HomeMy WebLinkAboutALL DOCS & CO - 08-00426 - 246 Mark Ave - New SFRa i
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CITY O F Certificate of Occupancy
�o �
REXB City of Rexburg
` Department of Community Development
Arnerira3 Family Community
19 E. Main St./ Rexburg, ID. 83440
Phone (208) 359 -3020 / Fax (208) 359 -3024
Building Permit No: 0800426
Applicable Edition of Code: International Building Code 2006
Site Address: 246 Mark Ave
Use and Occupancy: Single Family Residential
Type of Construction: Type V, non -rated
Design Occupant Load: NA
Sprinkler System Required: No
Name and Address of Owner: Mader Ryan
Po Box 364
Rigby, ID 83442
Contractor: Mader Construction
Special Conditions: Unfinished Basement
Occupancy: Residential - 2 units or less, permanent in nature
This Certificate, issued pursuant to the requirements of Section 109 of the International Building
Code, certifies that, at the time time of issuance, this building or that portion of the building that
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 C.O. Issued: May
C.O Issued by:
21, 2010 (10:35AM)
Building Official
There shall be no further change in the existing occupancy classification of the building nor shall any structural changes,
modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and
approved said future changes. Y
4 1A
Plumbing Inspec t ' �'� �� map Fire Inspector:
Electrical Inspector• I P &Z Administrator
�extsF; ,
{� G IT Y OF
•.. .1 .L BU 0.\..8
Ameria.'s P4rni y Community
SINGLE FAMILY RESIDENTIAL
City of Rexburg
Department of Community Development
19 E. Main St. / Rexburg, ID. 83440
Phone (208) 359 -3020 / Fax (208) 359 -3024
Project Information
Permit # 0800426
Permit Type Single Family Residential
Project Name 246 Mark - Marler Construction
Site Address 246 MARK DR
Parcel # RPRHNDS0040120
Project Description
Names Associated with this Project
Type Name Contact
Phone # License # Exp Date
Contractor Creekside Electric Todd Bowmon 208 -589 -4258 C -38860 07/01/2009
Contractor Extreme Air Jason Olson
208 - 201 -0212 C -5146 03/31/2011
Contractor Marler Construction Ryan
208- 201 -6868 RCE 18940 08/05/2009
Contractor The Plumber Michael Spears 208 - 851 -1140 C -11430 07/31/2010
Fixtures
1- R- Furnace
1- R- Decorative gas -fired appliance(s) additional
1- R- Exhaust or vent ducts
1- R -Dryer vents additional
2- R -Fuel piping fixture or appliance outlet(s) additional
1 - R -Fuel (gas) piping fixture or appliance outlet
2- R -Bath fan vents additional
3- R -Tub and/or Shower Unit
1 - R -Water Softener
1 - R- Garbage Disposal
4- R -Sink (Lavatory, Kitchen, Mop or Bar Sink)
1 - R -Water Heater
1 - R- Sprinkler
1 - R -Floor Drain
1- R -Dish Washer
1- R- Clothes Washing Machine
3- R -Water Closet and/or Urinal
** *SEE ATTACHED CONDITIONS * **
Print Name
Date Issued:
Signature Date
Issued By:
SINGLE FAMILY RESIDENTIAL
REXBU City of Rexburg
Km£,.e.'sFamily Commun" Department of Community Development
19 E. Main St. / Rexburg, ID. 83440
Phone (208) 359 -3020 / Fax (208) 359 -3024
Project Information
Permit Type Single Family Residential
Site Address 246 MARK DR
Project Description
Permit # 0800426
Project Name 246 Mark - Marler Construction
Parcel # RPRHNDS0040120
Fee Information
Project Valuation
$174,124.8(
Mechanical Residential Fixtures
155.00
Permit - Electrical
72.00
Building Permit Fee
1,413.75
Plan Check Fee
141.38
Residential Plumbing Permit Fee
166.00
Fire Impact
184.61
Hookup Fee /Sewer
1,000.00
Hookup Fee/Water
1,550.00
Park Impact Fee
604.97
Police Impact Fee
158.11
Street Impact Fee
804.25
Water Meter & Parts
317.00
Total Fees Paid $6,567.07
Project Details
Residential, one and two family (Any Code mat,
Unfinished Basements (all use group)
Utility, miscellaneous, private garages (Any Co(
1,336 SQFT
1,336 SQFT
770 SQFT
Conditions
1. Unfinished Basement
Print Name
Signature
Date
Date Issued:
Issued By:
RIFXI3L1I City of Rexburg 0 4
Receipt Number: X22 \\
Department of Community Development
19 E. Main St. / Rexburg, ID. 83440
Phone (208) 359 -3020 / Fax (208) 359 -3024
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Total: $500.00
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Builu ^ .g Safety Departmen', F��
City of Rexburg
o
19 E Main ionellh @rexburg.org Phone: 208.359.3020 x326
Rexburg, ID 83440 www.rexburg.org Fox: 208.359.3024
CITY OF
REX
cam,.
America's Family Community
OWNER'S NAME
PROPERTY ADDRESS
SUBDIVISION lit
PHASE LOT { BLOC
Permit #08 00426
246 Mark Dr
RequiredMf
ELECTRICAL
Electrical Contractor's Name siness Name t t' 6 1UZP fy"` if C i
Address la_t-3 G> City 6 /X- V --- - State 7�� Zip
Cell Phone " 311 2� $'� ,� –733 G Business Phone ' (X4)
Fax ( 3 _57 – 33 Email l rne °S1 ; 44 1 r & hej 5 1 . C®r X
Electrical Estimate (cost of wirin & labor) $ (COMMERCIAL /MULTI - FAMILY ONLY)
(Includes the cost of materials installed regardless of the party supping it).
TYPES OFINSTALI ATION
(New Residential includes everything contained within the residential structure and attached garage at the same time)
RESIDENTIAL ONLY
*Up to 1,500 sq ft - $72 ❑ *1,501 to 2,500 sq ft - $120
❑ *2,501 to 3,500 sq ft - $168 ❑ *3,501 to 4,500 sq ft - $216
❑ * *Over 4,500 sq ft - $216 plus $.04 /sq ft: sq ft total
❑ Existing Residential (# of Branch Circuits) - $40 plus $10 per circuit:
# of circuits
❑ Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year) - $40
❑ Spa, Hot Tub, Swimming Pool - $40 plus $40 grounding grid where applicable
• Electric Central Systems Heating and /or Cooling (when not part of a new residential construction permit
and no additional siring) - $40
• Modular, Manufactured or Mobile Home - $50 plus $10 per circuit
❑ Other Installations: Wiring not specifically covered by any of the above:
Cost of firing & Labor. $ (Includes the cost of malenaIr installed regardless of the party suppl ng it).
❑ Pumps (Domestic Water, Irrigation, Sewage): horse power
o Requested Inspections (of existing wiring) - $40 /hr (1 hr minim plus $40 /hr thereafter
*Includes a maximum of 3 inspections. Additional inspections charged at requested inspection rate of $40 per hour.
** Includes a maximum of 4 inspections. Additional inspections charged at requested inspection rate of $40 per hour.
- ignature of Licensed Contractor License number Date
�—
Memory TX Result Report ( Dec 4. 2008 11
Date /Time: Dec, 4, 2008 11:38AM
39AM)
2)
P. 1
File Page
No. Mode Destination Pg(s) Result Not Sent
----------------------------------------------------------------------------------------------------
7497 Memory TX Rocky Mtn Power P. 1 OK
----------------------------------------------------------------------------------------------------
Reason for error
E. 1) Hang up or line fail E.2) Busy
E. 3) No answe r E. 4) N fats imi l e connect i on
E. 5) Exceeded max. E-mail s i z e
Bul iring Safety Departmerf, <• t>
6 CITY OF
c N or Rexburg 5` REXBURG
IAD83M www.resbug.or -O-p Imt saherre Phana:2D&359.3D " 26 Amv rirmv;y tysrvry
xe�rom+6• a] taus . I p Fec /DB.359.3a7i
°WNE`'SNAME X Permit #0800426
PROPERTYADDRES.S
SUBDIVISION, '��C 240 Mark Dr
PHASE IdyY d- BIA -,-
RequLwdW ELECTRICAL r1
Plertttical Connacm2s Name 6trirnn�o-}ls Name lsl✓Y�Lj rG
Address /e'i✓3A0 IVO1<
( Cell Phane.{�Gdf /.,�¢JJ - 733 Bw iaese Fho (�(fl .'xinr
Faz(� 3�" 7 - 33y/q F '( /nYCN' fta -c��,i �c��5t COSri
El.ctdeal Estimate (-a of ieLag at Ubw) $ (COMMERCIAL/MULTI- FAMILY ONLY)
(� A+ ewafwatorbra�t ^°j�p�'9'^9
TIVFES OFJMTALLAY701V
([ Vwraes7dmnalnanae .errythiogcmralaa�;e&io eTrc ---• • - . - .• snvcn „e.natmdargarsge,rrLe.a�oe,! j .
RESIABNITAL ONLY
*Up to 1,500.q ft - $72 ❑ *1,501 to 2,500 sq ft - $120
❑ *2,501 to 3,500 sq ft- $168 a *3,501 to 4,500 sq ft - $216
E3 0 4,500 sq ft - $216 plus $.04 /sq ft: s q A totd
❑ Ea stingResidamul (# ofBirmch Ci=iis) - $40 plus $10 per m # of circuits
❑ Temporaty Construction Service, 200 amp of lees, one locstiou (far a period sot to careed 1 year) - $40
o Spa, Hot Tub, Swimming Pool -$40 plas$40 gw=dinggrid whereappff ble
o Flatric Cmtnl Systems Heating and/or Cooling (. bmmrpmryf..s _
rad.o wri y -$40
❑ Mod -lar, M ,, g-twed or Mobde Home - $50 plus $I0 per circuit
.n. Dfle lnstsllationw Wiring not spadEc 4 coveted by my ofthe above:
Con a wsi.g&L.AweJ (Lail rs.auej ivm e'rn�.d&asJrFep. ray. pp[,�;r}
o Pomp. (Domestic Water, Inigatioq Sewage): ]i_ power
P Requested Iasp -d— (of eaistiag wiring) - $40/hr (1 hr minimum) plus $40/hr theft
r.wx.t v mvvmum of 3 mspecrtana dddiuo.divspecuoae ebstged atasgoutediaspedwn ma of�p pechrnu.
”' IMr•• a mudmimm of4ioapaaoaa Bddirio.alimpeniovs d>� at mqueemd wspedim vte of$40 Pe ]amr.
a�-� 3fs{sla[U 9 Og
tun ofliomted Ctmtcutar Ii®aem®be Dane
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J
CITY OF*
RE1 BURG
Americas Family Community
RESIDENTIAL BUILDING PERMIT APPLIC,
19 E MAIN, REXBURG, ID 83440
208 - 359 -3020 X326
Please Comple"t the Entire Application!
If the question dno.
Q8 00426
246 Mark Dr- Marler Constr.
PARCEL NUMBER: _P- �! V tN l i - _G Ct'G1 2 0 (We will provide this for you)
SUBDIVISION: qo r L�26_ h UNIT# BLOCK# I LOT # 1
(Addressing is based on the information - must be accurate)
Dwelling Units: Parcel Acres:
CONTACT PHONE #
PROPERTY ADDRESS: C?> A i `MCLA
PHONE #: Home ( ) 71/6 l e All Work ( ) Cell ( (-0 �6 0
OWNER MAILING ADDRESS: ";; ), CITY: STATE:
EMAIL FAX
APPLICANT (If other than owner)
(Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.)
APPLICANT INFORMATION: ADDRESS CITY:
STATE; ZIP
PHONE #: Home (
EMAIL F
Work (
Cell (
CONTRACTOR 4 11 /.. f (_ �> -A / l �'✓'
MAILING ADDRESS: r K X CITY STATE 10 ZIP del%
PHONE #: Home O i Work ( ) Cell ( )
EMAIL FAX IDAHO REGISTRATION
How many buildings are located on this property?
Did you recently purchase this property? No J D – (If yes, list previous owner's name) 4 F LA ,C is nR — �P� t�5 �
Is this a lot split? YES (Please bring copy of new legal description )f property) w
PROPOSED US � " - C-11 - v� /� 1 � rye ekA G
'
(i.e., Single Family Residence, Mul Family, Apartments, Remodel, Garage, Commercial, Addition, Et O [ R � --" ^ U APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Under penalty of perjuy certt y t ate](` tu{
application and state that the information herein is correct and I swear that any information which may hereafter be given by me in hearings before the
Planning and "Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and
State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above - mentioned property
for inspections purposes. NOTE: The building official may revoke a permit on approval issued under the provisions of the 2003 International Code in
cases of any false statement or misrepresentation of fact in the application or on the plans on which the permit or approval was based. Permit void if not
started with)n 180 days. Permi�fvoid j work stops for 180 days.
of Owner /Applicant DATE
WARNING — BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE!
Plan fees are non - refundable and are paid in full at the time of application beginning J anyAm L 2005
City of Rexburg's Acceptance of the plan review fee does not constitute plan approval
**Building Permit Fees are due at time of application** **Building Permits are void if your check does not clear**
7
Bull
g Safety Departmen
City of Rexburg
19 E. Main
Rexburg, ID 83440
janellh@rexburg.org Phone: 208.359.3020
www.rexburg.org Fax: 208.359.3024
u e"4
CITY OF
REXBURG
____
Americas Family Community
Affidavit of Legal Interest
State of Idaho
County of Madison
Name Address
City State
Being first duly sworn upon oath, depose and say:
(If Applicant is also Owner of Record, skip to B)
A. That I am the record owner of the property described on the attached, and I grant my
permission to:
Name Address
to submit the accompanying application pertaining to that property.
B. I agree to indemnify, defend and hold Rexburg City and its employees harmless from any
claim or liability resulting from any dispute as to the statements contained herein or as to the
ownership of the property which is the subject of the application.
