/156, 4-17-531701,446-8791145,
5-16--20591245, 5-16=-90/1410,7-15=-11131212,7-13-27/515,9-13=-5811147,
10-12=-2511365
NOTES -
1) Unbalanced roof live loads have been considered for this design. t.W_h--A5JT 13-451T L-24ft� eave-6ft;
Exp C; enclosed; MWFRS (directional) and C -C Exterion(2) 0-1-12 toIrderlor(l) 3-1-12 to 253�9, Exterior(2) 25-3-9 to
28-3-9 zone; cantilever left and right exposed; end vertical left and right exposed',C-C for members and forces & MWFRS for reactions
shown; Lumber DOL -1,60 plate gdp DOL=1.60
3) Provide adequate drainage to prevent water porsding,
4) All plates are 3x6 MT20 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 DO bottom chord live load noncoricurrent with any other live loads.
2-0-0 wide VrA-
fit between the bottom chord and any other members, with BCDL - 7,Opsf,
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 11 except 01-1b)
19-124,16-224
10) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss,
,&WARNNG- Vivajrds,0911Paramos as, and READ NOTES ON OOSAMO INCLUDEONTEX REFERENCE PAOEW?471hsv� rani stmSBEFORE USE,
Lurrign, va#d for use only With Mlrekib connectors. This design is based only open posorneters shown. and Is for on Individuld bVikling c0ralsonent, not
a truss system. Before use, the buiding destgner most verily the applicability of design parameters and property incorporate this design into the overall
bugdhg design, tracing Indicated 4 to prevent buckling of individual truss vorto and/or chord rnernbers onty, Additional ternporstry and permanent bracing If
Is always requked for stability and to prevent collapse vAth possible pe a1 Injury and property damage, For general guidance regarding the
fabrication, sfofoqe. detnery, erection and bracing of trusses and tons systems. see Aag(JBn Quality Critedo, Osa-St and #CSf Suadiftiscompo"M 7777 Gresabs
safety lefortnalless, ovalsobte, from Truss Plate Institute, 215N, Lee Street, Sure 312, Suite 109 Alexandria, VA 223l4� Qftfis, HI0,9I
EM
NOTES-
11)
OT S -
11p Graph§cat purtiti representation does not depict the size or the orientation of the pudin along the torp and/or bottom chard.
WA M Nit < Verity design perimeters wd REAn NATES ON rHf$ AND WCLWED ANTEK REFERENCE PAGE AM -7473 rev. f 2015 BEFORE WE,
Design valid for use only Wth bMTek connectors. This designs is based onfY upon parameters shows, and is tar on hdAdvd building cornponent, not
a truss system fietdre, use, the building designer must verity the opinkobitity of design parameters and PraPerty incorporate this design into the overall
temporary broc€ngt
}
bvikling design, fencing indicated is to Prevent buckling of Individual truss web andlor chard members only. Abolitionist and pefirronent
is required for stability and to prevent coltapse with possible penonol in¢vry and property dornage, for general guidance regarding the
always
fabrication, storage, delivery, erection and bracing est trusses and mess systems:. see AMStlrtlt Ctvaf6y Ctk . PSB•$4 and &CSt 6crfdin@ Co p+aaran#
7777 Greenba* Lane
Suite 109
Safety t mattan ovarabte from Truss Plate institute, 2 t8 N, Cee Street, Suite 312, Atex . ", VA 22314,
0�1
om
19 25 18 26 17 16 18 27 14 28 13 12 11 10
"M
am
1�
LOADING (p SPACING- 21�O CSL DEFL, in (Ioc) Well Lit PLATES GRIP
1
31s� Plate Grip DOL - 15 TC 0,96 Vert(LL) -0,10 12-14 s-999
TCLL 10 240 J MT20 1111144
TCDL 18.0 Lumber DOL 115 SO 0,49 Vert(TL) -0.21 12-14 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.04 10 n/a ria
BCDL 74 Code IRC2012rrPI2007 (Matrix -M) Weiijft 242 Ib FT - 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing direcitY aPPlied, except end verficats, and
SOT CHORD 2x4 SPF W2 2-0-0 oc purlins (6-0-0 max.); 1-3.
WEBS 2x4 SPF No. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 15-17,14-15.
WEBS I Raw at told pt 2-17,3-15,4-15,6-14,6-14,8-12
Mrrek recommends that Stabilizers and required cross bracing
I
Stabilize,
be Installed during truss affecting, In accordance with Stabilizer
[IrIttislittign Sgide
REACTIONS, (lb/size) 19-765/Mechanical, 15-300510-5-8,10-13681MOCIffanical
Max Harz 19-433(LC 10)
Max UpIM 19 -108(t -C 8),15--222(LO 12), I0--73(LC 12)
Max Grav 19=837(LC 21), 15=3005(LC 1), 10-1368(LC 22)
•
W-
wAAWNO. Vwffy daign p,,,w..Nfrs #ird READ NOTES ON ME AND fNCLdoEVNfsK REFERENCE FADE AW7473 rw IM"Iffli BEFORE USE,
Plis is based shoven, end is for an indivirlual bdkJhg consponeril, not
0eign, volid for use only vhth NUT&MID contractors, doorin of* upon pororneters
is, truss system. Before use, the building designer nrust verify the applicability of design porometers and property Incorporate this design Into the overall
Additional temporary end irwinonent txocing
building design, Idocirig Indicated 4 to prevent trucking of irdhidual truss web andler chord members ony,
is orways required for stablity and to prevent coftiuse, vAth possible personoi frijuay and property domage, For resheral guidance regarding the
7777 GreentniOr Lane
fobricsifion, storage, delivery, erection and bracing of trusses and Inns systerns, see ANSI/71`11 Questy Ctiftela, 056-97 and scsf leading Component
Safety Information ovoilispie, from truss Piate Institute, 2LB N, Lee Stivet, Soto 3Q, Atexondrio VA 22314,
staws 109
NOTM
11) Graphical puffin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord.
WARNIND . Vwfly dassin para+natars Wei READ NOTES ON TidS ANO INCLUDED WEN REFERENCE PAGE -7473 rev, 10MV2015 OFFORIS USE,
Design valid for use onty with triffenS, connector, This design is based anty upon porametes shown, and is for on individual building component, not
a truss system. Before use the bu idtng designer mint verity the oppicability of design parameters oend property incorporate ftau design into the overall
bu#deng design, Bracing ireScoted in to prevent buckling of Individual mass web and/or chord members only, Additional temporary and permanent bracing
Is dwxays requked for stabitity and to prevent collapse Win possible perscrnat 6niu+y and property damage, For general guidance regarding the 7777 4r ark Lanefabrication, storage, delivery, erection and bracing of Busses and truss systems, see ANsvtfll Qvamy Ctyedo, DSB=@9 and BCS# B Grp Component
Solely information ovairable from Truss Plate institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314, Salta t09 Cif
Citrus tats,CA 0
5-&2 5-2-10 0-1.1 5-5-13 7-1-1V f-5— I —
R�l
mm
6 Ito F-2 US
1s 17 16 is 24 14 75 13 12 11 10
4X8 = 4X8 = 30
LOADING (pso SPACING- 24)-0 CS1, DEFL. in (loc) Udell Ud
TCLL X0 Plate Grip DOL 1.16 TC 099 Vert(U) -0,31 17-18 >726 240 4
TCDL 18,0 Lumber DOL IA5 SC 0,67 Vert(TL) -0,64 17-18 >34S 180
8CLL 00 Rep Stress Incr YES W8 0.90 Horz(TL) O05 10 Wis n/a
SCDL TO Code IRC2012frPI2007 (Matfix-M)
wf
t ii
HER .
~mmG - vorisk, doovisiparansetws and REAo Nons ON VOS AM INCLUDED WTEK WFERENCE PAGE AM -7473 rev, I"VM50EFOREUSE
Design vofid for use onTy with Wegl) connectors this design is based onty upon poronseten shown, and 4 for on individual building cOmponent, not
o rem system, Before ose, the btr4ding designer must verity the oppicabitity of design prestraiders and property ocosporale this design into the overolf
building design, frocing indirroted Is to prevent bucking of individucrt truss web andjor chord members ordy, AdC000001 temporary and permanent broc6ng
is ofvwsys recivired for stob4ify and to prevent codopse with possible- personal infury and property damage, For general guidonce regading the
Lubrication, storage, detivery, erection and brocing of trusses and truss systermi I'f..A Quality Offer1% 058-41 *art SCSI SuNtru, Component 7777 Groserstrad Lane
- SURO L09
Cgrus titifithtc CA MIQ . . ..... . ...
Safety information ovagoble froor Truss PprIss institute, 218 N, Lee Street. Suite 3 Z A nor. VA 22314,
WARNING. Varityde.19ripwastuStwe and REAL} NOTES ON rM ANY ML[1 ED UTEK REFERENCE PA9EWIM rev. i VIS BEFORE CFSE.
Design valid for use onlywith M7e b connectors. The, design is based only open parameters shown, and is for on individual battling corxsponent. not
a truss system. Before use, the butding, designer must verity the oppicability at design parameters and property incorporate this deatsh into the overs al
building designs. Bracing indicated b to prevent buckling of aadividuol truss web and/or aloud members onty_ Addliond lerripotory and permanent bracing 1Yi: t�+'ftA
is oNvoys rocifulhtd tar sloolity and to prevent collapse w0h possible personal" and property damage. For general guidance regarding the ?7iA t3raenback Lane
fabrication, storage, defivery, erection and bracing of trusses curd truss systems. sae ANSI�//T�P11 QuaSky Criletio, DSS -84 and SCSI SvSdtng Component 1777 t re
Safety information ovaliable horn Truss Plate 3nsPitute. 218 N, Lee Street, Skme 312, Ataxandria, VA 22314. State
4-2-2 1 3-10-10 5-4-8 64-8 6-5y13 7-1-10 74-10 7-6-2
MW
w
PC]
010 � 44 = 3X4 =
LOADING (Pat) SPACING- 2-0-0 CSLIn ('OC) "its" d PLATES GRIP
TCLL X0 Plate Grip DOL 1,15 TC 0.95 v:,Ftj(�LL) -0.1014-16 >999 240 MT20 1971144
TCDL 18,0 Lumber DOL 1.15 IC 1.4' v`T` 422 20-21 >999 180 L - 236 Its FT - 01A
BOLL 0.0 Rep Stress Incr YES M 0.87 H =(TL) 0.05 12 We n/a
BCOL 7,0 Code IRC2012ITP12007 (Matrot-M)
LUMBER- SPACING.
TOP CHORD 2x4 SPF No.2 TOPCHORD Structural wood sheathing directly applied, except and verticalli, and
BOTCHORD 20 SPF No.2 2-0-0 oc pufts (6-0-0 Max.): 1-3.
WEBS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-" oc bracing: 17-19,16-17,
WESS I Row at midpt 4-17,6-17,7-16,8-16, W14
[beM f- M k nioommends that
i7ell nrumeend I Stabilizers and requited cross bracing
a it
installed during truss erection, In accordance with Stabilizer
Itiat,
Instal
L
REACTIONS, (lb/size) 21-706/Mechanical, 17=3103/0.6.8,12-1329/Mechanical
Max Herz 21-377(LC 10)
Max Uplit21 -65(LC 8), 17-222(LC 12), 12-76(LC 12)
Max Grav 21 =776(LC 21), 17-3103(LC 1), 12-1351 ILC 22)
FORCES. (lb) -Max. Comp,/Mair, Ten, -All forces 250 Qb) or Was except when shown.
TOPCHORD 2 -23 -825161,3 -23-820/62,3-4=-2611231,4-6-231630,5-6=0/823,6-24-5191235,
7-24--3931266,7-25-3681245,8-26-620/216,8-9--10211231, 9-10-12681169,
10-26-165,3/195, 11-26-17951163, 11-12-13011168
BOTCHORD 20 -21 -561715,19-20--2/822,17-27--664/253,16-27=-6641263,16-28=0/998,
15-28-0/996, 14-16-0998, 13-14=-86/1479
WEBS 2-21--862/144,3-19=-8141124,4-19--271502,4-17--WISS, 6-17=-2293/265,
6 -16 -7311634,7-16-328/0,8-16--11191210,$-14-26t520,10-14-697/147,
11-13-26/1312
NOTES -
1) Unbalanced roof five loads have been considered for this design,
V to a anicat Connection
17-222.
10) "Semi-rigid pitchbreeks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
11) Graphical purtin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord,
April 22,2016
WARWRO - Verify dissfirn parameters and READ NOTES ON TMS AND WCLWED 40TEK REFERENCE PAGE W1471 rev. 14AMOIS BEFORE LIM
Deena ootid for use oref vr0h MiTeise connectors. This design is based one, upon parameters sheen, smuts for on individusit buNding Component, not
a truss system. Before use. the building designer must verify the oppticabrity of design parameters and property incorporate This design into the overset
Widing design, Bracing hdir-seed k to prevent buckling of hdfAdv al truss web and/or chord members only, Addifionot hsm;'>wwy and permanent rx"Cing PTek*
is oivmys required for debility and to prevent co with possibte personal Injury and property damage. for generse guidance regotding the
fabrication, storage, deRvery, erection and bracing of trusses and truss systems, see ANSlfl?n Quality Ctffedo„ OSS -89 and 6CSf livilding Component 7777 Gr"nbft* Lope
Safety Information avoitobte from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexondrio, VA 22314, suite 104
- --__-__.__1 gorul Hrw —
W, _j C&1�
4tiARWNG • Verod"lonpArametersond READ NOTES ON rRf$AM0jfqC4,U0EDMTEKAEFERENCE PAGE W7474 rev, 14"V2015 BEFORE USE,
Design vatid far use or* Wth NVTeM connectors The design e based only upon parameters $flown, and 4 for an individual building component, not
incorporate this design into the overall
a truss system, Before use, the building designer most verify the oppBeabiltty of design porantefed and property
individual truss chard members only, Additional temporary and permanent bracing
building design. Searing kulicated is to Prevent buckling of wetr and/or
e ONYOY$ required for stakilty and to prevent collapse with possibte personal kttury and property damage, for general guidance regarding tate
7777 Green Lam
fabrication, stowage, deliver/, erection and bracing of trusses and Pod; systems. See ANSIJPII Qualit}r CrSerfa, OSS -85 fund SCSI Sultding Component
Srate 708
Safety Information ovdbbfe from Truss Plate institute, 218 N, Cee Street, Suite 3t Z Alexandria, VA 22314,
5-4-11 6-9-14 6-9-14 6-3.1 b-1-15 1-10.0 ."r
Dfis lza
22 21 20 19 1&8 = 27 4XIO = 2a 14 Ij 12 11
3A ti 310 = 46 2X5 11 3A BI 34 = 3X4 It
Bell Off
5
LOADING ( L it PLATE$ GRIP
(psi}
SPACING- 2-0-0 CSTC 0,89 DEFL. in (10c) t1dell MT20 1971144
TCLL Plate Grip DOL 1.15 TC -0,09 11-12 >999 240
Lumber DOL 115 BC 0,43 Vert(TL) .0,24 12-14
TOOL 18,0 >999 180 k4T20HS 1481108
BOLL 0.0 Rep Stress Ince YES WB 0.90 Horz(TL) 0,03 11 die I'da
BCDL 7.0 4 Code IRC2012(rPI2007 (Matrix -M) Weight: 242 to W FT -O%
LUMVIER- BRACING -
TOP CHORD 20 SPF No.2 *Excepe TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except
8-10: 2x4 SPF 165OF 1.5E end verticals, and 2-" oc purlins (4-5-9 max.): 1-2.
BOT CHORD 2x4 SPF No2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except:
WEBS 2x4 SPF No,2 6-0.0 oc bracing: 18-19,16-17,
WEBS I Row at Mkipt 3-17,6-16,7-16,9-15
2 Rows at 1/3 pis 5-18
[
Mitek that Stabilizers and r0441 CrOSSirsIC109
IT"
be Instailed during truss erection, In accordance with Stabllbt6r
last.
Ign.stalladii We
REACTIONS. (lb/sae) 22-673/Mechanicai, 11-1297/Mechanical, 18316810-5-8
Max Herz 22-349(LC 10)
Max Uplift 22-35(LC 12),11-77(LC 12),18-21 8(LC 12)
Max Grav 22-737(LC 21), 11 =1 340(LC 22),18-3168(LC 1)
FORCES. (lb) - Max, CompJMax. Ton, - AD forces 260 (lb) or loss except when shown,
TOP CHORD 1-22-6971110,1-23-1 164196,2-23=-1 161197,2-3-4251'155,34-67/792, 4-6=0/1050,
5-24-4811214,6-24--3S3t243,6-26=-3501233, 7-26-4971200,7-8-108312,26,
B-9-12591159,9-26-16311202,10-26=-178"63,10-11-12861172
BOTCHORD 21-22-2891W, 20-21-76/1187,19-20-76/1187,17-27=-832t287,16-27--8341287,
16-28-0f)(58, 15-28-0/970, 7-15--421629
WEBS 1-21-11211182, 2-21--376/95, 2-19--976/160, 3-19-01449, 17-19--190/263,
3-17-11021192, 6-16-7611673, 6-16--33913, 7-16-1154/207, 12 -15 -Ml 406,
9-15-583/161, 9-12-307/93, 10-12-1611267, 17-18-3130/346, 5-17-248&281
NOTES -
1) Unbalanced roof live toads have been considered for this design.
ar
vew as Sn* N *
O 141
1) - I nfs Itts's pas 11 1 IN N RON #014 RM!"IRMON
fit between the bottom chord and any other members, with BCDL - 7,Opsf,
9) Refer to girder(s) for truss to truss connections.
18-218.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixfty model was used in the analysis and design of this truss.
April 22,2016
WARNING - V.Ply, d.090 paremfai and READ NOTES ON THIS AXO INCLUDED WTEK REFERENCE PAGE AW -7473 rev. IMMO15 BEFORE USE,
Design vahtj for use onty Wth MTekS connectors, This design is based ohy upon peramehits shown, and Is W an Individual builsfing component, not
a truss system. "fore use. the b0ding designer roust verify she oprificobiffly of design parameters and property hcaporote Ina design Into the overall Ing
buRding design, firocing indicated h to prevent bucking of indivrdual taws "b Spates chord members only. Additional lensporary and permanent broc
Is always reverted W srotiffity, and to prevent colopse with possible personal' and property damage. for general guelonce regarding the
fabrication, storage, delivery, erection and bracing of trusses and INS$ systems, See ANSI/Tyll Qualty Cr is" OSR-81 and SCSI livitsilrut Carnaoftent 7777 Greanba* Lane
sufte 109
Safety Information available from Truss triple institute, 218 N. Lee Street, Suite 312, AtexonSkia, VA 22314 Citrus fta!4L CA 951
It3:dk6Hgz01 ok6Q3xl i bYZI Gg
NOTES -
11) Graphical penin representation does not depict the size or the orientation of the pudin Tong the top and/or bottom chard.
WRRwma - lswy dwitoparmovint and READ NOrEs ON rt#S AND INCLUVED S#TEK REFERENCE PAGE -7479 rw I"W"fS BEFORE USE,
" aw
Design valid for use only rtth MiTe connectors. this design is based only upon ameters shown, and is for an Indyiduat building component, not
a truss system. Before use, tree building designer must verify the oppficabrirty of design parameters and property Wcorfyorofe this design thin fine overall
Additional temoorars, and pemjpqrnt bracing
bun" ng design. Bracing Indicated is to prevent bucking of hdividuot truss web ondlor chord members only.
is oNmys required for stability and to prevent collapse vAth respibte persond inlixy and property damage. for general guidance regarding the
fabrk:otion, storage, delivery, erection and tracing of trusses and truss systems,. see ANSI/0'n O..W Cohnia, DSS -91 and SCSI Svildinp Component
7777 Green0adf Lane
gape 109Solely
Information ovally from Truss Plate hstitute, 218 N, Lee Street, Suite 312. A exonciria, VA 22314,
C r s hie s CA 5
4X6
0-4-a a-V'u DMV 0"f -'D r-ru-o ..a e.
EM
8x12 MT20HS — 3s4 = 44
Platte gffsets (&Y E a0 1.1 1ti.0- e . 114:M
LUMBER-
CHORD
2X4 SPF NO.2
7-9:2x4 SPF 0e
CHORDSOT 2x4 SPF NO.2
REACTIONS,WEBS 2x4 SPF No.2
+ ,
Max Herz 18-337(LC a
Max a
300 — 13 11
3x4 it 3x8
.5100 ."
CSI, DEFL in (too) Udeii Ud PLATE$ GRIP
TO 0.93 Vert(LL) -0.32 15-17 >999 240 MT20 1971144
C 0.93 Vert(TL) 460 15-17 >799 160 MT20HS 1491109
we OAS Harz(n) 0"17 10 n1a Na
(Matrix-M)Weight: 203 to FT -O%
SPACING -
TOP CHORD Structural wood sheathing directly applied„ except end Vertl&
BOT CHORD Rigid calling directly applied or 10-0.0 oe bracAng, 8xcapt.
2-2-0 oc ng: 15.17.
BS 1 Row at mpt 4-17,4-15,6-15,8-14,2-18
MtTak recd rads that stabilizers and required cross bracing
be installed daring truss erection, in accordance " Stabilizer
tnstalla oulde "� _r_
FORCES. (to) -Max. Comp,/Max, Ten, -All forces 250 (to) or less except when shown.
+.. 0" a«
1-18--3131111,9-10-21271266
t• •.*18 -23=-16212329,23-24-162/2329,17-24-16212329,17-25-109/2329,
16-25-10912329, i6-26-109/2329,15-26-10912329,15-27=-123/2604,
e.
, 6-14-461629
WEBS 4-16-6681170, 5-15=-232/1447,6-15-1151/209,11-14-22712620,8-14--2561118,
8-11-7081139,2-18--28031256,9-11--16012520
NOTES -
1) Unbalanced roof live loads have been considered for this design.
#
fa
i +01.
8) Provide mecrartcat connection toy others) or truss to Deanny plate,#W00
10-140.
9) 'Seno,�id pitchbreaks with fixed heets" Member end fixity model was used in the analysis and design of this truss.
WARWN3. VwW design parameters and READ NOTES ON THIS AIWA INCLUDED Arl7EK REFERENCE MME AM -7473 rev, 1" "015 BEFORE USE.
Design valid for use only Win MGTek connectors. This design is based onry upon parameters shown, and is for an individual building component, not
a truss systrest Before use, the buirding designer must verify the applicob#9fy of design patometers rind property Incorporate this design into the overaft
budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord rnembers ordy. Addifianai temporary and permanent bracing
is chNoys, reacted for fidelity and to prevent colopse with passible personal iniury and property damage, For general gutdornce regarding tate
fabrication, storage, delivery, erection and bmcfng of trusses and truss systems, see ANStt6Ptt Quarly Cifforra, 0S5-89 and BGS# Building Component
Safety Information ation available from trans Pate Institvte, 218 N. Lee Street" Suite 312, Alexandria, VA 22314,
April 22,2616
7777 Greersba
LOADING (Psf)
SPACING-
2-"
TCLL
1
Plate Grip DOL
TCDL
18,0
Lumber DOL
1AS
BOLL
as
Rep Stress Incr
YES
4.
TO
Code IRC2012rrPI2007
LUMBER-
CHORD
2X4 SPF NO.2
7-9:2x4 SPF 0e
CHORDSOT 2x4 SPF NO.2
REACTIONS,WEBS 2x4 SPF No.2
+ ,
Max Herz 18-337(LC a
Max a
300 — 13 11
3x4 it 3x8
.5100 ."
CSI, DEFL in (too) Udeii Ud PLATE$ GRIP
TO 0.93 Vert(LL) -0.32 15-17 >999 240 MT20 1971144
C 0.93 Vert(TL) 460 15-17 >799 160 MT20HS 1491109
we OAS Harz(n) 0"17 10 n1a Na
(Matrix-M)Weight: 203 to FT -O%
SPACING -
TOP CHORD Structural wood sheathing directly applied„ except end Vertl&
BOT CHORD Rigid calling directly applied or 10-0.0 oe bracAng, 8xcapt.
2-2-0 oc ng: 15.17.
BS 1 Row at mpt 4-17,4-15,6-15,8-14,2-18
MtTak recd rads that stabilizers and required cross bracing
be installed daring truss erection, in accordance " Stabilizer
tnstalla oulde "� _r_
FORCES. (to) -Max. Comp,/Max, Ten, -All forces 250 (to) or less except when shown.
+.. 0" a«
1-18--3131111,9-10-21271266
t• •.*18 -23=-16212329,23-24-162/2329,17-24-16212329,17-25-109/2329,
16-25-10912329, i6-26-109/2329,15-26-10912329,15-27=-123/2604,
e.
, 6-14-461629
WEBS 4-16-6681170, 5-15=-232/1447,6-15-1151/209,11-14-22712620,8-14--2561118,
8-11-7081139,2-18--28031256,9-11--16012520
NOTES -
1) Unbalanced roof live loads have been considered for this design.
#
fa
i +01.
8) Provide mecrartcat connection toy others) or truss to Deanny plate,#W00
10-140.
9) 'Seno,�id pitchbreaks with fixed heets" Member end fixity model was used in the analysis and design of this truss.
WARWN3. VwW design parameters and READ NOTES ON THIS AIWA INCLUDED Arl7EK REFERENCE MME AM -7473 rev, 1" "015 BEFORE USE.
Design valid for use only Win MGTek connectors. This design is based onry upon parameters shown, and is for an individual building component, not
a truss systrest Before use, the buirding designer must verify the applicob#9fy of design patometers rind property Incorporate this design into the overaft
budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord rnembers ordy. Addifianai temporary and permanent bracing
is chNoys, reacted for fidelity and to prevent colopse with passible personal iniury and property damage, For general gutdornce regarding tate
fabrication, storage, delivery, erection and bmcfng of trusses and truss systems, see ANStt6Ptt Quarly Cifforra, 0S5-89 and BGS# Building Component
Safety Information ation available from trans Pate Institvte, 218 N. Lee Street" Suite 312, Alexandria, VA 22314,
April 22,2616
7777 Greersba
Truss Typeoty Ply crsekeoeiaus4701ALot 10 R47130697
Roof Spedw I 1
I I
T640sSet,292015filliTek tnot"tref"'ins, ThUApr 21 11:5Q1
dkffl
�0:igzQlok6Q3x3IbYZlGgykt,Ht-4ntme4GetMvnT77QAV3J?OibAas7I
6-9-6 6-5-14 6,5-14 54-16 4.1.6.,....,...,..._...4 4 94 5.492 2-"
W93murm
24 25 2X4 11
3x4 6
3x6 �- 3x4
3x4 3 7 IOX20 MT20HS
25 2X
a4 1
3X4
7 '000 MT20H$
2
26
23
a X,(
X10
axe = 12
3X10MT20HS 11 sirs = 3x4 = 06 = 010 = 20 ll
LOADING (pso SPACING- X 2;!" CSI, DEFL. In (too) Well Ud PLATES GRIP
�999 :240 MT20 1181123
TCLL 0 Plate Grip DOL 16 TC 'Vert(LL) 0.34 12.13 >
TCDL 18,0 Lumber DOL 1.15 j SC 0:'84 VerfTL) -0,77 12-13 >639 180 MT20HS 81/102
SCLL 0.0 Rep Stress Incr YES WS 0,75 Horz(TL) 0,39 10 n1a n/a
Code IRC2012/TP12007 (M -M) 7,0 L,�l 7 lb FT , 0%
SCOL
LUMBER- BRACING -
TOP CHORD 20 SPF No2 -Except' TOP CHORD Structure) wood sheathing directly applied, except end verticals,
1-3:2x4 SPF 1650F 1,5E, 8-10: 1.5X7.25 Microllarn LVL 2.0E TG SOT CHORD Rigid ceiling directly applied or 10-0-0 be bracing.
