HomeMy WebLinkAboutBaker, Stanley Trust - 340 Eagle SummitP.O. Box 280
c il y e x l u r 12 North Center Street
Rexburg, Idaho 83440
STATE OF IDAHO PHONE (208) 358`3020
FAx (208) 359 -3022
E-MAIL cityhaI1 @ci.rexburg.id.us
CERTIFICATE OF OCCUPANCY
City of Rexburg
Department of Building Inspection
Building Permit No: R- o3 -07
Applicable edition of code: ❑ International Building Code 2000
❑ International Residential Code 2000
❑ Uniform Building Code 1 997
Site address: 336Z34o Eagle Summit
Use and occupancy: Residential Home
Type of construction: Wood Frame
Design occupant load: Residential Units
Sprinkler System required: ❑ Yes ❑ No
Name and address of owner: Sainsbury Construction
4829 N. Haroldson
Idaho Falls, Id. 83401
Contractor: Sainsbury Construction
Special conditions:
Occupancy: ❑ Full ❑ Partial ❑ Temporary
This Certificate, issued pursuant to the requirements of Section log of the International
Building Code, certifies that, at the time of issuance, thislbuilding or that portion of the building
that was inspected on the date listed was 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 was
classified.
Date: May 13,
C.O. Issued by:
There shall be no future 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.
Water Department �j " Fire Department
State of Idaho Electrical Department - (208- 356-4830 ) ❑ Merlin Webster
INSPECTION TICKET
r JX' - Bldg. ❑ Plumb. ❑ Elect. ❑ Mech. ❑ Fire
Inspection Request: Recd By - 16 Date J ,7 � I
Req. By / 1�� Phone No.
Project � S , ,... r Permit No — ( 7
Address `
����� �
Inspection Types Lw
Day /Time Req.
Inspector's Report ❑ Res. ❑ Comm.
INSPECTED ITEMS CONFORM TO APPROVED DWGS ❑Y ❑ N ❑ N/A
INSPECTOR'S ACTION
PROVED 0 DISAPPROVED I] FINAL
❑ C.O. (FINAL) ❑ NOT APPLICABLE ❑ DID NOT INSPECT
ACTION REQUIRED:
5%" t n
W1*9 -OINCe Copy *Now - Job Copy Pb* - ev % Copy
F- FIR -CO03
INSPECTION TICKET
❑ Bldg. t, Plumb. ❑ Elect. ❑ Mech. ❑ Fire
Inspection Request: Rec'd By Date 2- C- ) ( CA-
Req. By Phone No. - � 1 - -- 0 1 - 0002-
Project 11 S O I "t Permit No. [Z fj�
Address - _ �` % It U ' kC\ \; L l
Inspection Type
t �J
Day /Time Req.
Inspector's Report a ❑ Comm.
d �
INSPECTED ITEMS CONFORM TO APPROVED DWGS
INSPECTOR'S ACTION
[ROVED El DISAPPROVED
C.O. (FINAL) ❑ NOT APPLICABLE
ACTION REQUIRED:
❑Y ❑ N ❑ N/A
Q FINAL
❑ DID NOT INSPECT
Signed
Rec't Acknowledged
While - Office Copy Yellow - Job Copy
F- FIR -CO03
Inspector
Pink - Inspector's Copy
INSPECTION TICKET 3 1 k �
❑ Bldg. ❑ Plumb. ❑ Elect. ❑ Mech. ❑ Fire
Inspection Request: Rec'd By I W Date
Req. By V � L Phone No.
Project nait u2i Permit No. R-6 — D7 - 1 5'
Address �7�� �, Q1
Inspecti<
Day /Time Req.
Inspector's Report Res. ❑ Comm.
INSPECTED ITEMS CONFORM TO APPROVED DWGS
1NSPOR'S ACTION
APPROVED ❑ DISAPPROVED
X"'O. (FINAL) ❑ NOT APPLICABLE
ACTION REQUIRED:
F1 ❑N El N/A
❑ FINAL
❑ DID NOT INSPECT
Rec't Acknowledged
White - Office Copy
F- FIR -CO03
Yellow - Job Copy Pink - Inspector's Copy
�^ 1
INSPECTION TICKET �.
Bldg. ❑ Plumb. ❑ Elect. ❑ Mech. ❑ Fire
Inspection Request: Rec'd By �, , Q Date 2 - C'1 m
Req. By (JC Phone No. X1 C-)�
Address
Inspection Type
Day /Time Req.'s
Inspector's Report yJ Res. ❑ Comm.
5 9P % r'N t - k
' f�a�d�a C iK 4�'a4� 5�rao W f�
• f � �$ W�'I (d'�TS fG�G 6F 1Jd t"YKS
�at.tS� #S ' GJ,'✓ra�vuJ ul�� co yerT had
INSPECTED ITEMS CONFORM TO APPROVED DWGS DY ❑ N ❑ N/A
INSPECTOR'S ACTION
APPROVED ZDISAPPROVED 338 [] FINAL
eI C.0. (FINAL) 3 ❑ NOT APPLICABLE [j DID NOT INSPECT
ACTION REQUIRED: //
t � j � `
����
C
o n lti
Signed
Rec't Acknowledged
While - Office Copy Yellow - Job Copy rnrw - Inspector's Copy
F- FIR -CO03
1
FINAL INSPECTION CHECKLIST
Date: 34a4�4�/
Project:
Job Address:
Building Permit Number: p03 -07 -lam
The following comments based on the 2000 edition of the International Residential Code should be
resolved before an occupancy permit is issued. This correction list is not a building permit. The approval
of plans and specifications does not permit the violation of any section of the Intemational Residential
Code or any federal, state or local regulation.
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3 -12 -03
El
OUTSIDE
4 House Numbers (visible from the street)
Grade (yard is sloped away from foundation)
�idewalk & Landscape Strip 5' wide (W/ 6" of granular borrow (hill 12 ")) - -7' LS strip
_ZFront Setback Coverage 60% min green
LWindows - Covers and Screens (shall be releasable or removable from the inside for egress
it
Gp Window Wells min. 24" clear (out and above) well
/ Exterior Steps (7 3/4 " max. rise & 10" min. tread)
/ / " Stairway Handrails 4 or more risers or over 30" ( <4" max. spacing of uprights)
Guardrails (provide if over 30" above floor /grade & 4" max sphere spacing for uprights)
Landings (36" x 36" min., (not req. - at the top of the stair if a door does not swing over stairs)
Thresholds 1 1/2" max. above floor or landing (7 3/4" max if door does not swing over landing)
_ZPosts (required to be treated, redwood or cedar if in contact of concrete / earth)
Roofing (no apparent leaks, installed properly and roofing as per plans)
—/—/Masonry (lintels as per table 703.7. 1)
Z Roof Ventilation (as per plans)
INSIDE
Egress Doors (all egress doors must be able to open from inside without use of keys or tools)
Window Energy talc's: match actual window
/S afety Glazing provided in all doors, within 24" of door arc and below 60 ", & in tub enclosure
Z Bathroom Ventilation (either operable window or fan that vents directly to outside)
inks, Bathtubs and Showers (check for caulking, operation and leaks)
�tairway Illumination (switch at top and bottom)
_ZStairs (7 3/4 "max. riser, 10 "' min. tread, (nosing 3/4" to 1 1/4" with solid risers)
�, Handrails Cont (34" to 38 ", 1 1/2" to wall, and aria 1 1/4" to 2" dia. upright < 4 ", triangular space 6" max)
081213/2003 12:08 2085525745
SAINSBURY CONST PAGE 02
City of Rexburg
Building Department
Jon Berry
1.2 North Center Street
Rexburg, Idaho
Alan Cook
Sainsbury Construction
4697 N. Haroldsen Dr.
Idaho Falls, Idaho
ie: plan corrections Lot 15
Mr. Berry
Thank you for faxing the information, the following corrections are being made:
I . Stock components will supply the details and information requested.
2. Stock components will redesign the truss system to comply with the fire wall
requirements. the su lien.
3. The floor system design will be provided per the TJI expert from pp
4, W propose to add 4 alternate b raced wall p h ho wal ere will be
bolt d t (3) £rat /� 1 rig
anchor bolts installed on each. side of bay w
members and straps installed at the openizigs.
I will bring the truss details and floor detail to you as soon as possible.
' Mm you
Alan Don Cook
757 -9254 529 -4510
cya�asbu�
�5�j -9Z5�
Permit Number
REScheck Compliance Certificate
2000 IECC
REScheckSoftware Version 3.5 Releas la
Data filename: Untitled.rck
cf�? -Znfi
Jhecked By/Date
TITLE: TOWNHOME
CITY: Idaho Falls
STATE: Idaho
HDD: 7918
CONSTRUCTION TYPE: Single Family
DATE: 08/21/03
DATE OF PLANS: 8/15/03
PROJECT INFORMATION:
LOT 15, BLOCK 1, EAGLE WOOD
DIVISION #1
COMPANY INFORMATION:
SAINSBURY CONSTRUCTION
4697 N. HAROLDSEN DR.
IDAHO FALLS, IDAHO 83401
COMPLIANCE: Passes
Maximum UA = 782
Your Home UA = 632
19.2% Better Than Code (UA)
Ceiling 1: Flat Ceiling or Scissor Truss
Wall 1: Wood Frame, 24" o .c.
Basement Wall 1: Solid Concrete or Masonry
Wall height: 8.0'
Depth below grade: 7.0'
Insulation depth: 8.0'
Window 1: Vinyl Frame:Double Pane with Low -E
Door 1: Solid
Door 2: Glass
Furnace 1: Forced Hot Air 90 UE
Air Conditioner 1: Electric C tral Air, 10 SEER
Gross
Glazing
Area or
Cavity
Cont,
or Door
Perimeter R -Value
R -Value
U- Factor
UA
3382
0.
0.0
98
3376
19.0
0.0
199
2800
11.0
0.0
141
V
350
0.34
119
84
0.35
29
132
0.35
46
COMPLIANCE STATEMENT: The proposed building design described here is consistent with the building plans, specifications,
and other calculations submitted with the permit application. The proposed building has been designed to meet the 2000 IECC
requirements in REScheckVersion 3.5 Release la (formerly MECchec4 and to comply with the mandatory requirements listed in
the RESchecklnspection Checklist.
lder/Designer A tooj Date
REScheck Inspection Checklist
2000 IECC
REScheckSoftware Version 3.5 Release la
DATE: 08/21/03
TITLE: TOWNHOME
Bldg.
Dept.
Use I
Ceilings:
1. Ceiling 1: Flat Ceiling or Scissor Truss, R-40.0 cavity insulation
Comments:
Above -Grade Walls:
1. Wall 1: Wood Frame, 24" o .c., R -19.0 cavity insulation
Comments:
Basement Walls:
1. Basement Wall 1: Solid Concrete or Masonry, 8.0' ht/7.0' bg/8.0' insul,
R -11.0 cavity insulation
Comments:
Windows:
1. Window 1: Vinyl Frame:Double Pane with Low -E, U- factor: 0.340
For windows without labeled U- factors, describe features:
# Panes Frame Type Thermal Break? [ ] Yes [ j No
Comments:
Doors:
1. Door 1: Solid, U- factor: 0.350
Comments:
2. Door 2: Glass, U- factor: 0.350
Comments:
Heating and Cooling Equipment:
1. Furnace 1: Forced Hot Air, 90 AFUE or higher
Make and Model Number
2. Air Conditioner 1: Electric Central Air, 10 SEER or higher
Make and Model Number
Air Leakage:
Joints, penetrations, and all other such openings in the building envelope that are sources of air
leakage must be sealed.
Recessed lights must be 1) Type IC rated, or 2) installed inside an appropriate air -tight assembly
with a 0.5" clearance from combustible materials. If non -IC rated, the fixture must be installed with a
3" clearance from insulation.
Vapor Retarder:
[ ] Required on the warm -in- winter side of all non - vented framed ceilings, walls, and floors.
i
Materials Identification:
[ ] Materials and equipment must be installed in accordance with the manufacturer's installation instructions.
[ ] Materials and equipment must be identified so that compliance can be determined.
[ ] Manufacturer manuals for all installed heating and cooling equipment and service water heating
equipment must be provided.
V .
Insulation R- values, glazing U- factors, and heating equipment efficiency must be clearly marked on
the building plans or specifications.
Duct Insulation:
[ ] I Ducts in unconditioned spaces must be insulated to R -5.
Ducts outside the building must be insulated to R -8.0.
I
Duct Construction:
[ ] I All joints, seams, and connections must be securely fastened with welds, gaskets, mastics
(adhesives), mastic -plus- embedded - fabric, or tapes. Duct tape is not permitted.
Exception: Continuously welded and locking -type longitudinal joints and seams on ducts
operating at less than 2 in. w.g. (500 Pa).
[ ] I Ducts shall be supported every 10 feet or in accordance with the manufacturer's instructions.
[ ] I Cooling ducts with exterior insulation must be covered with a vapor retarder.
[ ] I Air filters are required in the return air system.
[ ] The HVAC system must provide a means for balancing air and water systems.
Temperature Controls:
[ ] I Thermostats are required for each separate HVAC system. A manual or automatic means to
partially restrict or shut off the heating and/or cooling input to each zone or floor shall be provided.
Service Water Heating:
[ ] I Water heaters with vertical pipe risers must have a heat trap on both the inlet and outlet unless the
water heater has an integral heat trap or is part of a circulating system.
[ ] I Insulate circulating hot water pipes to the levels in Table 1.
I
Circulating Hot Water Systems:
[ ] I Insulate circulating hot water pipes to the levels in Table 1.
I
Swimming Pools:
[ ] I All heated swimming pools must have an on/off heater switch and require a cover unless over 20%
of the heating energy is from non - depletable sources. Pool pumps require a time clock.
Heating and Cooling Piping Insulation:
[ ] I HVAC piping conveying fluids above 105 'F or chilled fluids below 55 O F must be insulated to the
levels in Table 2.
Table 2: Minimum Insulation Thickness for HVAC Pipes,
Fluid Temp.
Insulation Thickness in Inches by
Pipe Sizes
a
Range F
2" Runouts
1" and Less
Table l: Minimum Insulation Y rickness for C1rcx1# ng Hot Water Pipes.
to 2" 2.5" to 4"
Heating Systems
Insulation Thickness in
Inches by Pipe
Sizes
Heated Water
Non - Circulating Runouts
Circulating Mains and Runouts
Temperature ( F)
Up to 1" Up to 1.25"
1.5" to 2.0"
Over 2"
170 -180
0.5 1.0
1.5
2.0
140 -160
0.5 0.5
1.0
1.5
100 -130
0.5 0.5
0.5
1.0
Table 2: Minimum Insulation Thickness for HVAC Pipes,
NOTES TO FIELD (Building Department Use Only)
Fluid Temp.
Insulation Thickness in Inches by
Pipe Sizes
Piping System Types
Range F
2" Runouts
1" and Less
1.25"
to 2" 2.5" to 4"
Heating Systems
Low Pressure/Temperature
201 -250
1.0
1.5
1.5
2.0
Low Temperature
120 -200
0.5
1.0
1.0
1.5
Steam Condensate (for feed water)
Any
1.0
1.0
1.5
2.0
Cooling Systems
Chilled Water, Refrigerant,
40 -55
0.5
0.5
0.75
1.0
and Brine
Below 40
1.0
1.0
1.5
1.5
NOTES TO FIELD (Building Department Use Only)
v
Al Son xG`9 CITY of
° REXBURG
Americas Family Community
1/10/2007
Sainsbury Construction
4829 N. Haroldsen Dr.
Idaho Falls, ID 83401
Re: Building Permits
Dear Builder,
After reviewing your file it was determined you have not had final approval on
the permits listed below. It is important that a final inspection is completed and approved
before the home can be legally occupied. If anyone has already moved in then you must
get your final accomplished immediately to avoid any consequences. Under limited
conditions a temporary occupancy may be arranged with the building official, but is valid
only for 30 days ors if issued during winter, 30 days after ground thaws for yard work.
Please arrange to have a final inspection by calling 359 -3020 (ext. 345) so we can
close the permits and grant legal occupancy. If you have any questions, please contact me
at extension 325.
Thank you for your cooperation
Quinton Owens`
Building Inspector.
The following homes have not had final approval.
Permit Address
R03-07-14':' 576 Eaglewood
R03. -07 -15 340 Eagle Summit
0400167 668 &.670 Englewood
0400168 i 322 & 326 Eagle Summit
19 E. Main Rexburg ID 83440 P. O. Box 280 ' wtivw_rexburg org
Phone (208) 359.3020 ext.326 Fax (2 08) 359.3024
Permit Number
REScheck Compliance Certificate
2000 IECC
RES check Software Version 3.5 Release Id
Data filename: Untitled. rck
Checked By/Date
PROJECT TITLE: Sainsbury
CITY: Rexburg
STATE: Idaho
HDD: 8693
CONSTRUCTION TYPE: Single Family
DATE: 08/25/03
PROJECT DESCRIPTION:
lot 15 eaglewood
�
COMPLIANCE: Passes
Maximum UA = 618
Your Home UA = 510
17.5% Better Than Code (UA)
Ceiling 1: Flat Ceiling or Scissor Truss
Wall 1: Wood Frame, 24" o .c.
Window 1: Vinyl Frame:Double Pane with Low -E
Door 1: Solid
Door 2: Glass
Basement Wall 1: Solid Concrete or Masonry
Wall height: 8.0'
Depth below grade: 7.0'
Insulation depth: 8.0'
Window 2: Vinyl Frame:Double Pane with Low -E
Furnace 1: Forced Hot Air, 90 AFUE
Gross
Glazing
Area or
Cavity
Perimeter
R -Value
R -Value
3363
40.0
2691
19.0
213
0.0
40
140
60
0.340
2392
11.0
0.350 18
COMPLIANCE STATEMENT: The proposed building design described here is consistent with the building plans, specifications,
and other calculations submitted with the permit application. The proposed building has been designed to meet the 2000 IECC
requirements in RES checkVersion 3.5 Release l d (formerly MEC chec.� and to comply with the mandatory requirements listed in
the REScheckInspection Checklist.
Builder/Designer Date
Glazing
Cont.
or Door
R -Value
U- Factor
UA
0.0
98
0.0
140
0.340
72
0.350
14
0.350
21
0.0
147
0.350 18
COMPLIANCE STATEMENT: The proposed building design described here is consistent with the building plans, specifications,
and other calculations submitted with the permit application. The proposed building has been designed to meet the 2000 IECC
requirements in RES checkVersion 3.5 Release l d (formerly MEC chec.� and to comply with the mandatory requirements listed in
the REScheckInspection Checklist.
Builder/Designer Date
City of Rexburg
Building Department
Jon Berry
12 North Center Street
Rexburg, Idaho
Alan Cook
Sainsbury Construction
4697 N. Haroldsen Dr.
Idaho Falls, Idaho
ie: Plan corrections Lot 15
Mr. Berry
Thank you for faxing the information, the following corrections are being made:
1. Stock components will supply the details and information requested.
2. Stock components will redesign the truss system to comply with the fire wall
requirements.
3. The floor system design will be provided per the TJI expert from the supplier.
4. We propose to add 4 alternate braced wall panels in the back wall. There will be 5/8"
anchor bolts installed on each side of bay with HD5A holddowns bolted to (3) framing
members and straps installed at the openings.
I will bring the truss details and floor detail to you as soon as possible.
"Than you
Alan Don Cook
757 -9254 529 -4510
25 August 2003
Sainsbury Construction
4697 N. Haroldsen Dr
Idaho Falls, Id 83401
Dear Sirs:
In order to complete your plan review, there are some areas that we need more
information on. Below are listed the areas of concern.
1. In the truss calculation sheets submitted for the trusses A -1, E -1, E -2, and E -3
require mechanical connections for uplift control well in excess of 600 pounds
up to over 1300 pounds. We need a detail as to how this will be
accomplished.
2. Trusses E1 thru E11 are running through the party separation wall. This wall
is to be 2 separate structurally independent, 1 hour fire rated walls from the
foundation to the roof sheathing each sheathed on both sides with drywall.
These trusses need to be redesigned without going through the fire rated wall.
3. In the basement in the vicinity of the stairs there are TH's that cannot safely
span the entire 32'length of the basement. This situation needs to be
addressed.
4. Maximum spacing for braced wall panels is 25'. The back wall needs at least
another, possibly 2 panels to be in compliance.
Your help in resolving these problem areas is greatly appreciated and the sooner
they are corrected the sooner we can get your permit issued.
Thank you
Jon Berry
Building Inspector
I
RESIDENTIAL PLAN CHECKLIST
Date 1 , er
Project:
Job Address: 338 /3 'qo c�,SCW�
Building Permit Number
Zoning: (_iD lZ — l
Number of Stories:
Floor Area l552 C A x Z = S 1 05
Description:
Valuation:
Permit Fee:
Plan Check Fee:
i nn rn ' _
The following comments based on the �uG� edition or the intemationat Residential Code should be resolved
before a building permit is issued. This correction list is not a building permit. The approval of plans and
specifications does not permit the violation of any section of the lntemational Residential Code or any federal,
state or local regulations.
PLAN CHECK
A�Plans
_To Scale Legible
Plot Plan Y / N Flood Plain
Floor / Foundation Plan
Section showing construction details
- Building Elevations
Design Criteria (shall be identified on plans as Wind - 85 m.p.h., Snow - 35 lb. Per sq ft.)
Truss Calculation Sheets
/ Floor Joist Details
Energy Calculations (R320 & Ch 11)
B. Zoning (check one - in some cases LDR2 and MDR may apply)
LDR "' LDR1 _Lot area — LDR 12,000 sq. ft. min. (width 80 ft. min) & LDR1- 8,000 sq. ft. min
(width60 ft. min.).( LDRI duplex - 10,000 sq. ft ,�a� ,.
C. Use
''Single Family 'Duplex (LDR1 only - Conditional use permit ?) �w pbayas
D. Set Backs (taken from eaves) /
/Front set back (32 ft. from curb) ✓ Note: 60% min of front yard green
- set back (LDR 25 ft. & LDRl 20 ft.)
Si d es set backs (6" for every ft. of building height with LDR - 7.5' min., & LDRi - 6' min.)
/Building- Height (maximum 30 ft.)
E. footings
Proper Size (as per Table 403.1.1, use 1500 psf unless soil type is known, Table 401.4.1 for soil bearing)
•!�Rebar (244 continuous)
Girder Support Footings (size as per Table 502.3.4(2))
Footing Depth (36" below finished grade)
H. Exterior Covering
•! Siding
- , "Brick or Stone Veneer
L Roof Covering and Ventilation
✓Roof Ventilation (as per -R806)
.,/Asphalt Shingles _Slate Shingles, Metal, _Clay, Tile or Concrete, _Wood,
I Firewalls
Garage (a one -hour fire- resistive separation between garage & house) (8321)
Wood Shakes
_ ✓Door from Garage to House (13/4" solid wood, exterior metal or 20 min. rated fire door required)
(R321)
-**'Two Family Dwelling Separation (1 hr. firewall)(R321) j 0��,
K. General Requirements
House Numbers (R325)
Light and Ventilation (design as per Section R303)
Minimum Room Areas ( one room at least 120 sf., other habitable rooms min. of 70 sf, min habitable
rooms dimen. of 7 ft) (8304)
✓Windows at Hazardous Locations w /in 24" of side hinged door frame (8308)
Window Egress (8310)
✓Exit Door (one exit door must be 36" wide) (Section R311)
/ Landings (a min. 3' x 3' landing required at each side of egress doors with thresholds not more than
1 1/2" higher than ianding)(R311) at bottom of stairs - No req. at top if door DAN swing over
stairs) (R311) ✓
Stair Rise / Run (7 3/4" max. rise & 10" min. tread) Stair Width (36" min), _Stairway Headroom
(6'8" min.) Handrails (34 "to 38" above stair nosing)(R311)
! Protection (enclosed accessible space under stairs shall be covered with 1/2" drywall)(R311)
- (36" height, mandatory at 30" drop or 4 or more risers and 4" sphere max.)(R316)
- Detectors each bedroom and common area and one on each level (R 317)
Mechanical Ventilating Systems (in bathrooms, laundry rooms and similar rooms)(R303)
f
APPLICATION FOR BUILDING PERMIT
CITY OF REXBURG, IDAHO
Date of Application 2
MXI� JFR
Name
Site .A
MaiH
City /� `'
Telephone/Fax/Mobile 629 --45 SS 2 - 574
CONTRACTOR 7 S 7 —
Name
Mailing Address
City /State /Zip
Telephone/Fax/Mobile
PROJECT INFORMATION DEPARTMENT APPROVAL
Property Zone: C—D Q. " l Is existing use compatible with zoning, (screening parking, )tc)
When was this building last occupied
Architect/ Engineer Firm Plan Name
Subdivision Lot Block
Circle One Residenti Commercial Educational Government Remodel Other
Circle One New Hous Addition/Remodel to House New Commercial Commercial Remodel
Circle One Basement: None/ Finished / Unfinished Other: None/ Patio/ Carport/ Awning N/A
Lot Square Footage Lot Width
Square Feet % o Square Feet X �Gara e S � ,
// / yy ��.... g q Number of Stories Height of Building
What will strfZC4t P44 ed for: Home Home Business Apartment Commercial Other
Will there be an apartment?
