HomeMy WebLinkAbout3355 Quail CourtCity of
RCOM�MUNiTy DEVELOPMENT
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City of Wheat Ridge Municipal Building 7500 W. 29th Ave.
January 23rd, 2017
Owner/Occupant
3355 Quail Ct.
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 201600062 (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. 29th Avenue in Wheat Ridge.
Cordially,
Melissa Mackey
Senior Permit Technician
7500 W. 29th Avenue
Office Phone: 303-235-2873
Fax: 303-237-8929
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iiINSPECTION RECORD
�JJ INSPECTION REQUEST LINE: (303) 234-5933
Occupancy/Type ,
Inspections will not be performed unless this card is posted on the project site.
Call the inspection request line before 11:59 p.m. to receive an inspection the following business day.
Inspector Must Sign ALL Spaces pertinent to this project
Foundation Inspections Date Inspector
Initials
Comments
Monolithic Slab Reinforcement
Comments
Caissons
-!
Concrete Encased Ground (CEG)
62 -3 *e
Footing/Stemwall P.E. Letter
v =
Do Not Pour Concrete Prior To Approval Of The Above Inspections
Underground/Slab Inspections Date Inspector
Initials
Comments
Electrical (Underground)
Sewer Service (Underground)
Date
Water Service (Underground)
Comments
Plumbing (Below / In -slab)
-!
Heating (Below / In -slab)
62 -3 *e
Do Not Cover Underground or Below/In-Slab Work Prior To Approval Of The Above Inspections
Rough Inspections
Date Inspector Comments
Initials
Wall Sheathing
Roof Sheathing
Date
Lath / Wall Tie
Comments
Rough Electric
-!
Rough Plumbing
62 -3 *e
Rough Mechanical
v =
Gas Piping
j ��""- cxrl �f oto ; T• �' < <4
Do Not Proceed Without Approval Of Above Rough Inspections
Rough Framing (p
Insulation
Drywall Screw / Nail
Final Inspections
Date
Inspector
Initials
Comments
Final Electrical
Final Plumbing
v =
j ��""- cxrl �f oto ; T• �' < <4
Final Mechanical
Roof
Final Building / Frame
Landscaping &Parking /Planning Dept.
I'L �) (y_-
Inspections from these entities should be requeste
one week in advance. For landscaping and parking
inspections call 303-235-2846. For ROW and drainage
inspections call 303-235-2861. For fire inspections
contact the Fire Protection District for your project.
ROW & Drainage / Public Works Dept.
. , /,!
Fire Inspection / Fire Protection Dist.
"Note: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate
of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy.
Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued
Protect This Card From The Weather
i CITY OF WHEAT RIDGE
�� Building Inspection Division
�9r(303)
(303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: E I
Job Address:
Permit Number:
❑ No one available for inspection: Time -D AMA
Re -Inspection required: Yes No
*When corrections have been made, call for re -inspection at 303-234-5933
Date: / 1 ( - i Inspector: Z/�h
DO NOT REMOVE THIS NOTICE
A i CITY OF WHEAT RIDGE
Building Inspection Division
��9r(303) 234-5933 Inspection line
(303) 235-2855 Office - (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: A P I
Job Address: -33S
Permit Number: a0 L L 0 V
SPAS E1l4P4i'6X_
-Se-t-
Sim
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A/I SI► �N3 �OV�[ u l�� c Yw �v ��1�5
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No one available for inspection: Time AM/PM
Re -Inspection required: Yes No
*When corrections have been made, call forre-inspectionat 303-234-5933
l�
1,
Date: Inspector:
DO NOT REMOVE THIS NOTICE
1'0 In
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: {T . R. .1 -
Job Address:
Permit Number: C 0 ook3L_' a
❑ No one available for inspection: Tim LI � AIV(!! _
Re -Inspection required: Yes No
*When corrections have been made, cal or re -inspection at 303-234-5933
Date �'�4211L Inspecto
DO NOT REMOVE THIS NOTICE
Complete all information on BOTH sides of this fear
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Amps Squares Other
City of
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COMMUNn-Y DEVELOPMENT
City of Wheat Ridge Municipal Building 7500 W, 29" Ave, Wheat Ridge, CO 80033-8001 P: 303,2351846 F. 3012352857
Dillon Hall
Quail Hollow Patio Homes
6143 S. Willow D�r., Ste. 300
Greenwood Village, CO 80111
Please be advised that your request for a 1 .25% Variance for a one -family dwelling in the
Residential -One (R- 1) zone district resulting in a 26.25% building coverage for property located
3355 Quail Court has been approved. .1
Enclosed is a copy of the Approval of Variance. Please note that all variance requests
automatically expire within 180 days (September 27, 2016) of the date it was granted unless a
building permit for the variance has been obtained within such period of time.
You are now welcome to apply for a building permit to construct the addition. Please feel free to
be in touch with any further questions.
MEMM
Tammy Odean
Administrative Assistant
Enclosure: Approval of Variance andStaff Report
Cc: WA- 16-03 (case file)
www,ci.wheatridge.coms
Address:x,.
Zoning:
Lot Size: "'o w sq, 11, Lot id
ft.
Property in the flood plain? k `4, If yes, add surveying condition FLD.
Type of p o t (applicable survey conditionsIn parenthesis):
Accessary ISt', ar site In noneNNW
Addition % and site i if lin 'so s or in foo lain i in floodplain (FID)
` d lin
ark site p yes if In ' of set %)
Maximum t Coverage; ,
sq,
Existing Improvements: Proposed Improvements:
Dose; sq.
House/addition: sq,
Shed: sq. Shed:
Detachedgarage: sq ft. Detached Garage: sq.
ft
sq. ft. Other: Other; ff.
sq. ff.
Total existing sq. ft
Proposed+Existing3 :3 �L sq. fl
Lot Coverage % Lot Coverage era.. n
Required Setbacks: p . �'w. S S P
w�
Provided Setbacks.' " k S S
mnn
For additions or new construction, is the structure within 2 feet of minimum setbacks?
_.,.......,_._._m_.u. ..........._ _..._.�, Ifyes, add eying condition '..
1
Maximum Height:
Maximum Size. v\ / c sq. fl,
Proposed Height. � Y � k
Proposed Size: sq ft,
Parkland: Ifthe permit is for new construction, have parkland dedication fees been paid? �.
If no, add condition PFEE, notify owner, and notify bui g division.
Streetscape. Does the permit result in any of the followingconditions?
Construction of new roads Q Platting of new lots
New development 0 Additions that increase floor area by fi(I% or more (see formula)
(proposed floor area — existing floor area
} / existing floor area / inc.
If any box is checked..
SF/DUPLEX—Is there existing U Curb Gutter -foot sidewalk adjacent to the prop `�
If curb, Iter or sidewalk is missing, streetscape construction or fees -in -lieu will be required.
y
MULTIFAMILY—Does the frontage meet current city standards?
If not, streetscape construction or fees -in -lieu will be required,
.Fees -in -lieu oj`"dedication or construction are rice at the time the permit as issued
KCV U0/14Vs14
i # ## #° #
Access
* dwellings, the first 25' of
a * pavers
surfacedpavement into the site shall be or exits+o
and two family
dwellings, no vehicle
r
•
Or more lots'
than 25' to any Property line, except
j In residential
zone districts, curbcuts shall be at least provided
apartL) One and two-6mh dwellings may have horseshoe driveways,
are at least 30 feet measured ftom,
s point per property js permitted.For all uses, one acces
LandscaPing, -family dwellings, one tre, for every 70 feet Of street frontage is required.
U For one-andtwoStre
pro
"
Street treesy requireed prior to issuance of C.0-
the entire lot must . R
ofthe
ont
rd and 25% of
F installed * e to inclement I�Ieatlf Prior to the issuance
be
allowed
reimbursed0 In the event that landscaping cannot be
financial guarantees may
an escrow agreernent with greern
11
a C.O., ents will be required with the agreern It
insWiation. 125% of the cost Of the Proposed "nProvem or contractor once the impmov e
back to "
place.These funds will be
property Ownerare in
w U
a
yi
PLOT PLAN
100m.
°40'06"
60 LOM
l) Direct roof drain
downspout in the — — — .344 ACRES�
directions as indicated �.
herein to protect 9 Downspout orientations
adjacent properties from
stormwater runof. COVERED
5
Drainage
Certification Letter shall
be required prior to C.O. 15.2*
�
to ensure site has been 1
props rl ' graded. SIL T.
TOF-5435.37
.5
completed, signed (FF—TOF FROM
and sealed `ound(itio iaox31`
Setbcick and Elevation
ex
Professional Land
49
Surveyor will beco z
required.
aa. x
9-7x 3 RISERS b,
15' Setback 2 IREADS
G.Wx3ml.74! 30!V
r.
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a
34,9GARAGE V)
,4 e
CITY OF WHEAT RIDGE
WOWS,PUBLIC ENGIKERING
APPROVED FOR:
i t s
CURB 1C0~0 -SAMELAN-2fa— OWME-11AWOUS 0 MAT %4 Pub] ic Works
sup
gggests driveway
}
parallel with
AT property line for
SVMCE
SUMCT TO PPL ease of access and
safehy.
44
m #.
31;93
0
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ass ; x
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A
tom#
NOTES:
DESIGN GRADING STATEMENT -
1. LOCATE UNDERGROUND UTILITIES BEFORE
YOU DIG. CALL 511.
THE PROPERTY CORNER SPOT
2. IS PLOT PLAN DEPICTS PROPS ELEVATIONS ARE BASED ON THE
_
IMPROVEMENTS. FINAL CONSTRUC-ItON QUAIL HOLLOW SUBDIVISION
MAY VARY. CONSTRUCTION SIS.
CITY OF T RIDGE
DOUGLASPUBLtCYKNM
H. ORT III. PLS 37066
MANHARD CONSULTING
WCONSULTINIM
Manhard
S DOVER ST., SUftE 7 INSTER. COLORADO 8W21 —SW5
LEGAL DESCRIPTION MIN. SET13ACKS:PLOTDET
LOT 1 t
QUAIL H O Sit VISI : 15' JOB NO. CS14.WHCO01
CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON SIDE: ,ATE, 1 /6/ 1
PLOT PLAN ------------------------------
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PLAN IA
3355 QUAIL CT, i
TOF-5435.37 I 3
FF=5436.54 .34.87 33.8$
(FF—TOF FROM
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3355 QUAIL CT, i
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FF=5436.54 .34.87 33.8$
(FF—TOF FROM
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NOTES:
1, LOCATE UNDERGROUND UTILITIES BEFORE DESIGN GRADING STATEMENT.
Ln YOU DIG, CALL 611.
r THE PROPERTY CORNER SPOT
, THIS PLOT PLAN DEPICTS PROPOSED ELEVATIONS ARE BASED ON THE
IMPROVEMENTS. FINAL CONSTRUCTION QUAIL HOLL0W SUBDIVISION
MAY VARY. CONSTRUCTI0N PLANS.
3roll
5
'qx iA!a
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NOTES:
1, LOCATE UNDERGROUND UTILITIES BEFORE DESIGN GRADING STATEMENT.
Ln YOU DIG, CALL 611.
r THE PROPERTY CORNER SPOT
, THIS PLOT PLAN DEPICTS PROPOSED ELEVATIONS ARE BASED ON THE
IMPROVEMENTS. FINAL CONSTRUCTION QUAIL HOLL0W SUBDIVISION
MAY VARY. CONSTRUCTI0N PLANS.
5
'qx iA!a
C5
a.
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NOTES:
1, LOCATE UNDERGROUND UTILITIES BEFORE DESIGN GRADING STATEMENT.
Ln YOU DIG, CALL 611.
r THE PROPERTY CORNER SPOT
, THIS PLOT PLAN DEPICTS PROPOSED ELEVATIONS ARE BASED ON THE
IMPROVEMENTS. FINAL CONSTRUCTION QUAIL HOLL0W SUBDIVISION
MAY VARY. CONSTRUCTI0N PLANS.
SETBACKS:MANHARD CONSULTING
"'v Manhard
hkim c 0 ULTINC 10835 DOVER ST., SUITE 700 WESTMINSTER, COLORADO 80021 (303)665-5505
LEGAL DESCRIPTION MIN. � PLOT PLAN DETAILS:
QUAIL a s
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SETBACKS:MANHARD CONSULTING
"'v Manhard
hkim c 0 ULTINC 10835 DOVER ST., SUITE 700 WESTMINSTER, COLORADO 80021 (303)665-5505
LEGAL DESCRIPTION MIN. � PLOT PLAN DETAILS:
QUAIL a s
CITY OF s
I
I
City of - LdgSINGLE FAMILYIDUPLEN
._��r' Wh6atl�,e BUILDING PERMITAPPLICATIONREVIEW
PLJBLIC WORKS
Date:
Location:
ATTENTION: BUILDING DIVISION
I have reviewed the submitted application documents to construct a
located at the above referenced address. Please note the comments checked below.
I Drainage:
a. Drainage Letter & Plan required: Yes No
b. Site drainage/grading plan have been reviewed and are: ::L1"6K ;, refer to
_tipulations.
1 _1� Public Improvements required & to be completed with project:
a. street. paving/patching: — Yes _j/ No — Completed
b. curb & gutter: — Yes V/ 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,eYes
Does all existing roadway/alley R,O.W, meet the standards of the City: _I/ No
If not, what is required?
If R.O.W. is required, has the deed been received'. Yes No (see Note below)
NOTE: All (feeds must be reviewed and approved prior to issuance of the Certificate of Occupancy.
4� _�_ 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,
5. N11A NOT APPROVED: The Public Works Department has reviewed the submitted material and does not
approve this Permit Application for the stated reason(s).--
Signalun? Mark Van Nattan
um
7. Ll A Drainage Certification Letter accompanied by As -Built plans from the Engincer-of-Record shall be
required prior to the issuance of the Certificate of Occupancy.
NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF PROJEC1'
CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT" PI TO THE
ISSUANCE OF THE CERTIFICATE OF OCCUPANCY,
MNzM§=
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1'l.1t„f1 1 C W 0 RKS
City of Wheat Ridge Municipal Building 7500 W 29"" Ave. Wheat Ridge, CO 90033-8001 P" 303,23 ,2861 F 303,235.2857
PUBLIC WORKS DEVELOPMENTVI
Date-
Location ofConstruction
.
Putpose of Construction:
Single Family Commercial
Multi -Family
Bevels► e e rices l Fee. ......... $100.00
(Required of all projects for documentprocessing)
l�nBd�t rclalfetltl-9!"I .&'Bi�4' 'r�eS
Review of existing lir minimal technical documents. $200.00
, ..
* Initial review' of technical civil engineering documents
(Fee includes reviews of the ]" and 2nd submittals):... $600.00
Traffic Impact Study Review Fee;
(Fee includes reviews of the l' and 2nd Sob ttals):.... $500.00
Trip Generation Study Review Fee: - .$200.00
C & M Manual Review & SIA Recording Fee,.,,,, .......... $100.00
.........
' Each Application will be reviewed by staff once and returned for changes, If after review of the
second
not been made to the civil documents or the Traffic Study as requested by staff, further reviews
submittal changes have
of
to the following Resubmittal leesthe
:
Applicationf]i e subject
Resubmittal Fees.
3'a submittal (! initial review fee), ............... _ _ $300.00
4'h submittal (:full initial review fee): .... ........ ... .....,.......... $600.00
All subsequent submittals ......... ......... ......... . ........ $600.00
(Full initial review fee)
5
TOTAL REVIEW FEES (dile at time of Building Pennit issuance). $LaE�
PLEASE NOTE THAT IN ADDITION TO THF A CVF FEES, THERF WILL HF ADDITIONAL If CE SING
AND I'F I I`l` G FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC
RICHT-CIF-WA's.
Wheat-,R�jcjgc
City of Wheat Fridge Municipal Building 7500 W, 29" Ave. Wheat midge, CO 80033-8001 P: 303.2351861 F; 303,235,2857
NOTIFICATION ATI , LICA IMPROVEMENTS RESTORATION
3" :4ESS:
Dear Cfo:tractor.
In conjunction with the approval of the building permit application for the above referenced
address, this tetter is to inform you that all existing public improvements located along the
frontage of said address shall be restored, if damaged from related construction to an
acceptable condition, as determined by City of Wheat Fridge Public Works Department, and prior
to the issuance of a Certificate of 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,
David F. Brossman, P. .S:
Development review Engineer
File
www-ei-whestridge.co.us
ridge.co.0
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7kc f e permit: direr r r e of a permit or approval of Plant , ra ��ar
n CFMComputations shall e Permit 'It14 41611t�on to
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3355 Quail Ct Plan I
HVAC Load Calculations
for
Creekside Communities
7901 E Belleview Ave, Suite 250
Eng1wood, CO 80011
RHVACftSIDICN"Al.
HVAC LoAris
Prepared By:
Steve Bartunek
B&B Heating And Air Conditioning Inc.
4892 Marshall St
Wheat Ridge, CO. 80023
303-423-7905
Thursday, December 31, 2018
C:\Program Files\Elite\Rhvac 9\Projects\3440 Quail Ct.rh9 Thursday, December 31, 2015, 9-20 Am
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C:\Program Files\Elite\Rhvac 9\Projects\3440 Quail Ct,rh9 Thursday, December 31, 2015, 9:20 AM
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Htg i
Sys:
C19 �
Sys
Act
Duct
Scope
Toni Ton � /Ton i
Area
Gain
Gain
Gaiw
LOW
CFW
CFW
CFW
Size
Buildinq
- v,._. -------
299 3 94 1,177
4,636
35,446
391
35,837
66,171
859
1,611
1,611
System 1
2.99 194 1,177
4,636
35,446
391
35,837
66,171
859
1,611
1,611
14X19
Humidification
2,770
Zone 1
4,636
35,446
391
35,837
63,401
859
1,611
1,611
1019
1-GasetRec
944
5,505
-338
5,505
8,800
119
250
250
35
2-Theater
269
1,382
-78
1,382
1,751
24
63
63
I__5
3-Crawispace
238
739
-235
739
12304
167
34
34
14
4-Mech/storaqe
447
450
-143
450
3,122
42
20
20
14
5-Bedroom 4
144
1,159
-119
1,159
2,535
34
53
53
1-4
6-Bath 3
81
237
126
363
541
7
11
11
1_4
7-Bedroom 3
181
758
149
758
3,037
41
34
34
14
8-Master Bedroom
278
3,280
-187
3,280
5,092
69
149
149
25
9-Master Bath
291
2,062
61
2,123
2,559
35
94
94
1_6
10-Study
189
3,554
-53
3.554
2,134
29
162
162
25
I I -Guest Bath
Ill
763
88
851
1,327
18
35
35
1-4
12-GuestBed
139
1,549
-147
1,549
3,436
47
70
70
1_5
13-Foyer
131
729
-34
729
1,836
25
33
33
14
14-Dinning
325
1,934
251
2,185
3,463
47
88
88
15
15-Great Room
461
1,737
-86
1,737
3,401
46
79
79
1..5
16-Nook
99
2,289
-116
2,289
3,813
52
104
104
1_6
17-Kitchen
118
5,201
1,675
6,876
798
11
236
236
26
18-Laundry
104
1,593
-107
1,593
2,724
37
72
72
1_5
19-Powder Room
86
525
-26
525
728
10
24
24
1_41
C:\Program Files\Elite\Rhvac 9\Projects\3440 Quail Ct,rh9 Thursday, December 31, 2015, 9:20 AM
Room or
Source Sou
Mimmumi
Maximum
Rough
sigw SP'
Duch
Duct! Hig ' Dig
Act. �
Duct
Duct Name
Vel.. rty,
Velocity
Factor,
U9M Loss
Velocity=
Length Flou s. Flo L.
Flow .,
anew
System 1
Supply Runout
,Zone 1
1-Gas»elRec
Built-in
450
750
0
0,1
611.7
919
250
3 --
-Theater
Built-in
450
750
0
01
4603
24
63
1_5
3-Crawispace
Built-in
450
750
0
O1
385.4
167 ;
34
1-4
4-Mechlstorage
Built-in
450
750
0
01
234.2
42
20
1-4
-Bedroom 4
Built-in
450
750
0
0.1
603,6
34
53
1-4
6-8ath 3Built-In
450
750
0
01
123.5
7
11
1_.4
7 -Bedroom 3
Built -In
450
750
0
01
394,6
41
34
1-4
8 -Master Bedroom
Built -In
450
750
0
0.1
546.8
69
949
2--5
9 -Master Beth
Built-in
450
750
0
0.1
477.5
35
94
1_v6
10 -Study
Built -In
450
750
0
01
592.4
29 ?
962
2-5
11 -Guest Bath
Built-in
450
750
0
0.9
397.4
48
35
9-4
12 -west Bed
Built-in
450
759
0
.1
516.5
47
70
1-•5
13 -Foyer
Built-in
450
750
0
0.9
379.5
25
33
1-4
14-Dinninq
Built -In
454
750
0
0.1
644.6
47 �
88
1_5
15 -Great Roost
Built-in
450
750
0
0.1
5791
46
79
1-5
16 -Nook
Built-in
450
750
0
01
529.9
52
104
1_.,6
17 -Kitchen
Built-in
450
750
0
51.1
642
11
236
2--6
18 -Laundry
Built-in
450
750
0
0.1
533.2
37
72
1-_5
19 -Powder Room
Built-in
450
750
0
01
273.3
to
24
1-4
Other Ducts In Systema 1
Supply Main "trunk
Built-in
650
900
0
0.1
872.2
859 ?
1,691
14.19
Summary
Svst rn 1
Heaters Flaw: 359
Coolirlq Flow: 1611
C:\Program Filar\ 3 t i hVaa 1 rojaata1344C1 Quail Ct.rh9 Thursday, December 31„ 2015, 9:20 A
T t i _ i �. _ _ _ � w
4A -6-o: Glazing -Double pane low -e (e = 0.20 or less),
546.5
12,445
0
13,362
13,332
high performance, operable window, e=0.05 on
surface 2, any frame, a -value 0.33, SHGC 0.33
11 J; Door -Metal - Fiberglass Core
46
1,905
0
690
690
12F -Os: ,Nall -Frame, R-21 insulation in 2 x 6 stud
4671.6
20,954
0
4,342
4,342
cavity, no board insulation, siding finish, wood studs
16B-36: Roof/Ceiling-Linder Attic with Insulation on Attic
2607.6
4,679
0
3,322
3,322
Floor (also use for Knee balls and Partition
Ceilings), dented Attic, leo Radiant Barrier, Bark
Asphalt Shingles or lurk Metal„ Tar and gavel or
Membrane, R®36 insulation
21A-20: Floor -Basement, Concrete slab, any thickness, 2
2066.9
3,651
0
0
0
or more feet below grade, nes insulation below floor,
any flour cover, shortest side of floor slab is 213" wide
dirt floor. Flour-Bement,,Custom, Iii mil poly
237.3.
5546
0
0
0
Subtotals for structure.
52,362.
0
21,736
21,736
People.
4
600
920
1,720
Equipment:
1,760
3,920
10,630
Lighting:
0
0
0
Ductwork:
0
0
0
0
Infiltration. Winter CFM: 145, Summer CFM. 70
11„019
-2,169
1,457
-712
Ventilation: Winter CFH 0, Summer CFM. 0
0
0
0
0
Humidification (Winter) 7.65 gal/day ;.
2,,770
0
0
0
Total Building Load totals:
66,171
391
35,.446
35,337
C:\Program Files\Etite\Rhvac 9\Projectsk3440 Quail Ct,rh9 Thursday, December 31 2015, 9:20 AM
... ... .. . .. ..... .. ... . --.11-111-11,11 .... ....... .. .. .... .... .. . . .... .. .. .. . .......... ..... .. ....... ......... ... . . ......... .
Pie Chart
... .. . ............. ... ..... .... ..... . ..................
•
Lei
AED Excursion 7%
•
CAProgram ReskEfite\Rlav ac 9\Projects\3440 Quail Ct.rh9
9twt Commercial HVAC Loads
.............. ... . ... ....... . _--j--.11111
Elite Sollb"re Development, no. i
B & S Heating and AtC Inc.
3365 Ouaff Ct Plan I
Detailed Room Loads - Room I - GamelReq _(Aypragq Load ProcedqW.
- - --------------- . ... . .... Roo Loads Rot ...... . .... ... ... ..... .. . ----- --
Calculation Mode:
Htg, & clg.
Occurrences:
I
Room Length:
944.2 ft.
System dumber:
I
Room Width-
1'0 ft.
one Number-
1
Area:
944,0 sq.ft.
Supply Air:
250 CFM
Ceiling Height:
9,0 ft.
Supply Air Changes:
1,8 AC/hr
Volume:
8,498.0 cu,ft.
Req. Vent, Clg:
0 CFM
Number of Registers,
3
Actual Winter Vent,,
0 CFM
Runout Air:
83 CFM
Percent of Supply.:
0 %
Runout Duct Size,
5 in,
Actual Summer Vent,
0 CFM
Runout Air Velocity:
612 ft./min,
Percent of Supply:
0 %
Runout Air Velocity:
612 ft./min.
Actual Winter Infil.:
23 CFM
Actual Loss:
0.308 in wg./l 00 k
Actual Summer Infil.:
11 CFM
. . .. . . .
N -Wait-12F-Osw 15.4 X 10
1242
0.065
4.5 557
0,9
0
115
E -Wall-1 2F-Osw 11.8 X 10
1181
0.065
4,5 530
0.9
0
110
N -Wall-1 2F-Osw 20.7 X 10
2063
0,065
4.5 927
0,9
0
192
W -Wall- I 2F-Osw 14.1 X 10
1111
0,065
4.5 498
0,9
0
103
N -Wall-1 2F-Osw 2 X 10
19.7
0.065
4,5 88
0.9
0
18
W -Wall- 1 2F-Osw 18 X 10
150,5
0.065
4.5 675
0,9
0
140
N -GIs-4A-6-o shgc-0.33 100%S
30
0.330
22,8 683
12.7
0
381
W -GIs-4A-6-o shgc-0,33 OTS
30
0.330
22,8 683
37,5
0
1,124
W -GIs-4A-6-o shgc-0.33 O%S
30
0,330
22,8 683
37,5
0
1,124
Floor -21111 A-2011111 IXI1194,14,21 11
944,2
0.027
1,759
0"
Subtotals for Structure:
7,083
0
3,307
lnfil,: Win,: 22,6, Sum..10,8
820
2.093 1,717
0,277
-338
227
A Excursion.
375
�q (p1ment",
Room Totals:
8,800
-338
5,505
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
------------
I Rhvac - Residential & Uoht Commercial HVAC Loads Elite Software Nveto pmeiiiiia :1
18 8 Heating and AIC Inc.
3355 Quail or plan I
.. . . . ......
Detailed Room Loads - Room 2 - Theaterf Load
_- 7- - - --------- .... ......... . .
...... ..... ....... . . . ......
Calculation Mode:
Htq, & c1q, Occurrences:
I
Room Length:
14.1 ft, System Number:
I
Room Width'.
19.0 ft, Zone Number-
I
Area:
269.0 sq,ft, Supply Air,
63 CFM
Ceiling Height:
9,0 ft. Supply Air Changes:
1,6 AC/hr
Volume,
2,417,0 cu,ft. Req. Vent, Clg:
0 CFM
Number of Regist ew
1 Actual Winter Vent,,
0 CFM
Runout Air
63 CFM Percent of Supply.:
0 %
Runout Duct Size,
5 in, Actual Summer Vent.,-
0 CFM
Runout Air Velocity:
461 ft./min, Percent of Supply:
0 %
Runout Air Velocity:
461 ft./min, Actual Winter lnfil,:
5 CFM
Actual Loss:
0.176 in,wg ./100 ft. Actual Summer Infil.:
3 CFM
Iv woo
W -Wall-12F-Osw 19 X 10
190.3 0.065 4.5 853 0.9
0 177
Floor -21A-20 I X 268,5
266.5 U27 1.9 500 0,0
0 0
Subtotals for Structure;
1,353
0 177
Infil.: Win,: 5,2, Sum,, 2.5
190 2,091 398 0,279
-78 53
AD Excursion,
94
Fquipmlent:
0 1,066
Room Totals:
1,751
-78 1,362
.. . . . . ... . . ...... . . ......... ",
Color television
683 0 100 100
683 0
Stereo
375 0 100 100
375 0
Total
............
1058 0
. .. .. ... . ...
C:\Program Filed ElitekRhvac 91Projects\3440 Quail Ct,rh9 Thursday, December 31, 2015, 9:20 AM
5- ---------- ----- - ........... .. .... ... .. ----- ---
Rhvac - Residential & Ught Commercial HVAC Loads
...... ... .
Elite Seftiware Developmont� Inc. j
B & 8 Heating and A/C Inc,
3366 Ouail Ct Plan,I
I Detailed Room Loads -
..............
Room 3 - Craw _(AYQM9P_,_Load Prp,P_eOqrp)
.... . ...... .
.. ............. ...
... .........
Calculation Mode,
Htg. & c1g.
Occurrences:
Room Length:
237,8 ft.
System Number. -
Room Width.
1,0 It,
Zone Number'.
Area:
233,0 sq,ft,
Supply Air,
34 CFM
Ceiling Height:
9.0 ft.
Supply Air Changes,
0,9 ACS/hr
Volume:
2,140,0 cu,ft,
Req. Vent, CIg:
0 CFM
Number of Registers:
1
Actual Winter Vent.:
0 CFM
Runout Air:
34 CFM
Percent of Supply,:
0 %
Runout Duct Size:
4 in.
Actual Summer Vent.:
CFM
0
Runout Air Velocity:
385 ft./min.
Percent of Supply,
0 %
Runout Air Velocity,
385 ft./min.
Actual Winter lnfil,:
16 CFM
Actual Low
0,169 in. wg./I 00 ft.
Actual Summer lnfil.:
8 CFM
. .
. ... . ...... ......
E -Wall-12F-Osw 1.9 X 10
19.4 0.065
4.5 87
0,9
0
—
S -Wall-12F-Osw 6.2 X 10
62.3 0.065
4,5 279
0.9
0
58
E -Wall-12F-Osw 16.1 X 10
1611 0.065
4,5 723
0,9
0
150
S -Wall-12F-Osw 11.4 X 10
114,3 0.065
4,5 513
0.9
0
106
W -Wall-12F-Osw 12,2 X 10
122.3 0,065
4.5 549
0,9
0
114
S -Wall-12F-Osw 3,3 X 10
313 0.065
4,5 149
0.9
0
31
W -Wall-12F-Osw 5.8 X 10
55,1 0,065
4,5 261
0.9
0
54
Floor -dirt floor I X 237,8
237,8 O 521
35,9 8,548
0.0
0
0
Subtotais for Structure:
11,109
0
531
In l.: Win,: 15.7, Sum,: 7.5
571
2.094 1,195
0.277
-235
158
AED Excursion:
Room Totals"
........ ... .. .......... .. .. .......... .....
.... ... .. .... .... ..
12,304
. ... ....... .... . ....... .....
-235
739
C:\Program Files\Elite\Rhvac 9\Projects\3440 Quail Ct,rh9 Thursday, December 31, 2015, 9,20 AM
-------------------- - ------
by - Residential & totit Commercial HVAC Loads
.. . .. . ......
Elite Softwart rr too.
8 & 8 Heafinq and A/C Inc.
3356 Ouaff Ct Plan I
. . .........
...... ....... ... . ... .... . . ........ ..
',,.,Deta,iie-d"RoomlLlolads,-,,--Room-,-4,----",Me,c,hlstoMge,-.( ypfpg LoadProceiqlqT)
..... ..... ---- --------
Calculation Mode:
Htg. & c1g.
Occurrences:
I
Room Length:
447.4 ft,
System Number:
I
Room Width:
1,0 ft.
Zone Number:
I
Area:
447,0 sq.ft,
Supply Air:
20 CFM
Ceiling Height:
9.0 ft,
Supply Air Changes
0.3 AC/hr
Volume:
4,027,0 cu,ft,
Req. Vent. Cig:
0 CFM
Number of Registers:
I
Actual Winter Vent,:
0 CFM
Runout Air:
20 CFM
Percent of Supply.:
0 %
Runout Duct Size:
4 in.
Actual Summer Vent,:
0 CFM
Runout Air Velocity:
234 ft,/min,
Percent of Supply:
0 %
Runout Air Velocity:
234 ft./min.
Actual Winter 1n l.:
10 CFM
Actual Loss:
0,064 in.wg,/100 ft,
Actual Summer Infil,:
5 CFM
. ....... ..
E -Wall-1 2F-Osw 18.7 X 10
187 0,065
4,5 839
0.9 0 174
S -Wall-12F-Osw 16.1 X 10
160,8 0.065
4,5 721
0,9 0 149
Floor -21A-20 1 X 447.4
447A 0.027
1.9 834
U 0 0
Subtotals for Structure:
2,394
0 323
lnfil,, Win.: 9.6, Sum.: 4,6
348
2,093 728
0276 -143 96
AEE Excursion:
31
Room Totals;
...... .. ..... . ........ . . . ........ .. . . . ... ..... ... . . ........... .. . . .... .
....... ... ... .... ........
3,122
- ----- -
-143 450
. ... .. .. ... . .. ... ... ..... ... ... . ... ...
C:\Program Files\Elite\Rhvac 94Projects\3440 Quail Ct.rh9 Thursday, December 31, 2015, 9,20 AM
. ....
1 by - Resltlenflal,% Light Comroertial HVAC Loads
....... . ................
Elite Softwarerst
S & S Heafinq and A/C Inc.
3355 !mi ll Ot Plan I
........ .....
.... .. ............. ..
'Detailed Room Loads - Room 5 - Bedroom 4 Load Procedy
............... .. . ...... .. .. .... ..... . ..... .
Calculation Mode: Htg. c1g. Occurrences: I
Room Length.
144,5 ft.
System Number:
1
Room Width-
1.0 ft,
Zone Number:
1
Area:
144,0 sq.ft,
Supply Air:
53 CFM
Ceiling Height:
9.0 ft,
Supply Air Changes:
2,4 AC/hr
Volume:
1,300.0 cu,ft,
Req. Vent, Clg:
0 CFM
Number of Registers:
I
Actual Winter Vent,"
0 CFM
Runout Air:
53 CFM
Percent of Supply,:
0 %
Runout Duct Size,
4 in.
Actual Summer Vent,:
0 CFM
Runout Air Velocity:
604 ft./min,
Percent of Supply:
0 %
Runout Air Velocity.
604 ft./min.
Actual Winter Infil.:
8 CFM
Actual Low
0,410 in.wg,/100 ft. Actual Summer Infil.:
4 CFM
E -Wall-12F-Osw 11.8 X 10
93,1
0.065 4,5 440
0,9
0
91
S -Wa11-12F-Osw 8.2 X 10
82
0.065 4.5 368
0.9
0
76
W -Wall-1 2F-Osw 3,3 X 10
33
0,065 4,5 148
0,9
0
31
S-Wall-12F-Osw 5,6 X 10
55.8
0,065 4.5 250
0,9
0
52
E -GIs-4A-6-o shgc-0,33 O%S
20
0,330 22.8 455
37.5
0
750
Floor-21A-20 1 X 144.4
144.4
0.027 1,9 269
0.0
0
0
Subtotals for Structure'.
1,930
0
1,000
mfil,: Win,: 8.0, Sum,: 3.8
289
2,094 605
0,277
-119
80
AEC Excursion:
79
Room Totals,
. ........ .... ..... . . ...... ......... . ....... ....... .. ... . ... ....... . ...
2,535
. ..... . . ....... ... . ... ... . .. .. .. ... ....... .. . . ............
-119
1,159
Calculation Mode',
Htg, & c1g,
Occurrences:
I
Room Length:
13.8 k
System Number:
I
Room Width.,
5.9 ft.
Zone Nurnber:
1
Area:
81,0 sq.ft,
Supply Air:
11 OF
Ceiling Height:
9.0 ft.
Supply Air Changes:
0,9 AC/hr
Volume:
733.0 cu,ft,
Req, Vent, Clg:
0 OF
Number of Registers;
I
Actual Winter Vent.,
0 OF
Runout Air:
11 CFM
Percent of Supply..
0 %
Runout Duct Size:
4 in.
Actual Summer Vent.:
0 CFM
Runout Air Velocity,
124 Umin,
Percent of Supply,
0 %
Runout Air Velocity;
124 ft./min,
Actual Winter In l,<
2 CFM
Actual Loss:
0.019 in,wg./100 ft.
Actual Summer Infil.:
I OF
E -Wall-12F-Osw 5.9 X 10
59.1 0.065
4.5 265
0.9
0 55
Floor -21A-201 X 51A
61.4 0,027
1.9 152
0,0
0 0
Subtotals for Structure:
417
0 55
lnfil,, Wn.: 1.6, Sum.: 0.8
59
2,098 124
0.271
-24 16
AED Excursion:
16
Equipment:
150 150
Room Totals:
541
126 237
hair Dryer 600 600 100 25 150 150
Total 150 150
C�\Program Files\Elite\Rhvac 9\Projects\3440 Quail Ct.rh9 Thursday, December 31, 2015, 9,20 AM
................ . ... . ...
Rhvac - Residential & Uoht Commercial HVAC Loads
8 & S Heating and AlC Ina
-
Elite Software DOVO(
Elite
3365 Quail int Plan 11!
vv _0033
. ...
..... .. . ........... ... .... ... . . . ...... . ............. . .. ......... .....
........... .. . ...........
.. .......... . .. -- ------ ---------- - -- ......
....... .. . .. ...... . ..
. . ...... ............
Detailed Room Loads - Room 7 - Bedroom 3 e Lqa'd P'rooe'd_u'T)__
. ........ . .... .... .. ...... .. ....... .. .......
.
................ .. . . . ........ ..... ... ..
Calculation Mode: Htg. & c1g.
Occurrences,
1
Room Length:
180,9 ft.
System Number-
1
Room Width:
1.0 ft.
Zone Number:
1
Area:
181.0 sq,ft,
Supply Air:
34 CFM
Ceiling Height:
9,0 ft.
Supply Air Changes,
1,3 AC/hr
volume.
1,628,0 cu,ft.
Req, Vent, Clg'
0 CFM
Number of Registers,
I
Actual Writer Vent..
0 CFM
Runout Air:
34 CFM
Percent of Supply.:
0 %
Runout Duct Size:
4 in,
Actual Summer Vent.,
0 CFM
Runout Air Velocity,
395 ft./min,
Percent of Supply:
0 %
Runout Air Velocity:
395 ft./min.
Actual Winter Infil,:
9 CFM
Actual Loss:
0.177 in. g.1100 ft. Actual Summer lnfil,"
5 CFM
....... .... ..... . .. ...
N -Wall-12F-Osw 13,8 X 10
112.8
0.065 4,5 506
0.9
0
105
E -Wall-12F-Osw 13.1 X 10
131,2
0.055 4,5 588
0,9
0
122
W -Wall-1 2F -Oso 7.2 X 10
72
0,065 4,5 323
0,9
0
67
N -GIs-4A-6-o shgc-0,33 900%S
25
0,330 22.8 569
127
0
318
Floor -21A-20 1 X 180.9
180,9
U 1�9 337
0
01027
0
........ .... ...
0
Subtotals for Structure:
2,323
0
612
Infil.: Win.: 9.4, Sum,: 4,5
341
2.094 714
0.276
-141
94
AED Excursion:
Room Totals:
... . . ..... . ..
3,037
-141
758
C:\Program Files\Elite\Rhvac 9\Projects\3440 Quail Ct,rh9 Thursday, December 31, 2015, 910 All
------- ---- ---- ------- - ------------
by - Residential & Ught Commercial HVAC Lead$
8 & B Heats nq and A/C Inc,
...........
Eta Software Develoiln-c
3365 to ll Ot Plan I
L-------
---------- -
......
. ......
Detailed Room Loads - Room 8 - MasterBedroo Pro C
...... . ..... ... yqMp, Load
Calculation Mode,
Htg. & c1g,
Occurrences:
Room Length,
278.3 ft,
System Number:
Room Width:
1,0 ft,
Zone Number=
Area:
278.0 sq.ft.
Supply Air:
149 CFM
Ceiling Height:
9,0 ft.
Supply Air Changes:
3,6 AC/hr
Volume:
2,505,0 cu,ft,
Req. Vent. Clg-
0 CFM
Number of Registers:
2
Actual Winter Vent,
0 CFM
Runout Air,
75 CFM
Supply.:
Percent of Sup
0 %
Runout Duct Size:
5 in.
Actual Summer Vent,
0 CFM
Runout Air Velocity:547
ft./min.
Percent of Supply:
0 %
Runout Air Velocity:
547 ft,/min.
Actual Winter Infil.,
12 CFM
Actual Loss:
0,247 in,wg,/l
00 ft.
Actual Summer Infil':
6 CFM
27M.11,
N -Wall-12F-Osw 15.4 X 10
114.2
0.065
4,5 512
0,9
0
106
E -Wall-12F-0sw 11,8 X 10
103.1
0.065
4.5 462
0.9
0
96
W -Wall-1 2F-0sw 18 X 10
150.5
0.065
4,5 675
0.9
0
140
N -GIs-4A-6-o shgc-0.33 100%S
40
U30
22.8 911
127
0
508
E -GIs-4A-6-o shgc-0.33 O%S
15
0,330
22,8 342
37.5
0
562
W -GIs-4A-6-o shgc-0,33 OTS
15
0,330
218 342
37,5
0
562
W -GIs-4A-6-o shgc-0.33 O%S
15
0.330
22,8 342
37.5
0
562
UP -Cell -16B-38 3111 X 1
311.2
0,026
1,8 558
13
0
396
Subtotals for Structure,
4,144
0
2,932
Infil., Win.: 12,5, Sum,: 6.0
453
2.094 948
0276
-187
125
AED Excursion:
223
Room Totals:
... . ..... .. .. . . .. ...
5,092
-187
3,280
C�\Program Files\Elite\Rhvac 9\Projects\3440 Quail Ct.rh9 Thursday, December 31, 2015, 9:20 As
Detailed Room Loads - Room 9 - Master 0p0_,jAyqrpgqLpad Proqe#Yw_'_ -- --------
. ....... -------
Calculation Mode: Htg, & c1g.
Occurrences:
Room Length:
2907 ft,
System Number:
Room Width;
1.0 ft,
Zone Number:
Area:
291.0 sq.ft,
Supply Air:
94 CFM
Ceiling Height:
9.0 ft,
Supply Air Changes:
2 AC/hr
2
Volume:
2,616.0 cu,ft.
Req, Vent. Cig:
0 CFM
Number of Registers:
1
Actual Writer Vent.:
0 CFM
Runout Air:
94 CFM
Percent of Supply,:
0 %
Runout Duct Size:
6 in,
Actual Summer Vent,:
CFM
0
Runout Air Velocity:
477 Urnin,
Percent of Supply:
0 %
Runout Air Velocity,
477 ft./min.
Actual Winter lnfil.,.
6 CFM
Actual Loss:
0.146 in wg ./100 ft.
Actual Summer friff,
3 CFM
.. . .. ... T . . .........
. . .... . . . ..
19
155
1,124
UP-Ceii-16B-38 325 X 1
325 0.026
1,8 583
1.3
0
414
Subtotals for Structure:
2,105
0
1,712
Infil., Wtn,6.04 Sum,: 2.9
217
2,093 454
0.277
-89
60
AExcursion:
140ED
Fquipmelnt:
15 0
1
50
Room Totals,
2,559
61
2,062
hair dryer
Total
600
on
25
I
150
150
C:\Program Files\Elite\Rhvac 9\Projects\3440 Quail Ct.rh9 Thursday, December 31, 2015, 9:20 AM
C,\Program Files\Elite\Rhvac 9Pro} ects\3440 Quail Ct.rh9 Thursday, December 31, 2015, 9:20 AM
. .. .. ..... . .. . . .. .. . .......... - ------- . .............
------- ---- - .... ....... .... .. . .... .... .
Rhvat - Residential & Light Commercial HVAC Loads Elite Software Developnwnt, lot.,
8 & S Heating and A/C Inc.
3355 Quail tit Plan I
[,Vyh
Detailed Room Loads - Room 11 - Guest Bath (Avp Load PropedOW
Calculation Mode:
Htq, c1g,
Occurrences:
I
Room Length:
111.4 ft.
System Number:
I
Room Width,
1,0 ft.
one Number'.
I
Area:
111.0 sq.ft.
Supply Air:
35 CFM
Ceiling Height:
9,0 ft,
Supply Air Changes.
21 AC/hr
Volume:
1,003,0 cu.ft,
Req, Vent. Clg:
0 CFM
Number of Registers,
1
Actual Winter Vent,,
0 CFM
Runout Air,
35 CFM
Percent of Supply,,
0 %
Runout Duct Size
4 in,
Actual Summer Vent.,
0 CFM
Runout Air Velocity:
397 ft./min,
Percent of Supply:
0 %
Runout Air Velocity:
397 Umin.
Actual Winter In #.:
4 CFM
Actual Loss-,
0A80 in.wg,/100 ft,
Actual Summer In l.:
2 CFM
E -Wall-12F-Osw 4.2 X 10
415 0.065
4.5 191 0,9
0 40
S -Wall-12F-0sw 3.3 X 10
32,8 0,065
4,5 147 0.9
0 30
W -Wall- 1 2F-Osw 7,6 X 10
69,5 0,065
4,5 312 0.9
0 65
W -GIs-4A-6-o shgc-0,33 O%S 6 0,330
22.8 137 37,5
0 225
UP-Cell-16B-38 124.6 X 1
124.6 0,026
1.8 224 1.3
0 159
Subtotals for Structure:
1,011
0 519
Infil.: Wn.: 4,2, Sum,- 2,0
151
2.095 316 0.279
-62 42
i AEC} Excursion:
52
E�quiprnerjt:
150 1 50
Room Totals:
1,327
88 763
. . ... . .... . . . ......... 7",_ 7
... ... . .
11
hair dryer
600 600
100 25
150 150
Total
... ....... .. .... . . ......... .
. . ..... . .... . .... ............ . ..... ...... .
150 150
C'\Prograrn Files\Elite\Rhvac 9\Projects\3440 Quail Ct.rh9 Thursday, December 31, 2015, 920 AM
1 Rhvac - Residential & Light Commercial HVAC Loads
-------- --
Elite Software Oovelii��
B & S Heating and A/C Inc.
3365 Ouall Or Plan I
1,Wh _Q
............... .. . . ....
... ......... ... .
Detailed Room Loads
- Room 12 - Guest Bed
.. ... ..... ... .. Guest .. .... .. . ...... .. . ..... .... . . ...... .. _fAyorpgp Load Proqeqq*.,,____.,
Calculation Mode,
Htg, & c1g,
Occurrences:
Room Length:
139.4 ft.
System Number:
1
Room Width:
1,0 ft,
Zone Number:
Area,
139,0 sq,ft,
Supply Air"
70 CFM
Ceiling Height,
9,0 ft.
Supply Air Changes:
3A AC/hr
Volume:
1,255,0 cu.ft,
Req. Vent. 0g:
0 CFM
Number of Registers:
I
Actual Winter Vent.:
0 CFM
Runout Air:
70 CFM
Percent of Supply.,
0 %
Runout Duct Size:
5 in.
Actual Summer Vent.-
0 CFM
Runout Air Velocity:
517 ft./min.
Percent of Supply:
0 %
Runout Air Velocity-
517 ft./resin.
Actual Winter Infil.:
10 CFM
Actual Loss:
0,220 in,wg ./100
ft. Actual Summer Infil.:
5 CFM
E -Walk I 2F-Osw 12.1 X 10
121.4
0,065 4,5 544
0.9 0
113
S -Wall- 12F-Osw 11.5 X 10
70.8
0.065 4,5 318
0.9 0
66
W -Wall- 1 2F-Osw 121 X 10
121A
0,065 4,5 544
0,9 0
113
S -GIs-4A-6-o shgc-0.33 O
32
0.330 22,8 729
39,4 0
621
S -GIs-4A-6-o shgc-0,33 O%S
12
0,330 22.8 273
19,4 0
233
UP-Cei1-166-38 155.9 X 1
155,9
0,026 1.8 280
1.3 0
199
Subtotals for Structure:
2,688
0
1,345
Infil.: Win.: 9,9, Sum.: 4.7
358
2,092 748
0,277 -147
99
AFL Excursion:
105
Room Totals:
. .... ...... .. ... .... .... ... ..........
3,436
-147
. . ....... .. ......
1,549
C:\Program Files\ElitekRhvac 9kProjects\3440 Quail Ct.rh9 Thursday, December 31, 2015, 9:20 AS
LAI LiL_'
Calculation Mode: Htg, & c1g,
Occurrences: 1
Room Length:
130.9 ft,
System Number,
I
Room Wdth:
I'0 ft.
Zone Number-
1
Area:
131,0 sq.ft,
Supply Air;
33 CFM
Ceiling Height:
9.0 ft.
Supply Air Changes:
13 AC/hr
Volume:
1,178,0 cu.ft,
Req, Vent, Cig:
0 CFM
Number of Registers,
I
Actual Writer Vent.:
0 CFM
Runout Air:
33 CFM
Percent of Supply.,
0 %
Runout Duct Size:
4 in.
Actual Summer Vent,:
0 CFM
Runout Air Velocity:
380 Urnin.
Percent of Supply.
0 %
Runout Air Velocity:
380 ft./min.
Actual Winter Wit.:
2 CFM
Actual Loss-
0,164 in. g,1100 ft.
Actual Summer Infil.:
I CFM
E -all-12F-0s 2 X 10
197
0.065
4.5 88
0,9
0
18
S -Wall-12F-0sw 6.2 X 10
34.3
0,065
4,5 154
0.9
0
32
S -door-11J 3,5 X 8
28
0 60
41.4 15159
15.0
0
420
UP-Ceil-1613-38 146.4 X 1
146.4
0M6
1.8 263
1.3
0
186
Subtotals for Structure,
1,664
0
656
lnfil,, Win,, 2,3, Sum., 11
82
2.098 172
0.260
-34
23
AFD Excursion:"
50
1,836 -34 729
..... . .... ......
"Ji Residential & Light Commercial HVAC Loads
-----------------— -------------- --
Elite Software Developtnent,
B & 8 Heating and A/C Inc,
3356 Quail Ct Plan I!:
,w03 3
......... . --
--- --------
RM2, J
...........
Detailed Room Loads
- Room14 - D n (Avo Load Procedure)
. .... ........ .. . . .. .. ......
. ..... .......... ..... .
Calculation Mode-,
Htg. & c1g,
Occurrences:
Room Length,
171 ft,
System Number,
Room Width,
19.0 ft,
Zone Number:
Area,
325,0 q,ft,
Supply Air:
88 CFM
Ceiling Height:
9,0 ft,
Supply Air Changes,
1.8 AC/hr
Volume,
2,922,0 cu.fL
Req. Vent, Clg:
0 CFM
Number of Registers:
I
Actual Winter Vent.,
0 CFM
Runout Air:
88 CFM
Percent of Supply,
0 %
Runout Duct Size:
5 in.
Actual Summer Vent.,
0 CFM
Runout Air Velocity:
645 ft./min,
Percent of Supply:
0 %
Runout Air Velocity:
645 ft./min.
Actual Winter Infil.:
10 CFM
Actual Loss:
0.341 in,wg./l 00 ft,
Actual Summer Infil.:
5 CFM
E -Wall-12F-0sw 19 X 10
190.3 0.065
4,5 853
0,9
0
177
S -Wall-12F-0sw 17,1 X 10
146,6 0,065
4.5 658
0,9
0
136
S -GIs-4A-6-o shgc-0.33 O%S
24 0,330
22.8 546
19A
0
466
UP-Ceil-1613-38 363 X 1
363 0,026
1,8 651
13
0
463
Subtotals for Structure:
2,708
0
1,242
lnfil,: Win.: 10.0, Sum,: 4.8
361
2.092 755
0,277
-149
100
AEC? Excursion:
132
People: 200JAtip pr, ?310 slen/per.,
2
Room Totals:
...........
3,463
....... . ........ . . ..... . ......... ... ...
..... . .... . . ......
251
1,934
C,\Program Files\Elite\Rhvac 9\Projects\3440 Quail Ct,rh9 Thursday, December 31, 2015, 9:20 AM
----------------------------- - -
Rhvac - Residential & Ught Commercial HVAC Loads
Elite Software Development, lnc.
B & B He ting and AlC Inc,
3355 Ousil Opt Plan I
'Detailed Room Loads - Room 15 - Great Roo
........... . -1-111.1 M, (Ayer Load
------- ----
roc
. ..... ... . .... .... . . ,
. . . . ........... . 11 7 -7
Calculation Mode:
Htg. & c1g.
Occurrences:
Room Length:
460,8 ft,
System Number:
1
Room Width:
l'O ft.
Zone Number,
I
Area:
461.0 sq.ft.
Supply Air:
79 CFM
Ceiling Height,
9.0 ft.
Supply Air Changes,
1.1 AC/hr
Volume"
4,147,0 cu.ft.
Req. Vent, Clg:
0 CFM
Number of Registers:
I
Actual Winter Vent,:
0 CFM
Runout Air:
79 CFM
Percent of Supply,:
0 %
Runout Duct Size.
5 in,
Actual Summer Vent,:
0 CFM
Runout Air Velocity:
579 ft./min.
Percent of Supply:
0 %
Runout Air Velocity-.
579 Umin,
Actual Winter lnfil,,
6 CFM
Actual Loss:
0,276 in. wg,/l 00 ft,
Actual Summer lnfil,:
3 CFM
N -Wall- I 2F-Osw 20,8 X 10
147.8 0,065
4,5 663
0.9
0
137
N -GIs-4A-6-o shgc-0,33 I 00%S
12,5
22.8 285
123
0
159
N -GIs-4A-6-o shgc-0, 33 1 00%S
36 0,330
22.8 820
12,7
0
457
N -GIs-4A-6-o shgc-0.33 100%S
12 0,330
22.8 273
127
0
152
UP- i1-1613-33 515.1 X 1
515,1 0,026
1.8 924
1.3
0
656
Subtotals for Structure:
2,965
0
1,561
lnfil,- Win.: 5.7, Sum.: 2,8
208
2,093 436
0.273
-86
58
AEON EXculf'sion-1,
115 i
Room Totals:
.... ...... . .. . ..... . . ...... ... ........
3,401
.. . .. ..... . .. .......
-86
. . . ...... . . .....
1,737
C:\Program Files\Elite\Rhvac 9\Projects\3440 Quail Ct.rh9 Thursday, December 31, 2015, 9:20 As
'01 ...... . .
11 11
. . . ..... . ... . .
CW 1 ation Mode:
Htg. & c1g,
Occurrences:
Room Length:
118 ft,
System Number,
Room Width:
7,2 ft.
Zone Number:
Area,
99.0 sq.ft,
Supply Air:
104 CFM
Ceiling Height:
9,0 k
Supply Air Changes,
7.0 AC/hr
Volume*
895,0 cu.ft.
Req, Vent, Gig:
0 OF
Number of Registers:
1
Actual Winter Vent,,
0 CFM
Runout Air:
104 CFM
Percent of Supply,:
0 %
Runout Duct Size:
6 in.
Actual Summer Vent,:
0 CFM
Runout Air Velocity:
530 ft,/min,
Percent of Supply:
0 %
Runout Air Velocity-
530 ft,/min,
Actual Winter Infil.,
8 CFM
Actual Loss:
0.180 in,wg,/l 00 ft,
Actual Summer Iriff-I
4 CFM
N -Wall-12F-Osw 13,8 X 10
89,8
0.065
4.5 403
0,9
0
83
E -Wall-1 2F-Osw 7.2 X 10
721
0.065
4,5 324
0,9
0
67
W -Wall- I 2F-Osw 7,2 X 10
24.2
0.065
4.5 109
0.9
0
22
N -GIs-4A-6-o shgc-0,33 100%S
48
0.330
22,8 1,093
127
0
610
W -GIs-4A-6-o shgc-0.33 56%S
48
0,330
22.8 1,093
23,6
0
1,131
UR- Ceil-I 65-38 111.2 X 1
1112
0,026
1.8 200
1,3
0
142
Subtotals for Structure:
3,222
0
2,055
In l.: Win,: 7,8, Sum,, 33
282
2,094 591
0.276
-116
78
AFib �curson:
156
Room Totals:
3,813
-116
2,289
C:\Program Files\Elite\Rhvac 9\Projects\3440 Quail Ct,rh9 Thursday, December 31, 2015, 9,20 Am
& Uoht Cornmemlat HVAC Loads Elite Software DeveloPM00t tftt,
8 & 8 Heating and At Inc. 3365 Quail Ot Plan I
[B -110 -at
L009fled Room Loads - Room 17 - Kitchen (Averp
71 1
ES2
Calculation Mode: Htg. & c1g. Occurrences: I
Room Length* 118 ft, System Number: I
Room Width: 8.5 ft, Zone Number, I
Area: 115.0 sq,ft. Supply Air: 236 CFM
Ceiling Height: 9,0 ft, Supply Air Changes: 13.4 AC/hr
Volume: 1'058.0 cu.ft. Req, Vent. Cig, 0 CFM
Number of Registers: 2 Actual Winter Vent.: 0 CFM
Runout Air: 118 CFM Percent of Supply.: 0 %
Runout Duct Size: 6 in. Actual Summer Vent,,, 0 CFM
Runout Air Velocity: 602 ft./min, Percent of Supply- 0 %
Runout Air Velocity: 602 Urnin, Actual Winter Infil., 2 CFM
Actual Loss, 0,231 in erg ,/l 00 ft, Actual Summer lnfil,: I CFM
'r .... . . . . . . .. . .. . .. .
tty
....... . . ....
