HomeMy WebLinkAboutCO, ALL DOCS - 16-00269 - 1061 Washington Blvd - SFRCertificate of Occupancy
City of Rexburg
Department of Community Development
35 N. 1st E. / Rexburg, ID. 83440
Phone (208) 359-3020 / Fax (208) 359-3022
Building Permit No:
Applicable Addition of Code:
Site Address:
Use and Occupancy:
Design Occupant Load:
Sprinkler System Required:
Name and Address of Owner:
IRC 2012
16-00269
1061 Washington Blvd
1061 Washington Blvd - SFR
N/A
No
Kartchner Homes, Inc.
859 S Yellowstone Hwy, Ste 201
Rexburg, ID 83440
Contractor: Kartchner Homes, Inc.
Special Conditions:
Occupancy: Residential, one-and two-family = 2,652.00 sq. ft.
Utility, miscellaneous = 546.00 sq. ft.
This Certificate, issued persuant to the requirements of Section 109 of the International Building
Code, certifies that, at the 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: _____ / _______ / ______
C.O. Issued by: __________________________ Building Inspector: __________________________
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.
Mechanical Inspector: Fire Alarm:
Plumbing Inspector: Fire Dept./Sprinkler:
Electrical Inspector: P&Z/Public Works:
9 8 16
N/A
N/A N/A
N/A N/A
THIS PERMIT MUST BE PROMINANTLY DISPLAYED AT THE BUILDING SITE THE BUILDING MAY NOT BE
OCCUPIED OR USED WITHOUT FIRST OBTAINING A CERTIFICATE OF OCCUPANCY
City of Rexburg - Community Development - 35 North 1st East - Rexburg, Id 83440 - Office (208) 372-2341
THIS BUILDING PERMIT MUST BE ON THE JOB SITE FOR ALL INSPECTIONS
Building Permit
Permit Number: 16-00269
For the construction of: 1061 Washington Blvd - SFR
Applicant:
Job Address: 1061 Washington Blvd
General Contractor:
Permit Type: Building - Single Family Residence
This permit issued is subject to the regulations contained in the Building Code and Zoning Regulations of the City of Rexburg. It is specifically understood that this
Permit does not allow an Variance to the regulations of the City of Rexburg or Zoning Codes unless specifically approved by the City Council and explained on the
Building Permit Application as approved by the Building Inspector.
Date Approved Issued By
Building Inspector
Notice!
1) A complete set of approved drawings along with the permit must be kept on the
premises during construction.
2) The permit will become null and void in the event of any deviation from the
accepted drawings.
3) No foundation stuctural, electrical, nor plumbing work shall be concealed without
approval.
24 Hour Notice
and permit required to make inspection appointments
For Inspections Call Inspection Hotline at (208) 372-2344
Kartchner Homes, Inc.
Kartchner Homes, Inc.
4/7/2016
31KartchnerHomes2085292116TBDWashingtonBLVRexburgIdaho83440859SYellowstoneHWYSte201RexburgID83440travisstucki@kartchnerinccomNAKartchnerHomesSameSingleFamily3302016FoundersSquareKartchnerHomesSame
3302016
3302016
3302016
3302016
3302016
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2016-Mar-31 07:55:00
Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 1
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
FS1B3Job:Load Short Form 3/30/16Date:
AH1 VinceByramBy:
High Country Heating
P.O. Box 627, Rigby, Id 83442 Phone: 208-745-8056 Fax: 208-745-0817 Email: highcountryph@yahoo.com
Project Information
CodyPuzeyFor:
3758 Yellowstones Hwy, Idaho Falls, Id 83401
Phone: 208-529-2116
Design Information
InfiltrationClgHtg
SimplifiedMethod89-6Outsidedb (°F)
Semi-tightConstructionquality7570Insidedb (°F)
0Fireplaces1476DesignTD (°F)
H-Daily range
5050Insidehumidity (%)
3162Moisturedifference (gr/lb)
HEATING EQUIPMENT COOLING EQUIPMENT
Make Goodman Mfg.Make Goodman Mfg.
Trade GOODMAN Trade GOODMAN; JANITROL; AMANA DISTI...
Model GMSS960603BN Cond GSX160181F
AHRI ref 7365096 Coil CAPT3131N4A
AHRI ref 7365915
Efficiency 96.1 AFUE Efficiency 12.5 EER, 15 SEER
Heating input Btuh60000 Sensible cooling Btuh11900
Heating output Btuh58000 Latent cooling Btuh5100
Temperature rise °F70 Total cooling Btuh17000
Actual air flow cfm900 Actual air flow cfm567
Air flow factor cfm/Btuh0.032 Air flow factor cfm/Btuh0.055
Static pressure inH2O0.70 Static pressure inH2O0.70
Space thermostat Load sensible heat ratio 1.00
ROOM NAME Area Htg load Clg load Htg AVF Clg AVF
ft²)(Btuh)(Btuh)(cfm)(cfm)
Rest of House Air)p 2760 27857 10516 900 582
AH1 d 2760 27857 10242 900 567
Other equip loads 0 0
Equip. @ 0.94 RSM 9628
Latent cooling 0
TOTALS 2760 27857 9628 900 567
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2016-Mar-31 07:55:00
Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 2
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
FS1B3Job:Load Short Form 3/30/16Date:
basement AH VinceByramBy:
High Country Heating
P.O. Box 627, Rigby, Id 83442 Phone: 208-745-8056 Fax: 208-745-0817 Email: highcountryph@yahoo.com
Project Information
CodyPuzeyFor:
3758 Yellowstones Hwy, Idaho Falls, Id 83401
Phone: 208-529-2116
Design Information
InfiltrationClgHtg
SimplifiedMethod89-6Outsidedb (°F)
Semi-tightConstructionquality7570Insidedb (°F)
0Fireplaces1476DesignTD (°F)
H-Daily range
5050Insidehumidity (%)
3162Moisturedifference (gr/lb)
HEATING EQUIPMENT COOLING EQUIPMENT
Make Goodman Mfg.Make Goodman Mfg.
Trade GOODMAN Trade GOODMAN; JANITROL; AMANA DISTI...
Model GMSS960402BN Cond GSX160181F
AHRI ref 7365095 Coil CAPT3131C4A
AHRI ref 7365915
Efficiency 96.1 AFUE Efficiency 12.5 EER, 15 SEER
Heating input Btuh40000 Sensible cooling Btuh11900
Heating output Btuh38000 Latent cooling Btuh5100
Temperature rise °F69 Total cooling Btuh17000
Actual air flow cfm600 Actual air flow cfm567
Air flow factor cfm/Btuh0.031 Air flow factor cfm/Btuh0.386
Static pressure inH2O0.70 Static pressure inH2O0.70
Space thermostat Load sensible heat ratio 1.00
ROOM NAME Area Htg load Clg load Htg AVF Clg AVF
ft²)(Btuh)(Btuh)(cfm)(cfm)
Room17 215 3866 646 120 250
Room15 631 7515 750 233 290
Room13 96 2468 32 77 12
Room12 247 5492 40 170 15
basement AH d 1189 19341 1467 600 567
Other equip loads 0 0
Equip. @ 0.94 RSM 1379
Latent cooling 0
TOTALS 1189 19341 1379 600 567
2016-Mar-31 07:55:00
Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 1
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
FS1B3Job:Building Analysis 3/30/16Date:
AH1 VinceByramBy:
High Country Heating
P.O. Box 627, Rigby, Id 83442 Phone: 208-745-8056 Fax: 208-745-0817 Email: highcountryph@yahoo.com
Project Information
CodyPuzeyFor:
3758 Yellowstones Hwy, Idaho Falls, Id 83401
Phone: 208-529-2116
Design Conditions
Location:CoolingHeatingIndoor:
7570Indoortemperature (°F)Idaho Falls, ID, US
1476DesignTD (°F)ft4741Elevation:
5050Relativehumidity (%)°N44Latitude:
Outdoor:-31.561.5Moisturedifference (gr/lb)CoolingHeating
Infiltration:89-6Drybulb (°F)
SimplifiedMethod)H(34-Daily range (°F)
Semi-tightConstructionquality60-Wet bulb (°F)
0Fireplaces7.515.0Windspeed (mph)
Heating
Walls
Glazing
Doors
Ceilings
Floors
Infiltration
ofloadBtuhBtuh/ft²Component
47.6132544.9Walls
16.3455422.8Glazing
3.494411.4Doors
8.824591.5Ceilings
4.111382.22.2Floors
19.855081.9Infiltration
00Ducts
00Piping
00Humidification
00Ventilation0Adjustments
100.027857Total
Cooling
Walls
Glazing
Doors
Ceilings
OtherInfiltration
ofloadBtuhBtuh/ft²Component
12.412730.5Walls
66.6682034.1Glazing
2.22302.8Doors
13.313590.8Ceilings
0.3260.1Floors
5.25340.2Infiltration
00Ducts
00Ventilation
00Internalgains
00Blower
0Adjustments
100.010242Total
Latent Cooling Load = 0 Btuh
Overall U-value = 0.058 Btuh/ft²-°F
Data entries checked.
2016-Mar-31 07:55:00
Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 2
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
FS1B3Job:Building Analysis 3/30/16Date:
basement AH VinceByramBy:
High Country Heating
P.O. Box 627, Rigby, Id 83442 Phone: 208-745-8056 Fax: 208-745-0817 Email: highcountryph@yahoo.com
Project Information
CodyPuzeyFor:
3758 Yellowstones Hwy, Idaho Falls, Id 83401
Phone: 208-529-2116
Design Conditions
Location:CoolingHeatingIndoor:
7570Indoortemperature (°F)Idaho Falls, ID, US
1476DesignTD (°F)ft4741Elevation:
5050Relativehumidity (%)°N44Latitude:
Outdoor:-31.561.5Moisturedifference (gr/lb)CoolingHeating
Infiltration:89-6Drybulb (°F)
SimplifiedMethod)H(34-Daily range (°F)
Semi-tightConstructionquality60-Wet bulb (°F)
0Fireplaces7.515.0Windspeed (mph)
Heating
Walls
Glazing
Other
Floors
ofloadBtuhBtuh/ft²Component
21.942273.2Walls
5.7109422.8Glazing
000Doors
0.81521.5Ceilings
70.21358711.411.4Floors
1.52811.9Infiltration
00Ducts
00Piping
00Humidification
00Ventilation0Adjustments
100.019341Total
Cooling
Other
Glazing
Ceilings%
ofloadBtuhBtuh/ft²Component
1.3190.0Walls
91.2133827.9Glazing
000Doors
5.7840.8Ceilings
000Floors
1.9270.2Infiltration
00Ducts
00Ventilation
00Internalgains
00Blower
0Adjustments
100.01467Total
Latent Cooling Load = 0 Btuh
Overall U-value = 0.093 Btuh/ft²-°F
WARNING: window to floor area ratio = 4.0% - less than 5%.
2016-Mar-31 07:55:00
Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 1
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
FS1B3Job:Component Constructions 3/30/16Date:
basement AH VinceByramBy:
High Country Heating
P.O. Box 627, Rigby, Id 83442 Phone: 208-745-8056 Fax: 208-745-0817 Email: highcountryph@yahoo.com
Project Information
CodyPuzeyFor:
3758 Yellowstones Hwy, Idaho Falls, Id 83401
Phone: 208-529-2116
Design Conditions
Location:CoolingHeatingIndoor:
7570Indoortemperature (°F)Idaho Falls, ID, US
1476DesignTD (°F)ft4741Elevation:
5050Relativehumidity (%)°N44Latitude:
Outdoor:-31.561.5Moisturedifference (gr/lb)CoolingHeating
Infiltration:89-6Drybulb (°F)
SimplifiedMethod)H(34-Daily range (°F)
Semi-tightConstructionquality60-Wet bulb (°F)
0Fireplaces7.515.0Windspeed (mph)
Construction descriptions GainLossClgHTMHtgHTMInsulRU-valueAreaOr
BtuhBtuh/ft²BtuhBtuh/ft²ft²-°F/BtuhBtuh/ft²-°Fft²
Walls
15B19-0wc-8: Bg wall, heavy dry or light damp soil, 2"x4" wood int frm,
concrete wall, r-19 cav ins, 8" thk, 1/2" gypsum board int fnsh
40.0110693.1919.00.040335n
20.0110893.1119.00.040351e
70.0211533.2819.00.040351s
60.029163.2819.00.040279w
190.0142273.2119.00.0401316all
Partitions
none)
Windows
61C: 61C; 6.67 ft head ht 16410.336522.800.30016n
109334.173022.800.30032e
125726.2109422.800.30048all
Doors
none)
Ceilings
16B-50ad: Attic ceiling, asphalt shingles roof mat, r-50 ceil ins, 1/2"
gypsum board int fnsh
840.841521.5250.00.020100
Floors
22A-cpm: Bg floor, heavy dry or light damp soil, on grade depth, carpet
flr fnsh
001358789.701.180152
2016-Mar-31 07:55:00
Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 2
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
FS1B3Job:Component Constructions 3/30/16Date:
AH1 VinceByramBy:
High Country Heating
P.O. Box 627, Rigby, Id 83442 Phone: 208-745-8056 Fax: 208-745-0817 Email: highcountryph@yahoo.com
Project Information
CodyPuzeyFor:
3758 Yellowstones Hwy, Idaho Falls, Id 83401
Phone: 208-529-2116
Design Conditions
Location:CoolingHeatingIndoor:
7570Indoortemperature (°F)Idaho Falls, ID, US
1476DesignTD (°F)ft4741Elevation:
5050Relativehumidity (%)°N44Latitude:
Outdoor:-31.561.5Moisturedifference (gr/lb)CoolingHeating
Infiltration:89-6Drybulb (°F)
SimplifiedMethod)H(34-Daily range (°F)
Semi-tightConstructionquality60-Wet bulb (°F)
0Fireplaces7.515.0Windspeed (mph)
Construction descriptions GainLossClgHTMHtgHTMInsulRU-valueAreaOr
BtuhBtuh/ft²BtuhBtuh/ft²ft²-°F/BtuhBtuh/ft²-°Fft²
Walls
12F-0sw: Frm wall, vnl ext, 3/8" wood shth, r-21 cav ins, 1/2" gypsum
board int fnsh, 2"x6" wood frm, 16" o.c. stud
3320.4734574.9421.00.065700n
2860.4729814.9421.00.065603e
3320.4734574.9421.00.065700s
3230.4733594.9421.00.065680w
12730.47132544.9421.00.0652683all
Partitions
none)
Windows
61C: 61C; 6.67 ft head ht 381634.1254822.800.300112e
300534.1200622.800.30088w
682034.1455422.800.300200all
Doors
metal: Door, mtl pur core type 1132.7846511.410.50.15041e
1172.7847911.410.50.15042w
2302.7794411.410.50.15083all
Ceilings
16B-50ad: Attic ceiling, asphalt shingles roof mat, r-50 ceil ins, 1/2"
gypsum board int fnsh
13590.8424591.5250.00.0201618
Floors
20P-38c: Flr floor, frm flr, 12" thkns, carpet flr fnsh, r-38 cav ins, gar
ovr
260.069932.2838.00.030435
21A-24c: Bg floor, heavy dry or light damp soil, 6' depth, carpet flr fnsh 01451.9000.02577 0
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2016-Mar-31 07:55:00
Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 1
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
FS1B3Job:Project Summary 3/30/16Date:
AH1 VinceByramBy:
High Country Heating
P.O. Box 627, Rigby, Id 83442 Phone: 208-745-8056 Fax: 208-745-0817 Email: highcountryph@yahoo.com
Project Information
CodyPuzeyFor:
3758 Yellowstones Hwy, Idaho Falls, Id 83401
Phone: 208-529-2116
Notes:
Design Information
Idaho Falls, ID, USWeather:
Winter Design Conditions Summer Design Conditions
Outside db °F-6 Outside db °F89
Inside db °F70 Inside db °F75
Design TD °F76 Design TD °F14
Daily range H
Relative humidity %50
Moisture difference gr/lb-31
Heating Summary Sensible Cooling Equipment Load Sizing
Structure Btuh27857 Structure Btuh10242
Ducts Btuh0 Ducts Btuh0
Central vent (0 cfm)Btuh0 Central vent (0 cfm)Btuh0
Humidification Btuh0 Blower Btuh0
Piping Btuh0
Equipment load Btuh27857 Use manufacturer's data n
Rate/swing multiplier 0.94InfiltrationEquipmentsensibleloadBtuh9628
Method Latent Cooling Equipment LoadSizingSimplified
Construction quality Semi-tight
0Fireplaces Structure Btuh-742
Ducts Btuh0
CoolingHeating Central vent (0 cfm)Btuh0
27602760Area (ft²)Equipment latent load Btuh0
2483924839Volume (ft³)
Air changes/hour 0.100.19 Equipment total load Btuh9628
Equiv. AVF (cfm)4178 Req. total capacity at 0.70 SHR ton1.1
Heating Equipment Summary Cooling Equipment Summary
Make Goodman Mfg.Make Goodman Mfg.
Trade GOODMAN Trade GOODMAN; JANITROL; AMANA DISTI...
Model GMSS960603BN Cond GSX160181F
AHRI ref 7365096 Coil CAPT3131N4A
AHRI ref 7365915
Efficiency 96.1 AFUE Efficiency 12.5 EER, 15 SEER
Heating input Btuh60000 Sensible cooling Btuh11900
Heating output Btuh58000 Latent cooling Btuh5100
Temperature rise °F70 Total cooling Btuh17000
Actual air flow cfm900 Actual air flow cfm567
Air flow factor cfm/Btuh0.032 Air flow factor cfm/Btuh0.055
Static pressure inH2O0.70 Static pressure inH2O0.70
Space thermostat Load sensible heat ratio 1.00
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2016-Mar-31 07:55:00
Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 2
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
FS1B3Job:Project Summary 3/30/16Date:
basement AH VinceByramBy:
High Country Heating
P.O. Box 627, Rigby, Id 83442 Phone: 208-745-8056 Fax: 208-745-0817 Email: highcountryph@yahoo.com
Project Information
CodyPuzeyFor:
3758 Yellowstones Hwy, Idaho Falls, Id 83401
Phone: 208-529-2116
Notes:
Design Information
Idaho Falls, ID, USWeather:
Winter Design Conditions Summer Design Conditions
Outside db °F-6 Outside db °F89
Inside db °F70 Inside db °F75
Design TD °F76 Design TD °F14
Daily range H
Relative humidity %50
Moisture difference gr/lb-31
Heating Summary Sensible Cooling Equipment Load Sizing
Structure Btuh19341 Structure Btuh1467
Ducts Btuh0 Ducts Btuh0
Central vent (0 cfm)Btuh0 Central vent (0 cfm)Btuh0
Humidification Btuh0 Blower Btuh0
Piping Btuh0
Equipment load Btuh19341 Use manufacturer's data n
Rate/swing multiplier 0.94InfiltrationEquipmentsensibleloadBtuh1379
Method Latent Cooling Equipment LoadSizingSimplified
Construction quality Semi-tight
0Fireplaces Structure Btuh-38
Ducts Btuh0
CoolingHeating Central vent (0 cfm)Btuh0
11891189Area (ft²)Equipment latent load Btuh0
11891189Volume (ft³)
Air changes/hour 0.110.20 Equipment total load Btuh1379
Equiv. AVF (cfm)24 Req. total capacity at 0.70 SHR ton0.2
Heating Equipment Summary Cooling Equipment Summary
Make Goodman Mfg.Make Goodman Mfg.
Trade GOODMAN Trade GOODMAN; JANITROL; AMANA DISTI...
Model GMSS960402BN Cond GSX160181F
AHRI ref 7365095 Coil CAPT3131C4A
AHRI ref 7365915
Efficiency 96.1 AFUE Efficiency 12.5 EER, 15 SEER
Heating input Btuh40000 Sensible cooling Btuh11900
Heating output Btuh38000 Latent cooling Btuh5100
Temperature rise °F69 Total cooling Btuh17000
Actual air flow cfm600 Actual air flow cfm567
Air flow factor cfm/Btuh0.031 Air flow factor cfm/Btuh0.386
Static pressure inH2O0.70 Static pressure inH2O0.70
Space thermostat Load sensible heat ratio 1.00
2016-Mar-31 07:55:00
Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 1
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
FS1B3Job:AED Assessment 3/30/16Date:
AH1 VinceByramBy:
High Country Heating
P.O. Box 627, Rigby, Id 83442 Phone: 208-745-8056 Fax: 208-745-0817 Email: highcountryph@yahoo.com
Project Information
CodyPuzeyFor:
3758 Yellowstones Hwy, Idaho Falls, Id 83401
Phone: 208-529-2116
Design Conditions
Location:CoolingHeatingIndoor:
7570Indoortemperature (°F)Idaho Falls, ID, US
1476DesignTD (°F)ft4741Elevation:
5050Relativehumidity (%)°N44Latitude:
Outdoor:-31.561.5Moisturedifference (gr/lb)CoolingHeating
Infiltration:89-6Drybulb (°F)
H(34-Daily range (°F)
60-Wet bulb (°F)
7.515.0Windspeed (mph)
Test for Adequate Exposure Diversity
Hourly Glazing Load
Hourly Average AEDlimit
Gl
a
z
in
g
lo
a
d
B
tu
h
Hour of Day
0
1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
8 9 10 11 12 13 14 15 16 17 18 19 20
Maximum hourly glazing load exceeds average by 21.2%.
Zone has adequate exposure diversity (AED), based on AED limit of 30%.
