HomeMy WebLinkAboutAPPLICATIONS, CO, MULT DOCS - 06-00522 - Rockcreek Townhomes - Bldg A, Units #41-48Z — I s c p
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CITY O F
RE XB UR G
Americas Family Community
Certificate of (ccupancy
City of Rexburg
Department of Community Development
19 E. Main St. / Rexburg, ID. 83440
/ Fax
Building Permit No:
Applicable Edition of Code:
Site Address:
Use and Occupancy:
Type of Construction:
Design Occupant Load:
Sprinkler System Required:
Name and Address of Owner:
Contractor:
Special Conditions:
Occupancy:
0600522
International Residential Code 2003
565 Pioneer Rd
Residential
Type V -N, Unprotected
Townhome
No
Sainsbury C Thomas Etal
4697 N Haroldsen Dr
Idaho Falls, ID 83401
Sainsbury Construction
Residential, single family dwellings, lodging houses
This Certificate, issued pursuant to the requirements of Section 109 of the Intemational Building
Code, certifies that, at the time time of issuance, this building or that portion of the building that
vies inspected on the date listed vies found to be in compliance mith the requirements of the code
for the group and division of occupancy and the use for Mich the proposed occupancy vies
classified.
Date C.O. Issued: July 26,2007(01:02
C:O Issued by:
Building Official
There shall be no further change in the e)asting occupancy classification of the building nor shall any structural changes,
modifications or,additions be made to the building or any portion thereof until the Building Official has reviewed and approved
said future changes.
Plumbing Inspecto Fire Inspector: i�I l'
Electricallnspector: P &ZAdministrator
_ VIF CITY OF Certificate of ffccupancy
� 4 g6XBU,q� .!
REX BURG City of Rexburg
co
America's Family Communi n Department of Community Development
'•,, k
19 E. Main St. / Rexburg, ID. 83440
Phone (208) 359 -3020 / Fax (208) 359 -3024
Building Permit No: 0600522
Applicable Edition of Code: International Residential Code 2003
Site Address: 565 Pioneer Rd 4 L
Use and Occupancy: Residential
Type of Construction: Type V -N, Unprotected
Design Occupant Load: Townhome
Sprinkler System Required: No
Name and Address of Owner: Sainsbury C Thomas Etal
4697 N Haroldsen Dr
Idaho Falls, ID 83401
Contractor: Sainsbury Construction
Special Conditions:
Occupancy: Residential, single family dwellings, lodging houses
This Certificate, issued pursuant to the requirements of Section 109 of the International Building
Code, certifies that, at the time time of issuance, this building or that portion of the building that
vies inspected on the date listed vies found to be in compliance with the requirements of the code
for the group and division of occupancy and the use for which the proposed occupancy vies
classified.
Date C.O. Issued: August 30, 2007 (11:06
C.O Issued by: Zf
Building Official
There shall be no further change in the existing occupancy classification of the building nor shall any structural changes,
modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved
said future changes.
Plumbing Inspector: Fire Inspector:
Electrical Inspector: P &Z Administrator: f2q��
�i 446XBUR�,l�
U.� O
CITY OP � Certificate of Occupancy
REX
CW
Americas Family Community
City of Rexburg
Department of Community Development
19 E. Main St. / Rexburg, ID. 83440
Phone
359 -3024
Building Permit No:
Applicable Edition of Code:
Site Address:
Use and Occupancy:
Type of Construction:
Design Occupant Load:
Sprinkler System Required:
Name and Address of Owner:
Contractor:
Special Conditions:
Occupancy:
0600522
International Residential Code 2003
565 Pioneer Rd 4 q 3
Residential
Type V -N, Unprotected
Townhome
No
Sainsbury C Thomas Etal
4697 N Haroldsen Dr
Idaho Falls, ID 83401
Sainsbury Construction
Residential, single family dwellings, lodging houses
This Certificate, issued pursuant to the requirements of Section 109 of the International Building
Code, certifies that, at the time time of issuance, this building or that portion of the building that
vies inspected on the date listed vies found to be in compliance with the requirements of the code
for the group and division of occupancy and the use for which the proposed occupancy wes
classified.
Date C.O. Issued: August 02, 2007 (10
C.O Issued by:
Building Official
There shall be no further change in the e)dsting occupancy classification of the building nor shall any structural changes,
modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved
said future changes.
Plumbing Ins
Electrical Inspector:
Fire Inspector:
P&Z Administrator:
QQ �tiX8 R, Certificate of Occupancy
CITY OF
REX RG City of Rexburg
'►
America's Family Comrnunitl� ` -- Department of Community Development
19 E. Main St. / Rexburg, ID. 83440
Phone (208) 359 -3020 / Fax (208) 359 -3024
Building Permit No: 0600522
Applicable Edition of Code: International Residential Code 2003
Site Address: 565 Pioneer Rd # y�
Use and Occupancy: Residential
Type of Construction: Type V -N, Unprotected
Design Occupant Load: Townhome
Sprinkler System Required: No
Name and Address of Owner: Sainsbury C Thomas Etal
4697 N Haroldsen Dr
Idaho Falls, ID 83401
Contractor: Sainsbury Construction
Special Conditions:
Occupancy: Residential, single family dwellings, lodging houses
This Certificate, issued pursuant to the requirements of Section 109 of the International Building
Code, certifies that, at the time time of issuance, this building or that portion of the building that
vies inspected on the date listed vies found to be in compliance Wth the requirements of the code
for the group and division of occupancy and the use for Mich the proposed occupancy VOs
classified.
Date C.O. Issued: August 30, 2007 (11
C.O Issued by:
Building Official
There shall be no further change in the e)asting occupancy classification of the building nor shall any structural changes,
modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved
said future changes.
Plumbing Inspector: � Fire Inspector:
Electrical Inspector: Ea " 9 �- M P &Z Administrator: a J-
Fi fp'k74BURC�7
v o
�ShEO
CITY OF
REX BURG
OW —�
Americas Family Community
Certificate of Occupancy
City of Rexburg
Department of Community Development
19 E. Main St. / Rexburg, ID. 83440
ne
/ Fax
Building Permit No: 0600522
Applicable Edition of Code: International Residential Code 2003
Site Address: 565 Pioneer Rd -0 45
Use and Occupancy: Residential
Type of Construction: Type V -N, Unprotected
Design Occupant Load: Townhome
Sprinkler System Required: No
Name and Address of Owner: Sainsbury C Thomas Etal
4697 N Haroldsen Dr
Idaho Falls, ID 83401
Contractor: Sainsbury Construction
Special Conditions:
Occupancy: Residential, single family dwellings, lodging houses
This Certificate, issued pursuant to the requirements of Section 109 of the lntemational Building
Code, certifies that, at the time time of issuance, this building or that portion of the building that
vies inspected on the date listed vies found to be in compliance vvth the requirements of the code
for the group and division of occupancy and the use for Mich the proposed occupancy vies
classified.
Date C.O. Issued: August 02, 2007 (1 M)
C.O Issued by:
Building
W
There shall be no further change in the e)asting occupancy classification of the building nor shall any structural changes,
modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved
said future changes.
Plumbing Inspector: Fire Inspector:
Electrical Inspector: PAZ Administrator: - -�
04 AEXBUg
u c
CITY O F
RE 1 W V 1\1..1
04 --
America's Family Community
Certificate of Occupancy
City of Rexburg
Department of Community Development
19 E. Main St. / Rexburg, ID. 83440
Fax
Building Permit No:
Applicable Edition of Code:
Site Address:
Use and Occupancy:
Type of Construction:
Design Occupant Load:
Sprinkler System Required:
Name and Address of Owner:
Contractor:
Special Conditions:
Occupancy:
0600522
International Residential Code 2003
565 Pioneer Rd
Residential
Type V -N, Unprotected
Townhome
No
Sainsbury C Thomas Etal
4697 N Haroldsen Dr
Idaho Falls, ID 83401
Sainsbury Construction
Residential, single family dwellings, lodging houses
This Certificate, issued pursuant to the requirements of Section 109 of the Intemational Building
Code, certifies that, at the time time of issuance, this building or that portion of the building that
vies inspected on the date listed vies found to be in compliance vuth the requirements of the code
for the group and division of occupancy and the use for Mich the proposed occupancy vies
classified.
Date C.O. Issued: August 02, 20 10:
C.O Issued by:
Building Official
There shall be no further change in the e)asting occupancy classification of the building nor shall any structural changes,
modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved
said future changes.
Plumbing Inspector: w Fire Inspector: Ok
Electrical Inspector: P &Z Administrator:
x;04 gEXB URC r9
.Y�
CITY OF
REX BURG
C�% - --
Americas Family Community
Certificate of Occu pancy
City of Rexburg
Department of Community Development
19 E. Main St. / Rexburg, ID. 83440
one
359 - 3024
Building Permit No: 0600522
Applicable Edition of Code: International Residential Code 2003
Site Address: 565 Pioneer Rd �
Use and Occupancy: Residential
Type of Construction: Type V -N, Unprotected
Design Occupant Load: Townhome
Sprinkler System Required: No
Name and Address of Owner: Sainsbury C Thomas Etal
4697 N Haroldsen Dr
Idaho Falls, ID 83401
Contractor: Sainsbury Construction
Special Conditions:
Occupancy: Residential, single family dwellings, lodging houses
This Certificate, issued pursuant to the requirements of Section 109 of the Intemational Building
Code, certifies that, at the time time of issuance, this building or that portion of the building that
vies inspected on the date listed vies found to be in compliance with the requirements of the code
for the group and division of occupancy and the use for which the proposed occupancy wes
classified.
Date C.O. Issued: August 30, 2007 (11:06AM)
C.O Issued by:
Building
'W"WEN
There shall be no further change in the existing occupancy classification of the building nor shall any structural changes,
modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved
said future changes.
Plumbing Inspector: Fire Inspector:
Electricallnspector:� P8&ZAdministrator:
x;04 gEXB U�pG, r9
u o
teY i, k
E9 �
CITY OF
REX
ny --
America's Family Community
Certificate of Occupancy
City of Rexburg
Department of Community Development
19 E. Main St. / Rexburg, ID. 83440
Fax
Building Permit No: 0600522
Applicable Edition of Code: International Residential Code 2003
Site Address: 565 Pioneer Rd 4 y$
Use and Occupancy: Residential
Type of Construction: Type V -N, Unprotected
Design Occupant Load: Townhome
Sprinkler System Required: No
Name and Address of Owner: Sainsbury C Thomas Etal
4697 N Haroldsen Dr
Idaho Falls, ID 83401
Contractor: Sainsbury Construction
Special Conditions:
Occupancy: Residential, single family dwellings, lodging houses
This Certificate, issued pursuant to the requirements of Section 909 of the International Building
Code, certifies that, at the time time of issuance, this building or that portion of the building that
vies inspected on the date listed vies found to be in compliance vuth the requirements of the code
for the group and division of occupancy and the use for t4hich the proposed occupancy wes
classified.
Date C.O. Issued: August
C.O Issued by:
02, 2007 (10:48
Building Official
There shall be no further change in the e)asting occupancy classification of the building nor shall any structural changes,
modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved
said future changes.
Plumbing Inspector PY 'u•�
Electrical Inspecto A
Fire Inspector:
P&Z Administrator:
CITY OF REXBURG PERMIT #
BUILDING PERMIT APPLICATION Pleas 0600522
19 E MAIN, REXBURG, ID. 83440 If the q
208 - 359 -3020 X326 -� Rock Creek Townhomes
PARCEL NUMBER: U{ Bldg A 8 Units
SUBDIVISION:
(Addressing is based on the information - must be accurate)
d
le
UNIT# BLOCK# 4 f LOT# .
CONTACT PHONE # Ca? -? °' I ° 52 " 660
PROPERTY ADD
PHONE #: Home ( ) Work Cell ( )
OWNER MAILING ADDRESS: ` /mil ? ✓ � CITY: Ieg' STATE: k i ZIP:
EMAIL FAX ( ) _ 462 S i'
APPLICANT (If other than owner)
(Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.)
APPLICANT INFORMATION: ADDRESS _.SfC'- - `' CITY: �X �'f '1.
STATE; t-(, ZIP L)'` zz ' 7 EMAIL FAX -
PHONE #: Home ( ) Work (r.,.•:) :�, r - 3 Cell ( )
CONTRACTOR 6Li
MAILING ADDRESS: /'fir CITY STATE 0. ZIP h %' /
PHONE #: Home ( ) Work - q, ; /C Cell ( )
EMAIL FAX 5�, , '1 q � IDAHO REGISTRATION # & EXP. DATE
How many buildings are located on this property? 2A
Did you recently purchase this property? N f yes give owner's name) ' #A 4 1,4 ti tQ L v
Is this a lot split? NO YES , (Please bring copy of new legal description of property)
PROPOSED USE: � �pg'(rPAkt� w ,y e' t> t t tyt t)
(i.e., Single Family Residence, Multi Fa y , Apartments, R model, Garage, Commercial, Addition, Etc.)
APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Under penalty of perjury I hereby certify
that I have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me in
hearings before the Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all
City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above -
mentioned property for inspections purposes. NOTE: The building official may revoke a permit on approval issued under the provisions of the 2003
International Code in cases of any false statement or misrepresentation of fact in the application or ion the s on which the permit or approval was
based. Permit void if not started within 180 days. Permit void if work st r (� F
Signature of Owner /Applicant
Do you prefer to be contacted by EYx, email or I
WARNING — BUILDING PER
Plan fees are non- refundable and are
City of Rexburg's Acceptance
**Building Permit Fees are due at time of ap
c >- / G ?2
DATE
c E 2006
T S D ON CON RU ION SITE!
I in fu l at the time of application eginn ng anuarKl, 2005.
he pl _ es•notconstitUft pl , n approval
atidn* *'` "Building Permits are void if your check does not clear**
2
. � O� REXBU�pc
�� f O
� � 5 H E D �
•
CITY OF
REXBURG
America's Family Community
40
BUILDING SAFETY DEPARTMENT
19 E. Main (PO Box 280) Phone: 208- 359 -3020 x326
Rexburg, Idaho 83440 Fax: 208-359-3024
www.reexbuW.ore janellh Q rexburg.ore
Affidavit of Legal Interest
State of Idaho
County of Madison
Name
Ll. Li.Gr G Cl
cit
Being first duly sworn upon oath, depose and say:
Address
State
(If Applicant is also Owner of Record, skip to B)
A. That I am the record owner of the property described on the attached, and I grant my
permission to: L I"Ga; c
Name Address
.j
to submit the accompanying application pertaining to that property.
B. I agree to indemnify, defend and hold Rexburg City and its employees harmless from any
claim or liability resulting from any dispute as to the stat ents contained herein or as to the
ownership of the property which is the subject of the apbcation.
Dated this day
Subscribed and sworn to before
AUG W E
z z 2006
CITY OF REXBURG
day
Notary Public of Idaho
Residing at:
above written.
My commission expires:
20 ` y
3
Please
NAME
If the question does not apply fill in NA for non Applicable
PROPERTY ADDRESS
SUBDIVISION
Dwelling Units:
Parcel Acres:
Permit#
SETBACKS
FRONT SIDE SIDE BACK
Remodeling Your Building /Home (need Estimate) $
SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building)
First Floor Area Unfinished Basement area
Second floor /loft area Finished basement area
Third floor /loft area Garage area
Shed or Barn Carport /Deck (30" above grade)Area
Water Meter Quantity:
* * * * * * * * * * * ** *Water Meter Size:
Required!!!
PL UMBING _ r
Plumbing Contractor's Name: X r A ifs �° �Ib 1/ti �i1�P qusiness Name: b v�-
Address City ( �- State f Zi
Contact Phone: 6 Business Phone: Sz f — J? 4v
Email Fax
FIXTURE COUNT ('including roughed fixtures)
Clothes Washing Machine
Dishwasher
Floor Drain
Garbage Disposal
`-- Hot Tub /Spa
_ Sinks (Lavatories, kitchens, bar, mop)
Estimate $
of Licensed Contractor
The City o)
C / j 2- K S
License Number& Expiration Date
wit fee schedule is the same as required by the State
�Z
13 ate
Idaho
1 to the e
complete p e A p p lication!
Sprinklers
1 Tub /Showers
a -3 Toilet /Urinal
Water Heater
Water Softener
(Commercial Only)
4
Please complete the entire A p p lication!
p pp
If the question does not apply fill in NA for non applicable
NAME
PROPERTY ADDRESS
SUBDIVISION
Dwelling Units: t Parcel
SETBACKS
FRONT 2s ,
Permit#
SIDE SIDE BACK
Remodeling Your Building /Home (need Estimate) $
SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building)
First Floor Area -42t, � 3S YC�Unfinished Basement area
Second floor /loft area TgZ10 Finished basement area
Third floor /loft area Garage area 3�m0
Shed or Barn Carport /Deck (30" above grade)Area
Water Meter Quantity:
* * * * * * * * * * * ** *Water Meter Size:
Requiredffl
PLUMBING
Plumbing Contractor's Name: Business Name:
Address City State Zip
Contact Phone: ( ) Business Phone:
Email Fax
FIXTURE COUNT (including roughed fixtures,
Clothes Washing Machine
Dishwasher
Floor Drain
Garbage Disposal
Hot Tub /Spa
Sinks (Lavatories, kitchens, bar, mop)
Plumbing Estimate $
(Commercial Only)
Sprinklers
Tub /Showers
Toilet /Urinal
Water Heater
Wat t,e �( a
D +V �
3
a �
CIS Cr XBU Li
Signature of Licensed Contractor License Number& Expiration Date Date
The City of Rexburg's permit fee schedule is the same as required by the State of Idaho
4
A i l eafie Complete the entire Application! If the question does not apply fill in NA for non
applicable
NAME
PROPERTY ADDRESS
SUBDIVISION
Requiredffl MECHANICAL
Mechanical Contractor's Name: A o , Business Name:
Address J : o > 60 City ,��G/3dWA- State Zip ,
Contact Phone:( 9� T 6� Sy Business Phone:
Email Fax
Mechanical Estimate $ (Commercial /Multi Family Only)
FIXTURES & APPLIANCES COUNT (Single Family Dwelling Only)
Furnace b Exhaust or Vent Ducts
b Furnace /Air Conditioner Combo t Dryer Vents
Heat Pump
Air Conditioner
Evaporative Cooler
Unit Heater
Space Heater
Decorative gas -fired appliance
Incinerator System
Boiler
Pool Heater
Fuel Gas Pipe Outlets including stubbed in or future outlets
Range Hood Vents
Cook Stove Vents
2 "(' 3 Bath Fan Vents
06 �_ -
License number
Licensed Contractor
The
's permit fee schedule is the same as
Permit#
crr� OF
Date
the State of Idabo
other similar vents & ducts:
I -- Inlet Pressure (Meter Supply) PSI
Heat (Circle all that apply) oGasOil Coal Fireplace Electric Hydronic
5
Building Safety Department
City of Rexburg
19 E Main janeiih@rexburg.org Phone: 208.359.3020 x326
Rexburg, ID 83440 www.rexburg.org Fny. 9nR - .ingd
OWNER'S NAME sa C OMM,
PROPERTY ADDRESS 1 � CkR r j
SUBDIVISION ?)Q(- C':tfC
PHASE LOT - 1 BLOC
U S'
0
CITY O F
REXBURG 11
America's Family Community
0600522
Pioneer Park Townhomes
Bldg A 8 Units
Requiredffl
ELECTRICAL
Electrical Contractor's Name �& � g ' 1, ` x St. �l.L CJf�' �
� Business Name i
Address l SOo C City 5T t State - r zi - Zip 'S>yVS
Cell Phone (Zor) 3 _ io35 Business Phone
Fax (
Electrical Estimate (cost of wiring & labor) $ (COMMERCIAL /MULTI - FAMILY ONLY)
TYPES OF INSTALLATION
(New Residential includes everything contained within the residential structure and attached garage at the same time)
Up to 200 amp Service*
201 to 400 amp Service*
Over 400 amp Service*
Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year)
Existing Residential (# of Branch Circuits)
Spa, Hot Tub, Swimming Pool
Electric Central Systems Heating and /or Cooling (when not part of a new residential construction permit
and no additional wiring)
Modular, Manufactured or Mobile Home
Other Installations: Wiring not specifically covered by any of the above
Cost of Wiring & Labor: $
Pumps (Domestic Water, Irrigation, Sewage)
Requested Inspections (of existing wiring)
Temporary Amusement /Industry
*Includes a maximum of 3 inspections. Additional inspections charged at requested inspection rate of $40 per hour.