. . ........
IN.
M
F,
. . .. . ..
0 9
IN
E Wall-12F-0str 8.5 X 10 85.3 0.065 4,5 383 0.9 7
UP- Ceil-166-38 131.4 X 1 131A O 026 1.8 236 i3 0 167
Subtotals for Structure: 619 0 246
Infil.: Win,: 2.4, Sum.. 1.1 85 2.098 179 0,281 -35 24
AED Excursion: 354
People: 200 lat/per, 230 sen/per: 2 400 460
quip,
Room Totals, 798 1,675 5,201
Coffee maker - brewer 1331 717 100 25 333 179
Cooking range no hood - four 13311 7167 25 25 832 448
burners on high heat
Dishwasher 4096 1433 100 25 1024 358
Microwave 4949 1732 75 25 928 325
Refrigerator or freezer - 16 1000 0 100 100 1000 0
cubic feet
Total 4117 1310
C:\Program Files\Elite\Rhvac 9\Projects\3440 Quail Ct,rh9 Thursday, December 31, 2015, 920 AM
Room Length:
103.6 ft,
System Number:
1
Room Width:
1.0 ft.
Zone Number:
1
Area:
104,0 sq.ft,
Supply Aic
72 CFM
Ceiling Height:
9,0 ft,
Supply Air Changes:
47 AC/hr
Volume:
932.0 cu.ft,
Reg. Vent, Clg:
0 CFM
Number of Registers:
1
Actual Winter Vent.:
0 CFM
Runout Air:
72 CFM
Percent of Supply,:
0 %
Runout Duct Size:
5 in.
Actual Summer Vent,
0 CFM
Runout Air Velocity:
531 0./resin.
Percent of Supply:
0 %
Runout Air Velocity:
531 ft./rain.
Actual Winter lnfil,:
7 CFM
Actual Loss-
0.233 in,wg ./100 ft.
Actual Summer In l,:
3 CFM
F -wall
S -Wall-1 2F-Osw 81 X 10
81.3 0,065
4.5 365
0,9
0
76
W -Wall-12F-Ow 3.3 X 10
32.8 0.065
4.5 147
0,9
0
30
S -Wall-12F-Osw 53 X 10
38,5 0.065
4.5 173
0.9
0
36
S -Door-1 U 21 X 6,8
18 0.600
41.4 746
15,0
0
270
E -GIs-4A-6-o shgc-0.33 O%S
8 0,330
22.8 182
37,5
0
300
UP-Ceit-16B-38 115.8 X 1
115,8 U26
A m 1,8 -____..W 08
1,3
0I___I__._
1-481-
Subtotals for Structure.
2,182
0
935
lnfil,: Win.: 7,1, Sum., 34
259
2,091 542
0,278
-107
72
AED Excursion:
108
gqpi 0:--- --------
--
---- 0
478
Room Totals:
2,724
-107
1,593
Vented clothes dryer - 10 1707 0 50 50 427 0
percent to space
Total 478 0
C:\Program Files\Eiite\Rhvac 9\Projects\3440 Quail Ct.rh9 Thursday, December 31, 2015, 9:20 AM
to c - Residential & Light Commercial HtVAt* i da
n 1
Heating and Inc,
3365 Quail Ct Plan �
y
gppl
IDetailed Room Loads Room P'owd'er Room_(AyaraWtoad
Prot��d"r �
Calculation !Mode,
Htg. & clg.
Occurrences.
1
Room Length.
13.8 ft.
System Dumber.
1
RoomWidth:
6.2 ft.
Zone dumber.
1
Area.
86.0 sq.ft.
Supply Air.
24 CFM
Ceiling Height:
9,0 ft.
Supply Air Changes;
1.9 AC/hr
Volume:
773,0 cu,ft.
req. Vent. Clg:
0 CFM
! dumber of registers:
1
Actual Winter Vent.:
0 CFM
Runout Air:
24 CFM
Percent of Supply.:
0 %
Runout Duct Size:
4 in.
Actual Summer Vent.:
0 CFM
Runout Air Velocity:
273 ft,/min.
Percent of Supply:
0 °
Runout Air Velocity:
273 Urnin,
Actual Winter lnfil.:
2 CFM
Actual Loss:
0.086 in.wg.T100
ft. Actual Summer lnfil.:
1 CFM
_ +.rv.....0 wa.,ro..n ,.:
w.»n....eww,..wwu...�.'• <. w,.tuw,.aa
„waxa.wx., wariv,.a'r. t
t
,....
l� -Wall 12F�Osw 6.2 X 10
54.3
0 065 4.5 244
0.9 0 50
Ols 4A 6 o shgc 0 3 0%S
8
0,330 22,8 182
37,5 0 300 x
U Cell 1 38 96:m.1 X 1 ._..
96A
0,026,__... �1e ..._. 172 ..w_
_ 1.2_ ._ ___... 0� _... 122m
Subtotals for Structure.
598
0 472
lnfil.: Win.: 1.7, Sum.: 0.8
62
2.087 130
0.273 -26 17
Excursion:AED _....__. ._._...,_,
.. _.u.
...... ,... ...
,��.. _�. ..��� 36 ...
Room Totals
i
728
2
i
4
g
._
1
gg
3
t
i
I
C:\Program Files\ lite\rhvac 9\Projects\3440 Quail Ct.rh9 Thursday, December 31, 2015, 9:20 Ali
I Game/Rec
944
8,800
119
-5
612
5,505
-338
250
250
Theater
269
1,751
24
1-5
469
1,382
-78
63
63
3 Crawrlspace
238
12,304
167
1-4
385
739
-235
34
34
4 Mechlstorage
447
3,122
42
1-4
234
450
-143
20
20
Bedroom 4
144
2,535
34
1-4
604
1,159
-919
53
5
6 Bath 3
81
541
7
1-4
124
237
126
11
11
7 Bedroom 3
181
3,037
41
1-4
395
758
-141
34
34
8 Master Bedroom
278
5,092
69
2-5
547
3,280
-187
149
149
9 Master Bath
291
2,559
35
1-6
477
2,062
61
94
94
10 Study
189
2,134
29
2-5
592
3,554
-3
162
162
11 Guest Bath
111
1,327
18
1-4
397
763
88
35
35
12 Guest Bed
139
3,436
47
1-5
517
1,549
-147
70
70
13 Foyer
131
1,836
25
1-4
380
729
-34
33
33
14 binning
325
3,463
47
1-5
645
1,934
251
88
88
15 Great Room
461
3,401
46
1-5
579
1,737
-86
79
7
16 Nook
99
3,813
52
1-6
530
2,289
-116
104
104
17 Kitchen
118
798
11
2-6
602
5,201
1,675
236
236
18 Laundry
104
2,724
37
1-5
531
1,.593
-107
72
72
19 Powder Room
..�n w, w
.
_.. 728 a nm
10. w.,.
. 1. �
a m . 273- �
A _ 525 . ,
., w ._a , 6
-p_-_ 24.
4....
Humidification
2 770
.Bystm t total _.
4 636.
66 i1„a,... _359
System 1 Main Trunk Size.
14x19 in.
Velocity.
872 ft,/min
Loss per 100 ft,.
0.092 in.wrg
Type.
Model:
Indoor Model.
Brand.
Description:
Efficiency:
Sound:
Capacity:
Sensible Capacity.
Latent Capacity:
AHR1 Reference No.,
IN
90
Natural Gas or Propane Furnace
92.1 AFUE
0
76,000 Btuh
nla
nta
n/a
This system'sequipment w..s selecaccordance ACCAManual S.
Manual S equipment sizing data: Oy
Standard Air Conditioner
L15i
Standard Air Conditioner
13.5 SEER
0
39,500 Btuh
29„625 Btuh
9,875 Btuh
527733
C:\Program Files\Elite\Rhvac 9\Projects\3440 Quail Ct,rh9 Thursday, December 31, 2015, 9:20 AM
Builder:
P1018au
�t Id
ProjecU
PLACEMENT PLAN
THIS iS A TRUSS PLACEMENT DSA RAP+ ONLY.
These trusses are designed as ind;vidua3 building components to be
....._...., ... . , ,,..._. -,
..--._� incorporated mid the buitdintgiestgn at the specification of the building
CREEK51tiE COMMUNITIES
UNITSES
designer. Sete individual design sheets for each truss design identified
__...... _.......an
the pP€snen enY drawing. The bu rang designer is responsible for temporary
LC:
and permanent freeing of the roof and floor system and for the overall structure.
' The design of the truss support structure including headers, beams, walls, and
w.. _. . ...._
_..e , columns is the responsibility of the bulking designer. For general guidance
regarding bracing, consult "Bracing of wood trusses" available frorn the
Truss Plate Institute, 583 90ntrrto Drive Madison, W 535713.
PIAN 1A 3 CAP SIDE LOAD
QUAIL HOLLOW
LC,_.CSQUPaA3S
Imam
W}
MiTek,"'
iTek USA, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95619
Telephone 9161676-1900
Re: LC C3QHP 1 A33 Fax 916/676-1909
Crcekside f Quail Ilan IA a Car Side
The truss drawing(s) referenced below have been prepared by Mi Tek 1J A, Inc, tinder my direct supervision
based on the parameters provided by Prof wild - Colorado Springs.
Pages or sheets covered by this seal. R46475693 thru 846475784
My license renewal date for the state of Colorado is October 31, 2017.
Lumber design values are in accordance with ANSIfrpi l section 6.
These truss designs rely on lumber values established by others.
IMPORTANT NOTE: Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have notbeen '*
as appropriate for any use, Any location- •specified is
for only • has notbeen used in preparing design.
Suitability of truss designs for building
responsibility of the building designer, not the Truss Engineer,
p. *Chapter
" P .� 6766
rn
0010, February 3,' 0I 6
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 AN II' P1 1.
0- 0 1&0.0, 21.3-0
4x6.:_, 3x5 ;.:: 5x5 =
1 2 3 4 5 6 .f 9 fad 10 11 12 1:3 14 15
63 fit 81 60 59 58 57 56 55 53 52
51 50 49 48 47 45
45 44 42 41 40 39 38 37 36 3533 34
54
4x6 .aW
43
3x4.
Us
396
-----------
Ptafe Clfisets (X Y1 j24 Q 2 7 j 3 Fdge_.
- _.�
-PLATES
LOADING lost) PACING- 2-0.0 CSI,
� DEFL, in
(loc) Udell LJd..w_.w
GRIP
TCLL 39,0 Plata Grip DOL 1,15 TC 0.42
Vert(LL) -0.01
32 ntr 120 MT20 197/144
TCDL 18.0 Lumber DOL 1.15 SC 0.35
Vert(TL) -0.01
32 air 129
BCLL ii 0 Rep Stress Incr YES VV8 0,14
BCDL 7.0 p Cade IRC2009fTP12007 (Matrix)
Horz(TL) 0,03
33 nta nla
Veiught 353 to FT = 00
LiiMBER-
BRACING-
TOPCHORD 2x4 SPF No.2
TOP CHORD
Structural woad sheathing directly applied or 6-0.0 oc purtins, except
BOTCHORD 2x4 SPF No,2
end verticals, and 2-0-0 oc puffins (6-0_0 max.): 1-14.
WEBS 2x4 SPF No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or oc bracing.
1-63; 2x4 SPF 240OF 2,0E
WEBS
1 Rave at midpt 1-63. 14-50,13-51, 12-52,11-53,10-55,9-56
OTHERS 20 SPF No.2
, 8-57, 6-58, 5-59, 4-60, 3.61, 2-62, 15-49,
16-48,1747,18-46
-1, -1 recommends that StabtNzers and required cross bracong
be installed during truss erection to accordance with Stabilizer
REACTIONS. All hearings 37-6-0.
(lb) - Max Harz 63--556(LC 5)
Max Upfift All uplift 100 to or less at joint(s) 63, 0, 51, 52, 3, 55, 56, 57, 58,
59, 60, 61, 62, 49„ 4, 47, 46, 45, 44, 42, 41, 40, 39, 38, 37, 36, 3 except
3--215(LC 6), 34--383(LC 3)
Max Gray Aft reactions 250 lb or less at jolnt(s) 63, 50, 51, 52, 53, 55, 56, 57,
58, 59, 60, 61, 62, 49, 48, 47, 46, 45, 44, 42, 41, 49, 39,
38, 37, 36, 35„
34 except 33=579(LC: 3)
FORCES,.except
TOPCHORD 16-17=-252/174,17-18-262/161, 4
26-27-3731181, 27-28-3941191, 28-29-4151201, 29-30--436/212, 3D-31--45312
BOTCHORD 62-63-226/439, 61-62-225/439, ♦.
57-58�2251439, 56-57-225/439, 55�56=-2251439, 54-55-2251439, 53-54-22514
52-53=-225/439, 51-52--2251439, 50-51-2251439, 49-50=-2261440, 48-49mr-226of"
47-48--2261440, 46-47-226/440, 45-46-2261440, 44-45=-226/440, 43-44-22614
37-38-226/440, 36-37=-226/440, 35-36�226144D, 34-35-2261440
WEBS 31-34�257/541
NOTES -
roof live loads have been consideredfor
enclosed;
heiq♦ • t plate grip
3� Truss desi ned for3 loads in the # C Y(normal
applicable,Gable End Details as qualified building designer as per ANSIfTPI 1,
4) Provide adequate drainage
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Plates checked for a plus or minus 5 degree rotation about its center,
...WARNING - Verify, design, Pxramate+s end READ NOTES 6R THIS AND WCLitA!<D kHTEK REFERANCE PAGE WF7473 rmv, 100"M BEFORE USE,
Design vok+3 for use ONY Wtx MTekS connectors, this design to based ¢ante upon parameters �shawn. anal .e for an indeAdual basiidon„g component nor
a miss system, Before use. the budding orressner must vettfy #!roe a3 =ab' sty of desntpr parameters and F ropedy'incorporate fhh design into the overall
bukling design. Bracing inssoated cs to prevent backing of tndieduaf truss weels and/(x chord members only. Add f rtnot fernporary and pror'sonent txacing
is always requmd for stotaire and to prevent colirrme voth past ble, personal injury and property ,damage.. For general guidance regording the
fcew.-ation, s€oosge, defsver v erection anal bas sysg of trusses and truss s)(sfiefus, $ee ANSI/IPIf Quality Cetteda, DSS-Sf and SCSI Belli sg Component
Safety Information available from TN% Platt ate tnsfifaie. 2M N, tee Stmt. Suite 312. Alexandria, VA 223!4.
..
6 e
.�°`C �emeee�eeem
NOTES.
7) Gable requires continuous bottom chard bearing.
8) Truss to be fully sheathed from one face or securely braced against lateral movement (Le, diagonal web).
9) Gable studs spaced at 1-4-0 oc.
10) This truss has been designed for a 10.0 psi bottom chord live load nartconcurrent with any other live toads.
11) " This truss has been designed for a live toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2.0.0 wide will fit between the bottom chord and any
other members.
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 63, 50, 51, 52, 53, 55, 56, 57, 58, 59, 60, 61, 62, 49, 48„ 47,
46, 45, 44, 42, 41, 40, 39, 38„ 37, 36, 35 except (jt -lb) 33=215, 34=383.
13) `Sem -rigid p tchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
14) Graphical purfin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
WARNING • Varity dastgn paranaefers end READ NOTES ON TWS AND INCL UDEA NTEK REFERANCE PAGE'WP7477 rev 1010,V2015 BEFORE USE,
Destro vatd for use ars thrifts haSEektSt ctaa rxe<Ctcus this design s bused o, upon pexrcrorrseferx stsovm, and is !sx an hdivfdtuat building cornponenf. not
u truss systems Seture use, in*,, building desitiner snort verify thus �apishcotly of design Parameters and ruopesty incorporate this design Inio the oa eroff
b Wing .design. Sroc ing indicated is to prevent buckling of indriduol toss -eb andlor chord members only Additional tenspc.raN and peenanent bracing
is always required for stability and to prevent collor se with ixai0blie personal injuty and property damnxge. For general gustionce regarding the
fob6 .,ation. storage, drAivery, erec.lion and busing of looses carrel truss systems, see ANSI/TPI) Quality Caleda. DS4.4f rand SCSI Sultding Component
Safety Information sxvsz7kakaee from 7*asss istote #ostitis#e, tf td N S.ee Stceet. Ssute 3t€f Anandria, vA n",^ci4,
re racy Ply Creeksk e f riuoii Pian eA a Cat Std
tt ii46475694
Base Truss 14 f €
ID: RKHsVC,bHt7:VGjnQ3S2oGTayKHSc-ZlNiSVJYfYBfBOxBD85jaD4Dt'?FnetTRotVenOzosf
2-s 1a t 1f-
...._,_.__._...--2..._.._�5-11-0.., .,..,,..__.F._.._.�,,.,_ 511-0..__.,.,_ ..�.... 6.6,8_.6-6-8 �.,. _.....,� (h10-0
..-0
Scale= 1.'.72..1
4x4 li 3x6 -.- 5se
it's 3x4:
sx12 MT20Hs = 5x6 ::::. Up .:,:.- 3x4 4x8
300 a�:
k
4-20-21551325,5-20=21551325, 5-6-25771330,6-7-3178/333,7-8=-3435/275,
_.....
... � ?.G?
�,_ .�_ .. �..w��12.,. ,.__ _..,. �___.._ _w_ ..�� �1 a .,_,_,_,_,__
_----------
Pip C7ifse# . _ ,1?,.
-
_�..,__
------
-----LOADINGlost)
_?_..__ .•?. _.
w.. m �
LOADING lost)-2 -0 -
SPACING-
0
CSL
. in (lou) Well Lid PLATES GRIP
LPlate Grip
CLL 30O
i.�1
Vert jd. 12-14 >999 240 MT20 1971144
TCDD 18.0 Lumber DOL 1,15
BC 0.91
Vert(TL) -0.7212-14 ,>630 180 MT20HS 148/108
BCLL
NOTES -
orr(71 } (} t5 91 Tire n1a
BCDL 101 7,0 Code 1RC2009/TP1 007 _.,,_.,...,
.._ (Matrix ftp
Weight: 202 Bb FT = limb
LUMBER-
heights): cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1.60
BRACING.
TOP CHORD 2x4 SPF No.2
e**e*ee**
TOP CHORD Structural woad sheathing directly applied, except end verticals, and
BOT CHORD 2x4 SPF 1650E 1.5E
15� �•
" °
2-0-0 oc purlins (3-2-2 max_): 1-,
WEBS 2x4 SPF No.2 'Except'
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
1-17: 2x4 SPF 240OF 2.OE, 2-17,4.14' 2x4 SPF 1650F 8.5E
VVEBS 1 Row at midist 1-17,4-16,6-14.8-11
9-11: 2x6 SPF 210OF 1.8E
6) " This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
2 Rows at 113 pts 2-17
fit between the bottom chord and any other members, with BCCIL w 7.Opsf.
MiTek recommends that Stabitiaers and required cross bracing
7 r
7) Bearing at joint(s) 11 considers parallel to grain value using ANSA` P1 1 angle to grain formula. Building designer should verify capacity
be installed during truss erection in accordance with Stabilizer
a
of bearing surface,
Instattatlonuide .. _._.__.
REACTIONS, (Ibtspze) 17=2471/0-5-8, 11=240810-5-8
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Ot=1b) 17=175,
11--155
Max Hort 97=-531(LC 3)
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysts and design of this truss.
m
Max Uplift 17=-175(LC 3), ll=-195(LC 7)
10) Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord,
k
4-20-21551325,5-20=21551325, 5-6-25771330,6-7-3178/333,7-8=-3435/275,
8-9=-6791177.9-11=-688/166
BOT CHORD 17-21=0/1196, 21-22=0/1196, 16-22=0/1196. 16.23=011889, 15-23=0/1889, 15-24-0/1889,
14-24-0/1889,14-25=-712770,13-25=-712770, 13-26=-712770,12-26=-7/2770,
11-12-10813088
BS 2-17=-24001187,2-16=-73/1520, 4-16--1089/139, 4.14=-391542, 5-14=-401542,
6-14=-934/192,6-12=-261452, 8-11^-30991124
NOTES -
1) 6Nnd: ASCE 7-05; 105mph; TCDL=10.8psf BCDL=4.2psf; h=15ft, 8=45ft; L=24ft: eave-Sit; Cat. It; Exp C; enctosed; MWFRS (all
heights): cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1.60
L,,f
2) Provide adequate drainage to prevent water ponding
e**e*ee**
i.`
�� g
3) All plates are MT20 plates unless otherwise indicated
15� �•
" °
�¢ �'
4) Plates checked for a plus or minus 5 degree rotation about its center,
V .0
5) This truss has been designed for a 10.0 psi bottom chord live toad nonconcurrent with any other live leads.
0*
6) " This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCCIL w 7.Opsf.
7 r
7) Bearing at joint(s) 11 considers parallel to grain value using ANSA` P1 1 angle to grain formula. Building designer should verify capacity
a
of bearing surface,
;"
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Ot=1b) 17=175,
11--155
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysts and design of this truss.
m
e * a * *
10) Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord,
- A t �
�i w
wr'ARRIRo • ver3ey design parametets acrd READ Atom's ON THIS AND INCLUDED AFOTEK REFERANCE PAGE11,01-7472 ray. 100/2015 BEFORE USE,
Design rortid far uxe any with WrskO corwacctcxs This design is hdoed Ditty upon pa�srometers sf� o or, anal is for on individiuc4 buRdintg componelir, not
a tniss �systern. Sefore use I� the idingi designer rust verity the aiddfaob'rty oI deugFn poromet ars and property incorporate Ors design info the overal
buitc Ing desigtn evening indicated z ro prevent bvcFfng of P xxAdvof tnos µarts sand for chard nserntsers arty. A ddilk n,.if to mp rrssy and permaru.nt twacing MiTek'
is satwtays required far siobfbt and to prevent collapse waih potable person/ infury and pcfaeriy, damage. For yte;rwal guidance regarding the ?T re
fq#„urratwn, 0ofogse, def ery, ere*ction anal bracing of masses and truss s/aerrn. see ANSIfTAII Civatih idthma, DSI -84 and SCSI S lld77 GreenbSrAe Laneing Component 7777
safety Information avoilable €warn rra,ss Frote thstiturs, 218N, tee Street. Surfer 3t 2. Akavandro, Ira 223.4. Soire -- ,,,, Mr
7-11-08 6,6-8 6-10-0 -0-0
Scahs= 1:70,6
Ell=
,5,,6 =
1 16 2 3 17
15 in 14 tu is 12 Zu 11ZI Iss
9
6X12 MT20HS If 5XloU6 see 3x4
08
3x10 MT20H5
15--- - -- - - -------- - -----
--------
J?
_Piiisb
10.1,4
-------------------
LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (too) I/deft Ud
PLATES GRIP
TOLL 30.0 Plate Grip DOL 1.15 TC 0,93 Ved(LI.) -0,43 10-12 >982 240
MT20 1971144
TCDL 18,0 Lumber DOL 1.15 8C 13.86 Vert(TL) 470 10-12 >599 180
MT20HS 148/108
SCLL 0,0 Rep Stress incr YES WS 0.82 Horz(TL) 0.12 9 old old
BCDL 7,0 Code IRC2009fTPf2007 (Matrix M)
. . . ............. . ....
weight. 185 In FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, except
1-3: 2x4 SPF 1650F 1.5E end verticals, and 2-0-0 oc puffins (2-2.0 max,): 1-3.
BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 Go bracing,
WEBS 2x4 SPF No.2 *Except* WEBS I Row at initial 1-15,
2-14, 3-14.4-12, 6-9
1-15" 2x4 SPE 2400F 2.0E, 7-9: 2x6 SPF 2100F 1.8E recommendsMITak - - that t S ' to ' b M z - ers and - required , , - cross - bracing , , 1
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 15=230710-5-8,9=224610-5-8
Max Herz 15--531(LC 3)
Max Uplift 15=-184(LC 3),9=-I84(_C 7)
FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (Ib} or less except when shown,
TOP CHORD 1 -15 -21321207,1 -16=-13371267,2-16-13371267,2-17-13371267,3-17=-13371267,
3-4=-2244/307, 4-5=-2994/311, 5-6=-31311253, 6-7=-657/176, 7-9=-676/165
BOT CHORD 15 -18 -2121419,14-18=-212/419,14-19=011853,13-19=0/1853,12-13=0/1853,
12-20=012484,11-20=012484,11-21=0/2484, 1G-21=012484,9-10=-9012836
WEBS 1 -14= -178/2246,2 -14=-8551176,3-14=-892167,3-12=-69/1068,4-12=-9471191,
4-10-28/485,6-9=-2822J104
NOTES -
1) Wind: ASCE 7-05-1 105mph; TCDL=10.8psf; BCDL=4.2issf; h=15ft; 13=45t L=24ft; eave=5ft; Cat, 11; Exp C; enclosed; MVVFRS (all
heights): cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL=1,60
2) Provide adequate drainage to prevent water pending,
3) All plates are MT20 plates unless otherwise indicated,
4) Plates checked for a plus or minus 5 degree rotation about its center.
NO 0 L
5) This truss has been designed fora 10,0 pat bottom chord live load non concurrent with any other live loads.
6) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
A
fit
between the bottom chord and any other members, with BCDL - 7.Opsf.
7) Bearing at joinds) 9 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verify capacity
c
of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (tt=lb) 15=184,
9=184.
AV,
9) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
10) Graphical purfin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord,
ash.;#
February 3, 01
,&WARMNG- VW#yd#09.p.1&..f..dREA0 NOTES ON THIS AND INCLUVIEDNITEKREFERANCE PAGE 01,7473 rev, 104312615 BEFORE USE.
Descin valid for use only vdih WekS connecrcir, This despin is boved It Upon pacanwiers shown, and N tot on indiadvot budding carnponeaf nor
a truss system. Before use, the buiWing designer waver vedry flue arrelicpify of design parameters and propreh, incorporate chis dessin Snio the overall
b0ding desGn. Bracing iadiclored h k, rrrssvent bvc0ng of incivrdual truss web and/or chord me mbers ants, Additional Temporary and pefrnanenr bracing
is always required for stabiiirr and ro prevent collapse's voth possible personor injury mid property disruage For ger"of guiddrice regooling the MiTek
7777 Greenback Lane
toodcanon, Marage, de ti eirictionand brocingothrissso andtruss systems. see ANSVTPil Gimpy Criteria, DS9.81 and RCSI Bultding Component
Safety information avoikstsks from Truss More hstMe. 218 N, Lr xr Street Suite 3Q, Alexond6a, Vic 22314, suite 109
101
4.0_0 4.6-d J-4-4 f-/-14 1-f-14 c`j_11y re/•.
Scabi - 1:80./
2.4
400 3x10
6.00 523 19 4 20 5 6 21 7 5Xo
18 ZZ so 17 16 ID Z4 14 as 14 12 Z's 11 10
see 3x10 2x6 f I 3xii = 4x10 3xiOMT20HS = 3ei 3X6= 3X4
LOADING (psf) SPACING- 21,110 CSL DEFL. in
(loc) Vdefl LID PLATES GRIP
TOLL Plate Grip DOL 5 TC 0.87 Vert(LL) -0,33
17-18 >456 240 MT20 1971144
TCDL 18 CD Lumber DOL 1,15 BC 0,79 1 Vert(TL) 456
17-18 >270 180 MT20HS 1481108
BCLL OO i Rep Stress Iner YES VVB 094 Horz(TL) 0,04
10 n1a We
SCOL 7 O Code IRC2009ITP12007 (Matrix M)
Vwoght246 to FT =0%
LUMBER- BRACING-
3) Provide adequate drainage to prevent water pending.
TOPCHORD 2x4 SPF No,2 *Except* TGF CHORD
Structural wood sheathing directly applied or 3-3-1 oc purlins, except
5-7: 2x4 SPF 1650F 1,5E
end verticals, and 2-0-0 on purlins (4-5-9 max,): 3-7,
BOT CHORD 2x4 SPF NO2 BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
WEBS 2x4 SPF No,2 WEBS
I Row at midpt 3-17, 6-14, 7-14, 8-12, 2-17, 2-18
6) This truss has been designed for a 10,0 psi bottom chord live load nonconcurrent with any other live loads.
2 Rows at W pis 4-16
m --n.
MiTak recc4mends #hat Stabifizefs and required cross bracing
be installed during truss erection, in accordance with Stabilizer
fit between the bottom chord and any other members, with BCDL = 7.0psr
[-Installation
REACTIONS, (tbhuze) 16=247310-5-8, 10=178710-5-8,18=91910-5-8
8) Provide mechanical connection (by others) of truss to bearing plate capable oftiObstanding 100 in uplift at joints) 18 except (r=ft)
Max Harz 18=-404(LC 5)
Max Uplift 16=-145(LC 7), 10=-126(LC 7),18=-74(LC 7)
."p *%
Max Gray 16=2473(LC 1), 10=1787(LC 1), 18=943(LC 11)
9) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
FORCES. fib) -Max. Comp,/Max, Ten, -All forces 250 (to) or less except when shown,
TOP CHORD 2-3=-4801225,3-19=-323/222,4-19-323/222,4-20=-10941280, 5-20-10941280,
5-6=-1094/280,6-21=-10941280,7-21=-1094/280, 7-8-15731290,8-9-15521217,
9-10=-1747/152
BOT GHORD 18 -22 -222/358,22 -23-222/358,17-23=-2221358,14-25=011267,13-25=011267,
12-13=0/1267,12-26=011282,11-26=0/1282
WEBS 4-17=-351431, 4-16=-2298/180,4-14=-99/1610, 6-10-822/142, 7-14-312131
NWWAMWW9"WW
AWARNING . Voulydesign parameters wid READ NOTES ON THIS AND INCLUDED hOrEKREFERANCE PAGE W1.7473rev. W4312015 BEFORE USE,
7.12=-251295,8-11=-674/77,9-11=-42/1505,2-18=-689173
NOTES -
1) Unbalanced root live loads have been considered for this design,
2) vilAi ASCE 7-05; 105mph; TCDL-10,8psf, BCDL=4,2psf; h=lSft; 8=45ft; L=24ft" eave=Sfte Cat, H; Sap C: enclosed; MvWRS (all
0 (
heights): cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL -1.60
9,psk)
X
3) Provide adequate drainage to prevent water pending.
4) AN plates are MT20 plates unless otherwise indicated,
5) Plates checked for a plus or minus 5 degree rotation about its center,
6) This truss has been designed for a 10,0 psi bottom chord live load nonconcurrent with any other live loads.
0,
0
7) *Ttus truss has been designed for alive load of 20,Opsfon the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
6 ,n 1(
fit between the bottom chord and any other members, with BCDL = 7.0psr
0
ov
8) Provide mechanical connection (by others) of truss to bearing plate capable oftiObstanding 100 in uplift at joints) 18 except (r=ft)
--0
16=145,10=126-
"Semi-rigid
."p *%
9) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphicafpurlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
/0 A\ -
February 3,2016
NWWAMWW9"WW
AWARNING . Voulydesign parameters wid READ NOTES ON THIS AND INCLUDED hOrEKREFERANCE PAGE W1.7473rev. W4312015 BEFORE USE,
Design vorfid for use only Win riffem
ekS connNsrs This design e, based /ant Upon porsimefers shcosvi, ond K for on individucti bulding comps tent. not
a fruss vyidern. iserses use, the truiWO.,st designer fhe ty design this dsnign hiss the
mus/ verify applesibi of refrometers and pyopeds, incorivesire siverol
buRdosi design, Brecon indicoted is to prevent buckirrrg of indivirival Truss wysb ondfor chord inerniotis onts, Additional temporory and pefinonent brcos?tg
MiTek'
is crevoys, required for slobdits, end in prevent coibrue with possible personaf injury ond purperty, dramage for newel guidance recording the
7777 Greenback
Lane
fair cation storage. defivery. erecircmaird bracing of trusses and truss iuctems, see ANSI/Tell Quality Criteria,OS84V and 8CS1builifing Component
Saifirtyliffoarrialksif avoliable from Truss Pirste Invituie, 218 N. Lee Skeet Suite 382, Alexonsid,3, VA '3R4
sixties
4_16.4 9.5we3 tri -&12 24 fl- 2&T 0 3A-6 8 36 -ii -8 41 0-si
4-10.4 .,o,. -..,.......46+72..-_'-_f__.-.__._ €3-�T __, _._ -_._,_..,_�. 7-3-12 4-0-8 �...e, 4-t}8._.,__"#._-,�6-S-B,...�._..._,_.�-� 4-0...„0_... § 2-5.8 �
See .== 3x4 3x6 = 2x4 li Scale- 1..65.5
6,00 riT 5x6 ==„.
3 23 24 4 5 6 25 '7
3x6 �' ( .". 3x4
2X6
1 ' P P� f ✓
5x6
r /9� 9
f * =
._-
Y--� 7 13 12
2e Te 15 14 z � ..... `"
3u.4 4xt7
x. .::.�
:
22 2627 21 202E# 99 '18 5Xd 3x6 Z-31 iQ
6x12MT20HS it 34 =_,. 3x6 "= 410 wa 3x4 i1 2.4 11
3x10MT26HS it
LEGDOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS
OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHO
LOADING (psf) SPACING- 2-0-0
DSI.
DEFL. in
(hoc) Ifdell La PLATES GRIP
TOLL 30.0 Plate Grip DOL 1,15
TC 0.88
Vert(LL) -030
21-22 >999 240 MT20 197/144
TCDL.Lumber DOL 115
BC 0.98
Vert(TL) 454
21-22 >904 180 MT20HS 148)108
BCLL 0.'O Rep Stress Incr YES
WB 0,83
Horz(TL) 0.29
10 ma ma
BCDL 7,0 Code IRC20091TP12007
(Matrix -M)
Weight 247 lb FT = 0%
LUMBER-
I 11
BRACING -
.J 60"
TOP CHORD 2x4 SPF No.2 *Except*
+
TOP CHORD
Structural wood sheathing directly applied or 3-1-7 oc purlins, except
3-5,7-9: 2x4 SPF 1650E 1,5E
e6 6 8 r
5) Plates checked for a plus or minus 5 degree rotation about its center.
end verticals, and 2-0-0 oc purtlns (2-7-11 max,): 3-7.
BOT CHORD 2x4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 no bracing, Except:
BS 2x4 SPF No.2
8) Provide mechanical connection (by others) of truss to )rearing plate capable of withstanding 1001b uplift at joints) except OT -Its) 10=171,
2.2-0 oc bracing 21-22,19-21.
22=174.
a0NAL
9) "Semi-rigid pitchbreaks with fixed heefs" Member end fixity model was used in the analysis and design of this truss.
1 Row at intent 6-17
10) Graphical purfirt representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
February 3,201
BS
T Flow at midpt 3-21.4-19, 7-16, 9-10
2 Rows at 113 pts 2-22
Marek recbat-mends that Stabilizers and required cross bracing
be installed during truss erection in accordance with Stabilizer
Installation 14t,
REACTIONS. (fib/size) 10=237610-5-8,22=2575/0-5-8
Max Harz 22=-404(L 5)
Max Uplift 10=-171(LC 7), 22=-174(LC 7)
JLOJWMIA�A WAM t
5-6=-27901357, 6-25=-27891355, 7-25=-2789)355, 7-8=-291$1339, 8-9=-2$041259.
1 0-1 2=-2 35011 7 5, 9-12--2323!190
BOT CHORD 22-26-_'10611258.26-2 7=-1 0611 2 58, 21-27=-106172511, 20-21=-3911742. 20-28=-39/1742,
1 9-2 8=-3911 7 4 2, 6-17=-562/92, 1 7-29=0124 63, 16429=0/2463. 1 -lir=_12{2405.
14-15=-12t2405
BS 2-21=OI1066, 3-21=-543176, 3-19--8979109, 4-19=-13781132, 17.19=-10/2372,
4-17=0/772, 7-17--561991, 8-1 6--9213 1 5, B-14-791/109, 9-14=-13112472,
2-22=-2547£117
kNO
0 L lCrNOTES�
t
1) Unbalanced roof live loads have been considered for this design.4,r.eeee
I 11
2` Wind: ASCE 7-05; 105mph; TCDL=10,8psf; BCDL=4,2psf; h=15ft; B=45ft; L=24ft; eave=5n; Cat It: Exp C; enclosed; M RS (all
.J 60"
heights), cantilever lett and right exposed ; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL- 1.60
+
3) Provide adequate drainage to prevent water pending,
1
4) All plates are MT20 plates unless otherwise indicated.
e6 6 8 r
5) Plates checked for a plus or minus 5 degree rotation about its center.
a
6) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 7.0psf.
8) Provide mechanical connection (by others) of truss to )rearing plate capable of withstanding 1001b uplift at joints) except OT -Its) 10=171,
r
22=174.
a0NAL
9) "Semi-rigid pitchbreaks with fixed heefs" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purfirt representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
February 3,201
tNARMNG . Y.0y fin paratnetars and READ NOTES ON Tins Anka iNCLUDEO NTEK NEFERANCE PAGE Bdp7473 rw, 1"31 015 NEFORE USE.
Derign valid for use only with PAITeW& cr fins rorx, Thos design is based or upon re rometses shax n and is for car) indiv duol building component. not
r
o truss system ore use, fhe, bu lying designer must verify the applic obe'
Be4i of deOgn parameters and &'m'oped) ancorparssle this design i!.to the overal
Witting desOra, Brocing indicated is ata l re: ent buckling} tai iraelNKIvat truss web rand/or c.hwo members OnrVr Addiiicn)+al ternpa+ary and permrxreent bra tu§rip tel,
is ate ays re: gdred for stub%ty and to rnevent coakapse eMh rensit>ae penonai iryury and rwop:.rty drarntag7e. Ft)r generoi g vicilance regtarding the Greenback lane
rims, robkotiom stonsgee, d0verv, mechon and kAa ^sag of trusses and evvss systens, sale ANSllfBll to oMy Crltedo, DSO -84 and BCS) BaB777") Greding Component � 777-7
Solely Information ovoik3b€e from trPlate instiiutea. 218 N. Lee Street Suife 312. Arexandda, WA 12314, 14. _ i.,!_ 1.—
Im
5 -Iii -4 5`3_12 1_:Pl2 i_3 -1L 4-pb b -o -ft 4_U V 4�01.0
5X6 = UA 3X6'=.7 2X4 11
SX6
6,00 Fi 3 24 25 4 5 6 26 7
23 22 21 ZU 2as 19 18
3xlOMT20H5 11 US 300 MT20HS 5X10 2x4
3x4 = 5X8
11 10
21 It 2x4
WOMT20HIS 11
0
LEGDOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS
OTHER THAN THE WND
LOAD APPLIED TO THE TRUSS AS SHOWN,
........... . ------ +43-9.,-Q_4
Piidf�
heights), cantilever left and right exposed; end vertical left and right exposed', Lumber 7OL=1.60 plate gnp DOL -1,60
0Its els
---- -----------
LOADING lost) SPACING- 2-0-0 CSL DEFL,
in (too) Ildeff Ud PLATES GRIP
TCLL 30,0 Plate Grip DOL 1,15 TC 0,87 VerfiLL)
426 19-21 >999 240 MT20 197/144
TCDL 18.0 Lumber DOL 115 BC O 83 Vert(TL)
-0A7 19-21 >999 180 MT20HS 148/108
BCLL 0 0 Rep Stress Incr YES WB 0,72 Horz(TL)
0.23 10 n1a We
BCDL 7.0 Code IRC2009fTP12007 (Matrix M)
1_1_____- ------------ -- - ------ --
Weight: 257 to FT- 0%
LUMBER- BRACING -
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift atjoint(s) except at=lb) 23-182,
TOP CHORD 2x4 SPF No,2 *Except* TOP CHORD
Structural wood sheathing directly applied or 2-10-13 oc purfins,
3-5,7-9: 2x4 SPF 165OF I.SE
except end verticals, and 2-0-0 Do purists (2-2-0 maxi: 3-7,
BOT CHORD 2x4 SPE No,2 BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SPF No,2
6-0-0 oc bracing: 10-11.
I Row at midpt 6-17
WEBS
I Row at midpt 2-22, 3-21, 4-19, 7-16,1-23, 9-10
. ... .. . ---------
Dmi
Milre, recommends that Stabilizers required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation -------------
REACTIONS. (lb/size) 23=2601/0-5-8, 10=2491/0-5-8
Max Horz 23=-382(LC 5)
Max Uplift 23=-182(LC 7),10-181(LC 7)
FORCES, (lb) -Max. Comp,/Max. Ten, -AD forces 250 (lb) or less except when shown,
TOP CHORD 1-2-1990/257,2-3-2438/351,3-24=-258lr381, 24-25=-2581/381, 4-25=-25811381,
4-5=-30131375, 5-6=-30131375,6-26=-3011/374, 7-26--3011/374, 7-8=-3105/354,
8-9=-2951/271,1-23=-25631208,10-12--2463!185,9-12--24341199
BOTCHORD 22 -23= -3341301,22 -27=-96/1686,21-27=-9611686,20-21=-30/2065,20-28=-3012065,
19 -28 -30/2065,6-17-562t92,17-29-012631,16-29=0/2631,15-16-2312536,
14-15-23/2536
WEBS 2-22-13491105, 2-21=-7/773, 3-21=-360/58, 3-19=-72(1 034, 4-19=-1 340/128,
17-19=-312645,4-17=0/722,7-17=-6691030,8-16=-80/361, 8-14=-841/114,
9-14--136/2602,1-22--94/2229
NOTES-
2 cl
1) Unbalanced roof live loads have been considered for this design.
2) Wind; ASCE 7-05; 105mph; TCDL=I0,8psf; BCDL=41psf; h=15ft; 8-45ft" L-24ft; eave=St Cat, it; Exp C. enclosed; MVVFRS (all
heights), cantilever left and right exposed; end vertical left and right exposed', Lumber 7OL=1.60 plate gnp DOL -1,60
3) Provide adequate drainage to prevent water pending,
4) All plates are MT20 plates unless otherwise indicated,
5) Plates checked for a plus or minus 5 degree rotation about its center,
6 7 6 6
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live leads.
7) ' 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
Q7
fit between the bottom chord and any other members, with BCDL = 7,0pSL
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift atjoint(s) except at=lb) 23-182,
iya
10=181.
r Ss/O
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
tri A,
10) Graphical purfin representation does not depict the size or the orientation of the purfin along the top andlor bottom chord.
9MESSIUM
AWARNING - Vivify design furnmrammend READ NOTES ON rRIS AND INCLUDED WTEK REFERANCE PAGE W1473 rev, 1"3i2015 BEFORE USE
Design volid for use only vAth WeW corr=ectors. This design is Issued on,, upon pororriefers shavvn. and is for an heflodud building consponent. not
a truss sy&teyn. Before use. The bulding designer must verify the asaAk-ob'ty of design pi nsmeten; and property inc orpoude than design into the oversA
brAding design, tracing ardicated is to preverif tau klieg of indMduol truss web and/or chord rswmbeys only. Addilkinot fennicorary and permanent bracing MiTek'
h aNvoys required for srobsty and to prevent collapse Wth possible pensonai infury ondpsopern, dronage For general guidonceregording the 7777 Greenback Lane
tabrication, stosoge, delivery. erecfion and bracing of /ruse and truss system,, see ANSI/H`11 Quality Criteria, DSB•IV? and BCS/ livilefing Component suits 109
Safety information ovallobte from Puns Plate Insfituie, M N. Lee Street, SOle 312 Akmandria. VA 223Rd. !_ - ..
0
a_ R11. a ax: a-Z.ta cm2 -1r a.z•71 0`1-1ef-
5x6 fix€2 MT20HS
3rd =-, �' =3x4 �.•::
6.00 112 3 19 20 4 5 6 21 7
18 17 22 16 23 15 24 14 25 1326 12 21 11
6x12 MT20HS 11 4x8 :=: 3x10 6x8 We 3x4 ;,:;: 3x1(7 ::= 4x8
31NISI MUGHS x'c.
10
8x'12MT20HS i6
LOADING (psb 11 SPACING- 2-0-0 1St. DEFL. in
(toe) food lid PLATE GRIP
7LL 30.0 Piate Grip DOL 1.15 TC 04.91 Vert(LL) -0.35
12-14 >999 240 MT20 1071144
TCOL 18,0 Lumber DOL 115 BC 097 Vert{TL) 0 61
12-14 >843 180 MT20HS 148/108
BCLL 0 0 Rep Stress Inez YES VVB 0-83 Horz(TL) 0,13
10 out DID
IN
BCDL TO Code IRC2009ITP12007 (Matrix M)
_-----------
Weight 245 Ib FT = 0%
---------
_-_ _LUMBER-
LUMBER-BRACING -
1
*4a
TOP CHORD 2x4 SPF No.2 TOP CHORD
Structural wood sheathing directly applied, except end ver#icals, and
BOT CHORD 2x4 SPF 1650F 1.5E
2-0-0 oc purlins (2-7-15 max.); 3-7.
WEBS .2x4 SPF No.2 BOT CHORD
Rigid ceiling directly applied or 2-2-0 ac bracing.
OTHERS 2x4 SPF No.2 WEBS
1 Row at midpt 2-17, 4-16, 6-12, 6-11, 1-18, 9-10
recommends that Stabilizers ,,it required Cross braom,
[MiT0
be installed during truss erection in accordance with Stabilizer
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
REACTIONS. (lb/size) 18=270610-5-8,.10=269210-5-8
fit between the bottom chord and any other members, with BCDL - 7,Opsf
Max Herz 18=-382([.6 5)
Max Uplift 18=-182(LC 7), 10=-181(LC 7)
i
FORCES. (to) -Max, Comp,/Max. Ten. -All forces 250 (ib) or less except when shown..
10=181,
9) "Serpi-rigid with fixed heels" Member end fixity model was used in the analysis and design of this truss.
TOP CHORD 1-2=-20741258, 2.3=-25771349, 3-19=-21911338, 19-20=-21511338, 4-20-,_2191/338,
'
4-5=-28061371„ 5.6=-2806!371, 6-21=-23`5`5/351, 7-21=-28551351, 7-8=-2779/359,
f �
8-9=-2414/269,1-18=-2667/208,9-10--2650/207
purfin not size or orientation puffin along
BOT CHORD 17-18--334/301, 17-22-- 1761, 16-22=-9611761, 16-2 =-2/2718, 15-23=-2!2718,
_w ,I
15-24--2/2718, 14-24-.212718, 14-25=-112772. 13.25=-1%2772, 13-26=—I/2772,
0
12-26-112772,12-27-1812053,11-27--1812053
WEBS 2-17=-14161104,2-16-51830,3-16=-571602,4-16=-1182/87, 4-14=-22/407,
February 3,2016
6-1 2=-99 216 9, 7-12--551645, 8-1 2=-1 215 1 2, 8-11=-1194!107, 1-17=-95/2330.
9-11=-38/2432
NOTES -
1) Unbalanced root live toads have been considered for this design.
2) Wind: ASCE 7-05; 105mph; TCDL=10.Spsf; BCDL=4,2psf; h=15fti B-45ft; L-2411: eave=Sft; Gat, it; Exp C, enclosed, MWFRS (all
heights); left and right end left right Lumber DOL=1.60 DOL=1.60
INDO
LIP
cantilever exposed; vertical and exposed, plate grip
1
*4a
3) Provide adequate drainage to prevent water pending.
0a t
1,„
"'^
4) All plates are MT20 plates unless otherwise indicated.
° 0,
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 lewd nonconcurrent with any other live toads.
1
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
t
fit between the bottom chord and any other members, with BCDL - 7,Opsf
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift t joints) except (jt=lb) 18=182.
i
10=181,
9) "Serpi-rigid with fixed heels" Member end fixity model was used in the analysis and design of this truss.
o3
�
'
ptchbreaks
10) Graphical representation does depict the the of the the top and/or bottom chord.
f �
purfin not size or orientation puffin along
r , t ^y
_w ,I
0
g1
!' ,—
February 3,2016
A WARNING » Varity design paratoi0a x and READ NOTES QN THIS ANO INCLUDED Ai7TEK REFERAMC'E PAGE 01,7473 rev, 10,6512025 BEFORE USE.
tT , irn vdf,d kir use bnt w0h reNieva cunneclon, Chis design is based ani}}/ upon painnxeters shown. mA 4 for an SrAhAduel ongoing component not
ra /suss system, Before use, the building designer mss! verify dire oppke:al duty of design reirarnefers and property Incorporate this droxin tato the ovvyce MR'
bulcder g design tircx 0ig `sndicarsd e is rx'eveni bvc:kfing of indbAdval friss web ondfor choof ntearbnbers only. Addi onol temgacarary and permcsnerri brac'sncp i ek'
is <atwoys angrsired rot stobtkhy and f o p:'e vent c alkspse, w ir, passible personal dnNury and property damage, For generag gt eidance regarding the 7777 Greenback Lane
dobr€cohon stooge, delivery, esecttcn and bocinst at tnoses and truss systems. we ANSA/Di iQuaiBy Criteria„ OSS -89 and BGS/ Auildittg Component
Safely" Information ovailoble frrarn £n.+sx Plate tnsf6tute, MN, Lee Stmef Suite 312, Alexandria.. VA 2.'"'=«313. � Suite tfl9 ..._ .
5x(
MMEM
ID�RKH�VGbHIZVGnQ3S2oGTJyKHSe-SXdDisM2}mi5glFys_gfk3Fv-ccoaVQIjVTrwNo,56T
43-0-0
...... ....... . - - ---- -,--
5-6-12 6-2-11 6-2-11 6-2-11 5-2-4 5-2-4 t 2-6-8
3A 3x6 = 3x4
3 221 23 4 5 6
24 7
20 19 18 Al 77 S/ 16 28 15 29 14 30 311 IJ
21 s,#aaf-fj'2x4
5X6 08 300 5X8 W8 dint = 3xlOMT20HS ;= 300 = SX6 =
LOADING (psf) SPACING- 2-0-0
CSL
DEFT., in
(too) Wall Ud PLATES GRIP
TOLL 30,0 Plate Grip DOL 1,15
TC 0,84
Voll(LL) -035
16-18 >999 240 MT20 1971144
TCDL 18,0 Lumber DOL 1,15
PC 0,94
Vert(TL) -0,62
16-18 >831 180 g MT20HS 1481108
BCLL 0,0 Rep Stress Incr YES
VVB 0183
Horz(TL) 0,16
21 TWO old
BCDL 7,0 Code IRC2009/TP12007
(Matrix M)
Weight : 253 Ib FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 2-10-15 oc puffins,
BOT CHORD 2x4 SPF 165OF 1,5E *Except'
except end verticals, and 2-0-0 on purlins (2-6-9 max.): 3-7.
12-13,11-12: 2x4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except,
WEBS 2x4 SPF No.2
2-2-0 oc bracrrg16w18,14-16.
OTHERS 2x4 SPF No.2
WEBS
I Row at midpt 2-19, 4-18, 6-14, 8-13, 1-20, 10-21
MtTek recommends that Stabilizers and required tsractng
be installed during truss erection, in accordance with Stabtltzer
In Italian
REACTIONS, ftbrrscfe) 20=271510-5-8,21=2728/MechanicaI
Max Harz 20=-383(LC 5)
Max Uplift 20=-182(LC 7), 21=-181(LC 7)
FORCES. (1p) -Max. Comp./Max, Ten, All forces 250 (lb) or less except when shown.
TOP CHORD 1 -2= -20801258,2 -3=-25881349,3-22=-22011338,22-23=-22011338,4-23=-22011338,
4-5=-28201372, 5-6=-28201372,6-24=-2385/349. 7-24=-23851349, 7-8=-27791361,
8-9=-19661279, 9-10=-1707/173,1-20=-26751208,11-21=-2728/181, 10-11-•26831131
BOT CHORD 19-20u338/302,19-25--9911767,18-25=-9911767,18-26=-412731, 17-26=-412731,
17 -27 -4/2731,16-27=-412731,16-28=0/2793,15-28=012793,15-29-0/2793,
14-29=0/2793, 14-30-1312150,30-31=-13/2150,13-31-1312150,12-13=-1411808
WEBS 2 -19-1423/103,2-18-41836,3-18=-571607,4-18=-1188187,4.16-231413.
6-10-968/74. 7-14-65/694,8-14=-161585,8-13=-1321/58,9-13-14/487,
9-12=-905/124,1-19=-95/2338. 10-12=-13712377
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-05; 105mph; TCDL-10,8pBCOL-4,2pst; tf=1511� 8=4511� L=24ft; eave=5ft; Catfl; Exp C; enclosed: MVVFRS (all
heights); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60
3) Provide adequate drainage to prevent water pending,
4) All plates are MT20 plates unless otherwise indicated,
5) Plates checked for a plus or minus 5 degree rotation about its center,
6) This truss has been desigpsf bottom chord live load nonconcurrent with any other live loads
fit between the bottom chord and any other members, with BCDL = TOpsf,
9) Refer to girderfs) for truss to truss connections.
Bearing at lmat�s� 20 considers riaraltel to Prain value usin ANSIfTP$ I an le to formula, Buildina desien r shtmld_srer:4� Q
of beating surface.
10) Provide metal plate or equivalent at bearing(s) 21 to support reaction shown,
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joirift$]i except (Jtz4b)
20=182,21=181
12) "Sem�figid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
A&WARNING - wrIffy d..19n ponotatt. sred READ NOTES ON TTS AND INCLUDEOM111W REPEPANCE RAGE 011d47473 rev. 1"3 015 BEFORE USE.
Design vofid for use only Wth MT" connecosys. This design is based or pournieferssh,nnn. and K for an indMdu<A ongoing componenf, not
aftuosy0em betooruse the budding dengue msssL verify the oppk.rn,21p`Wn padevrin parameters and Tsopedy hcorpoone the design He the owsorg
building dedgm Bracing indicated ntoprevent buck4ngofindl,Aduathuvscarob <irvd/s)rcuhordn�mt,)emor�N.
rs otways reclured tor stobtlity and to prevent colkspse vwnh possible personal tr4un, and property damage, For general scridance regarding the
ftntuacshkxs, 0orage. defivery, ere.cfiv,, and bracing of trusses and truss systen, lee ANSIAI'll Quality CAteda, DSS -89 and SCSI building Component
solely Herniation avati able from Truss Role hsfitute, N8 N Lee Street Suite 3Q, Arsnandria, VA 2234 4,
9��:M
MR
MiTok
7777 Greenback Lane
cents 109
NOTES -
13) Graphical purfin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
WARNING - Verity de ivies parameters acrd READ NOTES ON THIS AND INCLUDED WTEK REPERANCE PAGE *10.7473 rev, 1"312015 BEFORE USE. d
for . ' yy Y p end K ividucsl bulding co poneanl. not
u ! s5 9Y � rn to e use^ the� udd iSi ciexrgr�-r rr a 4t ce:r¢ s7Pha s ladx.atit7itupof design neons" � sancd property rr orpoistle this design Into the overall �.
iauddng deOgr.. feac Ing indre.oteed +s to rareu e ntf buckling of individual truss wets ayndter chor. d orembers only, Adcilt�xrc t tenwaxrary «nd ps rrwr+ent G�a•,r,ri 1 ,
is always requked for siabiky and to pie vent collapse in possibir, personal rarity and prtxperfy darn age. for ger±.ind gusdance regaaJing me II
lob6cealion, storage:, defive",erection and kxaccing of trusses and truss systefny see RNSI/Tyll Quality Cdfedo, D$S-SR and SCSI Sutld3ng Component 7777 Greenback Lane
Safety InfonrnaHon ovoilable, from Two, Plate Insf`nute, 218 N. tee Street. Suite 3 Y 2. Alexandria. Vfi, 2e"33,4. 9ui#e 1..�r — ns on
1M
mmm�
Sot 1:cf 602 MT20HS
3xG Us 3X6
3 21 4 5 6 22 7
20 19 23 18 17 24 25 is 26 15 27 14 28 29 13 5X6
5X6
300 300 3x10 MT20HS Uri, 5x8 W8 = 3XI0
8,00 22
ff�
LOADING torsp SPACING- 2-0-0
Ca
DEFL. in
line) WOO Ud PLATES GRIP
TOLL 30,0 Plate Grip DOL 1.15
TC 0.89
Ven(LL) -0,39
1
16-18 >999 240 MT20 197/144
TCDL 18,0 Lumber DOL 1�15
Sc 0�99
Vert(TL) -0,68
16-18 >797 180 MT20HS 1481108
SCLL 0 0 Rep Stress Incr YES
WB 0,80
Horz(TL) 0.14
11 n/a ma
BCDL TO Code IRC2009fTP12007Weight:
(MaI"xw)
_____L
- -------- -
256 lb FT O%
----- - -__ - - - -------------
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2 'Except*
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins. except
1-3: 2x4 SPF 165OF 1,5E
end verficats, and 2-0-0 up purlins (2-2-0 max.): 3-7.