AED excursion: 0 Btuh
2016-Mar-31 07:55:00
Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 2
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
FS1B3Job:AED Assessment 3/30/16Date:
basement AH VinceByramBy:
High Country Heating
P.O. Box 627, Rigby, Id 83442 Phone: 208-745-8056 Fax: 208-745-0817 Email: highcountryph@yahoo.com
Project Information
CodyPuzeyFor:
3758 Yellowstones Hwy, Idaho Falls, Id 83401
Phone: 208-529-2116
Design Conditions
Location:CoolingHeatingIndoor:
7570Indoortemperature (°F)Idaho Falls, ID, US
1476DesignTD (°F)ft4741Elevation:
5050Relativehumidity (%)°N44Latitude:
Outdoor:-31.561.5Moisturedifference (gr/lb)CoolingHeating
Infiltration:89-6Drybulb (°F)
H(34-Daily range (°F)
60-Wet bulb (°F)
7.515.0Windspeed (mph)
Test for Adequate Exposure Diversity
Hourly Glazing Load
Hourly Average AEDlimit
Gl
a
z
in
g
lo
a
d
B
tu
h
Hour of Day
0
200
400
600
800
1,000
1,200
1,400
1,600
1,800
8 9 10 11 12 13 14 15 16 17 18 19 20
Maximum hourly glazing load exceeds average by 36.9%.
Zone does not have adequate exposure diversity (AED), based on AED limit of 30%.
AED excursion: 81 Btuh (PFG - 1.3*AFG)
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2016-Mar-31 07:55:00Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 1...
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
FS1B3Job:Right-J® W orksheet
3/30/16Date:AH1 VinceByramBy:
High Country Heating
P.O. Box 627, Rigby, Id 83442 Phone: 208-745-8056 Fax: 208-745-0817 Email: highcountryph@yahoo.com
1 Room name AH1 (Rest of House Air)
2 Exposed wall 329.5 ft 329.5 ft
3 Room height 9.0 dft 9.0 pft
4 Room dimensions
5 Room area 2759.9 f t²2759.9 f t²
Ty Construction U-value Or HTM Area (f t²)Load Area (f t²)Load
number (Bt uh/f t²-°F)(Bt uh/f t²-°F)(Bt uh/f t²)(Bt uh/f t²)or perimeter (ft)(Btuh)or perimeter (ft)(Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 WW 12F-0sw12F-0sw 0.0650.065 nn 4.944.94 0.470.47 700 700 3457 332 700 700 3457 332
WW 15B19-0wc-815B19-0wc-8 0.0690.069 nn 0.000.00 0.000.00 0 0 0 0 0 0 0 0
GG 61C61C 0.3000.300 nn 0.000.00 0.000.00 0 0 0 0 0 0 0 0
WW 12F-0sw12F-0sw 0.0650.065 ee 4.944.94 0.470.47 756 603 2981 286 756 603 2981 286
11 GG 61C61C 0.3000.300 ee 22.8022.80 34.1434.14 112 0 2548 3816 112 0 2548 3816
DD metalmetal 0.1500.150 ee 11.4011.40 2.782.78 41 41 465 113 41 41 465 113
WW 15B19-0wc-815B19-0wc-8 0.0690.069 ee 0.000.00 0.000.00 0 0 0 0 0 0 0 0
GG 61C61C 0.3000.300 ee 0.000.00 0.000.00 0 0 0 0 0 0 0 0
WW 12F-0sw12F-0sw 0.0650.065 ss 4.944.94 0.470.47 700 700 3457 332 700 700 3457 332
WW 15B19-0wc-815B19-0wc-8 0.0690.069 ss 0.000.00 0.000.00 0 0 0 0 0 0 0 0
WW 12F-0sw12F-0sw 0.0650.065 ww 4.944.94 0.470.47 810 680 3359 323 810 680 3359 323
GG 61C61C 0.3000.300 ww 22.8022.80 34.1434.14 88 0 2006 3005 88 0 2006 3005
DD metalmetal 0.1500.150 ww 11.4011.40 2.782.78 42 42 479 117 42 42 479 117
WW 15B19-0wc-815B19-0wc-8 0.0690.069 ww 0.000.00 0.000.00 0 0 0 0 0 0 0 0
CC 16B-50ad16B-50ad 0.0200.020 --1.521.52 0.840.84 1618 1618 2459 1359 1618 1618 2459 1359
FF 20P-38c20P-38c 0.0300.030 --2.282.28 0.060.06 435 435 993 26 435 435 993 26
FF 21A-24c21A-24c 0.0250.025 --1.901.90 0.000.00 77 77 145 0 77 77 145 0
FF 22A-cpm22A-cpm 1.1801.180 --0.000.00 0.000.00 0 0 0 0 0 0 0 0
6 c) AED excursion 0 274
Envelope loss/gain 22349 9708 22349 9982
12 a)Infiltration 5508 534 5508 534
b)Room ventilation 0 0 0 0
13 Internal gains:Occupants @ 230230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13)27857 10242 27857 10516
Less externalloadLessexternalload 0 0 0 0
LesstransferLesstransfer 0 0 0 0
RedistributionRedistribution 0 0 0 0
14 Subtotal 27857 10242 27857 10516
15 Duct loads 0%0%0 0 0%0%0 0
Total room load 27857 10242 27857 10516
Air required (cfm)Air required (cfm)900 567 900 582
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2016-Mar-31 07:55:00Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 2...
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
FS1B3Job:Right-J® W orksheet
3/30/16Date:basement AH VinceByramBy:
High Country Heating
P.O. Box 627, Rigby, Id 83442 Phone: 208-745-8056 Fax: 208-745-0817 Email: highcountryph@yahoo.com
1 Room name basement AH Room17
2 Exposed wall 151.5 ft 29.5 ft
3 Room height 9.0 dft 9.0 heat/coolft
4 Room dimensions ft13.0x16.5
5 Room area 1188.5 f t²214.5 f t²
Ty Construction U-value Or HTM Area (f t²)Load Area (f t²)Load
number (Bt uh/f t²-°F)(Bt uh/f t²-°F)(Bt uh/f t²)(Bt uh/f t²)or perimeter (ft)(Btuh)or perimeter (ft)(Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 WW 12F-0sw12F-0sw 0.0650.065 nn 0.000.00 0.000.00 0 0 0 0 0 0 0 0
WW 15B19-0wc-815B19-0wc-8 0.0690.069 nn 3.193.19 0.010.01 351 335 1069 4 0 0 0 0
GG 61C61C 0.3000.300 nn 22.8022.80 10.2810.28 16 0 365 164 0 0 0 0
WW 12F-0sw12F-0sw 0.0650.065 ee 0.000.00 0.000.00 0 0 0 0 0 0 0 0
11 GG 61C61C 0.3000.300 ee 0.000.00 0.000.00 0 0 0 0 0 0 0 0
DD metalmetal 0.1500.150 ee 0.000.00 0.000.00 0 0 0 0 0 0 0 0
WW 15B19-0wc-815B19-0wc-8 0.0690.069 ee 3.113.11 0.010.01 383 351 1089 2 149 133 404 0
GG 61C61C 0.3000.300 ee 22.8022.80 34.1434.14 32 0 730 1093 16 0 365 546
WW 12F-0sw12F-0sw 0.0650.065 ss 0.000.00 0.000.00 0 0 0 0 0 0 0 0
WW 15B19-0wc-815B19-0wc-8 0.0690.069 ss 3.283.28 0.020.02 351 351 1153 7 117 117 384 2
WW 12F-0sw12F-0sw 0.0650.065 ww 0.000.00 0.000.00 0 0 0 0 0 0 0 0
GG 61C61C 0.3000.300 ww 0.000.00 0.000.00 0 0 0 0 0 0 0 0
DD metalmetal 0.1500.150 ww 0.000.00 0.000.00 0 0 0 0 0 0 0 0
WW 15B19-0wc-815B19-0wc-8 0.0690.069 ww 3.283.28 0.020.02 279 279 916 6 0 0 0 0
CC 16B-50ad16B-50ad 0.0200.020 --1.521.52 0.840.84 100 100 152 84 8 8 13 7
FF 20P-38c20P-38c 0.0300.030 --0.000.00 0.000.00 0 0 0 0 0 0 0 0
FF 21A-24c21A-24c 0.0250.025 --0.000.00 0.000.00 0 0 0 0 0 0 0 0
FF 22A-cpm22A-cpm 1.1801.180 --89.6889.68 0.000.00 1189 152 13587 0 215 30 2646 0
6 c) AED excursion 81 85
Envelope loss/gain 19060 1440 3811 640
12 a)Infiltration 281 27 55 5
b)Room ventilation 0 0 0 0
13 Internal gains:Occupants @ 230230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13)19341 1467 3866 646
Less externalloadLessexternalload 0 0 0 0
LesstransferLesstransfer 0 0 0 0
RedistributionRedistribution 0 0 0 0
14 Subtotal 19341 1467 3866 646
15 Duct loads 0%0%0 0 -0%0%0 0
Total room load 19341 1467 3866 646
Air required (cfm)Air required (cfm)600 567 120 250
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2016-Mar-31 07:55:00Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 3...
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
FS1B3Job:Right-J® W orksheet
3/30/16Date:basement AH VinceByramBy:
High Country Heating
P.O. Box 627, Rigby, Id 83442 Phone: 208-745-8056 Fax: 208-745-0817 Email: highcountryph@yahoo.com
1 Room name Room15 Room13
2 Exposed wall 57.0 ft 20.0 ft
3 Room height 9.0 heat/coolft 9.0 heat/coolft
4 Room dimensions ft631.0x1.0 ft8.0x12.0
5 Room area 631.0 f t²96.0 f t²
Ty Construction U-value Or HTM Area (f t²)Load Area (f t²)Load
number (Bt uh/f t²-°F)(Bt uh/f t²-°F)(Bt uh/f t²)(Bt uh/f t²)or perimeter (ft)(Btuh)or perimeter (ft)(Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 WW 12F-0sw12F-0sw 0.0650.065 nn 0.000.00 0.000.00 0 0 0 0 0 0 0 0
WW 15B19-0wc-815B19-0wc-8 0.0690.069 nn 3.193.19 0.010.01 234 218 685 2 0 0 0 0
GG 61C61C 0.3000.300 nn 22.8022.80 10.2810.28 16 0 365 164 0 0 0 0
WW 12F-0sw12F-0sw 0.0650.065 ee 0.000.00 0.000.00 0 0 0 0 0 0 0 0
11 GG 61C61C 0.3000.300 ee 0.000.00 0.000.00 0 0 0 0 0 0 0 0
DD metalmetal 0.1500.150 ee 0.000.00 0.000.00 0 0 0 0 0 0 0 0
WW 15B19-0wc-815B19-0wc-8 0.0690.069 ee 3.113.11 0.010.01 234 218 685 2 0 0 0 0
GG 61C61C 0.3000.300 ee 22.8022.80 34.1434.14 16 0 365 546 0 0 0 0
WW 12F-0sw12F-0sw 0.0650.065 ss 0.000.00 0.000.00 0 0 0 0 0 0 0 0
WW 15B19-0wc-815B19-0wc-8 0.0690.069 ss 3.283.28 0.020.02 45 45 148 1 72 72 237 1
WW 12F-0sw12F-0sw 0.0650.065 ww 0.000.00 0.000.00 0 0 0 0 0 0 0 0
GG 61C61C 0.3000.300 ww 0.000.00 0.000.00 0 0 0 0 0 0 0 0
DD metalmetal 0.1500.150 ww 0.000.00 0.000.00 0 0 0 0 0 0 0 0
WW 15B19-0wc-815B19-0wc-8 0.0690.069 ww 3.283.28 0.020.02 0 0 0 0 108 108 355 2
CC 16B-50ad16B-50ad 0.0200.020 --1.521.52 0.840.84 33 33 51 28 30 30 46 25
FF 20P-38c20P-38c 0.0300.030 --0.000.00 0.000.00 0 0 0 0 0 0 0 0
FF 21A-24c21A-24c 0.0250.025 --0.000.00 0.000.00 0 0 0 0 0 0 0 0
FF 22A-cpm22A-cpm 1.1801.180 --89.6889.68 0.000.00 631 57 5112 0 96 20 1794 0
6 c) AED excursion -4 0
Envelope loss/gain 7409 739 2430 29
12 a)Infiltration 106 10 37 4
b)Room ventilation 0 0 0 0
13 Internal gains:Occupants @ 230230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13)7515 750 2468 32
Less externalloadLessexternalload 0 0 0 0
LesstransferLesstransfer 0 0 0 0
RedistributionRedistribution 0 0 0 0
14 Subtotal 7515 750 2468 32
15 Duct loads -0%0%0 0 -0%0%0 0
Total room load 7515 750 2468 32
Air required (cfm)Air required (cfm)233 290 77 12
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2016-Mar-31 07:55:00Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 4...
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
FS1B3Job:Right-J® W orksheet
3/30/16Date:basement AH VinceByramBy:
High Country Heating
P.O. Box 627, Rigby, Id 83442 Phone: 208-745-8056 Fax: 208-745-0817 Email: highcountryph@yahoo.com
1 Room name Room12
2 Exposed wall 45.0 ft
3 Room height 9.0 heat/coolft
4 Room dimensions ft13.0x19.0
5 Room area 247.0 f t²
Ty Construction U-value Or HTM Area (f t²)Load Area Load
number (Bt uh/f t²-°F)(Bt uh/f t²)or perimeter (ft)(Btuh)or perimeter
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 W 12F-0sw 0.065 n 0.00 0.00 0 0 0 0
W 15B19-0wc-8 0.069 n 3.19 0.01 117 117 384 2
G 61C 0.300 n 22.80 10.28 0 0 0 0
W 12F-0sw 0.065 e 0.00 0.00 0 0 0 0
11 G 61C 0.300 e 0.00 0.00 0 0 0 0
D metal 0.150 e 0.00 0.00 0 0 0 0
W 15B19-0wc-8 0.069 e 3.11 0.01 0 0 0 0
G 61C 0.300 e 22.80 34.14 0 0 0 0
W 12F-0sw 0.065 s 0.00 0.00 0 0 0 0
W 15B19-0wc-8 0.069 s 3.28 0.02 117 117 384 2
W 12F-0sw 0.065 w 0.00 0.00 0 0 0 0
G 61C 0.300 w 0.00 0.00 0 0 0 0
D metal 0.150 w 0.00 0.00 0 0 0 0
W 15B19-0wc-8 0.069 w 3.28 0.02 171 171 562 3
C 16B-50ad 0.020 -1.52 0.84 28 28 43 24
F 20P-38c 0.030 -0.00 0.00 0 0 0 0
F 21A-24c 0.025 -0.00 0.00 0 0 0 0
F 22A-cpm 1.180 -89.68 0.00 247 45 4036 0
6 c) AED excursion 0
Envelope loss/gain 5409 32
12 a)Infiltration 84 8
b)Room ventilation 0 0
13 Internal gains:Occupants @ 230 0 0
Appliances/other 0
Subtotal (lines 6 to 13)5492 40
Less external load 0 0
Less transfer 0 0
Redistribution 0 0
14 Subtotal 5492 40
15 Duct loads -0%0%0 0
Total room load 5492 40
Air required (cfm)170 15
Job #: FS1B3
Performed by Vince Byram for:
Cody Puzey
3758 Yellowstones Hwy
Idaho Falls, Id 83401
Phone: 208-529-2116
High Country Heating
P.O. Box 627
Rigby, Id 83442
Phone: 208-745-8056 Fax: 208-745-0817
highcountryph@yahoo.com
Scale: 1 : 70
Page 1
Rig ht-S uite ® Uni ve rsal 2 01 5
15.0.18 RSU20477
2016-Mar-31 07:55:58
FS1B3 Ashland with basement.rup
N
2nd Story
Room4 Room5
Room6
Room7
Room8
Room9Room10
Room11
102 cfm
43 cfm
69 cfm
79 cfm
110 cfm
19 cfm
17 cfm
84 cfm
189 cfm
84 cfm
Job #: FS1B3
Performed by Vince Byram for:
Cody Puzey
3758 Yellowstones Hwy
Idaho Falls, Id 83401
Phone: 208-529-2116
High Country Heating
P.O. Box 627
Rigby, Id 83442
Phone: 208-745-8056 Fax: 208-745-0817
highcountryph@yahoo.com
Scale: 1 : 70
Page 2
Rig ht-S uite ® Uni ve rsal 2 01 5
15.0.18 RSU20477
2016-Mar-31 07:55:58
FS1B3 Ashland with basement.rup
N
Main Floor
Room1 Room2 Room3
53 cfm
53 cfm
53cfm53cfm
53 cfm
53 cfm 53 cfm
160 cfm
119 cfm
12 cfm
107 cfm
5 "
16 x84 "
5 "5 "
9 x 8
5 "
5 "5 "
6 "
8 "
6 "
7 "
8 "
5 "
5 "
6 "
6 "
7 "
4 "
4 "
6 "
15 x 8
8 x 8
Job #: FS1B3
Performed by Vince Byram for:
Cody Puzey
3758 Yellowstones Hwy
Idaho Falls, Id 83401
Phone: 208-529-2116
High Country Heating
P.O. Box 627
Rigby, Id 83442
Phone: 208-745-8056 Fax: 208-745-0817
highcountryph@yahoo.com
Scale: 1 : 70
Page 3
Rig ht-S uite ® Uni ve rsal 2 01 5
15.0.18 RSU20477
2016-Mar-31 07:55:58
FS1B3 Ashland with basement.rup
N
basement
Room12
Room13
Room14
Room15
Room17
97 cfm
77 cfm
97 cfm
85 cfm
463 cfm
241 cfm
163 cfm
97 cfm 125cfm125cfm
85 cfm
5 x 8 11 "
6 "6 "
7 "
6 "
6 "
6 "
6 "
5 x 8
7 x810x8
6 "
6 "
2016-Mar-31 07:55:00
Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 1
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
FS1B3Job:Duct System Summary 3/30/16Date:
AH1 VinceByramBy:
High Country Heating
P.O. Box 627, Rigby, Id 83442 Phone: 208-745-8056 Fax: 208-745-0817 Email: highcountryph@yahoo.com
Project Information
CodyPuzeyFor:
3758 Yellowstones Hwy, Idaho Falls, Id 83401
Phone: 208-529-2116
CoolingHeating
External static pressure inH2O0.70inH2O0.70
Pressure losses inH2O0.30inH2O0.30
Available static pressure inH2O0.40inH2O0.40
Supply / return available pressure 0.218 / 0.182 in H2O inH2O0.218 / 0.182
Lowest friction rate in/100ft0.084in/100ft0.084
Actual air flow cfm567cfm900
Total effective length (TEL)ft479
Supply Branch Detail Table
Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv
Name (Btuh)(cfm)(cfm)FR (in)(in)Matl Ln (ft)Ln (ft)Trunk
st4185.012.8ShMt0x05.00.11024531655hRoom1
st4225.034.3ShMt0x05.00.08424531655hRoom1-A
st3160.015.8ShMt0x05.00.12424531655hRoom1-B
st4195.040.3ShMt0x05.00.09324531655hRoom1-C
st4175.03.3ShMt0x05.00.12224531655hRoom1-D
st4205.045.8ShMt0x05.00.08724531655hRoom1-E
st4160.034.3ShMt0x05.00.11224531655hRoom1-F
st4160.030.3ShMt0x05.00.11464692124hRoom10
st4215.042.8ShMt0x07.00.084741103405hRoom11
st4240.09.3ShMt0x04.00.087212367hRoom2-A
st4230.030.8ShMt0x07.00.084861023142hRoom4
st4240.014.3ShMt0x05.00.0864335783cRoom5
st3205.017.8ShMt0x06.00.09869792451hRoom6
st3215.05.3ShMt0x04.00.099519579hRoom7
st3160.09.3ShMt0x04.00.129417534hRoom8
st3195.027.3ShMt0x06.00.09865842586hRoom9
Supply Trunk Detail Table
Trunk Htg Clg Design Veloc Diam H x W Duct
Name Type (cfm)(cfm)FR (fpm)(in)(in)Material Trunk
st3 Peak AVF 252 168 0.098 567 8.3 8x8 ShtMetl
st4 Peak AVF 648 414 0.084 729 12.1 16x8 ShtMetl
2016-Mar-31 07:55:00
Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 2
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
Return Branch Detail Table
Grill Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct
Name Size (in)(cfm)(cfm)(ft)FR (fpm)(in)(in)Opening (in)Matl Trunk
rb15 0x 1190 50 119.8 0.152 605 6.0 x0 0 ShMt rt7
rb18 0x 1890 143 137.3 0.133 542 8.0 x0 0 ShMt rt4
rb19 0x 840 65 182.8 0.100 426 6.0 x0 0 ShMt
rb16 0x 1600 73 218.3 0.084 460 8.0 x0 0 ShMt rt7
rb17 0x 1070 48 84.8 0.215 545 6.0 x0 0 ShMt rt4
rb10 0x 2410 203 0 0 0 0 x0 0 ShMt
Return Trunk Detail Table
Trunk Htg Clg Design Veloc Diam H x W Duct
Name Type (cfm)(cfm)FR (fpm)(in)(in)Material Trunk
rt4 Peak AVF 575 314 0.084 690 11.6 15x8 ShtMetl
rt7 Peak AVF 279 123 0.084 558 8.9 9x8 ShtMetl rt4
2016-Mar-31 07:55:00
Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 3
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
FS1B3Job:Duct System Summary 3/30/16Date:
basement AH VinceByramBy:
High Country Heating
P.O. Box 627, Rigby, Id 83442 Phone: 208-745-8056 Fax: 208-745-0817 Email: highcountryph@yahoo.com
Project Information
CodyPuzeyFor:
3758 Yellowstones Hwy, Idaho Falls, Id 83401
Phone: 208-529-2116
CoolingHeating
External static pressure inH2O0.70inH2O0.70
Pressure losses inH2O0.30inH2O0.30
Available static pressure inH2O0.40inH2O0.40
Supply / return available pressure 0.222 / 0.178 in H2O inH2O0.222 / 0.178
Lowest friction rate in/100ft0.101in/100ft0.101
Actual air flow cfm567cfm600
Total effective length (TEL)ft398
Supply Branch Detail Table
Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv
Name (Btuh)(cfm)(cfm)FR (in)(in)Matl Ln (ft)Ln (ft)Trunk
st2175.045.5ShMt0x06.00.1018852746hRoom12
st2140.033.5ShMt0x06.00.1288852746hRoom12-A
st1130.014.5ShMt0x06.00.15412772468hRoom13
st2175.045.0ShMt0x06.00.1019778250cRoom15
st2140.033.5ShMt0x06.00.1289778250cRoom15-A
st2150.023.5ShMt0x06.00.1289778250cRoom15-B
st1140.026.0ShMt0x06.00.13412560323cRoom17
st1150.022.5ShMt0x06.00.12912560323cRoom17-A
Supply Trunk Detail Table
Trunk Htg Clg Design Veloc Diam H x W Duct
Name Type (cfm)(cfm)FR (fpm)(in)(in)Material Trunk
st1 Peak AVF 196 262 0.129 674 7.9 7x8 ShtMetl
st2 Peak AVF 404 305 0.101 726 9.8 10x8 ShtMetl
Return Branch Detail Table
Grill Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct
Name Size (in)(cfm)(cfm)(ft)FR (fpm)(in)(in)Opening (in)Matl Trunk
rb14 0x 1630 104 159.0 0.112 610 7.0 x0 0 ShMt rt5
rb11 0x 4370 463 177.0 0.101 701 11.0 x0 0 ShMt
2016-Mar-31 07:55:00
Right-Suite® U niv er sal 2015 15 .0.18 RSU20477 Page 4
tware\Kartchner\FS1B3 Ashland with basement.rup Calc = MJ8 House faces: W
Return Trunk Detail Table
Trunk Htg Clg Design Veloc Diam H x W Duct
Name Type (cfm)(cfm)FR (fpm)(in)(in)Material Trunk
rt5 Peak AVF 163 104 0.112 586 6.8 5x8 ShtMetl rt2
rt2 Peak AVF 163 104 0.112 586 6.8 5x8 ShtMetl
Permit
Inspection
Summary
Permit Status of (Open) as of Report Date: 05/17/2017 10:59 am
Permit Details Permit Number: 16-00269
1061 Washington Blvd - SFR
1061 Washington Blvd
Building - Single Family Residence
Permit Issued Date: 04/08/2016
Permit Inspection Statistics
25TotalInspectionsCompleted:
19TotalInspectionsPassed:
Inspection Pass Rate
76.00%
Permit Inspection History *Refer to Individual Inspection Report for more Details
Building Inspection Type
04/05/2016PassTedDyeResidentialFootingInspection
04/13/2016PassTedDyeFoundationInspection
05/12/2016PassTedDyeSheeting
05/24/2016FailTedDyeResidentialFraming/Structure Inspection
05/26/2016FailTedDyeResidentialFraming/Structure Inspection
05/26/2016FailTedDyeResidentialInsulationInspection
05/27/2016PassTedDyeResidentialFraming/Structure Inspection
05/31/2016PassTedDyeResidentialSheetrock/Drywall Inspection
07/12/2016PassTedDyeSidewalkInspection
Sidewalk base only inspected for having 12" of base.Inspector Comments:
08/20/2016PassTedDyeResidentialInsulationInspection
08/22/2016FailTedDyeResidentialBuildingFinal
08/23/2016PassTedDyeResidentialFraming/Structure Inspection
08/23/2016FailTedDyeResidentialBuildingFinal
Call for Plumbing and HVACinspectionsInspectorComments:
09/08/2016PassTedDyeResidentialBuildingFinal
Electrical Inspection Type
04/26/2016PassBretStoddardResidentialElectricalServiceInspection
05/24/2016PassBretStoddardElectricalRough-in SFR-A,R,B, MFR-A,R
08/23/2016PassBretStoddardElectricalFinalInspectionSFR-B,A,R, MFR-A,R
Mechanical Inspection Type
05/31/2016PassDonAllenHVACRough-in
08/19/2016FailDonAllenHVACFinalInspection
Need 1 inch clearance around the water heaterventInspectorComments:
08/24/2016PassDonAllenHVACFinalInspection
GOOD FOR THE C/OInspectorComments:
Page 1 of 2
Continued)
Permit Details Permit Number: 16-00269
1061 Washington Blvd - SFR
1061 Washington Blvd
Building - Single Family Residence
Permit Status of (Open) as of Report Date: 05/17/2017 10:59 am
Permit
Inspection
Summary
Plumbing Inspection Type
04/18/2016PassDonAllenPlumbingUndergroundInspection
Good to cover the plumbingundergroundInspectorComments:
04/20/2016PassDonAllenPlumbingSewer
Good to cover the sewerlineInspectorComments:
04/20/2016PassDonAllenPlumbingWater
Good to cover the water line. Will check the the final grade of the water meter
at the final of the project.