SOTCHORD 2x4 SPF No.2 *Except* VVESS I Row at mWpt 4-15
mi -T recommends that Stabilizers and required cross bracing
9-13:2x4 SPF 240DF 2.OE
VVESS 20 SPF No,2 lbe t..taj=edd.,nng truss; ere chon, in accordance with Stabilizer
REACTIONS. (tbfaize) 19=226010-", 10-2263/0-5-8
Max Herz 19=-310(LC 10)
Max Upfift 19-1 45(LC 12),10-143(LC 12)
FORCES. fb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown,
TOPCHORD 1-23--32341323,2-23-3103/361, 2-3-3047/364 3-4-2797/421, 4-24--26021416,
6-24#-2350/445, 5-25=-3348/574, 6-25--34711545, 6-7--3437/461, 7-6-41411473,
8-26--4952/496, 9-26--4976/462, 9-10-10021135, 1-19-2209/270
BOTCHORD 18-19-2071388,17-18-17312775,16-17-101/2601, 16-27-IGI/2601, 15-27--10112601,
6-13=-5201160,12-13-18913603,11-12--322/4553,9-11-323/4544
WEBS 2-18--444M9, 2-17-3121101, 4-17-61313, 4-15-867/178, 6-15-861502,
13-16-W001, ,w ++ 8�12-11581163,
1-18--189/2648
NOTES -
1) Unbalanced roof live loads have been considered for this desigm
15ft B-45ft,L-24ft Sft�
JER.T.71lit J . NNIWI
it feanal, at joirals) I
of bearing sufface
*f IMMkjii��
isf;iiik,4RrLhc9 W044-0&2" --al-elf.
10-143,
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
WARNING . V.0y dough, pwarnoter, sod READ NOTES ON TWS AND wctuma wrEaREFEREncE PAGE W-7471 rev, fom"DIS BEFORE USE,
Design valid for use only with Waldo connectors. this design is based ofes, apron phsonselers shown, and 4 for an inofividuot building coarporrent. not
a truss sys fern, Before use, the building designer must verity the oppitcobilty of design poroetea and property incorporate ft design into the overoff
building design, Bracing indicated is to prevent buckling of knalvidual truss web and/or chord mearbers only, Additionot temporary and peorsonwrif trrocing
4 oNvoys required for slobMity and to prevent coflome vvith Froubte personal injuy and property damage. For general guidance regarding the
fabrication, storage, delf,", emclion and brocing of trusses and truss systems, see ANSInfru Quettly Crftedo. OSB -84 and 801livilifingConsporno"t 7777 Greenbesk Lane
Safety Infirshiallosis available from Tons Hate frssfitute„ 218 N. tee Street. SrAte 312, Alexondriti, VA 22314. Suite 109
I
M.
M�
Im
19 Is 17 In Off is 14 W 2A 11
4X4 Ii US = 3A = 445 = skin 2X4 11
LOADING (pisf) SPACING- 2-0-0 CSL
TOLL 30.0 Plate Grip DOL 1,15 TC 0,91
TCOL 18.0 Lumber DOL 1,15 BC 0Z6
BOLL 0,0 Rep Stress Inter YES VVS 0.76
BCDL 7,0 Code IRC2012rrPI2007 (Matrix -M)
LUMBER -
TOP CHORD 2x4 SPF 165OF 1.5E *Except*
5-8:2x4 SPF N0.2, 8-10: I,5X7,25 Microllant LVL 2,OE TO
BOT CHORD 2x4 SPF No.2 *Except*
9-13: 20 SPF 240OF 2.0E
WEBS 2x4 SPF No.2 *Except'
1-19:24 SPF 210OF 1,8E
WEDGE
Right: 2x4 SP NsL3
REACTIONS. (Ib/size) 19=230510-", 10=2308/0-"
Max Harz 19-301(LC 10)
Max Uplift 19-148(LC 12),10-146(LC 12)
OEFL.
in (toe)
Vdefl
Lid
PLATES
GRIP
Vert(LL)
-0,36 12-13
>999
240
MT20
118/123
Vert(n)
-0,81 12-13
>619
180
MT20HS
81/102
Horz(n)
0,41 10
n/a
n/a
Weight 220 Its
FT -O%
BRACING-
TOPCHORD Structural wood sheathing directly applied, except end verficals-
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS I Row at mldpt 4-15
FORCES. (lb) -Max. Cornp,/Max, Ten, - Ali forces 250 (th) or less except when shown.
TOPCHORD 1-23-36281355,2.23-3489/394,2-3--3266t377, 3-4-30041436,4-24-26101424,
S�24-24481454,5-25-3458/583,6-25�-3580/554, &7-35471470, 7-8--4255/483,
W72/507,9 -26=-5095t463,9-10--10231137 1-19-2251/275
i4 •'s 18-19--153/529,17-18,-21413121,16-17--12112793, 1:r�-27-121/2793,15-27=-12112793,
6-13-6191160,12-13--198/3704,11-12-33214663,9-11--33314654
WEBS 2-18-296/86,2-17-464/121,4-i7�9/398,4-15--986/189,5-15--891555,
13 -15 -012088,5-13=-255/1896,7-13--9561140,7-12-51/700,8-12-1168/164,
1-18-17812814
W_rii recommends that Stabilize($ and requited gross bracing
be Installed during truss araction, in accordance with Statifter
NOTES -
1) Unbalanced roof live loads have been considered for this design,
� MAeddl � f; TM- I sfflT PT wwmv 7mr VrVKK+X)- f. t' iviioas&A. o-owill, =-5,ft
CaL 11; Exp C; enclosed; MWFRS (directional) and C -C Extesior(2) 0-2-12 to 3-2-12, Interfor(l) 3-2-12 to 20-8-1, Extedor(2) 20-8-1 to
23-8-1 zone; cantilever left and right expotted; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=l .60 plate grip DOL -1 60
3) All plates are MT20 plates unless otherwise indicated,
4) Plates checked for a plus or minus 5 degree rotation about its center.
5) This truss has been designed for a %0 pid bottom chord live load renootricurrent with any other live loads,
6) * This truss has been designed for a live load of 20,Gpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL IfZpsf
7- 1 Ruildin er should verify capacity
TM&Mj-MtlMMjw4 ';w KfzAnrp2S'C deal
of bearing surface. lb) 19=148,
0) e 1hl00fbu.*Iiftat�g�),_axcejLV=
10=146
9) 'Serint-figid pitchbreaks with fixed heele' Member end fixity model was used in the analysis and design of this truss.
April 22,2016
,&WApfflNG.VNyd"g.p..t.�,and REAL NorE$ ON IMSARV INCLUDEONTEK REFERENCE PACE W7473 row.
Design vord for use a* with Mffei* connectors. This design is used only upon parornefers shown and Is for on individual building cornes)"nt not
0 truss system. Sefore use, the tuAkfing designer must verity the appicaulty of design porometers and property incarcerate this design info the overall
building design. firrocing irsdicoled is to prevent bucking of Mdual truss web and/or chord members o*, Additional temporary one penrOnent brocing
is oNvoys reefulied for smeary end to prevent cogrifese with possitite persona! " and property damage, For generof guidance res in the
fabrication, Mourne, delivery, erection and brocks; of trusses and truss systems, see ANS 11 Quality Offerim 054.91 end ficst EuNdIfto Component 7777 Sesta109 greenback Lane
safety Inforempon evoRoble from Truss Plate institute, 218 N, Lee Street Suite 312, Atex VA 22314, Canis
M,
am
24 25 20 11
3A c, 8
Us 4 3X4
3X4 '- 3 7 10.20 MT20HS
2
26
23
10
13 12 11 6XI
axe
19 Is 17 162 is 14 3A = 2X4 Ir
4X4 11 5A = 3A = 4X6 010 2A 11
LOADING (Pat)
SPACING-
2-0-0
TCLL
X0
Plate Grip DOL
1.15
TCDL
18.0
Lumber DOL
1,15
BCLL
0.0
Rep Stress Incr
YES
BCOL
7,0
Code IRC2012frPI2007
CSL
DEFL.
In (toe)
Well
L/d
TC 0,93
Vert(LL)
-0,3412-13
>999
240
BC 0,84
Vert(TL)
-01812-13
>637
180
W8 0,75
Horz(TL)
0,40 10
file
ota
(Matrix -M)
LUMBER -
TOP CHORD 2X4 SPF No.2 *Except*
1-3:2x4 SPF 1650F 1,5E, 8-10: 1,5X7.25 Microllans LVL 2.0E TG
BOTCHORD 2x4 SPF No.2 *Except*
9-13:20 SPF 2 2.0E
WEBS 2x4 SPF No.2 *Except'
1-19:2x6 SPF 210OF 1.8E
REACTIONS. (lb/size) 19-226710-54,10-227010-"
Max Harz 19-309(LC 10)
Max Uplift 19-145(LC 12), 10=-143(LC 12)
ll�
PLATES
GRIP
MT20
118f123
MT20HS
61/102
Weight: 218 tb
FT - 0%
FORCES, Qb) - Max, Comp./Max, Ten.. AN tomes 260 (1h) or less except when shown,
TOP CHORD 1-23=-3287/328,2-23-3154/365,2-3--3082/M, 3-4--28281423,4-24=-2-519/417,
5-24-2365/447, 5-25--33651575,6-25=-34871646,6-7=-34541462,7-8-41581474,
8-26--49701498,9-26--49941454,9-10=-10061135,1-19-2215/272
BOT CHORD 18 -19 -197/417,17 -18--179/2821,16-17-10412632,16-27-10412632,15-27-104/2632,
6-13--6201160,12-13--190/3618,11-12-324/4570,9-11_32514,560
WEBS 2-18-423196, 2-17--327/103, 4-17-51322, 4-15--8851179 5-16-861%9,
13-16-0/2014, 5-13-26411881, 7-13-9511140, 7-12-501696, B-12-11601163,
1-18--185/2669
NOTES -
1) Unbalanced roof live loads have been considered W this design,
2) Vvind� ASCE 7-10; Vuft=133mph (3 -second gust) V(IRC2012)-106mph; TCDL=10.Bpst, SCOL-4,2psf, h-15ft; B-45ft; L-24ft; eave=5ft;
C Exterlor(2) 0-2-12 to 3-2-12, interior(l) 3-2-12 to 19-11-9, Exterior(2) 19-11-9 to
ft
-'k00
Cat, it; Exp C; rsncfosad� MWFRS (directions[) and -C
22-11-9 zone� cantilever left and right exposed; end vertical left and right exposed,,C-C for members and tome s & MWFRS for reactions
0.
a,
Lic % h
Or 6�'
4 W 4�,
shown; LumberDOL-1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise Indicated.
4) Plates checked for a plus or minus 5 degree rotation about its centaC
5) This truss has been designed for a 10,0 psf bottom chord live load nonoorourrent with any other live loads,
6) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide wilt
76
fit between the bottom chord and any other members, with BCDL - 70psf,
acity
7) Bearing at joint(s) 10 considers parallel to grain value using ANSUM I angle to grain formula, Building designer should verify capPe
of bearing surface,
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 to uplift at joint 19 and 143 111, uplift at
sio
joint 10,
9) "Senit-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
, 0 N A
WARRING. V ndRBAV NOTES ON MS AND 1RCtWEo alrelf REFERENCE PAGE W1473 rev. 1003V2015 BEFORE USE
Design valid for use o*,AOh MffeM connectors, This design b based only upon parameters shown, and is tot on Indivlcluol building component, not
a truss system. Before use, the buRding designer must verity the app4cabifirty of des`. on Parameters and property Incorporate this design into the overall
butding design. Bracing hdir-oted 4 to prevent buckling of bndtviduol truss web and/or chord Monbers only. Additional temporary and permanent bracing Me!
is ahvoys required for stability and to prevent C06opse w(rh Possible persorlai Injury and propedy damage, For general guidance regarding the 7777 Green issa Lane
fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIrru'll Quality 040firl, OSS -St and SCSI seeding C""'Pa"""t Suite 109
safety larproustion available from Ices Plate Insfitute, V8 N. Lee Street Suite 312, Aferransift VA 22314,
C
05
5-2-3 6-b-11 5�511 b -f -la 4-1-0 — 1.
19 Is
3x16MT20HS if 06
#
LUMSER-
TOP CHORD 2X4 SPF NrL2 *ExoepV
8-10� 1,5X7,26 Microllarn LVL 2,OE TG
BOT CHORD 2x4 SPF No,2 *Except*
9-13� 20 SPF 240OF 2kE
%I&BS 2x4 SPF NO.2
REACTIONS. (lb/size) 19=2179/0-", 10=2182/0-6-8
Max Horz 19-326(LC 10)
Max UpJJft19-140(LC 12), 10138(LC 12)
17 1. is 14 3x4
3x4 = Us = 4XI6 = 2X4 11
DEFL. In Qoc) Videll Lid
Verl(LL) -0,31 12-13 >999 240
Vert(TL) -010 12-13 >677 180
Horz(TL) 0,37 10 GIB Da
2Y4 " 5x12 =
PLATES
GRIP
MT20
1181123
LOADING (Psf)
I wl ^���
SPACING-
2-
TOLL
30O
Plate Grip DOL
I
TOOL
1&0
1
Lumber DOL
I
SCLL
00
Rep Stress Incr
Y
SCOL
7,0
Code IRC2012rrPI21
LUMSER-
TOP CHORD 2X4 SPF NrL2 *ExoepV
8-10� 1,5X7,26 Microllarn LVL 2,OE TG
BOT CHORD 2x4 SPF No,2 *Except*
9-13� 20 SPF 240OF 2kE
%I&BS 2x4 SPF NO.2
REACTIONS. (lb/size) 19=2179/0-", 10=2182/0-6-8
Max Horz 19-326(LC 10)
Max UpJJft19-140(LC 12), 10138(LC 12)
17 1. is 14 3x4
3x4 = Us = 4XI6 = 2X4 11
DEFL. In Qoc) Videll Lid
Verl(LL) -0,31 12-13 >999 240
Vert(TL) -010 12-13 >677 180
Horz(TL) 0,37 10 GIB Da
2Y4 " 5x12 =
PLATES
GRIP
MT20
1181123
MT20HS
1481108
Weight: 213 lb
FT - 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end vertical$,
BOTCHORD Rigid Calling directly applied Or 10-G-0 OC bracing,
WEBS I Raw at midtit 4-15,6-16
mrreiWie a that Stabilizers and required cross bracing
'T" I I
hehnstalled during truss erection, in accordance with Stabilizer
Or
NOTES -
1) Unbalanced roof live loads have been considered for this design, —seant—
a $s as Ban n
fit between the bottom chord and any other members, With BCOL = 70psf
—Irbealitri-i
of Deering surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 19 and 138 tb uplift at
joint 10.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the an*sis and design of this truss,
,&WARNING � Verify dW90 seev.,stas, and READ NOTES ON TIES AND fact,obec WrEK REFERENCE PAGE W7473 rev. 140MIS BEFORE USE,
Design vdid for use a* Y41h MTekO connectors. The design is based a* upon powornelem shows. and 4 for on Individuas burning component, not
a truss system. Sefore use, the bukring designer must verity the applicobites, of design parameters and property incorporate this dissign into the ovefou
bkAdbAg design, afocing indicated is to prevent buckling of rnsfividual Ores web and/or chord members onry. AddWresil temporary and permanent bracing
is oNvoys requked for stability and to prevent colkipse vilh possibie personal lnMy and property domorge, For general guldonce regotdiog the
fabrication, storage, deWery, erection and bracing of trusses and truss syStefor, See
SoNstylliforroafloss avoilobtee tarn truss Plate irnfitute 218 N, Lee Street, Scaife 312, Alexandria, VA 22314.
April 22,2016
rrvim
M
4-6-12 ti-li-I a -W -f _r- . -1 ---
NNUM
19 Is 17 4f so 15 14 30 2X4 11
2x4 II 3x10 3X6 = 4x8 2A It
LOADING (ps"SPACING- 2-0-0
CSL
TOLL :Z0 Plate Grip DOL 1.15
TC 0.80
TCDL 18�0Lumber DOL 115
BO0.99
BCLL 0.0 Rep Stress Inca YES
WS 092
BCDL 7"0 Code IRC20121TP)2007
—1 (matrix -M)
LUMBER -
3) Plates checked for a plus or minus 5 degree rotation about As center,
4) This truss has been designed for a 10,0 pat bottom chord live load nonconcurrent with any other live loads,
TOP CHORD 2X4 SPF No.2 -Excepe
structural wood sheathing directly applied or 2-2-0 oc purims, except
8-10: 1,5X7.25 Mi lam LVL 2,0E TG
end verticals.
DOT CHORD 2x4 SPF No.2 *Except*
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
9-13: 2x4 SPF 165OF 1.5E
6-" oc bracing: 17-18
WEBS 2x4 SPF No.2
2-2-0 oc braclnq: 9-11,
WEDGE
I Row at midpt4-15, 6-15
Right: 2x4 SP NO.3
recommends that Stabilizers and required cross acing
REACTIONS. (lb/size) 18-2466/0-5-8, 10-189710-5-8
Max Harz 18--326(LC 10)
Max Uplift 18-289(LC 12), 10-111(L 12)
DEFL. In
(toe) Udell Lid PLATES GRIP
Vert(LL) 426
11-22 >W9 240 MT20 1181123
Vert(TL) -0.6011-22
>696 180
Horz(TQ 0.31
to We Na
shober DOL-1.60 plate grip DOL#160
J Weight: 213 to FT - 0%
BRACING-
3) Plates checked for a plus or minus 5 degree rotation about As center,
4) This truss has been designed for a 10,0 pat bottom chord live load nonconcurrent with any other live loads,
TOP CHORD
structural wood sheathing directly applied or 2-2-0 oc purims, except
5) * This truss has been designed for a five toad of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-" oc bracing: 17-18
of bearing surface•,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289 to uplift at joint 18 and 111 As uplift at
10.
2-2-0 oc braclnq: 9-11,
WEBS
I Row at midpt4-15, 6-15
N A
recommends that Stabilizers and required cross acing
efnstalfed owing truss erection, in accordance VAth Stabliizer
st
[b�MiTe—krecommends
In lation ulde,
taL I
FORCES, (lb) -Max, Comp./Max, Ten, -Aff forces 250 (to) or less except when shown.
TOPCHORO 2 -23 -117/327,2-3-1589/165,3-4-1327/214,4-24-17191302,5-24-16671331,
5-25--2474/466, 6-25--2597/437,6-7-25651352,7-8=-3257/363 6-26-39791377,
9-26--40031332, 9-10--839/115
*• s- 17-18-332/244,17-27-011369,16-27=011369,15-16-Qfl369,6-13-528/162,
12-13-9212818 11-12-212/3662,9-11-21413656
WEBS 2 -18 -2277/348,2-17-172/i760,4-17-8631163,4-15=-911283,6-15--310130,
13-15=011328,5-13-228/1713,7-13=-9221137,7-12--451649,8-12-lG4Otl48
NOTES -
WARNWO - ON TIWS AWINCLUDEONTISKREFERENCE PAGE -7479 rev. 1AVVM5 BEFORE USE,
1) Unbalanced roof live loads have been considered for this design,
2) Wind� ASCE 7-10; Vult-133mph (3 -second gust) V(IRC2012)-105mph; TCDL=10,8psf; SCDL-4.2psf; h=15ft; B-45ft: L=24ft; eave=5ft;
1.S7_ O
Cat, 0; Exp osed; MWFRS (directions() and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 18-3-9, Extesrior(2) 18�3-9 to
21-3-9 zone; cantilever left and right exposed; end vertical " and right exposed;C-C for members and forces & MWFRS for reactions
building deign. Bracht; indicated is to prevent buckling of Individud truss web and/or chord menviars only, Additional and permonent
to with personal'r and property da e. for general guidance regarding the
shober DOL-1.60 plate grip DOL#160
7777 GessertswA Lane
Was WO
;V
3) Plates checked for a plus or minus 5 degree rotation about As center,
4) This truss has been designed for a 10,0 pat bottom chord live load nonconcurrent with any other live loads,
rr
5) * This truss has been designed for a five toad of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
41 66 0
fit between the bottom chord and any other members, with SCOL - 7.Opsf
6) Bearing at joint($) 10 Considers parallel to grain value using ANSVTPI I angle to grain formula, Building designer should verify capacity
of bearing surface•,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289 to uplift at joint 18 and 111 As uplift at
10.
joint
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
N A
WARNWO - ON TIWS AWINCLUDEONTISKREFERENCE PAGE -7479 rev. 1AVVM5 BEFORE USE,
Design valid for use ontyyith Naze M connes: ton, This deign is broad only upon parameters shown, and is for an individual btrilding component, not
o truss system. Before use, the building designw must verify the oppflootsffity, of design parameters and property incorporate this design We the overate
temporary bracing
building deign. Bracht; indicated is to prevent buckling of Individud truss web and/or chord menviars only, Additional and permonent
to with personal'r and property da e. for general guidance regarding the
is oNvoys required for stopffily and ixevenj colsopes possible
tabric.olisyn, storage, delivery, erectron and bracing of trusses and tMes systems, see ANSI/MIChnstill Crifoda, OW99 and RCSI turldt"It C*1aP0ft*A1
y
7777 GessertswA Lane
Was WO
Safety information ovoitable- from Truss Plate tnsfirote. 218 K Lee Street. $Wss M. Atexondslo, VA 2231 4.
44
�.. a��-Wiz_"�,._�na.__m___�1--� ...__-.�}___.-_ia:�:��. _._--.-�.___ as t�ts_.�-_��...� ze�2•e �_�}__-_-_-��5�s__w_A...�m...._..aa�o-o �_---4
4-9.12 6.9.7 6-9-7 5-7-15 5.3-0 5-3.0 S CrS
2xA 11 3a 3x10
LOADING a
a
TOLL
ft
DOL
1.15
w
DOL
BOLL
E
« Stress Incr
YES*
BODL
70
Code IRC2012/TP12007
REACTIONS.IN �Nffiolilffb'
OUT RA�Mffi
20-246910-6-8,11-1899/0-5-8
Max Horz f f
Max f
34 = 3x10 == 1s 13
2x4 11 3x6 _ 5100
12 11
5xs 3xiOMT20HS if
CSL DEFL, in (too) tided Ltd PLATES GRIP
TO 0.80 Vert(LL) -0.1216-17 >999 240 PMT20 1971144
SC 0.63 Vert(TL) -0,3018.17 >999 180 IMT20HS 1481108
0,92 Horz(TL) 0^09 11 n/e he
(Matrix-M)Weight: 212 to FT -O%
BRACING -
TOP CHORD? Structural wood sheathing directly applied or 2-2.0 oc purlins, except
end vertkaW
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
ccbracing: 19-20.
SS 1 Row at rrtidpt 4-17,6-17 _
�Instaflat
Tek r nds that Stabilizersand required cross bracing
installed during truss erection, In accordance Stabilizer
d_
FORCES, a " a r r
•• CHORD2-22--1151327,2-3-15931156,3-4-1331/215,4-23-1727rjo3,5-23-15641332,
5.24-16651354,6-24--1697/325,6-7-23391351, e
sat •'• a a f * • f at
ff, f
WEBS 2 -20= -2281/347,2-19--17111763,4-1"661162,4-17-90/287
6-17-1089/201, 13-16-109/2070, 7-16-251/115, 7-13-297113, 9-12-463/84,
10-12-143/2132
•
Unbalanced roof live loadsbeen o d k for desigm1jNkfr. a ri qy
f: ASCE a « f f k M r • +Mw"w" iMVI rub 1} 1
Win
irectional) and C -C Exterior(2) 0-1-12 to 3.1-12, Interior(l) 3-1-12 to
i right exposed; «rR cr;C-C for members and •* R ✓
'R r r21-3-9 zone; D sx r+. f plate ft agrip ► f3 k605) This truss has been designed for a 10,0 pal bottom chord live load nonconcurrent with any other live loads.
3) All plates are MT20 plates unless otherwise indicated,
4) Plates checked for a plus or minus 5 degree rotation about Its center.
F
) „ :e • «• designed for - toad of f to on e bottom :.i « -,rectangle.. .. s ...la a 1 • r � M
fit between the bottom chord and art
7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 288 lb uplift at joint 20 and 1141bupffflat
R 0
ra pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of Ry
f
wA8w. w • vedir, desVP neamlies and geso NOTES per Tws 4HD mcLurtEatatifFir REFEREBfcE PAGE M8.7472 fay. t .V2015 aEFO RE VSE.
Design valid for use only with WOO connectors. This design is based only upon parameters shown, and is for ear Individual butiding component, not
a truss system. Before use, the building designer most verify etre apploobIty of design parameters and Property incorporate this design into the overact
building design.. Bracutg Indicated is to prevent buckling of individual truss w+eb and/or chord members ants. Additional temporary and permanent bracing
is always required for stabRdfy and to prevent co#opse with possible personal intory and property da for general guidance regarding the T7Ti Gtssn t,.srrs
fabrication, storage, dekvery, erection and brae" of trusses and truss systereu, sce 4Fdit%ePin Q+raMy CrS , DSB•84 and OCSt BuBdsxQ Compscraesri sults 109
Sefetytntormliffors evadable from Truss Plate Institute. M N. Cee Street, Suite 31Z Alexandria, VA 22314,
Scale -1181A
6X6
&00 Fli,
15 14 13 20 12 21 11 10
3xI6MT20HS 300 3x8 3x10 30
4X6 =
9 a
S,t = 3x101VT20HS 11
LOADING (Pat) SPACING- 2-" CSL DEFL. in (too) Well Lid PLATES GRIP
TOLL 30,0 Plate Grip DOL 1,15 TC 1100 Vert(LL) 415 10-12 >999 240 MT20 1971144
TCDL 18.0 Lumber DOL 1.15 SC 0,69 Vert(TL) -0.33 10-12 >999 ISO MT20HS 1481108
BCLL 0,0 Rep Stress Incr YES WB 0,68 Horz(TL) 0,09 8 n/a n/a Weight: 185 tb FT 1 0%
BCDL TO Code IRC2012ITP12007 (Matrix -M)
LUMBER- BRACING- applied, except end verticals.
TOP CHORD 2x4 SPF No.2 *Except* TDP CHORD Structural wood sheathing directly
5-7: 2x4 SPF 1650F 9.5E BOT CHORD Rigid ceiling directly applied or 10-0.0 go bracing.
BOT CHORD 20 SPF No,2 v%EBS I Raw at midjr, 2.14,2-12,4-12, 6-99, 1.15
BS 2x4 SPF No,2 MiTbe installed �WE
MiTek recomments that SderS tabiland required cross 9 nstalled during truss election, in accordance with Stabilizer
REACTIONS. (Wsize) 16-19821MeciTanical, 8-1982/Mechanical
Max Harz 15-410(LC 10)
Max Uplift 15-129(LC 12), ff—I 26(LC 12)
FORCES. (th) -Max. ConspJMax, Ten. -AN forces 250 (1b) or less except when shown,
TOP CHORD 1 -16 -1716/247,2 -16-15801290,2-17--17761350,3-17-1601/379,3-18--1594/397,
4 -18 -1772/364,4 -6--2174t377,5-6--2450/314,6-19-26751325,7-19--2817/283,
1-15-19331269, 7-8--19291248
BOT CHORD 14-15-2861348, 14-20--5511544, 13-20-5511644, 12-13-5511 644, 12-21-101/2054,
11-21--10112064,10-11-101/2054,9-10--20312392
WEBS 2 -14 -820/164,3-12-1741863,4-12--10291203,4-10--14/423,6-10-460/125,
6-9-317/93,1-14-16611666, 7-9-144/2231
NOTES -
1) Unbalanced roof live toads have been considered for this design,
2) Vilind: ASCE 7-10; Vuft-133mph (3 -second gust) V(IRC2012)=105mph; TCDL-10,8psf', BCDL-4.2p$f,, h-15ft; B-45fl; L=24ft; eave-Sft;
Cat, 11; Exp C; enclosed; MVVFRS (directional) and C -C Ext r(2) 0-1-12 to 3-1-12, interics(l) 3-1-12 to 14-7-9, Exterior(2) 14-7-9 to
17.7-9 zone, cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MViFRS for reactions
shown; Lumber DOL 169 plate grip DOL =1,60 0 LICP
3) All plates are MT20 plates unless otherwise indicated.