Dated this � ' day of / k-1 'A y , 20 d
/— /�-- Z�
Signature
Subscribed and sworn to before me the day and year first above written.
Notary Public of Idaho
Residing at:
My commission expires:
Aug 19 08 09:06a DISCOUNT DOORS CO
,pug - IV U0 W:t is i ne rlumuw, n ip
08117/2008 92:48 20874572
208 - 745-7245 p.1
r_„w N.
AARON MARLER PAGE 0I /0I
" 31 'o`
Bulding Safety Dep � . c c 1 x 5-a :
City of Rexburg RE X BU RG
ti
19 C Main ionefr erexdurg -ag Prione: X8.3S9.3020 ATR1�f FARiF�CAry11MRIQ
RexWq.ID wwwjexbwgorg For 2Q&354.f14
Remodeling YOW Bk19affi2g1HQMC (need Estimate) $
SURFACE SQUARE FOOTAGE- (Shall include the exterior waft mcasurcazeats of the budding)
Fx*m Floor area tea 61 fK R Un&dshed Basement atea 1_1 3
Second Soot /loft aces _ Fmsshed basement ate:
Third floor/loft area Garage aces ?70
Sued or B atzi Carport /Deck (30" above gatde)
Water Metcr Ouaswdty:
Mwtar Sisr_
PL FUAM"G r..� A je if
Plumbing Contractor's Nam= Mw G-t az A SpP_ Busin=ss
Address pno X 21 _f c7
Contact Phone: (ItY6) . ag I — ! 14 Q Business Phone: ( )
Clothes Wasbing Mgcbiac
Dishwasher
.�_ Float Dtm
Garbage Disposal
Hot Tab /Spa
Sim (1. tones, kitchens, bar, =op)
r
Spimklcw
TubJShowets
�^ Toilet /Udapi
Wstcr Heater
Water Softener
Yltl0*in9 Estimate S 3_!�? 0 Q_ ` = (COMMERCIAL /MULTI- FAM.I;LY ONLY)
-L �._� _ G t 1 N- 30
Sitwitwe of Lieaucd C6n=c= Mae Numbw& Eap;mfma Dam Date
The
ldlndrrG it ran maws ar
i
Building Safety Department
City of Rexburg
19 E. Main
Rexburg, ID 83440
NAME
PROPERTY ADDRESS
janellh@rexburg.org
www.rexburg.org
Phone: 208.359.3020
Fax: 208.359.3024
a � 0 AHU R ,
�
C1 T Y O F
REXBURG
Americas Familv Community
SUBDIVISION
PHASE
LOT BLOCK
Permit#
RequiredMf MECHANICAL
Mechanical Contractor's Name 1 mz ip Business Name .Y,4r )j
/, i 1
Address /' !U� City �� State Zip
Cell Phone (24? rd i 0 2, 2 Business Phone (gEg ?yam _�7
Fax ( ) �---
Mechanical Estimate $ :S�W— (Commercial /Multi Family Only)
FIXTURES & APPLIANCES COUNT (Single Family Dwelling Only)
V Furnace �Exhaust or Vent Ducts
Furnace /Air Conditioner Combo l Dryer Vents
Heat Pump
Air Conditioner
Evaporative Cooler
Unit Heater
Space Heater
/ ecoradve gas -fired appliance
Incinerator System
Boiler
Pool Heater
? Fuel Gas Pipe Outlets including stubbed in or future outlets
other similar vents & ducts:
Inlet Pressure (Meter Supply) PSI
Heat (Circle all that appl& Gas it Coal Fireplace ctric Hydronic
fS /
Signature of Licensed Contractor License number Date
The
fee schedule is the same as required by the State of Idaho
Range Hood Vents
Cook Stove Vents
t�t, X Bath Fan Vents
0 0
SUBCONTRACTOR LIST
Excavation & Earthwork: , Z r ( X I e
Concrete:
Masonry:
Roofing: v� . J /� =• T
Insulation: _e e' (
Drywall: ,;ie i
c�u-t
Floor
Coverings:
Plumbing:
Heating:
Electrical:
Special Construction
(Manufacturer or Supplier)
Roof Trus
Floor /Ceiling Joists:
Siding /Exterior Tri
Other:
r 0
RESIDENTIAL PLAN CHECKLIST
(2003 International Residential Code)
Date: Building Permit Number: 40 q-, a c Flo?( r
Project: Mrs Y�e C_� f ✓ Job Address: _�X
Zoning: k 8 Number of Stories: % Basement: No / Fin. nfm. Fixtures:
(Note unfinished basements as special condition on permit)
Floor Area (sf): l3S5 finished, unfinished, garage Mechanical Fee:
The following comments based on the 2003 edition of the International 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 International Residential Code or any federal,
state or local regulations.
PLAN CHECK
A. / Plans
To Scale ✓Legible
/Plot Plan Y &ood Plain
✓Floor / Foundation Plan
Section i showirig construction details
✓ All Building Elevations
Design Criteria (shall be identified on plans as Wind - 85 m.p.h., . Snow - 35 lb. Per sq ft.)
V -1 fruss Calculation Sheets & /Floor Joist Details
mechanical Design
/ Energy Calculations (8320 & Ch 11)
B. Zoning (circle one — new zoning designations adopted in 2005)
LDR1 12,000 sf min. (width, 8.0 ft. mm)
LD 8;000 sf min. (width 60 ft. min); Duplex 10,000 sq. ft. min. with C.U.P.
RR2 21,780 sf min. (width 150 ft rain) Duplex allowed with C U P..:
Other (Verify zoning requirements)
r �
-Zl Sheathing (3/4" min for joists 24" oc & 5/8" for joists 16" oc) R503.2.2
"WIV and nonbearing) stud sizes, height & spacing per Table 602.3 (5) R602.3
v Headers in Bearing all shall be designed as per Tables 502.5 1 &2
g gn p ( ) R602.7
_Roof Trusses (designe d according to R802.10.1) 35 # Snow and 90 mph winds (Local_ Conditions)
V Rafter and Truss tie - downs. (8802.10.5)
✓Attic Access 22 " x 30" min. opening (8807)
H. Exterior Covering
✓Masonry and stucco shall have weather resistive barrier over exterior sheathing R703.2 & 703.9.1
I. Roof Covering and Ventilation
✓ R Ventilation as per R806
✓tAsphalt Shingles (slope>2:12) w/ ice protection. (Other type: to comply w/ R905.
J. Firewalls
arage/House drywall separation (protect ext. walls & beams supporting habitable space) R309.2
jz from Garage to House (13/8" solid wood or steel door, or 20 min. fire -rated door) R309.1
' elling Separation (1 hr fire separation) Supporting structure also rated. R31.741
_T4vi-n-31 &Townhouses (2 hr separation & 4' overburn protection or parapet)
parallel to and within 3 ft of property I ine w/ NO openings. R302
T-enetrado sin previous 3 items to comply with R317.3
K. General Requirements
t- House Numbers R321
/'Half Openable 3 s window or Mech. Ventilation in bathrooms, water closets, and similar rooms. R303.3
/Interior and exterior stair illumination shall comply with R303.6.
✓/ Bathroom Fixture clearances comply with Figure R307.2
V One room at least 120 sf i. Other habitable rooms 70 sf, min w/ a min. dimension of 7 ft. R304
*areas w1 sloped ceilings less than 5 ft in height & furred ceilings less than 7 ft.DO NOT comply
*50% or more of the required area must beat least 7ft high in rooms w / sloped ceiling
08 00426
246 Mark Dr- Marler Const
r.
Pr oje ct 1 n V o 7 r r nww .,_
For: JIM OLSON, XTREME AIR
199 N 4242 E, RIGBY, ID 83442
Phone: 208 - 201 -0212
Email: jimo_id @yahoo.com
Htg
Outside db ( °F) -6
Inside db ( °F) 70
Design TD ( °F) 76
Daily range -
Inside humidity( %) 50
Moisture difference (grAb) 62
HEATING EQUIPMENT
Make
Luxaire
Trade
Luxaire
Model
FG9B06010UP11
GAMA ID
0
Efficiency
Heating input
Heating output
Temperature rise
Actual air flow
Air flow factor
Static pressure
Space thermostat
Load Short Form
Entire House
Clg Infiltration
89 Method Simplified
75 Construction quality Semi -loose
14 Fireplaces 0
H
50
-31
92.2 AFUE
Luxaire
60000
Btuh
49200
Btuh
51
°F
1040
cfm
0.030
cfm/Btuh
0.60
in H2O
COOLING EQUIPMENT
Make
Luxaire
Trade
Climasure 13
Cond
HBBD -F024S
Coil
AHP30 +TXV
ARI ref no.
874391
Efficiency
Sensible cooling
Latent cooling
Total cooling
Actual air flow
Air flow factor
Static pressure
Load sensible heat ratio
13 SEER
Area
M
16520
Btuh
7080
Btuh
23600
Btuh
1040
cfm
0.074
cfm/Btuh
0.60
in H2O
1.00
819
ROOM NAME
Area
M
Htg load
(Btuh)
Clg load
(Btuh)
Htg AVF
(cfm)
Clg AVF
(cfm)
Room9
792
7949
2317
240
172
Room 10
142
2029
819
61
61
Room 11
133
1436
801
43
59
Room 12
72
1174
27
35
2
Room 13
168
0
0
0
0
Room14
244
4008
1913
121
142
Room15
64
1077
520
33
39
Room16
64
126
63
4
5
Room17
144
2981
1133
90
84
Room18
149
2414
1077
73
80
Room19
72
2140
594
65
44
Room20
665
9113
4750
275
352
Rnnm71
7752
n
n
n
n
Printout certified by ACCA to meet all requirements of Manual J 8th Ed.
Job: HENDERSON SPEC
Date: Aug 27, 2008
- -•` ^- WA IFR
wr1ghtrmOj;t` Right-Suke® Universal 7.0.27 RSLD0962 2008- Aug -27 07:27:09
"'7 Mocuments and SettingATRAVIS KAUERMy DocumentAWrightsoft HVAC\XTREME AIR HENDERSON SP55i� Pagel
• i
Entire House d 3
3436 3
34449 1
14015 1
1040 1
1040
Other equip loads 9
9787 3
3509
Equip. @ 0.94 RSM 1
16472
Latent cooling 0
0
Tr1TA1 C I
I 7A'3 I
I AA77G 1
1 4 GA7 1 I I
I 4 A r% I
I 4AAn
I-- 1 VTV I VTV
Printout certified by ACCA to meet all requirements of Manual J 8th Ed.
