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LA206384 - 18310 Hamby Way Permit Pack
RESIDENTIAL BUILDING PERMIT APPLICATION CITY OF LAKEVILLE BUILDING INSPECTIONS DEPARTMENT 20195 HOLYOKE AVENUE LAKEVILLE, MN 55044 952-985-4440 Office Use Only __________________ Permit Number ___________________ Received By ___________________ Date Received ___________________ Fee Total SITE ADDRESS: MAILING ADDRESS: CITY: STATE: ZIP: JOB DESCRIPTION:__________________________________ MASTER PLAN: (Number or Address)____________________ LIST OTHER STRUCTURES ON PROPERTY:_______________________________________________________________ ESTIMATED VALUATION: PROPOSED START DATE: END DATE: (New Residential Only): LEGAL DESCRIPTION: LOT: _____ BLOCK: _____ SUBDIVISION: APPLICANT IS: RESIDENT OWNER CONTRACTOR EMAIL NEW MODEL HOME: YES NO (IF YES – ADMINISTRATIVE PERMIT REQUIRED) PLEASE FILL OUT THE FOLLOWING COMPLETELY (All Contractor information must be as listed on State License) RESIDENT OWNER NAME:_______________________________________________________________________________ HOME PHONE #:_____________________________ CELL PHONE:___________________________ GENERAL CONTRACTOR Homeowner Contractor CONTRACTOR:_______________________________________________________________________ LICENSE #:BC______________ LEAD CERTIFICATE#_______________ (PRE 1978 STRUCTURE) OFFICE PHONE #:_____________________________ CELL PHONE:___________________________ ADDRESS:____________________________ CITY:________________ ST:______ ZIP:____________ PLUMBING WORK Homeowner Contractor CONTRACTOR:__________________________________________LICENSE #: PM______________ OFFICE PHONE #:_____________________________ CELL PHONE:___________________________ ADDRESS:____________________________ CITY:________________ ST:______ ZIP:____________ MECHANICAL WORK Homeowner Contractor CONTRACTOR:________________________________________ _______________________________ OFFICE PHONE #:_____________________________ CELL PHONE:___________________________ ADDRESS:____________________________ CITY:________________ ST:______ ZIP:____________ BOND #:_______________________________________ EXPIRATION DATE____________________ SEWER/WATER CONTRACTOR New Construction Only NAME:________________________________________________ ______________________________ HOME PHONE _____________________________ CELL PHONE:______________________________ BOND #:_______________________________________ EXPIRATION DATE____________________ INTEREST EARNINGS ON THE ESCROW ACCOUNTS, IF ANY, ARE RETAINED BY THE CITY TO OFFSET THE ADMINISTRATIVE COSTS ASSOCIATED WITH PROCESSING THE ESCROW APPLICATION AND REFUND. I HEREBY APPLY FOR A BUILDING PERMIT AND I ACKNOWLEDGE THAT THE INFORMATION ABOVE IS COMPLETE AND ACCURATE; THAT THE WORK WILL BE IN CONFORMANCE WITH THE ORDINANCES AND CODES OF THE CITY AND WITH THE STATE BUILDING CODE, THAT I UNDERSTAND THIS IS NOT A PERMIT AND WORK IS NOT TO START WITHOUT A PERMIT AND THAT THE WORK WILL BE IN ACCORDANCE WITH THE APPROVED PLAN. NAME OF APPLICANT (Please Print)DATE APPLICANT’S SIGNATURE: www.lakevillemn.gov RESIDENTIAL BUILDING PERMIT APPLICATION PAGE 2 OFFICE USE ONLY BUILDING PERMIT TYPE REQUIRED INSPECTIONS SINGLE FAMILY DWELLING BUILDING DUPLEX AS BUILT TOWNHOUSE UNITS BUILDING FINAL DETACHED TOWN HOUSE UNIT DECK FOOTING CONDO FIREPLACE ACESSORY BUILDING FOOTING REROOF FOUNDATION RESIDE FRAMING PORCH FRAMING GARAGES INSULATION RES ADDN/REPAIR/RMDL DECK PORCH GARAGES LATH LOWER LEVEL FINISH LOWER LEVEL FINAL ADDITION OTHER FOUNDATION ONLY PORCH FOOTING MISCELLANEOUS POURED WALL DEMO SEPTIC TANK REMOVAL MOVED SITE MECHANICAL CITY BUILDING VALUATION: $AIR TEST FINAL BUILDING PERMIT FEES ROUGH-IN $PERMIT FEE PLUMBING $PLAN CHECK FINAL $SURCHARGE ROUGH-IN $METRO SAC METER SIZE $CITY WATER HOOKUP UNIT PRESSURE REDUCING VALVE $CITY SEWER HOOKUP UNIT SEWER/WATER $LANDSCAPE ESCROW SEWER/WATER $TREE ESCROW FINAL $MISC ESCROW STREET DRAINTILE $PLUMBING BUILDING INFORMATION $MECHANICAL TYPE OF CONSTRUCTION $SEWER WATER ZONING $OTHER CODE EDITION $TOTAL FIRE SUPPRESSION SYSTEM OCCUPANCY GROUP APPROVED BY: BUILDING INSPECTOR: Date: PLUMBING/MECHANICAL INSPECTOR: Date: COMMENTS: REFANOT USEDPRODUCTCBD5/4X6 CEMENT BD. TRIMREFMATERIAL LEGENDECEMENT BD. SIDINGPRODUCTGFHCEMENT BD. SHAKES5/4X8 CEMENT BD TRIMNOT USEDC.B. BOARD-N-BATTEN1X4 FREIZE BDThese plans, and the concept thereofor used without written consent. And may not be reproducedare the exclusive property of D.R. Horton Inc.,COPYRIGHT D.R. HORTON, INC. 2016C1.0X20860 KENBRIDGE COURT, SUITE 100LAKEVILLE, MN 55044 (952)985-7272A D.R. HORTON COMPANY-N.T.S.-TYPICAL CORNER DETAILHARDBOARD TRIMHARD BOARD SIDINGHARD BOARD SIDING2-SIDED OUTSIDE CORNER2-3/4" .96"3-1/2"SHEATHINGHDBD TRIMLIGHT FIXTURES1/2"=1'-0"BLOCKING AT7-1/4"12" 4"4" DIA. HOLEAT SHUTTERS ONLY1/2"=1'-0"TYPICAL WDW & DOOR TRIM6" TRIM5" TRIMAT FRONT ONLY1/2"=1'-0"TYPICAL WDW & DOOR TRIM6" TRIM6" TRIM1-1/2"4" TRIM 4" TRIMROOF PLAN1/8"=1'-0"AAAABBBB56' RIDGE VENT 4' RIDGE VENT 9.5:129.5:129.5:121'-4"1'-4"1'-0" 1'-7"1'-7"1'-0" 1'-0"1'-4"1'-0"1'-4"4:123'-0"6"CCCCDDDDSTEEL PANEL OVERHEAD DOORXXXXXADDRESS NUMBER1'-4"1'-2"HEEL 4'-0"390.0 SQ. FT. TOTAL FACING67.5 SQ. FT. STONE (17.31%)4:12 PITCH6'-0"129.5129.58" TRIMFBKT7x12x4FYPONAT ALL GABLES, OROSB SHEATHINGWHEREVER SHAKES& BOARD-N-BATTENMATERIAL IS USED18" BOARDSHUTTERS5'-0"HEARTLAND COTTAGE4'-0"RAIN DIVERTERD4'-0"2040 SH24" X 48"GFCPC#878: 6-3-2021-LLCUST:SPEC HOMEF403-C-4.0DOVERPC#842,850: 1-1-2021-LLPC#874: 4-23-2021-LL2x10 CAP2x10 BASE8x8 REALWOOD COLUMN4x4 REALWOODANGLED BRACKET8x8 REALWOOD COLUMN4x4 REALWOODANGLED BRACKET1'-9"1'-9"45°DETAIL1/4"=1'-0"PORCH COLUMNCENTER COLUMNSCORNER COLUMNS(OMIT OVER DOORWAYSAND ENTRANCES)30°CAULK TOP OFCOLLAR TO COLUMNATTACH PERMANUF. SPECSHOLD COLLARS 1/2" MINABOVE FLOOR/SURFACEMETAL POST BASECOLUMN TO BE MIN 1" ABOVEFOUNDATION OR 6" ABOVE GRADE3040 SH36 1/4" X 48"PC#1004: 6-6-2022-RKPERMIT/CONSTRUCT: 8-30-22-RKASPHALT SHINGLESFLASH OVER ALL EXT OPGS40% TO 50% NEAR RIDGEVENT 1/300th OF ROOF AREAREMAINDER IN SOFFITPER IRC SECTION R806F9.5:12 PITCHF42" MIN BELOW FINISHED GRADEALL EXTERIOR FTGS TO BE42" MIN BELOW FINISHED GRADEALL EXTERIOR FTGS TO BE1'-0"1'-0"1'-4"9.5:12 PITCH1'-7"7 11/16"HEEL1'-0"2x1'-2" HEEL1'-4"1'-8 5/16" HEEL 2'-0"42" MIN BELOW FINISHED GRADEALL EXTERIOR FTGS TO BEF129.5RIGHT ELEVATION1/8"=1'-0"LEFT ELEVATIONLEFT ELEVATION1/8"=1'-0"REAR ELEVATION1/8"=1'-0"1xPERMIT/CONSTRUCT PLANS18310 HAMBY WAYLOT 19 BLOCK 7 - PINNACLE RESERVE 4TH ADD.Concept Approval ONLYSubject to Field InspectionInspectorDate2020MN BldgCode09/08/2022dmathews 29'-0"39'-0"10'-0"13'-0"52'-0" 29'-6"37'-6" 67'-0" 5'-8"7'-8"14'-10"FOUNDATION PLAN1/4"=1'-0"UNEXCAVATEDUNEXCAVATEDFILL6" CURB, 2" LEDGEPOURED CONC. WALL16"x8" CONC. FTG.8" THICK, 3'-6" HIGH6" CURB (OMIT CURB AT GARAGE DOOR OPENINGS)6" THICK, 3'-6" HIGH14"x8" CONC. FTG.POURED CONC. WALL6" CURB, 2" LEDGEPOURED CONC. WALL16"x8" CONC. FTG.8" THICK, 3'-6" HIGH6" CURB, 2" INT. LEDGE,POURED CONC. WALL16"x8" CONC. FTG.10" THICK, 3'-6" HIGH2" GARAGE SLAB LEDGE6" CURB, 2" LEDGEPOURED CONC. WALL16"x8" CONC. FTG.8" THICK, 3'-6" HIGH6" CURB, 2" INT. LEDGE,POURED CONC. WALL16"x8" CONC. FTG.10" THICK, 3'-6" HIGH2" GARAGE SLAB LEDGE6" CURB, 2" INT. LEDGE,POURED CONC. WALL16"x8" CONC. FTG.10" THICK, 3'-6" HIGH2" GARAGE SLAB LEDGE6" CURB, 2" LEDGEPOURED CONC. WALL16"x8" CONC. FTG.8" THICK, 3'-6" HIGH6" CURB, 2" LEDGEPOURED CONC. WALL16"x8" CONC. FTG.8" THICK, 3'-6" HIGHPOURED CONC. WALL14"x8" CONC. FTG.6" THICK, 2'-10" HIGH6" CURB, 2" INT. LEDGE,POURED CONC. WALL16"x8" CONC. FTG.10" THICK, 3'-6" HIGH2" GARAGE SLAB LEDGE9'-10"10'-6"15'-0"4'-3"69'-3"4'-8"39'-0"13'-6"2'-3 1/2"2'-3 1/2"20'-10"16'-3"FILL1'-0"19'-2"14"x8" CONC. FTG.MIN. 3'-6" BELOW GRADEPOURED CONC. WALL6" THICK2'-3" 22x30 ATTIC ACCESS 5'-1 1/2"5'-2 1/2" 9'-8"6'-0"10'-4"5'-0"18'-2" 13'-0"52'-0"4'-3" 69'-3" 5'-8 1/2"6'-5 1/4"17'-4 1/4" 29'-6"37'-6" 67'-0"13'-6"29'-0"39'-0"10'-0"15'-6"6'-7"6'-11"5'-8" 2'-8" 7'-8"14'-10"10'-6"6'-2"3'-8"3'-6 1/4" 8'-1 3/4"6'-4"3'-8"9'-4 1/4"4'-0"4'-8"3'-8"8"7'-8"1'-6"42"8'-8 1/4"13'-10"2x6 WALL18'-3 3/4"8'-0"2'-8"2'-0"2-82'-3"2'-3"5'-4 1/4"4"3'-6"6'-10"3'-10"2'-3"9'-4"4'-6"5'-6"DROPPED BEAM 16" WIDE DROPPED SOFFIT (SEE SECTION)8"9'-4"8"12'-4"2W 3050 SH2x6 WALL30"60"2-82-82-85-04-02-4REF.5'-7"12'-7"ACFDWHHV16x7 OVERHEAD DOORGARAGESLOPE TO DOORS4" CONC FLOOR619 SQ. FT.TYPICAL 2x6 GARAGE WALLS2W 3050 SH 2-812" DROPPED SOFFIT 12" DROPPED SOFFIT2-85-0TUB/SHWR3-02-8FAMILYROOMHD-FLRDININGKIT.HD-FLRMICRO HOOD20 AMP.CIRCUITRANGEBEDRM #1CPT.BATH #1HD-FLR6068 SGD10"WD2-81ST FLOOR PLAN1/4"=1'-0"1801 SQ. FT.NOTE:9'-1 1/8" PLATE HEIGHT TYPICALWDW SIZES GIVEN IN FEET AND INCHES (WIDTH x HEIGHT)TYP. FIRST FLOOR WINDOW HEAD HEIGHT AT 7'-11 3/8" U.N.O.BEAM & HEADER SIZES TO BE VERIFIED BY SUPPLIER/MFRBATH #2HD-FLRFOYERHD-FLRBEDRM #3CPT.W.I.C.CPT.LAU.PANTRYCONC. PATIO130 SQ. FT.LAUNDRY CABINETS TPH24" TOWEL BAR18" TOWEL BARTPH A/CON ALL WALLS & CEILINGGYP. BOARDNOTE: MFD TRUSSES AT 24" O.C.MFD TRUSSES AT 24" O.C.TYPICAL PORCH COLUMN:8x8 REALWOOD POST2x10 CAP & BASEHD-FLRHD-FLR3W 2020 FX MECH.CONC.SILLCOCK9'-0"4-02'-10"NOTE:FRAMER TO ROCK &POLY MECH. RM LID22x30 ATTIC ACCESS 15'-0"9'-10"These plans, and the concept thereofor used without written consent. And may not be reproducedare the exclusive property of D.R. Horton Inc.,COPYRIGHT D.R. HORTON, INC. 2016C2.0XF403-DOVER-C-GR-SLABPC#984,989,990: 3-21-2022-LLPC#1004: 6-6-2022-RKPC#1026:8-10-22-LLPERMIT/CONSTRUCT: 8-30-22-RKDROPPEDHEADER5'-3 1/2"3'-9 3/4"BEDRM #2CPT.2'-7"3 SH2-82-83'-10"3'-10"2'-6"1-6LINENRADONVENT PIPEWINDOW & DOOR SCHEDULECALL-OUTU-FACTORROUGH OPENINGLOCATIONSHGC#3-0 DOOR0.3138 1/4" X 83 1/4"FOYER0.2313060 SHBEDROOM #32DINING12W 3050 SHBEDROOM #212W 3050 SHBEDROOM #110.310.3172 1/8" X 60 1/4"0.310.3172 1/8" X 60 1/4"36 1/4" X 72"0.310.310.300.313W 2020 FX72" X 24"2W 3050 SHFAMILY RM. w/ FP10.310.3172 1/8" X 60 1/4"4'-8"39'-0"13'-6"13'-6"2'-4"2'-4"10'-5"10'-5"20'-10"4'-0"4'-0"3060 SH2'-3" 3'-6"5'-6"3060 SH4'-0"3"1'-0"5'-8"13'-0"3"13 1/4" WIDE DROPPED SOFFIT(SEE SECTION)8x8 MFD COLUMN W/2x10 CAP & BASE AND4x4 ANGLED BRACETYPICAL PORCH COLUMN:DROPPED HDRCONC.PORCH106 SQ. FT.6" CURB, 2" INT. LEDGE,POURED CONC. WALL18"x8" CONC. FTG.10" THICK, 3'-6" HIGH2" PORCH LEDGE6" CURB, 2" LEDGEPOURED CONC. WALL10" THICK, 3'-6" HIGH6" CURB, 2" LEDGEPOURED CONC. WALL16"x8" CONC. FTG.8" THICK, 3'-6" HIGH18"x8" CONC. FTG.2" PORCH LEDGECLEANOUTSEWERCLEANOUT2X6THRU PLATESGROUNDING ROD0.3172 1/8" X 80"0.326068 SGDDINING12x6 WALL7'-4"7'-3" CABTS.6'-4 1/2"3'-6" TOP 7'-7" TOP9'-0 1/2"DWSINK12" OVERHANG2X6 WALL35" A.F.F.(H)3"2'-9"LFT-RGT DIRECTIONLFT-RGT DIRECTIONVENT HOODTO OUTSIDE6'-4"6'-4"9'-2"4'-5 3/4"4'-5 3/4"2W 3050 SHGAS FP42”x40 1/8”SURFACEMOUNTED L.T.GAS34x60 FBGL BASE W/ CT SURROUND LEDGETOERECYCLINGCENTERTILE BACKSPLASHINSTALL VERTICALTILE BACKSPLASH INSTALL VERTICAL FLRING 1/2 OFFSETPARALLEL TO VANITYINSTALL VERTICAL 1/3 OFFSET PERMIT/CONSTRUCT PLANS18310 HAMBY WAYLOT 19 BLOCK 7 - PINNACLE RESERVE 4TH ADD.PLAN OPTIONSFAMILY ROOM HD-FLRCORNER GAS FIREPLACEKITCHEN TILE BACKSPLASH - VERTICALKITCHEN PENDANT LIGHTSBATH #1 FLRING 1/2 OFFSET - PARALLEL TO VANITYVENT HOOD TO OUTSIDEOPT. WASTE BASKETBATH #1 TILED SHOWER - VERTICAL - 1/3 OFFSETLAUNDRY ROOM CABINETSSURFACE MOUNTED LAUNDRY TUBPLAN OPTIONS-SLAB FOUNDATIONUFER Ground-Provide 20' Rebar in footing and stubup near electrical service panel.(2)9-1/2 Versa-Lam (2)7-1/4 Versa-Lam(2)7-1/4 Versa-Lam (2)11-7/8 Versa-LamPFHPFH63-Min. 15" clearance to anyobstruction from center ofW.C., 24" in front(typ).5553(2)9-1/2 Versa-Lam(2)9-1/2 Versa-Lam (2)7-1/4 Versa-Lam(2)7-1/4 Versa-Lam(2)9-1/2 Versa-Lam2.52.52.5 These plans, and the concept thereofor used without written consent. And may not be reproducedare the exclusive property of D.R. Horton Inc.,COPYRIGHT D.R. HORTON, INC. 2016CXF403-DOVER-C-GR-SLABPC#984,989,990: 3-21-2022-LLPC#1004: 6-6-2022-RKPC#1026:8-10-22-LLPERMIT/CONSTRUCT: 8-30-22-RK3.0GARAGEKIT.BATHELECTRICAL PLAN1/4"=1'-0"BATH #2FOYERBEDRM #3W.I.C.LAU.PANTRYCONC. PATIOBEDRM #2RADONVENT PIPEACWHHVA/CSSS SSSFANLFANGFIGFIS SS SSS SS SSD SDSD/CMOCOMBOSD/CMOCOMBOSSLFAN GFIS GFISPRINKLERSYSTEMRECEPTACLEWPGFIWPLLLS SWPUSBSDISP.DWS1ST FLOORSSD5'-0" PHONEPHONELDININGLLLFDOUTLET FORFUT. WATER SOFT.TCHIME S LLL15 AMP CIRCUITFOR POWER VENTW/ SINGLE RECEPTACLELOW VOLTAGESYSTEM RECEPTACLESHCP SMART HOMERECEPTACLES SSLLLLLLLLLLLLCDROUGH-IN DATAW/ BLANK PLATESS FAMILYROOMSCABLE LLLLSS ROUGH-INCEILING FANLVENT HOODTO OUTSIDES TECHTUBEPEND.PEND.PEND.8'-8"2'-8"2'-8"7'-4 1/2"SCD PERMIT/CONSTRUCT PLANS18310 HAMBY WAYLOT 19 BLOCK 7 - PINNACLE RESERVE 4TH ADD.PLAN OPTIONSFAMILY ROOM HD-FLRCORNER GAS FIREPLACEKITCHEN TILE BACKSPLASH - VERTICALKITCHEN PENDANT LIGHTSBATH #1 FLRING 1/2 OFFSET - PARALLEL TO VANITYVENT HOOD TO OUTSIDEOPT. WASTE BASKETBATH #1 TILED SHOWER - VERTICAL - 1/3 OFFSETLAUNDRY ROOM CABINETSSURFACE MOUNTED LAUNDRY TUB These plans, and the concept thereofor used without written consent. And may not be reproducedare the exclusive property of D.R. Horton Inc.,COPYRIGHT D.R. HORTON, INC. 2016C4.0XF403-DOVER-C-GR-SLABPC#984,989,990: 3-21-2022-LLPC#1004: 6-6-2022-RKPC#1026:8-10-22-LLPERMIT/CONSTRUCT: 8-30-22-RK9'-1 1/8"FAMILYROOM3 1/2" CONC. FLOORKIT.FOYER59'-4"9'-8"1'-7"7 11/16"1/4"=1'-0"CROSS SECTION B-B3'-6"124DROPPED HDR13 1/4" WIDEDROPPED SOFFITVERIFY DEPTHPER BEAM SIZECOVEREDSTOOP9'-1 1/8"29'-0"9'-1 1/8"3 1/2" CONC. FLOOR39'-0"1/4"=1'-0"CROSS SECTION D-D1/4"=1'-0"CROSS SECTION C-C3'-6" 3'-6"BATHW.I.C.DINING3 1/2" CONC. FLOORBEDRM9'-4"8"CONC. PATIOFAMILYROOM1'-4"9.5121'-2"MFD TRUSS9.512MFD TRUSS9.512MFD TRUSS9.512MFD TRUSS1'-4"1'-2"1'-4"1'-2"1'-4"1'-2"PERMIT/CONSTRUCT PLANS18310 HAMBY WAYLOT 19 BLOCK 7 - PINNACLE RESERVE 4TH ADD. These plans, and the concept thereofor used without written consent. And may not be reproducedare the exclusive property of D.R. Horton Inc.,COPYRIGHT D.R. HORTON, INC. 2016C5.0XF403-DOVER-C-GR-SLABPC#984,989,990: 3-21-2022-LLPC#1004: 6-6-2022-RKPC#1026:8-10-22-LLPERMIT/CONSTRUCT: 8-30-22-RK1/2" SHEATHINGMIN. R-20 INSULATION2x6 STUDS AT 16" O.C.HOUSE WRAPSIDING PER ELEV.BARRIER PASTACOUSTICAL SEALANTEXTEND POLY VAPOR1-1/2" THERMAX2-1/4"X12" DUCTINSULATION(R-10 x 2)1/2"=1'-0"WALL DETAIL1/2"=1'-0"OVER UNCONDITIONED SPACE4" CONC. GAR. FLOOR5/8" GYP. BD.R-30 BATT INSUL.3/4" SUBFLOOR6" ROUND DUCTWORKMANUFACTURED I-JOISTSR-8 INSULATION WRAP3/4" RIGID INSUL.GYP. BD.R-30 SPRAY FOAM INSUL.4.34" AROUND DUCTWORKONLY (R-6.9 PER INCH)TYPICAL WALL SECTION (6-16-2015)1/2"=1'-0"9'-1 1/8"VARIESSEE PLANVARIES122x6 STUDS AT 16" O.C.BLOCK AT MIDPOINT2x6 BEARING WALL14x8 CONC. FTG.6" HALF HIGH CONC. CURB. BLK.1/2" ANCHOR BOLTSOMIT BEARING WALLAT STEEL OR LVL BEAMR-49 INSUL.MFD TRUSSESA I R C HU T E S APPLIED ON WARM-IN-WINTER SIDE OFTHERMAL INSULATION AT ABOVE GRADEFRAMED WALLS, RIM JOISTS, FLRS AND CLGSNOTEDUNLESSOTHERWISENOTEDUNLESSOTHERWISEOVER 1/2" SHEATHINGSHINGLES OVER FELT PAPERRIGID WIND WASH INSTALLED EXTENDINGBARRIER MUST BETO WITHIN 1-1/2" to 2"FROM BOTTOM OFROOF SHEATHING4 MIL. POLY VAPOR / AIR BARRIERALUMINUMCORNICEVENTS40% TO 50% NEAR RIDGEVENT 1/300th OF ROOF AREAREMAINDER IN SOFFITPER IRC SECTION R806TREATED SILL PLATEAPPROVED ANCHORPER CODE (IRC R403.1.6)TREATEDSILL PLATEW/ FOAM SILL SEALMIN. 