��, �A& 6 1?CX1 /0 6
Signature of Licensed Contractor License number Date
The
schedule is the same as required by the State of Idabo
VA
SUBCONTRACTOR LIST
<7
Excavation & Earthwork:
Masonry:
Insulation: r" ,/"'N e "�.
Drywall: / z,- I r" r r
Floor
�r
Heating: t° 4� `14 ,Y'
M /
Electrical:
Special Construction
(Manufacturer or Supplier)
Roof Trusses:
Floor /Ceiling Joists:
Siding /Exterior Trim: Oet_� r AA
Building Safety Department
City of Rexburg
19 E Main ionellh @rexburg.org Phone: 208.359.3020 x326
Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024
OWNER'S NAME
PROPERTY ADDRESS
SUBDIVISION
PHASE _'� I LOT
� U,p
0 � iI 9 0
s`1
1�C /jk �
CITY OF
REX
Ow
America's Family Community
Permit #06 00522
565 Pioneer Rd
BLOCK S uites 4001 - 4008 (8 Units)
Requiredffl
ELECTRICAL
Electrical Contractor's Name D s:..e,.t4 (to(-7( Business Name Y a ��-
Address L� ���� (�} (� City S" State — _Zip E'
Cell Phone (Zo g) s ( 1 4 Business Phone
Fax ( )
<11
Electrical Estimate (cost of wiring & labor) $ (COMMERCIAL /MULTI - FAMILY ONLY)
TYPES OF INSTALLATION
(New Residential includes everything contained within the residential structure and attachedgarage at the same time)
Up to 200 amp Service*
201 to 400 amp Service*
Over 400 amp Service*
Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year)
Existing Residential (# of Branch Circuits)
Spa, Hot Tub, Swimming Pool
Electric Central Systems Heating and /or Cooling (when not part of a new residential construction permit
and no additional wiring)
Modular, Manufactured or Mobile Home
Other Installations: Wiring not specifically covered by any of the above
Cost of Wiring & Labor: $
Pumps (Domestic Water, Irrigation, Sewage)
Requested Inspections (of existing wiring)
Temporary Amusement /Industry
*Includes a maximum of 3 inspections. Additional inspections charged at requested inspection rate of $40 per hour.
]E�� L q .
Signature of Licensed Contractor License number Date
The
schedule is the same as required by the State
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Job
Truss
Truss Type
Oty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
CIG
ROOF TRUSS
2
1
Plates Increase 1.15
TC 0.22
Vert(LL) rile n/a 999
MT20 197/144
TCDL 8,0
Lumber Increase 1.15
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN
17 -10 -8
17 -10 -8
6.200 s Feb 112005 MTek Industries, Inc. Mon Nov 27 09:16:33 2006 Page 1
17 -10 -8
4x4 =
35 -9 -1
Scale = 1:58.8
LOADING (ps35.0
SPACING 2 -0-0
CSI
DEFL in (loc) I /deft Ud
PLATES GRIP
(Roof Snow--35.0)
Plates Increase 1.15
TC 0.22
Vert(LL) rile n/a 999
MT20 197/144
TCDL 8,0
Lumber Increase 1.15
BC 0.13
Vert(TL) n/a n/a 999
BCLL 0.0
Rep Stress Incr NO
WB 0.24
Horz(TL) 0.01 17 n/a n/a
BCDL 8.0
Code IRC20031TP12002
(Matrix)
Weight: 164 lb
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
OTHERS 2 X 4 SPF Stud/Std *Except*
ST8 2 X 4 SPF 165OF 1.5E, ST7 2 X 4 SPF 165OF 1.5E
ST7 2 X 4 SPF 1650F 1.5E
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 9 -25
REACTIONS (lb /size) 1= 144/35 -9-1, 17= 144/35 -9-1, 25= 187/35 -9-1, 26= 205/35 -9-1, 27= 203/35 -9 -1, 28= 205/35 -9-1, 29= 201/35.9 -1,
30= 216/35 -9 -1, 31= 153/35 -9-1, 32= 339/35 -9-1, 24= 205/35 -9-1, 23= 203/35 -9-1, 22= 205/35 -9 -1, 21= 201/35 -9 -1,
20= 216/35 -9-1, 19= 153/35 -9-1, 18= 339/35 -9-1
Max Horz 1= 100(load case 6)
Max Upliftl=- 3(load case 8), 26=- 29(load case 7), 27=- 36(load case 7), 28=- 34(load rase 7), 29=- 34(load case 7),
30=- 36(load case 7), 31=- 26(load case 7), 32=- 57(load case 7), 24=- 26(load case 8), 23=- 37(load case 8),
22=- 34(load case 8), 21=- 34(load case 8), 20=- 36(load case 8), 19= 26(load case 8), 18=- 57(load case 8)
Max Grav 1= 205(load case 2), 17= 205(load case 3), 25= 187(load case 1), 26= 311(load case 2), 27= 294(load case 2),
28= 299(load case 2), 29= 293(load case 2), 30= 315(load case 2), 31= 224(load case 2), 32= 495(load case 2),
24= 311(load case 3), 23= 294(load case 3), 22= 299(load case 3), 21= 293(load case 3), 20= 315(load case 3),
19= 224(load case 3), 18= 495(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1 -2 =- 128/87, 2 -3 =- 92/54, 3-4=-71/65,4-5=-76/84, 5-6 =- 75/104, 6-7 =- 75/124, 7-8 =- 74/145, 8 -9 =- 80/162, 9 -10 =- 80/157,
10 -11 =- 74/128, 11 -12 =- 75/95, 12 -13 =- 75/65, 13- 14=- 76/44, 14 -15 =- 71/48, 15- 16=- 92/26, 16- 17=- 106/87
BOT CHORD 1 -32 =0/97, 31 -32 =0/97, 30 -31 =0/97, 29-30 =0/97, 28 -29 =0/97, 27 -28 =0/97, 26 -27 =0/97, 25-26 =0/97, 24-25 =0/97,
23- 24= 0/97, 22 -23 =0/97, 21 -22 =0/97, 20-21=0/97,19-20=0/97,18-19=0/97,17-18=0/97
WEBS 9 -25 =- 155/0, 8 -26 =- 279/48, 7 -27 =- 262/55, 6-28 =- 267/53, 5-29=-263/53,4-30=-277/55, 3 -31 =- 217/45, 2 -32= 40207,
10 -24 =- 279/46, 11- 23=- 262/56, 12 -22 =- 267/53, 13 -21 =- 263/53, 14 -20 =- 277/55, 15 -19 =- 217/45, 1 6- 1 8=- 402177
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail'
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 1.5x4 MT20 unless otherwise indicated.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2 -0-0 oc.
Continued on page 2
3xo 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 34
5x5 =
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
CIG
ROOF TRUSS
2
1
Job Reference (optional
�� • .u. , , , ,tea, ti Tana, � o�vo, vru� 6.Zw s heti 11 ;=b MI I eK Industries, Inc. Mon Nov 27 09:16:33 2006 Page 2
NOTES
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 1, 29 lb uplift at joint 26, 36 lb uplift at joint 27, 34 lb uplift at joint
28, 34 lb uplift at joint 29, 36 lb uplift at joint 30, 26 lb uplift at joint 31, 57 lb uplift at joint 32, 26 lb uplift at joint 24, 37 lb uplift at joint 23, 34 lb uplift at joint 22, 34 lb uplift at
joint 21, 36 lb uplift at joint 20, 26 lb uplift at joint 19 and 57 lb uplift at joint 18.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
oty
Ply
IF /6 -PLEX 11/17 DG (ID)K
F6368
CR1
ROOFTRUSS
12
1
TC 0.47
Vert(LL)
-0.00
2
>999
240
Job Reference (optional
51 UUK I:UMVUNtN I.5' -Ih, laaho halls. ID 63403, DAN
6.200 s Feb 112005 MiTek Industries, Inc. Mon Nov 27 09:16:33 2006 Page 1
-2 -1 -7 2 -9 -3
2 -1 -7 2 -9 -3
:8.3
2 -9 -3
LOADING (psf)
SPACING 1 -0 -0
CSI
DEFL
in
(loc)
I /deft
Ud
PLATES GRIP
TCLL 35.0
(Roof Snow--35.0)
Plates Increase 1.15
TC 0.47
Vert(LL)
-0.00
2
>999
240
MT20 197/144
Lumber Increase 1.15
BC 0.02
Vert(TL)
-0.00
2-4
>999
180
BCD 0.0
Rep Stress Incr NO
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
RCDL 8.0
Code IRC2003/TPI2002
(Matrix)
Weight: 9 l
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
BRACING
TOP CHORD Structural wood sheathing directly applied or 2 -9 -3 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing.
REACTIONS (lb /size) 3 = -5 /Mechanical, 2= 189/0 -5-8, 4= 9/0-5-8
Max Horz 2= 27(load case 5)
Max Uplift3=- 88(load case 9), 2=- 68(load case 5)
Max Grav 3= 11 (load case 5), 2=301 (load case 2), 4= 20(load case 4)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1-2=0/54,2-3=-52/4
BOT CHORD 2 -4 =0/0
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 3 and 68 lb uplift at
joint 2.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Snow: Lumber Increase =1.15, Plate Increase =1
Uniform Loads (plf)
Vert: 1 -2 =43
Trapezoidal Loads (plf)
Vert: 2=- 5(F =19, B= 19)- to-3=- 61(F = -9,
15
B = -9), 2=- 0(F=4, B= 4)- to- 4=- 11(F = -2, B = -2)
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
CR2
ROOF TRUSS
4
1
LOADING (psf)
SPACING 1 -0 -0
CSI
DEFL in
(loc) I /defl Ud
Job Reference (optional
51 UGK UUMPONtN 15-11', Idaho Falls, ID 83403, DAN 6.200 s Feb 112005 MTek Industries, Inc. Mon Nov 27 09:16:34 2006 Page 1
•2 -1 -7 5-10 -1 11 -3 -0
2 -1 -7 5-10 -1 5-4 -15
Scale = 1:22.6
5x6 11
REACTIONS (lb /size) 6= 1067 /Mechanical, 2= 639/0 -5-8
Max Horz2= 194(load case 5)
Max Uplift6=- 176(load case 5), 2=- 64(load case 5)
Max Grav6= 1192(load case 2), 2= 827(load case 2)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1-2=0/54,2-3=-1432/14,3-4=-290/64,4-5=-20/0,4-6=-590/165
BOT CHORD 2-7=-169/1290,6-7=-169/1290
WEBS 3-7= 0/187, 3 -6 =- 1263/162
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; PF- -35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 6 and 64 lb uplift at
joint 2.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Snow: Lumber Increase =1.15, Plate Increase =1.15
Uniform Loads (plf)
Vert: 1 -2 =-43
Continued on page 2
5-10 -1
11 -3 -0
5-10 -1
5 -4-15
Plate Offsets (X,Y): [2:0- 3- 1,0 -1 -81, [4:0- 3- 4,Edgel
LOADING (psf)
SPACING 1 -0 -0
CSI
DEFL in
(loc) I /defl Ud
PLATES GRIP
TCLL 35.0
(Roof Snow--35.0)
Plates Increase 1.15
TC 0.70
Vert(LL) -0.05
2 -7 >999 240
MT20 197/144
TCDL 8.0
Lumber Increase 1.15
BC 0.50
Vert(TL) -0.08
6 -7 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.83
Horz(TL) 0.02
6 n/a n/a
BCDL 8.0
Code IRC2003/TP12002
(Matrix)
Weight: 41 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD
Structural wood sheathing directly applied or 5-4 -10 oc puriins,
BOT CHORD 2 X 4 SPF 1650F 1.5E
except end verticals.
WEBS 2 X 4 SPF Stud/Std - Except'
BOT CHORD
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
W3 2 X 4 SPF 165OF 1.5E
REACTIONS (lb /size) 6= 1067 /Mechanical, 2= 639/0 -5-8
Max Horz2= 194(load case 5)
Max Uplift6=- 176(load case 5), 2=- 64(load case 5)
Max Grav6= 1192(load case 2), 2= 827(load case 2)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1-2=0/54,2-3=-1432/14,3-4=-290/64,4-5=-20/0,4-6=-590/165
BOT CHORD 2-7=-169/1290,6-7=-169/1290
WEBS 3-7= 0/187, 3 -6 =- 1263/162
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; PF- -35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 6 and 64 lb uplift at
joint 2.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Snow: Lumber Increase =1.15, Plate Increase =1.15
Uniform Loads (plf)
Vert: 1 -2 =-43
Continued on page 2
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
CR2
ROOF TRUSS
4
1
Job Reference (optional
b I UGK UUMFUNLA I5 -IF, Igaho Falls, IL) 634UJ, UAN
O.ZUU s Feo I I LUDO MI I eK InVUSUIV3, IM. IVIVII IVUV a VV. I V 4v rays c
LOAD CASE(S) Standard
Trapezoidal Loads (plf)
Vert: 2=- 5(F =19, B= 19)- to- 4= 237(F = -97, B = -97), 4=- 237(F = -97, B=- 97)- to-5=- 242(F = -99, B = -99), 2= 0(F=4, B= 4 }to- 6=- 45(F = -18, B = -18)
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
D1
ROOF TRUSS
2
2
Job Reference (optional
S 1 UGK UUMF'UNLN I5 Idaho Falls, ID 83403, DAN
6.200 s Feb 112005 MTek Industries, Inc, Mon Nov 27 09:16:35 2006 Page 1
i 1 -6 -9 4 -5-4 , 8 -0 -0 14 -11 -2 22 -0 -0 29 -0-14 36 -0 -0 39 -6-12 , 44 -0 -0 45 - -
1 -6 -0 4 -5-4 3-6 -12 6 -11 -2 7 -0 -14 7 -0-14 6 -11 -2 3 -6-12 4 -5-4 1 -6 -0
Scale = 1:80.6
6x6 =
1.5x4 II
I 8 -0 -0 , 14 -11 -2 , 22 -0 -0 , 29 -0-14 , 36 -0 -0 , 44 -0 -0 ,
,
8 -0 -0 6-11 -2 7 -0-14 7 -0-14 6-11 -2 8 -0 -0
N
O
1I�
LOADING (psf)
SPACING
1 -0 -0
CSI
DEFL
in (loc)
I /defl
Ud
PLATES GRIP
TCLL 35.0
(Roof Snow--35.0)
Plates Increase
1.15
TC 0.78
Vert(LL)
-0.79 14 -15
>660
240
MT20 197/144
TCDL 8.0
Lumber Increase
1.15
BC 0.90
Vert(TL)
-1.27 14 -15
>411
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.46
Horz(TL)
0.23 10
n/a
n/a
BCDL 8.0
Code IRC2003/TP12002
(Matrix)
Weight: 427 lb
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 6 DF No.2 *Except*
B2 2 X 6 DF 1800F 1.6E
WEBS 2 X 4 SPF Stud/Std *Except'
W3 2 X 4 SPF 1650F 1.5E, W3 2 X 4 SPF 165OF 1.5E
W3 2 X 4 SPF 165OF 1.5E, W3 2 X 4 SPF 1650F 1.5E
REACTIONS (lb /size) 2= 4077/0 -5 -8, 10= 4077/0 -5-8
Max Horz 2= 35(load case 8)
Max Uplift2= 558(load case 6), 10= 558(load case 5)
Max Grav2= 4588(load case 2), 10= 4588(load case 3)
5x6 = 1.5x4 II 6x6 =
BRACING
TOP CHORD Structural wood sheathing directly applied or 3 -7 -12 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing.
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1 -2 =0/59, 2- 3=- 9417/1221, 3-4=-937211240,4-5=-12618/1686, 5-6 =- 12617/1686, 6-7= 12617/1686, 7-8 =- 12618/1686,
8 -9 =- 9372/1240, 9-10 =- 9417/1221, 10 -11 =0/59
BOT CHORD 2 -18 =- 1077/8279,17 -18 =- 1086/8364,16 -17 =- 1086/8364,15 -16 =- 1832/13968,14 -15 =- 1832/13968,13 -14 =- 1068/8364,
12-13=-1068/8364,10-12=-1059/8279
WEBS 3-18=-53/403,4-18=-239/1514,4-16=-677/5038, 5 -16 =- 249/0, 6 -16 =- 1695 / 221, 6-15 =- 22211354, 6.14= 1695/221,
7 -14 =- 249/0, 8- 14= 677/5038, 8-12 =- 239/1514, 9- 12=- 53403
NOTES
1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 884 lb down and 148 lb up at
36 -0 -0, and 884 lb down and 148 lb up at 8 -0-0 on bottom chord. The design /selection of such connection device(s) is the
responsibility of others.
2) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9 -0 oc.
Webs connected as follows: 2 X 4 -1 row at 0 -9-0 oc.
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 884 lb down and 148 lb up at
36 -0 -0, and 884 lb down and 148 lb up at 8 -0-0 on bottom chord. The designtselection of such connection device(s) is the
responsibility of others.
3) 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.
4) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
5) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0 -0
6) Unbalanced snow loads have been considered for this design.
Continued on page 2
6x6 = 5x8 = 2x4 11 5x10 = 64 =
5x10 = 5x8 =
Job
Truss
Truss Type
Qty
Ply
IF/8 PLEX 11/17 DG (ID)K
F6368
D1
ROOF TRUSS
2
Z
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN
6.200 s Feb 112005 MTek Industries, Inc. Mon Nov 27 09:16:35 2006 Page 2
NOTES
7) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads.
8) Provide adequate drainage to prevent water ponding.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 558 lb uplift at joint 2 and 558 lb uplift at joint 10.
12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
13) Girder carries hip end with 8 -0 -0 end setback.
14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 884 lb down and 148 lb up at 36 -0 -0, and 884 lb down and 148 lb up at
8 -0 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Snow: Lumber Increase =1.15, Plate Increase =1.15
Uniform Loads (plf)
Vert: 14=43, 8-11= -43, 2- 18 = -8, 12- 18=- 192(F= -184), 10 -12 =-8
Concentrated Loads (Ib)
Vert: 18=- 884(F) 12=- 884(F)
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
D10
ROOF TRUSS
8
1
Plates Increase
1.15
TC 0.80
Vert(LL)
-0.39 12 -14
>999
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN
6.200 s Feb 112005 MiTek Industries, Ina Mon Nov 27 09:16:36 2006 Page 1
i 1 -6 -Q 5 -10 -14 11 -3-4 16 -7 -10 22 -0 -0 27-4 -6 32 -8 -12 38 -1 -2 44 -0 -0 45 -6 -p
1 -6 -0 5 -10 -14 5-4 -6 5-4 -6 5-4 -6 5-4 -6 5-4-6 5-4-6 5 -10-14 1 -6 -0
Scale = 1:78.8
5x5 =
7 -8 -5 16 -7 -10 i 22 -0 -0 27-4 -6 i 36 -3 -11 i 44 -0-0 _ 1
7 -8 -5 8 -11 -5 5-4 -6 5-4 -6 8-11 -5 7 -8 -5
LOADING (psf)
SPACING
2 -0 -0
CSI
DEFL
in (loc)
I /deft
Ud
PLATES
GRIP
TCLL 35.0
(Roof Snow--35.0)
Plates Increase
1.15
TC 0.80
Vert(LL)
-0.39 12 -14
>999
240
MT20
197/144
TCDL 8.0
Lumber Increase
1.15
BC 0.86
Vert(TL)
-0.74 12 -14
>702
180
MT20H
148/108
BCLL 0.0
Rep Stress Incr
YES
WB 0.80
Horz(TL)
0.26 10
n/a
n/a
MT18H
197/144
crnl u n
Code IRC2003/TPI2002
(Matrix)
Weight: 209 lb
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF 165OF 1.5E - Except -
W 12 X 4 SPF Stud /Std, W2 2 X 4 SPF Stud /Std
W2 2 X 4 SPF Stud /Std, W1 2 X 4 SPF Stud /Std
WEDGE
Left: 2 X 8 DF 195OF 1.7E, Right: 2 X 8 DF 195OF 1.7E
REACTIONS (lb /size) 2= 2375/0 -5-8, 10= 2375/0 -5 -8
Max Horz 2=- 143(load case 8)
Max Uplift2=- 206(load case 7), 10=- 206(load case 8)
Max Grav2= 3084(load case 2), 10= 3084(load case 3)
BRACING
TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing.
WEBS 1 Row at midpt 5-15,7-15
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1-2=0/107,2-3=-5346/254, 3-4=-4929/267,4-5=-3609/230, 5-6 =- 26921235, 6-7 =- 2692/235, 7 -8= 3609/230,
8 -9 =- 4929/267, 9- 10=- 5346/255, 10 -11 =0/107
BOT CHORD 2-18=-277/4573,17-1 8=-201/3846,16- 17=- 201/3846, 15- 16=- 101/3080,14-15=-27/3080,13-14=-61/3846,
12-13=-61/3846,10-12=-135/4573
WEBS 3 -18 =- 593/122, 4 -18 =- 20/768, 4 -16= 1115/146, 5-16 =- 31/934, 5 -15 =- 1537/159, 6-15= -118/1759, 7 -15 =- 1537/159,
7- 14=- 31/934, 8 -14 =- 1115/146, 8- 12=- 20/768, 9-12 =- 593/123
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 2 and 206 lb uplift at
joint 10.
9) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/fPI 1.
LOAD CASE(S) Standard
3x4 = 4x10 MT20H= 4x4 = 4x8 = 4x4 = 4x10 MT20H= 30 =
Job
Truss
Truss Type
Oty
Ply
IF 18 -PLEX 11/17 DG (ID)K
F6368
D11
ROOF TRUSS
8
1
1.15
TC 0.51
Vert(LL)
-0.31 13-14
>999
240
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN
6.200 s Feb 112005 MTek Industries, Inc. Mon Nov 27 09:16:38 2006 Page 1
6 -0 -2 11-4 -1 16-8 -1 22 -0 -0 27 -3-15 32 -7 -15 _ _ 37 -11 -14 44 -0 -0
1 �
6 -0 -2 5-3 -15 5-3 -15 5-3 -15 5-3-15 5-3-15 5-3 -15 6 -0 -2
Scale = 1:74.3
5x5 =
N
d
7 -9 -7 16 -8 -1 22 -0-0 27 -3 -15 36 -2 -9 44 -0 -0
7 -9 -7 8-10 -9 5-3 -15 5-3 -15 8 -10-9 7 -9 -7
N
1�
O
LOADING (psi)
SPACING
2 -0 -0
CSI
DEFL
in (loc)
I /deft
Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.51
Vert(LL)
-0.31 13-14
>999
240
MT20 197/144
(Roof Snow--35.0)
Lumber Increase
1.15
BC 0.61
Vert(TL)
-0.5914-16
>890
180
MT20H 148/108
TCDL 8.0
Rep Stress Incr
YES
WB 0.71
Horz(TL)
0.21 9
n/a
n/a
BOLL 0.0
Rc:nl a n
Code IRC2003/7PI2002
(Matrix)
Weight: 215 lb
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E *Except*
T1 2 X 4 DF 240OF 2.OE, T1 2 X 4 DF 240OF 2.0E
BOT CHORD 2 X 4 DF 240OF 2.0E *Except*
B2 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF 1650F 1.5E *Except*
W 12 X 4 SPF Stud /Std, W2 2 X 4 SPF Stud /Std
W2 2 X 4 SPF Stud /Std, W1 2 X 4 SPF Stud /Std
WEDGE
Left: 2 X 8 DF 1950F 1.7E, Right: 2 X 8 DF 1950F 1.7E
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-2 -6 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
WEBS 1 Row at midpt 4-13,6-13
REACTIONS (lb /size) 9= 2221/0 -5-8, 1= 2221/0 -5 -8
Max Horz 1=- 127(load case 5)
Max Uplift9=- 140(load case 8), 1=- 140(load case 7)
Max Grav9= 2479(load case 3), 1= 2479(load case 2)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1- 2=- 4828/281, 2- 3=- 4465/292, 3-4 =- 3232/237, 4-5=- 2589 / 239, 5-6 =- 2589/239, 6-7= 32321237, 7 -8 =- 4465/292,
8- 9= -4828/282
BOT CHORD 1-16=315/41169,115-16=222/3451, 14-15=-222/3451,13-14=-1 17/2767,12- 13=- 42/2767, 11- 12=- 105/3451,
10- 11=- 105/3451,9 -10 =- 198/4169
WEBS 2 -16 =- 5741135, 3 -16 =- 39/771, 3-14=996/152,4-14=-36/839,4-13=-1341/164, 5 -13= 122/1753, 6 -13 =- 1341/164,
6 -12 =- 36/839, 7 -12 =- 996/152, 7- 10=- 39/771, 8-10 =- 574/135
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psF, BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Sheltered; L= 45-0 -0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 9 and 140 lb uplift at
joint 1.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
10 10 14 14 1L II lu
8x12 = 3x4 = 4x10 MT20H= 4x4= 4x8 = 4x4= 4x10 MT20H= 3x4 = 802 —
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
D11G
ROOF TRUSS
2
1
SPACING 2 -0 -0
CSI
DEFL in
(loc) I /deft Ud
PLATES GRIP
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 6.200 s Feb 112005 MTek Industries, Inc. Mon Nov 27 09:16:412006 Page 1
6 -0 -2 11-4 -1 16 -8 -1 22 -0 -0 27 -3 -15 32 -7 -15 37 -11 -14 43 -9 -0
6 -0 -2 5 -3-15 5-3 -15 5-3-15 5-3 -15 5 -3-15 5-3 -15 5-9 -2
Scale = 1:74.7
5x8 =
5
N
0
7 -9 -7 16 -8 -1
22 -0 -0
27 -3-15
36 -2 -9 43 -9 -0
7 -9 -7 8-10 -9
5-3 -15
5-3-15
8-10 -9 7 -6 -7
Plate Offsets MY): [1 -0 -12 Edgel [3:0-3-8,0-3-01, [7:0-3-8,0-3-01, [9 Edgel
[16:0-2-8,0-3-01, [24:0-2-8,0-3-01
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL in
(loc) I /deft Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.74
Vert(LL) n/a
n/a 999
MT20 197/144
(Roof Snow--35.0)
Lumber Increase 1.15
BC 0.74
Vert(TL) n/a
n/a 999
TCDL 8.0
Rep Stress Incr NO
WB 0.62
Horz(TL) 0.01
23 n/a n/a
BCLL 0.0
Code IRC2003(rP12002
(Matrix)
Weight: 313 lb
BCDL 8.0
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD
Structural wood sheathing directly applied or 5 -10 -12 oc puriins.
BOT CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD
Rigid ceiling directly applied or 6 -0 -0 oc bracing.
WEBS 2 X 4 SPF 165OF 1.5E'Excepr
WEBS
1 Row at midpt 6-17, 6 -20, 5-20,4-23
W1 2 X 4 SPF Stud /Std, W2 2 X 4 SPF Stud /Std
W2 2 X 4 SPF Stud/Std, W1 2 X 4 SPF Stud /Std
OTHERS 2 X 4 SPF Stud/Std - Excepr
ST10 2 X 4 SPF 165OF 1.5E, ST10 2 X 4 SPF 165OF 1.5E
REACTIONS (lb /size) 9= 178/Mechanical, 13= 667 /Mechanical, 17= 508 /Mechanical, 20= 808 /Mechanical, 23= 968/Mechanical,
1= 377/Mechanical, 21= 38/Mechanical, 22 =3 /Mechanical, 25= 16/Mechanical, 26= 157 /Mechanical,
29=- 81/Mechanical, 30= 224 /Mechanical, 19= 38/Mechanical, 18= 2/Mechanical, 15 =64 /Mechanical,
14=21 /Mechanical, 11=- 1/Mechanical, 10= 195/Mechanical, 28= 219 /Mechanical, 12= 37/Mechanical
Max Horz 1=- 127(load case 5)
Max Uplift9=- 11(load case 8), 13=- 128(load case 8), 17=- 83(load case 8), 20=- 106(load case 7), 23= 176(load case 7),
1=- 35(load case 8), 22=- 6(load case 2), 25=- 14(load case 2), 26=- 13(load case 7), 29=- 153(load case 2),
30=- 36(load case 7), 11=- 23(load case 3), 10=- 34(load case 8), 28=- 20(load case 7)
Max Grav9= 308(load case 3), 13= 1165(load case 3), 17= 868(load case 3), 20= 866(load case 2), 23= 1568(load case 2),
1= 615(load case 2), 21= 85(load case 4), 22= 4(load case 4), 25= 131(load case 4), 26= 244(load case 2),
29= 46(load case 7), 30= 344(load case 2), 19= 84(load case 4), 18= 6(load case 4), 15= 144(load case 4),
14= 45(load case 4), 11= 69(load case 4), 10= 299(load case 3), 28= 340(load case 2), 12= 65(load case 4)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 5-6=-44/365,6-7=-159/251, 7 -8 =- 61/280, 8 -9 =- 189/32, 1 -2 =- 1143/99, 2 -3 =- 704/115, 3-4=- 41/514, 4-5 =0/462
BOT CHORD 1 -30=- 113/858, 29 -30 =- 113/858, 28 -29= 113/858, 27 -28 =- 113/858, 26 -27 =- 24/292, 25 -26= 241292, 24- 25=- 24/292,
23- 24=- 24/292, 22 -23 =- 306/172, 21- 22= 306/172, 20- 21=- 306/172, 19- 20=- 188/148, 18 -19= 188/148, 17- 18=- 188/148,
16- 17=- 66/235, 1516 =- 66/235, 14 -15=- 66/235, 13 -14=- 66/235, 12- 13= 0/277, 11- 12= 0/277, 10-11=0/277,9-10=01277
WEBS 8 -13 =- 709/136, 7 -13 =- 631/43, 7 -17 =- 3481108, 6 -17 =- 547/46, 6 -20 =- 220/91, 5-20=-745/38,4-20=0/55,4-23= 853/96,
3-23 =- 871/165, 3 -27= 63/339, 2 -27 =- 720/138
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard
Gable End Detail'
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45 -0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 1.5x4 MT20 unless otherwise indicated.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
a n (AiwwP aantinuous bottom chord bearing.
.w <a co a co co - ca ae z - is io u w w .+ -
3x4 = 5x5 = 4x4 = 3x8 = 3x4 = 5x5 = 3x4 =
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
D11G
ROOF TRUSS
2
1
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN
6.20u s Feb 11 2Uub MI I eK Inaustnes, Inc, Mon NOV z/ UU:10:41 ZUUb rage z
NOTES
8) Gable studs spaced at 2 -0 -0 oc.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 9, 128 lb uplift at joint 13, 83 lb uplift at joint 17,106 lb uplift at
joint 20, 176 lb uplift at joint 23, 35 lb uplift at joint 1, 6 lb uplift at joint 22, 14 lb uplift at joint 25, 13 lb uplift at joint 26, 153 lb uplift at joint 29, 36 lb uplift at joint 30, 23 lb
uplift at joint 11, 34 lb uplift at joint 10 and 20 lb uplift at joint 28.
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
D12
ROOFTRUSS
6
1
CSI
DEFL in (loc) I /deft L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
Job Reference (optional)
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 6.200 s Feb 11 2005 MTek Industries, Inc. Mon Nov 27 09:i6:43 2006 rage _i
5 -7 -14 11 -0-4 1641-10 21 -9 -0 27 -1 -6 32 -5-12 37 -10 -2 43 -6-0
5-7 -14 5-4 -6 5-4 -6 5-4-6 5-4 -6 54-6 5-4 -6 5-7 -14
Scale = 1:74.1
5x5 =
[�s
a
7 -5 -5 16 -4 -10
21 -9 -0
27 -1 -6 36 -0 -11 43 -6 -0
7 -5 -5 8 -11 -5
5-4 -6
5-4 -6 8-11 -5 7 -5-5
Plate Offsets (X Y)• f1 -1 -3 Edgel [3:0-4-0,0-3-01, [7:0-4-0.0-3-01,
r9 -1 -3 Edael
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL in (loc) I /deft L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.70
Vert(LL) -0.34 12 -13 >999 240
MT20 197/144
(Roof Snow--35.0)
Lumber Increase 1.15
BC 0.84
Vert(TL) -0.66 10 -12 >783 180
MT20H 148/108
TCDL 8.0
Rep Stress Incr YES
WB 0.68
Horz(TL) 0.25 9 n/a n/a
BCLL 0.0
Code IRC2003/TP12002
(Matrix)
Weight: 201 lb
BCDL 8.0
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc pudins.
BOT CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing.
WEBS 2 X 4 SPF 1650F 11.5E 'Except'
WEBS 1 Row at midpt 4-13,6-13
W1 2 X 4 SPF Stud /Std, W2 2 X 4 SPF Stud /Std
W2 2 X 4 SPF Stud /Std, W1 2 X 4 SPF Stud /Std
WEDGE
Left: 2 X 6 DF No.2, Right: 2 X 6 DF No.2
REACTIONS (lb /size) 1= 2207/Mechanical, 9= 2207 /Mechanical
Max Horz 1= 128(load case 5)
Max Upliftl=- 139(load case 7), 9=- 139(load case 8)
Max Grav 1= 2464(load case 2), 9= 2465(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1- 2= -4647/271, 2- 3=- 4301/284, 34= 3176/234, 4-5=- 2543 /238, 5-6= 2543/238, 6-7= 31781234, 7-8 =- 43121284,
8-9 =- 4659/272
BOT CHORD 1-16=-304/3966,15-16=-217/3365,14-15=-217/3365,13-14=-I 14/2715, 12- 13= 39/2718,11 -12= 100/3370,
10 -11 =- 100/3370,9 -10 =- 187/3980
WEBS 2 -16 =- 468/128, 3-16=-34/659,3-14=-945/151, 4-114= 33/807,4-13=-11311411611, 5-113-1211/1709,13-13=1 317/162,
6-12 =- 33/809, 7- 12=- 949/151, 7- 10=- 34/668, 8 -10=- 476/128
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf, Category 11; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Sheltered; L= 45-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 1 and 139 lb uplift at
joint 9.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
6x12 = 16 15 14 13 12 11 10 6x12 =
3x4 = 4x10 MT20H= 44 = 4x8 = 4x4 = 4x10 MT20H= 3x4 =
Job
Truss
Truss Type
Qty
Ply
IF18 -PLEX 11/17 DG (ID)K
F6368
D13
ROOF TRUSS
4
1
Plates Increase
1.15
TC 0.91
Vert(LL)
-0.39 12
>999
Job Reference option al
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN
5 -9 -2 11 -1 -1 16-5 -1
5 -9 -2 5-3 -15 5 -3 -15
6.200 s Feb 112005 MiTek Industries, Inc. Mon Nov 27 09:16:45 2006 Page 1
21 -9 -0 27 -0-15 32 -4-15 37 -8 -14 43 -64
5-3 -15 5-3-15 5-3 -15 5 -3 -15 5 -9 -2
Scale= 1:77.1
5x5 =
d
7 -6 -7 16-5 -1 21 -9 -0 27 -0-15 35 -11 -9 43 -6 -0
7 -6 -7 8 -10 -9 5-3-15 5-3 -15 8 -10 -9 7 -6 -7
Plate Offsets fX.YI: 11:0- 3- 1.Edael.13:0- 3- O.Edael .17:0- 3- O.Edoel.19:0- 3- 1.Edael
LOADING (psf)
SPACING
2 -0 -0
CSI
DEFL
in (loc)
I /deft
Ud
PLATES
GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.91
Vert(LL)
-0.39 12
>999
240
MT20
197/144
(Roof Snow--35.0)
Lumber Increase
1.15
BC 0.99
Vert(TL)
-0.73 10 -12
>715
180
MT20H
1481108
TCDL 8.0
Rep Stress Incr
YES
WB 0.81
Horz(TL)
0.26 9
n/a
n/a
MT18H
197/144
BCLL 0.0
Code IRC2003/t'PI2002
(Matrix)
Weight: 203 lb
BCDL 8.0
0
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 1 -7-8 oc purlins.
BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing.
WEBS 2 X 4 SPF 165OF 1.5E 'Except' WEBS 1 Row at midpt 4-13,6-13
W1 2 X 4 SPF Stud /Std, W2 2 X 4 SPF Stud/Std
W2 2 X 4 SPF Stud /Std, W1 2 X 4 SPF Stud /Std
WEDGE
Left: 2 X 8 DF 1950F 1.7E, Right: 2 X 8 DF 1950F 1.7E
REACTIONS (lb /size) 1= 2206/Mechanical, 9= 2206 /Mechanical
Max Horz 1=- 127(load case 5)
Max Upliftl=- 139(load case 7), 9=- 139(load case 8)
Max Grav 1= 2832(load case 2), 9= 2832(load case 3)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1- 2=- 5420/275, 2- 3= 4999/287, 34= 3629/235, 4-5 =- 2706/238, 5-6 =- 2706/238, 6-7 =- 3629/235, 7- 8=- 4999/287,
8-9 =- 5420/276
BOT CHORD 1-16=-308/4648,15-16---219/3879,14-15=-219/3879,13-14=-1 15/3098, 12 -13=- 40/3098,11 -12 =- 102/3879,
10- 11=- 102/3879,9 -10=- 191/4648
WEBS 2 -16 =- 621/131, 3-16 =- 37/819, 3 -14= 1136/151, 4-14 =- 33/943, 4- 13=- 1549/162, 5-13 =- 121/1771, 6-13 =- 1549/162,
6-12=-34/943,7-12=-1136/151,7-10=-37/819,8-10=-621/131
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0 -0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 1 and 139 lb uplift at
joint 9.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
6x14 MT1811 16 15 14 13 12 11 10 6x14 MT18H=
3x4 = 4x10 MT20H= 4x4 = 4x8 = 4x4 = 4x10 MT20H= 3x4 =
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11117 DG (ID)K
F6368
D13G
ROOF TRUSS
2
1
Lumber Increase 1.15
BC 0.69
Vert(TL) n/a n/a 999
TCDL 8.0
Rep Stress Incr NO
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 6.200 s Feb 112005 MTek Industries Inc. Mon Nov 2/ 09:16:48 20W rage 1
5 -9 -2 11 -1 -1 16 -5 -1 21 -9 -0 27 -0-15 32 -4-15 37 -8-14 43 -6 -0
5 -9 -2 5-3 -15 5-3 -15 5-3 -15 5-3-15 5-3-15 5-3 -15 5 -9-2
scale = 1:74.5
5x8 =
M
1$
7 -6 -7 16 -5 -1 21 -9-0 27 -0 -15 35 -11 -9 43-6 -0
7 -6 -7 8 -10 -9 5-3-15 5-3-15 8-10 -9 7 -6-7
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL in (loc) I /deft Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.73
Vert(LL) n/a n/a 999
MT20 197/144
(Roof Snow--35.0)
Lumber Increase 1.15
BC 0.69
Vert(TL) n/a n/a 999
TCDL 8.0
Rep Stress Incr NO
WB 0.62
Horz(TL) 0.01 23 n/a n/a
BCLL 0.0
Code IRC2003/TPI2002
(Matrix)
Weight: 312 lb
BCDL 8,0
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF 1650F 1.5E - Excepr
W 12 X 4 SPF Stud /Std, W2 2 X 4 SPF Stud/Std
W2 2 X 4 SPF Stud /Std, W1 2 X 4 SPF Stud/Std
OTHERS 2 X 4 SPF Stud/Std 'Except"
ST10 2 X 4 SPF 1650F 1.5E, ST10 2 X 4 SPF 165OF 1.5E
BRACING
TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing.