W rghtsQw`t'
RighFSute® Universal 7.0.27 RStA0962 2008- Aug -27 07:27:09
AM C:Documents and Settings\TRAVIS KAUERMy Document9Wrightsoft HVACUCTREME AIR HENDERSON SPFitd Page2
Construction descriptions
Component Constructions
p
Entire House
Job: HENDERSON SPEC
Date: Aug 27, 2008
By: TRAVIS KAUER
U -value
Project Information
Htg HTM
Loss
For:
JIM OLSON, XTREME AIR
19.0
5.17
ft'
199 N 4242 E, RIGBY, ID 83442
ft; °F /Btuh
Btuh /ft'
Btuh
Phone: 208 - 201 -0212
Btuh
Walls
35.6
Email: jimo_id @yahoo.com
e 32
0.470
0
Design Conditions
1143
35.6
Location:
n
Indoor:
Heating Cooling
Idaho Falls, ID, US
0.63
Indoor temperature ff)
70 75
Elevation: 4741 ft
board int fnsh 7'x6" wood frm
Design TD ( °F)
76 14
Latitude: 44 °N
19.0
Relative humidity ( %)
50 50
Outdoor:
Heating Cooling
Moisture difference (gr/Ib)
61.5 -31.5
Dry bulb ( °F)
-6 89
Infiltration:
4.55
Daily range ( °F)
- 34 ( H )
Method
Simplified
Wet bulb ( °F)
- 60
Construction quality
Semi -loose
Wind speed (mph)
15.0 7.5
Fireplaces
0
Construction descriptions
or
Area
U -value
Insul R
Htg HTM
Loss
Clg HTM
Gain
19.0
5.17
ft'
Btuh tWF
ft; °F /Btuh
Btuh /ft'
Btuh
Btuh /ft'
Btuh
Walls
35.6
2135
e 32
0.470
0
35.7
1143
35.6
12E -0sw Frm wall, vnl ext, 1/2" wood shth, r-19 cav ins, 1/2" gypsum
n
328
0.068
19.0
0.63
207
0.08
26
board int fnsh 7'x6" wood frm
a
515
0.068
19.0
2.91
1499
0.36
185
35.7
s
300
0.068
19.0
4.55
1364
0.56
169
35.6
w
520
0.068
19.0
3.65
1897
0.45
235
e 21
all
1663
0.068
19.0
2.99
4966
0.37
614
15611-0wc -6: Bg wall, light dry soil, 2 "x4" wood int furl concrete wall,
n
248
0.056
11.0
5.07
1258
0.08
21
r -11 cav ins, 8" thk, 1/2" gypsum board int fnsh
a
320
0.056
11.0
4.83
1545
0.06
19
s
232
0.056
11.0
4.90
1138
0.07
15
w
320
0.056
11.0
4.83
1545
0.06
19
all
1120
0.056
11.0
4.90
5486
0.07
74
Partitions
12E -0sw. Frm wall, stucco ext, 1/2" wood shth, r -19 cav ins, 1/2"
gypsum board int fnsh, 2 "x6" wood frm
12E -0sw. Frm wall, vni ext, 1/2" wood shth, r -19 cav ins, 1/2" gypsum
board int fnstj 7'x6" wood frm
Windows
4A5 -2ov. 2 glazing, clr lowe outr, air gas, insulated vinyl frm mat clr
innr, 1/4" gap, 1/8" thk
Doors
11 D0: Door, wd sc type
Ceilings
16B -08ad: Attic ceiling, asphalt shingles roof mat r -38 ceil ins, 5/8"
gypsum board int fnsh
153
0.068
19.0
5.17
791
0.07
10
171
0.068
19.0
5.17
884
0.07
12
e 60
0.470
0
35.7
2143
35.6
2135
e 32
0.470
0
35.7
1143
35.6
1139
S 16
0.470
0
35.7
572
20.5
328
w 34
0.490
0
37.2
1266
25.8
876
w 46
0.470
0
35.7
1643
35.6
1637
w 32
0.470
0
35.7
1143
35.6
1139
all 220
0.470
0
36.0
7910
33.0
7254
e 21
0.390
0
29.6
622
7.22
152
2129
0.026
38.0
1.30
2768
0.72
1530
wr19hxsort RighFSule® Universal 7.0.27 RSLD0962 2008- Aug -27 0727:09
AC0. C.'Documents and SettingATRAVIS KAUERMy Document iftightsoft HVACVTREME AIR HENDERSON SP O Page 1
Floors
21A -24c: Bg floor, light dry soil, carpet fir fnsh
0
2134 0.025 0 1.25 2670
r' -#4d- w<IQhtSC ft` Right -Suie® Universal 7.0.27 RSU)0962 200 8-Aug -27 07.27:09
C:tDocuments and SettingATRAVIS KAUERMy Document9Wrightsoft HVACtXTREME AIR HENDERSON SPEfi� Psge2
Proj ect Summary Job: HENDERSON SPEC
J • y Date: Aug 27, 2008
Entire House By: TRAVIS KAIJER
For: JIM OLSON, XTREME AIR
199 N 4242 E, RIGBY, ID 83442
Phone: 208 - 201 -0212
Email: jimo_id @yahoo.com
Notes:
Weather: Idaho Falls, ID, US
Winter Design Conditions
Outside db
Inside db
Design TD
-6 °F Outside db
70 °F Inside db
76 °F Design TD
Daily range
Relative humidity
Moisture difference
Heating Summary
Structure
34449 Btuh
Ducts
0 Btuh
Central vent (139 cfm)
9787 Btuh
Humidification
0 Btuh
Piping
0 Btuh
Equipment load
44235 Btuh
Infiltration
Ducts
Method
Simplified
Construction quality
Semi -loose
Fireplaces
0
Heating Cooling
Area (ft) 2708 2708
Volume (ft 14559 14559
Air changes/hour 0.49 0.25
Equiv. AVF (cfm) 119 61
Heating Equipment Summary
Make Luxaire
Trade Luxaire
Model FG9B06010UP11
GAMA ID 0
Efficiency
Heating input
Heating output
Temperature rise
Actual air flow
Air flow factor
Static pressure
Space thermostat
92.2 AFUE
60000 Btuh
49200 Btuh
51 °F
1040 cfm
0.030 cfm /Btuh
0.60 in H2O
Summer Design Conditions
89 °F
75 °F
14 °F
H
50 %
-31 grAb
Sensible Cooling Equipment Load Sizing
Structure 14015 Btuh
Ducts 0 Btuh
Central vent (139 cfm) 1803 Btuh
Blower 1707 Btuh
Use manufacturer's data
n
Rate /swing multiplier
0.94
Equipment sensible load
16472
Btuh
Latent Cooling Equipment Load Sizing
Structure
909
Btuh
Ducts
0
Btuh
Central vent (1139 cfm)
-2506
Btuh
Equipment latent load
0
Btuh
Equipment total load
16472
Btuh
Req. total capacity at0.70 SHR
2.0
ton
Cooling Equipment Summary
Make Luxaire
Trade Climasure 13
Cond HBBD -F024S
Coil AHP30 +TXV
ARI ref no. 874391
Efficiency
13 SEER
Sensible cooling
16520
Btuh
Latent cooling
7080
Btuh
Total cooling
23600
Btuh
Actual air flow
1040
cfm
Air flow factor
0.074
cfm/Btuh
Static pressure
0.60
in H2O
Load sensible heat ratio
1.00
Printout certified by ACCA to meet all requirements of Manual J 8th Ed.
- #44 -- wr1Wfttscsft` Right-Sute® Universal 7.027 RS1A0962 2008- Aug -27 0727:09
C. and SettingslTRAVIS KAUEFWy Document9Wrightsoft HVACUCTREME AIR HENDERSON SPSQ Pagel
For: JIM OLSON, XTREME AIR
199 N 4242 E, R I G BY, ID 83442
Phone: 208 - 201 -0212
Email: jimo_id @yahoo.com
External static pressure
Pressure losses
Available static pressure
Supply/ return available pressure
Lowest friction rate
Actual air flow
Total effective length(TEL)
Heating
0.60
in H2O
0.26
in H2O
0.34
in H2O
0.20/0.14
in H2O
0.064
in /100ft
1040
cfm
530 ft
Cooling
0.60
in H2O
0.26
in H2O
0.34
in H2O
0.20/0.14
in H2O
0.064
in /100ft
1040
cfm
Name
Design
(Btuh)
Htg
(cfm)
Clg
(cfm)
Design
FR
Diam
(in)
H x W
(in)
Duct
Matl
Actual
Ln (ft)
Ftg.Egv
Ln (ft)
Trunk
Roomt0
h 2029
61
61
0.083
6.0
Ox 0
VIFx
39.0
200.0
SUB
Roomt1
c 801
43
59
0.099
6.0
Ox
VIFx
24.0
175.0
st2
Roorrd2
h 1174
35
2
0.103
6.0
Ox 0
VIFx
7.0
185.0
st2
Roorn14
c 956
60
71
0.092
6.0
Ox 0
VIFx
40.0
175.0
st2A
Roorn!4 -A
c 956
60
71
0.082
6.0
Ox 0
VIFx
45.0
195.0
SUB
Roorre5
c 520
33
39
0.088
6.0
Ox 0
VIFx
34.0
190.0
st2A
Rooml6
c 63
4
5
0.093
6.0
Ox 0
VIFx
27.0
185.0
st2A
Rooml7
h 1491
45
42
0.082
6.0
Ox 0
VIFx
36.0
205.0
st2B
Room17 -A
h 1491
45
42
0.084
6.0
Ox 0
VIFx
40.0
195.0
SUB
Roorrn6
c 1077
73
80
0.103
6.0
Ox 0
VIFx
27.0
165.0
st2
RoorM9
h 2140
65
44
0.064
6.0
Ox
VIFx
28.0
280.0
st1
Roorr2O
c 950
55
70
0.101
6.0
Ox 0
VIFx
16.0
180.0
st1
RoorrI20 -A
c 950
55
70
0.159
6.0
Ox 0
VIFx
9.0
115.0
RooneaB
c 950
55
70
0.097
6.0
Ox 0
VIFx
23.0
180.0
st2
Roonl?O -C
c 950
55
70
0.074
6.0
Ox 0
VIFx
27.0
240.0
st1
Roon40 -D
c 950
55
70
0.151
6.0
Ox 0
VIFx
16.0
115.0
Roort9
h 2650
80
57
0.071
7.0
Ox 0
VIFx
47.0
230.0
SUB
Roon9 -A
h 2650
80
57
0.087
6.0
Ox 0
VIFx
33.0
195.0
st2A
Roorr9 -13
h 2650
80
57
0.097
6.0
Ox 0
VIFx
24.0
180.0
st1
wright9of't' Righl-Suie® Universal 7.0.27 RSLD0962
C1Documents and SettingATRAVIS KAUERMy Document9wrightsoft HVACWTREME AIR HENDERSON SPEQ
200 8-Aug -27 07:27:09
Pagel
0 •
Name
Trunk
Htg
Clg
Design
Veloc
Diam
H x W
Duct
Stud /Joist
Opening (in)
Name
Type
(cfm)
(cfm)
FR
(fpm)
(in)
(in)
Material
Trunk
st2B
Peak AVF
292
273
0.071
525
9.3
8 x 10
ShtMetl
st2A
SO
Peak AVF
255
242
0.064
458
9.0
8 x 10
ShtMetl
59
st2
Peak AVF
675
657
0.071
760
12.7
8 x 16
ShtMetl
Ox 0
st2A
Peak AVF
469
445
0.071
703
11.1
8 x 12
ShtMetl
st2
Name
Grill
Size (in)
Htg
(cfm)
Clg
(cfm)
TEL
(ft)
Design
FR
Veloc
(fpm)
Diam
(in)
H x W
(in)
Stud /Joist
Opening (in)
Duct
Matl
Trunk
rb1
Ox 0
159
188
138.0
0.103
297
7.3
2- 14x3.25
2 -10x18
SJSp
rt2A
rb2
Ox 0
195
117
105.0
0.136
618
7.0
14x3.25
10x9
SJSp
679
rb3
Ox 0
43
59
105.0
0.136
188
4.5
14x3.25
10x9
SJSp
rt2
rb4
Ox 0
141
118
222.0
0.064
224
7.2
2- 14x3.25
2 -10x18
SJSp
rt2B
rb5
Ox 0
154
181
183.0
0.078
286
7.6
2- 14x3.25
2 -10x18
SJSp
rt2B
rb6
Ox 0
100
113
197.0
0.072
356
6.5
14x3.25
10x9
SJSp
rt2B
rb7
Ox 0
73
80
157.0
0.091
253
5.5
14x3.25
10x9
SJSp
rt2A
rb8
Ox 0
175
185
92.0
0.155
586
6.7
14x3.25
10x9
SJSp
rt2
A" -pp- wr i g h o ft. Right -Suke® Universal7.0.27 RSU)0962 2008- Aug -27 0727:09
J�i C00cuments and SettingATRAVIS KAUERMy Document9Wrightsoft HVACWTREME AIR HENDERSON SPEQ Paget
Trunk
Htg
Clg
Design
Veloc
Diam
H x W
Duct
Name
Type
(cfm)
(cfm)
FR
(fpm)
(in)
(in)
Material
Trunk
rt2
Peak AVF
845
923
0.064
692
14.6
8 x 24
ShtMetl
rt2A
Peak AVF
627
679
0.064
679
13.0
8 x 18
ShtMetl
rt2
rt2B
Peak AVF
395
411
0.064
617
10.8
8 x 12
ShtMetl
rt2A
A" -pp- wr i g h o ft. Right -Suke® Universal7.0.27 RSU)0962 2008- Aug -27 0727:09
J�i C00cuments and SettingATRAVIS KAUERMy Document9Wrightsoft HVACWTREME AIR HENDERSON SPEQ Paget
0
t2T REScheck Software Vers 0800426
Compliance CE 246 Mark Dr- Marler Constr.
Project Title: XTREME AIR HENDERSON SPEC
Report Date: 08/27/08
Data filename: C:\Program files \Check \REScheck\XTREME AIR HENDERSON SPEC.rck
Energy Code:
2003 IECC
19.0
Location:
Rexburg, Idaho
2
Construction Type:
Single Family
19.0
Glazing Area Percentage:
14%
17
Heating Degree Days:
8693
Construction Site:
0.350
Owner /Agent:
REXBURG, ID 83440
60
JIM OLSON
0.350
XTREME AIR
Wall 3: Wood Frame, 16" o.c.
264
199 N 4242 E
OA
RIGBY, ID 83442
Wall 4: Wood Frame, 16" o.c.
447
208 - 201 -0212
0.0
jimo_id @yahoo.com
Com
Compliance: 15.8% Better Than Code Maximum UA: 335 Your UA: 282
Designer /Contractor:
Wall 1: Wood Frame, 16" o.c.
40
19.0
0.0
2
Wall 2: Wood Frame, 16" o.c.
371,
19.0
0.0
17
Door 1: Solid
21
0.350
7
Window 1: Vinyl Frame:Double Pane with Low -E
60
0.350
21
Wall 3: Wood Frame, 16" o.c.
264
19.0
OA
16
Wall 4: Wood Frame, 16" o.c.
447
19.0
0.0
22
Window 1: Vinyl Frame:Double Pane with Low -E
34
0.350
12
Window 2: Vinyl Frame:Double Pane with Low -E
46
0.350
16
Wail 5: Wood Frame, 16" o.c.
153
19.0
0.0
9
Wall 6: Wood Frame, 16" o.c.
171
19.0
0.0
10
Basement Wall 1: Solid Concrete or Masonry
248
11.0
0.0
18
Wall height: 8.4'
Depth below grade: 6.0'
Insulation depth: 8.4'
Basement Wall 2: Solid Concrete or Masonry
352
11.0
0.0
23
Wall height: 8.4'
Depth below grade: 6.0'
Insulation depth: 8.4'
Window 1: Vinyl Frame:Double Pane with Low -E
32
0350
11
Basement Wall 3: Solid Concrete or Masonry
248
11.0
0.0
16
Wall height: 8.4'
Depth below grade: 6.0'
Insulation depth: 8.4'
Window 1: Vinyl Frame:Double Pane with Low -E
16
0.350
6
Basement Wall 4: Solid Concrete or Masonry
352
11.0
0.0
23
Wall height: 8.4'
Depth below grade: 6.0'
Insulation depth: 8.4'
Window 1: Vinyl Frame:Double Pane with Low -E
32
0.350
11
Ceiling 1: Flat Ceiling or Scissor Truss
1401
38.0
0.0
42
Air Conditioner 1: Electric Central Air13 SEER
Furnace 1: Forced Hot Air92.2 AFUE
Project Title: XTREME AIR HENDERSON SPEC Report date: 08/27/08
Data filename: C: \Program files \Check \REScheck\XTREME AIR HENDERSON SPEC.rck Page 1 of 2
J
WEST MAIN ST
10: Delivery List
ROME, ID 83338
FRANKLIN POCATELLO Job Number:
one: (208)324-8161 Fax: (208)324-6973
OH 00426 A M
sject: Block No:
, del: Lot No:
Deliver To: 246 Mark Dr- Marler Constr.