BOT CHORD 2x4 SPF 16 OF I.SE 'Except*
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
12-13,11-12: 2x4 SPF No,2
2-2-0 oc bracing: 16-18,14-16,
WEBS 2x4 SPF No.2
WEBS
I Row at ni 2-19, 4-18, 6-14, 8-13,1-20
OTHERS 2x4 SPF No.2
......
M'Tek recommends that Stabilizers and required cross bracing .
be installed during truss erection, in accordance with Stabilizer
Installation
REACTIONS, (lb/size) 20=2848/Mechanical, 11=2886/Mechanical
Max Harz 20=-365(LC 5)
Max Uphft20=-191(LC 7), 11--193(L 7)
FORCE& (to) -Max, Comp,/Max, Ten, -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2-2828/289, 2-3-31361380, 3-21=-2664/372,4-21=-2664/372,4-5--3145/394,
5-6-31451394,15-22-2575/3K 7-22-2575/360, 7-8=-29901375, 8-9-20841283,
9-10-1808/190,1-20-2803/218, 10-11-28451207
BOTCHORD 19 -20= -317/318,19 -23-9112415,18-23=-91/2415,17-18=-6513101,17-24-65/3101,
24 -25= -6513101,16 -25=-65/3101,16-26=-62/3072,15-26=-62/3072,15-27-62/3072,
14-27-6213072, 14-28=-6712297, 28-29=-67/2297, 13-29--6712297, 12-13=-67/1918
WEBS 2-19-1 130/114,2-18=-66/546,3-18=-591775,4-18=-1045171, 4-16=-761287,
6 -16=46/371,6 -14= -1143,188,7-14=-71/789,8-14=-171658,8-13=-1434169,9-13=0/531,
9-12-957187,1.19=-11412706,10-12--14612526
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-05; 105mph� TCDL=10.8psf; BCDL=4.2psf; h-15ft; B=45t L-46ft; eave=6ft; Cat, 11; Exp C; enclosed; MMRS (all
mngosed � end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL=1,60
3) Provide adequate drainage to prevent water pending.
4) AD plates are MT20 plates unless otherwise indicated,
5) Plates checked for a plus or minus 5 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads.
fit between the bottom chord and any other members, with BCDL rs 7.0paf.
8) Refer to girder(s) for truss to truss connections.
9) Provide metal plate or equivalent at bearing(s) 20, 11 to support reaction shown.
10) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except dt=lb)
20=191,11=193
11) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss,
12) Graphical pudin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord.
A
WARNING . verify design parameters and REAia NOTES ON THIS AND INCLUDED AVTEK REFERANCE PAGE AUL7473 rev, fila V2415 BEFORE USE
oesigv valid tar uceorsperith NiffekS connectors, This design K based oa., upon paraoseters shown, and 4 for an indyidoal buiding cornponent. not
a toes system, Before use, the building designer must verify the copfica its of design paranosrers and properry orcorcorare this desogn Ho the overal
building deegn. Bracing saticoted e so prevent buckling of ndidduat Imas web and/or chord messiness only. Addlional tem rwary and peforeinent tearong
isacyssys requirrvd ics stateftry and to prevent cofforese with possible personal injury and property doinoge For sterferml guidance regarding the
fobsication ilofypie, defivery, erection and tracing Of trusses OfId Nos p`sreffrs, Me ANSI/Till Qually Criteria. M-81 one SCSI Itniffing Component
Safety Intsionofism avoilainfe from Truss Plate institute, 218 N Lee Street Suite 312, sdexandoo. VA 223 f 4
raeee�sa�eee
s�
56'
AV
,0
ViV
M k.
M�• N
MR'
MITek
7777 Greenhadi Lane
Suite 109
----------- ---------- _ 4 ----- - _ -------
�cq-4 7.5-12 8-0-0 8-0-0 8-0-12
6,00 Ri- US See
4 5 1006
21 20 101 19 18 107 17 103 in 15
3XIOMT20HS It 46 Z- 3x6 4xE 34 c7, 4X6
6X6 =
LOADING (psi)
SPACING-
2-0-0
1 CSI.
DEFL,
in (loci
I/defl
tsid
TCLL X0
Plate Grip DOL
1,15
1 TC 1
Vert(LL)
-0,24 17-18
-999
240
TCOL 18.0
Lumber DOL
IA5
BC 0.89
Vert(TIL)
-0.4317-98
>999
180
BCLL 0,0
Rep Stress Incr
YES
WS 0,82
Horz(TL)
0,08 10
old
n1a
BCDL 7,0
Code IRC2009ITP12007
{Matrix -M)
LUMBER-
BRACING -
TOP CHORD 2x4 SPF 165OF 1.SE
TOP CHORD
BOT CHORD 2x4 SPF No,2
WEBS 2x4 SPF No,2
BOT CHORD
OTHERS 2x4 SPF No.2
WEBS
REACTIONS, All bearings 6-4-0 except (#=length) 21=0-5-8.
(lb) - Max Herz 21=4 t0(_C 6)
Max Uplift Ali uplift 100 to or less at joint(s) 13, 11 except 14=-247(LC 7),
10=-223(LC 11), 21=-159(LC 7)
Max Grav Ali reactions 250 lb or less at joirifts) 10. 12, 11 except 14=3400(LC 1),
14=3400(LC 1), 21=2388(LC 1)
FORCES. (to) -Max, Comp.tMax, Ten, -All forces 250 (lb) or less except when shown.
TOPCHORD 1 -2= -2430/263,2 -3-2451/279,3-4-22711345,4-6--20591342,5-100--20591342,
6-100=-20591342, 6-7=-1448/279,7-8-16361227, 8-9-591415,1-21-23421187
BOTCHORD 20-21-3821356, 20-101--107/2048, 19-101-107/2048. 18-19--107/2048,
18-102=-2812025,17-102-2812025,17-103-011308,16-103-OM308,15-16=011308,
15-104�2591144,14-104-2591144
WEBS 2 -20= -798/100,4 -18--25`/`337.4-17=-121/300,5-17=-8791146,6-17=-9211385,
6 -15 -1115190,8 -15=-3112072,8-14=-2965/251,1-20=-74/2233,9-14=-328193
We 14 13 12 1110
4X6 3X4 It
PLATES GRIP
MT20 1971144
MT20HS 1481108
Weight: 529 111 FT = 0%
Structural wood sheathing directly applied, Except end verticals, and
2-0-0 no purlins (2-2-0 max,): 4-6.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
9-5-11 oc bracing: 20-21
6-0-0 or bracing: 14- 15,
I Row at midpt 2-18, 5-17, 6-15.8-14
Mitek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Ltnstglaatlun guide -q,_, . ..__ _,__. ------
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wrnd� ASCE 7-05� 105mph; TCDL=10.Bpsf" BCDL=4.2psf; h=15ft; B=45ft; L=46ft; eave=6ft; Cat, it; Exp C; enclosed� MWFRS (all
heights); cantilever left and right "posed � end vertical left and right exposed: Lumber DOL=1.60 p$ate 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 bidustry
Gable End Details as applicable, or consult qualified building designer as per ANSlrrPI 1,
4) Provide adequate drainage to prevent water pending,
5) All plates are MT20 plates unless otherwise indicated,
6) AD plates are 2x4 MT20 unless otherwise indicated,
7) Plates checked for a plus or minus 5 degree rotation about its center,
8) Gable studs spaced at 1-4-0 oc,
9) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live toads.
fit between the bottom chord and any other members, with BCDL = 7,Opsf,
,&WARNING - and READ NOTES ON THIS AND INCLUDED WEN REFEIMISCE PAGE MP7473 rev, 14MV2015 BEFORE USE
Design valid lot use only with Mir k* connectors , TN5 design 4 based 0 , lers shown, and is for pan individual bukilng consponerit not
, ity of design his i into he overal
3a" upon sdfarte
a truss sysiern. Mean use, the building designer notst verify the applico , poraff*�ersond�xopedy�ncorpotatet desqn a
building design. Bracing indicated is to prevent buckling at individual truss sued andlo, chord men bens only, Addifisincif ternLicson, and marrsssneM bracing
is arrcryx required ky daialey and to pi*venr collapse, Me isoultile persond injua, and ixoperty dogrega. For general guidance repowl" the
fritaicatissn storage, defivery, erection anti brocing of trusses and truss ruiierm, see ANSUTPH Quality CAlloda, DS644 and SCSI Irvilding Component
Solely information avretatyle from Pass Plate vefituhs, 216 N Lee Scree f. Wife 312, Alexandria. VA 22314,
Wy...:.
NOTES -
11) Provide mechamrat connection (by others) of truss to beating plate capable of withstanding 100 to uplift at joint(s) 13, 11 except Ot-lb) 14=247, 10=223, 21=159.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
13) Graphical puffin representation does not depict the size or the orientation of the puffin along the top andlor bottom chord,
NINNUNINININMOM
AQIWARMNG• wolffydesign p.mnsand REAL) NOTES ON THIS AND imciuDEDmirEKREFERANcEFADE m,748 rev. IWO"OrS BEFORE USE,
Design vand for we only with h4rek0connecton, This destgn is toiscd oil upon pashown,wods shown, and 4 for on Vdiideal budding cornponent, nor
o frtru ostern- Ben_ use, the building designer must verth, the appkaldly of design parameters and propedy hcorporate tho afevgn inlo the overeat
building design, so6ng indicated it to prevent buckling of irrdoidual trtjss web ondfor cfxxd rnembtos only Addifiscorof fornpwny and peessanent bf=rd; M!Tek'
6 otways required for Mob$fy and io prevent co lapse with rsosOlAe perwfrai iniuy rind ryoperty domaW.. For genefolfrusdanceregarding the 7777 Grefemak Laos
fabricairon, 0orage, delivery, efectionond txaonq offrwsro and tnisssysterns, see ANSI/IfIll Quality Criteria, 038 84 and SCS! fivilifing Component Suns 109
Safety Information avotiabie from Trun Plate Institute, 218 N, Lee Street Suites 3X2 3Alexondrio, VA 22314, citrus Hisqt4agLlf
.... . ......
10
ID:RKPiiVGbHIZVGinQ3S2oGtJyKHSc-wjBcVCNhU4qyl6q$?hhuHt4oDtO8w8DByqCPSEzos6S
9-4-0
9-4-0 9-4-0
Scale = 1:32,6
4X4 '=
itno FF
Zr4 2X4 it
3
j tad„0i a,
2
7 - - ------- --
7
6
3x4 10 9 8
3x4
2X4 ll 3X4 2.4 li 2X4 Sl
---------
... . .. . .. 18-8-0
- - ---- - ------
LOADING (psh SPACING- 2-0-G CSI. DEFL. in (too) I/deit^mmrem
Lid
PLATES^FN GRIP
TCLL 30,0 Plate Grip DOL 1.15 TO 0,32 Vert(LL) 0.01 7 ter 120
MT20 1971144
TCDL 18.0 Lumber DOL 1,15 BC 0,15 Vert(TL) O 02 7 n1r 120
BCLL 00 Rep Stress Incr YES WE 009 Horz(TL) 0,00 6 me n1a
BCDL 7 O Code IRC2009rrPI2007 (Matrix)
Weight: 52 to FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins.
BOT CHORD 2x4 SPF No, BOT CHORD Rigid ceiling directly applied
or 10-0-0 do bracing.
OTHERS 2x4 SPF lsfo,2 that --Stabilizers --and —required ,
be installed during truss erectionin accordance with Stabilizer
REACTIONS, All bearings 16-9-6,
(lb) - Max Harz 2-119(LC 6)
Max Uplift All uplift 100 lb or less atjoint(s) 2, 11, 6,8
MaxGrav All reactions 250 to or less atitarifts) except 2=270(LC 1), 9=330(LC 1), 11=553(LC 11), 6-270(LC 1),
8=553(LC 12)
FORCES, (to) -Max, Comp.lMax. Ten, -All forces 250 (ib) or less except when shown.
WEBS 4-9=-29410, 3-11-.4621121, 5-8=-462/121
NOTES -
1) Unbalanced root live loads have been considered for this design,
2) Wind: ASCE 7-05; 105mph; TCDL=10,8psf; BCDL=41psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (all
heights), cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1,60 plate grip DOL=1,60
3) 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 minus 5 degree rotation about its center.
5) Gable requires continuous bottom chord bearing,
6) Gable studs spaced at 4-0-0 no,
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members,
-Akt)0 tcg-
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) 2, 11.6. 8,
"Semi-hgid
10) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
0
designer.
Ar
:4 , ISO
6766 In:
s
t_P
'9"0NXL
February 3,2016
A WARMVG- randy design parva fern and READ NOFES ON rNIS AND INCLUDED NTEKREFERANCE PAGE WI -7473 rev. f(VOW2015 BEFORE USE,
Design valid for use onty with rdlek@ connectors. This desgn 6 posed only upon parameters shown, and is for an hdwiduol bulding conasonent, not
o Truss yotern Before use, the butiding designer rnwt se n'ry the oprskotsdiN, of design ponsmeters and property rncorporore this dsieignirrns the overol MR
Livilding deOgn, Bracing indicauscris to prevent buck," of hdividual Truss web and/or chord neer ;hers only. Additional tenurroory and pennonent bsactng MW
is otways required for stabIfy and to prevent collapse %,Alh pourble, persond initrry and property dornoge- For general guidonce feiye0ng rhe 7777 Greenback Lane
fobricohon, storage, delivery, of trusses and tons rystftyls, see ANSUT?h QurseryCdhrdo� (48-89 and SCSI Sunkfirs; Campretent stide 109
Safety Information available frorn findu Nore lrisitifute. 2i8N, Lee Stirter Suite, 312, Alevandria, VA 223i4, 1. .1
4-0-0 10-8-0
2x4 i I
3x+9 :-:.. 11 10 9 a 3x4
2x4 it 3x4 rxri El 2x4 !I
I
------------- ......... ---------
_.---.._._.e__.-.. f
_ _ 78-8-1 pm
.._ :,-m,_ �. ___ _ __-__ --tl-�- _ .._ .�..�_..._. _,-.
,.. ..- _- ... -rv� ... _-_,,:., _• _.
LOADING (milliSPACIPiG. 2-0-0 CSI. DEET in (loc) [/dell L/d
PLATES GRIP
TCLL 30.0 Ip Plate Grip DOL 1.15 TC 0.55 Vert(LL) 0.00 7 mr 120
MT20 1971544
TCDL 18.0 g Lumber DOL 1.15 BC 0.16 Vert(TL) 0.00 7 ad 520
BCLL. 0,0 (l Rep Stress Incr YES WS 0,08 � Horz(TL) 000 6 nor n1a
BCDL 7,0 Code IRC2009fTP12007 (Matrix)
,.____
------------
Weight 46 to FT = 0%
k;UMBER> BRACING -
LUMBER-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 10-0-0 oc purlins, except
BOT CHORD 2x4 SPF No.t -0-0 0o purlins (6-0-0 max.): -5.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing,
OTHERS 2'x4 SPF Noel _.e. __. _..-.__
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection
in accordance with Stabilizer
REACTIONS. All bearings 16-9-6,
(ib) - Max Herz 2 =47(L.0 6)
Max Uplift All uplift 200 to or Tess at joints) 2, 9, 11, 8,
Max Grav All reactions 250 to or less at joints) 2, 6 except 9=675(LC 12), 11=457((:0 11), 8= d57(LC 12)
FORCES. (to) -Max. Comp./Max, Ten.. All forces 250 (lb) or less except when shown.
WEBS 4-9=-595/104,3-11=-381/58,5-8--381158
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05, 105mph; TCDL=20.8ps1; B DL 4.2psf, h-15ff, B=45f L=24it; eave=4tt; Cat, lt; Exp C enclosed; MWFRS (all
heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=1:60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 5 degree rotation about its center.
5) Gable requires continuous bottom chard bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ° This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 500 lb uplift at joint(s) 2, 9, 11, 8, 6.
9) "Semi«rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
Detail for Connection to base building
�NND 0 L IC
A�
10) See Standard Industry Piggyback Truss Connection truss as applicable, or consult qualified
designer.
,
$
11) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
p„ $
66
February 3,2016
WARNING - tlerify desdgrt Pavaarreiersi
s ft READ Notes ON iNIS AND1NC`LUtPEf3 h4a"TEK REFERANGE P ACaENI-7471 rev, 1411iSJ201.5 9EPORE USE,
Design varid kxr arse. only 3Wh hVeMy conneclors Bis€s design is based or ui rrxn pxararree4err shc�x�rer, aered S for an isscifvzduat buki ng component, not
a truss system, Setore vac the buklin,g desana* rnust verity the aprstaab h' of design parcsrxreters anti taropedy vrcorporore this desktn hie she overall it'
buitsfing design, 8rachrr indicolesd k io prevent bucLl ngg of €nodi iduat 9nass suets and/or choad members ontw Additbnai temporary rand ae±rnnsrent b'ocin7 iT
is or vays required for stcainVyr and to pfe:venf c:o#apse vsth pouble personal injW anti properly domagae, For general guidance reg<arringg the 7777 Greenback Lane
taabru atxrn stoeaage., dellNery. exec tion and bracrng or trusses and truss sysferns. see ANSUTPh Givole Crtteda, 01849 arra SCSI 8u4ding Component Suite 109
Safety information axvatiiabie from Truss Prate rnsf Ve, 218 N Lee Stmet. Suite 312. Alexandrvi, VA 7:314.
rar uo rn CA
to 3 Car Side
Qtiforado S rstiers,cis 7,544 s sett ;c3 ZWe MIf for 3niPVSMS, Ina, Won Pea US VY ?57,oU GVM wage
ID RKHtVGbtilZVGjnQ3S2oGTJyKHSc-Ovk jYOJFOypvLPIwZPC7gt9KKWQRw2bUK8pyy_gzas6',
fi-6 Q 47 t,7 -Ci 98-5.6
6-8-€9 54-4 6-8-0
Scale w 1:33.A
3x6 = e9 8 7 axe .=
2x4 Il 3x4 .=
Plate Offsets AY) 12'0 2,i2 Q,1&U3 di Om1-15� j4 Cho 0 (i 1 tf�[5 O 2 12 Q 1 8�
LOADING (psf) SPACING- 2-0 0 GSI, DEFL. in {ioc) Well Ud
PLA7ES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL)O.02 6 nfr 120
MT20 1971144
TCDL, 18,0 Lumber DOL i,t5 BC 0,35 Vert(TL) 0.05 6 n/r 120
BOLL 0,0 Rep Stress Incr YES 009 Horz(TL,) 0,00 5 alta nta
BCDL 7 O Code IRC2009+TP12007 (Matrix)
Weight 48 Its FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SPF No1 2-0-0 oc puffins (6-0.0 max.): 3-4,
WEBS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10.0-0
oc bracing.
MTek recommends that Stabtl€zees and raga+red cress brac€ng....
be installed during truss erection
in accordance with Stabilizer
REACTIONS. All bearings 16-9-6,
fib). Max Herz 2= 82(LC S)
Max Uplift All uplift 100 to or less at joints) 2, 9, 7, 5
Max Grav Alf reactions 250 to or less at joint(s) except 2=349(LC 1), 9=659(L.0 11), 7=659(LC 12), 5=349(LC 1)
FORCES. (to) -Max, Comp,tMax. Ten. -AH farces 250 (Ib) or less except when shown,
BS 3-9=-533175, 4-7=.533/75
NOTES.
1) Unbalanced roof lave loads have been considered for this design.
2) Wind: ASCE 7-06; 105mph; T DL=10.8psf, BCDL=4.2psf; h=15ft, B=45ft', L=24ft, eave=oft; Cat. If; Exp C; enclosed; MWFRS (all
heights). cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1,60 plate grip DOL=1,60
3) Provide adequate drainage to prevent Water ponding.
4) Plates Checked for a plus or minus 5 degree rotation about its center„
5) Gable requires continuous bottom chord bearing,
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will
tit between the bottom chord and any other members
8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at tofntgs) 2 9 7, 5.
( it J
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss
10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
wee } y 4 C
°
designer.
11) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
,
tau M.
4 4
'ON1
February 3,2016
WARNING - Vad9y 9n P.O. ana' READ NOTES am reaS AMD INCLUDED ti'EK REFERANCE PAGE 01-7479 are, 1"" 015 BEFORE USE,
Ge tig7nvolid for use only wroth &AffekS connectors INs despin is based onupon parameters shown, and e for an individual but nig ccwnnuo nenf. net �
a friss system. Before use. the teAdingT designer must verity the appl€catiVy of des gri pans" etevs and property incorporate this design Into the Overall MR'
build€ngT desigrn, tteocing indicoked is to prevent buckis',gg of tndioduat truss web and/or chord nee bers onto .AdtiiW nol Eenarsoe'o yonci pefmonerit bractncl M
b always required icer stobilify and to prevent collapse 4 ;fh connote penanot fnsuiy and prop�edy donaag e. for general guidance reg€ edingT the: 7i7T Greenback Lane
Safety
steroge, defveay,. evec:tion and brochgy of frusses anti truss orstenw see ANSVTPh Quay Cetter€a, DSB-89 and SCSI Balding Component
Safety iafaaaalan avarkable fro"r huss Plate frotitute, 218 N. Lee Streea Suite ;312. Atexandrla. VA :2314. suite 149,.,,., I n a..
3x4 == ti 10 8 8 :3x4
2x4 11 3x4 :-- 2x9 11 2x4 S1
LUMBER. BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0.0 oc purlins, except
Bt T CHORD 2x4 SPF No.2 2-0.0 or, purlins (6-0.0 max.): 3-5.
:BS 2x4 SPF No,2 BOT CHORD Rigid calling directly applied or r0 cc bracing.
OTHERS 20 SPF No,2 MiTek recommends that Stabil+zees and required cross braetng
be installed during truss erection in accordance with Stab+Nzer
REACTIONS. All bearings 16«9.6.
(lis) - Max Herz 2=-46(LC 5)
Max Uplift All uplift 100Ib or less atjaint(s) 2, 9, 6, 11, 8
Max Grav All reactions 259 to or less at }taint($) 2,6 except 9=677(LC 11), 11 =493(LC 11), 8= 426(LC 12)
B 4-9=-5971105, 3.11=-410!64. 5-8=-352153
NOTES -
1) Unbalanced roof live toads have been considered for this design.
2) Wind: ASCE 7-05; 105mph; TCDL=10.8psf; BCDL=4.2psf; h=15ft; B=45ft; L=24ft: eave=oft; Cat. It: Exp C; enclosed, MWFRS (all
heights); cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1,60 plate grip DOL=1.60
LOADING (pso �
SPACING-
2-0.0
CSI.
� DEFL,
In
(toe)
Vdefl
Ud
PLATES GRIP
iCLL 30,0 i
Plate Grip DOL
1,15
TC 0.56
Vert{LL)
0.00
7
ntr
129
MT20 1971144
TCDL 18.0
Lumber DOL
9.15
BC 9.16
Vemn)
0.00
7
r+ir
120
BCLL 0.0 "
Rep Stress Incr
YES
WB 0.08
Horz(TL)
0.90
6
ora
We
BCDL 7.9
Code IRC2009ITP12007
(Matrix)
Weight 45 Ib FT = 0%
LUMBER. BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0.0 oc purlins, except
Bt T CHORD 2x4 SPF No.2 2-0.0 or, purlins (6-0.0 max.): 3-5.
:BS 2x4 SPF No,2 BOT CHORD Rigid calling directly applied or r0 cc bracing.
OTHERS 20 SPF No,2 MiTek recommends that Stabil+zees and required cross braetng
be installed during truss erection in accordance with Stab+Nzer
REACTIONS. All bearings 16«9.6.
(lis) - Max Herz 2=-46(LC 5)
Max Uplift All uplift 100Ib or less atjaint(s) 2, 9, 6, 11, 8
Max Grav All reactions 259 to or less at }taint($) 2,6 except 9=677(LC 11), 11 =493(LC 11), 8= 426(LC 12)
B 4-9=-5971105, 3.11=-410!64. 5-8=-352153
NOTES -
1) Unbalanced roof live toads have been considered for this design.
2) Wind: ASCE 7-05; 105mph; TCDL=10.8psf; BCDL=4.2psf; h=15ft; B=45ft; L=24ft: eave=oft; Cat. It: Exp C; enclosed, MWFRS (all
heights); cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1,60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 5 degree rotation about its center.
5) Gable requires continuous bottom chord bearing,
6) This truss has been designed for a 14.0 psf bottom chord live toad nonconcurrent with any other live loads,
7) " This truss has been designed for a live load of 20.9psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will
tit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 9„ 6, 11, 8.
9) "Semi-rigid with fixed heels" Member end fixity model was used in the analysis and design of this truss.
0 a fC
pitchbreaks
10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss or consult building
as applicable, qualified
designer.
11) Graphical pudin representation does not depict the size or the orientation of the puffin along the tarp and/or bottom chord.IV°
a'
6766,01
a c ct0 NAI-�',
WARNHNG. shirsershisignentrateetws and READ NOTES ON THIS AND INCLUDED MTEKREFERANCE PAGE"P7473rev, ftUiF,3B34E59EFQRE USE
Design vaCd for use only vdth MrIeW connecloss This desk±n is based o up�an s arome+ers shoes and e for an individual Wilding component, nor
a true system, Before use the f>0ding designer rrvyt v xiN the eappiccoblu of eiea+pn ganaame#eev ernci property uacnrPo"'oies lhYs design into the raysaroN
residing design. 3racrng ind+ccated is to prevent buckling eat indieduat truss web ondtor chord "waabers only, Addetrnrnl meta areary` and pe"narosia brae hirp (�e '1
is always required for s+abikty, and to nreve fit coktapse wwith possible penand injoo'y and property darnage. For general sividanc e regoid ir; they 7777 Greenback Lane
lrabriecifion Moroge delivery, erection and bracing of trusses crud truss sydc:ers, ons ANSUTP13 Quality Ciffri ar, D56.84 and SCSI loading Component Suite toe
Sately iniorma8on available from Truss Flare lnsielvfe. 218 N tee Street, Suite M. Alexander). WA :12314, ra aa—M. rA n:,
6-8-0
08 =':
36 ,"- 9 E 7 axe
2x4 1£ 3sA -;:- 2x4 1i
Plate C}ffsets�] L4 0 4 0 0 1 15j j5 0.2 9 09 8] .
LOADING (psi) SPACING- -0-0 CSI. DEFL, in (too) Voted Ud �
PLATES GRIP
TCLL 30.0 Plate Grip DOL 9.15 TC 0.52 VerpLL) 0.02 6 nlr 120
MT20 1971144
TCDL 18.0 Lumber DOL 1.95 BC 0.37 Ved(TL) 0.05 6 n/r 120
BCLL 0 0 Rep Stress Incr YES VVB 0,09 Horz(TL) 000 5 nia nla
BCDL 7.0 Code IRC2009ITP12007 (Matrix)
Weight 47 to FT = 0%
LUMBER- GRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SPF No.2 2-0.0 oc puffins (6-0.0 max.): 3-4.
BS 2x4 SPF No.2 BOT CHORD Rigid ceding directly applied or 100.0
oc bracing,
MiTek recommends that Stabilizers and required cross bractr g
be installed during truss erection
in accordance with Stabdi7er
__.
REACTIONS. All bearings 16-9-6.
(Ib) _ Max Herz 2=-81(LC 5)
Max Uplift All uplift 100 to or less at joint(s) 2, 9, 7, 5
Max Grav All reactions 250 Ib or less at joints) except =316(LC 1), 9=653(LC 11), 7=659(LC 12).. 5=349(LC 1)
FORCES. (tis) -Max. Comp./Max. Ten, -All farces 250 (ib) or less except when shown,
:BS -9=-535/76,4-7=-533175
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-05; 105mph; TCDL=10,8psf; SCOL=4.2psf; h=15ft; B=45ft, L=24ft; eave=411; Cat. Il; Exp C; enclosed; MVVFRS fall
heights); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=9.80 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) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.8-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift at joints) 2, 9, 7, 5.
"Semi-rigid fixity in the and design of this truss
9) pitchbreaks with faxed heels" Member end model was used analysis
building
+
10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified
) �
s
designer,
#
11) Graphical pudin representation does not depict the size or the orientation of the porter along the top and/or bottom chord.
u
H
d"rr �
w0
*»r
6'9
/0NM -
February 3,2416
WARNING - Veriify dasdgn pet mars mad READ ADITS ON THIS AND INCLUDED M#TEX REFE CE PAGE MI.7473 fay. 1WON2015 BEFORE USC
Design voted kir use only with Weds coranectexs This design is nosed, upon pwaereters shown and 1s for an inc#i ird binding cornfesnen#. not
a truss syst€:n'a Before use, the kruildrrmg designer mess verify the appfiica ty of design parameters end property incorporate this design lute the overall
YxuiPtidcµ3 desr;,3er. ISapc:td'Sya trvdicaFeci lc to prevent 1weWivag of indl koi i truss web arse#tear chord rnerntern only, Additional ternporaary and permanent braacng 1 ��`
is always re sc,surd for stability and to prevent caparkse voth possible personal iniury and reoperty doneage, For general avid enoe regarding the 7777 Greenback Lone
fabrication storage, dehve€y, seeotion and bracing of trusses and truss syOrrne,c, see ANSI{TPII Qualify Cd# DSS -84 and SCSI 6u#d#ng Component Suite 109
Safety In#aimalmrs sootlotsk- from Trus Plate Institute. 216N, Lee Street Suite 312, Alexandria, V 223fi4. cirri. Heights_ CA
.___---.--------------- .--- ._a.. I�l�_.--------
818-8
_.8-6-8 94-0.
3x4 .-: 11 10 9 a
3x4 ='
2x4 Pl 3x4 =M= 2x4 tl 2,x4 ?6
„„�,.._ ...._.„,„-...._. _,_..._,_._......__......._.___.__...._.v...�..._._��., 99-�A8
...
_.SPACING-
LOADING (pal) 2-0-0 CSI. DEFL, in (Soo) Well d
PLATES GRIP
TCLL 30.0 Plata Carl DOL 1.15 TO 0.32 VerhLL) 0.41 7 n/f 124 (€¢
MT20 197/144
TCDD 18.0 Lumber DOL 1,55 BC 0,16 Vert(TL) 4.02 7 n1r 120
BOLL 0.0 Rep Stress Incr YES VVB 0.09 Horz(TL.) 0.00 6 me Wa
BCDL 7.4 Code IRC2009/TP12007 (Matrix) �
fight; 51 in FT = 0%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 14- oc bracing.
OTHERS 2x4 SPF No,2 MiTek recommends #hal Staortize,rs and required cross brder Fig
be installed during truss erection in accordance with Stabilizer
�InStIlaKattutda
_...,..._,-------------
REACTIONS. All bearings 16-9-6.
(lb) - Max Horz 2=-118(LC 5)
Max Uplift All uplift 100 lb or less at joinf(s) 2, 11.8.6
Max Grav Alt reactions 250 to or less at joint() 2 except 9=328(LC 1), 11=558(LC 11), 8=553(LC 12), =274(LG
1)
FORCES. (to) -Max. Comp./Max. Ten. -Alt forces 254 (to) or less except when shown.
WEBS 4-9=-29314, 3-11-4641122, 5-8=-4621121
NOTES -
1) Unbalanced roof live toads have been considered for this design.
2) Wind: ASCE 7-05; 105mphh; TCDL=10.8psf, BCDL=4.2psf; h=15ft, B=451t, L =24Fi; eave oft: Gat. !l; Feb C: enclosed,. MWFRS (ail
heights): cantilever left and right exposed ; end vertical left and right exposed, 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 ANSV`rPI 1,
4) Plates checked for a plus or minus 5 degree rotation about its center.
5) Gable requires continuous bottom chord bearing,
6) Gable studs spaced at 4-0-0 oc.
7) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads.
8) ” 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
Fitt between the bottom chord and any other members.
LIC
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at jolnhig 2, 11, 8, 6.
10) "Semi-rigid with fixed heels" Member end fixity model was used in the analysis and design of this truss.
#ae
X
pitchbreaks
Industry
eaa
11) See Standard Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
'AV A,
Ali—
February 3,2616
WARNING - VeNty devern parameters and READ NOTES ON TFUS AND PNCC WEU AMR REFERANCE PAGE WbiefYF mv. flits 7"00 BEFORE USE.
Design offd dsx +Tse onN Me Nli` kis connecton. The desrgrr, is based oniy, vt, n patame€eea xhov�m..and is for nark m+3ts3tSUW building �„cnnpaanrwnt. not
a tresis system Before ike the budding designer nmusf vent, She appCk;ataduly ;af s'iesv i cn'txnaMrs and properly incorporate this design into the overall Do'
building dea gn. Bracing indicrsfisd is io prevent buckling of in&vidual truss web andAsr chcxd members only Additional tempoorry and permanent broc inn ! '.
is from/s required dcx staNio, encs to Prevent copopse Win passable personal isriarty and r+ro;>erty domrage. For groxessl gulctanc e regarding the Pt777 GreenLane
taienrotion storage delivery, erection ant! Emoting tai Prunes sand truss syssenu, saes* ANSI/hill t Quality Word, DS6.54 and ICS1 lulback L
ding Component � Greenback
ane
Safety information avoitabies beam Tress Plate insfittee. ?its LiteCee Street Suite 3 E2. Alexandria. VA M14,Stairs M
Axe
LUMBER- BRACING-
TOPCHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SPF No.2 end verticals.
WEBS 2x4 SPF No,2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection in accordance with Stabilizer
REACTIONS. All bearings 14-e-3,
(to) _ Max Raiz I0=•144(LC 5)
Max Uplift All uplift 100 to or less at joint(s) 5, 9, 7
Max Grav All reactions 250 to or less at joints) 8 except 10=361(LC 1), 5=353(LC 1), 9=313(LC 11), 7= 73(LC 1)
FORCES.
BOTCHORD 9-10=01292, 8-9-0129Z 7-8=0/292, 5-7-0/292
B 2-9=-3491104.4-7=-4921116
10 9
S
2) Wind. ASCE 7-05; 105mph; TCDL=10.8psf; BCDL=4.2psf; h=15ft; B=45ft; L=24ft; cave=oft; Cat. ll; Exp C, enclosed; MWFRS (all
7
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3x4
Gable End Details as applicable, or consult qualified building designer as per AN5Irrial 1.
rJkii Il 2#4 tl
4) Plates checked for a plus or minus 5 degree rotation about Its center.
2k4 ll
5) Gable requires Continuous bottom chord bearing.
Zed tt
7) This truss hes been designed for a 10.0 pst bottom Chord live loud nonicarrourrent with any other live loads,
0) r
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.
) *eaa $ ' 0,
17, " s e�
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 400 Its uplift at joint{s) 5, 5, 7.
r
10) "Sema -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
'
designer.
"t(v
w
e
So
February 3,2016
LOADING (psi)
SPACING-
2-0-0
( CSt,
DEFL.
in
(loc)
ltdefl
Ltd
PLATES GRIP
TCLL
30.0
Plate Grip DOL
1.15
TC 0.40
Vert(LL)
0.01
6
nIr
120
MT20 1971144
TCDL
16.0
Lumber DOL
1.15
BC 0.44
Vert(TL)
0.02
6
nor
120
BOLL
0.0 '
Rep Stress lncr
YES
0.07
Ftorz(TL)
0,01
5
We
nfa
SCDL
7.0
Cade 1RC2009fCP12007
(Matrix)
Weight 47 to FT = 0m
LUMBER- BRACING-
TOPCHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SPF No.2 end verticals.
WEBS 2x4 SPF No,2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection in accordance with Stabilizer
REACTIONS. All bearings 14-e-3,
(to) _ Max Raiz I0=•144(LC 5)
Max Uplift All uplift 100 to or less at joint(s) 5, 9, 7
Max Grav All reactions 250 to or less at joints) 8 except 10=361(LC 1), 5=353(LC 1), 9=313(LC 11), 7= 73(LC 1)
FORCES.
BOTCHORD 9-10=01292, 8-9-0129Z 7-8=0/292, 5-7-0/292
B 2-9=-3491104.4-7=-4921116
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind. ASCE 7-05; 105mph; TCDL=10.8psf; BCDL=4.2psf; h=15ft; B=45ft; L=24ft; cave=oft; Cat. ll; Exp C, enclosed; MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) 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 AN5Irrial 1.
4) Plates checked for a plus or minus 5 degree rotation about Its center.
5) Gable requires Continuous bottom chord bearing.
6) Gable studs spaced at 4-0.0 as,
7) This truss hes been designed for a 10.0 pst bottom Chord live loud nonicarrourrent with any other live loads,
0) r
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.
) *eaa $ ' 0,
17, " s e�
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 400 Its uplift at joint{s) 5, 5, 7.
r
10) "Sema -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
'
designer.
"t(v
e
So
February 3,2016
wARRem, . ✓edh dexfgn pammeters.d REAa BorEs ON THIS AND INCLUDE'V OTER REFERANCE PAGE JWF7473 rev. 1"112011 BEFORE USE..
nxw
Design void for use only tunic NabarO coutnecrors This design is based on upern parsirne�fers shovsn. and is for an `sndo,idua9 building component, nal
a truss systern Before use ih� burning dea riner must verify they opplarro r'sv est design Peuamezte:s and property kxx rFsanaYe this decstga into the, ovens&
��^^. ,..
i)L,R,,!W,g dresign, Bracing indicated is tri pre veni L tr ktix' g of ,nedtvsdual inns web ane#lar chord roerribers only Additk>nal levnp torr and permanent time irag
is arwe ys mquired tot stability and to prevent coffoinsis Wth possible personal injury and property darariges. For general guidonce regarding the
i
7717 Crreenbeek Lane
rat:ricai on. storage, delivery, erection and bracing of trusses aid truss systems, sept; ANSI/1111 Qualify Careen, DSO -89 and SCSI liv0d4ng Component
Suite 4D9
Solely trepanaflan ovaltablea from Fer3st Plater institute, 218 N lase Street. Suite M, Alexandria, VA 22344.
i m .. 1. a<a,n
R46475710
os 7.646 s Sep 2920151 &Tek industnes, lnc. W64 reo r
ID: RKl•irVGbHIZVCpjnQ352oGTJyKNSc-oUQ6LaOBYJKOmp7wEXlq,
1,,,.:lilmt7_.,_...,._.,...,_..._.._._.__......7tS-0",..,_.....,
1.0.4 7-0.0 7-0.0 1.0.0
Ulf) H 2x4 11
We 11
f._._a._ - .., ,.,----------- __.......
_ -----4
__._._.. _. _ .... .....................7 oro„__ ---
PlatemOfEsetsJ Y`,�j2 Q 3 � 3d. � i3 r%
__.
N W .� _. __.__...._..
LOADING (psf) SPACING- 2-0-0 CSI. DEFL to (too) Ildeft Ud
PLATES GRIP
TOLL 30.0 Plate Grip DOL 9.15 TC 9.76 Vert(LL) -9.11 8-15 >999 240
MT20 1971944
TCDL 18.0 Lumber DOL 1.15 SC 9.63 Vert(TC.) -0.19 8-15 >906 189
SCLL 0,0 Rep Stress trier YES We 9 06 Horz(TL) 0.05 2 red nm
BCDL 7 O Code IRC2909rrPI2007 (Matrix Art)
Weight. 49 to FT = 0%
LUMBER- BRACING -
TCP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 3.7-9 oc purlins.
POT CHORD 2X4 SPF No2 BOT CHORD Rigid ceiling directly applied
or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 _.,
MfTek recotomenos that Stabilizers and required cross bracing
SLIDER Left 2x6 SPF 2100E 1,8E 1-6-0, Right 2x6 SPF 2100E 9,8E 1-6-0 be installed during truss erection
to accordance with Stabil izer
%6 gShc _.
_...... __
REACTIONS. (tblslze) 2=866/0-5-8,6=86610-5-8
Max Harz 2=-158(LC 5)
Max Uplift 2=--97(t G 7), 6=-97(LC 7)
FORCES. (Ib) • Max. CompdMax,. Ten. - All forces 2.50 (Its) or less except when shown,
TOP CHORD 3-4=-8711128, 4-6=-8711126
BOT CHORD 2-8=91596, "=0/596
BS 4-8=01289
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05, 105mph; TCDL=10.8psf; BCDL=4.2psf; h=15ft; B=45ft; L=2411; cave=oft; Cat. ll; Exp C; enclosed; MWFRS (all
heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip D0L-9.69
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 toad nonconcurrent with any other live loads.
5) ” 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,
6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 109 to uplift at joint(s) 2, 6,
7) „Semi-rigid pltchbreaks With fixed heels" Member end fixity model was used in the analysis and design of this truss.
0
T" t
a°
to �
m �
O j
February 3,2016
wea*.r
°ARIONO. treaty design prudawfers and READ NOTES ON THIS AND tNGLUDEO AflTEK REPEPANCE PAGE MA7473 rov. iWON2015 BEFORE USE.
Design void for use curb voth, MiTekS conne nos This design is based only vpon parameters shown and 6 for an irof Advoi btAding cornporrent,. not
of rvss system Before vaer. the bonding dastgner must verily the ofer,k foity of design p oome ers and Wer e ry rncurporme this design into tura over a5
buffri in design. $faacing indicW ed B to Pawnor bucktnrf of irndi Adu st tuns web and/or chord me n -b ers outs, Additiornot ten^parcart and perrtmon an! broc ogMiTek
is am ass required for atot» lity ieml to prevent cofkapse with possfkair: penond rnJury and Property damage, For general prridanc.e ergandto q the 7777 Gromback Lane
fabrrcat�on storage, dc&ve=.ry, erection and tracing of truss s and miss systems. see ANSI/Iffil Quality Cramer, DS649 and SCSI 6afldingt Component 109Solely Information avcsilabkr fon n treys Pfcste fnstatuie. a 18 ri Cee Strom Srnfe 3tZ Atexandrtrt. VA 223 , Sufteaaitn ,..._._.._ 1. MS
um
um
r anus elf
IQ. RKHiiVGbHILVG)nt2352oGTJ!
7-0.0
ME
0
3x#S Il 24 23 22 21 20 99 18 17 tri
3.6 (I
Plate Offsets (X Y L2 0- 9 0 0&V 0-4 1 0 Q 3j � �_�..
- -� ACING- 2 �0_k. :._ C rf.� _ _ .�-.
LOADING (psf) SP CaEFh. in (fact ._ tided L/�
---------------
__. .L,A.TES.._ .." GRIP
P
rCLL 30,0 Plate Grip DOL 1.15 TC 0,09 Vert(LL) -0.00 15 nfr 320
MT20 197fl44
TCDL 18.0 Lumber DOL 1.15 BC 0.02 Vert(TQ -0.00 15 nfr 120
PDLL 0,0 Rep Stress Incr YES B 0 04 Horz(TL) 0.00 14 We me
BCDL 7 0 Code IRC;20091TP12007 (Mainz) l
Weight72 lb FT = 0%
-------
LUMBER. BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing..
OTHERS 2x4 SPF No.2
SLIDER Left 2x4 SPF No,2 1-7-5, Right 2x4 SPF 1,R.2 1-7-5
REACTIONS. All bearings 14-0-0.
(Ib) - Max Harz 2- 158(LC 6)
Max Uplift All uplift 100 lb or less at faint(s) 2, 14, 21, 22, 23, 24, 19, 18, 17, 16
Max Gray All reactions 250 to or less at Joint(s) 2, 14, 20, 21, 2 , 23, 24, 19, 18, 17, 16
FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown,
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 105mph; TCDL=10,8per BCDL-4.2psf; h=15ti; B=45ft; L=24ft; eave=2ft; Cat, it; Exp C, enclosed; MVVFRS (sit
heights), cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For steads exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSWI PI 1.
4) All pirates 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.
7) Gable studs spaced at 1-4.0 oc.
8) This truss has been designed for a 10.0 fast bottom chord live load nonconcurrent with any other live loads,
9) " 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,
bearing 100 to 2, 14, 21, 22° 23, 24,
�
'. . >,,r
10) Provide mechanical connection (by others) of mass to plate capable of withstanding uplift at lolni(s)
19, 18, 17, 16.
at,
11) "Semi-rigid pttchbreaks with fixed heels" Member end fixity model Was used in the analysis and design of this truss.
766
re
AV
`
� / A,
February 3,2016
WARNING - Verity design parameters and READ NOTES CAN THIS AND INCLUDED WTEK REFERANCE PAGE W14413 rev. t OV0311015 BEFORE USE,. .
Derbi <voAd fere' use only Fitts Weep, connectors, This deson is bused oa�7 , upon porcrsne:fers shcvon, and es for on individual building coniper sent, not
a mass noterct Before use. the building designer nx.rat verify the otar:{dcab ty of des#gn pra€ame.ktsm and propel' incoryxarode this design into the overal
bttaic{tiof design- Bracing indicated 6 to prevent buckfing of indeAdu4�al truss web and/or chord rerarriben only. AddifVoncel nerirAonar+' and permanent bra Prof
�{
is oF.asays required for sfotifkty and to prevent coliopre Mir possibie personal injury and propefPy doinoge. For gente al guidance regordirof the
/ ek'
7777 Greenback Lane
fo encofion storage, deAvery, erp"'Rion orad beicing rat trusses, and trusty iystend, seats ANShpill Quality Cribinia, DSO -89 and SCSI $wilding Component
Suite 909
Safety lniormallon awaikable f sen Russ Plate, Insritute, 218 ed Lee Street Suite ata. Alexondria. VA "22314.
444 n.,.,.. w,...n.+a 1. —In
3Q"r-s
11= 2-9-0
1-2,s 4-0- e 4.0.8 F 0- 1- 1 { _ w.e�n...5 _.
4-b-6 a -D -a 1-�-12 2-t1-4a-:�-� 5-�.a �-s-s s -an
8 00 IR- 5x61 ;a'� 3x4..w.: 2x4 11
_! 3 4 5
yq 4Xe3'..:
2.
224 21
33 7x8, 4xe
24 23
2ae4 PI 7X8 -'.
$.fes (.42-,.
5x6 :.::: 9 31
3x4
-_- _ -. ----------
is 16 17 16
7x8 .= 6,6 :;; 4z4 = 4xii
Scale x 1:70,2
2x4 Ii 5,6::
10 32 11
5x6
12 � 5
1 { V
`I
3
15
48
14
2x4 It
5X13 H
LOADING (bell � SPACING- 2-0-0CSI. DEFL. in
(too) t/deft L/d � PLATES GRIP
TOLL 30.0 Plate Grip DOL 1.15 TC 0,55 Vert(LL) 0.08
14.95 >999 240 MT20 1971144
TCDL 18,.0 Lumber DOL 1.15 BC 0,35 Vet9(TL) -0.3514-15
'x999 180
BCLL 0 0 Rep Stress lncr NO WE 0 34 Horz(TL) 0,06
13 old n/a
BCDL. 7,0 Cade IRC20091TPI2007 (Matrix M)
..........
Wdight. 361 #b FT = 0%
LUMBER- BRACING-
TOPCHORD 2x4 SPF Nca.2 TOP CHORD
Structural woad sheathing directly applied or 6-0-0 oc purfins, except
BOT CHORD 2x6 SPF 2100E 1.8E
encs verticals, and 2-0-0 or puffins (6-0-0 max,): 3-8, 9-11,
BS 2x4 SPF No,2 BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing,
SLIDER Right 2x8 DF 1950E 1.7E 1-6-0
REACTIONS, (Ib/size) 13-193410-3-8,24-99810-5-8,18=4749/0-5-8
Max Hors 24=-155(LC 5)
Max Uplift 13=-665(LC 7), 24-.300(LC 7), 18=-1482(LC 7)
Max Grav 13=1994(LC 12), 24=998(LC 11), 18=4749(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown.
February 3,20
TOP CHORD 2-3=-841/301, 3-4-190V601, 4-29=-1437/3K 5-29=-14371390,5-6-1437/390,
6-30=-552/1957, 7-30-55211957, 7-8=-857/3017, 8-9=-1369/662, 9-31-2935/1157,
10.31-2937111 7, 10-32--2937!3157, 11-32=-2936/1157. 11-12-2590#948,
12-13=-3027/340, 2-24--982/311
BOT CHORD 23-33=-2501393, 22-33=-298/9068, 22-34--50911922, 21-34=-503%1922, 21-35=-1 1661478,
20-35-11661478,19-20-1396/584, 18-19-30161951, 17-18=-5631245,
€-17=-40711164,16-6=-407/1164,15-36=-40711164,15-37=-85212029,
37-38=-652/2029,14-38=-65212029,13-14=-65712041
BS 3.23= -508(174,3 -22=-397)1509,4-21=-511/233,5-21=-360/130,6-21=-805/2734,
6-20=-3591207,6-19=-1 1861249, 7-19=-551/1912,8-18=-355911236,8-17=-67512307,
9-17=-1160/299,9-15-80712318,10-15=-639/212, 11-15=-48011136,11-14=-1581340,
2-23=-171/670,7-18=-19171566
WAR%1NG - VerHy deslga parameters anal READ NOTWS ON THIS AND rNCLUty,ED 0115K REE£RANCE PAGE 1101-7473w. 4D#08l"2e95REP'ORE USE.
Design vaitd Sar vee onN with WleiAr connector. This design rs biased ar�y upon paronteters shown rand is for can indh iduat budding component, not
o truss system, Before us-, the building designto moat venry tints opprrcabIty or design prearnete s and property neorporofe This de9ogn into the overall
buicairg design, 9r'rsciingp indicated is to prevent buckkrg of indMduol truss web ondlcx chord rnenrben onn Addtkrncal ternporau^t and pe rnoneni bracing C iTek
is arNarys required he atobiffy and to prevent collapse with ronsebte personal inav, , and proPest donsage , For general gvvidonce orgarefirot the k
resbrr;otiran. stoeagte. delivery, erection and txeacing of Psnses and truss orsrerru ue ANSIAPIT Quality Criteria, OS4-89 and BCS% BaBding Component Suite Greenback /.ane
Solely Information ovaitabte frorn Eros Plate trsSif0e. 218 N, Lee Sheer Suite 33',2. 0lex+andr a, VA 22314, Suite fuw�.ne< ra cA
together1) 2 -ply truss to be connected o
Top chords connected as follmvs� 2x4 - I row at 0-9-0 on.
Bor ..
follows: I 0-9-0
Go,
Webs connected as 2x4 - row at
2) Ali loads are considered equally applied to .front (F) or back (B) face in the LOAD CASE($) section. Ply to Ply
distributeconnections have been provided to 1. noted as (F) or (B),'"..
..,.,., t,s
Unbalanced d have been
PV
4) Wind: ASCE 7-05; 105mph: *:*.. R
rightheights); cantilever left and exposed; l ♦ a
drainage5) Provide adequate ♦ prevent water pending.
rotation6) Plates checked for a plus or minus 5 degree M'
7) This truss has been designed • i i nonconcurrent with any other live loads,
' 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,mde will
bottom8)
fit between the other
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ift-lb) 13-665,
February 3,20
WAR%1NG - VerHy deslga parameters anal READ NOTWS ON THIS AND rNCLUty,ED 0115K REE£RANCE PAGE 1101-7473w. 4D#08l"2e95REP'ORE USE.
Design vaitd Sar vee onN with WleiAr connector. This design rs biased ar�y upon paronteters shown rand is for can indh iduat budding component, not
o truss system, Before us-, the building designto moat venry tints opprrcabIty or design prearnete s and property neorporofe This de9ogn into the overall
buicairg design, 9r'rsciingp indicated is to prevent buckkrg of indMduol truss web ondlcx chord rnenrben onn Addtkrncal ternporau^t and pe rnoneni bracing C iTek
is arNarys required he atobiffy and to prevent collapse with ronsebte personal inav, , and proPest donsage , For general gvvidonce orgarefirot the k
resbrr;otiran. stoeagte. delivery, erection and txeacing of Psnses and truss orsrerru ue ANSIAPIT Quality Criteria, OS4-89 and BCS% BaBding Component Suite Greenback /.ane
Solely Information ovaitabte frorn Eros Plate trsSif0e. 218 N, Lee Sheer Suite 33',2. 0lex+andr a, VA 22314, Suite fuw�.ne< ra cA
NOTES -
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
11) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord.
12) Hanger(s) or other connection device(s) shalt be provided sufficient to support concentrated foad(s) 120 lb down and 92 to up at 2-9-0, 173 lb down and 60 In up at 3-11-8, 173
11) down and 60 lb up at SA0-12, 173 111 down and 60 lb up at 7-10-12. 173 lb down and 60 to up at 9-10-12, 173 to down and 60 lb up at 12-0-8,173 to down and 60 to up at
14-0-8, 346 to down and 157 lb up at 20.7-4, 346 to down and 157 to up at 22-64� 346 m down and 157 to up at 24-6-4, 346 to down and 157 to up at 26-0-0, 346 to down
and 157 lb up at 27-5-12, and 346 lb down and 157 to up at 29-5-12, and 346 Its down and 1571b up at 31-4-12 on bottom chord. The designtselection of such connection
device(s) is the responsibility of others,
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1,15, Plate lncrease=1.15
Uniform Loads (pff)
Vert: 1-2=-96, 2-3=-96, 3-8=-96, 8-9=-96, 9-11=-96, 11-13=-96, 23-24=-14, 22-23=-14, 20-22-14,19-20-14, 19-25=-14
Concentrated Loads (to)
Vert: 22=-173(B) 20-173(B) 19-173(8) 16-346(B) 21=-173(B) 17=-346(8) 15=-346(8) 14=-346(B) 33-120(B) 34-173(8) 35=-173(B) 36=-346(8) 37--346(8)
38-346(B)
,& WARNING - Verifir design Parameters end READ NOTES ON MIS AND INCLUDED WrEK REFERANCE PAGE MI -7473 rev, IWON2015 BEFORE USE
DeOgn vsaAar tor use only with NVrelkS connectOrSr This design 6 based opty upon ismonviders shown. and 4 for an lvdividual buiding cornlxveelt, not
to r6ss system fieforeure the building designermust verily the opplicability at design recon'telem and property tncotporote this design into the overall N1,
building design Bracing indicrated is to prevent buckling of inslMdual trussweb andlor chord merniners only, Additional tenriporory and psurn anent bracing MiTek'
is otwass urqofred for scibility and to prevent calk ifars Wil, poseble personal injury and WoperN dorn age, Fix geredalgiodance regarding ffae 7777 Greenback Lane
f0brication, storage, d4very, eteclion end bracing of friases and run sysrenw see ANSU'u'll Quality Criteria, DISS-Iiiis and OC31 00441"ll Component Suite 109
Safety Infonnallen ovailobb, from dross Plate Institute, V8 N. tee Street, Sude 312, Alexandria VA 22M4, Cit— Hinho CA 95
4.a-0
d}�t#' i -45's 2-6-00- d €- 3-547 $"is.4 2.1-0 3-19-8 '3-k t -H 8fi{f
Scale = 169. `s
0
� f
21 20 17 16 15 13 to
2X+4 11 6X6.„. 3x4 .::.. We ,.... 3x6 ”=- Us 2s4 fC
LOADING (pal)SPACING-
2-t} 0
St,
TOLL 30,ta Plate Grip DOL
1.15
TC: 0.85
TCDL18.0 Lumber DOL
1.15
BC 0,50
BOLL 0.0 " Rep Stress Ince
YES
WB € ,83
BCDL 7.0 Cade IRC2009fTP12007
(Matrix B9)
LUMBER -
TOP CHORD 2x4 SPF No.2 *Except'
4-7: 2x4 SPF 1650E I,5E
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No,2
REACTIONS, (fillsize) 21=744/0-5-8,16=238810-5-8,12=95610-5-8
DEFL. in (too) fired Lrd
VerfiLL) -0,15 18-19 e999 240
Horz(TL) O06 12 ma nia
II
EM
FORCES.
TOPCHORD 2 -3= -5511168,3 -4=-957/219,5-23--331485,6-23=-331485,6-7=-931948,7-8--6421257,
8 -9= -5211241,9 -24--805/309,10-24--802/309,10-11--11321277,2-21=-7301191,
11-12-932/228
BOTCHORD 19-20=-1 141525,18-19-891797,16-17=-946/282, 15-16-361320,14-15-1041822,
13-14--1041822
VVEBS 3-20=494155,3-19=-2/449
0. ♦ , r
Weight: 167 to FT a 0%
Structural wood sheathing directly applied or 2-2-0 cc purlins, except
end verticals, and 2-0-0 oc pudins (6-0-0 max.); 4-7, 8-10.