WEBS 1 Row at midpt 4 -23, 5 -20, 6-20, 6 -17
REACTIONS (lb /size) 1= 365 /Mechanical, 23= 955 /Mechanical, 20= 804 /Mechanical, 17= 511 /Mechanical, 13=671 /Mechanical,
9= 179 /Mechanical, 21= 38/Mechanical, 22 = -3 /Mechanical, 25= 18/Mechanical, 26= 151 /Mechanical,
29=- 71/Mechanical, 30= 224 /Mechanical, 19= 38/Mechanical, 18= 2/Mechanical, 15 =64 /Mechanical,
14=21 /Mechanical, 11=- 1/Mechanical, 10= 195/Mechanical, 28= 209/Mechanical, 12= 37/Mechanical
Max Horz 1=- 127(load case 5)
Max Upliftl=- 34(load case 8), 23= -174(load case 7), 20=- 105(load case 7), 17=- 83(load case 8), 13=- 129(load case 8),
9=- 11(load case 8), 22=- 6(load case 2), 25-11 (load case 2), 26=- 12(load case 7), 29=- 138(load case 2),
30=- 40(load case 7), 11=- 23(load case 3), 10=- 34(load case 8), 28=- 18(load case 7)
Max Grav 1= 597(load case 2), 23= 1549(load case 2), 20=861 (load case 2), 17= 870(load case 3), 13= 1166(load case 3),
9= 308(load case 3), 21= 85(load case 4), 22= 4(load case 4), 25= 131(load case 4), 26= 234(load case 2),
29= 48(load case 4), 30= 347(load case 2), 19= 84(load case 4), 18= 6(load case 4), 15= 144(load case 4),
14= 45(load case 4), 11= 69(load case 4), 10= 299(load case 3), 28= 324(load case 2), 12= 65(load case 4)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =- 1140/97,2-3=-714/115,3-4=-40/490,4-5=0/448,5-6=-48/350,6-7= 1 62/240, 7 -8 =- 621279, 8 -9 =- 490/32
BOT CHORD 1- 30=- 112/850, 29 -30= 1121850,28-29=-1 12/850, 27 -28 =-112/850, 26-27=-25/312,25-26=25/312, 24 -25= -25/312,
23-24=-25/312,22-23=-285/171, 21 -22 =- 285/171, 20-21= 285/171, 19 -20= 178/148, 18 -19 =- 178/148, 17 -18 =- 178/148,
16 -17 =- 59/236, 15 -16 =- 59/236, 14 -15 =- 59/236, 13- 14=- 59/236, 12- 13= 0/278,11 -12= 0/278, 10- 11= 0/278, 9 -10 =0/278
WEBS 2 -27 =- 684/134, 3 -27 =- 62/323, 3-23=-868/165,4-23- 5-20 =- 733/37, 6 -20=- 218/91, 6 -17 =- 549/46,
7-17=-347/108,7-13=-633143, 8-13 =- 709/136
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail'
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0 -0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
5) All plates are 1.5x4 MT20 unless otherwise indicated.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
G VbllejR,ir g bottom chord bearing.
au c7 <u 3x4 = <" <0 5x5 = 4x4 = « < 3x8 = 'V 4x4 = 5x5 = 3x4 =
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
D13G
ROOF TRUSS
2
1
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN
6.ZUU s Feb 11 ZUUb MI I eK Inaustnes, Inc. Mon Nov Z/ 09: i6:48 2006 rage 2
NOTES
8) Gable studs spaced at 2 -0 -0 oc.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 1, 174 lb uplift at joint 23, 105 Ib uplift at joint 20, 83 lb uplift at
joint 17, 129 lb uplift at joint 13, 11 lb uplift at joint 9, 6 lb uplift at joint 22, 11 lb uplift at joint 25, 12 lb uplift at joint 26, 138 lb uplift at joint 29, 40 lb uplift at joint 30, 23 lb
uplift at joint 11, 34 lb uplift at joint 10 and 18 lb uplift at joint 28.
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
D14G
ROOF TRUSS
1
1
Vert(LL) n/a
n/a 999
MT20 197/144
(Roof Snow=-35.0)
Lumber Increase 1.15
Job Reference (optional
a i urn uumrurvrry i o-ir, ioano rails, iu oowuo, unn
6 -0 -2 11-4 -1 i 16 -8 -1 22 -0 -0 27 -3-15 32 -7 -15 37 -11 -14 44 -0-0
6 -0 -2 5 -3 -15 5-3 -15 5-3 -15 5 -3-15 5-3 -15 5 -3-15 6 -0-2
Scale =1x4.9
5x8 =
O
7 -9 -7 16 -8 -1 22 -0 -0 27 -3-15 36 -2 -9 44 -0-0
r �
7 - 9 - 7 8 - 10 - 9 5 5 8 - 9 7 - 9 - 7
Plate Offsets (X,Y): [1:0- 0- 12,Eduel. [3:0 -4 -0.0 -3-41, f7:0 -4 -0,0 -3-41, [9:0- 5- 4,Edgel, [16:0- 2- 8,0 -3 -0], [24:0- 2- 8,0 -3 -0], [56:0- 0- 0,0 -0-0], [56:0- 0- 0,0 -0 -0], [58:0- 0- 0,0 -0-0],
N
rb
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL in
(loc) I /defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.74
Vert(LL) n/a
n/a 999
MT20 197/144
(Roof Snow=-35.0)
Lumber Increase 1.15
BC 0.74
Vert(TL) rda
n/a 999
TCDL 8.0
Rep Stress Incr NO
WB 0.62
Horz(TL) 0.01
23 n/a n/a
BCLL 0.0
Code IRC2003(rP12002
(Matrix)
Weight: 313 lb
BCDL 8.0
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD
Structural wood sheathing directly applied or 5 -10 -12 oc purlins.
BOT CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2 X 4 SPF 1650F 1.5E 'Except'
WEBS
1 Row at midpt 4 -23, 5-20, 6 -20, 6-17
W1 2 X 4 SPF Stud /Std, W2 2 X 4 SPF Stud /Std
W2 2 X 4 SPF Stud /Std, W1 2 X 4 SPF Stud /Std
OTHERS 2 X 4 SPF Stud/Std *Except*
ST10 2 X 4 SPF 165OF 1.5E, ST10 2 X 4 SPF 165OF 1.5E
REACTIONS (lb /size) 1= 377/44 -0-0, 23= 968/440 -0, 20= 808/44 -0-0, 17= 505/440 -0, 13= 682/440 -0, 9= 195/440 -0, 21= 38/440 -0,
22 =- 3/44 -0-0, 25= 161440 -0, 26= 157/44 -0-0, 29=- 81/44 -0-0, 30=224/44-0-0,19=38t44-0-0,18=2/44-0-0,
15= 64/44 -0-0, 14= 21/440 -0, 11= 7/440 -0, 10= 196/44 -0-0, 28= 219/44 -0-0, 12= 39/440 -0
Max Horz 1= 127(load case 6)
Max Uplift 1=- 35(load case 8), 23=- 176(load case 7), 20=- 106(load case 7), 17=- 82(load case 8), 13=- 131(load case 8),
9=- 15(load case 8), 22=- 6(load case 2), 25=- 14(load case 2), 26=- 13(load case 7), 29=- 153(load case 2),
30=- 36(load case 7), 11=- 33(load case 3), 10=- 31(load case 8), 28=- 20(load case 7)
Max Grav 1= 615(load case 2), 23= 1568(load case 2), 20= 866(load case 2), 17= 862(load case 3), 13= 1189(load case 3),
9= 332(load case 3), 21= 85(load case 4), 22= 4(load case 4), 25= 131(load case 4), 26= 244(load case 2),
29= 46(load case 7), 30= 344(load case 2), 19= 84(load case 4), 18= 6(load case 4), 15= 144(load case 4),
14= 45(load case 4), 11= 66(load case 4), 10= 299(load case 3), 28= 340(load case 2), 12= 65(load case 4)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =- 1143/99, 2 -3 =- 704/115, 3-4 =- 41/514, 4 -5= 0/463, 5-6 =- 43/365, 6 -7 =- 157/251, 7-8=-49/292,8-9=-489/33
BOT CHORD 1- 30=- 113/858, 29 -30 =- 113/858,28-29=-1 13/858, 27 -28 =- 1131858,26-27=-24/292,25-26=-24/292, 2425 =- 24/292,
23- 24=- 24/292, 22- 23=- 306/172, 21 -22 =- 306/172, 20-21= 306/172, 19 -20= 188/148, 18 -19 =- 188/148, 17- 18= 188/148,
16 -17 =- 68/226, 15- 16=- 68/226, 14- 15=- 68/226, 13- 14=- 68/226, 12- 13= 0/278, 11- 12= 0/278, 10- 11= 0/278, 9 -10 =0/278
WEBS 2 -27 =- 7201138, 3 -27 =- 63/339, 3 -23 =- 871/165, 4-23=-853/96,4-20=0/55, 5-20 =- 745/38, 6 -20 =- 219/91, 6 -17 =- 549/46,
7 -17 =- 337/107, 7 -13 =- 638/43, 8- 13=- 733/139
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail'
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0 -0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 1.5x4 MT20 unless otherwise indicated.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
Cbn upageTntinuous bottom chord bearing.
3x4 = 5x5 = 4x4 = 3x8 = 4x4 = 5x5 = 3x4 =
Job
Truss
Truss Type
Qty
Ply
IFM -PLEX 11117 DG (ID)K
F6368
D14G
ROOFTRUSS
1
1
Job Reference o clonal
51 UGK UUMNUNtN I S -Ir, laanO r IU W4W, UAN
D.ZUU 5 reD - I - I LUDO MI I UK InUUMM5, IIID. IW Vn IVUV Z! ua. ! V- 4u rayc c
NOTES
8) Gable studs spaced at 2 -0 -0 oc.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 1, 176 lb uplift at joint 23, 106 lb uplift at joint 20, 82 lb uplift at
joint 17, 131 lb uplift at joint 13, 15 lb uplift at joint 9, 6 lb uplift at joint 22, 14 lb uplift at joint 25, 13 lb uplift at joint 26, 153 lb uplift at joint 29, 36 lb uplift at joint 30, 33 lb uplift
at joint 11, 31 lb uplift at joint 10 and 20 lb uplift at joint 28.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
D2
ROOF TRUSS
2
1
Plates Increase
1.15
TC 0.99
Vert(LL)
-0.61 14 -15
>852
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN
6.200 s Feb 112005 MTek Industries, Inc. Mon Nov 27 09:16:52 2006 Page 1
1 1 -6 - 5 -3-4 10 -0 -0 17 -11 -7 26 -0 -9 34 -0 -0 38 -8 -12 43-9-0
1 -6 -0 5 -3-4 4-8 -12 7 -11 -7 8 -1 -3 7 -11 -7 4 -8 -12 5 -0-4
Scale = 1:81.2
5x8 =
1.5x4 II
5
5 -3-4 10 -0 -0 , 17 -11 -7 , 26 -0 -9 i 34 -0 -0 , 38 -8 -12 , 43 -9 -0 ,
5 -3-4 4 -8 -12 7 -11 -7 8 -1 -3 7 -11 -7 4 -8-12 5 -0-4
N
I�
d
LOADING (psf)
SPACING
2 -0 -0
CSI
DEFL
in (loc)
I /deft
Ud
PLATES
GRIP
TCLL 35.0
(Roof Snow=35.0)
Plates Increase
1.15
TC 0.99
Vert(LL)
-0.61 14 -15
>852
240
MT20
197/144
TCDL 8.0
Lumber Increase
1.15
BC 0.95
Vert(TL)
- 1.01 14 -15
>517
180
MT20H
148/108
BCLL 0.0
Rep Stress Incr
YES
WB 0.58
Horz(TL)
0.32 10
n/a
n/a
MT18H
197/144
6CDL 8.0
Code IRC2003/TPI2002
(Matrix)
Weight: 179 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E *Except*
TOP CHORD
T2 2 X 4 DF 2400F 2.OE, T2 2 X 4 DF 2400F 2.0E
BOT CHORD
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF Stud/Std *Except*
WEBS
W4 2 X 4 SPF 1650F 1.5E, W4 2 X 4 SPF 1650F 1.5E
W4 2 X 4 SPF 1650F 1.5E
REACTIONS (lb /size) 10= 2211/0 -4 -3 (input: 0 -2-8), 2= 237210 -5-8
Max Horz 2= 87(load case 7)
Max Uplift10 =-117(load case 5), 2= -137(load case 7)
Max Grav 10= 2661(load case 3), 2= 2869(load case 2)
Structural wood sheathing directly applied.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
2 -2 -0 oc bracing: 14 -15.
1 Row at midpt 7 -15
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2= 0/107, 2 -3 =- 5115/254, 3-4 =- 4633/280, 4 -5 =- 5654/380, 5 -6 =- 5650/379, 6-7 =- 5650/379, 7 -8 =- 5653/378,
8-9 =- 4616/278, 9-10 =- 5101/254
BOT CHORD 2 -18= 242/4396, 17- 18=- 242/4396, 16-17= 226/4077, 15 -16 =- 226/4077, 14 -15=- 309/5649, 13 -14 =- 167/4061,
12 -13 =- 167/4061, 11- 12=- 184/4368, 10-11= 184/4368
WEBS 3-18= 0/147,3 -17 =- 359/137, 4-17= 0/322,4 -15 =- 191/2263,5 -15= 977/165,7 -15 =- 181/199,7 -14 =- 1079/181,
8-14 =- 191/2278, 8- 12= 0/311, 9- 12=- 346/178, 9-11 =0/148
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Sheltered; L= 45-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non - concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Al plates are MT20 plates unless otherwise indicated.
8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
9) WARNING: Required bearing size at joint(s) 10 greater than input bearing size.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 10 and 137 lb uplift
at joint 2.
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSUTPI 1.
5x8 =
3x8 = 3x4 =
6 7 8
LOAD CASE(S) Standard
10 1/ 1C 15 14 1J 1L 11
1.5x4 II 3x4 = 4x10 MT20H= 5x10 = 3x10 = 400 MT20H= 3x4 = 1.5x4 II
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11117 DG (ID)K
F6368
D3
ROOF TRUSS
2
1
Plates Increase
1.15
TC 0.84
Vert(LL)
-0.49 13 -14
>999
Job Reference o tional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN
6.200 s Feb 11 2005 MI I eK Inausmes, Inc. Mon Nov a 09:16:54 20W rage 1
1 1 -6 - 6 -3-4 12 -0 -0 18 -7 -7 25-4 -9 32 -0-0 37 -8-12 43 -9 -0
1 -6 -0 6 -3-4 5 -8-12 6 -7 -7 6 -9 -3 6 -7 -7 5 -8-12 6 -0-4
Scale = 1:79.3
5x8 =
3x4 =
5
1.5x4 II
6
5x8 =
3x4 =
4x10 MT20H =
6 -3-4 12 -0 -0 18 -7 -7 25-4 -9 32 -0 -0 37 -8 -12 1 43 -9-0
6 -3-4 5 -8-12 6 -7 -7 6 -9 -3 6 -7 -7 5 -8-12 6 -0-4
N
r
l�
O
LOADING (psf)
SPACING
2 -0 -0
CSI
DEFL
in (loc)
I /deft
LJd
PLATES
GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.84
Vert(LL)
-0.49 13 -14
>999
240
MT20
197/144
(Roof Snow--35.0)
Lumber Increase
1.15
BC 0.90
Vert(TL)
-0.81 13 -14
>638
180
MT20H
1481108
TCDL 8.0
Rep Stress Incr
YES
WB 0.71
Horz(TL)
0.28 9
n/a
n/a
MT18H
197/144
BCLL 0.0
rxr1nl a n
Code IRC2003/TPI2002
(Matrix)
Weight: 183 lb
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF Stud/Std *Except*
W4 2 X 4 SPF 1650F 1.5E, W4 2 X 4 SPF 165OF 1.5E
W4 2 X 4 SPF 1650F 1.5E
WEDGE
Right: 2 X 6 DF No.2
REACTIONS (lb /size) 9= 2205 /Mechanical, 2= 2365/0 -5-8
Max Horz 2= 98(load case 7)
Max Uplift9= 94(load case 5), 2= 11511 (load case 7)
Max Grav9= 2606(load case 3), 2= 2817(load case 2)
BRACING
TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing.
WEBS 1 Row at midpt 5 -13
FORCES (Ib) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2= 0/107, 2 -3 =- 4997/209, 3-4= -4280/237, 4-5 =- 4541 / 283, 5-6 =- 4520/278, 6-7= -4524/279, 7 -8= -42351233,
8-9 =- 4915/206
BOT CHORD 2-17=-209/4288,16-17=-209/4288,15-16=-1 77/3713, 14 -15 =- 177/3713,13-14=228/4538,12-13=-105/3673,
11 -12 =- 105/3673, 10 -11 =- 136/4185, 9 -10 =- 136/4185
WEBS 3 -17= 0/213, 3 -16 =- 650/107, 4-16= 0/426, 4 -14 =- 142/1586, 5-14 =- 955/161, 5-13= 233/1198,6-113=-823/139,
7- 13=- 141/1615, 7 -11= 0/386, 8 -11 =- 578/123, 8 -10 =0/210
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Sheltered
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non - concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) All plates are MT20 plates unless otherwise indicated.
8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
9) Refer to girders) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 9 and 151 lb uplift at
joint 2.