Inspector Comments:
05/18/2016PassDonAllenPlumbingRough-in
08/24/2016PassDonAllenPlumbingFinalInspection
GOOD FOR THE C/OInspectorComments:
Page 2 of 2
16-032048
KARTCHNER HOMES
FS1B3 SHACKETT
HFB
B
3
G
B
2
K L 1
K
L1
LC
LB
LA
LCLBLA
LC
LB
LA
LCLBLA
HFA
A
5
G
A
4
A
3
A
2
K
J
JD
JC
JB
JA
A
7
A
6
HFA
A
5
G
A
4
A
3
A
2
A
KJ1JD
JC
JB
JA
A
7
A
6
C2EC1GC3E
C3G
E1E
E1
B
1
LUS24
HJC26
HJC26
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
L
D
G
R
L
D
G
R
L
D
G
R
L
D
G
R
L
D
G
R
L
D
G
R
L
D
G
R
L
D
G
R
L
D
G
R
L
D
G
R
L
D
G
R
L
D
G
R
L
D
G
R
L
D
G
R
L
D
G
R
L
D
G
R
L
D
G
R
H
U
S
2
6
H
U
S
2
6
H
U
S
2
6
H
U
S
2
6
H
U
S
2
6
H
U
S
2
6
H
G
U
S
2
6 -
2
H
U
S
2
6
H
U
S
2
6
No Soln.
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
LDGR
LDGR
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
No Soln.
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
LUS24
L 1 1 3
J
2 (
1
0 )
J
1 (
4 )
J 2 1 4
M 2 (6 )M1(12 )
A1A(5)A1(3)
E
2 (
3 )
M
3 (
4 )
REScheck Software Version 4.6.2
Compliance Certificate
Project FS1B3 - Shackett
Energy Code:2012 IECC
Location:Rexburg, Idaho
Construction Type:Single-family
Project Type:New Construction
Orientation:Bldg. faces 270 deg. from North
Conditioned Floor Area:3,805 ft2
Glazing Area 15%
Climate Zone:6 (8693 HDD)
Permit Date:
Construction Site:Owner/Agent:Designer/Contractor:
Kartchner Homes
601 W. 1700 S
Logan, UT 84321
435-755-7080
Permit Number:
Compliance: Passes using UA trade-off
3.8% Better Than Code Maximum UA:391 Your UA:376
The % Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules.
It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home.
Compliance:
Envelope Assemblies
Assembly
Gross Area
or
Perimeter
Cavity
R-Value
Cont.
R-Value U-Factor UA
Ceiling 1: Flat Ceiling or Scissor Truss 1,607 49.0 0.0 0.026 42
Second Wall Front: Wood Frame, 16" o.c.
Orientation: Front
366 21.0 0.0 0.057 15
Window 1: Vinyl/Fiberglass Frame:Double Pane with Low-E
Orientation: Front
99 0.300 30
Second Wall Right: Wood Frame, 16" o.c.
Orientation: Right side
304 21.0 0.0 0.057 17
Second Wall Rear: Wood Frame, 16" o.c.
Orientation: Back
328 21.0 0.0 0.057 14
Window 2: Vinyl/Fiberglass Frame:Double Pane with Low-E
Orientation: Back
76 0.300 23
Second Wall Left: Wood Frame, 16" o.c.
Orientation: Left side
317 21.0 0.0 0.057 17
Window 3: Vinyl/Fiberglass Frame:Double Pane with Low-E
Orientation: Left side
24 0.300 7
Second floor over garage: All-Wood Joist/Truss:Over Unconditioned Space 446 30.0 0.0 0.033 15
Floor 3: All-Wood Joist/Truss:Over Outside Air 18 30.0 0.0 0.033 1
Main Wall Front: Wood Frame, 16" o.c.
Orientation: Front
528 21.0 0.0 0.057 24
Window 4: Vinyl/Fiberglass Frame:Double Pane with Low-E
Orientation: Front
30 0.300 9
Project Title: FS1B3 - Shackett
Data filename: C:\Users\jhoellein\Documents\REScheck\FS1B3.rck Page 1 of 9
05/26/16Reportdate:
Assembly
Gross Area
or
Perimeter
Cavity
R-Value
Cont.
R-Value U-Factor UA
Door 1: Solid
Orientation: Front
74 0.010 1
Main Wall Right: Wood Frame, 16" o.c.
Orientation: Right side
185 21.0 0.0 0.057 11
Main Wall Rear: Wood Frame, 16" o.c.
Orientation: Back
369 21.0 0.0 0.057 15
Window 5: Vinyl/Fiberglass Frame:Double Pane with Low-E
Orientation: Back
102 0.300 31
Main Wall Left: Wood Frame, 16" o.c.
Orientation: Left side
378 21.0 0.0 0.057 20
Window 6: Vinyl/Fiberglass Frame:Double Pane with Low-E
Orientation: Left side
30 0.300 9
Floor 2: All-Wood Joist/Truss:Over Outside Air 11 30.0 0.0 0.033 0
Basement Wall Front: Solid Concrete or Masonry
Orientation: Front
Wall height: 8.0'
Depth below grade: 8.0'
Insulation depth: 8.0'
472 0.0 13.0 0.047 22
Basement Wall Right: Solid Concrete or Masonry
Orientation: Right side
Wall height: 8.0'
Depth below grade: 8.0'
Insulation depth: 8.0'
164 0.0 13.0 0.047 8
Basement Wall Rear: Solid Concrete or Masonry
Orientation: Back
Wall height: 8.0'
Depth below grade: 8.0'
Insulation depth: 8.0'
328 0.0 13.0 0.047 14
Window 7: Vinyl/Fiberglass Frame:Double Pane with Low-E
Orientation: Unspecified
40 0.300 12
Basement Wall Left: Solid Concrete or Masonry
Orientation: Left side
Wall height: 8.0'
Depth below grade: 8.0'
Insulation depth: 8.0'
307 0.0 13.0 0.047 13
Window 8: Vinyl/Fiberglass Frame:Double Pane with Low-E
Orientation: Unspecified
20 0.300 6
Name - Title Signature Date
Compliance Statement: The proposed building design described here is consistent with the building plans, specifications, and other
calculations submitted with the permit application. The proposed building has been designed to meet the 2012 IECC requirements in
REScheck Version 4.6.2 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist.
Project Notes:
Brock & Sydney Shackett
Founders Square Subd.
Block: 3, Lot: 1
Rexburg, ID 83440
Project Title: FS1B3 - Shackett
Data filename: C:\Users\jhoellein\Documents\REScheck\FS1B3.rck Page 2 of 9
05/26/16Reportdate:
Inspection Checklist
Requirements: 0.0% were addressed directly in the REScheck software
REScheck Software Version 4.6.2
Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each
requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception
is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided.
Energy Code: 2012 IECC
Section
Req.ID
Pre-Inspection/Plan Review Plans Verified
Value
Field Verified
Value Complies?Comments/Assumptions
103.1,
103.2
PR1]1
Construction drawings and
documentation demonstrate
energy code compliance for the
building envelope.
Complies
Does Not
Not Observable
Not Applicable
103.1,
103.2,
403.7
PR3]1
Construction drawings and
documentation demonstrate
energy code compliance for
lighting and mechanical systems.
Systems serving multiple
dwelling units must demonstrate
compliance with the IECC
Commercial Provisions.
Complies
Does Not
Not Observable
Not Applicable
302.1,
403.6
PR2]2
Heating and cooling equipment is
sized per ACCA Manual S based
on loads calculated per ACCA
Manual J or other methods
approved by the code official.
Heating:
Btu/hr_____
Cooling:
Btu/hr_____
Heating:
Btu/hr_____
Cooling:
Btu/hr_____
Complies
Does Not
Not Observable
Not Applicable
Additional Comments/Assumptions:
1 High Impact (Tier 1)2 Medium Impact (Tier 2)3 Low Impact (Tier 3)
Project Title: FS1B3 - Shackett
Data filename: C:\Users\jhoellein\Documents\REScheck\FS1B3.rck Page 3 of 9
05/26/16Reportdate:
Section
Req.ID
Foundation Inspection Plans Verified
Value
Field Verified
Value Complies?Comments/Assumptions
402.1.1
FO4]1
Conditioned basement wall
insulation R-value. Where interior
insulation is used, verification
may need to occur during
Insulation Inspection. Not
required in warm-humid locations
in Climate Zone 3.
R-_____
R-_____
R-_____
R-_____
Complies
Does Not
Not Observable
Not Applicable
See the Envelope Assemblies
table for values.
303.2
FO5]1
Conditioned basement wall
insulation installed per
manufacturer’s instructions.
Complies
Does Not
Not Observable
Not Applicable
402.2.8
FO6]1
Conditioned basement wall
insulation depth of burial or
distance from top of wall.
ft _____ ft Complies
Does Not
Not Observable
Not Applicable
See the Envelope Assemblies
table for values.
303.2.1
FO11]2
A protective covering is installed
to protect exposed exterior
insulation and extends a
minimum of 6 in. below grade.
Complies
Does Not
Not Observable
Not Applicable
403.8
FO12]2
Snow- and ice-melting system
controls installed.
Complies
Does Not
Not Observable
Not Applicable
Additional Comments/Assumptions:
1 High Impact (Tier 1)2 Medium Impact (Tier 2)3 Low Impact (Tier 3)
Project Title: FS1B3 - Shackett
Data filename: C:\Users\jhoellein\Documents\REScheck\FS1B3.rck Page 4 of 9
05/26/16Reportdate:
Section
Req.ID
Framing / Rough-In Inspection Plans Verified
Value
Field Verified
Value Complies?Comments/Assumptions
402.1.1,
402.3.4
FR1]1
Door U-factor.U-_____U-_____Complies
Does Not
Not Observable
Not Applicable
See the Envelope Assemblies
table for values.
402.1.1,
402.3.1,
402.3.3,
402.3.6,
402.5
FR2]1
Glazing U-factor (area-weighted
average).
U-_____U-_____Complies
Does Not
Not Observable
Not Applicable
See the Envelope Assemblies
table for values.
303.1.3
FR4]1
U-factors of fenestration products
are determined in accordance
with the NFRC test procedure or
taken from the default table.
Complies
Does Not
Not Observable
Not Applicable
402.4.1.1
FR23]1
Air barrier and thermal barrier
installed per manufacturer’s
instructions.
Complies
Does Not
Not Observable
Not Applicable
402.4.3
FR20]1
Fenestration that is not site built
is listed and labeled as meeting
AAMA /WDMA/CSA 101/I.S.2/A440
or has infiltration rates per NFRC
400 that do not exceed code
limits.
Complies
Does Not
Not Observable
Not Applicable
402.4.4
FR16]2
IC-rated recessed lighting fixtures
sealed at housing/interior finish
and labeled to indicate 2.0 cfm
leakage at 75 Pa.
Complies
Does Not
Not Observable
Not Applicable
403.2.1
FR12]1
Supply ducts in attics are
insulated to R-8. All other ducts
in unconditioned spaces or
outside the building envelope are
insulated to R-6.
R-_____
R-_____
R-_____
R-_____
Complies
Does Not
Not Observable
Not Applicable
403.2.2
FR13]1
All joints and seams of air ducts,
air handlers, and filter boxes are
sealed.
Complies
Does Not
Not Observable
Not Applicable
403.2.3
FR15]3
Building cavities are not used as
ducts or plenums.
Complies
Does Not
Not Observable
Not Applicable
403.3
FR17]2
HVAC piping conveying fluids
above 105 ºF or chilled fluids
below 55 ºF are insulated to R-
3.
R-_____R-_____Complies
Does Not
Not Observable
Not Applicable
403.3.1
FR24]1
Protection of insulation on HVAC
piping.
Complies
Does Not
Not Observable
Not Applicable
403.4.2
FR18]2
Hot water pipes are insulated to
R-3.
R-_____R-_____Complies
Does Not
Not Observable
Not Applicable
1 High Impact (Tier 1)2 Medium Impact (Tier 2)3 Low Impact (Tier 3)
Project Title: FS1B3 - Shackett
Data filename: C:\Users\jhoellein\Documents\REScheck\FS1B3.rck Page 5 of 9
05/26/16Reportdate:
Section
Req.ID
Framing / Rough-In Inspection Plans Verified
Value
Field Verified
Value Complies?Comments/Assumptions
403.5
FR19]2
Automatic or gravity dampers are
installed on all outdoor air
intakes and exhausts.
Complies
Does Not
Not Observable
Not Applicable
Additional Comments/Assumptions:
1 High Impact (Tier 1)2 Medium Impact (Tier 2)3 Low Impact (Tier 3)
Project Title: FS1B3 - Shackett
Data filename: C:\Users\jhoellein\Documents\REScheck\FS1B3.rck Page 6 of 9
05/26/16Reportdate:
Section
Req.ID
Insulation Inspection Plans Verified
Value
Field Verified
Value Complies?Comments/Assumptions
303.1
IN13]2
All installed insulation is labeled
or the installed R-values
provided.
Complies
Does Not
Not Observable
Not Applicable
402.1.1,
402.2.6
IN1]1
Floor insulation R-value.R-_____
Wood
Steel
R-_____
Wood
Steel
Complies
Does Not
Not Observable
Not Applicable
See the Envelope Assemblies
table for values.
303.2,
402.2.7
IN2]1
Floor insulation installed per
manufacturer’s instructions, and
in substantial contact with the
underside of the subfloor.
Complies
Does Not
Not Observable
Not Applicable
402.1.1,
402.2.5,
402.2.6
IN3]1
Wall insulation R-value. If this is a
mass wall with at least ½ of the
wall insulation on the wall
exterior, the exterior insulation
requirement applies (FR10).
R-_____
Wood
Mass
Steel
R-_____
Wood
Mass
Steel
Complies
Does Not
Not Observable
Not Applicable
See the Envelope Assemblies
table for values.
303.2
IN4]1
Wall insulation is installed per
manufacturer’s instructions.
Complies
Does Not
Not Observable
Not Applicable
Additional Comments/Assumptions:
1 High Impact (Tier 1)2 Medium Impact (Tier 2)3 Low Impact (Tier 3)
Project Title: FS1B3 - Shackett
Data filename: C:\Users\jhoellein\Documents\REScheck\FS1B3.rck Page 7 of 9
05/26/16Reportdate:
Section
Req.ID
Final Inspection Provisions Plans Verified
Value
Field Verified
Value Complies?Comments/Assumptions
402.1.1,
402.2.1,
402.2.2,
402.2.6
FI1]1
Ceiling insulation R-value.R-_____
Wood
Steel
R-_____
Wood
Steel
Complies
Does Not
Not Observable
Not Applicable
See the Envelope Assemblies
table for values.
303.1.1.1,
303.2
FI2]1
Ceiling insulation installed per
manufacturer’s instructions.
Blown insulation marked every
300 ft².
Complies
Does Not
Not Observable
Not Applicable
402.2.3
FI22]2
Vented attics with air permeable
insulation include baffle adjacent
to soffit and eave vents that
extends over insulation.
Complies
Does Not
Not Observable
Not Applicable
402.2.4
FI3]1
Attic access hatch and door
insulation R-value of the
adjacent assembly.
R-_____R-_____Complies
Does Not
Not Observable
Not Applicable
402.4.1.2
FI17]1
Blower door test @ 50 Pa. <=5
ach in Climate Zones 1-2, and
3 ach in Climate Zones 3-8.
ACH 50 =_____ACH 50 =_____Complies
Does Not
Not Observable
Not Applicable
403.2.2
FI4]1
Duct tightness test result of <=4
cfm/100 ft2 across the system or
3 cfm/100 ft2 without air
handler @ 25 Pa. For rough-in
tests, verification may need to
occur during Framing Inspection.
cfm/100
ft2
cfm/100
ft2
Complies
Does Not
Not Observable
Not Applicable
403.2.2.1
FI24]1
Air handler leakage designated
by manufacturer at <=2% of
design air flow.
Complies
Does Not
Not Observable
Not Applicable
403.1.1
FI9]2
Programmable thermostats
installed on forced air furnaces.
Complies
Does Not
Not Observable
Not Applicable
403.1.2
FI10]2
Heat pump thermostat installed
on heat pumps.
Complies
Does Not
Not Observable
Not Applicable
403.4.1
FI11]2
Circulating service hot water
systems have automatic or
accessible manual controls.
Complies
Does Not
Not Observable
Not Applicable
403.5.1
FI25]2
All mechanical ventilation system
fans not part of tested and listed
HVAC equipment meet efficacy
and air flow limits.
Complies
Does Not
Not Observable
Not Applicable
404.1
FI6]1
75% of lamps in permanent
fixtures or 75% of permanent
fixtures have high efficacy lamps.
Does not apply to low-voltage
lighting.
Complies
Does Not
Not Observable
Not Applicable
1 High Impact (Tier 1)2 Medium Impact (Tier 2)3 Low Impact (Tier 3)
Project Title: FS1B3 - Shackett
Data filename: C:\Users\jhoellein\Documents\REScheck\FS1B3.rck Page 8 of 9
05/26/16Reportdate:
Section
Req.ID
Final Inspection Provisions Plans Verified
Value
Field Verified
Value Complies?Comments/Assumptions
404.1.1
FI23]3
Fuel gas lighting systems have
no continuous pilot light.