Total Estimated Co
If so, how many units
Are you in a flood plain
Signature of Applicant
Code Building Permit Fees 9 30 .
Zone of REX 13uRO Plan Check Fees 3
Building Type �' Plumbing Permit Fees 3 .
jkjl 3 1 2 003 Digging Permit Fees
Water & Sewer Fees
P p,`p CASH $ — Front Footage Fee
CHEC
TOTAL
Signature of Inspector
Issued by 9 q
Permit No. 9 -03- 0 7-1 ,
09/09/2003 09:00
or
City of Rexburg (208)359.3020
12 North Center Street
Rexburg, Idaho 83440
e
Value of Construction:
Finished Sq Footage
Unfinished Stf Footage
Garage Square Footage
Construction varue Factor :h
2085525745 SAINSBURY CONST PAGE 02
"ees owner: Sainsbury corn, str' d
Buildin Cost S Ft
nq Twin'Horne Lot f Realderrtlal . q
Addres 5761waglewood pr
Date• 7/29!7003 Basement
dirt permit N Apartments ;gjQ;pp
umber
$254,243 Const. Twe!a:�1s~a:,:vc Cara
Rate Chart: Begin
End
0
500
501
2,000
2,001
25,000
25,001
50,000
50,001
100,000
100,001
500,000
500,001
1,000,000
1000001
Mechani cal Valuation
98,999,999
3.05
100
rt Uost a
768.42 APartmeM
Ft Cost =
32
ommarcial
Ft Cost br
L$40,951-26
523.56
Parking
t Coat •
243.23
Fee:
Bas®
Plua
Per
23.50
0.00
100
23.50
3.05
100
69,25
14.00
1000
391.75
10.10
1000
643.75
7,00
1000
993.75
5.60
1000
3233.75
4.75
1000
5608.75
3.65
1000
Total Building Permit Fee:
Plan Check Fee;
Rate Chart: Residential & Non Commercial
Number
Number of Fixtures
32
01- 322,11
SPrInWer Fee:
Rate Per Fixture
$18.00
Fix� tt" Fee:
J Sprinkler
$0.00
$8.00
Fee:
Base Fee
$30.00
Base Fee:
35- 347.42
36.0
Total Plumbing Permit Fee:
Rate Chan: Commercial
30.0
SEP
Cost of plumbing;
$0
Katie Chart:
Begin End
0
Base Pius Per
20,000
20,001 100,000
30.00 310% 1
630.00 2,0%
100 .001 200,000
200,001 99,999,999
1
2230.00 1.0%
3230.00 1
0.536 1
er & Sewer Permit
Total Plumbing Permit Fee:
r"'t.
Atlditiortaf
r Line Size
Inches Meter
Number of Meter
0.75
0.75 $125.00
Parts* Meters Part
l Meter Parts
1.00 $195'00
$182.00 2
Meter Box $70.00
$182.00 p'
Ring & Lid $32.00
Curb StOp $27.00
2.00
3.00 $1,327.79
$49.62 0 $0.00
Setter $53.00
"'2"
$1.868.00
4.00 $2,618.50
$39.54 p
Angle stop $82.33
2.00
0
"•2" Elbow $36.25
2.00
$ 0
$36.25 1 0
42Rktt Fees
Total
Water Meter and Parts;
Digging Permit Feea
W r R Amer Rats,
S en
Minimum & All Homes
$1,100.00
Minimum & All Homes
$575.00
2
Apts (# of Students)
$270.00 2
APta (# of StuderAS)
0
Apto (Fare lyy Housing)
$425.00 $437.50
g 0
Apts (Family Housing)
0
Water Front Footage
0
Sewer Front Footage
$ 500 . 00 0,00 .0
Total Water & Sewer Permit F
$500.00 0.00
M$12.00
Total All Fees:
1,857.51
U
! 34-346,30
$1,150.00
=1,867,51
01- 322,11
r ��, 90
$186.75
01- 322.17
$0.00
1
7 a
256.0
$0.00
35- 347.42
36.0
30.0
SEP
9 2003
$322.00 01- 322.14
CITY OF
FXgi mn
$0.00 101- 322,14
$0.00
$0,00
$0.00
$0.00
$0.00
$614.00
$2,200.00
! 34-346,30
$1,150.00
35 - 347.30
$
34- 346.30
$
5- 347.30
$0.00
$0.00 35 -347.30
$0.00
34- 346.42
$0.00
35- 347.42
$3,964.00
3uilding Pennit Valuation Fees
Const Type_
Owner: Sainsbury C °nstracti� Residential .��.
Cost Sq Ft
X77
Building Name: Twin Home Loth 19f
$14_
'•ity of Rexburg (208)359 -3020
Address: 576 Eaglewood Dr
Basement
$0.
12 North Center Street
Date: 729/2003
Apartments
Rexburg, Idaho 83440
Garage
$24.
Permit Number
commercial
Value of Constriction:
$254,243
Const. Typ Residential or
t $188,768.42 Apartments
$
Finished Sq Footage
3,224
4 $40,951.25 ommercial
rF
Unfinished Sq Footage
3,224
7 $24,523.56 Parking
$0.00
Garage Square Footage
1,160
87 %
Total Square Foot Cost = $254,243.23
$0.00
Construction Value Factor
End Base Plus Per
Fees
Begin
0
500 23.50 0.00 100
0
Rate Chart:
501
2,000 23.50 3.05 100
0
2,001
25,000 69.25 14.00 1000
0.00 0.00
25,001
50,000 391.75 10.10 1000
7.00 1000
0.00
50,001
100,000 643.75
500,000 993.75 5.60 1000
1,857.51
100,001
500,001
1,000,000 3233.75 4.75 1000
000
0.00
1,000,001
99,999,999 5608.75 3.65 1000
$1,867.51 01-
322.11
Total Building Permit Fee:
Mechanical Valuation
$0
Plan Check Fee:
$185.75 01- 322.17
Plumbing Permit
Rate Chart: Residential & Non Commercial
Number
Fixture Fee:
256.00
32
Number of Fixtures
�_� Sprinkler Fee:
36.00
Sprinkler Fee:
$18.00
L� Base Fee:
30.00
Rate Per Fixture
$8.00
Total Plumbing Permit Fee:
$322.00 01- 322.14
Base Fee
$30.00
Rate Chart: Commercial
Cost of Plumbing:
$0
End Base Plus Per
Fees
Begin
0
20,000 30.00 3.0% 1
0.00
Rate Chart:
20,001
100,000 630.00 2.0% 1
0.00
100,001
200,000 2230.00 1.0°x6
00
0.00
0.
200,001
99,999,999 3230.00 0.5% 1
Total Plumbing Permit Fee:
$0.00
01- 322.14
Water & Sewer Permit
Addi Tonal
Number of Meter
Water Line Size
Inches
Meter Parts- Meters Parts..
$614.00
0.75
0.75
$125.00 $182.00 2
$0.00
* *Total Meter Parts
1.00
$195.00 $182.00 0
$0.00
Meter Box $70.00
Ring & Lid $32.00
2.00
$1,327.79 $49.62 0 $0.00
$0.00
$0.00
Curb Stop $27.00
3.00
$1,868.00 $39.54 0
$0.00
Setter $53.00
4.00
$2,618.50 0
0
* * *2" Angle Stop $82.33
2.00
$82.33 --
0
** *2" Elbow $36.25
2.00
$36.25 1
Total Water Meter and Parts:
$614.00
25 346.20
Hookup Fees
Water Rate
Sewer Rate Students Acres Units
Digging Permit Fees
2
$2,200.00
34- 346.30
Minimum &All Homes
$1,100.00
2
$1,150.00
35- 347.30
Minimum & All Homes
$575.00
0
$0.00
34- 346.30
Apts {# of Students)
$270.00
�6 0
$0.00
35- 347.30
Apts (# of Students)
$437.50 1.. -._ =
p
$0.00
34- 346,30
Apts (Family Housing)
$425.00
0
$0.00
35- 347.30
Apts (Family Housing)
e $500.00 0.00 0
$0.00
34- 346.42
Water Front Footage
$12.00
�' 0 $500.00 0.00 0
$0.00
35- 347.42
Sewer Front Footage
$3,964.00
Total Water & Sewer Permit Fe as
JUL
3 1 2003
Total All Fees:
$6,329.26
(•.ITV r1F RFXRI 1R(-,
CITY OF REXBURG
BUILDING INSPECTION SEQUENCE
Type of Inspections: For on -site construction, from time to time the building official, upon
notification from the permit holder or his agent, shall make or cause to be made any necessary
� — ' and shall either approve that p f�on .as_com or shall notify
-- -- m erein the
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09109/2003 09:00 2005525745
SAINSBURY CON-
FAX COVER SHEET
DATE:
PAGE 01
TO:"
ATTN:
NUMBER OF PAGES INCLUDING COVER: —
REMARKS:
FROM: ALx -h o
4697 NORTH HAROLDSEN DRWE
IDAHO FALLS IDAHO 83401
(208) 529 -4510 (208) 552 -5745 FAX
UgG ci P.O. Box 280
2ex 12 North Center Street
Rexburg, Idaho 83440
v p PHONE (208) 359.3020
STATE OF IDAHO E -MAIL cityhaII@cLrre us
g e[ISHEO
25 August 2003
Sainsbury Construction
4697 N. Haroldsen Dr
Idaho Falls, Id 83401
Dear Sirs:
In order to complete your plan review, there are some areas that we need more
information on. Below are listed the areas of concern.
1. In the truss calculation sheets submitted for the trusses A -1, E -1, E -2, and E -3
require mechanical connections for uplift control well in excess of 600 pounds
up to over 1300 pounds. We need a detail as to how this will be
L� accomplished.
2. Trusses E1 thru El 1 are running through the party separation wall. This wall
is to be 2 separate structurally independent, 1 hour fire rated walls from the
foundation to the roof sheathing each sheathed on both sides with drywall.
These trusses need to be redesigned without going through the fire rated wall.
3. In the basement in the vicinity of the stairs there are TJI's that cannot safely
span the entire 32'length of the basement. This situation needs to be
y addressed.
4. Maximum spacing for braced wall panels is 25'. The back wall needs at least
C A-0 � another, possibly 2 panels to be in compliance.
N Your help in resolving these problem areas is greatly appreciated and the sooner
they are corrected the sooner we can get your permit issued.
Thank you
Jon Berry
Building Inspector
�
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This series provides high uplltt resrsrdll --
The HGT series can be installed on trusses
ad 4 ply wbeam with op cnoiu
slopes from 3:12 to 8:12. Available in 2 -ply, 3-ply
MATERIAL: HGT -7 gauge, LG Tint LGTUMGMGT -12 gauge
FINISH: HGT— Simpson gray p girder or beam,
INSTALLATION: When te
edGFasten to act as shone unit
shimming is
CODES: See page 8 for Code Listing Key Chart.
nu i Y
1. Attached members must be designed to resist applied loads.
2. HGT allowable loads in 8" wide tie -beam using Simpson Epoxy
Tie:
with 2500 psi tie -beam - 6,710 Ibs (HGT -2) and 8,750 Ibs (HGT -3);
with 3000 psi tie beam = 7,395 Ibs (HGT -2) and 9,650 lbs (HGT -3).
Load values have been reduced to rellect o.c. anchors. Minimum embedment depth for %a anch ac . HGT
n
3. HGT additional anchorage products to be designed by others. to
4. Allowable loads have been increased 33% and 60% for to
earthquake or wind loading; no further increase allowed; o
reduce where other loads govern. o
V 3,, dia. washers for concret
(washers not suDD 1
usses to support sheathing.
Z2 clips secure 2x4 flat blocking between foists or tr
MATERIAL: Z clips —see table. A21 and A23 -18 ga.; all other A angles -12 ga.
FINISH: Galvanized astenrs. See General
INSTALLATION: • Use o
Z clips do not p de lateral stabilety. Do not walk on s or
•
apply load until diaphragm is installed and nailed to stiffeners.
CODES: See page 8 for Code Listing Ke C hart.
A44
Installation IR
(A33 similar)
1.228 and Z38 do not have nail holes.
Fastener quantities are as required.
2. Allowable loads have been increased
25% for roof loading (Z clips), 33%
and 60% for earthqua a or wind
loading (A angles);
increase allowed; reduce where
other loads govern. with a nail
3.Z4 and Z6 loads apply
into the top and a nail into the seat.
Install two LBP%" washers
on top of each crescent washer ood
(total our %" washers) ter
installation. All washers and
crescent washer are required.
crescent washer are supplied.
Typical Z2 Installation
The H2.5A is symetrically designed for easy installation, with
higher uplift loads to meet new code requirements. A placement mark
allows easy installation on double top plates.
The H5A has an installed cost benefit, as it only requires 6 nails,
to meet lower uplift requirements.
Allowable loads for more than one direction for a single connection cannot
be added together. A design load which can be divided into components in
the directions given must be evaluated as follows:
Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate /Allowable
Lateral Parallel to Plate + Design Lateral Perpendicular to Plate /Allowable
Lateral Perpendicular to Plate < 1.0.
3 /Q w
1 J n Ir
H6
H7
The H connector series provides wind /seismic ties for trusses and rafters.
MATERIAL: See table
FINISH: Galvanized. H1 1Z made in Z -MAX. Some models available in stainless
steel or Z -MAX; see Corrosion - Resistance, page 7.
INSTALLATION: • Use all specified fasteners. See General Notes.
• H1 can be installed with flanges facing inwards (reverse of H1 drawing
number 1). When installed inside a wall, a birdsmouth cut is required.
• H2.5, H3, H4, H5 and H6 ties are shipped in equal quantities of
rights and lefts.
• Bend the H7 over the top of the truss. Install a minimum of four 8d
nails into the truss, including two into the truss side
• Hurricane Ties do not replace solid blockir
CODES: See page 8 for Code Listing Key Chart.
H2.5A
s
{
�
a
3
E
I — uccu inaeasea ss ro and 60% for earthquake or wind loading with no further
increase allowed; reduce where other loads govern.
2.Allowable loads are for one anchor. A minimum rafter thickness of 2 must be used when
framing anchors are installed on each side of the joist and on the same side of the plate.
132 3. Allowable uplift load for stud to bottom plate installation is 400 Ibs (H2.5); 390 Ibs (H2.5A);
360 Ibs (H4) and 310 Ibs (Ha).
H9
F
3
1
H4
U.S. Patel
4,714,37;
•
4. The H9KT is sold in 20 piece packs with screws.
5. When cross -grain bending or cross -grain tension cannot be avoided,
mechanical reinforcement to resist such forces should be considered.
6. Hurricane Ties are shown installed on the outside of the wall for clarity.
Installation on the inside of the wall is acceptable. For a Continuous Load
Path, connections must be on same side of the wall.
, :tea
H11Z tii 0
STOCK i:OMPONENTS !, To. -
Delivery List _ - -_ --
16T5ri PEDtRSON ST. job Number:
IDAHO FALLS DRIGGS 2
Page:
Phone: 208 - 528 -2309 Fax: 208 - 528 -2320 Date: 08 -29 -2003 - 10:06:40 AM
- -- Project ID: Q39441 --
EWOOD - --
P o'e
rct:EAGL _ -- - - * -- 16610
Model: , Accou nt No: 2963
_ - -- - - -- Designer: JEROD
Contact Site: Salesperson: BOB
Name: Quote Number:
Phone:
x: Load B
Fa : Y
Tentative Delivery Date: e: LOH ROH
Profile:
2-0-0 2 -0 -0
- - --
10 -0 -0
�1 4 0 �
-- - 2 -0 0 2 -p -0
- - - -- --
c3 -8 -0
ROOF TRUSS .-8.00 I10-0 -0 1 -4 -0
1401 - 1 each , 6 Rows Lat Brace 0.00 - -- - -
bs. each _ _ - -- -
-- - r- - - - - -- 4 -0-0
- -- -- 7- 0- 0 MONO HIP 8.00 2
0 0 12-0-0
1 E6 - CAP - - - -
31 lbs. each --
-- c3 -8 -0
i -- - - - - -- - -12.4 7
25 - 0 ROOFTRUSS -8.00 0 -0 -0 0 -0-
1 E7 --
6 Rows Lat Brace 0.00 � - - - - --
137 lbs. each -
- 3 E7 -CAP 7-0-0 MONO PIGGYBAC8.00 2-0-10 0 - -- -
0.00 -
25 lbs. each - - -4- - -
-_
2 E8 25 - 0 -0 ROOF TRUSS 12 4 -8.00 7 0 -0 0 �1�708 - -- -_
135 Ibs. ea
6 Rows Lat Brace - - --
- _ _ .7.7.9
1 FIG 22 - - 0 ROOFTRUSS 8.00 0 -0 -0 0 -0 -0 --
98 lbs. each
-_ - •8.10 -3
5 F2 22 - 10 - 0 ROOF TRUSS 8.00 1 4 0 0 0 0 -
- - - - -- --
87 Ibs. each -._ -- 0.00 -
--
9-2-14
1 F3 22-10-0 ROOF TRUSS 8.00 1-4-0 0 0 0
2 Rows Lat Brace 0.00 - -
-
� 116 lbs. each - - -
- - --
1 1 14
F4
22-10-0 ROOF TRUSS 8.00 1-4-0 0 0-0
- - - - -
4 Row Bra ce 0 00 - -
1151bs. each - - r -
-- -
- - - -- 11 -10 -14
1 F5 22 10 - 0 'ROO FTRUSS 8.00 1 - 4-0
118 lbs. each --
5 Rows Lat Brace 0.00 - -
- - -
- --
- -
13-2 -
1 F6 - -- -- - - 22 - 10 - 0 5 Rows at Brace - ce O 00 _ 1 4 0 0 0 0 --
..- - - -- - --
1251bs. each _ __- - � 13 -
1 F7 22-10-0 ROOF TRUSS 8.00 1-4-0 10-0-0 --
- 0.00
7 - CAP R
� 125 Ibs. eac 5 ows Lat ra -
1 F 4-10-0 MONO HIP 8.00 2 -0 -0 2-0-0
--
0.00 - -
14 Ibs. each
- ® ROOFTRUSS 8.00 1 -4 -0 0 -0 -0
1 F8 22 -10 -0 _
-8 - -
125lbs. each 2 8 - 0 ` -- - --
5 Rows Lat Brace 0. -
- - -- - 2 -0 -0 2-0
000
1 F8 -CAP 4 - MONO HIP
. - -- - - - - --
I - - - - - - -- - _ _- - - - - - -
151bs. each
22- 10- 0 'ROOFTRUSS 8.00 1 -4 -0 0 -0 -0
125 Ibs. each
5 Rows Lat 00 = -- - -
4 -10 0 MONO PIGGYBAC8 00 11 2-0-0
- - -
-- - 1 F9 -CAP 0.00 1 0- 0 - 0
-- -
16 1bs. each
STOCK COMPONENTS To:
Deliv List
1635 FEDI =RSON ST.
(2) 2 -Ply
IDAHO FALLS
DRIGGS
Job Number:
Phone: 208-528-2309 Fax: 208-528-2320
Page: 3
4
Date: 08 -29 -2003 - 10:06:41 AM
Project:EAGLEWOOD Block No:
14 -6 -0
Project ID: Q39441
Model: Lot No:
0 -0 -0
!0 -0 -0
Contact
Site:
Office:
Deliver TO:
Account No: 296316610
2X6/2X
0.00
Designer: JEROD
Salesperson: BOB
Name:
�N
Phone:
2
H1
(1) 2 -Ply
Quote Number:
Fax:
C 3 -8 -0
1 -4 -0
I 0-0 -0
h
� �
�
Tentative
Delivery Date:
Profile: I
Qty:l
Truss Id:
Span:
I Truss Type:
Slope:1
LOH
I ROH
I
Load By:
Above listed items have been received in good condition. (exceptions listed
to right).
Received by:
Thank You for your Business.
(2) 2 -Ply
1
12
- 0 - 13
4
G1
14 -6 -0
', ROOFTRUSS
4.87
0 -0 -0
!0 -0 -0
�
�
74 l each
2X6/2X
0.00
�N
2
H1
(1) 2 -Ply
12 -11-
! ROOF 8.00
C 3 -8 -0
1 -4 -0
I 0-0 -0
h
� �
�
17 lbs.
2X4 /2X
� 0.00
Ro La Bra
e ach
4-11-0
4
H1 -CAP
-4 -8
MONOPIGGYBA(8.00
i2 -0 -0
0 -0 -0
2 6 lbs. e ach
I 7
0.00
-- -
-
--
_
--
- '12-11-3C3-8-0
1
r-
0
1 H2
X24 -11-0
� 8.00
�1 -4 -0
-0 -0
142 l bs. ea ch
5 Rows Lat Bra 0.00
—
-
- - --
- --
-
- 24 11 0
12 -0 -12
8.000.0.
':ROOFTRUSS �
X 0-0 -0
�
2
H3
- -
'
136 lbs. each
o.0 I s 1
5 Rows Lat Bra
4 -9 -10
I
2
HF -A1
7 - 11 - 8
I<lNCPOST 14.42 ' -0 -0
0 -0 -0
31 l bs. e ac h
0.00
2 -6 -11
8
J1
1 - 11 - 11
'ROOF TRUSS 8.00 11 -4 -0
0 -0 -0
7 lb e ach
0. 00
2
J1A
5 - 9 - 11
ROOFTRUSS 8.00 0 - 0 - 0
0 - 0 - 0
14 lb e ach
0.00
3- 10 -11,
8 J2
13 -11-11
'ROOFTRUSS '8.00 11 -4 -0
0 -0 -0
1 2 lbs. ea
0.
5 -2 -11
6 J3
5 - -11
' ROOFTRUSS 8.00 1 - -
0 - 0 - 0
17 lb eac
_ 0.00
6 -6 -14
10
M1
8 -0 -0
ROOFTRUSS 8.00 1 -4 -0
0 -0 -0
32 l bs. eac
0 .00
2 -11 -3,
8
IM2
2 -6 -8
ROOFTRUSS 1 8.00 1 1 -4 -0
0 -0 -0
10 lbs. eac
0.00
Above listed items have been received in good condition. (exceptions listed
to right).
Received by:
Thank You for your Business.
STOCK COMPONENTS
1676 Pr=DtRSON ST.
To:
Delivery List
IDAHO FALLS
DRIGGS
Job Number:
Phone: 208-528-2309 Fax: 208-528-2320
Page:
1
-- --
-
-
Date:
08 -29 -2003 - 10:06:40 AM
Project:EAGLEWOOD
Block No:
Mod el:
Lot
No :
Project ID:
Q39441
Contact
Site:
Office:
Deliver To:
Account No:
Designer:
296316610
JEROD
Name:
Salesperson:
BOB
Phone:
Quote Number:
Fax:
Tentative
Delivery Date:
Profile:
Qty:
Truss Id:
Span:
Truss Type:
Slope:
LOH
ROH
Load By:
4 Al
O
6 -6 -14'
23 - 10 - 8.00 1 -4 -0
'I ROOFTRUSS
0 -0 -0
-
110 lbs. each
2X4/2
0.00 _ - --
-- --
7 -10 -14
2
A2
04 lbs.