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 nonconcuffent with any other live foods,
6) * This truss has been designed for a live load of 20,Opsf on the bottom chord In aft areas where a rectangle 3-6-0 tall by 2-0-0 wide wit
fit between the bottom chord and any other members, with BCDL = 7.Opsf.
7) Refer to girderts) for truss to truss connections. and 125 to uplift at
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint IS
joint 8.
9) "Serni-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
wAgNarg. Ve* d"ern parameters and READ NOTES ON TIOS AM INCLUDED ARTEK REFERENCE PARE W7*73 rw I&OV2015 SEFORE USC
Design vWid TV rise only with Mffeisig connectors. This design is bared orey upon pwoneffers, shown and is for an inalviduat building consponent, not
a truss system, get" use, the Wading designer must verify the applicobilry, of design parameters and PfOP01Y incorporate the design Into the overall
building design, Bracing indicated is to prevent buckling of individual truss web andlor chord members 0*. Additional temporary and permanent bracing
is otvoys required for stooffity and to prevent costabse, with posseve popenol " and property domage. For gented guidance regarding the 7777 Greeressick Lane
fabrication, storage, delivery, erection and brochgortrusses and ftusssysiems, see ANSIAI'll (teelay Criteria, 65649 and 8CS1 Welding Com. ani Suite 109
saretyl"foreation ovortobie, from Truss Plate Instilute, 216 N, Lee Street, Suffe 312, Arexondria, VA 22314,
ext
. . ..............
7-5-9 7-2-1 6.10-3 6-10-3 3,10-4 4-1-12
Scale - 1:78.1
GOO
10 1s 21 14 13 22 12 11
3x1OMT20HS It 3XI6 US = 3xI6 = IoXIO axe
LOADING (psf) SPACING- 2 CSL DEFL. in (too) Vdeft Ud PLATES GRIP
-0,13 13-15 -999 �240 MT20 1971144
, 1�
TOLL X0 Plate Grip D01, �1'5 TC 1.00 Vert(LL)
TCDL 1&0 Lumber DOL I , Be Vert(TL) -0,29 12-13 >999 180 MT20HS 1481108
'15
'5 01' Horz(TL) 0,07 9
BCLL 0,0 Rep Stress Inca YES WB 0.57 n/a n/a Weight 205 to FT - 0%
BCDL 7Z Code IRC2012rrPI2007 (M M)
LUMBER- SPACING-
TOPCHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SPF No,2 'Except' BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing,
9-11: 2x6 SPF 2100F 1,6E, 11-12: 2x8 DF 1950F IJE WEBS I Row at m1dpt 2-15,2-13,4-13, 5-12,1416
WEBS 2x4 SPF No.2�be
r ends that Stabilizers and required croiW—bratinq
installed during truss erection, In accordance with Stabilizer
REACTIONS, (lb/size) 160982/lififechanical, 9-1982/Mechen' cat
Max Horz 16-407(LC 10)
Max Uplift 16-129(LO 12), 9--126(LC 12)
FORCES, (fb) - Max, CorrpJMax. Ten, - AN forces 250 (tb) or less except when shown.
TOP CHORD 1 -17 -171&247,2 -17--1581/290,2-18-1776/350,3-18-1601/379,3-19--16001399,
4 -19 -1765a68,4 -5--24081376,5-6--26571366,6-7--28121349,7-20-25151296,
8-20--2644/276,1-16-19331269,8-9--1907/230
BOT CHORD 15 -16 -276/346,15 -21--49/1543,14-21-4911543,13-14-49/1543,13-22-91/2030,
12-22--91/2030,11-12-189/2457,10-11-218/2288
WEBS 2-15--820/164,3-13=-180/880,4-13--1032/204,4-12-12/440,5-12--564/125,
7-10--561/84,1-15-166/1667,8-10-174/2194
N k OTES-
1) unbalanced roof live foods have been considered for this design,
2) Wim:t ASCE 7-10; Vult-133mph (3 -second gust) V(IRC2012)=105mph; TCDL-I0.8psf:, BCDL-4,2pst h-15ft; B-4611; L=24ft; eave=5ft;
Cat, It Exp, C; enclosed; MWFRS (directional) and C-0 Exterfor(2) 0-1-12 to 3-1-12, Interior(l) to 14-7-9, Exterfor(2) 14-7-9 to
17-7-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & M`iffRS for reactions
shown; Lumber DOL -1,60 plate grip DOL -1,60
ii
L
3) All plates are MT20 plates unless otherwise indicated.
Plates checked for a plus or minus 5 degree rotation ,if Its center,
Nil
*#
-4)
5) This truss has been designed for a 10,0 psf bottom chord live food nonconcuffent with any other live loads,
soo"
S) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
--70r"
fit between the bottom chord and any other members, with BCDL - 70psf,
am
7) Refer to girdfor truss to truss connections. —
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 its uplift at joint 16 and 125 111 uplift at
4iteris) 6
joint 9,
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
NwI
AWANNello. VerifIrdes0tin fransmonsm and READ NOTES ON rKS AND feCLuoFo uTEK REFERENCE PAGE m-7473 rov. 144VIVIS BEFORE USE,
Design valid for use only Mth Mile. connectors. This design is based only upon parameters shism, and is for an individuoltsvildsuo Component not
a truss system. Before use, the building designer must verity the oppitcobillty, of design pons eters end property incorporate this design into the Overall
building design, Bracing Indicated 4 to prevent buckling of individual truss web ondlYor chord members only. Addfionm temporary and permanent bracing
is olymys required for striblilty and to prevent collapse with possible persona/ InW and property da e. For general Sioldonce regarding the
foesicaffam storage, delivery. streclion and bracing of masses and hy truss see ANSI/TPIT gloater Clifestai, OSS -89 and SCSI Building Component 7777 Greentad Lane
suits 109
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexonskirs, VA 22314, CArus L Illiilifi e _ CA 9P
B
MM
s ba
9WIMENIM
16 is 25 14 13 26 12 11 this
=
3xlOMT20HS 11 3x10 =
3,6 = 300 3x4 5XB 6,00
ME
LOADING (psf) SPACING- 2-0-0 CSI. DEFT Lin (loc) Well Life PLATES GRIP
TCLL 30,0 Plate Grip DOL V.ht,(
1,15 TC 1,GO L) -0A7 12-13 >999� 240 MT20 1971144
TCOL 18,0 Lumber DOL IAS 'C' 2 Vert(TL) -0.38 11.12 >999 MT20HS 14&108
BOLL 0,0 Rep Stress Incr YES WB 017 Horz(rL) 0A3 9 hire hire Weight: 187 lb FT - 0%
BCDL TO Code IRC2012fTP12007 (MIlrbl-
LUMBER. BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD structural wood Sheathing directly applied, except end VertiCa4f.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SPF No.2 2-2-0 oc bracing: 9- 10,
SLIDER Right 2x4 SPF No.2 2-0-0 WEBS 1 Row at midpt -- 2-15, - 2-13,4-13,5-12,1-16
rtMi recommends that Stabilizers and required cross bracing
atted during truss erection, in accordance with Stabilizer
aw-ltl
REACTIONS. (lb/size) 16.1987IMechanicall, 9=1987/Mocharrical
Max Harz 16=-397(LC 10)
Max Uplift 16-129(LC 12), 9-1 26(LC 12)
FORCES� (lb) - Max, CompiMax. Ten. - All forces 250 (lb) or less except when shown,
TOPCHORD 1-21--17201248, 2-21--15851291, 2-22-1782M2, 3-22-16071381, 3.23-.1605/400,
4-23-17701370, 4-5-2418/378, 6-6-31631409,$-7-3309/403, 7-24-3358/391,
8-24--34431378,8-9--11251124,1-16-193W$9
BOTCHORD, 15-16--2411336,15-25-26/1538,14-25-2611538,13-14-26tism, 13-2$--$8t2042,
12-26=-68/2042, 11-12--16312376, 10-11--18312612, 9-10-27W970
WEBS 2-15-8221164, 3-13-180/881, 4-13-10311201, 4-12-141444, 6-12-467/122,
5-11-1072t114, 5-10=-125/1324,1-15--16511661
NOTES -
1) Unbalanced roof live loads have been considered for this design,
271ffil4; 4
Cat, fl; Exts C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, interiorl 1) 3-1-12 to 14-7-9, Exterior(2) 14-7-9 to
17-7-9 zone; cantilever left and right exposed; end vertical laft and right exposed�C-C for members and forces & MWFRS for reactions
Shown; Lumber
s• .t plate grip DOL=1 60
3) All plates are MT20 plates unless otherwise indicated,
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,
- �q TAA i* reas where a rectan, le 3-6-0 tall •by 2-0-0 wide will
If
, _ at -a -
fit between the bottom chord and any other members, with SCDL - Ti)psf
7) Refer to girder(s) for truss to truss connections.
-4-P VIEVKM9 129 -tbuii !It at foln I 16 and 126 Its u Plitt at
joint 9.
9) 'Semi-rigid pftchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
April 22,2016
,&WARN Iva . Vedry &,girn pswehv,%.d READ NOTES OR DOS AMD INCLUDED "TEX REFERENCE PACE 1101-747-lrev. IW=fuls BEFORE USE
Design valid for vee o*,Mth MffeW connectors. This design is based sarts, upon Forrometen shover, and Is for an individual buiding component. not
a truss system. Before vara the buitting designer must verify the opisticobrity of design parameters and property incorporate this design into the overall
building design.. Bracing hd1roted is to prevent buckting of lodividud truss vveb and/or chord members Only. Addivanot temporary and pearronent placing
Is always required for stalstirty and to prevent colopse YMh possible persond injury and property damage, For general guidance regarsfing the
7777 Greentra
fabrication. storage, delivery, election and bracing of trusses and truss systems, see ANSOMI QuaNY C1110 u.DSS-99 Saud SCSI flutiftrill Compon "t suite 100
Safety information ovoitable- Rom Truss Ptate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. -PAMbe-ioll
3
7-2 I 6"10-3 6-10-3 3-10-4 4-1-12
am
17 16 22 Is 14
3.10MT20HS Bl Sixio = 34 = 3x10
lot
9
11 10 9
13 & gg- 54 3A
3A r6X6 —
as =
LOADING (Psf) SPACING- 2-0-0 est. DEFL. In
Qoc) Wall Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1,16 TC 1.00 Vert(LL) -OAS
13-14 >999 240 MT20 1971144
TCOL 18.0 Lumber DOL 1.16 Be 0,67 Ved(rt-) -0,32
13-14 >999 180 MT20HS 1481108
SCLL ok Rep Stress Iner YES WB 0S7 Horz(TL) 0,10
9 n1a n/a
Weight: 194 In FT - 0%
SCDL 7.0 Code IRC2012frP[2007 (Matrix -M}
LUMBER. BRACING-
TOPCHORD 2*41 SPF No.2 TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SPF No.2 SLOT CHORD
Rigid calling directly applied or 10-0-0 or. bracing.
WESS 2x4 SPF No.2 *Except* WEBS
1 Row at midpt 2-16, 2.14, 4-14, 5-13,1-17
8-9:24 SPF 2100F 1,8E
MiTek recommends that Stabilizere and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS, (lb1size) 17=1978/Mechanical, 9w1978/Mechanical
Max Herz 17-40SLC 10)
Max Uplift 17-129(LC 12), 9-125(LC 12)
FORCES. (to) - Max, Comp,/Max, Ten, - Ail forces 250 (lb) or Bess except when shown,
TOP CHORD 1-18=-1712/247, 2-18-15761289, 2-19-177Qr3W, 3-19-15941379, 3-20-15941399,
4-20--17591368,4-5-23901374,5-6=-2689/367,6-7-2844/360, 7-21-25971304,
8-21--27261285,1-17-19291269,8-9-1936/235
BOT CHORD 16-17=-2731344, 16-22=-49/1537,15-22=-4911537, 14-15--4911537, 14-23-89/2020,
13-23-89/2020,12-13--17812323,11-12-201/2622, 10-11=-22412360
WEBS 2.16--817/164, 3-14-17M73, 4-14--10161202, 4-13-10(419, 6-13-4301115,
5-12-987/124, 6-11--1101950,7-10--513180,1-16=-16511652, 840-184/2280
NOTES -
1) unbalanced roof live loads have been considered tot this design,
14'elat gi 41.
I trus
fit between the bottom chord and any other members, with BCOL 7,Opsf.
7) Refer to girder(s) for truss to truss connections,
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 to uplift at joint 17 and 125 to uplift at
joint 9,
9) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the anatirsis and design of this truss,
April 22,2016
WAstsaeu. Invilify"90parameters and READ NOMS ors nets AND nticturfEnfairsK PerrReNcE PAGE m*7473 rov. j0ei91201SBEFORE USE.
Dentp void for use only with MTek& connectors, Thisdeegis 4 pared only upon parameters shcrvvn, and is for chindh4dualtruildirr; component, hot
a truss system, Before use, the building designer must verify the apinficabity of design parameters and property incorporate this design into the overall
building design. Bracing indicated o to prevent buck kV of individual truss web ond/or chord members only. Addffionol temporary and permanent WoofnQ
is otways required for stobtfity and to prevent coffopors with connote trefsonol snixy and property damage. For gerserot guidance r. ding the
fabrication, storage. delivery, erection and bracing of trusses and truss systems, see AN$qtftl Quaff -81f and 604 StrildIng component 7777 Greessba
V, celesta, DS$ suits 109
safety Information avoitolds from truss Plate Institute. 218 K Lee Street, Soite 312, Alexandria, VA 22314, - - n
-.-1-------I-AftL~41
7-5.9 7-2^1 �- 7.1-10 7.1-10 7-5-2
3a OMT20HS it 4aa3 = 7x6 m 4x6 4x4 SAS ex12M3"20HS if
4x6
Elate se _ Y Ed !^ { 5 t d 1- 5:0 -5 -00 -3 -;fid a Q-9- j7 €S 8 d9 j j? it i5?;t ti Q Q Q 9:
LOADING (psi) SPACING 2-0.0 CSI. DEFL. in (too) Vdett Ltd PLATES GRIP
TCLL 30.0 Plats Grip DOL 1.15 TC 0,92 Vert(LL) -OA3 11-13 >999 240 MT20 3971144
TCDL 16.0 Lumber DOL 1.15 BC 0.44 Vest(TL) -019 13-13 >999 160 MT20HS 1481108
BCLL 0.0 " Rep Stress Ina` NO WE 0.65 Horz(TL) 4.05 7 ria unit
BCDL 7.0 Code IRC201VTPl 7 (M x-) 09
LUMBER- BRACtNG-
TOP CHORD 2x4 SPF 3850E 1.5E -Except*
TOP CHORD Structural wood sheathing directly applied,except ve Is.
2x4 SPF 2400E 2.0E BOT CHORD Rigid ceiling directly applied or 100-0 ac bracszg.
BOT CHORD 2x8 SPF 21 OOF 1.8E VVESS 1 Rove at inept 2-13, 2-11, 3.11, 4-11, 5.9,1-14
WEBS 2x4 SPF No.2FjmE
that stabilizers and required sbrae ig
OTHERS 2x4 SPF N0.2 installed d gg truss ction, in a angio Stabilizer
REACTIONS, (lb/size), 14=232510-6-8, 7- 2 ochanical
MaxHorz 14--406(LC 6)
Max Uplift 14-390(LC 8), 7--588(LC 8)
Max Grav 14=2325(LC 1), 7=2292(LC 0)
FORCES ) -max. Comp,/Max, Ten. -All tomes 250 Qb) or less exceptsimen shown.
* • .r «}1-2-20831487,2-3-21431647,3-4-21391645,4-5--2873/785, 54-32751841,
BOTCHORD13-14-284/342,13-77--171/1880,12-77-171/1880,12-78-171/188011-79-431/2432, 1i0
10-82=-431/2432,10-83=-43112432,
7-89--621282
WEBS to
, 2-11--2771233, 3-11--45211234, 4-11-11791405, 4-9--2661584,5-9-4911226, 5-8-3701174. 1-13-314/2041, 6-8-563/2538
4
1) Unbalanced root live loads have been considered for this design.
} a e tt # at }
Cat. it; Exp, C; enclosed; M\NFRS (directional); cantilever left } right exposed;}.. Mw as
plategrip sa a
3) Truss designed for wind toads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry
Gable } Details as applicable,qualified building designer
4) All plates are a plates } }
plates5) All are 20
! unless otherwise
6) Plates chiscired for a plus or minus 6 degree rotation about its center,
7) Gable studs aced at i +
a been designed f WO PSI bottom
Yi live.}:w nonconcurrent with any other five leads.
}.. .. } ,.} Y }.} • as, wk _ t *'
will
fit between the bottom chord and any other members, with BCDL 7.Opsf,
a to girder(s) for truss to truss connections, 390 lb u!,Iift at joint 14 and 568 Itt uplift at
jointY5� Is of withstanding,
12) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
April 22,2016
WARNING - Verify design parameters and READ NOTES ON rMS AND INCLUDED WTEK REFERENCE PACE Adi"re" rat, lts"YgiS BEFORE USE. _..... .
Design valid for use any vAih Weise conn ton. This design h bated ants, upon poropwissrs sh€avm, and as for can Individual building component. not *�*
a truss system. Before use. the bogeting designer moat uetfy the oprAcabikty of design parameters and proprefy incorptuate this design into the avearon
building design. Brocing indicated is to prevent buckling of lndividup truss vied and/or chord members cant' Additiond to cagy and permanent bracing
is always required for stability and to prevent cosopse vAlh poss"abte personal k*jry and property damage. For general OthdOnce regarding the 77P7 i3taarrt?ack lana
fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSVIen QaaesNly Cdfarfc, D88 -B9 and @CS! Bu#dtasg Coanpon ant susta 909
Safety intersection available from truss Note institute. 218 N. lee Street. Suite 312, Atexandrto, VA 22314.A 95
NOTES -
13) Hanger(s) or other Connection device(s) shalt be provided sufficient to support concentrated load(s) 373 ib down and 71 its up at 11-0-12,47 lb down and 68 b up at 13-0-12,
47 to down and 58 rb up at 15-0-12,47 lb down and 58 In up at 17-0-12 47 to down and 58 to up at 19-0-12,47 to down and 58 to up at 21-0-12,47 lb down and 58 to up at
23-0-12, 47 to down and 58 lb up at 25-0-12, 47 to down and 58 lb up at 27-0-12, 47 to down and 56 Its up at 29-0-12, 47 Its down and 58 to up at 31-0-12, and 47 lb down and
58 lb up at 33-0-12, and 47 to down and 58 to up at 35-0-12 on bottom chord. The designtselection of such connection device($) is the responsibility of others,
14) In the LOAD CASE($) section, toads applied to the face of the truss are noted as front (F) or back (S)I
LOAD CASES} Standard
1) Dead + Roof Live (balanced): Lumber Increase -1.15, Plate increase -1,15
Uniform Loads (p#)
Vert: 1-3-96, 3-6-96,7-14-14
Concentrated Loads (t)
vert: 8--21(8) 77-373(8) 78-21(8) 79-21(8) 80-21(8) 82--21(8) 83-21(8) 84-2 1 (B) 85--21(8) 86-21(8) 87-21(8) 88--21(8) 69--21(B)
,&wAmala . venryensigin panneenexand REAR mores ON FmS AND WMWEVARTEX REFERENCE PAGE W7473 rev. }M3 OIS BEFORE USE,
Design valid for use onty with MTek& connectors, This design b based ot#y upon parameters shown, and is for on inehridud b0ding cOmporrern, not
a truss system. Before use, the building designer most verity the orspitcabMity of design parameters and gingerly incorpoude this design into the, overall
Addifiond fernisorory and parosonent bracing
building design. firocing indicated is to prevent buckling of indWidvol truss web ondfor chord members onsy.
is always required for nobility and to prevent collapse with possible persond injury and property damage. For Worol Guidance regarding the
7777 Greenback Lane
11� DS8-89 and SCSI SuSsfirb; Component
fabrication, storage, detivery, erection and bracing of twoes and truss systerns,w,re
suite 109
fd!,�',"Fig*
Irg,*,,
Stapty Information available From Truss Pirste Insfiture, 218 N. Lee Street. Suite 312, A '2 Ty
CANstittitifirs, CA 9$1
e
Itis
14 _ 12
3x4 mm. 3x4 sxa = SA
4.00 FITSA
II
_.An
�t�te �ffse�s �x �z c�-� c��-1�.L� �� �?�?•�L.�. �: - �--_� �-.�..:��.�:��,�.� w:-.���..�. .,wm.----�:w�..
LOADING (psf) SPACING- 2-0-0 CSL DEFL< in (tic) Uden Ud PLANES GRIP
TOLL 30.0 Plats Grip DOL 1.15 TC 0.47 Vert(LL) 412 12-13 >999 240 MT20 197/144
TCDL 18.0 Lumber DOL 1.15 BC 0.35 Vert(TL) 418 12-13 >933 180
BCLL 0.0 ° Rep Stbass Incr YES WS 0.54 Horz(TL) 0.02 9 We We
BCDLM 7.0 Code IRC2012rrPI2007 (Matrix«M) l9bt 1141b FT � O
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or oc purf6ns, except
BOT CHORD 2x4 SPF No.2 end verticals.
BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
BS 1 Row at adapt 4412 _
MdTem
k recoaends that Stablltzers ane requ . cross bracing
be installed during truss erection, In accordance with Stabilizer_
REACTIONS. (lb/size) 12=1297/0-54,9-430/0-3-8,14=889/0-5-8
Max Holz 14=280(LC 11)
Max Uplift 12=-247(LC 12), 9=«113(LC 12), 14-201 (LC 12)
Max Grate 12=1359(LC 19), 9=440(LC 22), 14=902(LC 17)
FORCES. (lb) -Max. Co Wax. Ten. , Ali forces 250 (lb) or less except when shown.
TOP CHORD 2-15=-9711205, 3-15=-277/249, 3-16 -73 17, 4-16=-&73!353, 4-17=-154/270,
2-1=-499/267, 7-9431/133
BOT CHORD 13-14=-611713,13-19=-94/270,19-20--94/270,12-20-941270
WEBS 3-13=-504/287, 4-13-209/667, 4-12=-817/46, 5-12$-397/199, 6-12-4121111,
3-14=-642/15
NOTES -
1) Unbalanced roof live leads have been considered for this design,
2) Wind: ASCE 7-10; Vutt=133mph (3 -second gust) V(IRC2012)=105mph; TCDL=10,8psf,, BCDL=4. psf; h=15ff; 8=456; L=24ft; eave=4f1;
Cat, 11; Exp C., partially; MWFRS (directional) and C -C Exterior(2) -1-4-0 to 1-8-0, tntenor(1)1-8-0 to 10-9»0, Exterior(2) 10 -"to 13-9-0
zone; cantilever left and right exposed; end vertical left and fight exposed C -C for members and forces & MWFRS for reactions shown,.
Lumber DOL=1.60 plate grip DOL=1,60 IND 0 LlCt-
3) Plates checked for a plus or minus 5 degree rotation about its center. «,«««««t
4) This truss has been designed for a 10.0 Do bottom chord live load nonconcurrent with any other live loses. *a* °«« +
5) " This truss has been designed for a live toad of 20.Opsf on the bottom chord in all as where a rectangle - tall by 2-0-0 wide w111 C 3 *!*
fit between the bottom chord and any other members, with BCDL = 7.Opsf, : +
' «
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding it30Its uplift at joint(s) except (}t=lta) 12=247,
9-113,14=201. 66
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. «
OM
WAR NvG » V gn param«fats and READ NOTES ON INS AND WCLUDEO a.9?EK REFERENCE PAGE »74/8 r«v: 1"17#15 BEFORE USE,
Design valid for use onry with "TekS connectors, This design is based only upon parameters shown, and is for an findiddridbuitdind component not
o truss system. Before use, the building designer must verify the applicability of design parameters and poperly frit cafe this design into the gveradl
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard members onN. Addifionat reroporory and permanent bracing
is always required for stobtrfy and to prevent ca&apse vAlh possible personal Gajury and properly don e. For greener guidance regoxderg the 7777 Gr ads Lane
fabrication, storage, delivey, erection and bracing of trusses and truss systems, see ANSVIPI3 Quality CrNerfa, OS449 and SCSI Bvildlog Component suite 109
Safety Information ovo4oble from truss Plate Institute, 218 N, tae Street. Suite 312, Anes 'o, VA 22314, CYnag Heig„Hs CA 96+
1-40 _..tl. S"8.4 10-91?:1 wq ......__'� __ 17.8 d5 .m - _. af„M-b: u— ....,,. e„-;1aru
A. 6,&4 ......""...,.�....., ",..5- 12 i_.._"...._ 3.9-0 3-0.0 ""{' ,...�.� 4-0-0 `I 4 dim
3x9 = 3x4
23 22 21 20 19 18 17 147 1s 14 4143 1 sx8
Sao = 4,00 12
Mets i?w i -t o-1-1 1i l ��i A§-4,
LOADING (psfj SPACING- 2-0-0 CSL DEFL. � In (lac) Well Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1,15 TG 0,48 Vert(LL) .0,0010-11 >999 240 MT20 1971144
TCDL 18.0 Lumber DOL 1.15 BG 0,06 Vert(TL) -0,01 10-11 >999 180
BCLL 0.0 Rep Stress Incr YES AS 0.28 Flora(TL) 0,01 9 n/a n/a
SCOL 7.0 Grade IRC2012/TPI 7 (Metrix -M) Weight: 181 lb FT 0%
LUMBER- BRACING»
TOP CHORD 2x4 SPF Na.2 TOP CHORD Structural wood sheathing directly applied or 6- oc puffins, except
BOTCHORD 2x4 SPF No.2 end verticals,
BS 2x4 SPF No"2 BOT CHORD Rigid ceiling directly appliedor 10-0-0 oc b g.
OTHERS 2x4 SPF No2 WEBS 1 Row at midpl 4-18,4-12
Miiek recommends that Stabilizers and required aoss bracing
be installed during t uss erection, In accordance with Stabilizer
REACTIONS. All bearings 14-6d except (jt -Length) 9-0-3-8,
(Ib) - Max Boaz 23-2WLC 10)
Max Uplift All uplift lint Ib or less at joint(s) except 12 204(€.0 12), 9=-116(LC 12),
18-174(LC 12), 23-161(4C 12)
Max Grav All reactions 250 Its or less at joint(s)15,16,17, 19, 20, 21, 22, 14, 13
except 12-894(LC 18), 12-658(LC 1), 9=451 (LC 1), 18=721ILC 17), 23-507(LC
21)
FORCES. (lb) -Max, Cofnp.lMax, Ten.., All farces 250 (lb) or less except when shown.
TOP CHORD 2-43--3191210, 3-43--225/255,4-44-182/267,4-45-1751277,2-23=-4731270,
7-9-442/138
BS 3.18 -576/303, 4-12=-297/0, 5.12 -395/199, 6-12--426/110
NOTES-
1)
Unbalanced roof live loads. been considered for this ...
!• .i e * ♦ tl• lli
* !. *..*a
1-1
MOWN"" *.... }. !.
a' ilei ! fIL
a.. }.. i.
Providemechanicali '. is ayothers)oftrussi bearing '.0 .i.'. *: ..
I ♦ upliftto uplift at ♦ .
10) 'Semi-flVid prichbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss
WARNING - Verify design par ars and WAD NOTES ON TIAs AND INCLUDED AATEK REFERENCE PAGE 7473 rev, i eTts BEFORE USE.
Design valid for use only YMh MsTekris connectors, 7hls design is based only upon parameters shotivn. and 4 tar can tndividuai bulding component not
o truss system. Before use, the isvesting designer must verify the applicability of design parameters and property incorporate this design Into the overall �*
building design. Snaring indicated is to prevent buck of indMdu'aa truss web and/or chord members arty. Additional terriporory and pernonent txacing
Is always required for stability and to prevent colorne with possible personal ° property damage, For general guidance regarding the 7771 Greenback Lane
fa ` oticua storage, deivery, erection and araalng of trusses and truss systems, see ANSI/TPII Quay 001010, 05449 and SCSI S. isar Component Sults "
Safety tnfcrmerion ovailotrie From truss Plate institute, 218 N. Lee Sheet. Suite 312, . Atex suits t09
, VA 22314. ,00
1.4-0 a-ra-a a -.r- r< - » ,. ,. ..