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
1.5x4 11 V 4x10 MT20H= 3x8 = 5x8 = - 3x4 = 1.5x4 11
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
D4
ROOFTRUSS
2
t
Lumber Increase 1.15
BC 0.98
Vert(TL) -0.73 12 -13 >708 180
W3 2 X 4 SPF Stud /Std, W1 2 X 4 SPF Stud/Std
TCDL 8.0
Rep Stress Incr YES
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 6.200 s Feb 112005 MiTek Industries, Inc. Mon Nov 27 09:16:55 2006 Page 1
1 1 - 7 -3-4 14 -0 -0 19-4 -0 24 -8 -0 30 -0 -0 36 -8 -12 43 -9 -0
1 -6 -0 7 -3-4 6 -8-12 5-4 -0 5-4 -0 5-4 -0 6-8 -12 7 -0-4
Scale = 1:79.3
6x6 =
3x4 = 3x4 = 6x8 =
4 5 6 7
7 -3-4 14 -0 -0 22 -0 -0 30 -0 -0 36 -8-12 43 -9 -0
7 -3-4 6-8 -12 8 -0 -0 8 -0 -0 6-8 -12 7 -0-4
T
N
r
I�
0
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL in (loc) I /defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.90
Vert(LL) -0.44 12 -13 >999 240
MT20 197/144
(Roof Snow--35.0)
Lumber Increase 1.15
BC 0.98
Vert(TL) -0.73 12 -13 >708 180
W3 2 X 4 SPF Stud /Std, W1 2 X 4 SPF Stud/Std
TCDL 8.0
Rep Stress Incr YES
WB 0.75
Horz(TL) 0.29 9 n/a n/a
BCLL 0.0
arnl u n
Code IRC2003/TPI2002
(Matrix)
Weight: 192 lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF 240OF 2.0E *Except*
TOP CHORD
T2 2 X 4 SPF 1650F 1.5E
BOT CHORD
BOT CHORD 2 X 4 SPF 165OF 1.5E *Except*
B3 2 X 4 SPF 2100F 1.8E
WEBS
WEBS 2 X 4 SPF 1650F 1.5E *Except*
W1 2 X 4 SPF Stud /Std, W3 2 X 4 SPF Stud/Std
W3 2 X 4 SPF Stud /Std, W1 2 X 4 SPF Stud/Std
WEDGE
Left: 2 X 6 DF No.2, Right: 2 X 6 DF No.2
REACTIONS (lb /size) 9= 2205/Mechanical, 2= 2365/0 -5-8
Max Horz 2= 108(load case 7)
Max Uplift9=- 97(load case 8), 2=- 165(load case 7)
Max Grav9= 2962(load case 3), 2= 3215(load case 2)
Structural wood sheathing directly applied.
Rigid ceiling directly applied or 10-0 -0 oc bracing, Except:
2 -2-0 oc bracing: 2 -14.
1 Row at midpt 5-13,6-11
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1- 2= 0/107, 2- 3=- 5626/161, 3-4 =- 4542/187, 4 -5= 3897/188, 5-6 =- 4231/185, 6-7 =- 3864/185, 7- 8= 4506/184,
8-9=-5551/174
BOT CHORD 2-14=-172/4810,13-14=-17214810,12-13=-148/4301,11-12=-l26/4286, 10-11= 90/4715, 9-10 =- 90/4715
WEBS 3-14=0/255,3-13=-1045/135,4-13=0/1241, 5-13=-1356/127,5-12=-194/310,6-12=-170/333,6-11= 1384/127,
7-11=0/1232,8-11=-974/148,8-10=0/253
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; PF35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non - concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 9 and 165 lb uplift at
joint 2.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
1.5x4 II 5x10 = 3x4 = 5x10 = 1.5x4 11
Job
Truss
Truss Type
Oty
Ply
IF 18 -PLEX 11/17 DG (ID)K
F6368
D5
HIP
2
1
1.15
TC 0.84
Vert(LL)
-0.41 12 -13
>999
240
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 6.200 s Feb 11 2005 MI teK Induslnes, Inc. noon Nov 27 Ovi6:58 2006 rage l
5 -8 -5 10 -10 -2 16-0 -0 22 -0 -0 28 -0 -0 33 -1 -14 38 -3-11 43 -9 -0
I ,
5 -8 -5 5 -1 -14 5 -1 -14 6 -0 -0 6 -0 -0 5-1 -14 5-1 -14 5 -5 -5
Scale = 1:76.8
5x8 =
1.50 II 5x8 =
4x4 = 410 MT20H=
8 -3-4 16 -0-0 22 -0 -0 28 -0 -0 35 -8-12 43 -9 -0
,
8 -3-4 7 -8-12 6 -0-0 6-0-0 7 -8 -12 8 -0-4
ca
LOADING (psf)
SPACING
2 -0 -0
CSI
DEFL
in (loc)
I /deft
L/d
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.84
Vert(LL)
-0.41 12 -13
>999
240
MT20 197/144
(Roof Snow--35.0)
Lumber Increase
1.15
BC 0.97
Vert(TL)
-0.67 13 -14
>781
180
MT20H 1481108
TCDL 8.0
Rep Stress Incr
YES
WB 0.67
Horz(TL)
0.26 9
n/a
n/a
BCLL 0.0
rxrnl a n
Code IRC2003/TP12002
(Matrix)
Weight: 196 lb
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E 'Except
B1 2 X 4 SPF 210OF 1.8E
WEBS 2 X 4 SPF 1650F 1.5E *Except
W 12 X 4 SPF Stud/Std, W2 2 X 4 SPF Stud /Std
W2 2 X 4 SPF Stud/Std, W1 2 X 4 SPF Stud /Std
WEDGE
Left: 2 X 8 DF 1950F 17E, Right: 2 X 8 DF 195OF 1.7E
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-0-9 oc puriins.
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except:
2 -2 -0 oc bracing: 9 -10.
REACTIONS (lb /size) 1=221210-5-8,9=221210-5-8
Max Horz 1= 92(load case 6)
Max Upliftl=-1 11 (load case 7), 9=- 110(load case 8)
Max Grav 1= 2897(load case 2), 9= 2890(load case 3)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1- 2=- 5692/228, 2- 3=- 5177/212, 3- 4= -4044/177, 4-5=- 3613 /151, 5-6 =- 3613/151, 6-7 =- 40161175, 7-8 =- 5084/208,
8-9 =- 5569/222
BOT CHORD 1 -16 =- 237/4930, 15- 16=- 137/4196, 14 -15 =- 137/4196, 13- 14=- 72/3489,12 -13 =- 8/3465, 11- 12=- 50/4142,
10 -11 =- 50/4142,9 -10 =- 146/4792
WEBS 2 -16 =- 635/131, 3 -16 =- 20/676, 3-14= 1015/144,4-14=-40/851,4-13=-98/1051,5-13=920/129. 6-13 =- 99/1072,
6-12=-38/822,7-12=-973/143,7-10=-18/607,8-10=-5561127
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 1 and 110 lb uplift at
joint 9.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI(rPI 1.
LOAD CASE(S) Standard
16 15 14 13 12 11 1u
6x10 = 3x4 = 4x10 MT20H= 4x8 = 4x4 = 3x4 = 6x10 =
Job
Truss
Truss Type
Qty
Ply
IF /8 -PLEX 11/17 DG (ID)K
F6368
D6
HIP
2
1
1.15
TC 0.99
Vert(LL)
-0.36 14
>999
240
Jab Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 6.zuo s Feb 1 1 zum MI I eK inaustnes, Inc. Mon Nov zr va:i :60 2006 rage 1
6-4 -5 12 -2 -2 18 -0 -0 22 -0 -0 , 26 -0-0 31 -9-14 37 -7 -11 43 -9 -0
I
6-4 -5 5-9-14 5 -9-14 4 -0-0 4 -0-0 5-9 -14 5 -9-14 6 -1 -5
Scale = 1:76.6
5x8 =
3x4 = 5x8 =
d
9 -3-4 18 -0-0 26 -0-0 34 -8 -12 43 -9 -0
9 -3-4 8 -8 -12 8 -0-0 8 -8-12 9 -0-4
0
o�
M
LOADING (psf)
SPACING
2 -0 -0
CSI
DEFL
in (loc)
I /deft
Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.99
Vert(LL)
-0.36 14
>999
240
MT20 197/144
(Roof Snow--35.0)
Lumber Increase
1.15
BC 1.00
Vert(TL)
-0.64 14 -15
>808
180
MT20H 148/108
TCDL 8.0
Rep Stress Incr
YES
WB 0.47
Horz(TL)
0.25 11
n/a
n/a
BCLL 0.0
nrnl n n
Code IRC2003/TPI2002
(Matrix)
Weight: 192 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E 'Except'
TOP CHORD
T1 2 X 4 SPF 2100F 1.8E
BOT CHORD
BOT CHORD 2 X 4 SPF 1650F 1.5E - Except'
B1 2 X 4 SPF 210OF 1.8E
WEBS
WEBS 2 X 4 SPF 1650F 1.5E - Except'
W1 2 X 4 SPF Stud /Std, W2 2 X 4 SPF Stud /Std
W2 2 X 4 SPF Stud /Std, W1 2 X 4 SPF Stud /Std
WEDGE
Left: 2 X 6 DF No.2, Right: 2 X 6 DF No.2
REACTIONS (lb /size) 1=2212/0-5-8,11=2212/0-5-8
Max Horz 1=- 103(load case 5)
Max Upliftl=- 122(load case 7), 11=- 121(load case 8)
Max Grav 1= 2808(load case 2), 11= 2800(load case 3)
Structural wood sheathing directly applied.
Rigid ceiling directly applied or 10 -0-0 oc bracing, Except:
2 -2 -0 oc bracing: 11 -12.
1 Row at midpt 4-15,6-15,6-14,8-14
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1- 2=- 5442/251, 2- 3=- 4855/219, 3.4 =- 4676/233, 4-5 =- 3543/191, 5-6 =- 3015/199, 6 -7 =- 2997/198, 7 -8 =- 35221190,
8- 9= -4599/229, 9-10 =- 4777/216, 10 -11= 5335/246
BOT CHORD 1- 17=- 262/4699, 16- 17=- 149/3844, 15- 16=- 149/3844, 14- 15=- 17/2937, 13- 14=- 52/3802, 12- 13=- 52/3802,
11- 12=- 162/4579
WEBS 2-17=-739/148,4-17=-241780,4-15=-1198/164,5-15=-15/988, 6-15=-795/177,6-14=-813/159,7-14=-15/990,
8-14=-1164/164,8-12=-211718,10-12=-666/143
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 1 and 121 lb uplift at
joint 11.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
17 16 15 14 13 1z
8x8 = 3x4 = 400 MT20H= 3x8 = 3x8 = 4x10 MT20H= 3x4 = 6x6 1
Job
Truss
Truss Type
Qty
Ply
IF /8 -PLEX 11/17 DG (ID)K
F6368
D7G
ROOF TRUSS
2
1
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL
in (loc) I /deft L/d
PLATES GRIP
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 6.200 s Feb 112005 MTek Industries, Inc. Mon Nov 27 09:17:02 2006 Page 1
'
7 -1 -7 13 -6 -12 20 -0 -0 24 -0 -0 30 -5-4 36 -10 -9 i 43 -9 -0
t
7 -1 -7 6 -5-4 6 -5-4 4 -0 -0 6 -5-4 6 -5-4 6 -10 -7
Scale = 1:76.5
5x10 =
5x10 =
d
I�
10-4 -1 20 -0 -0
24 -0 -0
33 -7 -15
43 -9 -0
10-4 -1 9 -7 -15
4 -0-0
9-7 -15
10 -1 -1
Plate Offsets MY): [1.0 -2 - 13 Edael [5:0 [6:G-5-0,0-1-71, [1004-9 Edaet [17:0-2-8.0-3-01,
5:0-2-8,0-3-01
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL
in (loc) I /deft L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.90
Vert(LL)
n/a n/a 999
MT20 1971144
(Roof Snow--35.0)
Lumber Increase 1.15
BC 0.85
Vert(TL)
n/a n/a 999
TCDL 8.0
Rep Stress Incr NO
WB 0.58
Horz(TL) 0.01 10 n/a n/a
BCLL 0.0
Code IRC2003/TP12002
(Matrix)
Weight: 297 lb
BCDL 8.0
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E 'Except"
TOP CHORD
Structural wood sheathing directly applied or 6 -0-0 oc purlins.
T2 2 X 4 DF 240OF 2.0E, T2 2 X 4 DF 240OF 2.0E
BOT CHORD
Rigid ceiling directly applied or 6 -0 -0 oc bracing.
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS
1 Row at midpt 4 -22, 5 -22, 6 -22, 6 -20, 7 -20
WEBS 2 X 4 SPF 1650F 1.5E "Except•
W1 2 X 4 SPF Stud/Std, W1 2 X 4 SPF Stud/Std
OTHERS 2 X 4 SPF Stud/Std
REACTIONS (lb /size) 1= 204/43 -9-0, 27= 842/43 -9-0, 22= 884/43 -9-0, 20=471/43-9-0,15=879/43-9-0, 10= 192/43 -9-0, 21= 34/43 -9 -0,
23= 20/43 -9-0, 24= 56/43 -9 -0, 26= 54/43 -9-0, 28=34/43-9-0,29=46143-9-0, 30=- 27/43 -9-0, 31= 275/43 -9-0,
19= 20/43 -9 -0, 18= 56/43 -9 -0, 16= 54/43 -9 -0, 14= 35/43 -9-0, 13= 44/43 -9-0, 12=- 19/43 -9-0, 11= 279/43 -9 -0
Max Horz 1= 115(load case 6)
Max Upli t1=- 24(load case 8), 27=- 197(load case 7), 22= -125(load case 7), 20-71 (load case 8), 15=- 193(load case 8),
10= -13(load case 8), 30=- 60(load case 2), 31=- 55(load case 7), 12=- 47(load case 3), 11=- 60(load case 8)
Max Grav 1= 326(load case 2), 27= 1374(load case 2), 22= 1170(load case 2), 20= 725(load case 3), 15= 1400(load case 3)
, 10= 303(load case 3), 21= 77(load case 4), 23= 45(load case 4), 24= 127(load case 4), 26= 121(load case 4),
28= 86(load case 4), 29=71 (load case 4), 30=61 (load case 4), 31= 405(load case 2), 19= 45(load case 4),
18= 127(load case 4), 16= 121(load case 4), 14= 86(load case 4), 13= 70(load case 4), 12= 64(load case 4),
11= 412(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1 -2 =- 571/86, 2 -3= 116/127, 3-4=-20/476,4-5=-87/289, 5 -0= 0/138, 6-7 =- 172/204, 7 -8= 01438, 8 -9 =0/88, 9 -10 =- 593/62
BOT CHORD 1- 31=- 53/329, 30- 31=- 53/329, 29 -30 =- 53/329, 28- 29=- 53/329, 27- 28=- 53/329, 26 -27 =- 64/119, 25- 26= 64/119,
24- 25=- 64/119, 23- 24=- 64/119, 22- 23=- 64/119, 21-22=-64/154,20-21=-64/154,19-20
17 -18=- 4/159, 16- 17=- 4/159, 15- 16=- 4/159, 14- 15= 0/348, 13- 14= 0/348, 12- 13= 0/348, 11- 12= 0/348, 10-11 =0/348
WEBS 2-27=-842/169,4-27=-824/97,4-22=-294/106, 5-22 =- 788171, 6-22 =- 278/27, 6-20 =- 495/21, 7 -20 =- 267/107,
7 -15 =- 873/95, 9- 15=- 817/165
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail"
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) All plates are 1.5x4 MT20 unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8) Gable requires continuous bottom chord bearing.
&nallutudcu a29d at 2 -0 -0 oc
31 30 29 28 27 26 25 24 23 22 21 20 18 1 t v 16 10 14 is �� n
5x12 � 3x4 = 5x5 = 3x8 = 3x4 = 5x5 = 3x4 =
Job
Truss
Truss Type
Qty
Ply
IF/8 -FLEX 11/17 DG (ID)K
F6368
D7G
ROOF TRUSS
2
1
Job Reference (optional
51 VGK GVMF UNtN I5 -IF, iaano raps, W w4ui, uHN
o.tuu s reo it zwo rm i m muubu rob, mu. rviuI i rvu— [ Vo. , r .w U.
NOTES
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 1, 197 lb uplift at joint 27, 125 lb uplift at joint 22, 71 lb uplift at
joint 20, 193 lb uplift at joint 15, 13 lb uplift at joint 10, 60 lb uplift at joint 30, 55 lb uplift at joint 31, 47 lb uplift at joint 12 and 60 lb uplift at joint 11.
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
IF /8 -PLEX 11/17 DG (ID)K
F6368
D8
ROOF TRUSS
12
1
I /deft
L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.76
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 6.200 S Feb 11 2005 MI I ex industries, Inc. Mon Nov 27 09:17:04 2006 rage
6 -0 -2 11-4 -1 16 -8 -1 22 -0 -0 27 -3 -15 32 -7 -15 37 -11 -14 43 -9 -0
6 -0 -2 5-3 -15 5-3-15 5-3 -15 5 -3 -15 5-3-15 5 -3-15 5 -9 -2
Scale = 1:74.3
5x5 =
d
7 -9 -7 16 -8 -1 22 -0 -0 27 -3 -15 36 -2 -9 43 -9 -0
7 -9 -7 8 -10 -9 5-3 -15 5-3 -15 8-10 -9 7 -6-7
m
Iq
0
Plate Offsets (X Y)• 11 -2 -8 0 -2-41 11 -3-14 0-2 -21 13 -3 -0 0-3-01 17'0-3 -0 0 -3 -01
19'0-0 -14 hagel
LOADING (psf)
SPACING 2 -0-0
CSI
DEFL
in (loc)
I /deft
L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.76
Vert(LL)
-0.36 13 -14
>999
240
MT20 197/144
(Roof Snow--35.0)
Lumber Increase 1.15
BC 0.89
Vert(TL)
-0.68 14 -16
>760
180
MT20H 148/108
TCDL 8.0
Rep Stress Incr YES
WB 0.71
Horz(TL)
0.25 9
n/a
n/a
BCLL 0.0
Code IRC2003/TPI2002
(Matrix)
Weight: 202 lb
BCDL 8,0
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF 1650F 1.5E "Except'
W 12 X 4 SPF Stud /Std, W2 2 X 4 SPF Stud/Std
W2 2 X 4 SPF Stud /Std, W1 2 X 4 SPF Stud/Std
WEDGE
Left: 2 X 8 DF 1950F VIE, Right: 2 X 6 DF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc puriins.
BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing.
WEBS 1 Row at midpt 4-13,6-13
REACTIONS (lb /size) 1= 2208/Mechanical, 9= 2208 /Mechanical
Max Horz 1= 127(load case 6)
Max Upliftl=- 140(load case 7), 9=- 139(load case 8)
Max Grav 1= 2470(load case 2), 9= 2462(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1- 2= 4809/281, 2 -3=- 4446/292, 3-4=-3213/236,4-5=-2560/237, 5-6 =- 2560/238, 6-7 =- 3185/234, 7- 8= -43161284,
8- 9= -4663/272
BOT CHORD 1-16=-315/4153,15-16=-221/3434,14-15=-221/3434,13-14=-1 16/2750,12- 13=- 40/2726, 11- 12=- 100/3374,
10- 11=- 100/3374, 9- 10=- 187/3986
WEBS 2 -16 =- 575/135, 3 -16 =- 10/771, 3 -14 =- 996/153, 4 -14 =- 35/842, 4-13 =- 1343/163, 5 -13 =- 122/1728, 6 -13 =- 1311/161,
6-12 =- 33/806, 7- 12=- 946/150, 7 -10 =- 35/668, 8- 10= -478/128
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.Spsf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Sheltered; L= 45-0 -0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 1 and 139 lb uplift at
joint 9.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
3x8 ' 16 15 14 13 12 11 10 5x12 =
8x8 — 3x4 = 4x10 MT20H= 4X4= 4x8 = 4x4 = 4x10 MT20H= 3x4 =
Job
Truss
Truss Type
Qty
Ply
IF 18 -PLEX 11/17 DG (ID)K
F6368
D9
ROOF TRUSS
16
1
Plates Increase
1.15
TC 0.88
Vert(LL)
-0.39 15-17
>999
Job Reference o tional
STOCK GUMPUNLN I5 -IF, Idaho Fans, IU t134U3, UAN o.tw 5 reo i I Luvu ml 1 CR II mubu II IF IVIVI I IN V a va. , .w mow., o y _
1 1 I T 5 -10 -14 11 -3-4 16 -7 -10 22 -0 -0 27-4 -6 32-8-1 i 38 -1 -2 i 43 -9 -0
1 -6 -0 5 -10 -14 5-4 -6 5-4-6 5-4-6 5-4 -6 5-4 -6 5-4 -6 5-7 -14
Scale = 1:78.8
5x5 =
3x4 = 4x10 MT20H= 4x4 = 48 = 4x4 = 4x10 MT20H= 3x4 =
7 -8 -5 16 -7 -10 22 -0 -0 27-4 -6 36 -3 -11 43 -9 -0
I I i
7 -8 -5 8 -11 -5 5-4 -6 5-4 -6 8-11 -5 7 -5-5
LOADING (psf)
SPACING
2 -0 -0
CSI
DEFL
in (loc)
I /defl
Ud
PLATES
GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.88
Vert(LL)
-0.39 15-17
>999
240
MT20
197/144
(Roof Snow--35.0)
Lumber Increase
1.15
BC 0.97
Vert(TL)
-0.74 15 -17
>705
180
MT20H
148/108
TCDL 8.0
Rep Stress Incr
YES
WB 0.80
Horz(TL)
0.25 10
n/a
n/a
MT18H
197/144
BC LL 0.0
Code IRC2003/TPI2002
(Matrix)
Weight: 203 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD
BOT CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD
WEBS 2 X 4 SPF 165OF 1.5E 'Except'
W 12 X 4 SPF Stud /Std, W2 2 X 4 SPF Stud /Std
WEBS
W2 2 X 4 SPF Stud /Std, W1 2 X 4 SPF Stud /Std
WEDGE
Left: 2 X 8 DF 1950F 1.7E
REACTIONS (lb /size) 2= 237210 -5-8, 10= 2211 /Mechanical
Max Horz2= 152(load case 7)
Max Uplift2= 206(load case 7), 10=- 139(load case 8)
Max Grav2= 3080(load case 2), 10= 2838(load case 3)
Structural wood sheathing directly applied or 1 -11 -10 oc pudins.
Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except:
2 -2 -0 oc bracing: 10 -11.
1 Row at midpt 5-14,7-14
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1- 2= 0/107, 2- 3=- 5339/255, 3- 4= -4921/267, 4-5 =- 3601 / 230, 5-6 =- 2684/238, 6-7= 2703/235, 7 -8 =- 3622/234,
8-9=-4947/284,9-10=-5361/272
BOT CHORD 2-17=-287/4566,16-17=-210/3839,15-16=-210/3839,14-15= 1 10/3073, 13- 14=- 37/3091,12 -13= 100/3858,
11 -12 =-100/3858, 10 -11 =- 187/4575
WEBS 3-17 =- 593/122,4 -17 =- 20/768,4 -15 =- 1115/146, 5-15 =- 31/934,5 -14=- 1537/159,6 -14= 121/1765,7 -14= 1541/162,
7- 13=- 33/930, 8- 13=- 1116/151, 8- 11=- 34/769, 9-11 =- 572/128
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0 -0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 2 and 139 lb uplift at
joint 10.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
E1 G
ROOF TRUSS
4
1
CSI
DEFL
in (loc)
I /defl
Ud
TCLL 35.0
Job Reference o ti5nal
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN
5 -0 -0
5 -0-0
5.200 s Feb i i 2005 Ml i eK industries, Inc. Mon Nov ci 09: 1 f.vt — Faye
4x4 =
' 3
5 -0 -0
Scale = 1:16.6
PLATES GRIP
MT20 197/144
Weight: 27 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins.
BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing.
OTHERS 2 X 4 SPF Stud/Std
REACTIONS (lb /size) 1= 108/10 -0 -0, 5= 108/10 -0 -0, 7= 149/10 -0 -0, 8= 269/10 -0-0, 6= 269/10 -0 -0
Max Horz 1=- 26(load case 5)
Max Upliftl=- 4(load case 8), 5=- 5(load case 8), 8=- 45(load case 7), 6=- 45(load case 8)
Max Gravl= 152(load case 2), 5= 152(load case 3), 7= 149(load case 1), 8= 400(load case 2), 6= 400(load case 3)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1-2=-82/62,2-3=-87/40,3-4=-87/36,4-5=-82/62
BOT CHORD 1-8=0/23,7-8=0/23,6-7=0/23,5-6=0/23
WEBS 3 -7 =- 133/5, 2-8=-334/63,4-6=-334/63
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail'
2) TCLL: ASCE 7-98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2 -0 -0 oc.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 1, 5 lb uplift at joint 5,
45 lb uplift at joint 8 and 45 lb uplift at joint 6.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
3x4 ir , 1.5x4 11 1.5x4 11 1.5x4 11 3x4
10-0-0
LOADING (psf)
SPACING
2 -0 -0
CSI
DEFL
in (loc)
I /defl
Ud
TCLL 35.0
Plates Increase
1.15
TC 0.12
Vert(LL)
n/a
n/a
999
(Roof Snow --35.0)
Lumber Increase
1.15
BC 0.07
Vert(TL)
n/a
rda
999
TCDL 8.0
Rep Stress Incr
NO
WB 0.08
Horz(TL)
0.00 5
n/a
n/a
BCLL 0.0
Code IRC2003/TP12002
(Matrix)
5 -0 -0
Scale = 1:16.6
PLATES GRIP
MT20 197/144
Weight: 27 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins.
BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing.
OTHERS 2 X 4 SPF Stud/Std
REACTIONS (lb /size) 1= 108/10 -0 -0, 5= 108/10 -0 -0, 7= 149/10 -0 -0, 8= 269/10 -0-0, 6= 269/10 -0 -0
Max Horz 1=- 26(load case 5)
Max Upliftl=- 4(load case 8), 5=- 5(load case 8), 8=- 45(load case 7), 6=- 45(load case 8)
Max Gravl= 152(load case 2), 5= 152(load case 3), 7= 149(load case 1), 8= 400(load case 2), 6= 400(load case 3)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1-2=-82/62,2-3=-87/40,3-4=-87/36,4-5=-82/62
BOT CHORD 1-8=0/23,7-8=0/23,6-7=0/23,5-6=0/23
WEBS 3 -7 =- 133/5, 2-8=-334/63,4-6=-334/63
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail'
2) TCLL: ASCE 7-98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2 -0 -0 oc.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 1, 5 lb uplift at joint 5,
45 lb uplift at joint 8 and 45 lb uplift at joint 6.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
3x4 ir , 1.5x4 11 1.5x4 11 1.5x4 11 3x4
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
HF -A1CAP
KINGPOST
2
1
Vert(LL) n/a
n/a 999
MT20 197/144
(Roof Snow--35.0)
Lumber Increase
1.15
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN ti.zuu s FeD i i euuo MI I eK industries, Inc. Mon Nov 27 ua: i 7:06 2006 FWu
-2 -0-0 5 -10 -15 11 -9-13 13 -9-13
2 -0 -0 5 -10-15 5 -10-15 2 -0 -0
4x4 = Scale = 1:33.5
11 -9 -13
11 -9 -13
LOADING (psf)
SPACING
2-0 -0
CSI
DEFL in
(loc) I /defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.07
Vert(LL) n/a
n/a 999
MT20 197/144
(Roof Snow--35.0)
Lumber Increase
1.15
BC 0.03
Vert(TL) n/a
- n/a 999
TCDL 8.0
Rep Stress Incr
YES
WB 0.11
Horz(TL) 0.00
7 n/a n/a
BCLL 0.0
Code IRC2003IrP12002
(Matrix)
Weight: 52 lb
BCDL 8.0
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD
Rigid ceiling directly applied or 10 -0-0 oc bracing.
OTHERS 2 X 4 SPF Stud/Std
REACTIONS (lb /size) 1= 99/11 -9 -13, 7= 99/11 -9 -13, 10= 128/11 -9-13, 11= 202111 -9 -13, 12= 204/11 -9-13, 9= 202/11 -9 -13, 8= 204/11 -9 -13
Max Horz 1=- 162(load case 5)
Max Upliftl=- 45(load case 5), 7=- 22(load case 6), 11=- 89(load case 7), 12=- 94(load case 7), 9=- 88(load case 8), 8=- 94(load case 8)
Max Grav 1= 124(load case 6), 7= 122(load case 3), 10= 128(load case 1), 11= 309(load case 2), 12= 295(load case 2), 9= 309(load case 3), 8= 295(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1 -2 =- 170/84, 2 -3 =- 142/80, 3 -4=- 153/83, 4 -5 =- 153/70, 5 -6= 142/56, 6-7 =- 138/53
BOT CHORD 1 -12 =- 33/108, 1 1- 1 2=- 3311 0 8, 10 -11 =- 33/108, 9 -10 =- 33/108, 8-9 =- 33/108, 7 -8 =- 33/108
WEBS 4 -10= -95/0, 3 -11 =- 280/109, 2 -12 =- 249/105, 5-9= 280/108, 6-8= 249/106
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard
Gable End Detail'
2) TCLL: ASCE 7 -98; PF35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 1.5x4 MT20 unless otherwise indicated.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2 -0 -0 oc.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 1, 22 lb uplift at joint 7,
89 lb uplift at joint 11, 94 lb uplift at joint 12, 88 lb uplift at joint 9 and 94 lb uplift at joint 8.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSIfTPI 1.
LOAD CASE(S) Standard
3x4 // 3x4 \\
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
HF -D1
FINK
2
1
(loc) I /defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.07
Job Reference o tional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN
6.200 s Feb 11 2005 MiTek Industnes, Inc. Mon Nov 21 u9n rua zuun rage l
1 -2 -0-0 , 8-0 -9 i 13 -11 -8 19 -10 -7 27 -11 -0 29-11 -0
2 -0 -0 8 -0 -9
5 -10-15
8-0 -9 2 -0 -0
Scale = 1:50.3
5x5 =
5 -10-15
REACTIONS (lb /size) 1= 97/27 -11 -0, 15= 97/27 -11 -0, 22= 203/27 -11 -0, 23= 206/27 -11 -0, 24= 195/27 -11 -0, 25= 174/27 -11 -0,
26= 208/27 -11 -0, 27= 203/27 -11 -0, 28= 207/27 -11 -0, 21= 206/27 -11 -0, 20--195127-11-0,19
18=208/27-11-0,17=203/27-11-0,16=207127-1 1 -0
Max Horz 1= 225(load case 6)
Max Uplift1 =95(load case 5), 15=- 34(load case 6), 22=- 30(load case 6), 23=- 32(load case 5), 24= 26(load case 5),
25=- 28(load case 6), 26=- 95(load case 7), 27=- 93(load case 7), 28=- 93(load case 7), 21=- 32(load case 5),
20=-31 (load case 6), 18=- 94(load case 8), 17=- 93(load case 8), 16=- 93(load case 8)
Max Grav 1= 182(load case 6), 15= 132(load case 3), 22= 297(load case 2), 23= 300(load case 2), 24=301 (load case 3),
25= 262(load case 2), 26= 304(load case 2), 27= 296(load case 2), 28= 302(load case 2), 21= 300(load case 3),
20=301 (load case 2), 19= 262(load case 3), 18= 304(load case 3), 17= 296(load case 3), 16= 302(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1 -2 =- 248/152, 2 -3 =- 176/145, 3-4 =- 152/140, 4- 5=- 157/154, 11 -12= 157/135, 12- 13=- 152/58, 13 -14 =- 151/63,
14-15=-167/69,5-6=-40/120,6-7=-38/120,7-8=-38/120, 8-9=-38/120,9-10=-38/120, 10 -11 =- 40/120
BOT CHORD 1- 28= 43/132, 27- 28=- 43/132, 26 -27 =- 43/132, 25 -26 =- 43/132, 24- 25=- 43/132, 23- 24=- 43/132, 22 -23 =- 43/132,
21- 22=- 43/132, 20- 21=- 43/132, 19- 20=- 43/132, 18- 19=- 43/132, 17 -18=- 43/132, 16- 17=- 43/132, 15- 16=- 43/132
WEBS 8 -22 =- 265/49, 7 -23 =- 268/51, 6 -24 =- 269/45, 5 -25 =- 231/47, 4 -26=- 271/113, 3 -27 =- 267/114, 2 -28 =- 255/104,
9 -21 =- 268/51, 10 -20 =- 269/50, 11- 19=- 231/0, 12 -18 =- 271/112, 13 -17 =- 267/114, 14 -16 =- 255/104
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail'
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) All plates are 1.5x4 MT20 unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8) Gable requires continuous bottom chord bearing.
9) Gable studs spaced at 2 -0 -0 oc.
Continued on page 2
6x6 i
6x6
11
27 -11 -0
Plate Offsets (X Y)• [5.0 -2 -10 Edgel [11.0 -2 -10 Edgel [22 -2-8 0 -3 -01
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL in
(loc) I /defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.07
Vert(LL) n/a
n/a 999
MT20 197/144
(Roof Snow--35.0)
Lumber Increase 1.15
BC 0.03
Vert(TL) n/a
n/a 999
TCDL 8.0
Rep Stress Incr YES
WB 0.22
Horz(TL) 0.01
15 n/a n/a
BCLL 0.0
Code IRC20031TPI2002
(Matrix)
Weight: 166 lb
BCDL 8.0
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD
Rigid ceiling directly applied or 10 -0-0 oc bracing.
OTHERS 2 X 4 SPF 1650F 1.5E *Except*
WEBS
1 Row at midpt 8-22, 7 -23, 6-24, 5-25, 9- 21,10 -20, 11 -19
ST3 2 X 4 SPF Stud/Std, ST2 2 X 4 SPF Stud/Std
ST1 2 X 4 SPF Stud/Std, ST3 2 X 4 SPF Stud/Std
ST2 2 X 4 SPF Stud/Std, ST1 2 X 4 SPF Stud/Std
REACTIONS (lb /size) 1= 97/27 -11 -0, 15= 97/27 -11 -0, 22= 203/27 -11 -0, 23= 206/27 -11 -0, 24= 195/27 -11 -0, 25= 174/27 -11 -0,
26= 208/27 -11 -0, 27= 203/27 -11 -0, 28= 207/27 -11 -0, 21= 206/27 -11 -0, 20--195127-11-0,19
18=208/27-11-0,17=203/27-11-0,16=207127-1 1 -0
Max Horz 1= 225(load case 6)
Max Uplift1 =95(load case 5), 15=- 34(load case 6), 22=- 30(load case 6), 23=- 32(load case 5), 24= 26(load case 5),
25=- 28(load case 6), 26=- 95(load case 7), 27=- 93(load case 7), 28=- 93(load case 7), 21=- 32(load case 5),
20=-31 (load case 6), 18=- 94(load case 8), 17=- 93(load case 8), 16=- 93(load case 8)
Max Grav 1= 182(load case 6), 15= 132(load case 3), 22= 297(load case 2), 23= 300(load case 2), 24=301 (load case 3),
25= 262(load case 2), 26= 304(load case 2), 27= 296(load case 2), 28= 302(load case 2), 21= 300(load case 3),
20=301 (load case 2), 19= 262(load case 3), 18= 304(load case 3), 17= 296(load case 3), 16= 302(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1 -2 =- 248/152, 2 -3 =- 176/145, 3-4 =- 152/140, 4- 5=- 157/154, 11 -12= 157/135, 12- 13=- 152/58, 13 -14 =- 151/63,
14-15=-167/69,5-6=-40/120,6-7=-38/120,7-8=-38/120, 8-9=-38/120,9-10=-38/120, 10 -11 =- 40/120
BOT CHORD 1- 28= 43/132, 27- 28=- 43/132, 26 -27 =- 43/132, 25 -26 =- 43/132, 24- 25=- 43/132, 23- 24=- 43/132, 22 -23 =- 43/132,
21- 22=- 43/132, 20- 21=- 43/132, 19- 20=- 43/132, 18- 19=- 43/132, 17 -18=- 43/132, 16- 17=- 43/132, 15- 16=- 43/132
WEBS 8 -22 =- 265/49, 7 -23 =- 268/51, 6 -24 =- 269/45, 5 -25 =- 231/47, 4 -26=- 271/113, 3 -27 =- 267/114, 2 -28 =- 255/104,
9 -21 =- 268/51, 10 -20 =- 269/50, 11- 19=- 231/0, 12 -18 =- 271/112, 13 -17 =- 267/114, 14 -16 =- 255/104
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail'
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) All plates are 1.5x4 MT20 unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8) Gable requires continuous bottom chord bearing.
9) Gable studs spaced at 2 -0 -0 oc.
Continued on page 2
6x6 i
6x6
11
Job
Truss
Truss Type
Oty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
HF -131
FINK
2
1
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN
s.2W s Feb 11 Luub MI I eK Inaustnes, Inc. Mon Nov 27 ua: - i 7:09 2006 rage t
NOTES
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 1, 34 lb uplift at joint 15, 30 lb uplift at joint 22, 32 lb uplift at
joint 23, 26 lb uplift at joint 24, 28 lb uplift at joint 25, 95 lb uplift at joint 26, 93 lb uplift at joint 27, 93 lb uplift at joint 28, 32 lb uplift at joint 21, 31 lb uplift at joint 20, 94 lb
uplift at joint 18, 93 lb uplift at joint 17 and 93 lb uplift at joint 16.
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
IF/8 -PLEX 11/17 DG (ID)K
F6368
A
ROOF TRUSS
8
1
TC 0.38
Vert(LL)
-0.00
2
>999
240
Job Reference o tional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 6.200 s Feb 11 ZUU5 M!Tek Industnes, Inc. Mon Nov 1! U9:1 /:1U ZUM rage l
-1 -6 -0 i 1 -11 -11
1 -11 -11
1 -11 -11
Scale: 1.5 " =1'
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL
in
(loc)
I /deft
Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.38
Vert(LL)
-0.00
2
>999
240
MT20 1971144
(Roof Snow--35.0)
Lumber Increase 1.15
BC 0.03
Vert(TL)
-0.00
2-4
>999
180
TCDL 8.0
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
nrni an
Code IRC20031TPI2002
(Matrix)
Weight: 7 l
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
BRACING
TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
REACTIONS (lb /size) 2=294/0-5-8,4=15/Mechanical, 3= 22/Mechanical
Max Horz 2= 63(load case 7)
Max Uplift2=- 91 (load case 7), 3=- 92(load case 9)
Max Grav2= 445(load case 2), 4= 35(load case 4), 3= 33(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/105,2-3=-10215
BOT CHORD 2 -4 =0/0
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Refer to girders) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 2 and 92 lb uplift at
joint 3.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/fPI 1.