23- 10- O''ROOFTRUSS
8.00 1 -4 -0
0. 00
0 -0 -0
- - - -
--
- 1 ea ch
- �
- -- - --
--
9 -2 141
6
A3
23 -10 -0
ROOFTRUSS 8.00 I0 -0 -0
1 -4 -0
113 lbs. e ach
1 R ow Lat Brace 6.00
-
-
--
- -
+ 10 -2 -14
2
A4
23-10-0
ROOF TRUSS 800 i0 -0 -0
1 -4 -0
131 lbs . each
3 Rows Lat Bra 6.00 -
, 11
-- - --
-
- - - -,'
- 6 -14 --
-�
- - -
-- - -
2
IA5
23 - 10 - 0 ,ROOFTRUSS
1 8.00 0 -0 -0
1 -4 -0
--
1 58 lbs. ea
8 Ro Lat Brace 6.00 '
-
f'
I 12 -10 -14
t --
2
B1
34 -0 -0
ROOFTRUSS 8.00 1 -4 -0
1 -4 -0
1
u -_, --
182 lbs. eac
3 Ro ws Lat Bra 0.00
-
- -T
--
1 2 -9 -4
r
I
6
B2
33 -9 -0
'ROOF TRUSS 8.00 1 -4 -0
0 -0 -0
1 85 lbs. each
6 Rows Lat B race 4.
I12-9-4
8
B3
30 -3 -8
ROOFTRUSS 8.00 0 -0 -0
0 -0 -0
171 lbs. each
7 Ro ws Lat Brac 4 .00
13 -6 -14
�r
16
64
30
ROOFTRUSS 1 8.00 0 - -
1 - 4 - 0
L �
173lbs.each
7 Row La Brace 4
6-2-3
2
C1
14-10-0
;ROOFTRUSS 8.00 1 -4 -0
1 -4 -0
46 lbs. each
0.00
4 -11 -9
2
C1G
14 -10 -0
ROOFTRUSS 8.00 0 -0 -0
0 -0 -0
5
0.00
_ 6 -2 -
10
',C2
14 -8 -0
ROOFTRUSS 8.00 1 -4 -0
0 -0 -0
44 lbs. each
0.00
- --
6 6 3
4
"CR1
44 lbs.
11 - -0
ROOF TRUSS 5.66 1 -10 -10
0.00
'0 -0 -0
- -
-
each
-
-
2 -10 -12
I
4
CR2
3 -0 -7
ROOFTRUSS 1 , 6.73 1 -6 -7
0 -0 -0
G
11 lbs. each
0.00
- -
--
9 -6 -14,
7
D1
25 -0 -0
ROOFTRUSS 8.00 0 -0 -0
1 -4 -0
t-
95lbs. each
0.00
9 -6 -14
1
D1 G
25-0-0
ROOFTRUSS 8.00 1-4-0
1-4-0
--
123 lbs. each
1 Row Lat Bra 0. 00
--
110 -6 -14
1
E1
25 -0-0
0-0-0
1 - 4 0
131 lbs. each
5 Rows at B ac .
11 -10 -114
1
E2
25 -0 -0
ROOF TRUSS 8.00 I0 -0 -0
1 -4 -0
131 lbs. each
15 Rows Lat Brace 0.00
13 -2 -14
1
E3
25 -0-0
ROOF TRUSS -8.00 : 0-0-0
:1-4-0
�' -- --
131 lbs. each
5 Row La Brace 0 .00
_
I13 -2 -14
1
E4
25 - 0 - 0
ROOF -s.00 o -o -o
1 -4 0 I
131 lbs. each
5 Rows Lat Brace 0.00
J
— — — Truss Truss Type
Q39441 Al ROOF TRUSS
�h�son�omponents - IF,TdaTio�alls�$�403, JEROD
-1 -4 -0 4 -3 -15
1 -4 -0 4 -3 -15
8 -0 -0 12 -0 -0
3 -8 -1 4 -0 -0
Qty Ply DRFGGS /EAGLEWOOD76= 2 --
i
i2 1 2
Job Reference (optional)
- 5 o�1y3�0031M1i e n us nes, nc_F n'7kug 22 43 4T20D age
5x5 =
r l
0
3x4 =
8 -0 -0 1 16 -0 -0
16 -0 -0 19 -8 -1 23 -10 -0
4 -0 -0 3 -8 -1 4 -1 -15
Scale = 1:43.4
5x5 =
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 6 SPF No.2
WEBS 2 X 4 SPF Stud /Std
8 -0 -0
23 -10 -0
8 -0 -0
Plate Offsets(XY):
7 -10 -0
(loc)
LOADING (psf)
TCLL 35 0
SPACING
Plates Increase
2 -0 -0
1.15
CSI
TC 0.34
DEFL in
Vert(LL) -0.18
TCDL 8.0
Lumber Increase
1.15
NO
BC 0.73
WB 0.62
Vert(TL) -0.26
Horz(TL) 0.04
BCLL 0.0
Rep Stress Incr
n/a
n/a
BCDL 8.0
Code IRC2000 1ANSI95
(Matrix)
Weight: 222 1b
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 6 SPF No.2
WEBS 2 X 4 SPF Stud /Std
BRACING
TOP CHORD Sheathed or 5 -5 -6 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
REACTIONS (lb /size) 8= 2607/0 -5 -8, 2= 2745/0 -5 -8
Max Horz 2= 185(load case 6)
Max Uplift8=- 872(load case 8), 2=- 952(load case 7)
Max Grav8= 3006(load case 3), 2= 3225(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2 =72, 2 -3= -4340, 3 -4= -4108, 4 -5= -3432, 5 -6= -3409, 6 -7= -4081, 7 -8 =-4281
BOT CHORD 2 -11 =3462, 10 -11 =3501, 9 -10 =3501, 8 -9 =3370
WEBS 3 -11= -104, 4 -11 =1954, 5 -11= -118, 5 -9= -157, 6 -9 =1941, 7 -9 = -19
NOTES
1) 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 -6 -0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc.
2) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
3) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 872 lb uplift at joint 8 and 952 lb uplift at
joint 2.
8) Girder carries hip end with 8 -0 -0 end setback
9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 865.61b down and
437.71b up at 16 -0 -0, and 884.0lb down and 447.Olb up at 8 -0 -0 on bottom chord. The design /selection of such special connection
device(s) is the responsibility of others.
r�
0
LOAD CASE(S) Standard
1) Snow: Lumber Increase =1.15, Plate Increase =1.15
Uniform Loads (plf)
Vert: 1 -4= -86.0, 4 -6= -43.0, 6 -8= -86.0, 2 -11= -16.0, 9 -11 =- 200.3, 8 -9= -16.0
Concentrated Loads (lb)
Vert: 11= -884.0 9= -865.6
23 -10 -0
7 -10 -0
(loc)
I /defl
L/d
PLATES GRIP
9 -11
>999
240
M1120 197/144
9 -11
>999
180
8
n/a
n/a
Weight: 222 1b
BRACING
TOP CHORD Sheathed or 5 -5 -6 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
REACTIONS (lb /size) 8= 2607/0 -5 -8, 2= 2745/0 -5 -8
Max Horz 2= 185(load case 6)
Max Uplift8=- 872(load case 8), 2=- 952(load case 7)
Max Grav8= 3006(load case 3), 2= 3225(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2 =72, 2 -3= -4340, 3 -4= -4108, 4 -5= -3432, 5 -6= -3409, 6 -7= -4081, 7 -8 =-4281
BOT CHORD 2 -11 =3462, 10 -11 =3501, 9 -10 =3501, 8 -9 =3370
WEBS 3 -11= -104, 4 -11 =1954, 5 -11= -118, 5 -9= -157, 6 -9 =1941, 7 -9 = -19
NOTES
1) 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 -6 -0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc.
2) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
3) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 872 lb uplift at joint 8 and 952 lb uplift at
joint 2.
8) Girder carries hip end with 8 -0 -0 end setback
9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 865.61b down and
437.71b up at 16 -0 -0, and 884.0lb down and 447.Olb up at 8 -0 -0 on bottom chord. The design /selection of such special connection
device(s) is the responsibility of others.
r�
0
LOAD CASE(S) Standard
1) Snow: Lumber Increase =1.15, Plate Increase =1.15
Uniform Loads (plf)
Vert: 1 -4= -86.0, 4 -6= -43.0, 6 -8= -86.0, 2 -11= -16.0, 9 -11 =- 200.3, 8 -9= -16.0
Concentrated Loads (lb)
Vert: 11= -884.0 9= -865.6
- - - - - --
FJlnY _ Truss Truss Type - !, Qty P 7DRR EW06D78= 2a7JR(ID)K
Q39441 A2 ROOF TRUSS 2 1
Job Reference (optional)
n erson Idaho Falls, ID 83403, JEROD - — -- 5 100 s May 30 i e n ustnes, nc. ri ud - 23 - 68:43:42 2003 Page
.1 -4 -0, 5 -2 -7
1 -4 -0 5 -2 -7
4x8 -
45 11
4 5
O
10 -0 -0 14 -0 -0
4 -9 -9 4 -0 -0
18 -9 -9 23 -10 -0
4 -9 -9 5 -0 -7
Scale = 1:43.3
M
O
5 -2 -7
10 -0 -0
14 -0 -0
18 -9 -9
23 -10 -0
5 -2 -7
4 -9 -9
4 -0 -0
4 -9 -9
5 -0 -7
date Offs _(X,Y)_._ j2 i 3�� =14]; [4:0- 4�-41,[7:0-0-3,0-0-51
-
- - - - --
- -
LOADING (psf) SPACING 2 -0 -0
CSI
DEFL in
(loc) I /deft Ud
PLATES GRIP
TCLL 35.0 Plates Increase 1.15
TC 0.50
Vert(LL) -0.07
11 -12 >999 240
M1120 197/144
TCDL 8.0 i Lumber Increase 1.15
BC 0.68
Vert(TL) 0.02
1 >821 180
BCLL 0.0 Rep Stress Incr YES
WB 0.46
Horz(TL) 0.05
7 n/a n/a
BCDL 8.0 Code IRC2000 /ANS195
(Matrix)
Weight: 104 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD
Sheathed or 3 -6 -2 oc purlins.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or
10 -0 -0 oc bracing.
WEBS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 7=1187/0-5-8,2=1338/0-5-8
Max Horz2= 227(load case 6)
Max Uplift7=- 172(load case 8), 2=- 258(load case 7)
Max Grav7= 1498(load case 3), 2= 1733(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2 =67, 2 -3= -1783, 3 -4= -1343, 4 -5= -1030, 5 -6= -1341, 6 -7= -1782
BOT CHORD 2 -12 =1359, 11 -12 =1359, 10-11=1032,9-10=1350,8-9=1350,7-8=1350
WEBS 3-12=90,3-11=-409,4-11=305,4-10=-4,5-10=301, 6-10=-400,6-8=106
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category II; Exp C, enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 7 and 258 lb uplift at
joint 2.
LOAD CASE(S) Standard
1.5X4 II 3X4 = 3X0 - 3X4 =
1.5x4 II
Job , ' Truss Truss Type
Q39441 lA3 IROOFTRUSS
An erson omponents 2 1F, Idaho Fads, ID 83403, I JEROD
3 -11 -15 7 -9 -0
3 -11 -15 3 -9 -1
0
5
21 -4 -8 , 23 -10 -0
2 -0 -0 2 -5 -8 1 -4 -0
Scale = 1:44.0
REACTIONS (lb /size) 1=1187/0-5-8,8=1338/0-5-8
Max Horz 1=- 271(load case 5)
Max Upliftl=- 183(load case 7), 8=- 270(load case 8)
Max Gravl= 1391(load case 2), 8= 1627(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2= -1743, 2 -3= -1502, 3 -4= -1483, 4 -5= -1174, 5 -6= -1428, 6 -7= -2535, 7 -8= -1739, 8 -9 =67
BOT CHORD 1 -14 =1348, 13 -14 =1275, 12 -13 =1143, 11 -12 =2107, 10-11=1405,8-10=1301
WEBS 2 -14= -215, 3 -14= -296, 3- 13 = -17, 4 -13 =485, 4 -12= -305, 5 -12 =749, 6 -12= -1103, 6 -11 =466, 7 -11 =928, 7 -10= -625
NOTES
1) Wind: ASCE 7 -98; 90mph, h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 lb uplift at joint 1 and 270 Ito uplift at
joint 8.
-- Qty Ply - -- TDRTGGSIEAGLEWO�Oti78 201JR�ID)�
- I
6 1,
Job Reference f00 sTvTa�0 _2i60FMT1c n us rries, Fn Aug �2 OS:43 42 2003 Pagel
9 -9 -0 1 11 -10 -0 1 19 -4 -8
2 -0 -0 2 -1 -0 7 -6 -8
4x5 11
P�
0
GRIP
197/144
LOAD CASE(S) Standard
5x8 - 6.00 (iS 5x5 -
7 -9 -0 ,
9 -9 -0 , 11 -10 -0
19 -4 -8 21 -4 -8 23 -10 -0
7 -9 -0
2 -0 -0 2 -1 -0
7 -6 -8 2 -0 -0 2 -5 -8
P1afte - Off sef s - �X,Y)`
[ 1 0 0-3,6 -0-9]; [8 - .E�e0 -0 -4], [1 -2 -4J, [14:0- fi - 0,0 -2
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL
in (loc) I /deft L/d PLATES
TCLL 35.0
Plates Increase 1.15
TC 1.00
Vert(LL)
-0.12 11 -12 >999 240 M1120
TCDL 8.0
Lumber Increase 1.15
BC 0.74
Vert(TL)
-0.21 11 -12 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.79
Horz(TL)
0.10 8 n/a n/a
BCDL 8.0
Code IRC2000 /ANSI95
(Matrix)
Weight: 114 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD Sheathed or 1 -7 -8 oc purlins.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
WEBS 2 X 4 SPF Stud /Std
WEBS
1 Row at midpt 6 -12
REACTIONS (lb /size) 1=1187/0-5-8,8=1338/0-5-8
Max Horz 1=- 271(load case 5)
Max Upliftl=- 183(load case 7), 8=- 270(load case 8)
Max Gravl= 1391(load case 2), 8= 1627(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2= -1743, 2 -3= -1502, 3 -4= -1483, 4 -5= -1174, 5 -6= -1428, 6 -7= -2535, 7 -8= -1739, 8 -9 =67
BOT CHORD 1 -14 =1348, 13 -14 =1275, 12 -13 =1143, 11 -12 =2107, 10-11=1405,8-10=1301
WEBS 2 -14= -215, 3 -14= -296, 3- 13 = -17, 4 -13 =485, 4 -12= -305, 5 -12 =749, 6 -12= -1103, 6 -11 =466, 7 -11 =928, 7 -10= -625
NOTES
1) Wind: ASCE 7 -98; 90mph, h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 lb uplift at joint 1 and 270 Ito uplift at
joint 8.
-- Qty Ply - -- TDRTGGSIEAGLEWO�Oti78 201JR�ID)�
- I
6 1,
Job Reference f00 sTvTa�0 _2i60FMT1c n us rries, Fn Aug �2 OS:43 42 2003 Pagel
9 -9 -0 1 11 -10 -0 1 19 -4 -8
2 -0 -0 2 -1 -0 7 -6 -8
4x5 11
P�
0
GRIP
197/144
LOAD CASE(S) Standard
5x8 - 6.00 (iS 5x5 -
fTo b Truss Truss Type
( lA4 ROOFTRUSS
— Anderso�onents = ,, Idaho Td�Falls, ID 83403, JERO�
Qty -- Ply 7RTGGS7EAGLEW00D78 }K
2� sMa 3 1 J 0�06 b 3I0fiTe�ln usri�FriAu 2208:43:a3�003 - tea e�
Y 9 9
0 - ,4 ; 0 7 -9 -0 10 -4 -0 14 -10 -4 19 -4 -8 , 21 -4 -8 23 -10 -0 �5 -2 -C
0 -4 0 7 -5 -0 2 -7 -0 4 -6 -4 4 -6 -4 2 -0 -0 2 -5 -8 1 -4 -0
3x4 - 3x4 - 45 II
1 2 3
1 M,
0
Scale = 1:46.5
01
1.5x4 11
5x6 = 6.00 FT£
5x5 =
7 -9 -0
, 9 -9 -0
19 -4 -8
21 -4 -8 23 -10 -0
7 -9 -0
2 -0 -0
9 -7 -8
2 -0 -0 2 -5 -8
- P late — Offsets (X, [A:(Y- T1 I - T 0 = -2],
19: -2- 0� -4], [T0� =5- �0 -2 -8], j 8�, 2 -8]
LOADING (psf) SPACING 2 -0 -0
CSI
DEFL in
(loc) I /defl L/d
PLATES GRIP
TCLL 35.0 Plates Increase 1.15
TC 0.87
Vert(LL) -0.19
10 -11 >999 240
M1120 197/144
TCDL 8.0 Lumber Increase 1.15
BC 0.65
Vert(TL) -0.37
10 -11 >753 180
BCLL 0.0 Rep Stress Incr YES
WB 0.98
Horz(TL) 0.09
7 n/a n/a
BCDL 8.0 Code IRC2000 /ANSI95
(Matrix)
Weight: 132 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 2100F 1.8E 'Except'
TOP CHORD
Sheathed or 3 -0 -7 oc purlins, except end verticals.
T3 2 X 4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
BOT CHORD 2 X 4 SPF No.2
WEBS
1 Row at midpt
2 -12
WEBS 2 X 4 SPF Stud /Std 'Except`
2 Rows at 1/3 pts
1 -13
EV1 2 X 4 SPF No.2
REACTIONS (lb /size) 13=1191/0-5-8,7=1343/0-5-8
Max Horz 13=- 425(load case 8)
Max Uplift13=- 235(load case 5), 7=- 236(load case 8)
Max Grav13= 1305(load case 2), 7= 1711(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2= -737, 2 -3= -871, 3 -4= -1121, 4 -5= -2517, 5 -6= -2462, 6 -7= -1760, 7 -8 =67, 1 -13= -1124
BOT CHORD 12- 13 =34, 11 -12 =819, 10-11=1306,9-10=1441, 7 -9 =1340
WEBS 1-12=1084,2-12=-1133, 2-11=564,3-11=391, 4 -11= -659, 4 -10 =1091, 5 -10= -276, 6-10=766,6-9=-655
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf, Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 13 and 236 lb uplift
at joint 7.
LOAD CASE(S) Standard
- -
Truss ,Truss Type Qty Ply I DRTGGSIEWGLEWOOD78- 2077R(ID
O n 4 erw om onen s - I- TF Tdaho Falls, fD 83408 ROOF TRUSS 2 1
I Job Reference (optional)
-- - __ -- - gp260 T
- "- p , �EROT3 b. - t00 s May 3 IhJI "Tek Indusfnes, lnc. r�22 689:44 2 - 003 age
2 -4 -0 , 8 -4 -0 1 9 -9 -0, 14 -6 -12 19 -4 -8 1 21-4-8 1 23-1 O-OZ5-2-Q
2 -4 -0 6 -0 -0 1 -54 4 -9 -12 4 -9 -12 2 -0 -0 2 -5 -8 1 -4 -0
4x8 - Scale = 1:54.0
8.00 FIT
4x10 II
0
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 16=1191/0-5-8,9=1343/0-5-8
Max Horz 16=- 449(load case 8)
Max Upliftl6=- 219(load case 8), 9=- 240(load case 8)
Max Grav 1 6= 1 493(load case 3), 9= 1957(load case 3)
BRACING
TOP CHORD Sheathed or 2 -9 -7 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
WEBS 1 Row at midpt 4-13,5-13
2 Rows at 1/3 pts 2 -15, 3 -14, 1 -16
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2= -320, 2 -3= -619, 3 -4= -944, 4 -5= -1124, 5 -6= -2328, 6 -7= -2529, 7 -8= -2464, 8 -9= -1759, 9- 10 =67, 1 -16= -1167
BOT CHORD 15 -16 =5, 14-15=250,13-14=739, 12 -13 =1279, 11-12=1439,9-11=1339
WEBS 2 -15= -937, 2 -14 =776, 3 -14= -933, 3 -13 =1018, 4- 13 = -87, 5 -13= -678, 5 -12 =1123, 7 -12= -294, 8 -12 =772, 8 -11= -652,
1 -15 =1017
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C, enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 16 and 240 lb uplift
at joint 9.
LOAD CASE(S) Standard
1.5x4 11 8x8 =
5x5 = 6.00 FIT
5x5
=
2 -4 -0
7 -9 -0
9 -9 -0
19 -4 -8
21 -4 -8
23 -10 -0
2 -4 -0
5 -5 -0
2 -0 -0
9 -7 -8
T
2 -0 -0
2 -5 -8
- Plate Offsets I Edg [2:0 =2- 12,0
-2_-8]; [5T0-
T2,62_-O], [ Edge -0-4]J f 0- 2- &0 -2 -4],
_[13 0- 6- 0,0 - 3- 4j - [1 4 :tf= 2- 8,0 , [T5 0- 3- 8,0 - 2-12l -
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) -0.24 12 -13 >999
240
M1120 197/144
TCDL 8.0
Lumber Increase
1.15
BC 0.65
Vert(TL) -0.42 12 -13 >674
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.96
Horz(TL) 0.13 9 n/a
n/a
BCDL 8.0
Code IRC2000 /ANSI95
(Matrix)
Weight: 158 lb
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 16=1191/0-5-8,9=1343/0-5-8
Max Horz 16=- 449(load case 8)
Max Upliftl6=- 219(load case 8), 9=- 240(load case 8)
Max Grav 1 6= 1 493(load case 3), 9= 1957(load case 3)
BRACING
TOP CHORD Sheathed or 2 -9 -7 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
WEBS 1 Row at midpt 4-13,5-13
2 Rows at 1/3 pts 2 -15, 3 -14, 1 -16
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2= -320, 2 -3= -619, 3 -4= -944, 4 -5= -1124, 5 -6= -2328, 6 -7= -2529, 7 -8= -2464, 8 -9= -1759, 9- 10 =67, 1 -16= -1167
BOT CHORD 15 -16 =5, 14-15=250,13-14=739, 12 -13 =1279, 11-12=1439,9-11=1339
WEBS 2 -15= -937, 2 -14 =776, 3 -14= -933, 3 -13 =1018, 4- 13 = -87, 5 -13= -678, 5 -12 =1123, 7 -12= -294, 8 -12 =772, 8 -11= -652,
1 -15 =1017
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C, enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 16 and 240 lb uplift
at joint 9.
LOAD CASE(S) Standard
_ _ - _ _ F .._ - - -- Truss Type -- - TQty Ply GGS/E_AGMVOOD /8- 207JRMK_
ob Truss
Q39441 131 ROOF TRUSS 2 1
Job Reference A nderson Componen s - Idaho Falls, 83403�ER�� — _5100 s 20
May _3U 03 MiTe_K In us
es,nc. _Fn'Aug 22 Pagan
- 1 -4 -p 7 -4 -12 14 -6 -0 16 -6 -9 22 -2 -6 1 27 -10 -12 34 -0 -0 3,5 -4 -
1 -4 -0 7 -4 -12 7 -1 -4 2 -0 -0 5 -8 -6 5 -8 -6 6 -1 -4 1 -4 -0
Scale = 1:67.7
5x8 -
45 II
r`
v
7 -4 -12 1 14 -6 -0 16 -6 -0; 25 -0 -9 34 -0 -0
7 -4 -12 7 -1 -4 2 -0 -0 8 -6 -9 8 -11 -7
Plate Offsets [4:0-3-0,0-2_-T21,_[9 G-0 I'tS0 8 -1 -81
LOADING (psf) SPACING
2 -0 -0
i CSI
DEFL in
TCLL 35.0 Plates Increase
1.15
TC 0.96
Vert(LL) -0.15
TCDL 8.0 Lumber Increase
1.15
BC 0.86
Vert(TL) -0.27
BCLL 0.0 Rep Stress Incr
YES
WB 0.87
Horz(TL) 0.07
BCDL 8.0 Code IRC2000 /ANSI95
(Matrix)
-- _ ------ -- - -
LUMBER
- -- -- --
-
BRACING
TOP CHORD 2 X 4 SPF No.2 *Except*
TOP CHORD
T1 2 X 4 SPF 1650F 1.5E
BOT CHORD
BOT CHORD 2 X 4 SPF No.2
WEBS
WEBS 2 X 4 SPF Stud /Std *Except*
EV1 2 X 4 SPF No.2
REACTIONS (lb /size) 16=1849/0-5-8,9=1857/0-5-8
Diq
0
(loc) I /deft L/d PLATES GRIP
9 -11 >999 240 M1120 197/144
9 -11 >999 180
9 n/a n/a
Weight: 182 lb
Sheathed or 2 -5 -10 oc purlins, except end verticals.