Rigid ceiling directly applied or 10-0-0 or, bracing, Except:
6-0-0 oc bracing: 17-18
5-11-7 oc bracing: 16-17.
1 Rood at midpt 4-18
IuRiTe& reeomer ds that Stabilizers and required crosspbracing M^
be Installed during truss erection in accordance with Stabilizer
_kntalia#lcnuide ^- ._-__
........ _._,m,
NOTES -
1)
2) Wind: ASCE 7-05; 105mph: TCDL=10,Spsf: BCDL=42pfd; hzrlfift� 8=46ft� L -361t; eave=5k Cat, ll� Exp C; partially: MWFRS (all
heights)� cantilever left A right exposed;A DOL-1,60 plate
grip DOL=1,60
drainage3) Provide adequate pending,
4) Plates checked for a plus or 4
5) This truss has been designedpat bottomother
fit between the bottom chord and
ny other members.
fi g a r c r
8) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
Graphical representationdepict the size or the orientation of the purfin along the top andlorbottom
Li �� rt
�0
!
Vin✓
(J
^�? ��
..
6
Q,60,$. A
w
WARNiNQ Venal, design parameters and REAANArEs CSN rear AND INM UREA WTEK REFERANCE PAGE W14473 rev. 144312015 BEFORE USE,
Design wAd for use only with NeTek4i c onnec,lom 1 -ho design v based orify upon paararmters shown, and is for on rndtadduat building cortrainert, not
ca truss systern. Before, use. the bu cling cdeskIne r must verity the opplicces 4ty of design pransinuilera and property sucopwarcate this design We the ove*rol MR'
building design. Bragg Ind{seated is tc preevent buckling of irw**Iual truss web and/car chord rrat"tmbers only. Additional lerriporory and peahen€ bracing i dew k
is caMrovs required for stability and to prevent collapse ruith possible personal innio, and rvopetty dcamcage.. For genera! guidance reSproeig the 7777 Greenboa Lone
teab?iccttitan,, stora^ delivery.ert•c.tuur rand t rescceeg sat Prussea ae7.c3 truss systems, sae ANSI/hril C3uaHfy Word, DSIV -81 and SCSI livading Component stuPa 109
Safety fnfartnaNan cavoikable from truss Plate Institute. 218 N tee Street. Suite 312. Akexondrkt, VA 2231,. cities Neaa nits. CA 951
7x8 6of
troo U4 3X4
2x4...............
4*6
- Z, 6=6 Site
10
2
N
4
XX
-----
t 19
SX6 =
5X6 Z1, 15
22 21 W it 17 16 1A 13
2x4 It 500 ",8,00 FF 6XG = 3X4 3xii 3X4 300 3*4
LOADING (psf) SPACING- 2- SL DEFL, in
(loc) Well Lid PLATES GRIP
C 0.73 Vert(L -0.10
TOLL 30,0 k Plate Grip DOL 1.15 T�
12-13 >999 240 MT20 1971144
TCD/,. 180 Lumber DO 41 Vert(TL) 422
5 '�60
12-13 -999 180
BCL ,nor YES 0 Horz(TL) O 06
L &0 Rep Sir.. WE
12 DID n/a
BCDL 7 0 d Code IRC2009ITP12007 (Matrix M)
Weight 180 to FT - 0%
LUMBER- BRACING -
4) Plates checked for a plus or minus 5 degree rotation about its center,
TOP CHORD 2x4 SPF No,2 TOP CHORD
Structural wood sheathing directly applied or 3-4-0 oc puffins, except
BOT CHORD 2x4 SPE No.2
end verficats, and 2-0-0 do purlins (6-0-0 max,): 1-3,4-7,8-9, 10-11.
WEBS 2x4 SPF cm.2 BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0.0 oc bracing; 17-1816-17,
WEBS
I Row at midpt 7-16
66 ...
that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
8) "Serrit-ligid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and of
the top bottom
REACTIONS, (ttilibize) 22=73710-5-8,12=950/0-5-8,16=240110-5-8
9) Graphical anklet representation does not depict the size or the orientation of the purfin along and/or chord.
Max Herz 22=21 S( -C 6)
Max Uplift 22=-180(LC 7),12-205(LC 7),16-509iLC 7)
ONAC��
Max Gray 22=750(LC 11), 12-950(LC 1), 16-2401 (LC 1)
FORCES. (Ib) - Max, Comp./Max. Ten, - All forces 250 (lb) or less except when shown.
TOP CHORD 2-22-732/190, 2-3-432/145, 3-4--909/210, 5-24--261407, 6-24=-261407; 6-7-r-781729,
7-8--6971300, 8-9-7001316, 9-10=.996!286
BOT CHORD 20-21=-1721537,19-20=-88/590, 18-19=-86/594,16-17=-727/268,15-16=-311413,
14-15=-31/413,13-14-27/529,12-13=-155f770
WEBS 2-21-1471662, 3-2 1 =-7761159, 3-20=-10/267, 4-18=-6921132, 5-18=-41379,
5-17=-970/119,6-17=-2201921, 6-16=-1294/349,7-16-1496t336,7-14=0/273,
8-13-65/283. 10-12--11681336
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wind; ASCE 7-05; 105mph. TCDL=10,8psf: BCDL=4.2psf; h=151t„ B=45ft; L=24ft; eave=5ft; Cat, II; Exp C; parfialty; M\NFRS (all
A
heights); cantilever left and right exposed, end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
,
3) Provide adequate drainage to prevent water pending,
4) Plates checked for a plus or minus 5 degree rotation about its center,
5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
6) 1 This truss has been designed for a live food of 20.0pef on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except at=lth 22=180,
66 ...
12=205,16=509.
design this truss,
8) "Serrit-ligid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and of
the top bottom
9) Graphical anklet representation does not depict the size or the orientation of the purfin along and/or chord.
4,
ONAC��
AwARRuir - Verily design pr...t., and READ NOTES ON THIS AND INCLUDED NTEXREFEPANCE PAGE 1101-7473rav, F"W015 BEFORE USE,
Design valid fox use only Win ebrecS connectors. This dessin is based ort upon paronieters shown, and is for an indrodual budding component, nOf
I Id,
a truss systern. Before use. the biAdirAidesigne� rawO verity �he afadicarri rs, of dissigi pofamerersond rimpents, incorpctrate this design We Ple ovefOR c
buttding design, Bescing indicated is to onsvent buck" of individurst truss web and/o� chord mernbets only. Additional tempofan, and pencanent bfO ing Welk'
is ahooy&,ecivinsd far %tobWty and to prevent collapse Wth posebte personal injum and property donxige. For general guidance ragardeig the 7777 Greenback Lane
foloication. 0orage, dekonsn, efectionand bracing or trusses and tornsysterre, see ANSI/Tf4lAVu3#ltyC6t4,do�OSO-St*nd&CSI$u"nOCOmP*Oent
4 suite 109
Safety lefeiterdbus avollacife from huss Plate tastifute, 218 N. Lee Sated , Suite 312, Akoxancida V Cares Heights, CA 95,
5,6 z_: 5X6 '_'
23
2x4 if 6x6 = &00
LOADING (pst) I
SPACING-
2-0-0
TCLL
30.0
Plate Grip DOL
1,15
TCDL
18.0
Lumber DOL
1,15
BOLL
0,0
Rep Stress [nor
YES
BCDL
TO
Code IRC20091TPI2007
18 17
2X6 it
6X6 =
— is
3er 300
14 13
U10 3x6
N
CSI.
DEFL. in
(too) Well Lid I PLATES GRIP
TC 0780
Vert(LL) O.0915-1'7
>999 240 MT20 197/144
SC O 31
Vert(TL)-0,12
15-17 >999 180
WB 0 89
Horz(TL) 004
12 n/a ma
(Matrix -M)
Weight: 200 lb FT = 01/6
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-8-2 oc purlins, except
end verticals, and 2.0-0 oc purlins (5-4-1 max,)': 1-3,44,11-9, 10-11,
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
I Raw at midpt 6-17
M Stabilizers------a,n-d--re,-q,-u, ir-e—d cirois, bracing,-,-,'-
be installed during truss erection, in accordance with Stabilizer
AEACTIONS. (ftilsize) 23=719/0-5-8,12=94210-5-8,17=251910-5-8
Max Harz 23=260(LC 6)
Max Uplift 23=.1 62(LC 3),12--46S(LC 7)17=-845ILC 7)
Max Grav 23=740(LC 11), 12-942(LC 1), 17=2519(LC 1)
FORCES. (lb) -Max. Comp.lMax. Ten, -AN forces 250 (to) of' less except when shown,
TOPCHORD 2-23-723/167, 2-3=-265/114, 3-4-5891115, 4-5-4191148 5-24=-108/384,
6 -24 -1081384,6-25--529/459,7-25-526/460,7-8=-70'9/610,8-9-5881506,
9-10-8641515, 10-11--816/498, 11-12�922/454
BOTCHORD 22-23-261118 7, 21-22-1851815, 20-21-17 21792, 19-20-123/2 57, 18-19 --1461315,
17-18=-6051310,17-26=-605131016-26-6051310,15�16=-605/310,14-15--181/504,
13-14=-3641848
WEBS 2-22--751506,3-22-953/82,3-21=-83/478,3-20=-427/167. 5-20179/637
5-18=-8491100,6-18=-1191755,6-17=-2245RlO, 6-15=-62111441,7_15�8231483,
8-14-133/347,10-14--311/250,10-13-725/307,11-13=-589/1126
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05� 105mph; TCDL-10,8psf, BCDL-4,2psf, h-15ft: B=451t; L=24ft; eave=5ft; Cal, If: Exp C; partially; MWFRS (all
heights); cantilever left and right exposed I end vertical left and right exposed; porch right exposed; Lumber DOL=1,60 plate grip
DOL=1,60
3) Provide adequate drainage to prevent water pending.
4) Plates checked for a plus or minus 5 degree rotation about its center,
5) This truss has been designed for a 10,0 prif bottom chord live load nonconcurrent with any other live toads.
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 tell by 2-0-0 wid,/
fit between the bottom chord and any other members, with BCDL - 7.Opsf.
7) ierridndir, triechanical cant5actloiei (ky others) at truss to t5eark�q,-fil*,tes c2pable, of sv0stixinfithi IOQ hi vpfift*,.t jsdAt(s) exceAt ot-lly) 23=1 92,
12=468,17=845
8) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss,
9) Graphical purfin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
..a
C pu,
0
r)
6 766
c�4
ONM
o
WARNING - Vanity, de,09. par .. bars amid READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MI -7473 rev. t"3 IMS BEFORE USE
De ngrr eafid tot use only vAlh NiffekS, connecrom This design is based on � over, para nurros shcrvm, and 6 For an ndividux busking coarponent not
a InJss system Barons use. 4 e buticliog designer must verify the applicabliny of dar
design paniefers and property fncorcxrrrsre this deerin Wo the overatt s'
b0ding design, Bracing indicated is to crevenf btK*1ing 0 4xin4dury truss web andlor chord erne only Addiltonal temporary and permonent truscing MiTek
c ar,,,crys required for statatin, and to pievent coNapse Wth posvilble peisonol injury and properly clarnogre, For general gukkince,egardng the 7777 Greenback Lane
fabOcation, storage, deliver/, efeclion and or ac of irusces and truss systems, see ANSI/TPII QualffirCiffedst, D$8-89 and SCSI bulkling Component sunt 109
Safety information coogable korn livres Plate. InAli0e, 218 N Lee Street, Suffe 3Q, Atexon<kra VA 22314, 1— .—el. nA no
x.1.0.0 �, .. 1-11-8 ...2-9-2 F ,......... -_
9- _. ,..-.yi,..-........ -1 __ ..-'k__,_...,. _ 4! $ �.w,..-.�.,.__•
8.00 j 32
5x8 =_ 5x8 -:.: 5X6 Scale = 140 7
5 6 as 7
14 ,1[i2... 8
5x12 MT20HS Ii 8' B.OA '12 .aa 10%10 ;u 6x12 MT:2OHS Ii
.
11.6-_ t, , i tQ_-------- ._... - -----
11.8`4:.�,7-,.-.-..-w.,..,...._.,,�,.._._ _....... 3�14_-_
11$
.,7-0-0 .__.._,
Plate Offsets (X,Y)- [2.0-2-1 0-1.8], (3:0-3-8,0-2-8),1A.O-2-$,Edge), (5:Q -4-9,G-1-9], [7:p -3 -Q,0 -7 -OJ, {8;Edge,0-3-81, (9:0-6-12 O.5-Ol, (lO'0-d-G,0-4-81,
[11:0-9 12,0-6-4(, (92:0 -5 -ti
LOADING (psi} SPACING- 2-0-0 CSL � DEFL. in (too) Iideft Lid
PLATE$ GRIP
TOLL 30.0 Plate Grip DOL 1.15 TC 0,53 Vert(LL) -0.11 11-12 >999 240
MT20 1971144
TCOL 18.0 Lumber DOL 1.15 BC 0.47 � Vert(TI-) -0.25 11-12 >743 160
MT20HS 1481108
BOLL 0,0 "' Rep Stress Incr NO WE 0.76 Horz(TL) 0.16 6 n/a vita
�
SCOL 70 Code IRC20091TP12007 (Matrix M)Weight:
397 to FT = 0%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No,2 TOPCHORD structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x8 DF 195OF 1.7E end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1.4, 5-7,
WEBS 2x4 SPF No.2 'Except' BOT CHORD Rigid ceiling directly applied
or 10.0-0 oc bracing.
3-12,4-12: 2x6 SPF 2100E 1.8E
4µ10275d0 ,8.101S710 -
REACTIONS. tib/size) 14=1027510-5-8,8=1015710-5-8
Max
Max Herz 14µ293(LC 6)
Max Uplift 14=-786tLC 7), 8µ-809(LC 4)
FORCES.. (lb) -Max, Comp,/Max. Ten. -All farces 250 (lb) or less except when shown.
TOP CHORD 2-1 4=-8 83 31708, 2-1 5=-4318 1 13 54, 3-15µ-4081%354, 3-4--'3 1 51 61769, 4-5 --10353/719,
5-6=-84031618,6-16=-25711285,7-16-25711285,7-8=-9023/702
BOT CHORD 13-14=-251/234,12-13--415/5059,11-12-473/12477, 10-11«015787, 9-10--41317380
WEBS 2-13=-67419266,3-13-9005/558, 3-12--720/11873,4-12=-33251255, 4-11=-4779/382.
5-11-32715405,6-11-34914481,6-10-315/5W, 7-9--70919153.6-9µ-10527!735
NOTES -
1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - I row at 0-7-0 oc.
Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 DC,
Webs connected as follows: 2x4 - 1 row at 0-9-0 as, 2x6 - 2 rows staggered at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design,Ng
i i•,
4) Ward: ASCE 7-05; 105mph; TCDL=10,8psf; BCDL-4.2psf; h=15ff, 8=45ff; L=24ft; cave -oft, Cat. 11; Exp C', enclosed; MWFR (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOI.=1.60
(
5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated,
7t Plates Checked for a plus or minus 5 degree rotation about its center,
8) This truss has been designed for a 40.0 psf bottom Chord live load nonconcurrent with any other lave loads.61
/ 766
9) ' This truss has been designed for a live load of 20.0psf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will
a
fit between the bottom chord and any other members.
10) Provide truss to bearing capable of 100 lb uplift at joints) except (jt=lb)
,.O 0
6e
mechanical connection (by others) of plate withstanding
14-786,8µ803,
..
(
11) 'Semi- ' id pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) Graphical does depict the or the orientation of the along the top and/or bottom Choroid,
° *
70
purtin representation not size puffin
LOAD CASE(S) Standard
February 3,2016
WARNING • Verify deekgrr P...W. and READ NOTES ON THIS AND INCLUDED )INFEK REFERANCE FAG"E W1 7478 rev. 16MOIS BEFORE USE
Design valid for use orAL with M,+Tekv ccreafors This des n e based orrfr urian parome�ters shown and is far on ind vidursi building component, not
a bass e stent. Wore trear the buggingciestgnesr must verity the apr iicn now
of design po rarrweters and r rappip, incorporate Phys design onto the ovaroN
building design. Bracing a dooted is to prevent buckling of rndiMvest Muss web stouter chord rnenshres onhl Additional temporary and ise;monent bracing i Ty^
ek"
4 of voys reger`ved tre stability and to prevent cclkspse vAtn possible personal injury and property dornncage, fie genen si guidance regarding the 7777 Greenback crane
lobicotion storage, delivery, erectron and feacing of trusses and truss systerns.. see ANSI/1111 Quality Criteria. DSB-89 and BCS/ BUBdm
ina Component suite las
Safety Information ovailobie from Truss Note instituter. 2218 N tee Street. W e 322, Atexandria VA 223141 r*s— W k hitt cA QN
LOAD CASE(S) Standard
1) Dead + Raaf Live (balanced): Lumber Increase=1.15, Plata Increase=1.15
Uniform Loads (pd)
Veil: 1-2=-96, 2-4=_96, 4-5 -96, 5-7=96, 13-14=-1198(F-_4184), 12-13=4198(F=-9184), 10-12=4198(F-1184), 9-10= 198(F=-1184). -9=-1198(F -1184)
F4+ARNIWO • Vmrdfy design pxramexere end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PACE I.7473 ray. IWQVYOI S BEFORE USE.
[resign vatrd for use onty+ vAth Milyd +t connectoo this deogn h based ontY., ripen parameters shoo,,, and €s for on krdiv�E luol building component not
a truss system. Before use,. fire bvMhg deognemr must veirfy the oppk-.obi ity of design parameters and property incorporate this design into the sntero# tit
tong design, 6rocurg ind r,.ated is to prevenl b.rckfiag of trefivicivol truss vveb and Sex chord naimbe rs onp Additional lernporop, andpeonanerrt bocing �� „
n uhvays required for uability, and to prevent colpipse ,49i Possible penonat thine, and property drim age,. Rx gen=eral guidorce rega�rrdpng the 7777 Greenbaerk Cane
1abrkc 04o,. Oc"ge defivery. erection and bracing of trvssu"s and We systerns, see ANSIMIf Quay Ctiknla, DSS -89 and SCSI Sullding Component Swire 109
Safety Information avatt rbcs frorn lRns Mole Ins6ifute, 218 N, Lee Street Swtte 337. Alexandria- VA 22314, r•,,— 1. .1
......_._._._m.,..__.._�.w.._.__.,.....,_.1-6.12 .., ....
2x4 l}
...
LC?A[7lN (psi - _ SPADING- _-t)-[i .....,.. �. cSI.CtEFL ..__ In (lac) tide#@ : _.._�Lld PLATESmm GRIP
TCLL 30.0 .. Plate Grip DOL 1.15 TC O.14 Vert(LL) 0.00 5 >999 240 MT20 1971144
TCDL 15.:0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0,00 5 >999 180
BCLL 0 O Rep Stress knot YES WB 0.00 Horz(TL) -0,00 3 n1a n/a
BCDL 7 0 Gude tRG2009f1 P12007 (Matrix M) Weight. 6 to FT O%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied or 1-6-12 oc purlins, except
BOT CHORD 20 SPF No.2 end verticals.
WEBS 26 SPF" 2100E 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
M(Tek recommends that Stabilizers and required cross bracing �
be installed during truss erection in accordance with Stabilizer
REACTIONS. (lb/size) 5=246/0.3-8, 3=27IMechanical, 4=-g/Mechanical
Max Harz 5=193(LC 7)
Max Uptift5=-20(LC 7), 3=-39(LC 7), 4=-1a(LC 7)
Max Grav 5=246(LC 1), 3=39(LC 5)„ 4=18(LC 5)
FORCES, (to) -Max, Cornp./Max. Ten. -All forces 250 (lb) or less except when shown,
NOTES -
t) Wind: ASCE 7-05; 105mph; 7'CDL-1O.8psf BCDL=4.2psf: h=15ft, B=4511; L=24ft, eave=oft; Cat. ll; Exp C; partially; MWFRS (Ott
heights); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 5 degree rotation about its canter.
3) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Refer to graer(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 5, 3, 4.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used to the analysis and design of this truss.
Februafy 3,201
WARNING - Vwd dery parameters and READ AfOTES ON THIS AND INCLUDED WE7{ REFERANCE PAGE 11,104413 rev, fliffl 015 BEFORE USE.
Design valid for use onty with h4trek0 connecrm, . this design is based a urian pons meter shown, and e l r an insx vkiuoi bu4ding cot sponent, not
o mass n lyse , Before use, the by lding designer merit uerity The arsoYc.ab is, of <resig v paranseters and propeds, incorporate this design into the overall
boil fng design. Traca*g indpaate d as kr present buckling of indivwdvol truss vista candfor chord nsernbers only. Additional temporary and pernxanent ttracing W
4 afrusis re gvired foe sttab4iy and to /+rave€rt collapse "0i pootbte personal injury and property damage. Ear general guldance regarding Ore 7777 Greenback Lane
foidw.atk>n, storage, delvery. ty, erection and bracing of irvsses and true syste:re&, see ANSVTPII Qually Creedo, 1756-69 and SCSI building Component
Safety Information a uBt abta from Truss Plate institute:. 2M N. Cee Vreel Saelte 312, AlexondrKr, VA 22334. ,zufllP ip9
uat...a,ee r^n n�
6
ttk.
Februafy 3,201
WARNING - Vwd dery parameters and READ AfOTES ON THIS AND INCLUDED WE7{ REFERANCE PAGE 11,104413 rev, fliffl 015 BEFORE USE.
Design valid for use onty with h4trek0 connecrm, . this design is based a urian pons meter shown, and e l r an insx vkiuoi bu4ding cot sponent, not
o mass n lyse , Before use, the by lding designer merit uerity The arsoYc.ab is, of <resig v paranseters and propeds, incorporate this design into the overall
boil fng design. Traca*g indpaate d as kr present buckling of indivwdvol truss vista candfor chord nsernbers only. Additional temporary and pernxanent ttracing W
4 afrusis re gvired foe sttab4iy and to /+rave€rt collapse "0i pootbte personal injury and property damage. Ear general guldance regarding Ore 7777 Greenback Lane
foidw.atk>n, storage, delvery. ty, erection and bracing of irvsses and true syste:re&, see ANSVTPII Qually Creedo, 1756-69 and SCSI building Component
Safety Information a uBt abta from Truss Plate institute:. 2M N. Cee Vreel Saelte 312, AlexondrKr, VA 22334. ,zufllP ip9
uat...a,ee r^n n�
e IQty ##faly Creeksefe; riossl Aran 1A 3 Car Side R46476710
Truss + C 9
7,640 s Sep 29 z
00 RKKVGbHVVGpnQ3S2oG,TJyKHSe,
0
1.0-0 4-7-12
5
2
LOADING lost)
SPACING-
2-0.0
CSI.
TCLL
30.0
Plate Grip DOL
1.15
TC O+ 28
TCDL
98.0
Lumber DOL
1.15
BC 0117
BCLL
0.0 '
Rep Stress Incr
YES
WB 0,00
BCDL
7.0
Cade IRC2009t"rPi2007
(Matrix -M)
DEFL. in (lod) t1deft Ud PLATES GRIP
Vert(LL) 13.03 4-5 >999 240 MT20 1971144
Vest(TL) -0.03 4-5 >999 180
Horz(TL) -0.03 3 We We
Wef�nt 13 to FT 0%----u,___z__...._..._
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
SOT CHORD 2x4 SPFNo,2
BS 2x6 SPF 2'100F 1.8E BOT CHORD
REACTIONS. (lb/Size) 5=35 310-3-8, 3=1551Mechanicat, 4=39IMechanical
Max Flora 5=183(LC 7)
Max Upllift5=-39(LC 7), 3--89(LC 7), 4=-11(LC 7)
Max Grav 5=353(LC 1), 3=159(LC 1), 4=65(LC 2)
FORCES, (lb) -Max, Coma,/Max, Ten, -All forces 250 (W) or less except when shown,
TOP CHORD 2-5-337183
Structural wood sheathing directly applied or 4-2-12 oc purSins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MITek eecommerids that Stabilizers and ret}utred eros bracrng
be installed during truss erection in accordance with Stabilizer
NOTES-
1)
heights); cantilever left and right exposed � and vertical left and right exposed •
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 10,0 pat bottom chord live load nonconcurrent with any other live loads,
fit between the bottom chord and any other members,
5) Refer to girder(s) for truss to truss connections,
6) Provide mechanical Connection
* ..... capable of withstanding upliftat
t
model7� "Senthrigxt pitchbreaks with fixed heels" Member end fixity ..d in the analysis and design of
0. d . L^lift
e
" e
l4 e
"
V A
�
>1rN
t*
AI-
WARANRG - Verity ata "ps m efess and READ N0>ES ON FftfS AND rNCd.UDED A4fEEK REFERANCE PAGE 01-7477 rev. fO OV20 5 BEFORE USE,
Derrgn valid far use unit, with Weir+V` connec,tom This desgn, is located cm3 upon poranaere s sho on, and a fcu on kulfv'rduad buAding cor+apanertt riot
a truss system. before use. tt building designer must verity+ rhe opts0crab itf, of dengn prncaneters ootid propc"'1Y ncorpoosfe this design Salo The overall KV,
b0tritnSg deegn. Bnocreg andicoted a to prevent bucking of rnNrvidual 4uss web and/or chord members canis. i l lE,,..
hs olo eys required Pur stobt ity and Po prevent ccikspse with pcvs ye, personal injury and property darnage. Far gene ai guiaJaance regarding floe 7777 Greenback Lane
iobricaftctn, s#c*rage. de&very, erecrurn and bracing or trusses and Mos systems. see ANSt1f►f2 Qun2iiy Crdferla, DSS -89 and 9C31 Su"mi Component suite 109
Safety information avoikissie from buss PWe Institute, tE rt Lee Street Sure 312. Alexandria, va'Illy
1.0.0 1-11-1
NOTES-
1)
B=45ft: L=24ft; eave=4ft; Cat. W Exit, C� partially: MWFRS (all
rotationheights); cantilever left and right exposed; end vertica(left and right exposed" Lumber DOL=1.60 plate grip DOL=1,60
2) Plates checked for a plus or minus 5 degree
3) This truss has been designed for a 10.0 psf bottom chord live s nonconcurrent with any other live loads.
4) * This truss has been designed Y of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
bottomfit between the
5) Refer to girder(s) for truss to truss connections,
6) Provide mechanical connection (by sthers) of truss to bearing plate capable of withstanding 100 to uplift
"Semkigid pitchbreaks with fixed heets" Member end fixity model was used in the analysis and design of this truss, I
M "w.«..
� a
C
10 9NA
IMEMMEM
WARNING - #erVfjr destgrt paramafers and READ NOTES ON TINS AND INCLUDED WTEK REFERANCE; PAGE W-7473 rev. 70103!2015 t3EFORE' USE
Design ws id to; use cants with Mire conne;tsys. This deOgn is berse::d only upon poixuraeters shown, and n for an ere ividuaf br Ading conersinenr not
a truss system before use, the it fiding stye kinei maul %,stiffs the appRua tylia, of design par n',efers and property `aeccxpcvcate The design into the overcrk
buildtlng desitIn srocing indicated e to prevent WcKiing of inciavidutri buss wets and1re chord meerrbevx w*, Additionot Temporary and Rerwraanent bracing MiTek
ac always required for stcatilhe, end to prevent colksons Win pr sbies personal injury and Wisperty damage. For generaf gvidancet regoroltrag the 7777 Greenback Lane
faF.artc•,trtkyrr sttxdge. dc:Gverx. spec tadn and ixecinp of trtxses crud trarss aysterrxs, sena. ANSWT?h i ivolli y Crttedo, DSS -8t and SCSI Building Component Suele 109
Safely Information avaiksble trorsr Truss Prate Institute, 218 N Lee Street Suite, 382. Aleaansida, VA 22314. ...._ _ ,.__..._ ... ,..
Mit
.....r..
LOADING (psf) SPACING. 2-0-0
CSI.
DEFL. in
(loc) Well Ldd PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15
TC 0.14
Vert(LL) 0.00
5 >999 240 MT20 1971144
TCDL 1$0 LumberDOt 115
BC 00=3
Vert(TL) 000
5 >999 180
SCI L 0,0 Rep Stress Incr YES
WB 0.00
Horz(TL) -0,01
3 We We
BCDL 70 Cade tRC 0091TPt2007
(Matrix hal)
Weight 8 t F1 0%
LUMBER-
BRACING-
TOP CHORD 2x4 SPFNo.2
TOP CHORD
Structural wood sheathing directly applied or 1-11-1 oc purlins, except
BOT CHORD 2x4 SPF No.2
end verticals.
:BS 2x5 SPF 2100F 1,6E
BOTCHORD
Rigid setting directly applied or 90-0-0 oc bracing.
M Tei recomt»ands inat Stabilizers and required cross bTOO ag
be installed during truss erection in accordance with Stabilizer $
REACTIONS. (1bisize) 5=25410-3-8, 3=50IMechanicai, 4=0/Mechanical
Max Harz 5=159(LC 7)
Max Uplift 3- 65(LC 7), 4-•33(LC 7)
Max Grav 5--254(LC 1), 3=62(LC 5), 4=30(LC 5)
FORCES, (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less
except when shown.
NOTES-
1)
B=45ft: L=24ft; eave=4ft; Cat. W Exit, C� partially: MWFRS (all
rotationheights); cantilever left and right exposed; end vertica(left and right exposed" Lumber DOL=1.60 plate grip DOL=1,60
2) Plates checked for a plus or minus 5 degree
3) This truss has been designed for a 10.0 psf bottom chord live s nonconcurrent with any other live loads.
4) * This truss has been designed Y of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
bottomfit between the
5) Refer to girder(s) for truss to truss connections,
6) Provide mechanical connection (by sthers) of truss to bearing plate capable of withstanding 100 to uplift
"Semkigid pitchbreaks with fixed heets" Member end fixity model was used in the analysis and design of this truss, I
M "w.«..
� a
C
10 9NA
IMEMMEM
WARNING - #erVfjr destgrt paramafers and READ NOTES ON TINS AND INCLUDED WTEK REFERANCE; PAGE W-7473 rev. 70103!2015 t3EFORE' USE
Design ws id to; use cants with Mire conne;tsys. This deOgn is berse::d only upon poixuraeters shown, and n for an ere ividuaf br Ading conersinenr not
a truss system before use, the it fiding stye kinei maul %,stiffs the appRua tylia, of design par n',efers and property `aeccxpcvcate The design into the overcrk
buildtlng desitIn srocing indicated e to prevent WcKiing of inciavidutri buss wets and1re chord meerrbevx w*, Additionot Temporary and Rerwraanent bracing MiTek
ac always required for stcatilhe, end to prevent colksons Win pr sbies personal injury and Wisperty damage. For generaf gvidancet regoroltrag the 7777 Greenback Lane
faF.artc•,trtkyrr sttxdge. dc:Gverx. spec tadn and ixecinp of trtxses crud trarss aysterrxs, sena. ANSWT?h i ivolli y Crttedo, DSS -8t and SCSI Building Component Suele 109
Safely Information avaiksble trorsr Truss Prate Institute, 218 N Lee Street Suite, 382. Aleaansida, VA 22314. ...._ _ ,.__..._ ... ,..
1-0-0 13-5- 1
5
3X4 11
LOADING (psi) SPACING- 2-0-0 CSL DEFL. in (fact Well Ud PLATES GRIP
rCLL 30,0 Plate Grip DOL 115 TC OAS S Vert(LL) 0,02 4-5 >999 240 MT20 1971144
TCDL 18 0 Lumber DOL 1,15 BC 0,19 VerpTL) -G,02 4-5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 3 Fire n/a
BCDL TO Code IRC2009frPI2007 (Matrix M) Weight 12 lb FT = 0%
LUMBER- GRACING -
TOP CHORD 2x4 SPF pto.2 TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purfins, except
BOT CHORD 2x4 SPF No.2 end verficals.
WEBS 2x6 SPF 2100F 1,8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
'ififek"nicoWiriihiis that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb1size) 5=31310-3-8,3=122/Mechanical,4=27/MechanicaI
Max Harz 5=21 O(LC 7)
Max Uplift3=-97(LC 7), 4-26(LC 7)
Max Grav 5=313(LC 1), 3-122(LC 1), 4=50(LC 2)
FORCES. (to) - Max, Comp,/Max. Ten. - All forces 250 (to) or less except when shown.
TOP CHORD 2-5=-296149
NOTES -
1) Wind: ASCE 7-05; 105mph; TCOL-10.8pst BCDL=4.2psC h=15ft: B=45ft; L=24ft; eave=4ft; Cat 11; Exp C; partially; MS (all
hetghts); cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL -1,60 plate grip DOL=1,60
2) Plates checked for a plus or minus 5 degree rotation about its center,
3) This truss has been designed for a 10,0 DO bottom chord five load nonconcurrent with any other live loads,
4) * 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,
5) Refer to girder(s) for truss to truss connections,
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 3, 4,
7) "Semi-rigid pitchbreaks with fixed heals" Member end fixity model was used in the analysis and design of this truss,
4
,P_5700
"F4
Z I
_Eirn
""'F/0NA*
'000
h.
ZHZEZt.
,&WARMNO• Vorifird#Sainparontars and READ NOTES ON THIS AND WCLUDEDAWMC
TEKREFERANCE PAGE MP7473 rev, 100ISSEFOPEUS1 0
Design Valid torr we only voth taffeka, connlelors. ulis deOgn b based onh, upon poranwfefs shown, and €,s for on ndiMual b0ding co">onent, not
a ITU., sysran. fieflete use. the bukltng deagner must verify fhe, appkatalib, of design poron-eters and propedy incocorafe Ns descn Wo the overal
buticNig deegn, fira6n6 indicated o to prevent buckfing of individual Uvss web andlor chord mernben one. Additional ternruorwy and pemcnenf bfo6ng Wek'
is aNvays feqOred for stobifity and ro pmvent collapse Wth ptnuibhe roasond Snfwy and pfoperry darnage For freneyol guMance reg arcs ng Ole 7777 Greenback LAne
fabrication, storage, delivea,. tfmcfion and bracing
ANSIaltil QmdfhCrrfedo. D049 and 8CS1 Oulliding Component sufte, 109
Safety to memikso a,,oikAlk, frorn Trus Plate truffluie, 2i8 N, Lee Moel� bs0p. 352, Atexonddo. VA 22314. 1— ., — "
ie 10ty IPly I Creekside I Quad Pon 1A 3 Car Side R46475721
Truss t4 I , I
7,640 s Sep 29
ECD: RK1hVGbHlZVGjnQ3S2oGT,
2-8-1
State -= 1:15,3
M
---------- --------—
-----
LOADING (psi)SPACING- 2-00 E SL
DEFL. in
(loc) f1deft Ltd PLATES GRIP
TCLL 30,0 Plate Grip DOL 1.15 TC 0,14
Vert( -L) -0=
4-5 >999 240 MT20 1971144
TCDL 18.0 Lumber DOL 1,15 8C 0,05
Vert(TL) -0,00
4-5 >999 180
BCLL 0,0 Rep Stress Inor YES WB 0=
Horz(TL) -0.01
3 n/a Ste
BCDL 7.0 Code IRC2009rrPl2007 (Matrix -M)
Weight: 9 to FT - 0%
LUMBER-
BRACING-
TOPCHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 2-8-1 oc, puffins, except
SOT CHORD 2x4 SPF No.2
end verticals.
VVESS 2x6 SPF 2 1 OOF 1,8E
BOT CHORD
Rigid ceiling directly applied or 10-00 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 5-279/06-8, 3=87/Mechanical, 4=14/Mechanical
Max Harz 5=1 1 O(LC 7)
Max Uplift S=-25(LC 7),3=-35(LC 7),4=-6(LC 7)
Max Grav 5=279(LC 1), 3=87(LC 1), 4-36(LC 2)
FORCES. (lb) - Max, Comp,/Max. Ten, - All forces 250 (lb) or less except when shown,
TOP CHORD 2-5=-260/51
NOTES -
1) Wind: ASCE 7-05; 105mph: TCDL=10,Bpsf,, BCDL=4,2psf; h-15ft; B-4511; L=24ft� eave=41t; Catit; Fab C; enclosed; MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=160
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 100 psf bottom chord live toad nonconcurrent with any other live loads,
4) * 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,
5) Refer to girder(s) for truss to truss connections,
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joirets) 5, 3, 4,
7) "Semi-rigid pitchbireaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
M
6766
X;
0 N A 'L
A WARAING - Vend, design parameters and READ NO TES ON THIS AND WCLUO61) WTEK REFERANCE PAGE 1141,7473 rev. 1""015 BEFORE USE
Deann vatid for use only with hlireis& conneches- This design is passed ontv upon poroosafers shown, and 4 for an hdreidual building cronponent, not
a truss system Befoul use, the building designer must verey The cipp#cabiffly of design parameters rand property incorporcife this design into five overall M1,
buikfing design kocing indicated is 0o prevent buckting 0 indiAduat Truss web and/or chord members only Addshonot semporcry eared permanent cracing MiTek'
a atevays required rear stability and to prevent collapse Win posAge personal rrijiny and property damage. For rienseol gurdonce rerfording the 7777 Greenback Lane
foraicofion, storage, deEvery, eamfirm and twoong of tresses ornt fruss systecros, see AN$I/TpllCroatia, 056-99 and BCS! SuRding Component Guide 109
Safety Infearnaffort avo4able from Tom Plate Institute, 218 N Lee Street Suite 311, Aiexrsrldnct. VIIR211203M rn— Ruhl. Cuk 41
LOADING (psf)
SPACING,-
2-0-0
� CSI,
TCLL,
30.0
Plate Grip DOL
1.15
TC 0,14
TCDL
18.0
Lumber DOL
1.15
= BC 0,05
BCLL
0.0 °'
Rep Stress incar
YES
WB 0.00
BCDL
7.0
Code iRC2009tTPI2007
(Matrix -M)
DEFL.
in
(Ioc)
Well
Ud ; PLATES GRIP
Vert(LL)
0.40
5
>999
240 MT20 1571144
Veri(TL)
4.04
5
>999
180
Horz(TL)
-0.00
3
nta
am
Weight 6 to FT O%
LUMBER- BRACING -
TOP CHORD 2x4 SPF Not TOP CHORD
BOT CHORD 2x4 SPF No.2
WEBS 2x6 SPF 210OF 1,8E BOT CHORD
REACTIONS, (fif/size) 5=24710-5-8. 3=4/Mechanicat, 4=.23/Mechanical
Max Harz 5=106(LC 7)
Max Upfift3-31fi_C 7),4=-33(LC 7)
Structural wood sheathing directly applied or 1-2-1 oc purlins, except
end verficals,
Rigid g directly applied . t oc bracing,
be installed during truss erection, in accordance with S1
4
right1) Wind: ASCE 7-05; 105mph; TCDL=10,8psf; 8CDL=41psf,h=I5ft; 8=45ft; L=2411� eavevolft; Cat, If: ExP C; enclosed; MWFRS (all
heights); cantilever left and
chord2) Plates checked for a plus or minus 5 degree rotation about its center,
3) This truss has been designed for a IU pst bofforn live load nonconcurrent with any other live toads.
4.
fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding IGO III uplift at foinds) 3, 4
t design
k
rq, `0
0 LIC4433
e
i
a �`
'
01�111"
WARNING . Vero design parameters acrd READ NOTES AN THIS AND INCLUDED Y ITK REFERANCE FADE 401.1473 tee. 104112015 BEFORE USE..
Dengn voird for use only %vith ofiTedT eonneaton. This do+skfIn rs based only upon ,Paromeiers shown. and 4s for an indyicesce building a.oniztntnv. not
a miss system Before use, the bulding designer mist verity the appboob iy� of design por, "w0ers and Fxcaperly incorro» efde this drainn h the ovc tav of
y�
buil fine design, Frey incl indicotc d is to prevent buckeig of ince Adoof truss oeb anddoi chord nwmbers onty, Additicanal dempor ary' and permanent b ocinU MiTek'
is oPv oys required tear stotigity and to prevent a alkspse voth possible pera+arcd injury and prttrsrsrhy dcvn age. Fou general guidance regarding the 7777 Greenback Lane
fabrication s rsreage, delivery, erection and bracing of tamses and treses syste ms, see ANSPTPtt Quality Criteria, 056-f1V card aCSI Suldlog Component Suite 109
Safety Information cyvcaAtats4e froom i•sosc Plater triststvie. 21 fS, feet 5tsr tt. Susi+- ','12. Aleranctaia, v.a .2ata. a_." ..,_1-1_ 1. 1
Qty 'Ply Creekside t Quail Plan 1A 3 Car Side
84647572E
Truss i7 1
7.640 s Sep a" J Ztii5 hit t ek Rt14ruSirleS, do&. vvea t"ec ct.s u`w4f o R rum raga t
ID;RKHiVGbHIZVGinQ3S2oGiJyKHSe-Zfv8OJ *fmLFkl1Sipaspmp HrO%A77a7ys161tXzos6Ga
-0-0
. .......".. ....__ _ 3.6-0 0 _ {
scaaaw S'26,z
8X4
LOADING (psf) SPACING.. 2-0-0 CSB. DEFL. in (loc) ltdeft Ltd
PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.12 5-6 >663 240
MT20 197#144
TCDL 18,0 Lumber DOL 1.15 BC 0.44 Vert(Ti.) -0.25 5.6 >323 180
SELL 0.0 Rep Stress Incr YES WB 0110 Horz(TL) 000 5 n1a nJa
SCOL TO Code IRC.2009iTPI2007 (Matrix )Weight
32 to FT = 0%
LUMBER- BRACING.
TOP CHORD 2X4 SPF No.2 TOP CHORD Structural woad sheathing directly applied or 6wi1-{) oG pur6fns, except
BOT CHORD 2x4 SPF No.2 end verticals.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or
10-0-0 as bracing.
r___.. ... ."j
Mi risk recommends that Stabilizers-- and requ#red Gross braGtng
be installed during truss erection in accordance with Stabilizer
REACTIONS. (Bbtsize) 6=488)0.3-8, 5=360/Mechanical
Max Herz 6=253(LC 7)
Max Uplift6«-52(LC 7), 5=148(LC 7)
FORCES. (lb) -Max. Comp./Max, Ten. -All farces 250 (lb) or less except when shown,
TOP CHORD 2_6=.2501137
BOT CHORD 5-6=-1591251
VVESS 3-6=-31610, 3-5=-3031196
NOTES -
1) unbalanced roof live toads have been considered for this design,
2) Wind: ASCE 7-05; 105rnph„ TCDL=10.8psf; BCOL=4.2psf. h=15ft; 8=45it; L=24t eaves ort; Cat. It: Exp C; partially; MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=I A0
3) Plates checked for a plus or minus 5 degree rotation about its center.
4) This truss has been designed for a '10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " 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.
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 to uplift at joints) 6 except Ot ti)
5=148.
NO 0 L IC
8) "Serpi-rigid pitchbreaks with fixed heists" Member end fixity model was used in the analysis and design of this truss.
» {
*ee«r
eta" w
rT
.6AV
tri tr
) N A,
February 3,201
i iN$ 615 BEFORE USE.
w;aRMtxG - vertiy design perrrrrrarers and READ NOTES ON TNtS AND fNGLUDEf3 Mf7ER FiEFE'RANCE PAGE N 74 ?ray. t 3t2
Design valid fcx use only With nese o connecksis. This design is based act#�t� upon poronrelera shown. and is to tart individvai butiOng component, not
o truss s4 stc nR. before use. the owriderst designer most veev�ify the ar r>kcatasl+iy of design polarrisste rs and property, incorporate this design into thea overak
Gu lyhreg dehon, Bracing indeotecf 4 to prevent buckkng of indrodual hens web anchor chard inernbers onN Ad ditbrra1 temporary acrd pexntanent hrocing MiTek'
is oroorys required tot stability and to prevent collapse with possible personal 6ryury and properly damage. for general quSdoreus regarding the 7X77 Greenback Lana
fabrication, slorage debvery, erection end brocing of Presses sand miss systems. see ANSVTPtT Civaftfy Criteria. OSE -84 and BCSI ldifiliiesg Compaireaf Suite 109
Safety information o, a rserlr from truss Plate lnstnvtes. N8 N, Lr Street Suite 312, Alexandria, VA 22314, i cit— HAM,. int,. u:a
t Rdadi __L, 118 _GaCk �C? _..,.,,_,.._.__.t
t-ia-0 1.15.8 2-0.8
7
2x41
911$ 20,0 q?.
Plgtq aQtaets. (? Y (5 C1
LOADING tpSh SPACING. 2-0.0 $ CSI. OEFL. to (too) l/dell Lid
PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.95 ! TC (L 19 Vert(LL) 0.03 6 >999 240
MT20 1971144
TCDL 95.0 Lumber DOL 9.15BC 0,14 Ver (T'Q -0.04 6 >999 180
I
BCLL 0,0 " Rep Stress Incr YES 6WB 0.02 Horz(TL) -0.03 5 rife n/a
BCDL 7,0 Code IRC2009tTP12007 (Matrix M)
Weight 15 lb FT = 0%
LUMBER- BRACING-
TOPCHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oe purlins, excerpt
BOT CHORD 2x4 SPF No.2 end verticals.
BS 2x4 SPF No.2 BOT CHORD Rigid ceilingdirectly applied or 6-0-0 oc bracing
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection to accordance with Stabilizer
REACTIONS, (Ib/size) 7=331/0-5-6,5=187/Mechanical
Max Nora 7=132(tC 7)
Max Uplift 7--23(LC 7), 5=51 (LC 7)
FORCES. (lb) -Max, Comp./Max. Ten, -All farces 250 (1b) or less except when shown.
TOP CHORD 2-7=-277134
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 105nph; TCDL=90,8psf, BCDL=4,2psf; h =15ft; B=4511; L=24ff, eave=oft, Cat. IL Exp C; enclosed; MVVFRS (all
heights); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1,60
3) Plates checked for a plus or minus 5 degree rotation about its center,
4) This truss has been designed for a 90.0 psi bottom chord live load nonconcurrent with any other live toads.
5) " 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.
6) Refer to girders) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joinf(s) 7, 5,
8) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
}
Lic-
e bb
M
February 3,201
WARNING • Verify, design pararesiats and READ NOTES oB -ties AND INCLUDED A4t7EK REFERANCE PAGE A014478 ate, 1010312015 BEFORE USE,
design wore+ tsar rise runty Wth hM1tTek@ critvx,0dks this' des` n is bated orrtR� a pan oninu rvs shcuon. <)no K far € n irorir iclud budding cornpar+nt, not
u /miss system. booster use, the building deugner must ve rity' the cspOcab2tayr of design preameaeax ani# propesty irrmviv rsie thus design tnio the aweraff
budding design, sarcing sn wated is to prevent t• ucktinq of inchvtderol truss web oncd/or chsed rrten hers rimy. Additional tenrptxart and permonent bro ng i i
tls arvoys required for aahifity and to prevent Collapse VAth possibre persond injury and royperty donxage, ear gere4ol guidance renordErng the 7777 Greenback lane
tatwscafion ktmoge, delivery, erection and bescsng of trusses anti truss systenn. see ANS116t"if Quality (a tela, OSB -49 and BCS! BuBdfng Component Suite 109
Safety tntormaBon rsvaitabie (Turn Taws ('tate Institute, 218N, tee Street Sute 3Q, Atexarvds'sa, VA'2231 R. Ci#rus Heomis, CA 95
Truss Truss Type Qty Pty Creekside I Quag PWn 1A 3 Cal Stile R46475725
FE2 [Jack -Open Truss 11
idiale 614's'e,is---
I Jr49 3 gns 29 2unt, mueK musmes, mc, we* rev uj torwoz evus raga
iD`RKHiVGbH$ZV('>inQ3S2oGTJyKHSc-IDI'VWfXqO4T6LBKeGwQyJOqSkGb3sld5xhsbP–zos6F
1-1 r8 1,2 1-10-0
Scale= I . 18.6
2X4 Il
i
LOADING (rist) SPACING- 2-0-0 CSI, DEFL. in (too) Vdefl Lid
PLATES GRIP
TOLL 34T0 Plate Grip DOL 1,15 TC 014 Vert(LL) -0,00 7 >999 240
MT20 1971144
TCDL 18,0 Lumber DOL 9.15 BC 0.07 Vert(TL) -0,01 7 >999 180
BOLL 0,0 Rep Stress Incr YES 1 M 0.08 Horz(TL) -0.00 4 ma n/a
BCDL TO Code IRC2009/1PI2007 (Matrx-M)
........... . . ------ --- ----
Weight 17 to FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TDP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except
BOT CHORD 2x4 SPF No.2 end verticals.
VVESS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Go bracing.
VIITek recon ds 11 that I I Stabilizers-_ i
and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Ins tallialimmo ile..
REACTIONS. (lb/size) 8=331/0-5-8,4=18711vechanical
Max Herz, 8= 1 32(-C 7)
Max Upl#18-23(LC 7),4=-51(LC 7)
FORCES, (lb) - Max, Comp,/Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-8=-332/68
NOTES -
1) Unbalanced root live loads have been considered for this design,
2) Wind: ASCE 7-05; 105mph, TCDL=I0.8psf; BCD1.=41psf; ti=151t; B=o ft: L=24ft: eave=4t Cat. H; Exp C; enclosed MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=Ii(l
3) Plates checked for a plus or minus 5 degree rotation about its center,
4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live leads,
5) * This truss has been designed for a live load of 20,0psd 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,
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 It, uplift at joints) 8, 4.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
X
H Are,
66
pp AV
)IV As -
February 3,2016
A WARNING - V.W deoiffn pstlonffr. and READ NOTES ON TWS AND INCLUDED AV1*K REFERANCE PAGE Sets 7473 rev. I",V2015 BEFORE USE,
Design vaird kxuar only ,urth Ntihsksl connectors. Thirdeogn is based on'T upon pavarneras grovn and 6 tot an individucil building con,ponent, not
r
a truss system. Before use, the butding despIner mast ve6cr the appitcoUffio, of design posornMen and property incorporofic, this dertsin into the overal MR
ribs ovildingdeOgn Bracing indicated is to prevent orrcisoig of indivkfud truss web and1cm, chord rnerribc only. Addifionot terisporory ond permanent bnxrQ MiTek
4 ohoroo required fro stability and to prevent collsbose w0r, possibib, ruesoncb injurr, and purr*rty dorcoge. For generoi nivel ante regarceQ the 7777 Greenback Lane
fabncrt-n storage, deloery. reection end bracing of livsses and truss systerm, see ANSI/T?tl QaMy (diferox DSO -89 and SCSI Sulklest Component
Safety nsfoanotor, avahabW, from Trans Hate Institute, 2 8 N. ter, Street, Suite 3U AWeshdrrm VA 22314 suite 109
I—. 1. ..,
7,640 1 Sep' 2015 mriets Inateansts, friss. Wed Feb 03 09 5102 2015 /raga I
10,RKHiVGbHIZVC,inQ3S2oGTJyKiiSc-IDTMfXqQ47'6LBKeGwOyJOqNBGaUsOE5xhsbP_L,os6F
1-8-0 4-1-0 4-1 O
Scale m 1:26.5
M
NOTES -
1) Wind: ASCE 7-05� 105mph; TCDL=10,8psf-, BCDL=4,2psf: h=15♦ft; B-45ft: L=24ft; eaveaufft; Cat. If: Eire C; parfially� MWFRS (all
heights); cantifever left and right exposed � end vertical left and right exposed� Lumber DOL,=1,60 plate grip DOL=1,60
2) Plates checked for a plus or minus 5 degree rotation about its center,
3) This truss has been designed for a 10,0 par bottom chord live load nonconcurrent with any other live loads,
st h~
fit between the bottom chord and any other members,
5) Refer to girder(s) for truss to truss connections,
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) : Lumber Increase -1,15, Plate lncrease=1,15
Uniform Loads (ptf)
Vert: 1-2=-96
Trapezoidal Loads (prf
Vert. 2-4(F=46, B -46) -to -A --195(F-50, B=-50), 7=0(F=7. B=7) -to -5-28(F-7. B=-7)
February 3,2016
WARNING - Verth, d..w. Parameters and READ NOTFS ON MYS AND iNCLUDED VbEK REFERANCE PAGE 01,7471 rov, 1010312015 BEFORE USE, IN,
Design ored ter use orW with saffekS connectors. This deagn 6 based og�,' pan parameters, shovvn, and e for on individual Whiting corsponetir no4
a truss system. ser use, the bolding designeftnust vetitte the cippfic,
c
buil ng design, Bracing indicated is to prevent bucknot of indrsidual truss web and/or chord members candy. AddMonal ternporary and permanent brorJng MiTek'
is oloosyr, re quimd torstabsty and to prevent colloase vrith possyste pers000l injury and prossedy donx3ge sorgenerorividancererfordingthe
' ANSUTF11 Quality Criteria, OSS -89 and SCSI frultsfing Component
fabrication , shaarse, defien�, erection and bracing of trusres and truss systems, sea 7777 Greenback Lane
SofetyInforeirdron tee Street. Suite 332, Alexandriss, VA 12314,
LOADING (psq SPACING- 2-0-0
CSI.
DEFL. in
(too) !/dell Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1,15
TC 0,54
Vert(LL) -0,01
5-6 >999 240 MT20 197/144
TCDL 18,0 Lumber DOL 1,15
BC 0,17
Ved(TL) -0 03
5-6 >999 180
BCLL 0,0 Rep Stress tricr NO
WB 0,17
Horz(TL) O 00
5 n/a n/a
BCDL 7,0 Code IRC2009frPI2007
(Matrix -M)
----------
Weight: 39 lb FT = 0%
LUMBER-
BRACING.
TOP CHORD 2x4 SPF No,2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SPF No,2
end verficals.
WEBS 2x4 SPF No,2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
..... . .....
Rfek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
---- — -----
REACTIONS. dib/size) 7=497/0-3-8, 5=572/Mechanical
Max Harz 7=219(LC 4)
Max Uplift 7=1 14(LC 7), 5=-159(LC 4)
FORCES. diff) - Max. Comp./Max, Ten, - All forces 250 (lb) or less except when shown.
TOP CHORD 2-7=-4931115, 2-3=-431/85, 4-5=-284/107
BOT CHORD 5-6=-127/375
WEBS 2-6=0/388, 3-5--449/157
NOTES -
1) Wind: ASCE 7-05� 105mph; TCDL=10,8psf-, BCDL=4,2psf: h=15♦ft; B-45ft: L=24ft; eaveaufft; Cat. If: Eire C; parfially� MWFRS (all
heights); cantifever left and right exposed � end vertical left and right exposed� Lumber DOL,=1,60 plate grip DOL=1,60
2) Plates checked for a plus or minus 5 degree rotation about its center,
3) This truss has been designed for a 10,0 par bottom chord live load nonconcurrent with any other live loads,
st h~
fit between the bottom chord and any other members,
5) Refer to girder(s) for truss to truss connections,
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) : Lumber Increase -1,15, Plate lncrease=1,15
Uniform Loads (ptf)
Vert: 1-2=-96
Trapezoidal Loads (prf
Vert. 2-4(F=46, B -46) -to -A --195(F-50, B=-50), 7=0(F=7. B=7) -to -5-28(F-7. B=-7)
February 3,2016
WARNING - Verth, d..w. Parameters and READ NOTFS ON MYS AND iNCLUDED VbEK REFERANCE PAGE 01,7471 rov, 1010312015 BEFORE USE, IN,
Design ored ter use orW with saffekS connectors. This deagn 6 based og�,' pan parameters, shovvn, and e for on individual Whiting corsponetir no4
a truss system. ser use, the bolding designeftnust vetitte the cippfic,
c
buil ng design, Bracing indicated is to prevent bucknot of indrsidual truss web and/or chord members candy. AddMonal ternporary and permanent brorJng MiTek'
is oloosyr, re quimd torstabsty and to prevent colloase vrith possyste pers000l injury and prossedy donx3ge sorgenerorividancererfordingthe
' ANSUTF11 Quality Criteria, OSS -89 and SCSI frultsfing Component
fabrication , shaarse, defien�, erection and bracing of trusres and truss systems, sea 7777 Greenback Lane
SofetyInforeirdron tee Street. Suite 332, Alexandriss, VA 12314,
1-8.0 4-5-7
U4 �
4.so
3x4..
s 2x4 l
6 4.sca Fi2..
6 µ
2x4 11
..........t
Pfece_ott et (x vi j5 4 3 4 4 s1
LOADING (psf) SPACING- 2-0.0 CSI. OEFL. in (loc) ode L/d
PLATES GRIP
TOLL 30,4 Plate Grip DOL 1.15 TC 0.35 VerpLL) -fit 00 5-6 >999 240
�
MT20 1971344
YCDL 18 0 Lumber DOL 115 BC T 06 Vert(TL) -0 01 5-6 >999 18O
BCLL rt.0 Rep Stress tncr NO We 0 02 Horz(TL) -0 40 4 nfa nm
BCDL 7 O Code IRC.2049fTP12007 (Matrix M)
Weight 22 lb FT = 0%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-7 or puffins, except
BOT CHORD 2x4 SPF No,2 end verticals,
WEBS 2x4 SPF No.2 ESOT CHORD Rigid ceiling directly applied or
10.0-0 oe bracing.
MiTek recofnmends that Stataiiizers and required crass /arising
be installed during truss erection in accordance with StabRlazer
REACTIONS. (ib/size) 6=30310.8-3, 4=1381Mechanicaf
Max Horz 6=141(LC 6)
Max Uplift6=-85(LC 7), 4=•51(LC 6)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 254 (tb) or less except when shown.
TOP CHORD 2.6=_298/88
NOTES.
1) Wind: ASCE 7-05; 145mph. TCDI =10,8psf BCDL=4.2psf; h=15f#; 8=45ft: L=24ft; eave=4it, Cat. it; Exp C; enclosed; MWFRS (all
heights), cantafever left and right exposed , end Vertical left and tight exposed: Lumber DOL=1.64 plate grip DOL=1,60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 14,0 psf bottom chord live load nonconcurrent with any other live loads.
4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-4 tall by 2.0-0 wide will
fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 to uplift at joint(s) 6.4.
7) "Semi-rigid pdchbreaks with faxed heels" Member end fixity model was used in the analysis and design of this truss.
8) to 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 Lumber Increase= 1,15„ Plate Increase=1 15
eeo4ee
..#*
+ (balanced): .
}
e Yet a
Uniform Loads (pit)
a
3
Vert: 1-2=_96
4 4
Trapezoidal Loads (pfri
Vert: 2=-4(F-46. 8=46f.to.3=-149(F=-6, S=-6), 6-0(F=7.8=7)-to-5=-11(F=I, B=I), 5=-11(F=I, B=1) -to -4=-16(F=-1. B=-1)
4
66 o
ri
INv
.
*
X44
4*4�4'44
O
444°
ONA
February 3,2016
5 INC r> Sfi4EK REFERANCE PAGE h&f--7473 rev, tt& 34101$ BEFORE USE.
WARNING - Vdri9y deslgra psraeters end READ NOTES ON fills ANtf t. AE$i
Detign valid fax use anty Mth $Teko,: tine ctcm, The desr rrs ¢s torsed only vi on portsnurers shown, crust is Ior can rnc#Mduast bv4ding Component, ponent, neat MR'
a taw rotesm Before use the building designer mustvwr64T the asppIrco try tai design pars ters and prupedy incorpoaore tits design into the anal
buildmg design. Bracing indkoted a to pievent buckling of in"dedual truss web and/o; Chord rnenmba rs only, Acdifonot deexxxory and permanent brolc iq ! ! '
is atavays required for stutzifiYy and to prey ent collopse voth possible personal inxy end properly deamoge.. For generol qvrdance regarding the 7777 Greenback lane
frabrtcaliom sttroge, defiver7, erection and hro dirg of trusses afW truss synterre, see ANSI11141 Quality Criteria, OS8-81 and SCSI Svilding Component � Suite 109
Safety Information cavollabl e from Trrowas Ptore iaslilute, 218 N Lee Street Sv to 312, Ak,axarse 6sL VA 2231 4. ,..„,..,, W,,.,,,,.".. r-,. rxc.
:ororaaa prtngs,ua 1.640 s Uep zI$aur 6 Me t ex tnausrvrea, Inc, vie is r eo va vn s r.a
US RKHtVGbHiZVC4nQ 3S2oG 6JyKHSc-OBGPHMtbzFc5OSyC63T?704XCJHDI
t aT 7-1,12 12 6.104 1-4-8 4-4-8
4-4-8 . 8 5-2-12
�.__........._. 6- 4 ......,_,,,.
8,00r42 �u" 1} 7 S 76
Ca
s
3zf0 II 3e4
3x'fO
a F9
,_ ...... j .m- ._-8-r?.
Z�r1 $
36
#
5--Q.....�`?'�.._.
5'"P.. „_._......,...
5-6-4
Plate Offsets (X,Y} [2:0-4o- l�3,E:dge], (5;0-2-1,Edge[, [7.0d3-12.0-2-01, j9.0-3-12,0-2-01, (19:0-2 0,0.0-81,116:0-2-12,0-3-41,
118'0,-2-12,E~dgej,
i -(f2 0 9„ (O,t7-16 £1 1 19,Ci la0(
� �
LOADING (psp SPACING- 2-0-0
CSI.
DEFL. in (loc}
Iideft Ud
PLATES
GRIP
TCLL 30.0 Plate Grip DOL 1.45
TC 0.70
Vert(t.L) 0.09 20-74
>999 240
MT20
1571144
TCDL 18.0 Cumber DOL 9.95
SC 0.41
Vert(TL) -0.14 20-74
>999 180
SCOL 0.0 " Rep Stress roar YES
WD 0,42
Horz(TC) 0.03 13
Fire ma
SCDl, 7.0 Code IRC2009ITP12007
(Matrix -M)
Weight 314 Ib
FT = 0%
LUMBER- BRACING-
TOPCHORD 2x4 SPF No.2 TOPCHORD
BOTCHORD 2x4 SPF No,2
WEBS 2x4 SPF No.2 BOTCHORD
OTHERS 2x4 SPF No.2
SLIDER Left 2x6 SPF 210OF 9.8E 1-6-0
REACTIONS, All hearings 0-5-8 except (jt=length} 93=Mechanical.
(Ib) - Max Herz 2=397(LC 6)
Maar Uplift All uplift 100 to or less at joints) except --279(1_C 7), 19=-198(LC 7),
15=-212(LC 7), 13=-199(LC 7)
Max Grav Ali reactions 250 Its or less at joints) except 2 -874(LC 11), 19=l377LC
1),'15=1272(LC 1), 13=560(LC 12)
FORCES. (to) -Max, Comp,/Max, Ten. -All forces 250 (to) of less except when shown.
TOPCHORD 2-3--280111, 3-4-8801364,4-5-311/151,6-7-257/381, 7-8-3821290,8-76--382/290,
9-76-3821290,9-10=-164/26fr, 11-12-4541268,12-13-525/218
BOTCHORD 2 -20 -1921617,18 -19-1344/227,6-18--4801277,17-18=-280`/`299.16-17=-245/325,
WEBS 4 -20= -3221182,18 -20=-2441770,4-18=-526/368,7-18=-460118,7-17=-36/355,
11-14--306/50,12-14-31/260
Structural woad sheathing directly applied or 5-4-6 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max,): 7-9,
Rigid ceiling directly applied or 5-0-14 oc bracing.
PM Tek recommend$ that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
NOTES-
1)
loads
,.
designedhrnghts)� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL -1.60
3) Truss 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
drainage4) Provide adequate
5) All plates are 2x4 MT20 unless otherwise indicated,6) Plates checked for a plus or minus 5 degree rotation about its center,
7) Gable studs spaced at 1-4-0 oc,
8) This truss has been designed for a 10O find bottom chord live load nonconcurrent with any other live bads.
i
jointfit between the bottom chord and any other members,
10) Refer to girder(s) for truss to truss connections.
11) Provide mechanical connection (bl, others), of truss to bearin- , late canable qf withstanding 279 to u0tift at roint 2. 198 lb unfLft atioint
19, 212 to uplift at
12) "Senemrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
wARNINO. Verity design parameters rind READ NOTES ON THIS AND MICLiDED AdfTEK REFERANCE PAGE 01.7473 toy. 1"3,8613 BEFORE USE.
Design valid toruse only a,Oh Wren& Wrenconnectors, This design is based cora ones,prinsmelers shown, and 4s for an in9ividucat buUd§'ng convonent, resat
o rias$ system, before use. the building designer must verity tree appMc�xria he of design po anielers and rxopenatY inconowaio ;his design into the overal
b ilding design n. Hrocing indicated is to prevent buckling of individucil truss web and/or chord members Only, Addiraussl leruporory and permanent eracing
4 ssf rvys required Lex s:tribility and is prevent col oras, vrith passible persona, injury rami property damoris.. For general guidonce regarding the:
fs bncatkron storage, delivery, erectien and ixas:Fng or trusser and truss system*, we ANSI1T#IS Quality Criteria. OSO-89 and 6CS1 livild ag Component
Safety Information av'agalaiii herrn Trios relate ie 0dute 218 N Lee Street Suite 3I2, Alexandria, irk 72,314,
M
NOTES -
13) Graphical purttn representation does not depict the size or the orientation of the puriin along the top andtor bottom chord.
dAl2NiN�t - YartJy aargn pafamaf.s and READ NOTES N THIS AND 8MCtiDEiATEK FERANG PAGE Wf-7473 acz. PN34015.BEFORE USE
i
Devgn vaNd for use only with MiTeirAt connectors. This design ri based arty i, pan parameters, shown and o far an individual bedding cMomSaaraera, red
a tac to hurfens Before use, the building designer must veniy the a p;di -=i.ty of design poron>eters and property ncorp srst e this design ino, the words MR
brAdingi design,. Bracing indicated n to prevent bucklingn
of diedval truss web ondost chord members only, Addilbnat ternprxarm and pertnarsent brocing '�`�r .:
is csways reavired for sloagity and to prevent collapse Me passible personal infury and sxopere dornage, For general guidance regarding the 7777 Greenback Lane
tobae thon. storage, delivery, erection and Lxocing of trusses and truss sydereas, see: ANSt17Ytt Quality Ctifede, DSO-99 and SCS( Binding Component Suite 109
Safety Information ovagoble noon Truss Plate insttttrte. 218 94 Lee Street Suite 3i2 Atexandtfa. VA ?33! a.
5ye : Scale = t70,5
2x4 tt 5,,f,
WO --
LOADING lost) SPACING-
2-0-0
TCLL 30,0 Plate Grip DOL
1.15
TCDL 18,0 Lumber DOL
1.45
BCLL 0 0 Rep Stress Incr
YES
BCDL 7 O Code IRC2009ITP12007
LUMBER -
Horz(TL) O 02
TOP CHORD 2x4 SPF No.2
(Matrix -M)
SOT CHORD 2x4 SPF No,2
Wedght• 208 lb FT = 0%
WEBS 2x4 SPF No.2
BRACING -
2X4 11 WO =
2x4 i I
9 u4
CSL
DEFL. in
(fee) l/def! Ud PLATES GRIP
TC, 060
Vert(LL) -0 09
20-21 >999 240 MT20 1971144
13C O�41
Vert(TL) -0,20
20-21 >819 180
W9 0 *37
Horz(TL) O 02
13 We We
(Matrix -M)
..........
Wedght• 208 lb FT = 0%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals. and 2-0-0 oc purlins (6-0-0 max.): 1.3, 7-9,
BOT CHORD
Rigid ceiling directly applied or 4-10-7 Do bracing,
F M-ftf- -e-k- r"e_ CUm it 'an -d "s that Stabrl zefs and required -cross- bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS, All bearings 0-5-8 except (pt=length) 13=Mechanical.
(lb) - Max Harz 21 =376(LC 6)
Max Uplift All uplift 100 to or less at joints) except 21=-243(LC 7),19=-273(LC 7),15=-I89(LC 7),13=-186(LC
7)
MaxGrav All reactions 250 to of, less at joints) except 21=819(LC 11), 19=1486(LC 1), 15=1237(LC 1),
13=551(LC 12)
F*RCES, (to) - Max, Comp./Max, Ten, - Ail forces 250 (to) or less except when shown,
TOPCHORD 3-4--6691281, 5-6-1051287, 7-8--3181228, 8-22--318/228. 9-22=-318/228,
11-1 2-4451254,12-13=-516/205
BOTCHORD 20-21-254/672,18-19-1455/290, 6-18--394/229, 17-18=-288/376, 16-17-2491359,
15- t6-1207/205,10-16--3281192
VVEBS 3-21-900/342,18-20-1271576, 4-18-5521399,7-18=-611/3,7-17=-811406,
6 -17 -4911162,9-17-521348 9-16=-536135,14-16=0/374,11-16=-3561325,
11-14=-294/33.12-14�IW252
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wind� ASCE 7-05; 105mph; TCDL=10,15tisf� BCDL=4.2ps-fh=151L B-45ft; L=3611� ersve=Sft� Cat, It; Exp C; parfiaffyMWFRS (all
heights); cantilever left and, right exposed: end vertical ieft and right "posed; Lumber DOL=1,60 plate grip DOL=1"60
3) Provide adequate drainage to prevent water pending,
4) Plates checked for a plus or minus 5 degree rotation about its center,
5) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live loads,
fit between the bottom chord and any other members,
7) Refer to girder(s) for truss to truss connections.
81 Provide me icalm—nneetion( othersl of truss to bearin oWtecaoableofwithstandino2431buntiftatiabL21--273tbuoda_tioint
1 19, 189 111 uplift at joint 15 and 186 lb uplift at joint 13,
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this tfmss
10) Graphical purlin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord.
aveee4e*
P"
PIP.
6766
AWARNING, Vanity fiisl P.0or. esxd READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MA7473 rev. Vissir"015BEFORE USE.
Design valid $or use only with hrTeW& connectors, This design is based ol, upon prsraneteG shown, and 4 for an indMdual building com
b , ta%onent not
a truss systern, Before use, the tsvikhro; designer most verify the appIcabIrry of design porarneters t�,md stariesifyincornwate In!& design " Overall MR
buiidnig deerni, isrocing indicated is to prevent truckfing of individual truss web and/ot chord inerribers nuts, Addiflonal temporary and pertsionent bracing MITOk'
is always re owed for stability and to pesvwit collapse wifn possibte personal injury and properly darnsngsr, For general guidance resiording the 7777 Greentrack Lane
fabrication. 0ansire, derive y, erection and bracing of trusses and truss systems. see ANSUTPJI Quality Criftems, D86.8fand ICSIlivilmmi Component
Sofenififforriefflon avoikibletTontTruss Plate tnstCttite. 218N. Lee Mrs
ed. Svffe3iZ Altottandda, VA2=4, Suite 109
4;0-0.3-6-0 5-3-0 1-3-0 4-4-8 4-4-8 5-2-12 5-6-4
5X6
2X4 ti 5X6
21 20 19 18 14 13 12
2x4 ll 3*4 300 2X4 #I 2X4 ll 3x10 2x4
LOADING (psf)
SPACING-
2-0-0
TCLL
30,0
Plate Grip DOL
1,15
TCDL
18,0
Lumber DOL
1,15
BCLL
0,0
Rep Stress Incr
YES
BCDL
7,0
Code iRC2009rrPI2007
LUMBER -
TOP CHORD 2x4 SPF No,2
BOT CHORD 2x4 SPF No2
WEBS 20 SPF No.2
CSL
DFL. Ein
(too) lideff Ud PLATES GRIP
TO 0.49
Ver) hL-0,03
16-17 >999 240 MT20 1971144
1
0:21
Vert(TL) -0,07
16-17 >999 180
W13 0 40
Horz(TL) -002
12 File DID
(Matrix M)
Weight, 21216 FT = 0%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purims, except
end verticals, and 2-0-0 no purfins (6-0-0 max,): 1-3, 6-8,
BOT CHORD
Rigid ceiling directly applied or 4-10-2 oc bracing.
44aiek neat no I S that , S to b , i , iii I fer . s a- I I it .1 required I - - - cross . . . - bracing" , ,
be installed during truss erection, in accordance with Stabilizer
REACTIONS. All bearings 0-5-8 except bt=iength) 12 -Mechanical,
fttu - Max Harz 21 =373(LC 6)
Max Uplift AN uplift 100 lb, or less at joint(s) except 21 =-242(LC 7), 1 8=-275(LC 7),14-188(LC 7), 12-184(LC
7)
Max Grav All reactions 250 lb or less atjoint(s) except 21=808(LC 11), 18=1506(LC 1), 14=1232(LC 1),
12=549(LC 12)
FORCES. (to) -Max, Comp.lMax, Ton, -Aft forces 250 (to) or less except when shown,
TOPCHORD 2-21 =-786/252, 2-3-629/254, 3-4�5411286, 4-5=-701320, 6-7�3101224,
7-22=-3101224, 8-22-3101224, 10-11--4431253. 11-12-5141204
BOTCHORD 20-2 1 =-369/310, 19-20=-1 821652, 17-18- 1475/293, 5-17=-3371195, 16-17�3091380,
15-16=-257/'361, 14-1 $=-I 202/205, 9-15--328/192
WEBS 2-20�245/800,3-20=-4541194,3-19--346/159,17-19=-1091484, 4-17-515/387,
6-17-674128,6-16-821416,7-16=-490fl6l, 8-16=-,501342,8-15=-533/37,13-15=0/371,
10-15=-361/327,10-13=-292/32
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wlnd� ASCE 7-05; 105mph: TCDL=10,8psf; BCDL=41psL, h=15ft; B=45ft; L=36ft� eave=5ft� Cat, 0; Exp C� parlgifty� MWFRS (all
heights); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL= 1,60 plate grip DOL= 1,60
3) Provide adequate drainage to prevent water pending,
4) Plates checked for a plus or minus 5 degree rotation about its center.
5) This truss has been designed for a 10,0 pst bottom chord live load nongoncurrent with any other live loads,
fit between the bottom chord and any other members,
7) Refer to girdefts) for truss to truss connections,
18, 188 lb uplift at joint 14 and 184 IN, uplift at joint 12,
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
10) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord.
A,WARMNO • VoWis design thes..ted, and READ NicrEs ON INS AND INCLUDED W -EX REFERANCE PAGE 014473 rov. 1&03/2015 BEFORE USE.
Design valid for! m only whh Wed1i connecters , This droxy, 5 based only upon prooria-aters shown. and is for an hdivOioff bidding conirrisnent, not
a tarsi system sefons use the bu4dinig designer man verify the opplicateth, 0 design pocrivetins and property incorporate This defign Wirs thin ovefat
Cluing design. Bracing ;ndisvued u to preveril buckling of irefivaual truss web ondior chord isremstren onty Add4ionol temporary and forunonent bracing
is oNvoin reviuked for stobrity and to prevent criflaper voth possible personal inrun, and psoperty damage For general TrAdonce regarding Los,
Lubrication. stoorge, delivery, erection and bracing of envier and truss onlerse, see ANSVTFh Quality Criteria, DSB-" and SCSI aullidtia; Component
Safety Information ovidlotAis from Tires Note Institute, 218 IL Lee Street, Sifile 3Q, Alenarvina, VA 22314,
00
eye
'N
Llc " s
eexe
se
A
Ay
-S',"ONA,
3w ,s'
0�
... . ........
1,10-0 4,4-6 4-4-8 1-4,8 5-10-4
2X4 H
W�
2X4 1l 3x10 2x4 11
LOADING (psf) l SPACING- 2-11-0�$L
DEFL, in
(too) Well Lid PLATES GRIP
TCLL X0 Plate Grip DOL 1,151'C
C0.59 ##
Vert(LL) -0,03
13-14 >999 240 MT20 1971144
TCDL , ,' Lumber DOL 115 PC 0,24
Vert(TL) -0,07
13-14 >999 'So
o
8CLL �Rep Stress Inor YES WB 0.36 #
Horz(TL) 0,01
14 his me
BCDL 7,0 Code IRC2009fTP12007 (Matrix h1)
L,�ND 0
Weight: 138 In FT = 0%
LUMBER.
BRACING-
TOPCHORD 2x4 SPF No,2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purths, except
BOT CHORD 2x4 SPF No.2
end verticals, and 2-0.0 oe pudins (6-0-0 max,): 2-4.
"Ess 2x4 SPF No,2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 no bracing, Except:
-6
5-2-6 go bracing: 11.12.
R
MiTek recommends that Stabilizers and required cross bracing
An 4
be installed during truss erection, in accordance with Stabilizer Rg
ryQ17
REACTIONS. (lb/size) 11=1318/0-5-8,9=635IMechanir-af,14-64910-5-8
Max Harz 19=-446(LC 3)
Max Uplift I 1=-359(LC 7), 9=-60(LC 7), 14=_138(L 7)
Max Grav 11=1318(LC 1), 9-636(LC 12),14=661(LC 11)
FORCES. (to) -Max. Comp,/Max, Ten. -All forces 250 (to) or less except when shown,
TOP CHORD 2-31-3911218,3-15=-3911218, 15-16=-39112'18, 4-16=-391/218, 6-7=-4761101,
7-8=-593161, 8-9=-596180
BOT CHORD 11-12-12841378. 5-12=-3781221,10-11---3441446
WEBS 2-13=-99/358, 3-13=4881174,4-13=44/390, 4-12=-506134,10-12=-274/500,
6-12=-357t249, 6.10=-3301165,2.14--5911172,8-10«-36!308
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-05:105mph; TCDL=10.8psf; BCDL=4,2pst h=15ft: B=45ft; L=2411; eave=4ft; Cat, H; Exp C; partially; tug RS (all
heights): cantilever left and right exposed „ end vertical left and right exposed: Lumber D0L=I .60 plate grip DOL=1,60
3) Provide adequate drainage to prevent water pending.
4) Plates checked for a plus or minus 5 degree rotation about its center.
L,�ND 0
L Ic
5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will
'a p"
fit between the bottom chord and any other members,
7) Refer to girders) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable ofefithstansfing 359 to uplift at joint 11, 60 in uptift at joint 9
-6
and 138 to uplift at joint 14,
R
g) "Semi-rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
An 4
10) Graphical purfin representation does not depict the size or the orientation of the purin along the top and/or bottom chord,
ryQ17
Q_/0NA`ifr`
AWARMNO, Verify design parametersand READ NOTES ON THIS AND RICLUDEVOTEACREFERANCE PAGE MI,7473 rev, I&ON2015 BEFORE USE
Despin votes for we only Win hVieke connectoss. This design, 4 based o por, parnmeters shown, and is fo, on indKriduch buik*og component, not
a truss system 80ve use, the LoAdkes aespiner must verify the oppfwccbl�oof deagn parornefers and property incorrionste this design into, the overall IMI,
bOding deOgn. eacing indreated is to prevent buckling of 1mr,4dual train web ondmr chord rnernbtrs orty. Additional tenipwary and peor
rnnent bf=inq MiTek'
is ofoays requiied for stabifiN and to pooentcoikspse Wfln possible persond injury and property domage Foo genefoltiurdoncefegarding the
Lobficaron, storage, defivety, erection and bracing of horses and trans systerns.see ANSI/1141 QuaNy Criteria, 0$0.89 and 9CS1 tuldingConsiuntent 7777 Greenback Lane
Safety Information oveiitablelomTruss Ploleinsfiliile.218N Lee Street. Suite 31'x,
,2,Afoe)ndd3,VA."_314, SuRe 109
3-51 £i 5-4-0 5Q 13-9 !6 i 4
„_,__3116 1-68'Y_._,..... 5-1_,.�4
5 8 7
2xE WO = 2.4 9 i
4— 19ry
....._..„.... ... _,_,_.,...._,...__..__......._,.....»....,.....,.wn.wn,....,,..,.e ...............5 X1.:..0...,,.„„,.„.„,„.... °k !.�.,.._,., J,&d
. _ .-_. a_ _-..,.._. _ --
_
-P1
-
�
DEFLL)0. in or)
Cp2-0-0 I.
GRIP
LOADING 30.0
p 0a SPACING- OL TC0.50_ 999 0
20RES...
44
TCDL 18.0 Lumber DOL 1.15 8C 01.97 Vert(TL) -0,04 7-8 ..*999 180
8CLL 0 0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.00 7 ma n/a
BCDL 7,0 Crede IRC20091TP12007 (Matrix M)
Weight 100 to FT = 0%
LUMBER- BRACING..
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc purlins. except
BOT CHORD 2x4 SPF No2 end verticals„ and 2-0-0 oc purlins
(6-0-0 max): 1-2.
8S 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or
5-2-6 oc bracing.
MiTek P'eG44i'#mend5 that StabtftZefS afld required Cria3$ bracing
be installed during truss erection in accordance with `>tabiker
REACTIONS. (tbtsize) 9=1 3 9 110-5-8, 7-4261fidechan cal
Max Harz 9=-483(L.0 3)
Max Upfaft9-671(!_C 3), 7=-26(LC 8)
FORCES. (to) -Max, Cornp./Max. Ten. - Aff forces 250 (lb) or fess except When shown.
TOP CHORD 2-3=-236!393, 3-4--367/475, 4-5--266/140, 5-6=-3181118, 6-7=-390146
BOT CHORD 9-10=-1281/688,3-10-3041195,8-9=-357/487
.8S 2-11=-139/258,2-10=-679/329,4-10=-474/321,6-8=-1411371, 8-10=-162/270
NOTES.
1) Wind: ASCE 7-05; 105mph; TCDL=10.8psf; BCDL=4.2psf; h=1511; 8=4 ft, L=2411; eave=4it, Cat. II, Exp C; partially, MWFRS (alt
heights); cantilever tell and right exposed; end vertical Zeit and fight expensed; Lumber DOL -1.60 plate grip DOC.=1;60
2.) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 5 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * 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 tail by 2-0-0 wide will
fit between the bottom chord and any other members,
6) Refer to girders) for truss to truss Connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 671 tb uplift at Joint 9 and 26 lb uplift at joint
7.J
{
?r
8) "Semi-rigid pitch breaks with fixed heels” Member end fixity model was used in the analysis and design of this truss.
eaeaaae
9) Graphical puriin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord,
G
February 3,2016
e1ee
WARNING � Varity design parameters ani! READ NOTES ON alts AND INCLUDED Aff7EM REFERANCE ?AGE fiiif 7473 rev, ilNti9J80€5 BEFORE USE,
Design voLd for ¢ase only v flh NiiFe kill connectors. Ms deegri is based sorel�yy upon parameter shovsn. and ;s for an mdWidual cuicang cornisonent, not
otru s systee Before rase, the buttding designer most verffs, the +orasso xbi K, of desdgn paroeaaeters and prnG~taY incarcerate this design into the overall
bas"rldhg atesign, Bracing indicated is to pro vent buck&! g or indiAdual Crass wets and/or ch om members ori!,,. 4dditionaf tensporary and permanent brocing MiTek
k+...
is ahsWs required frac stoth iEy and to preveni coltapae Wth possible personal inlury and property dortnIg ,. For genera; quidaance regarding the k{ 7777 Greenback Lane
fak;a3catwn st<aragas. drtaaery. era:c4acan rand bre`oer+rg ad 4;asses on3 Rrusx srstenas .eve ANSIfFPII (pictiffy Criteria, Wit -84 and BGS! &gilding Component € &oils tQH.
Safety lafaanalfan available from bobs Posie Institute, NS Fa. Lee Street. Su fie 313. AWxondrks, VA 223M,
#_�_..._.a�.....4-8-10 ...__.4-5-15 . , 4-9-7 $
2x4 ii
4
s r n 5
3x1DfiT20fiS di 8x11 10)(10 rxz SX6
LOADING lost) SPACING- 2-0-0 E CSI. DEFL. to (too) Wall Ltd
PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TO 0.38 Vert(LL) -0.07 6-7 >999 240 �
MT20 1971144
TCDL IfLo Lumber DOL 1,15 BC 0,37 Vert(TL) 0 16 6-7 >999 180
BCLL (Lo Rep Stress Incr NO WE 0,81 Horz(TL) 0,02 5 rite me
MT20HS 1481108
SCDL 70 Cade iRC2009i'IPI2007 (Matrix M)
Weight 305111 FT = 00%
LUMBER- BRACING-
TOP CHORD 2x4 SPF Ner2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 no purlins. except
BOTCHORD 2x8 OF 195OF 1.7E end verticals, and 2-0-0 as purlins (6-0-0 max.): 1-2.
WEBS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
BS 1 Row at midpt 4-5
REACTIONS. (lb/size) 8-886710.5-8, 5=886710-5-8
Max Hort 8-450(LC 4)
Max Uplift 8- •639(LC 3), 5—746(LC 4)
FORCES (lb) -Max, Comp,/Max, Ten. -All farces 250 (lb) or less except when shown.
TOP CHORD 1-8=-64341474,1-2=-83G61635,2-3=-5619/477
BOT CHORD 7-8=4151319,64-76418331, 5-6=-452/4583
WEBS 1-7=.717/10210, 2-7=-621/79, 2-6--46741402, 3-6=-691r8908. 3-5=-77901/196
NOTES.
1) 3 -ply truss to be connected together with 1Od (0.131 "x3") nails as follows:
Top chards connected as follows: 2x4 - 1 row at 04-0 on.
Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies. except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-05: 105mph; TCDL-10.8psf; BCDL=4.2psf; h=15ft: B-45ft, L 24ft: eave=oft:: Cat. Il; Exp C; enclosed, MWFRS (all
heights); cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL =1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water pending,
5) All plates are MT20 plates unless otherwise indicated.
6) Plates checked for a plus or minus 5 degree rotation about its center.
7) This truss has been designed for 19.0 bottom live load live toads,
ivp
a DO chord nonconourrent with any other
"This
``�
8) mass 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 verde will
fit between the bottom
�« 1,-1 ,, 01
' <
chord and any other members.
9) Provide mechanical connection (lay others) of truss to bearing plate capable of withstanding 639 to uplift at joint 8 and 746 to uplift at
joint 5.,
10) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used to the analysis and design of this truss.
7 T
.6766
11) Graphical purlifl representation does not depict the size or the orientation of the purtln along the tap and/or bottom chord.
rN
LOAD CASE(S) Standard
e
1) Dead + Roof Live (balanced): Lumber Increase=1,15, Plate lncrease=l,l5
Uniform Loads (plf)`r
"
Vert: 1-2=-96, 24=-96. 5-8=-1 198(F=_1184)
J# i W
ARNING - Mardy design Parameters ami READ NOTES ON €M s AND INCLUDED 40TEK REFERANCE PAGE Aid,7473 rev. 10103t" M BEFORE USE.
Design voikt for use only with faff :a& connectors. This design 4posed onI upon k+ara eie`rs shawxr, rana3 ss Prsr an individual bv¢kiing ce'arts{aanenf, na4
a truss ryxls h't. Before axe, the busiding designer mist verify tear appl cob ity od
de
rd'o+nesters rind property incorporate the deogn iron the ovteo5
building tie sign. Bracing indicated is to prevent bu{: khng of srol dual hos web andlor chord mernbeKs only. Additional tr rnperar., and pernnatine;nt te,ncirig i iTek
is ntwoys required for sisibilip and as prevent coflaspse wifl r possible personut injury and property dornage, for generrof quidasnce regarding the � T777 Greenback Lane
faboccation, storage, detrvery, erection sand bracing of trusses orad lees systeno, see. ANSUP'll Quality Criteria, USA -84 and SCSI 6uSi ng Component
Safety Information availabSa fitorn Truss Pkne institute. 218 hr tea Street. Surra 312, Alenands a^ °A .22384. Sures 109_.,._
4-4-8 4-4-8
4X4 =:
2
Z,
77
2x4 2X4 2x4
---------- - — ----- --
8-9-0
LOADING lost) SPACING- 2-0-0 CS1. DEFL� in (too) Lideff Ltd
PLATES GRIP
TCLL X0 Plate Grip DOL 1.15 TC 032 Ved(LL) 0,01 5 mr 120
MT20 197/144
TCDL 18,0 Lumber DOL 1,15 Be 0.10 Verb TL) 0,03 5 n/r 120
SCLL 0.0 Rep Stress Incr YES W8 0,04 i Horz(TL) 0.00 4 n/a ma
SCDL TO Code IRC2009/7PI2007 (Matrix)
1
Weight: 23 to FT = 0%
LUMBER- BRAC ING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins.
SOT CHORD 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0
Go bracing.
OTHERS 2x4 SPF No,2 jWWnioai;mends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
It# 4abon g
REACTIONS, (lb/size) 2=27417-3-2, 4=274/7-3-2, 6=34317-3-2
Max Hera 2=-81(LC 5)
Max Uplift 2=-57(LC 7), 4--57(LC 7)
FORCES, (to) -Max, Comp./Max, Ten, -All forces 250 (lb) or less except when shown.
WEBS 3-6=-280/22
NOTES -
1) Unbalanced roof live toads have been considered for this design.
2) Wind: ASCE 7-05; 105mph: TCDL=10,8psf, BCDL=4,2pst; h-15ft; 8=45ft; L=24ft: eave=4ft; Cat. 11; Exp C1, enclosed; MVVFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL=1,60
3) 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 pat bottom chord live load nonconcurrent with any other live toads,
6) * This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 to uplift at joint 2 and 57 to uplift at joint
4.
8) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer,
,*D0 L/
< �N
766 mo
01V Al
February 3,2016
AWARMNG- Venty design parameters acrd READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 rev. 1010312015 BEFORE USE,
Design vokd for vse only With. Mtei,* connectors,lhis design 6 tiosed ants, upparameters arameters Shawn, and k to, an indWidual bueding conVorient. not
a truss system. Before use. the hvildxrg designer aitist veffy the aprsficabllihe of dingin parameters and pospedy hroonotate 994 design Wo the overall
in
building design. Bracing indicated is to Crevent buckfing Cit individvor truss oeb and/or chord rnerntxes only, AddMonsst temporary and permanent bracing
Welk'
isobuilding�oye For eninot gvoiance nsgording the
rrynage g
srquked lorsrotmrtv and to reevent collopseelth possinie pendnol Oijury ondprontdor
7777 Greeisbaa Lane
fiobricaikw, storage, de9vety, erection and L-,Facingof trusses and truss eysieffn, see ANSI/TPII Gi"Vfy criteria, 0$8.69 one SCSI Bugling Component
State 109
satetyinformoban available from Wss Plate institute, 218 N, Lee Preel. Wle 3Q, Alexonddo, VA 22:3! 4.
1-1--l-1. — --
12x4 H
2X4 H
LOADING (par) SPACING- 2-0-0C1, DEFL. in (Joe) Udell Let
PLATES GRIP
TOLL 30.0 Plate Grip DOL 1,15TCS 0,23 Vert(LL) 0,00 2 rur 120
MT20 197/144
TCDL 18.0 Lumber DOL 1:15 BC 0.09 vert(TL) 0,01 3 nlr 120
BOLL 0.0 Rep Stress Incr YES We f]r0o Horz(TL) 0,00 2 me ma
BCDL TO 4 Code IRC2o0grrPI2Z (Matrix)
Weight I I to FT - 0%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly
applied or 3-11-8 Go purlins, except
BOT CHORD 2x4 SPF No,2 end verticals.
WEBS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0
oc bracing, _
lTek recommends that Stabttrz�rs and required crops bracing
�
be installed during truss erection,
in accordance with Stabilizer
-------------
REACTIONS. (ibisize) 4=16713.2-15,2=217/3-2-15
Max Herz 4=-107(LC 3)
Max Upfift4=-31(LC 3),2=-27(LC 7)
FORCES. db) - Max, Comp,/Max, Ten. - All forces 250 fib) or less except when shown.
NOTES -
1) Wmd: ASCE 7-05; 105mph; TCDL=10,8psf; BCDL=4.2psf; h=15ft; B=45ft; L=2411; eave-4t Cat, 11; Exp C; enclosed; MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed-, Lumber DOL=1,60 plate grip DOL -1,60
2) Plates checked for a plus or minus 5 degree rotation about its center,
3) Gable requires continuous bottom chord hearing,
4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads,
5) * This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-" 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 31 lb uplift at joint 4 and 27 lb uplift at joint
2,
7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
0 L Ii -
44% 19
o*
�n
February 3,2016
AWARNING. isindrdesign ihirionfern and READ NOTES ON TWS AND INCLUDEDOTE)KREFEPANCE PAGE fft-7473rw, 1MV2015BEFORE USE,
[Os
gbin valid ior use onis, wishhiffeffif conne0ors. This devign is based on,, Upon porwheteaikl
rs �hovn, rand 4 rof on indivud building component, not
usi
systern Sefore use. ihe butdfng designer must verify the oppkob ft of design parameters end wopertY,hcorrxxofe Per design into the oversTu iId,
buitting design Rrocing indicated Lc to prevent bvckiing of indokksol tans oeb and/or chord Members ono. Additional temporary and permanent brocing MiTek'
is OlOotys reqvired for stobilsy end to ptevern coikipse with possible perecial inim and property damage For generaf guidance regarding the 7777 Greenback tans
fab6calion, strxage. delivery. ere, ti0o Ond tvochg Of trusses and OuM V -steno, VHs ANSI111411 QualifyCriteda, DS4.81 and SCSI Sv4ding Component
Safety Infarrisoffon avaRciA.- ftom Tmo, More finafflure. 2Ui N. Lee Street Suite 312. Alexandria. VA V314
4=4.6 4-4-.8
2x4 it\
8,00 2�" ,r° ,� �, 2x4 11
(
€ i ,..✓"�.�_W_. _ ....._,... .,.._....., ___.. ,... ...t,. ..�..........
4
E ,
b
i _ ._.LJ
i
8 7 6
2x6 == 2x4 li 2x4 II 2x4 it 2x6 7,-
PfateC3?SXY�.��;C?_€i-t%f?-Q-i4j�4.Q-fwOG-i�-�4�k__.,_�mm,�..m_..k,�.�..k�..�..,..._.._�..�....._�...._....
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Utd
PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.95 TC 0.17 Vert LL) 0.00 5 n/r 120
MT20 197/144
TCDL 18.0 Lumber DOL 1.95 SC 0.17 Verf(TL) 0,00 5 n1r 920
SCLL 00 Pep Stress Incr YES We 000 Horz(TL) 0.00 15 nla ole
BCDL 7,0 Code IRC2009rTPI2007 (Matrix M)Weight:
26 Ib FT 0°tlrx
LUMBER- BRACING-
TOPCHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or IG
-0-0 or bracing.
OTHERS 2x4 SPF No.2 MSTek recatrrmends that Stabilizers and required cross bracing_.¶
[be installed during truss erection, in accordance with Stabilizer
REACTIONS, All bearings 7-3-2.
(to) - Max Horz 2=81 (LC 6)
Max Uplift All uplift 100 to or less at joint(s) 2, 4, 7, 8, 6
Max Grav All reactions 2501b or less at joint{s) 7, 8, 6 except 2=361(LC 1), 4=361(LC 1), 2=361(LC 1), 4- 81(LC
1)
FORCES. (Ib) • Max. Cortap.iMax. Ten. -All farces 250 (lb) or less except when shown.
TOP CHORD 2-3-W328152„ 3-4=-328152
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05: 105rnph; TCDL=10.8psf; BCDL=4.2psf, h -15ft; 8=45ft; L= Oft; cave=4it; Cat. It: Exp C; enclosed; MWFRS (all
heights); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL«1,60
3) 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 ANSV`rPI 1.
4) Plates checked for a plus or minus 5 degree rotation about its center.
5) Gable requires continuous bottom chord bearing,
6) Gable studs spaced at 1-4-0 oc,
7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wade will
�,NUO Ll
fit between the bottom chord and any other members,
xee��e
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10O Ib uplift at joint(s) 2, 4, 7, 8, 6, 2, 4.
"Semi-rigid
( �
10) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
„ `
m
6� 6
6_1766
February 3,2016
R
abARNING - Vsrdty destg» parxmeferx aced READ NOTES ON THIS AND INCLUDED irrK REFERANCE pAoE "1.7477 rev, iWON2015 BEFORE USE,
Design oif d far use only with W1iTeir8 conneciors his design is based on . upon pcararoeters shown. and is for car, ant!@Mutst buddingcornossnent,, not
a truss system Before use:. the bvAdingg designe- most verify he: aid*cab p of design port nrelen and reopens, 4,corporate fhls design tato the overall
buetdtag de m9n, sinning kncfivated s to prevent buckling of €ndioduat miss :b and/or chord mernbets onp Additional temporary and pernsonent pranning Tek'
is atnusys requited for stolidity and to prevent nt collapse w0h possbEe personal injury and property dstniage. For gersesol guidance regarding the g 7T77 Greenback lane
fabrication st
Int
19
7-3 fi. SA -s rs 22-0 0,
7-3,6 7-2-9 7.8-1
9 U 7
6
2x4 t9 3x4 3x4
3x4
---- --.... . _-_-J-4__!45- ,_.."_._- _.(..." .._. __.P .-_.. ,_..,...,...�
. ...._,_.. __,_..,,. ,..__._..,... ..._.._.._ .__.._.• 73-fi 7.2-8 7-B-1.�.__._..a._.�..,
';;a
----- - Ma.
�
'
LOADING (psi) SPACING- 2-0-0 GSI. DEFL in (loc) I/deft Ltd
TCLL 30.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.12 6-7 >999 240
� PLATES GRIP
MT20 1971144
TGDL 18.0 Lumber DOL 1.15 BC 0.6,'2 Vert(TL) -0.22 6-7 >999 180
SCLL 00 Rep Stress Incr YES WB 0,67 Horz(TL) 0.06 6 n%a nm
SCDL TO Cade IRC2009ITP12007 (Matrix M)
Weight 99 lb FT 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing
directly applied„ except end verticals.
SOT CHORD 2x4 SPF No.2 BLOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BS 2x4 SPF No,2 WEBS 2 Row at midpt
5-6, 2-7, 4-6
WEDS MtTak recommends that --abI niers and required crass bracing i
4 SPF No.2 be installed daring truss erection in accordance with Stabilizer
REACTIONS. (tbtsize) 1=1239/Mechanical, 6=1 3 1 010-5-8
Max Horz 1=421(LC 7)
Max Uplift 6=-203(LC 7)
FORGES. (Ib) -Max. Comp,/Max. Ten, -All forces 250 (Ib) or less except when shown..
TOR CHORD 1-2=-1996/0,2-3=-119410,3,-4-915/0,5-6=-290/81
BCT CHORD 1-9=_29211668, 8-9=-29213666, 7-8=-29 11666, 7-13-_1451937. 6-13=-145/937
WEB 2-7=-829!967, 4-7=-61631, 4-6=-13231205
NOTES -
1) Wind, ASCE 7-05; 205mph; TCDL=10.8psf; BCD1.=4.2psf; h=95ft. B=45ft; L=24fI', eave=4fi; Cat, ll; Exp C; enclosed, MWFRS (all
heights); cantilever Teff and right exposed: end vertical left exposed; Lumber DOL=1.60 plate grip Dt7L=1.60
2) Plates Checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 20.0 psi bottom chord live load nonconcurrent with any other live toads.
4) ' 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 Cather members, with BCDL = 7.0psf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(S) except (pf= tb) 6=203,
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
E`3 7 r
e
1 10 NI ,
_r t
WARNMNG - Viedfirdestp..ffind READ NOTES ON This AND BNCLUDEQ Nr7EK REFERANCE PAGE Wi 7473 rev.. fail IFIS BEFORE USE.
Design valid for use only with MiTe%;+EJ connectors fibs dnsu}r s eased orl ariaasr rnarinmelefs shown, and is for on induldual k utding cornponent. not
ea truss sydern Before. use. the building designer nnost verEfy She eapptscaab `u, o rte wgn pofornefess and gronaecty reicafparate this design Wo ire ovisio#
budrAng design, leachg indicated is to prevent buckisrg of 'sro*veducal truss web rand/or chard members only, Addifiancai ternparory and petmonent or sng i \. ..:,
is always resru0red fair stability canes to prevent collopsc with rxsssibfee personal;npu+.y and prspedy damage. For ge:nesrrsl guidance recording the 7777 Greenback Larne
fabbrirafsesn stcau3gea, de ivoy. erection toned brochg of trusses and nciss notears, see ANSbTPI I Qoo My Ceiferio, PS6-E9 and BCS/ lufflifing Component Sade 148
Safety tntomeafern cavoilabie from Trust Plote hastdute-, 2 i 8 K tee Street, Sure 3Q, Alexandria, VA 22314.
7-3-6 7-z-9 7.6-1
is 14 3x4 =
3,4
4x8 It 3A13 1211 to ss s 7
6
q tt
----- 3r 4e1o_.....
Pit 0ffsets.WY) _11,p 3,t# dr e _._w,
LOADING (psf, SPACING- 2.0.0 Csl. DEFL. in (too) Well Lid
PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.11 TC 0,99 Vert(LL) 0.08 15-49 >999 240
MT20 1971144
TCDL 18.0 Lumber DOL 65 BC 07.50 Vert{TL) -4.19 15-49 >720 180
BCL L 0.0 Rep Stress mer YES I WB 0,70 Horz(TL) 0,03 1 We tire
BCDL 7,0 Code IRC20709rrPI2007 (Matrix M)
Weight 190 to FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOPCHORD Structural wood sheathing
directly applied, except end verticals,
SOT CHORD 2x4 SPF No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oe bracing.
WEBS 2X4 SPF No,2 WEBS 1 Row at midpt
5-6,2-12,4-6
OTHERS 2x4 SPF No,2 MtTek recommends that
Stabilizers and required cross bracing
vs�:DE be installed during truss
erection in accordance with Stabilizer
Leis. 2x4 SPF No.2
REACTIONS, All bearings 10-5-8 except Ot=length) 1=0-5-8, 13=0-3-5.
(tb)- Max Herz 1=421(LC 7)
Max Uplift All uplift 1000 in or less at joints) 7 except 12=.126(L,C 7), 6=-194(LC 7)
Max rav All reactions 254 to or less at joints) 7, 8, 9, 10, 11, 13 except
1=787(LC 1), 12-1179(LC 1)„ 6-=373(LC 1)
FORCES, (to) -Max. GompWax. Ten, -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-107410, 5-6-292/81
BOT CHORD 1-15=-268/848,14-15=-268/848,13-14=-2681848,12-13=-268/848
WEBS 2-12=-899/181, 4-12=-698149
NOTES -
1) Wind: ASCE 7-05; 105mph; TCDL=10.£Ipsf; BCDL-4.2psf; h=15ft, 8=45ft; L=241t; eave=oft; Cal. It Exp C; enclosed; MWFRS (all
heights); cantilever teff and right exposed: end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consuik qualified building designer as per ANSVTPI 1,
3) All plates are 2x4 MT0 unless otherwise indicated.
4) Plates checked for a plus or minus 5 degree rotation about Its center.
0 L i ,
5) Gable studs spaced at 1.4.0 ac,
*******
6) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads.
7) " This has been for live 20.0psf bottom in 3°64) tall by 2-0-0
" *****
** ( **
truss designed a toad of on the chord all areas where a rectangle wide will
fit between the bottom chord and any other members, with BCDL = 7.0psf,
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 7 except (jt=1b)
12=126,6=194,56
9) „Semi-rigid fitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
*
February 3,2016
WARNING . Verily design pammeters *nd READ NOTES ON 7`101S ANt1INCLUGEO LATEX REFERANCE PAGE MI -7473 rev.. ttx+t1WINS BEFORE USE,.
ryessIn void tai use only with osTeirils connector, Thos design is based oniy "peri parameters shown, and 4 for an k ,dividvot building componern. not
a truss systern. 9etom use the tvu3n
dry dengron wrist verify fhe ofarl ob-ty of design paTornoters and prorauty:ncorporate this deOgyn onto the omearal
buitdingl denitrr. 6raciact Widiceated is to prevent buckling of individual truss web and/or chord merebeas only, Acldi loraoi ternporary and perm arrenl ioacinst i l 14.,..
n arvoys recturred for stoldirry and to prevent collopse vAth possible- penoraol injury and property damage, For ggane rol cguldance regording the 7777 Greenback Lane
featocation, storage, delivery, erec lion and brocingt of fusses and irup systems, see,: ANSpT?h Quality Cdieda, DSS -89 and SCSI Building Component
Solety tntarmalion avaitable from truss Plata: institute. 218 N Lee Street, Sure 312. Atexeandtra, VA 22314. SutYe tOs,»�
1_0_ s 6-11-6 6-11-6 34-0
SX6 = 4X6 Scale - lVe
5 6
5xif = 2X4 11 3X4 W sni 2X4
41,00 if
AWARNINO � Vorfryd..1911 andREADMOrES ON rate ANOINCLUDEVOTEXREFERANCE false 01-7473rov, 10,113120ISSEPORE USE,
Design valid for use onty with MiTekai connectors. This design is bowd cult upon panarneren, shown, and is for on indMdud bukiing component not
a rues systern Barren use, the buildoos designer must verify Phe arpleobi ity, of design ncswnefen sand property incorporate this despin Ode the overdo
building de6gin, Bu scingkicbcored is to prevent buc*Jing ot hdiAduW tyber web andiv chord ffietnben, only, Addiflonal ienrporcrry and P crent bracing MiTek'
is aWays required for OcitAh, and torxevent colopse %Mth possible personal rrqwy and popenh, darnage, Rw general gVsdonce regotdkiri the 7777 Grearibsia Lane
t0briCOWn' Stalogvr deiissn,. erection and brasmng of trusner and tom systene, Wo ANSI/Ti'll Quality Criteria, 15$8-89 and BCS! Building Component
Susie 109
Safety Information ovd4oble from Trans Plote institute, 218 N, Lee Streel, Suit-, 312, Alexandria, VA 22314.1 1. —
LOADING (psi} SPACING- 2-0-0 CSL DEFL, in (duct Vdefl Ltd
PLATES GRIP
TCLL 30,0 plate Grip DOL 1,15 TC OV Veft(LL) -0.12 8-9 >999 240
MT20 1971144
TCDL 18 0 Lumber DOL 115 SC 0A3 VerftTL) -023 8-9 >999 180
BCL L 0,0 Rep Stress Inor YES WE 0,85 Horz(TL) 0,07 7 n/a lost
BCDL 7,0 Code IRC2009ITP12007 (Matrix M)
Weif;K 127 Is FT = 0%
LUMBER. BRACING -
TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing
directly applied or 3-2-5 no purlins, except
BOT CHORD 2x4 SPF No,2 end verticals, and 2-0-0 oc puffins (6-0-0 max,): 5-6.
VVEBS 2x4 SPF No,2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing,
WEDGE WEBS I Row at inialpt
6.7,4-8, 5-8
Left: 2x4 SPF No.2 Marek recommends —that
`S—taih, j-11-z-ars"and- required cross bracing
be installed during truss
erection, in accordance with Stabilize
REACTIONS. difesize) 7=150510-5-8, 1=1390/Mechanical
Max Harz 1=403(LC 7)
Max UpIift7=-I95(LC 7), 1=-12(LC 7)
FORCES, (to) -Max, CompdMax, Ten, -All forces 250 (lb) or less except when shown.
TOP CHORD 1 -2= -2321t29,2 -3-1565/0,3-4=-1296/25,4-5=-658/32,5-6=-441162,6-7=-1438/202
BOT CHORD 1 -11= -33211957,10 -11=-33211957,9-10=-332/1957,9-15=.194/1273,8-15=-194/1273
WEBS 2-9=-779/157,4-9=-12/582, 4-8=-12221195, 5-8--278192, 6-8=-19511385
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-05: 105rnph, TCDL=10Spsd; BCDL=4.2psf, h=15ft; B-45ft; L=25ft: eave-4ft-, Cat, 11; Exp C. enclosed: MWFRS (all
heights); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending,
4) Plates checked for a plus or minus 5 degree rotation about its center,
5) This truss has been designed for a 10.0 per bottom chord live load nonconcurrent with any other live toads,
6) ' This truss has been designed for a We load of 20.Opsf an the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCOL = 7.Opsf.
7) Refer to for truss to truss connections.
9,ND 0 L
girder(s)
0..
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift at joint(s) I except Ot=lb)
7=195,
H , eo
9) 'Semi-rigid fixed heels" Member fixity in the design this truss,
pitchbreaks with end model was used analysts and of
10) Graphical puffin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord.
- 66
M0
/ONAk-
February 3,2016
AWARNINO � Vorfryd..1911 andREADMOrES ON rate ANOINCLUDEVOTEXREFERANCE false 01-7473rov, 10,113120ISSEPORE USE,
Design valid for use onty with MiTekai connectors. This design is bowd cult upon panarneren, shown, and is for on indMdud bukiing component not
a rues systern Barren use, the buildoos designer must verify Phe arpleobi ity, of design ncswnefen sand property incorporate this despin Ode the overdo
building de6gin, Bu scingkicbcored is to prevent buc*Jing ot hdiAduW tyber web andiv chord ffietnben, only, Addiflonal ienrporcrry and P crent bracing MiTek'
is aWays required for OcitAh, and torxevent colopse %Mth possible personal rrqwy and popenh, darnage, Rw general gVsdonce regotdkiri the 7777 Grearibsia Lane
t0briCOWn' Stalogvr deiissn,. erection and brasmng of trusner and tom systene, Wo ANSI/Ti'll Quality Criteria, 15$8-89 and BCS! Building Component
Susie 109
Safety Information ovd4oble from Trans Plote institute, 218 N, Lee Streel, Suit-, 312, Alexandria, VA 22314.1 1. —
RM
314
LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deli Ltd PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC ^ 0.13 Vert(LL) O,00 t mr 120 # MT20 1971144
TCDL 18.0 Lumber DOL 1,15 BC 0.05 Vert(TL) 0.00 1 ndr 120
RCLL 0 0 Rep Stress Incr YES WEI 000 Horz(TL) -0.00 4 nla rile
BCOL 7 O pp Code IRC20091TP12007 (Matrix) Weight. 9 to FT 0%
_._., ., ___-_11.-_-___-_- -----------
LUMBER- BRACING -
TOP CHORD 2x4 SPF N4.2 TOP CHORD Structural Wood sheathing directly applied or 3-7-0 oc purlins, except
BOTCH ORD 2X4 SPF No.2 end verticals.
EBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MdTek recdmmends that Stabilizers and required cross bracing m
be installed during truss erection in accordance with Stabilizer
REACTIONS. (lb/size) 4=13012-7-11, 2=20412-7-11
Max Harz 2=68(LC 4)
Max Uplift4w-13(LC 4), 2m-35(LC 7)
FORCES. glu, -Max. Comp./Max, Tera. -All forces 250 (ib) or less except when shown,
NOTES-
1)
OTE -1) Wind; ASCE 7.05; 105mph; TCDL=10,8psf, BCDL=4.2psf: h=15ft; B-45ii; L-24ft: cave -oft: Cat. ll, Exp C; enclosed; MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads.
5) • This truss has been designed for a live load of 20.0psf ori 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.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 4, 2.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consul( qualified building
designer.
010 0.
1'66 rri�
����•
+t AIA
WARNING • Venty Iger iraranseltes and READ NOTES 4N THIS AND INCLUDED AITEX REFERANCE PAGE MI -7473 rev, 1000312016 BEFORE USE. l
Design valid rcvuse csrety vyita PviTeA'4st connectors. This dr>sic2n is based em4v upon taarora Pecs shown. + razS u let can individual txvik96rug con sponeN. not @@
a rices system. Before use the'but1d des gnse most vetiN the appIscotolsNN of design pausnieicws and property` uncap vote this design into the overall �* €,
building design. Bracing indicated is to prevent buckling at kndiv dual trust web ondlor cho+d merrnbers ono, Add1#ieucct temporary and perrmsnent brat ing ek'
is a r cos rertuired Iar stability and ro prevent < oliapse: oath possible pertionral injury, and property donrage, For getseen guidonce reggotafirng the 7717 Greenback Larne
tabrcotion, storage, defivery, snection and brocing7 of mattes and truss systems see ANSItIMI Quality Criteria. 4SE•89 and SCSI BuSdinig Camponent � Sante 449
Safety information available trove Truss Plate frolitute. 2f 8 N lee Stmmi Suite 312, Alexandfro, VA 22.314. crm.,— ra axi
7 ti -0 ---------- . ..... 5-6 ---------------
7-0,0 8-5-4 8-7-0 8-5-4 1 7-0-0 1-0-0
6x6
6.00 RT U4 Us 6X8
3 4 74 7S 5 r 7 7r 77
24 23 22 21 20 19 I8 17 16 15 14 13 12 11
4x4 = Set ;= 300 = 4x4 =
3X4 =
19 ---�QFC? A4- .. ... . ......