42" BELOW FINISHED GRADEALL EXTERIOR FOOTINGS TO BE4" INCH CLEAN AGGREGATE ORCONCRETE SLAB AND PREPARED SUBGRADE6 MIL POLY V.B. W/ LAPPED SEAMS 12" BETWEENAPPROVED GAS-PERMEABLE LAYERPASSIVE SUB-SLAB DEPRESSURIZATIONSYSTEM REQUIRED PER MINNESOTARESIDENTIAL ENERGY CODE 1322.2100POURED CONC. WALL(6" CURB, 2" INT. LEDGE)8" THICK, 42" HIGHOPENINGS, JOINTS AND SUMPSFOUNDATION WALL & SLABSEAL JOINT BETWEEN3-1/2" CONC. FLOOR SEALED AT8'-1 1/8"1/2" EXT. SHEATHING5-1/2" BATT INSULATION2x6 STUDS AT 16" O.C. W/HOUSE WRAPSIDING PER ELEV.TRUSSES PER PLAN3/4" SUBFLOORSEE PLANVERTICAL CLEARANCE OF NOT LESS THANTHE EXTERIOR WALL TOP PLATETO THE ROOF SHEATHINGSIX INCHES FROM THE OUTSIDE EDGE OF6" MIN. HEEL 6'-0" OF ICE & WATER SHIELDINSTALL PER MFR'S SPECSTERMINATE 12" ABOVE ROOF2x6 SUBFASCIAPROVIDE RECEPTACLE FOR FUTURE RADON FANVENT PIPE SHALL BE INSTALLED WITH A MINIMUM24" HORIZONTAL CLEARANCE AND 36" VERTICALCLEARANCE TO ALLOW FOR FUTURE INSTALLATIONOF RADON FAN (ACTIVE SYSTEM)GYP. BD. W/ VAPOR BARR.1/2" SAG-RESISTANTAPPLIED ON WARM-IN-WINTER SIDE OFTHERMAL INSULATION AT ABOVE GRADEFRAMED WALLS, RIM JOISTS, FLRS AND CLGS4 MIL. POLY VAPOR / AIR BARRIERW/ APPROVED SEALANTGYP. BD. W/ VAPOR BARR.1/2" SAG-RESISTANT1/2" GYP. BD.SEAL BEHIND POLY.SEAL BEHIND POLY.1/2" GYP. BD.SEAL BEHIND POLY.PASSIVE RADON VENTLABEL ON EACH FLR"RADON REDUCTION SYSTEM"PASSIVE RADON VENTLABEL ON EACH FLR"RADON REDUCTION SYSTEM"CONNECTRED TO EACH SIDE OF10' SECTION OF PERFORATED PIPE1/2" OSB or 1/2" TREATED PLYWDAT GROUND LEVEL APPLICANTIONSTO MAINTAIN PERMANENT CONTACTWITH THE UNDERSIDE OFTHE SUBFLOOR DECKINGJOIST CANTILEVER DETAIL(R-30.5) (STC - 41)5" MIN. POLYURETHANE FOAM2x6 EXTERIOR WALLR-0.62R-21R-N/AR-N/AINSIDE AIR FILMR-0.681/2" GYP BD.R-0.45OUTSIDE AIR FILMR-0.171/2" EXT. SHEATHING5-1/2" BATT INSULATION2x6 STUDS AT 16" O.C. W/HOUSE WRAPSIDING PER ELEV.R-0.62R-21R-N/AR-N/AINSIDE AIR FILMR-0.681/2" GYP BD.R-0.45OUTSIDE AIR FILMR-0.172x6 EXTERIOR WALL3.5" MIN. POLYURETHANE FOAMAT PERIMETER R=20RUNNING THRU UNCONDITIONEDSPACES TO HAVER-4 INSUL. (MIN)VENT PIPER-10 RIGID INSULATIONINTENDED FOR EXTERIOR USEASTM C578, C612 or C1029INSTALLED PER MFR'S SPECSALL NON-BEARING PARTITION WALLSTO BE FRAMED AT 16" ON CENTER16x8 CONC. FTG.5000 PSI TESTED -OR-APPROVED ADMIXTUREVERTICAL REINFORCINGAS SOIL COND. REQUIRE(SEE HANSON ENGINEERING)"T" FITTING IN AGGREGATE1/2"=1'-0"GARAGE SLAB LEDGE DETAIL4" 8"FLOOR DETAILSUMP PUMP COVER DETAIL1/4"=1'-0"3-1/2" CONC. FLRSUMP BASKETSCRIBEREMOVABLE3/4" PLYWD.2X42X4 DISCHARGESUMP3/4" PLYWD.LIDFINISHED GRADEWILL VARY24" 9'-1 1/8"GARAGEBEDRMBATH3 1/2" CONC. FLOOR4" CONC. FLOOR37'-6"29'-6"1/4"=1'-0"CROSS SECTION A-A3'-6"PERMIT/CONSTRUCT PLANS18310 HAMBY WAYLOT 19 BLOCK 7 - PINNACLE RESERVE 4TH ADD. FOUNDATION DETAILAT FOOTING STEP LOCATIONS1S1DescriptionDateRevisionProject Number:Date:S11Sheets: of2Print Name:Signed: License Number:Nick Hanson46665Date:I hereby certify that this plan, specification or reportwas prepared by me or under my direct supervisionand that I am a duly Licensed Professional Engineerunder the laws of the State of Minnesota.January 1, 20222.0011-1-222022 FOUNDATION GUIDEWALL SECTIONWALKOUT WALL CONDITION2S1WALL SECTIONLOOKOUT WALL CONDITION3S1WALL SECTIONEXTERIOR UNBALANCED FILLCONDITION4S1WALL SECTIONFULL HEIGHT WALL CONDITION5S1REBAR TABLE6S1SITE ADDRESS:City:State:Zip:MNCOPYRIGHT HANSON GROUP LLC 2022©3407 Kilmer Lane NorthSuite 4Plymouth, MN 55441Tel 612-708-3572www.hansongroupmn.comDRAWING USE GUIDELINES AND LIMITATIONSTHE CONTRACTOR LISTED IN THE TITLE BLOCK BELOW IS LICENSED BY THE HANSON GROUP TO USE THISPACKET WITHIN THESE LIMITATIONS NOTED FOR PROJECTS WHICH THE LICENSEE IS DIRECTLY RESPONSIBLE.THE LICENSEE MAY RELEASE THIS PACKET TO ITS SUB-CONTRACTORS AND CLIENTS FOR USE IN THEPROCUREMENT OF BUILDING PERMITS FOR PROJECTS WHICH THE LICENSEE IS USING THESE DRAWINGS.THE FOUNDATION GUIDELINES ARE TO BE ISSUED TO THE APPROPRIATE BUILDING DEPARTMENT INACCORDANCE WITH THEIR APPROVED PROCEDURE FOR USE BY THE BUILDING AGENCY DURING PLAN REVIEWAND INSPECTIONS.LIMITATIONS1. BASEMENT FOUNDATION WALLS TEN FOOT OR LESS IN CLEAR HEIGHT (FROM TOP OF FLOOR SLAB TO TOPOF CONCRETE WALL AT SILL PLATE BEARING-NOT NECESSARILY BASEMENT CEILING HEIGHT).2. STRUCTURE HEIGHT IS NOT TO EXCEED TWO STORIES ABOVE THE BASEMENT.3. OVERALL BUILDING IS ASSUMED TO FALL WITHIN THE PRESCRIPTIVE LIMITATIONS OF THE CODE. A SITESPECIFIC PLAN REVIEW HAS NOT BEEN PERFORMED.4. STRUCTURES CONSTRUCTED OF WOOD FLOOR, WOOD ROOF, AND WOOD WALLS ONLY. NO PRECAST ORSTRUCTURAL CONCRETE BEARING ON FOUNDATION WALLS IS PERMITTED.5. EXTERIOR GRADE SLOPING DOWN AND AWAY FROM THE FOUNDATION WALLS.6. ANY CASE BEYOND THE ABOVE NOTED ITEMS REQUIRES SEPARATE AND SPECIFIC STRUCTURALENGINEERING DOCUMENTS.COLD WEATHER GUIDELINES:1. THE CONTRACTOR AND CONCRETE SUPPLIER ARE TO WORK TO OBTAIN A MIX DESIGN WHICH WILLADEQUATELY PERFORM UNDER THE EXPECTED CONSTRUCTION CONDITIONS. THE USE OF ADDITIONALCEMENT, HIGH-EARLY STRENGTH CONCRETE, AND/OR ACCELERATOR IS RECOMMENDED ATTEMPERATURES AND CONDITIONS EXPECTED LESS THAN TWENTY DEGREES F.2. DELIVER CONCRETE WARM AND IN A TIMELY MANNER. PLACE CONCRETE EARLY IN THE DAY WHENPOSSIBLE.3. DO NOT ADD ADDITIONAL WATER TO THE CONCRETE. THE USE OF WATER REDUCING AGENTS ISRECOMMENDED WHEN WORKABILITY CONCERNS EXIST. NO CONCRETE IS TO BE PLACED ON SNOW OR INCONTACT WITH FROZEN MATERIALS.4. REBAR DOES NOT NEED TO BE PRE-HEATED, BUT IS TO BE FREE OF FROST, SNOW, AND ICE.5. BLANKETS OR OTHER ACCEPTED PROTECTION IS HIGHLY RECOMMENDED FOR THE TOP 24" OF THE WALLSWHEN THE AIR TEMPERATURE IS LESS THAN TEN DEGREES F AND FOR THE FULL HEIGHT OF THE WALLWHEN THE AIR TEMPERATURE IS LESS THAN ZERO DEGREES F.**THE ABOVE COLD WEATHER GUIDELINES ARE GENERAL RECOMMENDATIONS AND ALL ACI COLD WEATHERREQUIREMENTS ARE TO BE FOLLOWED AT THE RESPONSIBILITY OF THE LICENSEE.MATERIALSCONCRETE WALLS: F'c = 3000 PSI @ 28 DAYSMIX DESIGN AND PROPORTIONED BY CONCRETE SUPPLIERCONCRETE FOOTINGS: F'c = 5000 PSI @ 28 DAYS (OR 3000 PSI WITH AN APPROVED ADMIXTURE THAT PROVIDESA WATER AND VAPOR RESISTANCE AT LEAST OR EQUIVALENT TO 5000 PSI CONCRETE.AGGREGATE: FOOTINGS - 1 12" MAX. WALLS/SLABS - 34" MAX.REINFORCING STEEL: #4- BARS - ASTM A615 GRADE 40#5+ BARS - ASTM A615 GRADE 60TREATED SILL PLATE: SYP GRADE #2 OR BETTERALLOWABLE SOILBEARING PRESSURE 1,500 PSF MINIMUMGENERAL NOTES1. DO NOT BACKFILL BASEMENT WALLS UNTIL THE CONCRETE HAS REACHED A MINIMUM COMPRESSIVESTRENGTH OF 2,250 PSI. IN ADDITION, DO NOT BACKFILL UNTIL THE BASEMENT WALLS ARE LATERALLYSUPPORTED BY THE FINAL INSTALLED FLOOR CONSTRUCTION AT THE TOP AND BOTTOM, UNLESSADEQUATE SHORING IS INSTALLED AS REQUIRED. SHORING IS THE SOLE RESPONSIBILITY OF THE GENERALCONTRACTOR.2. STRIP FOOTING MAY BE PLACED AT ELEVATIONS LOWER THAN SHOWN IN THE DETAILS.3. 112" DEEP BY 312" WIDE BY CONTINUOUS KEYWAYS MAY BE USED IN LIEU OF DOWELS FOR FULL HEIGHT ANDFROST WALLS.4. STRIP FOOTING TO WALL CENTERLINES MAY BE OFFSET UP TO 2", HOWEVER, A MINIMUM OF 2" OF STRIPFOOTING IS TO EXTEND BEYOND THE WALL FACE ON EACH SIDE.5. PROVIDE CODE REQUIRED FROST PROTECTION TO THE BOTTOM OF ALL FOOTINGS.6. SLOPE GRADE DOWN AND AWAY FROM THE STRUCTURE A MINIMUM OF 6" WITHIN THE FIRST TEN FEETUNLESS ADEQUATE DRAINAGE OR SWALES ARE PROVIDED.7. BOTH MATERIALS AND INSTALLATION OF DRAIN TILE, WATER-PROOFING, CONTROL JOINTS, FLASHING, ANDINSULATION ARE TO BE IN ACCORDANCE WITH THE CODE BY THE GENERAL CONTRACTOR, UNLESS NOTEDOTHERWISE.8. ALL WALL WIDTHS SHOWN ARE NOMINAL DIMENSIONS, UNLESS NOTED OTHERWISE. OVERALL WALLTHICKNESS MAY VARY BY UP TO 12" FROM THAT SHOWN ON THE DRAWINGS.9. REINFORCING PLACEMENT TOLERANCE IS NOT TO EXCEED 12". BARS BEING SPLICED ARE TO BE WITHIN 2"OF CENTERLINE. MINIMUM SPLICE LENGTHS ARE 30 BAR DIAMETERS FOR GRADE 40 STEEL AND 48 BARDIAMETERS FOR GRADE 60 STEEL. TYING IS NOT REQUIRED PROVIDED THESE TOLERANCES ARE MET.10.PROVIDE MATCHING HOOK BARS FOR ALL HORIZONTAL BARS AT WALL CORNERS AND INTERSECTIONS.HORIZONTAL BARS MAY BE PLACED ANYWHERE WITHIN THE WALL AS LONG AS A 2" MINIMUM CLEAR COVERIS ACHIEVED ON ALL SIDES.11.REINFORCING MAY BE BUNDLED UP TO A MAXIMUM OF THREE BARS.12.DOWELS MAY BE DRILLED AND GROUTED IN PLACE. VERTICAL BARS AND DOWELS DO NOT NEED TO ALIGN.VERTICAL BARS MAY BE DRILLED AND EMBEDDED 5" INTO THE STRIP FOOTING IN LIEU OF DOWELS.13.THE BOND BETWEEN CONCRETE AND REINFORCING WILL NOT BE APPRECIABLY REDUCED IF VERY MINORFORM OIL IS PRESENT FOR THE CONDITIONS CONTAINED WITHIN THESE DRAWINGS.14.SILL PLATES ARE TO BE ANCHORED WITH A MINIMUM OF TWO ANCHORS PER SILL SECTION. ALL SECTIONSARE TO HAVE AN ANCHOR WITHIN 4" TO 12" OF EACH END. AN ANCHOR IS TO BE PLACED AT ALL WALLCORNERS AND INTERSECTIONS ON WALLS MORE THAN TWO FEET IN LENGTH. WALLS TWO FEET OR LESS INLENGTH REQUIRE A MINIMUM OF ONE ANCHOR. REQUIREMENTS FOR SHEAR WALLS AND BRACED PANELSMAY BE IN EXCESS OF THESE REQUIREMENTS. TWO INCH WASHERS ARE ONLY REQUIRED AT FULL HEIGHTFOUNDATION WALLS. BUILDING DESIGNER IS TO ACCOMMODATE LOAD PATH FOR ANY VERTICAL LOADTRANSFER OVER A SILL PLATE OVERHANG CONDITION.15.ANCHOR BOLTS 12" DIAMETER OR LARGER ARE NOT REQUIRED TO BE CORROSION PROTECTED INACCORDANCE WITH CODE SECTION R317.3.1 EXCEPTION 1.16.ALL PRE-MANUFACTURED FASTENERS AND CONNECTORS ARE TO BE INSTALLED IN ACCORDANCE WITHTHE MANUFACTURER'S REQUIREMENTS.17.FLOOR BLOCKING IS ONLY REQUIRED AT FULL HEIGHT FIRST FLOOR NON-BEARING FOUNDATION WALLS.18.CARE IS TO BE TAKEN DURING CONCRETE PLACEMENT TO MINIMIZE INADEQUATE HORIZONTAL ANDDIAGONAL COLD JOINTS, AND TO PREVENT THESE JOINTS ENTIRELY IN WALLS WITHOUT VERTICALREINFORCEMENT. ADEQUATELY VIBRATE CONCRETE AT POTENTIAL JOINT LOCATIONS AS REQUIRED,BASED ON PLACEMENT CONDITIONS TO ELIMINATE HONEYCOMBING AND TO ENSURE SUFFICIENT BONDINGIS ACHIEVED.19.TOP AND BOTTOM OF FOUNDATION WALLS ARE TO BE LATERALLY SUPPORTED PRIOR TO BACKFILLING.MEANS AND METHODS OF LATERAL SUPPORT ARE BY OTHERS.20.THESE DRAWINGS ARE INTENDED TO BE A LIMITED COMPONENT DESIGN TO RESIST LATERAL SOILPRESSURES FOR SINGLE FAMILY RESIDENCES. VERTICAL LOADS AND FOOTING DESIGNS ARE TO BE THERESPONSIBILITY OF THE BUILDING DESIGNER. NO SUPPLEMENTAL ENGINEERING OR COMPONENT DESIGNFOR THE FOUNDATION SYSTEM SHALL BE INCLUDED WITH THIS PACKET WITHOUT THE PRIOR REVIEW ANDCONSENT OF THE HANSON GROUP.EQUIVALENT REBAR TABLEFOR BUNDLED HORIZONTAL BARS(2)#4 = (1)#6(3)#4 = (2)#5(3)#5 = (2)#6GRADE 60 #6 VERTICAL BAR SPACING FOR FULL HEIGHT WALLS w/ F'c = 3000 PSIALTERNATIVE TO CODE TABLE R404.1.2EQUIVALENT VERTICAL REBARSUBSTITUTION TABLEBACKFILL TYPECLEAR HEIGHT(SEE 5/S1)BACKFILL HEIGHT(SEE 5/S1)8'-0"9'-0"10'-0"7'-6"7'-0" OR LESS8'-6"8'-0"7'-0"6'-0" OR LESS9'-6"9'-0"8'-0"7'-0"6'-0" OR LESS8"10" 12"8"10" 12"8"10" 12"NONE NONE NONENONE NONENONE NONENONE NONENONENONENONENONENONENONENONENONE NONENONE NONENONENONENONENONENONENONENONENONENONENONENONE NONE NONENONE NONE NONENONE NONE NONENONE NONE NONENONE NONE NONENONE NONE NONENONE NONE NONENONE NONE NONENONE NONE NONENONE NONE NONENONE NONE NONENONE NONE NONENONE NONE NONENONE NONE NONENONE NONE NONENONE NONE NONENONE NONE NONE* = NONE IF F'c = 4,000 PSI*36"*36"*36"*36"*36"*36"36"36"36"36"36"36"36"36"24"24" 24"24"SAND (30 PSF/FT)WALL THICKNESSSANDY CLAY (45 PSF/FT)WALL THICKNESSCLAY (60 PSF/FT)WALL THICKNESS#6 @ 24" = #5 @ 18" = #4 @ 12" (GRADE 60) = #4 @ 8" (GRADE 40)(1)#6 = (2)#4 (GRADE 60)#6 @ 36" = #5 @ 24" = #4 @ 18" (GRADE 60) = #4 @ 12" (GRADE 40)(2) #4 HORIZONTAL BARSBOTH TOP & BOTTOMEXTENDED AT LEAST 24"BEYOND EACH END OF STEPSTABLE BANKHIGH FOOTING MAY BEEXTENDED PROVIDEDBARS ARE PLACED ASSHOWNHORIZ. BARSTOP & BOTTOM6" MIN THICK CONCRETEFOUNDATION, SEE OTHERDETAILS FOR MORE INFOOPTIONAL CONTROL JOINTAT EACH END OF STEP72" MAX SPANEQ.EQ.24" MINDETAIL B3" MIN TYPCONCRETE STRIPFOOTING11BDETAIL