ARRON MARLER
nta ct:l Site:
Office:
me: '
one: 1
REXBURG
ntative Delivery Date:
Profile:
Qty:
Truss Id:
Span:
Truss Type:
pitch
LOH
ROH
Load By:
3 -9 -11
1
Al
45 lbs. each
11 - 3 - 0
GABLE
6.00
0.00
1 -4 -0
1 -4 -0
_
7 -5 -15
1
61
26 -0 -0
GABLE
6.00
1 -4 -0
0 -0 -0
151 lbs. each
0.00
7 -1 -15
1
C1
122 lbs. each
24-8-0
GABLE
6.00
0.00
1-4-0
1 - 4 - 0
�_
(1) 2 -Ply
4-11-15
\!; j
2
101
31-10
ROOFTRUSS
6.00
1 -4 -0
0 -0 -0
182 lbs. each
2X4/2X6
6.00
5 -11 -15
1
D10
31 -10 -8
ROOFTRUSS
6.00
0 -0 -0
1 -4 -0
145 lbs. each
0.00
/
6 -11 -15
�\
1
D11
145 lbs. each
31
ROOF TRUSS
1 Row Lat Brace
6.00
0.00
0 -0 -0
1 -4 -0
5 -11 -15
1
D2
158 lbs. each
31 - 10 - 8
ROOF TRUSS
6.00
6.00
1 -4 -0
0 -0 -0
_
6 -11 -15
-�
1
D3
31 -10 -8
ROOF TRUSS
6.00
1 -4 -0
0 -0 -0
145 lbs. each
1 Row Lat Brace
0.00
=
--
7 -11 -15
2
D4
31-10-8
ROOF TRUSS
6.00
1-4-0
0 - 0 - 0
150 lbs. each
0.00
8 -11 -15
3
D6
31 -6 -8
ROOF TRUSS 1
6.00
0 -0 -0
1 -4 -0
-�
137 lbs. each
2 Rows Lat Bracel
0.00
8 -11 -15
2
D6
31-6-8
ROOF TRUSS
6.00
0-0-0
1 - 4 - 0
_
141 lbs. each
3.00
8 -11 -15
c4 -2 -12
9
D7
32 -0 -0
ROOFTRUSS
6.00
1 -4 -0
1 -4 -0
144 lbs. each
3.00
8 -11 -15
5
D8
31 -10 -8
ROOFTRUSS
6.00
0 -0 -0
1 -4 -0
137 lbs. each
2 Rows Lat Brace
0.00
4 -11 -15
1
D9
31 - 10 - 8
ROOFTRUSS
6.00
0 -0 -0
1 -4 -0
� \
176 lbs. each
2X4/2X6
1 Row Lat Brace
0.00
4 -11 -15
21
EA
8 -0 -0
MONO TRUSS
6.00
1 -4 -0
0 -0 -0
C
35 lbs. each
0.00
3
EJ2
8 - -
ROOFTRUSS
6.00
1 -4 -0
0 -0 -0
_
39 lbs. each
6.00
3
-1 -15
1
G1
61 lbs. each
11 -3 -0
2X4/2X8
ROOFTRUSS
6.00
0.00
0 -0 -0
0 -0 -0
--
B-10-4
4
HF
7
GABLE
13.42
0 -0 -0
0 -0 -0
_
53 lbs. each
1 Row Lat Brace
0.00
4
-
i
1
HR1
11 - 3 - 0
ROOFTRUSS
4.24 24 1
-10 -10
0 -0 -0
54 lbs. each
0.00
'
4
-11 -7
1
HR2
11 - 3 - 0 '
ROOFTRUSS
4.24 1
-10 -10
0 -0 -0
50 lbs. each
4.24
5 WEST MAIN ST
Delive
List
Job Number:
. - ROME, ID 83338
FRANKLIN POCATELLO
one: (208)324-8161 Fax: (208)324-6973
Page:
Date:
2
08 -22 -2008 - 10:11:43 AM
>ject: Block No:
, del:
Lot No:
Project ID:
0822AM
ntacta
Site:
Office:
Deliver TO:
Account No:
Designer:
303490627
BOB WHILLOCK
me:
ARRON MARLER
Salesperson:
JOHN
one:
REXBURG
Quote Number:
K:
ntative
Delive Date:
Profile:
Qty:
Truss Id:
Span:
Truss Type:
pitch
LOH
ROH
Load By:
1-11-12
4
J1
1 -11 -11
ROOF TRUSS
6.0 00
1 -4 -0
0 -0 -0
7 lbs. each
0.00
2 -11 -12
2
J2
3-11-11
ROOF TRUSS
6.00
1 -4 -0
0 -0 -0
13 lbs. each
0.00
2 -11 -12
2
J2A
3-11-11
ROOF TRUSS
6.00
1 -4 -0
0 -0 -0
17 lbs. each
6.00
3 -11 -12
2
J3
5-11-11
ROOF TRUSS
6.00
1 -4 -0
0 -0 -0
19 lbs. each
0.00
3 -
2
J3A
5-11-11
ROOF TRUSS
6.00 00
1-4 - o
0-0-0
27 lbs. each 1
6.00
MISC.
ITEMS
Quantity: Description:
22
LUP24
5
HUS26
2
THJA26 .
ove listed items have been
designed to plans and orjobsite conditions. (exceptions listed
- ig ht).
ceived by:
te:
ank You for your Business.
o � �
x 7Z
� � o
r
macs
Job
Truss
Truss Type
Qty
Ply
0822AM
Al
GABLE
1
1
Job Reference (optional
FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Aug 22 10:12:33 2008 Page 1
-1-4 -0 5 -7 -8 11 -3 -0 12 -7 -0
14-0 5 -7 -8 5 -7 -8 1-4 -0
Scale = 1:22.9
3x5 =
2x4 11 5 2x4 11
1 6
4
2x4 11 2x4 11
7
3 T T
8
2
0 9 �C
1
3x5 = 2x4 11 2x4 11 2x4 11 2x4 11 3x5 =
11 -3 -0
11 -3 -0
Plate Offsets X Y : 5:0 -2 -8 Edge
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL in (loc) I /deft Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 017
Vert(LL) -0.01 9 n/r 180
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.04
Vert(TL) -0.01 9 n/r 80
BCLL 0.0
Rep Stress Incr NO
WB 0.04
Horz(TL) 0.00 8 n/a n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 45 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins.
BOT CHORD 2 X 4 DF No. 1 &Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
OTHERS 2 X 4 DF Stud
REACTIONS (lb /size) 2= 284/11 -3 -0, 8= 284/11 -3 -0, 12= 184/11 -3 -0, 13= 226/11 -3 -0, 11= 184/11 -3 -0, 10= 226/11 -3 -0
Max Horz2= -59(LC 6)
Max Uplift2=- 100(LC 5), 8=- 108(LC 6), 12= -37(LC 5), 13= -57(LC 5), 11= -27(LC 6), 10= -58(LC 6)
MaxGrav2 =284(LC 1), 8= 284(LC 1), 12= 184(LC 1), 13= 228(LC 9), 11= 184(LC 1), 10= 228(LC 10)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =0/51, 2 -3 =- 87/29, 3-4 =- 72/53, 4 -5 =- 63/64, 5 -6 =- 63/62, 6 -7 =- 72/39, 7 -8 =- 87/29, 8 -9 =0/51
BOT CHORD 2 -13 =0/87, 12 -13 =0/87, 11 -12 =0/87, 10-11=0/87.8-10=0187
WEBS 4 -12 =- 151/50, 3 -13 =- 198/93, 6 -11 =- 151/41, 7 -10 =, 198/95
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
3) 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"
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2 -0 -0 oc.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 2, 108 lb uplift at joint 8,
37 lb uplift at joint 12, 57 lb uplift at joint 13, 27 lb uplift at joint 11 and 58 lb uplift at joint 10.
9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
i
LUMBER
TOP CHORD 2 X 4 DF No.1 &Btr
BOT CHORD 2 X 4 DF No. 1 &Btr
WEBS 2 X 4 DF No. 1 &Btr *Except`
W1 2 X 4 DF Stud, W4 2 X 4 DF Stud
OTHERS 2 X 4 DF Stud
REACTIONS (lb /size) 7=1364/0-5-8,2=1513/0-5-8
Max Horz 2= 121(LC 5)
Max Uplift7=- 524(LC 6), 2=- 607(LC 5)
BRACING
TOP CHORD Structural wood sheathing directly applied or 3 -9 -1 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7 -5 -15 oc bracing.
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =0/53, 2 -3 =- 2433/842, 3 -4 =- 2133/823, 4 -5 =- 2016/847, 5 -6 =- 2190/877, 6 -7 =- 2492/874
BOT CHORD 2 -10 =- 748/2042, 10- 33=- 419/1421, 9 -33 =- 419/1421, 9 -34 =- 419/1421, 8 -34 =- 419/1421, 7 -8 =- 700/2103
WEBS 3- 10=- 473/235, 5 -10 =- 378/749, 5 -8 =- 412/838, 6 -8 =- 509/260
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
3) 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"
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable studs spaced at 2 -0 -0 oc.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 524 lb uplift at joint 7 and 607 lb uplift at
joint 2.
9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Truss
Truss Type
Qty
Ply
r 08 2�2 AM
B1
GABLE
1
1
Job Reference o tional
FRANKLIN BUILDING
SUPPLY, JEROME, ID.
83338
7.010
s Sep 11 2007 MiTek Industries, Inc. Fri Aug 22 10:12:34 2008 Page 1
-1-4 -0
6 -9-4
13 -0 -0
19
-2 -12 26 -0 -0
1 -4-0
6 -9-4
6 -2 -12
6 -2 -12 6 -9-4
Scale = 1:46.1
4x6 =
5
ST T11
I
3x5
4
S
3
3
6
3 S
2
S 5
9
5
S
2
7
M
0 1
Ia
c
3x6 =
10
33 9
34
8
4x6 =
3x5 =
5x6 =
3x5 =
8 -10 -3
17 -1 -13
26 -0 -0
8 -10 -3
8 -3 -11
8 -10 -3
Plate Offsets X
2.Ed e,0 -0 -2 4:0- 2- 3,0 -1 -8 9:0-
3- 0,0 -3 -0
LOADING(psf)
SPACING
2 -0 -0
CSI
DEFL
in (loc) I /deft Ud
PLATES
GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.69
Vert(LL)
-0.51 8 -10 >597 360
MT20
220/195
TCDL 8.0
Lumber Increase
1.15
BC 0.99
Vert(TL)
-0.70 8 -10 >435 180
BCLL 0.0 *
Rep Stress Incr
NO
WB 0.34
Horz(TL)
0.07
7 n!a n/a
BCDL 8.0
Code IRC2006/TPI2002
(Matrix)
Weight: 151 lb
LUMBER
TOP CHORD 2 X 4 DF No.1 &Btr
BOT CHORD 2 X 4 DF No. 1 &Btr
WEBS 2 X 4 DF No. 1 &Btr *Except`
W1 2 X 4 DF Stud, W4 2 X 4 DF Stud
OTHERS 2 X 4 DF Stud
REACTIONS (lb /size) 7=1364/0-5-8,2=1513/0-5-8
Max Horz 2= 121(LC 5)
Max Uplift7=- 524(LC 6), 2=- 607(LC 5)
BRACING
TOP CHORD Structural wood sheathing directly applied or 3 -9 -1 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7 -5 -15 oc bracing.
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =0/53, 2 -3 =- 2433/842, 3 -4 =- 2133/823, 4 -5 =- 2016/847, 5 -6 =- 2190/877, 6 -7 =- 2492/874
BOT CHORD 2 -10 =- 748/2042, 10- 33=- 419/1421, 9 -33 =- 419/1421, 9 -34 =- 419/1421, 8 -34 =- 419/1421, 7 -8 =- 700/2103
WEBS 3- 10=- 473/235, 5 -10 =- 378/749, 5 -8 =- 412/838, 6 -8 =- 509/260
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
3) 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"
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable studs spaced at 2 -0 -0 oc.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 524 lb uplift at joint 7 and 607 lb uplift at
joint 2.
9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
08Z2AM
C1
GABLE
1
1
Job Reference o tional
FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Aug 22 10:12:35 2008 Page 1
-1-4 -0 12-4 -0 24 -8 -0 26 -0 -0
1-4 -0 12-4 -0 12 -4 -0 1-4 -0
Scale = 1:45.9
3x5 =
2x4 I I
8 2x4 I I
2x4 11 7 9
2x4 I I
2x4 11 6 10
2x4 11
2x4 II 5 11
2x4 11
2x4 11 4 3 8 12 2x4 I
3 13
S 0
6 S
ch 2 14 M
15I.q.
1
0 0
3x5 = 26 25 24 23 22 21 20 19 18 17 16 3x5 =
2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 3x5 = 2x4 11 2x4 11 2x4 11
2x4 11
24 -8 -0
24 -8 -0
Plate Offsets (X,Y): 8:0 -2 -8 Ed e
LOADING (pso
SPACING 2 -0 -0
CSI
DEFL in (loc) I /defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.17
Vert(LL) -0.01 15 n/r 180
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.06
Vert(TL) -0.00 15 n/r 80
BCLL 0.0
Rep Stress Incr NO
WB 0.09
Horz(TL) 0.00 14 n/a n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 122 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins.