7.0-0 8-5,4 2.7-10 4-6-12 -4-10'
----------- - --2:
Plate Offsets ,Y)-- (2:0-2-11,0-2-8i,f9:0-2-12,0-2-01,[200-3-0,0-0-4],[21a0-1-6,0-1-01,[29:0-1-14,0-1-0],132:0-1-14,0-1-0],1340-1-14,0-1-01,[43:0-1-14,D-1-01,[44.O-1-14,0-1-0l,
LOADING (psf)
SPACING-
2-0-0
TCLL
30,0
Plate Grip DOL
1,15
TCDL
1&0
Lumber DOL
t15
BOLL
00
Rep Stress Incr
YES
SCOL
7,0
Code IRC200gfTP12007
CSL
j DEFL.
in (too) Well L/d
TC 0,95
Verbl-L)
-0,08 21-22 >999 240
BG 0131
Vert(TL)
-0,18 21-22 >744 180
WB 0,48
Horz(TL)
0.02 11 n1a n1a
(Matrix -M)
LUMBER- BRACING -
TOP CHORD 2x6 SPF 210OF 1,8E *Except' TOP CHORD
4-6: 2x4 SPF 165OF 1.5E, 6-8: 20 SPF 240OF 2,6E
BOT CHORD 2x4 SPF No,2 BOT CHORD
WEBS 2x4 SPF No,2
OTHERS 2x4 SPF No.2 WEBS
REACTIONS. All bearings 9-1-8 except (jt=tength) 24=7-5-8,23=7-5-8,23=7-5-8, 11=5-7-8,
12=0-5-8,19=0-5-8,
(to) - Max Herz 24=-1 39(LC 5)
Max Uplift All uplift 100 lb or less at joints) 24, 23,19 except 16=-242(LC 7),
11=-19 (LC 7), 18=-144(LC 12)
MaxGrav All reactions 250 lb or less atioint(s) 14,14,17,18,12,19 except
24=317(LC 11), 23=1387(LC 1), 23=1387(LC 1), 16=1779(-C 12), 11=720(LC 12)
FORCE& (lb) - Max, Comp,/Max. Ten. - All forces 250 qb) or less except when shown.
TOPCHORD 2-3=-241334, 3-4=0/317, 4-74-6901156, 74-75�6901156, 5-75-6901156, 5-64032,
6-7=01332, 7-76=01332, 76-77=0/33Z 8- 7 7=01332, 8-9-677/123, 9-11 =-695/135,
2-24=-276/114
BOTCHORD 20 -21 -0/690 19 -20=01690,18-19=01690,17-18=0/690,16-17=01690,15-16=0/480,
14-15-0�480,13-14=01480,12-13=-291263,11-12-291263
WEBS 4-23=1 160182, 4-62--42/944, 21-62=45/911, 5-21-364/90, 5-16=4 1281136,
7-16--8751152, 8-16-9011125, 2-63=411196, 23-63--441/104
Weight 256 Ib FT = 0%
Structural wood sheathing directly applied or 6-0-0 or purlins, except
end verticals, and 2-0-0 oc purlins (2-2-0 brax.); 4-8.
Rigid ceiling directly applied or 10-0-Ooc bracing, Except:
6-0-0 on bracing: 22-23,21-22,
1 Row at micipt 5-16,8-16
Mii;irracdmin�ands that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide,
NOTES -
1) Unbalanced roof live toads have been considered for this design,
2) Wind: ASCE 7-05� 105mph; TCDL=10,8psf,, BCDL=4.2psf; h=1W B=45ft; L-24ff� eave=Sft� Cat. 11; Exp C,, enclosed: MWFRS (all
heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL -1 A0 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 ANSVTPI 1.
4) Provide adequate drainage to prevent water pending.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Plates checked for a plus or minus 5 degree rotation about its center.
7) Gable studs spared at 1-4-0 or,
8) This truss has been designed for a 100 Pat bottom chord live load nonconcurrent with any other live toads,
vl-A�Akpiva 'T, Kw-ls a &-cmi7m�pa-swt ri-o"weRms
fit between the bottom chord and any other members,
k&WARNING- - aeon, dexiltn para er-lays and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 rev. 1"312015 BEFORE USE.
Design vdfid for me only snith ioilirkO connectors. This design is based 01, upon paiarreten shown end is for on trefidduot t)uftncf Component not
a tmcnsydern. Before arse the ty0design Parameters orad prorrerf,' hcorporate this design into the ovecaft
building design f3facing indicotedrs to prevent buckfing of indfAducil bon, woo and/or chord nienv,,, Onlrl. Additksnal temporary and pent'doent brocco;
is alvvays recturred for stobigN and to rcsn,ent coltapse with possible personal invh, and property damage, Fax gerferof quidance tegardrog the
fob6cotian storage. defivery. erection and basting of innses and truss systeno, see ANSI/TPIIo
z1ft, Critemi. OS049 and SCSI Stsibling Component
Safety mlestoofion aK vailable fronr Tnou Pisrie Institute. 218 Lee Stye`f.Surn, 3 t 2, Alexandria, V 14
NDO LIC 'A�
X?,
44"7 6 6
lo
mea ex"ae ,r
X�
ONAUC-
MR'
MiTek
7777 Greenback Lane
StAle 109
NOTE
10) Bearing at joint(s) 24, 11 considers parallel to grain value using ANSIITPI I angle to grain formula. Building designer should verify capacity of treating surface,
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 24, 23, 19 except (pt=lb) 16=242, 11='113, 18=144.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
13) Graphical purlin representation does not depict the size or the orientation of the purfin along the top andlor bottom chord,
AWARNING. Verify design parannifinsand READ NOTES ON THIS AND INCLUDED NTEKREFERANCE PAGE MR-7473 rev, 1010312015SEFORE USE.
Design valid for use only vAth Niffekfifi ccnneclois. This desrgn is based ol upon ronanmen shown and is for an indtviduci ouRding component not
a hvoWstern. Nefcge use the buicing dshignermust veiffy the oprificat, 'Is, of de0qn paraffieren, and propedy cicorpmate the design 0a Ire overaii UK
buiidisdi deagn, Tracing indicated is rs prevent buckling of individuai Inn% neb and/or chord nnmbets only, Additional terripansis, and perynarient bracing MiTek
Feu general guidance tericuding the
tab6calkin, storage, derverv, ereciion and bracing or frusass and twu systemic, see ANSI/TPIl Quality Ciffedo, OSS-89 and SCSI Building Component 7777 Greenback Lane
Safety Information avistfable kon, Press Flute Inst4ute, 12 R Lee Street. Suite 312 Atexandda, VA 22314 Suite 409
._ € a o -a s.Vic?.. �._ .?. ._ __
5-3.7 4-3.0 1-0.0
MIM
mm
4x5p ii 2x4 it 4.'6 =3xiD `' 3xii = 2x4 it 4x10 l€
LOADING (Psf)
SPACING-
2-0-0
TCLL
300
Plate Grip DOL
1AS
TCDL
1&0
Lumber *'
1,15
BCLL
0,0
Rep Stress Incr
NO
BCDL
7,0
Code IRC2009rrPI2007
LUMBER-
fk CHORD a
BOT CHORD 2X6 SPF 210OF
WEBS 2x4 SPF No.2
WEDGE
Left: 2x4 SPF k #..
REACTIONS,t
Max Herz 2-102(LC 5)
Max UpDft2-398(LC 7),7=-398(LC 7)
CSI<
DBFi, in
(too) Udell Lid PLATES GRIP
T 0.38
Verl(LL) 0.11
7011 >999 24A MT20 197/144
SC' 17.29
Vert(TL) -0.2610-11
=999 180
VVS 0.30
Hora(TL) 0,04
7 n1a nta
(Matrix -M)
fight: 221 to FT - 0%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2. oc puffins (5-3-12 max.); 3-6.
OT CHORD
Rigid ceiling directly applied or 10 no bracing.
FORCES, (lb) -Max, Comp./Max, Ten, -All forces 250 (1b) or less except when shown.
TOPCHORD 2-3--37931596,3-20=-5088/813,4-20-.5089/8`12,4-21--6088/812,21-22-5088/812,
#.
r• l t # M..#.. 6-23-51131817,6-7-37861595
#•: M # 038,
7-9=-377/3064
WEBS 3-13-1281581, 3-11=-341/2431,4-11-294167,5-10-306/85,6-10-34712465,
6-9--1271562
NOTES -
1)
2 -ply truss to be i # togetherwith 10d # follows:
Top chords connected as follows� 2x4 - 1 row at 0-9-0 Go,
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: k 0-9-0 #
Unbalancedconnections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated,
roof live loads have been considered for this design,
t #` e i
i exposed; #verticalM exposed; N, . # i i# O.6) Plates .
checked5) Provide adequate drainage to prevent water pending,
for a plus or minus 5 degree rotation
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
fit between the bottom chord and #
k ofthis truss.
11) Graphical puffin representation does not depict orientation# the top and/or bottom
12) Hanger(s) or # Y down and 78 to up at
responsibility20-3-0, and 351 to down and 78 to up at 4-3-0 on bottom chord, The designiselection of such connection device(s) is the
of
WARN&NG - Verfir d"iftn ixarametars and READ NOTES ON THIS AND INCLUDED SOTE'M REFERANCE PAGE M18.7`473 rev. 4AMN2015 BEFORE USE..
Design volwi for we only voth efffek0i connectors This design 4 in aced aant�` upon poo aneetexc shown waned is lot an aardividrid Witting component, Fait
a truss ssWe 9etwer roe. the building designer must vedN the apinficab#rN of demon porarnelers and property incorporate this doogn into the. oveeral
building design Sracnq in6coteed is tlo prevent buaKfanU of individual tans vaesta sand/or chzxd members ohf3 Adc` 0l ,nal tesmtuacur ood pernronent bracing
is ofw=ays required for rlataNty and to prevent colFiraecr ovith pe Wide pe'rsonot in¢ury and propedty darvuryye- For Denwai DaxSance rseggoeAnsgd the
fcab6calion, stmoD" dclsvery, erienika, and lontcxfp of trusses and truss sysle rens see AXSI/TPIl Qupil% Cable o,. D$4419 and SCSI Shing Component
Safety IntormaSan avaaRable. Loan Truss Plate fnOrhste. Sift ra tee Street Suite M. Alexandccscz.'i is x23 4.
n°x
d
MR
Mie,
7777 Greenback lane
.°rune 409
ya
k
211
a
#
o #
MR
Mie,
7777 Greenback lane
.°rune 409
Torr buss I rriss l) pe
Qty PlyCreeke to 1 Ouasl PRan1A 3 Gar'
G C QH IMS 3I Phys Gudec
.�......�, .�_
1
214 p ea
Pa<s6u3Yd, balsiado waitgs,r a
T.S4t7 s Sep 292455 MiTek industries
ID:RKHiVCat H[ZVQnO3S2oGTJyKHSc-alRZb7kl
LOAD CASE(S) Standard
1) Dead -k Roof Live (balanced): Lumber Increase= 1.15, Plate increase -1.15
Uniform Loads (plf)
Vert: 1-3--96, 3 -6= -48(F=48), 6 -8=-W 13-14--14, 9-13=-159(F=-145), 9-17=-14
Concentrated Loads (lb)
Vert: 13--351(F) 9--351(F)
SNAR NG - Varffy de0gxa paraa➢stairs at+d READ NOTES ON rifts AND INCLUDED f1 -rEK REFERANCE PAGE M4471 rsv, i6 V2615 BEFORE USE:
Design volt f for vse dn@y Wth MUM canneecrare this design €s based os l € pon pararne ens shoos and rs test an indra ducA building component. not
bvt4,din design 3rtacan anhe Ctvsldmyt rJr:;soyynre nnrsS vw fy the ups. Ft:a o, tit desigxrn parameters enc! ptopeo encorparote this des trn into the overag
a 4russsystem Ware use. 3
g £t ` daces#ed is to prevent buy: tingt of indmduat truss aoeb andfcx chard reembers only Additkantd tF.'mpot'Can and parenonent txracein 5 i4i4i4 iTek
h a W retys re4uz ed far stability and its present collapse Voth Puss€tyle g m' onaY it Tway and property damage. For general g,,rttfome regarding the � 7777 Greenback Larne
f
fabrication staresge. deHvs`"p ere r#uan asrn+d htcacrrna of tsusza� Dead trnxss spit,>mns sere ANSI/TMI Quo* GriWo, DS4.84 and 6CSI bulding Component
Safety Informaltcan avodratatr from Fn ao Plate lrr fitvic 218 P tee Seeet, Suite 312, Alexondrki VA 22314. Suite 1p8
R4647$742
Ia 11 AV
3x10 iI 2x4 II 3x4 3x10; * 2x4 t8 3x90 I$
LOADING (psi SPACING• 2 0
CSL
TCL! 30,0 Plate Grip OOL 1.15
TC 0.86
T` 16,0 Lumber DOL 1.15
BC 068BCLL
0.0 " Rep Stress tner YES
0,24
BCDL 7.0 Coda IRC2009irP12007
(Matrix - M)
LUMBER -
TOP CHORD 2x4 SPF No.2
fight; 99 to FT - 0"k
BOT CHORD 20 SPF No.2
N CING-
BS 2x4 SRF No.2
SLIDER Left 2x6 SPF 2100E 1.8E 2-0.0, Right 2x6 SPF
2100E 1,8E 2-0.0
REACTIONS.♦Max Harz 2-131(LC 5)
Max Upifft2-141(LC 7),8-141(LC 7)
-
1h
4
I�
DEFL. in
(for) Well Ud PLATES GRIP
Vert(LL) -00011-13
>999 240 MT20 1971144
W .rvy'N
Vert(TL)0.2311-13
>999 180
Horx(TL) 0.08
8 n/a no
fight; 99 to FT - 0"k
N CING-
TOP CHORD
Structural wood sheathing directly applied or 13 oc purlins, except
2-0-0 oc purlins (2-7-4 max.);
BOT CHORD
Rod ceiling directly applied or 10-0-0 oc bracing.
MA Tek recommends that Stabil! and aired cross bracing
be installed during truss erection, in accordance with Stabihzer
NOTES-
Unbalanced
roof
* toadsbeen # dere for design.
Wind:a i #t# r. a * *: a .y +..e:. #: enclosed;
heights); cantilever eft
and rightexposed; LumberIt ft !0 plate #Y !
rightexposed; i
model3) Provide adequate drainage to prevent water pending,
4) Plates checked for a plus or minus 6 degree rotation about its center,
5) This truss has been designed for a 10.0 pal bottom chord live load nonconcturrent with any other live toads.
fit between the bottom chord and any other members,
8) 'Semi-rigid pitchibreaks, with fixed heels' Member end fixity
i design of this truss,
9) Graphical purfin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord,
.w �+l.,
{"'
W .rvy'N
pe4aadb
{ M •
wARMNO � Varity design pnnifto era and READ NOME ON MIS AND iNCIVOED WTEX REFERANCE PAGE ANt^WI risx. 10103IM5 BEFORE USE.
Deugn wAd for use only with hiiin tai connecttus This desugn n hosed ony upon pgrarnt es tesh a ni, and is for an imfiveivai buiUng component, not
a 8russ vyAnsm, tretare use the building designer muss vvnify the applic ab ur, of did,r9n roearrosiersand property incoriourafe lhis design Into the overol �
Wilding design i}+acing indicated is to present buckling c t inrdvAdual truss eefe and/or Chord members only. kdditionai ternporary and Psnwrrnert tyrocrog MiTek'
is 01yesys required for sfabi ty. and to prevent c oiEcspse with Possible persanal injsrns and properly domage.. Pau. genesr'oi rgue3rance rexgoating the
tclex4t Wa rra stonafe, a ksers, et'ection anti brocing of trusses and rniss syslm" e, see ANSOMI Quality Cgiedo, OSS -84 and BCSt Suitding Component 1'777 t3reanbsek Lane
Safety information aysr4o ie from truss £°totes Institute. 218 hr Lee Street Suite 332, Alftomdrtera. VA 21.394, suite 109....
mm.,_mm__ 77-3-0_
17 3 0 -------- 7-3-0 ._ o
mm
RM
vas _. 1 t "tu
3x96 ll 2,14 Il 3114 ' "` 3x10 w 2x4 li 3x10 ll
LOADING (psi SPACING-, 2-0.0 CSI.
TCLL 300 Plate Grip DOL 1.15 TC 0.85
TCDL 18:0 Lumber DCL 1,15 BC 0.50
BOLL 0.0 ' Rep Stress Incr YES We 0.25
BCDL 7.0 Code IRC 91TP12007 (Matr -M)
LUMBER -
TOP CHORD 2x4 SPF No.2
BOT CHORD 20 SPF No,2
BS 2x4 SPF No.2
SLIDER Leff 2x6 SPF 210OF 1.8E 2 Right 2x6 SPF 210OF 1,8E 2-0-0
REACTIONS. (lb/size) 2-144405-8,8-144410,,"
Max Herz 2-161(LC 5)
Max Upfift2-141(LC 7),8-144(LC 7)
I
DEFT.. In
(loc) tldett Ltd PLATES CMP
Vert(LL) -0.0713-16
>999 240 MT20 1971544
Vert( l.) -0.15
13-16 >999 180
Horz(TL) 0.06
8 n1a n1a
Weight: 502 Ib FT = 0%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2«0 oc purlins, except
2- oc purlins (4-2-15 max,): 4-6.
BOT CHORD
Rigid ceiling directly applied or 10-0.0 oc bracing.
iek recommends that Stabstfzats and rePul cross bracsng
St
[be7instaltedduring tresseractron, In ordance with Stebrlezer
.__.�..w........_..�._......."............. _ _...a..�._
FORCES.. e (lb) or less except when sho"
TOPCHORD 2-3--46510,3-4--1627/197,4-22-16331218 5-22-16361217, 5-2371B36/217,
6-23--16331218, 6-7--16271197, a
•!. *i2 -13=0/1361,12-13-011358,11-12=011358,. 10-11=011358,8-10-011361
!. .
1) Unbalanced roof live loads have been considered for this design,
C: enclosed; MWFRS (all
heights); #s. exposed.t vertical left t exposed; Lumber M i platete • 61
3) Provide adequate drainage to prevent water pending.
4) Plates checked for a plus or minus 6 degree rotation about its cemer
6) This truss has been designed for a I OO psf bottom chord live load nonconcurrent with any other live loads
fit between the bottom ho t4members,
f .
e "Semi-rigid pftchbreaks with fixed A fixity modelused .. the analysis d design of
9) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord.
February 3,2016
WARNING- V drYdmsi4n pera ederi and READ NOES ON THIS AND INCLUDED T X R RERANC PAG F01,7473 rev, ftl15 BEFORE USE,.
Desrgn v 7fra for use only vw"attr MrT K& connectors, ihtc deng i cc coned onf', upon focotnieters shown, and is for on fndividual truMing aornpone:nt, not
atruss ooterre Berate use, the building dem9ne*r roust vicity the applicaLSriTTr of design p torneters and prope4y incorporole this design f nic, Eire 0000S ^
buil Lang design Bracing indicated is to ftrevr nl buckling of irdAdupt fruss wtb and/or c hotii members only, Addifionot lernpor<xy arca r onwnenf brraa'srnr.,i 44! � S
is of ofa feriusaed roc stabalip tuna ro f fevenl coldrne MinMinpossrble percon ai inoxy and properly doniot�pe, ixx genK g:aidanece regtordsng 4he ;�s7777 Greenback Lanefabric atie:n slur<age. deliveey. erection ,and kxur rand of truchn trod tons systea s, see ANSIitPI l Qualify C41edo, DS94? and RCS[ 9ultding Component
Solely Informaffoo oofetable from iPuo falcate institute, 218 N Lee Street Wife 3Q, Aferanck a. VA 22314, Sutra iQ9_.._ — —
EMM
om
14 Ile
300 = 3x4 .=
EM
0
rh
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-05; 105mph; TCDL-10.8psf-, BCDL=4,2psf; h-15ft-1 B=45ft; L=251t; eaveshitft; Cat, 11; Exp C; enclosed; MWFRS (all
heights): cantilever t. rightexposed t vertical♦ right exposed; LumberDOL=1,60 plate grip i•. r1
Provide adrainage
4) Plates checked for plus or degree Pt
5) This truss has been designed for a 10,0 ♦ bottom chord live load nonconcurrent with any other five loads.
i
8) "Semi-rigid pitchbreakswith fixed heeW'Member end fixity model was used in the analysis and design ofthis truss
9) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord.
ZMEMME
4NARNING - Verify design parameters and READ NOTES ON VUS AND WCLUDED MTEK REFERANCE PAGE lNft-7473 reu, 1",S/705 BEFORE USE.
Design voted for use onty vvith s si8ekOD connectors, this desonr is bossed r,fv urea praromete rs shown. and is for an indiMduad kauei; ing c ottaaponent nrar..
o truss system, ferfore use, the brsbdtrvg designer most verity We opplicxabally of design ncasamefens rand property ancorp rofe the i
design :nta dire ovefol
but ding ^i_ sign. Bracing dnd`scrn _d is Ica prevent hocking rat indiadual truss web and/n, chord mernberts ,ares. AdditkrrorY ternporafy ,arid peenanent brociny7
ds 01exac rest tired for sdeooWly and to prevent cotio€ or work, pos0ble: remsontat uniun, and property darruage For general gvidonc.e ragordrag the 7T77 Greenback iers�
PaGr4c,alfara sforix tua r,#ehoert�, erec.taon ans.9 brac8*+g or busses and /suss c+ tenas, seas ANSIfi'tii i2ua, y Criteria, DW99 and DCSI bossing Component
09
Sala Intormad4on avaai able Serra Truica Plate Instituto, 3I&d N tae Siree.d Suite 333, Akvxardrio. VA ?23 d4. Sukle �,
ty �,� ..a,.rirx en —
Plate Onsets (MY E
LOADING (psi) SPACING- 2" CSI. DEFL. in
(Ioc) Well L/d PLATES GRIP
TCLL 34.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -018
1214 >999 240 MT20 1971144
TCDL 18.4 Lumber DOL 1.15 SC 4.58 Vert(TL) -0.29
12-14 >999 184
BOLL 0.0 ' Rep Stress Incr YES WB 4.30 Horz(TL) 4.48
10 nla me
BCDL 7.0 Code IRC2009ri`PI2007 (matrix -M)
Weight: 111 Ib FT = 00,E
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
Structural wood sheathing directly applied or 3-5-15 oc purffns, except
BOT CHORD 2x4 SPF No.2
2 on purlins (-0-3 max.): 5-7.
BS 2x4 SPF No.2 BOT CHORD
Rigid ceiling directly applied or 10-0.0 oc bracing,
SLIDER Leff 2x8 SPF 270f?F 1.8E 2-0-0, Right 2x6 SPF 2100E 9.8E 2-0-0
fp�°eenals ihat sfabtltzers and equtred cress bracing»
he installed during truss erection, In accordance with Stabilizer
REACTIONS. (lb/size) 2=149310- 10=149310.5.8
Max Harz 2=-191(LC 5)
Max Uplfft2-141(LC 7), 10=«141(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 254 (to) or less except when shown.
TOP CHORD 2-3=-71610, 3-4=-1923!19$, 4-5=-188$1213, 5-23=•131$1207, 8-23--1313/207,
6.24=-13131207, 7-24=-13911207, 7-8-1688/213, 8-9-1923/198„ 9-10-716/0
BOT CHORD 2-14-4011514, 13-14=0/1419, 13-25=411419, 25-26-0/1419, 12.26=011419,
10-1 2=4011514
BS 4-14-261/119, 5.14=-391492.6-14--331165, -12-331165, 7-12=-391492,
8-1=-2671119
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-05; 105mph; TCDL-10.8psf-, BCDL=4,2psf; h-15ft-1 B=45ft; L=251t; eaveshitft; Cat, 11; Exp C; enclosed; MWFRS (all
heights): cantilever t. rightexposed t vertical♦ right exposed; LumberDOL=1,60 plate grip i•. r1
Provide adrainage
4) Plates checked for plus or degree Pt
5) This truss has been designed for a 10,0 ♦ bottom chord live load nonconcurrent with any other five loads.
i
8) "Semi-rigid pitchbreakswith fixed heeW'Member end fixity model was used in the analysis and design ofthis truss
9) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord.
ZMEMME
4NARNING - Verify design parameters and READ NOTES ON VUS AND WCLUDED MTEK REFERANCE PAGE lNft-7473 reu, 1",S/705 BEFORE USE.
Design voted for use onty vvith s si8ekOD connectors, this desonr is bossed r,fv urea praromete rs shown. and is for an indiMduad kauei; ing c ottaaponent nrar..
o truss system, ferfore use, the brsbdtrvg designer most verity We opplicxabally of design ncasamefens rand property ancorp rofe the i
design :nta dire ovefol
but ding ^i_ sign. Bracing dnd`scrn _d is Ica prevent hocking rat indiadual truss web and/n, chord mernberts ,ares. AdditkrrorY ternporafy ,arid peenanent brociny7
ds 01exac rest tired for sdeooWly and to prevent cotio€ or work, pos0ble: remsontat uniun, and property darruage For general gvidonc.e ragordrag the 7T77 Greenback iers�
PaGr4c,alfara sforix tua r,#ehoert�, erec.taon ans.9 brac8*+g or busses and /suss c+ tenas, seas ANSIfi'tii i2ua, y Criteria, DW99 and DCSI bossing Component
09
Sala Intormad4on avaai able Serra Truica Plate Instituto, 3I&d N tae Siree.d Suite 333, Akvxardrio. VA ?23 d4. Sukle �,
ty �,� ..a,.rirx en —
7-LIU br•$-4 4-71-12 4.0-3 4-11.22 c, -;t-4 1-"
400
Scale x 1:48.8
4X8
15 13 12 11
3x40 ii
2x4 It 30 3x4 - skits = 2x4 39 3x40 it
LOADING (pit) SPACING- 2-0-0
CSE.
TCLL 307.0 Plate Grip DOL 1.15
TC 0.45
TCDL 18.Q Lumber DOL 1.15
BC 0.52
SELL 0.0 * Rep Stress tncr YES
WE 0.28
DL 7.0 Cade tRC2009rrPE2007
(Matrix- )
LUMBER -
TOP CHORD 2x4 SPF No,2
Weight: 118 Ib FT = O%
BOT CHORD 2x4 SPF No.2
BRACING-
BS 2x4 SPF No.2
SLIDER Lett 2x6 SPF 2100E 1.8E 2-0.0, Right 2x6 SPF 2100E 1.8E 2-0-0
A
DEFL. in
(toe) Udell Ltd PLATES RIP
' T,•E ..
Vert(LL) x'8.061315
>999 240 MT20 1971144
Vart(TC.) -0,151315
>999 180
Horz(TL) 0,07
9 nia Did
Weight: 118 Ib FT = O%
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-10-15 or purlins, except
2-0-0 oc purlins (5.311 max.):
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
BS
1 Row at rnidpt -12
ss bracngTec_ sn
MmedhSed_ re_u_ied_
installed during truss erection, in accordance with Stabilizer
FORCES.#forces
TOP ♦ ♦t °:
7-8=-18281190,8-9--601/17
i2-15-24/1436,14-15-2411436,13-14-2411436,12-13=0/1 128,11-12-2411436,
R -I 1-24/1436
7-12-409/127
NOTES-
1)
Unbalanced
10 p,. Vi s # # #enclosed;
heights)� Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL -160
Provide . "# u drainage o prevent ws pending.
4) Plates checked for a plus or minus 6 degree rotation about
5) This truss has been designed for a 104 psf bottom chord live load nonconcurrent with any other live loads,
fit between the bottom chord and any other members,
# } Member# fixity modeland design of this truss,
9) Graphical purfin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord,
ARNNG VmiPYdmsd n Rvrmmeraand READ NOTES CIN T sANp INCLUDEDWISKREFERANCE RAGE.474P9 mv, 4d92o#S EFDRE USE.
Car.sagn valid he use Only Wth oNTeko, cu ne;cLors TFs s de^u':gn is leased onti` vprn drearesnerdmr shows and ii for caro snetividsed building component neat
a truss syderr, Before Brie Phe F.rubling desigrwu must yr nfy the applic ate0b, at dessgrr potometers and pre» erty hccvpcxate this <tes3gn in8rs the cve(aN
b ifding de5igtn. Bracing andicaled is to prevent buckNngt nF onr3dvit{ual tees web ondlorr chord nr rr beo ontV Adell4ic>reai Pe ryevrary arre9 t'srtr aroent tar+xclrtcp Welk'
k of crys aacu fled for stabkGty and to prevent "apse vont pocvbte preys mal injury and ryopers darnage, For gerseaai guidance recording the ?i77 Greenback Lane
Orange. delivery. erection and kareac v.g Of trusses and ticU, Wsleffs&, see ANSU#Btt Quality Cdtedo, OSS -BY rind acsf evading Component
Safety Information cavabk)bks fronn Ervss Plate innsfih ve, 218 N tee Sneer SOO 312, Alexandria. VA 2'x314. suite t09._.,« a n
e
' T,•E ..
�0 CY,
t #
/ 6' } 3
8/6'W_
ARNNG VmiPYdmsd n Rvrmmeraand READ NOTES CIN T sANp INCLUDEDWISKREFERANCE RAGE.474P9 mv, 4d92o#S EFDRE USE.
Car.sagn valid he use Only Wth oNTeko, cu ne;cLors TFs s de^u':gn is leased onti` vprn drearesnerdmr shows and ii for caro snetividsed building component neat
a truss syderr, Before Brie Phe F.rubling desigrwu must yr nfy the applic ate0b, at dessgrr potometers and pre» erty hccvpcxate this <tes3gn in8rs the cve(aN
b ifding de5igtn. Bracing andicaled is to prevent buckNngt nF onr3dvit{ual tees web ondlorr chord nr rr beo ontV Adell4ic>reai Pe ryevrary arre9 t'srtr aroent tar+xclrtcp Welk'
k of crys aacu fled for stabkGty and to prevent "apse vont pocvbte preys mal injury and ryopers darnage, For gerseaai guidance recording the ?i77 Greenback Lane
Orange. delivery. erection and kareac v.g Of trusses and ticU, Wsleffs&, see ANSU#Btt Quality Cdtedo, OSS -BY rind acsf evading Component
Safety Information cavabk)bks fronn Ervss Plate innsfih ve, 218 N tee Sneer SOO 312, Alexandria. VA 2'x314. suite t09._.,« a n
I
50P zvisv�o mi
ILrRKFieVGbHIZVGjrnr73 2oGTJyKHSc-
.6.„,-th4it SO2^9i
5-8-12 _„ -0-o 5.8.12
15 •` 13 12 11
3x'14 ti 2x4 It 3x4 ma 3x4 = 300 20 It 3x90 €I
0
A
a�
R46475747
LOADING (psi) SPACING- 2®0 0 CSI. DEFL, in (loc) Udell Lid
PLATES GRIP
TCLL 30.0 Plate Grip DOL 9.15 TC 0.54 Vert(LL) -t} 06 13-15 >999 240
0 1971144
TCDL 13.0 Lumber DOL 1.35 BC 0.43 Vert(TL) -0.16 13-15 >999 180
BCLL 0.0 ' Rep Stress Ince YES We 0.47 Horz(TL) 0.07 9 We We
BCDL 7.0 Cade IRC2009frPI2007 (Matrix-M)Weight:
124 Ib FT -O%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No,2 TOPCHORD Structural wood sheathing directly applied or 3-90-7 oc purlins, except
BOT CHORD 20 SPF No. 2-0-0 oc pudins (54-14 max.): 5-6.
BS 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
SLIDER Left 24 SPF 2100E 3.8E 2-0-0, Right 2x6 SPF 2100E 1.8E 2-0-0 WEBS 9 Row at mkipt 42
_
-;Tek reco nds that Stabilizers and required cross bracing
be installed during truss erection,
in accordance with Stabilizer
REACTIONS. (tblsize) 2=1444/0-6-8,9-144410-5-8
Max Harz 2=250(LC 6)
Max Uplift2=-141(LC 7), 9-141 (LC 7)
FORCES. (to) - Max. Cornp.7Max. "ren. - All forces 250 (Ib) or, less except when shown.
TOPCHORD 2-355970, 3-4--1821/195,4-5-13871237, 5.6--1022/236, 6-7=-93901237,
7-8=48201195,8-9-56110
BOT CHORD 2-1 5-9 671 422, 1 4-1 5-9 611 422, 13-14.-_4671422, 12-13=071019, 11-12— 1619427,
9-11-16/1421
WEBS 4-93-535%150, 5-13=-61/356, 6-12--611407, 7-12--5311149
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-05: 105mph; TCOL=10,8psf; BCDL-4.2psf; h=15ft; 8=45ft, L=25ft; eaves 4ft„ Cat, It, Exp C; enclosed; MWFRS (ail
heights); cantilever left and eight exposed; end vertical left and right exposed; Lumber DOL= 1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 5 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads..
6) ' This truss has been designed for a live toad of 20.Opsf can the bottom chard in all areas where a rectangle 3a -6-0 tall by 2-0.0 wide will
fit between the bottom chard and any other members.i
) , r
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 900 Ib uplift at joint(s) except at --lb) 2-141,
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
#
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
i6 l
a ^v s
Z
4..x N
February 3,201
WARNNG . Verfy deiign parameradri REAL) NOTES 1N TNS AND tNGL UUtNTE:fR FERANC PAGE &Nt-7413 rev, fareV2015 BEFORE USE.
..
Design vand fes use only with Peters, ccnnectom Ihes desmon is based only upon p ator netees shown. and ;is for an fndrociuse raurKng component, next
,;a Goss syste tri Before use the: building cbrognar must'eerily the oppiaccabirty of deOgn p aron"elen on1 Property ,ncrepo ote this deskin into the ^uera4
bu7r req, design, #kac.tnga irnircWed is to pre"- You ekfingP or indioduwal fru s web ondire chord members orate. Additional temporary and permanent bra6ng MiTek' ek„
ns aMeays retrutrea frzs s#nI'aatrPy ar5d iia pmsver.t crdkrgrses ewt#fP ria5sttate pEStseanal ,rein GRnC9 raappesh c3cPar-rrige, For ggenereat 320donce reg7o0ng this y Greenback LaneroYam, alo,rr storage, delivery, erection and kxax ing of trusses eared tures sy5 erns. see ANSIPPIi Quality criteria. DS8.6k and SCSI 8a5dma Componen7777 Greaat
Safety Information cr+cel able3 fon, Crain Elate trtttrtart e. 211E N Lee Street Sk.Oe 33'2, Alexcuacirks, VA 72344. Suite109 ..«,,., r., e,c,
4X6 11 Scare =1:66.1
8,00 FF 6
3s10 I4
30 == 3x6 3X4 3X10 11
LOADING (psi}
SPACING-
2-0-0
CSI.
DEFL.
in itoc)
Well
Ud
TCLL 30,0
Plate Grip DOL
1.15
TC 0.74
Vert(LL)
-0,29 12-14
>999
240
TCDL 18,0
Lumber DOL
1.15
BC 034
Vert(TL)
-0,42 12-14
1,696
180
BCLL 0.0
Rep Stress Incr
YES
VVB 0,22
Horz(TL)
0.07 10
n/a
n1a
BCDL TO
Code IRC2009ITP12007
(Matrix -M}
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
BOT CHORD 20 SPF No. BOT CHORD
WEBS 2x4 SPF No,2
SLIDER Left 2x6 SPF 2100F' 1,8E 2-0-0, Right 2x6 SPF 2100F 1,8E 2-"
REACTIONS(thifiaze) 2-1529/0-5-8,10-1529/0-5-8
Max Harz 2=262(LC 6)
Max Up!1112�141(LC 7),10-141(LC 7)
FORCES, (lb) - Max, Comp,/Max, Ten, - All forces 250 fift) or less except when shown,
TOPCHORD 2-3--64610,3-4--197112,01,4-5-17901238,5-6-1624t3D3,6-7-1624/303,
7-8-179W238,8-9--197112,01, 9-10-64610
BOTCHORD 2 -14 -17/1538,14-23=0/1063,13-23--0/1063,13-24=0/1063,12-24-011063,
10-12-17/1538
WEBS 6-12-115f7l9,8-12-482JI83,6-14-1151719,4-14-482/183
Structural wood sheathing directly applied or 2-4-4 oc purfins.
Rigid calling rfirecOy applied or 10-0-0 oc bracing.
and iWfe-k-recommends that Stabiiz-eis tjea-Cj;i; -bjjC- ini
be installed during truss erection, in accordance with Stabilizer
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Who: ASCE 7-05� 105mph; TCDL=10,8psf; BCDL=4,2psf,* h-15ft; 8-45ft; L=25ft eave=,tt Cat. 0; Exp, C; enclosed, WWRS (all
heights); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=1.i6
3) Plates checked for a plus or minus 5 degree rotation about its center,
'I) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
5) * Thn, 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 BODL - TOpsf.
9) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 ftr uplift at joint(s) except (#=to) 2=141,
10=141,
7) "Semgid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of INS truss,
A WARAWNG < Vson, design parafflotersand READ NOTES ON THISAND INCLUDEOLATER REFS R"CE PAGE MI -7473 rev, 101031205BEFORE VSE.
DeOgirr vagot for ease cuts, Wth IdirekO connectors This desotn, is tamed 011 ui�Dn, fectiannetery shown, arul � for an indoAdurs! batiding cornporoud not
bis t
a truss system, aelore wte, the building deaS�tner must verify the snupficobt ty design parameters and proptnty ncorporate this design into the overaft
bu4cing dsssign bracing indrc.cned is to prevent brickfing of rndurdursl truss, r,*b and/or chord rneustrers onty. Additional tenasoosry and permanent bracing
is oisyays required ttv stobdity and to prevent cdkspse with gensable personal inivry and pancerts, damage, Fyx gerusail quiskincy, regarding the
fabrication. Moeige. delivery, toecfion and brocing of trassee end truss systems, ses, ANSIjUrn Qualifir Criteria, DSD -84 and SCSI building Component
Safety Infornsaffan ovalloble from Truss Plate Inokore, 218 N, Lee Sireet Suite 3r2, Alexandria VA "12314
Q11
16 rr:
x,
"TF=
Greekskie
tCamrYsarr Carder j 9
Teao»s
ID RKHiVGbH#2VGinQ3S2oGT
6-3-4 5.11-12
44 si
s.t, -2 6
4x50 2.6 It fix$ " toxic = 3xio tS toxic
I
LOADING (psf) SPACING- 2-0-0 CSI.
�iEFL. in
in
(toc) Udeti Lid PLATES GRIP
TOLL 30.0 Plate Grip DOL 1.166 TC 17:73
Ved(LL) 0,
10-11 >999 240 MT20 197/144
TCDL 18.0 Lumber DOL 1.15 Sc, 0.59 1
Vert(TL) -0.3410-11
>860 180
BELL 0,0 * Rep Stress Incr NO WD 0.90
Horz(TL) 0.06
8 BID n1a
BCDL 7.0 Cade IRC20091TP12007 (Matrix -M.)
WalqK 283 to FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SPF 1650E I.5E
TCP CHORD
Structural wood sheathing directly applied or 4-1-14 oc purlins.
BOT CHORD 2x8 OF 1950E 1.7E
BOT CHORD
Rigid ceiling directly applied or 10-0.0 Be bracing.
BS 2x4 SPF No.2
WEDGE
Lett: 2x4 SP No"3, Right: 2x6 SPF 21OOF 9.8E
REACTIONS. (lb/size) 2-491410-", 8-788010-5-8
Max Hort 2--262(LC 15)
Max Uplitt2=-200(LG 7)
FORCES. (tb) -Max. Comp.! ax. Ten. -AN forces 250 (Ib) or less except when shown,
TOP CHORD 2 -3 -76601321,3-4--72701196,4-5-7107/260, -6-71071260,6-7-72711195,
7-8-1077210
BOT CHORD 2-1 3=-1 1 616228.1 2-1 3=-1 1 616228, 12-20=-11 228, 1 1-20=-1 1 6162 28,
1 1-2 1-018846,
21-22-018846, 22-23=0!8846, 10-23=018646, 10-24-018846, 24-25=018846, 25.26-0/88'46,
8-26.0%8846
BS 5-11-160/7326,7-11=-368710,7-10=0/3585,3-11=-4231262
NOTES-
1)
to be connected together with 10dr
.131"x3") nails as follows:Top chords connected as foffows� 2x4 - I row at 0-4-0 oc
Bottom chords connected as follows: 2x8 - 2 rows staggered at "-0 oc,
Webs connected as follows: 2*4 - I row at 0-9-0 DO,
connectionsbeen f # Y to distribute only loads notedaor otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE r • # # enclosed;
heights); cantilever left and Fight exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=1.60
5) Plates checked for « plus or degree »ati about its center,
6) This truss has been designed for a 10,0 pat bottom chord live load nonconcurrent with any other live loads,
» r •. 1
fit between the bottom # and any other members.
.#.
# # r# r r##. t u t# r. k# r r • a... » f f
'Semi-figid pdchbreaks# heels" Member end fixity model was used in the analysis and design of
10) Rer(s) or other connection R" provided sufficient to support concentrated .» Y down and 535 lb up at
responsibility10-10-8, 1376 to down and 21 to up at 12-6-12,1376 lb down and 21 lb up at 14-6-12,1225 to down at 16-6-12,1225 lb down at
18-6-12, and 1225 lb down at 20-6-12, and 1225 lb down at 22-6-12 on bottom chord, The design/selection of such connection
device(s) is the others,
LOAD CASE(S) Standard
MYARN4NG , VeBfy de ovn panoneters end READ NorES oft ruiS AND INCLUDED ANrEK REFERANC'E PAGE M1, 7473 me 10103AND5 BEFORE USE.
Cessori w2fid iraa use only Win 1 TakS cr rine!ctors Phis design is t cried crezfi�t ug�zn �?rane�t�xs ttt��rcxa ��rvrJ ks tcv exr� ?sxd9vkltrs�8 i�!a;?�iiteo �.-omFsTrtes�P. roaz7
tt truss
system. i3efext'e lase, the #aavEde. designer must vedty They ar+pkcati ty or design poson+esten, and propeaty inr.;tsrporote this demon into this overal
b iribnG ie str'anAdditional temirnsr xty and pr,:nnonent broom#
is atooayi r€ qutr<ed for stabt7a'iy and fo preve, of coxaapse: w;rfit possa de demented tri usy and properry darnrtc,3e. For Generot ovadcarx.e mGarding the
fabrication stmape. d0very, erectionand taar;nc of Owse5 and "anus systems, see ANSI/Ml Quality Cdterfa, OSS -89 and BCSt Satisfies Component
Safety informaNan ravottaab4e from lrwaNate fn0tufe, 7.SkiN tee StreeR Suite3t7.Aie:zonatio,VA 2,2114.
MiTek
7777 Greenback Lane
Smile 109
LOAD CASE(S) Standard
1) Dead + goof Live (balanced) Lumber Increase=1 . 15, Plate Increase=1 . 15
Uniform Loads (pit)
Veit: 1-5-96,5-9-96,14-17-14
Concentrated Loads (ib)
Vert: 20-2257(B) 21=-1376(0) 22--1376(0) 23--1275(B) 24=-1225(8) 25--1225(0) 26=-1225(0)
kt/ARMMG • Vedify desegra ga.0ters wed READ NOTES GN rm$ AND tNCLUDEA NY TEK REFERANCE PAGE 014413 rev. MUMS BEFORE USE.
Denign valid Pc» use onN voth NoTeF, connectaas This design is Word onh, upon parameters show .sand is for on indivicesd building conesonera, not
a truss syste rn. before use,. the building designer musk verity she axpplk- ability, at design poromete+s and property incorporate t?an design into the: overoll
huRding design. 9rca ' Ing Indicated is to txev rat buck" of iniavdual trans vvrr a and/orchard roeerotaers ennly. Adri ttt n al tempoorry and peunnncrnt Too 4w � 8 i4
ss always required dor statelity and to g:envun olkipse, vwtta possi +de pe nal injury and property damage. Far general guidance re garding the T'7P7 Greenback Cane
tsatsrd atxsn staxavge deltva,ty.. err ctrran orad bracing sng of trusser and Innis +yst n a. s.e .ANSI/TPtt Quality Cri edcr DSI. $4 and eCSt l u kthaf Component
$
otetp tntorisoitori available frorn Truss Plate 9r Mute. 2111 N tee Strt.et Su+e .it'd Atex,and o VA 23id. Same 1129
,...._,__ ,.._,.._....,_ ._..,...r._. ,_,_,_,_........ .....�......,... __.._,.�,... .� _.,....... _....._ _ _._._. Ctlq,,r�Neigbts
14
9
N
1.0-0 3.2-12
Scam = 1; 44.1
4x4 ==
2x8 II
LOADING (psf) SPACING-
0 0
CSI.
TCLL 3ii.ti Plate Grip DOL
1.15
TC 0.14
TCDL 18.6) Lumber DOL
1.15
BC 0.12
BOLL 0.0 f Rep Stress Iner
YES
WB 0.00
BCDL 7.0 Code IRC2009iT°PI2007
(Matrix - M)
LUMBER -
Fio#z(TL)
61.110
TOP CHORD 2x4 SPF No.2
rain
We
SOT CHORD 2x4 SPF No.2
WEDGE
Left: 2x4 SPF No.2
REACTIONS, (lb/size) 3=118CMechanlcal, 2=2850", 4=41 tMechanical
Max Fiera 2= 90(LC 7)
Max Upfift3-31(LC 7). 2=-36(LC 7)
Max Grav 3=118(LC 1), 2=285(LC 1), 4=53(LC 2)
FORCES. (lb) - Max. Comp,/Max. Ten, - All forces 250 (to) or less except when shown,
DEFL.
in
(loc)
Udell
Ltd PLATES GRIP
Vert(LL)
-4k.i11
4-7
>999
240 MT20 1971144
Vert(TL)
401
4-7
>999
180
Fio#z(TL)
61.110
2
rain
We
Weight: 10 to FT = 0%
sheathingBRACING-
directly applied.
BOTCHORD Rigiddirectly applied or {" Go bracing,
MiTek recommends That Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
NOTES -
heights); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL=1,60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load noriconcurrent with any other live Wits,
^ ,. +•. ♦�...f :.i w. i :i a' ► ai f.. ♦fi sr u - a x -._.. f... f. F w. R •..
fit between the bottom chord and any other members.
5) Refer to girder(s)ffor i truss connections.
i
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joird(s) 3, 2
7) "Semi-rigid pdchbreaks with fixed heeW'Member end truly model was used in the analysis and design of this truss,
+k. w ll.♦
@kM
WAfNN€- VaFfdasign. and READ NOTES ON TFtS AND 1NCLLtE0 ANTEf REF.ERANCEPAGE 1-7473r v, 1"12615 BEFORE USE.
Cres€did for use only aMh We l,0 connectoNs Thos desiq 2 is bamd Upon parameters shover, sand .is for w indev ducrl bviP:leng component, glut
0 3tVFg?9n sestvvaaV Before e us thebuiMing dessignw o si °verzty the appk:otsi `dy of design parome ria, and propedy incorpor rs Sha des.i'gn intra Ine overal �°
building design, Bracing indicated is to preuc of bvrw:hng e t ,ndrAdval truss web and/of chord rnernbeas unty, x:
Addaimoi teen ern aa
and pwrnonent txctnq Mi #, y ..
n otwtav's realuo• d kx s€ablfy and to prevent coga#rose with possible pencxaa& inury and properly donK)ge,.. Fee game ai geaidance rep' ird'ang Rhe
tobt#cxatea , storage, de 4ve:rw, erer.0ion and broom=; o€ horses sand faro r✓srr rns see ANSIM11 Ov 7J77 Greenback Lane Cri#mrfa. DiE^144 and BCSI 9v8d'tng Component i:i: in 409
Satatylaxlarxna9on ase€nksb€x#retmteetssPka#eNtaFiu#e. 238 [ h.aeeStrese# iur#asd02,AFexzartt#io,"lrtY23d4, SWr.,,„.,.,, -- I. n+r
a
66
4�
f p�N�
+k. w ll.♦
@kM
WAfNN€- VaFfdasign. and READ NOTES ON TFtS AND 1NCLLtE0 ANTEf REF.ERANCEPAGE 1-7473r v, 1"12615 BEFORE USE.
Cres€did for use only aMh We l,0 connectoNs Thos desiq 2 is bamd Upon parameters shover, sand .is for w indev ducrl bviP:leng component, glut
0 3tVFg?9n sestvvaaV Before e us thebuiMing dessignw o si °verzty the appk:otsi `dy of design parome ria, and propedy incorpor rs Sha des.i'gn intra Ine overal �°
building design, Bracing indicated is to preuc of bvrw:hng e t ,ndrAdval truss web and/of chord rnernbeas unty, x:
Addaimoi teen ern aa
and pwrnonent txctnq Mi #, y ..
n otwtav's realuo• d kx s€ablfy and to prevent coga#rose with possible pencxaa& inury and properly donK)ge,.. Fee game ai geaidance rep' ird'ang Rhe
tobt#cxatea , storage, de 4ve:rw, erer.0ion and broom=; o€ horses sand faro r✓srr rns see ANSIM11 Ov 7J77 Greenback Lane Cri#mrfa. DiE^144 and BCSI 9v8d'tng Component i:i: in 409
Satatylaxlarxna9on ase€nksb€x#retmteetssPka#eNtaFiu#e. 238 [ h.aeeStrese# iur#asd02,AFexzartt#io,"lrtY23d4, SWr.,,„.,.,, -- I. n+r
....,a._.....w,.-___�10_0_ _ ...�....-.__.__......., 1-2-1
...i
5 4
2x8 it
NOTES-
1)
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL -1.60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 10O psf bottom chord live load noncorcurrent with any other live loads.
WHOM
« 1
WARNING = Verify design parameters and READ OWES GN MS AND INCLUDED wrEK REEERANCE PARE N01,747? rev. fWON205 SEPORE USE, IN,
Sac sign voC+d ice use rrrroht widh tR0e. s. onecec€cxc this dtwsscln:s basrrc9 anCpp° !,+Gear! aeu+rtetars xhevm.. and is Icy an indivictucal fsv4diing component, not
a tevss syefs rr Eirstoro uae the 9aat.id ra€7 estgner orae at vw f} the app5coto'n, of desdfy, porometers and properly in�uatporofe 0a& design tnto the overall
trucdding da skin. Bol ncg tnrdicated x to prevent fru t,,Pn 7 of hdieduct truss web anrilor chord mernbcrs only, Additional ternpo ory and peren:anent bracing �
iMi
Tek' aNv ays re;€.turned far olobti"aty and to Fra. vent ofiapse Wth posvble perconad tn}uty and property darno Fro generoi rtuKlance regarding the t 7777 Greek' Lane
tabdeatu,,n Oomge. deftvery eieciton and bra camp of tru es aand truss systems, see MOM Quality Cdiedo„ OS& -E4 and SCSI BuSdMng Component _ ..
Sotety tnformoNon avaalabMa €rom Gtvss tltate hstitute. 218K Lee Street. Suite 3Q, Atevrandrin, VA 22314. suefe 109
LOADING (pso SPACING- 2-0-0
CSI,
DEFL. in
(loo) rdefl Lid PLATES GRIP
TOLL 30.0 Plate Grip DOL IAS
TC 0.14
Vett(LL) 0.00
5 >999 240 MT20 1871144
TCDL 18.0 Lumber DOL 1.15
BC 0.05
Vert(TL) 0.00
5 >999 180
BOLL 0.0 * Rep Stress Incr YES
WB 0.00
Horz(TL) -0,00
3 nls nla
BCDL 7,0 Code IRC2 ITP12007
(Matrix - M)
Weight; S lb FT 0°"o
LUMBER-
BRACING-
TOPCHORD 20 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 1-2-1 oc purlins, except
BOT CHORD 2x4 SPF No.2
end ueriicals.
BS 2x6 SPF 210OF 1.11E
BOTCHORD
Rigid ceiling directly applied or 10«0-0 oc bracing,
iffeWie&;mmemJs that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS, (lb/size) 5=24710- -8, 3=-I /Mechanical, 4a-26/Mechanical
Max Harz S= LC 7)
Max UpliR=-42(LC 7), 3=16(LC 4), 4=-26(LC 1)
Max Graft 5.247(LC 1), 3-12(LC 5), 4=4(LC )
FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1)
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL -1.60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 10O psf bottom chord live load noncorcurrent with any other live loads.
WHOM
« 1
WARNING = Verify design parameters and READ OWES GN MS AND INCLUDED wrEK REEERANCE PARE N01,747? rev. fWON205 SEPORE USE, IN,
Sac sign voC+d ice use rrrroht widh tR0e. s. onecec€cxc this dtwsscln:s basrrc9 anCpp° !,+Gear! aeu+rtetars xhevm.. and is Icy an indivictucal fsv4diing component, not
a tevss syefs rr Eirstoro uae the 9aat.id ra€7 estgner orae at vw f} the app5coto'n, of desdfy, porometers and properly in�uatporofe 0a& design tnto the overall
trucdding da skin. Bol ncg tnrdicated x to prevent fru t,,Pn 7 of hdieduct truss web anrilor chord mernbcrs only, Additional ternpo ory and peren:anent bracing �
iMi
Tek' aNv ays re;€.turned far olobti"aty and to Fra. vent ofiapse Wth posvble perconad tn}uty and property darno Fro generoi rtuKlance regarding the t 7777 Greek' Lane
tabdeatu,,n Oomge. deftvery eieciton and bra camp of tru es aand truss systems, see MOM Quality Cdiedo„ OS& -E4 and SCSI BuSdMng Component _ ..
Sotety tnformoNon avaalabMa €rom Gtvss tltate hstitute. 218K Lee Street. Suite 3Q, Atevrandrin, VA 22314. suefe 109
I I• I I I 111 1111111111111111111
11
5
2x8 11
wm�
LOADING lost) SPACING -2;10 CSI.DEFL, in ([or) Wall Lid d
PLATGRIP
TOLL Plate Grip DOL 5 TC OA4 Vert(LL) -0.00 4-5 >999 240
MT20 197/144
TCDL IS. Lumber DOL 115 SC 0,04 Veft(TL) -0,00 4-5 >999 180
BCLL 0,0 Rep Stress Incr YES WB 0.00 Horz(TL) -0,00 3 We We
SCDL 7.0 Code IRC2009/rPI2007 (Matrix -M)
Welght: 9 lb FT = 0%
LUMBER- BRACING-
TOPCHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly
applied or 2-8-1 oc purists, except
SOT CHORD 2x4 SPF No,2 end verticals.
VVESS 2x6 SPF 2100F IAE BOT CHORD Rigid calling directly applied or 1040w0
oc bracing,
A recommends _S_
KfWe 0 end�thi taWlt eii�drf�qu
LM
b!:hn�,,st.ifBil during truss erection, in accordance with Stabilizer
REACTIONS. (IbIsize) 6-27910-5-8,3=87/Mechanical, 4-14/Mechanical
Max Horz 5=12$(LC 7)
Max Uptifl:5=27(LC 7),3=-36(LC 7),4=-2(LC 4)
Max Grav 5-279(LC 1), 3=87(LC 1), 4-36(LC 2)
FORCES. (lb) -Max, Comp./Max. Ten, -Aff forces 250 (lb) or less except when shown.
TOP CHORD 2-5-260148
NOTES.
1) Wnd: ASCE 7-05; 105mph; TCDL=10.8psf,, SCDL=42psf; h-15ft; 8=46ft: L-2411; cave -4d- Cat, 11; Exp C; enclosed; MWFRS (all
heights); cantilever left and right "posed ; and vertical left and right exposed; Lumber DOL =1.60 plate grip DOL=1,60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 10.0 bell bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-" tall by 2-0.0 wide will
fit between the bottom chord and any other members,
5) Refer to girdere) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 5, 3, 4,
7) 'Semi-rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
0 1
<
n6 r,:
MC
/0NA.
A WARNING - Verity dosirtn p.masers end READ NOTES ON THIS AND INCLUDED MITEX REFERANCE PAGE 01,7473 m, 160312015 BEFORE USE,
Design valid kx user Only ooh MiTeM connectom This deugn is based on pan pmarne, ten sho. ana
d is for n lode mud building corn ponent not
a g
truss System, etote use., 0.1e huildinq designer nrust vedfy the arapficob e, at devqn parainetei-s and prop �ncotpofrae th4 design into the o,,ewl!
� U 141
buildng design Procing mclicated 4 to prevent buckbnq of inchadval 9rvss web ondfor chord members only. Addifional tempuaiy and permanent br=ing Wek'
r& ahvays re gored for
star it k> prevent coliarise Neth possibte persnnal in�vo, and ryoperty dareoge. For the
t 7777Gree back Lane
ob,Lcotion, slorage, deliv,,W, eredern and twociref of trusses and iRM yeferu-� see ANSUTMI Quality Catania, DSR -89 and sCst buildhal Component Saute 109 n
Safety Intomation avoflaUe ftoyn truce !elate fniitilule, 2S8 N Lee Street Suite W, Alexandna, VA 22314,
M
" 1.0.0 6.0.0 .
n
2X4 ti
4x6
LOADING (ps_.� VSPACING- ...µvµ_ ... cc. � � DFL, in (loo) Udefi� Lld.. PLATES GRIP
GRIP_
TCLL 30.0 Plate Grip DOL 1.15 TC 0"64 µ N Vert(LL) 0,08 4-7 }904 240 MT20 1971144
TCDL 1&0 Lumber DOL 1.15 Be 0.50 Vert(TL) -0.19 4-7 x^363 180
BCLL 0I0 Rep Stress Incr YES WB 000 Horz(TL) 0.03 2 Gla ate
BCDL 7,0 Cade 1RC2009/TP12007 (Matrof M) fight: 20 to FT = 0%
LUMBER. BRACING.