Complies
Does Not
Not Observable
Not Applicable
401.3
FI7]2
Compliance certificate posted.Complies
Does Not
Not Observable
Not Applicable
303.3
FI18]3
Manufacturer manuals for
mechanical and water heating
systems have been provided.
Complies
Does Not
Not Observable
Not Applicable
Additional Comments/Assumptions:
1 High Impact (Tier 1)2 Medium Impact (Tier 2)3 Low Impact (Tier 3)
Project Title: FS1B3 - Shackett
Data filename: C:\Users\jhoellein\Documents\REScheck\FS1B3.rck Page 9 of 9
05/26/16Reportdate:
2012 IECC Energy
Efficiency Certificate
Insulation Rating R-Value
21.00Above-Grade Wall
13.00Below-Grade Wall
30.00Floor
49.00Ceiling / Roof
Ductwork (unconditioned spaces):
Glass & Door Rating SHGCU-Factor
0.30Window
0.01Door
Heating & Cooling Equipment Efficiency
Heating System:_________________________
Cooling System:_________________________
Water Heater:___________________________
Name:Date:
Comments
Job
16-032048
Truss
A1
Truss Type
Common
Qty
3
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:29:55 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-IOy3AaCjoWxynAn0G1?MF6ZQGa7rQBZeTvWtYIzVukQ
Scale: 3/16"=1'
T2
T2
B1
W1 W2
W3
W4
W2
W3
W4T1 T1
B1B2B2A
B
C
D
E
F
G
H
I
L KJMNOP
5x6
4x6
5x8 5x8
3x4
5x8
5x8
3x4
5x8
4x6
9-6-0
9-6-0
19-0-0
9-6-0
28-6-0
9-6-0
38-0-0
9-6-0
1-0-0
1-0-0
6-4-0
6-4-0
12-8-0
6-4-0
19-0-0
6-4-0
25-4-0
6-4-0
31-8-0
6-4-0
38-0-0
6-4-0
39-0-0
1-0-0
0-
4
3
9-
1
0
3
10
3
1
5
0-
4
3
6.00 12
Plate Offsets (X,Y)-- [B:0-0-8,Edge], [C:0-4-0,0-3-4], [G:0-4-0,0-3-4], [H:0-0-8,Edge], [J:0-4-0,0-3-0], [K:0-4-0,0-3-0], [L:0-4-0,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.52
0.61
0.31
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.32
0.55
0.17
0.12
loc)
J-K
J-K
H
K
l/defl
999
822
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 179 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 DF Stud/Std *Except*
W1,W2: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BRACING-
TOP CHORD Sheathed or 3-0-5 oc purlins.
BOT CHORD Rigid ceiling directly applied or 8-2-7 oc bracing.
WEBS 1 Row at midpt F-K, D-K
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)B=1948/0-5-8 (min. 0-2-1), H=1948/0-5-8 (min. 0-2-1)
Max Horz B=177(LC 8)
Max UpliftB=-381(LC 8), H=-381(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=-3471/643, C-D=-3094/592, D-E=-2175/453, E-F=-2175/453, F-G=-3094/592,
G-H=-3471/643
BOT CHORD B-L=-656/2980, L-M=-441/2433, M-N=-441/2433, K-N=-441/2433, K-O=-289/2433,
O-P=-289/2433, J-P=-289/2433, H-J=-479/2980
WEBS E-K=-250/1344, F-K=-878/340, F-J=-101/525, G-J=-458/238, D-K=-878/340, D-L=-101/525,
C-L=-458/238
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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, with BCDL = 7.0psf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=381,
H=381.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
A1A
Truss Type
Common
Qty
5
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:29:56 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-maWRNwDMZp3pOKMCplXbnJ6bczT09epniZGQ4lzVukP
Scale = 1:63.2
T1
T3
B3
W2
W3
W2 W1
W4
W3
W4
T2
T2
B2B2B1A
B
C
D
E
F
G
H
K JILMNO 5x6
5x85x8
3x43x4
5x6
5x8
5x8
5x8
4x6
9-6-0
9-6-0
19-0-0
9-6-0
28-6-0
9-6-0
37-9-0
9-3-0
1-0-0
1-0-0
6-4-0
6-4-0
12-8-0
6-4-0
19-0-0
6-4-0
25-4-0
6-4-0
31-8-0
6-4-0
37-9-0
6-1-0
0-
4
3
9-
1
0
3
10
3
1
5
0-
5
1
1
6.00 12
Plate Offsets (X,Y)-- [B:0-0-8,Edge], [C:0-4-0,0-3-4], [G:0-4-0,0-3-4], [I:0-4-0,0-3-0], [J:0-4-0,0-3-0], [K:0-4-0,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.54
0.61
0.31
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.32
0.55
0.16
0.12
loc)
J-K
J-K
H
J
l/defl
999
823
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 176 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 DF Stud/Std *Except*
W2,W1: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BRACING-
TOP CHORD Sheathed or 2-11-15 oc purlins.
BOT CHORD Rigid ceiling directly applied or 8-1-14 oc bracing.
WEBS 1 Row at midpt F-J, D-J
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)H=1834/Mechanical, B=1946/0-5-8 (min. 0-2-1)
Max Horz B=185(LC 12)
Max UpliftH=-345(LC 9), B=-381(LC 8)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=-3466/643, C-D=-3089/591, D-E=-2169/453, E-F=-2169/453, F-G=-3082/593,
G-H=-3429/643
BOT CHORD B-K=-664/2976, K-L=-449/2429, L-M=-449/2429, J-M=-449/2429, J-N=-297/2425,
N-O=-297/2425, I-O=-297/2425, H-I=-496/2959
WEBS F-J=-874/340, F-I=-102/521, D-J=-878/340, E-J=-250/1339, G-I=-448/237, D-K=-101/525,
C-K=-459/238
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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, with BCDL = 7.0psf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) H=345,
B=381.
7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
A2
Truss Type
Hip
Qty
1
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:29:56 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-maWRNwDMZp3pOKMCplXbnJ6dbzUi9auniZGQ4lzVukP
Scale = 1:66.9
0-
1
1
3
0-
1
1
3
T2
T3
T2
B1
W5
W4 W3
W2
W1
W2
W3 W4
W5T1 T4
B1B3B2A
B
C
D
E F
G
H
I
M L KJNOPQR
5x6
6x8
3x10
5x6
5x8
3x4
3x10 5x6
3x4
5x6
5x8
4x6
8-2-1
8-2-1
16-4-1
8-2-1
21-7-15
5-3-13
29-9-15
8-2-1
38-0-0
8-2-1
1-0-0
1-0-0
5-5-6
5-5-6
10-10-12
5-5-6
16-4-1
5-5-6
21-7-15
5-3-13
27-1-4
5-5-6
32-6-10
5-5-6
38-0-0
5-5-6
0-
4
3
8-
4
6
8-
6
3
8-
1
1
1
5
0-
4
3
8-
4
6
6.00 12
Plate Offsets (X,Y)-- [B:0-10-0,0-0-10], [C:0-4-0,0-3-0], [F:0-4-6,Edge], [H:0-4-0,0-3-0], [I:0-0-8,Edge], [J:0-3-0,0-3-4], [K:0-3-0,0-3-0], [M:0-3-0,0-3-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.42
0.57
0.56
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.25
0.44
0.17
0.11
loc)
L-M
J-K
I
L
l/defl
999
999
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 190 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except*
W5,W4: 2x4 DF Stud/Std
BRACING-
TOP CHORD Sheathed or 3-1-15 oc purlins.
BOT CHORD Rigid ceiling directly applied or 8-6-0 oc bracing.
WEBS 1 Row at midpt F-L
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)B=1950/0-5-8 (min. 0-2-1), I=1838/0-5-8 (min. 0-1-15)
Max Horz B=161(LC 8)
Max UpliftB=-362(LC 8), I=-327(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=-3511/609, C-D=-3198/567, D-E=-2450/438, E-F=-2094/432, F-G=-2450/439,
G-H=-3213/574, H-I=-3530/618
BOT CHORD B-M=-618/3021, M-N=-441/2586, N-O=-441/2586, L-O=-441/2586, L-P=-190/2094,
K-P=-190/2094, K-Q=-300/2592, Q-R=-300/2592, J-R=-300/2592, I-J=-484/3042
WEBS C-M=-366/199, D-M=-79/427, D-L=-705/283, E-L=-101/593, F-L=-302/301, F-K=-149/617,
G-K=-712/286, G-J=-85/443, H-J=-376/204
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 7.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=362,
I=327.
7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
A2A
Truss Type
Hip
Qty
1
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:29:57 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-Em4pbGE_K7Bg0TxONS2qKXfo4Nqzu1DwxD?zcBzVukO
Scale = 1:66.5
0-
1
1
3
0-
1
1
3
T2
T3
T4
B1
W8
W6 W3
W2
W1
W2
W4 W5
W7T1
T5
B3B2A
B
C
D
E F
G
H
I
M L KJNOPQR
5x6
6x8
3x10
5x6
5x8
3x4
3x10 5x6
3x4
3x4
5x8
5x6
8-2-1
8-2-1
16-4-1
8-2-1
21-7-15
5-3-13
29-8-7
8-0-9
37-9-0
8-0-9
1-0-0
1-0-0
5-5-6
5-5-6
10-10-12
5-5-6
16-4-1
5-5-6
21-7-15
5-3-13
27-0-4
5-4-6
32-4-10
5-4-6
37-9-0
5-4-6
0-
4
3
8-
4
6
8-
6
3
8-
1
1
1
5
0-
5
1
1
8-
4
6
6.00 12
Plate Offsets (X,Y)-- [B:0-10-0,0-0-10], [C:0-4-0,0-3-0], [F:0-4-6,Edge], [H:0-4-0,0-3-0], [K:0-3-0,0-3-0], [M:0-3-0,0-3-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.43
0.57
0.56
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.24
0.43
0.16
0.11
loc)
L-M
L-M
I
L
l/defl
999
999
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 189 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except*
W8,W6,W5,W7: 2x4 DF Stud/Std
BRACING-
TOP CHORD Sheathed or 3-1-14 oc purlins.
BOT CHORD Rigid ceiling directly applied or 8-6-2 oc bracing.
WEBS 1 Row at midpt F-L
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)B=1946/0-5-8 (min. 0-2-1), I=1834/Mechanical
Max Horz B=161(LC 8)
Max UpliftB=-362(LC 8), I=-326(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=-3502/608, C-D=-3189/566, D-E=-2441/437, E-F=-2086/431, F-G=-2435/438,
G-H=-3171/569, H-I=-3478/607
BOT CHORD B-M=-618/3013, M-N=-440/2578, N-O=-440/2578, L-O=-440/2578, L-P=-189/2083,
K-P=-189/2083, K-Q=-293/2563, Q-R=-293/2563, J-R=-293/2563, I-J=-470/2985
WEBS C-M=-366/199, D-M=-79/427, D-L=-705/283, E-L=-100/588, F-L=-296/304, F-K=-149/611,
G-K=-697/281, G-J=-86/434, H-J=-359/200
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 7.0psf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=362,
I=326.
8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
A3
Truss Type
Hip
Qty
2
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:29:57 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-Em4pbGE_K7Bg0TxONS2qKXfkfNpBu1EwxD?zcBzVukO
Scale = 1:66.9
0-
1
1
3
0-
1
1
3
T2
T3
T4
B1
W7 W4
W3
W2
W1
W2
W3
W5W6T1
B3B2A
B
C
D E F
G
H
M L K JINO
7x10
5x6
5x6
5x63x10
1.5x4 5x8 1.5x4 5x8
3x10
3x4
1.5x4
6-10-1
6-10-1
13-8-1
6-10-1
19-0-0
5-3-15
24-3-15
5-3-15
31-0-7
6-8-9
37-9-0
6-8-9
1-0-0
1-0-0
6-10-1
6-10-1
13-8-1
6-10-1
19-0-0
5-3-15
24-3-15
5-3-15
31-0-7
6-8-9
37-9-0
6-8-9
0-
4
3
7-
0
6
7-
2
3
7-
7
1
5
0-
5
1
1
7-
0
6
6.00 12
Plate Offsets (X,Y)-- [B:0-10-0,0-0-10], [J:0-3-8,0-3-0], [L:0-3-8,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.65
0.62
0.55
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.25
0.41
0.18
0.11
loc)
K
J-K
H
K
l/defl
999
999
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 186 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 DF Stud/Std *Except*
W4,W2,W5: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BRACING-
TOP CHORD Sheathed or 2-10-12 oc purlins.
BOT CHORD Rigid ceiling directly applied or 9-2-7 oc bracing.
WEBS 1 Row at midpt E-L, E-J
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)H=1834/Mechanical, B=1946/0-5-8 (min. 0-2-1)
Max Horz B=137(LC 8)
Max UpliftH=-302(LC 9), B=-338(LC 8)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=-3489/535, C-D=-2763/418, D-E=-2336/421, E-F=-2332/421, F-G=-2757/418,
G-H=-3477/538
BOT CHORD B-M=-517/2990, L-M=-518/2987, L-N=-320/2579, K-N=-320/2579, K-O=-320/2579,
J-O=-320/2579, I-J=-398/2973, H-I=-398/2973
WEBS C-L=-730/286, D-L=-69/723, E-L=-618/156, E-J=-623/155, F-J=-69/724, G-J=-724/287
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 7.0psf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) H=302,
B=338.
8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
A4
Truss Type
Hip
Qty
2
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:29:58 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-izdBocFc5RJWedWbxAZ3skBscnAXdXd4AtlX9dzVukN
Scale = 1:65.8
0-
1
1
3
0-
1
1
3
T1
T2
T3
B1
W7 W4
W3
W2
W1
W2
W3
W5 W6
B4B3B2A
B
C
D E F
G
H
M L K JINO
5x6
5x6
5x63x10
3x4
1.5x4 5x8 5x8 5x8
3x10
3x4
1.5x4
5-6-1
5-6-1
11-0-1
5-6-1
19-0-0
7-11-15
26-11-15
7-11-15
32-4-7
5-4-9
37-9-0
5-4-9
1-0-0
1-0-0
5-6-1
5-6-1
11-0-1
5-6-1
19-0-0
7-11-15
26-11-15
7-11-15
32-4-7
5-4-9
37-9-0
5-4-9
0-
4
3
5-
8
6
5-
1
0
3
6-
3
1
5
0-
5
1
1
5-
8
6
6.00 12
Plate Offsets (X,Y)-- [B:0-10-0,0-0-10], [J:0-4-0,0-3-0], [K:0-4-0,0-3-0], [L:0-4-0,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.90
0.55
0.35
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.30
0.52
0.19
0.14
loc)
K
J-K
H
K
l/defl
999
868
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 176 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 DF Stud/Std *Except*
W2: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BRACING-
TOP CHORD Sheathed.
BOT CHORD Rigid ceiling directly applied or 8-11-9 oc bracing.
WEBS 1 Row at midpt E-L, E-J
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)H=1834/Mechanical, B=1946/0-5-8 (min. 0-2-1)
Max Horz B=114(LC 8)
Max UpliftH=-274(LC 9), B=-310(LC 8)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=-3524/517, C-D=-3014/513, D-E=-2595/483, E-F=-2588/482, F-G=-3003/512,
G-H=-3507/516
BOT CHORD B-M=-484/3030, L-M=-484/3030, L-N=-557/3288, K-N=-557/3288, K-O=-557/3288,
J-O=-557/3288, I-J=-411/3006, H-I=-411/3006
WEBS C-L=-479/222, D-L=-69/783, E-L=-1034/259, E-K=0/297, E-J=-1040/258, F-J=-70/785,
G-J=-467/223
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 7.0psf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) H=274,
B=310.
8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
A5G
Truss Type
Hip Girder
Qty
2
Ply
2
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:29:59 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-A9Ba0yFErkRNFn5nVt4IPyk8RBU7MvADOXU4h3zVukM
Scale = 1:66.8
0-
1
4
0-
1
4
T1
T2
T3
B1
W4
W3 W2 W1 W2 W1 W2 W1 W2 W3
W4
T2
B3B2A
B
C
D E F G H
I
J
O N M LKPQRSTUVWXY Z AA AB
5x6
5x65x6
4x8
1.5x4
3x10
7x10 4x8
5x6
7x10
3x10
4x8
1.5x4
5x6
Special
LUS24 LUS24
LUS24
LUS24
LUS24 LUS24
LUS24
LUS24 LUS24
LUS24
LUS24
LUS24 LUS24 LUS24
8-4-1
8-4-1
13-7-3
5-3-1
19-0-0
5-4-13
24-4-13
5-4-13
29-7-15
5-3-1
37-9-0
8-1-1
1-0-0
1-0-0
4-3-8
4-3-8
8-4-1
4-0-9
13-7-3
5-3-1
19-0-0
5-4-13
24-4-13
5-4-13
29-7-15
5-3-1
33-8-7
4-0-9
37-9-0
4-0-9
0-
4
3
4-
4
1
5
4-
6
3
4-
1
1
1
5
0-
5
1
1
4-
4
1
5
6.00 12
Plate Offsets (X,Y)-- [B:0-3-0,0-2-9], [D:0-3-0,0-2-7], [F:0-3-0,0-3-0], [H:0-3-0,0-2-7], [J:0-3-0,0-2-9], [L:0-5-0,0-4-8], [N:0-5-0,0-4-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.44
0.59
0.65
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.42
0.65
0.16
0.30
loc)
L-M
L-M
J
L-M
l/defl
999
689
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 413 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS
WEBS 2x4 DF Stud/Std
BRACING-
TOP CHORD Sheathed or 4-2-15 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)J=4130/Mechanical, B=3820/0-5-8 (min. 0-2-1)
Max Horz B=92(LC 31)
Max UpliftJ=-1419(LC 4), B=-1231(LC 5)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=-7650/2625, C-D=-7416/2645, D-E=-6511/2360, E-F=-9887/3561, F-G=-9887/3561,
G-H=-6615/2390, H-I=-7557/2683, I-J=-7770/2678
BOT CHORD B-O=-2345/6714, O-P=-3256/9106, P-Q=-3256/9106, N-Q=-3256/9106, N-R=-3256/9106,
R-S=-3256/9106, S-T=-3256/9106, M-T=-3256/9106, M-U=-3191/9072, U-V=-3191/9072,
V-W=-3191/9072, L-W=-3191/9072, L-X=-3191/9072, X-Y=-3191/9072, K-Y=-3191/9072,
K-Z=-2343/6836, Z-AA=-2343/6836, AA-AB=-2343/6836, J-AB=-2343/6836
WEBS C-O=-304/264, D-O=-1058/2892, E-O=-3343/1229, E-N=-312/832, E-M=-367/1074,
F-M=-438/169, G-M=-402/1115, G-L=-245/701, G-K=-3176/1155, H-K=-1083/2964,
I-K=-263/233
NOTES-
1) Special connection required to distribute bottom chord loads equally between all plies.
2) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-2-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
4) Unbalanced roof live loads have been considered for this design.
5) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
6) Provide adequate drainage to prevent water ponding.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.0psf 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.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) J=1419,
B=1231.
11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
13) Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at
10-0-12 from the left end to 36-0-13 to connect truss(es) J2 (1 ply 2x6 DF), J1 (1 ply 2x6 DF) to front face of bottom chord.
Continued on page 2
Job
16-032048
Truss
A5G
Truss Type
Hip Girder
Qty
2
Ply
2
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:29:59 2016 Page 2BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-A9Ba0yFErkRNFn5nVt4IPyk8RBU7MvADOXU4h3zVukM
NOTES-
14) Fill all nail holes where hanger is in contact with lumber.