IME
0
e
13 11
3X4 3x4 Us = 6X6"
4.aca �2 2x4 l l
T'late,ff„is (X Y?.C3 tY Q 1-i? 115 4 0-
LOADING (psQ SPACING- 2-0-0 � GSI, a � DEFL. in (too) ltdefl Lid PLATES GRIP
TCLL 30.0 Plate grip DOL 1.15 TC 0.47 Vert(LL) -0.12 11-12 >999 240 MT20 1971144
TCOL 18.0 Lumber DOL 1.15 8C 0,38 Vert( L) -0.15 11-12 >933 180
SCLL 0.0 ' Rep Stress Incr YES VVB 0.54 Horz(TL) 0,02 8 n/a nfa fight. 112 to FT - 0%
SCOL 7.0 Code IR02012frPI2007 _ (Matrix -M) .
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 8-0.0 oC purlins, except
BOT CHORD? 2x4 SPF No.2 end verticals.
8S 2x4 SPF No"2 SOT CHORD Rigid ceiling directly applied or 10-0"0 no bracing.
8S 1 Row at midpt 4-11
�MiTek re end$ that Stabilizers and required crass bracing
be Installed during truss erection, in accordance with StabNizer
8)I u
REACTt S. (lb/size) 11-131610-",8-27110-3-8,13-888/0-"
Max
1-131610- 8 -27110 -3 -8,13 -888/0 -
Max Herz 13-272(LC 11)
Max Uplift ii-282(LC 12), 838(LC 12), 19-1 LC 12)
Max Grav ii=1 74(LC 18), 8=280(LC 22), 13 (LC 17)
FORCES. (ib) - Max. Comp./Max" Ten, - All forces 250 (tb) or Was except when shown.
TOPCHORD 2-14--371/204, 3-1 4--27 7124 9, 3-19.723/307, 4-15-6631343, 4-16-1311250,
2-13--500/266, 7-8-268134
SOT CHORD} 12-13-871701, 12-18-881258, 18-19-88/258, 11-19-881258
8S 3-12--503/289, 4-12--2111667, 4.11--813/86, 5-11--387/198, 611= 4107162,
3-13=-63816
NOTES -
1)
i # . r awl a e i a
' # partially; e (directional) t " • -1-4-0 to 1-8-0, Intenor(l)- # 10-9.0, Extenorf4 # « # # 1_34V
Y Rexposed;
Lumber aft .+ . «t . • #
3) Plates checked for a pigs or minus 5 degree rotation about its center.
4) This truss has been designed t %0 par bottom chord live load nonconcufront with any other live feeds,
6) * This truss has been designed for a live toad of 20,Opsf on the bottom chord in ad areas where a rectangle 3-6-0 taff by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL - 70psf
ts uv at Ont 11, 38 lb uplift at joint 8
i
f Its Y joint
'Senstwrigid pitchbreaks with fixed Member end fixity modelwas used in the analysis and design Y.
this truss.
WARNING • Va"dfY Bsadgn Paramsrors and READ NOTES ON TF$S AND INDLUDEONTEK REFERENCE PAGE fi-7479 rov. roxi M BEFORE VSE,
Ensign valid fru use only, with MTek* connectors. This design is based onts, upon parameters shown, and is for on indiOdual buildkrg component, not
a trass system, Sefore use, the buiidtng designer must verify the opp#e7abi4ly of design parameters and property incorporate this design into the overall
bWdhg design. Bracing indicated is to preaent buckling of individual truss web andlor chard members any, Additional temporary and permanent brad»g
is always required for stability and to prevent caeapse with passible personal k Y and property d : e. for generesi guidance regadlog the
fabrication, storage, delivery, erection and broring of trusses and mass syst6he see ANstJ Pf1 QuAl tyY C.fftetta. 00-$9 and OCSI $VArflaff ComporiOnt
Safety intarmaNars fwatksbte from truss Plate institute.. 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
April 22,2016
7: q
1-4O 143 4-6-1 5_Z12 3-9-0 3-0-0 4-0-0
ME
sOft R2_ 17 2A
li
To
2A \N
4 3x10 NN
15 7
18
sea
2A it Us
at2
14 13 19 20 12 10 0
3x4 = 300 = Sir$ = k00 fi'54
2— = 2X4 11
Scale - 1:55..1
LOADING (psf) SPACING- 2-" CSL DEFL. in (oc) Well Ud PLATES GRIP
TCLL 30,0 Plate Grip DOL 116 Te OAS Vert(LL) -014 12-13 -999 240 MT20 1971144
TCDL 18.9 Lumber DOL 1.15 SC 0,41 VerftTL) -0.2212-13 >794 180
BCLL 0.0 Rep Stress Incr YES WE 0,31 Horz(TL) 0.01 9 We rVa
BCDL 7,0 Code IRC2012rrPI2007 (Matrof-M) Welght. 114 1b FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 60-0 oc putters, except
BOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc purlins (6-0-0 max,): 1-3.
WEBS 2x4 SPF No.2 BOT CHORD Rigid caging directly applied or 10-0-0 oc, bracing,
WEBS 1 Row at midpt 5-12
MiTek recorrerrends that Stabilizers and requlr�edcross bracing
ca
be installed during truss erection, In accordance with Stabilizer
REACTIONS. (lb/size) 14-89210-5-8,12-1304i0-5-8,9-279to-3-8
Max Harz 14-260(LC 10)
Max Uplift 14-186(LC 12),12-299(LC 12), 9=-24(LC 12)
Max Grass 14=892(LC 1), 12-1368(LC 18), 9-283(LC 22)
FORCES. (ib) -Max, Comp.tMax. Ten. -AV for 250 (to) or less except when shown.
TOP CHORD 3 -15= -821/185,4-15--638/216,4-16--7601315,6-16-686t351,8-9--270120
BOT CHORD 13-14--1411516,13-19--91/260,19-20-.91/260,12-20=-911260
VVESS 3-14--7661238, 3-13-01270,4-13=-543/275,5-13--2251697,5-12--8001104,
6-12-3881197, 7-12--4061159
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Vying: ASCE 7-10; Vuft=133mph (3 - second gust) V(IRC2012)=105mph; TODL-10,8psf, BCDL-4.2psf,, h=15ft; 8=45ft; L-24ft; eave=49;
Cat, 11; Exp, C; partially; MWFRS (directional) and C -C Exterior(2) -1-4-0 to 4-0-3, Interior(1) 4-0-3 to 10-9-0, Exterior(2) 10-9-0 to 13-9-0
zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL -1 .60 plate grip DOL=1 Ad
3) Provide adequate drainage to prevent water ponding, tN@0 Or
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 nonconcurrent with any other live loads. H 0
torn Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
6) `This truss has been designed for a live load of 20.Opsf on the hot
fit between the bottom chord and any other members, with SCOL - 7,Opsf,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 lb uplift at joint 14, 299 11B uplift at joint
12 and 24 Its uplift at joint 9.
8) 'Semi -rod pftchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss, 6766 aa!
9) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord,
WAAWNG. Var^irfi dattgn Raranaefara and READ NOTES ON THIS ANO INCLUDEONTEK REFERENCE Fi4orsift-7471rov, 160MISSEFORE USE,
Design used for use only with WoW9 connectors. This design is based any upon porarneten shown, and is for on individual buRding component, not
a nuss system. Before use, the budding designer nsod verify the ispocoiniffy of design parameters and TT0Pe$Ty inc0lp0nne this design into the overall
truitsfing design, Bracing indicated Is to prevent trucking of individual truss web and/or chord members only. Additional temporary and Permanent bracing
Is always required for stability and to prevent ccliame with possible personal " and property damage. For gerresse guidance recording the
fobrk.ofion, storage, detivery, erecWn and brocing of trusses and truss systems. see ANSuTPn OvaityCifferas, OSS -89 and 8CSIssildlea Component 7777 Gatenbsor Lane
Suite 109
Safety lsifoussallon avoesibie from Truss Plate institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314.
ME
8,446 FI
17 2x4
38 8
2x4 L\
axe 7
4 3x16
2x4 46 19
1 2
C sxs
t 8
r�
11 4
1,__._--�_. 26 seta= 16 �.
I
LOADINGG
�#
DEFL. in (toe) Well LidPLATES GRIP
Vert(LL) -0A312.13 >999 240 MT20 197i144
.44
TCLL
4
w E! OL
1,15
TCDL
4
. DOL
IAS
#0
�
Rep Stress Ina
YES
BCDL
4
Code 1RC2012fTPt2007
M
12
5x6
A -6U '12 -
RM
RM
!anr.�a_r+ct
CSL
TC 0.43
DEFL. in (toe) Well LidPLATES GRIP
Vert(LL) -0A312.13 >999 240 MT20 197i144
EC 0.40
Vad(TL) .0.2012-13
>866 180
WB 0,30
(Matrix -FA)
Horz(TL) 0.02
9 hire nia
fight: 115115 th FT - 6 __.
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6- +sc purlins, except
end verticals, and 2-0.0 Dc purlins (6 max.), 1.3,
SAT CHORD
Rigid calling directly applied or 10-0-0 or, bracing.
SS
1 Row at midpt 5-12
€Tek r m nds that Stabilizers and required cross br "hg
be Installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 14-890/0-5-8,12-131110-",9=27403-8
Max Harz 14-278(LC e
Max Grav *#
FORCM (lb) - Max. Comp./MaX, Ten. - All forces 250 (lb) or loss except when shown.
TOPCHORD ::#
BOTCHORD 13-14-1131667,13-19=-88/257,19-20=-88/257,12-20--88t257
VVEBS ;. #:
,6-12-3861195,
7-12-4061159
NOTES -
Unbalanced roofw.:♦ considered
CatIt; Exp C, partially; MVVFRS (directional) and C -C Exterriser(2) -1-4-0 to 1-8-0, Interfor(l) 1-8-0 to 10-9-0, Exterior(2) 10-94) to 13-94
zone; cantilever left and right exposed; end vertical left and right exposed�C-C for members $no forces & MWFRS for reactions shown;
Lumber DOL -1,60 plate grip DOL=1,60
Provide adequate drainage to prevent water iw
4) Plates
checked for a plus or minus 5 degree rotation about its center.
5) This trussw designed a a 10.0 Pat bottomchord live load nonconeurrent with any other live loads.
6) * This truss has been designed for a l...e load of 20,Opsf on bottom • l areas where a rectangle 3-6-0 tby 2-0-0 wide
fit between the bottom chord and any other members, with SCOL - 7.Opsf,
i ....t. bearing plate _w.:a -♦as uplift atint 14, 9a uplift.: win
Provide others)i
12
a 24 1.• uplift at joint
in
id zw air! representation
r n i» . aks with fixed heels" ! orientation i purist«
analysis and design of this truss,
.the top and/or botm. chord.
WAWNo • Vestry d"firnpar pregers and READ NOTES DN TNtS AND MCLUDED WTEK REFERENCE PAGE Mai --7479 rev: 2pf "DIS BEFORE USE.
Design valess for use onty Wth Wekst connectors. This design is based onty upon parameters shown, and is for an indiv€dud buetding component. not
a truss system. Before use, the bukting designer must verity the oppScabttity of design parameters and property Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of i ndhiserat truss wets and/or chord members only. A+3dltional temporary and permanent bracing
is oways required for asiblity and to prevent colsorno Win posstbea peersa nd " and property damage, for general guidance regarding the
fairtca€torn. storage, delivery, erection and bracing at trusses and truss systems, see ANStftP€t QuisiffirCrIf0do, D49-89 and SCSI srr#ding Cor»panent
Satelyinfannalion ovailrabte from Truss Plate Institute. 2E8 N. lee Street, Suite 342, Alexandria, VA 22314,
April 22,2016
1-4-0 4 -{FS -
Im
4 12
30 = 3SS4 =: 3A =
LOADING (psf) SPACING- 2-" CSL OEFL. in (foc) Vdefl Ud PLATES GRIP
TCLL 3()L0 Plate Grip DOL 1,15 TC 0.28 Vert(LL) -0,13 6-7 >999 240 MT20 1971144
TCDL 18.0 Lumber DOL 1,15 BC 0,41 vert(TL) -0,20 6-7 >862 180
BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0:01 6 n/a Isle Weight: 84 to FT - 0%
BCL 7,0 Code IRC2012fTP12OD7 (Matrix -M)
TM
LUMBER- SPACING-
TOPCHORD 2x4 SPF NO,2 'Except' TOP CHORD Structural wood sheathing diractty applied or 6-043 oc purfins, except
3-4: 2x6 SPF 21 ODF 1.6E end verticals, and 2-" Go, puffins (6-0-0 max ,): 1-3.
BOT CHORES 2x4 SPF NO2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No,2 WEBS I Row atIfidift .--- 4-6
-ieju b,
cross bracing
r
and BE
be
guns fining truss
bit:
Installed during e—rect n, In accordance with Stabilizer
fS
REACTIONS. (tolsize) 8=93110-",6-774/0-6-8
Max Herz 8-328(LC 11)
Max Upliftfl-100(LC 12),6--62(LC 12)
Max Gross 8=931 (LC 1), 6=8 1 2(LC 17)
FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-8-327/111, 3-11-689/133, 4-11--5191174
BOT CHORD 7-8-3151`707, 7-14-163t349,14-15-1631349, 6-16-1631349
WEBS 3-8-8201179,3-7-3241187,4-7-721462,4-6--691/218
NOTES -
1) Unbalanced roof live toads have been considered for this design.
2) Wnd: ASCE 7-10; Vuft=133mph (3 -second gust) V(IRC2012)-105mph; TCDL=10.8psf: BCDL*4,2psf; h=15ft; B-45ft; L-2411; eavea4ft;
Cat, U; Exp C; enctosed. MWFRS (directional) and C -C Ext (2) -1-4-0 to 1-8-0, Interior(l) 1-" to 10-9-0, Extedor(2) 10-9-0 to
13-9-0 zone; cantilever left and right exposed, end vertical left and right exposed;C-C for members and forces & M\NFRS for reactions
shown; 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 prif bottom chord live load norroonturrent with any other live loadfr,
6) * This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tag by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL - 7.0pst, H
7) Provide mechanical connection (by others) of truss to Dearing plate capable of withstanding 100 lb uplift at joint 8 and 52 111 uplift at joint
6,
8) "Seml-rigid pitchbreaks with fixed beets" 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. 6 6 W
tv
ae 0
ONA.
April 22,2016
WAWNS - yeatry dessfirsiparareittore "READ NOTES ON T14SANOINCLUDEGAWTEX REFERENCE PAGE 747? rev.
Design vatid for use onty with M7el* connectors, This design Is based only upon porometen shaven, and is for an individual building component, not
a truss system, Before use, she building designer must verity the appkob4My of design polarneren, and property incorporate the design into the overai
puriang design. Bracing Indicated is to prevent bunkfing of individual truss web oncilor chord members only, Additional temparary and pernronem bracing
is oNvoys reqL4ed for stabitin, and to prevent cottopse with possiate personal injury and property damage. For generos gri dance regarding the 77777Grftnbak Lane
fribsicaflon, storage, delivery, erection and bracing of trusses and truss systems, See ANSI/11`11 Quality CT#Od*, DS949 and SCSI Suffiraff COMPO"ent Suite 109
Safety Information ovatisible from Truss Plate institute. 218 N Lee Street, Suite 312, Alexandria, VA 22314,
.--gtf
Whirl -9w
1-4-V *-we — I I —
am
RAM
41a It axe axe == 34
it
I to ets Y — 2' 3-8 Q-2-qU2ijQ--Z--8-9-dALeL
LOADING (Pat) SPACING- 2-0-0 CSI. DEFL, In (toe) Wall Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1,15 TO 0.31 Vert(LL) -0,06 7-8 >999 240 MT20 1971144
TCDL 18,0 Lumber DOL 1,15 BC 0,33 Vert(TL) -0.13 7-8 >999 180
BOLL 0,0. Rep Stress Incir NO VVS 0.63 Horz(TL) 0,01 6 n1a n/a Walgtfit. 320 to FT v 0%
SCOL 7.0 Code IRC2012ITP12007 (Matrial-M)
LUMBER- GRACING- wood sheathing directly applied or 6-0-0 Go purling, except
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural
SOT CHORD 2x8 DF 1950F IJE end verficals, and 2-0-0 oc purlins (6-0-0 m-,): 1-3.
VVESS 2x4 SPF No.2 ESOT CHORD Rigid ceiling directly applied or 10-0-0 oc bra".
REACTIONS, fibisize) 9-7649/0-5-8,6-739210-5-8
Max Harz 9=3 1 8(LO 7)
Max Uplift 9-738(LC 4),6=-676(LC 8)
Max Grav 9=7743(LO 14),6-7630(LC 13)
FORCE& (to) - Max, Comp,/Max, Ten. - AD forces 250 (ib) or less except when shown.
TOPCHOR,
5/414,4-5-34031429,6-6--62971585
BOTCHORD 8-9-249/257,7-8--65MI91
WEBS 2-8-707J7994, 3-8--1071661, 3-7-43731456, 4-7—V913372, 5-7--471/5168
NOTE$ -
1) 3 -ply truss to be connected together with 10d (0,131"W) nails as 11611OWC
Topchords connected as follows: 2x4 - I row at 0-9-0 oc,
Bottom chords connected as folloows staggered at 0-441 at,
Webs connected as follows: 2x4 - I row at 0-9-0 OC, L*W_Lb "OAD CASE(S) section, Ply to PIY
Tj Arisa;!3
connections have been provided to distribute only loads noted as (F) or (8), unless otherwise Indicated.
3) Unbalanced roof live loads have been considered for this design.
BCDL-4,2isth-15ft:6-4$ft�L-24ft;eave-4ft:
Cat11; Exp C; enclosed; MWFR$ (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DO—L=T.W
plate grip DOL -1.60
5) Provide adequate drainage to prevent water pending,
6) Plates checked for a plus or mings, 6 degree rotation about Its centec
7) This truss has been designed for a I ()LO psf bottom chord live load nonconeurrent with any other five loads.
8) * This truss has been designed for a rive food of 20.Opsf on the bottom chord In all areas where a rectangle 16-0 tall by 2-0-0 wide will
fd between the bottom chord and any other members,
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 738 to uplift at joint 9 and 675 :.#.. {..: at
joint 6,
10) Girder carries tie-in span(s): 36-4-0 from 0-0-0 to 14-6-0
11) "Semi-rigid pdchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
12) 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
-erase
April 22,2016
WARMNO. Verify alossfanparamistw, and READ NOTES ON INS AM rectWEDWYEK REFEREWE PAGE 401,1473 rev. f"SWIIISEFORE USE
Design vold for use only Win Wools connectors, This design Is based only upon parameters shown, and it for on individual building compon-L not
a Inns system, Before use, the biAdhg designer must verify the oppicobilty of design poronwren and properly incorporate this design into the overall
building design, Brocing tnoficated is to prevent bucking of Individual truss web and/or chord menerers, onty. Addlionot temporary and permanent bracing
is otosays required for stability and to prevent coffopse with possible, personal Infurit and properly damage. For genteel guidance regarding the 7777 Greentrack Lane
fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/Ti'll gfdpxbCrlupfsf. 0$6-89 and SCSI SuildingComporrOfff suite 109
Safety tatoppation avoisobte from Truss Plate Institute. 2IS K Lee Street, Suite 312, Alexandria, VA 22314.
847930714
2MMMMEOM
IDAk6HQZ0I ok(503xllisYil-kt.Hr-WoOMI 5WbooC9M4UhynyUykOWuOhl
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-2-96,2-3=-96,3-4=-96,4-5--96,6-9--946(F--932)
WARwNG. vw* design pwsreetws and READ NOTES ON TMS AND INCLWFO A*TEK REFERENCE PAGE W7472 rw. 140=015 BEFORE OSE,
Design vorfid for use onh, with We connectors, This design is based onlir upon parameters shown, and Is for on individual building component, not
a truss system, Seforre use. the buitoling designer must verily the appOcoblity of design parameters and property InCOVIDO(Ofe this design Into the overall
buipling deOgm Bracing indicated is to prevent bucking of indivisivoi truss vrets ond/or chord members only, Addifiond femfxxorY crud permanent bracing
is oKwys required for Mobilty and to prevent coltoorse Win possible, personal " and property porroge. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and trusssyslents, see AwSlITFil Cidwycritedix, DSO -89 and OCV BudslingCOMPOnOW 7777 109 Gresintore Lane
suite
So" information ovoiloble from Truss Plote InOture, 218 N, Lee Street, Sufic 312, Atexondrio, VA 22.364. r
Creeirside l Quad IWA LOt tU
FY47i307i5
f'osoS _ 29 aur a rMa a ma. euw+s ria
ID:de6HgzQtok6Q3xttbYtt gykLHr-N7o06TL15Wac
1-4-0 4-0.0 4.0.0 1-4.0
ORTMEIRM
Em
sx9 = sxfi 4.otn12
102x4 it s �
LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (ioc) Ydeit Ltd PLATES GRIP
TOLL 30.0 Plate Grip DOL 9.55 TC 0.35 Vert(LL) -0.61 7-8 >999 240 MT20 1971144
TCDL 18.0 Lumber DOL 1.95 SC 6.10 Vert(TL) -0.01 7-8 >999 180
BCLL 0.0 * Pep Stress lncr YES W8 0.14 Horz(TL) 0,01 7 WE n1a
BCDL 7.6 Cade 1RC2012/TP12007 (Mattlx-M) Weight 45 lb FT - 6 4
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOTCHORD 2x4 SPF No.2 end verticals.
BS 2x4 SPF No.2 BOT CHORD Rigid c ,fling directly applied or 10-0-0 0o bracing.
OTHERS 20 SPF No.2 MiTek r mends that Stabilizers and required cross bracing
1be1:10AWA
Installed during truss erection to accordance with Stabilizer
REACTIONS, Aff bearings 1-0-0.
(tbj - Max Horz 10=r-152(LC 10)
Max Uplift All uplift 900 kr or less at joint(s) 10, 9, 7, 6
Max Grav All reactions 250 Its or less at joint(ft) except 10-297(LC 1), 9=306(LC 17), 9-269(LC 1), 7= 282(L 18),
7.269(LC 1), 6-297(LC 1)
FORCES. (lb) -Max, Comp,/Max, Ten. - Alt forces 250 (to) or less except when shown.
TOP CHORD 2-10--291/107,4-6-291194
VVEBS 3.7=_35910, 3-9=-392/0
NOTES -
1) Unbalanced roof live loads Have been considered for this design.
2) Wind. ASCE 7-10; Vutt-133mph (3 -second gust) V(IRC2012)-105 ph; TCD1.00,8psf BOOL-4.2psf; WK B=468; L-24ft; eave=oft;
C Extodor(2) -1-4 0 to t-8-6, Interior(l) 1-8-0 to 4-0-0, Exterior(2) 4-0-0 to 7-0.0
Cat. 11, Exp C; partially; MWFRS (directional) and -C
zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL -1,60 plate grip DOL -1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1,
4) Plates checked for a plus or manus 5 degree rotation about its center.
U(,'�
5) Gable studs spaced at 1-4-0 oc
6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
7) ° This truss has been designed for a five load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will
NDO `
fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at Joint(s) 10, 9, 7, 6.
9) "Semi-rigid pltchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
» 7660m*:
t1v i
/O A`L
~agia . votry daadpn isamotors and READ NOTES ON ME AND INCLUDED NFEK REFERENCE PAGE W7473 rev, 10AW206 BEFORE USE.
Drulgri valid for use only with Wekrlr connectors. This design 4 based a* vpon parameters shown, and is for an tnd€vidual bu4dhg component, not
a truss system, Before use, the buliding designer must verify the applicability of design parameters and property incorporate this design into the overallbuftsf1 '
trig design. Bracing indicated is to prevent buckling of individwsl truss web ondlor chord me . Additional temporary and pesnsanent bracing
Is atersys required for stability and to prevent collapse with possib3e personal Jnrgy and properily dornage. for generd guidance regarding the 7777 Greentladr Lane
fabrication, storage, delivery., erection and bracing of trusses and truss systems,, see ANSI/TPUI QvaOIY Cataria, DSt-89 and 5CS1 tvtd{np Companent suite 109
Safety Information ovailabde from Truss Plate insi€cute, 279 N, Lee Street. Suite 312, Alex 1a, VA 22314.
9-4-0 9-iF-4 a -a- as ^« a- a< •. ,. ..-
10 a
«.. *
LOADING
REACTIONS.WESS
2-0-0
TCLL f * .. ♦ ♦
IAS
TCDL I tLumber DOL
8.9 >999 240 MT20 9971944
BOLL OS .-« Stress Incir
YES
BCDL TO Code IRC2012fTP12OD7
LUMBER -
Horz(TL) 0.03
TOP -e 2x4 SPF No2
(matrix -M) ..
SOT CHORD
.. _ Weight: 92 to FT = 4 �.
2x4 SPF No,2
BRACING -
Max Harz t 0
Max Uplift t Yt
CSI.
DEF# . In
(toe) kdefl UdPLATES GRIP
TO 4.37
Vert(LL) -4.17
8.9 >999 240 MT20 9971944
BC 4.68
Vert(TQ -4.35
8#9 >651 180
WS 0.75
Horz(TL) 0.03
8 rile n1a
(matrix -M) ..
.. _ Weight: 92 to FT = 4 �.
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-7«10 oc purlins, except
end verticals.
BOTCHORD
Rigid ceiling directly applied or 10.0_-0 oc braking.
_
MiTek recommends that Stablttzers and regtairad cross bracing
ba installed during truss erection, in accordance with Stabilizer
FORCES. (lb) - Max. Comp./Max. Ten, - AN forces 250 (to) or less except when shown.
TOPCHORD 2 -11 -3051112,3 -12-9651174,4-12-.8261210,4-13--8261210,5-13--965/174,
6-14-.305/112,2-10=-441/177, 0/
BOTCHORD 9-10-341915,8-9-18/877
WEBS 4 -9-107/637,5-9--2991160,3-9--2991160 3-10=-1036/60,5-8-1036/60
NOTES-
1)
Unbalanced« considered design.
enclosed;and
«ric cantilever left « right exposed; end vertical leftand right ' as d for ♦- and forces & MWFRSfor '., tion :♦:.
Lumber DOL-1,60 plate e e
3) Plates checked for a plus or minus 5
rotation about its center,
4) This truss has ..., designed 10,0 par
bottom r
between5) * This truss has been designed for a live load of 20.0psf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit the bottom « « and any other members. -to) 10-120
t
'Semi-rigid pMember end fixity model. « in the analysis and de
April 22,2016
tiespiessio. Vitrify s6ssian parameters and READ NOTES ON TINS AND INCLUDED ANTEM REFERENCE PAGE NO.7473 rev. 1""VIS BEFORE USE,
Design valid for use a* mitt A,tiT.eb& connectors. this design is based a* vpon parameters shavor, and is for on individu of building conrooneriL not �p
a truss system. Before use. the building designer must ve€ty the opplicablEts, of design parameters and property hcorporaie ffix design into the overall
bukting design, Brocing indicated is to prevent bucking of individual truss web and/or chord members only. Adef+tional to cart and permanent bracing
is aWays required for stola3ity and to prevent colopes vitas passible persond infury and property damage, for general guidance recording the 7771 rreestback Lanefobricottan, storage, delivery, erection and brockrg of trusses, andtruss sysierrtx. see ANStfTPll 4u CYMetla, pS&-8P and &CSF &uNdiaq Co Derwent Suite 109
Safety laism atksn available tram Truss PPate testi#ute. 218 N tea Street. Suite 312. A exandries. VA 2:2314.C trus p y� q Cq 95
1-4-0 5-0-4 4-8-12 4,8,12 5-0-4 1-4-0
am
30 = Sea Brix
I
LOADING (Pat) SPACING- 2-0-0 est. DFL. In (toe) Walld
PLATES GRIP
TOLL 30.0 Plate Grip DOL IAS TC OX Vest(LL) -0,08 9-10 >999 240
MT20 1971144
TCDL 18,0 Lumber DOL 1,15 SO 0,46 Vert(TL) -0,1710.11 >999 180
SCLL 0,0 Rep Stress Incl YES WS 017 Horz(TL) 0,03 8 old NO
Weight: 142 to FT - 0%
BCDL 7,0 Code IRC2012ITP12007 (Metrix -M)
LUMBER- BRACING- applied or 5-8- 12 oc puffins, except
TOPCHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly
SOT CHORD 20 SPF No,2 end verticals,
WEBS 2x4 SPF No,2 SOT CHORD Rigid calling directly SPlifled Or 10-0-0 ac bracing,
OTHERS 2x4 SPF N*2 bracing
be installed during truss erection, In accordance with Stabilizer
REACTIONS, All beatings 1-3-0 except (ft-langth) 11-0-3-8,9=0-3-8.