BOT CHORD 2 X 4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
OTHERS 2 X 4 DF Stud
REACTIONS (lb /size) 2= 304/24 -8 -0, 22= 191/24 -8 -0, 23= 205/24 -8 -0, 24= 211/24 -8 -0, 25= 171/24 -8 -0, 26= 296/24 -8 -0, 21= 189/24 -8 -0, 20= 207/24 -8 -0, 18= 211/24 -8 -0,
17=171/24-8-0,16=296/24-8-0,14=304/24-8-0
Max Horz 2=-1 02(LC 6)
Max Uplift2= -67(LC 5), 23= -78(LC 5), 24= -64(LC 5), 25= -64(LC 5), 26= -77(LC 5), 20= -80(LC 6), 18= -63(LC 6), 17= -64(LC 6), 16= -77(LC 6), 14= -83(LC 6)
Max Grav2= 304(LC 1), 22= 191(LC 1), 23= 207(LC 9), 24= 211(LC 1), 25= 172(LC 9), 26= 296(LC 9), 21= 189(LC 1), 20= 210(LC 10), 18= 211(LC 1), 17= 171(LC 10),
16= 296(LC 10), 14= 304(LC 1)
FORCES (lb) - Maximum Compression /Maximum Tension
I TOP CHORD 1 -2 =0/51, 2 -3 =- 119/47, 3 -4 =- 73/47, 4 -5 =- 62/77, 5 -6 =- 64/109, 6 -7 =- 65/146, 7 -8 =- 59/137, 8 -9 =- 59/135, 9 -10 =- 65/133,
10 -11 =- 64/80, 11 -12 =- 62/40, 12 -13 =- 73/16, 13 -14 =- 93/47, 14 -15 =0/51
BOT CHORD 2- 26= 0/145, 25- 26= 0/145, 24- 25= 0/145, 23- 24= 0/145, 22- 23= 0/145, 21- 22= 0/145, 20- 21= 0/145, 19- 20= 0/145,
18- 19= 0/145, 17- 18= 0/145, 16- 17= 0/145, 14 -16 =0/145
WEBS 7 -22 =- 159/12, 6 -23 =- 176/97, 5 -24 =- 177/85, 4 -25 =- 147/77, 3 -26 =- 244/111, 9-21=-159/0,10-20=-176/100,11-18=-177/84,
12- 17=- 147/77, 13 -16 =- 244/111
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
3) 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'
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2 -0 -0 oc.
7) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 2, 78 lb uplift at joint 23,
64 lb uplift at joint 24, 64 lb uplift at joint 25, 77 lb uplift at joint 26, 80 lb uplift at joint 20, 63 lb uplift at joint 18, 64 lb uplift at joint 17, 77
lb uplift at joint 16 and 83 lb uplift at joint 14.
9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type I
Qty
Ply
�0822AM
D1
ROOF TRUSS
1
2
Job Reference (optional
FRANKLIN BUILDING JUPPL: , jEROME, iD. 83338
7.010 s Sep 1i 2007 Mi i ek inousmes, mu. rn Aug 22 10A2:36 2008 rage i
r 1-4 -9 2 -5 -8 4 -5 -8 8 -0 -0 12 -2 -0 14 -2 -0 19 -1 -0 24 -0 -0 27 -8 -12 31 -10 -8
1 -4 -0 2 -5 -8 2 -0 -0 3 -6 -8 4 -2 -0 2 -0 -0 4 -11 -0 4 -11 -0 3 -8 -12 4 -1 -12
Scale = 1:59.7
6x6
2x4 11 4x6 =
8x8 = 6x10 = 2x4 II 4x8 = 4x6 =
8x12 MT18H= 2x4 II
v
v
' 9
0
l 2 -5 -8 i 4 -5 -8 8 -0 -0 12 -2 -0 14 -2 -0 19 -1 -0 24 -0 -0 27 -8 -12 31 -10 -8 1
2 -5 -8 2 -0 -0 3 -6 -8 4 -2 -0 2 -0 -0 4 -11 -0 4 -11 -0 3 -8 -12 4 -1 -12
Plate Offsets (X,Y): [2:0- 3- 0,0 -2 -9] [5:0- 3- 6,Edge], [9:0- 3- 0,0 -2 -7], [11:0- 3- 0,0 -2 -9] [16:0- 6- 0,0 -3 -8], [18:0 -3 -8 0 -4 -0], [20:0- 4- 0,0 -3 -8]
LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP
TCLL 35.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.34 17 >999 360 MT20 220/195
TCDL 8.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.58 17 >654 180 MT18H 220/195
BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.21 11 n/a n/a
BCDL 8.0 Code IRC2006/TP12002 (Matrix) Weight: 364 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 3 -7-4 oc purlins.
BOT CHORD 2 X 6 DF SS BOT CHORD Rigid ceiling directly applied or 9 -7 -8 oc bracing.
WEBS 2 X 4 DF Stud
REACTIONS (lb /size) 11=3958/0-4-0,2=373010-5-8
Max Horz2 =95(LC 5)
Max Upliftl l=- 1357(LC 6), 2=- 1310(LC 5)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =0/58, 2 -3 =- 7346/2488, 3-4=-12228/4179, 4 -5 =- 9755/3365, 5 -6 =- 10314/3617, 6 -7 =- 10313/3617, 7 -8 =- 8319/2917,
8 -9 =- 6021/2083, 9 -10 =- 6826/2357, 10 -11 =- 7547/2560
BOT CHORD 2 -20 =- 2222/6417, 19 -20 =- 2264/6557, 18-19=-3638/10672, 17 -18 =- 2936/8625, 16 -17 =- 3114/8943, 15- 16=- 280217919,
14- 15=- 280317917, 13 -14 =- 2260/6647, 12- 13=- 2260/6647, 11 -12 =- 2260/6647
WEBS 3 -20 =- 2432/820, 3 -19 =- 1624/4795, 4 -19 =- 651/1830, 4 -18 =- 20491778, 5-18=-988/2766,5-17=-819/2229,6-17=-125/31,
7 -17 =- 1180/3365, 7 -16 =- 2859/985, 8 -16 =- 213/607, 8 -15 =- 370/886, 8 -14 =- 2510/921, 9 -14 =- 1019/2811, 10 -14 =- 613/265,
10 -12 =- 283/700
NOTES
1) 2 -ply truss to be connected together with 1 Od (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) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf, Category 11; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) All plates are MT20 plates unless otherwise indicated.
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1357 lb uplift at joint 11 and 1310 lb uplift at
joint 2.
10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) Girder carries hip end with 0 -0 -0 right side setback, 8 -0 -0 left side setback, and 8 -0 -0 end setback.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 884 lb down and 285 lb up at
8 -0 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others.
-OAD CASE(S) Standard
4x8 = 5x6 =
on
5x6 = 20 8x8 = 7x14 = 16 15 14 13 12 5x6 =
Job
Truss
Truss Type
Qty
Ply
0822AM
D10
ROOF TRUSS
1
1
Job Reference (optional
FRANKLIN BUILDING SUPPLY, JEROME, ID, 83338 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Aug 22 10:12:37 2008 Page 1
5 -1 -12 9 -10 -8 15 -10 -8 21 -10 -8 26 -7-4 31 -10 -8 q3 -2 -q
r
5 -1 -12 4 -8 -12 6 -0 -0 6 -0 -0 4 -8 -12 5 -3-4 1 -4-0
Scale = 1:57.0
4x6 =
4x8 = 4x6 =
3 4 5
1 T
2x4
2x4
W3 W5 6 ac
1
LO 1 7
8
vj Iv
0 0
4x6 = 13 12 11 10 9 4x6 =
4x8 = 3x5 = 2x4 II 3x5 = 4x8 =
9 -10 -8 15 -10 -8 21 -10 -8 31 -10 -8
9 -10 -8 6 -0 -0 6 -0 -0 10 -0 -0
LOADING(psf)
SPACING 2 -0 -0
CSI
DEFL in (loc) I /defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.43
Vert(LL) 0.27 1 -13 >999 360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.56
Vert(TL) -0.43 1 -13 >891 180
BCLL 0.0
Rep Stress Incr YES
WB 0.58
Horc(TL) 0.12 7 n/a n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 145 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No. t &Btr TOP CHORD Structural wood sheathing directly applied or 3-4 -5 cc purlins.
BOT CHORD 2 X 4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 6 -8 -8 cc bracing.
WEBS 2 X 4 DF Stud `Except'
W3 2 X 4 DF No.1 &Btr, W5 2 X 4 DF No.1 &Btr
REACTIONS (lb /size) 1= 1611/0 -2 -0, 7= 1750/0 -3 -8
Max Horz 1=- 102(LC 6)
Max Uplift1=- 613(LC 5), 7=-691 (LC 6)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =- 2993/1080, 2 -3 =- 2603/973, 3-4 =- 2244/902, 4 -5 =- 2246/898, 5 -6 =- 2603/967, 6 -7 =- 3013/1070, 7 -8 =0/52
BOT CHORD 1 -13 =- 950/2591, 12 -13 =- 919/2649, 11 -12 =- 919/2649, 10 -11 =- 919/2649, 9 -10 =- 919/2649, 7 -9 =- 853/2590
WEBS 2 -13 =- 389/226, 3 -13 =- 302/657, 4 -13 =- 708/273, 4 -11 =- 62/171, 4 -9 =- 704/271, 5 -9 =- 303/653, 6 -9 =- 387/219
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf, Category 11; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
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.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 613 lb uplift at joint 1 and 691 lb uplift at
joint 7.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
ply
I0822AM
D11
ROOF TRUSS
1
1
LOADING(psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I /deft Ud
PLATES GRIP
TCLL 35.0
6 -1 -12 11 -10 -8
6 -1 -12 5 -8 -12
6x6 =
T
1
O
3
2x4 11 3x5 =
Job Reference ,o ptional)
7.010 s Sep 11 2007 MiTek Ir:dustnes, Inc. Fri Aug 22 10:12:38 2008 Page 1
a -I u -u 25 -7-4 _ _ 31 -10 -8 O 3-2 $
8 -0 -0 5 -8 -12 6 -3-4 1-4 -0
Scale = 1:57.0
5x6 =
4
3x5 = 4x8 =
2x4
a
u:
Cl)
I�
O
6 -1 -12 11 -10 -8
19 -10 -8
25 -7-4 31 -10 -8
._ .
6 -1 -12 5 -8 -12
8 -0 -0
5 -8 -12 6 -3-4
LOADING(psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I /deft Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.69
Vert(LL) 0.46
9 -11 >832 360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.73
Vert(TL) -0.78
9 -11 >486 180
BCLL 0.0 *
Rep Stress Incr YES
WB 0.39
Horz(TL) 0.12
6 n/a n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 146 lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1 &Btr
TOP CHORD
Structural wood sheathing directly applied or 3 -3 -5 cc purlins.
BOT CHORD 2 X 4 DF No.1 &Btr
BOT CHORD
Rigid ceiling directly applied or 6 -6 -10 oc bracing.
WEBS 2 X 4 DF Stud *Except*
WEBS
1 Row at midpt 3 -9
W4 2 X 4 DF No.1 &Btr
REACTIONS (lb /size) 1=1679/0-2-0,6=1798/0-3-8
Max Horz 1=- 114(LC 6)
Max Upliftl=- 627(LC 5), 6=- 706(LC 6)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =- 3149/1123, 2 -3 =- 2585/927, 3-4 =- 2184/870, 4 -5 =- 2539/924, 5 -6 =- 3099/1108, 6 -7 =0/52
BOT CHORD 1- 12=- 983/2690, 11 -12 =- 983/2690, 11 -13 =- 683/2223, 10 -13 =- 683/2223, 9- 10=- 683/2223, 8 -9 =- 870/2647, 6 -8 =- 870/2647
WEBS 2 -12 =- 74/168, 2 -11 =- 530/337, 3 -11 =- 270/508, 3 -9 =- 328/230, 4 -9 =- 254/453, 5 -9 =- 527/324, 5 -8 =- 651162
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
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.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 627 lb uplift at joint 1 and 706 lb uplift at
joint 6.
3) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
-OAD CASE(S) Standard
4 , — 12 11 13 10 9 P 4x6 =
Job
Truss
Truss Type
Qty
Ply
0822AM
D2
ROOF TRUSS
1
1
Job Reference (optional
FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Aug 22 10:12:39 2008 Page 1
r 1 - 4 - 2 -5 -8 4 -5 -8 10 -0 -0 12 -2 -0 14 -2 -0 22 -0 -0 26 -8 -12 31 -10 -8
1-4 -0 2 -5 -8 2 -0 -0 5 -6 -8 2 -2 -0 2 -0 -0 7 -10 -0 4 -8 -12 5 -1 -12
Scale = 1:59.9
6x6 =
2x4 11 3x5 = 6x6 =
5 6 7 8
T
3x5 2x4
6 W
3x6 i 4 W1 1 9 x
T C�
W4
3 W1 L:
10
2 0
C O
1 I�
0 16 15 14 d
4x6 = 17 6x6 = 3x5 = 5x12 = 13 12 11 4x6 =
5x6 = 5x8 = 3x5 = 3x5 =
2 -5 -8 1 4 -5 -8 10 -0 -0 12 -2 -0 14 -2 -0 22 -0 -0 31 -10 -8
2 -5 -8 2 -0 -0 5 -6 -8 2 -2 -0 2 -0 -0 7 -10 -0 9 -10 -8
Plate Offsets MY): 13:0- 6- 0,0 -2 -8, [17:0-4-0
LOADING(psf)
SPACING 2 -0 -0
CSI
DEFL in (loc) I /deft L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.70
Vert(LL) 0.30 10 -11 >999 360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.75
Vert(TL) -0.48 10 -11 >791 180
BCLL 0.0 *
Rep Stress Incr YES
WB 0.89
Horz(TL) 0.22 10 n/a n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 158 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 2 -9 -3 oc purlins.
BOT CHORD 2 X 4 DF No. 1 &Btr BOT CHORD Rigid ceiling directly applied or 5 -2 -3 oc bracing.