15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 591 lb down and 334 lb up at 8-4-1 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: A-D=-84, D-H=-84, H-J=-84, B-J=-14
Concentrated Loads (lb)
Vert: O=-591(F) K=-249(F) P=-258(F) Q=-258(F) R=-258(F) S=-258(F) T=-258(F) U=-258(F) V=-258(F) W=-258(F) X=-258(F) Y=-258(F) Z=-249(F) AA=-249(F)
AB=-249(F)
Job
16-032048
Truss
A6
Truss Type
Jack-Open
Qty
2
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:00 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-fLlyDIGsc2ZEtxgz2abXy9HIybxa5WeNdBEeDWzVukL
Scale = 1:18.3
T1
B1
A
B
C
D2x4
5-7-13
5-7-13
1-0-0
1-0-0
5-7-13
5-7-13
0-
4
3
3-
2
1
3-
7
1
3
2-
9
73-
2
1
6.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.46
0.19
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.04
0.09
0.00
0.00
loc)
B-D
B-D
C
B
l/defl
999
724
n/a
L/d
360
240
n/a
240
PLATES
MT20
Weight: 18 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BRACING-
TOP CHORD Sheathed or 5-7-13 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)C=212/Mechanical, B=385/0-5-8 (min. 0-1-8), D=38/Mechanical
Max Horz B=133(LC 8)
Max UpliftC=-112(LC 8), B=-73(LC 8)
Max Grav C=212(LC 1), B=385(LC 1), D=91(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B except (jt=lb)
C=112.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
A7
Truss Type
Jack-Open
Qty
2
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:00 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-fLlyDIGsc2ZEtxgz2abXy9HOZbzs5WeNdBEeDWzVukL
Scale = 1:11.8
T1
B1
A
B
C
D
2x4
2-11-13
2-11-13
1-0-0
1-0-0
2-11-13
2-11-13
0-
4
3
1-
1
0
1
2-
3
1
3
1-
5
71-
1
0
1
6.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.10
0.04
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.00
0.01
0.00
0.00
loc)
B-D
B-D
C
B
l/defl
999
999
n/a
L/d
360
240
n/a
240
PLATES
MT20
Weight: 10 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BRACING-
TOP CHORD Sheathed or 2-11-13 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)C=87/Mechanical, B=267/0-5-8 (min. 0-1-8), D=19/Mechanical
Max Horz B=78(LC 8)
Max UpliftC=-51(LC 8), B=-59(LC 8)
Max Grav C=87(LC 1), B=267(LC 1), D=46(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) C, B.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
B1
Truss Type
Hip
Qty
1
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:01 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-7YJKQeHUNMh5V5FAcI6mUNpR1_9WqnbWsrzBlyzVukK
Scale = 1:70.9
0-
1
1
0
0-
1
1
0
T1
T2
T1
B1
W5 W4
W3 W2 W1 W1 W2 W3
W4 W5
T3
B1B2B2AB
C
D E F G
H
I J
O N M L K
5x6
5x8
3x10
3x4
1.5x4 5x8 5x8
3x4
5x8
3x4
1.5x4
5x6
3x10
5-11-4
5-11-4
11-10-8
5-11-4
20-0-0
8-1-8
28-1-8
8-1-8
34-0-12
5-11-4
40-0-0
5-11-4
1-0-0
1-0-0
5-11-4
5-11-4
11-10-8
5-11-4
17-3-8
5-5-0
22-8-8
5-5-0
28-1-8
5-5-0
34-0-12
5-11-4
40-0-0
5-11-4
41-0-0
1-0-0
0-
4
1
5-
1
1
3
5-
3
7
5-
8
3
0-
4
1
5-
1
1
3
5.00 12
Plate Offsets (X,Y)-- [B:0-10-4,0-0-10], [E:0-4-0,0-3-0], [I:0-10-4,0-0-10], [L:0-3-8,0-3-4], [M:0-4-0,0-3-4], [N:0-3-8,0-3-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.63
0.66
0.79
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.46
0.77
0.25
0.23
loc)
M
M-N
I
M
l/defl
999
621
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 183 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 DF Stud/Std *Except*
W2: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BRACING-
TOP CHORD Sheathed or 2-9-1 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7-10-7 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)B=2047/0-3-8 (min. 0-2-3), I=2047/0-3-8 (min. 0-2-3)
Max Horz B=94(LC 12)
Max UpliftB=-380(LC 4), I=-380(LC 5)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=-4351/778, C-D=-3673/728, D-E=-3270/692, E-F=-3957/840, F-G=-3270/692,
G-H=-3673/728, H-I=-4351/778
BOT CHORD B-O=-672/3913, N-O=-672/3913, M-N=-724/3923, L-M=-719/3923, K-L=-652/3913,
I-K=-652/3913
WEBS C-N=-672/260, D-N=-142/940, E-N=-1061/242, F-L=-1061/242, G-L=-142/940, H-L=-672/260
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=380,
I=380.
7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
B2
Truss Type
Hip
Qty
1
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:01 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-7YJKQeHUNMh5V5FAcI6mUNpPs_8rqt1WsrzBlyzVukK
Scale = 1:70.9
0-
1
1
0
0-
1
1
0
T1
T2
T1
B1
W4
W3
W2
W1 W1
W2
W3
W4
T3
B1B2B2AB
C
D E F G
H
I J
M L K
5x6
7x10
3x10
6x12 MT20HS
1.5x4
6x12 MT20HS
3x4
6x12 MT20HS
1.5x4
5x6
3x10
10-0-0
10-0-0
20-0-0
10-0-0
30-0-0
10-0-0
40-0-0
10-0-0
1-0-0
1-0-0
5-0-0
5-0-0
10-0-0
5-0-0
16-8-0
6-8-0
23-4-0
6-8-0
30-0-0
6-8-0
35-0-0
5-0-0
40-0-0
5-0-0
41-0-0
1-0-0
0-
4
1
4-
4
7
4-
6
1
4-
1
0
1
3
0-
4
1
4-
4
7
5.00 12
Plate Offsets (X,Y)-- [B:0-10-4,0-0-10], [I:0-10-4,0-0-10]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.77
0.76
0.44
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.56
0.96
0.28
0.29
loc)
L
L-M
I
L
l/defl
855
498
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
MT20HS
Weight: 173 lb FT = 20%
GRIP
220/195
165/146
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 DF Stud/Std *Except*
W2: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BRACING-
TOP CHORD Sheathed or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-10-1 oc bracing.
WEBS 1 Row at midpt E-M, F-K
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)B=2047/0-3-8 (min. 0-2-3), I=2047/0-3-8 (min. 0-2-3)
Max Horz B=80(LC 12)
Max UpliftB=-403(LC 4), I=-403(LC 5)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=-4352/862, C-D=-3904/794, D-E=-3498/753, E-F=-4711/1031, F-G=-3498/753,
G-H=-3904/794, H-I=-4352/862
BOT CHORD B-M=-750/3924, L-M=-950/4654, K-L=-946/4654, I-K=-732/3924
WEBS C-M=-421/245, D-M=-148/995, E-M=-1518/381, F-K=-1518/381, G-K=-148/995, H-K=-421/245
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=403,
I=403.
8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
B3G
Truss Type
Hip Girder
Qty
1
Ply
2
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:03 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-3wR4rJJlvzypkOPYkj9EZovnMom3IfdpJ9SIqrzVukI
Scale = 1:70.8
0-
1
1
0
0-
1
1
0
T1
T2
T1
B1
W5 W4
W3 W1 W2 W1 W2 W1 W2 W1 W2 W1 W3
W4 W5
T3
B1B2AB
C
D E F G H I
J
K L
T S R Q P O NMUVWXYZAAABACADAE
5x8
4x12
3x4
2x4 8x12
4x8
8x12 MT20HS 4x8
7x10
2x4 8x12 MT20HS
4x8 4x6
8x12
3x4
2x4
5x8
4x12
HJC26
LUS24
LUS24 LUS24
LUS24
LUS24
LUS24
LUS24 LUS24 LUS24 LUS24 LUS24 HJC26
4-0-0
4-0-0
8-0-0
4-0-0
12-8-9
4-8-9
17-6-14
4-10-5
22-5-2
4-10-5
27-3-7
4-10-5
32-0-0
4-8-9
36-0-0
4-0-0
40-0-0
4-0-0
1-0-0
1-0-0
4-0-0
4-0-0
8-0-0
4-0-0
12-8-9
4-8-9
17-6-14
4-10-5
22-5-2
4-10-5
27-3-7
4-10-5
32-0-0
4-8-9
36-0-0
4-0-0
40-0-0
4-0-0
41-0-0
1-0-0
0-
4
1
3-
6
7
3-
8
1
4-
0
1
3
0-
4
1
3-
6
7
5.00 12
Plate Offsets (X,Y)-- [B:0-0-9,Edge], [D:0-4-2,Edge], [F:0-5-0,0-4-8], [I:0-4-2,Edge], [K:0-0-9,Edge], [O:0-5-12,0-5-4], [R:0-6-0,0-5-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.64
0.97
0.94
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.86
1.35
0.30
0.56
loc)
P-Q
P-Q
K
P-Q
l/defl
551
354
n/a
852
L/d
360
240
n/a
240
PLATES
MT20
MT20HS
Weight: 469 lb FT = 20%
GRIP
220/195
165/146
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except*
T2,T3: 2x6 DF 1800F 1.6E or 2x6 DF SS
BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS
WEBS 2x4 DF Stud/Std
BRACING-
TOP CHORD Sheathed or 3-6-5 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7-11-0 oc bracing.
REACTIONS.(lb/size)B=5088/0-3-8 (min. 0-2-11), K=5088/0-3-8 (min. 0-2-11)
Max Horz B=65(LC 12)
Max UpliftB=-1513(LC 4), K=-1513(LC 5)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=-11923/3564, C-D=-12339/3817, D-E=-11270/3515, E-F=-17916/5619, F-G=-17916/5619,
G-H=-15748/4935, H-I=-11272/3516, I-J=-12341/3818, J-K=-11922/3564
BOT CHORD B-T=-3251/10926, S-T=-3251/10926, S-U=-4842/15741, U-V=-4842/15741, R-V=-4842/15741,
R-W=-4842/15741, W-X=-4842/15741, Q-X=-4842/15741, Q-Y=-5522/17903, Y-Z=-5522/17903,
Z-AA=-5522/17903, P-AA=-5522/17903, P-AB=-5522/17903, AB-AC=-5522/17903,
O-AC=-5522/17903, O-AD=-4835/15748, AD-AE=-4835/15748, N-AE=-4835/15748,
M-N=-3233/10925, K-M=-3233/10925
WEBS C-T=-378/168, C-S=-316/902, D-S=-1323/4272, E-S=-5403/1691, E-R=-256/876,
E-Q=-816/2666, F-Q=-424/160, G-P=-272/942, G-O=-2641/812, H-O=-686/2296,
H-N=-5408/1690, I-N=-1324/4276, J-N=-317/905, J-M=-381/169
NOTES-
1) Special connection required to distribute bottom chord loads equally between all plies.
2) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-2-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
4) Unbalanced roof live loads have been considered for this design.
5) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
6) Provide adequate drainage to prevent water ponding.
7) All plates are MT20 plates unless otherwise indicated.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=1513
K=1513.
11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
Continued on page 2
Job
16-032048
Truss
B3G
Truss Type
Hip Girder
Qty
1
Ply
2
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:03 2016 Page 2BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-3wR4rJJlvzypkOPYkj9EZovnMom3IfdpJ9SIqrzVukI
NOTES-
13) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 23-11-4 oc max. starting at 8-0-6 from the left end to 31-11-10 to connect truss(es)
L1 (1 ply 2x4 DF), KL1 (1 ply 2x4 DF), L1 (1 ply 2x4 DF), KL1 (1 ply 2x4 DF) to front face of bottom chord.
14) Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the left end to 29-11-4 to
connect truss(es) L1 (1 ply 2x4 DF) to front face of bottom chord.
15) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: A-D=-84, D-I=-84, I-L=-84, B-K=-14
Concentrated Loads (lb)
Vert: S=-1085(F) N=-1085(F) U=-356(F) V=-356(F) W=-356(F) X=-356(F) Y=-356(F) Z=-356(F) AA=-356(F) AB=-356(F) AC=-356(F) AD=-356(F) AE=-356(F)
Job
16-032048
Truss
C1G
Truss Type
Roof Special Structural Gable
Qty
1
Ply
2
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:04 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-X7?T3fJNgH4gMYzkHQgT6?R11CDA15YyYpCrMHzVukH
Scale = 1:58.2
T1
T2
B1
W1
W2
W3
W4
W1
W2W3
W4HW1 HW1
ST3ST2
ST1
ST2
ST1
ST4
ST5
ST6
ST7
B2
A
B
C
D
E
F
G
H
Q P
N M L K J I
AA AB AC AD AE AF
O AG
4x8
3x4
4x6 4x6
3x4
12x1212x12
1.5x4
4x8
4x8
4x84x8
3x6
2x4
1.5x4
3x6
4x12
3x6
2x4
1.5x4
8x12
3x4
2x4
1.5x4
3x6
1.5x4
1.5x4
3x6 3x6
1.5x4
HUS26 HUS26 HUS26 HUS26 HUS26
HUS26
4-8-8
4-8-8
9-5-0
4-8-8
12-4-8
2-11-8
14-1-8
1-9-0
18-10-0
4-8-8
23-6-8
4-8-8
3-11-1
3-11-1
7-10-3
3-11-1
11-9-4
3-11-1
15-8-5
3-11-1
19-7-7
3-11-1
23-6-8
3-11-1
24-6-8
1-0-0
0-
6
3
8-
4
6
8-
1
0
6
0-
6
3
8.00 12
Plate Offsets (X,Y)-- [A:0-8-0,0-0-3], [C:0-3-0,0-1-3], [D:0-0-11,0-1-8], [E:0-1-8,0-0-9], [G:0-8-0,0-0-3], [M:0-6-0,0-6-0], [Q:0-6-0,0-6-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.26
0.53
0.97
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.10
0.16
0.01
0.05
loc)
P-Q
P-Q
N
P-Q
l/defl
999
875
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 416 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x8 DF SS
WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except*
W2,W4: 2x4 DF Stud/Std
OTHERS 2x4 DF Stud/Std
WEDGE
Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std
BRACING-
TOP CHORD Sheathed or 5-2-13 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS.All bearings 11-5-8 except (jt=length) A=0-5-8, O=0-3-8.
lb) - Max Horz A=-218(LC 23)
Max Uplift All uplift 100 lb or less at joint(s) L, J, I except N=-681(LC 9), K=-953(LC 19), A=-1086(LC 8),
G=-323(LC 19), O=-805(LC 8)
Max Grav All reactions 250 lb or less at joint(s) G, J, I except N=3460(LC 1), K=404(LC 16), A=5685(LC 1),
L=519(LC 1), O=4177(LC 1)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD A-B=-6931/1308, B-C=-6778/1361, C-D=-2356/538, D-E=-241/1352, E-F=-126/789,
F-G=-192/680
BOT CHORD A-AA=-1130/5579, AA-AB=-1130/5579, Q-AB=-1130/5579, Q-AC=-550/2693, AC-AD=-550/2693,
P-AD=-550/2693, P-AE=-145/396, AE-AF=-145/396, O-AF=-145/396, O-AG=-145/396,
N-AG=-145/396, M-N=-946/343, L-M=-946/343, K-L=-946/343, J-K=-547/229, I-J=-547/229,
G-I=-547/229
WEBS D-N=-5007/996, E-N=-603/246, E-K=-156/755, F-K=-275/172, D-P=-1116/5288,
C-P=-2860/715, C-Q=-1166/5625, B-Q=-267/220
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 7.0psf.
Continued on page 2
Job
16-032048
Truss
C1G
Truss Type
Roof Special Structural Gable
Qty
1
Ply
2
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:04 2016 Page 2BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-X7?T3fJNgH4gMYzkHQgT6?R11CDA15YyYpCrMHzVukH
NOTES-
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) L, J, I except (jt=lb) N=681, K=953, A=1086, G=323, O=805.
10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-5-12 from the left end to 11-5-12 to connect truss(es) A1A (1
ply 2x4 DF), A2A (1 ply 2x4 DF) to back face of bottom chord.
13) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: A-D=-84, D-H=-84, A-G=-14
Concentrated Loads (lb)
Vert: P=-1820(B) AA=-1820(B) AB=-1820(B) AC=-1820(B) AD=-1820(B) AF=-1820(B)
Job
16-032048
Truss
C2E
Truss Type
GABLE
Qty
1
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:04 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-X7?T3fJNgH4gMYzkHQgT6?R?iCJt1J_yYpCrMHzVukH
Scale = 1:28.4
B1
T1 T1W1
ST2
ST1
ST2
ST1
A
B
C
D
E
F
3x6 3x6
4x4
2x4
2x4
1.5x4
2x4
1.5x4
2x4
1.5x4
2x4
1.5x4
6-3-4
6-3-4
12-6-8
6-3-4
1-0-0
1-0-0
6-3-4
6-3-4
12-6-8
6-3-4
13-6-8
1-0-0
0-
6
3
4-
8
6
5-
2
6
0-
6
3
8.00 12
Plate Offsets (X,Y)-- [B:0-1-0,0-1-8], [D:0-1-0,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.41
0.17
0.11
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.02
0.04
0.01
0.02
loc)
B-F
B-F
D
B-F
l/defl
999
999
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 67 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS
WEBS 2x4 DF Stud/Std
OTHERS 2x4 DF Stud/Std
BRACING-
TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)B=702/0-5-8 (min. 0-1-8), D=702/0-5-8 (min. 0-1-8)
Max Horz B=128(LC 7)
Max UpliftB=-141(LC 8), D=-141(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=-730/136, C-D=-730/136
BOT CHORD B-F=-37/465, D-F=-37/465
WEBS C-F=0/260
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Gable studs spaced at 2-0-0 oc.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=141,
D=141.
8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
C3E
Truss Type
GABLE
Qty
1
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:04 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-X7?T3fJNgH4gMYzkHQgT6?R0pCJO1J8yYpCrMHzVukH
Scale = 1:26.4
B1
T1 T1W1
ST2
ST1
ST2
ST1
A
B
C
D
E
F
3x6 3x6
4x4
2x4
2x4
1.5x4
2x4
1.5x4
2x4
1.5x4
2x4
1.5x4
5-9-0
5-9-0
11-6-0
5-9-0
1-0-0
1-0-0
5-9-0
5-9-0
11-6-0
5-9-0
12-6-0
1-0-0
0-
6
3
4-
4
3
4-
1
0
3
0-
6
3
8.00 12
Plate Offsets (X,Y)-- [B:0-1-0,0-1-8], [D:0-1-0,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.34
0.13
0.10
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.02
0.03
0.00
0.01
loc)
B-F
B-F
D
B-F
l/defl
999
999
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 61 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS
WEBS 2x4 DF Stud/Std
OTHERS 2x4 DF Stud/Std
BRACING-
TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)B=651/0-5-8 (min. 0-1-8), D=651/0-5-8 (min. 0-1-8)
Max Horz B=-119(LC 6)
Max UpliftB=-132(LC 8), D=-132(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=-659/123, C-D=-659/123
BOT CHORD B-F=-31/417, D-F=-31/417
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Gable studs spaced at 2-0-0 oc.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=132,
D=132.
8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
C3G
Truss Type
HOWE
Qty
1
Ply
2
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:05 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-?JZrG?K?RaCXziYxr8BifD_CWcX4mfG6nTxOujzVukG
Scale = 1:27.7
B1
T1
T2
W4
W2
W4W1W3
A
B
C
D
E
F
I H GJ K
3x6 5x6
4x8
2x4
3x6
12x12 3x10
4x6
HGUS26-2 HUS26
HUS26
3-1-2
3-1-2
5-9-0
2-7-14
8-4-14
2-7-14
11-6-0
3-1-2
1-0-0
1-0-0
3-1-2
3-1-2
5-9-0
2-7-14
8-4-14
2-7-14
11-6-0
3-1-2
0-
6
3
4-
4
3
4-
1
0
3
0-
6
3
8.00 12
Plate Offsets (X,Y)-- [B:0-1-0,0-1-8], [F:0-0-0,0-0-13]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.28
0.62
0.55
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.06
0.09
0.03
0.03
loc)
G-H
G-H
F
H
l/defl
999
999
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 127 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS
WEBS 2x4 DF Stud/Std *Except*
W2: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BRACING-
TOP CHORD Sheathed or 5-0-12 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)B=3389/0-5-8 (min. 0-1-13), F=5558/0-5-8 (min. 0-2-15)
Max Horz B=114(LC 24)
Max UpliftB=-944(LC 8), F=-1304(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=-5097/1414, C-D=-5082/1481, D-E=-5326/1548, E-F=-7359/1821
BOT CHORD B-I=-1141/3989, H-I=-1141/3989, H-J=-1411/5832, G-J=-1411/5832, G-K=-1411/5832,
F-K=-1411/5832
WEBS D-H=-1598/5457, E-G=-375/2497, C-H=-260/412, E-H=-1912/333
NOTES-
1) Special connection required to distribute bottom chord loads equally between all plies.
2) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-2-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
4) Unbalanced roof live loads have been considered for this design.
5) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.0psf 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.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=944,
F=1304.
9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
11) Use Simpson Strong-Tie HGUS26-2 (20-10d Girder, 8-10d Truss) or equivalent at 6-1-8 from the left end to connect truss(es) A5G (2
ply 2x6 DF) to back face of bottom chord.
12) Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 8-0-12 from the left end
to 10-0-12 to connect truss(es) A4 (1 ply 2x4 DF), A3 (1 ply 2x4 DF) to back face of bottom chord.
13) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
Continued on page 2
Job
16-032048
Truss
C3G
Truss Type
HOWE
Qty
1
Ply
2
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:05 2016 Page 2BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-?JZrG?K?RaCXziYxr8BifD_CWcX4mfG6nTxOujzVukG
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: B-F=-14, A-D=-84, D-F=-84
Concentrated Loads (lb)
Vert: H=-4116(B) J=-1820(B) K=-1820(B)
Job
16-032048
Truss
E1
Truss Type
Roof Special
Qty
1
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:05 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-?JZrG?K?RaCXziYxr8BifD_BScevmmj6nTxOujzVukG
Scale = 1:23.7
T1 T1
B1
W1
HW1 HW1
A
B
C
D
4x4
1.5x4
4x4
3x10
4x4
3x10
0-7-4
0-7-4
4-6-0
3-10-12
8-4-12
3-10-12
9-0-0
0-7-4
4-6-0
4-6-0
9-0-0
4-6-0
0-
7
7
3-
7
7
0-
7
7
8.00 12
Plate Offsets (X,Y)-- [A:0-0-0,0-1-14], [A:0-3-4,Edge], [C:Edge,0-1-14], [C:0-3-4,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.34
0.18
0.07
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.01
0.02
0.00
0.00
loc)
A-D
A-D
C
D
l/defl
999
999
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 36 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 DF Stud/Std
WEDGE
Left: 2x8 DF SS, Right: 2x8 DF SS
BRACING-
TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)A=427/0-3-8 (min. 0-1-8), C=427/0-3-8 (min. 0-1-8)
Max Horz A=-86(LC 4)
Max UpliftA=-74(LC 8), C=-74(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD A-B=-452/74, B-C=-452/74
BOT CHORD A-D=-14/290, C-D=-14/290
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, C.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
E1E
Truss Type
GABLE
Qty
1
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:06 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-TV6DULLdCuKObs77PriyBQXN1?ziVDzF?6hyR9zVukF
Scale: 1/2"=1'
T1 T1
B1
W1
HW1 HW1
ST1 ST1
A
B
C
D
E
F
4x4
4x4
3x10
4x4
3x101.5x4
1.5x4
1.5x4
1.5x4
1.5x4
0-7-4
0-7-4
4-6-0
3-10-12
8-4-12
3-10-12
9-0-0
0-7-4
1-0-0
1-0-0
4-6-0
4-6-0
9-0-0
4-6-0
10-0-0
1-0-0
0-
7
7
3-
7
7
4-
0
3
0-
7
7
8.00 12
Plate Offsets (X,Y)-- [B:0-0-0,0-1-10], [B:0-3-4,Edge], [D:Edge,0-1-10], [D:0-3-4,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.29
0.21
0.07
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.01
0.02
0.00
0.00
loc)
B-F
B-F
D
F
l/defl
999
999
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 44 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 DF Stud/Std
OTHERS 2x4 DF Stud/Std
WEDGE
Left: 2x8 DF SS, Right: 2x8 DF SS
BRACING-
TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)B=530/0-3-8 (min. 0-1-8), D=530/0-3-8 (min. 0-1-8)
Max Horz B=-97(LC 6)
Max UpliftB=-109(LC 8), D=-109(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=-459/70, C-D=-459/69
BOT CHORD B-F=-2/271, D-F=-2/271
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Gable studs spaced at 2-0-0 oc.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=109,
D=109.