LOAD CASE(S) Standard
1 -6 -0 1 -11 -11
Job
Truss
Truss Type
Qty
Ply
IF/8 -FLEX 11/17 DG (ID)K
F6368
J2
ROOF TRUSS
8
1
Lumber Increase 1.15
BC 0.11
Vert(TL) -0.02 2-4 >999 180
TCDL 8.0
Rep Stress Incr YES
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN
6.200 s Feb 112005 MTek Industries, Inc. Mon Nov 27 09:17:10 2006 Page 1
•1 -6-0 3 -11 -11
1 -6 -0 3 -11 -11
Scale: V =1'
LOADING (pst)
SPACING 2 -0 -0
CSI
DEFL in (loc) I /defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.47
Vert(LL) -0.01 2-4 >999 240
MT20 197/144
(Roof Snow--35.0)
Lumber Increase 1.15
BC 0.11
Vert(TL) -0.02 2-4 >999 180
TCDL 8.0
Rep Stress Incr YES
W B 0.00
Horz(TL) -0.00 3 n/a n/a
BCLL 0.0
BCDL 8.0
Code IRC2003/TP12002
(Matrix)
Weight: 12 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -11 -11 oc purlins.
BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing.
REACTIONS (lb /size) 3= 112/Mechanical, 2= 375/0 -5-8, 4= 30/Mechanical
Max Horz 2= 89(load case 7)
Max Uplift3= 43(load case 9), 2=- 86(load case 7)
Max Grav 3= 1 72(load case 2), 2= 562(load case 2), 4= 67(load cage 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/107,2-3-
BOT CHORD 24=0/0
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 3 and 86 lb uplift at
joint 2.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
3 -11 -11
Job
Truss
Truss Type
Qty
Ply
IF18 -PLEX 11/17 DG (ID)K
F6368
J3
ROOF TRUSS
8
1
Lumber Increase 1.15
BC 0.25
Vert(TL) -0.13 2-4 >522 180
TCDL 8.0
Rep Stress Incr YES
Job Reference (optional
STOCK COMPONENTT 5 -IF, Idaho Falls, ID 53403, DAN b.ZUD s reD 11 ZWo ml 1 eK K clubuies, inc. mu" my a va: i t. i i zv rays i
-1 -6-0 5 -11 -11
1 -6-0 5 -11 -11
Scale: 3/4 " =1'
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL in (loc) I /deft L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.72
Vert(LL) -0.06 2-4 >999 240
MT20 197/144
(Roof Snow--35.0)
Lumber Increase 1.15
BC 0.25
Vert(TL) -0.13 2-4 >522 180
TCDL 8.0
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00 3 r1/a n/a
BCLL 0.0
Code IRC2003/TP12002
(Matrix)
Weight: 17 lb
BCDL 8.0
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5 -11 -11 oc purlins.
BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing.
REACTIONS (lb /size) 3= 212/Mechanical, 2=462/0-5-8,4=46/Mechanical
Max Horz 2= 118(load case 7)
Max Uplift3=- 63(load case 7), 2=-81 (load case 7),
Max Grav3= 327(load case 2), 2= 688(load case 2), 4= 103(load case 4)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1-2=0/107,2-3=-189/119
BOT CHORD 2 -4 =0/0
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Refer to girders) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 3 and 81 Ito uplift at
joint 2.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
I 5 -11 -11
Job
Truss
Truss Type
Qty
Ply
IF 18 -PLEX 11/17 DG (ID)K
F6368
M1
MONO TRUSS
56
1
CSI
DEFL
in
(loc) I /deft
Ud
PLATES GRIP
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 6.200 s Feb 112005 MTek Industries, Inc. Mon Nov 27 U9:17:11 2DIxi Nage 1
-1 -6 -0 2 -0 -0 1.5x4 II
3
1 -6 -0 2 -0 -0
Scale = 1:8.1
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud/Std BOT CHORD
REACTIONS (lb /size) 2= 292/0- 5-8,4= 31/0 -5-8
Max Horz 2= 62(load case 7)
Max Uplift2= 92(load case 7), 4=- 83(load case 9)
Max Grav2= 443(load case 2), 4= 39(load case 2)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1-2=01105,2-3=-101/6,3-4=-25/97
BOT CHORD 2 -4 =0/0
Structural wood sheathing directly applied or 2 -0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 2 and 83 lb uplift at
joint 4.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
2 -0 -0
2 -0-0
LOADING (psi)
SPACING
2 -0 -0
CSI
DEFL
in
(loc) I /deft
Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.38
Vert(LL)
-0.00
2 >999
240
MT20 197/144
(Roof Snow--35.0)
Lumber Increase
1.15
BC 0.03
Vert(TL)
-0.00
2-4 >999
180
TCDL 8.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
n/a
n/a
RrnL An
Code IRC2003/TP12002
(Matrix)
Weight: 8 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud/Std BOT CHORD
REACTIONS (lb /size) 2= 292/0- 5-8,4= 31/0 -5-8
Max Horz 2= 62(load case 7)
Max Uplift2= 92(load case 7), 4=- 83(load case 9)
Max Grav2= 443(load case 2), 4= 39(load case 2)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1-2=01105,2-3=-101/6,3-4=-25/97
BOT CHORD 2 -4 =0/0
Structural wood sheathing directly applied or 2 -0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 2 and 83 lb uplift at
joint 4.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
2 -0 -0
Job
Truss
Truss Type
Qty
Ply
IF/8 PLEX 11/17 DG (ID)K
F6368
M2
MONO TRUSS
30
1
TC 0.47
Vert(LL)
-0.19
2 -5
>484
240
Job Reference (optional
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 6.200 s Feb 112005 MTek Industries, Inc. Mon Nov 27 09:17:12 2006 Page 1
-1 -6-0 4-1 -8 + 8 -M
1-6-0
Plate
4 -1-8
8 -0 -0
3 -10-8
1.50 II
Scale = 1:22.1
LOADING (psf)
TCLL 35.0
SPACING 2 -0 -0
CSI
DEFL
in
(loc)
I /deft
Ud
PLATES GRIP
(Roof Snow--35.0)
Plates Increase 1.15
TC 0.47
Vert(LL)
-0.19
2 -5
>484
240
MT20 197/144
TCDL 8.0
Lumber Increase 1.15
BC 0.46
Vert(TL)
-0.42
2 -5
>220
180
BCLL 0.0
Rep Stress Incr YES
WB 0.25
Horz(TL)
0.01
5
n/a
n/a
BCDL 8.0
Code IRC2003/TPI2002
(Matrix)
Weight: 30 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF Stud/Std BOT CHORD
REACTIONS (lb /size) 2=561/0-5-8,5=371/0-5-8
Max Horz 2= 149(load case 7)
Max Uplift2=- 81 (load case 7), 5=- 58(load case 7)
Max Grav2= 833(load case 2), 5= 539(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/107,2-3=-704/27,3-4=-136172,4-5=-213/44
BOT CHORD 2 -5 =- 97/511
WEBS 3 -5 =- 576/110
Structural wood sheathing directly applied or 6-0 -0 oc puriins, except
end verticals.
Rigid ceiling directly applied or 6 -0 -0 oc bracing.
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 2 and 58 lb uplift at
joint 5.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
8 -0 -0
w
n
a
,l
Job
Truss
Truss Type
Qty
Ply
IF
Q6973
F1 G
FLOOR
4
1
TC 0.42
Vert(LL)
-0.37
15
>640
360
Job Reference (optional
o.zuu s reu 1 - i zuua mi I eK InausineS, Inc. 1 NOV lU l U:zs:UZ ZUUo rage 1
o - H MI
4x8 =
5x10 = _
0-4 -8
WH
3x4 11
45 = 4x5 =
4x8 =
0 -1
Scald= 1:33.8
5x10 =
0
Y
2 -0 -0 4 -0 -0 6 -0 -0 8 -0 -0 10 -0-0 12 -0 -0 14 -0 -0 16 -0 -0 18 7 9-0 i 20 -0 -0
2 -0 -0 2 -0 -0 2 -0 -0 2 -0 -0 2 -0 -0 2 -0 -0 2 -0 -0 2 -0 -0 2 -0 -0 2 -0 -0
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL
in
(loc)
I /defl
Ud
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.42
Vert(LL)
-0.37
15
>640
360
MT20 197/144
TCDL 10.0
Lumber Increase 1.00
BC 0.89
Vert(TL)
-0.58
15
>410
240
BCLL 0.0
Rep Stress Incr NO
WB 0.41
Horz(TL)
0.10
12
n/a
n/a
BCDL 5.0
Code IRC2003/TPI2002
(Matrix)
Weight: 90 lb
LUMBER
TOP CHORD 4 X 2 SPF 165OF 1.5E
BOT CHORD 4 X 2 SPF 1650F 1.5E
WEBS 4 X 2 SPF Stud/Std 'Except
W2 4 X 2 SPF 1650F 1.5E, W2 4 X 2 SPF 165OF 1.5E
W2 4 X 2 SPF 1650F 1.5E, W2 4 X 2 SPF 1650F 1.5E
W2 4 X 2 SPF 1650F 1.5E, W2 4 X 2 SPF 1650F 1.5E
W2 4 X 2 SPF 165OF 1.5E, W2 4 X 2 SPF 1650F 1.5E
OTHERS 4 X 2 SPF Stud/Std
REACTIONS (lb /size) 18=1086/0-5-8,12=1086/0-5-8
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1-18=-1078/0,11-12=-1078/0,1-2=-1973/0,2-3=-1973/0, 3-4=-4114/0,4-5=-4114/0, 5-6=-4415/0,6-7=-4415/0,
7- 8=- 4114/0, 8-9 =- 4114/0, 9- 10=- 1973/0, 10-11= - 1973/0
BOT CHORD 17- 18 =0/0, 16-17=0/3254,15-16=0/4439,14-15=0/4439,13-14=0/3254,12-13
WEBS 1 -17= 0/2202, 2 -17 =- 269/0, 3 -17 =- 1445/0, 3 -16= 0/970, 4 -16 =- 238/0, 5-16 =- 367/0, 5 -15 =64/0, 11- 13= 0/2202,
10 -13 =- 269/0, 9- 13=- 1445/0, 9- 14= 0/970, 8-14 =- 238/0, 7 -14 =- 367/0, 7- 15=- 64/0, 6-15 =0/137
NOTES
1) All plates are 2x4 MT20 unless otherwise indicated.
2) Gable studs spaced at 2 -0 -0 oc.
3) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-16d nails. Strongbacks to be
attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
46 = 10x12 = 4x8 = 4x6 = 48 = 10x12 = 46 =
Job
Truss
Truss Type
Oh'
Ply
IF
06973
F2
FLOOR
24
1
crnr.K nnnnenniGniTC_ir
w��,.. c..n.. 1n ooeno
Job Reference (optional
0-1-8
H1 2-3-0-I
2X4 11
1 5x10 = 2
il
, — , , mow.. I.0 1 an 11—u—, n I, — rvuv iv i u:ca:vc cvw rage i
1� 6-0 -i 1 2-0-0 1-6-0 1
0 -1-8
Scav= 1:33.4
4x8 = 2c4 11 4x4 = 4x4 = 2c4 11
3 d t
4x8 = Dc4 11 5x10 =
8 Q �n
4X6 = 6x18 =
4x8 = 2X4 11 2X4 11 4x8 =
6x18 = 4x6 =
8-10 -8 i9-10-8,10-10-$ 19 -9 -0
8 -10 -8 1 -0 -0 1 -0 -0 8 -10 -8
Plate Offsets (X Y)• r1•Edge 0 -1-81 [5 -1 -8 Edoel [6 -1-8 Edgel r10 3-0 Edgel (11 •Edge 0 1-81 [14 1 80-0 01 [15 1 8 Edgel [18 Edge 0 1 81
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TIC 0.55 Vert(LL) -0.35 14 -15 >664 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.55 14 -15 >422 240
BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.09 11 n/a n/a
BCDL 5.0 Code IRC2003/TP12002 (Matrix) Weight: 79 lb
LUMBER BRACING
TOP CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc purlins, except
BOT CHORD 4 X 2 SPF 1650F 1.5E end verticals.
WEBS 4 X 2 SPF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing.
W2 4 X 2 SPF 1650F 1.5E, W2 4 X 2 SPF 1650F 1.5E
W2 4 X 2 SPF 165OF 1.5E, W2 4 X 2 SPF 1650F 1.5E
W2 4 X 2 SPF 1650F 1.5E, W2 4 X 2 SPF 165OF 1.5E
REACTIONS (lb /size) 18= 1073/0 -2 -0, 11= 1073/0 -2 -0
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1- 18=- 1064/0, 10-11= 1064/0, 1- 2=- 1945/0, 2- 3=- 1945/0, 3-4= -4022/0, 4-5=-402210,5-6=-4286/0,6-7=402210,
7-8=-402210,8-9=-1945/0,9-10=-1945/0
BOT CHORD 17- 18 =0/0, 16- 17= 0/3203, 15- 16= 0/4286, 14- 15= 0/4286, 13- 14= 0/4286, 12- 13= 0/3203, 11- 12 =0 /0
WEBS 5 -15=- 125/146, 6 -14 =- 125/146, 1 -17= 0/2171, 2 -17 =- 270/0, 3 -17 =- 1420/0, 3-16= 0/924, 4 -16 =- 265/52, 5-16= 707/131,
10- 12= 0/2171, 9-1 2= - 270/0,8-12=-1420/0,8-13=0/924,7-13=-265/52,6-13=-707/131
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 18, 11.
3) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -16d nails. Strongbacks to be
attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
RIM
Y I. t
�ffi
Y I��
�
11
4X6 = 6x18 =
4x8 = 2X4 11 2X4 11 4x8 =
6x18 = 4x6 =
8-10 -8 i9-10-8,10-10-$ 19 -9 -0
8 -10 -8 1 -0 -0 1 -0 -0 8 -10 -8
Plate Offsets (X Y)• r1•Edge 0 -1-81 [5 -1 -8 Edoel [6 -1-8 Edgel r10 3-0 Edgel (11 •Edge 0 1-81 [14 1 80-0 01 [15 1 8 Edgel [18 Edge 0 1 81
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TIC 0.55 Vert(LL) -0.35 14 -15 >664 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.55 14 -15 >422 240
BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.09 11 n/a n/a
BCDL 5.0 Code IRC2003/TP12002 (Matrix) Weight: 79 lb
LUMBER BRACING
TOP CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc purlins, except
BOT CHORD 4 X 2 SPF 1650F 1.5E end verticals.
WEBS 4 X 2 SPF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing.
W2 4 X 2 SPF 1650F 1.5E, W2 4 X 2 SPF 1650F 1.5E
W2 4 X 2 SPF 165OF 1.5E, W2 4 X 2 SPF 1650F 1.5E
W2 4 X 2 SPF 1650F 1.5E, W2 4 X 2 SPF 165OF 1.5E
REACTIONS (lb /size) 18= 1073/0 -2 -0, 11= 1073/0 -2 -0
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1- 18=- 1064/0, 10-11= 1064/0, 1- 2=- 1945/0, 2- 3=- 1945/0, 3-4= -4022/0, 4-5=-402210,5-6=-4286/0,6-7=402210,
7-8=-402210,8-9=-1945/0,9-10=-1945/0
BOT CHORD 17- 18 =0/0, 16- 17= 0/3203, 15- 16= 0/4286, 14- 15= 0/4286, 13- 14= 0/4286, 12- 13= 0/3203, 11- 12 =0 /0
WEBS 5 -15=- 125/146, 6 -14 =- 125/146, 1 -17= 0/2171, 2 -17 =- 270/0, 3 -17 =- 1420/0, 3-16= 0/924, 4 -16 =- 265/52, 5-16= 707/131,
10- 12= 0/2171, 9-1 2= - 270/0,8-12=-1420/0,8-13=0/924,7-13=-265/52,6-13=-707/131
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 18, 11.
3) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -16d nails. Strongbacks to be
attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
IF
Q6973
F3
FLOOR
8
1
Plates Increase
eTnnv
-- r_.._ — ........, .....
Vert(LL)
-0.40 20
>579
Job Reference (optional
—v a vow 1 1 GV VO ,W„ on ,,,uubumb, ji c. rn my w w:csw zvuo rage -,
0 -1 -8
H ! 1-6-0-I
1.5x4 II
1 6x10 = 2
i
1.5x4 11 1.5x4 II
5x10 = 1.5x4 11 4x6 = 5x5 = 6x6 =
3 4 5 6 7 8 9
i 1-0-4H 1�8 -12�
4x4 = 1.5x4 11 6x18 = 1.5x4 II
in I1 » -
0 - H Scale= 1:34.6
0
0
8 -10 -8 ,9 -10- 8,10 -10 -$ 16 -0-4 19 -9-0
8 -10 -8 1 -0 -0 1 -0 -0 5-1 -12 3 -8 -12
LOADING (psf)
SPACING
2 -0-0
CSI
DEFL
in (loc)
I /defl
Ud
PLATES
GRIP
TCLL 40.0
Plates Increase
1.00
TC 0.98
Vert(LL)
-0.40 20
>579
360
MT20
1971144
TCDL 10.0
Lumber Increase
1.00
BC 0.88
Vert(TL)
-0.63 19 -20
>370
240
MT20H
148/108
BCLL 0.0
Rep Stress Incr
NO
WB 0.82
Horz(TL)
0.07 15
n/a
n/a
MT18H
197/144
BCDL 5.0
Code IRC2003/rP12002
(Matrix)
Weight: 120 lb
LUMBER
TOP CHORD 4 X 2 DF 240OF 2.0E
BOT CHORD 4 X 2 DF 240OF 2.0E
WEBS 4 X 2 SPF Stud/Std *Except*
W2 4 X 2 SPF 165OF 1.5E, W2 4 X 2 SPF 1650F 1.5E
W2 4 X 2 SPF 1650F 1.5E, W6 4 X 2 SPF 1650F 1.5E
W5 4 X 2 SPF 165OF 1.5E, W2 4 X 2 SPF 1650F 1.5E
W2 4 X 2 SPF 1650F 1.5E, W2 4 X 2 SPF 1650F 1.5E
W2 4 X 2 SPF 165OF 1.5E, W6 4 X 2 SPF 165OF 1.5E
REACTIONS (lb /size) 25= 1385/0 -2 -0, 15= 2460/0 -2 -0
BRACING
TOP CHORD Structural wood sheathing directly applied or 4 -3 -12 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing.
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-25- 2 -3= 1915/0, 3-4=-4705/0,4-5=-4705/0, 5-6=- 6515/0, 6-7 =- 6515/0,
7-8=-7168/0,8-9=-7555/0,9-10=7555/0, 10 -11 =- 7371/0, 11 -12 =- 7371/0, 12- 13=- 3425/0, 13- 14= 3415/0
BOT CHORD 24- 25 = -0 /0, 23- 24= 0/3423, 22- 23= 0/5749, 21- 22= 0!7168, 20- 21= 0/7168,19 -20= 0/7168, 18- 19= 0!1588, 17- 18= 0/7041,
16-17=0/7041,15-16=0/0
WEBS 7 -21 =- 101/784, 8 -20 =- 759/125, 1 -24= 0/2314, 2 -24 =- 178/0, 3 -24 =- 1870/0, 3-23=0/1590,14-16=0/4169,13-16= 221/0,
12-16=4194/0,12-18=0/479, 4- 23=- 142/0, 5 -23 =- 1295/0, 5-22= 0/1002, 6-22 =- 103/318, 7-22=-1634/0,11-18=-124/0,
10-18=468/0,10-19=-283/378, 9 -19 =- 325/80, 8- 19= 420/1181, 12- 17 = -23/0
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Provide mechanical connection (by others) of truss to bearing plate at joints) 25, 15.