(th) - Max Hor7 12-261(LC 10)
Max Uplift All uplift 100 Four less at joints) except 122200(LC 12),82-200(LC 12)
Max Grav All reactions 250 lb or less at joints) except 12=1 047(LC 1), 8-1047(L( t)„ I 1 -3 1 6ALC 31, 9-376(LC 3)
FORCES, (fts) -Max, Comp./Max, Ton. -All forces 250 (tis) or less except when shown.
TOP CHORD 3-42-935/191,4-42=-7951227,4-43=-7951227,6-43-936/191, 2-12-4111194,
6-8-411/194
BOT CHORD 11.12=-491887, 10-11=-491887,9-10--331849,8-9--331849
WEBS 4 -10 --125/503,5-10--2971162,3-10--296/161,3-12=-1057147,5-8-1057/47
NOTES -
1) Unbalanced root live loads have been considered for this design.
2) ViAnd: ASCE 7-10; Vuft=133mph (3 -second gust) V(IRC2012)=105mph; TCDL=10.8psf; BCDL24,2psf; h=15ft; 8=45ft; L-24ft; eave=4ft;
Cat. 11; Exp C; enclosed; MWFRS (d" nal) and C -C Exterior(2).1-4-0 to 1-8-0, Interior(l) 1.8-0 to 9-8-0, Extefioq2) 9-9-0 to 12-9-0
zone; cantilever Wit and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL -1.60 plate grip DOL -1.60
3) Truss designed for wind toads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1,
0 LIC
4) AN plates are 2x4 MT20 unless otherwise indicated,
5) Plates checked for a plus or minus 5 degree rotation about its center,
0
6) Gable studs spaced at 1-4-0 oc.
7) This truss has been designed for a 10.0 pef bottom chord live load nonconcurrent with any other live loads,
, �.V %
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, lift
00 lb at
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 200 lb uplift at joint 12 and 2 up
766
21
joint 8,
'0 *
10) "Semi-rigid fir chbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
I,> 0.
ONAil-V
,&WARWMG. ViNitlydWilePara orgers and READ NOTES ON TWS AND INCLOVEDA41TEXREFERENCE PAGE W7473 rev. 14,031ears DEFORE USE,
Design valid for use only vrith soired& connectors. Tins design 4 based a* upon parameters shown, and is far on indodual building component, not
a truss system Before use, the balloting designer must verify the appkobWty of design parameters and property incorporate this desilin into the overall
butisfing design. Orocing Indicated is to prevent duckling of individual truss web and/or chord members arty. Additional tisropoidrr and peoronent bracing
is always rererked for statiffly and to prevent collapse with poselefe personot injury end prop" derange. For generot guidance, regarding the f 7777 Gresittha* Lane
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TI'll Quality 01110110, OSI.89 one BGS/ Sufflarril CO"als""on sulle 109
Safety information available from Truss Plate institute, 218 K Lee Street. Suite 312, Atexandiia, VA 22.314,
S-04 4-8-IZ 4-6,1Z -1 1-
ME
6x12 If 3X10 If 1000 = 3xIo 11 802 11
LOADING (PSI]I SPACING- 2-" CSI. DEFL. in (iric) Well Lid PLATES GRIP
TOLL 30.0 Plate Grip DOL 1,15 TC 0.39 Vert(LL) -0,09 9-10 >g" 240 MT20 118/123
TCDL 18.0 Lumber DOL 1.15 SC 0,39 Vert(TL) -0,19 9-10 >999 180
BCLL 0.0 Rep Stress Inc' NO WE 0,71 Horz(TL) 0,06 7 Na the
BCDL 7,0 Code IRC2012rrPI2007 {Matrix -M) Weight: 278 lb FT - 0%
LUMBER- BRACING-
TOPCHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins.
ROT CHORD 1,5X7.25 Microllarn LVL 2,0E TG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2
SLIDER Left 2x6 SPF 210OF 1,8E 2-6.0, Right 2x6 SPF 2100F 1.8E 2-6-0
REACTIONS, {Ib/size) 1-563503-8,7-7094/0-3-8
Max Holz 1-203(LC 23)
Max Uplift 1--538(LC 8), 7--653(LC 8)
FORCES. (1b) -Max, Comp./Max. Ton, - All forces 250 (lb) or less except where shown.
TOP CHORD 1-2-2909/283,2-3-6874/742,3-4=-60091720,4-5=-6009/719, "--8282/801,
6-7-3W/322
BOT CHORD 1-20--46215453,20-21--46215463,11-21-462/5463,11-22--462/5453, 22-23-462/5453,
10-23--462/5453,10-24-509/6686,24-25--50916586,25-26--50916M,
9-26-50916586,9-27--509/6586,27-28-5OW6586,7-28-60916586
WEBS 4-10=-67515814,5-10-21661213, 5-9-205/2819, 3-10--6581150,3-11--1181952
NOTES -
1) 2 -ply truss to be di
togethervitth 10d (0,131"0) nails as foilows:
Top chords connected as ollows: 2x6 - 2 rows staggered at 0-9-0 cic
Bottom chords connected as follows: 1.5x7.25 - 2 rows staggered at 0-5-0 oc.
Webs connected as follows: 2x4 - I row at 0-9-0 M
i#
4110.10101#101. 4 .11"1111111111110*1 p.t
4
Cat, 11, Exp C; enclosed� MWFRS (directional); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=T�W
ptarta grip 001.0,60
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 toad norlooncurrent with any other live loads.
7) * This truss has been designed for a live toad of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the brofforn chord and any other members,
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 538 lb uplift at joint I and 663 lb uplift at
joint 7.
9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
10) Hangeria) or other connection device(s) shall be provitied sufficient to support concentrated load(s) 723 111 down and 49 lb up at 1-9-0,
762 Itt down and 79 lb up at 3-9-0, 798 to down and 108 Ib up at 5-9-0, 823 Ili down and 122 lb up at 7-9-0, 868 lb down and 138 lb
up at 9-9-0,878 Itt down and 134 lb up at 10-11-4,1405 Ib down and 120 Ili up at 11-6-12,1405 lb down and 106 lb, up at 13-6-12,
and 1405 lb down and 104 lb up at 15-6-12, and 1405 lb down and 103 lb up at 17-6-12 on bottom chord. The dersign/selection of
such connection device(s) Is the responsibility of others,
April 22,2016
WARWNei - and READ NOTES ON ON$ AND INCIM"OffrEK REFERENCE PAGE W7473fw. f*M"#lS&EEdREUSB.
Design vand for use ontywith WOO connectors, this design isbased only upon parameters shown, and is for on inaWdualbuild insiccorpohent. not
a truss system, Before use, the building designer must verity the oppircriblitty of design parameters and property incorporate this deorin Into the oveso"
building station, Bracing indicated is In prevent trucking of treirvidool truss web and/or chord members only. Addiesnol fernporory and pernionent bracing
is osvoys required for stability and to prevent collapse with possests, personal injury and property dorroge. For general guidance regarding the
toletcotion, storage, delivery, erection and bracing of trusses and frusssinferns. see ANSIM11 QuatitirCutede, OSS -99 and SCS/ Building Component 7777 greeters
Safety information available from Truss Plate institute, 218 N, Lee Skeet, Suite M, Alexandria, VA 22'344, swas 109
_0W d*iAt
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase- 1, 15, Plate Increase -1.15
Uniform Loads (off)
Vert: 1-4-96,4-8-96,12-16--14
Concentrated Loads (1b)
Vert: 10-655(8) 20-723(8) 21--762(8) 22--798(B) 23-823(8) 24-877(8) 25=-1405(8) 26=-1405(8) 27--1405(B) 28-1405(B)
,&WARieflia.Varity disslimparameters and REAR more$ ON rMS AND INCLUDEOWTE)KREFERENCE PAGE M#-7472 rev. r".31201S BEFORE USE.
Design voMd for use onty with MieW connectors. This deyrqn is based only upon poranvmrs shown, and is for an individual buisping component. not
a Inns system Before use, the building designer nasi verity the appkobW of design parameters and properly incorporate the design Into the overciff
building design. Bracing hallordecl is to prevent buckling of indryidurst Inns, "Is and/or chord members onty. Additional temporary and lar anent bracing
is myroys requiled for stability and to prevent cojarpsomth pors,eide personal injory and property damage, For general gurnkinc.e regarding the 7777 Greeressia Lane
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN$t(Tr,jj Qaa*y Criteria, D$g.aq and &CS1 strOdfirs; Component sulte 109
Strietypatio nfrojear overpays from Trwssftte institute, 218 N, Lee Street, Suite 312, AfeXandno, VA 22314.
MM
3x4 = 4)* = 3*4 = 4XI0 11
M
I
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Wall Ud PLATES GRIP
TCLL 30,0 Plate Grip DOL IAS TC 1.00 Vert(LL) «0.31 12-14 >999 240 MT20 1971144
TCDL 18.0 Lumber DOL 1.15 BC 0,77 Vert(TL) .0,56 12-14 >566 180
BOLL 0,0 Rep Stress [nor YES WE 0,18 Horz(TL) 0.11 10 in/a he
BCDL 7,0 Code IRC2012(TP12007 (Matrix -M} Weight: tot to FT - 0%
LUMBER- BRACING-
TOPCHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigk ceiling directly applied or 10-0-0 oc bracing.
RTek recommends that Stabilizers and required cross bracing
WEBS 2x4 SPF No.2 "�T*kre
stag
SLIDER Left 2x6 SPF 2100F 1,8E 2-", Right 2X6 SPF 210OF 1,$E 2-0-0 [bek�nstaged during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 2-1568/0-3-8,10-1558/0-3-8
Max Harz 2-183(LC 11)
Max Uplift 2—I38(LC 12),10--138(LC 12)
FORCES. (to) -Max, CompJMax, Ton, -All forces 250 (1b) or less except when shown.
TOP CHORD 2 -3 -08/0,3-4=-22261278,4-5-1980/275,5.23-1840/301,6-23--1833/331I
6-24-18331331, 7-24-18401301, 7-8--99801275,8-9- 2226/278, 9-10--488/0
BOT CHORD 2 -14= -10811889,14 -25=-1/1333,13-25--111333,13-26=-1/1333,12-26-1/1333,
I0-12-13011889
WEBS 6-12-86(677,8-12-624M67, 6-14-861677,4-14--624/167
NOTES -
1) Unbalanced roof We toads have been considered for this desigm
I
April 22,2016
and READ Norss ON THIS AND IMCLWEDMTEX REFERENCE PAGE ti 7473 140341015 BEFORE USE
Is based shown, and Is for on ndividucibvilding consponenf, not
Design voird for use only with Werr0connectors, This design only upon parameters
a ffres system. serve use, the pulding designer must verity the opplicobirty, of dengn parameters and property fucorpoote this design into the overall
to art' Ono 17vM%1n*nt b`0crng
bvilding design. Bracing indicated If to prevent buckling of inclMdriat truss wet, and/or chord members only. Additional
is otyroys required for srotoffity and to prevent colopse with possibL- penond irsixy end property damoge. For generof guidance regarding the
rubrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Ovamy Criteria, OSS -49, and SCSI Ivildleg CoansisnVAt
Safety frupassiarres ovoiloWe from Truss More Institute, 218 N. Lee Street, Suite 312, Atexondrio, VA 22314.
7777 Opersbacs Lane
suite 109
gM_ _
__,.qftMkHif 5 g�& 9P
1-4-0 13-0-0 134-0
am
300 11 41 40 39 38 37 36 35 34 3332 31 30 29 28 27 26 26 24 300 It
3X4 =
I
-P.141ase If mm Y
0-3-0
LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (toe) Well Lid PLATES GRIP
TCLL 30,0 Plate Grip DOL 115 TC 0,15 Vort(LL) -0,00 23 nir 120 MT20 1971144
TOOL 1&0 Lumber DOL 115 BC 0.04 Vert(TL) -0.01 23 on 120
BCLL 0.0 Rep Stress Iner YES we 0.15 Horz(TL) 0,00 22 his We Weigm 149 th FT - 0%
BCDL 7.0 Code IRC2012rTP12007 (matrix)
LUMBER- BRACING- ied or 6-0-0 OC purlins. CHORD 2x4 SPF N0.2 TOP CHORD Structural wood sheathing directly app/
BOT CHORD 20 SPF NO.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
—
OTHERS 2x4 SPF No.2 M ftW`St_ablfizers and iequired'cross iirackij
fire— recommends
SLIDER Left 2x6 SPF 2100F 1.8E 1.7-11, Right 2x6 SPF 210OF 1,8E 1-7-11 [lb ,' stalled du
9 truss erection, In accordance
REACTIONS. All bearings 26-0-0.
(Its) - Max Herz 2--183(LC 10)
MaxUplift All uplift 100 to or less at joints) 2,34,35,36,37,38,39,40,41,31,30,29,28,27,26,25,
K 22
MaxGrav All reactions 250 In or Was atjoint(s) 32,34,35,36,37,38,39,40,41,31,30,29,28,27,26,
25, 24 except 2-296(LC 1), 22-296(LC 1)
FORCES, (lb) -Max, CompWast, Ten, -AN forces 250 (to) of less except When shown,
TOP CHORD 10-11-1031271, 11-12-1141301, 12-13-114/302,13-14-1031272
NOTES -
1) unbalanced roof live toads have been considered for this design,
2) Vftd: ASCE 7-10; Vuk-133mph (3 -second gust) VQRC20I2)-105mph; TCDL-10,$Psf BCOL-42psf', h-1511; B-45ft; L=2411; easte-2ft;
Cat ll� Exp C; enclosed; MWFRS (directional) and C -C Comer(3) -1-4-0 to 1-84), Exterior(2) 1-8-0 to 13-0-0, Comer(3) 13-0-0 to 16-0-0
zone, cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces & M\NFRS for reactions shown;
Lumber DOL -1 40 plate grip DOL=1 A0
3) Truss designed for wind toads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSYTPI 1.
4) All plates are 2x4 MT20 unless otherwise Indicated.
5) Plates checked for a plus or minus 6 degree rotation about its center.
ae__*�NUO Lid *hn
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 1-" Do.
8) This truss has been designed for a 1 00 psf bottom chord live Wit rionconcurrent with any other We loads
9) * This truss has been designed for a live load of 20.0pssf on the bottom chord in all areas where a rectangle 3-6-0 fail by 2-0-0 viride will
Ift between the bottom chord and any other members,
10) Provide mechanical connection (by others) of truss to bearing plate capable o(withstanding 100 to uplift at joint(s) 2, 34,35,36, 37 38,
6 m:
39, 40, 41, 31, 30, 29, 28, 27, 26, 25, 24, 22.
11) "Semi-rigid pftchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
L
NZ
WARNING .VeditedifiWiropwismsuarisariff READ NOTES ON THIS AND MCLUDEDA*TEKREFERENCE PAGE. AW-7473rev, fliss"01`5BEFORE USE.
Design vatid for use or* with Wish& connector. This design is based only upon parameters shown. and is for an Individual building cumponerst. not
0 truss system, Before use, the WA ding designer must verity the appicability of design parameters end propedy incorporate this dosrgn unto the 0vV00
building design. Bracing hd�oled is to prevent bucking of individual truss web and/or chord members ants. Additional ternporsay and peffriarrent bracing
is oNvoys required tot stobilly end to prevent cattopse with passible personW Injury and property damage. For general guidance regarding the 7777 Gresurbasir Lane
fabrication, storage, deRvers, erection and bracing of trusses and ran systems, see onent SURO 109
Safety issforasaflon ave0obse from Truss Pate trulitute, 2W N, Lee Street. Suite 312. Aterancirm VA 22314, H
ME33MM
"M
66 -;
LOADING (pat) SPACING- 2-0-0 CSI. DEFL'in (too) Iideft
it PLATES GRIP
TCLL 30.0 Plate Grip DOL 9.75 TO 0A3 Vert(LL) 416 13-15 >M 240 MT20 197/144
TCDL 18,0 . Lumber DOL 1,15 BC O�13 V -0,4113-1 s,750 180
83 �:rt(TL)
BCLL 0,0 Rep Stress Inor YES VVB 0 rz(TL) 0,13 9 nia his
SCDL 7.0 Might: 115 to FT - 0%
Code IRC2012(TP12007 (Matrix -M)
LUMBER- BRACING-
TOPCHORD 2x4 SPF No,2 'ExcepV TOP CHORD Structural wood sheathing directly applied or 244 oc purlins, except
2-3:2x4 SPF 24WF 2,0E end viefficals, and 2-0-0 00 purlins (2-44 max,): 1-2.
BOT CHORD W SPF No,2 BOT CHORD Rigid coiling directly applied or 10-0-0 00 bracing,
VVEBS 2x4 SPF No.2 ViEBS I Row at mirlpt 2-13
SLIDER Right 2x6 SPF 210OF 1,8E 2-" MiTek recommends that Stabilizers and required cross bracing
'T
be installed during truss election, in accordance with Stabilizer
I Ila
rn.
REACTIONSa (lb/size) 16-141911iflechanicai, 8=156310-3-8
Max Horz 16--219(LC 10)
Max Uplift 16-89(LC 12), 8-140(LC 12)
FORGES. (1b) . Max, Comp,/Max, Ten, - All form 250 (lb) or less except when shown,
TOP CHORD 1-16-13721195,1-21-2746/321, 2-21«27431322, 2-22-19271240,3-22=-17371277,
3-23-1761/292, 4-23--1884/263, 4-5---2733/311, 5-6--2860/290, 6-7--21451246,
7-8-406/50
BOT CHORD 14-16--182/2810,13-14-18212810,12-13=-15V2568,4-12=-&506, 8-10--12411818
WEBS 1-15-32512884,2-15-1028/187, 2-13--12911218, 3-13-731959,4-13=-1 1 3011 82,
10-12--11311798,6-12-17/755,6-10-675172
NOTES -
1) Unbalanced roof live ftiads have been considered for this desigm
2rW-rf,-MM , h=15ft; 8-45ft� L-24ft; eaVe=4ft;
"'MMWt
Cat, it; Exp C; enclosed; MvWRS (directional) and C -C: Exterior(2) 0.1-12 to 3-1-12, Interior(l) 3 1 -12 to 13-0-0, Exterior(2) 13-0-0 to
160-0 zone� cantilever left and right Exposed; end vertical left and right exposed;C-C for members and forces & MVVFRS for reactions
shown� 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 tenter,
5) This truss has been designed for a 10.0 list bottom chord five load nonconcurrent with any other live loads
ord in all areas where a rectangle 3-6-0 to by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Refer to girdens) for truss to truss connections.
8) Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding too lit uplift at joint(s) 16 except (it-itt)
8-140
9) "Semkigid pitchbreaks with fixed heels" Member end fixity model was used in the arratirsis 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,
,&WARNWQ- vilody"frepara nirrivs; and READ NOTES ON TNS AND wCUIDEONTEK REFERENCE PAGE 4110-7473ray. jospir(115BEFORE USE.
Design voted for use OntY VMh Wistar conneclOrs, This design is bused ants, upon potometed shown, and is for an individurst burding component, not
a truss system, Before use, the building designer Must verify the OPPIrOURY Of design ponsmelies and property vicOMO(Cfe tho design into the overact
buitsfing design. $facing indicated is to prevent buckling of hdj'Adud truss web and/or chord members only. Additional temporary and permanent brocing
is always required for stability and to prevent collopm with possibie personal inirry and pfopedy daffroge, For general guidance regarding the
fabrication, storage, defivety, erection and bracing of tivsses and truss systems, see AW'
Tis Cofeda' DSS -89 and aCSf SoRdIng Component
Safety information avoiloble, from Truss Piste institute. 218 N. Lee Street, Stile 312, Asexrsndna,V'� �22314,
April 22,2016
am
M
scale - IS 1.5
a
LOADING (Pel) SPACING- 2-0-0 CSL DEFT.
in (foe) liclop 'd PLATES GRIP
TCLL 30,0 Plate Grip DOL 1.15 TC 0.60 Vera(LL) 13-14 >999� 240 MT20 1971144
1 .0
TCDL 18.0 Lumber DOL 1,15 SC 0,83 Veri(TI.) 431 13-14 >999 0
8CLL 0.0 « Rep Stress Incr YES M 0,97 HOrZ(TL) 0.13 9 are file Weight 120 to FT - 0%
BCDL 7.0 Code IRC2012ITP12007 (Matrix -M)
LUMBER- BRACING-
TOPCHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied of 3-0-14 00 purlins, except
BBOT CHORD 2x4 SPF No.2 end vertical$, and 2-0-0 OC purlins (4-0-9 max,). 1-3,
MBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 OC bracing.
- - - ii- aC—
SLIDER Right 2x6 SPF 2100E 1.8E 2-0-0 Mffikr"Wr�end—sthWt —Stib-1-hieirS and required cross R Ing
M
[be!", installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 17-1419/Mechanical, 9-155310-3-8
Max Herz 17-247(LC 10)
Max Uplift I 7 -MLC 12), 9-1 39(LC 12)
FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (to) or less except when shown.
TOP CHORD 2-23--19261266,3-23-1922/267,3-24--1846t264,4-24--17501284,4-25--1738/299,
5-25=-1871/270,5-6=-27371320,6-7-2855/299, 7-8-2144/251, 8-9-404148
BOT CHORD 16-17--34/1434,15-16-11512223,14-15--115/2223,13-14-14012583,5-13-11509,
9-11--115/1817
WEBS 2-17--1853t264,2-16=-71/883 3-16=-713/132,3-14-8411174,4-14-12111086,
5-14-11701185,11-13--101/1797, 7-13-12064, 7.11--674167
NOTES -
1) Unbalanced roof live loads have been considered for this design,
Cat, lf� Exp C; enclosed; M\,WRS (directional) and C -C Exterior(2) 0-1-12 toInterior(l) 3-1-12 to I a-0-0, Exterior(2) 13-0-0 to
16-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions
shown; Lumber
as «w 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 psi bottom chord live load nonconcurrent with any other live toads,
V"n ft- %T8 T t 4001,1, I'MFMP V M ru 4 2 1-0* 1 " i V—P U 2-0-0 wide will
fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at tortilla) 17 except att4b)
9=139
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss.
10) Graphical purth representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
WARNAPS - V.0ydesignpan haters and READ NOTES atj rMs Anka INCLUVEVOTEKREFERENCE PAGE W7,413 rev.. 14VIT015 BEFORE USC
shown, and is for 0 indKidudowildingCOMPOnentnut
10
Design valid for use only with Pirie connectors. This design is based only' upon parameters
a truss system. Before use, the building designer must verify the opplicabifity of design parameters and property inCOMOTDie this design into the overoo
temPorOrY and bracing
building design. Bracing indicated o to prevent buckfing of individual foas web andsor chord members unit. Additional Permanent
is ofways required for stability and to prevent cogapse with possible persona k*gy and property damage, For gersomi guidance regarding the
7777 Gasenbm* Lane
fabrication, storage, delivery, erection and bracing ot trusses and truss systems. see ANSVTM Quality Criteria, DS949 and SCSI Siffiding Component
suite 109
Safety Infornsation ovailable from Truss plate fmfilute. 218 N. Lee Street, Suite 312, Alexandria. VA 22311,
6,00 52 4x4
W li WO =
LOADING (Pat) SPACING-
2-"
CSL
DEFL. to
(10c)fideft d PLATES GRIP
TELL X0 Plate Grip DOL
1.15
TC 0.61
Vert(LL) -0.12
13-14 >999 240 MT20 19711"
TCDL Wo Lumber DOL
'Lls
SC 0.83
Vert(TL) -0.30
13-14 >999 180
SCLL 0.0 Rep Stress Incr
YES
M 0.87
Horz(TL) 0,11
9 We n1a Weight: 127 lb FT - 0%
SCOL TO Code 1RC2012)TP12007
(Matrix -M)
16-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MVVFRS for reactions
LUMBER-
shown- Lumber DOL -1,60 plate grip DOL -i.60°
0 L
U r,as
BRACING.
aaaaa
Hl�'
TOP CHORD 2x4 SPF NTL2
6) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all as where a rectangle 3-6-0 tall by 2-0-0 wide will
TOP CHORD
Structural wood sheathing directly applied or 3-0-14 oc puffins, except
BOT CHORD 2x4 SPF N*,2
7) Refer to girder(s) for truss to truss connections,
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 17 except (jt -lb)
6766 M:
9-137.
9) "Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
10) Graphical representation does not depict the size or the orientation of the pudin along the top and/or bottom chord,
end verticals, and 2-0-0 cc protons (4-5-4 max.): 1-3,
WEBS 2x4 SPF No,2
SOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
SLIDER Right 2x6 SPF 21 OOF 1,8E 2-0-0
MiTek real ;ii�miods that Stabilizers and required cross bracing
a,
be :EtzInstalled during truss erection, in accordance with Stablioter
b
1�! am.
Max Herz 17-275(LC 10)
Max Uplift 17=-92(LC 12), 9-137(LC 12)
FORCES. (1h) - Max, Comp./Max, Ten. - All forces 260 (to) or less except when shown.
tYi� 6t 11.E
TAP CHORD 1-17--13831230,1-22-13321238, 2-22-13321238,2-23--1335/238, 3-23--1332/240,
7777 Greenback Lane
Suite 109
3-4-17W297,4-24-17361288,6-24--1871/259, 5-6=-2737/313,6-7-28551291,
— '—Ck(U&heEll#A&A'-0
7-8-2143/246,8-9-403145
SOT CHORD 16-17-1621301, 15-16--3211819, 14-15-3211819, 13-14-119/2585, 5-13-1/506,
9-11-101/1816
WEBS 1-16=-256/1763, 2-16-624/147,3-16=-6621130,3-14-704/172,4-14--171/1234,
5-14-1174/186, 11-13-811M 794, 7-13--8/765, 7-11-672163
NOTES -
1) Unbalanced roof live leads have been considered for this design.
2) Wind: ASCE 7-10; Vult-133mph (3 -second gust) V(IRC2012)=105mph; TCDL-10.Spsf; BCDL-41pst; tiss15ft; 5=456; L-24ft; eave-oft;
Cat, 11; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 13-0-0. Exterior(2) 13-0-0 to
16-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MVVFRS for reactions
shown- Lumber DOL -1,60 plate grip DOL -i.60°
0 L
U r,as
3) Provide adequate drainage to prevent water pending,
4) Plates checked for a plus or minus 5 degree rotation about its center,
aaaaa
Hl�'
5) This truss has been designed for a 10.0 pat bottom chord live load ficinconcurrent with any other live loads,
6) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all as where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections,
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 17 except (jt -lb)
6766 M:
9-137.