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
1 Row at midpt 3 -14, 4 -13, 6 -13
Max Horz 16=- 357(load case 5)
Max Uplift16=- 338(load case 7), 9=-351 (load case 8)
Max Grav16= 2193(load case 2), 9= 2258(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2 =74, 2 -3= -1907, 3 -4= -1644, 4 -5= -1251, 5 -6= -1624, 6 -7= -2191, 7 -8= -2329, 8 -9= -2625, 9- 10 =67, 2 -16= -1785
BOT CHORD 15 -16 =151, 14-15=1447,13-14=1234, 12 -13 =1656, 11-12=1656,9-11=2042
WEBS 3 -15= -271, 3-14=-301,4-14=264,4-13=82,5-13=578,6-13=-702,6-11=491, 8-11=-375,2-15=1352
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf, Category II; Exp C; enclosed,MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 338 lb uplift at joint 16 and 351 lb uplift
at joint 9.
LOAD CASE(S) Standard
- 10 1D 14 13 IL II IA. -
2x4 II 3x10 = 3x4 = 3x8 - 3x4 - 3x4 =
q � _ - Truss Truss Type
Q39441 B2 ROOFTRUSS
L Vnde -- rsoh�pone — nts - - I` IF, - aho aF�83401, JERO[Y --
6 -9 -12 13 -4 -0
6 -9 -12 6 -6 -4
8.00 rfT
4�
Qty Ply — [ORIGSS[EAGLEWGOD/a-20 /JRM3)FK—
6 1
Job Reference (optional)
5. TOZ s May W 200 i e n us nes nc Fri Aug_M_08 43:45 _U3 a
15 -6 -0 19 -5 -10 23 -5 -4 28 -6 -3 33 -9 -0
2 -2 -0 3 -11 -10 3 -11 -10 5 -0 -15 5 -2 -13
4x4 -
6
6 -9 -12 1 1 3 -4 -0 ,15 -6 -0, 23 -5 -4 1 28 -6 -3 1 33 -9 -0
LUMBER
6 -9 -12
6 -6 -4 2 -2 -0
7 -11 -4
T4 2 X 4 SPF 1650F 1.5E
5 -0 -15
- Pl� (X,YF 0 = �8�0 1 1 - T2y, 0- 2�2- 10], gd J J [1 - 0 4 -0- 3 -T1];
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL in (loc)
I /deft
L/d
TCLL 35.0
Plates Increase 1.15
TC 0.91
Vert(LL) -0.45 13
>898
240
TCDL 8.0
Lumber Increase 1.15
BC 0.99 1
Vert(TL) -0.65 13 -14
>621
180
BCLL 0.0
Rep Stress Incr YES
WB 0.84
Horz(TL) 0.41 11
n/a
n/a
BCDL 8.0
Code IRC2000 /ANSI95
(Matrix)
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2 'Except'
TOP CHORD
T4 2 X 4 SPF 1650F 1.5E
BOT CHORD
BOT CHORD 2 X 4 SPF No.2 'Except"
WEBS
B3 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud /Std 'Except'
W7 2 X 4 SPF No.2, EV1 2 X 4 SPF No.2
WEDGE
Right: 2 X 6 SPF No.2
REACTIONS (lb /size) 17= 1844/0 -5 -8, 11= 1703 /Mechanical
Max Horz 17=- 364(load case 5)
Max Upliftl7=- 324(load case 7), 11=- 270(load case 8)
Max Grav 1 7=2127(load case 2), 11= 2075(load case 3)
5 -2 -13
PLATES
M1120
Weight: 186 lb
Sheathed or 1 -11 -3 oc purlins, except end verticals.
Rigid ceiling directly applied or 9 -8 -9 oc bracing.
1 Row at midpt 3 -15, 5 -15, 5 -14, 6 -14
2 Rows at 1/3 pts 7 -14
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2 =74, 2 -3= -1870, 3 -4= -1685, 4 -5= -1505, 5 -6= -1548, 6 -7= -1570, 7 -8= -4039, 8 -9= -3943, 9 -10= -4070, 10- 11= -4705,
2- 17 = -1785
BOT CHORD 16 -17 =124, 15 -16 =1427, 14 -15 =1342, 13 -14 =1928, 12 -13 =3920, 11 -12 =3917
WEBS 3 -16= -319, 3 -15= -232, 5 -15= -210, 5 -14= -149, 6 -14 =1396, 7 -14= -1447, 7 -13 =2776, 8 -13= -381, 10- 13 = -423, 10- 12 =80,
2 -16 =1369
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 lb uplift at joint 17 and 270 lb uplift
at joint 11.
Scale = 1:65.5
0
GRIP
197/144
LOAD CASE(S) Standard
17 16 15 3x8 4.00 Ff2
5x10 N
2x4 II 3x10 - 5x8 -
[.,o iTrdss Truss T e
Qty i Ply � DRfGG57EAG[
YP
Q39441 B3 ROOF TRUSS 8 1
derson om one - �ho-Falls, fDM40 Job Reference
- An
P I JER�D - — �TO� s Nla�6�663T71 "Tek Ind
5 -1 -0 9 -10 -8 12 -0 -8 16 -0 -2 1 19 -11 -12 25 -0 -11
5 -1 -0 4 -9 -8 2 -2 -0 3 -11 -10 3 -11 -10 5 -0 -15
4x4 =
2
0
25 -0 -11
5 -0 -15
in (loc) I /deft
-0.40 11 >899
-0.56 11 -12 >637
0.38 9 n/a
LUMBER
14
13 3x8
4.uu 111
T3 2 X 4 SPF 165OF 1.5E
44 -
5x8 =
WEBS
B3 2 X 4 SPF 165OF 1.5E
9 -10 -8
1 12 -0 -8,
19 -11 -12
W6 2 X 4 SPF No.2, EV1 2 X 4 SPF No.2
9 -10 -8
2 -2 -0
7 -11 -4
Plafe (X,Y)
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL
TCLL 35.0
Plates Increase 1.15
TC 0.93
Vert(LL)
TCDL 8.0
Lumber Increase 1.15
BC 0.94
Vert(TL)
BCLL 0.0
Rep Stress Incr YES
WB 0.82
Horz(TL)
BCDL 8.0
Code IRC2000 /ANSI95
(Matrix)
25 -0 -11
5 -0 -15
in (loc) I /deft
-0.40 11 >899
-0.56 11 -12 >637
0.38 9 n/a
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2 *Except*
TOP CHORD
T3 2 X 4 SPF 165OF 1.5E
BOT CHORD
BOT CHORD 2 X 4 SPF No.2 *Except*
WEBS
B3 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud /Std *Except*
W6 2 X 4 SPF No.2, EV1 2 X 4 SPF No.2
WEDGE
Right: 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 9= 1530 /Mechanical, 14= 1530/0 -5 -8
30 -3 -8
5 -2 -13
5x 10
30 -3 -8
5 -2 -13
L/d PLATES
240 M1120
180
n/a
Weight: 171 lb
0
Scale = 1:63.2
GRIP
197/144
Sheathed or 2 -2 -12 oc purlins, except end verticals.
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
1 Row at midpt 2 -13, 3 -13, 3 -12
2 Rows at 1/3 pts 5-12,2-14
Max Horz 14=- 373(load case 5)
Max Uplift9=- 241 (load case 8), 14=- 219(load case 8)
Max Grav9= 1955(load case 3), 14= 1593(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2= -177, 2 -3= -1254, 3 -4= -1199, 4 -5= -1245, 5 -6= -3474, 6 -7= -3378, 7 -8= -3505, 8 -9= -4173, 1 -14= -235
BOT CHORD 13 -14 =825, 12 -13 =986, 11 -12 =1593, 10 -11 =3468, 9 -10 =3465
WEBS 2 -13 =213, 3 -13= -386, 3 -12 =110, 4 -12 =991, 5 -12= -1326, 5 -11 =2490, 6 -11= -381, 8 -11= -465, 8- 10 =81, 2 -14= -1438
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98, Pf =35.0 psf (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 per Table 1607.1 of
IBC -00.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 lb uplift at joint 9 and 219 lb uplift at
joint 14.
LOAD CASE(S) Standard
o . Truss Truss Type
Q39441 B4 ROOF TRUSS
n erson om onenfs -
p - ZF;lda��lls, ID�3aD�JERO� -
5 -1 -0 9 -10 -8 12 -0 -8 16 -0 -2
5 -1 -0 4 -9 -8 2 -2 -0 3 -11 -10
4x4 -
4
Scale: 3/16 " =1'
0
4x4 —
9 -10 -8
5x8 -
12 -0 -8
19 -11 -12
25 -0 -11 1
30 -6 -8
9 -10 -8
2 -2 -0
7 -11 -4
5 -0 -15
5 -5 -13
a e Offsets - 15:0= D T £0�12],
LOADING (psf) SPACING 2 -0 -0
CSI
DEFL in
(loc) I /defl L/d
PLATES GRIP
TCLL 35.0 Plates Increase 1.15
TC 0.83
Vert(LL) -0.42
11 -12 >871 240
M1120 197/144
TCDL 8.0 Lumber Increase 1.15
BC 0.87
Vert(TL) -0.58
12 -13 >626 180
BCLL 0.0 Rep Stress Incr YES
WB 0.82
i Horz(TL) 0.39
9 n/a n/a
BCDL 8.0 Code IRC2000 /ANSI95
(Matrix)
Weight: 173 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2 *Except*
TOP CHORD
Sheathed or 2 -2 -3 oc purlins, except end verticals.
T3 2 X 4 SPF 165OF 1.5E
BOT CHORD
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
BOT CHORD 2 X 4 SPF No.2 *Except*
WEBS
1 Row at midpt
2 -14, 3 -14, 3 -13
B3 2 X 4 SPF 165OF 1.5E
2 Rows at 1/3 pts
5-13,2-15
WEBS 2 X 4 SPF Stud /Std *Except*
W6 2 X 4 SPF No.2, EV1 2 X 4 SPF No.2
WEDGE
Right: 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 9= 1684/0 -5 -8, 15= 1535/0 -5 -8
Max Horz 15=- 392(load case 5)
Max Uplift9=- 326(load case 8), 15=- 217(load case 8)
Max Grav9= 2193(load case 3), 15= 1596(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2= -177, 2 -3= -1259, 3 -4= -1204, 4 -5= -1251, 5 -6= -3506, 6 -7= -3409, 7 -8= -3535, 8 -9= -4217, 9- 10 =63, 1 -15= -235
BOT CHORD 14 -15 =828, 13 -14 =990, 12 -13 =1603, 11 -12 =3518, 9 -11 =3511
WEBS 2 -14 =215, 3 -14= -388, 3 -13 =113, 4 -13 =997, 5 -13= -1338, 5 -12 =2520, 6 -12= -384, 8 -12= -486, 8- 11 =66, 2 -15= -1443
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf, Category 11; Exp C. enclosed;MWFRS gable end zone,Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
6) Bearing at joint(s) 9 considers parallel to grain value using ANSI /TPI 1 -1995 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 326 lb uplift at joint 9 and 217 lb uplift at
joint 15.
LOAD CASE(S) Standard
Qty Ply 0D78- 2D1JRfID)K
16 1
Job Reference (optional)
b 100 S 30 2003 MiTek n us rles,7nc. Fri Aug 22 age 1
19 -11 -12 25 -0 -11 1 30 -6 -8 31 -10
3 -11 -10 5 -0 -15 5 -5 -13 1 -4 -0
JotY_ ► – Truss – Truss TYPe – Qty _ _ — Ply - j DRIGGS GLEWOOD78- 207JR(ID)R -
Q39441 ��C1 ROOFTRUSS 12 1,
J ob 3- Ref erence (optional)
�n o�rien�F�daho F - ails; fIT83403 JERC� — — 5. - 100 s�pa�y�0 I 2003 MiTeklndusfnes, nc. n ug 08:43603 —age 'er
-1 -4 -0 7 -5 -0 14 -10 -0 16 -2 -0
1 -4 -0 7 -5 -0 7 -5 -0 1 -4 -0
Scale = 1:29.0
4x4 =
3
d
1
Plal _eDffs;� (X,Y)- j4:0= DT,0 -0-2T_
LOADING (psf)
SPACING
2 -0 -0
CSI
TCLL
35.0
Plates Increase
1.15
TC 0.75
TCDL
8.0
Lumber Increase
1.15
BC 0.68
BCLL
0.0
Rep Stress Incr
YES
WB 0.17
BCDL
8.0
Code IRC2000 /ANSI95
(Matrix)
wmacrc
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 2= 874/0 -5 -8, 4= 874/0 -5 -8
Max Horz 2=- 161(load case 5)
Max Uplift2=- 198(load case 7), 4=- 198(load case 8)
Max Grav2= 1088(load case 2), 4= 1088(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=67,2-3=-916,3-4=-916,4-5=67
BOT CHORD 2-6=622,4-6=622
WEBS 3 -6 =184
r N
DEFL in
(loc) I /defl L/d PLATES GRIP
Vert(LL) -0.17
4 -6 >999 240 M1120 197/144
Vert(TL) 0.23
5 >87 180
Horz(TL) 0.01
4 n/a n/a
Weight: 47 lb
BRACING
TOP CHORD
Sheathed or 5 -0 -0 oc purlins.
BOT CHORD
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 II; Exp C; enclosed,MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 198 lb uplift at joint 2 and 198 lb uplift at
joint 4.
LOAD CASE(S) Standard
7 -5 -0 14 -10 -0
7 -5 -0 7 -5 -0
_ _
A truss Truss Type -
Q39441 C1G ROOF TRUSS
�rson�enls — tF, @a�Fails ID 9340 7ER0� -
7 -5 -0
7 -5 -0
Ci
0
0
Scale = 1:25.9
0
0
REACTIONS (lb /size) 1= 142/14 -10 -0, 7= 142/14 -10 -0, 10= 186/14 -10 -0, 11= 164/14 -10 -0, 12= 312/14 -10 -0, 9= 164/14 -10 -0, 8= 312/14 -10 -0
Max Horz 1=- 146(load case 5)
Max U pliftl =- 1 8(load case 5), 11=- 66(load case 7), 12=- 126(load case 7), 9=- 64(load case 8), 8=- 126(load case 8)
Max Grav 1 = 1 96(load case 2), 7= 196(load case 3), 10= 186(load case 1), 11= 255(load case 2), 12= 452(load case 2), 9= 255(load case 3), 8= 452(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2 =42, 2- 3 = -91, 3- 4 = -78, 4- 5 = -78, 5- 6 = -91, 6 -7 = -99
BOT CHORD 1- 12 =28, 11- 12 =28, 10- 11 =28, 9- 10 =28, 8 -9 =28, 7 -8 =28
WEBS 4 -10= -146, 3 -11= -147, 2 -12= -241, 5-9=-147,6-8=-241
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail'
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2 -0 -0 oc.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 1, 66 lb uplift at joint
11, 126 lb uplift at joint 12, 64 lb uplift at joint 9 and 126 lb uplift at joint 8.
Qty Ply — j DRIGZS7EA�GLEWOOD78 M7JROD)R — -
2 i 1 1 i
Job Reference (optional)
00 s aM�620OTMi7ek us rtes, In Fri u�8.'43 - .47 2003 - gaeI-
14 -10 -0
7 -5 -0
44 =
4
LOAD CASE(S) Standard
14 -10 -0
14 -10 -0
- Plate Off [56 361 =0], [6
[8 T2- 0,0= - I - -O r j9`.0�0 - -1=0]
LOADING (psf) SPACING 2 -0 -0
CSI
DEFL in
(loc) I /deft L/d PLATES GRIP
TCLL 35.0 Plates Increase 1.15
TC 0.23
Vert(LL) n/a
n/a 999 M1120 197/144
TCDL 8.0 Lumber Increase 1.15
BC 0.15
Vert(TL) n/a
n/a 999
BCLL 0.0 Rep Stress Incr NO
WB 0.09
Horz(TL) 0.00
7 n/a n/a
BCDL 8.0 Code IRC2000 /ANSI95
(Matrix)
Weight: 52 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD
Sheathed or 6 -0 -0 oc purlins.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
OTHERS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 1= 142/14 -10 -0, 7= 142/14 -10 -0, 10= 186/14 -10 -0, 11= 164/14 -10 -0, 12= 312/14 -10 -0, 9= 164/14 -10 -0, 8= 312/14 -10 -0
Max Horz 1=- 146(load case 5)
Max U pliftl =- 1 8(load case 5), 11=- 66(load case 7), 12=- 126(load case 7), 9=- 64(load case 8), 8=- 126(load case 8)
Max Grav 1 = 1 96(load case 2), 7= 196(load case 3), 10= 186(load case 1), 11= 255(load case 2), 12= 452(load case 2), 9= 255(load case 3), 8= 452(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2 =42, 2- 3 = -91, 3- 4 = -78, 4- 5 = -78, 5- 6 = -91, 6 -7 = -99
BOT CHORD 1- 12 =28, 11- 12 =28, 10- 11 =28, 9- 10 =28, 8 -9 =28, 7 -8 =28
WEBS 4 -10= -146, 3 -11= -147, 2 -12= -241, 5-9=-147,6-8=-241
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail'
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2 -0 -0 oc.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 1, 66 lb uplift at joint
11, 126 lb uplift at joint 12, 64 lb uplift at joint 9 and 126 lb uplift at joint 8.
Qty Ply — j DRIGZS7EA�GLEWOOD78 M7JROD)R — -
2 i 1 1 i
Job Reference (optional)
00 s aM�620OTMi7ek us rtes, In Fri u�8.'43 - .47 2003 - gaeI-
14 -10 -0
7 -5 -0
44 =
4
LOAD CASE(S) Standard
( Truss Truss Type
erson�m on nts - , ROOF TRUSS
And
p e � Ida ER06 --
-1 -4 -0 7 -5 -0
1 -4 -0 7 -5 -0
- - --
__[Qty _ Ply -: DRIGGSIEAGLEW00D78-2O7JR(IDjK_____
Job -- -- 100 shy 3 2003 Mi Au 22 4T47 - M3 - 1 e�
9 9
14 -8 -0
7 -3 -0
44 -
Scale = 1:27.8
3
J
REACTIONS (lb /size) 4=721/0-3-8,2=878/0-5-8
Max Horz 2= 175(load case 6)
Max Uplift4=- 111(load case 8), 2=- 199(load case 7)
Max Grav4= 850(load case 3), 2= 1087(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=67,2-3=-927,3-4=-923
BOT CHORD 2-5=632,4-5=632
WEBS 3 -5 =192
7 -5 -0
7 -5 -0
LOADING (psf) SPACING 2 -0 -0
CSI
TCLL 35.0 Plates Increase 1.15
TC 0.73
TCDL 8.0 Lumber Increase 1.15
BC 0.82
BCLL 0.0 Rep Stress Incr YES
WB 0.17
BCDL 8.0 Code IRC2000 /ANSI95
(Matrix)
LUMBER
Vert(LL)
TOP CHORD 2 X 4 SPF 1650F 1.5E 'Except'
4 -5
T2 2 X 4 SPF 2100F 1.8E
240 M1120 197/144
BOT CHORD 2 X 4 SPF No.2
-0.25
WEBS 2 X 4 SPF Stud /Std
>679
REACTIONS (lb /size) 4=721/0-3-8,2=878/0-5-8
Max Horz 2= 175(load case 6)
Max Uplift4=- 111(load case 8), 2=- 199(load case 7)
Max Grav4= 850(load case 3), 2= 1087(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=67,2-3=-927,3-4=-923
BOT CHORD 2-5=632,4-5=632
WEBS 3 -5 =192
BRACING
TOP CHORD Sheathed or 5 -1 -5 oc purlins.
BOT CHORD 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 II; Exp C. enclosed,MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 4 and 199 lb uplift at
joint 2.
LOAD CASE(S) Standard
14 -8 -0
7 - 3 -0
DEFL
in
(loc)
I /deft
Ud PLATES GRIP
Vert(LL)
-0.20
4 -5
>873
240 M1120 197/144
Vert(TL)
-0.25
4 -5
>679
180
Horz(TL)
0.01
4
n/a
n/a
Weight: 44 lb
BRACING
TOP CHORD Sheathed or 5 -1 -5 oc purlins.
BOT CHORD 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 II; Exp C. enclosed,MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 4 and 199 lb uplift at
joint 2.
LOAD CASE(S) Standard
-- -- -- yp - — Qty TPIy . - DRIGDS/EAGLEWOOD/ &-207JR(ID)K— -- -
7 T� Truss T e
039441 CR1 ROOF TRUSS 4 1
a o a s, fD 83��
�dersmCom one - Job Reference (optional) p �F ld I daho lr 3 JER�� 5 T00� aVTy 30 2663 IJfiTek Indusfnes, Inc. nc. n u�2 08:4 48 20D� age
- 1 -10 -10
1 -10 -10
5 -10 -15
5 -10 -15
11 -3 -0
5 -4 -1
1.5x4 II
5
lqJ
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 2= 721/0 -7 -12, 6= 1056 /Mechanical
DEFL in (loc)
Vert(LL) -0.03 2 -7
Vert(TL) -0.15 1
Horz(TL) 0.01 6
BRACING
TOP CHORD
BOT CHORD
11 -3 -0
5 -4 -1
I /defl L/d I
>999 240
>183 180
n/a n/a
Scale = 1:27.5
PLATES GRIP
M1120 197/144
Weight: 45 lb
Sheathed or 6 -0 -0 oc purlins.
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
Max Horz 2= 384(load case 5)
Max Uplift2=- 108(load case 5), 6=- 397(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD 1-8=59,2-8=59,2-3=-987,3-4=137,4-5=-23
BOT CHORD 2-7=845,6-7=845
WEBS 3 -7 =123, 3- 6 = -967, 4- 6 = -495
NOTES
1) Wind: ASCE 7 -98, 90mph; h =25ft, TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C, Fully Exp.
3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 2 and 397 lb uplift at
joint 6.
LOAD CASE(S) Standard
1) Snow: Lumber Increase =1.15, Plate Increase =1.15
Uniform Loads (plf)
Vert: 1 -8= -86.0
Trapezoidal Loads (plf)
Vert: 8=- 0.0- to -5 =- 242.0, 2=- 1.3- to- 6 = -45.0
5 -10 -15
5 -10 -15
LOADING
(psf)
SPACING
2 -0 -0
CSI
TCLL
35.0
Plates Increase
1.15
TC 0.88
TCDL
8.0
Lumber Increase
1.15
BC 0.46
BCLL
0.0
Rep Stress Incr
NO
WB 0.69
BCDL
8.0
Code IRC2000 /ANSI95
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 2= 721/0 -7 -12, 6= 1056 /Mechanical
DEFL in (loc)
Vert(LL) -0.03 2 -7
Vert(TL) -0.15 1
Horz(TL) 0.01 6
BRACING
TOP CHORD
BOT CHORD
11 -3 -0
5 -4 -1
I /defl L/d I
>999 240
>183 180
n/a n/a
Scale = 1:27.5
PLATES GRIP
M1120 197/144
Weight: 45 lb
Sheathed or 6 -0 -0 oc purlins.
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
Max Horz 2= 384(load case 5)
Max Uplift2=- 108(load case 5), 6=- 397(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD 1-8=59,2-8=59,2-3=-987,3-4=137,4-5=-23
BOT CHORD 2-7=845,6-7=845
WEBS 3 -7 =123, 3- 6 = -967, 4- 6 = -495
NOTES
1) Wind: ASCE 7 -98, 90mph; h =25ft, TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C, Fully Exp.
3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 2 and 397 lb uplift at
joint 6.