TOP CHORD 2x4 SPF No.2 TC P CHORD Structural wand sheathing directly applied or 6-0.0 oC purifns, except
SOT CHORD 20 SPF No.2 end verticals.
BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied ort oc bracing.
WEDGE MiTek re €rends tPsat Stabilizers and reired cra
quss bracing
Lett: 2x4 SPF No.2 be Installed during truss erection, in accordance with Stabilizer
REACTIONS, (lb/size) 4-314/Mechanical, 2=42610- )(
Max Horz 2-162(LC 6)
Max Upfi 4-- 7(LC 4), 2=-59(LC 7)
NOTES -
1)
Y e r: fa Y Y enclosed;
checkedheights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1 A0 plate grip DOL=1,60
2) Plates for . plus or minus 5 degreerotation about its center,
3) This truss has been designed for a 10,0 psf bottom chord five load nonconcurrent with any other live loads.
#' 'Y. *X ". 9 #.. ♦ . X { X.."
w• _ #X X
Iff. MEN
#NOR!
OMMEOMM
#r
rovARNfnro - eart(+ desFgrr P.O. snd aeAv Noyes ON THIS AND rNccucazo fxlrex neFEaANcs PAGE OP7473 rev. 10/0"015 asFcsrre use.
Design valid for use ono w9h hdleW c anneacfars This design is tussed onR •" upon perxcsrew tui shcusn and 4 for an indivaduol Wilding conpori tnf, nest
a trues system hefore tri the bu kiing desocfnw "wst verify the appfic+at ift cif design parnmeters and r ropefly incorporole 9* design into the overo,
bua9s.fang de&kjn. Broc ing i dirated s to prevent buckling ut indmdval fruss web Band/ca rhad members only. Additional ternpauruy and playa' nen, ra ..ng i '.
is of s ayreau6ra d fear stability and to prevern e o0apse es0i possible pe u)ntaf intury and property do wge.. For general gsridonce regarding the 7??i CrtsenPaack Lane
skaro,re, dek ery, emiction ored b a -ing cif massy s and taus systems. see ANSVIP11 Qualify Cdfedo, CISS41 and SCSI BuAding Component
Safety Information crvatkSs e irons Truss € ote Indit0 e, 2f Ea N Lee Simet, Suite 3Q,.AWsondrki, VA 22314, €€ SsnRe .10 .... _.. _.
om
4
44 U 2x4 I!
LOADING (psh SPACING- 2-0.0 CSL DEFL. In (too) Wall Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0,64 Vert(LL) -0.08 4-7 >876 240 MT20 1971144
TCDL 18.0 Lumber DOL 1.15 SC 0.52 Vert(TL) -0.19 4.7 X362 180
RCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) 0.04 1 nfa nda
SCDL 7.0 Code IRC2009rrPI2007 (Matrix -M) Weight: 19 Ib FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No,1 TOP CHORD Structural wood sheathing directly applied or 5-1 D-8 oc puffins, except
BOT CHORD 2x4 SPF No.2 end verticals,
WEBS 20 SPF No.2 SOT CHORD Rigid ceiling directly applied or 1 oc braeing.
SLIDER Left 2x4 SPF No.2 1-6-0MITek mm nds that StabF1tieri �nai required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (Ibdsize) 1-315/Mechanical, 4-315/Mechanical
Max Herz 1.151(LC 6)
Max Uplift 1 -19(LC 7), 4-38(LC 4)
FORCES. (lb) -Max. Cop.fMax. Ten. -All forces 250 (lb) or less except when shown.
NOTES -
1) Wind: ASCE 7.05: 105mph; TCDL=10,8psf; 8CD€.=4.2psf; h=1511, 8=45ft; L=24ft, cave -oft; Cat. Il; Exp C: enclosed; MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live toads.
4) "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 240 wide will
fit between the bottom chord and any other members.
5) Refer to girders) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 1, 4,
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss.
y�Ty �
ham+ \W
"ry t
a
s
VYARIANO • V.11firdesigrital..Wsand READ NOTES ON IURS AND INCLUDED W rin(R'EFERANCE PAGE WP7473 reaa. ILVON2015 BEFORE USE.
Dtssgn v stars Petr use eanM with Nu"f Res connectors This aestgra is lxrsec! Cara ucaaxn parearreet rs shovm, and SS for an wncirvktuai bivaic#!ng component.. not
ca truss sys an Before Lasa ttie ruAkimg deeOg€ er+navat vte:y the otop R.atelify of dessgn p`araraeten sand rsropedy encovp aatea Plars design into the overol
tt+.rt6ng design. Ara sng inchc Med 4 to prex ent b < Runty of indM anal truss %veb't and/or chord nunybe;:fs onN. Additsemcat temecxcvy and perrnonent trec'acungMiTek'.
is .atway=s requ! ed for stob*ry and to prevent ,.aa4opse Mh poseblea pe oral inivry and propen,a damage, for general guidance regarding the 7 i7T Greenback Lanetook 9czafnrn, OorogTe, dekveN. ere0ionand nvaac` frig of vulses and tens sys#erns. see ANSI/W Quality Cdteda, OSS -S4 crud SCSI Sinking Component
Safety mformortan ovadobka from Two, PWO fnflituk Ziff ^i lege Sneet Suite 312, AleXandlfo, VA 27314, suite 909.._.._ ...
2x4 Scale=1::21,4
4
300 (
2x4 tl
Plate Offsets f�6-4 lid
LOADING last) SPACING- 2-0.0
CSI.
DEFL. In
(toe) !%dell Lld PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15
TC 0.93
Vert(LL) -0.10
5.8 x802 240 MT20 1971144
TCDL 18.0 Lumber DOL 1.15
SC 0.52
Vart(TL) -0,26
>310 180
BCLL 0.0 * Rep Stress Incr NO
WS 0.00
Horz(TL) 0,06
2 nfa nta
BCDL 7.0 Cade IRC200 fTP12007
(Matrix -M)
Weight. 25 to FT = 0
LUMBER-
B CING-
TOP CHORD 2x4 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.
BS 2x4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0.0 ac tracing,
SLIDER Left 2x8 SPF 210OF 1.8E 1-6.0
REACTIONS, (lb/size) -411/Mechanical, 2=33510 -5 -
Max Harz 2= 170(LC 6)
Max Upltfk537(LC 4),--76(LC 7)
FORCES, (lb) -Max, Comp,/Max, Ten. -All farces 250 (to) or less except when shown,
TOP CHORD 2-3=-213/357,4-5=-325159
NOTES-
1)
heights)� cantilever left and right exposed � end vertical left and right exposed-, Lumber DOL -1.60 plate grip DOL=160
2) Plates checked for a
lus or minus 5 degree rotation about its
3) This truss has beendesigned �.}10O • •r. ♦ •.x ..♦dam+ load
� w
a.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase -1,1,5
Uniform Loads (pit)
Vert: 1-2.. g6
Trapezoidal Loads (plf)
Vert: 2=0(F=48, B=4 )-to-4s-l66(F=-35, B--35), 6=0(F=7, B=7) to -5= 24(Fs- , 13 -5)
ss�eoeesx�a
e u 67 6 m
m 'N'm
eo <
q
Ci"§ee rme°,,.
ON A
>♦ l A
�w++e
WARNING - Verity design parameters and READ NOMS ON rNrS AND INCLUDED WTEK REPERANCE PAGE ANI -7413 rev. f4i VZOI S BEFORE USE.
£?eugn vraHsl for vee only v»rih Mi£e ktSk canrev:tuurs this des'sg7er is btasea7` orsKo upcan pesrvanaeters stuns 6 and is for on trefMatuol budding c ornponent. not
a Prvs�s system. 0efcoe,ase the. build ng dds*.;rgner must verity ihc: aprAcobith, aa€ des)gn pcxtsartredees and partsedr, sacorposote the deson into lite wts, wait
trout€riiroi dessc,7n. Roscing srrdicata td rs to prevent buct*of of nedmdont tress wtrb and/or chord mernbes oafy Acd¢drional rompmory anrd rieurernent brcac ho � �' ,:
is orossys rectuuwsd fide` stvabRity and to prevent cottopsea0h rso"visfe person. intusy and i property damage, for peanerat t ui dance rrryoesding the 7777 Greenback Lane
fabrication Ossiage, deirsery, ear faun and bracing of trusses and tress sYsterns, sere ANSf)fPtl QvoMy Celfedo. 098.84 and "I BuNdfag Contpoaent
Safety rnformalian avorlobte from Truss Plate tnsutrrte, 218 U. tee Street k Stare 311 Alexandria A 22314. Suite .,
s veer refs v,ssnf.*v,sa"i. nase, r
?oGTJyKHSe-seMD3WpG'?8Mrcia36FKLktHLKXQxtPuUEmwJi8z,osSu
5-4-0 5-4.O
E�
19
010 ll 2.4 11 4XIO 11
I
LOADING (psi}SPACING- 22-0-0 CS'. DEFL, 0 (toc) yden Lid PLATES GRIP
TCLL 300 Plate Grip DOL 5 TC OAl Vert(LL) -0<02 4-7 >999 240 MT20 197/144
TCDL 18,0 DOL 1�105 Vert(TL) -()LOS 4-7 >999 180
BOLL OLO Lumber Incr 'C fi�' I Die
.P Stress WB .17 Hoax( 0,01 Ole
SCDL 7.0 Code IRC2009rrPI2007 (Matrix -M) Weight: 39 to FT -O%
R
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied of 4-11-0 oc puffins,
SOT CHORD 2x6 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WESS 2x4 SPF No.2
Mr
WEDGE be installed during truss erection, in accordance with Stabilizer
Left: 2x4 SPF No,2, Right: 2s4 SPF No.2
REACTIONS. (lbirsize) 1=108810-5-8,3=108810-5-8
Max Herz 1=105(LC 5)
Max Uplift I =-68(LC 7), 3--66(LC 7)
FORCES. (lb) -Max, Comp./Max, Ten, -All forces 250 (lb) or less except when shown,
TOPCHORD 1-2-11701127,2-3-11701127
BOTCHORD 1-4--5/861, 3-4--51861
WEBS 2-4-35/711
NOTES.
1) Unbalanced root live toads have been considered for this design.
2) Wind: ASCE 7-05� 105mph; TCDL=10.8psf,, BCDL=42psf,, h-15111 8=45ft; L=24ft: eave-41f; Cat, 0; Exp C�, enclosed; MWFRS (all
helghtaf� cantilever left and right exposed; end vertical left and right expoked� Lumber DOL -1.60 plate grip DOL=IA0
3) Plates checked for a plus or minus 5 degree rotation about its center,
4) This truss has been designed for a 10,0 pld bottom chord live load nonconcurrent with any other five loads,
5) * This truss has been designed for a live load of 20,Opst 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.
Z) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 th uprift at jointis) 1, 3,
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (S),
LOAD CASE(S) Standard
lt Dead + Roof Live t.: e. Lumber Increasez:1,15, Plate Increase=1
Uniform Loads (plf)
Vert: l-2-96,2-3=-96,5-8—I08(F94)
,&WARMN0. Verfatdesign perimeters .ad READ NOTES ONTHIS ANO INCLUDED MITER REFERANCE PAGE Wf-7473 rev. I&OV2015 BEFORE USE.
Dergn vafid fro use only with tdifek6connecion'. Thisdesign ii bosed or,
upon rvanirneYevs yoonrir, and is for an indivdual builctnq component, not
ss truss sysfem Wore ijse. the buildmg designer must vents the olpficat iN of dengn prom merety and fccrpixty incoquarole this designdesignintra tine to#
butiding dsegn, &,acing Indic oted is to prevent buceling or @nsfiwduvrt tns&k, wer, andUar chord rilernbers only, Asiddrunal nenw"vxY and penrionent bracing
is assudys reqofsed for sl ability and to preveN cogstrose with possilble peforrid injury and sworstoty dornage. for geranal gurdonce regarding We
lobOcoiion, aomsge, delivery, eserfion and Ivo wing of trusses and truss systems, see AN$I/TPII Quality Othello, 0049 and SCSI fivilding component
Satiety tntorma#ern ausikitate from Tvu Plate Itotfule, 218 N, fee Streel, Suite 312, Akmondria, VA 22314
69MESEEM
MR'
MiTek'
7777 Greenback Lane
gains 109
34 EI 18 17 16 15 14 13 12 axe If
LOADING lost) SPACING- 2-0.0
CSI.
TOLL 30.0 Plate Grip DOL 1.95
TC 0.09
TCDL 98.0 Lumber DOL 1.95
BC 0.02
BOLL 0,0 " Rep Stress Ince YES
Wit 0.03
BCDL 7"0 Code IRC2009rrPI2007
(Matrix)
LUMBER -
TOP CHORD 2x4 SPF No"2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No^2
SLIDER Left 2x4 SPF No.21-5-14, Right 2x4 SPF No.2
1-5-14
DEFL, in (loc) flood LtdPLATES GRIP
Wert(LL) -0.00 11 ntr 120 MT20 9971944
Wert(TL) -0,00 11 nJr 120
Horx(TL) 0.00 10 nta fila
Weight: 51 th FT -O%
��# !:' ,-ask f. Yw'. - # t ♦ Y
Mrrek recommends that Stabilizers and required cross bracing
nstaffed during truss erection, in accordanceabilizer
REACTIONS.bearingsy
at to or less atjoint(s) 2,10,16,17,18,14,13,12
MaxGrav All reactions 250 Ito or less # a
NOTES-
1)
have been f
ASCE A X' it f a r w... *. a a. k. #MWFRS (all
heights),, cantilever left and right exposed � end vertical left and right exposett 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 qualified building designerY
4) All plates are 2x4 MT20 unless otherwise indicated,
5) Plates checked for a plus or minus 6 degree rotation about its center,
6) Gable
mt requires# #.+ e
between8) This truss has been designed for a 10O PSI bottom chord live load nonconcurrent with any other live loads
9) * This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit bottom members,
X # .t #
13,12,
11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2,
12) ' tit. pitchbreaks-i # fixity modelwas .# in the analysis # of this truss,
February 3,2016
Ved-
s
WARNWG Y g to m
dost ar aso .fora and READ NOTES ONTHIS AND fNct uDED AorEK REFERANCE PAGE t 7479'rev" 9CN+AN1445 BEFORE USE.
Design va d kv, use oniV witth MfTeM, connes tons (tri: cdtissgi h based rantty' upon pursaarrefei s shogun, and is for on indivis3u d building component, not
a tnx k system, Woos v the buirding design. mast vt!rafy the apgxficaba�ty of design para meters and property an saE'fusrsne this design info they ov€gnat ^p
b1i4d nt, 'teas gn..
gracing indicated to to prevent to r kpig of inrta Advof fres§ web and Ax cof: d members ons hdditaanat temParary csred pecmatxr*nf kanac:i+zp �k' ! C�"\ ,.
o-4 at-ovs re pGned tar Mobility sand t„ pr,.s eut coflopse with poossibde penonai injars and pro ely donna ge Fes general gudance rsfarrla the 'P777 GreeLane
fatxu ato-o. six<age, delivery.. euxa fton and fxocing of trusses and truss systerrra, see ANSI/TPOR Quality CrSedo, DS8-89 and SCSI Busding Component
Sofefy fntoema8on ovaiiabfa from Truss Phne hatitute . 21S t1. Lee Sfriu t. StAe M Aleaxandrra, VA 22314. � Suite f fN3,_..._
1.0-0 Q . 1.0.0
0
a
3x4 = is 17 16 95 14 13 12 3x4
3x14 ll 3atf0 IS
_Erato Qijjgt jXY)7- .L i�a9 0 -,?-A5 ,1Z Q4LI�a � 10.ae-o r -s � -1 a
LOADING (Dish SPACING- 2-0.0 CSI. OEFL. in (loc) Well Ltd PLATES GRIP
TOLL 30.0 Plate Grip DOL 1.95 TC 0.09 ved(LL) •0.00 11 nir 920 MT20 197%144
TCDL 183 0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 11 ntr 920
BOLL. 0,0 " Rep Stress Incr YES WE 0.02 Horz(TL) 0,00 10 nfa BIB
BCDL TO Code IRC2009JTPI2007 (Matrix) Weight: 48 Ib FT - 0%
LUMBER- BRACING -
TOP
CING.TOP CHARD 20 SPF No.2 TOP CHORD Structural wood sheathing directly applied or oc purlins,
SOT CHORD 20 SPF No.2 BOT CHARD Rigid ceiling directly applied or 1 oc bracing.
OTHERS 20 SPF No. Wff i recommends that Stabflfzers and ufred cross bracing
WEDGE be installed during truss election, in accordance with Stabilizer
Left: 2x4 SPF No.2, Right: 2x4 SPF No.2itgllgt
REACTIONS. All bearings 12-0-0.
(to) - Max Horz 2--93(LC 5)
Max Uplift All uplift 100 to or less at joints) 2, 10, 16, 17, 95, 94, 13, 12
Max rav AN reactions 250 lb or less at points) 2.90, 15, 16, 17, 18, 14, 13, 12
FORCES, (lb) -Max. Comp,/Max. Ten. -All forces 250 (to) or less except when shown.
NOTES -
1) Unbalanced roof live toads have been considered for this design.
2) Wand: ASCE 7.05; 105mph; TCDL-10.8psf; BCDL=4.2psf, h=15ft; B=45ft; L=24ft; eave-221, Cat, It Exp C; enclosed; MWFRS (all
heights): cantilever left and right exposed; end vertical left and right exposed; Lumber DAL -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 ANSIITPI 1,
4) All plates are 20 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.
7) Gable studs spaced at 1-4-0 oc,
8) This truss has been designed foe a 90.0 psi bottom chord five load nonconcurrent with any other live toads,
9) * This truss has been designed for a live toad of 20.Opsf on the bottom chard In all areas where a rectangle 3-6-0 tall by 20 wide will
fit between the bottom chord and any other members. R i
1 Q Provide mechanical connection b others of truss to bearing late capable of withstanding 1 OO lb uplift at joints 2, 1O, 16, 17, 18, 94„
(y ) gP P g p l ( }
13, 12.o
11) "Semi-rigid plichbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. t 1
t211 *1
wit: i
a �
x 1QNA1.
February 3,2016
WARNING � Veryty desnin pammoter s and READ NOTES ON TNtS .AND fNCLUDEB Aff TEAS REFERANCE PAGE U1.7473 r", 1"V2015 BEFORE USE.
Design volt« for use only vAfh WekO connectcros Tom design is based tante upon poicmneters shown and e, lot an ,,ndividvaai e'auikifny coniponenl. not tt(
sa kuss systeern Ret€arc Use., they bViLling clesislnea must vtenh, the. oppGcsoa Pity^ at deers porarn ten and pxopedy lncprloxafe Phis desprn Into the oveara6 i
building deson, Bracing inti ca fed z, to prevent buckling of trdiadua.7l truss web andlos chord rnernben only, Additional temporary and raernacaroent lxac hft i / ..
4 aWays regss red fern stability o,,d to prevent cettapse o tk iso a bre persex al iniury cared prog rid damage, For general +3uuiance €egaard0nD the
fabdcration Vota3e, de€rverv, ereciion and bracing of iruaes and truss systema, serANSf17Pf f Qvssfify Cdieetcs, 18$6„8S and 6CSf 6u6dtrrg 8„enmpommnf '7777 Greenback Lane
Safety Information 0volfttak.te.fraanTRasPlate Insf€fule.218N Lee Street Wnr3t2.Atexaneejo,VA2'23F4. suite 109 nr
I
x10-7 6-1-1
6
3x6 .x WO [( 4x4
eentit - "oNfroSANDINCLUDEDWEXREFERANCE PAGE 017477 rev.1010,12015 BEFORE USE.
Design uc W for use ortty wiih MifeF.0 conreclors. This design is boseri onN upon poromensrs af�tr�',�wn, and is for cm inoM dual Wiling ,^:�-nnsponenf. not
a truss systern. E}efom use she b0dincg d rOner must verify lh of: g*x:1 zrty at desagrr poronse Pe rs sand prope ds, incorthcoote: this desson into the or er li Id,
taubang design. Bro .rng reaerated is to proven& bvchaeQ of iredMdual truss web andAy chord snenside€s nary. Adantion at lerr posory and permanent bracing i . ,
is okursys requimd for stuta6ty and to peeveM cu#opse W91 posc+ble pz rsonol egvey and rworssaty damage, t or gene ssI guid ince reraordtng the 7777 Greenback Lane
laabnc+ation sl,hrope, delivery. exec tion rand Fxracire t of mares and trusseYalr rrrs, sere ANSI/714I Quality Cdrerla. DSO -09 and SCSI building Component � Suite 109
Safety information aaaricsble Prone Truss Plate!*+0uhs, MN tea Sbeel ,Suiie 3P 2, Aleuesndinf, VA 22314. 1,,1,_,_,,,1,,,,1.- ,.A —
Fuse Off&its
LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (too) Well Ud
PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0104 4-5 >999 240
# T20 1971144
TCDL 18.0 Lumber DOL 1,15 SC 0.37 VerbTL) -010 4-5 >999 180
BCLL 0,0 " Rep Stress Incr NO M 0.51 Horz(TL) 0.02 4 n/a We
BCDL 7.0 Code IRC2009 12007 (Matrix-)
Weight: 108 to FT - 01/6
LUMBER- BRACING-
TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly appy or -0 oc puffins, except
BOT CHORD 2x6 SPF 2100F 1.8E end verticals.
BS 2x4 SPF No,2 BOT CHORD Rigid coiling directly applied or 10-0-0
oc bracing,
REACTIONS, (tlalsize) 1=2271/Mechanical, 4=2301/
Max Hoz 1=293(L 6)
Max Uplift 1-- 6 7(LC 7), 4= 342(E C 4)
FORCES, (to) -Max, Comp./Max, Ten, . All forces 250 (to) or less except when shown.
TOP CHORD 1-2---30561589
BOT CHORD 1- =-55712645, 9-10--55712645, 10-11--557/2645, 5-11= 55712645, 5-12=-557/2845,
12-13-557/2645,13-14=-557/2645,4-14-557/2r>45
BS 2-5=•42312051, 2-4-29501657
NOTES -
t) -pry truss to be connected together with 10d (0.131"x3") nails as foftows:
Top chords connected as follows: 2x4. 1 row at 0- oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0 oc.
2) All toads are considered equally applied to all pries, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wnd. ASCE 7-05: 105mph; TCDL=10,8psf; BCDL=4,2psf; h=15ft; 8=45ft; L=241t; eave=oft; Cat, If; Exp C; enclosed; M RS (all
heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
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 five toad nonconcurrent with any other live loads,
6 This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall b 2-0-0 wide will
}' 9 g Y
0 L,I(,e
fit between the bottom chord and any other members.
( �eoee e 4"
' e> � � (
7) Refer to girder(s) for truss to truss connections.
me7�
/S
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) except of =1b) 1=527,
4.342.'1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysts and design of this truss.
.._ l
7br
10 Hanes) or other connection devices shall be provided sufficient to support concentrated loads 548 tb down and 207 Ib a at
Hanger(s) O p pp O up
I's
A
1-0-12, 537 to down and 194 Ib up at 3-0-12, 535 lb down and 193 to up at 5-0-12, 622 to down and 68 to up at 7-0-12, and 622 lb
yy � � -
down and 68 to up at 9-0-12, and 412 to down and 35 lb up at 11.0-12 on bottom chord, The design/selection of such connection
b
device(s) is the responsibility of others.
* �*
LOAD CASE(S) Standard
j
ONAL
1) Dead + Roof Live (balanced): Lumber Increase=1,15, Plate tncrease=1.15
February 3,2016
eentit - "oNfroSANDINCLUDEDWEXREFERANCE PAGE 017477 rev.1010,12015 BEFORE USE.
Design uc W for use ortty wiih MifeF.0 conreclors. This design is boseri onN upon poromensrs af�tr�',�wn, and is for cm inoM dual Wiling ,^:�-nnsponenf. not
a truss systern. E}efom use she b0dincg d rOner must verify lh of: g*x:1 zrty at desagrr poronse Pe rs sand prope ds, incorthcoote: this desson into the or er li Id,
taubang design. Bro .rng reaerated is to proven& bvchaeQ of iredMdual truss web andAy chord snenside€s nary. Adantion at lerr posory and permanent bracing i . ,
is okursys requimd for stuta6ty and to peeveM cu#opse W91 posc+ble pz rsonol egvey and rworssaty damage, t or gene ssI guid ince reraordtng the 7777 Greenback Lane
laabnc+ation sl,hrope, delivery. exec tion rand Fxracire t of mares and trusseYalr rrrs, sere ANSI/714I Quality Cdrerla. DSO -09 and SCSI building Component � Suite 109
Safety information aaaricsble Prone Truss Plate!*+0uhs, MN tea Sbeel ,Suiie 3P 2, Aleuesndinf, VA 22314. 1,,1,_,_,,,1,,,,1.- ,.A —
LOAD GASB(S) Standard
Uniform Loads (
Vert: 1-3=-95, 4-6=-t4
Concentrated toads (Bb)
Vert: 9=546(B) 10-537(B) i i= -5;35(B) 12=-622(B) 13=-522(8) 14-412(B)
WARNING • Verily design parameters acrd READ NOTE'S ON TN15 AND INCLUDED WTEK REFERANCE PAGE 044473 rev. 10142016 BEFORE USE.
Design void for use as aty with Wea a anne cares. This design is basedutasrst pa nsmetem stsoon, sand is !or an asdrdau ai toAding eomporre0, not
a irusx systern. $e*tore use, ins, bund i ref; dins nee must vents, the atepkcobi ity of desogn orwarr 0sm and propels incorporate Phis design snlo the overall Mil,
building design Brar crig inriacoted 4 to prevwnt i>u,„king of intlivdual irsns wets eandlor chced members onIs Additsona{ to rnp racy arad psfvrrefr wit br=im ` k'
is orocrio orqulred for stabchty € nd to p ef,ent co0ofere> weith;:xnsabte personal uaiury and property damage, For general guldanee reagaroding the
kcrbfk:natkcrm storage, delivery, erection tion sand bracing of eneors and truss foshrrm see ANSI/Ifll Quality Criteria, D1849 and BCS! StAding Component 7777 Greestback Lane
Safety tntormat#an 4avCtalClklk, ircarr, F usw t Teale firrestrtufe "}tlk3 ^; ¢ 'sfrs.e# Su¢9a 'ib " Atz cranrNta Y✓A ^2'i}si Sate 109
v.,M ___-...,._._ ._....,... __........ „ „ iatRPS F3Bt,�l5i9,u,_95�
LOADING ips� SPAOIN
2-0 ,0
0 , Or:
TCLL 3.0 p DOL
plate
1,16
TCDL 1, Lumber DOL
1.15
BCLL �O�, Rep Stress Incr
YES
BCOL 70 Code IRC20091TPJ2007
LUMBER -
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No,2
WEBS 2x4 SPF No1
OTHERS 2x4 SPF No,2
W
7.646 S Sep 29 2015 mil
10:RKHiVGbHIZVGinU3S26G7JyKHSc-p1
6-10-10
2X4 It
3
2X4 5 20 11 42$4 If
CSI. DEFLin (toc) lideft Ud
TC 0,23 Vert(LL) n/a We 999
BC O.07 Ved(TL) We - We 999
M 0.05 Nora(TL) -0,00 4 We We
(Matrix)
REACTIONS, (lb/size) 1-11716-10-4,4-140/6-10-4,5-431/6-10-4
Max Herz 1-202(LC 4)
Max Uplift 1=-2(LC 5), 4--42(LC 4), 5-100(LC 7)
FORCES. (lb) -Max. Comp,/Max, Ten, -All forces 250 (1b) or less except when shown
WEBS 2-5-376/133
Mrrek recommends that Stabilizers and required Gross bracing
I'a
be installed during truss erection, in accordance with Stabilizer
NOTES -
1) Wind: ASCE 7-05; 105mph; TCDL=10,8psf,, BCDL=4.2psf,, lf-1511� 8=45ft; L=24ft; eave-4ft; Car. 11; Exp C� encjosed� MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=l SO plate grip DOL -1$0
2) Plates checked for a plus or minus 5 degree rotation about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads.
5�vsa+p"a!ori Rift�4"*f 2*fts�*rrltya a maarzfrrjlt� WA
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jointia) 1, 4, 5,
7) "Semi-rigid pftchbreaks with fixed heets" Member end fixity model was used In the analysis and design of this truss.
,AWARMNGVerify deeignpart met. and READ NOTES ON THIS AND INCLUDEOMTEKREFERANCE PAGE Alf -7473 rev, I&OW2415 BEFORE USC
Detign alrd for use onN, ft WekS crioneclors and not
a trvosyslern. Bekxe kner, the budding designer most verlf� , the oppicabPy ot design porain0ers and propertir incorporote this design vvtaa Ihe soplaff
b'daingdesign Bracing indicated is to prevent trucKlingotindodeaf trvueeb sandlot chord rnenAnxs only, Additk)naltenipt7cnyand perp o,�enttxocang
K rAways required ke stotuity and to prevent cogaians, '11h pooble peaondl iniurs, and property dorno< �ge Fa generai guidance regarding the
tabrrcafkarr Oixage, defivert. erection and fxacting of lrusses and ev,4 syMeno, see Aflslfruitl Quality World, DS9.89 aml 8C5J Eukling Component
Safety mlonnaflon Rate knfitute, 20f,t, fee Street, Su0e 312, Alexanckto, VA M14,
U 0 Q c
b
MiTek'
7777 Greenback inne
Sufte 109
3,4 = Scale =. 1.48.8
2x4 Si
45
2x4 ll 2x4 I1 3x4 t l
Platq.C7P1',g €$ iX y.2µ4._0 22-t?g0gej
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) n/a - We 999 MT20 197/144
TCDL 18.0 Lumber DOL 1.15 BC 0.17 Vert(TL) n/a - n/a 999
SCLL 0.0 * Rep Stress Incr YES WB 0.17 Horc(TL) -0.00 6 nta n/a
BCDL 7.O Code IRC2009frP12007 (Matrix) WOighL 45 in FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or oc purlins, excerpt
BOTCHORD 2x4 SPF No,2 end vert€cats.
VVEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
OTHERS 2x4 SPF No.2 :beln..t.tted
k rmmerxis that Stabtlliers and requ€red cross bracing -�
during truss erection, in accordance with Stabilizer
REACTIONS. All bearings 12.0.2.
(to) - Max Herz 1=356(LC 6)
Max Uplift All uplift 100 tb or less at joints) 1, 6 except 7--108(LC 7), 8--100(LC 7)
Max Grav All reactions 250 lb or less at jondis) 1 except 6=277(LC 1), 7-607(LC 1), 8-399(LC 1)
FORCES. (to) -Max. Comp./Max. Ten. -AD forces 250 (tb) or less except when shown.
TOP CHORD 1-2--3161188
BS 3-7--4401122, 2-8-350/133
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05;105mph; TCDL=10.8psf„ C 3L=4.2psf; h-15fk„ 8=45ft; L=24ft, eave=4tt; Cat. Il; Exp C; enclosed, M FR (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 5 degree rotation about its center.
4) liable requires continuous bottom chord bearing,
5) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads.
6) « This truss has been designed for a live toad of 20.0psf on the bottom chard in all areas where a rectangle -6-0 tall by 2.0-0 wide will
fit between the bottom chard and any other members, with BCDL - 7.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s)1, 6 except (j(=lb) LIC
7=108,8=100, = emoe SPP
8) ",Semi-rigid pdchbreaks with fixed heels' Member end fixity model was used in the analysis and design cif this truss.
..2e a,
i
766
r
A'j
`'gees e°
NA \ .
•! k
iNARIONO. Verify demi taxremerers and READ NOTES ON PHS AND NVOLUOEA AtrrEiK RETE ANCE PAGE Rift -747.9 rev.. 1#09/2015 BEFORE USE.
Caesfeln waYi:.t t~x us'i onty,vafttz CA'Ce kV connectors. INS design is based only apon pearonxe€ers shown, and es tor ora indMduol buld'+ng coorpo sent, naf
fruss SysPkrrs &3r=scare use the L�rs'lc�ini7 designer r marsf v�„*.r36y ftp carsF ;rc btiri5 of desst};2rr }acr, tsrrt0iwrs and propefti, rnerarY sr Pa. this arc>xicy'n into the rev vap �,„
bulding de ss hn. ;tracfng .reltcaled es to prevefn buck;Pnq ear incfsviduoi truss web and/or criord rnemben only. A kinkxsa€ tenznararf and poonanent bssat ing Mi T*y elt.
.s sste, rys rs quked for siabl ty and to prevent raAsspae wth r atsible prsoond rqury and property darnoge.. For geneun guidance regarding the 7777 Greenback lanes
raabrico4on sforesge. deft pry. erection and bracing of Trusses and truss systerns see ANSIAMI Quality Criteria, D$9.89 and SCSI Starting Component � Stilte 9D5,_ LL
Safety Information aava'lrable Prom Truss Plate frsxtrlute., 2 t 8 N ter„. S€abet Sofa 3€ 2. Atexand6a, VA 22314.
I GreeksWe f Quail Plan to 3 Car Side
R46A'A5762
4
reed 7.649 5 Sep 29 2015. Mil els Inttustnes, Vic, WOO t -es)
ID:RK liVGbHIZV nQ3S2oGTJyKH e- y?9xXXtCdOpGL_i
0
3xil/ 9 8 7 6 3x6
2x4 tl 3x4 2x4 11 2x4 11
LOADING rpsf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP
TOLL 30.0 Prate Grip DOL 1.15 TC 0.46 Vert(LL) n/a nta 999 MT20 197/144
TCI?L 16.0 Lumber DOL 1.15 BC 0,33 Vert(TL) Tile nfa 999
BOLL 0.0 " Rep Stress Incr YES WS 0.17 Horz(TL) 0.00 5 hire File
BCDL 7.0 Code IRC20091TPI2007 (Matrix) Weight: 64 to FT = 0
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins,
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1 oC bracing.
OTHERS 2x4 SPF No,2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, to accordance with Stabilizer
----------
REACTIONS. All bearings 20.1-9.
(lb) - Max Horz 1-140(LC 5)
Max Lipfi t AN uplift 100 to or less at joints) except 9=-156(LG 7), 6=-156(LC 7)
Max Grav AN reactions 250 lb or less at joint(s) except 1=268(LC 1), 5=268(LC 1), 7 4 2(LC 1)„ 9=740(LC 11),
6=740(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -AN forces 250 (to) or lass except when shown.
BS 2«9T-5401163, 4-6=-540/183
NOTES -
1) Unbalanced roof lave toads have been considered for this design.
2) Wind. ASCE 7.05; 105mph; TCDL=10,8psf; BCDL=4.2psf; h=15ft; 8= 45ft; L=24ft; eave=4ft, Cat. tf; Exp C; enclosed; MWFRS (all
heights); cantilever Teff and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 5 degree rotation about Ns center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psi bottom chord five load nonconcurrent with any other live bads.
6) " This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 7.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 9 and 156 to uplift at
joint 6.
8) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
t
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February 3,2 16
anommommom
WARMING . Verify desigax paramal'ers and READ NOTES ON TWS AND INCLUDED WITK REFERANCE PAGE 1141-7473rev, 1"V2415 BEFORE USE,
iiexgr; volid for tele only with MjTebl connecrors. This design is based on ty upon ponsn1ede s shown and is. dui (inindividual building comp
individual es @eetsx spstesm Sefeare use the IstAding designer nssast sedty Ow otalsk to Try of design pcaron enters and property errearporate this design into the overall MR'
building desstn, itracsng indicated is to prevent buckling of ondrAc' ual fiuss web crud/os chod members only, Additional tang any and pc rmorie of Gracing C `.
is ah voys recto0ed for stabitly and to p.eo enl cotknpse with possible rwsond injury and property dorro ie. For genreol guidance regarding the 7?77 Groesnback lane
knot ;cation stone ge delivery, eiecl,on orw !-.rocing of trusses and truss systems, se> AN$I/TPII Quality Cr ado, OSE-$@ and SCSI Balding Component
Safety tnfor aiton avoil atnka from Truss Note insfatute, 218 KLee Street, Suite :312. Atextandrxt. VA 2'2314. lin 409
Suit,¢u.,,,4 ca cs: aaan
? ___.-------- ___..___._._..
Scale a 137.2
3x4 v 9 10 8 7 11 6 3x4
2x4 ii 3x4 = 2x4.. li 2x4 ll
LOADING (pah SPACING- 2-0-0 CSI, DEFL. in (loc) Well Ltd PLATES GRIP
TCLL 30,0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) nta nda 999 MT20 1971144
TCDL 1&0 Lumber DOL 1.15 BC 0.15 Vert(TL) ma rva 999
SCLL 0.0 " Rep stress Incr YES M 0.14 Horz(TL) 0,00 5 n/a nla
BCDL 7.0 Code IRC2009fTP12007 (Matrix) Weight: 53 9a FT - 0%
LUMBER- SRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or . oc purlins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1 oc bracing.
OTHERS 2x4 SPF No.2 [:bhnstafled
Tek recommends that Stabilizers and required cross bracing
during truss erection. in accordance with Stabilizer
REAL tallation
TIONS. AN bearings 17 1 9.
(Ib) - Max Herz 1=160(LC 6)
Max Upli t All uplift 100 lb or less at joint(s) except 9»-126(LC 7), 6: _126(LC 7)
Max Gran All reactions 250 lb or less at joint(s) 1, 5 except 7-465(LC 1), 9=55 (LC 11), 6-559(LC 12)
FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (to) or less except when shown.
BS 3-7-ffi27410, 2-9- 447P152, 4-6-447/152
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 105mph; TCDL-10. psf, BCDL-4.2psf; h=loft; B=4 ft; L-24ft; cave-4ft; Cat, Il; Exp C; enclosed; MWFRS (all
heights): cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL«1.60
3) Plates checked for a plus or minus 5 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will
Cit between the bottom chord and any other members, with SCDL - 7.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 to uplift at joint 9 and 126 to uplift at
joint 6.
6) „Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
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WARN{NG Very design paramoonserd READ MGM$ ON THIS AND I CGUDEU saExR£FERANCE PAGE ry 14`421201S BEFORE USE
Design vaesi home onwith hoTelha eounectvs this de aygan is txsae€i <ol uporl paranoeters shown and is lax an iazdn sluat b�rkirn �.zarra nesnt. not
to nr+ass system Wore use. the bonding designer must verify the c-aprniaab"rr at deegn pareameSers and proper!;€ incarporcAe the deegn tnta the ovetal ^�
bufkt➢ng design, fn a<, tr l indicated is to pas vent isuchfing of artrA¢uE•<: urg truss web on Ver chord rnemben r, nh, Additional tt:ntK' ovary acrd moneni trrac::irof �� i' i H
is always reduire:d Sow stobtk+y and to preverif "(Aaarasea nsinh pk. nsv roesanol inica7 and property damage. For genual guidance regarding she Greenback lane
Gre
7777
halon ation Zrage d0very, erection and brosurit1 of livsses isnot rrusc yafenss, see ANSVINI Qaalty Cdkedo, USB -89 and SCR Malmo Component 7777 re _
Safety Information eava4akble hem £roman Plate Insf !vie, M P t, Lee Street Suite 3)2, Atexons hia, y A 2,2314. Su , .
7-1-2 7A-2
am
19
3X4 a 7 6 3X4
2x4 !! 2x4 It 2x4 ll
I
LOADING (psQ SPACING- 2 CSI. DEFL. in (loc) Udell Lid PLATES GRIP
TCLt 30.0 Plate Grip DOL 1.1.5 TC 0.23 Vert(LL) rue - ma 999 MT20 1971144
TCDL 15.0 Lumber DOL 1..15 BC 0.09 Vert(TL) n/a - nia 999
SCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0„00 5 rile rima
CDL 7.0 Cade IRC20091TPi2007 (Matrix)Weight: 42 to FT - 0%
LIMBER- B CING-
TOP CHORD 2x4 SPF No.2 "COP CHORD Structural wood sheathing directly applied or 6.0.0 oc pustins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SPF No,2 Mifek recotttmends that Stabtlazers and required crass clog
[fnstaffatka
e installed during truss erection, In accordance vi th Stabilizer
nn uy tde
REACTIONS. AD bearings 14-1-9,
(to)- Max Herz 1--131(LC 5)
Max Uplift All uplift 100 to or less at )oint(s)1 except 8'=-103(LC 7), 6--103(LC 7)
Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7-349(LC 1), 8-440(LC 11), 6=440(LC 12)
FORCES.# xrnp./Max. Ten, -All forces 250 i or iw..
k t
NOTES-
1)
heights); cantilever left #i Yiright..*LumberR 1 r x DOL enclosed;
.8
checked3) Plates for ra plus or minus 5 degree Y' #
4) Gable requires continuous bottom chord bearing,
5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live toads
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joinbs) I except Ot=lb) 8=103
}
s"Semi-rigid pitchbreaks with fixed heels' Member end fixity modelused In the analysist design
of this truss,
.,
WARNING •desi erd n ammeters and READ NOTES add Ties AND INCLUDED UT'EK REFERANCE PAGE i1Nd•7473 rev. 1"300IS BEFORE USE
Y ry 9 p
Design vatsd lay we viiy ,none ,Wfrk81 connecl ` rr Ihn de0y i is based onty upon re ea'arnefers shown. and k for an indivrduai btoRding coni* prreent not
sa trusx sistem B tom use, the building designee must serify the a3pOicab*fy of deeugn f:+aymne tern orad property ncorrxs one this design ¢nro the ownali DWI'
p `
bugdsnct deugn Bracing indnered is fo pro ver # kw sc.Rlirwct of sndE»duusd. ncsss, wpb ondJ<u cPtcxsd mera+t+era ostF( RddiEsr>sttzl he pattriy' and t7em'Kanc:rxt ts+cres¢rot:I !
a always required for slatrttity and to rueveW c.erttopse With ocesibie: personal irr}w and puss srty dor nage. For general guidance regord€ng tt5e;=.
hes. ukca on storage, delivery. erection rand trochf; W trusses sand truss csste¢vu, sea: ANS#/eP#t Quality Cdkf ia. OSS -99 and SCSI Building Component iT7i Greenback Lane
Safety Int<uanaKon ovoillabie from Truss PlateInstitute. 238 d Lee Street Wie 332. ,akmandria. VA 2.2314, Suite 109
Safety —
om
19
U6 r so
2X41[ axe
2x
LOADING (psf)
SPACING- 2-
CSI.
� DEFL.
in (ioc)
Well
Ud PLATES GRIP
TOLL 30:13
Plate rip DOL 1,15
TC 004
vert(LL)
n/a
n/a
999 MT20 1971144
TCDL 1$ 0
Lumber DOL 1.15
BC x1.34
Vert(TL)
n/a
Fila
999
BCLL 0.0
Rep Stress Incr YES
M O,09
Horz(TL)
0.00 3
n1a
n/a
BCDL 7.0
Code IRC20091 P12007
(Matrix)
Weight 30 to FT - 0%
•
REACTIONS. (Iblsiae) 1-275/11-1-9,3=275/11-1-9,4-575111-1-9
Max Harz 1=101(LC 6)
Max tlpM 1=-3 (LC 7), 3-32(LC 7), 4=-23(LC 7)
FARCES. (1b) -Max, Comp,/Max. Ten, -A# farces 250 (Ib) or fess except when shown.
BS 2-4--404141
E riR - .## r►�# #.
Elkrbe installed during truss erection, In accordance with Stabilci
#NOtrequired cross bracing
Installs Ii, #,
•
designed1) Unbalanced roof live loads have been considered for this design.
2) Wind� ASCE 7-05- 105mph; TCDL=10,$psf,, BCDL=4,2psf; h-15ft; B-4511; L-24ft� eave=4ft; GatIt: Exit C; enclosed; MWFRS (all
heights)� cantjlev�r left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL -1,60
3) Plates checked for a plus or minus 6 degree rotation about its center
4) Gable requires continuous bottom chord boadnZ
5) This truss has been w any other five loads,
6) * This truss has been designed for a live toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb, uplift at joint(s) 1, 3, 4.
.. 'Semi-rigid pitchbreaksfixed heels'Member ♦ fixity modela d in the analysis and design of
i
WARMNG • Yefy d.sr €pAsm6ers rrdREAO NCTES £N THIS AND !NCLU7ELiEa REEF CE PAGE 01,7471rev, f Of S BEFORE E USE.
Design. valid for use onryvnth WeW connectors This denan is Faased or,ty Upaan p aranx-tekrs sho,,n. and ds fist an indivkdv at [r06mg c€xnacaonent, not
a trnxss systerit Before use. the bviiditsg desigion roust venn the rappSccaicclo • cid dn_sig z parameters and # roperdy amx ipotafe ttua design into the caverag IS
p+
building desitgn ttsocng ind,,caa.d as to prevenl bvck#ntg at nda at,:fsaral huts n eb and/or core r. me tubers only. Addifion<;al te# . proary once permartent brrx"aing I MiTek'
a ahovoys €egotred for stability and to prevent Collapse with poo'bks piocmgd n� vy and property damage. for General goidance ebr.prdtng the 7! 77 Greenback Lanefatnicataun, storage, delrvery, ere .lion oncd brractng at tnmes and tnju &ysde era, sere ANSI/TPit Quality CdfmtoM 05B-84 and SCSI Building Component t
Safety Information avravtable horn trms dale lr'tstifute, 2t8 Pi Lee Street Su de it'd. Akecandria. VA 22384 Sulu 1p£i._�.._
4.1-2 4.9.2
N
4
2x4 2x4 11 2x4 ' .
LOADING lost) SPACING-
2-0`0
CSI..
TELL 30.0 Plate Grip DOL
1.75
TC 0.32
TCDL 18.0 Lumber DOL
1.15
BC 0.10
BCLL 0.0 " Rep Stress Sncr
YES
VVB 0.04
BCDL 7.0 Code SRC2009f1PI2007
(matrix)
LUMBER-
UMBE -TOP
fire
TOPCHORD 2x4 SPF No.2
BOF CHORD 2x4 SPP No.2
OTHERS 2x4 SPP No"2
REACTIONS. (ttrtsfze) 1-22318-1-9,3-223/8-1-9,4=34818-1-9
Max Harz 1--71(LC 5)
Max Uplift 1 34(LC 7), 3=-34(LC 7)
FORCES. (to) -Max. Comp Wax. Ten, -All farces 250 (Its) or less except when shown.
BS 2-4--285/32
N
DEFL,
in (Soo)
Wall
Lid PLATES GRIP
Ver (LL)
Sita -
We
999 MT20 1971144
Vert(TL)
We
We
999
Horz(TL)
0,00 3
nta
fire
e ght: 22 to FT - 0%
MiTek recommends that Stabilizers and required cross bracing
beinstalled duringtruss erection,accordance
Installat,ion # a.
NOTES -
1)
.
2) Wind: ASCE 7-05� 105mph� TCDL=10,Spsf,, BCDL-42psf, h=15ft; B-45ft� L=24ft; eave=4ft; Cat. fl� Exp C; enclosed; MWFRS (all
heights); cantilever left and right exposed; end vertical Wit and right exposeit Lumber DOL -1.60 plate grip DOL -1,60
3) Plates checked for a plus or minus 5 degree
requires4) Gable '# bottom chord
bottom5) This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other five loads.
6) * This truss has been designed for a live load of 20,Opsf on the hofforn chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the #
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 1
8) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
Ll
~
766
February 3,2016
WARNING - ferny loaf a aramofara and READ NOTES IAN THIS ,Aga INCLUDED WTEX REFERANCE PAGE 1141 7473 rev. INOW2015 BEFORE USE.
sr P
Design valid for use onfg susfh r VIek0 conneckars this design es based only gpDri paninvleen shown. and n for on leo--f'svk.9verE 6;,'9d+nU c:aan�>csn�a�t. not
a truss srsskem before use. lhe. aril i ng deskiner muss s��erifS the opplicoiarfy of deOgn pasronae:ers and prt.pety inr:wg»rate this design into the overall
building deOgn feacdng indscared is sp prevent 4^re ckAng of individuat Truss werb and/or chcxd members only. additional temporary one# permanent btocAof �^ ek
is always req uirc d for Stability and to prevent collapse Wffi passibte personal injud, and propti-ty damage. "roar general gisidosice regarding the T77i Greenback !,.site
fcetAcation sewage. de�fteSry, aere0ion and breading of fusees axed 4uss systems. See ANSDIF11 Quality Criteria, DSS -&9 and SCSI SuYdmi; Component
Safety information cavailks ate lrorn Torsi Pteate fnsfilule. 29fi rl Lee Street, Suite 3Q. Alexandria, VA 72314, suite 109._.,..1«
2-7.2 7-2
H
i
LOADING (psi)
SPACING- 2-
cat.
REFL.
In (too)
Ildeft
Ltd PLATES GRIP
TCLL 30.0
Plate Grip DOL 1A5
TC 0.10
Vert(LL)
We
We
999 MT20 1571144
TCDL 18.0
Lumber DOL 1,15
BC 0.17
Vett(TL)
n1a
nla
999
BCLL 0.0 °
Rep Stress Incr YES
VVB 0.00
Itorz(TL)
0,00 3
nla
nfa
SCOL 7.0
Code IRC2009iTP12007
(Matrix)
Weight: 12 to FT = 0%
M!Tek recommends that Stabilizers and required cross bracing
# . + R #.
,-
REACTIONS. (In/size) 1-23215A-9,3=232/5-1-9
Max Horz 1=-42(LC 5)
Max Uptttl=-18(LC 7), 3=-18(LC 7)
FORCES. (to) -Max. CompJMax" Ten.. Alt forces 250 (tb) or less except when shoran.
NOTES -
1)
2) Wind� ASCE 1 ! t * • R
,.t # # right #. •.# D* Cat,
ad plateExp,
# .
3) Plates checked for a plus or #
4) Gable requirescontinuous# Y beating.
5) This truss has been designed for a 10O psf bottom chord five toad nonconcurrent with any other live loads.
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 tall by 2-0-0wide fasm
fit between the bottomother members,
7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb upfift at joint(s) 1, 3,
! pitchoreaks# fixity model was used in the analysis and design of this truss,
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February 3,21716
4YARNINO - vert deli xaan#m,,s and READ NOTES ON IRIS AND INCLUDED hOTEX REFERANCE FACE W1,7d7.F rev- 14VI126t6 BEFORE USE.
IS` 9a P
C" eOgn v04d for use only swith W e. k .W�nect ;yrs This deaagn t3 board ant, upon porametwes shmm, and is for an indo,,kikr l buiA:ng component, not
a tevss system Before use 'Fe bukPng desnynea must verity the oppfi. as8a&y of design pasatrreter's and fxopene incorporate this desrtin into the care raS
butttitng design. Era sng indicotecl is to prevent bucKfng of individual truss ovate anfty chased members aatiy Additional fe pewcrty 'and pernsonent kea:acnsf Mek
iT '.
is atways regrood for s€ tfol0y andte> rsmvend caNapse WOi possabW geacnnot injury and property danyarie. Forgeneral guicdonce regording fine 7777 Greenback Lanetatxic.ation. storage de ivefy. e:.re¢.hcn and bid -ht1 of trune.t omf truss systems, sa s ANSVIF0 Quality Catnap, DS& -89 and &CS1 Manna Component
Safety Information avasiio to 6rmnaTwss NsPe Befflute, N8 N tee Street Saito 312, Aleasand6a, VA 22314, l Suite 1019, ._ # —
3-7-2 15.6.9 1-a-6 5 9 4Q
3x4
15 14 13 12 11 to 9
ax4 .
r ..
Plate Offsets 3 -__LL:......., -0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.45 TC 0.38 Vert(LL) rale - nta 999 MT20 197/944
TCDL 19.0 Lumber DOL 1.15 BC 0.29 Vert(n) me - nils 999
BCLL 0.0 ° Rep Stress Incr YES VVB 0.07 Horz(TL) 0.00 8 n/a me
BCDL 7.0 Cade IRC2009fTP12007 (Matrix)Weight: 74 In FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or oc purists, except
BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins ( 4 max.): 2-6.
BS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 40-0.0 Go bracing,. Except:
OTHERS 2x4 SPF No.2 6- oc bracing: 1-45. _
MITek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
s1pt' uidg
REACTIONS. All bearings 26.1-13.
(lb) - Max Harz 1=-95(LC 5)
Max Uplift All uplift 100 Ib or lass at joint(s) 1, 8, 4 , 10, 14, 12, 14
Max Gran All reactions 250 Ib or less at joinl(s) 1, 8, 10 except 9-470(LC 1),
15=452(LC 11), 14-551(LC 1), 12-456(LC 11), 11. 94(LC 1)
BS 7-9--322610, 2-15=-370164, 3-14=-486192, 4-12=-397170, 5-41337/60
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 105mph; TCDL «10.8psf; BCDL=4.2psf,, h=15ft; B -o ft; L-24ft; eave-oft, Cat. 0; Exp C; enclosed, MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed: lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Plates checked for a plus or minus 5 degrees rotation about its center.
6) Gable requires continuous bottom chord bearing,
7) This truss has been designed for a 10,0 pet bottom chord live load nonconcurrent with any other live loads.
` in 3.6.0 tall by 2
iNOO L /C z
8) This truss has been designed for a live load of 20.0psf on the bottom chard all areas where a rectangle wide will
fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 8, 15, 10, 14, 12„
r
" t
It.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
11) Graphical dies depict the the the along the top and/or bottom chord.
� G�
6
purlin representation not sine or orientation of purtira
ITT
e" a
e e ee ea
y°
� �
rexwee
i S A U E o APi7' R ia, tt% V2015 BEFORE USE,.
WARNING -Verify design pxnrarrraters and READ NOTES ON THIS AND dNCR D O. E'dtFERANCE PAGE 01.7479 r
E.
Geegrs ucand for use only vrilh Mite=kS carnrwcturs This ce eyQn as based on�+ Upon poronreten sho w^a and is Ior carr {nd6vidueat buiMing component, not
z tares sbrc4&+rt'+ Set+ae^e use
the building designer must vedf) the. apprc',ca yah' d design parome4ins and Vapedy incarrttonne4 this de-sion ivies the overatfi
buff £A deug n. 9rac rnyg in3accaled €s dU pt'euPxni S>a,rv,:dtHn;a a€ vodavdelt+ai truss w^,ab ereedi°cv' rPtesrd rrtembers t>nPy Adds tioneli tc nrpostia y assd pvrrararae nt bracing iTek .
is utways mquired for stub ilify and io prevent c uNnFde swnuh p{}48Eb1s person at Irairuy and property dornrage. For general ge idaance regarding the 7777 Greenback Lane
tat°ricatwn, slcwrrsJe, delivery, verba,) rend tram<ig cut trusses and kuss ys# rm. see ANSI/TPII Qualry C ti nix, p59-69 and SCSI Suilding Caaaponent Suite f tt9
Safety intamaffon aso+I;abte Brom Truss Plate insi tate.: tS N lee gree.. Sante 932. Ate raandda.. VA 223 ta. state --- ,,,s —
l„ __,_...3-7-2.....15-11-8 � �._._._„..,.,..._w..w._,_,a_._�..___.............�.i..._.a.....,__ 3-7-2m �
6x6 =
3x4 13 12 41 10 9 8 3x4 `�`
BS 4-10=-371166,3-11=-418/81,2-13-314/49, 5-9--418/81,6-8--3W49
NOTES -
X—"f)
Piste AX—Y)-
L LADING (psi) SPACING- 2-0-0 CSI.
LOADING
DEFL. in
(too) Well Ldd PLATES GRIP
TCLL. 30.0 Plate Grip DOL. 1.15 TC 0.28
Vert(LL) n/a
- mia 999 MT20 1971144
TCDL 18.11 Lumber DOL 1.15 BC 0.10
Veit(TL) n/a
- nta 999
BCLL 0.0 * Rep Stress Incr YES WB 0.06
Horz(TL) 0.00
7 n/a n/a
SCOL 7,0 Code IRC2009/TP12007 (Matrix)
�mM
Weight: 63 to FT - 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or oc purists, except
BOT CHORD 20 SPF No.2
2-0-0 oc purlins ( 0 max): 2-6.
OTHERS 20 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10.0-0 oc bracing.
w 0..
MiTek recommends that Stabilizers and raqulPed cross bracing
be installed during truss erection, in accordance with Stabilizer
6 rr�
REACTIONS. All bearings 23-1-1,
(to) - Main Harz 1--60(LC 5)
Max Upfi t All uplift 100 lb or less at joints) 1, 7, 10, 11, 13, 9, 8
Max Grav All reactions 250 to or less at joints) 1, 7 except 10-429(LC 1), 11=473{LC 9 ), 13-392(LC
11)"
9.473(LC 11), 8=392(LC 12)
BS 4-10=-371166,3-11=-418/81,2-13-314/49, 5-9--418/81,6-8--3W49
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 105mph; TCDL-10,8pst; BCDL=4.2psf; h-158; B=451t, E -24f; eave=4tl; Cat. i!; Exp C; enclosed; MWFRS (all
heights), Cantilever left and right exposed; end vertical left and right exposed, Lumber DOL -1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding,
4) All plates are 27#4 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.