4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSIfrPI 1.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-16d nails. Strongbacks to be
attached to walls at their outer ends or restrained by other means.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1700 lb down at 16-0 -4 on top
chord. The design /selection of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Floor: Lumber Increase =1.00, Plate Increase =1.00
Uniform Loads (plf)
Vert: 15- 25 = -10, 1- 14 = -100
Continued on page 2
8x8 = 8x18 = 6x12 = 6x8 = 3x6 11 3x6 11 8x8 = 6x6 = 3x6 11 12x16 MT18H II
10x18 MT20H=
Job
Truss
Truss Type
Qty
Ply
IF
06973
F3
FLOOR
8
1
Job Reference (optional
o i uL.n L.VMNLAVCIV i ir-, jaano revs, iu w wa, uAN
6.200 s Feb 112005 MTek Industries, Inc. Fri Nov 10 10:23:03 2006 Page 2
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 12=- 1700(F)
Job
Truss
Truss Type
Oty
Ply
IF
Q6973
F4
FLOOR
24
1
1.00
TC 0.71
Vert(LL)
-0.28 11 -12
>681
360
Job Reference (optional
o i v%.r% l,vivwuiVCIV I o wano rans, w ozx+w, uruv
0 -1 -8
Fi 1 2 -3 -0 2 -1 -8 2 -0 -0 1 -7 -8
1.5x4 II 4x4 = 1.5x4 II
1 5x8 — 2 3 4 3x4 — 5
o.zuu s reD 1 I zuuo ml I eK mausmes, mc. rn N0V w 1 u:zs:u4 zuuu rage - i
0
Scale= 1:26.8
3x6 = 1.5x4 11 5x8 =
6 7 8
0
4
L 4-10 -8 5-10 -8 , 6 -10 -8 15 -10 -8
4-10 -8 1 -0 -0 1 -0 -0 9 -0 -0
LOADING (psi)
SPACING
2 -0 -0
CSI
DEFL
in (loc)
I /defl
Ud
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC 0.71
Vert(LL)
-0.28 11 -12
>681
360
MT20 197/144
TCDL 10.0
Lumber Increase
1.00
BC 0.86
Vert(TL)
-0.42 11 -12
>449
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.40
Horz(TL)
0.04 9
n/a
n/a
BCDL 5.0
Code IRC2003/TPI2002
(Matrix)
Weight: 64 lb
LUMBER
TOP CHORD 4 X 2 SPF 1650F 1.5E
BOT CHORD 4 X 2 SPF 210OF 1.8E
WEBS 4 X 2 SPF Stud/Std'Except'
W2 4 X 2 SPF 165OF 1.5E, W2 4 X 2 SPF 1650F 1.5E
W2 4 X 2 SPF 1650F 1.5E, W2 4 X 2 SPF 1650F 1.5E
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing.
REACTIONS (lb /size) 15=859/0-2-0,9=859/Mechanical
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -15 =- 836/0, 8 -9 =- 848/0, 1 -2 =- 1466/0, 2 -3 =- 1466/0, 3-4 =- 2545/0, 4-5 =- 2818/0, 5-6 =- 2818/0, 6 -7 =- 1512/0, 7-8 =- 1512/0
BOT CHORD 14- 15 = -0/0, 13- 14= 0/2545, 12- 13= 0/2545, 11- 12= 0/2545, 10- 11= 0/2368, 9- 10=0/0
WEBS 3-13= 0/264, 4-12 =- 257/0, 1 -14= 0/1636, 2 -14= 260/42, 3 -14 =- 1262/0, 8 -10= 0/1688, 7 -10= 272/0, 6 -10= 966/0,
6-11=0/607,5-11=-316/0,4-11=-183/511
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 15.
4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3-16d nails. Strongbacks to be
attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
4x5 = 5x12 = 1.5x4 II 1.5x4 II 3x6 = 5x12 = 4x5 =
4 -148
i
Job
Truss
Truss Type
Qty
Ply
IF
06973
F5
FLOOR
16
1
Vert(LL) -0.09
10 -11 >999 360
MT20 197/144
TCDL 10.0
Lumber Increase
1.00
Job Reference (optional
5I L)t m t umruNtN I,5-it, laano t -ails, IU t134US, UAN ti.zuu s I-eb 11 ZUUb MI I eK Inaustnes, Inc. Fn Nov 1U 1U:Z3:Ub ZUUb rage 1
0 -1 -8
H 2 -3 -0 2 -1 -8 2 -0 -0 2 -1 -8 011 8
Sc a 1:19.6
40 =
4-10 -8 5-10 -8 , 6-10 -8 11 -9 -0
4 -10 -8 1 -0 -0 1 -0-0 4-10 -8
Plate Offsets (X.Y): r1:Edae.0 -1 -81. 13:0- 1- 8.Edae1. f4:0- 1- 8.Edae1. f6:0- 3- 0.Edae1. f7:Edae.0 -1 -81. f12:Edae.0 -1 -81
44 =
9
v
LOADING (psf)
SPACING
2 -0 -0
CSI
DEFL in
(loc) I /deft Ud
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC 0.30
Vert(LL) -0.09
10 -11 >999 360
MT20 197/144
TCDL 10.0
Lumber Increase
1.00
BC 0.40
Vert(TL) -0.12
10 -11 >999 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.81
Horz(TL) 0.02
7 n/a n/a
BCDL 5.0
Code IRC2003/TP12002
(Matrix)
Weight: 48 lb
LUMBER
BRACING
TOP CHORD 4 X 2 SPF 1650F 1.5E
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 4 X 2 SPF 1650F 1.5E
end verticals.
WEBS 4 X 2 SPF Stud/Std
BOT CHORD
Rigid ceiling directly applied or 10 -0-0 oc bracing.
REACTIONS (lb /size) 12=633/0-2-0,7=633/0-2-0
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1 -12 =- 621/0, 6 -7= 621/0, 1- 2=- 1053/0, 2 -3 =- 1053/0, 3-4 =- 1480/0, 4-5 =- 1053/0, 5-6 =- 1053/0
BOT CHORD 11-12=0/0,10-11=0/1480,9-10=0/1480,8-9=0/1480,7-8=0/0
WEBS 3 -10 =- 46/87, 4 -9 =- 46/87, 1 -11= 0/1175, 2 -11 =- 294/0, 3 -11 =- 592/0, 6-8= 0/1175, 5-8=- 294/0, 4 -8= -59210
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12, 7.
3) This truss is designed in accordance with the 2003 1ntemational Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-16d nails. Strongbacks to be
attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
1.5x4 11 3x4 = 1.5x4 11 4x8 =
1 4x8 = 2 3 4 3x4 = 5 6
Job
Truss
Truss Type
Qty
Ply
IF
06973
F6
FLOOR
110
1
Job Reference (optional
0 -1 -8
H I _ 2 -3 -0
— s roU 114WU IVII I UK IIIUUSUIM, Inc. rn IVUV Iv Iu:G6:VU zuuo rage 1
1�—j 2�� 1-6-0-.
ZA 11 4x8 = 2x4 11 44 = 44 = ZA 11
1 5x10 = 2 3 q 5 6 7
1i
0 - -8
Scag= 1:33.4
4x8 = 9c4 11 5x10 =
8 9 10
4x8 = 6x18 =
4x8 = Dc4 11 D(4 II 4x8 =
6x18 = 4x6 =
8 -10 -8 , 9-10- 8,10 -10 -$ 19 -9 -0
8 -10 -8 1 -0-0 1 -0 -0 8 -10 -8
Plate Offsets MY): f1•Edge 0 -1-81 f5 -1 -8 Edgel f6 -1 -8 Edgel [10 -3 -0 Edge], f11•Edge 0-1 -81 [14 -1 -8 0 -0 -01 [15 1 8 Edge] 08•Edge 0 1 81
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.35 14 -15 >664 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.55 14 -15 >422 240
BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.09 11 n/a n/a
BCDL 5.0 Code IRC2003/TPI2002 (Matrix) Weight: 79 lb
LUMBER BRACING
TOP CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc purlins, except
BOT CHORD 4 X 2 SPF 1650F 1.5E end verticals.
WEBS 4 X 2 SPF Stud/Std `Except" BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing.
W2 4 X 2 SPF 1650F 1.5E, W2 4 X 2 SPF 1650F 1.5E
W2 4 X 2 SPF 1650F 1.5E, W2 4 X 2 SPF 1650F 1.5E
W2 4 X 2 SPF 165OF 1.5E, W2 4 X 2 SPF 1650F 1.5E
REACTIONS (lb /size) 18= 1073/0 -2 -0, 11= 1073/0 -2 -0
FORCES (Ib) - Maximum Compression /Maximum Tension
TOP CHORD 1 -18 =- 1064/0, 10-11=-1064/0,1-2=-1945/0,2-3=-1945/0, 3-4=-4022/0,4-5=-402210,5-6=-4286/0,6-7=4022/0,
7-8=-4022/0,8-9=-1945/0,9-10=-1945/0
BOT CHORD 17- 18 =0/0, 16- 17= 0/3203, 15- 16= 0/4286, 14- 15= 0/4286, 13- 14= 0/4286, 12- 13= 0/3203, 11- 12 =0/0
WEBS 5-15=-125/146,6-14=-125/146,1-17=0/2171, 2 -17 =- 270/0, 3 -17 =- 1420/0, 3 -16= 0/924, 4 -16=- 265/52, 5-16 =- 707/131,
10- 12= 0/2171, 9 -12 =- 270/0, 8 -12 =- 1420/0, 8 -13= 0/924, 7 -13 =- 265/52, 6 -13 =- 707/131
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 18, 11.
3) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-16d nails. Strongbacks to be
attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
Y
EMOM
1 000M
Mill
4x8 = 6x18 =
4x8 = Dc4 11 D(4 II 4x8 =
6x18 = 4x6 =
8 -10 -8 , 9-10- 8,10 -10 -$ 19 -9 -0
8 -10 -8 1 -0-0 1 -0 -0 8 -10 -8
Plate Offsets MY): f1•Edge 0 -1-81 f5 -1 -8 Edgel f6 -1 -8 Edgel [10 -3 -0 Edge], f11•Edge 0-1 -81 [14 -1 -8 0 -0 -01 [15 1 8 Edge] 08•Edge 0 1 81
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.35 14 -15 >664 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.55 14 -15 >422 240
BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.09 11 n/a n/a
BCDL 5.0 Code IRC2003/TPI2002 (Matrix) Weight: 79 lb
LUMBER BRACING
TOP CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc purlins, except
BOT CHORD 4 X 2 SPF 1650F 1.5E end verticals.
WEBS 4 X 2 SPF Stud/Std `Except" BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing.
W2 4 X 2 SPF 1650F 1.5E, W2 4 X 2 SPF 1650F 1.5E
W2 4 X 2 SPF 1650F 1.5E, W2 4 X 2 SPF 1650F 1.5E
W2 4 X 2 SPF 165OF 1.5E, W2 4 X 2 SPF 1650F 1.5E
REACTIONS (lb /size) 18= 1073/0 -2 -0, 11= 1073/0 -2 -0
FORCES (Ib) - Maximum Compression /Maximum Tension
TOP CHORD 1 -18 =- 1064/0, 10-11=-1064/0,1-2=-1945/0,2-3=-1945/0, 3-4=-4022/0,4-5=-402210,5-6=-4286/0,6-7=4022/0,
7-8=-4022/0,8-9=-1945/0,9-10=-1945/0
BOT CHORD 17- 18 =0/0, 16- 17= 0/3203, 15- 16= 0/4286, 14- 15= 0/4286, 13- 14= 0/4286, 12- 13= 0/3203, 11- 12 =0/0
WEBS 5-15=-125/146,6-14=-125/146,1-17=0/2171, 2 -17 =- 270/0, 3 -17 =- 1420/0, 3 -16= 0/924, 4 -16=- 265/52, 5-16 =- 707/131,
10- 12= 0/2171, 9 -12 =- 270/0, 8 -12 =- 1420/0, 8 -13= 0/924, 7 -13 =- 265/52, 6 -13 =- 707/131
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 18, 11.
3) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-16d nails. Strongbacks to be
attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
IF
Q6973
F7G
FLOOR
2
1
Vert(LL) n/a
—11 —
„_,__ - .. —
TCDL 10.0
Lumber Increase
1.00
Job Reference (optional
o.Luv S reo 1 1 dUVO MI I eK Inausaies, Inc. rn Nov lu iu:L3:ub Nub rage 1
0 -1 -8
0 -1 -8
Scale = 1:35.3
Plate
3.6 FP= 3x4 II
2 3 4 5 6 7 a o - ..
1
1
1
1
1
1
1
1
1
1
1
Vert(LL) n/a
n/a 999
44 = 3x6 FP= -- ._ ., . 'V 4x4 =
I
2 -0 -0 4 -0 -0 6 -0 -0 8 -0 -0 10 -0 -0 12 -0 -0 14 -0 -0 16-0 -0 18 -0 -0 20 -0 -0 20 -7 -0
2 -0 -0 2 -0-0 2 -0 -0 2 -0 -0 2 -0 -0 2 -0 -0 2 -0 -0 2 -0 -0 2 -0 -0 2 -0 -0 0 -7 -8
0
Y
LOADING (psf)
SPACING
2 -0 -0
CSI
DEFL in
(loc) I /deft Ud
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC 0.15
Vert(LL) n/a
n/a 999
MT20 197/144
TCDL 10.0
Lumber Increase
1.00
BC 0.05
Vert(TL) n/a
n/a 999
BCLL 0.0
Rep Stress Incr
NO
WB 0.06
Horz(TL) 0.00
14 n/a rVa
BCDL 5.0
Code IRC2003/TPI2002
(Matrix)
Weight: 64 lb
LUMBER
BRACING
TOP CHORD 4 X 2 SPF 1650F 1.5E
TOP CHORD
Structural wood sheathing directly applied or 6-0 -0 oc purlins, except
BOT CHORD 4 X 2 SPF 1650F 1.5E
end verticals.
WEBS 4 X 2 SPF Stud /Std
BOT CHORD
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
OTHERS 4 X 2 SPF Stud/Std
REACTIONS (lb /size) 26= 91/20 -7 -8, 14= 5/20 -7 -8, 25= 227/20 -7-8, 24= 218/20 -7 -8, 22= 220/20 -7 -8, 21= 220/20 -7 -8, 20= 220/20 -7 -8, 19= 220/20 -7 -8, 18= 221/20 -7-8,
17= 218/20 -7 -8, 16= 228/20 -7 -8, 15= 154/20 -7 -8
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1-26=-83/0,13-14=0/11, 1-2=-13/0,2-3= 113/0, 3-4=-13/0,4-5=-13/0,5-6= 13/0,6-7=-13/0,7-8=-13/0,8-9= -13/0,
9-10= -13/0, 10-11=-13/0,11-12=-1310,12-13=-13/0
BOT CHORD 25 -26 =0/13, 24 -25 =0/13, 23 -24 =0/13, 22 -23 =0/13, 21 -22 =0/13, 20 -21 =0/13, 19 -20 =0/13, 18 -19 =0/13, 17 -18 =0/13,
16-17=0/13,15-16=0/13,14-15=0/13
WEBS 2-25=-205/0,3-24=-199/0,4-22=-200/0, 5-21=-200/0,6-20=-200/0,7-19=-200/0,8-18=-200/0,9-17=-198/0,
11-16=-207/0,12-15=-156/0
NOTES
1) All plates are 2x4 MT20 unless otherwise indicated.
2) Gable requires continuous bottom chord bearing.
3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
4) Gable studs spaced at 2 -0 -0 oc.
5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI(fPl 1.
6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3-16d nails. Strongbacks to be
attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
IF
06973
F8
FLOOR
8
1
Wi W3 W3
W1 W3
Code IRC2003/TPI2002
(Matrix)
W1
L
L
Job Reference o Gonal
J I ul.^ l.umvuNCN I o -Ir, loan raIIS, Ill C34V3, UAN
0 -1 -8
H 1 1 -6 -0
1 5x8 = 2 1.5x4 II
3 3x4 =
7-8-8
7-8-8
b.zuu s reD TI zuvo MI I eK Inausmes, inc. rn Nov w w:za:ur zuuo rage 1
41.5x4 II
1 9
8x10 = 8x10 =
0 -11 -8 0 1 8
IScAIe = 1:13.2
5 6x12 = 6 3x4 II
7
8
8x16 MT20H=
6x8 =
0
Y
�d
LOADING (psf)
SPACING 1 -0-0
CSI
TCLL 40.0
Plates Increase 1.00
TC 0.21
TCDL 10.0
Lumber Increase 1.00
BC 1.00
BCLL 0.0
Rep Stress Incr NO
Wi W3 W3
W1 W3
Code IRC2003/TPI2002
(Matrix)
W1
L
L
TOP CHORD 4 X 2 SPF 1650F 1.5E
Horz(TL)
BOT CHORD 4 X 2 SPF 1650F 1.5E
7
WEBS 4 X 2 SPF Stud /Std *Except*
i
W2 4 X 2 SPF 165OF 1.5E, W3 4 X 2 SPF 165OF 1.5E
W3 4 X 2 SPF 1650F 1.5E, W3 4 X 2 SPF 165OF 1.5E
W2 4 X 2 SPF 1650F 1.5E
Weight: 45 lb
1 9
8x10 = 8x10 =
0 -11 -8 0 1 8
IScAIe = 1:13.2
5 6x12 = 6 3x4 II
7
8
8x16 MT20H=
6x8 =
0
Y
�d
LOADING (psf)
SPACING 1 -0-0
CSI
TCLL 40.0
Plates Increase 1.00
TC 0.21
TCDL 10.0
Lumber Increase 1.00
BC 1.00
BCLL 0.0
Rep Stress Incr NO
WB 0.50
BCDL 5.0
Code IRC2003/TPI2002
(Matrix)
LUMBER
240
TOP CHORD 4 X 2 SPF 1650F 1.5E
Horz(TL)
BOT CHORD 4 X 2 SPF 1650F 1.5E
7
WEBS 4 X 2 SPF Stud /Std *Except*
n/a
W2 4 X 2 SPF 165OF 1.5E, W3 4 X 2 SPF 165OF 1.5E
W3 4 X 2 SPF 1650F 1.5E, W3 4 X 2 SPF 165OF 1.5E
W2 4 X 2 SPF 1650F 1.5E
DEFL
in
(loc)
I /deft
Ud
PLATES GRIP
Vert(LL)
-0.10
8 -9
>922
360
MT20 197/144
Vert(TL)
- 0.15
8-9
>584
240
MT20H 148/108
Horz(TL)
0.01
7
n/a
n/a
Weight: 45 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
REACTIONS (lb /size) 10= 1701/0- 3 -8, 7= 1701 /Mechanical
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -10=- 1525/0, 6-7= -16/0, 1- 2=- 2112/0, 2 -3 =- 2117/0, 3-4 =- 2836/0, 4-5=- 2836/0, 5 -6 =0/0
BOT CHORD 9-10=0/0,8-9=0/2548,7-8=011211
WEBS 1- 9= 0/2582, 2- 9= -80/0, 3- 9=- 52810, 3-8=0/358,4-8= 55/0, 5-8= 0/2016, 5-7 =- 1762/0
NOTES
1) All plates are MT20 plates unless otherwise indicated.
2) Refer to girder(s) for truss to truss connections.
3) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
4) Girder carries tie-in span(s): 15 -10 -8 from 0 -0 -0 to 7 -8 -8
5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -16d nails. Strongbacks to be
attached to walls at their outer ends or restrained by other means.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Floor: Lumber Increase =1.00, Plate Increase =1.00
Uniform Loads (plf)
Vert: 7- 10=- 406(F= -401), 1 -6 = -50