8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
E2
Truss Type
Roof Special
Qty
3
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:06 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-TV6DULLdCuKObs77PriyBQXMF?_HVDaF?6hyR9zVukF
Scale = 1:23.7
T1
T2
B1
W1
HW1 W3W2A
B
C
E
D
4x4
5x6
1.5x4
3x44x4
3x10
0-7-4
0-7-4
4-6-0
3-10-12
7-9-8
3-3-8
4-6-0
4-6-0
7-9-8
3-3-8
0-
7
7
3-
7
7
1-
5
2
8.00 12
Plate Offsets (X,Y)-- [A:0-0-0,0-1-14], [A:0-3-4,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.34
0.17
0.10
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.01
0.02
0.00
0.00
loc)
A-E
A-E
D
E
l/defl
999
999
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 36 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 DF Stud/Std
WEDGE
Left: 2x8 DF SS
BRACING-
TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)D=368/0-3-8 (min. 0-1-8), A=368/0-3-8 (min. 0-1-8)
Max Horz A=86(LC 8)
Max UpliftD=-61(LC 8), A=-63(LC 8)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD A-B=-352/53, B-C=-311/69, C-D=-352/69
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, A.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
HFA
Truss Type
GABLE
Qty
2
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:07 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-xhgbhhMFzCSFD0iJzZDBke3bPPMREfHPEmQVzczVukE
Scale = 1:57.4
T1 T1
B1
ST5
ST4
ST3
ST2
ST1
B2
ST4
ST3
ST2
ST1
A
B
C
D
E
F
G
H
I
J
K
U T S R Q P O N ML3x4
4x4
3x4
3x4
21-1-10
21-1-10
10-6-13
10-6-13
21-1-10
10-6-13
9-
6
5
10.82 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.06
0.05
0.13
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.01
loc)
K
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 126 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
OTHERS 2x4 DF Stud/Std *Except*
ST5,ST4: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BRACING-
TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt F-Q
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.All bearings 21-1-10.
lb) - Max Horz A=240(LC 5)
Max Uplift All uplift 100 lb or less at joint(s) A, K, Q except R=-113(LC 8), S=-118(LC 8), T=-108(LC 8),
U=-137(LC 8), P=-111(LC 9), O=-119(LC 9), M=-107(LC 9), L=-137(LC 9)
Max Grav All reactions 250 lb or less at joint(s) A, K, Q, R, S, T, U, P, O, M, L
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD A-B=-279/192
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
3) All plates are 1.5x4 MT20 unless otherwise indicated.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, K, Q except (jt=lb)
R=113, S=118, T=108, U=137, P=111, O=119, M=107, L=137.
8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
HFB
Truss Type
GABLE
Qty
1
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:08 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-QuEzu1MtkVa6qAHWWGkQGrcmLpi4z8eYTQA3V2zVukD
Scale = 1:38.0
T1
T2
T1
B1
ST3ST3ST3ST3ST2
B2
ST1
ST3 ST3 ST3 ST2
ST1
A
B
C D E F G H I J K
L
M
X W V U T S R Q P ON3x4 3x4
6x8
5x6
6x8
23-10-14
23-10-14
3-11-7
3-11-7
19-11-7
16-0-0
23-10-14
3-11-7
4-
3
6
4-
3
6
13.00 12
Plate Offsets (X,Y)-- [C:0-2-9,Edge], [K:0-2-9,Edge], [Q:0-3-0,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.05
0.02
0.06
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
loc)
M
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 118 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
OTHERS 2x4 DF Stud/Std
BRACING-
TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.All bearings 23-10-14.
lb) - Max Horz A=-106(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) A, M, S, T, U, V, W, R, Q, P, O except X=-158(LC 8), N=-157(LC 9)
Max Grav All reactions 250 lb or less at joint(s) A, M, S, T, U, V, W, X, R, Q, P, O, N
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
3) Provide adequate drainage to prevent water ponding.
4) All plates are 1.5x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.0psf 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.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, M, S, T, U, V, W, R,
Q, P, O except (jt=lb) X=158, N=157.
9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
J1
Truss Type
Jack-Closed
Qty
4
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:08 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-QuEzu1MtkVa6qAHWWGkQGrce_phAz8dYTQA3V2zVukD
Scale = 1:25.1
T1
W1
B1
A
B
C
D
1.5x4
2x43x4
6-0-0
6-0-0
1-0-0
1-0-0
5-9-0
5-9-0
6-0-0
0-3-0
0-
6
3
4-
4
3
4-
1
0
3
0-
5
8
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.52
0.08
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.01
0.03
0.00
0.00
loc)
B-D
B-D
B
l/defl
999
999
n/a
L/d
360
240
n/a
240
PLATES
MT20
Weight: 29 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS
WEBS 2x4 DF Stud/Std
BRACING-
TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)D=263/Mechanical, B=398/0-5-8 (min. 0-1-8)
Max Horz B=185(LC 8)
Max UpliftD=-121(LC 8), B=-49(LC 8)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B except (jt=lb)
D=121.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
J2
Truss Type
Jack-Open
Qty
24
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:09 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-u4oM6NNVVpizSJsi4zGfp39pkD1Piamhh4vc1UzVukC
Scale = 1:25.3
T1
B1
W1
A
B
C
D
1.5x4
3x4 2x4
6-0-0
6-0-0
1-0-0
1-0-0
6-0-0
6-0-0
0-
6
3
4-
6
3
5-
0
3
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.52
0.08
0.07
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.01
0.03
0.00
0.00
loc)
B-D
B-D
B
l/defl
999
999
n/a
L/d
360
240
n/a
240
PLATES
MT20
Weight: 29 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS
WEBS 2x4 DF Stud/Std
BRACING-
TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)B=398/0-5-8 (min. 0-1-8), D=263/Mechanical
Max Horz B=185(LC 8)
Max UpliftB=-49(LC 8), D=-121(LC 8)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B except (jt=lb)
D=121.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
JA
Truss Type
Jack-Open
Qty
2
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:10 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-MGMkJjO8G7qq4TRuehnuMGh?9dNkR26rwkf9axzVukB
Scale: 1/2"=1'
T1
B1
A
B
C
D3x4
5-8-9
5-8-9
1-0-0
1-0-0
5-8-9
5-8-9
0-
6
3
4-
3
1
5
4-
9
1
5
3-
1
0
1
1
4-
3
1
5
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.48
0.07
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.01
0.02
0.00
0.00
loc)
B-D
B-D
C
B
l/defl
999
999
n/a
L/d
360
240
n/a
240
PLATES
MT20
Weight: 23 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS
BRACING-
TOP CHORD Sheathed or 5-8-9 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)C=214/Mechanical, B=389/0-5-8 (min. 0-1-8), D=38/Mechanical
Max Horz B=180(LC 8)
Max UpliftC=-139(LC 8), B=-49(LC 8)
Max Grav C=214(LC 1), B=389(LC 1), D=92(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B except (jt=lb)
C=139.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
JB
Truss Type
Jack-Open
Qty
2
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:10 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-MGMkJjO8G7qq4TRuehnuMGh3JdOJR26rwkf9axzVukB
Scale = 1:19.2
T1
B1
A
B
C
D3x4
4-2-9
4-2-9
1-0-0
1-0-0
4-2-9
4-2-9
0-
6
3
3-
3
1
5
3-
9
1
5
2-
1
0
1
1
3-
3
1
5
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.21
0.04
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.00
0.01
0.00
0.00
loc)
B-D
B-D
C
B
l/defl
999
999
n/a
L/d
360
240
n/a
240
PLATES
MT20
Weight: 18 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS
BRACING-
TOP CHORD Sheathed or 4-2-9 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)C=146/Mechanical, B=321/0-5-8 (min. 0-1-8), D=27/Mechanical
Max Horz B=139(LC 8)
Max UpliftC=-99(LC 8), B=-46(LC 8)
Max Grav C=147(LC 15), B=321(LC 1), D=67(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) C, B.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
JC
Truss Type
Jack-Open
Qty
2
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:10 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-MGMkJjO8G7qq4TRuehnuMGh5_dOgR26rwkf9axzVukB
Scale = 1:14.3
T1
B1
A
B
C
D
3x4
2-8-9
2-8-9
1-0-0
1-0-0
2-8-9
2-8-9
0-
6
3
2-
3
1
5
2-
9
1
5
1-
1
0
1
1
2-
3
1
5
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.10
0.01
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.00
0.00
0.00
0.00
loc)
B
B
C
B
l/defl
999
999
n/a
L/d
360
240
n/a
240
PLATES
MT20
Weight: 12 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS
BRACING-
TOP CHORD Sheathed or 2-8-9 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)C=72/Mechanical, B=258/0-5-8 (min. 0-1-8), D=17/Mechanical
Max Horz B=98(LC 8)
Max UpliftC=-57(LC 8), B=-46(LC 8)
Max Grav C=75(LC 15), B=258(LC 1), D=41(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) C, B.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
JD
Truss Type
Jack-Open
Qty
2
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:11 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-qTw6X3Pm1Qyghd05COI7uUEG70j3AVM_9OOj6NzVukA
Scale = 1:9.3
T1
B1
A
B
C
D3x4
1-2-9
1-2-9
1-0-0
1-0-0
1-2-9
1-2-9
0-
6
3
1-
3
1
5
1-
9
1
5
0-
1
0
1
1
1-
3
1
5
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.08
0.00
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.00
0.00
0.00
0.00
loc)
B
B
C
B
l/defl
999
999
n/a
L/d
360
240
n/a
240
PLATES
MT20
Weight: 6 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS
BRACING-
TOP CHORD Sheathed or 1-2-9 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)B=197/0-5-8 (min. 0-1-8), D=8/Mechanical, C=2/Mechanical
Max Horz B=58(LC 8)
Max UpliftB=-49(LC 8), C=-13(LC 8)
Max Grav B=197(LC 1), D=20(LC 3), C=11(LC 4)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, C.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
KJ1
Truss Type
Diagonal Hip Girder
Qty
2
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:11 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-qTw6X3Pm1Qyghd05COI7uUE9X0glASf_9OOj6NzVukA
Scale = 1:29.3
T1
W1
B1
W3 W2
A
B
C
D E
H G
F
I
J
K
L
M
N O P Q R
3x4
3x6
4x4
3x4
1.5x4
NAILED
NAILED
NAILED
Special
NAILED
NAILED
NAILED
NAILED
NAILED
NAILED
NAILED
NAILED
4-11-8
4-11-8
9-11-0
4-11-8
1-8-0
1-8-0
4-11-8
4-11-8
9-11-0
4-11-8
0-
6
3
4-
5
1
3
4-
1
1
6
4.80 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.56
0.21
0.24
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.02
0.04
0.01
0.01
loc)
G-H
G-H
G
B-H
l/defl
999
999
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 45 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 DF Stud/Std
BRACING-
TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)G=638/Mechanical, B=538/0-8-3 (min. 0-1-8)
Max Horz B=186(LC 23)
Max UpliftG=-310(LC 8), B=-183(LC 4)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-I=-571/218, I-J=-509/211, J-K=-488/203, C-K=-485/179, D-G=-350/225
BOT CHORD B-N=-260/481, N-O=-260/481, O-P=-260/481, H-P=-260/481, H-Q=-260/481, Q-R=-260/481,
G-R=-260/481
WEBS C-G=-495/272
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) G=310,
B=183.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe-nails. For more details refer to MiTek's ST-TOENAIL Detail.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 142 lb up at 9-6-4
on top chord. The design/selection of such connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: A-D=-84, D-E=-84, B-F=-14
Concentrated Loads (lb)
Vert: D=-109(F) G=-20(F) I=103(F) J=53(B) K=33(F) L=-72(B) M=-41(F) N=9(F) O=4(B) P=1(F) Q=-14(B) R=-10(F)
Job
16-032048
Truss
KL1
Truss Type
Diagonal Hip Girder
Qty
2
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:12 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-IfUUkOPOnk4XJnbHl6pMRhnF5Q?fvp68O28GepzVuk9
Scale: 1/2"=1'
T1
W1
B1
W3 W2
A
B
C
D E
H G
F
I
J
K
L M N
4x4
3x103x4
3x4
1.5x4
NAILED
NAILED
Special
NAILED
NAILED
NAILED
NAILED
NAILED
Special
NAILED
NAILED
NAILED
6-0-0
6-0-0
11-3-0
5-3-0
1-5-0
1-5-0
6-0-0
6-0-0
11-3-0
5-3-0
0-
4
1
3-
7
1
3
4-
0
7
3.54 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.89
0.30
0.54
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.04
0.08
0.02
0.03
loc)
H
G-H
G
B-H
l/defl
999
999
n/a
999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 46 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 DF Stud/Std
BRACING-
TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)G=749/Mechanical, B=661/0-4-9 (min. 0-1-8)
Max Horz B=157(LC 4)
Max UpliftG=-249(LC 8), B=-215(LC 4)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-I=-1182/355, I-J=-1089/347, C-J=-1060/305, D-G=-307/144
BOT CHORD B-L=-384/1087, L-M=-384/1087, H-M=-384/1087, H-N=-384/1087, G-N=-384/1087
WEBS C-H=0/274, C-G=-1085/385
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) G=249,
B=215.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe-nails. For more details refer to MiTek's ST-TOENAIL Detail.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 lb down and 115 lb up at 8-5-6,
and 113 lb down and 115 lb up at 8-5-6 on top chord. The design/selection of such connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: A-D=-84, D-E=-84, B-F=-14
Concentrated Loads (lb)
Vert: I=126(F=63, B=63) J=-47(F=-23, B=-23) K=-226(F=-113, B=-113) L=13(F=6, B=6) M=-13(F=-7, B=-7) N=-41(F=-21, B=-21)
Job
16-032048
Truss
L1
Truss Type
Jack-Closed
Qty
13
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:13 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-mr1sykQ0Y2COxx9TJpKbzvJbwqJ_eMAHcitqBFzVuk8
Scale = 1:21.8
T1
W1
B1
W2
A
B
C
D
E
1.5x4
3x42x4
1.5x4
8-0-0
8-0-0
1-0-0
1-0-0
4-0-0
4-0-0
8-0-0
4-0-0
0-
4
1
3-
8
1
4-
0
1
3
5.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.19
0.42
0.17
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.19
0.38
0.01
0.00
loc)
B-E
B-E
E
B
l/defl
499
244
n/a
L/d
360
240
n/a
240
PLATES
MT20
Weight: 34 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 DF Stud/Std
BRACING-
TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)E=370/Mechanical, B=487/0-3-8 (min. 0-1-8)
Max Horz B=149(LC 8)
Max UpliftE=-119(LC 8), B=-98(LC 8)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=-542/128
BOT CHORD B-E=-218/446
WEBS C-E=-480/234
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B except (jt=lb) E=119.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
LA
Truss Type
Jack-Open
Qty
4
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:13 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-mr1sykQ0Y2COxx9TJpKbzvJVFqM7eOsHcitqBFzVuk8
Scale = 1:16.5
T1
B1
A
B
C
D2x4
5-11-11
5-11-11
1-0-0
1-0-0
5-11-11
5-11-11
0-
4
1
2-
9
1
5
3-
2
1
1
2-
5
8
2-
9
1
5
5.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.55
0.22
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.06
0.12
0.00
0.00
loc)
B-D
B-D
C
B
l/defl
999
582
n/a
L/d
360
240
n/a
240
PLATES
MT20
Weight: 18 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BRACING-
TOP CHORD Sheathed or 5-11-11 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)C=232/Mechanical, B=394/0-3-8 (min. 0-1-8), D=40/Mechanical
Max Horz B=116(LC 8)
Max UpliftC=-112(LC 8), B=-83(LC 8)
Max Grav C=232(LC 1), B=394(LC 1), D=98(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B except (jt=lb)
C=112.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
LB
Truss Type
Jack-Open
Qty
4
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:14 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-E2bE94ReJLKFY5kftXrqW6slZEkQNr6RrMdNjizVuk7
Scale = 1:12.5
T1
B1
A
B
C
D
2x4
3-11-11
3-11-11
1-0-0
1-0-0
3-11-11
3-11-11
0-
4
1
1-
1
1
1
5
2-
4
1
1
1-
7
81-
1
1
1
5
5.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.19
0.09
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.01
0.02
0.00
0.00
loc)
B-D
B-D
C
B
l/defl
999
999
n/a
L/d
360
240
n/a
240
PLATES
MT20
Weight: 13 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BRACING-
TOP CHORD Sheathed or 3-11-11 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)C=142/Mechanical, B=302/0-3-8 (min. 0-1-8), D=26/Mechanical
Max Horz B=82(LC 8)
Max UpliftC=-70(LC 8), B=-68(LC 8)
Max Grav C=142(LC 1), B=302(LC 1), D=64(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) C, B.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
LC
Truss Type
Jack-Open
Qty
4
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:14 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-E2bE94ReJLKFY5kftXrqW6snUElTNr6RrMdNjizVuk7
Scale = 1:8.4
T1
B1
A
B
C
D2x4
1-11-11
1-11-11
1-0-0
1-0-0
1-11-11
1-11-11
0-
4
1
1-
1
1
5
1-
6
1
1
0-
9
8
1-
1
1
5
5.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.07
0.02
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.00
0.00
0.00
0.00
loc)
B
B-D
C
B
l/defl
999
999
n/a
L/d
360
240
n/a
240
PLATES
MT20
Weight: 7 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BRACING-
TOP CHORD Sheathed or 1-11-11 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)B=211/0-3-8 (min. 0-1-8), D=14/Mechanical, C=56/Mechanical
Max Horz B=49(LC 8)
Max UpliftB=-57(LC 4), C=-29(LC 8)
Max Grav B=211(LC 1), D=33(LC 3), C=56(LC 1)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, C.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
M1
Truss Type
Monopitch
Qty
12
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:15 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-jE9dNQSG4fS6AEJsREM32KPwme4S6IMa40MwF8zVuk6
Scale = 1:12.3
T1
W1
B1A
B
C
D
1.5x4
2x4
1.5x4
4-3-12
4-3-12
1-0-0
1-0-0
4-3-12
4-3-12
0-
4
0
1-
1
1
6
2-
3
1
0
1-
7
1
4
0-
3
8
1-
1
1
6
4.50 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.23
0.10
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.01
0.03
0.00
0.00
loc)
B-D
B-D
B
l/defl
999
999
n/a
L/d
360
240
n/a
240
PLATES
MT20
Weight: 15 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 DF Stud/Std
BRACING-
TOP CHORD Sheathed or 4-3-12 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)B=313/0-3-8 (min. 0-1-8), D=182/0-1-8 (min. 0-1-8)
Max Horz B=80(LC 4)
Max UpliftB=-92(LC 4), D=-56(LC 8)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf 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.
4) Bearing at joint(s) D considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, D.
7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
M2
Truss Type
Monopitch
Qty
6
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:15 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-jE9dNQSG4fS6AEJsREM32KPwRe3W6IMa40MwF8zVuk6
Scale = 1:12.9
T1
W1
B1
HW1
A
B
C
D
1.5x4
2x4 3x6
1.5x4
0-5-8
0-5-8
4-5-0
3-11-8
1-0-0
1-0-0
4-5-0
4-5-0
0-
5
2
2-
1
0
2-
4
2
1-
9
8
0-
3
8
2-
1
0
4.50 12
Plate Offsets (X,Y)-- [B:0-0-13,0-0-1], [B:0-0-2,0-10-6]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.25
0.16
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.02
0.03
0.00
0.00
loc)
B-D
B-D
B
l/defl
999
999
n/a
L/d
360
240
n/a
240
PLATES
MT20
Weight: 17 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 DF Stud/Std
WEDGE
Left: 2x4 DF Stud/Std
BRACING-
TOP CHORD Sheathed or 4-5-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)B=316/0-3-0 (min. 0-1-8), D=189/0-1-8 (min. 0-1-8)
Max Horz B=80(LC 4)
Max UpliftB=-90(LC 4), D=-60(LC 8)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 20.0psf 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.
4) Bearing at joint(s) D considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, D.
7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
16-032048
Truss
M3
Truss Type
Monopitch Supported Gable
Qty
4
Ply
1
KARTCHNER HOMES - FS1B3 SHACKETT
Job Reference (optional)
Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Wed Mar 30 00:30:16 2016 Page 1BMC (IDAHO FALLS), IDAHO FALLS, ID 83402
ID:LsfmDldJz4t6ytCleNRdsizVv57-BQj?amTurzazoOu2_yuIbXx7x1R_rlbjIg6UnazVuk5
Scale = 1:10.2
T1
W1
B1A
B
C
D
1.5x4
3x4
1.5x4
1-0-0
1-0-0
2-0-0
2-0-0
0-
6
3
1-
6
3
1-
9
1
5
1-
2
1
1
0-
3
8
1-
6
3
6.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
35.0
7.0
0.0 *
7.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2012/TPI2007
CSI.