A36" MINSTEP2 x STEPSTEP NOTE:DO NOT LOCATE CONCENTRATED LOADS IN EXCESS OF 2,000 PLF OR 10,000 POUNDS ABOVE STEPLOCATIONS SHOWNREAR FROST WALLLOOKOUTWALLFULL HEIGHTWALLGARAGE FROSTWALLELEVATIONSHOWN FORREPRESENTATIONPURPOSES ONLY-MAY NOT APPLYELEVATIONSTEP SPACING REQUIREMENTSATYP.6"MIN.WOOD FRAMING ABOVE BY OTHERS12"Ø x 10" LONG ANCHORBOLTS (7" MIN. EMBED)@ 72" O.C. MAX. OREQUIVALENT METALSTRAP ANCHORSSLOPE GRADE AWAYFROM FOUNDATIONOPTIONAL STEM WALLMINIMUM THICKNESS TOMATCH SILL PLATESILL PLATE TO MATCHFRAME WALL ABOVE16" MAX FOR 4" THICK STEM24" MAX. FOR 6" THICK STEMSLAB-ON-GRADE BY OTHERS(1) #4 x CONTINUOUSHORIZONTAL BAR ATTOP OF WALL6" MIN. C.I.P. CONCRETEFOUNDATION WALLUNREINFORCED CONCRETESTRIP FOOTING SEE 5/S1#4x2'-0" DOWELS @ 72" O.C. MAX(5" MIN. EMBED) DOWELS ARENOT REQUIRED IF BACKFILL ISPLACED EQUALLY ON BOTHSIDES IN LIFTS NOT TO EXCEED24"-ALTERNATE EACH SIDE6"MIN.3'-0" MAX GRADE HEIGHT ABOVE TOP OF SLAB#4 x 2'-0" DOWELS (5" MIN.EMBED) CENTERED IN WALL @48" O.C. (SAND SOIL)OR 36" O.C. (SANDY-CLAY SOIL)OR 24" O.C. (CLAY SOIL)DOWELS MUST BE WET SET ORDRILLED AND EPOXY GROUTED6" MIN. THICK C.I.P.CONCRETEFOUNDATION WALLSLOPE GRADE AWAYFROM FOUNDATION12"Ø x 10" LONG ANCHORBOLTS (7" MIN. EMBED)@ 72" O.C. MAX. OREQUIVALENT METALSTRAP ANCHORS(1) #4 x CONTHORIZONTAL BARAT TOP OF WALLFRAMING & SILLPLATE BY OTHERSSLAB-ON-GRADEBY OTHERSUNREINFORCED CONCRETESTRIP FOOTING SEE 5/S1(18" MIN WIDTH FOR CLAYBACKFILL OR 16" MIN WIDTH IF2'-6" MAX UNBALANCED BACKFILL)SCOPE OF DRAWINGS:THESE CAST-IN-PLACE CONCRETE FOUNDATION WALL GUIDELINE DRAWINGS ARE PREPARED ANDCERTIFIED BY THE HANSON GROUP IN COMPLIANCE WITH THE MINNESOTA RESIDENTIAL CODE. THESEDRAWINGS CONTAIN STRUCTURAL INFORMATION FOR USE IN THE CONSTRUCTION OF STANDARD C.I.P.CONCRETE FOUNDATIONS FOR TYPICAL RESIDENTIAL CONDITIONS. THIS INFORMATION IS RELEVANTTO THE CONCRETE CONTRACTOR, THE GENERAL CONTRACTOR, AND THE FRAMING CONTRACTOR.THESE DRAWINGS EXPIRE ON DECEMBER 31, 2022.6"MIN. CLEAR HEIGHT BACKFILL HEIGHT112" CLEARUNREINFORCED CONCRETESTRIP FOOTING PER CODEOR BY BUILDING DESIGNER,AS AN ALTERNATIVE GUIDEUSE TABLE SHOWN BELOW8" MIN. C.I.P. CONCRETEFOUNDATION WALL-SEEREBAR TABLE S8 FORVERTICAL REBARANCHOR BOLTS SEE WALLANCHOR INFO ON S11FLOOR TO SILLCONNECTION SEE S10WOOD FLOORSYSTEM BY OTHERSSLOPE GRADE AWAYFROM FOUNDATION2x6 MIN SILL PLATECLEAR HEIGHT OF 8'-0" OR LESS(2)#4xCONT. HORIZONTAL BARSCLEAR HEIGHT OF 8'-0" OR MORE(3)#4xCONT. HORIZONTAL BARSCONCRETESLAB-ON-GRADEPLACED TIGHT TOFOUNDATION WALL#4x2'-0" DOWELS @ 72" O.C.MAX (5" MIN. EMBED)GENERAL STRIP FOOTING SIZE GUIDESOILONE-STORY STRUCTURETWO-STORY STRUCTURE2000 PSF16" WIDE x 8" THICK20" WIDE x 8" THICK1500 PSF20" WIDE x 8" THICK26" WIDE x 8" THICKTHIS TABLE IS A GENERAL FOOTING SIZE GUIDE FOR TRIBUTARY UNIFORM LOADING ONLY BASED ONMAXIMUM 25'-0" FLOOR SPANS & 50'-0" ROOF SPANS AND IS TO BE VERIFIED BY HOME DESIGNER. FURTHERCONSIDERATION IS TO BE TAKEN BY HOME DESIGNER FOR VENEER WEIGHT, WALL THICKNESSES OVER 10",AND FLOOR AND ROOF DEAD LOADS OVER 15 PSF. CONCENTRATED LOADS FROM GIRDER TRUSSES, BEAMS,HEADERS, ETC. ARE TO BE ACCOUNTED FOR AND SIZED INDEPENDENTLY OF THIS GUIDE BY OTHERS.6'-0" MAX WOOD FRAMINGABOVE BY OTHERS12"Ø x 10" LONG ANCHORBOLTS (7" MIN. EMBED)@ 72" O.C. MAX. OREQUIVALENT METALSTRAP ANCHORSSLOPE GRADE AWAY FROMFOUNDATION AT A GRADUAL 2%SLOPE PER GENERAL NOTE 6SILL PLATE TO MATCHFRAME WALL ABOVE#4 x CONTINUOUS HORIZONTALBARS @ 24" O.C. TYP.OPTIONAL 2" RIGID INSULATION ONINSIDE FACE AND UNDERSLAB-ON-GRADE FOR 24" MIN.UNREINFORCED CONCRETESTRIP FOOTING SEE 5/S1(DROP FOR FROST ASREQUIRED PER SITE DESIGN)#4x2'-0" DOWELS @ 48" O.C.MAX (5" MIN. EMBED)(1) #4 x CONTINUOUS HORIZONTALBAR AT TOP OF WALLOPTIONAL SLAB LEDGECONCRETE SLAB-ON-GRADE8" MIN. C.I.P. CONCRETEFOUNDATION WALL#4 x 5'-0" HOOKS @ 24" O.C.EMBEDDED IN FOUNDATIONWALL & CAST INTO SLAB(MAY REDUCE 2'-0" LEG LENGTH& DRILL IN & EPOXY 8" MIN.INTO FOUNDATION WALL)3'-0"NO HOOKS @ 3'-0" OR LESS GRANULAR MATERIAL (SAND)DETAIL ABOVE MAY ONLY BE UTILIZED FOR A LENGTH OF 15'-0"#5 VERTICAL BARS @ 24" O.C.CENTERED IN WALL TO AID INTHE REDUCTION OF CRACKINGAND BACKFILLING ISSUES PRIORTO TOP OF WALL PINNINGCONTRACTOR IS TO PROVIDETEMPORARY TOP OF WALLBRACING UNTIL GARAGESLAB-ON-GRADE IS IN PLACE(HOOKS INTO GARAGE SLABPROVIDE REQUIRED TOP OFWALL LATERAL SUPPORT)2'-0"D R Horton 20860 Kenbridge Court #100Lakeville, MN 55044 COPYRIGHT HANSON GROUP LLC 2022©DescriptionDateRevisionJanuary 1, 2022Project Number:Date:2.001S22Sheets: of2Print Name:Signed: License Number:Nick Hanson1-1-2246665Date:I hereby certify that this plan, specification or reportwas prepared by me or under my direct supervisionand that I am a duly Licensed Professional Engineerunder the laws of the State of Minnesota.CONNECTION INFOTOP OF WALL CONNECTION TOFLOOR SYSTEM1S2BRICK LEDGE INFO5S2WALL SECTIONAT WINDOW WELL LOCATIONS6S2STOOP INFO7S2WALL ANCHOR INFOANCHOR BOLT AND ALTERNATIVESPACING2S2BLOCKING DETAILFLOOR JOIST CONDITION3S2BLOCKING DETAILFLOOR TRUSS CONDITION4S2SITE ADDRESS:City:State:Zip:MN3407 Kilmer Lane NorthSuite 4Plymouth, MN 55441Tel 612-708-3572www.hansongroupmn.comVENEER ORSLAB-ON-GRADEBY OTHERSFOUNDATIONWALL SEE 5/S1WOOD FLOORSYSTEM BYOTHERSFRAMING BY OTHERS16" HIGH MAX x6" THICK MINSTEM6"MINWOOD FLOORSYSTEM BYOTHERSFRAMING BY OTHERS6" MIN THICK STEM#4 DOWELS @ 36" O.C.EMBEDDED 24" INTOLOWER WALLFOUNDATIONWALL SEE5/S1VENEER ORSLAB-ON-GRADEBY OTHERS12"VENEER ORSLAB-ON-GRADEBY OTHERSFOUNDATION WALLSEE 2/S1 OR 3/S1FRAMING BYOTHERS16" HIGH MAXx 4" THICK MINSTEMTHICKNESS TOMATCH SILLPLATE6"3'-0" MAX VENEER ORSLAB-ON-GRADEBY OTHERSFOUNDATION WALLSEE 4/S1SLAB-ON-GRADEFRAMING BYOTHERS6" MIN THICKSTEMDETAIL @ HIGH GRADESIM @ NON-BEARINGDETAIL @ LOOKOUTSIM @ FROST WALLDETAIL @ FROST WALLSw/ LOW GRADEDETAIL @ LOW GRADESIM @ NON-BEARING112"CLEARMINMAX#4 DOWELS @36" O.C.EMBEDDED 24"INTO LOWERWALL (CENTERIN STEMWALL)6"12"Ø ANCHOR BOLTS w/ NUT & 18" THICKx 2"Ø OR SQUARE WASHER SEE 2/S2FOR SPACING (7" EMBED MIN)-METAL STRAP ANCHORS TO BEINSTALLED AT MANUFACTUREREQUIVALENT SPACINGFLOOR SYSTEM, TYPE,SIZE, AND SPACING TO BEDETERMINED BY OTHERSRIM BOARD OR BRACINGMATERIAL BY OTHERS2x6 SILL PLATE MINIMUMFLOOR TO SILL CONNECTION ATEACH MEMBER SEE TABLE BELOWWASHER TO BE COUNTERSUNKFLUSH w/ TOP OF SILL PLATESEE FULL HEIGHT WALL SECTIONON 5/S1 FOR FOUNDATION WALLREQUIREMENTSSLOPE GRADE AWAYFROM FOUNDATIONMINTRUSS/JOIST CONNECTION FOR FULL HEIGHT WALLS****BACKFILL TYPECLEAR HEIGHT(SEE 5/S1)FLOOR MEMBERSPACING8'-0"9'-0"10'-0"16"19.2"A(4) 0.131"Ø x 3" TOP NAILS AT EACH MEMBERSAND(30 PSF/FT)SANDY CLAY(45 PSF/FT)CLAY(60 PSF/FT)24"16"19.2"24"16"19.2"24"AAAAAAABAABBBBBCCCDDDDDDDCCONNECTION A(4) 0.148"Ø x 3" TOP NAILS AT EACH MEMBERCONNECTION B(2) 0.131"Ø x 3" TOP NAILS & MECHANICAL CLIPS : SIMPSON A35/USP MPA1 OR USP LJC ATEACH MEMBERCONNECTION CCONNECTION D(2) 0.131"Ø x 3" TOP NAILS & MECHANICAL CLIPS : SIMPSON FWANZ* OR USP LJQ**OR (2) SIMPSON A35s***/(2) USP MPA1s*** AT EACH MEMBER12"Ø ANCHOR BOLT AND NON-BEARING WALL BLOCKING SPACING FOR FULL HEIGHT WALLS*ALTERNATIVE TO CODE TABLE R404.1.(1)BACKFILL TYPECLEAR HEIGHT(SEE 5/S1)BACKFILL HEIGHT(SEE 5/S1)8'-0"9'-0"10'-0"7'-6"7'-0"8'-6"8'-0"7'-0" OR LESS9'-6"9'-0"8'-0"7'-0" OR LESS72"* 12"Ø EPOXIED THREADED ROD w/ 6" EMBED MAY BE USED AT SPACING SHOWNSAND(30 PSF/FT)SANDY CLAY(45 PSF/FT)CLAY(60 PSF/FT)6'-0" OR LESS72"72"72"72"72"72"72"72"72"72"72"72"48"60"72"48"60"72"36"48"72"36"36"72"72"72"48"24"24"ALTERNATIVE ANCHOR SPACING FOR FULL HEIGHT WALLS**ALTERNATIVE TO CODE TABLE R404.1.(1)BACKFILL TYPECLEAR HEIGHT(SEE 5/S1)BACKFILL HEIGHT(SEE 5/S1)8'-0"9'-0"10'-0"7'-6"7'-0"8'-6"8'-0"7'-0" OR LESS9'-6"9'-0"8'-0"7'-0" OR LESS48"** APPLIES TO 12"Ø EXPANSION BOLT w/ 6" EMBED, 12"Ø SELF-CUTTINGANCHOR BOLT w/ 4" EMBED, OR SIMPSON FWAZ ANCHORSAND(30 PSF/FT)SANDY CLAY(45 PSF/FT)CLAY(60 PSF/FT)6'-0" OR LESS60"72"30"36"72"18"24"42"72"72"24"18"20"24"18"24"24"30"42"16"12"14"16"12"16"36"36"N/AN/ASLOPE GRADEAWAY FROMFOUNDATIONSLOPE GRADEAWAY FROMFOUNDATIONSLOPE GRADEAWAY FROMFOUNDATIONSLOPE GRADEAWAY FROMFOUNDATIONNOTE: INCREASE STRIP FOOTING WIDTH AT ALL WALLS SUPPORTING MORE THAN 6'-0" OF VENEER.WIDTH TO INCREASE BY THICKNESS OF VENEER MULTIPLIED BY NUMBER OF STORIES.* FWANZ TO BE USED WITH A MIN. 118" OSB RIM AND LOCATED w/IN 5" OF EACH MEMBER. WITH FLOOR TRUSSES,FWANZ MUST BE IN CONTACT WITH A TRUSS OR A MINIMUM 2x4 CONTINUOUS BOTTOM BRACE MUST BE IN PLACE.** LJQ IS TO BE APPROPRIATELY SIZED BASED ON MEMBER WIDTH.*** MEMBER MUST BE A MINIMUM OF 3" WIDE FOR PLACEMENT OF (2) SIMPSON A35s/(2) USP MPA1s.****CONNECTIONS ARE CLASSIFIED A TO D, WITH D BEING THE STRONGEST. IT IS ACCEPTABLE TO USE ASTRONGER CLASS CONNECTION THAN NOTED IN THE TABLE ABOVE.2x8 SILL PLATE TO BE USED w/MAXIMUM OF 112" OVERHANG(MAINTAIN 234" EDGE DISTANCETO BOTH CONCRETE AND INSIDEOF SILL PLATE) - VERTICAL LOADTRANSFER BY SUPPLIERNAIL SHEATHING TO BLOCKING/JOISTS0.131 Ø x 3" LONG NAILS @ 6" O.C.STRUCTURAL RIM BOARD BY OTHERSTYPE D CONNECTOR@ BLOCKING SEE 1/S22 x 6 MINSILL PLATEFOUNDATION WALL SEE OTHER SHEETSFOR ANCHORS & WALL INFOSLOPE GRADE AWAY FROMFOUNDATIONIF REQUIRED, PROVIDE 2 x 4 MINSPACERS UNTIL SPACES IN WHICH FULLHEIGHT BLOCKING CAN BE INSTALLED,TOE NAIL TO FLOOR MEMBERS EACH ENDw/ (12) 0.131"Øx3" LONG NAILSFRAMINGBY OTHERSOPTIONAL OPEN SPACE AS SHOWNOR SHIFT FULL HEIGHT BLOCKINGPROVIDE BLOCKINGAS REQUIRED TO ACHIEVENAILING SHOWN. (MIN 2SPACES) BLOCKING HEIGHTTO MATCH JOIST DEPTH &BE OF LUMBER, I-JOIST, OROTHER MANUFACTUREDMATERIAL ATTACHBLOCKING TO JOISTS w/ TOENAILS EACH ENDJOISTS BY OTHERSSEE 2/S2 FOR SPACING OFBLOCKING SYSTEM SHOWNNOTES:1. MAIN LEVEL FLOOR SHEATHING TO BE 34" PLYWOOD/OSB PLACED IN STAGGERED PATTERN NAILED w/ 0.131"Ø x3" LONG NAILS @ 6" O.C. AT PANELS EDGES & @ 12" O.C. @ PANEL INTERIOR SUPPORTS OF EQUIVALENT.2. NAILS IN BLOCKING ARE TO BE PLACED SUCH THAT THE WOOD DOES NOT SPLIT.3. BLOCKING MEMBERS SHOWN MAY BE REPLACED WITH PRE-MANUFACTURED TRUSS STYLE OR FULL DEPTHMEMBER BLOCKING SUCH AS I-JOIST OR LVL DESIGNED FOR 1,500 POUND LATERAL COMPRESSIVE LOAD.NAILING SHOWN IS TO BE USED AT MINIMUM.4. BLOCKING DOES NOT HAVE TO BE PLACED IN ADJACENT BAYS. IF REQUIRED USE ADDITIONAL 2x4 SPACERS ASSHOWN IN FIRST SPACE.5. HOLES MAY BE INSTALLED IN BLOCKING IF REQUIRED UP TO 4" IN DIAMETER, MAINTAIN 3" EDGE DISTANCE.NAIL SHEATHING TO BLOCKING/TRUSSESw/ (12) 0.131"Øx3" LONG NAILSDUCT/MECHANICAL (AS REQUIRED)BY OTHERSFRAMINGBY OTHERS0.131 Ø x 3" LONGNAILS @ 6" O.C.RIM TRUSSBY OTHERSTOP NAIL RIM TO SILLw/ MIN OF (12)0.131 Ø x3" LONG NAILS EACHSIDE OF BLOCKING ORTYPE D CONNECTOR @BLOCKING SEE 1/S22 x 6 MINSILL PLATEFOUNDATION WALL SEEOTHER SHEETS FORANCHORS & WALL INFOSLOPE GRADE AWAYFROM FOUNDATIONIF REQUIRED, PROVIDE 2 x 4 MIN SPACERSTOP & BOTTOM AT MECHANICAL UNTILSPACES IN WHICH BLOCKING CAN BEINSTALLED, TOE NAIL TO FLOOR MEMBERSw/ (2) 0.131 Ø x 3" LONG NAILS3/4" PLYWOOD/OSB ONE SIDEOF BLOCKING w/ (6) 0.131 Ø x 3" LONG NAILS TOP & BOTTOMOR 1/2" PLYWOOD/OSB EACHSIDE OF BLOCKING EACH w/(4) 0.131 Ø x 3" LONG NAILS TOP & BOTTOMPROVIDE 2 x 4 MIN BLOCKINGTOP & BOTTOM OF TRUSSESAS REQUIRED TO ACHIEVENAILING SHOWN.INSTALL w/ (2) 0.131 Ø x 3"LONG TOE NAILSTRUSSES BY OTHERSNOTES:1. MAIN LEVEL FLOOR SHEATHING TO BE 34" PLYWOOD/OSB PLACED IN STAGGERED PATTERN NAILED w/ 0.131"Ø x 3"LONG NAILS @ 6" O.C. AT PANELS EDGES & @ 12" O.C. @ PANEL INTERIOR SUPPORTS OF EQUIVALENT.2. NAILS IN BLOCKING ARE TO BE PLACED SUCH THAT THE WOOD DOES NOT SPLIT.3. BLOCKING MEMBERS SHOWN MAY BE REPLACED WITH PRE-MANUFACTURED TRUSS STYLE OR FULL DEPTH MEMBERBLOCKING SUCH AS I-JOIST OR LVL DESIGNED FOR 1,500 POUND LATERAL COMPRESSIVE LOAD. NAILING SHOWN IS TOBE USED AT MINIMUM.4. BLOCKING DOES NOT HAVE TO BE PLACED IN ADJACENT BAYS. IF REQUIRED USE ADDITIONAL 2x4 SPACERS ASSHOWN IN FIRST SPACE.5. HOLES MAY BE INSTALLED IN BLOCKING IF REQUIRED UP TO 4" IN DIAMETER, MAINTAIN 3" EDGE DISTANCE.SEE 2/S2 FOR SPACING OFBLOCKING SYSTEM SHOWN10'-0" MAX 3'-0" MAX GRADE HEIGHT ABOVE TOP OF SLAB 1'-6" MIN 3'-0" EACH WAY MIN112" TYP SLOPE GRADE AWAYFROM FOUNDATION#4 HORIZONTAL BARS @12" O.C. CENTERED INWALLS LAP AROUNDCORNERS AND HOOKINTO FOUNDATION WALL@ EACH SIDE (REFER TO5/S1 FOR HORZ. BARREQUIREMENTS w/ 8"C.I.P. WALLS)6" MIN C.I.P.CONCRETE WALL#4 VERTICAL BARS @EACH OUTSIDECORNER OF WELL(1)#4 x2'-0" DOWEL @EACH OUTSIDECORNER OF WELL (5"MIN EMBED)12" WIDE x 8" THICK MINSTRIP FOOTING(1) #4 HORIZONTALBAR AT TOP OF WALL(2) #4 HORIZONTAL BARSTOP & BOTTOM OFLINTEL EXTEND 24" MINPAST OPENING EACHEND (WOOD OR STEELOPTION BY OTHERS)WALL BEYONDPLACE (2) #4 VERTICALBARS FULL HEIGHT ANDONE ANCHOR w/IN 12" OFOPENING EACH END8" MIN C.I.P.CONCRETE WALLSLAB-ON-GRADEUNREINFORCED CONCRETESTRIP FOOTING SEE FULLHEIGHT WALL SECTION 5/S1LOOKOUTWALLSEE S5GRANULARMATERIAL(SAND)SLOPEWINDOW WELLLADDER/ESCAPEMEANS BYOTHERS5'-0" EACH WAY MAXFLOOR SYSTEM BY OTHERS(DO NOT PLACE GIRDERS ORBEAMS OVER CONCRETE LINTELDESIGNED FOR 1500 PLF)IF CONCRETEOPTIONAL RIGID INSULATION w/IN WINDOW WELL ATTHE DISCRETION OF THE BUILDER FOR ADDITIONALFROST PROTECTION AS REQUIRED PER SITE DESIGN6"MIN.BACKFILL HEIGHT (NOT TO EXCEED 10'-0")SEE 5/S1 FOR TYPICALFOUNDATION WALL &FOOTING CONSTRUCTIONMAINTAIN MIN. 6" WIDESTEMWALL WITHEXTERIOR LEDGEWOOD FLOORSYSTEM BY OTHERSBACKFILL BELOW EXTERIORSTOOP SLABS WITH COMPACTEDGRANULAR MATERIAL TO FROSTDEPTH (4'-0" MINIMUM)FLASHING &WATERPROOFINGBY OTHERSSTOOP SLAB BY OTHERS* SEE 1/S2 FOR FLOORTO SILL CONNECTION112" CLEARBUILD UP w/ RIGIDINSULATION BELOW SLABTO MAINTAIN 10'-0" MAX.BACKFILL HEIGHT ASREQ'D OR PROVIDE SITESPECIFIC ENGINEERING(MAY SUBTRACT 6" FOR USE IN TABLE LIMITS FOR SANDY CLAY & CLAY SOILS DUE TO GRANULAR FILL BELOW STOOP SLAB) * MODIFIED CLEAR HEIGHT* SEE REBAR TABLE 6/S1FOR VERTICAL REBAR* SEE 2/S2 FOR ANCHOR BOLTS* FOR REBAR TABLE 6/S1, FLOOR TO SILL CONNECTION TABLE 1/S2, AND ANCHOR BOLT TABLE 2/S2USE MODIFIED CLEAR HEIGHT OF 9'-0" IN TABLES FOR BACKFILL HEIGHTS UP TO 8'-6" ANDUSE MODIFIED CLEAR HEIGHT OF 10'-0" IN TABLES FOR BACKFILL HEIGHTS UP TO 9'-6"(MAY REDUCE BACKFILL HEIGHT BY 6" FOR USE IN TABLE LIMITS FOR SANDY CLAY AND CLAY SOILS)D R Horton 20860 Kenbridge Court #100Lakeville, MN 55044 WHEN THE FIREPLACE IS SELECTED. SWITCH WINDOW HEADER TO A B1 (5-FT)(5-FT)(5-FT)(4-FT)(4-FT)(4-FT) (6-FT)(3-FT)(3-FT)(4-FT)(4-FT)(4-FT)(4-FT)(4-FT)(4-FT)(5-FT)(5-FT)BRACED WALL LINE BRACED WALL LINE BRACED WALL LINEBRACEDWALL LINEBRACEDWALL LINEBRACEDWALL LINE(6-FT)(4-FT)(4-FT)BRACED WALL LINE BRACEDWALL LINE(5-FT)(2.5-FT)(2.5-FT)(2.5-FT)COPYRIGHT HANSON GROUP, LLC 2020©THIS SHEET/S REPRESENTS A COMPLETE DESIGN OF THE "MAIN WINDFORCE RESISTING SYSTEM" FOR THE ENTIRERESIDENTIAL STRUCTURE. THE LOCATION AND LENGTH OF EACH BRACED WALL PANEL AND ENGINEERED WINDRESISTING ELEMENT THAT IS REQUIRED FOR THE HANSON GROUP'S DESIGN IS SHOWN ON THE STRUCTURALDRAWINGS. WALLS NOT SPECIFICALLY LABELED ON THE PLANS MAY BE STANDARD FRAMING.SECTIONS SHOWN DEPICT CONNECTIONS OF BRACED WALL PANELS TOROOF TRUSSES ABOVE, TO JOISTS/TRUSSES/BLOCKING ABOVE, AND TOJOISTS/TRUSSES/BLOCKING BELOW. THESE PANELS ARE NOT NECESSARILYREQUIRED TO ALIGN, BUT MAY DEPENDING ON PLAN LAYOUT.ROOFTRUSSESBRACEDWALL PANELFLAT 2x6 @ 24" O.C.(MIN. (3) PER BRACEDWALL PANEL)SIMPSONA35FRAMINGANGLEEACH END(4) 0.131"Øx 3" NAILSPROVIDE 12" WIDTH WEBSTIFFENER FOR ATTACHMENTOF FRAMING ANGLEBRACEDWALL PANEL(4) 0.131"Øx 3" NAILSSIMPSONA35FRAMINGANGLEEACH ENDFLOORJOISTSPROVIDE 12" WIDTH WEBSTIFFENER FOR ATTACHMENTOF FRAMING ANGLEBRACEDWALL PANEL(4) 0.131"Øx 3" NAILSSIMPSONA35FRAMINGANGLEEACH ENDFLOORJOISTSBRACEDWALL PANEL(4) 0.131"Øx 3" NAILSSIMPSONLTP4FRAMINGPLATEEACH ENDFLOORTRUSSESFLAT 2x6 @ 24" O.C.(MIN. (3) PER BRACEDWALL PANEL)FLAT 2x6 @ 24" O.C.(MIN. (3) PER BRACEDWALL PANEL)FLAT 2x6 @ 24" O.C.(MIN. (3) PER BRACEDWALL PANEL)BRACEDWALL PANEL(4) 0.131"Øx 3" NAILSSIMPSONLTP4FRAMINGPLATEEACH ENDFLOORTRUSSESFLAT 2x6 @ 24" O.C.(MIN. (3) PER BRACEDWALL PANEL)BRACED WALL CONNECTIONBRACED WALL CONNECTIONBRACED WALL CONNECTION(ROOF TRUSSES)(FLOOR JOISTS)(FLOOR TRUSSES)DETAILS SHOWN ABOVE AREALTERNATIVE CONNECTIONS TO BEUSED WHEN BRACED WALL PANELDOES NOT ALIGN WITH FRAMING.EXTERIOR NON-BEARING WALLFRAME 2x4 BOXAROUND SPACEBETWEEN TRUSS w/SAME SHEATHINGAND FASTENING ASWALL BELOW(OR REPLACE w/ADEQUATE DEPTH2x MEMBER)#12 x 312" WOODSCREWS @ 16" O.C.INSTALLED INADDITION TO NAILS(MAIN/UPPERLEVEL ROOFTRUSS BEARINGWALLS ONLY)#12 x 312" WOODSCREWS @ 16" O.C.INSTALLED INADDITION TO NAILS(MAIN/UPPERLEVEL ROOFTRUSS BEARINGWALLS ONLY)EXTERIOR BEARING WALLREPRESENTSFIGURER602.10.8.2(3)INDICATES INTERIOR BRACED WALL PANEL w/ GYPSUMSHEATHING BOTH FACES WITH EITHER FASTENER OPTIONLISTED IN NOTE 3, SPACED AT 4" O.C. PROVIDE INCREASEDFASTENING REQUIREMENTS AS SHOWN BELOW.INDICATES ENGINEERED WIND RESISTING ELEMENTS TOBE CONSTRUCTED AS SHOWN IN THE DETAIL SHEETS.(MIN. LENGTH)INDICATES EXTERIOR BRACED WALL PANEL w/ SHEATHING ONEXTERIOR FACE IN ACCORDANCE w/ NOTE 2. PROVIDEINCREASED FASTENING REQUIREMENTS AS SHOWN BELOW.(MIN. LENGTH)w/ JOISTSw/ TRUSSESw/ JOISTSw/ TRUSSESw/ JOISTSw/ TRUSSESw/ JOISTSw/ TRUSSESMATERIALSWALL STUDS (10' OR LESS):SPF STUD GRADE OR BETTERWALL STUDS (OVER 10'):SPF NO.2 GRADE OR BETTERDIMENSIONAL LUMBER:SPF NO.2 GRADE OR BETTERTREATED LUMBER:SYP NO.2 GRADE OR BETTERLSL:134" WIDTH - 1.55E OR BETTERLVL:134" WIDTH - 1.9E OR BETTERLOADSROOF SNOW LOAD: 35-42 PSFROOF DEAD LOAD: 15 PSFFLOOR LIVE LOAD: 40 PSFFLOOR DEAD LOAD: 15 PSFWIND LOAD:115 MPH ULTIMATE EXP. BCODE2020 MINNESOTA RESIDENTIAL CODEHARDWAREALTERNATETABLESIMPSONPRODUCTUSPPRODUCTA34MP34A35MPA1H2.5RT7HTT5HTT45LSTASTRAPSAMELTP4MP4FMSTCSTRAPSAMESTHD14/RJSTAD14/RJTITEN HDWEDGEBOLTHARDWARE IN SAMEROW MAY BE USEDINTERCHANGEABLYIN THIS DOCUMENTROOF TRUSSESFASTENED TO PLATESw/ (4) 0.131"Ø x 3"TOENAILS & SIMPSONH2.5 CLIPNAIL BOTTOM PLATETO RIM/JOIST/BLOCKING w/ (3) 16dNAILS EVERY 16"NAIL BOTTOM PLATETO RIBBON BRACE /TRUSS w/ (3) 16dNAILS EVERY 16"NAIL EACH JOIST TOTOP PLATES w/ (3)0.131"Ø x 3" NAILS2x4 BLOCKINGBETWEENTRUSSES NAILEDTO TOP PLATESw/ (3) 0.131"Ø x 3"NAILS EACHNAIL EACH TRUSS TOTOP PLATES w/ (3)0.131"Ø x 3" TOENAILSROOF TRUSSFASTENED TOPLATES w/0.131"Ø x 3"TOENAILS@ 6" O.C.NAIL BOTTOMPLATE TO RIM/JOIST/BLOCKINGw/ (3) 16d NAILSEVERY 16"NAIL RIM TOPPLATES w/0.131"Ø x 3"TOENAILS@ 6" O.C.NAIL BOTTOMPLATE TO LADDERTRUSS w/ (3) 16dNAILS EVERY 16"NAIL LADDERTRUSS TO TOPPLATES w/0.131"Ø x 3"NAILS @ 6" O.C.INTERIOR WALLPERPENDICULAR TO FRAMINGINTERIOR WALLPARALLEL w/ FRAMING2x4 BLOCKING BETWEENROOF TRUSSES NAILEDTO TOP PLATES w/ (3)0.131"Ø x 3" NAILS EACHNAIL BOTTOM PLATE TOBLOCKING w/ (3) 16dNAILS EVERY 16"PROVIDE FULL DEPTHBLOCKING BETWEEN JOISTSNAILED TO TOP PLATES w/(3) 0.131"Ø x 3" NAILS EACHNAIL EACH JOIST TO TOPPLATE w/ (3) 0.131"Ø x 3" NAILSNAIL BOTTOM PLATE TOBLOCKING w/ (3) 16dNAILS EVERY 16"PROVIDE FULL DEPTHBLOCKING BETWEEN TRUSSESNAILED TO TOP PLATES w/(3) 0.131"Ø x 3" NAILS EACHNAIL EACH TRUSS TO TOP PLATEw/ (3) 0.131"Ø x 3" TOENAILSPROVIDE ROOF TRUSSDIRECTLY IN LINE w/BRACED WALL PANELFASTENED TO PLATESw/ 0.131"Ø x 3"TOENAILS @ 6" O.C.NAIL BOTTOM PLATETO BLOCKING w/ (3)16d NAILS EVERY 16"PROVIDE JOIST DIRECTLYIN LINE w/ BRACED WALLPANEL FASTENED TOPLATES w/ 0.131"Ø x 3"TOENAILS @ 6" O.C.NAIL BOTTOM PLATETO BLOCKING w/ (3)16d NAILS EVERY 16"PROVIDE TRUSS DIRECTLYIN LINE w/ BRACED WALLPANEL FASTENED TOPLATES w/ 0.131"Ø x 3"TOENAILS @ 6" O.C.DescriptionMay 15, 2020Project Number:Date:0.146S11Sheets: of1D R Horton 20860 Kenbridge Court #100Lakeville, MN 55044F403/F423 C-GR ModelMinnesota Construction3407 Kilmer Lane NSuite 4Plymouth, MN 55441Tel 612-708-3572www.hansongroupmn.comPLANS SHOWN LIGHT IN BACKGROUND ARE FORLOCATION REFERENCE ONLY. PLAN NOTES ANDELEMENTS SHOWN LIGHT MAY NOT NECESSARILYSUPPORT THE HANSON GROUP'S DESIGN.DateRevisionPrint Name:Signed: License Number:Ryan Mack5-15-2046673Date:I hereby certify that this plan, specification or reportwas prepared by me or under my direct supervisionand that I am a duly Licensed Professional Engineerunder the laws of the State of Minnesota.SCOPEDESIGN AND DETAIL OF THE MAIN WINDFORCE RESISTING SYSTEM FOR A SINGLE-FAMILY RESIDENCE. CONSTRUCTION ISTO BE IN ACCORDANCE WITH THIS DOCUMENT, STANDARD INDUSTRY PRACTICE, AND THE CODE.NOTES1.THESE DOCUMENTS APPLY TO STRUCTURAL ONLY. REFER TO CONSTRUCTION DOCUMENTS FOR MORE INFORMATION.2.ALL EXTERIOR WALLS ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THE FOLLOWING CRITERIA, U.N.O., WHICHMEETS OR EXCEEDS THE REQUIREMENTS OF CODE SECTION R602.10.4-WSP AND CS-WSP.A.2x6 STUDS SPACED @ 16" O.C.B.EXTERIOR SHEATHING: 716" MIN. STRUCTURAL PANEL SHEATHING w/ 8d COMMON NAILS @ 6" O.C AT PANEL EDGESAND 12" O.C. AT INTERMEDIATE SUPPORTS OR 134" 16 GAUGE STAPLES @ 3" / 6" SPACING.3.ALL INTERIOR WALLS ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THE FOLLOWING CRITERIA, U.N.O.A.2x4 OR 2x6 STUDS SPACED @ 16" O.C.B.WALL SHEATHING: 12" MIN. GYPSUM SHEATHING FASTENED TO FRAMING w/ 5d COOLER NAILS @ 8" O.C. MAX. ORTYPE S/W WALLBOARD SCREWS @ 16" O.C. MAX. (58" MINIMUM STUD PENETRATION)4.ALL FLOORS ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THE FOLLOWING CRITERIA.A.FLOOR FRAMING SPACED AT A MAXIMUM OF 24" O.C.B.FLOOR SHEATHING: 34" STRUCTURAL PANEL SHEATHING w/ 8d COMMON NAILS @ 6" O.C AT PANEL EDGES AND 12"O.C. AT INTERMEDIATE SUPPORTS.5.ALL ROOFS ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THE FOLLOWING CRITERIA.A.ROOF FRAMING SPACED AT A MAXIMUM OF 24" O.C.B.FASTEN ALL ROOF FRAMING TO TOP PLATES WITH SIMPSON H2.5 CLIP OR EQUIVALENT AND (4) 0.131"Ø x 3"TOENAILS.C.ROOF SHEATHING: 12" STRUCTURAL PANEL SHEATHING w/ 8d COMMON NAILS @ 6" O.C AT PANEL EDGES AND 12"O.C. AT INTERMEDIATE SUPPORTS OR 134" 16 GAUGE STAPLES @ 3" / 6" SPACING.6.ALONG LENGTH OF WALLS, LAP WALL TOP PLATES A MINIMUM OF 24" AND FASTEN TOGETHER WITH (12) 0.131"Ø x 3" INLAP ZONE. AT CORNERS AND INTERSECTIONS, LAP PLATES AND PROVIDE (3) 0.131"Ø x 3" FACE NAILS.7.CONNECTIONS NOT SPECIFICALLY NOTED ARE TO BE IN ACCORDANCE WITH CODE TABLE R602.3(1).8.TALL WOOD WALL FRAMING IS TO BE DESIGNED BY SUPPLIER FOR GRAVITY AND OUT-OF-PLANE WIND LOADS.9.THE ENTRY PORCH IS CONSIDERED TO BE A PRIMARILY OPEN, NON-ESSENTIAL PORTION OF THE STRUCTURE AND ISEXCLUDED FROM THE OVERALL MAIN WINDFORCE SYSTEM OF THE HOME. PROVIDE CODE REQUIRED UPLIFTCONNECTIONS AT ALL POSTS.(3.5-FT)(3.5-FT)(4-FT)(4-FT) (5-FT) ONE-SIDED (5-FT) ONE-SIDED (5-FT)ONE-SIDED(5-FT)ONE-SIDEDBRACED WALL LINE BRACED WALL LINEBRACEDWALL LINEBRACEDWALL LINEMAIN LEVEL HOUSE PLAN SHOWNFOR LOCATION REFERENCE ONLY2S1REFERENCE PLANUPPER LEVEL HOUSE PLAN SHOWNFOR LOCATION REFERENCE ONLY(ONLY w/ OPTIONAL UPPER LEVEL)3S1REFERENCE PLANCONSTRUCTPORTAL FRAMEAS SHOWN IN 4/S1WITH 3RD STALL GARAGE OPTIONF403 WITHOUT UPPER LEVELCONCRETEFOUNDATIONBELOWSIMPSON HTT5HOLDOWN ANCHOR ATLOCATIONS SHOWN w/12"Ø x 12" LONGSIMPSON TITEN HDSCREW-IN ANCHORPOST-INSTALLED HOLDOWN OPTION5S1FRAMING DETAILS1FRAMING DETAILGARAGE FRONT PORTAL FRAME4NOTEINFO APPLIES SYMMETRICALLY ACROSS DETAIL.16'-3"±NOT TO EXCEED 12'-0"FASTEN TOP PLATE TO HEADER w/ (2)ROWS 16d SINKER NAILS @ 3" O.C.(1) 2x6 BEARING STUD & (1) 2x6 FULLHEIGHT STUD EACH END OF HEADERLOCATE PANEL JOINT WITHIN 2'-0" FROMCENTER OF HEADER HEIGHT AS REQ'D (2x SOLIDBLOCKING REQUIRED AT SHEATHING JOINT)(2) 2x6 BEARING STUDS MIN.(VERIFY w/ SUPPLIER)PROVIDE 2x6 INFILL WALLABOVE HEADER AS REQ'DSIMPSON STHD14 EMBEDDED HOLDOWNANCHOR AT LOCATIONS SHOWN(REFER TO 5/S1 FOR ALTERNATIVE OPTION)FOUNDATION WALL BELOWLENGTH OF CONTINUOUS HEADER(2) 58" Ø ANCHOR BOLTS (7" MIN. EMBED)w/ 2" x 2" x 316" PLATE WASHERSNAIL SHEATHING TO HEADER w/ 8dNAILS @ 3" O.C. EA. WAY TYP.SMALL HATCH AREA INDICATES 716" ORTHICKER PLYWOOD OR OSB SHEATHINGAPPLIED TO EXTERIOR SIDE OF STUDS(NAIL SHEATHING AROUND PERIMETER w/ (2)ROWS 8d NAILS @ 3" O.C. STAGGERED & TOPLATES / BLOCKING @ 3" O.C.)SIMPSON MSTC40 STRAP ON INSIDE FACEOF WALL (PROVIDE SPACER TO FLUSHOUT HEADER TO WALL STUD THICKNESS)FASTEN KING STUD TO HEADER w/(2) ROWS 16d SINKER NAILS @ 3" O.C.FASTEN FRAMING ABOVE AS SHOWNFOR BRACED WALL PANELS2'-312"±CONTINUOUS LSL/LVL HEADER TOSUPPORT VERTICAL LOADS BY SUPPLIER(MIN.312" WIDTH & MIN.1114" DEPTH REQ'D)2'-312"±LARGE HATCH AREA INDICATES 716" OR THICKERPLYWOOD OR OSB SHEATHING APPLIED TO EXTERIORSIDE OF STUDS w/ STANDARD 6"/12" NAILING(3.5-FT)(3.5-FT)(4-FT)(4-FT)(8-FT)(8-FT)(6-FT)(6-FT)BRACED WALL LINEBRACEDWALL LINEBRACED WALL LINEBRACEDWALL LINEPARTIAL LOWER LEVEL HOUSE PLANSHOWN FOR LOCATION REFERENCE ONLY1S1REFERENCE PLANTHE REQUIREMENTS SHOWN DIRECTLY ABOVE ONLY APPLY TO WALKOUT FOUNDATIONSTHE REQUIREMENTS SHOWN DIRECTLY ABOVE ONLY APPLY TO LOOKOUT FOUNDATIONSPROVIDE TOP OF WALL CONNECTIONSSHOWN FOR BRACED WALL PANELSALONG INDICATED PORTION OF WALLPROVIDE TOP OF WALL CONNECTIONSSHOWN FOR BRACED WALL PANELSALONG INDICATED PORTION OF WALL <--- (9) JUS24 --->24" O/C -----><----- 24" O/CA1A1A1A1A1A1AAAAAAAAAAAAAAAAA3A3A3A3A3A3A3BBBB1A2A4C2CCCCCC1C1C1C3CTC4JJ44-06-0022-06-0067-00-0029-00-009-04-008-0039-00-0013-00-0052-00-004-00-002-00-0020-10-004-08-0013-06-002-00-00Customer: DR Horton - MinnesotaJob Number: 310824-AHome Owner: F403 CCJob Name: RoofSite Address: 11528 HAYDEN CIRCLE N Sales Rep: John FrankCity, ST, ZIP: DAYTON MN 55327 Designer: Andy Hoernemann2926 Lone Oak Circle, St. Paul, MN 55121Ph: 651-454-3610 Fax: 651-454-4765Date: 11/8/2019Version: 8.3.2.221 0 12 06-06-00 06-06-00 05-08-00 B1 B2 B3 B4 0 12 3 Total Horizontal Product Length = 18-08-00 Page 1 of 2 Double 1-3/4"x 7-1/4"VERSA-LAM®2.0 3100 SP PORCH\RB01 (Roof Beam) BC CALC®Member Report Dry |3 spans |No cant.July 13,2020 13:43:37 Build 7555 Job name:PLAN #F403 File name:F403 Calcs Address:Description: City,State,Zip:MN Specifier:PLAN Builder:D R HORTON Designer:Anthony Estevez Code reports:ESR-1040 Company:Boise Cascade Page 1 of 2 Reaction Summary (Down /Uplift)(lbs)Bearing Live Dead Snow Wind Roof Live B1,3-1/2"269 /0 453 /0 B2,3-1/2"863 /0 1451 /0 B3,3-1/2"520 /0 911 /0 B4,3-1/2"219 /0 363 /0 Load Summary Live Dead Snow Wind Roof Live Tributary Tag Description Load Type Ref.Start End Loc.100%90%115%160%125% 0 Self-Weight Unf.Lin.(lb/ft)L 00-00-00 18-08-00 Top 7 00-00-00 1 ROOF Unf.Area (lb/ft²)L 04-00-00 18-08-00 Top 20 35 04-00-00 2 HIP Trapezoidal (lb/ft)L 00-00-00 04-00-00 Top 40 80 70 140 n\a 3 HIP GIRDER Conc.Pt.(lbs)L 04-00-00 04-00-00 Top 320 560 n\a Controls Summary Value %Allowable Duration Case Location Pos.Moment 1492 ft-lbs 15.5%115%10 04-00-00 Neg.Moment -1477 ft-lbs 15.3%115%13 06-06-00 End Shear 682 lbs 12.3%115%10 00-10-12 Cont.Shear 1268 lbs 22.9%115%13 05-09-00 Total Load Deflection L/999 (0.039")n\a n\a 10 03-03-14 Live Load Deflection L/999 (0.025")n\a n\a 15 03-03-14 Total Neg.Defl.L/999 (-0.009")n\a n\a 10 08-04-07 Max Defl.0.039"n\a n\a 10 03-03-14 Span /Depth 10.4 Bearing Supports Dim.