7) This truss has been designed for a 10.0 psf bottom chord five toad nonconcurrent with any other live loads
8) * This truss has been designed for a live load of 20Opst on the bottom chord in all areas where a rectangle 3 tall by 24-0 wide will
fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lir uplift at joint(s) 1, 7, 10, 11, 13, 9, 8.
a
.e�ecj<
,
10) "Semi-rigid pitchbreaks with fixed heels"" Member end fixity model was used in the analysis and design of this truss.
w 0..
11) Graphical pudin representation does not depict the size or the Orientation of the purlin along the tap and/or bottom chard,
6 rr�
NA
C
4VARN9NG - Ver1PY deslOrr paaraetwx and READ NOSES ON flats AND tNCi.UD17 r�4tPEK REFERAN E PAGE 014472 rev, 1"W2015 BEFORE USE.
rat':srgrs vaaNei °rar use. only ewth txtiCektB <or nr e:tzars Cisrs des+.arr s kaax+'asi onto upon paarAameten, shown. and 4 for can ndtAduaar tauitrliseFi conir.+dnew. not
ra truss system 9etore use, the bolding designer nr,,j t verih the oppiicabi€ity of design paro€neters and F.ropedy,ncortoarale 9%deslgn into the ove sit
busrcBn g s9 sign t> acing andicotc+d is to prevent ttuekhng7 c t tnd exlusal truss ine is camJlor chexd ffsemksers ontY Additksnal temp eira y and rannennent boxing
Re!
,..
is raiw¢ays required i kx staraldity and iia prevent coftarne We, possible personcar engc.eeyF o nd reogatiiy daamocre. For general guidance regarding the 7777 Greenback Lane
iaRava.;at,xan, st;5*tayie deAvery, eine .tkran zits tmcsk^.mg of #rt xscs tris tr.ass cYsReerrs seer ANSi/Vill Quality Criteda, 00.84 and BCS/ guiding Component Suite 109
Safety information ovatfolcie from Tees Plate ins€injte. 2 8 rt Cee Str e, ei. Svine 3P.y. Akoondao, VA 2,23€4. Car- Neeams. CA 95,
3-7-2 12.11-8 3-7-2
EMM
3x4 !i 13 12 11 10 a see
3x4 ==
LOADING (psfj SPACING• 2 CSB. DFL, In (1DC) Udeft iJd
PLATES GRIP
TCLL 30.0 Plate Grip DOL 1,15 TC 0.26 peri(LL) n/a r 959
MT20 1971144
TCDL 16,0 Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999
$CLL 0.0 . Rap Stress Ince YES 0.06 Horz(iL) 0.00 7 nia n/a
B3COL 7.0 Code IRC2009frPI2007 (Matrix)
weight: 56lb FT -0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 6-0-O AG purlins, except
BOTCHORD 2x4 SPF No -2 2-0-0 oc purlins ( max.): 2-.
BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or oc bracing.
OTHERS 2x4 SPF No.2 MiTek recommends that Stabifters
and required cross bracing
be installed during truss erection
In accordance with Statarlrxer
REACTIONS, RIB bearings 20-1-1.
(to) - Maas Harz 1--60(LC 5)
Max Uplift Alf uplift 100 to or less at joints) 1, 7.10, 11, , 13, 8
Max Gras All reactions 250 Ib or less at joint(s)1, 7 except 10-471 (LC 1), 11=375(LC 12), 9-375(LC 11),
13-311 (LC 11), 8=311(LC 12)
FORCES. (tb) - Max. Comp./Max. Ten. » All forces 250 (to) or less except when shown.
BS 4-10=-408173, 3.11=-333/71, 5-9--333/71
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 105mph; TCDL=10.8psf; BCDL-4.2psf, h-15ft; B -451t; L-24ft; eavis-oft; Cat. t{; Exp C; enclosed; MWFRS (alt
heights); cantilever lett and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL -1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 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.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a Hive load of 20 Opsf on the bottom chord in all areas where a rectangle 3- tall by -0.0 wide wi
N00 L I
fit between the bottom chord and any other members
9) Provide connection others) of truss to bearing capable of withstanding 100 lb uplift at joint{s) 1, 7, 10, 11, 9,13,8.
°
H
mechanical (by plate
"Semi-rigid
pe, 1
10) p[tchbreaks with fixed heets" Member end fixity model was used In the analysts and design of this truss.
11) Graphical puritn representation does not depict the size or the orientation of the purtin along the tap and/or bottom chord.
Tf
66 M
AV
February 3,2010
aA WARNING - Vanity die!mn parameaere and READ IRLrEs CIN rHiS AND INCLUDED WEX REFERANCE PAGE 01,7473 rev. 101ON2015 BEFORE USE
[.iev5 n irdd for use C my vAlh fail et1l) ronrsectcws T}tis destgn s based on ttrYv'7it CAat4Sf'xtk. $R;fS :iiidSYvTi ansl as fa} fYt't IddC6tVaCi;lGti fSUtre3tPkg i't'sSltpaRF:+SS,. Ylc.)P
G iress natem. aerate uw the building deSskjne! nwO Vefiiif rhes atopil mab.:tp' CFS design prvorr'::: els and r36eYr,,err, PhY,:CW'rpo"It4: this d,}eac4o, in$3 ,,he O` a`,t 1
i
buildit'kd�'desi4,�, n, S{rt".lcmg Ct6Ck�L'ated'i 4 to prevent bur.knig of individv'ba Ituss webCIt3t'jor chtdd members only. Add iik 4:it terortoxory and T�e°t'PP'nine t brad°,,
"
�{,�'
k'
MiTek'
4 o ay's require# Sear datxkN and to rxe vent coltapse: w0h boWfeie perxonat inivy and ixop"domsage. For 9wonal guolonc e regain ing the
7777 Greenback lane
fabrication, storGYof1e, d tiNe "1, er; }ion and ourexV Ga itubes and truss systerns. see ANSull'110twfit yC410mb D5844 ofld ecsa 8u5dang Component
Safetyinformation ava3ablea tram Tam Plate institute, 218 N. Lee Street 5uiie 3i2. Alevxandrio. VA 2,1.314.
Sul#e irPs
,..�.„ tea.„r,<• :ora ...In
s•a-;e ;I-aa-ts a•a-c
OEM
EM
30 11 10 9 8 7 3x4 N
2x4 9l 3x4 == 2x4 It 2x4 Ii 2x4 ii
res
.m........mm �' � ._.,...�...._W.,_,..._.3%T!2.....__.,.n .............._..v._.."......_�........�m_..:_,..._..._..e_.......__........._,..._..._._ 8'.5�'g......_..«__�__d,._..............,..".._...,.............,....._.,....,",_...,.�,�s.........."..........�,..., w.._:3^7r'�..»,...."..„...,...,.,....w,...........
Plate Offset%LX X12 p 4 0 iX 1 9j Lis; rc G 9'33 _ _ _ _ _ .......
LOADING lost) SPACING. 2-0.0 CSL DEFL. in (too) Well Ud PLATS GRIP
TCLL 30:0 Plate Grp DOL 1.15 TC 0,21 Vett(LL) n/a - tire 999 MT20 1971144
TCDL 18.0 Lumber DOL 1.15 BC 0.11 Vert(TL) n/a ma
BOLL 0.0 ” Rep Stress Incr YES WB 0.05 Horz(1`L) 0.00 6 n/a he
BCDL 7.0 Code iRC20091TPI2007 (Matrix)Weight: 47 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SPF No.2 2-0.0 no purlins ( 0 max.). 2-5.
BS 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 10.0-0 oc bracing.
OTHERS 2x4 SPF No.2 RAiTek r munends tiimi Stabilizers end regfaired cross tsracing
be installed during truss erection, in accordance with Stabilizer
/lull }
REACTIONS. All bearings 17-1-1.
(lb) - Max Harz 1=-60(LC 5)
Max tlplifi All uplift 100 to or less at joint(s)1, 6, , 8, 11, 7
Max Grav Ail reactions 250lb or less at joints) 1, 6 except 9=417(LC 12), 8=417(LC 11), I1=337(LC 11),
7-337(LC 12)
FORCES. (to) -Max, Comp.IMax. Ten. -All forces 250 (tb) or less except when shown.
BS 3.9--366175, 4-8=•366175, 2-11-265/39, 5-7=-265139
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wllnd: ASCE 7-05, 105mph, TCDL-10.8psf, BCDL=4.2psf, h-15ft„ 8=45ft, L=24ft, cave=4ft; Cat. It Exp C; enclosed; M RS (all
heights): cantilever left and right exposed; end vertical felt and right exposed; Lumbar 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) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads.
7) " This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle tall by 2.0.0 wide will
fit between the bottom chord and any other members. N90 L ) ,,
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) 1, 6, 9, 8„ 11, 7. eea -a(
9) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.? `*
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.," cT
e . C
� t S 77
N
.e* a
�d,'�"'s �aeaevmevaee��°�
w r NA,
February 3,2016
6VARNING . vapiry design parameters end READ NOTES ON THIS AND INCLUDED INXTEK REFERANCE RAGE A10-Jd73 rev. VVIL 12475 BEFORE USE. i
Dnsi?n vand Inc arses. tz with W eh0 connectors This desirpi is based o*~l upon tirstanrelef3 shee an, and is Fusion xrw%�v ciseai Fa�,ae�ina;1 camDcnenf. no(
CA feuSS $Y*.�`€t;f'rk I3P. i4afE, tela, the b" )diCl ng desi�I of rntrst Yeity tt)e CSi�r�Il';::Lab h of £it;ngn pmarneden and i?rop edy incorprxsn J rho design Wo the ovF /aft
bui€r.ting desi{3r.. SrLa rs,7 inrife:x€ecI ac 8o ureverl au MkBing e'St Srwdivrrivaf iez� s wrc„k� �azuiftar t:hurct meiastrers an@y, ACiddion+3l tent wr oy anal Pr;"fmaeerst t ria aa0 MiTek'
is vkvctpMl rccizxu <:#fur stezF>izl f rtrd Ica prevea <.t?#iarsse wltF tsocti le. sea rsc.rusi zro-s¢.rrY tcrxd naso serla+ ctorxeage.. for S7enesot gu4citsme regarding the 7777 Greenback Lane
tobrlcofion, Oorage de@very. erection and bracing of trvsa es, and tr ns systeros see ANSVUII Quality Ceilerio. OSS -81 and SCSI Sulding Component � Serifs 109
. ..
Safety Information ova a¢icztt3e irerree 7vtstl Pteale kssfl€u#e. ;°i3 hr Lee Street Seita. 3t.., Alexandria, VA 122314, .. n nr.,
3J-2 6.11-8 3-7-2
EM
RM
am
3x4 r 3x4
2x4 li 2x4 ll 2x4 ti
LOADING (psf) SPACING -15 CSI, DEFL. in (loc) Vdeft Ud
PLATES GRIP
TOLL 30.0 Plate Grip DOL 1.TC 0.23 Vert(LL) nfa - nla
MT20 1971144
TCDL 1B.. LumberDOL 1,15 BC 0..11 Vert(TL) Fria - Ole 399
BCLL 0.0 * Rep Stress lncr YES WE 0.05 Horz(TL) 0.00 5 rda n1a
BCDL 7.0 Cade IRC2009ITP12007 (Matrix)
-------------
Fight: 38 to FT = 0%
LUMBER- BRACING -
TOP CHORD 20 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 0 oc purlins, except
BOT CHORD 20 SPF No.2 2 oc purlins (6.0-0 max,): 2-4.
BS 20 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 20 SPF No.2 W Tek recommends that Stabilizers and required cross bracahg
Le installed during truss erection,.
in accordance with Stabilizer..
w
REACTIONS. AN bearings 14.1-1.
(to) - Max Harz 1= 0(LC 6)
Max Uptdit AN uplift 100 to or fess at laint(s)1, 5, 7, 8, 6
Max Grav All reactions 250 to or less at joint(s)1, 5 except 7=426(LC 11), 8=365(LC 11), 6=365(LC 12)
FORCES, (Ib) -Max. Comp./Max. Ten. -All forces 250 (tb) or less except when shown.
BS 3-7--382177, 2-8=-288/44, 4-6--288144
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-05; 105mph; TCDL 10.8psf; B DL=4. ps€; h=15ff; B-45ft, L=24It, eave=4f#, Cat. ll, Exp C; enclosed; MWFRS (all
heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 !slate grip DOL=1.60
3) Provide adequate drainage: to prevent water pending.
4) Plates checked for a plus or minus 5 degree rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) This mass has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads,
7) * 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 chard and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 5, 7, , 6.
rw ;
9) „Semi-rigid pitchbreaks with fixed heels" Member end fixity el was used in the analysts and design of this truss.
.....
10) Graphical purlirt representation does not depict the size or the orientation of the purtin along the Yap and/or bottom chord,
r` -;a)
t"rl �
February 3,2016
3
t+ttARNfNG - V eroy design parameierx and READ NOTES ON THIS AND INC1,00ED AYrEK REFERANCE PAGE S111-7473 rev.. 1d'itW260 BEFORE U$E. #g
Design v acrd icor use only with h.3lie k8 a o nnetLm. Fhrs a"f gri is based,%iM upon poromarkes shovvrr, and is for rs z raRvidud bullcknc7 corn .one�*nt not E
ca truss systerrr. Betwe use. the: baitding designer must w , the apple". 3b 'ry 0 des gir ponornete*rs and property hcorporate this desisin into the o e cak 3
building de istm 9ro6rrg indicote 3 is 7o pcevern kwc.kinq or rtdr;ndval mass web and/or chard rne>r bees only. Additional temporory and peen xxnenl Isrcicing iTek'
as olw,'erys rz.pu+red &ex statvliN ane !a p¢4vestt a oH^rrxse osFtn passible personcx! ar aivay ¢fad propcOs 3annog te, For general grikloncee regarding the 7777 Greenback Lane
totuda-ntacan
storage, detu ery. eve:ctian and br-ac.vt a or rratsee end truss Systens. see ANSI/Iflf Quality Cdterla, OSS -St and SCSI livilding Component� Suite 109
Safety information ovalkatale, from True Platen insulate. 216 is Lee Street Suite 30'2. Aiexandria. VA 22314 1-- PA ax
I ype Qty Fty Crftksiste I QUAH Pon 1A 3 Car Side R46475773
Trims 11 1ti
IDRKHiVGbfilZVGjnQ382oGTJyKH$c-Dr966DtOqgLBaVTlvowWRw—EBY9CQi6DNle4OMzos5
3-7-2 3-11-8 3.7-2
sewit- t Is's
08 = 4XS =
6 5
3s4 2X4 It 2x4 H 3X4
LOADING (psh
SPACING-
2-0-0
TCLL
30,0
Plate Grip DOL
115
TCDL
Wo
Lumber DOL
115
BCLL
ok
Rep Stress Incr
YES
BCDL
7,0
Code IRC2009frPI2007
T'DEFL.
in
(toc) Well Ud PLATES GRIP
TC 0,27
Verth-L) GIG
We 999 MT20 197/144
BC 0.10
Vert(TL) n/a
DID 999
" 0.05
Horz(TL) 0.00
4 We n/a
(Matrix)
Weight: 30 th FT - 0%
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc puffins (6-0-0 max.): 2-3.
BOT CHORD
Rod ceiling directly applied or 10-0-0 oc bracing.
ss bracing
be installed during truss erection, in accordance with Stabilizer
REACTIORS. AN bearings
(lb) - Max Harz I =-60(LC 5)
MaxUptift AffupffftlOOtboriessatjoint(s)1,4,6,5
Max Grass All reactions 250 lb or less at joint(s) 1, 4 except 6-416(LC 11), 5-416(LC 12)
FORCES. (1b) -Max. Comp./Max, Ten. -All forces 250 (to) or less except when shown,
WEBS 2-6--338/56, 3-5-338149
NOTES -
1) Unbalanced root live leads have been considered for this desigm
2) Wind: ASCE 7-05:105mph; TCDL-10.8psf-, BCDL=4,2psf,, h=15ft; 8=45ft; L=24t eave=41t; Cat11-1 Exp C; enclosed; MWFRS, (all
heights); cantilever left and right exposed; end vertical left and right exposed" Lumber DOL -1,60 plate grip DOL -1.60
3) Provide adequate drainage to prevent water pending.
4) Plates checked for a plus or minus 6 degree rotation about Its center,
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 100 pal bottom chord live toad nonconcurrent with any other live loads.
ge
smai w1i I
AWARANNG- Ved(y "ger parameters and READ NOTES ON THIS AND tMCLUDED 40TEK REFS CE PAGE MI -7473 rev, 1"1/205 BEFORE USE,
Densin valid for use only voth tailetssitconneclors, ;his desgn 4 based on ponrxxorneenshovrL, and tsto, err inctividvalbuddingconpo nirn, not
a truss system, Oeiore use, the bi.Ading dengne? inust verify We apidicatIty'ot dessyi,,"an"ettm and roopely tricoipoods, this design n1o'the oveorl
bl"Ung de&i9r, Bosang rndcourd is to prevent buckiiistj W nrlividuat Kiss eseb and/oc chord mennsen sinN. Additional temporary and prermor,Lnt twoc, fro;
i'l oWay mqriwed firer O
r oNtty and eW
to prevent cofiapse th poWtAe penond injury apro
perry peiry darrsage, For genual guidance regard ng the
fCrkXsc06!on, Zrage, defiverys. err.cfionand taysctngof*ruses and truss syOerm see ANSIM11 Quality Cifterta, D$6.81 and 9CS1 80ding Component
Salefyinfirarraffon Lee Shee! Seale M,Afe*Qndks,VA21,3t4
'Q o
66
V
rrffm
3.7 2 4 -a~ -1G
4x4 "= 4x4 mm
MITIMIRM
6 XJ
2x4 r 2x4 it 2X4 it 2x4
LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP
TCLL 30,0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) file me 999 MT20 197/144
TCDL 16.0 Lumber DOL 1.15 BC 0.05 Vert(TL) We - n/a 999
BOLL 0.0 ° Rep Stress Iner YES VVB 0.03 Horz(TL) 0.00 4 We Na
BCDL 7.O Code IRC2009ITP12007 (Matrix) Welfi t. 23 to FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TDP CHORD Structural wood sheathing directly applied or oc purlins, except
BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins ( max.): 2.3.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10- oc king.
:be
Tekand required DrossbractngInstalled during truss erection, In accordance with Stabilizer
REACTIONS. Alt bearings 6-1-1.
(to) Max Horz 1- (LC 5)
Max Uppft All uplift 100 to or fess at joints) 1, 4, 6,5
Max Grav Ala reactions 250 to or less at joint(s)1, 4„ 6„ 5
FORCES. (Ib) Max. Comp./Max. Tera. - All forces 250 (to) or less except when shown
NOTES -
1) unbalanced root live loads have been considered for this design.
2) Wind; ASCE 7-05; 105mph; TCDL=10.6psf; BCDL-4.2psf; h=15ft; B=45ft; L=24ft; cave=oft; Cat. 11; Exp C: enclosed; MWFRS (all
heights); cantilever lett and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 5 degree rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads.
7) " This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide Will
ft between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 4, 6, 5.
"Semi-rigid
9) ptchbreaks with fixed heels* Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord.}
} L
M,a€Ai zra'^ V V
February 3,2016
p
A4kWARNrVG- Verth` designs pararraefora atad READ NOTES ON rHIS AND dNCL tJDEO 1TEK RETE CEPAGE Nt-7473 sew. 1WO312015 8EFOREUSE.
Design valid lex uae only ,with this deagn is taascsi er sg� up<.srt piramelers &hewn, and K for on i clivi+.' u at buiid&rig component, nor
0 Sears system Before use, the bukling desk -pier "ont verify the a9>r.�caat, �1 of r esign paecniefes and property trrcorptxa'ale this csespin into the ovefol IS
q^
brAding design. €tar tng trvdrJ .cned As to prevent buckEi g of indrAdual truss eat, ondlor chord erernber& only` A,3tiftionc7l 0empcarrcxr�,e an J ga<'artxranv:�ttR bvr�cErtpi ick,.
is ahoo'ys regapuireol to, O aldbty an to pre.ent c oRapse with possible personal iniury and property riamoge. For general guidance regarding She^ 7777 Greenback Lane
4abeo-cratoora. slcaroge. ie.Hwt ry, e€etrttort asci brcaccng of to rssr*s ar u1 tn.�ss ys9ery a, see ANSI/Ifth GluCritedo, DSAS 59 and SCSI tinseling Component Salle 4b9
Safety fMotma#on ¢avar4.able=lr. rex tensa PlateSnstiiuie. 2i$Ps kr 5kreel S. e3k3. Bexex+ciafer. VA2'2 #4. ,,..._._,.__..._ .....,�.
WiTN7707173111111
TCLL 30,0
TCDL 18.0
BCLL 0,0
LVCDL 7.0
1 1, GO a ;W, -M'
;�# Zi
IBM
IJ
NUMM
" b4V a ben zv'ailD weReK Inausures"n
ID.RKH�VGbIiIZVGjnQ3S2oGTJYKHSc-Dc%6DIOqg,8iV
-----------
2-6-14 2-6-14
9
M
I
mmm�
SPACING- 2;40
CSL
DEFL.
in (too)
Udell
Lid PLATES GRIP
Plate Grip DOL 1,5
I
TC 0,10
Vert(LL)
n/a
ata
999 MT20 197/144
Lumber DOL 1.15
so 0,16
Vert(TL)
n/a
Igra
999
Rep Stress Incr YES
WB 0,00
Horz(TL)
0,00 3
nta
his
Code IRC2009frPI2007
(Matrix)
Weight: 12 lb FT = 0%
REACTIONS, ithitsize) 1-230/5-1-1,3=230/5-1-1
Max Harz 1 =41 (LC 6)
Max Uplift 1 —1 S(LC 7), 3-18(LC 7)
FORCES. (Ith - Max, Comp./Max. Ten. - All forces 250 (to) or less except when shown
157,111, Q. &IM., il.
ONION ' I I
M 4 W"RK,[rMIWM. . I I IWINAVANS
WiTek that Stabilizers and required cross bracing
be installed during truss erection, In accordance with Stabilizer
AOTES-
1) Unbalanced roof live loaits have been considered for this design,
2) Wind: ASCE 7-05; 105rnph� TCDL=10,8psf� BCDL=4.2psf; h-15ft; 8-461t; L=24ft; eave-4ft; CaL H; Exp C� enclosed; MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60
3) 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 pst bottom chord five load nonconcurrent with any other live loads,
6) * This truss has been designed for a live load of 20.Opsf on the bofforn chord in aft areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 1, 3,
8) "Sena -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
AWARAONC- Vervirdestim p....tarstwd READ NOTES ON THIS AND tAICLUDEOWTEK REFERANCE PAGE ARI -7473 rev, 1000311015 BEFORE USE,WkrYM
Design valid for use onrjMh NiffekXD c,^.n,rsectom this devgn is based oft upon pommehns shoo n, and n roi an indrodual building cortrponent, not
vie
V
o 0uss sy0em, Before. use, One building desiqrnsr must V the aprrkaja'fy ot design roararneten and propedy neo"srofe this design frft the overal
bviicing deskin, Brocing sndrcoied is ro pawner , venj twcklinq of inctiAdural trun web and/or chord nnernbers onnr- Additional temporary ond permanerit bracing MiTek
n alwasy rectutred for spstorty and to parve-tet coHapa�,ath rnuot*, personal injury ond twopeny d0in0ger For genal guidance ferionJing the
Labncotion. storage. detweay. truss waterers, see ANSIAP11 Quaft CdNrmT OSS -89 and SCSI Sulaiing Component 7777 Greenback Lane
Safety Information cnaiiabie, from Tens Plate Insfifute, 218 N Lee Slre-�, Su4e 311 Alexoncina VA 223a 4 Suite 109
66
A . . . . . . . .
ONA
February 3,2016
AWARAONC- Vervirdestim p....tarstwd READ NOTES ON THIS AND tAICLUDEOWTEK REFERANCE PAGE ARI -7473 rev, 1000311015 BEFORE USE,WkrYM
Design valid for use onrjMh NiffekXD c,^.n,rsectom this devgn is based oft upon pommehns shoo n, and n roi an indrodual building cortrponent, not
vie
V
o 0uss sy0em, Before. use, One building desiqrnsr must V the aprrkaja'fy ot design roararneten and propedy neo"srofe this design frft the overal
bviicing deskin, Brocing sndrcoied is ro pawner , venj twcklinq of inctiAdural trun web and/or chord nnernbers onnr- Additional temporary ond permanerit bracing MiTek
n alwasy rectutred for spstorty and to parve-tet coHapa�,ath rnuot*, personal injury ond twopeny d0in0ger For genal guidance ferionJing the
Labncotion. storage. detweay. truss waterers, see ANSIAP11 Quaft CdNrmT OSS -89 and SCSI Sulaiing Component 7777 Greenback Lane
Safety Information cnaiiabie, from Tens Plate Insfifute, 218 N Lee Slre-�, Su4e 311 Alexoncina VA 223a 4 Suite 109
N
N
4
2XA r 2X4 11 2.X4
92=111im
LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loci I/deff Lid PLATES GRIP
TOLL 30.0 Plate Grip DOL 1.15 TC O 30 Vert(LL) We - n1a 999 MT20 1971144
TCDL 13.0 Lumber DOL 115 SC 0,09 Vert(TL) n/a - We 999
BCLL 0.0 Rep Stress Incr YES We 0,04 Horz(TL) (LOO 3 Big n/a
BCDL 7.O Code IRC20091rPI2007 (Matrix) Weight: 21 to FT - 0%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6-" oc purlins.
BOT CHORD 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 GO bracing.
OTHERS 2x4 SPF No,2 MITek recommends that Stabilizers andrequ cross Facing
� ak�
Lbe installed during truss erection, in accordance with Stabilizer
Installation uide.
REACTIONS, (IDIsize) 1-213t7-9.9,3-21317-9-9,4-332/7-9.9
Max Herz 1-68(LC 5)
Max UpfiftI =32(LC 7), 3=-32(LC 7)
FORCES, (its) -Max. Comp.lMax, Ten, -All forces 250 (to) of less except when shown.
WEBS 2-4-272/30
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 10 mph; TCDL=10,8psf, BCDL-4,2psf,, h=15ft; B -451t; L=2411; eave-4ft; Cat. If: Exp C; enclosed; MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL -1.60
3) 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 pad bottom chord live load nonconcurrent with any other live loads,
6) * This truss has been designed for alive 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.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 9.3.
8) "Semi-rigid pftchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
3
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r
(",aria rj 0
X"
; NN
A O
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N A � �
February 3,2016
J&WARIANG. thinly design psodamer"and READ NOTES ON THIS AND INCLUDED NnEKNEFERANCE PAGE MI -7473 rev, 1"W2615 BEFORE USE
Design valial for use only with rAiTekIir connectom ibis design is based'wi ssonjerirameterssrxomr. and Lqtoranindiddudbu4dingconn onert4. ru)t
a tn� system Before ose, the buildiug despiner mW verfly the oprr4cobllltyof deeign paranwarn; ants property incorWore 0,4 design into the outhal Of
Isvilding druhf,tgroceyt indicWed as to rwevenf bvekfrrot or individbim rwss web andAx chord mernbers once. Additional leryw)orahr and pewro�nes,Mt Isra"'ing Welk'
is always maksred foo stolegify need to pieveni cotioree with, possible personat finitn, and property dornodo, For general pAdonce regorting the 7777 Greenback Lane
rabricationstorage, , delwery, erectionand brocingof hussesrand fines syste"u, see ANSIAM Quality Criteria, OSO-89 and ACS! fruliding Component Spite 109
Safety Information qvoikibis, Pore Truss Plate institute, 238 N, L", Street Suite 3 f 2, Ak-winckyx, VA 22.3 f 4, Is
2-5.2
3x4
2
2x4 'r
LOADING (psf)SPACING-
2
CSI.
TCL.L 0 Plate Grip DOL
1,15
TC 0.09
TCDL18.0 Lumber DOL
1.15
BC 0.14
BCLL 0.0 ` Rep Stress lncr
YES
VM 0,00
BCDL 7.0 Code 1RC2009rrP12007
I (matrix)
LUMBER -
BOT CHORD
Rigid ceiling directly applied or 10-0.0 oc bracing.
TOP CHORD 2x4 SPF No.2
Mfiak re ��+nends that Stabilizers and required cross bracing
BOT CHORD 2x4 SPF No,2
REACTIONS. (lb/size) 1-214/4-0-9,3=214/4-9-9
Max Storz 1 -38(LC 5)
Max Uplift 1--I 7(LC 7), 3--17(LC 7)
FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (to) or less except when shown
NOTES -
1)
2) Wind: ASCE x w i:rt
heights); cantilever left and right "posed; end vertical left and right "posed; Lumber DOL -1,60 plate grip DOL=1.60
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 10O par bottom chord Viva toad nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of # in on y +m chord in ail areas ^..t.. w -0 tall by 1 wide
fit between the bottom chord and any other members,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 1, 3,
8) 'Semi-rigid pdchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss.
DEFL. in
(loc) laded L/d PLATES GRIP
Vert(LL) me
n/a 999 MT20 197/144
Vert(TL) n/a
- n1a 999
Horz(TL) 0.00
3 ma n/a
€ ht: 11 to FT - 0%
RACING -
TOP CHORD
Structural wood sheathing directly applied or 4-10.5 Do purfins.
BOT CHORD
Rigid ceiling directly applied or 10-0.0 oc bracing.
rFON
Mfiak re ��+nends that Stabilizers and required cross bracing
be installed during truss erection, In accordance with Stabilizer
NOTES -
1)
2) Wind: ASCE x w i:rt
heights); cantilever left and right "posed; end vertical left and right "posed; Lumber DOL -1,60 plate grip DOL=1.60
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 10O par bottom chord Viva toad nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of # in on y +m chord in ail areas ^..t.. w -0 tall by 1 wide
fit between the bottom chord and any other members,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 1, 3,
8) 'Semi-rigid pdchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss.
i
almwommwwnm
VARNNG � Vhi dosign poumeern d READ NtON AN3FMCLuDECM7EK RE FEPANC PAGE 01,7473 rev, 1402615 BEFORE USE,
DeOgn valid Carer use onty with Wen6i conneciors., This design �s bcv ed o ny upon part n*r rs shoawt sand is fret Oro indty iv -sl br,46rtg component.. not
a truss sysgem. 6e kve use: the building deOgnt, must vo orfs, the app4cal os, of design parameters and porr;wfly incorporate thu dedgn tribe the ovefoll �*�
bsfilding design 8focrng indicated ss to prew�t buckkng of indM dual €vuss "b and/ose:hofd n errale ss Orrs. Ad nal tentrioraxay and pemsonent brarfng i e ..
is catwoys re etuv „sd for suability Orad to pre,stM cotlopse with rx>s •4bkee pseaonat iniusy and property domorrte, For generol guidance regordeig the 7773 greenback tisane
fObr' .aBwn strxOc)e <3eS:w ry. err,<:6�.xn aar7d brhew3"ag of tnfvses and lsvxa systems. see ANSI/B41 QuaAty Ctitedo, DS8.84 and 8CS1 80ding Component
09
Sa%ty lnfornralfon avok3bde from Truss i'lofte iiesfatutex, 218 N Le< Street .rt�ite 3C 2. Alexonc€rio, VA 22315. �!,��„ �,
446
�
6
rFON
i
almwommwwnm
VARNNG � Vhi dosign poumeern d READ NtON AN3FMCLuDECM7EK RE FEPANC PAGE 01,7473 rev, 1402615 BEFORE USE,
DeOgn valid Carer use onty with Wen6i conneciors., This design �s bcv ed o ny upon part n*r rs shoawt sand is fret Oro indty iv -sl br,46rtg component.. not
a truss sysgem. 6e kve use: the building deOgnt, must vo orfs, the app4cal os, of design parameters and porr;wfly incorporate thu dedgn tribe the ovefoll �*�
bsfilding design 8focrng indicated ss to prew�t buckkng of indM dual €vuss "b and/ose:hofd n errale ss Orrs. Ad nal tentrioraxay and pemsonent brarfng i e ..
is catwoys re etuv „sd for suability Orad to pre,stM cotlopse with rx>s •4bkee pseaonat iniusy and property domorrte, For generol guidance regordeig the 7773 greenback tisane
fObr' .aBwn strxOc)e <3eS:w ry. err,<:6�.xn aar7d brhew3"ag of tnfvses and lsvxa systems. see ANSI/B41 QuaAty Ctitedo, DS8.84 and 8CS1 80ding Component
09
Sa%ty lnfornralfon avok3bde from Truss i'lofte iiesfatutex, 218 N Le< Street .rt�ite 3C 2. Alexonc€rio, VA 22315. �!,��„ �,
Qty Pty 1 Creekskie t Quad Man 1A 3 CW Side
i¢AG475770
R
ID:RKHiVCbH C*nQ3S2oGTJyKHSc-9_HsXv HFryocPI
x,..1~5»0. �_,�.,�,_..._....M.a...._.._.�....__._..____..._._._32-?-�,._....,.,..�.�...,_..____.._...,._..�._w........,-..,....�
9-5-0 10-11-4
8.00 [t2 4x4 ==
2x4 €'
I
9 8 7 6 3x4
2x4 l l 2x4 1 1 2x4 i t 2x4 I l
LOADING (psf) SPACING- 2-0-0 CSI. DEF . in (toe) tided Ud PLATES GRIP
TCLL 30,0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) We - fila 999 MT20 1971144
TCDL 18,0 Lumbar DOL 1,15 SC 0.12 Vert(TL) n1x - We 999
BCLL 0:0 " Rep Stress Incr YES VM 0,23 Horz(TL) 0.00 5 File We
BCDL 7.0 Code iRC20091TP12007 (Matrix) WeighL 51 to FT = OOA
LUMBER- BRACING-
TOP CHORD 2x4 SPE No,2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 ac puffins, except
BOT CHORD 2x4 SPF No.2 end verficals.
B s 2x4 SPF No.2 ESOT CHORD Rigid ceiling directly appy or 6-0-0 oc bracing, _
OTHERS 2x4 SPF No.2 [Tein
shalle
d during truss erection, in accordance with Stabilizer
REACTIONS. All bearings 925.4,
(to) a Max Horz 9-321 (LC 5)
Max Uplift All uplift 100 lb or less at joints) 9, 5, 8.6 except 7 111(L 7)
Max Grav All reactions 250 in or less at joint(s) 9° 5 except 8=435(LC 1), 7=569(LC 12), 6=373(LC 1)
FORCES, (lb) -Max, Comp./Max. Ten, -All forces 250 (lb) or less except when shown.
TOP CHORD 4-5=•2831193
VVEBS 2-8=-2661162, 3-7-4251150,4-6-330/116
NOTES -
1) Unbalanced roof live toads have been considered for this design.
2) Wind.. ASCE 7-05; 10 ph; TCDL-10.8psf, BCDL=4,2psf; h=15ft, 8=45ft; L=24ft; eave=411; Cat, W Exp C; enclosed; MVWRS (all
heights); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60
3) Plates checked for a plus or minus 5 degree rotation about Its center.
4) Gable requires continuous bottom chard bearing.
5) This truss has been designed for a 10,0 list bottom chord live load nonconcurrent with any other five toads.
6) " This truss has been designed for a live load of 20.0pst 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 - 7,Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 5, 8, 6 except
(#-to) 7=111. \,,N UC
8) "Semi-rigid pitchbreaks with fixed heels'° Member end fixity model was used in the analysis and design of this truss. m a a A
Ad
e
'S"ON ,
February 3,20116
W°ARMNG - V design Pastas W. snd READ NOTES ON THOS AND INCLUDED ANTEK REFERANCE PAGE WP7473 rev. 1010 0f S 8EFORE USE.
Deagn vated for use only with MiTe W& connectors, rhir design is bused oft upon parameters sho n, and is !w ,an Widivid ust bu ng co"Frosserd not
truss systems BeLsec use. blas bvifstir q dengncr must vealty the air.
pp7ts h, ai deu§On pr simeters sand property incesprinsus this design into the aveansit �
ca p
beriiclirsq <4estgn. Ar¢'scmq indicated is Era prevent b s firing s h indisoluot truss wq+d stand#sur chord me news only. Additional ternp yon, and p�w:-r'mcar,u Fit krortac'in0 l � S ` `
K 01sn s s required tor stotefity and to prevent cotfripse wts passsbte pass n ai snore}, and property damage. For gene of gu!rionce regarding The 7774 Csarnbark Lana
tralusictation storage, dekvery, erection and tar<a ing = r trusses and truss systems, see ANSUTPtt Quality Criteria„ #3511-84 and 11CSt building Component
Safety information cxvaikahle frons Truss Plate tnsiifutet. 201 N Lee Street, Suite 3i 2. Atexandara. VA 22,314. Suite 109 I m<
s.or, FF 4X4 =
2X4
a
rg
7 6 a 6 3X6 'D
2x4 11 2x4 11 2X4 11
LOADING (psf) SPACING-
21�110
CSI.
TCLL Plate Grip DOL
`
5
TC 0A0
TCOL 18:, 0Lumber DOL
1,15
BC 024
BCLL 0,0 Rep Stress Iner
YES
WB 0.15
BCDL 7,0 Code IRC2009fTP12007
(Matrix)
LUMBER -
TOP CHORD 20 SPF No.2
BOT CHORD 2x4 SPF No,2
WEBS 2x4 SPF No,2
OTHERS 2x4 SPF No,2
DEFLin (toe) I/dell Ud
Vert(LL) n/a n/a 999
VerbTQ ore - n1a 999
Horz(TL) 0.00 4 n/a n/a
PLATES GRIP
MT20 1971144
Weight: 42 to FT - 0%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except
enW verticals.
BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
jf—�Ia67
IF
IjeWjml--req
U
b Installed during truss erection, in accordance with Stabilizer
♦
(to) - Max Harz 7-272(LC 6)
MaxUpftft All uplift 100 to or less atjoint(s) 7,6 except 5---141(LC 7)
MaxGrav All reactions 250 lb or less atjoint(s) 7,4 except 6-378(LC 1), 5=659(LC 12)
FORCES(lb) -Max. Comp./Max. Ten. - Ali forces 250 (to) or less except when shown.
WEBS 3-5--4951171
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wind^TCDL-10,8psf-, BCDL-4,2psf; fi-lfft 8=46ft� L-24ft; essre=411; Cat, lf� Exp C; enclosed; MWFRS (all
heights)� cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL- 1 60 plate grip DOL- 1,60
3) 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 10D psf bottom chord live load nonconcurrent with any other live loads.
olr�Tlyis tmos-hoo. )Ic*nt*a*ra0-k*� r,*s4 7
fit between the bottom chord and any other members, with BCDL = 7.Opsf,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 6 except (jt=lb)
5=141
8) 'Sernl�dgd pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
MMMEMSM
,&WARIONG. V.,ffydesign p..f.and READ MOMS ON THIS AND INCLUDED OrEKREFERANCE PAGE MI -7473 rev. IM/20158EFORE USE,
Design voki for uw onN, voth sM ekO connectors. This de*jn is brosed on T upon parometecs, shown and 4 far an individwA rivIding component, not
ii
a rn, R
tnJissysteforis use. the sortkeng designer noist verify the ripiekabirn, of devgn porometers, and pro pedy incroposate Ns design into the overall
tolikengdesign gracing imlicaIed is to porvrrnt buckfing of indivkivat Crass web and/cv chord rneftees only Additk,�noRteni;xxoryand pefp�aonenI bra 0 MiTek'
Fcogenetaigudance regoanng the
Z 7777 Greenbark Lane
:tb�srtion, storoge, delivery, erection and bptchg of Ineses and ftrrsWshrM sec* ANUITI'll Quality Cdieda, DSS -81 and SCSI Suading Comportord suite 109
safety Infarmotfori st,,osi4ob6 from Trus& MWe fnstffule, 218 K be Street, Suk 312 AL-Xonfkki, VA 1723E4. I—. ... n. CA,
8,00 12 4x4
N
a e 5 sxx
2x4 al xx4 2x4 #I
LOADING (psf) SPACING•
2-0 0
CSP,
TOLL 39.0 Plate Grip DOL
1.15
TC eP.28
TCDL18.f? Lumber DOL
9.15
BC t3.09
CLL O.p * Rep Stress Iner
YES
M p.12
BCDL 7.0 Code IRC2009rTP12007
I (matrix)
LUMBER -
Ida
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No"2
BS 2x4 SPF No.2
OTHERS 20 SPF No.2
DEFLa
in (Ioc)
Well
Lid PLATES GRIP
Vert(LL)
We
nfa
999 MT20 197/144
Vert(TL)
We
We
999
Horz(TL)
0.00 4
We
Ida
•.�, . "t. tea} «_ !
recommendMiTek at Stabilizers* required cross bracin
be installed during truss erection,
accordanceSigel
at
MaxUpfift All uplift 100 lb or less !except
FORCESMaxGrav All reactions 250 lb or less atJoint(s) 7,4 except 6-308(LC 1), 5=491(LC 12)
•mp./Max, Ten. -All forces 250 « or f
WEBS 2-6--268/91, 3-5-4141144
NOTES -
1) Unbalanced roof live loads have been considered for this design,
heights); cantileverm k right exposed;end vertical left and right exposed; Lum!' D a« t:t." grip ADO *A
3) Plates checked for plus or degree rotation
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10,0 psf bottom chord five load nonconcurrent with any other live loads.
fit between the bottom # X and any other members.
AAer mechanical connection I others) of truss to bearin plate Console of withstanding 100 lb upjd_aLiqj�( ) 7 4- 6 exce0_Q_t=jb)
"Semi-rigid pitchbreaks.# heels" Member # fixity modelwas used In the analysis ! design of
MMMEEMM
6 ARNtNG - gears design parameters and READ ROM ON THIS AND INCLUDED WrEK REFERANCE PAGE 4104473 raw. 1"312015 BEFORE USE..
Deugn sealki to, use onty j,Alh Mle kM connectors. This design e based an�y upon faavarncters Sho,,,,n and is for art snddvidual building c. sera portent. not
a trust system t creme use tete bu ddng-g deOgne.r must verify the or islictsbmir or do«ugn r crorne ers and W opsoty incorporate tttls design Wito the overall
build ng demsin. 8tocvtg mdicafed is to prevent bucking of indiodual Ines wela andror chcod memben carroty, Additional temFrtsoxy and permanent tuacing MiTek
n oNvoys reclutred for statnIh, and To tkeveret coff optse ,010 p ssibie pencei A iniury and Bxopedy d<arnage. For Uenerai guidance regra+rhng #ha::
7717 Greenback Lane
fabrivafion Outfclge, detvery. erection and bracing rat fru ses and Truss syslems, see ANSI/tPil 4eaBiY Criteria„ US049 and SCSI fru"ag Component
Safety Information ovaikibie from Frust No* k etluie,. 21 Eb N tee Street Sure 3Q. Alexandria uit VA :J,F W1 S_'1_!_ Q9.___ ,
am
8,00 5_2'
2
2X4 11
6-5-4
LUMBER- BRACING-
TOPCHORD 2x4 SPF No,2 TOP CHORD
BOT CHORD 2x4 SPF No,2
WEBS 2x4 SPF No,2 BOTCHORD
OTHERS 2x4 SPF No.2
REACTIONS, All bearings 7.114,
(to) - Max Harz 7-175(LC 5)
MaxUpfift All uplift 100 lborLess at joints) 7,4,6 except 6--II0(LC 7)
Max Grav All reactions 250 to or less at joints) 7,4 except 6-270(LC 1), 5-445(LC 1)
FORCES. (1b) - Max. Comp,/Max. Ten, -AD forces 250 (lb) or less except when shown,
WEBS 3-5=-3951140
Weight: 28 to FT - 0%
Structural wood sheathing directly applied or 6-0-0 Go, purlins, except
end verticats.
Rigid ceiling directly applied or 1Cf-0-0 Go braclng
411iii
HIM'
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wind,8psf, BCDL=4�2psf� h=15ft; S=45ft; L=2411; eaVe-4ft; Cat, 11; Exp C; enclosed; MWFR$ (all
heights)-, cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=1,60
3) Plates checked for a plus or minus 5 degree rotation about its center.
4) Gable requires continuous bottom chord bearing,
5) This truss has been designed for a 10.0 Pat bottom chord five load nonconcurrent vAth any other live toads.
f;vz Vf_W*V 2=f214-*Af-:�AQ
fit between the bottom chord and any of members,
7) Provide mechanical connection ( others) of truss to bearin late carfablee of withslanding-VO-lb-u-plift at joint I _4,6exce9L&=tb)
5-110,
9) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
7
2X4
6
2x4
2x4
2X4
LOADING
lost)
SPACING-
2-0-0
CSI.
DFL..
In (toc)
Well
Lid
TOLL
30.0
Plate Grip DOL
115
TO 027
Ved(LL)
n/a
n1a
999
TCDL
18,0
Lumber DOL
1.15
SC 0,06
VerftTL)
rite
File
999
BELL
0.0
Rep Stress Incr
YES
WB 0.06
Horz(TL)
0.00 4
GIB
rile
BCOL
7.0
Code IRC20091rPI2007
(Matrix)
LUMBER- BRACING-
TOPCHORD 2x4 SPF No,2 TOP CHORD
BOT CHORD 2x4 SPF No,2
WEBS 2x4 SPF No,2 BOTCHORD
OTHERS 2x4 SPF No.2
REACTIONS, All bearings 7.114,
(to) - Max Harz 7-175(LC 5)
MaxUpfift All uplift 100 lborLess at joints) 7,4,6 except 6--II0(LC 7)
Max Grav All reactions 250 to or less at joints) 7,4 except 6-270(LC 1), 5-445(LC 1)
FORCES. (1b) - Max. Comp,/Max. Ten, -AD forces 250 (lb) or less except when shown,
WEBS 3-5=-3951140
Weight: 28 to FT - 0%
Structural wood sheathing directly applied or 6-0-0 Go, purlins, except
end verticats.
Rigid ceiling directly applied or 1Cf-0-0 Go braclng
411iii
HIM'
NOTES -
1) Unbalanced roof live loads have been considered for this design,
2) Wind,8psf, BCDL=4�2psf� h=15ft; S=45ft; L=2411; eaVe-4ft; Cat, 11; Exp C; enclosed; MWFR$ (all
heights)-, cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=1,60
3) Plates checked for a plus or minus 5 degree rotation about its center.
4) Gable requires continuous bottom chord bearing,
5) This truss has been designed for a 10.0 Pat bottom chord five load nonconcurrent vAth any other live toads.
f;vz Vf_W*V 2=f214-*Af-:�AQ
fit between the bottom chord and any of members,
7) Provide mechanical connection ( others) of truss to bearin late carfablee of withslanding-VO-lb-u-plift at joint I _4,6exce9L&=tb)
5-110,
9) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
3w�
AWAR,VNG- Vedard.,149.p..f.and READ MOPES ON THIS AND INCLOVED)WIEKREFERANCE PAGE 1101,741$ rev, W012015 BEFORE USEATS
Desiqrr vo9d for use octs, nith &b1ek*conr,wJws. This design is based on� upon psesenoiers shouie,, and is for on incitvidvol building component, not
a kL�sssyslem Before use, 1he buildfrof designer rrvisr ueftN, the aripficooffi'ry of design porameten and roopedy incorriorate this cition into the overal
burkingdesign &06ng noirzated is to weu&,TiT buckfing of indiAduat runs o
,eb ond/or chord niernbers nly, Additimal ternrisirafy aid pensw3nent bnnc#,,g MiTek'
itatwaysrequired To, sfabifity and to soe,ent coflapse with ron"flak" petsonol injun, and Vxopedy domage. Rx general qvidance regarding the 7777 Greenback Lane
tatgx'ofiom storage, detivery. erection and bracing of Trusses and bud systarns, see ANU/11`11 QuostyCr"do, OSS -89 and 601 MaNaft Component suste 109
Safety information ovinilobte fidroTr= Ptare frtstnure, 218 N, Lee Stye to Sude 3t2, Alexonch'a VA 22334
6 766
M
'IV 0
3w�
AWAR,VNG- Vedard.,149.p..f.and READ MOPES ON THIS AND INCLOVED)WIEKREFERANCE PAGE 1101,741$ rev, W012015 BEFORE USEATS
Desiqrr vo9d for use octs, nith &b1ek*conr,wJws. This design is based on� upon psesenoiers shouie,, and is for on incitvidvol building component, not
a kL�sssyslem Before use, 1he buildfrof designer rrvisr ueftN, the aripficooffi'ry of design porameten and roopedy incorriorate this cition into the overal
burkingdesign &06ng noirzated is to weu&,TiT buckfing of indiAduat runs o
,eb ond/or chord niernbers nly, Additimal ternrisirafy aid pensw3nent bnnc#,,g MiTek'
itatwaysrequired To, sfabifity and to soe,ent coflapse with ron"flak" petsonol injun, and Vxopedy domage. Rx general qvidance regarding the 7777 Greenback Lane
tatgx'ofiom storage, detivery. erection and bracing of Trusses and bud systarns, see ANU/11`11 QuostyCr"do, OSS -89 and 601 MaNaft Component suste 109
Safety information ovinilobte fidroTr= Ptare frtstnure, 218 N, Lee Stye to Sude 3t2, Alexonch'a VA 22334
2x4 i
OEM
19
5
4
ysv
p �
2x4 11
2x4 11
2x4
rob„�
#
"`/ONM_�V
LOADING (psi) SPACING- 2-0-0
CSI„
DEFL. in
(loc) Udell I,td PLATES GRIP
TCLL 30,0 plate Grip DOL. 1.15
TC 0,52
Vert(LL) GIG
- nla 999 MT20 1971144
TCDL 18.0 Lumber DOL 1,15
HC 0.11
Vert(TL) nla
nia 999
CLL 0^0 * Rep Stress Incr YES
0.05
Horz(TL) 0,00
3 nta rola
BCDL 7,0 Code IRC2009/TPI2007'
(Matrix)Weight:
21 to F - 0%
LUMBER-
BRACING.
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 6-5-4 oc purlins, except
BOT CHORD 2x4 SPF No.2
end verficals,
BS 2x4 SPF No,2
HOT CHORD
Rigid ceiling directly applied or 1 0 oc bracing.
OTHERS 2x4 SPF No.2
_
ecd rods that Stabilizers and required cross braotrg
Lbeh.blledduringtruss erection, in accordance with Stabilizer
REACTIONS, (lb/size) 5=W6.5-4,3-23916-5.4,4=34616-54
Max Harz 5-_127(LC 5)
Max Upt$i#5-- 1(iC 7), 3--29(LC T), 4--12(LC 3)
FORCES. jIbLMax.Com /Max, Ten. -All forces 250 (lb) or less except when shown
I.
NOTIES-
1) Unbalanced roof live toads have been considered for this design,
#..,.s); cantilever left and right exposed;x .Y vertical left and right
exposed; Lumber •! .t plate grip DOL=1,60
3) Plates chocked for plus or rotation about
4) Gable requires continuous bottom chord Y
5) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live toads.
6) * This truss has been designed for a live toad of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide win
fit between the bottom chord# #members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 5, 3, 4
8) "Semi -4d pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
%Ten
ysv
p �
44«+�
rob„�
#
"`/ONM_�V
PAGE I-747 31 a
wAtinrrxG , VdiYY)° tiASt`o3n I381&lnBiMfS d4Tt(i READ d+fC%iES ON THIS AND fd§tcf uf�Eo iOK 6ttnfERA#CL A � .�TeY: iQ+''a8 � f S BEFORE USE
Deagn vols Parse o aiy :vith rAff ksle connec lot this design 4 based or, Gkpan parameters sho on. rani €s for can imincival buRding7 con4conent not
a #nasi "'stem, Before use tF,e bund rad detignse must verity the cappitcaa! 4l o€ deargn parameters card pexopariy irrcogv die Skin desFgn mto the overatk
bat4'6ug denge Bracing indictateas e tar peevent backfing or indwiduai Puss web and/or chord members only, Addilioiarxi fernpc ayand pe"rmnent brei :it)g
is atawrxys eegaareed to. riabibly asr� j to orevent eoosapse wth priscitcle personal injury and property damage, For g�enerat g udance regarding the M�T. +7777 Greenback Lane
fcsbriu-afiean. sEcxaye 3eitvcsrr. stir;*,e: Ec+,an erred txac:ivag oaf tra.rsae t and truv+syske rxa sr^en ANSIl1P11 Qua y Cdteda. DSO -81 and SCSI 8utiding Component pp Suite re
Safety Information avalabra iron+ buss Plate institute, 218N, Fee S#rea,E Svvrlr 37 $.. Afexancteia. "dA 22314. B 1H_-_ 11_._11> 1 A ..
e
R
d
2X4 ' 2X4 11 2X4 4
LOADING (psf; SPACING-
1-010
"51.
TOLL 30.0 Plate Grip DOL
9.15
TC 0.22
TCDL 58,0 Lumber DOL
9,95
BC 0.07
BCLL .0. Rep Stress Incr
YES
M 0.03
BCDL 7.0 Code IRC2009fTPI2007
(Matrix)
LUMBER -
We
TOP CHORD 20 SPF No.2
Weight; 18 Ib FT - 0%
BOT CHORD 2X4 SPF No.2
OTHERS 2x4 SPF No.2
REACTIONS. (lb/size) 1-183/6-9-1 , 3=183/6-9-13, 4=285P6pS-1
Max Harz 1=-5 (LC 5)
Max Uplift I=28(LC 7), 3=-28(LC 7)
FORCES. (fly) -Max, Comp./Max. Ten. -All forces 250 (tb) or less except when shown,
I
DEFL.
in (Ioc)
Well
Ud PLATES GRIP
Bert(LL)
n/a
n/a
999 MT20 1971144
Vert(TL)
n/a
rata
999
Horz(TL)
0.00 3
n/a
We
Weight; 18 Ib FT - 0%
rrek recommends thert Stabilizers and required cross WO-ing
Installed during truss erection,
accordance
114UTES-
1)
heights); cantilever tell ar right exposed t # d; Lumber 1i. W# plate grip DOL=160
3) Plates checked for a plus or "W " rotation .t#.t its center,
Gable continuous bottom Y # beating,
5) This truss has been designed for## psf bottom ., load nonconcurrent
loads,
6) 1 This truss has been designed for. live loadof # it on bottom chord in oil areas where w rectangle 3-6-0 tall W # R... will
fit between the bottom t . # .Ymembers.
7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 to uplift at joint(s) 1, 3L
8)"Serm-figid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
DO L/
$.t�.x0
{ w"'ggkd �6Wi
r
6766
Ct
February 3,2010
WW#
WARMING � Vet4 des! eremaaers and READ NOTES Off THIS AND INCLUDED W TEti REFERANCE PAGE Aph7R73 rev. #Pt03F7Ai5 BEFORE USE,
e 6aA
t �. f» iv'. r :r: nt not
ise�gn valid tcx use c+nfv wat47 Mita fir cttevnwcF �±s 7 tail €tesa,7n as YasxSerS only upon Orrrunrd Asx she �7. and :s �x an Frtd tc�,csY k:vFkei n�Y cornTsc � r�
o truss sy0em Before use the Pr uftknG designer rnuer vent} the capaalk;.otsC at de,.saryn posornete^rs and pr'opedy incorfearae this desq.7n rnto the overaA
huddint Yes.Ygn, Addileirrari temporoo, and raernroneM ksrasc Ing !
is 01,'aya Vequifed toy datso:ty and to prevent c o4opse urith posatzk: Yawrsond injury and Fvoru,.Tty idarnage. For general g uklance.* regaryarcg the 7777 GreAnbac# Lane
tat,riconon storage, def very. erection and tcocng of trusses and truss systems, see ANSI/hill Quality Critedo, DS649 and SCSI SuNding Component suite ttSrJ
Safety IntormaE+aaaysaFtcxtsks fra+xo 3rvxs t'i ere Ynsiitute. ?tkk SJ i ee 53reek aua4s. S"s 2. Atexarncir'k r, vA ;72„1!4. r.e ..a xe,.e�.nrn ca ou
3x4
2
8.0032..
3
1
77 R.11717
om
RM
LOADING (psf) SPACING- 2-0�0
Csh
DEEL. i
(loc) Iidefl Ud PLATES GRIP
TCLL 3q.0 Plate Grip DOL 1.15
TC 0.05
Vert(LL) We
Tile 999 MT20 1976144
TCDL 18.0 Lumber DOL 115
BC 0,08
Vert(TL) n/a
rale 999
CLL 0,0 * Rep Stress Incr YES
We 0.00
Horz(TL) 0.00
3 rata We
BCDL 7.0 Code IRC2009/TP12007
(Matrix)
7) Provide mechani
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lvvc
`EE 0
T M 3
0 ("}
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cr
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t
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