TC
BC
WB
Matrix)
0.07
0.02
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.00
0.00
0.00
0.00
loc)
B
B-D
B
l/defl
999
999
n/a
L/d
360
240
n/a
240
PLATES
MT20
Weight: 8 lb FT = 20%
GRIP
220/195
LUMBER-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 DF Stud/Std
BRACING-
TOP CHORD Sheathed or 2-0-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)B=211/0-5-8 (min. 0-1-8), D=60/0-1-8 (min. 0-1-8)
Max Horz B=58(LC 8)
Max UpliftB=-47(LC 8), D=-26(LC 8)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever 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 Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
3) Gable studs spaced at 2-0-0 oc.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6) Bearing at joint(s) D considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, D.
9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Structural Design
801) 876-3501
Structural Calculations
FS1B3
Ashland
Block # 3 Lot #1 Founders Square
Rexburg, ID
Prepared For:
Kartchner Homes
601 W. 1700 S. Bldg B
Logan Utah 84321
435.755.9530
April 1, 2016
Structural Calculations
April 1, 2016
For: Kartchner Homes
Plan #: FS1B3
Location: block #3 lot #1 Founders Square
From: York Engineering Inc.
2329 W. Spring Hollow Rd.
Morgan, Utah 84050 (801) 876-3501
Design Criteria 2012 IRC:
RoofLoad;
Roof Live Load (PSF) 40
Dead Load (PSF) 15
FloorLoad;
Live Load (PSF) 40
Dead Load (PSF) 10
Seismic Zone:D
Wind Speed: 115 mph ult. (90 mph basic) Exposure C or
130 mph ult. (100 mph basic) Exposure B
Material Properties & Assumptions
Concrete (fc'): 3000 psi(found.) to 4000 psi (susp. slab)
Concrete Reinforcement: ASTM A615 Grade 60 & Grade 40
Site Conditions: Dry & Stable granular based, 1500 PSF Bearing Capacity, Granular Based
Backfill (KH=35 pcf),Slope not to exceed 20%, Setback from slopes is minimum of 25'
Dimensional Lumber: Hem or Doug Fir #2 & BTR
Steel: ASTM A36
Use Simpson straps and tie downs, and meet nailing, reinforcement and other structural
requirements as noted on the drawing and within the pages of this document. These structural
calculations are based on conditions and assumptions listed above. If the conditions listed herein
are not met or are different it shall be brought to the attention of the engineer. Roof Truss and
beam system to be engineered by the supplier. This engineering assumes that the building site is
dry and stable, a high water table or adverse soils such as plastic clays, fills etc. could cause
future flooding, settlement, site instability, or other adverse conditions. Verification of and
liability for the soil bearing pressure, site stability, and all other site conditions, including site
engineering as required, is the responsibility of others. These calculations and engineering are for
the new building structure only and do not provide any engineering analysis of or
liability/warranty for the non-structural portions of the building, or the site itself. York
Engineering Inc. does not assume the role of “Registered Design Professional in Responsible
Charge” on this project. The purpose of these calculations and engineering is to help reduce
structural damage and loss of life due to seismic activity and/or high wind conditions. The
contractor shall verify all conditions, dimensions and structural details of the drawing.
All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. Block all
horizontal edges 1 ½" nominal or wider. Sheathing shall extend continuous from floor to top
plate and be nailed at least 4" O.C. along sill plate. Nails shall be placed not less than ½" from
edge of panel and driven flush but shall not fracture the surface of the sheathing. Extend
sheathing over gable end to wall joints & over rim joist between floors and nail to rim and wall
plates 6" O.C.
The following general requirements shall be followed during construction:
1. Contractor to verify all dimensions, spans, & conditions and notify engineer of any errors,
omissions, or discrepancies prior to construction.
2. Use Simpson A35 ties each cantilevered joist to sill or top plate.
3. Use Simpson H1, H2.5 or equiv. ties each end of each truss.
4. Use 1/2" x 10" J bolts 32" O.C. all foundation walls up to 8'. Use 5/8" bolts with all walls over
8' high. Use 3" x 3" x 1/4" washers
5. If discrepancies are found, the more stringent specification shall be followed.
6. All multiple beams and headers to be nailed using 16d two rows 12" O.C.
7. Contractor shall assure that all materials are used per manufactures recommendations.
8. Site engineering and liability shall be provided by the owner/builder as required.
9. Connect beams & headers over 6 ft., to trimmers with appropriate connectors/hangers.
10. Contractor shall assure that footings are properly drained and that soil is dry and that footings
rest on undisturbed native soil and that building horizontal clearance from footings to adjacent
slopes be a minimum of 25 feet and that the intent of IRC section R403.1.7.2 is met. If set back
requirements of R403.1.7.2 cannot be met then contact engineer for further design requirements.
10.The contractor shall conform to all building codes and practices as per the 2012 IRC.
11. Use balloon framing method when connecting floors in split level designs.
12. Nail all shear walls to floor joist using 2: 16d 16" O.C. Add additional floor joist as reqd.
13. Provide joist and rafter hangers as per manufacturers’ specifications.
14. Foundation steps shall not exceed 4 feet or ½ the horizontal distance between steps. Horz.
re-bar shall be 12" O.C. through step downs and extend 48" either side of step
15.If garage return walls are less than 32" wide then extend headers across return walls with 2
king studs on either end extending from the top of the header to the bottom plate or install (2)
MST 36 straps each end of header extend across wing walls.
16. Use a minimum of 2-9 ½" LVLs for all headers carrying girder loads.
17. Use 1 1/8" wide timberstrand or equiv. for all rim joist
18. Provide solid blocking through structure down to footing for all load paths.
19. Builder shall follow all recommendations found in all applicable Geotechnical reports.
20. Stacking of two sill plates is permitted with 5/8" J-bolts through both plates. Stacking more
than two plates is not permitted without special engineering
21. Minimum strength requires 2,500 PSI concrete; however, as per IRC 402.2 3,000 PSI
concrete shall be used.
Plan:Ashland
Date:2 December 2015
Location:FS1B3
Footing Calculations (Utah)back front left right interior
Concrete Specs
Density (pcf) 150 150 150 150 150
Strength (psi) 2500 2500 2500 2500 2500
Clear Cover Thickness (in) 3 3 3 3 3
Foundation
Height Above Grade (ft) 0.67 0.67 0.67 0.67 0.08
Height Above Grade (in)88881
Wall Thickness (ft) 0.67 0.67 0.67 0.67 0.67
Thickness (in)88888
Weight (kips/lft) 0.07 0.07 0.07 0.07 0.01
Footing Specs
Width (ft) 1.67 1.67 1.67 1.67 1.33
Width (in)20 20 20 20 16
Height (ft) 0.83 0.83 0.83 0.83 0.83
Height (in)10 10 10 10 10
Weight (kips/lft) 0.21 0.21 0.21 0.21 0.17
Area per lft 1.67 1.67 1.67 1.67 1.33
Soil Specs
Density (pcf) 125 125 125 125 125
Soil Pressure (psf) 1500 1500 1500 1500 1500
Weight (kips/lft) 0.04 0.04 0.04 0.04 0.00
Building Loads
Roof span 40 45 10 10 0
Roof (kips/lft) 1.10 1.24 0.28 0.28 0.00
Wall Height (ft)18 18 18 18 18
Wall Load (kips/lft) 0.36 0.36 0.36 0.36 0.27
Floor span 17 19 4 4 32
Floor Loads (kips/lft) 0.43 0.48 0.10 0.10 0.80
Total (kips.lft) 1.89 2.07 0.74 0.74 1.07
Calculations
Total Weight on Soil (kips)2.16 2.35 1.01 1.01 1.25
Soil Load (ksf) 1.30 1.41 0.61 0.61 0.93
Required Footing Width (in)20 20 20 20 16
Required Footing Depth (in)10 10 10 10 10
Plan:Ashland
Date:2 December 2015
Location:FS1B3
Seismic Calculations
Loading Summary
Floor Dead Load (psf) 10
Floor Live Load(psf) 40
Walls (Ext)(psf) 20 Roof LL(psf)40
Walls (Int)(psf) 10 Roof DL(psf) 15
Roof Dead Load(psf) 15
Roof Slope 6 /12
Exterior combination
Snow Load Reduction Seismic Paramaters
Slope 26.56 V=Cs*W/1.4
Snow 40.00 Fa= 1 Table 11.4-1
Pitch over 20 R= 6.5 table 1617.6
Rs Ss= 1.772
Reduction Sms= 1.77 eq. 16-16
L.L.- Reduction 40.00 Sds= 1.18 eq 16-18
Total Load 55.00 Cs= 0.218 per eq. 16-49
Adj. Factor 1.4
Cs= 0.1556
Roof Length W(psf) Lb/ft Width W(lb)
48 23 1104 55 37720
roof wall 6480
Total Mass Tributary to Roof Levels = 44200
Shear (V)(lbs) Roof Levels = 6879
Floor 2 Length W(psf) lb/ft Width W(lb)
41 10 410 40 38230
wall height 8 15750
Total Mass Tributary to Floor 2= 53980
Shear (V)(lbs) Floor Levels = 8401
Floor 1 Length W(psf) lb/ft Width W(lb)
48 10 480 55 11130
wall height 9 11330
Total Mass Tributary to Floor 1= 22460
Shear (V)(lbs) Floor Levels = 3495
Floor 1 Lateral Force 0
Floor 2 Lateral Force 8401
Roof Lateral Force 6879
Total Seismic Mass =120640
Total Lateral Force =15279
Seismic Force Distribution
Roof Sections ***H(x)W(x) kip W(x)H(x)% Force Total Sheer F
Roof 21.8 44 961 66.43%10.149924Floor11.0 0 0 0.00%15.279207
Floor 2 8.0 54 486 33.57%15.279207
Totals 98 14471V/sum(Wi*Hi) =0.01056 Total Shear (lbs) =15279
Basement Sheer Wall F(total)Length
Total Load (kips)15.3 Shear Wall Load (plf)
right side 7.6 10 Not Applicable
left side 7.6 10 Not Applicable
front 7.6 10 Not Applicable
back 7.6 10 Not Applicable
Floor 1 Sheer Wall F(total)Length
Total Load (kips)15.3 Shear Wall Load (plf)
right side 7.6 34 225
left side 7.6 22 347
front 7.6 16.4 466
back 7.6 27 283
Floor 2 Sheer Wall F(total)Length
Total Load (kips)10.1 Shear Wall Load (plf)
right side 5.1 31 164
left side 5.1 20 254
front 5.1 14 362
back 5.1 24 211
2400 lbs < Wind
2383 lbs < Seismic
40 lb/ft 2ft 412 lb/ft 10 lb/ft Bolts 1/2 in
Spacing 32 in
1237 lbs 1237 lbs Capacity 281.25 lbs/ft
F.S.1.53
340 lb/ft 5ft 340 lb/ft Tension 1154.8 lbs
stud 2X6
9 ft stress 146.6 psi
width 6 ft Ft 525 psi
F't 840 psi
F.S.5.73
40 lb/ft 2ft 412 lb/ft 10 lb/ft
Tie Down STHD10
Location Corner
3.25 ft wall length 13.0 ft 3.75 ft F.S.1.78
Window CS16
1650 lbs 1650 lbs connection Nails
F.S.1.38
left 100.0%
right 100.0%
SW-2 450 lbs/ft
3" edge nailing & 12"field nailing
w/ reduction 450.0 lbs/ft
Seismic F.S.1.09
Front Flex Main
Force Transfer
to
p
d
i
s
t
op
e
n
in
g
h
e
ig
h
wall height
bo
t
to
m
d
i
s
t
Aspect ratio
Shear Wall selection
2200 lbs < Wind
2198 lbs < Seismic
156 lb/ft 1ft 510 lb/ft 156 lb/ft Bolts -in
Spacing -in
1529 lbs 1529 lbs Capacity lbs/ft
F.S.
400 lb/ft 5ft 400 lb/ft Tension 1070.3 lbs
stud 2X6
8 ft stress 135.9 psi
width 6 ft Ft 525 psi
F't 840 psi
F.S.6.18
156 lb/ft 2ft 510 lb/ft 156 lb/ft
Tie Down MST37
Location Inter-floor
2.75 ft wall length 11.5 ft 2.75 ft F.S.1.52
Window CS16
1529 lbs 1529 lbs connection Nails
F.S.1.12
left 100.0%
right 100.0%
SW-3 585 lbs/ft
2" edge nailing & 12"field nailing
w/ reduction 585.0 lbs/ft
Seismic F.S.1.15
Front Flex Upper Elev A,C,E)
Force Transfer
to
p
d
i
s
t
op
e
n
in
g
h
e
ig
h
wall height
bo
t
to
m
d
i
s
t
Aspect ratio
Shear Wall selection
1500 lbs Wind Bolts 1/2 in
1454 lbs Seismic Spacing 32 in
Capacity 281.25 lbs/ft
F.S.3.09
Tension 572.5 lbs
stud 2X6
stress 72.7 psi
Ft 525 psi
182 lb/ft 3 ft 182 lb/ft F't 840 psi
F.S.11.55
9 ft Tie Down STHD14
width 8 ft Location Corner
F.S.2.33
left 88.89%
right 88.89%
4 ft wall length 16.0 ft 4 ft Perforated Shear wall reduction
3
50.00%
1636 lbs 1636 lbs 1.00
PLR 240 lbs/ft
6" edge nailing & 12"field nailing
w/ reduction 213.3 lbs/ft
Seismic F.S.1.17
Wind F.S.1.79
Maximum o
h/3
0.33
wall height
Aspect ratio
opening height
sheathing
op
e
n
in
g
h
e
i
g
h
A
Perforated Shear Wall
Co
Shear Wall selection
Wall Height,h
Plan:Ashland
Date:2 December 2015
Location:FS1B3
Wind Loading Calculations using Main Windforce-Resisting System (MWFRS)
Longitudinal Direction
Wind Design Coefficients
P=wind load*exp coeff*Iw
P=Design Pressure
Horizontal Wind Load From Figure 28.6-1
Wall Load (psf)=
end zone (A) 26.3
interior zone (C) 19.1
Roof Load (psf)=
end zone (B) 4.2
interior zone (D) 4.3
Vertical Wind Load from figure 28.6-1
Roof Load (psf)=
end zone windward (E) -11.7
end zone leeward (F) -15.9
interior zone windward (G) -8.5
interior zone leeward (H) -12.8
Exposure Coefficient from figure 28.6-1 1.29
Apply Load combination factor (ASCE 7-10 2.4.1 0.6
Wind Speed =115 Roof Height 9.50
Exposure C Mean roof He17
Truss Span 38
Wind Load co 0.6
Roof Slope =6 /12
Roof Angle (deg)=26.56 Sine = 0.4472
Minimum Pressure
P=wind load*exp coeff*Iw Adjusted
horizontal wall interior 14.78 14.78
horizontal wall end zone 20.36 20.36
horizontal roof interior 3.33 10.00
horizontal roof end zone 3.25 10.00
vertical end zone windward -9.06 0.00
vertical end zone leeward -12.31 0.00
vertical interior zone windward -6.58 0.00
vertical interior zone leeward -9.91 0.00
4*Hmean 8.7
1*base 4.8
End Zone Width (ft) 4.8 2nd storyEnd Zone Width (ft) 4.8
Interior Zone Width (ft) 45.4 2nd StoryInterior Zone Width (ft)30.4
Gable Roof Load Width Height Wind Load Force (lbs)
End 4.8 2.3 20.36 225
Interior 45.4 3.60 14.78 3961
Sum = 4185.56
Area Wind Load Force (lbs)
Hip Roof Load End 522.5 10.00 5225
Interior 0 10.00 0
Total 5225
2nd Stor
Wall Load Width Height Wind Load Force (lb/ft) Force (lb/f
End 4.8 1.0 20.36 195 195.42
Interior 45.4 1.00 14.78 671 449.42
Sum = 866.586 644.83
Vertical Force Width length Wind Load Force (lbs)
end zone windward 5 21.60 FALSE 0
leeward 5 21.60 FALSE 0
interior zone windward 45 21.60 FALSE 0
leeward 45 21.60 FALSE 0
Floor 2 Diaphragm Shear Shear Wall Loads (plf)
Total Shear (lbs)10384
Front Wall Length 14 371
Back Wall Length 24 216
Floor 1 Diaphragm Shear Shear Wall Loads (plf)
Total Shear (lbs)19957
Front Wall Length 16 608
Back Wall Length 27 370
basement Diaphragm Shear Shear Wall Loads (plf)
Total Shear (lbs)20824
Front Wall Length 10 Not Applicable
Back Wall Length 10 Not Applicable
Critical Wall Length (ft)=
Front Wall Dead Load (plf)= 0 Total 18296
Front Wall Critical Length (ft)= -62 Total (plf)89
Back Wall Dead Load (plf)= 0
Back Wall Critical Length (ft)= -37
Plan:Ashland
Date:2 December 2015
Location:FS1B3
Wind Loading Calculations using Main Windforce-Resisting System (MWFRS)
Transverse Direction
Wind Design Coefficients
P=wind load*exp coeff*Iw
P=Design Pressure
Horizontal Wind Load From Figure 28.6-1
Wall Load (psf)=
end zone (A) 26.3
interior zone (C) 19.1
Roof Load (psf)=
end zone (B) 4.2
interior zone (D) 4.3
Vertical Wind Load from figure 28.6-1
Roof Load (psf)=
end zone windward (E) -11.7
end zone leeward (F) -15.9
interior zone windward (G) -8.5
interior zone leeward (H) -12.8
Exposure Coefficient from figure 28.6-1 1.29
Apply Load combination factor (ASCE 7-10 2.4.1 0.6
Wind Speed =115 Roof Height 9.5
Exposure C Wall Height 17
Truss Span 38
Roof Slope =6 /12
Roof Angle (deg)=26.56 Sine = 0.4472
Minimum Pressure
P=wind load*exp coeff*Iw Adjusted
horizontal wall interior 14.78 14.78
horizontal wall end zone 20.36 20.36
horizontal roof interior 3.33 10.00
horizontal roof end zone 3.25 10.00
vertical end zone windward -9.06 0.00
vertical end zone leeward -12.31 0.00
vertical interior zone windward -6.58 0.00
vertical interior zone leeward -9.91 0.00
End Zone Width (ft)4.8 2nd storyEnd Zone Width (ft)4.8
Interior Zone Width (ft)38.4 2nd StoryInterior Zone Width (ft)31.4
Gable Roof Load Width Height Wind Load Force (lbs)
End 4.8 2.3 20.36 225
Interior 38.4 3.60 14.78 3350
Sum = 3574.895
Area
Hip Roof Load End 456 10.00 4560
Interior 0 10.00 0
Total 4560
2nd Story
Wall Load Width Height Wind Load Force (lbs)
End 4.8 1.0 20.36 195 195.41952
Interior 38.4 1.00 14.78 568 464.19876
Sum = 763.1021 659.61828
Vertical Force Width length Wind Load Force (lbs)
end zone windward 5 55.10 FALSE 0
leeward 5 55.10 FALSE 0
interior zone windward 38 55.10 FALSE 0
leeward 38 55.10 FALSE 0
Floor 2 Diaphragm Shear Shear Wall Loads (plf)
Total Shear (lbs)9837
Left Wall Length 20 246
Right Wall Length 31 159
Floor 1 Diaphragm Shear Shear Wall Loads (plf)
Total Shear (lbs)17533
Left Wall Length 22 398
Right Wall Length 34 258
basement Diaphragm Shear Shear Wall Loads (plf)
Total Shear (lbs)18296
Left Wall Length 10 Not Applicable
Right Wall Length 10 Not Applicable
Critical Wall Length (ft)=
Left Wall Dead Load (plf)=0 Total 20824
Left Wall Critical Length (ft)=-43 Total (plf)84
Right Wall Dead Load (plf)=0
Right Wall Critical Length (ft)=-28
Plan:Ashland
Date:2 December 2015
Location:FS1B3
RB-1 RB-2 RB-3 RB-5 RB-6 RB-9 UFB-2 UFB-3
Grade LVL Sawn Sawn Sawn Sawn Sawn Sawn LVL
Load Parameters Elev B,C,E
Floor Live Load(psf) 40 40 40 40 40 40 40 40
Floor Total Load(psf) 50 50 50 50 50 50 50 50
Floor 1 Span(ft)0000002014
Total Floor Load(plf)000000500350
Wall Height (ft)20030090
Wall Weight (psf) 20 20 20 20 20 20 20 20
Wall Load(plf)40 0 0 60 0 0 180 0
Roof LL (psf) 40 40 40 40 40 40 40 40
Total Roof Load(psf) 55 55 55 55 55 55 55 55
Roof Span(ft)7 7 39 4 10 40 6 4
Total Roof Load(plf) 193 193 1073 110 275 1100 165 110
Beam Weight (plf) 12.1 5.6 5.6 5.6 5.6 5.6 5.6 9.6
Live Load (plf) 140 140 780 80 200 800 520 360
Total Load (plf) 245 198 1078 176 281 1106 851 470
Reactions & Moment
Duration Increase 11111111
Beam Span(ft) 1610466436
Reaction 1 (lb) 1956 990 2156 527 842 2211 1276 1409
Reaction 2 (lb) 1956 990 2156 527 842 2211 1276 1409
Max Moment FtLb 7826 2476 2156 790 1262 2211 957 2113
Max Shear Lb 1956 990 2156 527 842 2211 1276 1409
Determine Beam Size
Depth Estimate (in)11.88 9.25 9.25 9.25 9.25 9.25 9.25 9.50
Width Estimate (in)3.50 3.00 3.00 3.00 3.00 3.00 3.00 3.50
Cv= 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Cf = 1.00 1.10 1.10 1.10 1.10 1.10 1.10 1.00
Area = 41.58 27.75 27.75 27.75 27.75 27.75 27.75 33.25
Momemt of Inertia I = 489 198 198 198 198 198 198 250
Maximum Bend Stress = 1141 694 605 222 354 620 268 482
Allowable bend Stress 2604 935 935 935 935 935 935 2684
Allowable Moment 17862 3333 3333 3333 3333 3333 3333 11775
Factor Of Safety = 2.28 1.35 1.55 4.22 2.64 1.51 3.48 5.57
Allowable Sheer Stress 285 165 165 165 165 165 165 285
Max Shear Cap (lbs) = 7900 3053 3053 3053 3053 3053 3053 6318
Factor Of Safety = 4.04 3.08 1.42 5.80 3.63 1.38 2.39 4.48
Bearing Required = 0.75 0.82 1.77 0.43 0.69 1.82 1.05 0.54
E (psi) 2000000 1300000 1300000 1300000 1300000 1300000 1300000 2000000
Deflection LL (in) 0.21 0.12 0.02 0.01 0.02 0.02 0.00 0.02
LLoad Def. Limit L/ 360 360 360 360 360 360 360 360
Allowable Deflection (in) 0.53 0.33 0.13 0.20 0.20 0.13 0.10 0.20
LL Deflection F/S 2.53 2.72 7.63 22.05 8.82 7.44 27.14 9.53
Deflection TL (in) 0.37 0.17 0.02 0.02 0.03 0.02 0.01 0.03
TLoad Def. Limit L/ 240 240 240 240 240 240 240 240
Allowable Deflection (in) 0.8 0.5 0.2 0.3 0.3 0.2 0.15 0.3
TL Deflection F/S 2.17 2.89 8.28 15.07 9.43 8.08 24.89 10.96
LVL Sawn Sawn Sawn Sawn Sawn Sawn LVL
Selection 2: 11 7/8" 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 2 x 10 2: 9 ½"
Plan:Ashland
Date:2 December 2015
Location:FS1B3
UFB-4 UFB-6 UFB-7 UFB-8 UFB-9 UFB-10 UFB-12 UFB-13 MFB-1
Grade Sawn LVL LVL Sawn LVL LVL Sawn Sawn LVL
Load Parameters All Elev (w/o gird opt "D")
Floor Live Load(psf) 40 40 40 40 40 40 40 40 40
Floor Total Load(psf) 50 50 50 50 50 50 50 50 50
Floor 1 Span(ft)221383910 2391026
Total Floor Load(plf) 50 525 950 975 250 50 975 250 650
Wall Height (ft)990009090
Wall Weight (psf) 20 20 20 20 20 20 20 20 20
Wall Load(plf)180 180 0 0 0 180 0 180 0
Roof LL (psf) 40 40 40 40 40 40 40 40 40
Total Roof Load(psf) 55 55 55 55 55 55 55 55 55
Roof Span(ft)10 39 0 0 0 10 0 10 0
Total Roof Load(plf) 275 1073 0 0 0 275 0 275 0
Beam Weight (plf) 5.6 9.6 9.6 5.6 6.9 21.3 5.6 5.6 7.4
Live Load (plf) 240 1200 760 780 200 240 780 400 520
Total Load (plf) 511 1787 960 981 257 526 981 711 657
Reactions & Moment
Duration Increase 111111111
Beam Span(ft) 4 6.5 7.5 3 5 16.5 5 5 6.5
Reaction 1 (lb) 1021 5808 3599 1471 642 4342 2451 1776 2136
Reaction 2 (lb) 1021 5808 3599 1471 642 4342 2451 1776 2136
Max Moment FtLb 1021 9438 6747 1103 803 17911 3064 2220 3472
Max Shear Lb 1021 5808 3599 1471 642 4342 2451 1776 2136
Determine Beam Size
Depth Estimate (in)9.25 9.50 9.50 9.25 14.00 14.00 9.25 9.25 7.25
Width Estimate (in)3.00 3.50 3.50 3.00 1.70 5.25 3.00 3.00 3.50
Cv= 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Cf = 1.10 1.00 1.00 1.10 1.00 1.00 1.10 1.10 1.00
Area = 27.75 33.25 33.25 27.75 23.80 73.50 27.75 27.75 25.38
Momemt of Inertia I = 198 250 250 198 389 1201 198 198 111
Maximum Bend Stress = 286 2151 1538 309 173 1253 860 623 1359
Allowable bend Stress 935 2684 2684 935 2546 2546 935 935 2784
Allowable Moment 3333 11775 11775 3333 11783 36387 3333 3333 7115
Factor Of Safety = 3.26 1.25 1.75 3.02 14.68 2.03 1.09 1.50 2.05
Allowable Sheer Stress 165 285 285 165 285 285 165 165 285
Max Shear Cap (lbs) = 3053 6318 6318 3053 4522 13965 3053 3053 4821
Factor Of Safety = 2.99 1.09 1.76 2.08 7.04 3.22 1.25 1.72 2.26
Bearing Required = 0.84 2.21 1.37 1.21 0.50 1.10 2.02 1.46 0.81
E (psi) 1300000 2000000 2000000 1300000 2000000 2000000 1300000 1300000 2000000
Deflection LL (in) 0.01 0.10 0.11 0.01 0.00 0.17 0.04 0.02 0.09
LLoad Def. Limit L/ 360 360 360 360 360 360 360 360 360
Allowable Deflection (in) 0.13 0.22 0.25 0.10 0.17 0.55 0.17 0.17 0.22
LL Deflection F/S 24.81 2.25 2.31 18.09 46.07 3.30 3.91 7.62 2.31
Deflection TL (in) 0.01 0.14 0.14 0.01 0.00 0.37 0.05 0.04 0.12
TLoad Def. Limit L/ 240 240 240 240 240 240 240 240 240
Allowable Deflection (in) 0.2 0.325 0.375 0.15 0.25 0.825 0.25 0.25 0.325
TL Deflection F/S 17.49 2.26 2.75 21.59 53.80 2.26 4.66 6.44 2.74
Sawn LVL LVL Sawn LVL LVL Sawn Sawn LVL
Selection 2: 2 x 10 2: 9 ½" 2: 9 ½" 2: 2 x 10 1: 14" 3: 14" 2: 2 x 10 2: 2 x 10 2: 7 1/4"
Plan:Ashland
Date:2 December 2015
Location:FS1B3
MFB-2 MFB-4
Grade Sawn LVL
Load Parameters
Floor Live Load(psf) 40 40
Floor Total Load(psf) 50 50
Floor 1 Span(ft)20 20
Total Floor Load(plf) 500 500
Wall Height (ft) 0 0
Wall Weight (psf) 20 20
Wall Load(plf)00
Roof LL (psf) 40 40
Total Roof Load(psf) 55 55
Roof Span(ft)07
Total Roof Load(plf) 0 193
Beam Weight (plf) 4.4 6.0
Live Load (plf) 400 540
Total Load (plf) 504 699
Reactions & Moment
Duration Increase 1 1
Beam Span(ft) 2.5 6
Reaction 1 (lb) 630 2096
Reaction 2 (lb) 630 2096
Max Moment FtLb 394 3143
Max Shear Lb 630 2096
Determine Beam Size
Depth Estimate (in)7.25 11.88
Width Estimate (in)3.00 1.75
Cv= 1.00 1.00
Cf = 1.20 1.00
Area = 21.75 20.79
Momemt of Inertia I = 95 245
Maximum Bend Stress = 180 916
Allowable bend Stress 1020 2604
Allowable Moment 2234 8931
Factor Of Safety = 5.67 2.84
Allowable Sheer Stress 180 285
Max Shear Cap (lbs) = 2610 3950
Factor Of Safety = 4.14 1.88
Bearing Required = 0.52 1.60
E (psi) 1300000 2000000
Deflection LL (in) 0.00 0.03
LLoad Def. Limit L/ 360 360
Allowable Deflection (in) 0.08 0.20
LL Deflection F/S 29.36 6.21
Deflection TL (in) 0.00 0.04
TLoad Def. Limit L/ 240 240
Allowable Deflection (in) 0.125 0.3
TL Deflection F/S 34.92 7.20
Sawn LVL
Selection 2: 2 x 8 1: 11 7/8"
Plan:Ashland
Date:2 December 2015
Location:FS1B3
TJI Joist 210 210
Span (ft)22 17
Depth 14 11.88
Load Parameters
Floor Dead Load 10 10
Floor Live Load 40 40
Total Floor Load 50 50
Simple Span Joist
Duration Increase 1 1
Joist Span(ft) 22 17
Joist Spacing 16 19.2
Joist Weight (plf) 3.1 2.8
Joist Loading (plf) 70 83
Max Reaction (lbs) 767 704
Max Moment (FtLb/lf) 4221 2991
Max Shear Lb 767 704
Determine Joist Size
Depth 14" 11 7/8"
Max Moment 100% (ft-lbs) = 4490 3795
F. S. for moment =1.06 1.27
Max Shear 100% (lbs) = 1945 1655
F. S. for shear =2.53 2.35
Bearing Required (in.)= 2.00 2.00
Live Load (L/360) = 0.73 0.57
Total Load (L/240) = 1.10 0.85
EI x 10^6 (lb-in^2) 462 315
Live Load Deflection (in) 0.66 0.42
Total Load Deflection (in) 0.86 0.55
Live Load F of S 1.12 1.34
Total Load F of S 1.28 1.55
Selection 14" 210's @ 16" o.c1 7/8" 210's @ 19.2" o.c
Plan:Ashland
Date:2 December 2015
Location:FS1B3
BCI JOISTS 6000 6000
Span (ft)22 17
Depth 16 11.88
Load Parameters
Floor Dead Load 10 10
Floor Live Load 40 40
Total Floor Load 50 50
Simple Span Joist
Duration Increase 1 1
Joist Span(ft) 22 17
Joist Spacing 16 19.2
Joist Weight (plf) 2.7 2.5
Joist Loading (plf) 69 83
Max Reaction (lbs) 763 701
Max Moment (FtLb/lf) 4197 2980
Max Shear Lb 763 701
Determine Joist Size
Depth = 16" 11 7/8"
Max Moment 100% (ft-lbs) = 4350 3670
F. S. for moment =1.04 1.23
Max Shear 100% (lbs) = 1175 1175
F. S. for shear =1.54 1.68
Live Load (L/360) = 0.73 0.57
Total Load (L/240) = 1.10 0.85
EI x 10^6 (lb-in^2) 445 305
K x 10^6 (lbs) 8 6
Live Load Deflection (in) 0.67 0.43
Total Load Deflection (in) 0.87 0.56
Live Load F of S 1.09 1.31
Total Load F of S 1.26 1.53
Selection 16" 6000 @ 16''1 7/8" 6000 @ 19.2''
Plan : Ashland
Date : 2 December 2015
Location : FS1B3 Glue Lamb Beam
Micro-Lam Beam RB-4 RB-7 RB-14 UFB-5 MFB-3 UFB-1
Uniform Loads Elev B, C, E Elev B, C, E Elev B, C, E Elev A, B, C, E
Uniform Floor Span (ft)000188 19
Total Uniform Floor Load (plf) 0 0 0 450 200 475
Wall Height (ft)00090 0
Wall Weight (psf)20 20 20 20 20 20
Wall Load (plf) 0 0 0 180 0 0
Uniform Roof Span (ft)00800 4
Total Uniform Roof Load (plf) 0 0 220 0 0 110
Point Loads
1 Distance from Left (ft)22012 2
1 Point Live Load (lb)0 0 0 2394 0 0
1 Point Dead Load (lb)0005980 0
2 Distance from Left (ft)3.5 3.5 2.5 7 7 7
2 Point Live Load (lb)3000 3200 509 3527 0 0
2 Point Dead Load (lb)1125 1200 191 1322 0 0
Partialy Uniform Loads
1 Uniform Span (ft)000413 2
1 Live Load (plf) 0 0 0 80 260 40
1 Dead Load (plf) 0 0 0 20 65 10
1 Distance of left side (ft)11070 0
1 Distance of right side (ft)6 6 0 10 2.5 12.5
2 Uniform Span (ft)38.5 41 0 39 0 2
2 Live Load (plf) 770 820 0 780 0 40
2 Dead Load (plf) 288.75 307.5 0 292.5 0 175
2 Distance of left side (ft)3.50078 12.5
2 Distance of right side (ft)6 3.5 0 10 10 23
Tapered Load
Tapered load left (plf)220 275 0 0 0 0
Tapered load right (plf)358 110 0 0 0 0
Left Distance (ft)0 3.5 0 3.5 6 0
Right Distance (ft)3.59098 8
Beam Weight (plf)9.64 12.06 9.64 18.26 12.06 31.96
Reactions & Moment
Duration Increase 11111 1
Beam Span(ft) 6 9 8 10 6.5 23
Left Reaction (lb) 2992.1 6291.8 1399.8 7916.4 1345.4 8065.5
Right Reaction (lb) 4849.1 3221.7 1137.3 9924.7 845.4 9007.1
Max Moment FtLb 8778.8 15021.6 2812.8 21528.0 1678.6 48727.4
Max Mom dist from Left 3.5 3.5 3.0 7.0 2.5 12.1
Max Shear Lb 4849.1 6291.8 1399.8 9924.7 1345.4 9007.1
Max Shear Stress (psi) 145.8 151.3 42.1 157.6 32.4 68.4
Determine Size
Depth Estimate (in)9.50 11.88 9.50 11.88 11.88 19.5
Width Estimate (in)3.5 3.5 3.5 5.3 3.5 6.75
Cross Area (in^2) 33.25 41.58 33.25 62.96 41.58 131.63
Max Moment 100% = 11406.60 17837.82 11406.60 27011.56 17837.82 85556.25
Momemt of Inertia I = 250.07 489.03 250.07 740.53 489.03 4170.87
Factor Of Safety =1.30 1.19 4.06 1.25 10.63 1.76
Max Shear 100% = 218.76 226.98 63.15 236.44 48.54 102.64
Factor Of Safety =1.30 1.26 4.51 1.21 5.87 2.58
Bearing Required = 2.52 3.27 0.73 3.40 0.70 2.43
Load S 40.52 69.33 12.98 99.36 7.75 243.64
Beam S 52.65 82.33 52.65 124.67 82.33 427.78
S Factor of Safety 1.30 1.19 4.06 1.25 10.63 1.76
E (psi) 1900000 1900000 1900000 1900000 1900000 0.00
Deflection LL (in) 0.08 0.15 0.05 0.18 0.01 0.43
L/360 0.20 0.30 0.27 0.33 0.22 0.77
LL Deflection F of S 2.56 1.98 5.49 1.85 20.01 1.78
Deflection TL (in) 0.10 0.20 0.07 0.27 0.01 0.64
L/240 0.30 0.45 0.40 0.50 0.33 1.15
TL Deflection F of S 2.90 2.22 5.82 1.85 23.10 1.80
Selection 2: 9 1/2" 2: 11 7/8" 2: 9 1/2" 3: 11 7/8" 2: 11 7/8"6 3/4" x 19.5"
LVL LVL LVL LVL LVL GLB
SIDEWALKPARKSTRIP
BLOCK: 1
W
A
T
E
R
S
E
W
E
R
6807
KA
R
T
C
H
N
HO
M
E
S
1/
4
1
0
S
C
A
L
E
F
U
L
L
S
I
Z
E
2
4
x
3
6
P
A
P
E
R
1/
8
1
0
S
C
A
L
E
H
A
L
F
S
I
Z
E
1
1
x
1
7
P
A
P
E
R
4.
5
1
2
P
I
T
C
H
4.
5
1
2
P
I
T
C
H
6:
1
2
P
I
T
C
H
8:
1
2
PI
T
C
H
8:
1
2
PI
T
C
H
5:
1
2
PI
T
C
H
812PITCH
XXX
KA
R
T
C
H
N
HO
M
E
S
1/
4
1
0
S
C
A
L
E
F
U
L
L
S
I
Z
E
2
4
x
3
6
P
A
P
E
R
1/
8
1
0
S
C
A
L
E
H
A
L
F
S
I
Z
E
1
1
x
1
7
P
A
P
E
R
KA
R
T
C
H
N
HO
M
E
S
1/
4
1
0
S
C
A
L
E
F
U
L
L
S
I
Z
E
2
4
x
3
6
P
A
P
E
R
1/
8
1
0
S
C
A
L
E
H
A
L
F
S
I
Z
E
1
1
x
1
7
P
A
P
E
R
F-
2
0
F-
2
0
F20F20F20
F-
1
6
F-
1
6
F-
1
6
ST
HD
10
STHD10
F-
2
0
F20F20
F-
2
0
F-
2
0
F-
2
0
F-
2
0
F20F20F20F20
F-
1
6
F-
1
6
F-
1
6
STHD
14
ST
HD
10
R
J
STHD10RJ
F-
2
0
F20F20
F-
2
0
STH D10
STHD
10
R
J
STH D10
STH D10
F20
F-
2
0
F
2
0
F-
2
0
F-
2
0
STHD
14
STHD
14
STHD
14
STHD
14STHD
14
STHD
14STHD
14
F-
1
6
F-
1
6
F16 F16
3-
3
6
KA
R
T
C
H
N
HO
M
E
S
1/
4
1
0
S
C
A
L
E
F
U
L
L
S
I
Z
E
2
4
x
3
6
P
A
P
E
R
1/
8
1
0
S
C
A
L
E
H
A
L
F
S
I
Z
E
1
1
x
1
7
P
A
P
E
R
A
A
A
KA
R
T
C
H
N
HO
M
E
S
1/
4
1
0
S
C
A
L
E
F
U
L
L
S
I
Z
E
2
4
x
3
6
P
A
P
E
R
1/
8
1
0
S
C
A
L
E
H
A
L
F
S
I
Z
E
1
1
x
1
7
P
A
P
E
R
2031212412121037101710
4
J
4
16
O
C
6462
8'
9
1
1
6
2
J
8
DO
U
B
L
E
J
O
I
S
T
MF
B
1
MF
B
3
F
L
U
S
H
W/
J
O
IS
T
MF
B
2
TJ
I
1
1
7
8 "
2
1
0
MF
B
2
5
J
2
16
O
C
6J316OC
5
J
1
16
O
C
6
J
5
16
O
C
1
4
J
6
1
9
2
O
C
6
J
7
19
2
O
C
MF
B
1
MFB4FLUSHWITHJOIST
KA
R
T
C
H
N
HO
M
E
S
1/
4
1
0
S
C
A
L
E
F
U
L
L
S
I
Z
E
2
4
x
3
6
P
A
P
E
R
1/
8
1
0
S
C
A
L
E
H
A
L
F
S
I
Z
E
1
1
x
1
7
P
A
P
E
R
C
B
FF
A
D
C
D
SW
2
SW
3
SW
3
SW
2
SW
2
SW1SW1SW1SW1SW1
SW
2
SW
2
MST37
SW
2
S
W
2
MST37
GA
S
KA
R
T
C
H
N
HO
M
E
S
1/
4
1
0
S
C
A
L
E
F
U
L
L
S
I
Z
E
2
4
x
3
6
P
A
P
E
R
1/
8
1
0
S
C
A
L
E
H
A
L
F
S
I
Z
E
1
1
x
1
7
P
A
P
E
R
FB
1
F
L
U
S
H
FB
2
FB
3
FB
6
FB
2
FB
5
FB10FLUSHFB13FB4FB4
1
J
5
DO
U
B
L
E
JO
I
S
T
1311121643710390121710
FB
9
F
L
U
S
H
5"
7
J
1
19
2
O
C
1
5
J
3
19
2
O
C
7
J
4
19
2
O
C
J1J2J3J4J5
1
J
2
1
396
J2
1
11
1'
5
3
1
61'
7
3
1
6
1'
7
3
1
6
FB
7
FB9FLUSH
FB
8
FB
1
2
TJ
I
1
4
2
1
0
16
O
C
4
J
2
KA
R
T
C
H
N
HO
M
E
S
1/
4
1
0
S
C
A
L
E
F
U
L
L
S
I
Z
E
2
4
x
3
6
P
A
P
E
R
1/
8
1
0
S
C
A
L
E
H
A
L
F
S
I
Z
E
1
1
x
1
7
P
A
P
E
R
L
L
B
B
D
F
L
M
SW
1
SW
1
SW
1SW
2
SW
2
SW
1
SW
1
SW1SW1SW1SW1
SW
1
SW
3
SW
3
KA
R
T
C
H
N
HO
M
E
S
1/
4
1
0
S
C
A
L
E
F
U
L
L
S
I
Z
E
2
4
x
3
6
P
A
P
E
R
1/
8
1
0
S
C
A
L
E
H
A
L
F
S
I
Z
E
1
1
x
1
7
P
A
P
E
R
4.
5
1
2
P
I
T
C
H
4.
5
1
2
P
I
T
C
H
6:
1
2
P
I
T
C
H
812PITCH
8:
1
2
PI
T
C
H
8:
1
2
PI
T
C
H
5:
1
2
PI
T
C
H
812PITCH812PITCH
RB
1
RB
3
RB
9
RB
4
RB
4
RB
5
RB
5
RB
7
RB6RB14
RB
5
RB
2
RB14
KA
R
T
C
H
N
HO
M
E
S
1/
4
1
0
S
C
A
L
E
F
U
L
L
S
I
Z
E
2
4
x
3
6
P
A
P
E
R
1/
8
1
0
S
C
A
L
E
H
A
L
F
S
I
Z
E
1
1
x
1
7
P
A
P
E
R
GA
S
KA
R
T
C
H
N
HO
M
E
SNO
T
E
NO
T
E
NO
T
E
KA
R
T
C
H
N
HO
M
E
S
8
H
O
O
K
S
IS
L
A
N
D
C
RE
F
RA
N
G
E
HO
O
DB
MI
N
4
0
OP
E
N
I
N
ST
A
G
G
ST
A
G
G