(LxW)Value %Allow Support %Allow Member Material B1 Wall/Plate 3-1/2"x 3-1/2"722 lbs n\a 7.9%Unspecified B2 Wall/Plate 3-1/2"x 3-1/2"2314 lbs n\a 25.2%Unspecified B3 Wall/Plate 3-1/2"x 3-1/2"1431 lbs n\a 15.6%Unspecified B4 Wall/Plate 3-1/2"x 3-1/2"583 lbs n\a 6.3%Unspecified Cautions For roof members with slope (1/4)/12 or less final design must ensure that ponding instability will not occur. For roof members with slope (1/2)/12 or less final design must account for Rain-on-Snow surcharge load. DisclosureUseoftheBoiseCascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy,prior to anyone relying on such output as evidence of suitability for a particular application.The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call (800)232-0788 before installation. BC CALC®,BC FRAMER®,AJS™, ALLJOIST®,BC RIM BOARD™,BCI®, BOISE GLULAM™,BC FloorValue®, VERSA-LAM®,VERSA-RIM PLUS®, Page 2 of 2 Double 1-3/4"x 7-1/4"VERSA-LAM®2.0 3100 SP PORCH\RB01 (Roof Beam) BC CALC®Member Report Dry |3 spans |No cant.July 13,2020 13:43:37 Build 7555 Job name:PLAN #F403 File name:F403 Calcs Address:Description: City,State,Zip:MN Specifier:PLAN Builder:D R HORTON Designer:Anthony Estevez Code reports:ESR-1040 Company:Boise Cascade Page 2 of 2 NotesDesignmeets Code minimum (L/180)Total load deflection criteria. Design meets Code minimum (L/240)Live load deflection criteria. Design meets arbitrary (1")Maximum Total load deflection criteria. Calculations assume member is fully braced. BC CALC®analysis is based on IBC 2009. Design based on Dry Service Condition. Connection Diagram:Full Length of Member a minimum =2"c =3-1/4" b minimum =3"d =24" Connectors are:3-1/4 in.Pneumatic Gun Nails 0 12 04-03-00 B1 B2 0 1 Total Horizontal Product Length = 04-03-00 Page 1 of 2 Double 1-3/4"x 7-1/4"VERSA-LAM®2.0 3100 SP PORCH\RB02 (Roof Beam) BC CALC®Member Report Dry |1 span |No cant.July 13,2020 13:48:12 Build 7555 Job name:PLAN #F403 File name:F403 Calcs Address:Description: City,State,Zip:MN Specifier:PLAN Builder:D R HORTON Designer:Anthony Estevez Code reports:ESR-1040 Company:Boise Cascade Page 1 of 2 Reaction Summary (Down /Uplift)(lbs)Bearing Live Dead Snow Wind Roof Live B1,3-1/2"187 /0 300 /0 B2,3"184 /0 295 /0 Load Summary Live Dead Snow Wind Roof Live Tributary Tag Description Load Type Ref.Start End Loc.100%90%115%160%125% 0 Self-Weight Unf.Lin.(lb/ft)L 00-00-00 04-03-00 Top 7 00-00-00 1 Standard Load Unf.Area (lb/ft²)L 00-00-00 04-03-00 Top 20 35 04-00-00 Controls Summary Value %Allowable Duration Case Location Pos.Moment 418 ft-lbs 4.3%115%4 02-01-12 End Shear 284 lbs 5.1%115%4 00-10-12 Total Load Deflection L/999 (0.005")n\a n\a 4 02-01-12 Live Load Deflection L/999 (0.003")n\a n\a 5 02-01-12 Max Defl.0.005"n\a n\a 4 02-01-12 Span /Depth 6.3 Bearing Supports Dim.(LxW)Value %Allow Support %Allow Member Material B1 Wall/Plate 3-1/2"x 3-1/2"488 lbs n\a 5.3%Unspecified B2 Wall/Plate 3"x 3-1/2"478 lbs n\a 6.1%Unspecified Cautions For roof members with slope (1/4)/12 or less final design must ensure that ponding instability will not occur. For roof members with slope (1/2)/12 or less final design must account for Rain-on-Snow surcharge load. Notes Design meets Code minimum (L/180)Total load deflection criteria. Design meets Code minimum (L/240)Live load deflection criteria. Design meets arbitrary (1")Maximum Total load deflection criteria. Calculations assume member is fully braced. BC CALC®analysis is based on IBC 2009. Design based on Dry Service Condition. DisclosureUseoftheBoiseCascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy,prior to anyone relying on such output as evidence of suitability for a particular application.The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call (800)232-0788 before installation. BC CALC®,BC FRAMER®,AJS™, ALLJOIST®,BC RIM BOARD™,BCI®, BOISE GLULAM™,BC FloorValue®, VERSA-LAM®,VERSA-RIM PLUS®, Page 2 of 2 Double 1-3/4"x 7-1/4"VERSA-LAM®2.0 3100 SP PORCH\RB02 (Roof Beam) BC CALC®Member Report Dry |1 span |No cant.July 13,2020 13:48:12 Build 7555 Job name:PLAN #F403 File name:F403 Calcs Address:Description: City,State,Zip:MN Specifier:PLAN Builder:D R HORTON Designer:Anthony Estevez Code reports:ESR-1040 Company:Boise Cascade Page 2 of 2 Connection Diagram:Full Length of Member a minimum =2"c =3-1/4" b minimum =3"d =24" Connectors are:3-1/4 in.Pneumatic Gun Nails 12-09-08 05-08-00 00-05-08 B1 B2 B3 0 1 6 2 7 3 8 4 9 5 10 Total Horizontal Product Length = 18-11-00 Page 1 of 2 Double 1-3/4"x 9-1/2"VERSA-LAM®2.0 3100 SP F403 -GR -2nd Elv C Opt\Floor Beams\B7(i3566)(Flush Beam) BC CALC®Member Report Dry |3 spans |R cant.July 21,2020 16:04:56 Build 7555 Job name:F403-423 File name: Address:Description:F403 -GR -2nd Elv C Opt\Floor Beams\B7(i3566) City,State,Zip:Specifier: Builder:DR HORTON Designer:Anthony Estevez Code reports:ESR-1040 Company:Boise Cascade BMD -Lakeville Page 1 of 2 Reaction Summary (Down /Uplift)(lbs)Bearing Live Dead Snow Wind Roof Live B1,5"371 /0 568 /0 B2,5"1050 /0 1625 /0 B3,5"237 /0 525 /0 Load Summary Live Dead Snow Wind Roof Live Tributary Tag Description Load Type Ref.Start End Loc.100%90%115%160%125% 0 Self-Weight Unf.Lin.(lb/ft)L 00-00-00 18-11-00 Top 10 00-00-00 1 User Load Unf.Lin.(lb/ft)L 00-00-00 13-03-00 Top 60 105 n\a 2 User Load_Unb_N Unf.Lin.(lb/ft)L 00-00-00 13-03-00 Top 105 n\a 3 User Load_Unb_S Unf.Lin.(lb/ft)L 00-00-00 13-03-00 Top 105 n\a 4 User Load_Unb_E Unf.Lin.(lb/ft)L 00-00-00 13-03-00 Top 105 n\a 5 User Load_Unb_W Unf.Lin.(lb/ft)L 00-00-00 13-03-00 Top 105 n\a 6 User Load Unf.Lin.(lb/ft)L 13-03-00 18-11-00 Top 120 210 n\a 7 User Load_Unb_N Unf.Lin.(lb/ft)L 13-03-00 18-11-00 Top 210 n\a 8 User Load_Unb_S Unf.Lin.(lb/ft)L 13-03-00 18-11-00 Top 210 n\a 9 User Load_Unb_E Unf.Lin.(lb/ft)L 13-03-00 18-11-00 Top 210 n\a 10 User Load_Unb_W Unf.Lin.(lb/ft)L 13-03-00 18-11-00 Top 210 n\a Controls Summary Value %Allowable Duration Case Location Pos.Moment 2199 ft-lbs 31.1%115%5 05-04-02 Neg.Moment -2607 ft-lbs 38.1%115%5 12-09-08 End Shear 727 lbs 10.0%115%5 01-02-08 Cont.Shear 1324 lbs 18.2%115%8 13-09-08 Total Load Deflection L/999 (0.102")n\a n\a 5 06-00-01 Live Load Deflection L/999 (0.063")n\a n\a 14 06-00-01 Total Neg.Defl.L/999 (-0.009")n\a n\a 5 14-07-13 Max Defl.0.102"n\a n\a 5 06-00-01 Cant.Max Defl.0.001"n\a n\a 5 18-11-00 Span /Depth 15.7 Bearing Supports Dim.(LxW)Value %Allow Support %Allow Member Material B1 Column 5"x 3-1/2"938 lbs 6.7%7.1%Unspecified B2 Column 5"x 3-1/2"2674 lbs 19.1%20.4%Unspecified B3 Column 5"x 3-1/2"761 lbs 5.4%5.8%Unspecified DisclosureUseoftheBoiseCascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy,prior to anyone relying on such output as evidence of suitability for a particular application.The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call (800)232-0788 before installation. BC CALC®,BC FRAMER®,AJS™, ALLJOIST®,BC RIM BOARD™,BCI®, BOISE GLULAM™,BC FloorValue®, VERSA-LAM®,VERSA-RIM PLUS®, Page 2 of 2 Double 1-3/4"x 9-1/2"VERSA-LAM®2.0 3100 SP F403 -GR -2nd Elv C Opt\Floor Beams\B7(i3566)(Flush Beam) BC CALC®Member Report Dry |3 spans |R cant.July 21,2020 16:04:56 Build 7555 Job name:F403-423 File name: Address:Description:F403 -GR -2nd Elv C Opt\Floor Beams\B7(i3566) City,State,Zip:Specifier: Builder:DR HORTON Designer:Anthony Estevez Code reports:ESR-1040 Company:Boise Cascade BMD -Lakeville Page 2 of 2 NotesDesignmeets Code minimum (L/240)Total load deflection criteria. Design meets Code minimum (L/360)Live load deflection criteria. Design meets arbitrary (1")Maximum Total load deflection criteria. Design meets arbitrary (1")Cantilever Maximum Total load deflection criteria. Calculations assume unbraced length of Top:18-07-08,Bottom:18-07-08. BC CALC®analysis is based on IBC 2009. Unbalanced snow loads determined from building geometry were used in selected product's verification. Design based on Dry Service Condition. Cantilevers require sheathed bottom flanges,blocking at cantilever support and closure at ends. Connection Diagram:Full Length of Member a minimum =2"c =5-1/2" b minimum =3"d =24" Connectors are:3-1/4 in.Pneumatic Gun Nails 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. 310824-A My license renewal date for the state of Minnesota is June 30, 2020. Pages or sheets covered by this seal: I39382392 thru I39382405 Garcia, Juan November 21,2019 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Villaume Industries. Re: Roof IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 9.512 =2x4 =3x8 =4x6 =3x4 =4x8 MTH18 MTHNH18 =6x8 =2x4 MTH18 =4x8 =3x4 =4x6 =3x8 =2x4 111 24 25 16 18 19 15 20 21 14 22 23 13 12 2 10 93 17 8475 6 0-7-8 26-0-5 0-7-8 13-6-4 1-4-8 -1-4-8 1-4-8 40-3-8 5-11-4 19-5-8 5-11-4 25-4-12 6-2-1 6-2-1 6-2-1 38-11-0 6-8-10 32-8-15 6-8-10 12-10-11 9-8-2 19-5-8 9-8-2 29-1-10 9-9-6 9-9-6 9-9-6 38-11-016-10-61-2-611-2-511-2-55-4-1516-7-4Scale = 1:93.2 Plate Offsets (X, Y): [3:0-2-6,0-2-1], [5:0-0-11,0-1-2], [5:0-0-11,0-1-2], [6:0-1-6,0-1-12], [6:0-1-6,0-1-12], [7:0-0-11,0-1-2], [7:0-0-11,0-1-2], [9:0-2-6,0-2-1], [13:0-1-12,0-1-8], [14:0-4-0,Edge], [15:0-1-12,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL)-0.27 14-15 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.82 Vert(TL)-0.67 15-16 >690 180 BCLL 0.0*Rep Stress Incr YES WB 0.82 Horiz(TL)0.12 12 n/a n/a BCDL 10.0 Code MNSRC2015/ TPI2007 Matrix-MP Weight: 206 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 *Except* 16-2,12-10,15-3,13-9:2x3 SPF Stud, 15-4,14-17,13-8:2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied,except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-17, 8-17, 3-16, 9-12,4-14, 14-17, 8-14 JOINTS 1 Brace at Jt(s): 17 REACTIONS (lb/size)12=2137/0-5-8, 16=2137/0-5-8 Max Horiz 16=346 (LC 7) Max Uplift 12=-109 (LC 9), 16=-109 (LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/77, 2-3=-139/204, 3-4=-2345/192, 4-5=-618/81, 5-6=-404/105, 2-16=-332/145, 10-12=-332/145, 6-7=-404/105, 7-8=-618/81, 8-9=-2345/192, 9-10=-139/204, 10-11=0/77 BOT CHORD 16-18=-207/2021, 18-19=-207/2021, 15-19=-207/2021, 15-20=-67/1744, 20-21=-67/1744, 14-21=-67/1744, 14-22=0/1639, 22-23=0/1639, 13-23=0/1639, 13-24=-21/1815, 24-25=-21/1815, 12-25=-21/1815 WEBS 4-17=-1433/168, 8-17=-1433/168, 3-16=-2506/39, 9-12=-2506/39, 4-15=-56/597, 3-15=-281/225, 4-14=-159/418, 14-17=-23/3, 8-14=-159/418, 8-13=-56/597, 9-13=-281/225 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=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)Attach MiTek MTHNH18 (Half and Half Plate) on each face of truss with USP NA11 nails (0.131" x 1.5") in pre- punched holes provided. All nail holes must be filled (6 Nails per side 12 nails total). 5)See HINGE PLATE DETAILS for plate placement. 6)Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9)All bearings are assumed to be SPF 1650F 1.5E crushing capacity of 425 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 16 and 109 lb uplift at joint 12. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I39382392ACommon161310824-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.32 E Oct 29 2019 Print: 8.320 E Oct 29 2019 MiTek Industries, Inc. Thu Nov 21 14:12:15 Page: 1 ID:1mZO4VID0ViSYOtxx0Vmb3yf07s-581gJhb0GOjaojjXasFo7_OSyqaQmLb2jRoGW?yGxHX November 21,2019 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 9.512 =2x4 =4x4 =4x4 =3x4 =4x8 MTH18 =6x8 =2x4 MTHNH18 MTH18 =4x8 =3x4 =3x4 =4x6 =2x4 11117 19 20 16 21 22 15 14 25 26 13 12 23 24 2 10 3 9 18 8475 6 0-7-8 26-0-5 0-7-8 13-6-4 1-4-8 -1-4-8 1-4-8 40-3-8 5-11-4 19-5-8 5-11-4 25-4-12 6-2-1 38-11-0 6-2-1 6-2-1 6-8-10 12-10-11 6-8-10 32-8-15 0-7-8 38-11-0 9-2-12 28-8-4 9-7-4 38-3-8 9-8-2 19-5-8 9-9-6 9-9-616-10-61-2-611-2-511-2-55-4-1516-7-4Scale = 1:93.8 Plate Offsets (X, Y):[5:0-0-11,0-1-2], [5:0-0-11,0-1-2], [6:0-1-6,0-1-12], [6:0-1-6,0-1-12], [7:0-0-11,0-1-2], [7:0-0-11,0-1-2], [8:0-3-12,0-1-12], [14:0-1-4,0-1-8], [15:0-4-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL)-0.27 16-17 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.99 Vert(TL)-0.69 16-17 >495 180 BCLL 0.0*Rep Stress Incr YES WB 0.80 Horiz(TL)0.05 13 n/a n/a BCDL 10.0 Code MNSRC2015/ TPI2007 Matrix-MP Weight: 210 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 17-2,12-10,3-16,9-14:2x3 SPF Stud, 16-4,18-15:2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied,except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-15, 15-18, 3-17, 9-12 WEBS 2 Rows at 1/3 pts 8-14 JOINTS 1 Brace at Jt(s): 18 REACTIONS (lb/size)13=410/0-3-8, 14=2345/0-5-8,17=1519/0-5-8 Max Horiz 17=346 (LC 7) Max Uplift 14=-280 (LC 9), 17=-51 (LC 8) Max Grav 13=489 (LC 3), 14=2345 (LC 1), 17=1529 (LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/77, 2-3=-138/204, 3-4=-1538/109, 4-5=-618/81, 5-6=-404/105, 2-17=-331/145, 10-12=-330/145, 6-7=-404/105, 7-8=-619/81, 8-9=-306/562, 9-10=-137/205, 10-11=0/77 BOT CHORD 17-19=-146/1430, 19-20=-146/1430,16-20=-146/1430, 16-21=-49/1092,21-22=-49/1092, 15-22=-49/1092,15-23=0/326, 23-24=0/326, 14-24=0/326,14-25=-35/243, 25-26=-35/243,13-26=-35/243, 12-13=-35/243 WEBS 4-18=-561/65, 8-18=-561/65, 3-16=-322/232, 4-16=-62/666, 4-15=-616/220, 15-18=-7/1, 9-14=-473/249, 3-17=-1666/0, 9-12=-335/48, 8-15=-96/965, 8-14=-1832/255 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=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)Attach MiTek MTHNH18 (Half and Half Plate) on each face of truss with USP NA11 nails (0.131" x 1.5") in pre- punched holes provided. All nail holes must be filled (6 Nails per side 12 nails total). 5)See HINGE PLATE DETAILS for plate placement. 6)Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9)All bearings are assumed to be SPF 1650F 1.5E crushing capacity of 425 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 lb uplift at joint 14 and 51 lb uplift at joint 17. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I39382393A1Common61310824-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.32 E Oct 29 2019 Print: 8.320 E Oct 29 2019 MiTek Industries, Inc. Thu Nov 21 14:12:18 Page: 1 ID:gMrvqFiIOcU?iZ66Ca8DU_yf?bn-wHOyZkgmsEUjWeAhx7MCMFeUQFaIA3Qx6NFajfyGxHR November 21,2019 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 9.512 =2x4 =4x6 =3x4 =3x4 MTH18 =2x4 =2x4 =2x4 =2x4 MTHNH18 =2x4 =5x5 =2x4 =2x4 =2x4 =2x4 MTH18 =5x8 =3x4 =3x4 =3x8 =3x6 =3x6 =4x8 =4x6 =2x4 23154 7153 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 2 223 7066 4 69 5 67 68 6 65 21 64 7 208 199 1810 17111612 59 58 57 56 55 60 61 62 63 1513 140-1-4 0-1-4 0-7-6 26-0-2 0-7-6 13-6-4 1-4-8 -1-4-8 1-4-8 40-3-8 5-11-4 19-5-8 5-11-4 25-4-12 6-2-1 38-11-0 6-8-13 32-8-15 12-9-10 12-10-14 0-7-8 38-11-0 0-9-8 0-9-8 9-7-4 38-3-8 27-10-12 28-8-416-10-61-2-611-2-511-2-55-4-1516-7-4Scale = 1:98.4 Plate Offsets (X, Y): [2:0-2-8,Edge], [12:0-1-0,0-1-8], [13:0-0-11,0-1-2], [13:0-0-11,0-1-2], [14:0-1-6,0-1-12], [14:0-1-6,0-1-12], [15:0-0-11,0-1-2], [15:0-0-11,0-1-2], [16:0-2-8,0-2-0], [32:0-3-8,Edge], [39:0-2-8,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL)0.03 26-27 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.57 Vert(TL)-0.05 27-28 >999 180 BCLL 0.0*Rep Stress Incr NO WB 0.91 Horiz(TL)0.01 25 n/a n/a BCDL 10.0 Code MNSRC2015/ TPI2007 Matrix-MP Weight: 319 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 *Except* 13-14,15-14:2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF Stud *Except* 12-16,16-32:2x4 SPF No.2, 21-24:2x3 SPF No.2 OTHERS 2x3 SPF Stud *Except* 39-55,40-56,41-57,42-58,43-59,44-12,45-11, 46-10,47-9,38-60,37-61,36-62,35-63,34-16,3 2-18:2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 31-32,30-31,29-30,28-29,27-28,26-27,25-26, 24-25. WEBS 1 Row at midpt 39-55, 40-56, 43-59, 12-44, 11-45, 10-46, 38-60, 36-62, 35-63, 16-34, 18-32 JOINTS 1 Brace at Jt(s): 55, 57, 61, 64, 66, 67, 69 REACTIONS (lb/size)25=587/0-3-8, 32=1374/28-11-0, 33=-30/28-11-0, 34=310/28-11-0, 35=81/28-11-0, 36=35/28-11-0, 37=35/28-11-0, 38=38/28-11-0, 39=38/28-11-0, 40=39/28-11-0, 41=33/28-11-0, 42=2/28-11-0, 43=110/28-11-0, 44=869/28-11-0, 45=26/28-11-0, 46=125/28-11-0, 47=169/28-11-0, 48=159/28-11-0, 49=160/28-11-0, 50=160/28-11-0, 51=160/28-11-0, 52=168/28-11-0, 53=45/28-11-0, 54=200/28-11-0 Max Horiz 54=346 (LC 7) Max Uplift 25=-28 (LC 8), 32=-306 (LC 9), 33=-54 (LC 20), 34=-74 (LC 9), 44=-154 (LC 8), 45=-4 (LC 19), 46=-35 (LC 8), 47=-46 (LC 8), 48=-39 (LC 8), 49=-41 (LC 8), 50=-40 (LC 8), 51=-39 (LC 8), 52=-51 (LC 8), 53=-287 (LC 5), 54=-359 (LC 6) Max Grav 25=587 (LC 1), 32=1374 (LC 1), 33=93 (LC 9), 34=316 (LC 20), 35=81 (LC 1), 36=59 (LC 3), 37=58 (LC 3), 38=59 (LC 3), 39=59 (LC 3), 40=59 (LC 3), 41=58 (LC 3), 42=52 (LC 3), 43=110 (LC 1), 44=869 (LC 1), 45=66 (LC 12), 46=132 (LC 19), 47=170 (LC 19), 48=159 (LC 1), 49=160 (LC 1), 50=160 (LC 1), 51=160 (LC 19), 52=168 (LC 1), 53=303 (LC 6), 54=444 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/77, 2-3=-243/222, 3-4=-251/248, 4-5=-222/228, 5-6=-200/217, 6-7=-180/206, 7-8=-169/194, 8-9=-158/191, 9-10=-146/208, 10-11=-134/231, 11-12=-127/264, 12-13=-680/85, 13-14=-442/107, 2-54=-441/363, 22-24=-360/151, 14-15=-442/107, 15-16=-689/84, 16-17=-13/516, 17-18=-9/318, 18-19=-10/356, 19-20=-37/342, 20-21=-44/226, 21-22=-154/211, 22-23=0/77 BOT CHORD 54-71=-343/336, 53-71=-343/336, 52-53=-153/188, 51-52=-153/188, 50-51=-153/188, 49-50=-153/188, 48-49=-153/188, 47-48=-153/188, 46-47=-153/188, 45-46=-153/188, 44-45=-153/188, 43-44=-153/188, 42-43=-153/188, 41-42=-153/188, 40-41=-153/188, 39-40=-153/188, 38-39=-153/188, 37-38=-153/188, 36-37=-153/188, 35-36=-153/188, 34-35=-153/188, 33-34=-149/186, 32-33=-149/186, 31-32=-36/143, 30-31=-36/143, 29-30=-36/143, 28-29=-38/139, 27-28=-38/139, 26-27=-38/139, 25-26=-38/139, 24-25=-38/139 Job Truss Truss Type Qty Ply Roof I39382394A2Common Structural Gable 1 1310824-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.32 E Oct 29 2019 Print: 8.320 E Oct 29 2019 MiTek Industries, Inc. Thu Nov 21 14:12:20 Page: 1 ID:UVIA9pIbRtvsrCJB6Szs0dyf?X8-OUyKn4gPdXca8oltVqtRvSBfEf1?vUz4K1_8G5yGxHQ Continued on page 2 November 21,2019 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. WEBS 12-59=0/397, 58-59=0/397, 57-58=0/397,56-57=0/397, 55-56=0/397, 55-60=0/397, 60-61=0/397, 61-62=0/397, 62-63=0/397, 16-63=0/400, 32-66=-496/157, 66-67=-471/149, 21-67=-422/134, 21-68=-212/48, 68-69=-190/39, 69-70=-204/30, 24-70=-193/40, 16-64=-848/146, 64-65=-654/50, 32-65=-656/109, 39-55=0/0, 40-56=-2/0, 41-57=-1/4, 42-58=-7/35, 43-59=-72/14, 12-44=-832/169, 11-45=-50/42, 10-46=-94/50, 9-47=-133/61, 8-48=-121/54, 7-49=-123/56, 6-50=-123/55, 5-51=-123/54, 4-52=-130/67, 3-53=-45/43, 38-60=0/0, 37-61=0/2, 36-62=-6/6, 35-63=-48/0, 16-34=-264/86, 17-64=-104/214, 33-65=-66/31, 18-32=-175/59, 19-66=-113/63, 31-66=-83/52, 20-67=-40/78, 30-67=-58/140, 21-29=-16/192, 28-68=-32/12, 27-69=-1/31, 26-70=-59/9, 2-53=-365/395 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=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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)All plates are MT20 plates unless otherwise indicated. 5)All plates are 2x3 MT20 unless otherwise indicated. 6)Attach MiTek MTHNH18 (Half and Half Plate) on each face of truss with USP NA11 nails (0.131" x 1.5") in pre- punched holes provided. All nail holes must be filled (6 Nails per side 12 nails total). 7)See HINGE PLATE DETAILS for plate placement. 8)Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 9)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10)Gable studs spaced at 1-4-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 13)All bearings are assumed to be SPF 1650F 1.5E crushing capacity of 425 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 359 lb uplift at joint 54, 306 lb uplift at joint 32, 154 lb uplift at joint 44, 4 lb uplift at joint 45, 35 lb uplift at joint 46, 46 lb uplift at joint 47, 39 lb uplift at joint 48, 41 lb uplift at joint 49, 40 lb uplift at joint 50, 39 lb uplift at joint 51, 51 lb uplift at joint 52, 287 lb uplift at joint 53, 74 lb uplift at joint 34, 54 lb uplift at joint 33 and 28 lb uplift at joint 25. 15)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 (lb/ft) Vert: 1-2=-84, 2-12=-92 (F=-8), 12-13=-96 (F=-8), 13-14=-92 (F=-8), 54-71=-20, 24-71=-28 (F=-8), 14-15=-91 (F=-8), 15-16=-95 (F=-8), 16-22=-92 (F=-8), 22-23=-84 Horz: 12-13=4 (F=0), 13-14=-1 (F=0), 14-15=1 (F=0), 15-16=-4 (F=0) Job Truss Truss Type Qty Ply Roof I39382394A2Common Structural Gable 1 1310824-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.32 E Oct 29 2019 Print: 8.320 E Oct 29 2019 MiTek Industries, Inc. Thu Nov 21 14:12:20 Page: 2 ID:UVIA9pIbRtvsrCJB6Szs0dyf?X8-OUyKn4gPdXca8oltVqtRvSBfEf1?vUz4K1_8G5yGxHQ 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 9.512 =2x4 =3x4 =3x4 =3x4 =4x8 MTH18 MTHNH18 =3x6 =2x4 =3x8 MTH18 =3x8 =3x4 =3x4 =3x4 =2x4 111 23 24 25 26 17 19 20 1621 22 15 14 13 12 2 10 3 9 18 8475 6 0-7-6 26-0-2 0-7-6 13-6-4 1-4-8 -1-4-8 1-4-8 40-3-8 5-11-4 19-5-8 5-11-4 25-4-12 6-2-1 6-2-1 6-2-1 38-11-0 6-8-13 32-8-15 6-8-13 12-10-14 8-6-14 29-1-10 9-9-6 9-9-6 9-9-6 38-11-0 10-9-6 20-6-1216-10-61-2-611-2-511-2-55-4-1516-7-4Scale = 1:98.5 Plate Offsets (X, Y):[5:0-0-11,0-1-2], [5:0-0-11,0-1-2], [6:0-1-6,0-1-12], [6:0-1-6,0-1-12], [7:0-0-11,0-1-2], [7:0-0-11,0-1-2] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL)-0.42 14-16 >578 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.96 Vert(TL)-0.75 12-13 >291 180 BCLL 0.0*Rep Stress Incr YES WB 0.87 Horiz(TL)0.03 12 n/a n/a BCDL 10.0 Code MNSRC2015/ TPI2007 Matrix-MP Weight: 201 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-8,14-8,14-4:2x4 SPF No.2, 17-2,12-10,13-9,3-16:2x3 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied,except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 14-18, 8-14, 9-12, 3-17 WEBS 2 Rows at 1/3 pts 4-14 JOINTS 1 Brace at Jt(s): 18 REACTIONS (lb/size)12=923/0-5-8, 14=2298/0-5-8,17=1054/0-5-8 Max Horiz 17=-346 (LC 6) Max Uplift 12=-102 (LC 9), 14=-84 (LC 8), 17=-70 (LC 8) Max Grav 12=975 (LC 20), 14=2387 (LC 15), 17=1085 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/77, 2-3=-140/204, 3-4=-830/158, 4-5=-621/80, 5-6=-404/105, 2-17=-334/146, 10-12=-334/146, 6-7=-404/105, 7-8=-621/80, 8-9=-665/183, 9-10=-139/204, 10-11=0/77 BOT CHORD 17-19=-190/848, 19-20=-190/848,16-20=-190/848, 16-21=-132/452,21-22=-132/452, 15-22=-132/452,14-15=-132/452, 14-23=-32/239,23-24=-32/239, 13-24=-32/239, 13-25=-8/590, 25-26=-8/590, 12-26=-8/590 WEBS 4-18=0/717, 8-18=0/717, 14-18=-2/0, 8-14=-1248/164, 8-13=-64/694, 9-13=-396/222, 9-12=-815/4, 3-17=-982/26, 3-16=-377/227, 4-16=-49/759, 4-14=-1315/200 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=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)Attach MiTek MTHNH18 (Half and Half Plate) on each face of truss with USP NA11 nails (0.131" x 1.5") in pre- punched holes provided. All nail holes must be filled (6 Nails per side 12 nails total). 5)See HINGE PLATE DETAILS for plate placement. 6)Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 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 3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members, with BCDL = 10.0psf. 9)All bearings are assumed to be SPF 1650F 1.5E crushing capacity of 425 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 12, 84 lb uplift at joint 14 and 70 lb uplift at joint 17. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I39382395A3Common71310824-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.32 E Oct 29 2019 Print: 8.320 E Oct 29 2019 MiTek Industries, Inc. Thu Nov 21 14:12:22 Page: 1 ID:SahCFdNUxjZSTeTFAZ2C_uyf?US-Ks44Cmif99sIN6vFcFvv_tG_dScRNP9NoKTEK_yGxHO November 21,2019 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 9.512 =4x4 =3x4 =4x4 =2x3 =2x3 =2x3 =3x6 =8x8 =2x3 MTH18 =2x3 =2x3 =2x3 =2x3 =2x3 =2x3 =2x3 =2x3 =2x3 =2x3 =2x3 =3x4 MTHNH18 =4x8 =4x4 =5x8 MTH18 =10x10 =2x3 =4x12 =3x6 =2x3 =4x8 =2x3 =6x8 =2x3 =3x8 =2x3 =4x4 JUS24 JUS24JUS24NAILED NAILEDNAILED NAILEDNAILEDJUS24 17124 66 67 2368 69 222170 71 722073 19 74 75 7677 78 18 16235 29 28 52 56 58 593161 62 63 3330323826423936 153 535046 60 14 434048 13 34 5749544744 124115106 45 41 3725 2764 51 55 7 9 65 80-7-6 13-6-4 0-7-6 26-0-2 1-4-8 40-3-8 1-4-8 -1-4-8 2-6-6 12-10-14 4-2-7 10-4-8 5-11-4 25-4-12 5-11-4 19-5-8 6-2-1 6-2-1 6-2-1 38-11-0 6-8-13 32-8-15 3-3-14 29-1-10 5-4-0 25-9-12 9-9-6 9-9-6 9-9-6 38-11-0 10-8-6 20-5-1216-10-61-2-611-2-511-2-55-4-1516-7-4Scale = 1:112.1 Plate Offsets (X, Y): [6:0-4-0,0-2-8], [7:0-0-11,0-1-2], [7:0-0-11,0-1-2], [8:0-1-6,0-1-12], [8:0-1-6,0-1-12], [9:12-5-10,24-10-12], [9:12-5-10,24-10-12], [15:0-3-8,Edge], [19:0-4-4,0-2-0], [26:0-1-8,0-0-12], [30:0-3-0,0-2-8], [32:0-4-0,0-2-12], [36:0-1-8,0-0-12], [39:0-1-8,0-0-12], [40:0-1-8,0-0-12], [43:0-1-8,0-0-12], [44:0-1-8,0-0-12], [47:0-1-8,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL)-0.29 18-19 >536 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.69 Vert(TL)-0.53 18-19 >295 180 BCLL 0.0*Rep Stress Incr NO WB 0.71 Horiz(TL)0.02 18 n/a n/a BCDL 10.0 Code MNSRC2015/ TPI2007 Matrix-MP Weight: 335 lb FT = 20% LUMBER TOP CHORD 2x4 SPF 1650F 1.5E *Except* 7-8,9-8:2x4 SPF 2100F 1.8E BOT CHORD 2x6 SP 2700F 2.2E WEBS 2x4 SPF No.2 *Except* 24-2,18-16:2x4 SPF 1650F 1.5E, 3-24,23-6,15-18,10-19,27-28,64-30:2x3 SPF No.2, 3-23,15-19,25-26:2x3 SPF Stud OTHERS 2x3 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied,except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-24, 18-33, 21-50 JOINTS 1 Brace at Jt(s): 25, 26, 27, 28, 31, 32, 33, 34, 35, 38, 40, 44, 46, 50, 52, 54, 58, 60 REACTIONS (lb/size)18=1847/0-5-8, 20=849/0-3-8,21=3815/5-7-8, 24=1158/0-5-8 Max Horiz 24=-347 (LC 6) Max Uplift 18=-289 (LC 9), 20=-249 (LC 9),21=-476 (LC 8), 24=-108 (LC 27) Max Grav 18=1860 (LC 20), 20=858 (LC 20), 21=3815 (LC 1), 24=1174 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/79, 2-3=-149/198, 3-4=-1021/168, 4-5=-880/185, 5-6=-596/134, 6-7=-808/93, 7-65=-468/98, 8-65=-389/107, 2-24=-353/153, 16-18=-354/153, 8-9=-468/110, 9-10=-708/85, 10-11=-911/243, 11-12=-1062/286, 12-13=-1128/263, 13-14=-1173/241, 14-15=-1153/211, 15-16=-147/194, 16-17=0/79 BOT CHORD 24-66=-217/1053, 66-67=-217/1053, 23-67=-217/1053, 23-68=-168/723, 68-69=-168/723, 22-69=-168/723, 21-22=-168/723, 21-70=-67/534, 70-71=-67/534, 71-72=-67/534, 20-72=-67/534, 20-73=-67/534, 19-73=-67/534, 19-74=-81/1077, 74-75=-81/1077, 75-76=-81/1077, 76-77=-81/1077, 77-78=-81/1077, 18-78=-81/1077 Job Truss Truss Type Qty Ply Roof I39382396A4Common Girder 1 1310824-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.32 E Oct 29 2019 Print: 8.320 E Oct 29 2019 MiTek Industries, Inc. Thu Nov 21 14:12:23 Page: 1 ID:RftwbNjgO0oW2pPEiT_O2byf?Or-p3eSP6jHvS_9?FUSAyQ8X5p9Ds0o6uxW1_DotQyGxHN Continued on page 2 November 21,2019 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. WEBS 6-45=0/841, 41-45=0/836, 37-41=0/836,25-37=0/836, 25-27=0/836, 27-64=0/836, 51-64=0/837, 51-55=0/837, 10-55=0/846, 3-24=-1182/47, 3-23=-290/199, 23-34=-32/686, 6-34=0/501, 6-44=-1359/198, 44-47=-1424/199, 40-47=-1484/214, 40-43=-1486/214, 36-43=-1488/215, 36-39=-1489/216, 26-39=-1460/209, 26-29=-1444/204, 29-35=-1366/186, 21-35=-1445/228, 15-33=-1332/107, 18-33=-1451/118, 21-30=-1886/345, 30-53=-1930/357, 50-53=-1924/354, 50-57=-1934/358, 54-57=-1800/318, 10-54=-1697/316, 10-60=-279/1540, 31-60=-250/1315, 19-31=-274/1459, 19-32=-348/221, 15-32=-258/201, 25-26=-12/43, 27-28=-6/32, 28-29=-141/31, 28-30=-141/31, 30-52=-79/24, 52-56=-79/24, 56-58=-79/24, 58-59=-74/24, 31-59=-74/24, 31-61=-93/22, 61-62=-93/22, 32-62=-85/19, 32-63=-157/14, 33-63=-158/14, 4-49=-247/89, 34-49=-10/34, 34-48=-51/38, 46-48=-116/53, 42-46=-75/38, 38-42=-71/38, 35-38=-97/43, 36-37=-17/6, 38-39=-43/10, 40-41=-3/0, 42-43=-4/7, 44-45=-93/2, 46-47=-25/89, 6-48=-142/42, 5-49=-158/436, 50-51=-4/15, 52-53=-4/15, 54-55=-124/4, 56-57=-45/156, 10-58=-300/91, 11-60=-90/124, 59-60=-107/337, 12-61=-77/55, 13-62=-60/26, 14-32=-171/36, 15-63=-3/9, 30-64=-55/9 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=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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)All plates are MT20 plates unless otherwise indicated. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Attach MiTek MTHNH18 (Half and Half Plate) on each face of truss with USP NA11 nails (0.131" x 1.5") in pre- punched holes provided. All nail holes must be filled (6 Nails per side 12 nails total). 7)See HINGE PLATE DETAILS for plate placement. 8)Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 9)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10)Gable studs spaced at 1-4-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 13)All bearings are assumed to be SPF 1650F 1.5E crushing capacity of 425 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 24, 289 lb uplift at joint 18 and 249 lb uplift at joint 20. 15)Two SBP4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 21. This connection is for uplift only and does not consider lateral forces. 16)Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 12-0-0 oc max. starting at 20-11-8 from the left end to 36-11-8 to connect truss(es) to back face of bottom chord. 17)Fill all nail holes where hanger is in contact with lumber. 18)"NAILED" indicates Girder: 3-12d (0.148" x 3.25") toe-nails per NDS guidelines. 19) 20)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 (lb/ft) Vert: 1-2=-84, 2-4=-84, 4-6=-131 (F=-47), 6-7=-135 (F=-48), 7-65=-131 (F=-47), 8-65=-89 (F=-5), 23-24=-20, 23-76=-25 (F=-5), 18-76=-20, 8-9=-89 (F=-5), 9-10=-92 (F=-5), 10-15=-89 (F=-5), 15-16=-84, 16-17=-84 Horz: 6-7=5 (F=2), 8-9=1 (F=0), 9-10=-4 (F=0) Concentrated Loads (lb) Vert: 19=-229 (B), 70=-469 (B), 71=-469 (B), 72=-469 (B), 73=-229 (B), 74=-229 (B), 75=-229 (B), 77=-229 (B), 78=-315 (B) Job Truss Truss Type Qty Ply Roof I39382396A4Common Girder 1 1310824-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.32 E Oct 29 2019 Print: 8.320 E Oct 29 2019 MiTek Industries, Inc. Thu Nov 21 14:12:23 Page: 2 ID:RftwbNjgO0oW2pPEiT_O2byf?Or-p3eSP6jHvS_9?FUSAyQ8X5p9Ds0o6uxW1_DotQyGxHN N/A 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 9.512 =2x4 =3x4 =3x4 =4x4 =3x8 =4x8 =3x4 =3x4 =2x4 1 11 12 10 9 8 7 13 14 62 53 4 1-4-8 -1-4-8 5-1-0 10-4-8 5-1-0 15-5-8 5-3-8 5-3-8 5-3-8 20-9-0 10-4-8 10-4-8 10-4-8 20-9-09-8-11-2-69-4-15Scale = 1:64.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL)-0.29 7-9 >861 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 1.00 Vert(TL)-0.72 7-9 >341 180 BCLL 0.0*Rep Stress Incr YES WB 0.72 Horiz(TL)0.03 7 n/a n/a BCDL 10.0 Code MNSRC2015/ TPI2007 Matrix-MP Weight: 87 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF Stud *Except* 9-4:2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 1-4-12 ocbracing. WEBS 1 Row at midpt 3-10, 5-7 REACTIONS (lb/size)7=1064/0-5-8, 10=1197/0-5-8 Max Horiz 10=199 (LC 5) Max Uplift 7=-42 (LC 9), 10=-68 (LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/77, 2-3=-124/175, 3-4=-964/111, 4-5=-967/111, 5-6=-83/165, 2-10=-307/132, 6-7=-161/73 BOT CHORD 10-11=-100/845, 11-12=-100/845, 9-12=-100/845, 8-9=-23/842, 8-13=-23/842, 13-14=-23/842, 7-14=-23/842 WEBS 3-10=-1160/21, 3-9=-306/201, 4-9=-52/656, 5-9=-325/205, 5-7=-1179/42 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=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exteriorzone; cantilever left and right exposed ; end vertical leftand right exposed; Lumber DOL=1.60 plate gripDOL=1.60 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5)All bearings are assumed to be SPF 1650F 1.5E crushing capacity of 425 psi. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 7 and 68 lb uplift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I39382397BCommon31310824-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.32 E Oct 29 2019 Print: 8.320 E Oct 29 2019 MiTek Industries, Inc. Thu Nov 21 14:12:26 Page: 1 ID:iO9flMfGs9Fw_Q?g8h_Fo5ym_bf-hqtzFTmozhUbTtoDPoV5hx_z3TIt2hi6ycB?0ByGxHJ November 21,2019 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 9.512 =2x4 =3x4 =3x4 =3x6 =5x5 =3x4 =3x4 =2x4 1 38 37 36 35 34 33 32 3130 2928 27 26 25 24 23 22 21 202 193 184 175 166 157 148 1391210 11 0-1-4 0-1-4 1-4-8 -1-4-8 10-3-4 10-4-8 10-4-8 20-9-0 1-0-8 1-0-8 1-0-8 20-9-0 18-8-0 19-8-89-8-11-2-69-4-15Scale = 1:66.2 Plate Offsets (X, Y):[2:0-2-0,0-1-0], [11:0-3-0,Edge], [20:0-2-0,0-1-0], [29:0-2-8,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(TL)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.15 Horiz(TL)0.00 21 n/a n/a BCDL 10.0 Code MNSRC2015/ TPI2007 Matrix-MS Weight: 125 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF Stud OTHERS 2x3 SPF Stud *Except* 30-10,29-12,31-9,28-13:2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 37-38. WEBS 1 Row at midpt 10-30, 12-29 REACTIONS (lb/size)21=89/20-9-0, 22=99/20-9-0, 23=141/20-9-0, 24=138/20-9-0, 25=139/20-9-0, 26=141/20-9-0, 27=130/20-9-0, 28=73/20-9-0, 29=118/20-9-0, 30=126/20-9-0, 31=65/20-9-0, 32=130/20-9-0, 33=141/20-9-0, 34=139/20-9-0, 35=138/20-9-0, 36=148/20-9-0, 37=-13/20-9-0, 38=318/20-9-0 Max Horiz 38=199 (LC 5) Max Uplift 21=-116 (LC 7), 22=-195 (LC 9), 23=-41 (LC 9), 24=-38 (LC 9),25=-38 (LC 9), 26=-39 (LC 9),27=-54 (LC 9), 28=-20 (LC 9),31=-29 (LC 8), 32=-52 (LC 8),33=-39 (LC 8), 34=-38 (LC 8),35=-38 (LC 8), 36=-44 (LC 8), 37=-189 (LC 8), 38=-97 (LC 6) Max Grav 21=284 (LC 9), 22=163 (LC 16), 23=141 (LC 20), 24=138 (LC 20), 25=139 (LC 1), 26=141 (LC 1), 27=134 (LC 20), 28=73 (LC 1), 29=118 (LC 1), 30=127 (LC 18), 31=65 (LC 1), 32=133 (LC 19), 33=141 (LC 1), 34=139 (LC 1), 35=138 (LC 19), 36=148 (LC 19), 37=137 (LC 6), 38=368 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-38=-358/98, 1-2=0/77, 2-3=-193/97, 3-4=-182/104, 4-5=-137/86, 5-6=-113/72, 6-7=-101/57, 7-8=-93/49, 8-9=-82/80, 9-10=-56/84, 10-11=-80/65, 11-12=-80/59, 12-13=-44/71, 13-14=-68/66, 14-15=-76/35, 15-16=-84/32, 16-17=-106/47, 17-18=-127/61, 18-19=-170/77, 19-20=-203/88, 20-21=-275/119 BOT CHORD 37-38=-188/171, 36-37=-89/157, 35-36=-89/157, 34-35=-89/157, 33-34=-89/157, 32-33=-89/157, 31-32=-89/157, 30-31=-89/157, 29-30=-89/157, 28-29=-89/157, 27-28=-89/157, 26-27=-89/157, 25-26=-89/157, 24-25=-89/157, 23-24=-89/157, 22-23=-89/157, 21-22=-12/12 WEBS 10-30=-81/8, 12-29=-80/0, 9-31=-72/24, 8-32=-105/68, 7-33=-115/55, 6-34=-112/54, 5-35=-111/54, 4-36=-121/62, 3-37=-19/9, 13-28=-72/21, 14-27=-106/71, 15-26=-115/55, 16-25=-112/54, 17-24=-112/54, 18-23=-114/59, 19-22=-103/47, 2-37=-135/262, 20-22=-109/223 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=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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)All plates are 2x3 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7)Gable studs spaced at 1-4-0 oc. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Job Truss Truss Type Qty Ply Roof I39382398B1Common Supported Gable 1 1310824-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.32 E Oct 29 2019 Print: 8.320 E Oct 29 2019 MiTek Industries, Inc. Thu Nov 21 14:12:27 Page: 1 ID:GrEbS7OwOdLCGecK2OuqQ?yf?GD-90RLSpmQk?cS51NPzW0KE8WDhttHnHsGAGwZYeyGxHI Continued on page 2 November 21,2019 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 10)All bearings are assumed to be SPF 1650F 1.5Ecrushing capacity of 425 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 38, 116 lb uplift at joint 21, 29 lb uplift at joint 31, 52 lb uplift at joint 32, 39 lb uplift at joint 33, 38 lb uplift at joint 34, 38 lb uplift at joint 35, 44 lb uplift at joint 36, 20 lb uplift at joint 28, 54 lb uplift at joint 27, 39 lb uplift at joint 26, 38 lb uplift at joint 25, 38 lb uplift at joint 24, 41 lb uplift at joint 23, 189 lb uplift at joint 37 and 195 lb uplift at joint 22. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I39382398B1Common Supported Gable 1 1310824-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.32 E Oct 29 2019 Print: 8.320 E Oct 29 2019 MiTek Industries, Inc. Thu Nov 21 14:12:27 Page: 2 ID:GrEbS7OwOdLCGecK2OuqQ?yf?GD-90RLSpmQk?cS51NPzW0KE8WDhttHnHsGAGwZYeyGxHI 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 412 =3x6 =3x4 =2x3 =3x4 =3x4 =2x4 1 8 7 6 2 3 4 5 1-7-0 -1-7-0 0-0-8 9-8-8 4-3-4 4-3-4 5-4-12 9-8-0 0-1-12 9-8-8 0-2-12 4-6-0 4-3-4 4-3-4 5-0-12 9-6-124-0-110-7-110-3-80-3-83-6-143-10-6Scale = 1:36 Plate Offsets (X, Y):[2:0-2-12,0-0-15] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL)-0.02 7-8 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.19 Vert(TL)-0.05 7-8 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.14 Horiz(TL)0.00 2 n/a n/a BCDL 10.0 Code MNSRC2015/ TPI2007 Matrix-MS Weight: 34 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF Stud SLIDER Left 2x3 SPF Stud -- 1-6-0 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=343/0-3-8, 7=249/ Mechanical,8=538/0-5-8 Max Horiz 2=118 (LC 4) Max Uplift 2=-89 (LC 4), 7=-41 (LC 4), 8=-74 (LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-68/41, 3-4=-40/2, 4-5=-98/29, 5-7=-184/55 BOT CHORD 2-8=-51/61, 7-8=-51/61, 6-7=0/0 WEBS 4-8=-429/117, 4-7=-48/52 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft;Cat. II; Exp B; Enclosed; MWFRS (envelope) exteriorzone; cantilever left and right exposed ; end vertical leftexposed; porch left exposed; Lumber DOL=1.60 plategrip DOL=1.60 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SPF 1650F 1.5E crushing capacity of 425 psi. 5)Refer to girder(s) for truss to truss connections. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 2, 74 lb uplift at joint 8 and 41 lb uplift at joint 7. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I39382399CRoof Special 5 1310824-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.32 E Oct 29 2019 Print: 8.320 E Oct 29 2019 MiTek Industries, Inc. Thu Nov 21 14:12:28 Page: 1 ID:?wV0WJ7gDei9ifeDZSCw0pym_cL-dD?jg9n2VIkJjAxcWDXZmM3K8HB5WkIPPwg644yGxHH November 21,2019 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 412 =4x8 =3x4 =2x3 =3x4 =2x4 1 7 6 2 3 4 5 1-7-0 -1-7-0 0-0-8 9-8-8 4-8-13 9-8-0 4-11-3 4-11-3 0-1-12 9-8-8 9-6-12 9-6-124-0-110-7-110-3-80-3-83-6-143-10-6Scale = 1:36 Plate Offsets (X, Y):[2:0-4-0,Edge], [7:0-1-12,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL)-0.20 7-10 >576 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.59 Vert(TL)-0.49 7-10 >232 180 BCLL 0.0*Rep Stress Incr YES WB 0.52 Horiz(TL)0.02 2 n/a n/a BCDL 10.0 Code MNSRC2015/ TPI2007 Matrix-MS Weight: 33 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF Stud SLIDER Left 2x3 SPF Stud -- 1-6-0 BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=641/0-3-8, 7=489/ Mechanical Max Horiz 2=118 (LC 4) Max Uplift 2=-151 (LC 4), 7=-130 (LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-893/68, 3-4=-615/124, 4-5=-100/28, 5-7=-163/58 BOT CHORD 2-7=-217/636, 6-7=0/0 WEBS 4-7=-658/193 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) V (IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; LumberDOL=1.60 plate grip DOL=1.60 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SPF 1650F 1.5E crushing capacity of 425 psi. 5)Refer to girder(s) for truss to truss connections. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 2 and 130 lb uplift at joint 7. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I39382400C1Roof Special 3 1310824-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.32 E Oct 29 2019 Print: 8.320 E Oct 29 2019 MiTek Industries, Inc. Thu Nov 21 14:12:28 Page: 1 ID:PVB99K9YWZ4kZ7NoEaldeSym_cI-dD?jg9n2VIkJjAxcWDXZmM3FlH4oWeIPPwg644yGxHH November 21,2019 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 412 =4x6 =2x3 =4x4 =4x4 =2x4 1 12 13 7 6 5 2 113 4 0-1-5 6-2-2 1-7-0 -1-7-0 0-0-8 9-8-8 3-5-14 9-8-0 6-0-14 6-0-14 0-1-12 9-8-8 0-2-12 4-6-0 4-3-4 4-3-4 5-0-12 9-6-122-10-120-7-110-4-00-4-02-4-72-8-6Scale = 1:31.7 Plate Offsets (X, Y):[3:0-2-4,0-2-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL)-0.01 7-10 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.17 Vert(TL)-0.01 6-7 >999 180 BCLL 0.0*Rep Stress Incr NO WB 0.18 Horiz(TL)0.00 2 n/a n/a BCDL 10.0 Code MNSRC2015/ TPI2007 Matrix-MS Weight: 38 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x3 SPF Stud *Except* 4-6:2x3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=450/0-3-8, 6=335/ Mechanical,7=330/0-5-8 Max Horiz 2=84 (LC 4) Max Uplift 2=-137 (LC 19), 6=-80 (LC 4), 7=-42 (LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-249/346, 3-11=-10/2, 4-11=-10/2, 4-6=-116/37 BOT CHORD 2-7=-69/154, 7-12=-97/282, 12-13=-97/282, 6-13=-97/282, 5-6=0/0 WEBS 3-7=-193/72, 3-6=-331/117 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft;Cat. II; Exp B; Enclosed; MWFRS (envelope) exteriorzone; cantilever left and right exposed ; end vertical leftexposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottomchord 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SPF 1650F 1.5E crushing capacity of 425 psi. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 2, 42 lb uplift at joint 7 and 80 lb uplift at joint 6. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 82 lb up at 6-2-2, and 54 lb down and 30 lb up at 8-1-10 on top chord, and 14 lb down and 15 lb up at 6-1-10, and 12 lb down and 15 lb up at 8-1-10 on bottom 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 (lb/ft) Vert: 1-3=-84, 3-4=-84, 5-8=-20 Concentrated Loads (lb) Vert: 12=8 (B), 13=8 (B) Job Truss Truss Type Qty Ply Roof I39382401C2Half Hip Girder 1 1310824-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.32 E Oct 29 2019 Print: 8.320 E Oct 29 2019 MiTek Industries, Inc. Thu Nov 21 14:12:29 Page: 1 ID:A1gAq4GZd05bWM_KiGuVy8ym_cA-5PZ6tVogGct9KKWo4w2oJZbTphXgFBrYeaPfcWyGxHG November 21,2019 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 412 =4x4 =2x4 =2x4 1 4 2 3 1-7-0 -1-7-0 2-0-0 2-0-0 0-1-8 2-0-0 1-10-8 1-10-81-8-20-7-111-0-30-3-8Scale = 1:24.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL)0.00 4-7 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(TL)0.00 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horiz(TL)0.00 2 n/a n/a BCDL 10.0 Code MNSRC2015/ TPI2007 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. REACTIONS (lb/size)2=286/0-3-8, 4=40/0-1-8 Max Horiz 2=40 (LC 4) Max Uplift 2=-89 (LC 4), 4=-12 (LC 5) Max Grav 2=286 (LC 1), 4=41 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-43/102, 3-4=-33/11 BOT CHORD 2-4=-46/6 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) V (IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SPF 1650F 1.5E crushing capacity of 425 psi. 5)Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 2 and 12 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I39382402C3Monopitch11310824-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.32 E Oct 29 2019 Print: 8.320 E Oct 29 2019 MiTek Industries, Inc. Thu Nov 21 14:12:29 Page: 1 ID:Pmjaj9NCVnDK5kA3kfZcq1ym_c1-5PZ6tVogGct9KKWo4w2oJZbb7hZyFDgYeaPfcWyGxHG November 21,2019 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 4 12 =4x4 =2x4 =2x4 1 4 2 3 1-7-0 -1-7-0 2-0-2 2-0-2 2-0-21-8-30-7-111-3-12Scale = 1:20.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL)0.00 4-7 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(TL)0.00 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horiz(TL)0.00 2 n/a n/a BCDL 10.0 Code MNSRC2015/ TPI2007 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. REACTIONS (lb/size)2=287/2-0-2, 4=44/2-0-2, 5=287/2-0-2 Max Horiz 2=40 (LC 4), 5=40 (LC 4) Max Uplift 2=-75 (LC 4), 4=-4 (LC 8), 5=-75 (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=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 2, 4 lb uplift at joint 4 and 75 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I39382403C4Monopitch11310824-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.32 E Oct 29 2019 Print: 8.320 E Oct 29 2019 MiTek Industries, Inc. Thu Nov 21 14:33:13 Page: 1 ID:htJ6Nn_evFPHzTcChnWQLVym_f6-QqhD2uQw?zFADEt3tzBObP7BB88?krefh7lUGQyGwzq November 21,2019 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 3.6912 =2x4 =4x4 =3x4 =3x6 1 7 6 5 2 3 4 0-1-4 0-1-4 2-0-5 2-1-9 1-11-1 4-0-10 4-0-15 -4-0-15 0-0-14 0-0-14 0-3-0 2-4-9 1-8-1 4-0-10 2-0-11 2-1-92-11-121-4-62-7-5Scale = 1:32 Plate Offsets (X, Y):[3:0-4-2,0-1-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL)0.00 6-7 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(TL)0.00 6-7 >999 180 BCLL 0.0*Rep Stress Incr NO WB 0.30 Horiz(TL)0.00 4 n/a n/a BCDL 10.0 Code MNSRC2015/ TPI2007 Matrix-MP Weight: 23 lb FT = 20% LUMBER TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. REACTIONS (lb/size)4=167/ Mechanical, 5=14/ Mechanical, 6=-443/0-5-15, 7=1075/0-7-4 Max Horiz 7=72 (LC 4) Max Uplift 4=-55 (LC 4), 6=-443 (LC 1), 7=-299 (LC 4) Max Grav 4=167 (LC 1), 5=27 (LC 3), 6=168 (LC 4), 7=1075 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1/120, 2-3=-191/32, 3-4=-21/45, 2-7=-1060/308 BOT CHORD 6-7=-80/0, 5-6=0/0 WEBS 2-6=0/89, 3-6=-179/491 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) V (IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SPF 1650F 1.5E crushing capacity of 425 psi. 5)Refer to girder(s) for truss to truss connections. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 4, 299 lb uplift at joint 7 and 443 lb uplift at joint 6. 7)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb down and 5 lb up at -3-6-8 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 8)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 (lb/ft) Vert: 1-2=-84, 2-4=-84, 5-7=-20 Concentrated Loads (lb) Vert: 1=-58 (F) Job Truss Truss Type Qty Ply Roof I39382404CTJack-Open 1 1310824-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.32 E Oct 29 2019 Print: 8.320 E Oct 29 2019 MiTek Industries, Inc. Thu Nov 21 14:12:30 Page: 1 ID:oqYAzckTrolFyEV9zseV_3ym_fR-ab7U4rpI1w?0yU5_eeZ1sn8bW5vz_cJisE9D9zyGxHF November 21,2019 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 9.512 =2x4 =2x4 1 5 4 2 3 1-4-8 -1-4-8 1-10-12 1-10-12 1-10-122-11-91-2-62-8-6Scale = 1:24 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL)0.00 4-5 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Vert(TL)0.00 4-5 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horiz(TL)-0.01 3 n/a n/a BCDL 10.0 Code MNSRC2015/ TPI2007 Matrix-MR Weight: 8 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. REACTIONS (lb/size)3=31/ Mechanical, 4=4/ Mechanical, 5=274/0-5-8 Max Horiz 5=63 (LC 8) Max Uplift 3=-35 (LC 8), 4=-6 (LC 8), 5=-3 (LC 8) Max Grav 3=38 (LC 15), 4=31 (LC 3), 5=274 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-5=-243/30, 1-2=0/79, 2-3=-72/16 BOT CHORD 4-5=0/0 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) V (IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members. 4)All bearings are assumed to be SPF 1650F 1.5E crushing capacity of 425 psi. 5)Refer to girder(s) for truss to truss connections. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 5, 6 lb uplift at joint 4 and 35 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Roof I39382405JJack-Open 2 1310824-A Job Reference (optional) Villaume Industries, Inc, St. Paul, MN - 55121,Run: 8.32 E Oct 29 2019 Print: 8.320 E Oct 29 2019 MiTek Industries, Inc. Thu Nov 21 14:12:31 Page: 1 ID:VxZgMbElVCb4XxtH3lPtqQym_g4-2ogsIBqwoD7taegACL5GO_huVUF4j7Ar5uumhPyGxHE November 21,2019 PRODUCT CODE APPROVALSLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal Injury (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015edge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARING4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8WEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.dimensions shown in ft-in-sixteenths Passive (No Fan) Active (With fan and monitoring device ) Location (or future location) of Fan: Other Please Describe Here Not applicable, all ducts located in conditioned space Not required per mech. code Passive Powered Interlocked with exhaust device. Describe: Input in BTUS: Capacity in Gallons: Other, describe: AFUE or HSPF% Cfm's " round duct OR " metal duct Not required per mech. code Passive Low: Other, describe: Low: Location of fan(s), describe: Cfm's " round duct OR " metal duct Per R401.3 Certificate. A building certificate shall be posted on or in the electrical distribution panel. New Construction Energy Code Compliance Certificate Name of Residential Contractor MN License Number City Mailing Address of the Dwelling or Dwelling Unit Rigid, Extruded PolystyreneHeat Recover Ventilator (HRV) Capacity in cfms: Energy Recover Ventilator (ERV) Capacity in cfms: Combustion Air Select a Type Location of duct or system: Rim Joist (2nd Floor+) Building envelope air tightness: Below Entire Slab Fuel Type Solar Heat Gain Coefficient (SHGC): Windows & Doors Ceiling, vaulted Bay Windows or cantilevered areas Floors over unconditioned area THERMAL ENVELOPE Foam Open Cell Wall Rigid, Isocynurate Perimeter of Slab on Grade RADON CONTROL SYSTEM Total R-Value of all Types of InsulationType: Check All That Apply Mineral FiberboardInsulation Location Foam, Closed Cell Describe other insulated areas Ceiling, flat Non or Not ApplicableFiberglass, BlownFiberglass, Batts Foundation Wall Output in Tons: Appliances Cooling System Location of duct or system: Heating or Cooling Ducts Outside Conditioned Spaces Make-up Air Select a Type Domestic Water Heater Model Heating System Rim Joist (1st Floor) Average U-Factor (excludes skylights and one door ) U: Duct system air tightness: Rating or Size Efficiency Heating Gain Cooling Load Select Type Describe any additional or combined heating or cooling systems if installed: (e.g. two furnaces or air source heat pump with gas back-up furnace): Residential Load Calculation SEER /EER Capacity continuous ventilation rate in cfms: Heating Loss Manufacturer Total ventilation (intermittent + continuous) rate in cfms: Balanced Ventilation capacity in cfms: High: High: MECHANICAL VENTILATION SYSTEM Date Cert. Posted R-value MECHANICAL SYSTEMS Builders Associaton of Minnesota version 101014 Dover F403 HVAC Load Calculations for D.R. Horton 20860 Kenbridge Ct., STE 200 Lakeville, MN 55044 Prepared By: Jake Ryan Silver Tree Plumbing & Heating 1335 Mendota Heights Rd Mendota Heights, MN 55120 651-319-4200 Wednesday, February 12, 2020 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Silver Tree Plumbing & Heating Dover F403 Eagan, MN 55121 Page 2 Project Report General Project Information Project Title:Dover F403 Designed By:Jake Ryan Project Date:2/11/20 Project Comment: Client Name:D.R. Horton Client Address:20860 Kenbridge Ct., STE 200 Client City:Lakeville, MN 55044 Client Phone:(952) 985-7272 Company Name:Silver Tree Plumbing & Heating Company Representative:Jake Ryan Company Address:1335 Mendota Heights Rd Company City:Mendota Heights, MN 55120 Company Phone:651-319-4200 Company E-Mail Address:jaker@silvertreepandh.com Design Data Reference City:Minneapolis, Minnesota Building Orientation:Front door faces West Daily Temperature Range:Medium Latitude:44 Degrees Elevation:834 ft. Altitude Factor:0.970 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter:-15 -15.33 n/a 30%72 33.90 Summer:88 73 50%50%75 35 Check Figures Total Building Supply CFM:864 CFM Per Square ft.:0.441 Square ft. of Room Area:1,959 Square ft. Per Ton:949 Volume (ft³):17,631 Building Loads Total Heating Required Including Ventilation Air:48,724 Btuh 48.724 MBH Total Sensible Gain:20,650 Btuh 83 % Total Latent Gain:4,110 Btuh 17 % Total Cooling Required Including Ventilation Air:24,760 Btuh 2.06 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. F:\ ...\F403 Slab Heat Calc.rh9 Wednesday, February 12, 2020, 12:29 PM NEW RESIDENTIAL CONSTRUCTION SWPPP VERIFICATION This form must be completed and submitted with all new residential permit applications. New residential building permits WILL NOT be issued without this completed form. Project Site Address: _____________________________________________________________________ Company Name: _________________________________________________________________________ Primary Contact: _________________________________________________________________________ Phone # (24 hr Contact): ______________________ Email: ______________________________________ Description of Land Disturbing Activity: _____________________________________________________ NPDES Construction Stormwater Permit # C000 ___ ___ ___ ___ ___ or # SUB00 ___ ___ ___ ___ ___ If you are not covered under a NPDES Construction Stormwater Permit administered by the MPCA, an erosion and sediment control plan MUST be submitted with the residential building permit application. “The permittee(s) shall ensure that the individuals are trained by local, state, federal agencies, professional organizations or other entities in erosion prevention, sediment control, permanent Stormwater management and the Minnesota NPDES/SDS Construction Stormwater Permit.” (NPDES Construction Stormwater Permit, MPCA) “The permittee(s) must ensure that a trained person (as identified in Part III.A.3.a) will routinely inspect the entire construction site at least once every seven (7) days during active construction and within 24 hours after a rainfall event greater than 0.5 inches in 24 hours.” (NPDES Construction Stormwater Permit, MPCA) Contact information of person CERTIFIED to provide weekly onsite erosion and sediment control inspections and corrective actions: Name of Person: ________________________________Company: _______________________________ Phone # (24 hr Contact): ______________________ Email: ______________________________________ Entity that Provided Training: ________________________ Certification Expiration Date: ____________ NOTE: Prior to any land-disturbing activity, all erosion and sediment controls must be installed on the project site and on individual lots. No land disturbing activity may begin until a residential building permit has been issued. I understand, the above information to be true and I will have read, understood, and accepted all terms and conditions of the National Pollutant Discharge Elimination System (NPDES) Permit (MN R 100001). The City of Lakeville may issue a STOP WORK ORDER; withhold building inspections; or, draw on securities/escrows to bring the site into compliance with the NPDES Construction Stormwater Permit (MN R 100001) or erosion and sediment control plan. Signature: ________________________________________________ Date:_________________________ Contact the City of Lakeville with questions at erosion@lakevillemn.gov or 952-985-4500 Ryan Klika 9/7/22 X PM