LOAD CASE(S) Standard
1) Snow: Lumber Increase =1.15, Plate Increase =1.15
Uniform Loads (plf)
Vert: 1 -8= -86.0
Trapezoidal Loads (plf)
Vert: 8=- 0.0- to -5 =- 242.0, 2=- 1.3- to- 6 = -45.0
I Jc� _— ■ -- T ur ss — - - Truss Type
Q39441 I CR2 ROOFTRUS
And-F Idaho Falls;lD83403 JERO -
Qt y - __DR1GGSIE EEWOODM8 2a7JR(ID)K_
5 106s�36200T Reference (optional)
03T71iTek Indus nes, nc. Fri Aug 3:4ge
-1 -6 -7 1 3 -0 -7
Scale = 1:11.1
v
LOADING (psf)
SPACING
2 -0 -0
CSI
TCLL
35.0
Plates Increase
1.15
TC 0.39
TCDL
8.0
i Lumber Increase
1.15
BC 0.05
BCLL
0.0
Rep Stress Incr
NO
WB 0.00
BCDL
8.0
Code IRC2000 /ANSI95
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 2= 253/0 -5 -10, 4 =10 /Mechanical, 3 =2 /Mechanical
Max Horz 2= 68(load case 5)
Max Uplift2=- 121(load case 5), 3=- 46(load case 7)
Max Grav2= 253(load case 1), 4= 36(load case 2), 3= 60(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=68,2-3=-47
BOT CHORD 24=0
WEBS 3 -4 =0
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 2 and 46 lb uplift at
joint 3.
7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S) Standard
1) Snow: Lumber Increase =1.15, Plate Increase =1.15
Uniform Loads (plf)
Vert: 1 -2= -86.0
Trapezoidal Loads (plf)
Vert: 2=- 5.4- to- 3= -65.2, 2= 40 -to -4= -12.1
1 -6 -7 3 -0 -7 3 --
3 -0 -7
3 - -7
DEFL in
(loc) I /deft Ud PLATES GRIP
Vert(LL) -0.00
2 -4 >999 240 M1120 197/144
Vert(TL) -0.09
1 >241 180
Horz(TL) 0.00
3 n/a n/a
Weight: 11 lb
BRACING
TOP CHORD
Sheathed or 3 -0 -7 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
REACTIONS (lb /size) 2= 253/0 -5 -10, 4 =10 /Mechanical, 3 =2 /Mechanical
Max Horz 2= 68(load case 5)
Max Uplift2=- 121(load case 5), 3=- 46(load case 7)
Max Grav2= 253(load case 1), 4= 36(load case 2), 3= 60(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=68,2-3=-47
BOT CHORD 24=0
WEBS 3 -4 =0
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 2 and 46 lb uplift at
joint 3.
7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S) Standard
1) Snow: Lumber Increase =1.15, Plate Increase =1.15
Uniform Loads (plf)
Vert: 1 -2= -86.0
Trapezoidal Loads (plf)
Vert: 2=- 5.4- to- 3= -65.2, 2= 40 -to -4= -12.1
1 -6 -7 3 -0 -7 3 --
� Q - - ROOF TRUSS 4
D1 - - - y �RtGGS /EAGCEOVOOD /8= 207JR(ID)
o Truss Truss Type Qty PI
a o FaHs,1D _8Z403, JEROD -- 3T00 s M 1
39441
arson om C onen s - I Job Reference (optional)
p a�0 2003TNIiTercln us nes, nc. rl•�22 68:43:42003 a�
6 -5 -7 12 -6 -0 18 -6 -9 25 -0 -0 26 -4 -9
6 -5 -7 6 -0 -9 6 -0 -9 6 -5 -7 1 -4 -0
Scale = 1:45.6
44 =
3
vI
0
REACTIONS (lb /size) 1=1256/0-3-8,5=1399/0-3-8
Max Horz 1=- 281(load case 5)
Max Upliftl=- 196(load case 7), 5=- 276(load case 8)
Max Gravl= 1476(load case 2), 5= 1690(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=-1860,2-3=-1622,3-4=-1608,4-5=-1848,5-6=67
BOT CHORD 1-9=1422,8-9=950,7-8=950,5-7=1407
WEBS 2- 9 = -457, 3 -9 =632, 3 -7 =607, 4- 7 = -446
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf, Category II; Exp C; enclosed,MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 1 and 276 lb uplift at
joint 5.
0
GRIP
197/144
LOAD CASE(S) Standard
3x4 -
3x4 -
3x4 -
8 -5 -10
16 -6 -6
25 -0 -0
8 -5 -10
8 -0 -12
8 -5 -10
ma Offse (Xl) : [9 0- 0 - T,0-62], [ 4:0- 2-,0 -0], [ 5�-00-T0
-0 -2] -
LOADING (psf) SPACING 2-0-0
CSI
DEFL in
(loc) I /deft Ud PLATES
TCLL 35.0 Plates Increase 1.15
TC 0.90
Vert(LL) -0.18
1 -9 >999 240 M1120
TCDL 8.0 Lumber Increase 1.15
BC 0.79
Vert(TL) -0.30
1 -9 >989 180
BCLL 0.0 Rep Stress Incr YES
WB 0.57
Horz(TL) 0.05
5 n/a n/a
BCDL 8.0 Code IRC2000 /ANSI95
(Matrix)
Weight: 96 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD
Sheathed or 2 -10 -9 oc purlins.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
WEBS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 1=1256/0-3-8,5=1399/0-3-8
Max Horz 1=- 281(load case 5)
Max Upliftl=- 196(load case 7), 5=- 276(load case 8)
Max Gravl= 1476(load case 2), 5= 1690(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=-1860,2-3=-1622,3-4=-1608,4-5=-1848,5-6=67
BOT CHORD 1-9=1422,8-9=950,7-8=950,5-7=1407
WEBS 2- 9 = -457, 3 -9 =632, 3 -7 =607, 4- 7 = -446
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf, Category II; Exp C; enclosed,MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 1 and 276 lb uplift at
joint 5.
0
GRIP
197/144
LOAD CASE(S) Standard
- -- ---- ,-T--Ss - - -- - -
,Truss i yT e Qty i - Ply
039441 ROOF TRUSS
p D1G a o a s, D 830 1 a �� 1 Job Reference (optional)
n erson - Com onents - 3 JEROD _. ST00 s101 - 2 03TNiTek�n us nes, 1n - c. Fn l�ug�2 08:4349 266
12 -6 -0 25 -0 -0
12 -6 -0 12 -6 -0
Scale = 1:43.5
4x4 -
v
0
0
3x4 -
25 -0 -0
&IIIIai;
0
0
0
Plate 0Tfs_eTs_(X,l): [8`.0- 3- 3;0 -1 -0], [9:0 -3 -36 f_-0], [10:0- 3- 0- 3- 3;0- 1- 0],TT2 0- X3,61 =0] [16:0- 2_G,_0 -i -0],
[17:0- 2- 0,0 -1 -0], [18:0- 2- 0,0 -1 - 0]
LOADING (psf) SPACING 2-0-0 T
CSI
DEFL in
(loc) I /defi L/d
PLATES GRIP
TCLL 35.0 Plates Increase 1.15
TC 0.10
i Vert(LL) n/a
n/a 999
M1120 197/144
TCDL 8.0 Lumber Increase 1.15
BC 0.07
Vert(TL) n/a
n/a 999
BCLL 0.0 Rep Stress Incr NO
WB 0.26
Horz(TL) 0.00
13 n/a n/a
BCDL 8.0 Code IRC2000 /ANSI95
(Matrix)
Weight: 114 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD
Sheathed or 6 -0 -0 oc purlins.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
OTHERS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 1= 104/25 -0 -0, 13= 104/25 -0 -0, 20= 162/25 -0 -0, 21= 203/25 -0 -0, 22= 204/25 -0 -0, 23= 206/25 -0 -0, 24= 196/25 -0 -0, 25= 235/25 -0 -0, 18= 195/25 -0 -0,
17= 205/25 -0 -0, 16= 206/25 -0 -0, 15= 196/25 -0 -0, 14= 235/25 -0 -0
Max Horz 1= 210(load case 7)
Max Upliftl=- 45(load case 5), 13=- 18(load case 6), 21=- 74(load case 7), 22=- 85(load case 7), 23=- 82(load case 7), 24=- 79(load case 7), 25=- 94(load case 7),
18=- 77(load case 8), 17=- 85(load case 8), 16=- 82(load case 8), 15=- 79(load case 8), 14=- 94(load case 8)
Max Gravl= 139(load case 2), 13= 139(load case 3), 20= 162(load case 1), 21= 308(load case 2), 22= 296(load case 2), 23= 300(load case 2), 24= 285(load case
2), 25= 342(load case 2), 18=301 (load case 3), 17= 297(load case 3), 16= 300(load case 3), 15= 285(load case 3), 14= 342(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1- 2 = -82, 2- 3 = -88, 3- 4 = -86, 4- 5 = -86, 5- 6 = -86, 6- 7 = -85, 7- 8 = -85, 8- 9 = -86, 9- 10 = -86, 10- 11 = -86, 11- 12 = -88, 12- 13 = -82
BOT CHORD 1 -25 =0, 24 -25 =0, 23 -24 =0, 22 -23 =0, 21 -22 =0, 20 -21 =0, 19 -20 =0, 18- 19 =32, 17- 18 =32, 16- 17 =32, 15- 16 =32,
14- 15 =32, 13 -14 =32
WEBS 7 -20= -132, 6-21=-170,5-22=-173, 4 -23= -173, 3 -24= -168, 2 -25= -186, 8 -18= -170, 9 -17= -173, 10- 16 = -173, 11- 15 = -168,
12- 14 = -186
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail'
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
4) All plates are 1.5x4 M1120 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2 -0 -0 oc.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 1, 18 lb uplift at joint
13, 74 lb uplift at joint 21, 85 lb uplift at joint 22, 82 lb uplift at joint 23, 79 lb uplift at joint 24, 94 lb uplift at joint 25, 77 lb uplift at joint
18, 85 lb uplift at joint 17, 82 lb uplift at joint 16, 79 lb uplift at joint 15 and 94 lb uplift at joint 14.
LOAD CASE(S) Standard
, r ;Truss Truss Type Qty Ply AGLEW0�)D78- 201JR(IDj
Tan erso�ne�s - E 7F;ldaho Fad, ID JERGD ROSS __ - 100 s I May 30 2003 MiTek fndusTnes, n ug E2 0 43:49 2003 Pagel
4-2-7 4 -2 -7 7 -10 -8 13 -5 -9
4 -2 -7 3 -8 -1 5 -7 -1
19 -0 -11 24 -7 -12 30 -5 -4
5 -7 -1 5 -7 -1 5 -9 -8
5x5 =
3
8.00 r1T
n
2x4 II
3x6 = 3x8 = 4x6 =
4 5 6 7
T2
51 -2 -8
36 -1 -0 , 41 -10 -8 , 45 -6 -9 , 49 -10 -8
Sole = 1:86.8
5 -7 -12 5 -9 -8 3 -8 -1 4 -3 -15 1 -4 -0
5x5 =
3x8 = 3x6 -
8 9 10
T4
2x4
2
W
W7
6 W1
0 11
2 13
X x4
1
1
�I
0
4x5 - 22 21 20 19 2318 17 16 15
4x8 - 4x4 = 4x6 = 48 - 2x4 II 44 -
2x4 11 46 =
7 -10 -8 13 -5 -9 19 -0 -11
7 -10 -8 5 -7 -1 5 -7 -1
24- 7- 1225 -4 30 -5 -4 36 -1 -0
5 -7 -1 0 -4 -8 5 -5 -0 5 -7 -12
LOADING (psf) SPACING 2 -0 -0
TCLL 35.0 Plates Increase 1.15
TCDL 8.0 Lumber Increase 1.15
BCLL 0.0 Rep Stress Incr NO
BCDL 8.0 Code IRC2000 /ANSI95
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 6 DF 240OF 2.0E 'Except`
B22X6 SPF No.2
WEBS 2 X 4 SPF Stud /Std
CSI DEFL in (loc) I /deft
TC 0.63 Vert(LL) -0.11 1 -22 >999
BC 0.32 Vert(TL) -0.16 1 -22 >999
FIBIGII-7?
M&M1
Ud
240
180
14
4x8 =
49 -10 -8
T
8 -0 -0
PLATES
M1120
12 '
13�
0
4x5 -
GRIP
197/144
WB 0.78 Horz(TL) 0.03 12 n/a n/a
(Matrix) Weight: 521 lb
BRACING
TOP CHORD Sheathed or 5 -6 -0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except:
6 -0 -0 oc bracing: 17- 18,15 -17.
WEBS 1 Row at midpt 5 -18
REACTIONS (lb /size) 1= 2717/0 -2 -0, 18= 5012/0 -3 -8, 18= 5012/0 -3 -8, 12= 1027/0 -3 -8
Max Horz 1=- 185(load case 5)
Max Uplift1=- 660(load case 6), 18=- 1347(load case 6), 12=- 193(load case 8)
Max Grav1= 3224(load case 2), 18= 6173(load case 3), 18= 5012(load case 1), 12= 1609(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2= -3623, 2 -3= -3365, 3 -4= -2793, 4 -5= -2777, 5 -6 =1690, 6 -7 =1690, 7 -8 =1690, 8 -9= -554, 9 -10= -762, 10- 11 = -979,
11- 12= -1267, 12 -13 =71
BOT CHORD 1 -22 =2940, 21 -22 =2777, 20 -21 =1356, 19 -20 =1356, 19 -23 =1356, 18 -23 =1356, 17- 18 = -332, 16- 17 = -332, 15 -16= -332,
14 -15= 554,12 -14 =963
WEBS 2-22=-230,3-22=1415,4-22=18,4-21=-535,5-21=1937,5-19=937, 5 -18= -4091, 8- 17 = -25, 8 -15 =1203, 9 -15= -705,
9 -14 =278, 10- 14 =75, 11- 14 = -252, 7- 18 = -511, 8- 18 = -1849
NOTES
1) 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.
2) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category 11; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
3) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.; L= 45 -0 -0
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 660 lb uplift at joint 1, 1347 lb uplift at
joint 18 and 193 lb uplift at joint 12.
9) Girder carries tie -in span(s): 8 -0 -0 from 0 -0 -0 to 24 -0 -0
LOAD CASE(S) Standard
1) Snow: Lumber Increase =1.15, Plate Increase =1.15
Uniform Loads (plf)
Vert: 1- 3= -86.0, 3- 10= -86.0, 10- 13= -86.0, 1 -23 =- 164.7, 12- 23 = -16.0
Tom, Trus§ Truss T e — Qt PhDRfGGS7E )K
Q39441 E10 ROOF TRUSS
Yp y y Job Reference (optional)
- - antler §oh Comp- IF, Falfs, 1MM403, JEROD 5.100 slay 302663 fM e industries, Inc. f rn Aug 22 08:430 2003 Page 1
3 -9 -12 8 -7 -15 13 -6 -2 18 -0 -0
3 -9 -12 4 -10 -3 4 -10 -3 4 -5 -14
v
N
?I
0
32 -0 -0 36 -6 -14 41 -4 -9 46 -2 -4 50 -0 -0
13 -11 -15 4 -6 -15 4 -9 -11 4 -9 -11 3 -9 -12
Scale = 1:87.1
6x6 ii
2x4 11 6x6
_ o
3 -9 -12
11 -1 -1
18 -0 -0
1 24 -9 -4
25 -1 32 -0 -0
38 -11 -12
3 -9 -12
7 -3 -5
6 -11 -0
6 -9 -4
0 -4 -8 6 -10 -4
6 -11 -12
P al to Offsets (X,l
�i =0,0 =0 4]�6 0- 2- $,0 1 = T2 T,8 =�8 0 - 112r [ 0- 0,0= 0�j j1fi:08� =3 -0j C1�0= 2= ��3 =0]
LOADING (psf)
SPACING
2 -0 -0
CSI
DEFL in (loc)
I /deft Ud
TCLL 35.0
Plates Increase
1.15
TC 0.85
Vert(LL) 0.06 15 -16
>999 240
TCDL 8.0
Lumber Increase
1.15
BC 0.33
Vert(TL) -0.10 15 -16
>999 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.88
Horz(TL) 0.02 14
n/a n/a
BCDL 8.0
Code IRC2000 /ANSI95
(Matrix)
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2 'Except`
TOP CHORD
T6 2 X 4 SPF 210OF 1.8E
BOT CHORD
BOT CHORD 2 X 4 SPF No.2 'Except'
M1120
B3 2 X 4 DF 240OF 2.0E
WEBS
WEBS 2 X 4 SPF Stud /Std 'Except'
W7 2 X 4 SPF No.2, W11 2 X 4 SPF No.2
3
ht
0
46 -2 -4
50 -0 -0
7 -2 -8
3 -9 -12
GRIP
PLATES
M1120
197/144
Weight: 275 lb
Sheathed or 5 -4 -14 oc purlins.
Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except:
6 -0 -0 oc bracing: 1-20,13-14.
1 Row at midpt 4 -20, 5 -18, 9 -16, 10 -14
2 Rows at 1/3 pts 6 -17, 8 -17, 7 -17
REACTIONS (lb /size) 20= 1292/0 -3 -8, 17= 2510/0 -3 -8, 17= 2510/0 -3 -8, 14= 1297/0 -3 -8
Max Horz 20=- 378(load case 5)
Max Uplift20=- 235(load case 7), 17=- 369(load case 6), 14=-281 (load case 8)
Max Grav20=1 981 (load case 2), 17= 2951(load case 2), 17= 2510(load case 1), 14= 1988(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2 =343, 2 -3 =232, 3 -4 =348, 4 -5= -620, 5 -6= -298, 8 -9= -307, 9 -10= -626, 10 -11 =348, 11 -12 =233, 12 -13 =344, 6 -7 =328,
7 -8 =328
BOT CHORD 1- 20 = -193, 19 -20 =444, 18 -19 =367, 17 -18 =175, 16 -17 =182, 15 -16 =375, 14 -15 =447, 13- 14 = -194
WEBS 2 -20 =404, 4 -20= -995, 4- 19 = -74, 5 -19 =189, 5 -18= -435, 6 -18 =493, 6 -17= -1004, 8 -17= -1009, 8 -16 =489, 9 -16= -430,
9 -15 =180, 10- 15 = -65, 10- 14= -1003, 12- 14 = -403, 7- 17 = -652
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (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 per Table 1607.1 of
IBC -00.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 20, 369 lb uplift at
joint 17 and 281 lb uplift at joint 14.
LOAD CASE(S) Standard
20 19 18 17 16 15 14
3x6 — 3x6 = 5x5 - 3x8 - 5x5 - 3x6 - 3x6 -
— __ -- -
'Tqh � Truss Truss Type
PIGGYBACK
n - Idaho daho Falls�_ff A(13 JEROD_ -
A
7 -0 -0
7 -0 -0
44 -
_' )Qty j Fly_ DFtTZiGS7EAGCEWOOD /& /JR(ID) --
3 1
Job Reference (optional)
- 5 - f90 — s Nay 30 2 03 I e n us nes - Ina r� i Aug 22 08W3:5620Q Page
14 -0 -0
7 -0 -0
3
Scale = 1:23.6
ro
Ir
0
7 -0 -0
14 -0 -0
7 -0 -0
7 -0 -0
Plafe O se s ,Y): 14`. _0-( 7�G�
LOADING (psf) SPACING 2-0-0
CSI
DEFL In
(loc) I /deft L/d PLATES GRIP
TCLL 35.0 Plates Increase 1.15
TC 0.56
Vert(LL) -0.22
2 -6 >735 240 M1120 1971144
TCDL 8.0 Lumber Increase 1.15
BC 0.84
Vert(TL) -0.29
2 -6 >563 180
BCLL 0.0 Rep Stress Incr YES
WB 0.17
Horz(TL) 0.09
5 n/a n/a
BCDL 8.0 Code IRC2000 /ANSI95
(Matrix)
Weight: 42 lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF 240OF 2.0E
TOP CHORD
Sheathed 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.
WEBS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 1=691/0-5-8,5=691/0-5-8
Max Horz 1= 142(load case 6)
Max Uplift1=- 108(load case 7), 5=- 108(load case 8)
Max Grav 1 =809(load case 2), 5= 809(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=-339,2-3=-928,3-4=-928,4-5=-339
BOT CHORD 2 -6 =709, 4 -6 =709
WEBS 3 -6 =250
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (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 per Table 1607.1 of
IBC -00.
5) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI /TPI 1 -1995 angle to grain formula. Building designer should
verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 1 and 108 lb uplift at
joint 5.
7) SEE MITek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S) Standard
J4) Truss Truss Type Qty PhDRTG /EAGL�W0 0 618- 2 0 /JR(ID -
Q39441 i E11 IROOFTRUSS 2 1
Job Reference (optional)
And erson Components -7F, Idaho FalUs 83403, JEROD --- 5. - TOU s May 30 21303 MiTek n ustnes; lnc. Fri Aug 22 06: age 1
7 -0 -7 , 11 -10 -10 , 16 -4 -8 30 -4 -8 34 -11 -6 , 39 -9 -1 46 -9 -0
7 -0 -7 4 -10 -3 4 -5 -14 13 -11 -15 4 -6 -15 4 -9 -11 6 -11 -15
Scale = 1:81.6
5x8 =
5x8 —
2x4 II
ICI
1
9 -5 -9 1 16 -4 -8
1 23 -1 -12
23 Y -4 30 -4 -8
240
9 -5 -9 6 -11 -0
6 -9 -4
0 -4 -8 6 -10 -4
- - PIafe - Offsefis (XY):
[5'.0� =2- - -
- _ ST�70 6- 8,0_2 -8] [940�1�;0 =SOT [18. 1 - 8Fdge1 -- -
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL in (loc)
TCLL 35.0
Plates Increase 1.15
TC 0.98
Vert(LL) -0.13 19 -20
TCDL 8.0
Lumber Increase 1.15
BC 0.54
Vert(TL) -0.24 19 -20
BCLL 0.0
Rep Stress Incr YES
WB 0.79
Horz(TL) 0.03 12
BCDL 8.0
Code IRC2000 /ANS195
(Matrix)
LUMBER
BRACING
I /defl
Ud
PLATES GRIP
>999
240
M1120 197/144
>999
180
n/a
n/a
Weight: 268 lb
TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Sheathed or 3 -5 -6 oc purlins, except end verticals.
T6 2 X 4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing.
BOT CHORD 2 X 4 SPF No.2 *Except* WEBS 1 Row at micipt 3 -20, 4 -17, 8 -15, 9 -12
B3 2 X 4 DF 240OF 2.0E 2 Rows at 1/3 pts 5 -16, 7 -16, 6 -16
WEBS 2 X 4 SPF Stud /Std *Except*
W7 2 X 4 SPF 1650F 1.5E, W11 2 X 4 SPF 165OF 1.5E
EV1 2 X 4 SPF 1650F 1.5E, EV2 2 X 4 SPF 165OF 1.5E
REACTIONS (lb /size) 20= 910/0 -3 -8, 16= 2914/0 -3 -8, 16= 2914/0 -3 -8, 12= 915/0 -3 -8
Max Horz 20=- 340(load case 5)
Max Uplift20=- 153(load case 7), 16=- 359(load case 6), 12=- 196(load case 8)
Max Grav20= 1454(load case 2), 16= 3331(load case 2), 16= 2914(load case 1), 12= 1461(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2= -612, 2 -3= -321, 3 -4= -793, 4 -5= -243, 7 -8= -254, 8 -9= -804, 9 -10= -317, 10- 11 = -607, 5 -6 =484, 6 -7 =484, 1 -20= -547,
11 -12= -543
BOT CHORD 19 -20 =706, 18 -19 =413, 17 -18 =413, 16 -17 =135, 15 -16 =143, 14 -15 =425, 13-14=425,12-13=713
WEBS 3 -20= -438, 3 -19= -398, 4 -19 =513, 4 -17= -628, 5 -17 =659, 5 -16= -1237, 7 -16= -1242, 7 -15 =655, 8 -15= -624, 8 -13 =507,
9- 13 = -392, 9- 12 = -453, 6- 16 = -650
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft, TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C, enclosed;MWFRS gable end zone,Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98, Pf =35.0 psf (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 per Table 1607.1 of
IBC -00.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 20, 359 lb uplift at
joint 16 and 196 lb uplift at joint 12.