9) "Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
10) Graphical representation does not depict the size or the orientation of the pudin along the top and/or bottom chord,
puffin
,&WAAMNO - Vorhydisaignpanowsishes and READ NOTES ON ThMSAND INCL UVEDINTEX REFERENCE PAGE 7479 rev, ra(f"OISOEFOREUSE.
shoves, and is for an individual building component, not
Design volid for use only Win Wage connectors. This design is based only upon isisrometers
the building designer must verify the aripficability of design posernefers and bronedY the cape this design into the overall
a truss system serous use,
building design. Buscing indicated a to prevent buckling at thdrAdval truss web and/or chord men'bers only, Additionot temporon, and pethronent bmchg
tYi� 6t 11.E
is olvichn required for stability and to prevent collapse with possible personal". and progeny damage. For general guldonce regarding the
fribrisustion. storage, delivery, erection and brocingot trusses and truss systems, see ANSVTPII Qualty CrI10110, 0SI.89 unit !CS! ass"dest Cumpuneut
7777 Greenback Lane
Suite 109
Safety information ovoliabie from Truss Plate Insfilsiks, 218 N. Lee Street, Suite 312, Atexanciriss, VA 22314, 111 ---1. —1----
— '—Ck(U&heEll#A&A'-0
ID:dk6HgzQiok6Q3xilbYZIGgykLfir-dsrp?Y5ti—tiwvvuvmvblLIFOMNMU"vr�-l-P
-4-0._j
6-3-14 6.68 6-2-11 3-6-12 3.10-4 1-4-0
4)6 = 3x4 = Asia =
LOADING (PSI,
SPACING-
2-0-0
TCLL
.0
�O♦
Pot it. Grip DOL
1,15
TCDL
1w 0
L bar DOL
IA5
BCLL
0,0'
R'Ump Stress Inor
YES
SCOL
7.0
Code IRC2012(TP[2007
LUMBER -
TOP CHORD 2x4 SPF 1402
BOT CHORD 2x4 SPF NO.2
VVESS 2x4 SPF NO2
SLIDER Right 2x6 SPF 210OF 1,8E 2-"
REACTIONS. (lb/size) 16-1419/Mechanical, 8-155310-"
Max Herz 16-315(LC 8)
Max Uplift 16-106(LC
ME
2X4 It WO =
CSL DEFL, in (too) WellPLATES GRIP
TC 014 Vert(UL) -0.1212-1 >999 24dO MT20 1971144
8C 0,82 Vert(TL) -0L30 12-13 -999 180
WB 0,71 Horz(TL) 0,10 8 his We
(Matrix -M) Welght: 128 to FT - 0%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 2-10-6 Do puffins, except
end verticals, and 2-" OC purlins (4-0-2 max): 1-3.
BOT CHORD Rigid potting directly applied or 10-0-0 DO bracing,
WEBS I Row at midja
[MIT�Cre-c—omnisrnds that Stabilizers and required cross bracing
'To
b. Installed during truss erection, In accordOnce With Slat
FORCES, (to) - Max, Comp./Max, Ten. - All forces 250 (to) or less except when shOwn.
TOPCHORD 1-16--13771254,1-21--1142/251, 2-21-1142t251, 2-22--15031277, 22-23--1601/277,
3-23--l5OOt278,3-24--1675/277,4-24-18211248,4-5-27441299,5-6=-2861/274,
6-7-21421236, 7-8-399/38
BOTCHORD 16-25=-205/368, 06/368,16-26=011153,14-26-011153,13-14=011153,
12-13--95r4wg,4-12-0/500, S-10-7811813
WEBS 1-15-26611591, 2-15-1042/263,2-13=-1341507,3-13-01281,4-13�1234/190,
10-12--64/1789,6-12-5/780,6-10--668158
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wnd� ASCE 7-10; Vuft-133mph (3 -second gust) V(IRC2012)-105mph; TCDL-10,8psf', BCDL=4.2pst, h=15ft; B-45ft; L -241t; eave=4ft;
Cat, 11; Exts C; enclosed; MVVFRS (directional) and C -C Extenor(2) 0-1-12 to 3-1-12, Interfor(l) 3-1-12 to 12-4-6, Exterior(2) 12-4-5 to
15-4-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members andforces & MWFRS for reactions
to hig, -
showsrr� Lumber DOL=1.60 plate grip DOL -1,60
3) Provide adequate drainage to prevent water pending,
4) Plates for a or things 5 degree rotation about Its center.
checked plus
5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live toads.
S) * This truss has been designed for a live load of 20,Gpsf on the bottom chord in sit areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL - 7�Opsf,
M 0
66
7) Refer to girder(s) for truss to truss Connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) except (ft -lb) 16=106,
8-136,
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of "a truss.
depict the or the orientation of the putrid along the top and/or bottom chord.
AM
10) Graphical #" A# does not size
/0 N At V -114d.
WARNsAto - Vneth, deaths Wansefeus and READ NOTES ON TTS AND INCLUDED AOTEK REFERENCE PAGE W-7471 rev. ro"t'ir"i's BEFORE USE.
Design valid far use only with Mrfek* connectors. Ths design 4 based ants, upon poromseletS arovo), and is for an individursi building component, not
a truss system. Before use, the building designer must verify the oppkobilffy of design parameters end propedy incorporate the dentign, into the overait
hooding design, brocing indicated is to prevent buckling of Wciividursi One verb and/or chord members a*. Addifionot temporary and peroranent bractror
is always required for stoblity and to prevent collapse with possible personal intury and property dooroge. For general truidance regarding the 7777 Onsentsior Lane
fobrcation, storage, delvery, erection and bracing of trusses and truss systems, see ANSI/lif'11 QvaNy Cdedis, D$8.89 and 11441 Briftifing component suite 109
thstatiletweenon ovoklisie from Trust Kate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223tk
1-4-0 6-6-0 5-6.0
Erm
RM
9�
LOADING SPACING- 2-" CSI. DEFL, in (too) WellPLATES GRIP
TCLL Plate Grip DOL 115 TC 0,52 Vert(LL) -0,02 5-6 >999 24dO MT20 1971144
TCDL 18�0 Lumber DOL 1.15 Be 0,18 Vert(TL) -0.04 " >999 180
BCLL 0.0 Rep Stress Ince YES VVB 0,07 Horz(TL) 0,00 5 n1a n/a
BOOL 70 Code IRC2012tTP12007 (Matrix -M) Weight: 46 lb FT - 0%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD structural wood sheathing directly applied or 6-11-goc purlins, except
BOT CHORD 2x4 SPF No.2 end verticals.
WEBS 2x4 SPF No,2 BOT CHORD Rod belting directly applied or 10-0-0 no bracing.
MiTak recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 7-741/0-6-8, 5=579/Mechanical
Max Horz 7-123(LC 11)
Max Uplift791 (LC 12), 5-36(LC 12)
FORCES- (to) -Max. Comp./Max. Ten, -AN forces 250 (Ib) or less except when shown.
TOP CHORD 2 -8= -649t106,8-9--5481124,3-9--5261153,3-10--512/166,10-11-5261138,
4-11-6401137, 2-7-705/235, 4-5-5431159
WEBS 2-6W323,4-6=01313
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-10'. Vuft-133mph (3 -second gust) V(IRC2012)=105mph; TCDL-10,Bpsf, INCDL=42psf,, h-15ft; B=45ft; Ln24ft; eave=411;
Cat 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-4-0 to 1-8-0, Intermt(l) 1-8-0 to 5-6-0, Exteflor(2) 6-6-0 to B-6-0
zone; cantilever left and fight exposed; end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown;
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 Pat bottom chord live load noncoricurrent with any other live loads.
5) * This truss has been designed for a live toad of 20,Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, NO Ll
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinfis) 7, & N; 0
8) "Semi-rigid plichbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
ee+ his
66 am
0 C�_
/0NA`i
F=T+fi1►3l�M.,
WARSiffelo. ontrydoolints"ineirm; and READ NOTES ON 1145 AND INcLUDEONTEKREFERENCE PAGE M -7473r", 1"14015 BEFORE USE
Design voild tot use only with MiTer:0 connectors. The deign Is based only uporn poron-meters shown~ and Is for an individuall buirding con'tponent, not
a truss system Bettye use, the building designer must verify the aproficabaty at design parameters and ProinedY incOnPOrcm this design into the overcall
building design, Bracing -_
ind�ssted is to prevent buckfing of individual truss web and/or chord members only. Additional to on, end Pe"n0nent bocing
is ohsoys ons dyed for stobfity and to prevent colorsyewith possible personal injury and property domosle. For general guidance regarding the
robricolton, storoge,dellvery. erectiorrond brocing of trusses and truss systerns, See ANSVIP11 crinkly criteria, D511 -lit and ICSI Surae Component 7777 Greedrack Lane
SAMO 109
Solely lifforbrofton available, from Truss Fiore Insfilvie, 2dl K Lee Street, Suite 312, Atexondrio, VA 22314. itff" &
_gL _#ji#xS&L _PA
Em
am
om
I
LOADING (pso SPACING- 2-0-0 CSL DEFL. in (too) Well Ud PLATES GRIP
TCLL 30,0 Plate Grip DOL 1,15 TC 0,20 Vert(LL) -0,01 11 Fitt 120 MT20 1971144
TCOL 18.0 Lumber DOL 1,15 BC 0.02 Vert(TL) 402 11 rJr 120
BCLL 0,0 Rep Stress Incr YES WB 0,03 Horz(TL) 0.00 12 n1a rda Weight: 52 Its FT - 0%
BOOL 7,0 Code IRC2012tTP12007 (matrix)
LUMBER- BRACING -
TOP CHORD 20 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SPF No,2 end verticals.
WEB$ 20 SPF No,2 BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing.
-
OTHERS 2x4 SPF No.2 MiTekreco Fids chatStabilizers and required cross bracing
installed during truss erection, in accordance with Stabilizer
REACTIONS, All bearings 11-0-0,
(th) - Max Herz 20-128(LC 11)
MaxUptift All uplift 100 to or less at joints) 20, 12, 17, 18, 19, 15, 14, 13
Max Grav All reactions 250 lb or toss at joints) 16, 17, 18, 19, 15, 14, 13 except 20=278(LC 21),12=278(LC
22)
FORCES. (to) -Max, Comp,/Max. Ten, -All forces 250 (lb) or less except when shown.
TOP CHORD 2-20=-2721233,10-12-272/217
NOTES -
1) Unbalanced toot live loads have been considered for this design.
I his truss nas Feen design
fit between the bottom chord and any other members.
vw
15, 14,13
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
April 22,2016
,&~wfsa. veFry deslisaparameters and WAD NOTES ON THIS AND INCLUDEOWTEX RVERENCEFADE' M11,747"ver, 1"31ZOISBEFORE USE.
Design valid for use only vAth Wake connecters. This design is based only upon parameters shovers, and is for on individual building component, not
a truss system Before use, the building designer must verity the opfikohlity of design parameters and property incorporate this design into the overdl
burying design, Brocing indicated is to prevent buckfirsti of hdor'dust truss web and/or chord arearlders only. Additional leosporOrY and perrnsinenl bracing
Is oMexys requied for striblity and to prevent collapse with possible personal " and property d*"109e, For general guidance regarding the 7777 Ges"ba
fabrication, storage, delivery, emotion and bracing of trusses and irunsysterns. See ent Suite 109
So" information available from Truss Plate Insfifute, 219 N. Lee Street, Suite 3t2. Alexandria. VA 22314. _0011SANhis.
—1A-2
1-4-0 5-0.0 5-0-0 3.40
2x4 it �..lo
LOADING .
TCLL
+t
DOL
I
TCDL
180
DOL
I
BOLL
tt
Rep
BCDL
7O
..- IR02012rrPI210.
REACTIONS. (lb/S!Ze) 8-676/0-7-0,6=67610-7-0
Max Harz 8-187(LC a
CSt. Q6FL.. to (loci Udell tJd PLATES GRIP
TC 0,35 Vert(LL) -0.01 6-7 >999 246 MT20 1971144
BC 6.15 Vert(TL) «6.63 6-7 >999 186
WS 0.07 orz(Tt.) 6.06 6 nfa nta
{Matra -M} .. Weight: 56 to FT - 0%
BRACING-
TOPCHORD Structural wood sheathing directly app' or 0 ac purlins, except
end verticals.
BOTCHORD Rigid oeiling directly applied or 10.0-0 00 blecing.ry �_
Mitek r mrnends that Stabilizers and required cross braCiig
be installed during truss erection, to accordance with Stabilizer
FORCES, !
CompdMax, Ten, - All forces 250 (lb) or less except when shown.
TOPCHORD 2-9-415/112, 9-10-335/125, 3-10-3041154, 3-11--3041154, 11-12-3351126,
4-12-4151112,
t+
WEBS
NOTES-
1)
Exit
enclosed: f k. (:• A 1-8-0, Y. i tt t -t i..F t i 8-0-0 . t t
zon
ntilever left and
ht exposed, end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;
YLumber rtir ff rat ll !l 4 DO60
3) Plates checked for a plus or minus 5 degree rotation about its center.
4) This truss has been designed for a I OD psf bottom chord live load nonconcurrent with any other live loads,
41*4n 1*1!+Tro� a rectainete 3-6-0 tall hy 2-" wide will
fit between the bottom chord and any other members,
6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1100 lb uplift at joint(s) 8, 6
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
April 22„2016
WARNING a V.* dis,09 a atom acrd READ NG7E$ ON TMS AND 14CLUVED OTEK REFERENCE PAGE W1473 fes" 10MV2015 BEFORE USE.
Resign valid for use ants, wrath Mirealif connectors. This design is based at* upon parameters shown, and is for an rndivlduai building component not
a truss notern. Before use, the buitdirag designer must verify the opplicobe8ty of design potorrreters and Properhr incorporate this design into the overcall t ,
bu9ding design. Bracing indicated is to prevent buckkg at individual truss web and/or chard members only, Add'vtionat ternporrary and permanent bracing
is always requked for stabs ity and to prevent collapse Wth possible personal and property drimage, For general guidance regarding the 7777 Gtaenbods tans
fabrication, storage, defivery, erection and bracing of Musses and truss sySteras, see ANSft yrs Qu Criteria, DsS-89 and SCSf subding Co panant suite 309
Safety Information avoRoble from Truss Plate institute, 218 N Lee Street, Sante 312, Afexondria, VA 22314.. .** H,#
34-0 �-........... 3.0-0 � .»».-._.... 3-0-0 I_ 3.4.0 �
WEBS r
12 11
10 9
8 2x6 l l
1) Unbalanced roof live loads have been considered for this design,
A: . r. gusr Y. r S *a
2 11 3x4 =
2x4 i I 3x4
7777 Greenback Lamfabrication,
Suite 109
cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;
_ „ guG� 9�'�,
Lumberzone�
grip DOL -1 60
3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry
Pfau ses)t Y } _ ry : 2 Q3 t_2L L
i•
MYw6)
LOADING (psf) � SPACING- V 2-0-0
CSI.
FL. In
(toe) Well Lid
PLATE$ GRIP
TCLL 30.0 Plate Grip DOL 1.15
TC 0,33
Vert(L4) -0,07
6-7 r 120
MT20 9971144
TCDL 98.0 Lumber DOL 1.95
BC 0105
Vert(TL) -0,16
6-7 nlr 129
SCLL 0.0 " Rep Stress Iner YES
WB 0.17
Horz(TL) 0,00
8 nia Fila
BCDL 7.0 Code IRC201 Pf 7
(Matrix)
Weight: 81 Ib F 1096
LUMBER-
B CING-
TOP CHORD 2x6 SPF 210OF 1.8E
TOP CHORD
Structural wood sheathing directly applied or Be purlins, except
BOT CHORD 2x4 SPF No.2
end verticals.
BS 2x4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 6-0 0 oc br p _
OTHERS 20 SPF No.2
Mi"P° k ra mends that Stabllizers and required cross bracing
be installed during truss erection In accordance with Stabilizer
it
REACTIONS. All beatings 8.04
(ib) - Max Harz 12-226(LC 11)
Max Uplift All uplift 100 pa or less at int(s) 11,
9 except 12-185(1-C
12), 8-185(LC 12)
Max Graft All reactions 250 Ib or less at}oint(s) 11, 9 except 12- (LC
21), 8-554(LC 2), 10-299(LC
1)
WEBS r
NOTES -
1) Unbalanced roof live loads have been considered for this design,
A: . r. gusr Y. r S *a
CaL 11; #enclosed; * . and ori a -o-4-o, ♦r(2) -0-4-0 t aid Comer(3)3- # u to 6-10-4
7777 Greenback Lamfabrication,
Suite 109
cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;
_ „ guG� 9�'�,
Lumberzone�
grip DOL -1 60
3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consuft qualified building designer as per ANSVTPI I
4) Plates checked for a plus or minus 5 degree rotation.Yt
i•
MYw6)
5) Gable requires continuous bottom chord bearing.
Truss to be onal
40, C's
f
Gable 1-4-0 *
8) This truss has been designed for a %0 pet bottom chord live lead norconrurrent with any other live loads,
* been designed for a We toad of 20,Opsfon e bottom chord in all .:re where" rectangle 0 tell by sa wide will
fit between the bottom s a and any other members,
10) Provide mechanical connection. bearing plate capable of withstandingItM to uplift at jointle)except
66 MO
11) 'Serni-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,w
arum
jk WARNPNB . verairdirsirraparamefors swd TREAD NOTES ON THIS ANU 114CLUDED AITEK REFERENCE PAGE *111.7473 ram. iQItWors BEFORE USE,
Design vortd for use o* ,Mth NaTtreS connectors. This design b based onty upon parameters shown, and is for on individual bVitding cOMP00ent. not
a truss system. Before use, the building designer merit verify the oppSccxb?Nty of design porornefess and propety incorporate this design into the overest
temperer, and bracing
evading design. Bracing indicated 1s to prevent buirkerg of tndrMuot truss web Band/or chard members only. Addltipnah permanent
is always required for stablity and to prevent cislopse with possible personal infuh, and property damage. For genera! guidance regardhsf the
storage, def very. erection mid bracing of trusses and truss systems. see ANShg u QvQ0h CrBerta. DSI -BR and SCSI BuldM9 Core 0 On'
7777 Greenback Lamfabrication,
Suite 109
Saretyristerniciffors ovatkabre from truss More institute. 218 N, lee Street, Suite 312, Alexandria, VA 22314,
_ „ guG� 9�'�,
f0:dk6Hqz01ok603xl1 bYZI GgykLHI-Vd5KrWVB 1VRyrrCfGUQ'
1-4,0 3-3-4 4-9-4 444 3-34
4x4
2X4 11 3XI0 89 7'—
14 Is 12
314
3x4 =
REM
rdliingwn
LOADING (PSO SPACING- 2--0-4 CSL W DEFL. in (loc) Well Lid PLATES GRIP
TOLL 30,0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.01 9-10 >999 240 MT20 197/144
TCDL 18,0 Lumber DOL 1,15 SC 0.11 Vert(TL) -0.02 10-12 >999 180
BCLL 0,0 Rep Stress Ince YES WS 0.10 Horz(rL) 0,00 7 Dire his Weight: 71 Itt FT - 0%
BCDL 7,0 Code IRC20121TP[2007 (Matrer-M)
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD structural wood sheathing directly applied or 6." oc purtins, except
BOT CHORD 2x4 SPF No.2 end vertical$. 0-0-0oc bracing, Except:
WESS 2x4 SPF No,2 BOT CHORD Rigid calling directly applied or 1
6-0-0 oc bracing: 13-14,
[—
--'d—
M ferecommends at,ta6iFaersand reuked mass bracing
e !t.11eddunduring truss erection,
. In accordance with $tatTitizea
Matt
REACTIONS, All bearings 34-0 except W-longth) 12=0-3-8,9=0m3-&
(to) - Max Herz 14-166(LC 11)
Max Uplift All uplift too to or less at joints) 14,7 except 8-109(LC 12),13-114(LC 12)
Max Glass All reactions 250 tb or less at joint(s) 7 except 14.324(LC 1), 8=54$(LC 1), 13- (LC 1), 12=271(LC
3), 9=274(LC 3)
FORCES. (fts) - Max, Comp./Max, Ton, - AN forces 260 Qb) or teas except when shown,
TOPCHORD 3-16-4061102, 4-16-298/131, 4-17-.298/124, 5-17-407186, 2-14--30611
WEBS "-6541143, 3-10-01252,3-13--6551133 1
NOTES -
1) Unbalanced root Ova loads have been considered for this desigm
mra-A lleal Tri I -Wm�' ��4wl � 2-Y M, I 4WqW6 4 it8 =4 5ft; L , 2 411; as is 0 = Alt;
Cat, 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-4-0 to 1-8-0, Interfor(l) 1-8-0 to 8-0-8, Exterior(2) 8-0-8 to 11-0-8
zone� cantilever left and right exposed ; end vertical left and right exposed;0-0 for members and forces & MWFRS for reactions shown;
Lumber DOL -1 �60 plate grip DOL=1 60
3) Plates checked for a plus or minus 6 degree rotation about its center,
4) This truss has been designed for a 10,0 psf bottom chord We load nonconcurrend with any other live loads.
to 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, 1 14, 7 except
�F i's rtlo -... , Iffistandint Its
8=109,13-114
7) "Semi-Nid pitchbreaks with fixed heets' Member and fixity modet was used in the analysis and design of this truss.
Apel 22,2016
WARNING. frieffy design Invissreffer. and READ NOTES ON Ties AND INCLUDED fersE REFERENCE PAGE WWI rev. I"V2016 BEFORE USE,
Design volof for use only ieffh Weisfi, connectors. The design is based or* upon parometers, shown, and Is far an individual builurig comporrent, not
a truss system, Before use, the building designer poet vedis, the orreficirtnity of design parameters and property incorporate this design Into the overall
building design, Brocing Indicated 4 to prevent buckfing of individual truss web and/or chord members a*, Additional temporory and permanent bracing
is always recivired far siorblity, and to preverif cosapse Win possible personal inMy and property doorage, For gar Guidance regarding the 7777 Orsembasst Lane
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTF1 00clity, Criteria, uss4f and RCS! fivinsting Component Sells 109
Safety Inforredtfisen ass oilabie from runs Plans insfifirps. 218 N. Lee Street, Suite 312, Alexandria, VA 22314, _.qitrvLL4e
H
13 SX6 = 6XE
2X4 11 6,00 5-T
LOADING (PsQ
SPACING-
2-0-0
TCLL
300Plate
.ss
1J5
TCDL
IN
Lumber DOL
1J5
BCLL
0,0
Rep Stress mor
YES
8CDL
7,0
Code i. t#..
I
CSI.
DEFL. in
(loc) War! Ltd PLATES GRIP
TC 0.30
Vert(LL) -0.04
10 >999 240 MT20 1971144
SC 0,38
Ved(TL) -010
9-10 >999 180
WB 028
Horz(TL) 0,08
7 Pilo IstaWeight:
(Matrix -M)
73 to FT - 0%
BRAGING-
TCP CHORD
Structural wood sheathing directly applied or 5-5-7 oc purists, except
end verticals.
SOT CHORD
Rigid ceiling directly applied or 10-0-0 oc Groping.
clog
M Ti—krecornmends that Stabilizers and required seas br9
a, I
"Din t t
be installed during truss erection, in accordance, to izere,
NOTES -
it Unbalanced roof five loads have been considered for this design.
h-16ft 8-45t L-2411� eave-4ft"
CatH; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) -1-" to 1-8-0, Interlor(l) 1-8-0 to 8-0-8, Exterior(2) 8-0-8 to 11-0-8
zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL -1.60 plate grip DOL -1,60
3) Plates checked for a plus or minus 5 degree rotation about a can r,
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
ar�easwhere a �rectan �le 36-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 7 except at -lb)
13--108,
7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss,
April 22,2016
WARNING - Verth, doston para t"terssand READ NOTES ON rNts Amo ifirctursEesarEK REFERENCE PAGE mo -7473 rev. FOOV26t5 BEFORE USE
Design vofid for use onty Win suilesits connectors. This design Is based onfir, upon porn eters shown, and is for an Individual building component, not
a truss system. Before use, the building designer nwit verify the applicability of drolgn parameters and property incorporate this desron into the overall
bukfing design. Stocing indicated k to prevent bucknrg of lhailvidure truss web and/or chord members only. Additional fessonorory and psomonent bracing
is oNvoys required for stability and to prevent coffoloe with rosable persand injury and property dornage. For general guidance regarding the
lobfic,ofion, storage, delivery, erection and brocLng of trusses oust truss systems, see ANSI/Ifn Qrsaefy CAoda. D$9-89 and BCS/livilding, Component 7777 Greenback Lane
So" toronsiation ovolloble from Truss Plate insfitute, 2hl N, Lee Street, Spite 31Z Aisnondria VA 2,2314, SCarus kgigAls.��A„9
uite 109
2WEM=
ID: dk6HgzQl ok6Q3xH bYZI Ggykt,Hr-ROD4FbXSZ7hf6V4pfT75Tu3CMWR
1-4-0 2_54 240 3-7-0— 3-7-0 2-0-0 2-5-8
ME
8x12 11 7X8 6g052 7X8 5xl2
I
LOADING (Pat) SPACING- 2-" CSL OEFL. in (lot) Well UldPLATES GRIP
TOLL 30,0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.13 12-13 >999 240 MT20 1971144
TC DL Wo Lumber DOL 1.15 BC 0,49 Vert(TL) .0.29 12-13 >666 180
8CLL 0,0 Rep Stress mcr NO WB 0.80 Horz(TL) 013 9 his We Welqht� 307 In FT 0"k
SCOL 7.0 Code IRC2032tTP12007 (Matrix -M)
LUMBER- BRACING.
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wfood sheathing directly applied or 3-4-5 00 purlins.
BOT CHORD W DF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 ad bracing.
VVESS 2x4 SPF No.2
SLIDER Left 2x6 SPF 2100F 1.8E 2-6-5, Right 2x6 SPF 2100F 1.8E 2-"
REACTIONS. (lb/size) 9=913WO-5-8,24799/0-5-8
Max Harz 2-116(LC 24)
Max Uplift 9-671 (LC 8), 2-1 (LC 8)
FORCES. (to) -Max, Comp./Max, Ton. -All forces 250 Qb) or less except when shown,
TOPCHORD 2 -3 -4023/465,3 -4-16702/1502,4-5-.11398/957,6.6=-114061957,6-7-16044/1246,
7.8-104141805,8-9--3547/281
BOTCHORD 2 -23 -10121979,4,14-23-1012/9794,14-24-1093110332,13-24-1151/11217,
13-25-1240114602, 25-26-1240/14602,12-26-1240/14602,12-27-1032/14118,
27-28-1032/14118,11-28-1032/14118,11-29-70019648, 1049-641/8669,
9-10=-63918684
WEBS 5-12--786/9765,6-12=-46821355,6-11--249/3947,7-11=-46716467,7-10--3637/290,
4-12=-5143/597, 4-13--493/4659, 3-13--291/5707, 3-14-31761103
NOTES -
12) Y!ply truss to be connected togetherwith 10d (0,131x3) nalls as follows:
Top chords connected as follo0-4-0 oc.
Bottom chords connected as fotlowsi� 2x8 - 4 rows staggered at 0-4-0 oc.
Webs connected as lbffows� 20 - 1 row at 0-9-0 OC, Except member 11-6 2x4 - 2 rows staggered at 0-4-0 oc, member 14-3 2x4 - I row
at 0-4-0 oc.
37pp4w0wre iiviii4 ectl I I PI
in the LOAD CASErSj s on, P y 0 y
connectiW ns have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
4
A ) Unbalanced roof live loads have been considered for this design.