WEBS 2 X 4 DF Stud *Except*
W10 2 X 4 DF No.1 &Btr
REACTIONS (lb /size) 10=1602/0-4-0,2=1749/0-5-8
Max Horz 2= 102(LC 5)
Max Uplift10=- 609(LC 6), 2=- 692(LC 5)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =0/53, 2 -3 =- 2948/1065, 3 -4 =- 5082/1904, 4 -5 =- 3202/1149, 5 -6 =- 295111104, 6 -7 =- 2953/1103, 7 -8 =- 2630/1002,
8 -9 =- 2577/959, 9 -10 =- 2927/1056
BOT CHORD 2- 17=- 944/2492, 16 -17 =- 984/2620, 15 -16 =- 1632/4426, 14 -15 =- 949/2778, 13 -14 =- 999/2833, 12 -13 =- 729/2241,
11 -12 =- 729/2241, 10- 11=- 878/2522
WEBS 3-17=-1114/418,3-16=-80912185, 4-16=-400/978,4-15=-16791741, 5-15=-277/576,5-14=-243/604,6-14=-55/148,
7 -14 =- 253/721, 7 -13 =- 1299/458, 8 -13 =- 252/667, 8 -11 =- 221/361, 9 -11 =- 322/210
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf, Category II; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
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.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 609 lb uplift at joint 10 and 692 lb uplift at
joint 2.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
I Truss
Truss Type
Qty
Ply
I0822AM
D3
ROOF TRUSS
1
1
Job Reference (optional
FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Aug 22 10:12:40 2008 Page 1
r 1-4 -Q 6 -3-4 12 -0 -0 20 -0 -0 25 -8 -12 31 -10 -8
1-4 -0 6 -3 -4 5 -8 -12 8 -0 -0 5 -8 -12 6 -1 -12
Scale = 1:58.6
i
6x6 =
5x6 =
4 5
3x5 3x5
3 W4 W
cc
T C�
W2 W6
7
M 2 �
1
LL
1 I o
d
4x6 = 12 11 13 10 9 8 4x6 =
2x4 I 3x5 = 3x5 = 4x8 = 2x4 11
6 -3-4 12 -0 -0 20 -0 -0 25 -8 -12 31 -10 -8
6 -3-4 5 -8 -12 8 -0 -0 5 -8 -12 6 -1 -12
LOADING(psf)
SPACING 2 -0 -0
CSI
DEFL in (loc) 1 /deft Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.69
Vert(LL) 0.45 9 -11 >839 360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.74
Vert(TL) -0.78 9 -11 >486 180
BCLL 0.0
Rep Stress Incr YES
WB 0.37
Horz(TL) 0.12 7 n/a n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 146 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 3 -4 -3 oc purlins.
BOT CHORD 2 X 4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 6 -7 -3 oc bracing.
WEBS 2 X 4 DF Stud *Except* WEBS 1 Row at midpt 4 -9
W4 2 X 4 DF No.1 &Btr
REACTIONS (lb /size) 7=1650/0-4-0,2=1817/0-5-8
Max Horz2= 114(LC 5)
Max Uplift7=- 624(LC 6), 2=- 706(LC 5)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =0/53, 2 -3 =- 3092/1089, 3 -4 =- 2559/913, 4 -5 =- 2158/865, 5 -6 =- 2511/918, 6 -7 =- 3064/1107
BOT CHORD 2 -12 =- 965/2633, 11 -12 =- 965/2633, 11 -13 =- 686/2202, tO -13 =- 686/2202, 9 -10 =- 686/2202, 8- 9=- 906/2607, 7 -8 =- 906/2607
WEBS 3 -12 =- 65/162, 3 -11 =- 491/313, 4 -11 =- 262/496, 4 -9 =- 331/223, 5 -9 =- 248/443, 6 -9 =- 514/327, 6 -8 =- 73/163
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
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.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 624 lb uplift at joint 7 and 706 lb uplift at
joint 2.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
0822AM
D4
ROOF TRUSS
2
1
Job Reference (optional
FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Aug 22 10:12:41 2008 Page 1
1 -4 -0 7 -3-4 14 -0 -0 18 -0 -0 24 -8 -12 31 -10 -8
1-4 -0 7 -3-4 6 -8 -12 4 -0 -0 6 -8 -12 7 -1 -12
Scale = 1:58.6
6x6 =
4x6 =
5 6
T 3x5
T
3x5
4 3x5
3 4
Oi Cc
W2 W6
8
ro 2 `n
1 I�
o o
4x6 = 13 12 11 10 9 4x6 =
2x4 II 3x5 = 3x5 = 4x8 = 2x4 II
7 -3-4 14 -0 -0 18 -0 -0 24 -8 -12 31 -10 -8
7 -3-4 6 -8 -12 4 -0 -0 6 -8 -12 7 -1 -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 0.76
Vert(LL) -0.15 10 -12 >999 360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.59
Vert(TL) -0.25 8 -9 >999 180
BCLL 0.0 *
Rep Stress Incr YES
WB 0.60
Horz(TL) 0.11 8 n/a n/a
BCDL 8.0
Code IRC2006/TPI2002
(Matrix)
Weight: 151 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins.
BOT CHORD 2 X 4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 6 -7 -3 oc bracing.
WEBS 2 X 4 DF Stud *Except*
W2 2 X 4 DF No.1 &Btr, W4 2 X 4 DF No.1 &Btr, W6 2 X 4 DF No.1 &Btr
REACTIONS (lb /size) 8=1602/0-4-0,2=1749/0-5-8
Max Horz2= 127(LC 5)
Max Uplift8=- 636(LC 6), 2=- 719(LC 5)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =0/53, 2 -3 =- 2927/1099, 3-4 =- 2161/816, 4 -5 =- 2022/841, 5-6 =- 1809/806, 6 -7 =- 2165/848, 7 -8 =- 2947/1119
BOT CHORD 2- 13=- 976/2477, 12 -13 =- 976/2477, 11 -12 =- 598/1807, 10 -11 =- 598/1807, 9 -10 =- 908/2499, 8 -9 =- 908/2499
WEBS 3 -13 =- 109/276, 3 -12 =- 768/426, 5 -12 =- 272/448, 5 -10 =- 290/295, 6 -10 =- 273/455, 7 -10 =- 792/444, 7 -9 =- 115/274
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
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.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 636 lb uplift at joint 8 and 719 lb uplift at
joint 2.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
0822AM
D5
ROOF TRUSS
3
1
Job Reference (optional
FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Aug 22
10:12:42 2008 Page 1
7 -9 -12 156-8 23-3-4 31 -6 -8
32 -10 -$
7 -9 -12 7 -8 -12 7 -8 -12 8 -3-4
1 -4-0
Scale = 1:57.1
4x6 11
4
3x5 3x5
T
3x5
3 5 3x5
2 6
W2 W4 4
1
R1 R9
7
8
P
Iv
o
°
5x6 II 13 12 11 10 9
4x6 =
2x4 11 3x5 = 3x5 = 2x4 11
4x8 =
7 -9 -12 15 -6 -8 23 -3-4 31 -6 -8
7 -9 -12 7 -8 -12 7 -8 -12 8 -3-4
Plate Offsets X Y : [7:0-1-0
LOADING(psf)
SPACING 2 -0 -0
CSI
DEFL in (loc) I /deft Ud
PLATES
GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.95
Vert(LL) 0.48 9 -11 >773 360
MT20
220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.69
Vert(TL) -0.86 9 -11 >434 180
BCLL 0.0
Rep Stress Incr YES
WB 0.43
Horz(TL) 0.11 7 n/a n/a
BCDL 8.0
Code IRC2006ITP12002
(Matrix)
Weight: 138 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No. 1 &Btr TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2 X 4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 6 -7 -2 oc bracing.
WEBS 2 X 4 DF No.1 &Btr *Except* WEBS 1 Row at midpt 2-11,6-11
W1 2 X 4 DF Stud, W5 2 X 4 DF Stud
WEDGE
Left: 2 X 4 DF Stud
REACTIONS (lb /size) 1= 1586 /Mechanical, 7= 1733/0 -5 -8
Max Horz 1=- 140(LC 6)
Max Upliftl=- 639(LC 5), 7=- 723(LC 6)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =- 2784/1062, 2 -3 =- 1930/762, 3-4 =- 1781/792, 4 -5 =- 1781/793, 5 -6 =- 1930/763, 6 -7 =- 2848/1092, 7 -8 =0/53
BOT CHORD 1 -13 =- 923/2318, 12 -13 =- 923/2318, 11 -12 =- 923/2318, 10 -11 =- 831/2393, 9 -10 =- 831/2393, 7 -9 =- 831/2393
WEBS 2 -13 =- 123/282, 2 -11 =- 880/476, 4 -11 =- 487/928, 6 -11 =- 950/515, 6 -9 =- 138/346
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads.
4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 639 lb uplift at joint 1 and 723 lb uplift at
joint 7.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
0822AM
D6
ROOF TRUSS
2
1
Job Reference (optional
FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Aug 22 10:12:43 2008 Page 1
4 - -0 9-9-4 15 -6 -8 20 -7 -14 25 -9 -3 31-6-8
2-10 -$
4 -0 -0 5 -9-4 5 -9-4 5 -1 -6 5 -1 -6 5 -9 -5
1 -4 -0
Scale = 1:55.3
4x6 11
5
j 2x4 \\ 5 3x5
6
W4
4 T W6 3x5
3x5
3 7 2x4
3x5 i 8
3
2 W2
12
c
6x10 =
1
��
9
L0 11
3
1
0?
10Io
0 4x8 , 3x5
6x6 =
3x12
14
5x6 =
4 -0 -0 10 -9-4 17 -6 -8 24 -2 -9 31 -6 -8
4 -0 -0 6 -94 6 -94 6 -8 -1 7 -3 -15
Plate Offsets X Y : 9:0- 0 -10,Ed e
LOADING(psf)
SPACING 2 -0 -0
CSI
DEFL in (loc) I /deft Ud
PLATES
GRIP
TCLL 35.0
Plates Increase 1.15
TC 1.00
Vert(LL) -0.41 11 -12 >908 360
MT20
2201195
TCDL 8.0
Lumber Increase 1.15
BC 0.76
Vert(TL) -0.71 11 -12 >524 180
BCLL 0.0 *
Rep Stress Incr YES
WB 0.76
Horz(TL) 0.43 9 n/a n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 142 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No. 1 &Btr *Except* TOP CHORD Structural wood sheathing directly applied.
T4 2 X 4 DF SS BOT CHORD Rigid ceiling directly applied or 5 -1 -7 oc bracing.
BOT CHORD 2 X 4 DF No. 1 &Btr
WEBS 2 X 4 DF Stud *Except*
W4 2 X 4 DF No.1 &Btr
WEDGE
Left: 2 X 4 DF Stud
REACTIONS (lb /size) 1= 1586 /Mechanical, 9= 1733/0 -5 -8
Max Horz 1=-141 (LC 6)
Max Upliftl=- 639(LC 5), 9=- 723(LC 6)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =- 2904/1156, 2 -3 =- 3419/1294, 3-4 =- 3309/1317, 4.5 =- 326611378, 5 -6 =- 3816/1408, 6 -7 =- 4779/1899, 7 -8 =- 4961/1879,
8- 9=- 5346/1969, 9 -10 =0/49
BOT CHORD 1 -14 =- 1037/2466, 13 -14 =- 1046/2521, 12 -13 =- 710/2519, 11 -12 =- 1239/4035, 9 -11 =- 1671/4777
WEBS 2 -14 =- 517/173, 2 -13 =- 75/529, 4 -13 =- 483/233, 5 -13 =- 487/812, 5 -12 =- 773/2268, 6 -12 =- 742/395, 6 -11= -435/686,
8 -11 =- 365/190
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL =4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Bearing at joints) 9 considers parallel to grain value using ANSIfTPI 1 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 639 lb uplift at joint 1 and 723 lb uplift at
joint 9.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty ?ly
1 O822AM D7 ROOF TRUSS 9 1
Job Reference (optional)
FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 7.0'i G s Sep 11 2007 MiTek Industries, Inc. Fri Aug 22 10:12:44 2008 Page 1
1 -4 -0 4 -5 -8 10 -2 -12 1 16 -0 -0 21 -1 -6 26 -2 -11 32 -0 -0 q3-4-q
_
1-4 -0 4 -5 -8 5 -9-4 5 -9-4 5 -1 -6 5 -1 -6 5 -9 -5 1-4 -0
Scale = 1:57.6
4x6 11
6
T
2x4 \\ 5 3x5
5 T W4 7
W6 3x5
'3x5
3 8 2x4
4x6
4 9
3 W2
13 •
6x6 = v
1 2 14 12 10 11 `? r
C) 3x5 = 4x12 = 3x5 z to
15 4x8 =
5x6
4 -2 -12 4 -,A -8 11 -2 -12 18 -0 -0 24 -8 -1 32 -0 -0
4 -2 -12 0 -2 -12 6 -9 -4 6 -9-4 6 -8 -1 7 -3 -15
Plate Offsets X 10:0- 0 -14,Edge
LOADING(psf)
SPACING 2 -0 -0
CSI
DEFL in (loc) I /deft L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.85
Vert(LL) -0.29 12 -13 >999 360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.64
Vert(TL) -0.51 12 -13 >644 180
BCLL 0.0
Rep Stress Incr YES
WB 0.78
Horz(TL) 0.30 10 n/a n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 145 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2 X 4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 5 -7 -7 oc bracing.
WEBS 2 X 4 DF Stud `Except`
W4 2 X 4 DF No.1 &Btr
REACTIONS (lb /size) 15= 2024/0 -5 -8, 10= 1477/0 -5 -8
Max Horz 15=- 126(LC 6)
Max U pliftl 5=-842(LC 5), 10=- 645(LC 6)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =0/51, 2-3=-331/746,3-4=-1936/694, 4-5=-1825/716,5-6=-1782/763, 6 -7 =- 2739/987, 7 -8 =- 3761/1588,
8 -9 =- 3943/1567, 9- 10=- 4344/1662, 10 -11 =0/49
BOT CHORD 2- 15=- 580/366, 14 -15 =- 726/325, 13 -14 =- 370/1712, 12 -13 =- 861/3060, 10 -12 =- 1393/3867
WEBS 3 -15 =- 1734/679, 3 -14 =- 833/2328, 5 -14 =- 481/232, 6 -14 =- 344/43, 6 -13 =- 633/1812, 7 -13 =- 752/402, 7 -12 =- 4521709,
9 -12 =- 379/199
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
5) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 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 842 lb uplift at joint 15 and 645 lb uplift at
joint 10.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
I
Job
Truss
Truss Type
Qty
Ply
0822AM
D8
ROOF TRUSS
5
1
Job Reference (optional
FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 7.010 s Sep 112007 MiTek Industries, Inc. Fri Aug 22
10:12:45 2008 Page 1
8 -1 -12 15 -10 -8 23 -7-4 31- 10- 83
-2 -$
8 -1 -12 7 -8 -12 7 -8 -12 8 -3-4
14-0
Scale = 1:57.3
4x6 11
4
3x5 T 3x5
3x5
3 5 3x5
2 VV3 6
W2 W4
4
LO 1
7 M
8
Iv
0
0
5x6 = 13 12 11 10 9
4x6 =
2x4 II 3x5 = 4x8 = 3x5 = 2x4 II
8 -1 -12 15 -10 -8 23 -7-4 31 -10 -8
8 -1 -12 7 -8 -12 7 -8 -12 8 -3-4
Plate Offsets X Y : 1:0 -0 -3 Ed a [7:0-1-0
LOADING(psf)
SPACING 2 -0 -0
CSI
DEFL in (loc) I /deft Ud
PLATES
GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.99
Vert(LL) 0.28 9 -11 >999 360
MT20
220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.72
Vert(TL) -0.42 9 -11 >899 180
BCLL 0.0
Rep Stress Incr YES
WB 0.44
Horz(TL) 0.11 7 n/a n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 138 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2 X 4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 6 -4 -7 oc bracing.