37 -4 -4 46 -7 -2
r
6 -11 -12 9 -2 -14
0 -1 -14
LOAD CASE(S) Standard
20 19 18 17 16 15 14 13 12
3x6 - 3x6 — 46 - 3x8 — 5x10 = 3x6 - 3x6 -
3x6 -
- , -- Truss Truss Type - -
Q39441 E2 ROOF TRUSS
— An erson Components_-JF,ldaho FaIls 1D 83463_,JER01Y_
5 -0 -15 9 -10 -8 17 -4 -8 24 -10 -8
5 -0 -15 4 -9 -9 7 -6 -0 7 -6 -0
5x5 =
3x8 =
3 4
F
00
r
ID
n
0
1�
0
5 -0 -15 9 -10 -8 17 -4 -8
1 24 -7 -12
25 32 -4 -8
1 39 -10 -8
, 44 -8 -1 , 49 -10 -8
5 -0 -15 4 -9 -9 7 -6 -0
7 -3 -4
0 -4 -8 7 -4 -4
7 -6 -0
4 -9 -9 5 -2 -7
Fli a te Uffsets , 0:Edge,0 -0 -4] [15 �-T-T2 � gdg�[17 0- 3- O,Edge]
LOADING (psf) I SPACING 2 -0 -0
CSI
DEFL in
(loc) I /deft L/d
PLATES GRIP
TCLL 35.0 i Plates Increase 1.15
TC 0.92
Vert(LL) -0.11
13 -14 >999 240
M1120 197/144
TCDL 8.0 Lumber Increase 1.15
BC 0.61
Vert(TL) -0.17
13 -14 >999 180
BCLL 0.0 Rep Stress Incr YES
WB 0.81
Horz(TL) 0.05
10 n/a n/a
BCDL 8.0 Code IRC2000 /ANSI95
(Matrix)
Weight: 227 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E *Except*
TOP CHORD
Sheathed or 4 -1 -14 oc purlins.
T2 2 X 4 SPF 210OF 1.8E, T4 2 X 4 SPF 210OF 1.8E
BOT CHORD
Rigid ceiling directly applied
or 10 -0 -0 oc bracing, Except:
BOT CHORD 2 X 4 DF 240OF 2.0E *Except*
6 -0 -0 oc bracing: 14 -16.
B2 2 X 4 SPF No.2
WEBS
1 Row at midpt
7 -14
WEBS 2 X 4 SPF Stud /Std *Except*
2 Rows at 1/3 pts
4-16,6-16
W6 2 X 4 SPF No.2, W82X4 SPF No.2
REACTIONS (lb /size) 1= 1038/0 -2 -0, 16= 2974/0 -4 -0 (input: 0 -3 -8), 16= 2974/0 -4 -0 (input: 0 -3 -8), 10= 1185/0 -3 -8
Max Horz 1=- 227(load case 5)
Max Upliftl=- 169(load case 7), 16=- 678(load case 6), 10=- 274(load case 8)
Max Grav1= 1568(load case 2), 16= 4007(load case 3), 16= 2974(load case 1), 10= I790(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2= -1547, 2 -3= -1098, 3 -4= -840, 4 -5 =764, 5 -6 =764, 6 -7= -496, 7 -8= -844, 8 -9= -1102, 9 -10= -1536, 10 -11 =67
BOT CHORD 1 -20 =1168, 19 -20 =1168, 18 -19 =485, 17 -18 =485, 16 -17 =485, 15- 16 = -764, 14- 15 = -764, 13 -14 =496, 12 -13 =1160,
10 -12 =1160
WEBS 2 -20 =108, 2 -19 =406, 3- 19 =17, 4 -19 =474, 4 -18 =116, 4 -16= -1667, 6-14=1674,7-14=-986,7-13=464,8-13=18,
9 -13= -391, 9- 12 =88, 6- 16 = -1741
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category II; Exp C, enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (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 1.00 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 per Table 1607.1 of
IBC -00.
7) WARNING: Required bearing size at joint(s) 16, 16 greater than input bearing size.
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint 1, 678 lb uplift at
joint 16 and 274 lb uplift at joint 10.
LOAD CASE(S) Standard
Qty ply DRTG�,S7EAGCEWOiOD /8-20 /JR
'1 1
Job Reference (optional)
3 60� aVT y 30_ZW3 n us nes, Inc. Fri Auq 22 08:43:51 2003 Paqe
32 -4 -8 39 -10 -8 44 -8 -1 , 49-10-851-2-
7 -6 -0 7 -6 -0 4 -9 -9 5 -2 -7 1 -4 -0
Scale = 1:86.9
5x5 =
4x6 = 5x5 = 3x6 =
S R 7 R
2x4 II 3x8 = 46 = 4x5 = 5x5 = 3x8 = 2x4 II
2x4 II 4x6 =
V15 - - Truss Truss TYPe Qty - Ply - URIGGS /EAGLEWOOD 78- 207JRODjK
Q39441 E3 ROOF TRUSS 1 1
L rs�om on>s Job Reference (optional)
Anderson fFTd�ioFa1Fs fD 8S403 JEROD_ t.100 sM6y - 3 2003 Indus rtes, nc. n ug 08:4T:52 2iSOI ga a 1
6 -0 -15 11 -10 -8 18 -3 -2
6 -0 -15 5 -9 -9 6 -4 -10
31 -3 -2 37 -10 -8 1 43 -8 -1 49 -10 -8 51-2-8
13 -0 -0 6 -7 -6 5 -9 -9 6 -2 -7 1 -4 -0
Scale = 1:87.0
5x5 - 3x8 -
46 -
3 c F
0
ro
�I
0
5x5 -
2x4 II 3x8 -
a � o
6 -0 -15 11 -10 -8 18 -3 -2 24 -7 -12 25 -4 31 -3 -2
37 -10 -8 43 -8 -1 49 -10 -8
6 -0 -15 5 -9 -9 6 -4 -10 6 -4 -10
0 -4 -8 6 -2 -14
6 -7 -6 5 -9 -9 6 -2 -7
P Ia�OfF:s — ets (xY`)_ [1: 30 0- MfO:E -0 41- [T8 -.0- 1 -12,_Edge] -
— - - - -
-_ - - -- -- - - -
LOADING (psf) SPACING 2 -0 -0 CSI
DEFL in
(loc) I /deft L/d PLATES
TCLL 35.0 Plates Increase 1.15 TC 0.94
Vert(LL) -0.11
1 -20 >999 240 M1120
TCDL 8.0 Lumber Increase 1.15 BC 0.44
Vert(TL) 0.03
11 >715 180
BCLL 0.0 Rep Stress Incr YES WB 1.00
Horz(TL) 0.04
10 n/a n/a
BCDL 8.0 Code IRC2000 /ANSI95 (Matrix)
Weight: 2451b
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2 *Except*
TOP CHORD
Sheathed or 3 -0 -4 oc purlins.
T2 2 X 4 SPF 165OF 1.5E, T4 2 X 4 SPF 1650F 1.5E
BOT CHORD
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
BOT CHORD 2 X 4 DF 240OF 2.0E
WEBS
1 Row at midpt 6 -16
WEBS 2 X 4 SPF Stud /Std
2 Rows at 1/3 pts 4-16,7-16
REACTIONS (lb /size) 1= 1005/0 -2 -0, 16= 3041/0 -3 -15 (input: 0 -3 -8), 16= 3041/0 -3 -15 (input: 0 -3 -8), 10= 1152/0 -3 -8
Max Horz 1=- 269(load case 5)
Max Upliftl=- 168(load case 7), 16=- 613(load case 6), 10=- 275(load case 8)
Max Gravl= 1544(load case 2), 16= 3951(load case 2), 16= 3041(load case 1), 10= 1770(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2= -1459, 2 -3= -886, 3 -4= -626, 4 -5 =754, 5 -6 =754, 6 -7 =754, 7 -8= -634, 8 -9= -893, 9 -10= -1452, 10 -11 =67
BOT CHORD 1 -20 =1084, 19 -20 =1084, 18 -19 =223, 17 -18 =223, 16 -17 =223, 15 -16 =209, 14 -15 =209, 13 -14 =209, 12 -13 =1078,
10 -12 =1078
WEBS 2 -20 =141, 2 -19= -562, 3- 19 = -96, 4 -19 =647, 4- 17 =98, 4 -16= -1530, 7 -16= -1529, 7- 15 =97, 7 -13 =668, 8 -13= -109,
9-13=-544,9-12=125,6-16=-560
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (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 1.00 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 per Table 1607.1 of
IBC -00.
7) WARNING: Required bearing size at joint(s) 16, 16 greater than input bearing size.
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 lb uplift at joint 1, 613 lb uplift at
joint 16 and 275 lb uplift at joint 10.
LOAD CASE(S) Standard
GRIP
197/144
t�
0
2x4 II 3x8 - 5x5 - 3x8 - 2x4 II 3x8 - 2x4 II
4x6 -
J Truss -- Truss T e Qt - N DRIGGS7EFCGCEWOOD78 =201J
Type Y Y R(ID)K i
Q39441 E4 ROOF TRUSS 1 1
Job Reference (optional)
�dersoh Components IF, - Tdaho Falls, OD 3T6t�30 NlTeklndbi tries, Inc. Fri Aug age
7 -0 -15 1 13 -10 -8 19 -3 -2 30 -3 -2 1 35 -10 -8 1 42 -8 -1 1 49 -10 -8 51 -2 -8
7 -0 -15 6 -9 -9 5 -4 -10 11 -0 -0 5 -7 -6 6 -9 -9 7 -2 -7 1 -4 -0
Scale = 1:87.0
5x5 -
5x5 -
3x8 _ 4x6 = 2x4 II 3x8 -
3 A 5 C. 7 A
0
W
0
25 -0 -4
7 -0 -15 13 -10 -8 19 -3 -2 24 -7 -12 30 -3 -2 35 -10 -8
7 -0 -15 6 -9 -9 5 -4 -10 5 -4 -10 0 -4 -8 5 -2 -14 5 -7 -6
Platei0ffsets 11:0-0- 3,0 -D I1 -0 -4], [18 -3_-T ge] - -- - --
LOADING(psf)
SPACING
2 -0 -0
CSI
DEFL
TCLL
35.0
Plates Increase
1.15
TC 0.99
Vert(LL)
TCDL
8.0
Lumber Increase
1.15
BC 0.52
Vert(TL)
BCLL
0.0
Rep Stress Incr
YES
WB 0.99
Horz(TL)
BCDL
8.0
Code IRC2000 /ANSI95
(Matrix)
1�
0
49 -10 -8
7 -2 -7
PLATES GRIP
M1120 1971144
Weight: 260 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Sheathed.
T1 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except:
BOT CHORD 2 X 4 DF 240OF 2.0E 6 -0 -0 oc bracing: 15- 16,13 -15.
WEBS 2 X 4 SPF Stud /Std *Except* WEBS 1 Row at midpt 2 -19, 3 -19, 8 -13, 9 -13, 6 -16
W6 2 X 4 SPF No.2 2 Rows at 1/3 pts 4-16,7-16
REACTIONS (lb /size) 1= 991/0 -2 -0, 16= 3069/0 -3 -13 (input: 0 -3 -8), 16= 3069/0 -3 -13 (input: 0 -3 -8), 10= 1138/0 -3 -8
Max Horz 1=- 311(load case 5)
Max Uplift1=- 172(load case 7), 16=- 523(load case 6), 10=- 284(load case 8)
Max Grav1= 1549(load case 2), 16= 3820(load case 3), 16= 3069(load case 1), 10= 1773(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2= -1396, 2 -3= -710, 3 -4= -449, 4 -5 =692, 5 -6 =692, 6 -7 =692, 7 -8= -457, 8 -9= -717, 9 -10= -1394, 10 -11 =67
BOT CHORD 1 -20 =1020, 19 -20 =1020, 18- 19 =51, 17- 18 =51, 16- 17 =51, 15- 16 =37, 14- 15 =37, 13- 14 =37, 12 -13 =1016, 10 -12 =1016
WEBS 2 -20 =169, 2 -19= -696, 3 -19= -215, 4 -19 =803, 4- 17 =78, 4 -16= -1441, 7 -16= -1441, 7- 15 =77, 7 -13 =822, 8 -13= -226,
9- 13 = -681, 9 -12 =156, 6 -16 =487
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (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 1.00 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 per Table 1607.1 of
IBC -00.
7) WARNING: Required bearing size at joint(s) 16, 16 greater than input bearing size.
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 1, 523 lb uplift at
joint 16 and 284 lb uplift at joint 10.
42 -8 -1
6 -9 -9
in (loc) I /deft L/d
-0.15 1 -20 >999 240
-0.21 1 -20 >999 180
0.04 10 n/a n/a
LOAD CASE(S) Standard
2x4 II 3x8 - 46 - 3x8 - 2x4 II Y 3x8 — 2x4 II
2x4 II 4x6 =
JgJi Truss - -- ( Truss Type —
039441 ROOF TRUSS
1F ld�io aFlIS�3�03
Anderson om onents --
- p 1 JEROD
8 -0 -15 1 15 -10 -8 1 20 -3 -2
8 -0 -15 7 -9 -9 4 -4 -10
Qty Ply - DRIGGS7EAGLEWOOD78=207JRIID)K -
IJob Reference (optional) 1
5. - T00 s V a 30 - 2003 Mi e n us nes_ ]nc. r�2Z_08.4333 2003 - e T
29 -3 -2 33 -10 -8 41 -8 -1 49 -10 -8 5
9 -0 -0 4 -7 -6 7 -9 -9 8 -2 -7
Scale = 1:87.0
5x5 =
5x5 - 2x4 II 4x5 = 5x5 =
0
�I
n
8 -0 -15
8 -0 -15
Plate 0 ifse s , ) [1 'O-
LOADING (psf)
TCLL 35.0
TCDL 8.0
BCLL 0.0
15 -10 -8 24 -7 -12
7 -9 -9 8 -9 -4
f 3,0- 0 -10 [TO Edge, 0 -0 -4 [1 0- 3- 9,Edge] -
SPACING 2 -0 -0 CSI
Plates Increase 1.15 TC 0.90
Lumber Increase 1.15 BC 0.56
Rep Stress Incr YES WB 0.94
?5 33 -10 -8
0 -4 -8 8 -10 -4
41 -8 -1 49 -10 -8
7 -9 -9 8 -2 -7
DEFL in (loc) I /deft L/d
Vert(LL) -0.21 1 -18 >999 240
Vert(TL) -0.29 1 -18 >999 180
Horz(TL) 0.04 10 n/a n/a
BCDL 8.0 Code IRC2000 /ANSI95 (Matrix)
LUMBER
TOP CHORD 2 X 4 DF 240OF 2.0E 'Except'
T2 2 X 4 SPF 1650F 1.5E, T3 2 X 4 SPF No.2
BOT CHORD 2 X 4 DF 240OF 2.0E
WEBS 2 X 4 SPF Stud /Std "Except'
W5 2 X 4 SPF No.2, W7 2 X 4 SPF No.2, W8 2 X 4 SPF No.2
BRACING
TOP CHORD
BOT CHORD
WEBS
1�
0
PLATES GRIP
M1120 197/144
Weight: 260 lb
Sheathed or 4 -1 -0 oc purlins.
Rigid ceiling directly applied or 6 -0 -0 oc bracing.
1 Row at mid pt 2 -17, 3 -17, 7 -13, 9 -13, 5 -15
2 Rows at 1/3 pts 4-15,6-15
REACTIONS (lb /size) 1= 1023/0 -2 -0, 15= 300510 -3 -9 (input: 0 -3 -8), 15= 3005/0 -3 -9 (input: 0 -3 -8), 10= 1170/0 -3 -8
Max Horz 1=- 353(load case 5)
Max Upliftl =-1 82(load case 7), 15=- 416(load case 6), 10=- 301(load case 8)
Max Gravl= 1604(load case 2), 15= 3588(load case 3), 15= 3005(load case 1), 10= 1819(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=-1406,2-3=-620,3-4=-346, 4-5=529,5-6=529, 6-7=-355,7-8=-428,8-9=-631, 9 -10= -1408, 10 -11 =67
BOT CHORD 1 -18 =1016, 17 -18 =1016, 16- 17 = -7, 15- 16 = -7, 14- 15 = -21, 13- 14 = -21, 12 -13 =1017, 10 -12 =1017
WEBS 2 -18 =182, 2 -17= -813, 3 -17= -300, 4 -17 =947, 4 -15= -1317, 6 -15= -1318, 6 -13 =964, 7 -13= -310, 9 -13= -803, 9 -12 =171,
5 -15= -423
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
7) WARNING: Required bearing size at joint(s) 15, 15 greater than input bearing size.
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 lb uplift at joint 1, 416 lb uplift at
joint 15 and 301 lb uplift at joint 10.
LOAD CASE(S) Standard
2x4 II 5x8 = 4x6 - 3x8 = 4x6 = 4x8 - 2x4 II
--
yTruss Truss Type
Q39441 I E6 ROOF TRUSS
An erson omponen s�>`Iaah_oFalls;lD934U3, JER'OD
Qty - Ply — DRIGGS7EAGLEVVOM /8- 2(rljR(1D)Ii -- —
5.j00 sVa 30 -2 Sob Reference (optional) g
y i e nT�usfries, - In�ri A u 22M�3:532003 - Pa e
6 -1 -12 12 -0 -2 17 -10 -8 24 -10 -8 31 -10 -8 37 -8 -14 43 -7 -4
6 -1 -12 5 -10 -6 5 -10 -6 7 -0 -0 7 -0 -0 5 -10 -6 5 -10 -6
5x5 -
5x8 - 5x5 —
G
r
0
2'
0
3x6 -
8x8 -
44 II
lo
8x8 - 3x6 -
9 -0 -15 17 -10 -8
24 -7 -12
25 -4 31 -10 -8
40 -8 -1 49 -10 -8
9 -0 -15 8 -9 -9
6 -9 -4
0 -4 -8 6 -10 -4
8 -9 -9 9 -2 -7
Plate O( T� 0- ,�0].fb 0",0- 1- 8TE �
0-4], 8;E]
— -
LOADING (psf) SPACING 2 -0 -0
CSI
DEFL in
(loc) I /deft L/d PLATES GRIP
TCLL 35.0 Plates Increase 1.15
TC 0.79
Vert(LL) -0.18
1 -17 >999 240 M1120 197/144
TCDL 8.0 Lumber Increase 1.15
BC 0.41
Vert(TL) -0.29
1 -17 >999 180
BCLL 0.0 Rep Stress Incr YES
WB 0.99
Horz(TL) 0.04
11 n/a n/a
BC DL 8.0 Code IRC2000 /ANSI95
(Matrix)
Weight: 258 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2 'Except`
TOP CHORD
Sheathed or 2 -8 -3 oc purlins.
T2 2 X 4 SPF 210OF 1.8E
BOT CHORD
Rigid ceiling directly applied or 6 -0 -0 oc bracing.
BOT CHORD 2 X 4 DF 240OF 2.0E
WEBS
1 Row at midpt 4 -16, 5 -16, 6 -16, 6 -14, 7 -14, 8 -14
WEBS 2 X 4 SPF Stud /Std 'Except'
2 Rows at 1/3 pts 6 -15
W4 2 X 4 SPF 2100F 1.8E, W6 2 X 4 SPF 2100E
1.8E
W8 2 X 4 SPF 2100F 1.8E
REACTIONS (lb /size) 1= 1087/0 -2 -0, 15= 2883/0 -3 -8, 15= 2883/0 -3 -8, 11= 1229/0 -3 -8
Max Horz 1=- 395(load case 5)
Max Upliftl=- 186(load case 7), 15=-321 (load case 7), 11=- 308(load case 8)
Max Grav 1 = 1 706(load case 2), 15= 3215(load case 2), 15= 2883(load case 1), 11= 1924(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2= -1558, 2 -3= -1252, 3 -4= -1104, 4 -5= -477, 5 -6= -286, 6 -7= -296, 7 -8= -485, 8 -9= -1096, 9 -10= -1243, 10- 11= -1551,
11 -12 =67
BOT CHORD 1 -17 =1173, 16 -17 =727, 15- 16 = -327, 14- 15 = -327, 13 -14 =724, 11 -13 =1165
WEBS 2 -17= -433, 4 -17 =566, 4 -16= -743, 5 -16= -354, 6 -16 =1223, 6 -15= -2759, 6 -14 =1226, 7 -14= -349, 8 -14= -737, 8 -13 =555,
10 -13 =-432
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf, Category 11, Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 lb uplift at joint 1, 321 lb uplift at
joint 15 and 308 lb uplift at joint 11.
49 -10 -8 51 -2
'
6 -3 -4 1 -4 -0
Scale = 1:86.9
LOAD CASE(S) Standard
Truss - - Truss Type - Qty Ply DRIGGS/EAGLEWOOD /8- 20 /JR(ID)K
1
Q39441 1 E7 I ROOF TRUSS 1 Job Reference (optional)
Anderso�ponents 1F; Idaho "Falls, 16 S340S,_JEROD 5100 s�CA ay 30 26031UiTek n us nes, Fn Fn Au�2 08:4T.b4
6 -1 -12 12 -0 -2 17 -10 -8 24 -10 -8 31 -10 -8 37 -8 -14 43 -7 -4 49 -10 -8
6 -1 -12 5 -10 -6 5 -10 -6 7 -0 -0 7 -0 -0 5 -10 -6 5 -10 -6 6 -3 -4
5x5 G
4x10 - 5x5
�I
0
9 -0 -15 1 17 -10 -8 24 -7 -12 25 31 -10 -8
9 -0 -15 8 -9 -9 6 -9 -4 0 -4 -8 6 -10 -4
aPl to Off 1 : - -3, -0- 1 0 -0- ge , - - 0-3-
- -- -
40 -8 -1 49 -10 -8
8 -9 -9 9 -2 -7
2
0
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) -0.19
1 -17 >999 240 M1120 197/144
TCDL 8.0 Lumber Increase 1.15
BC 0.43
Vert(TL) -0.30
1 -17 >999 180
BCLL 0.0 Rep Stress Incr YES
WB 0.98
Horz(TL) 0.04
11 n/a n/a
BCDL 8.0 Code IRC2000 /ANS195
(Matrix)
Weight:259lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2 'Except'
TOP CHORD
Sheathed or 2 -6 -5 oc purlins.
T2 2 X 4 SPF 210OF 1.8E
BOT CHORD
Rigid ceiling directly applied or 6 -0 -0 oc bracing.
BOT CHORD 2 X 4 DF 240OF 2.0E
WEBS
1 Row at midpt 4 -16, 5 -16, 6 -16, 6 -14, 7 -14, 8 -14
WEBS 2 X 4 SPF Stud /Std `Except'
2 Rows at 1/3 pts 6 -15
W4 2 X 4 SPF 165OF 1.5E, W5 2 X 4 SPF No.2
W6 2 X 4 SPF 165OF 1.5E, W7 2 X 4 SPF No.2
W8 2 X 4 SPF 165OF 1.5E
REACTIONS (lb /size) 1= 1100/0 -2 -0, 15= 2855/0 -3 -8, 15= 2855/0 -3 -8, 11= 1242/0 -3 -8
Max Horz 1=- 397(load case 5)
Max Upliftl =-21 0(load case 7), 15=- 417(load case 7), 11=- 331(load case 8)
Max Grav 1 = 1 762(load case 2), 15= 2902(load case 2), 15= 2855(load case 1), 11= 1978(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2= -1582, 2 -3= -1276, 3 -4= -1129, 4 -5= -503, 5 -6= -302, 6 -7= -312, 7 -8= -511, 8 -9= -1121, 9 -10= -1267, 10- 11= -1575,
11 -12 =67
BOTCHORD 1 -17 =1193, 16 -17 =747, 15- 16 = -295, 14- 15 = -295, 13 -14 =744, 11 -13 =1186
WEBS 2 -17= -432, 4 -17 =566, 4 -16= -745, 5 -16= -341, 6 -16 =1207, 6 -15= -2731, 6-14=1210,7-14=-336,8-14=-740,8-13=555,
10 -13= -432
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf, Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint 1, 417 lb uplift at
joint 15 and 331 lb uplift at joint 11.