5rTWU. Affdr?-Frt 1asfMjjqyff
A�W_h�l 5ft S -4W L=24ft, eave,4ft;
Cat, 11; Exp C� enclosed, MWFRS ldirectional); cantilever left and rightexposed; end vertical left and rightexposed, Lumbert)OLOV
plate grip DOL=1.60
6) Plates checked for a plus or minus 5 degree rotation about Its centeu
7) This truss has been designed for a 10,0 psf bottom chord live load noncorcurrent with any other live toads,
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, 1,rdthstandiror ion ji, —tift Atvotgs) except 01=lb) 9-671,
4,
2=1004
10) "Semi-rigid plichbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss
April 22,2016
WARWMG - Verify dission paromerfors, oaa READ NOTES ON TMS AND INCLUDED WTEK REFERENCE PAGE NW7413 rev, 1"VW15 BEFORE USE
Design valid for use only voth Woke connector$. This design is based only upon porpreefert drov,", and is for on individual building component, not
a truss system. Before use, the building designer most verify the applicobitily of deson parameters and palleertil, incarcerate this design into the overall
building design, gracing indicated is to prevent buckling of indWdual truss web and/or chord arembers only. Addiflonol lemparary and permanent procing
is o required for stability and to prevent collapse with ponstute personal " and property damage. For general guidance reffording the
rondcafkan, storage, delivery. ereallon and bracing of trusses and lass systems, see Want ?771 Greenback Lane
Satellyforene0bon ovearible from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, suite 109
_081lif H_e%t_qS_Ck2_6
NOTES -
11) Hanger(s) or other connection device(s) shall be provided sufficrent to support concentrated load(s) 2244 to down and 582 to up at 2-0� 12, 1964 to down and 139 Us up at 3-3-0
, 1973 to down and 140 Ib up at 5-3-0,1973 In down and 140 lb up at 7-3-0,1973 to down and 140 lb up at 9-3-0,1973 lb down and 140 lb up at 11-3.0, and 1966 lb down
and 139 to up at 13-3-0, and 1969 lb down and 138 to up at, 15-3-0 on bottom chord, The design/selection of such connection device($) is the responsibility of other&
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase -1.15, Plate Increase -1.15
Uniform Loads (pff)
Vert: 1-5-96, 5-9--96,14-19--14,13-14-14,11-13=-14, 10-11-14,10-16-14
Concentrated Loads (to)
Vert. 17-1969(F) 23--22440) 24--1964(F) 25-1973(F) 26--1973(F) 27-1973(F) 28--1973(F) 29--1968(F)
WARMNO-Verify dtsignparam#twsand READ NOTES ON TH(SANO INCALUDEOWTEK REFERENCE PAGENIM-7473rev. IMMOISSEFORE USE,
Design voMd few use any Win Woke, connected, This design 4 based oav upon prelsonotars shaytt, and is for on indiAdval building Component not
0 truss system. Before use, the budding designer roust verity the applicability of design parameters and FrOpedY incOMOrcus this design Into the overall
buisding design, Brocing inotc-oled is to prevent bvck" of individual truss web and/or chord members only. AddifionlA temporary and pe :rent bracing
is always required for stablity and to prevent cogopse w0h possible personot injury and property damage, For general guidance regordirig the
lubrication, storage, delivers, erection and bracing of base ss transyst0rus, see ANSI/TPIIQvai#yCf#*dQ,D$B-490nd#C$ItvodtnoComponeot 7777 Greenback Lane
Safety Information available from Truss Plate insfitute, 218 N. Lee Street, Suite 312, Atexandrio, VA 22314. Suits 109
am
Us
2X4 '11 = 2X4 It
I
LOADING (psf) SPACING- 2_0_0 CSL DEFL. in (jog) Vide Ud PLATES GRIP
TCLL X0 Plate Grip DOL 11 .
5 TC 0.77 V '(L�) -0,03 6-7 >999 240 MT20 197/144
TOOL 18,0 Lumber DOL 1,15 8C 026 Vert(n) -OW 6-7 >999 180 MT20HS 1481108
SCLL 0,0 Rep Stress Ina YES We 0.09 Horz(TL) 0.01 5 We n/a
ight: =
BCOL TO Code IRC2012ITP12007 (Matro-M) We53 lb FT 0%
LUMBER. BRACING -
TOP CHORD 2x4 SPF NO.2 TOP CHORD structural wood sheathing directly applied or 3-8-2 do purfins, except
BOT CHORD 2x4 SPF NO,2 end verficals.
WEBS 2x4 SPF No,2 BOT CHORD Rigid Calling directly applied or 10-0-0 oc bracing.
[
mrrik--t;-c;Wi�e- �dsthWStibiflzersfann required cros—sbiWe �g
IT' b. Installed during truss erection, In accordance with Stabilizer
REACTIONS. (lb/size) 7-691/0-5-8,5-84910-6-8
Max Herz 7-136(LC 10)
Max UpI1ft7--44(LC 12), 5-98(LC 12)
FORCES. (to) -Max, CompWax. Ten.. forces 250 (to) or less except when shown.
TOP CHORD 1 -8 -7941140,8-9-657/142,2-9--650/175,2-10=-657/164,10-11-6591134,
3-11m-8031108,1-7=-6491163,3-5--8071240
BOT CHORD 6-7-6W29, 516-751305
VVESS 1-6=01364,3-6-OM4
NOTES -
1) Unbalanced roof live toads have been considered for this design,
2) Wlnd: ASCE 7-10; Vuft=133mph (3 -second gust) V(IRC2012)-105mph; TCDL-10.8psf,, BOOL-4,2pst, h=15ft; 8=45ft; L-24ft; eavel4ft;
Cat. 0; Exp C; enclosed; MVWRS (directional) and C -C Exterlor(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 6-6-0, Exterlor(2) 6-6-0 to 9-6-0
zone; cantilever left and right exposed; end vertical " and right exposed:C-C for members and forces & MVVFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL -1,60
3) All plates am MT20 plates unless otherivise Indicated,
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. 0 Ul
6) * This truss has been designed for a live toad of 20.Gpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will *****.* I
fit between the bottom chord and any other members,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at JoInt(s) 7, 5,
8) "Semi-rigid pkchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
766 OM
0 N,
WARNING - VaIns dWitnt P..W.-S end READ NOTES ON THYS AND jNci,uDEDssrEK REFERENCE PAGE MO -7473 rise, 1"W2015 BEFORE USE.
Design vorid for use only with M700 connectors, The design is bored only upon parameters shoyM, and is for an individual building cornponent, not
a truss system. Before use. the building designer frou verify the opplicabitity, of design parameters and property incorporate this design into the overall
Wilding design, Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Add 6onol temposcry and pensionern bracing
is ONMYS required for stablity and to prevent colopse with possibie personal injury and property damage. For general guidance regarding the 77774rontriekLarei
tabricotion, storage, delivery, erection and bracing of trusses and truss systems, see ANSVIP'llOvogtyCt#*d*,DS$-69and fCSIPvOdlngC*mP*o*nI suite 109
Safety estasonaloss styrstople from Truss Note tratifule, 218 N. Lee Street, Suite 312, Alexandria, VA 27314,
M
MM
23 22 21 20 19 is 17 18 is 14 13
3x4 = 3x4
LOADING r
DEFL,
i i
TCLL
30{
• DOL
1.15
#
MLumber
DOL
SAS
BCLL
i
Rep Stress Inct,
YES
BCDL
!
Code IRC2012frPI2007
i
CSL
DEFL,
in
(loc)
Udell
L/d PLATES GRIP
TO 0.20
Vert(LL)
-0.01
12
nir
120 MT20 1971144
BC 0.02
Vert(TL)
-0,02
12
nlr
120
WB 0.04
Horz(TL)
0.00
13
nla
nfa
(Matrix)Weight:
MO
22, 17, 16, 15, 14.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
U
« CL,
62 db _ FT - 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins,. except
BOT CHORD 2x4 SPF No,2 end verdcats.
BS 2x4 SPF No.2 SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
OTHERS 2x4 SPF No.2 1 oc bracing�22-23.
MiTek reoommands that Stabilizers aril required crosstrcing�
be instal during truss erection In a rdance with Stabilizer
REACTIONS. All bearings 13.0-0.
(to) - Max Harz 23=-136(LC 10)
Max Uplift All uplift 100 Ib or less at joints) 23, 13, 19, 20, 21, 22, 17, 16, 1, 14
Max Grav All reactions 250 to or less at joints) 23, 18, 19, 20, 21, 2, 17, 16, 15, 14 except 13=294(LC 1)
FORCES. (to) - Max, Comp.iMax. Ten, - All forces 250 (to) or less except when shown,
TOP CHORD 11-13-2921188
NOTES -
1) Unbalanced roof live toads have been considered for this design.
2} d: ASCE 7-10; Vult=133mph (3 -second gust) V(IRC2012)=105mph; TCDL=10.8psf; SCOL=4,2psf, h=15ft; B=45ft; L=24f1; eave=2ft;
Cat. at; Exp C; enclosed, MWFRS (directional) and C -C Comer(3) 0-1.12 to 3-1-12, Exterior(2) 3-.1.12 to 6-6-0, Comer(9) 6-6.0 to 9-6.0
zone; cantilever left and right exposed, end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind toads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Plates checked for a plus or minus 5 degree rotation about its center.
6) Gable requires continuous bottom chord bearing.
b),
NNO O U
7) Truss to be fully sheathed from one face or securely braced against lateral movement (d,e, diagonal
�
8) Gable studs spaced at 1-441 oo.«*««•«.««sr
9) This truss has been designed for a 10.0 psf bottom chord dive load nonconcurrent with any other live toads.
3-6-0 tall by 2-0-0 wide will
**
««f
10) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle
fit between the bottom chord and any other members.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding too lb uplift at joint(s) 23, 13, 19, 20, 21,66
MO
22, 17, 16, 15, 14.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
U
« CL,
ai�A;«**«* \
WARNING - Vanity therkirsparamfrs and WAD NOTES ON THIS AW INCLUDED WEEK REFERENCE PAGE W7413 rev. f Yo s BEFORE use,
Design valid for use onty Win Wide) connectors. This design is based oraty upon porrometers shown. ono is for an individual brAding component, not
a truss system, Before use, the bullring designer must verity the opedccobMity of design parameters and property incorporate this design Into the overati
building design, Bracing indicated is to Prevent bucking of individualtruss web andlor chord members only, Additionot temporary and permanent bracing
is ofscrys required for stoblity and to prevent collapse Win Possible personal k*xy and property damage, For general guidonce regarding the 7771 Lane
folodcalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSON) <duaBry Criteria, D$6-84 and SCSI BuNding Component Sink« tog
Solely information ovoi?abfe from Truss Plate insfitute, 2W N. Lee Street, Suite 312, Alexandria, VA 2231 m Carus _I R 95B9o,
ME
RM
LOADING (Psf) SPACING- 2-0-0 CSL DEFL. In (loc) Well Ltd PLATES GRIP
TCLL Mo Plate Grip DOL 115 TC 0,47 Vert(LL) -0,05 9-10 >999 240 MT20 1971144
TCOL 18,0 Lumber DOL 1,15 SC 0,27 Vert(TL) -012 9-10 '999 180
8CLL 0.0 Rep Stress Incr NO W8 024 Horz(TL) 0,02 7 n/a n1a Weight: 224 to FT - 0%
SCDL TO Code IRC2012ITP12007 (Matrix -M)
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD structural wood sheath"d' ly appRed or 6-0-0 oc purlins,.
BOT CHORD M OF 1 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 00 bracing,
WEBS 2x4 SPF No,2
SLIDER Left 7x6 SPF 2100F 1,8E 1-6-0, R19M 2x6 SPF 2100F 1.8E 1-6-0
YF IR M
7777 GrotobwA Lane
SuKe 109
Hojo—S
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber increase- 1, 15, Ptate Increase -'6.15
Uniform Loads (pit)
Vert, 1-4-96,
Concentrated Loads (1b)
Vert: 19-2170(F) 20-1324(F) 21=-1337(F) 22--1352(F) 23-1354(F) 24-1371(F)
WARNING - VffYdeW9"P#1#m-1*r$ switREADNOTES ON THIS AND ANCLUDEVANTEK WPERENCE PAGE.AW-7473 rev, 1"V2015 BEFORE USE.
Design valid for use only with MUM connectors. This design n based onry upon ponsmeters shown, and is tot an individual buriding coralconenf, not
a truss system. Before use, the bw4ding designer must verify the rspolcobititlr of design barometers and property incorporate this design into the overact
buikihq deOgn. ffro6no Lndrcoie.d is to prevent buckling of individual truss web ondlor chord members onfy, Addtk)nd temporary and permanent bracing Me!
Is otways required for stability and to prevent Collapse yAfh prasse4r, personal intoor and property domboss. For general guidance regarding the
rubrication, storage, delivery, election and bracing of trusses and truss systems. See ANSI/nIj Geopit, Culeda, OSS -S? and SCSI trillding Component 7777 Gonerbsiss Lane
teddyfistritterrifers avoiroble from Truss Plate institute, 218 N. Lee Street, Suite 31Z Atexonddo, VA 22314, suite 109
rl�
LOADING (l►
SPACING-
2-0-0
TCLL
300
Plate Grip DOL
1,15
TCDL
18.0
Lumber DOL
115
SCLL
00
Rep Stress [nor
YES
BCDL
7,0
Code IRC2012frPI2007
REACTIONS, (lb/size) 5-297/0-54, 4-32/Mechanical
Max Herz 6-95(LC 9)
Max Uplift 5-62(LC 12), 446(LC 9)
Max Grav, 5-297(LC 1), 4-55ILC 17)
RUJ
S1.
DEFL.
In
(toe)
Wall
Ud
TC 0.20
Vert(LL)
400
5
>999
240
BC 0.03
Vert(TL)
-0,00
4-6
>999
180
WS 0L03
Harz(TL)
400
4
rile
n/a
(Matref-M)
FORCES. (tb). Max, Comp,/Max. Ten. -All forces 260 (lb) or toss except when shown
TOP CHORD 2-5-285t166
63MMCISM
PLATES GRIP
MT20 1971144
Weight: 11 Its FT - 0%
b al-cing
ek recomitnends titer Stabilizers and requied CrOss bracing
bar
.act e
installed during truss erection, in accordance with Stabilizer
Cat, 11; Exp C; enclosed; MVVFRS (directional) and c -C Extedor(2) zone; cantilever left and right exposed, end vertical led and tight
exposed,'C-C for members and forces & MWFRS for reactions shown; Lumber DOL -1,W plate grip DOL -1.60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) 114 truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other tive loads.
4T-1fln""t— 1—rd-sir-1 fiff a we-I'VZ1 -0-0 illike, will
fit between the bottom dtord and any other members,
5) Refer to girder(s) for truss to truss connections.
f) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 to uplift at joint(s) 6, 4.
7) "Semi-rigid pirchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
,&WARANNO. Vorffyd*Wgnpa amotemend f,*ADNOTES ON TNS AND INCLUDEOWEKREFERENCE PAGE W-747,3rov, 1".112015BEIDRE USE
Design void for use only Win Musket conneofors, This design 6 based only upon parameters shaver, and Is for on Indiddual building component not
a truss system Before use, the building deogney must verify the applicability of design parameters and PrrsiserlY lac :este this design into the overall
buirsking design. Bracing indicated Is to prevent backlog of hdryclud truss web and/or chord merapers orgy. Addifronor le pore and pernioneat bracing
Is always required W skseffity and to prevent collapse YAth possible personal " and property dm e. For general guidance regarding the
fabrication, storage, delvery. erection and bracing of trusses and truss systems, see one At
Safety Information available from thus Proto rnrfitute, 218 N, Lee Skeet, Suite 312, Alexandria, VA 22314.
April 22,2016
2-0-0
2X4 It
LOADING (PSI)i
SPACING-
2-0-0
CSL
DEFL
in
(lot)
Well
Lid
TCLJ- 30,0
Plate Grip DOL
IAS
TC O06
Vert(LL)
400
3-4
>999
240
TCDL 1&0
Lumber DOL
115
8C DAI
Vert(n)
.0,00
34
>999
Igo
BCLL OLO
Rep Stress Incr
YES
Vila 002
Horz(TL)
-0,00
3
Fire
Fire
BCDL 7O
Code IRC2012ITP12OD7
(Matux-M)
LUMBER- BRACING -
TOP CHORD 20 SPF No,2 TOP CHORD
BOT CHORD 2x6 SPF 2100F 1,$E
WEBS 2x4 SPF N0.2 BOT CHORD
REACTIONS, (thisiZe) 4-37110-5-8,3-385/Mechanical
Max Horz 4=77(LC 9)
Max Upfft4-24(LC 8), 3-59(LC 9)
929E���
PLATES GRIP
MT20 1971144
Well;K 10 to FT - 0%
Structural wood sheathing directly applied or 2-0-0 oc itudins, except
end verticals,
Rigid ce!*V directly applied or 10-0-0 OC bulging,
MITek reStabilizers and required cross bracing
b installed mends
during
a installed during truss erection, in accordance with Stabilizer
NOTE$ -
I= I SV 8=45V L-24ft: eave-4ft*
=
.71 #FIJI 5=7
MEMO&,
4) —Trinvuluss nas dawn OF
fit between the bottom chord and anY other members,
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (trY Others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)
7) 'Semi-rigid piumbreaks with fixed heets" Member end fixity model was used In the analysis and design of this truss.
J,, WTM. pj and 48 fb_u,., at 1-0-4
on bottom chord, The design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B)
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1,15, Plate Increase -1,15
Uniform Loads (pill
Vert: 1-2-96, 3-4-14
Concentrated Loads (lb)
Vert: 5-567(F)
April 22,2016
WARreya. Vielike4striorssesmisfervand MAD Nones ON TIRSANOINCLUDEONTEK REFERENCE PAGE ie#-Uflrw1"W016 BEFORE USE.
Design valid for use only Win Webs connectors, This design is based a* upon parameters shown, and is for on individure building component, not
a truss system, Before use, the bui ksg designer must veiffy the applicobilty of design parameters and PropedY incorporate this design Into the overall
brAiding design, Bracing indicated is to prevent bucking of individud truss web /or chord members only. Additional temporary and permanent bracing
is otsvisto required for stpotilly and to prevent cotopse Mh possint, personat knory and Prof" damage, For gene" guidance regarding the
fabrication, storage, delivery, eryeflon and bracing of trusses and buss sysismsy, see stifir/rinj QUO" 0
Cf#*"A 64? and SCSI avotfing Component 7777 Greeribeds Lane
$ufte 109
Safety farouseakon avaltable from Truss Note institute, 218 N, Lee Street, Suite 312 Alexandria VA 22314.
3=
zest = 2x4 =
LOADING (ps
SPACING-
2-0-0
CSI,
TCLL
:30
Plate Grip DOL
115
TC 0,10
TCDL
a �00
Lumber DOL
1,15
Be 006
SCLL
00
Rep Stress Inor
YES
M O02
BCDL
7,0
Code IRC2012tTP12007
(Matrix -M)
1! ,i JWXEF i I
livia" - I I
FORCES. (lb) - Max, Comp./Max, Ten, - All tomes 250 Qb) or less except when shown,
TOPCHORD 2-14--262149,4-15-262149
I
NOTES -
1) Unbalanced root live loads have been considered for this design.
h-15ft'S=45fLL-24ft;eave=4ft;
Cat H; Exp C; enclosed; MWFRS (directional) and C-0 Extedor(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 2-6-0, Exterjor(2) 2-6-0 to 5-6-0
zone; cantilever left and right exposed; end vertical left and right exposed;0-0 for members and forces & MWFRS for reactions shmvn�
Lumber DOL -1 AD plate grip it +#
3) Plates checked for a plus or minus 5 degree rotation about its center,
4) This truss has been designed for a %0 psf bottom chord live load nonconcurrent with any other live kssds
a rectangle 3-6-0 1 It b 2-0-0 Wide, will
WARNMO. Verrify design parameters and READ NOTES ON rMS AND INCLUDED ARTEK REFERENCE PAGE ARIT7413 rov. Iffellatifit OFFORE USE,
DeOgn valid for use only vAth blileyl) connector, This design is based only upon porornelerr shown. Carl is for on individual Wilding cornponent. not
a truss system. Before use, the bVilding designer nwst vieffy the oppliceroBty of design parameters and property incorporate this design into the 0YOTOR
bultding deson, Brocing indicated is to prevent buckling of individual truss web and/or chord members only. Additional tereporrey and pernranent bracing Milk'
isrvv�oy required for stablity and to prevent collapse with possible personalerfors, and property damage. For general guidance regarding the 7777 Greenback Lane
fa astern. star oge,dirioery, erection and bracing of trusses truss systeras, see ANSfIn'll civailly Criteria, OSB -84 and ICSI Building Component Supe log
Safety Infairsaidirns overlarge !rani Truss Plate institute, 2 P 8 fl. Lee Street, Suite 312, Alexandria VA 22314,
DEFL. in
(I=) Udell U4 PLATE$ GRIP
Veft(LL) -0.00
9 >999 240 MT20 197/144
Vert(TL) -0,00
6 >999 180
Horz(TL) 0,00
4 Ole n/a
Weight: 17 is FT -O%
BRACING-
TOPCHORD
Structural wood sheathing direclify applied Or 5-0-0 oc Purlins.
BOTCHORD
d calling directly applied or 10-0-0 Go bracing,
�MiTei recommends that Stabilizers and required cross bracing,
I
be Installed during truss arection, In accordance With Stabilizer
a
I I nj "t
NOTES -
1) Unbalanced root live loads have been considered for this design.
h-15ft'S=45fLL-24ft;eave=4ft;
Cat H; Exp C; enclosed; MWFRS (directional) and C-0 Extedor(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 2-6-0, Exterjor(2) 2-6-0 to 5-6-0
zone; cantilever left and right exposed; end vertical left and right exposed;0-0 for members and forces & MWFRS for reactions shmvn�
Lumber DOL -1 AD plate grip it +#
3) Plates checked for a plus or minus 5 degree rotation about its center,
4) This truss has been designed for a %0 psf bottom chord live load nonconcurrent with any other live kssds
a rectangle 3-6-0 1 It b 2-0-0 Wide, will
WARNMO. Verrify design parameters and READ NOTES ON rMS AND INCLUDED ARTEK REFERENCE PAGE ARIT7413 rov. Iffellatifit OFFORE USE,
DeOgn valid for use only vAth blileyl) connector, This design is based only upon porornelerr shown. Carl is for on individual Wilding cornponent. not
a truss system. Before use, the bVilding designer nwst vieffy the oppliceroBty of design parameters and property incorporate this design into the 0YOTOR
bultding deson, Brocing indicated is to prevent buckling of individual truss web and/or chord members only. Additional tereporrey and pernranent bracing Milk'
isrvv�oy required for stablity and to prevent collapse with possible personalerfors, and property damage. For general guidance regarding the 7777 Greenback Lane
fa astern. star oge,dirioery, erection and bracing of trusses truss systeras, see ANSfIn'll civailly Criteria, OSB -84 and ICSI Building Component Supe log
Safety Infairsaidirns overlarge !rani Truss Plate institute, 2 P 8 fl. Lee Street, Suite 312, Alexandria VA 22314,
1-0.0 2-6.0 2-6-0 1-0-0
REACTIONS.#
Max Horz 2-67(LC 10)
Max UpRft2-71(LC 12), 4-71(LC 12)
FO1?,CES. (Itil - Max. Comp,lMax, Ten. - Ali forces 250 Qb) or less except when shown.
Weight: 17 lb FT - 0%
erection,MfTok recommends that Stabilizers and requited Class bracing
be installed during truss i !
#
NOTES-
1)
MI
8) - This truss has "an design
• IYR
# ##R
fit between bottom chR i. and :illi. other
# Provide mechanicalR ... t.#n (by #. of bearing plate capable of t # # 100 lb uplift at # ;.
t"Semi-rigid pit y.. # fixity modelused In the analysis and#w,y
WARMING • vadry "an paramataro and MAD NOES ON TNS AND fNCLUPE0 AOTER REFERENCE PAGE AM -747.3 v. 1"V2015 6EFOR6 USE,
Design vo#d for use ony with M#7ekO connectors. This design is based ora y upon ptsrametees shown, and is for an individual building co rVonertt.: not
a frost system, aefare use, the buildingdesigner must verity the app€cobi� ty of design para etenss and ProPedY foorarPra+'ate this design into the overall
tc.0ding design. firtacing indicated is to prevent buckling of indwiduol truss web ondtcx chord me ss only. Add'afionot femporary and permanent bracing
Is aMoys required for sterility and to prevent ca#apse wOh possible personal iniory and Property dornage. For general guidance regarding the
fabrication, storages, delivery, erection and bracing or trusses and truss systems, sea ANSVIPtt 4000y Clearia. DSts•84 and 6C«Sf 444difto Component
Sofetyttiforanthon avaitabso from tons Plate institute. 218 N. tee Street" Suite 312. Alexanded, VA 223 t4..
LOADING (pat)
SPACING-
2-0-0
C$I.
DEFL..
in
(loc)
Wall
Ltd
TCLL 30.0
Plate Grip DOL
1.15
TG 0,11
Vert(LL)
040
5
nir
120
TCDL 18,0
Lumber DOL
9,15
BC 0^05
Vert(TL)
0,06
5
nPr
120
BOLL 0.0 '
Rep Stress tncr
YES
WS 0.02
Horz(TL)
0.60
4
pis
rite
BCDL 7.0
Code IRC2012if'P12007
(matrix)
REACTIONS.#
Max Horz 2-67(LC 10)
Max UpRft2-71(LC 12), 4-71(LC 12)
FO1?,CES. (Itil - Max. Comp,lMax, Ten. - Ali forces 250 Qb) or less except when shown.
Weight: 17 lb FT - 0%
erection,MfTok recommends that Stabilizers and requited Class bracing
be installed during truss i !
#
NOTES-
1)
MI
8) - This truss has "an design
• IYR
# ##R
fit between bottom chR i. and :illi. other
# Provide mechanicalR ... t.#n (by #. of bearing plate capable of t # # 100 lb uplift at # ;.
t"Semi-rigid pit y.. # fixity modelused In the analysis and#w,y
WARMING • vadry "an paramataro and MAD NOES ON TNS AND fNCLUPE0 AOTER REFERENCE PAGE AM -747.3 v. 1"V2015 6EFOR6 USE,
Design vo#d for use ony with M#7ekO connectors. This design is based ora y upon ptsrametees shown, and is for an individual building co rVonertt.: not
a frost system, aefare use, the buildingdesigner must verity the app€cobi� ty of design para etenss and ProPedY foorarPra+'ate this design into the overall
tc.0ding design. firtacing indicated is to prevent buckling of indwiduol truss web ondtcx chord me ss only. Add'afionot femporary and permanent bracing
Is aMoys required for sterility and to prevent ca#apse wOh possible personal iniory and Property dornage. For general guidance regarding the
fabrication, storages, delivery, erection and bracing or trusses and truss systems, sea ANSVIPtt 4000y Clearia. DSts•84 and 6C«Sf 444difto Component
Sofetyttiforanthon avaitabso from tons Plate institute. 218 N. tee Street" Suite 312. Alexanded, VA 223 t4..
3 9-8 3-9-8
am
LOADING (pst)
SPACING-
2-0-0
CS1.
DEFL.
in
(toe)
Vdefl
Ud
TCLL 30,0
Plate Grip DOL
1,15
TC 0, 19
Ved(LQ
-0,06
5-9
>999
240
TCOL 180
LumberOOL
1,16
BC 0.32
Vert(ILl
-0.12
5-9
>710
180
BCLL 0,0
Rep Stress Iner
YES
WB 0,10
Horz(TL)
O01
11
We
file
BCDL 7O
Code IRC2012rrPI2007
(Matsix-M)
LUMBER- BRACING -
TOP CHORD 2x4 SPF No,2 TOP CHORD
BOT CHORD 2x4 SPF N0.2
WEBS 20 SPF No.2 BOT CHORD
OTHERS 2x6 SPF 210OF 1.8E
SLIDER Left 2x6 SPF 210OF 1,8E 1-6-0
REACTIONS. (Ibisize) 1-403M-3-8, 11 =36405-8
Max Harz 1-78(LC 9)
Max Uplift I --6(LC 12),11-43(LC 12)
FORCES. (lb) -Max, CompJMax. Ten. -All forces 2-50 (lb) or less except when shown,
TOPCHORD 1-2-40M, 2-12=-441178,3-12-405189
BOTCHORD 1-5-1191419
WEBS a -5-39W147
om
PLATES GRIP
MT20 197/144
Might: 31 lb FT -O%
Structural wood sheathing directly applied or 6-" oc purfins, except
end verficals,
Rigid ceiling direcity applied Or 10-0-0 OcIltirscing,
MiTei_r_emends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
NOTES-
5)8earingaijointis!) 17.7strisiNTUMERUMEME4,
of bearing surface,
6) Provide mechanical connection (by others) of truss to beefing plate capable of withstanding 100 to Uplift at joint($) 1, 11 -
7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
A WARNING - V.* design perarreffers and READ NorEs ON TWS AND INCLUDED AWTEK REFERENCE PAGE MO -7471 `vv.Ittes"gis BEFORE USE
Design vdid for use only Win rdleiss, connectors, This design is based only open ponrelete" sh(n�n, and is for on individual holding conVonent, not
a truss system Before use. the Wining designer must verity the applicability of design parameters and property incwporote this design into the overall
buitding design, bracing indicated is to prevent buckling of individual truss wets and/of chord members only. Additionat temporary and peersonent burcing
is oKvoys required for stability and to prevent cotiorse with possible personal injury and property donroge, For Werat guidance regarding the
fabrication, storage, detivery, function and bracing of trusses and truss Wsfeff'M see ANSVIP11 Q00MYCa! 0ft OSS -91 *AJ ACM SuMing C"nsPrin'"d
Safety int ixteraffon ovoitoble from Truss Plote Institute, 218 N, Lee Street, Suite 312. Alexandra, VA 22314.
April 22,2016
..,... ,:1-4-0
.........____t._._._..,......,.,,._......_.._.W.._...................". ..,.., ,.g.,q....n,....__..........,_..m,A.....,_ - 1-6-0
We if
State - 1:201
oa
LOADING (psQ SPACING- 2-0.0 CSI, DEFL. in (loo) Wall Ud PLATES GRIP
TOLL 50.0 Plate Grip DOL 1.15 TC 0,40 Vert(LL) -0.02 6-10 >999 240 MT20 1971144
TCDL 15,0 Lumber DOL 1.15 SC 0.15 Vert(TL) -0.04 6-10 >999 160
BCLL 0,0 ` Rep Stress #nor YES VW 0.00 Hoa(TL) 0.01 2 nia nta
BCDL 7,0 Code IRC2012 I 7 (M ' -tot) Weight: 24 lb FT 0
LUMBER- BRACING»
TOP CHORD 2x4 SPF No.2 TCP CHORD structural wood sheathing directly applied or 58-0 oc purlins, kept
BOT CHORD 2x4 SPF No.2 end veriicals.
BS 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 10.0"0 oc bracing.
OTHERS 2x8 SPF 210OF 1,8E Mir k res mends that stabfttzers and rrequked cross bracirij
SLIDER Left 2x8 SPF 2100E 1.8E 1-6-0 be Installed during truss erection, in accordance Stabilizer
9�
REACTIONS. (lb/size) 2=41610.3-8,12-471/0-5-8
Max Horz 2-102(LC 9)
Max tlplltt2 26ILC 12), 12-130(LC 12)
FORCES. (to) -Max. CompidMax. Ten. -All forces 250 (Its) or less except when shown,
TOP CHORD 2-3-416/77,3-13-377182,4-13-348/105
NOTES -
Cat
enclosed;MWFRS #_ M to 1-8-0, r eright
exposed; end vertical left and right exposed;C-C,. members. forces ; MWFRS forreactions .: > DOL -1,60 pe.#
rip
tr
checked2) Plates for : i degree rotation about
3) This truss has ,�. designed for a 10,0« bottom chord live load nonconcurrent with any other five.ad
between4) * This truss has been designed for a live load of 20.0paf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit !. chord and any other members.
5) Bearing at joint(s) 12 considers parallel to grain value using ANSIfrPI I angle to grain formula, Building designer should verity capacity
of !
is Provide 5 .l connection # others)of truss to bearing plate :ia of i i 100 lb uplift at iexcept
12-130
7) "Senti-rigid t.used In the # design
WARvitto . VarNy design Paramefars and RrAO NOTES ON T'70S AND INCLUDED "TEK REFERENCE PAGE Arfd*747.3 ""' l" 0}s BEF*RE Use....
Design valid for use only with M+Tek* connectors This design Is based only upon pouameten shaven, and Is for an individual avading component. not
a truss system. Before use. the butiong designer must verify this opp#coWty of design parameters and property incorporate bels design antra the overal
building design. Burcing indicated is to prevent buckling of individtmt truss Ymb tar chord member's only, Additional temponey and Permanent bracing 1 '
6 ahvays requked for stabl ity and to prevent colipase with passible personat'sr '..os, and property damage. For general guidance regarding the
77T7 Gastheads Lane
fabdr-'at an. storage, delivery, erection and bracing of trusses and truss systema, see ANS/TPII CitrnNfy criteria, DSS -89 and sCSp B q Ca ant suite 109
Safety Information available from Truss More Institute. 218 N. Lee Street, Suite 312,. Alexandria, VA 22W4....._..__..r.._.......m_�._,.......�:rtbs: . $,.�.�.. `
1.4.0 5.2.8 1.11.0
3x10 #�
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (ioc) Well Ltd PLATES GRIP
TCLI 34.0 Plate Grip DOL IAS TC 040 Vert(LL) 4.01 6.10 >999 240 MT20 197/144
TCDL 15.0 Lumber OOL 1AS Be 0.11 Vert(TL) -0.03 6.10 >999 190
BCI L 0.0 a Rep Stress Incr YES We 0.00 Florz(TL) 0.01 2 n1a nda
BOOL 7.0 Code IRC20121TP12007 (Matrix -M) _ iglu: 23 Ib FT 0°4
LUMBER- S P CING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directilt applied or 5-2-5 oe Purlins, except
SCITCHORD 2x4 SPF No. 2 and verticaN.
VVEBS 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or I0-0-0 oc bracing.
OTHERS 2x6 SPF 2100E 1.8E [WbeTa:tbZ=u0ng
ds tlsat Stablilz and- cal cross brmc.5sn g
SLICER left 2x6 SPF 2100F 1.8E 1- mass er lore, In rdareca wiitr Stabilizer
REACTIONS. (Ibtsize) 2=37403-8,12-502/0-5-8
Max Herz 2=104(LC 9)
Max Uptift2-14(LC 12), 12-154(LC 12)
FORCES. (to) -Max, Comic./Max. Teri. -All forces 250 (Ib) or less except when shown.
TOPCHORD 2-3-311162,3-13--2$3t65,4-13-275/85
NOTES -
Cat
,,
w t w ! � • i i ►
Exp w and C -C ExterW(2) -1-" to 1-8-0, Interfor(l) 1 -"to 7-1-8 zone; cantilever left and right
exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip
DO «t
2) Plates chocked for aw.wrotation
3) This truss has been
designed for a 10,0 psf bottom chord live load nonconourrent with any other five loads,
4) - This truss has been dr load of !#• ♦ it tw .! !t wide
betweenfit the bottom other
bearing5) Bearing at joint(s) 12 considers parallel to grain value using ANSVTPI 1 angle to grain formula, Building designer should verify capacity
of
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 2 except (jt -lb)
12-154
7) "Semi-rigid pilghbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss
WARNING • Vargy design Parameters +rad READ NOTES ON VAS AND INCLL7AED WIEK REFERENCE FAGE AW7473 sew. 1""2015 BEFORE USE,
Design vaho for use onty m1h rAffeke connectors. This design 5 based oury upon parameters show^ and is for on indivtidual building component, not
a truss system. Before use. the Wisfing designer must verify the applicabilry of designs gosometers and PrOPerlY incorporate this design into the overog
building design. @toeing indicated is to prevent buciing of indr,4ducal truss web and/or chord men bers only. Additional temporary and permanent bracing
is cromys required fur stability and to prevent colopse vAth possibirs personot" ' and Property damage, for genensiguidonceregardiN the
tcrhrication, storage. dernrery, erection and bracing of trusses and truss systernx,. See ANSIYIPII Q Cd , DSI -89 and ICSI suading Ca poa+ant
Safety to rt ovoiabie team Trus India Institute. 218 N. Leu Street, Suite 312, Alexandria; VA 22314.
April 22,2416
1-4.0 0.11 0 e -v -u
Seats - t20.o
LOADING (psi)
SPACING-
2-0-0
CS1.
DEFL,
in
(foe)
Well
Ltd
TCLL 300
Plate Grip DOL
IAS
TO 018
Vert(LL)
-0,02
6-10
>999
240
TCDL 18�O
Lumber DOL
1,15
SC 0118
Vert(TL)
-0,06
6-10
>99%
180
BCLL 0,0
., Stress Inor
YES
M .«
O01
12
We
We
LUMBER -BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
BLIT CHORD 2x4 SPF N*,2
BS 2x4 SPF Ido.2 BOT CHORD
OTHERS 2x6 SPF 2100F 'I.BE
SLIDER Left 2x6 SPF 210OF 1.BF 1-6-0
* » A/Max, Ton, - All forces 250Qb) or less except when Shown,
• • •..'. B 2-3--522/03,3-13-484/98,4-13-447/125
M
tg,K 25 Its FT rM 0%
Structural wood sheathing directly applied or 6-0.0 oc puffins, except
end verbisals.
Rigid ceiling directly applied or 1 oc bracing.
PAiTek f ends that StabNiz and required bracing
be installed during truss erection, in accordance with Stabilizer
NOTES-
easteedfttwM M # M #
eat, it; Exit C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-4-0 to 1-8-0, Interet(l) 1-8-0 to 7-1-8 zone; cantilever left and fight
exposed ; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip
Bei: M•
2) Plates checked for a plus
designed# • i aM
ut its center,
3) This truss has been abottom chord live
designed#4) * This truss has been ak » load of a a O # a# bottom chord 3-6-0tall f wide will
fit between " bottom chord and any other M+
5) Bearing at i to grain valus using"angle # grain formula,#. M vetify capacity
# M
e . a
6) Provide mechanical connection (by others) of truss to beefing plate capable of withstanding 100 to uplift at joinitir) 2 except (ft -lb)
7) "Semi-rigid plichoreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
Apol 22,2416
WARMNti • Vanity design parameters and READ NOTES ON THIS AND INCLUDED TER REFERENCE PAGE.. 747? rev: 160"VIS BEFORE USE.
Design valid for use orgy with idifeW connectors, This design n bosed oroy, upon parameters shown, and Is for on individual bugdhg component not
o truss system. Be€are use, the building designer must verify the opplicobility of design parameters and property morporoto this design into the overoR
bu'atdtrg design, traded indicated is to prevent bucking of individual into web and/or chard inemben only. Additiona8 temporary and permonent txacireg
is ctivroys required for stoblity and to prevent roCapse with possible personal' and property da e. For gerorad guidance regarding the 77ii t3 Ga
fabrication, storage,. delivery, erection and bacirg of irnrsses and truss systems, see ANSI/ n Cni ants DSB•e9 and RCSB B keg Component Suite 109
Safety Information chrobober from truss Plate Institute, 218 N. lee Street. Suite 3 B 2, Alexandria, VA 2:9314. .--'Amu tlsahill
EM
I
1 3-6-9 345-9
04 =
20
LOADING (Psf)
SPACING-
2-0-0
TCLL
X0
Plate Grip DOL
115
TCOL
18.0
Lumber DOL
1AS
BCLL
00
Rep Stress Incr
YES
BCOL
7,0
Code IRC2012ITP12007
"M
I
REACTIONS(lb/size) 1-18917.0-6,3-18917.0-6,4-295/7-0.6
Max Horz 1-58(LC 11)
Max Uplift 1--26(LO 12), 3-26(LC 12)
FORCES(to) -Max, Comp,/Max. Ten, -All forces 250 Qb) or less except when shown,
NOTES -
1) Unbalanced roof live toads have been considered for this design.
tL=24ftw eave=4ft;
Cat, 11; Exp C; enclosed; MWFRS (directional) t: Extenor(2) zone; cantilever left and right exposed; end vertical left and right
exposed;C-C for members andforces& MWF11Sforreactions shown', LumberDOL-1.60 plate grip DOL=1,60
3) Plates checked for a plus or minus 5 degree rotation about its center.
4) Gable requires continuous bottom chord beating,
5) This truss has been designed for a 10,0 psf bottom chord five load nonconcurrent with any other live toards,
i rectastrue 3.6.0 is b 2 0-0 to will
WOMAN&, 0,
M1111,141011
Numfla ".40#11gla ragag mraul N
AWAgivirsto. sepontriassign, parmetars and READ NOTES ON rms Also latmucenstirrEff REFERENCE PAGE W-7,473 MV, fore VZOIFS&EFORE USE.
Design valid for use only with Wetrar connectors, This design is based only upon porametem shown, and is for on individual ongoing component, not
a Inm systern, Before use, the building designer must verity the orsocobilty of design parameters and property irmorporoW this design into the overall
buRding design. Bracing insfirared is to prevent pontoon of insfividual truss web and/or chord members only. Additional lefflaaary and lopless3nent to'Coss
is ahvoys tessutred for sissiaNts, and to prevent co se Mir posviste penonoB intury and properly damage. For general guldonce regard' ut; the 7777 Greenback Lane
fabdcvr6onstorage, delivery, erection and bracing of Pusses and hun$ systems, see ANSIM11 (iUOMY clients, DS649 00d SCSI Infilding Conil"'evet suffis 109
Safety Informallret arvagobLe from Truss Plate institute, 218 N, Lee Sheet. Suite 312, Mexandrin, VA 22314,
CSI.
DEFL. in
(toe) Well Ud PLATES GRIP
TC 0,23
Vert(LL) Dire
n/a 999 MT20 197/144
SC 0,07
Vert(TL) hire
nits 999
WB 0,03
Horz(TL) 0,00
3 hull n/a
(Marbix)
Weight: 18 Its FT=O%
CINCA -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
SOT CHORD
Rigid calling d applted ort Go bracing.__
'�Iractjy
that Stabilizers and required cross bracing
�-j—jl-T—ekrecommends
be instal during truss erection, In accordance with Stabilizer
fret '.(=M
:1
tatis
nstaRaWorr
I It'.
REACTIONS(lb/size) 1-18917.0-6,3-18917.0-6,4-295/7-0.6
Max Horz 1-58(LC 11)
Max Uplift 1--26(LO 12), 3-26(LC 12)
FORCES(to) -Max, Comp,/Max. Ten, -All forces 250 Qb) or less except when shown,
NOTES -
1) Unbalanced roof live toads have been considered for this design.
tL=24ftw eave=4ft;
Cat, 11; Exp C; enclosed; MWFRS (directional) t: Extenor(2) zone; cantilever left and right exposed; end vertical left and right
exposed;C-C for members andforces& MWF11Sforreactions shown', LumberDOL-1.60 plate grip DOL=1,60
3) Plates checked for a plus or minus 5 degree rotation about its center.
4) Gable requires continuous bottom chord beating,
5) This truss has been designed for a 10,0 psf bottom chord five load nonconcurrent with any other live toards,
i rectastrue 3.6.0 is b 2 0-0 to will
WOMAN&, 0,
M1111,141011
Numfla ".40#11gla ragag mraul N
AWAgivirsto. sepontriassign, parmetars and READ NOTES ON rms Also latmucenstirrEff REFERENCE PAGE W-7,473 MV, fore VZOIFS&EFORE USE.
Design valid for use only with Wetrar connectors, This design is based only upon porametem shown, and is for on individual ongoing component, not
a Inm systern, Before use, the building designer must verity the orsocobilty of design parameters and property irmorporoW this design into the overall
buRding design. Bracing insfirared is to prevent pontoon of insfividual truss web and/or chord members only. Additional lefflaaary and lopless3nent to'Coss
is ahvoys tessutred for sissiaNts, and to prevent co se Mir posviste penonoB intury and properly damage. For general guldonce regard' ut; the 7777 Greenback Lane
fabdcvr6onstorage, delivery, erection and bracing of Pusses and hun$ systems, see ANSIM11 (iUOMY clients, DS649 00d SCSI Infilding Conil"'evet suffis 109
Safety Informallret arvagobLe from Truss Plate institute, 218 N, Lee Sheet. Suite 312, Mexandrin, VA 22314,
LOADING (psf)
TCLL X0
TCOL 180
8CLL 010
�CDL 7O
PA. W - WOR,
1 1044 iI
2T.XNART
am
SPACING-
2-"
Plate Grip DOL
1.16
Lumber DOL
IAS
Rep Stress Incr
YES
9isZ1M%19&41arM%i&j
REACTIONS, Qb/size) 1-177J4-0-6,3-17214-0-6
Max Harz 1-30ILC 11)
Max Uplift 1 —11 (LC 12), 3-11 (LC 12)
RM
I
CS1.
DEFL.
in Qoc)
Videll
Lid PLATES GRIP
TC 0.05
Vert(LL)
file
rda
999 MT20 1971144
8C 0,09
Vert(TL)
n/a
Die
999
WB 0.00
Horz(TL)
0.00 3
Ole
DID Weight: 9 to FT = 0%
(Matm)
air
iir—ei-i;acdmiii;n-d-$ —that Stab-illZiefs -a rd- required 010- bracing
installed during truss erection, in accordance with Stabilizer
NOTES -
1) Unbalanced
of live loads have been considered for this design.
is 2&d-, net 5ft; 8=46ft; L=24ft; eave-4ft;
Cat, 11; Exp C; enclosed: MWFRS (directional) and C-0 Extedpr(2) zone; cantilever left and fight exposed; end vertical left and right
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL -1.60 plate grip DOL -1,60
3) Plates checked for a plus or minus 5 degree rotation about Its center,
4) Gable requires continuous bottom chord beating.
5) This truss has been designed for a 10,0 •
par bottom chord live load noncoricurrent wilth any other live loads.
1,1", fail by 2-0-0 wide will
fit between the bottom chord and any other members,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 111 uplift at jointis) 1, 3,
8) "Serm-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this trktss
April 22,2016
WARNING - V.0 design fraww"eters and READ NOTES ON TMS AND INCLUDED "TEK REFERENCE PAGE W7413 — feeasiBiS BEFORE USE,
Design void far use ants, vAth spri" connectors, This design is based onty upon parorneters sho,,wi, and is for on individual building component, not
a truss system. Before use, the building, designer must verity the opplicalotty of design parameters and property incorporate this design Into the overaft
bultding design. bracing indicated is to prevent bucking cat individual truss web and/or chord members only. Ackationol tomporory and permanent bracing PTe k'
is always requied for stablity and to prevent copopse Wjtj possible personal infury and property don'"ge. For generd guidance regarding the
see, 7777 Greenback Lane
fob&-afion, storage, delivery. erection and bracing of trusses and truss systeers. seaBCSt gCon"I""'ent suite 109
$a1arts, tnf*tmo#on ovoRdiste from Truss pairs irofisrrie� 218 N. Lee Skeet, Suite 312, Atexoncirisr VA 22314. _jGros rkiah%q&jS!
s-0-12 64.12
LOADING(psi)
SPACING- 2-0-0
CSI.
DEPL.
In (loc)
VdeB
Lid
TCLL 30.0
Plate Grp DAL 1"15
TC 0,32
Vert(LL)
We
Inca
999
TCDL 18:0
Lumber DAL 9.15
LIC 0.24
Vert(TL)
We
We
999
BOLL 0.0 *
Rep Stress beer YES
WB 0.0
(TL)
0.00 3
We
n1a
BCDL 7.0
Code IRC2012ITP12007
(matrix)
0..
i
Max Herz lu-57(LC 10)
t
FORCES,# M(#>)or less except when shown.
WEBS 4
2xe
PLATES GRIP
MT20 1971144
Welght: 25 Ib FT = 0%
1.
Y.. 4 mendsr and
required cressR 4
during truss erection, in accordance
# Y
NOTES -
1) Unbalanced roof live loads have been considered for this desilim
Cat, }
zone- cantilever left and right
nd vertical left and right sxposed�C-C for members and forces & MVWRS for reactions shown;
Dr .t « 4 ss.« a"
3) Plates checked for a plus or minus 5 degree rotation about its center,
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10,0 list bottom chord live load sionconcurrent with any other live krads.
6) * This truss has been designed for a live toad of 200pslr on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members,
7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding IGO Its uplift at joirdis) 1, 3, 4,
8) 'Serm-figid pitchbrearks with fixed heels" Member end fixity model was used In the analysis and design of this truss,
WARWNQ . Vadly designparameters and.READ NOTES ON TWS AND PNCLUDEV MYTEK REFEREME PASS Td7"3 rev. 9"V203S BEFORE USE.
Design valid for use only with MieW connectors this design is based a* upon Parameters shown, and h for an indduiduai buRding cornponent. not
a truss system. Before use, the building designer must verify the appteobilty of design parometers and properfy inaarparata this design tato the avearalf
building design. 8racLug indicated is In prevent buck" of individual truss web and/or chord arenribers, anif. Addifissru s Temporary and permanent bracing
is always required for stability and to Prevent coAapse with passible personal inkNy inkand property dandage, For general guidance regarding the
fabttcallan, storage, delivery, erection and bracing of Trusses and truss systems, sec ANSI/W Quality Criterdrs, 1159-84 and SCSI 8u8deg Component
Safety information available from Truss Plate lnsttluf s, 218 N. Lee Street, Susie 312, Aterandria, VA 22324.
April 22,2016
3-412
9M
2X4 r
I
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (10c) Videft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 115 TO 014 Vert(LL) nia rda 999 MT20 1971144
TOOL 18,0 Lumber DOL 1.15 SO 0,23 Vert(TL) rVa be 999
BOLL 0,0 Rep Stress tner YES WB 0,00 Horz(TL) OW 3 We n/a Wefight: 13 Ib FT - OOA
BCDL 7.0 Code IRC2012frPI2007 (matrix)
LUMBER- SPACING -
TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 Or Puffins,
SOT CHORD 2x4 SPF No.2 BOT CHORD Rod ceiling directly applied or 10-0-0 oc bracing,
—abW114zers and required (cross bracing
MIT',�kr-ecco;,mn;ehis that St
IT
'tatted
[he in tatted during truss erection, in accordance with Stabilizer
REACTIONS, (Ib/size) 1-26816-0-9,3-268/6-0-9
Max Horz 1-31 ILC 11)
Max Uplift 1-1 7(LC 12), 3--17(LC 12)
FORCES. (Ib) -Max. CompJMax, Ten. -AD forces 250 (lb) or less except when shown.
TOP CHORD 1-2-302/146, 2-3--302/146
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2171
Cat, It Exp 0; enclosed; M RS (directional) and C -C Exterlor(2) zone; Cantilever left and is exposed; end verfical left and fight
atrj��Bd�CC for in force. & MWFRS for reactions shown� Lumber DOL -1,60 plate grip DOL -I 60
3) Plates checked for a plus or minus 5 degree rotation about Its oerrtfrr
4) Gable requires continuous bottom chord bearing,
5) This truss has been designed for a 10.0 pst bottom chord live load nonconturrent with any other live loads,
qv—?�,Aj fih�-2 all areas where a le 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and •any other members.
7) Provide mechanical connection (4Y Others) Of truss to bashing plate capable of withstanding 100 lb uplift at joint(ti) 1, 3
8) "Somi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this "as.
12
iy, W
L
Itiq
�0
WARNINg. V.Wy dssfrr, psunisters and READ NOTES ON rffits AND INCLUDEO, NTSK REFERENCE PAGE M&1473 rev, 10MVIDIS BEFORE USE....
valid for use anty with M'gTek* connectors, This design is based only upon porometers shay, and is for on inctividual bufldhg componerlt, not 10
a Truss system, Sefous use, the bank designer rust verify the orsisticabifity, of design parameters Orid PrOWY iia crate this deign into the overoll
building design. Uming intMeored Is to prevent buckling of hdividual truss web andjor chord menshers, only. Additional temporory and permanent bracing
is always required for statucty and to prevent cutforce with prousie personal Iniury and property damage. For general guidonce regarding the
fabricotion, storage, delivery, erection and bracing of Tuners and truss systems. see ANSI/TMI Quitter Crifirid, rrtui.fnt and SCSI Building component 7777 greenback Lane
Safety Inforissoessrs ovalkible from Snits Plate Institute, 218 N. Lee Staset, Suite 3T2, Atexandria, VA 22364, suirs 109
1 3-8-4 3-6-4
5�
am
LOADING
SPACING-
2-0-0
TCLL
W 0
Plate Grip DOL
IA5
TCDL
18,0
Lumber DOL
115
BCLL
(Lo
Rep Stress Iner
YES
BCOL
7,0
Code e. to
I wo M i I I 0"a,•
P=
I
REACTIONS(toisize) 1-167/6-11-9,3-167/6�11-9,4-302/6-11-9
Max Herz 1--37(LC 10)
Max Uplift 1-20(LC 12), 3-20(LC 12)
FORCES, (lb) -Max, CoMpdMax. Ton, -All tomes 250 Qb) or toss except when shown,
WEBS 24-2511107
NOTES -
1) Unbalanced roof live loads have been considered for this design,
Cat11; Exp C', enclosed; MWFRS (directional) and C -C Extedor(2) zo cantilever left and right exposed; end vertical left and right
exposed;C-C for members and forces 0, MWFRS for reactions showrr� Lumber DOL -1,60 plate gdp DOL=I AD
3) Plates checked for a plus or minus 6 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10,0 pill bottom chord live load nonconcurrem with any other live loada
a will
A WARMfNQ - Varskdesign parantradws and READ NOTES ON I'MIS ANIBINCLUEEDINTEK REFERENCE PAGE W7473 rev, 100140115 BEFORE LASE.
Design valid for use only with Mlekilis connectors, This design h based on upon parameters shown, and Is for on individual building component, net
a inns system. Before use, the buk*ng designer inust verity the appItcabilty of design parameters and property incorporate INS design Into the Overdo
building design. Suscing hdicated 4 to prevent buck" of individual truss web and/or chord members Only. Additional t0ro4)(sotTY and permanent bracing
is ofeoyj required for slotery and to prevent collapse vAh possible personal iniurs, and property damage. For gessiad guidance regordkV the
fabrication, storage, delivery, erection and bracing of trusser and truss systems, see ANS111111 0000y Wants, OSS -Of and SCST Building component
Safety Information ovoitable, from Russ Plate institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314.
7777 are Lane
CS1.
DEFL, In
(loc) Udell Ud PLATES GRIP
TC 0,20
Vert(LL) rVa
he 999 MT20 197/144
SC OM
Vert(TL) We
n/a Wit
WS OM
Horz(TL) 0.00
3 n1a GIB
(Matrix)
Weight 17 111 FT - 0%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 0C purlins.
SOT CHORD
Rigid calling directly applied or 10-0-0 Do bracing,
MiTek —recommends that Stabilizers and required cross bracing
Installed during truss erection, In accordance with Stabifter
s
� Oetrdlatlorr
Inst :1 vide.
REACTIONS(toisize) 1-167/6-11-9,3-167/6�11-9,4-302/6-11-9
Max Herz 1--37(LC 10)
Max Uplift 1-20(LC 12), 3-20(LC 12)
FORCES, (lb) -Max, CoMpdMax. Ton, -All tomes 250 Qb) or toss except when shown,
WEBS 24-2511107
NOTES -
1) Unbalanced roof live loads have been considered for this design,
Cat11; Exp C', enclosed; MWFRS (directional) and C -C Extedor(2) zo cantilever left and right exposed; end vertical left and right
exposed;C-C for members and forces 0, MWFRS for reactions showrr� Lumber DOL -1,60 plate gdp DOL=I AD
3) Plates checked for a plus or minus 6 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10,0 pill bottom chord live load nonconcurrem with any other live loada
a will
A WARMfNQ - Varskdesign parantradws and READ NOTES ON I'MIS ANIBINCLUEEDINTEK REFERENCE PAGE W7473 rev, 100140115 BEFORE LASE.
Design valid for use only with Mlekilis connectors, This design h based on upon parameters shown, and Is for on individual building component, net
a inns system. Before use, the buk*ng designer inust verity the appItcabilty of design parameters and property incorporate INS design Into the Overdo
building design. Suscing hdicated 4 to prevent buck" of individual truss web and/or chord members Only. Additional t0ro4)(sotTY and permanent bracing
is ofeoyj required for slotery and to prevent collapse vAh possible personal iniurs, and property damage. For gessiad guidance regordkV the
fabrication, storage, delivery, erection and bracing of trusser and truss systems, see ANS111111 0000y Wants, OSS -Of and SCST Building component
Safety Information ovoitable, from Russ Plate institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314.
7777 are Lane
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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