WEBS 2 X 4 DF No. 1 &Btr *Except* WEBS 1 Row at midpt 2-11,6-11
W1 2 X 4 DF Stud, W5 2 X 4 DF Stud
REACTIONS (lb /size) 1=1606/0-2-0,7=1753/0-5-8
Max Horz 1=- 140(LC 6)
Max Uplift1=- 648(LC 5), 7=- 731(LC 6)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =- 2894/1108, 2 -3 =- 1974/778, 3 -4 =- 1825/808, 4 -5 =- 1825/812, 5 -6 =- 1974/782, 6 -7 =- 2885/1099, 7 -8 =0/53
BOT CHORD 1 -13 =- 973/2438, 12- 13=- 973/2438, 11- 12=- 973/2438, 10 -11 =- 838/2425, 9 -10 =- 838/2425, 7 -9 =- 838/2425
WEBS 2 -13 =- 130/299, 2 -11 =- 955/514, 4 -11 =- 504/970, 6 -11 =- 939/506, 6 -9 =- 129/315
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL =4.8psf; BCDL= 4.8psf, Category 11; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 648 lb uplift at joint 1 and 731 lb uplift at
joint 7.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
LOADING(psf)
0822AM
D9
ROOF TRUSS
1
1
Job Reference (optional
h KANKLIN bUILUINU ZiW - FLY, JtKUMt, IU. 53336
/.0 I Us 0ep I I LUU/ MI I eK IrIUUSines, Inc. rn Aug LL IU: IL:4/ LUUo ruye 1
4 -1 -12 7 -10 -8 13 -3 -1 18 -5 -15 23 -10 -8 1 27 -7 -4 31 -10 -8
4 -1 -12 3 -8 -12 5-4 -9 5 -2 -13 5-4 -9 3 -8 -12 4 -3A 1-4 -0
Scale = 1:57.0
6x10 MT18H
2x4 11
3 4
ae
ay
6x10 MT18H =
4x8 =
5 6
4x6 2x4 11 6x6 = 6x10 MT18H= 10x10 = 2x4 11
6x10 = 4x8 11
4x6 =
v
v
M
I1'
O
4 -1 -12 7 -10 -8 13 -3 -1
18 -5 -15 23 -10 -8 1 27 -7 -4 31 -10 -8
4 -1 -12 3 -8 -12 5A-9
5 -2 -13 5-4 -9 3 -8 -12 4 -3-4
Plate Offsets (X l): [1:0 -0 -3 Edge] [1:0-7-5,0-1-121, [3:0-7A,0-2-81, [6:0-6A,0-2-0], [8:0 -1 -11 Edge] [8:0-8-0,0-3A]
LOADING(psf)
SPACING 2 -0 -0
CSI
DEFL in (loc) I /deft Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.96
Vert(LL) -0.60 12 -14 >637 360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15.
BC 0.89
Vert(TL) -1.01 12 -14 >375 180
MT18H 220/195
BCLL 0.0
Rep Stress Incr NO
WB 0.97
Horz(TL) 0.22 8 n/a n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 176 lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1 &Btr
TOP CHORD Structural wood sheathing directly applied or 1 -7 -11 oc purlins.
BOT CHORD 2 X 6 DF 240OF 1.7E
BOT CHORD Rigid ceiling directly applied or 5 -6 -15 oc bracing.
WEBS 2 X 4 DF Stud
WEBS 1 Row at midpt 5 -11
WEDGE
Left: 2 X 4 DF Stud
REACTIONS (lb /size) 1= 3978/0-4-4 (input: 0 -2 -0), 8= 3732/0-4 -0 (input: 0 -3 -8)
Max Horz 1=- 195(LC 6)
Max Upliftl=- 1366(LC 5), 8=- 1308(LC 6)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =- 7564/2568, 2 -3 =- 6873/2375, 3-4 =- 8210/2881, 4 -5 =- 8209/2880, 5 -6 =- 6390/2235, 6 -7 =- 727112507, 7 -8 =- 7346/2473,
8 -9 =0/58
BOT CHORD 1- 16=- 2206/6697, 15 -16 =- 2206/6697, 14 -15 =- 2049/6118, 13- 14=-
2847/8355, 12 -13 =- 2847/8355, 11 -12 =- 2847/8355,
10 -11 =- 2156/6472, 8 -10 =- 2156/6472
WEBS 2 -16 =- 258/624, 2 -15 =- 622/270, 3 -15 =- 529/1317, 3 -14 =- 99812707,
4 -14 =- 294/81, 5 -14 =- 291198, 5 -12= -480/1212,
5 -11 =- 2521/918, 6 -11 =- 1044/2905, 7 -11 =- 87/309, 7 -10 =- 189/51
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf, Category II; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
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.
5) All plates are MT20 plates unless otherwise indicated.
6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
7) WARNING: Required bearing size atjoint(s) 1, 8 greater than input bearing size.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1366 lb uplift at joint 1 and 1308 lb uplift at
joint 8.
9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10) Girder carries hip end with 8 -0 -0 right side setback, 0 -0 -0 left side setback, and 8 -0 -0 end setback.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 884 lb down and 285 lb up at
23 -10 -8 on bottom chord. The design /selection of such connection device(s) is the responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S).Standard
1) Regular: Lumber Increase =1.15, Plate Increase =1.15
I!
5x6 = 16 15 14 13 12 11 1 10 5x6 =
Job
Truss
Truss Type
Qty
Ply
0822AM
D9
ROOF TRUSS
1
1
Job Reference o .--
i...�....a -. I.... C.: A— 7n In 7f1f1R Pnnc ')
rKHNNUN 6UILUINV JUrr —,
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1- 3=- 43(F =43), 3- 6=- 43(F =43), 6- 9 = -86, 1- 11=- 203(F= -188), 8- 11 = -16
Concentrated Loads (lb)
Vert: 11=- 884(F)
Job Truss Truss Type uty my
10822AM EA MONO TRUSS 21 1
1 � Job Reference (optional)
R
1
EROME, ID. 83338 7.010 s Sep 11 2007 Mi IeK Inaustries, Inc. hn Aug zz iu:iz:4u zuuts rage i
-1-4 -0 4 -1 -8 8 -0 -0
1-4 -0 4 -1 -8 3 -10 -8
2x4 11 Scale = 1:22.7
4
8 -0 -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 0.20
Vert(LL)
0.18
2 -5
>512
360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.42
Vert(TL)
-0.35
2 -5
>264
180
BCLL 0.0
Rep Stress Incr YES
WB 0.14
Horz(TL)
0.00
5
n/a
n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 36 lb
LUMBER
TOP CHORD 2 X 4 DF No.t &Btr
BOT CHORD 2 X 4 DF No.1 &Btr
WEBS 2 X 4 DF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
REACTIONS (lb /size) 2=544/0-5-8,5=374/0-5-8
Max Horz2= 181(LC 4)
Max Uplift2=- 240(LC 5), 5=- 183(LC 5)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1-2=0/53,2-3=-463/107,3-4=-89/46,4-5=-136/51
BOT CHORD 2 -5 =- 132/340
WEBS 3 -5 =- 384/187
NOTES
1) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 lb uplift at joint 2 and 183 lb uplift at
joint 5.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Zx4 = 3x5 =
Job
Truss
Truss Type
Qty
Ply
1 0822AM
EJ2
ROOF TRUSS
3
1
Job Reference (optional
FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Aug 22 10:12:49 2008 Page 1
-1-4 -0 2 -5 -8 4 -5-8 8-0 -
1 -4-0 2 -5 -8 2 -0 -0 3 -6 -8
2x4 11 Scale = 1:22.5
5
i
I
3x5
V
4 r>
A
W4
3x5
3 2
0
2 7 0
5x6 = 3x5 =
1
8
2x4 = 4x6 =
2 -5 -8 4 -5 -8 8 -0 -0
2 -5 -8 2 -0 -0 3 -6 -8
Plate Offsets X, 8 :0- 3- 8,0 -2-41
LOADING(psf)
SPACING 2 -0 -0
CSI
DEFL in (loc) I /deft Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.19
Vert(LL) -0.01 7 >999 360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.11
Vert(TL) -0.02 7 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.16
Horz(TL) 0.01 6 n/a n/a
BCDL 8.0
Code IRC2006/TPI2002
(Matrix)
Weight: 39 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except
BOT CHORD 2 X 4 OF No.1 &Btr end verticals.
WEBS 2 X 4 DF Stud BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
REACTIONS (lb /size) 6= 374 /Mechanical, 2= 544/0 -5 -8
Max Horz 2= 187(LC 4)
Max Uplift6=- 186(LC 5), 2=- 237(LC 5)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1-2=0/53,2-3=-556/166,3-4=-674/277,4-5=-73/40,5-6=-117/44
BOT CHORD 2-8=-223/418.7-8=-230/451,6-7=-266/561
WEBS 3- 8=- 165/73, 3 -7 =- 89/189, 4 -7 =- 130/229, 4 -6 =- 607/322
NOTES
1) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf, Category II; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in.all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 lb uplift at joint 6 and 237 lb uplift at
joint 2.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
0822AM
G1
ROOF TRUSS
1
1
Job Reference (optional
FRANKLIN BUILDING SUPPLY, JEROME, ID.
83338
7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Aug 22 10:12:50 2008 Page 1
3 -1 -0
5 -7 -8
8 -2 -0
11 -3 -0
3 -1 -0
2 -6 -8
2 -6 -8
3 -1 -0
Scale = 1:19.2
4x6 11
T
3
3x6
3x6
W3
4
2
1
1 W2
W4
5
1
5
c fi
B
T co
v
0
8
7
6
4x12 MT18H
4x8 11
10x10 =
4x8 11
4x12 MT18H
3 -1 -0
5 -7 -8
8 -2 -0
11 -3 -0
3 -1 -0
2 -6 -8
2 -6 -8
3 -1 -0
Plate Offsets X,
1:0- 3- 9,0 -2 -0 5:0- 3- 9,0 -2 -0 7:0- 5- 0,0 -6 -8
LOADING(psf)
SPACING
2 -0 -0
CSI
DEFL
in (loc)
I /deft Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.70
Vert(LL)
-0.11 7
>999 360
MT20 220/195
TCDL 8.0
Lumber Increase
1.15
BC 0.93
Vert(TL)
-0.19 7 -8
>688 180
MT18H 220/195
BCLL 0.0 *
Rep Stress Incr
NO
WB 0.62
Horz(TL)
0.05 5
n/a n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 62 lb
LUMBER
TOP CHORD 2 X 4 DF No. 1 &Btr
BOT CHORD 2 X 8 DF SS
WEBS 2 X 4 DF Stud *Except*
W3 2 X 4 DF No.1 &Btr
REACTIONS (lb /size) 1=4598/0-5-8,5=4598/0-5-8
Max Horz 1= -35(LC 3)
Max Uplift1=- 1113(LC 5), 5=- 1113(LC 6)
BRACING
TOP CHORD Structural wood sheathing directly applied or 1 -11 -13 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7 -8 -15 oc bracing.
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =- 7009/1685, 2 -3 =- 5438/1331, 3 -4 =- 5438/1331, 4 -5 =- 7009/1686
BOT CHORD 1 -8 =- 1506/6224, 7 -8 =- 1506/6224, 6 -7 =- 1473/6224, 5 -6 =- 147316224
WEBS 2 -8 =- 315/1341, 2 -7 =- 1600/426, 3 -7 =- 1088/4489, 4 -7 =- 1600/428, 4 -6 =- 313/1341
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.Bpsf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) All plates are MT20 plates unless otherwise indicated.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1113 lb uplift at joint 1 and 1113 lb uplift at
joint 5.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) Girder carries tie -in span(s): 31 -10 -8 from 0 -0 -0 to 11 -3 -0
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase =1.15, Plate Increase =1.15
Uniform Loads (plf)
Vert: 1- 3 = -86, 3-5=-86,1-5=-766(F=-750)
0822AM UHF I GABLE 14 1 1
BUILDING SUPPLY, JEROME, ID. 83338 7.010 s Sep 11 2007 MiTek Industries, Inc.
7 -11 -0
7 -11 -0
2x4 11
2x4 // 9 8 7 6
2x4 11 2x4 11 2x4 11 2x4 11
7 -11 -0
7 -11 -0
Scale = 1:47.5
LOADING (psf)
SPACING
2 -0 -0
CSI
DEFL
in (loc)
I /deft
Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.39
Vert(LL)
n/a
n/a
999
MT20 220/195
TCDL 8.0
Lumber Increase
1.15
BC 0.02
Vert(TL)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.13
Horz(TL)
0.00 6
n/a
n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 53 lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except
BOT CHORD 2 X 4 DF No.1 &Btr end verticals.