Scale = 1:85.6
LOAD CASE(S) Standard
3x6 - 6x8 - 44 II 5x8 3x6 -
Job , -- -- - _I Truss Truss Type __—
Q39441 E7-CAP HIP PIGGYBACK
Anderso�ents - IF, WK._ all., ID 83403_,�EKOLf --
Q ply � —.
jDRIGGSIEA�CEw00678�07JR ID K
1 1
- - - ST00 s May 30 003b Reference (optional) s c. rl F i Aug 2�08_2V3 -54 2063 Pages
2 -0 -0 7 -0 -0 12 -0 -0 14 -0 -0
2 -0 -0 5 -0 -0 5 -0 -0 2 -0 -0
Scale = 1:23.1
45 II
8.00 (fT
L 2 -1 -12
2 -1 -12
LOADING (psf) i SPACING 2 -0 -0
TCLL 35.0 i Plates Increase 1.15
TCDL 8.0 Lumber Increase 1.15
BCLL 0.0 Rep Stress Incr YES
BCDL 8.0 Code IRC2000 /ANSI95
LUMBER
TOP CHORD 2 X 4 SPF 2100F 1.8E 'Except'
T4 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF Stud /Std
11 -10 -4
9 -8 -8
CSI DEFL
TC 0.48 Vert(LL)
BC 0.99 Vert(TL)
WB 0.68 Horz(TL)
(Matrix)
in (loc) I /defl L/d PLATES
-0.24 9 >680 240 M1120
-0.35 9 >467 180
0.10 7 n/a n/a
BRACING
TOP CHORD
BOT CHORD
Weight: 43 lb
co
0
14 -0 -0
2 -1 -12
GRIP
197/144
Sheathed or 4 -2 -11 oc purlins.
Rigid ceiling directly applied or 6 -5 -6 oc bracing.
REACTIONS (lb /size) 1=691/0-5-8,7=691/0-5-8
Max Horz 1= 35(load case 4)
Max Upliftl =-1 59(load case 4), 7=- 159(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=-339,2-3=-1759,5-6=-1759,6-7=-339,3-4=-1676,4-5=-1676
BOT CHORD 2-10=1597,9-10=2960,8-9=2960,6-8=1597
WEBS 3-10=446,5-8=446,4-9=-1,4-10=-1302,4-8=-1302
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category II; Exp C; enclosed,MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
5) Bearing at joint(s) 1, 7 considers parallel to grain value using ANSI /TPI 1 -1995 angle to grain formula. Building designer should
verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift at joint 1 and 159 lb uplift at
joint 7.
7) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S) Standard
4x5 11
48 _ 5
3
n
FTruss -
6-9-4
048 6-10-4
--
YP
: ROOF
Qt Y
� PI � DR1GG8/EAGCEW00678 2t5T D i
Y �
Vert(LL) -0.19
Q39441 E8
BC 0.43
TRUSS
1
1
Horz(TL) 0.04
-
834 3, JERO _ -- -
5_ 10D s
M Job Reference (optional)
a�0�0D3 - Mi a nT dusfries, I . Fri - uA&._54 2008 -
- --
A
nderson tom onen s - 1FTdaFo Falls, ID
P
6-1-12 12 -0 -2
1 17 -10 -8 24 -10 -8
31 -10 -8
37 -8 -14 43 -7 -4 49 -10 -8 51 -2 -8
6 -1 -12 5 -10 -6
5 -10 -6 7 -0 -0
7 -0 -0
5 -10 -6 5 -10 -6 6 -3 -4 1 -4 -0
BOT CHORD 2 X 4 DF 240OF 2.0E
WEBS
Scale = 1:85.6
5x5 ii
r
0
9015 8-9-9
P late O se s [1 :0 -G- 3,�� M
2], [1 t, [14:
6-9-4
048 6-10-4
LOADING (psf) SPACING 2 -0 -0
CSI
I DEFL in
TCLL 35.0 Plates Increase 1.15
TC 0.84
Vert(LL) -0.19
TCDL 8.0 Lumber Increase 1.15
BC 0.43
Vert(TL) -0.30
BCLL 0.0 Rep Stress Incr YES
W13 0.98
Horz(TL) 0.04
BCDL 8.0 Code IRC2000 /ANS195
(Matrix)
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2 `Except'
TOP CHORD
T2 2 X 4 SPF 2100F 1.8E
BOT CHORD
BOT CHORD 2 X 4 DF 240OF 2.0E
WEBS
WEBS 2 X 4 SPF Stud /Std 'Except`
W4 2 X 4 SPF 1650F 1.5E, W5 2 X 4 SPF No.2
W6 2 X 4 SPF 1650F 1.5E, W7 2 X 4 SPF No.2
W8 2 X 4 SPF 1650F 1.5E
(loc) I /deft L/d
1 -17 >999 240
1 -17 >999 180
11 n/a n/a
9 -0 -15 17 -10 -8 24 -7 -12 25 -4 31 -10 -8 40 -8 -1 49 -10 -8
- - 8 -9 -9 9 -2 -7
PLATES GRIP
M1120 197/144
Weight: 259 lb
Sheathed or 2 -6 -5 oc purlins.
Rigid ceiling directly applied or 6 -0 -0 oc bracing.
1 Row at midpt 4 -16, 5 -16, 6 -16, 6 -14, 7 -14, 8 -14
2 Rows at 1/3 pts 6 -15
REACTIONS (lb /size) 1= 1100/0 -2 -0, 15= 2855/0 -3 -8, 15= 2855/0 -3 -8, 11= 1242/0 -3 -8
Max Horz 1=- 397(load case 5)
Max U plift 1 =-21 0(load case 7), 15=- 417(load case 7), 11=- 331(load case 8)
Max G rav 1 = 1 762(load case 2), 15= 2902(load case 2), 15= 2855(load case 1), 11= 1978(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2= -1582, 2 -3= -1276, 3 -4= -1129, 4 -5= -503, 5 -6= -302, 6 -7= -312, 7 -8= -511, 8 -9= -1121, 9 -10= -1267, 10- 11= -1575,
11 -12 =67
BOT CHORD 1 -17 =1193, 16 -17 =747, 15- 16 = -295, 14- 15 = -295, 13-14=744,11-13=1186
WEBS 2-17=-432,4-17=566,4-16=-745,5-16=-341,6-16=1207,6-15=-2731, 6-14=1210,7-14=-336,8-14=-740,8-13=555,
10 -13= -432
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint 1, 417 lb uplift at
joint 15 and 331 lb uplift at joint 11.
4x10 - 5x5
2)v
0
LOAD CASE(S) Standard
3x6 = 6x8 - 4x4 II 5x8 3x6 -
i - Truss - - Truss Type - - -, Qty Pfy -- DRTGGS7EAGLEWOOD78- 20 /JRUDK HIP O n4erson ompone -I E8 C a p o a s, 403, I JER6IS GYBACK X00 s I May 3�2002WiTe ua nes, n ug 22 3:55 2003 Page f
Job
4 -0 -0 10 -0 -0 14 -0 -0
4 -0 -0 6 -0 -0 4 -0 -0
Scale = 1:23.1
4x5 II
4
3 5x8 =
co
)r
0
4 -1 -12
9 -10 -4
4 -1 -12
5 -8 -8
- Plafeoffsets (XX
j3 - 0-- �63-OT --
I /defl
Ud
PLATES GRIP
LOADING (psf)
SPACING
2 -0 -0
CSI
DEFL
TCLL 35.0
Plates Increase
1.15
TC 0.60
Vert(LL)
TCDL 8.0
Lumber Increase
1.15
BC 0.57
Vert(TL)
BCLL 0.0
Rep Stress Incr
YES
WB 0.57
Horz(TL)
BCDL 8.0
Code IRC2000 /ANSI95
(Matrix)
co
)r
0
LUMBER BRACING
TOP CHORD 2 X 4 SPF 210OF 1.8E *Except* TOP CHORD Sheathed or 5 -4 -3 oc purlins.
T4 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing.
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 1=85/0-5-8,6=444/0-5-8,8=852/0-5-8
Max Horz 8=- 77(load case 5)
Max Upliftl=- 21 (load case 6), 6=- 89(load case 5), 8=- 111(load case 6)
Max Gravl= 179(load case 2), 6= 694(load case 3), 8= 1078(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=-39,2-3=192,4-5=-672,5-6=-217,3-4=-548
BOT CHORD 2-8=-61,7-8=-112,5-7=557
WEBS 3- 8 = -759, 4- 7 = -133, 3 -7 =704
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category II; Exp C, enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (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 per Table 1607.1 of
IBC -00.
6) Bearing at joint(s) 1, 6 considers parallel to grain value using ANSI /TPI 1 -1995 angle to grain formula. Building designer should
verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1, 89 lb uplift at joint 6
and 111 lb uplift at joint 8.
8) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S) Standard
14 -0 -0
4 -1 -12
in
(loc)
I /defl
Ud
PLATES GRIP
-0.05
5 -7
>999
240
M1120 1971144
-0.07
5 -7
>999
180
0.02
6
n/a
n/a
Weight: 43 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 210OF 1.8E *Except* TOP CHORD Sheathed or 5 -4 -3 oc purlins.
T4 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing.
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 1=85/0-5-8,6=444/0-5-8,8=852/0-5-8
Max Horz 8=- 77(load case 5)
Max Upliftl=- 21 (load case 6), 6=- 89(load case 5), 8=- 111(load case 6)
Max Gravl= 179(load case 2), 6= 694(load case 3), 8= 1078(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=-39,2-3=192,4-5=-672,5-6=-217,3-4=-548
BOT CHORD 2-8=-61,7-8=-112,5-7=557
WEBS 3- 8 = -759, 4- 7 = -133, 3 -7 =704
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category II; Exp C, enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (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 per Table 1607.1 of
IBC -00.
6) Bearing at joint(s) 1, 6 considers parallel to grain value using ANSI /TPI 1 -1995 angle to grain formula. Building designer should
verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1, 89 lb uplift at joint 6
and 111 lb uplift at joint 8.
8) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S) Standard
-- yp - - — y Ply - DRIGGS/EAGLEWOO6/83DIJR(ID)l- -
hi� ,Truss I Truss Type Qt I
Q39441 E9 ROOF TRUSS 1 1
Job Reference (o ptional)
Anderson Components = IF, Idaho Falls, ID 83403 JER06 5166s May 30 003 IDITk industries, Inc. 22 - 0$: age
3 -9 -12
51 -4 -0
- � -4 ; 0 8 -7 -15 13 -6 -2 18 -0 -0 32 -0 -0 , 36 -6 -14 41 -4 -9 46 -2 -4 50 -0 -0
dale 1:88.7
1- 4- 03 -9 -12 4 -10 -3 4 -10 -3 4 -5 -14 14 -0 -0 4 -6 -14 4 -9 -11 4 -9 -11 3 -9- 121 -4 -0
6x6 5x8 -
2x4 11
_ o
YI
0
3 -9 -12
11 -1 -1 1
18 -0 -0
1 24 -9 -4 25 -1 12 32 -0 -0
38 -11 -12
3 -9 -12
7 -3 -5
6 -10 -15
6 -9 -4 0 -4 -8 6 -10 -4
6 -11 -12
Plafe 6ffseefs ()(lY
1 2.0-0 _-0, 0_-_9-A ' [7'0 2- 8,0 -1 -12] [9.0_-6-8_,0-27- -0 -0, 0-0 - [1 8: 2- 8,0 -3 -01, (20:0-2-8,13 _
LOADING (psf)
SPACING
2 -0 -0
CSI DEFL in (loc)
I /deft L/d
TCLL 35.0
Plates Increase
1.15
TC 0.84 Vert(LL) -0.06 17 -18
>999 240
TCDL 8.0
Lumber Increase
1.15
BC 0.28 Vert(TL) -0.10 17 -18
>999 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.98 Horz(TL) 0.02 16
n/a n/a
BCDL 8.0
Code IRC2000 /ANSI95
(Matrix)
51+
0
46 -2 -4 50 -0 -0
7 -2 -8 3 -9 -12
PLATES GRIP
M1120 197/144
Weight: 279 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD
Sheathed or 5 -8 -15 oc purlins.
T6 2 X 4 SPF 210OF 1.8E BOT CHORD
Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except:
BOT CHORD 2 X 4 SPF No.2 *Except*
6 -0 -0 oc bracing: 2- 22,14 -16.
B3 2 X 4 DF 240OF 2.0E WEBS
1 Row at midpt 5 -22, 6 -20, 10 -18, 11 -16
WEBS 2 X 4 SPF Stud /Std *Except*
2 Rows at 1/3 pts 7 -19, 9 -19, 8 -19
W7 2 X 4 SPF No.2, W11 2 X 4 SPF No.2
REACTIONS (lb /size) 22= 1415/0 -3 -8, 19= 2509/0 -3 -8, 19= 2509/0 -3 -8, 16= 1420/0 -3 -8
Max Horz 22=- 383(load case 5)
Max Uplift22=- 313(load case 7), 19=- 363(load case 6), 16=- 367(load case 8)
Max Grav22= 2187(load case 2), 19=2951 (load case 2), 19= 2509(load case 1), 16= 2194(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2 =65, 2 -3 =596, 3 -4 =490, 4 -5 =607, 5 -6= -533, 6 -7= -244, 9 -10= -254, 10- 11 = -538, 11 -12 =607, 12 -13 =491, 13 -14 =597,
14- 15 =65, 7 -8 =372, 8 -9 =372
BOT CHORD 2- 22 = -407, 21 -22 =350, 20 -21 =307, 19 -20 =130, 18 -19 =137, 17 -18 =315, 16 -17 =353, 14 -16 =408
WEBS 3-22=-395,5-22=-1184,5-21=-20,6-21=138,6-20=-401, 7-20=463,7-19=-1003,9-19=-1008,9-18=458, 10- 18 = -395,
10 -17 =129, 11- 17 = -11, 11- 16= -1192, 13-16=-394,8-19=-652
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf, Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 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 per Table 1607.1 of
IBC -00.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 lb uplift at joint 22, 363 lb uplift at
joint 19 and 367 lb uplift at joint 16.
LOAD CASE(S) Standard
22 21 20 19 18 17 16
3x6 — 3x6 - 56 - 3x8 - 5x5 = 3x6 - 3x6 -
iJAb ► 'Truss - Truss Type
Q39441 1 1 E9 -CAP I HIP PIGGYBACK
Anddrson - Falls, 1D 83403, JEROD
MH
.E
Qty -TPly TDRIGGS1EAGLEWOOD /8= 207JRPD) -
5.100 s May 2 Job Reference ek 1 s nes, rf Aug22 - W41 :5fi 200TPage�
8 -0 -0 14 -0 -0
2 -0 -0 6 -0 -0
4x5 II
4
3 5x8 =
Scale = 1:23.1
m
1;
0
6 -1 -12
1
7 -10 -4 1
14 -0 -0
6 -1 -12
1 -8 -8
6 -1 -12
- Pla - Fe - OffseUs — (XY )' - j3:0 -3 - 3 Ol
-
-
LOADING (psf) SPACING
2 -0 -0
CSI
DEFL in
(loc) I /deft L/d PLATES GRIP
TCLL 35.0 Plates Increase
1.15
TC 0.78
Vert(LL) -0.11
5 -7 >831 240 M1120 197/144
TCDL 8.0 Lumber Increase
1.15
BC 0.57
Vert(TL) -0.15
5 -7 >630 180
BCLL 0.0 Rep Stress Incr
YES
WB 0.57
Horz(TL) 0.03
6 n/a n/a
BCDL 8.0 Code IRC2000 /ANSI95
(Matrix)
Weight: 44 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD
Sheathed or 6 -0 -0 oc purlins.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 6 -0 -0 oc bracing.
WEBS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 1=-26/0-5-8,6=135/0-5-8,8=1273/0-5-8
Max Horz 1= 119(load case 6)
Max Upliftl=- 167(load case 3), 6=- 94(load case 2), 8=- 226(load case 7)
Max Gravl= 128(load case 2), 6= 364(foad case 3), 8= 1306(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=39,2-3=676,4-5=369,5-6=-64,3-4=213
BOT CHORD 2-8=-454,7-8=-502,5-7=-194
WEBS 3 -8= -1169, 4- 7 = -462, 3 -7 =616
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11, Exp C; enclosed,MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TOLL: ASCE 7 -98; Pf =35.0 psf (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 per Table 1607.1 of
IBC -00.
6) Bearing at joint(s) 1, 6 considers parallel to grain value using ANSI /TPI 1 -1995 angle to grain formula. Building designer should
verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 1, 94 lb uplift at joint
6 and 226 lb uplift at joint 8.
8) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S) Standard
- - -
jpbo Truss Truss Type
Q39441 FIG ROOF TRUSS
An erson ompon»�- I >� Falrs. 83403,
J1=R0D
11 -5 -0
11 -5 -0
v
O
O
Qfy Ply _ DRTG Z JR(1D)K
Job Reference (optional)
- --- ST60 s May 200TMiTe n�T�stnes, F�=8�43:56 - 2003 - Page F
22 -10 -0
11 -5 -0
44 =
1.5x4 II
oatea1;
22 -10 -0
Scale = 1:41.8
v
O
O
PlO ffsets ()(, [7 V- 1 -II ], - [8 0= 3,0 =1 [9: 3= 30 ,1 0T, - [1 0:0 -3-3-
0
LOADING (psf) SPACING
2 -0 -0
CSI
DEFL in
(loc) I /defl Ud PLATES GRIP
TCLL 35.0 Plates Increase
1.15
TC 0.23
Vert(LL) n/a
n/a 999 M1120 197/144
TCDL 8.0 Lumber Increase
1.15
BC 0.15
Vert(TL) n/a
n/a 999
BCLL 0.0 Rep Stress Incr
NO
WB 0.21
Horz(TL) 0.00
11 n/a n/a
BCDL 8.0 Code IRC2000 /ANSI95
(Matrix)
Weight: 98 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD
Sheathed or 6 -0 -0 oc purlins.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
OTHERS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 1= 145/22 -10 -0, 11= 145/22 -10 -0, 17= 165/22 -10 -0, 18= 200/22 -10 -0, 19= 214/22 -10 -0, 20= 166/22 -10 -0, 21= 311/22 -10 -0, 16= 196/22 -10 -0,
14= 212/22 -10 -0, 13= 167/22 -10 -0, 12= 311/22 -10 -0
Max Horz 1= 191(load case 7)
Max Upliftl=- 27(load case 5), 11=- 6(load case 6), 18=- 75(load case 7), 19=- 88(load case 7), 20=- 66(load case 7), 21=- 125(load case 7), 16=- 78(load case 8),
14=-91 (load case 8), 13=- 66(load case 8), 12=- 125(load case 8)
Max Grav 1 = 1 99(load case 2), 11= 199(load case 3), 17= 165(load case 1), 18= 305(load case 2), 19= 310(load case 2), 20= 243(load case 2), 21= 454(load case
2), 16=301 (load case 3), 14= 308(load case 3), 13= 243(load case 3), 12= 454(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2= -105, 2- 3 = -97, 3- 4 = -84, 4- 5 = -87, 5- 6 = -86, 6- 7 = -86, 7- 8 = -87, 8- 9 = -84, 9- 10 = -97, 10 -11= -105
BOT CHORD 1 -21 =0, 20 -21 =0, 19 -20 =0, 18 -19 =0, 17 -18 =0, 16 -17 =0, 15- 16 = -0, 14- 15 =32, 13- 14 =32, 12- 13 =32, 11 -12 =32
WEBS 6-17=-132,5-18=-169,4-19=-178,3-20=-149, 2 -21= -241, 7 -16= -169, 8 -14= -178, 9 -13= -149, 10- 12 = -241
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail'
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2 -0 -0 oc.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 1, 6 lb uplift at joint 11
75 lb uplift at joint 18, 88 lb uplift at joint 19, 66 lb uplift at joint 20, 125 lb uplift at joint 21, 78 lb uplift at joint 16, 91 lb uplift at joint
1 66 lb uplift at joint 13 and 125 lb uplift at joint 12.
LOAD CASE(S) Standard
1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 3x4 = 1.5x4 II 1.5x4 11 1.5x4 11
--
J Truss Truss Type Qty ply DRf JEAGL EW60D78= 207JR(!D)R
Q39441 Gt F TRUSS -_ - 2 y 2 I (optional) _ g g Job
model stint hehts - `o Fal>s ID 83 OD -1�� s May 30 2003 M Tek n us nes; In�i Aug 2 08 4 58 2a6 a e i
IF, IdaK
2 -7 -7 4 -2 -9 7 -3 -0
2 -7 -7 1 -7 -2 3 -0 -7
10 -3 -7 11 -10 -9 14 -6 -0
3 -0 -7 1 -7 -2 2 -7 -7
Scale: 112 " =1'
2 -7 -7 4 -2 -9
7 -3 -0
10 -3 -7 11 -10 -9
14 -6 -0
2 -7 -7 1 -7 -2
3 -0 -7
3 -0 -7 1 -7 -2
2 -7 -7
Pra Off (Xl') F1 0-4- 13 - , [30��0 =3 =4]; [5:0- 4 -0;0�] j7 64 -T 3; Edge], [8 [ 9 -- 0-2-4,0-5 -01, J1 -4
-
LOADING (psf) SPACING 1 -0 -0
CSI
DEFL in (loc) I /deft Ud
PLATES GRIP
TCLL 35.0 Plates Increase 1.15
TC 0.97
Vert(LL) -0.26 10 >636 240
M1120 197/144
TCDL 8.0 Lumber Increase 1.15
BC 0.90
Vert(TQ -0.34 10 >493 180
M1120H 148/108
BCLL 0.0 Rep Stress Incr NO
WB 0.65
Horz(TL) 0.08 7 n/a n/a
BCDL 8.0 Code IRC2000 /ANSI95
(Matrix)
Weight: 149 lb
LUMBER
BRACING
TOP CHORD 2 X 6 SPF No.2 'Except`
TOP CHORD Sheathed or 1 -6 -15 oc purlins.
T4 2 X 4 SPF 2100F 1.8E, T5 2 X 4 SPF 2100F
1.8E
BOT CHORD Rigid ceiling directly applied or
10 -0 -0 oc bracing.
BOT CHORD 2 X 6 OF 2400F 2.0E
WEBS 2 X 4 SPF Stud /Std `Except'
W3 2 X 4 SPF No.2, W5 2 X 4 SPF No.2, W7 2 X 4 SPF No.2
WEDGE
Left: 2 X 6 SPF No.2, Right: 2 X 6 SPF No.2
REACTIONS (lb /size) 1=8783/0-6-4,7=8380/0-6-4
Max Horz 1=- 14(load case 8)
Max Upliftl=- 1446(load case 7), 7=- 1385(load case 8)
Max Grav 1= 8844(load case 2), 7= 8442(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2 =- 16984, 2 -3 =- 16826, 3 -4 =- 16327, 4 -5 =- 15979, 5 -6 =- 16466, 6 -7= -16378
BOT CHORD 1 -12= 15599, 11 -12= 15498, 11 -13= 18358, 10-13=18358,9-10=18358,8-9=14972,7-8=15040
WEBS 2 -12 =732, 2 -11 =415, 3 -11 =5298, 4 -11= -2325, 4 -10 =2994, 4 -9= -2723, 5 -9 =5167, 6 -9 =642, 6 -8 =497
NOTES
1) 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, 2 X 6 - 2 rows at 0 -9 -0 oc.
Bottom chords connected as follows: 2 X 6 - 3 rows at 0 -5 -0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc.
2) Wind: ASCE 7 -98; 90mph, h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone,Lumber
DOL =1.33 plate grip DOL =1.33.
3) TCLL: ASCE 7 -98, Pf =35.0 psf (roof snow); Exp C; Fully Exp.
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 per Table 1607.1 of
IBC -00.
6) All plates are M1120 plates unless otherwise indicated.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1446 lb uplift at joint 1 and 1385 lb uplift
at joint 7.
8) Girder carries tie -in span(s): 33 -9 -0 from 0 -0 -0 to 5 -0 -0; 30 -3 -8 from 5 -0 -0 to 14 -6 -0
9) Girder carries hip end with 4 -2 -9 end setback
10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 248.1 lb down and
99.61b up at 10 -3 -7, and 248.1lb down and 99.61b up at 4 -2 -9 on bottom chord. The design /selection of such special 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: 1 -3= -43.0, 3 -5= -21.5, 5 -7= -43.0, 1 -11 =- 1205.8, 11 -13 =- 1297.6, 9 -13 =- 1169.1, 7 -9 =- 1077.3
Concentrated Loads (lb)
Vert: 11= -248.1 9= -248.1
4.87 rTT 6x6 II 3x8 - 6x6 II
8x12 M1120Ho 3 4 5 av» M1190H
7qb - -' Truss - Truss Type DRTGGSIEAGLEWi70678- 207JR�ID)F� -- —
43 30
de—r p IF,ldaho�alls, ID 83403, - JERO� -5 T00 s May 1 Iek
J ob
�003 - Mi ln us n� Fri'7�ug 22 08��58 200 Page
1 An erso�oriehts ! 1
3 -11 -12 7 -11 -8
3 -11 -12 3 -11 -12
44 -
�o
0
7 -11 -8
Iaii�]
v
0
0
Scale = 1:25.2
- Plate
--
LOADING (psf) SPACING 2 -0 -0
CSI
DEFL in
(loc) I /deft L/d PLATES GRIP
TCLL 35.0 Plates Increase 1.15
TC 0.12
Vert(LL) n/a
n/a 999 M1120 197/144
TCDL 8.0 Lumber Increase 1.15
BC 0.03
Vert(TL) n/a
n/a 999
BCLL 0.0 Rep Stress Incr YES
WB 0.11
Horz(TL) 0.00
5 n/a n/a
BCDL 8.0 Code IRC2000 /ANS195
(Matrix)
Weight: 31 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD
Sheathed or 6 -0 -0 oc purlins.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
OTHERS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 1= 92/7 -11 -8, 5= 92/7 -11 -8, 7= 106/7 -11 -8, 8= 231/7 -11 -8, 6= 231/7 -11 -8
Max Horz 1=- 146(load case 5)
Max Uplift1=- 45(load case 5), 5=- 25(load case 6), 8=- 190(load case 7), 6=- 190(load case 8)
Max Grav1= 116(load case 2), 5= 116(load case 3), 7= 106(load case 1), 8= 338(load case 2), 6= 338(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=32,2-3=-120,3-4=-120,4-5=-69
BOT CHORD 1-8=26,7-8=26,6-7=26,5-6=26
WEBS 3-7=-74,2-8=-198,4-6=-198
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed,MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail'
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2 -0 -0 oc.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 1, 25 lb uplift at joint 5
, 190 lb uplift at joint 8 and 190 lb uplift at joint 6.
LOAD CASE(S) Standard
- - - �DR1i;GS7EAGLEWDOD78 207JR(IDN 1
Jq�>r • Truss Truss Type Qty PIy
Q39441 HF -E1 MOD. QUEEN 1 1
Job Reference (optional)
An erson Components - IF, Idaho Falls, 83403, JEROD $.100 sTTay 30 2003 M I ek indi striesTnc. r� i Aug 22 43 :599 2003 P�ag
10 -11 -8 16 -11 -8 22 -11 -8 33 -11 -0
10 -11 -8 6 -0 -0 6 -0 -0 10 -11 -8
5x5 //
v
v
0
33 -11 -0
33 -11 -0
5x5
14
21
a
a
Scale = 1:69.0
Fal to OffseFs (X,Y):
[9�= 2- 0�0:j =0]; [1 -1 -0], [14 :0 -2 -5, Edge] [15:0- 4- 2,0= 1= 0], 4=2,61- 0]; 118:0- 4- 2,0- 1- 01,T1J 0 -0]; [20:0-4-2,00 -
[ 21:0 - 3- 7,0 -0- 4],[22.0 2- 0,0 -1- 0],(23:0-
2- 0,0 -1- 0 ],[24:0-2-0 , 0-1-0], [25 0- 2- 0,0 -1- 0], [26:0-2-0,0-1-0],
[32:0-2- 0,0-1-0], [33 [34 0 -2 -0,0 1 -0]
LOADING (psf)
SPACING 2 -0 -0
CSI DEFL in
(loc) I /deft Ud PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.11 Vert(LL) n/a
n/a 999 M1120 197/144
TCDL 8.0
Lumber Increase 1.15
BC 0.09 Vert(TL) n/a
n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.35 Horz(TL) 0.01
21 n/a n/a
BCDL 8.0
Code IRC2000 /ANSI95
(Matrix)
Weight: 2531b
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD
Sheathed or 6 -0 -0 oc purlins.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
OTHERS 2 X 4 SPF Stud /Std
WEBS
1 Row at midpt 14 -27, 8 -34, 7 -35, 15 -26
2 Rows at 113 pts 13 -28, 12 -29, 11 -31, 10 -32, 9 -33
REACTIONS (lb /size) 1= 46/33 -11 -0, 21= 46/33 -11 -0, 27= 157/33 -11 -0, 28= 200/33 -11 -0, 29= 201/33 -11 -0, 31= 199/33 -11 -0,
32= 206/33 -11 -0, 33= 199/33 -11 -0, 34= 158/33 -11 -0, 35= 201/33 -11 -0, 36= 206/33 -11 -0, 37= 202/33 -11 -0,
38= 210/33 -11 -0, 39= 171/33 -11 -0, 26= 201/33 -11 -0, 25= 206/33 -11 -0, 24= 202/33 -11 -0, 23= 210/33 -11 -0,
22= 171/33 -11 -0
Max Horz 1= 366(load case 7)
Max Uplift1=- 196(load case 5), 21=- 142(load case 6), 28=- 59(load case 6), 29=- 65(load case 5), 31=- 62(load case 6),
32=- 62(load case 5), 33=- 54(load case 5), 34=- 30(load case 6), 35=- 158(load case 7), 36=- 171(load case 7),
37=- 163(load case 7), 38=- 170(load case 7), 39=- 138(load case 7), 26=- 156(load case 8), 25=- 171(load case
8), 24=- 163(load case 8), 23=- 170(load case 8), 22=- 138(load case 8)
Max Grav 1 =444(load case 7), 21= 415(load case 8), 27=241 (load case 3), 28= 303(load case 2), 29= 295(load case 2),
31= 292(load case 3), 32= 300(load case 3), 33= 302(load case 3), 34=241 (load case 2), 35= 294(load case 2),
36= 299(load case 2), 37= 295(load case 2), 38= 306(load case 2), 39= 249(load case 2), 26= 294(load case 3),
25= 299(load case 3), 24= 295(load case 3), 23= 306(load case 3), 22= 249(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1- 2 = -61, 2 -3= -130, 3 -4= -134, 4 -5= -133, 5- 6 = -14, 6 -7= -134, 7 -8= -132, 14 -15= -132, 15 -16= -134, 16- 17 = -14,
17- 18 = -133, 18- 19 = -134, 19- 20 = -130, 20- 21 = -61, 8- 9 = -45, 9- 10 = -43, 10- 11 = -43, 11- 12 = -43, 12- 13 = -43, 13- 14 = -45
BOT CHORD 1- 39 = -0, 38- 39 = -0, 37- 38 = -0, 36- 37 = -0, 35- 36 = -0, 34- 35 = -0, 33 -34 =0, 32 -33 =0, 31 -32 =0, 30 -31 =0, 29- 30 =43,
28- 29 =43, 27- 28 =43, 26- 27 =43, 25- 26 =43, 24- 25 =43, 23- 24 =43, 22- 23 =43, 21 -22 =43
WEBS 14- 27 = -126, 13- 28 = -167, 12- 29 = -173, 11- 31 = -172, 10- 32 = -173, 9- 33 = -167, 8 -34= -126, 7 -35= -169, 6 -36= -174,
4- 37 = -171, 3- 38 = -177, 2- 39 = -147, 15 -26= -169, 16 -25= -174, 18- 24 = -171, 19- 23 = -177, 20- 22 = -147
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C, enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail"
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
5) All plates are 1.5x4 M1120 unless otherwise indicated.
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 196 lb uplift at joint 1, 142 lb uplift at
joint 21, 59 lb uplift at joint 28, 65 lb uplift at joint 29, 62 lb uplift at joint 31, 62 lb uplift at joint 32, 54 lb uplift at joint 33, 30 lb uplift at
joint 34, 158 lb uplift at joint 35, 171 lb uplift at joint 36, 163 lb uplift at joint 37, 170 lb uplift at joint 38, 138 lb uplift at joint 39, 156 lb
uplift at joint 26, 171 lb uplift at joint 25, 163 lb uplift at joint 24, 170 lb uplift at joint 23 and 138 lb uplift at joint 22.
LOAD CASE(S) Standard
39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22
3x4 // 3x4 = 3x4 ��
Jr 4 1 Truss -- Truss Type - -- - - - TQty Ply DRIGGS7EAGLEW0D678- 207JR(ID)K - -
I
Q39441 HF -EI -CP PIGGYBACK 1 1 1
Job An ! IF, Idaho FaITs_, M_nA 3�EROD - 5 s May 303003 Mi usopes i (optional) nKug 2208:43:552003 Page
-2 -0 -0 , 6 -0 -0 12 -0 -0 , 14 -0 -0 ,
2 -0 -0 6 -0 -0 6 -0 -0 2 -0 -0
44 -
5
LUMBER BRACING
rr
0
Scale = 1:36.1
PLATES GRIP
M1120 197/144
Weight: 54 lb
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6 -0 -0 oc purlins.
BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
OTHERS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 1 =- 19/12 -0 -0, 9 =- 19/12 -0 -0, 2= 157/12 -0 -0, 8= 157/12 -0 -0, 12= 124/12 -0 -0, 13= 205/12 -0 -0, 14= 187/12 -0 -0, 11= 205/12 -0 -0, 10= 187/12 -0 -0
Max Horz 1=- 231(load case 5)
Max Upliftl=- 199(load case 5), 9=- 29(load case 3), 2=- 35(load case 6), 8=- 30(load case 6), 13=- 163(load case 7), 14=- 167(load case 7), 11=- 162(load case 8),
10=- 164(load case 8)
Max Gravl= 210(load case 6), 9= 31(load case 8), 2= 207(load case 2), 8= 207(load case 3), 12= 130(load case 8), 13= 314(load case 2), 14= 270(load case 2),
11= 314(load case 3), 10= 270(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=33,2-3=-99.3-4=-118,4-5=13,5-6=-119,6-7=-118,7-8=-99,8-9=33
BOT CHORD 2- 14 =34, 13- 14 =34, 12- 13 =34, 11- 12 =34, 10- 11 =34, 8 -10 =34
WEBS 5- 12 = -92, 4 -13= -173, 3 -14= -155, 6 -11= -173, 7 -10= -155
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed,MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail'
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2 -0 -0 oc.
6) Bearing at joint(s) 1, 9, 2, 8 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should
verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 1, 29 lb uplift at joint
9, 35 lb uplift at joint 2, 30 lb uplift at joint 8, 163 lb uplift at joint 13, 167 lb uplift at joint 14, 162 lb uplift at joint 11 and 164 lb uplift at
joint 10.
8) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S) Standard
12 -0 -0 ,
12 -0 -0
PIa1e 0ffs_eTs_(X,Y)'.
[6:0-4- 2,0 -1 -01, [7:0-4-2,0-1-01 [8�O- 3 -6,O - -0;0 1 0], [1 t 0- 2- 0,0 -1 -
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL in (loc)
I /deft
L/d
TCLL 35.0
Plates Increase 1.15
TC 0.09
Vert(LL) n/a
n/a
999
TCDL 8.0
Lumber Increase 1.15
BC 0.05
Vert(TL) n/a -
n/a
999
BCLL 0.0
Rep Stress Incr YES
WB 0.12
Horz(TL) 0.00 8
n/a
n/a
BCDL 8.0
Code IRC2000 /ANSI95
(Matrix)
LUMBER BRACING
rr
0
Scale = 1:36.1
PLATES GRIP
M1120 197/144
Weight: 54 lb
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6 -0 -0 oc purlins.
BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
OTHERS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 1 =- 19/12 -0 -0, 9 =- 19/12 -0 -0, 2= 157/12 -0 -0, 8= 157/12 -0 -0, 12= 124/12 -0 -0, 13= 205/12 -0 -0, 14= 187/12 -0 -0, 11= 205/12 -0 -0, 10= 187/12 -0 -0
Max Horz 1=- 231(load case 5)
Max Upliftl=- 199(load case 5), 9=- 29(load case 3), 2=- 35(load case 6), 8=- 30(load case 6), 13=- 163(load case 7), 14=- 167(load case 7), 11=- 162(load case 8),
10=- 164(load case 8)
Max Gravl= 210(load case 6), 9= 31(load case 8), 2= 207(load case 2), 8= 207(load case 3), 12= 130(load case 8), 13= 314(load case 2), 14= 270(load case 2),
11= 314(load case 3), 10= 270(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=33,2-3=-99.3-4=-118,4-5=13,5-6=-119,6-7=-118,7-8=-99,8-9=33
BOT CHORD 2- 14 =34, 13- 14 =34, 12- 13 =34, 11- 12 =34, 10- 11 =34, 8 -10 =34
WEBS 5- 12 = -92, 4 -13= -173, 3 -14= -155, 6 -11= -173, 7 -10= -155
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed,MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail'
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2 -0 -0 oc.
6) Bearing at joint(s) 1, 9, 2, 8 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should
verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 1, 29 lb uplift at joint
9, 35 lb uplift at joint 2, 30 lb uplift at joint 8, 163 lb uplift at joint 13, 167 lb uplift at joint 14, 162 lb uplift at joint 11 and 164 lb uplift at
joint 10.
8) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S) Standard
12 -0 -0 ,
Q39441 P ♦ Truss j Truss Type
3 it ROOF TRUSS
n erson Compone _- Flaaho Falls MM403; XR0D
— Qty Ply DRTGGS7EAGLEWOODB= 2D1JR(ID)K -- -
8 1'
Job Reference (optional)
5 s 30 2003 MiTe n us nes, nc. Fn` uA g 22 08:43:59 -003 - Page 1
Scale = 1:9.8
v
0
1
LOADING (psf)
SPACING
2 -0 -0
CSI
TCLL 35.0
Plates Increase
1.15
TC 0.22
TCDL 8.0
Lumber Increase
1.15
BC 0.03
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
BCDL 8.0
Code IRC2000 /ANSI95
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
REACTIONS (lb /size) 3 =32 /Mechanical, 2= 270/0 -5 -8, 4 =15 /Mechanical
Max Horz 2= 1 08(load case 5)
Max Uplift3=- 34(load case 7), 2=- 112(load case 5)
Max Grav3= 32(load case 1), 2= 270(load case 1), 4= 34(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=65,2-3=-75
BOT CHORD 2 -4 =0
DEFL in (loc) I /deft Ud
Vert(LL) -0.00 2 >999 240
Vert(TL) -0.04 1 >498 180
Horz(TL) -0.00 3 n/a n/a
BRACING
TOPCHORD
BOT CHORD
PLATES GRIP
M1120 197/144
Weight: 7 lb
Sheathed or 1 -11 -11 oc purlins.
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 II; Exp C; enclosed;MWFRS gable end zone,Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3 and 112 lb uplift at
joint 2.
1 -11 -11
1 -11 -11
LOAD CASE(S) Standard
-1 -4 -0 1 -11 -11
3 �
1 -4 -0 1 -11 -11
Jab -Truss - Tru Type - -Qty Ply DRTGGS7EAGl
Q39441 J1A i ROOFTRUSS 2 1
And erson om onen s -_ iF Ida o Is, ID 83W03, JEROD 5.100 s May 30 26 Job Reference
P y 031 TekInd
5 -9 -11
5 -9 -11
nc.
Scale = 1:19.6
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
5 -9 -11
5 - 9 -1
2x4 -
DEFL
LOADING(psf)
(loc)
SPACING
Vert(LL)
CSI
2 -0 -0
TCLL
35.0
Plates Increase
1.15
TC 0.72
TCDL
8.0
Lumber Increase
1.15
BC 0.28
BCLL
0.0
Rep Stress Incr
YES
WB 0.00
BCDL
8.0
Code IRC2000 /ANSI95
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
5 -9 -11
5 - 9 -1
DEFL
in
(loc)
I /deft
Vert(LL)
-0.06
1 -3
>999
Vert(TL)
-0.10
1 -3
>662
Horz(TL)
-0.00
2
n/a
Weight: 15 lb
BRACING
TOP CHORD Sheathed or 5 -9 -11 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
REACTIONS (lb /size) 1= 278/0 -3 -8, 2= 234 /Mechanical, 3 =44 /Mechanical
Max Horz 1= 162(load case 5)
Max Uplift1=- 3(load case 5), 2=- 145(load case 5)
Max Grav 1 =278(load case 1), 2= 234(load case 1), 3= 99(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2 =109
BOT CHORD 1 -3 =0
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf, Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp,
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 1 and 145 lb uplift at
joint 2.
LOAD CASE(S) Standard
Ud T PLATES
240 M1120
180
n/a
GRIP
197/144
Jai V i Truss - Truss Type — — FQty TPIy DR TGZ;S/EAGLEW0GD78 _Z07JRM)
Q39441 J2 ROOF TRUSS 8 1
Job Reference (optional) j
An e� rson Components - IF Idaho Falls, ID83403, JLHUU — . - f00 s Way 210 MiTe lnaus nes, Inc. Fri Aug - 2 4 00 26D3 Page 1
-1 -4 -0 3 -11 -11
1 -4 -0 3 -11 -11
1
Scale = 1:14.9
REACTIONS (lb /size) 3= 118 /Mechanical, 2= 354/0 -5 -8, 4 =29 /Mechanical
Max Horz2= 158(load case 5)
Max Uplift3=- 69(load case 5), 2=- 106(load case 5)
Max Grav3= 118(load case 1), 2= 354(load case 1), 4= 65(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=67,2-3=52
BOT CHORD 2 -4 =0
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) This truss has been designed for 1.00 times Flat roof load of 35.0 psf on overhangs non - concurrent with other live loads.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 3 and 106 lb uplift at
joint 2.
LOAD CASE(S) Standard
3 -11 -11
r
3 -11 -11
LOADING (psf) SPACING
2 -0 -0
CSI
DEFL in (loc) I /deft L/d PLATES GRIP
TCLL 35.0 Plates Increase
1.15
TC 0.28
Vert(LL) -0.01 2 -4 >999 240 M1120 197/144
TCDL 8.0 Lumber Increase
1.15
BC 0.12
Vert(TL) -0.07 1 >279 180
BCLL 0.0 Rep Stress Incr
YES
WB 0.00
Horz(TL) -0.00 3 n/a n/a
BCDL 8.0 Code IRC2000 /ANSI95
(Matrix)
Weight: 12 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD Sheathed or 3 -11 -11 oc purlins.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
REACTIONS (lb /size) 3= 118 /Mechanical, 2= 354/0 -5 -8, 4 =29 /Mechanical
Max Horz2= 158(load case 5)
Max Uplift3=- 69(load case 5), 2=- 106(load case 5)
Max Grav3= 118(load case 1), 2= 354(load case 1), 4= 65(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=67,2-3=52
BOT CHORD 2 -4 =0
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) This truss has been designed for 1.00 times Flat roof load of 35.0 psf on overhangs non - concurrent with other live loads.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 3 and 106 lb uplift at
joint 2.
LOAD CASE(S) Standard
h +1 Truss I Truss Type Qty Ply
Q39441 J3 ROOF TRUSS 6 1
Job Reference (optional)
�derso�onents �, a Fir, ID 83403, �E}�0� - - — — 3 100 s hay 3� E6 i e n us nes, nc. r'i Aug 22 08 4:0 2003 - Page 1
-1 -4 -0 5 -11 -11
1 -4 -0 5 -11 -11
Scale = 1:20.1
5 -11 -11
5 -11 -11
LOADING (psf)
SPACING
2 -0 -0
CSI
DEFL
in
(loc)
I /deft
L/d
TCLL 35.0
Plates Increase
1.15
TC 0.61
Vert(LL)
-0.06
2-4
>999
240
TCDL 8.0
Lumber Increase
1.15
BC 0.29
Vert(TL)
0.16
1
>124
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 8.0
Code IRC2000 /ANSI95
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
REACTIONS (lb /size) 3= 216 /Mechanical, 2= 444/0 -5 -8, 4 =45 /Mechanical
Max Horz 2= 214(load case 5)
Max Uplift3=- 129(load case 5), 2=-101 (load case 5)
Max Grav3= 216(load case 1), 2= 444(load case 1), 4=101 (load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=67,2-3=97
BOT CHORD 2 -4 =0
PLATES
M1120
Weight: 17 lb
BRACING
TOP CHORD Sheathed or 5 -11 -11 oc purlins.
BOT CHORD 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 II; Exp C, enclosed,MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C, Fully Exp.
3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3 and 101 lb uplift at
joint 2.
GRIP
197/144
LOAD CASE(S) Standard
�Q394 i` Truss t �Truss Type - y Tly DRIGGS /EAGLEW00D7&207JR(lD)K__
41 - M1 :ROOFTRUSS - 22
.T i - a T Qt III Job Reference (optional)
Anderson Compone� Fldaho al1� _&3403,7EROD - -- - 5TWs -lay 3D_ZU9S_MiT nes, Inc. ri uugg 22 08:44:61 2003 a�e
-1 -4 -0 4 -0 -11
1 -4 -0 4 -0 -11
1.5x4 II
4
8 -0 -0
3 -11 -5
t
Scale = 1:28.2
REACTIONS (lb /size) 2=541/0-3-8,5=380/Mechanical
Max Horz 2= 272(load case 5)
Max Uplift2=- 98(load case 5), 5=-151 (load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=67,2-3=-418,3-4=57
BOT CHORD 2 -5 =268
WEBS 3 -5= -324, 4 -5= -136
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 2 and 151 lb uplift at
joint 5.
LOAD CASE(S) Standard
8-0-0
8-0-0
LOADING (psf) SPACING
2 -0 -0
CSI
DEFL in
(loc) I /deft Ud PLATES GRIP
TCLL 35.0 Plates Increase
1.15
TC 0.29
Vert(LL) -0.21
2 -5 >437 240 M1120 197/144
TCDL 8.0 Lumber Increase
1.15
BC 0.57
Vert(TL) -0.38
2 -5 >243 180
BCLL 0.0 Rep Stress Incr
YES
WB 0.16
Horz(TL) 0.00
5 n/a n/a
BCDL 8.0 Code IRC2000 /ANSI95
(Matrix)
Weight: 33 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD
Sheathed or 6 -0 -0 oc purlins.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10 -0 -0 oc bracing.
WEBS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 2=541/0-3-8,5=380/Mechanical
Max Horz 2= 272(load case 5)
Max Uplift2=- 98(load case 5), 5=-151 (load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=67,2-3=-418,3-4=57
BOT CHORD 2 -5 =268
WEBS 3 -5= -324, 4 -5= -136
NOTES
1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 2 and 151 lb uplift at
joint 5.
LOAD CASE(S) Standard
- -T - -
f Tor r- r � Truss 'Truss Type
Q39441 I M2 ROOF TRUSS
- Anders�ompo»n�s -'11= _1dah_oFaVs,_ID 83403
n i
0
1
Qty i Ply DRIC;GSIEAGLEWOOD DIJR�� - -- - - 1,
8 1
Job Reference (optional)
5 s May 30 2063 IM "Tek Industries, Fn FiAug 22 os -44 1 2665 a e r
NOTES
1) Wind: ASCE 7 -98, 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98, Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
I BC -00.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 2 and 19 lb uplift at
joint 4.
Scale= 1:11.3
GRIP
197/144
LOAD CASE(S) Standard
-1 -4 -0 2 -6 -8 1.5X4 I
1 -4 -0 2 -6 -8 3
2 -6 -8
2 -6 -8
LOADING (psf) SPACING 2 -0 -0
CSI
DEFL
in (loc) I /defl Ud PLATES
TCLL 35.0 Plates Increase 1.15
TC 0.28
Vert(LL)
-0.00 2 -4 >999 240 M1120
TCDL 8.0 Lumber Increase 1.15
BC 0.04
Vert(TL)
-0.06 1 >344 180
BCLL 0.0 Rep Stress Incr YES
WB 0.02
Horz(TL)
0.00 n/a n/a
BCDL 8.0 Code IRC2000 /ANSI95
(Matrix)
Weight: 10 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD Sheathed or 2 -6 -8 oc purlins.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
WEBS 2 X 4 SPF Stud /Std
REACTIONS (lb /size) 2= 305/0 -5 -8, 4 =57 /Mechanical
Max Horz 2= 121(load case 5)
Max Uplift2=- 119(load case 5), 4=- 19(load case 7)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=67,2-3=-89
BOT CHORD 2 -4 =0
WEBS 34=40
NOTES
1) Wind: ASCE 7 -98, 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed;MWFRS gable end zone;Lumber
DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -98, Pf =35.0 psf (roof snow); Exp C; Fully Exp.
3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
I BC -00.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 2 and 19 lb uplift at
joint 4.
Scale= 1:11.3
GRIP
197/144
LOAD CASE(S) Standard
-1 -4 -0 2 -6 -8 1.5X4 I
1 -4 -0 2 -6 -8 3