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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