WEBS 2 X 4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
OTHERS 2 X 4 DF Stud WEBS 1 Row at midpt 5 -6
REACTIONS (lb /size) 1=6517-11-0,6=71/7-11-0,9=208/7-11-0,8=204/7-11-0,7=211/7-11-0
Max Horz 1= 337(LC 4)
Max Upliftl=- 145(LC 3), 6=- 102(LC 4), 9=- 151(LC 5), 8=- 151(LC 5), 7=- 151(LC 5)
Max Gravl= 277(LC 4), 6= 140(LC 3), 9= 208(LC 1), 8= 204(LC 1), 7= 211(LC 1)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =- 378/223, 2 -3 =- 302/206, 3 -4 =- 223/191, 4 -5 =- 141/170, 5 -6 =- 133/109
BOT CHORD 1-9=-711108,8-9=-71/108,7-8=-71/108,6-7=-71/108
WEBS 2-9=-176/171,3-8=-172/170,4-7=-177/171
NOTES
1) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf Category II; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; 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.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2 -0 -0 oc.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 1, 102 lb uplift at joint 6,
151 lb uplift atjoint 9,151 lb uplift atjoint 8 and 151 lb uplift atjoint 7.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
0822AM I HR1 I ROOF TRUSS
- 1 -10 -10 4 -1 -9
1 -10 -10 4 -1 -9
Ply
1 1 1
7.010 s Sep 11 2007 MiTek Industries, Inc.
7 -6 -9 11 -3 -0
3-4 -15 3 -8 -7
2x$cgle = 1:23.3
6
3 1
4 -1 -9
7 -6 -9
11 -3 -0
4 -1 -9
3 -4-15
3 -8 -7
LOADING(psf)
SPACING 2 -0 -0
CSI
DEFL in
(loc) I /defl L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.45
Vert(LL) -0.03
9 -10 >999 360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.27
Vert(TL) -0.05
9 -10 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.35
Horz(TL) 0.02
8 n/a n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 54 lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.t &Btr
TOP CHORD
Structural wood sheathing directly applied or 5 -11 -6 oc purlins, except
BOT CHORD 2 X 4 DF No.1 &Btr
end verticals.
WEBS 2 X 4 DF Stud
BOT CHORD
Rigid ceiling directly applied or 9 -9 -0 oc bracing.
REACTIONS (lb /size) 8= 1054 /Mechanical, 2= 720/0 -4 -15
Max Horz2= 273(LC 4)
Max Uplift8=- 423(LC 5), 2=- 307(LC 3)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =0/53, 2 -3 =- 1179/335, 3 -4 =- 890/222 4 -5 =- 156/72, 5 -6= -15/0, 5 -8 =- 370/175
BOT CHORD 2-10=-455/1072,9-10=-455/1072,8-9=-314/794,7-8=0/0
WEBS 3-10=-47/118,3-9=-305/166, 4-9=-89/268,4-8=-963/419
NOTES
1) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 lb uplift at joint 8 and 307 lb uplift at
joint 2.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase =1.15, Plate Increase =1.15
Uniform Loads (plf)
Vert: 1 -2 = -86
Trapezoidal Loads (plf
Vert: 2=- 4(F =41, B= 41)- to- 5=- 236(F = -75, B = -75), 5=- 166(F = -75, B=- 75)- to- 6=- 172(F = -78, B = -78), 2=- 0(F =8,
B= 8)- to- 7=- 45(F = -15, B = -15)
3x5 = 2x4 II 3x5 = 3x5
Job
Truss
Truss Type
Qty
Ply
5 -0 -14
0822AM
HR2
ROOF TRUSS
1
1
CSI
DEFL in
(loc) I /defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
Job Reference o tional
i nr�ivnuw vviwn�u v vrr L 1, -G IVIC, IV. 00000
1.010 s Sep 11 2007 MITek Industries, Inc. Fri Aug 22 10:12:522008 Pagel
- 1 -10 -10 3 -44 6 -2 -3 11 -3 -0
1 -10 -10 3-44 2 -9 -15 5 -0 -14
2x4 11 Scale= 1:23.7
v
�1
1 � - '
3 -4-4
6 - -3
11 -3 -0
3-4-4
2 -9 -15
5 -0 -14
Plate Offsets (X,Y): 10:0- 3- 0,0 -2 -7
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL in
(loc) I /defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.70
Vert(LL) -0.06
9 >999 360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.43
Vert(TL) -0.12
8 -9 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.80
Horz(TL) 0.04
8 n/a n/a
BCDL 8.0
Code IRC2006/TPI2002
(Matrix)
Weight: 51 lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1 &Btr
TOP CHORD
Structural wood sheathing directly applied or 4 -24 oc purlins.
BOT CHORD 2 X 4 DF No.1 &Btr
BOT CHORD
Rigid ceiling directly applied or 7 -6 -8 oc bracing.
WEBS 2 X 4 DF Stud
REACTIONS (lb /size) 2=714/0-7-12,8=1048/Mechanical
Max Horz2= 300(LC 3)
Max Uplift2=- 283(LC 3), 8=- 436(LC 3)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -11 =0/45, 2 -11 =0/45, 2 -3 =- 1100/257, 3-4 =- 1947/631, 4 -5 =- 152/101,
5 -6= -15/0
BOT CHORD 2-10=-4841983,9-10=-486/1009,8-9=-788/1787,7-8=0/0
WEBS 3 -10 =- 344/134, 3 -9 =- 362/893, 4 -9 =- 156/400, 4 -8 =- 1854/818, 5 -8 =- 456/222
NOTES
1) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint 2 and 436 lb uplift at
joint 8.
3) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI /TPI 1.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
-OAD CASE(S) Standard
1) Regular: Lumber Increase =1.15, Plate Increase =1.15
Uniform Loads (plf)
Vert: 1- 11 = -86
Trapezoidal Loads (plf)
Vert: 11= 0(F =43, B= 43)- to- 5=- 236(F = -75, B = -75), 5=- 166(F = -75, B=- 75)- to- 6=- 172(F = -78, B = -78), 2=- 1(F =7,
B= 7)- to- 10=- 13(F =1, B =1), 10=- 13(F =1, B= 1)- to- 9=- 25(F =-4, B = -4), 9=- 25(F = -4, B=- 4)- to- 7=- 45(F = -15, B = -15)
3x5 = 5x6
Job
Truss
Truss Type
Qty
Ply
(loc)
10822AM
J1
ROOF TRUSS
4
1
TC 0.15
1 1 ... I.." —.-
" —
>999
360
Job Reference (optional
1 .v 1v a ocN 1 1 cvvi Ivll I uK 11 ummiu5, Inc. r•n Aug zz "Iu : - i z:b3 zuutf rage 1
Scale = 1:7.5
1
Rusk
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL
in
(loc)
I /defl
Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.15
Vert(LL)
-0.00
2
>999
360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.03
Vert(TL)
-0.00
2 -4
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 8 lb
LUMBER
TOP CHORD 2 X 4 DF No. 1 &Btr
BOT CHORD 2 X 4 DF No. 1 &Btr
BRACING
TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
REACTIONS (lb /size) 2=269/0-5-8,4=15/Mechanical, 3= 36/Mechanical
Max Horz 2 =81(LC 5)
Max Uplift2=- 135(LC 5), 4= -13(LC 3), 3= -17(LC 6)
Max Grav2= 269(LC 1), 4 =34(LC 2), 3 =36(LC 1)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1-2=0152,2-3=-6119
BOT CHORD 2 -4 =0/0
NOTES
1) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DO L =1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 2, 13 lb uplift at joint 4
and 17 lb uplift at joint 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
-OAD CASE(S) Standard
-1 -4 -0 1 -11 -11 3
1-4 -0 1 -11 -11
0822AM I J2 I ROOF TRUSS 12
nc.
-14- 3 -11 -11 ,
1 -4 -0 3 -11 -11 3
Scale = 1:11.2
Im
LOADING(psf)
SPACING
2 -0 -0
CSI
DEFL
in
(loc)
I /deft
L/d
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.18
Vert(LL)
-0.01
2-4
>999
360
MT20 220/195
TCDL 8.0
Lumber Increase
1.15
BC 0.10
Vert(TL)
-0.02
2-4
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 8.0
Code IRC2006ITP12002
(Matrix)
Weight: 14 lb
LUMBER
TOP CHORD 2 X 4 DF No.1 &Btr
BOT CHORD 2 X 4 DF No. 1 &Btr
BRACING
TOP CHORD Structural wood sheathing directly applied or 3 -11 -11 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
REACTIONS (lb /size) 3= 135 /Mechanical, 2= 352/0 -3 -8, 4 =30 /Mechanical
Max Horz2= 122(LC 5)
Max Uplift3= -64(LC 5), 2=- 157(LC 5), 4= -25(LC 3)
Max Grav3= 135(LC 1), 2= 352(LC 1), 4 =68(LC 2)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1-2=0/52,2-3=-89/48
BOT CHORD 2 -4 =0 /0
NOTES
1) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3, 157 lb uplift at joint 2
and 25 lb uplift at joint 4.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Pty
(loc)
O822AM
J2A
ROOF TRUSS
2
1
TC 0.19
Vert(LL)
-0.00
7
>999
360
Job Reference (optional)
FRANKLIN BUILDING SUPPLY, JEROME, ID.
7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Aug 22 10:12:54 2008 Page 1
Scale = 1:11.2
np]
r
m I�
05 � c�
O C>
4x14 —
2 -5 -8 3 -11 -11
2 -5 -8 1 -6 -3
LOADING (psf)
SPACING 2 -0 -0
CSI
DEFL
in
(loc)
I /deft
Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.19
Vert(LL)
-0.00
7
>999
360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.04
Vert(TL)
-0.00
2 -7
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.02
Horz(TL)
-0.00
4
n/a
n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 17 lb
LUMBER
TOP CHORD 2 X 4 D No. 1 &Btr
BOT CHORD 2 X 4 DF No.1 &Btr
WEBS 2 X 4 DF Stud
REACTIONS (lb /size) 4= 68/0 -1 -8, 2= 359/0 -5 -8, 5 =89 /Mechanical
Max Horz2= 138(LC 5)
Max Uplift4= -36(LC 5), 2=- 159(LC 5), 5= -52(LC 6)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1-2=0/53,2-3=-187/20,3-4=-25/24
BOT CHORD 2 -7 =- 661101, 6 -7 =- 65/111, 5- 6= -24/40
WEBS 3 -7 =- 17/41, 3 -6 =- 106/53
BRACING
TOP CHORD Structural wood sheathing directly applied or 3 -11 -11 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
NOTES
1) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
i) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 4.
i) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 4, 159 lb uplift at joint 2
and 52 lb uplift at joint 5.
r) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 4.
3) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
-OAD CASE(S) Standard
-1-4 -0 2 -5 -8 3 -11 -1
1-4 -0 2 -5 -8 1 -6 -3
Job Truss
0822AM J3
FRANKLIN BUILDING SUPPLY, JEROME, ID.
r
-1 -4-0
1-4 -0
ROOF TRUSS
Ply
2 1 1
7.010 s Sep 11
5 -11 -11
5 -11 -11
K
0
Scale = 1:15.7
a
FCCe
LOADING(psf)
SPACING 2 -0 -0
CSI
DEFL
in
(loc)
I /deft
L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.51
Vert(LL)
0.06
2-4
>999
360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.24
Vert(TL)
-0.11
2 -4
>610
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 19 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 5 -11 -11 oc purlins.
BOT CHORD 2 X 4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
REACTIONS (lb /size) 3 =230 /Mechanical, 2= 445/0 -3 -8, 4 =46 /Mechanical
Max Horz2= 163(LC 5)
Max Uplift3=- 112(LC 5), 2=- 185(LC 5), 4= -38(LC 3)
Max Grav3= 230(LC 1), 2= 445(LC 1), 4= 104(LC 2)
- ORCES (lb) - Maximum Compression /Maximum Tension
rOP CHORD 1 -2 =0/52, 2 -3 =- 122/83
30T CHORD 2 -4 =0 /0
DOTES
1) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf, Category 11; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
!) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
s) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
Refer to girder(s) for truss to truss connections.
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3, 185 lb uplift at joint 2
and 38 lb uplift at joint 4.
This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
.OAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
082r2AM
J3A
ROOF TRUSS
2
1
Job Reference (optional
j FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 - 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Aug 22 10:12:55 2008 Page 1
-1-4 -0 2 -5 -8 4-5-8 1 - 5 -11 -11
r 1-4 -0 2 -5 -8 2 -0 -0 1 -6 -3 5
Scale = 1:15.7
3x5
4
4 °
3x5
3 W2
1
W1
2 7 6 0
2 8 5x6 = o
B1 5x6
1
9
4x6 =
2x4 =
2 -5 -8 4 -5 -8 5- 11 -11__
2 -5 -8 2 -0 -0 1 -6 -3
Plate Offsets (X,Y): 7:0- 2 -8,Ed e , 9:0- 3- 8,0 -2-4
LOADING(psf)
SPACING 2 -0 -0
CSI
DEFL in (loc) I /deft Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.19
Vert(LL) -0.00 9 >999 360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.12
Vert(TL) -0.01 9 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.07
Horz(TL) 0.00 6 n/a n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 27 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 5 -11 -11 oc purlins.
BOT CHORD 2 X 4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
WEBS 2 X 4 DF Stud
REACTIONS (lb /size) 5= 3410 -1 -8, 2= 450/0 -5 -8, 6= 235 /Mechanical
Max Horz2= 186(LC 5)
Max Uplift5= -16(LC 5), 2=- 186(LC 5), 6=- 133(LC 5)
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =0/53, 2 -3 =- 377/68, 3-4 =- 296/92, 4 -5= -35/10
BOT CHORD 2-9=-162/266,8-9=-165/291,7-8=-119/215,6-7=0/0
WEBS 3-9=-93/44,3-8=-26/16,4-8=-120/201, 4 -7 =- 343/190
NOTES
1) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf, BCDL= 4.8psfi Category 11; Exp C; enclosed; MWFRS (low -rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL =1.33 plate grip
DOL =1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit
between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 5, 186 lb uplift at joint 2
and 133 lb uplift at joint 6.
7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard