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Home My WebLink AboutPermit Building 2019-11-27OREGON Web Address: www.sprinqfield-or.9ov Building Permit Residentia! 1 & 2 Fam Dwelling (New Only) Permit Number: 811-19-002485-DWL IVR Number: 811039699021 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 547-726-3753 Email Address: permitcenter@springfield-or.gov SPRINGTIELD Permat Issued: November 27, 2OL9 Category of Construction: Single Family Dwelling Type of Work: New Calculated Job Value: $230,922.88 Description of Work: New SFD Lot 1 Bridlewood SAME AS 4211 Horace Worksite Address 4230 HORACE ST Springfield, OR 97478 Parcel 180205240630 1 Owner: Address: BRUCE WIECHERT CUSTOM HOMES INC 3073 SKWIEW LN EUGENE, OR 97405 Busaness Name BRUCE WIECHERT CUSTOM HOMES INC - Primary OREGON CUSTOM PLUMBING INC COMFORT FLOW HEATING CO L&EELECTRICINC Lacense CCB ccB ccB ccB License Number LOt7L7 19 1 104 460 L05475 Phone 541-686-9458 541-434-Lt46 541-726-0100 541-933-2598 permits expire if work is not started within 180 Days of issuance or if work is suspended for 18O Days or longer depending on the issuing agency's policy. All provisions of laws and ordinances governing this Wpe of work will be complied with whether specified herein or not' Granting of a permit does not presume to give authority to violate or cancel the Provisions of any other state or local law regulating construction or the performance of construction. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center' Those rules are set forth in OAR 952-OO1-OO1O through OAR 952-OO1-OO9O. You may obtain copies of the rules by calling the Center at (503) 232-1987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 7O1.O1O (Structural/Mechanical), ORS 479.54O (Electrical), and ORS 593.O1O-O2O (Plumbing). printed on: Ltt27/Lg page 1 of 5 C:\myReports/reports//production/01 STANDARD h-r-t t$ TYPE OF WORK JOB SITE INFORMATION LICENSED PROFESSIONAL IN FORMATION PENDING INSPECTIONS Permit Number: 81 1-19-O02485-DWL Inspection 2999 Final Mechanical 3999 Final Plumbing 4999 Final Electrical 9504 Curbcut - Standard 9508 Sidewalk 1530 Exterior Shearwall 1260 Framing 2300 Rough Mechanical 3170 Underfloor Plumbing 4500 Rough Electrical LO2O Zoning/Setbacks 1090 Street Trees 1110 Footing 1120 Foundation 1160 UFER Ground 1220 Underfloor Framing/Post and Beam 1410 Underfloor Insulation 1430 Insulation Wall 1440 Insulation Ceiling 1520 Interior Shearwall 1999 Final Building 2200 Underfloor Mechanical 2250 Gas Piping/Pressure Test 3130 Footing/Foundation Drains 3200 Sanitary Sewer 3300 Water Service 3400 Storm Sewer 3620 Backflow Device 3650 Shower Pan 4000 Temporary Power Service 4220 Electrical Service Page 2 of 5 Inspection Group 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell Public Works Public Works 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1 2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell Inspection Status Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Various inspections are minimally required on each project and often dependent on the scope of work. Contact the issuing jurisdiction indicated on the permit to determine required inspections for this project. Prinled on: lll27l79 page 2 0f 5 c:\myReports/reports//production/01 STANDARD SCH EDULING INSPECTIONS Permit Number: 81 1-19-OO24a5-DWL Schedule or track inspections at www.build ing permits.oregon. gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811039699021 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store Page 3 of 5 C :\myReports/reports//production/01 STAN DARDPage 3 of 5Printed on: 11/27l19 Permit Number! 81 1-19-002485-DWL Page 4 of 5 Fee Description Residential wiring Technology Fee Air conditioner Clothes dryer exhaust Decorative gas fireplace Furnace - up to 100,000 BTU Gas fuel piping outlets Range hood/other kitchen equipment Ventilation fan connected to single duct Water heater Single Family Residence - Baths Address assignment - each new or change requested externally, per each SDC: Reimbursement Cost - Local Wastewater SDC: Total MWMC Administration Fee - Local SDC: Total Transportation Administration Fee SDC: Total Sewer Administration Fee SDC: Total Storm Administration Fee SDC: Administrative Fee - MWMC Regional Wastewater SDC SDC: Compliance Cost - MWMC Regional Wastewater SDC SDC: Improvement Cost - MWMC Regional Wastewater SDC SDC: Reimbursement Cost - MWMC Regional Wastewater SDC SDC: Improvement - Transportation SDC SDC: Reimbursement - Transportation SDC SDC: Reimbursement Cost - Storm Drainage SDC: Improvement Cost - Storm Drainage SDC: Improvement Cost - Local Wastewater Fire SDC - New Res Construction Sq Ft fee - enter sq ftg Master plan review - second and subsequent reviews Structural building permit fee Willamalane fees - Single Family Detached, per unit State of Oregon Surcharge - Bldg (12olo of applicable fees) State of Oregon Surcharge - Elec (12olo of applicable fees) State of Oregon Surcharge - Plumb (L2o/o of applicable fees) State of Oregon Surcharge - Mech (t2o/o of applicable fees) Curb cut and Sidewalk construction - multiple permit discount Curb cut fee - enter # of cuts Sidewalk construction - permit, first 90 linear feet Ptinted oil Lll27l79 Page 4 of 5 Quantity 2158 1 1 1 1 4 1 3 1 3 1 4433 89.48 190.09 330.84 85.31 10 22.82 1620.85 135.93 36LL.72 190.06 695.91 10 10.34 2t83.74 2158 1 Fee Amount $294.00 $167.93 $19.00 $13.00 $ 19.00 $23.00 $e'00 $19.00 $39.00 $19.00 $613,00 $s4.00 $4,433.00 $89.48 $190.09 $330.84 $8s.31 $10.00 $22.82 $1,620,85 $ 13s.93 $3,6Lt.72 $ 190.06 $695.91 $1,010.34 $2,L83.74 $129.48 $338.00 $ 1,691.56 $3,805.00 $202.99 $3s.28 $73. s6 $19.20 $-42,00 $12s.00 $12s.00 1 1 1 1 C: \myReports/reports//production/01 STAN DARD PERMIT FEES Permit Number: 81 1-19-002485-DWL Total Fees: Page 5 of 5 $22,402.09 Construction Type P(inted oni ll/27 179 Occupancy Type R-3 1&2family U Utility, misc. U Utility, misc. - half rate Unat Amount L,674.O0 484.00 96.00 Unit Tota! Job Value: Job Value $2O4,998.O4 $23,585.32 $2,339,52 $230,922.88 C :\myReports/reports//production/0 1 STAN DARD Unit Cost $L22.46 $48.73 $24.37 Sq Ft Sq Ft Sq Ft VB VB VB Page 5 of 5 VALUATION I]{FORMATIOI{ SPRINGTIELD ,& Transaction Receipt B',,1-19-002485-DWL IVR Number: 81 1039699021 Receipt Number: 473139 Receipt Date:11127119 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 54t-726-3753 permitcenter@springfield-or. govOREGON www.springlield-or. gov Worksite address: 4230 HORACE ST, Springfield, OR 97478 Parcel: 1 802052406301 Payment Method: Check number: 31827 Payer: BRUCE WIECHERT CUSTOM HOMES INC Payment Amounl: Amount not applied to fees $12,564.09 $12,564.09 Cashier: Katrina Anderson Receipt Total:$12,564.09 Printed: 1 l/27119 9118 am Page 1 of 1 Fl N_Transactron Receipt_pr SPRIi{GFIELD ,# OREGON www.springfield-or gov Worksite address: 4230 HORACE ST, Springfield, OR 97478 Parcel: 1802052406301 Transaction Receipt 811-19-002485-DWL IVR Number: 81 1039699021 Receipt Number: 473140 Receipt Date:11127119 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 permitcenter@springfield-or.9ov Transaction Units date 11127 t19 1.00 Ea 11127119 2,158.00 SqFt 11t27t19 11t27 t19 135.93 Amount 11t27t19 11t27 t19 22.82 Amount 11t27 t19 190.09 Amount 't1t27t19 89.48 Amount 11127119 1.00 Aty 11127 t19 100Ea 11127t19 1.00 Ea Description Structural building permit fee Residential wiring SDC: Compliance Cost - MWMC Regional Wastewater SDC SDC: Administrative Fee - MWMC Regional Wastewater SDC SDC: Total Transportation Administration Fee SDC: Total MWMC Administration Fee - Local Curb cut fee - enter # of cuts Curb cut and Sidewalk construction - multiple permit discount Sidewalk construction - permit, first 90 linear feet Fees Paid Account code 224 -00000-425602- 1 030 224 -00000 -4261 02- 1 033 434-00000-448027-8800 433-00000-448024-88 1 0 433-00000-448025-88 I 0 433-00000-426607-88 1 0 7 1 9-00000-426604-8800 7 1 9-00000-426604-8800 201 -00000-428060-1 069 201 -00000-428060-1 069 201 -00000-428060-1 069 3,611.72 Amoun SDC: lmprovement - Transportation SDC Fee amount $1,691 56 $294 00 $3,61'l .72 $135,93 $1,620,85 $10 00 $85.31 $330.84 $190.09 $89 48 $ 12s.00 $(42.00) Paid amount $1,691.56 $294 00 $794 19 $135.93 $1,620 85 822.82 $10.00 $85.31 $330 84 $190 09 $89 48 $125 00 $(42.00) $1 25 00 SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 1,620.85 Amoun SDC: lmprovement Cost - MWMC Regional Wastewater SDC 11127 t19 10.00 Amount 61 I -00000-426604-8800 11t27t',tg 85.31 Amount SDC: Total Storm Administration Fee 719-00000-426604-8800 11t27 t19 330.84 Amount SDC: Total Sewer Administration Fee 719-00000-426604-8800 Printed: l1l27l19 9 19am Page 1 of 2 $125.00 Fl N_Tra nsactionReceipt_pr $22.82 Transaction Receipt 811-'t 9-002485-DWL Receipt number: 473140 Transaction Units date 11127119 1.00 Ea Description Address assignment - each new or change requested externally, per each Wllamalane fees - Single Family Detached, per unit Fees Paid Account code 11t27 t19 1.00 Automatic Technology Fee 11127t19 1.00 Qty 224 -00000 - 425602-0000 20 4 -00000 - 425605-0000 82 1 -00000-2 1 5023-0000 Fee amount $54.00 $ 167.93 $3,805.00 Paid amount $54 00 $167 93 $3,805 00 Payment Method: Credit card authorization. 02329d Payer: BRUCE WIECHERT CUSTOM HOMES INC Payment Amount:$9,500 00 Cashier Katrina Anderson Receipt Total:$9,500,00 Printed: 1 1/27119 9:'l 9 am Page 2 oI 2 Fl N_Tra nsaction Receipt_pr ClTy or Spnn tcFIELD,roREGoN Structural Permit Application Savno &S Ll t-tt H o "o.-fi otLlr- i;ffi Oru1 225 Fifth Sfreet 0 Springfield,ORg7477 .PH(541)726-1753 . FAX(541 )726-3689 This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days of suspended for 180 days. or if work is o\- o DEPARTMENT USE ONLY permirno.: 11- OOaUe5- Date: \ \'{rg LOCAL GOVERNMENT APPROVAL This project has final land-use approval. Signaturet Date: This project has DEQ approval. Signature:Date: ENoZoning approval verified: E Yes Property is within flood plain: I Yes E No CATEGORY OF CONSTRUCTION tResidential I Government I Commercial JOB SITE INFORMATION AND LOCATION Job site address:fS.cC-L city: Jgf r]state:0 fv ZIP: Cr,Subdivision:Lotno.: I Reference:Taxlot: PROPERW OWNER llame: ?rW C tl Address:a-)o 3 cry, C,:le.^1-State:o 4,,ZtP:fl je ptrone,sYft ob S-of O Fax: 4s t.> v e?E-mail:t + Building Owner or Owner's agent authorizing this application Sign here: ! This installation is being madc on residential or farm property owned by me or a member of my immediate family, and is exenrpt from licensing requirenrcnts under ORS 701.010. CONTRACTOR INSTALLATION Business name: f,\1 J( Address: City:Statc:ZTP: Phone:Fax: E-mail: CCB license no.:0l () Print name:lewtCtt-S Sisnaturc: CrU hn-' FEE SCHEDULE 1. Veluation informrtion (a) Job description: Occupancy Construction q4pe:, Square feet \ Cost per square foot: Other information: Type of Heat: EnergrPath: Z A I new flalteration ! addition (b) Foundation-only pcrmit? fl Yes E No Total valuation:$ 2. Building fees (a) Perrnit fee (use valuation table):$ (b) Investigative fee (equal to [2a]):$ (c) Reinspection ($ per hour): (number of hours x fee per hour)$ (d) Enter 12% surcharge (.12 x [2a+2b+2c]):$ (e) Subtotal of fees above (2a through 2d):$ 3. Plan revierv fees (a)Planreview@ s338.oi (b) Fire and lifdzsafety (65% x permit fee [2a]):$ (c) Subtotal of fees above (3a and 3b):$ 4. Miscellaneous fees (a) Seismic fee, lo/o (.01 x permit fee [2a]):$ O) Tech fee,5oh (.05 x permit fee[2a]+PR fee [3c])$ [OTAL fees and surcharges (2e+3c+4a+b):$ SUB.CONTRACTOR INFORMATION Name CCB License #Phone ElectricalL+€tot17{ Plumbing Ov" Cosh-r'.01u*b,,\ Rll4 Mcchrnlcel I Corn&zt (b'n luo Last cdired 5-5-201 9 BJones 404Cq^^^t- 13" CITY OF SPRIN{GFIELD, OREGON Electrical Permit tion tPtnaofrll-0 225 fifth Strssttspringtleld, OR g4n aPE;lS/.!)T 26-37 S3oFAX(54r)26'3689 This permit is issued under OAR 9r&309-0000. permits are nontransferable. Permits erpirc if work is not started within 1E0 days ofissuance or ilwork is suspended for 180 days. L LOCAL APPROVAL Zamng approval verifi ed?flYes ENo GATEGORY OF CONSTRUCTIONvResidentialE Government E Commercial--JoB strE tNFoRMATtoN AND LocATloN Job site address: ctty,flntJ..Jv ;-!-)State:zw.. t"r;"? rv Taxlot:Ob3 O I OF WORK PROPERTY OWNER Narne: i). f ^'lf - Address: CiU:State:ZIP: Phone: E-mail: This installation is being made on residential or farmproperty owned by me or a member of my immediate family. This property-is not intended for sale, exchange, lease, or rent. OAR 479.540(1) and 479.560(l). Signature: INSTALLATION Business name: Address:() {\€-S crg: 6OCtA State:O1--<aP:a-1H-?8 puoneSl{i- 5zt -Yrq e)ro54[-533 -a5"tE E-mail:r (z-k t dc vrauden o, CCB license no.: \ D6 ui-I 6 BCD license no.: ZO - 39,: Signrqgsupervisor'slicenseno.: L{ lYt-{- 5 Print name of rypgrvtsor EA De-n Ou&eo ofsigning supcrvisor: FEE SCHEDULE Number oflnspcctions Pcr item ( )Qty-Cost Ge. Total cost Residential, per unit, service included: 1,ffi0 sq. ft. or less (4)$1E6.00 $ Each additional 500 sq. ft. or portion tbereof s36.00 $ Limited energy (2)$44.00 Each manufactured home or modular dwelling service or feeder (2)$E9.00 $ Scrvices or feedersz installation, ahemtion, relocation 200 amps or less (2)$1r2.00 $ 201 to 4O0 amps (2)$131.00 $ 401 to 600 stps (2)$221.00 $ 601 to 1,000 amps (2)$2E5.00 $ Over I,O00 amps orvolts (2)$654.00 s Recoonect only (2)$E9.00 $ Temporary scrvices or feedcrs: hstallation, alteratioq relocation 200 amps or less (2)$89.00 $ 201 to 400 amps (2)$122.00 $ 401 to 600 arrtps (2)$r77.00 $ Over 600 mps or 1,000 volts, see services or feeden section above Branch clrculb: new, alteration, actension W Wnel a Fee for brarch circuits with purchase ofa service or feeder fee: Each branch circuit $E.00 $ b. Fee for branc.h circuits without purchase ofa service or feeder fee: First branch circuit @)$89.00 $ Each additional branch circuit $8.00 $ Misccllaucous fees: semice or/eeder not included Each pump or irrigation circle (2)$19.00 $ Each sign or outline lighting (2)$89.00 $ Signal circuit or a limited-energy panel, alteration, or extension (2)$E9.00 $ Erch addltional lnspccdon: (l)$r02.00 $ DEPARTMENT USE (A) Entersubtotal ofabove fees (Minimum Permlt Fec $102.fl))$ @) Enter l2%o surcharge (. t2 x [A])$ (C) Techoolog5r Fee (5% of[A])$ TOTAL fees and surcharges (A through D):$ DEPARTMENT USE ONLY Permit no.: \9 -gfe q 9S-[ Date: It I glz+t1 Lost editcd 7 lll20l9 B,Jote Fax: CONTR l\v. {-cr r tAr>1, iierur $ SPRINGFIELD OREGON www. springfl eld-or. gov Worksite address: 4230 HORACE ST, Springfield, OR 97478 Parcel: 1802052406301 Transaction Receipt 81 I -19-002485-DWL Receipt Number: 472911 Receipt Date: 11/6/19 b City of Springfleld Development and Public Works 225 Fifth Street Springfield, OR97477 54t-726-3753 permitcenter@spri ngfi eld-or. gov Fees Paid Transaction date 11t6t19 Units 1.00 Ea Description Master plan review - second and subsequent reviews Account code 224-00000425602-1030 Fee amount $338.00 Paid amount $338.00 Payment Method:Credit card authorization: 03108d Payer: BRUCE WECHERT CUSTOM HO Payment Amount:$338.00 Cashier: Katrina Anderson Receipt Total:$338.00 Printed: 1 1/6/19 12:08 pm Page 1 of 1 Fl N_TransactionReceipt_pr lr -r- JOURNAL ORJOB NUMBER: NAME OR COMPANY: I,OCATION: TAX I-OTNUMBER: DEVET,OPMENT TYPE: NEW DWELUNG UNITS IMPERVIOUS AREA DIRECT RUNOFF TO CITY STORM SYSTEM A. REIMBURSEMENT COST IMPERVIOUS S.F. 2312.00 B. IMPROVEMENT COST IMPERVIOUS S.F. 2312.00 ITEM I TOTAL - STORM DRAINAGE SDC 2. SANITARY SEWER- CITY A. REIMBURSEMENT COST: NUMBER OFDFLIs 26 B. IMPROVEMENT COST: NUMBER OF DRJ's 26 COST PER S.F. s0.301 COST PER S.F. $0.437 COST PER DFU $170.50 COST PER DFU s83.99 NUMBER OFUNITS I NUMBER OF UNITS I COST PER FEU $ l 35.93 COST PER FEU $ 1,620.85 ADM. FEE RATE 5% AREA DRAINING TO DRYWELL 0 0 s1,706.26 $6,616.74 COST PER TRIP 19.86 COST PER TRIP s377.40 s1,789.60 $13,914.38 CTIARGE 9695.72 CHARGE $695.91 CIIARGE $'l,010.34 NEW TRIP FACTOR 1.00 NEW TRIPFACTOR 1.00 CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET l9-002485-DWL BRUCE WEICTIERT CUSTOM HOMES 4230 HORACE ST Residence x ITEM 2 TOTAL. CITY SANITARY SEWER SDC 3. TRANSPORTATION A. REIMBURSEMENT COST: ADT TRIP RATE x x x xx B. IMPROVEMENT COST: ADT TRIP RATE 9.57 xx ITEM 3 TOTAL - TRANSPORTATTON SDC 4. SANITARY SEWER. MWMC A. REIMBURSEMENT COST: NUMBER OF FEU'S I B. IMPROVEMENT COST: x x xNUMBEROFFEU's I C. COMPUANCE COST: NUMBER OF FEU's I MWMC CREDIT IFAPPUCABLE (SEE MWMC ADMIMSTRATIVE FEE ITEM 4 TOTAL. MWMC SANITARY SEWER SDC SUBTOTAL (ADD ITEMS I,2,3, & 4) x TOTAL STORM ADMINISTRATION FEE TOTAL SEWER ADMINISTRATION FEE: TOTAL TRANSPORTATION ADMINISTRATION FEE: TOTAL MWMC ADMINISTRATION FEE - I,OCAL SlZE SZEI MAX $695.91 s135.93 $22.82 $89.48 $14,5r0.r0 l09l 1092 1093 1094 1054 1055 l 054 I 056 079 077 078 aql oO &rjlFa E) COST PER FEU $22.82 SUBTOTAL PREPARED BY Steven Petersen DATE ty25/20r9 TOTAL SDC CHARGES x x ri 13.914.3 8 l.7E DRAINAGE FIXTURE UNIT CALCULATION TABLE NUMBER OFNEW FIXTURES x LINIT EQUIVALENT: DRAINAGE FXTURE UNITS FOR CAI-CUI.{TE ONLY THE NET ADDITIONAL NO. OF FIXTURES UNIT FIXTURE TYPE NEW OLD MISCELLANEOUS DFU TYPE NUMBEROF EDU'S TOTAL DRAINAGE FIXTURE UNITS lsa toa unit set at 167 MWMC CREDIT CALCULATION TABLE: BASED ON COUNTY ASSESSED VALUE 20 DRATNAGE FIXruRE UNITS 0 2 1979 *EDU $5.29 $5.1 I $5.1 2 $4.98 $4.80 $4.63 $4.40 $4.07 $3.67 $3.22 $2.73 $2.25 $1.80 IS LAND ELGIBLE FORANNEXATION CREDIP (Enter 1 for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? (Enter 1 for Yes, 2 for No) BASE YEAR CREDIT FOR LAND (IF APPLICABLE) 2 VALUE / 1OOO $0.00 CREDIT RATE $s.29x CREDIT FOR IMPROVEMENT (IF AFTER ANNEXATION) VALUE / 1OOO CREDIT RATE $0.00 x $5.29 TOTAL MWMC CREDIT$1.s9 $1.45 $1.25 $1.09 $0.e2 $0.72 $0.48 $0.28 $0.09 $0.05 BATHTUB 3103 DRINKING FOUNTAIN 0 0 1 0 FLOOR DRAIN 0 0 3 0 INTERCEPTORS FOR GREASE / OIL / SOLIDS / ETC 0 0 3 0 INTERCEPTORS FOR SAND / AUTO WASH / ETC 0 0 6 0 LATINDRY TUB 0 0 2 0 CLOTHESWASHER / MOP SINK 1 0 3 3 CLoTHESWASHER - 3 OR MORE (EA)0 0 6 0 MOBILE HOME PARK TRAP (1 PER TRAILER)0 0 12 0 RECEPTOR FOR REFRIG / WATER STATION / ETC.0 0 1 0 RECEPTOR FOR COM. SINK / DISHWASHER / ETC.1 0 3 3 SHOWER, SINGLE STALL 1 0 2 2 SHOWER, GANG (NUMBER OF HEADS)0 0 2 0 SINK: COMMERCIAL/RESIDENTIAL KITCHEN 1 0 3 3 SINK: COMMERCIAL BAR 0 0 2 0 SINK: WASH BASIN/DOUBLE LAVATORY 0 0 2 0 SINK: SINGLE LAVATORY/RESIDENTIAL BAR 3 0 1 3 URINAL, STALL/WALL 0 0 5 0 TOILET, PUBLIC INSTALLATION 0 0 6 0 TOILET. PRIVATE INSTALLATION 3 0 3 I 26 YEAR ANNEXED CR-EDIT 1,000 ASSESSED VALUE BEFORE 1979 1979 1980 1981 1982 I 983 I 984 1985 r986 1987 I 988 1989 I 990 l99l 1992 00 1993 1994 1995 t996 1997 1998 1999 2000 2001 Aept-nactLl- E NtE frc-'< t4 g*<crF=g g ENEBGY EFFICIENCY rABLE NI101.1(2) ADDITIONAL MEASUHES Por SI: I square foot = 0.093 m2, 1 watt per square foot = 1 0,8 \Wmz, a' Appliances located within the building thermal envelope shall have seaied combustion air installed. Corabustion air shall be ducted directly from the outdoo$. b. All ductjoints and searns sealed wi0r listed mastic; tapo is oDIy allowcd at appliance or equipment conuections (for service and replacement). Mect sealing criteria oiPerformalce Tesled Comfort Systenn program adnrinistered by the Boaneville Po*erAdminislratioa @PA). o. Resideotial water henters l6ss tban 55 gallon storago volume. d' A totalof 5 perccnr of an }IVAC systern's ductwork shall be permitted to be tocated outside of the conditioneil spaca Ducts localed oulside the conditioued space shall havo insulation iostalled as required in this eode. e, Tfiemaximumvaultedceilingsurfaceareashallnotbegreaterthan50percentofthelotatiealedspacefloorareaunlcssvaultedareahasaU-faclornogreater than U-0.026. f. Continuous air barrier. Additional reqrirement for sealing of all interior yertical wall covering to top plate framing. Sealing rvith foam gaskeL caulk or other approved sealant listed forsealing wall covering material to structursl nlatedal (example: gypium Uoard to wood sfud framing) g. Tabie Nl104' l(1) Standard base caso design, Code UA shall bc at least 8 percent less than the Proposed UA, Buildings with fenestration lcss than 15 pelcent oftlte total verlical wallarea rnay adjust lhe Code UA to trave 15 percent ofthe wall ar€a as fenestiation. Hlgh errlciency r,rallsi Brterior walls-U-0.045/R-21 cavity insulation + R-5 coltinuous Upgraded features @ Exterior walls-U-0.0571R-23 intermediate or R-2 I advanced, Fraured fl oors-U-0.026,rR-38, and \Yindows-U-0.28 (averagc UA) Upgraded fealures 3 Exterior rvalls-U-0.0551It-23 intermediate or R-2 t advanced, Flat ceilinge-U-0.0171R-60, aad Framed {Ioors-U-0.026/R-38 Super lnsulsled Windolvs and Attic OR Frarned Floors 4 Windorvs-U.0.22 flriple Pane Low-e), and FIat ceiling'-U-o.017/R-60 or Fram ed fl oors-U-0, 026/It-3 I Air sealing home and ducts 5 or ASHRAE 62.2, and and High olllclency lhermal onvelope UAs o EoocG u ooIo Eut oco 6 6 Gas-fired furnaee or boiler AFUB 947o, or Air source heat punrp HSPF 9,5/I5.0 SEER cooling, or Ground source heat pump COP 3,5 or Encrgy Slar iated High efflclency HVAC systema B All ducts ald air handlers cortained wl&in building Comotbe conbitud with lteasure 5 Ducted HyAC systems yrllhln condllloned space Ductless hoat pump C Ducdess hcat.pump HSPF I0.0 in primary zone of dwclhing High elfi.lency !,rater o o(!oE D Natural Electric gas/propane water heater rvith hentpump rvater lreaterTiet 1 rrEF0.85 0R Northern Climate Specifi calion Product 2017 OBEGON HESIDENTIAL SFECIALTY CODE 435 andat AII ducts and air haudlers All ducts soalcd with Proposed UA is 89o lower lhan the code UA I 1 120 Arthur Street Eugene, Oregon97402 Office: 541-357'5532 Cell:541-556-1248 Ammon@WoodChuckEngineering.com November 6,ZOtg Proiect:19.298 Bruce Wiechert 3073 Skyview Lane Eugene, Oregon 97405 Subject: Engineering calculations Bridlewood Plan Eugene, Oregon PROJECT DESCRIPTION This project consists of analyzing the foundation, framing and lateral bracing systems for the proposed single-family residence at the subject location. DESIGN CALCULATIONS Descriptioq Pages Shearwall plans Design criteria and seismic response Lateral load calculations Framing and foundation analysis Connections DESIGN CRITERIA RoofDead Load = 15 psf Floor Dead Load = 12 psf Roof Live Load = 25 psf [Snow) Floor Live Load = 40 psf Vurt,120-mph [3-second gust) I": 1.0 Site Class: D [default) Soil Bearing: 1500-psf Seismic Category: D S,: 0.702 Sr: 0.40L Sos: 0.58 ASCE 7-16, 2014 OSSC fbased on 2012 IBC) Thank you for the opportunity to be of service. Please call if you have any questior:s. Respectfully, 1.-2 3-7 B-14 L5-41. 42 aC-"","-/-r4 NE Ammon Luke, E.l.T. WoodChuck Engineering /*t\-/ 65+76PE' 11 by Chuck l:14:51 oi Fault {8',0G ^ ( )ires: 't 2-31-19 C t' ,; Y6a ('t c,N{ol (,o -a)or Fc{ i^ @ io c{(o t)(o "?ts0 io6 e NI lr, q F.!l" io!. -6 .irt in ,? 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Ea;.'#*:t+t(l o ^o^-- ,x EOL;.Jooo:;!.h-F;sOooO- 'E .s .C F/o s siPE, ^l^ - a-v ','-{\l9r<3 &d,'r g ^it-^^^? 6 .3 3^ ^^ ^t --.o--Fg.9EE"0s6:;sisE- =oX=o S E: E.(49.Qfivv'L6=A EEU*Eooaoxo o cE @oeoo.!LLr,r()>O q .15loqI ..I_Y b$ t,f,fr { { ,; { i, ir)T? i e{"{5 :4 -sbcna_i.r NNN,N io io b in k, irl b iro io io b io io k b io inrfNrf;oGiotsNGiNFniF tt6O({Cd 6 t zi,a IIJo (f,o 3 x.o lJ- ui 3FIl.oq Nv Iq ao (f) oo(') iq Ntt [6e Z,'EZL Z (,8' I 19 -,.68t r 68t ,8 ,9t -tffitoor *rz\f ri *s!ml 8?gt *zzB lr,vlr) I g c 6o o @9' o 3!o(,e {r 9, a[i (E $-ca @v,l( o3!,oo3 -0862 !a0 c{ :El!N 9;(ooOJ .o .) t ,..: ' L-y t.- I 'l' 2/42 l, 4 lL ASCE ASCE 7 Hazards Report Address: Eugene Oregon, Wind Standard; ASCE/SEI 7-16 Risk Category: ll Soil Class; D - Default (see Section 11.4.3) Elevation= 427.44 ft (NAVD 88) Latitude: 44.04992 Longitude: -123.08854 | 1, Results: Wind Speed: 1O-year MRt 25-year MRI SO-year MRI '1OO-year MRI Data Source: Date Accessed: Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure c category, baserl on tinear -interpolation between, contours. wind speeds are interpoirt"i in u."ordance with the 7- t6 siandaro vViricj speeds-correspond to approximately a 7o/" probability of exceedance in 50 years (annual exceeoance probability-= - -0.00143, MRI = 700 yearS). veqr o \qr rr rudr e^uee - site is not in a hurricane-prone region as defined in ASCEisEI 7-16 sectio n 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual windconditions. 96 Vmph 66 Vmph 72Ymph 76 Vmph . 81 Vmph ASCE/SEI 7-16, Fig. 26.s-18 and Figs. CC.2-1_CC.2,4 Thu Oct 242019 ' . httos ://asceThazardtool.online/Page 1 of 3 Thu Oct 24 2019 3/42 i* I I .. r, e.- 'l'.trr .l -tb: Lr:ii'trl 'rl r r*vi* "a- AMERICAI,I SOCIEIY OF CII'IL E!\GINEEES Seismic Site SoilClass: Results: D - Default (see Section 11.4.3) Ss : 0.702 So, : N/A Sr : 0.401 Tr : 16 F" : 1.238 PGA : 0.334 Fu r N/A PGA Nr : 0.423 Sus : 0.87 Fpae : 1.266 Snr, : N/A l" : 1 Sos : 0.58 C, i 1.151 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 1 1 .4.8. Data Accessed: Thu Oct 242019 Date Source: USGS Seismic Design Maps : https://asceThazardtool.online/ Page 2 ol 3 Thu Oct 24 2019 4/42 WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks@ Shearwalls 1 1.1 06 final.wsw Oct. 24, 2019 08:46:25 Project lnformation COMPANY AND PROJECT INFORMATION DESIGN SETTINGS ITE TION 1 Comoanv Proiect Woodchuck Engineering 1120 Arthur St Eugene, Oregon Bruce Wiechert Bridlewood Plan 10 ?oQ A NT, Design Code IBC 2015/AWC SDPWS 2015 Wind Standard ASCE 7-10 Directional (A1I heights) Seismic Standard ASCE 7_10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic + 0.60 Dead 1.0C Seismlc + 0.90 Dead 0.60 Wlnd + 0.60 Dead 1.00 Wind + 0. 90 Dead Building Code Capacity Modification Wind Seismic 1.40 1.00 Service Conditions and Load Duration Temperature Moisture Content Range Fabrication Service T<=100E <-Ig,; <=19; Duration Factor 1. 60 Max Shearwall Offset [ft]Plan Elevation (within story) (between stories) 4.00 4.00 Maximum Height-to-width Ratio Fiberboard Lumber Wind Seismic Blocked Unblocked Gypsum 5 Wind ]E Wood panels Seismic lgnore non-wood-panel shear resistance contribution.. Wind Seismic Never Always Collector forces based on... Hold-downs Drag struts Applred loads Applied loads Shearwall Relative itidWaff c 3-5uation 4Perforated shearwall Co factor:SDPWS E t for material te e nNo cal-identi lsmateria construand onction sheathe rl lne:At-.Iowe d Deflection Equation 4-term from SDPWS C4.3,2-2 he j-ghtDrift limit fo rwind design: 1 / 500 stor Wind ASCE 7-10 Directronal ts)(Al1 hei Design Wind Speed Serviceability Wind Speed Exposure Enclosure Min Wind Loads: Walts 120 mph 1-00 mph Exposure B Enc-Iosed 16 psf Risk Category Structure Type Building System Design Category Site Class Categoiy II - AII others Regu Ia y - Bearing Wall D ^--- , _^-.-^ D. :orce Procedu:e Spectral Response Acceleration Ses-mic_ - rvalent Later.af 51:0.40 ASCE 7-10 12.8 - Ss: o- 7(, Topographic lnformation [ft] Height Length n:- Shape S Fundamental Period T Used Approximate Ta Maximum T E.W 0.215s 0.215s 0. 30ls Elev: Oft Avg Air Rigid bulldin 0765 1b,zcu ft analys isStati c density:0 Factor R 6.50 6.50Res Case 2 Eccentricity (%) Loaded at E-W loads 15 15 t N-S loads 15 Fai 1.24 Fv: 1. 60 s/42 N-S----- 0.21-5-s- - 0.215s 0.301s WoodWorks@ Shearwalls 06 final.wsw Oct.24,2019 08:46;25.- Structural Data INFORMATION 2 Elev lftl Story Wall Heiqht Iftl Floor/Ceiling Deoth linl Ceiling Level 2 Level 1 Foundation 0 l2 72 0 0 0 11.00 1. 00 0. 00 9 9 00 00 20.00 Roof PanelsBlock Block 1 Location X,Y = Extent X,Y = Ridge Y Location, Offset St 0 29 l4 00 33 25 0.00 28.50 0.00 E-W Rldgeory North South East Side Side cable 33.1 11 1 90.0 2 2 2 00 00 00 Block 2 Location X,Y = Extent X,Y = Ridge Y Location, Offset 29.33 22 .00 11.00 E-w Ridge 0.00 22.00 0.00 1 Story North South East Side Side Gable 18.4 18.4 90. O 2 2 2 00 00 00 Block 4 Location X,Y = Extent X,Y = Ridge X Location, Offset 8.33 2t.a0 18.83 N-S Ridge -3.66 3 .66 0.00 2 Story North South East Joined Gabfe Side 746.3 90.0 2 2 2 00 00 00 Block 5 Location X,Y = Extent X,Y = Ridge X Location, Offset 12.00 ,? ?? N-S Ridge 28. s0 8.00 0.00 1 Story North South East Gable Gabfe Side 2 0 2 00 00 00 0 90.0 33.7 90 Block 6 Location X,Y = Extent X,Y = Ridge X Location, Offset -2.00 2.00 0.00 15.50 s.00 1.00 1 Story N-S Ridge North South East Gabfe Gable Side 90.0 90.0 90.0 0 0 0 00 00 00 Block 7 Location X,Y = Extent X,Y = E-W Ridge -8.66 5.00 2 .50 1 Story E Ridge Y Location, Offset o 21 2L.00 -3 .66 North South East Side Side Gable 90. 0 18.4 90.0 0.00 2 .00 2.0i' - - - 6/42 WoodWorks@ Shearwalls 06 final.wsw Oct.24, 2019 0E:46:25 Level Mass Story Shear flbsl Diaphragm Force Fpx [bs] 2 ,| Alt 3251 I 51 L34 49712 912.8 1406.8 4153 3833 7 987 4153 3833 7 987 4153 66t2 4153 66t2 Flexible Diaphragm Seismic Design Legend: 1 on ly for drag struf forces, see Redundancy Factor p (rho): E-W t.00, N_S 1.OO Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Evtv=02sdsD; Sds=058; Ev=0116Dunfactored; 0081 Dfactored; totar deadroadfactor: 0.6-o.og1 =0.51gtension, 1.0+9.961 =1.0g.1 compression. 24 7 /42 Area lso-ftl (l Materials Bridlewood Plan Eugene, Oregon MATERIALS WALL Legend: Grp - Wall Design Group number, used to reference wall in other tables Ratng - Spon rating, see SDPWS Table C4.2.2.2C Ply - Number of plies (or layers) in construction of plywood shee* Or - Orientation of longer dimension of sheothing panels Type - Fastener type from SDPWS Tables 4.3A-D: Nail - common wire nail lor structurol panels ond lumber. See SDPWS Table A1 - 8d common nail L = 2-1/2", Dio. = 0.131", H = .281" 70d common nail L = 3", Dio. = 0.148", H = .312" Size - Common, box, and casing nails: refer to SDPWS Table 41 (casing sizes = box sizes). Blkg - Sheathing is nailed to blocking at oll panel edges; Y(es) or N(o) Wall Type - Perforated (Perfl, Segmented (Seg) Notes: 3 - Shear capacity for current design has been increased to the volue for 15/32" sheathing with same nailing becquse stud spacing is 16,' max or ponel orientation is horizontal. See SDPWS 74.3A Note 2 and IBC 72305.3 Note d. SCHEDULE Surface Sheathing I natins I '1;'- I orMaterial :1 rvpe I 'lf" | 'llo | ''u' Fasteners Apply Notes Wall Type f-bolt spacing 16d common nail sill plate nailing Iin.) 1 Ext Struct Sh OSB 24/76 7 /t6 Vert Bd Nail 6 72 Y 3 Perf 7/2" Dia.x48" o.c.1Z lcroup\ \Name/Holdown Anchor End Stud A HDU2 SSTBl 6 (Z) 2x6 B HDU4 SSTB2O (Z) 2x6 C cs16 20-10d 2x6 D MST37 2Z-16d (2) 2x6 E HTS24 20-1 0d (2)zx6 F (2) HTS24 20-1.0d (2) 2x6 @ FN Client: Bruce Wiechert Project: 19.298 WoodChuck Engineering 10 /25 /2019 f{#+rBFHJ J,FJJ JWoodChuck Eno-if,Efirtr-a v #-mr ,rylt J I"gg9-c.h.u'""\ Wind Shear Results Bridlewood Plan Eugene, Cregon Legend: IJnless otherwise noted, the value in the tablefor q sheorline is the one for wall on the line with the critical design response. Wall group. For Dir - Direction ofwind force along shearline. V - ASD loctored shear force. For shearline: total sheorlineforce. For wall: force taken by total oJall segments on walL vmax - Base shear = ASD foctored sheor force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn 4,3-B = V/FHS/Co v - Design shear force = ASD foctored shiqr force per unit t'ull height sheqthing, For wall, it is the largest force on any segment. Co - PerJordtion focLor from SDPWS Table 4.3.3.5. C-sheathingcombinotionrule,A=Addcdpacities,S=Strongestsideonly,X=Strongestsideortwiceweakest. Total-CombinedinLandext.unitshearcqpacityinc.perJorotionJoctor. -^- -- V-Forwall:Sumofcombinedshearcapacitiesforollsegmentsonwall.Forshearline:sumofallwallcapdcitiesonline. - ---- - Crit Resp - Critical response = v/Totql = design sheqr force/unit shear capacityfor critical segment on wall or shearline. "5" indicates thot the seismic design criterion was critical in selecting wall. - - . Refer to Elevation View diagrqms for individual level for uplift anchorage force t for perforated wolls given by SDPWS 4.3.6.4.2,4. Allowable shear volues hove been reduced to 140a/o of published values. Client: Bruce Wiechert Project 19.298 North-South Shearlines \r'For Dir u lu-* Shear Force v flbsl I v/L lplq I v/nns Allowable Shear IplfJtnt I rxt I co I rotut I vttrrl Crit, Resp.J-bolt spacing 16d nail spacing Wall 1-1 Wall T-2 Wall 1-3 Wall4-2 Wall 4-3 Ln5, Levl s-> N N ->S S.> N N->S s->N N->S S->N N.>S s->N N->S s->N N->S '149.7 151.5 149.7 151.5 t49.1 151.5 19A.9 203.8 217.8 223.t 53.B 53.9 1,49.7 151.5 149.1 151.5 149.1 151.5 226 23t.5 277.A 223.t 58.1 54.2 23lt 2349 745 754 1193 1212 367 4 37 65 1415 1450 980 980 510 510 510 510 510 510 510 510 510 510 510 510 O.BB 0.88 1 1 0.93 0.93 510 510 510 510 510 510 449 449 510 510 472 472 7899 7499 2548 254A 4077 4077 8247 82A7 3372 3372 8590 8590 0.29 0.3 0.29 0.3 0.29 0.3 0.44 0..15 0.43 0.44 0.11 0.11 1/2" Di,a.x48" l/2" Dia.xLA" 1/2" Dta.x 4A" 1/2" Dia.x4A" 7/2" Dia.x4A" l/2" Dia.x 4A" I /2" Dia. x 4A" L/2" Dia.x36" l/2" Dia.x4A" 1/2" Dia.x 4A" 7 /2" Dia. x 4A" l/2" Dia.x 48" o.c. o.c. o,c, o.c. o,c, o,c, o.c, o.c. o,c, o,c, o,c. o,c, t2 t2 12 l2 12 1,2 11 9 11 11 12 L2 E-W Shearlines GD For Dir , I u-"* AsD Shear Force [plfl v llbsl I vmax I v Allowable shear [plflt.t I r*t I co I rot"t I vltu.l Crit. ResD.I-bolt sDacins 16d nail sDacins Wall A-1 WallA-3 Wall A-4 Wallc-1 WallC-2 LnD, Levl w->E E->W W.>E E->W W.>E E->W Both W->E E->W w->E E->W t73.2 t77.2 l7 5.7 L79.8 160.3 L64.1 0 9l 89.6 230 230.t 1',73.2 777.2 203.9 20a.6 244.6 295.3 91 49.6 329.3 329.4 1442 L476 2226 2274 597 0 2002 1972 27 5A 27 59 510 510 510 510 510 510 510 510 510 510 510 1 1 0.85 0.86 0.56 0.55 I 1 I 0.7 0.7 510 510 439 439 243 243 510 510 510 356 356 4245 +245 5563 5553 1019 1019 ttztt t12tt 4264 4264 0.34 0.35 0.4 0.47 0.57 0.58 0.18 0.18 0.65 0.65 1/2" Dia. x 48" o.c. 1,/2" Di,a.x48" o.c. l/2" Dia.x 48" o.c. l/2" Dia.x48" o.c. 1,/2" Di,a.x36" o.c. l/2" Di,a.x36" o.c. 7/2" Dia.x48" o.c. L12" Dia.x 48" o.c. 1/2" Dia. x 30" o.c. 1 /2" Dia. x 30" o.c. 72 72 1.1 11 B B t2 t2 7 7 North-South Shearlines GD For Dir u | ,-u" Shear Force v lbsl I v/L lplrl I v/rss Allowabletntlrxtl co shear [plflI r"tut I vlu'l Crit. Resp.I-bolt sDacine 16d nail soacing Lnl,Levz Ln4,Lev2 S.>N N->S S->N N->S t2t.6 t21.7 80.5 80.6 121.6 t2t.7 82 42.1. 2344 2347 2351 510 510 510 510 1 1 0.98 0.98 510 510 500 500 9942 9942 14588 14588 o.24 0.24 0.16 0.76 L2 t2 l2 l2 E-W shearlines GP For Dir r I r-u* ASD Shear Force [plf] v tlbsl I vmax I v Allowable shear [plf]rntlrxtl co I r"tut lvlurl Crit. ResD.l-bolt spacins 16d nail sDacing Wall A-1 WallA-2 WaU A-3 LnD, Lev2 E.>W W->E E->W W.>E E->W W->E E->W tto.2 172.7 777.5 180.6 140.1 1.42.4 83.5 770.2 772.1 186.3 189.5 t40.7 142.4 92.1 92.t 918 934 622 632 7Al 794 19+9 1950 510 510 510 510 510 510 510 510 7 1 0.95 0.95 I I 0.91 0.91 510 510 446 446 510 510 462 462 4245 4245 t701, 7707 2447 2441 10746 70746 o.22 0.22 0.37 0.37 o27 o.2a 0.18 0.18 12 72 72 12 12 12 l2 t2 WoodChuck Engineering r0 /2+ /20t9 e /42 1 1. 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 L 1 7 L 1 Seismic Shear Results Bridlewood Plan Eugene, Oregon Legend: IJnless otherwise noted, the vqlue in the table for a shearline is the one for woll on the line with the criticol design responY. Wollgroup. For Dir - Direction ofwindforce along shearline. V - ASD fdctored shearJorce. For sheorline: total sheqrline force. For woll: force taken by total ofdll segments on wall vmdx - Base shear = ASD factored shear force per unitfull height sheathing, divided by perforation foctor Co qs per SDPWS eqn. 4.3-B = V/FHS/Co. v - Design sheor force = ASD foctored shear force per unit full height sheqthing. For woll, it is the lorgest force on any segment, Co - PerforationfactorJrom SDPWS Table 4.3.3,5. C-Sheathingcombinationrule,A=Addcapocities,s=Strongestsideonly,X=SilongestsideortwiceweakesL Totol - Combined inL and ext. unit sheqr capacity inc. perforationfqctor' V - For wall: Sum of combined shear capacitiesfor qll segmenB on wqll. For shearltne: sum ofoll wall capdcities on line. Crit Resp - Criticql response = v/Totql - design shear force/unit shear capacity for critical segmenton wall or shearline. "5" indicates that the seismic design criterion was criticol in selecting woll. Notes: Refer to Elevation View diagrams for individual tevel for uplift onchorage force tfor perforated wolls given by SDPWS 4.3.6.4.2,4. Allowable shear values have been reduced to 140% ofpublished values. E North-South shearlines \w7\Gr' lor Dir , | ,-r* Shear Force lptrl I vTrnsv tlbsl I v/L Atlowable Shear [plf] rnt I rxt I co I rotal I vlur1 crit. Resp.l-lrolt spacing 16d nail spacing Wall 1-1 Wall 1-2 Wall 1-3 Wall4-2 Wall4-3 Ln5. Levl Both Both Both Both Both Both 76.8 76.4 76.8 1_11.7 122.3 29.9 76.4 76.4 126.9 t22.3 32.2 1190 344 614 2064 795 543 260 260 260 260 260 260 1 7 1 O.BB 1 0.93 260 260 260 )79 260 241 4030 1300 2080 4224 1690 4383 0.3 0.3 0.3 0.49 0.47 0.12 Lf2" Dia.x48" o.c. 1f2" Dia.x 48" o.c. 1/2" Dia.x 48" o.c. l/2" Dta.x48" o.c. L12" Dia.x 48" o.c. 1/2" Dia.x48" o.c. t2 72 l2 L2 72 E-W Shearlines Gp For Dir I ,-r* AsD shear Force [plfl V flbsl I vmax I v Allowable Shear Iplf] rnt I txt I co I tot"t I vtrurl Crit. Resp.I-bolt spacins 16d nail spacing WallA-1 WallA-3 Wall A-4 WallC-1 WallC-2 LnD, Levl 7 1 1 1 1 Both Both Both Both Both Both 177.5 719.2 1OB,B 0 42.2 148.5 71,7.5 138.4 195.8 42.2 9'19 1511 392 0 924 tTal 1 1 1 1 1 1 260 260 260 260 260 260 1 0.86 0.56 I 1 0.7 260 224 744 260 260 ta2 21.66 2B3B 520 5720 2177 0.45 0.53 0.7 5 0.76 o.a2 l/2" Dia.x48" o.c. 7/2" Dia.x48" o.c. 1,/2" Dia.x48" o.c. 1/2" Dia. x 48" o.c. l/2" Dta.x48" o.c. 72 t2 11 72 11 North-South shearlines Gp For Dir r I u-"* Shear Force v ltbsl I v/L lplfl I vTrus Allowable Shear Iplfl rnt I rxt I co I rotut I v1ru.1 Crit. Resp.J-bolt spacing 16d nail sDacing Ln1, Lev2 Ln4,Levz I 1 Both Both 77.9 51.4 77.9 52.3 1409 t49A 7 1 260 260 1 0.98 260 255 5093 7443 0.28 0.2 t2 l2 E-W shearlines GD For Dir , | ,-"* AsD shear Force [plfl v tlbsl I vmax I v Auowable shear [plf] rnt I rxt I co I rotrt I v1tu.1 Crit. Resp.l-bolt spacing 16d nail sDacins WallA-1 WallA-2 WallA-3 LnD, Lev2 Both Both Both Both 74.2 1.79.6 94.3 57.6 74.2 t2s.4 94.3 63.5 618 419 526 1345 260 260 260 250 1 0.95 I 0.91 260 244 260 236 2).66 B6B 1450 5503 0.29 0.48 0.36 0.2+ 72 12 t2 l2 Client: Bruce Wiechert Project:19.298 1-O/24/201,9 t0/42 WoodChuck Engineering 1 1 1 1 1 1 1 1 d& Y"9"99.r*q[ Note: This table includes tension holddown forces only. Dead load contribution to combined force is factored ty 0.50 load combination factor Tensile Results - lvl 1 Bridlewood Plan Eugene,0regon Line" wall Posit'n Tensile ASD [wind) Holddown Force Ubsl Force (mil.) Tensile AsD (seismic) Hotddown Force Ibs] Force (max.)v Hold-down Anchor bolt lnro'*\\ tauet /I- Bolt Spacing 1-1 t-2 t-2 1-3 +2 4-2 +3 +3 5-1 5-1 A-1 A-3 A-3 A-4 A-4 c-2 c-2 D-1 D-1 L l, End R End R End L End R End L End R End L End R End L End R End L End R End L End R End L End R End L End 366 1650 1674 2536 1443 1505 2173 2923 757 1059 985 3saa 2454 1454 1931 823 423 1078 4A4 444 L124 1451 420 420 332 212 2428 11.08 986 986 1 1 1 1 1 I 1 1 1 1 1 1 1 1 L 1 1 1 l 1 HDU2 HDU2 HDU2 HDU2 HDU2 HDU2 HDU2 HDU2 HDU2 HDU2 HDU2 HDU2 HDU4 HDU2 HDU2 HDU2 N/R N/R N/R N/R ssTB16 SSTB15 SSTB16 SSTB15 SSTB15 ssTB16 ssTB16 ssTB16 ssTB16 ssTB16 SSTB15 ssTB16 ssTB20 ssTB16 ssTB16 ssTB16 N/R N/R N/R A A A A A A A B A A 1/2" Dia. x 48" o.c. 1/2" Dia. x 48" o.c. L12" Dia.x 48" o.c. 1/2" Dia. x 48" o.c. r/2" Dia.x 48" o.c. 1,/2" Dia.x 48" o.c- 7 /2" Dia. x 48" o .c. l/2" Dia.x48" o.c. 1/2" Dia.x 48" o.c. 7 /2" Dia. x 48" o .c. 1, /2" Dia. x 48" o.c. l/2" Dia.x48" o.c. l/2" Dia.x48" o.c. 1,/2" Dia.x 48" o.c. l/2" Dia.x 48" o.c. l/2" Dia.x 48" o.c. 1,/2" Dia.x 4A" o.c. 7/2" Dia.x48" o.c. 1/2" Dia.x48" o.c. Dia. x 48" Clienti Bruce Wiechert Projecr 19.298 10/24/20t9 tt/42 WoodChuck Engineering #ffi WoodChuck Tensile Resuls - lvl 2 Bridlewood Plan Eugelre, Oregon 2nd floor fo rce Note: This tqble includes tension holddown forces only. Dead lood contribution to combined force is foctored by 0.60 load combinotion factor Client: Bruce Wiechert r0/24/207e 12/42 Line- Wall Posit'n Tensile ASD (wind) Holddown Force [bs] Force (max.) Tensile ASD (seismic) Holddown Force [bs] Force (max.)Hold-down 1r--G \ label / 16d common nail sill plate nailing (in.) 1-1 1-1 4-7 4-7 A-1 A-1 A-3 A-3 A-2 A-2 D-1 D-1 L End R End L End R End L End R End L End R End L End R End L End R End 14Zl 7464 646 688 447 1 156 1168 1 190 2266 2450 731 777 326 169 765 759 759 1455 1575 7 7 1 7 7 1 1 1 1 1 1 7 cs16 20-10d cs15 20-10d cs].6 20-10d cs16 20-10d cs16 20-10d cs16 20-10d cs16 20-10d cs16 20-10d MST37 22-t6d MST37 22-r6d C C C C C C C C D D 12 1_2 72 72 72 1,2 L2 12 12 12 t2 t2 Project: 19.298 WoodChuck Engineering v tr& lYggf9,tlq\ 1 1 20 Arthur Street Eugene, Oregorr 97402 541 -357-5532 Proiect address €*rc*(0i?- Date Proiect # ta /23 /rl 11. Z16 Corlrvecrro>r Ctt.n* ,n-T [errn Fl-c..n Wlur Lt hrf A 6J'A, w*?r 0 6 - Yn' qas lb * lls* 15 llla rL "!- 3s8& it 2trt t tL rt; sa tt \,\,.& lpr'"$ lt/*u. Lr*q; A & b\r\F-b |;n t*,t> f -aw w"t € !-,tOU 1 rrlrl SS-T El Ir O Far*n* tlTr E p W' r-L Sf,*r> gu\ t";11 S --a Lr*, w-+ r Tb'rft L Upu F? /e\ fi")?.ti sratrP $?*afnrr'r;" 5le!p O rr-rr#;l lL &rf: ] llz'' x r, Vat Br*\ hDus h,, SSrg 2, firszv 'TU O Jl'tT $?vD B flot- 6 nIELY SX?{E{&to(t ?6 r{.y *{ Srr*P S $'rx4?Frrq S *l t tl Fa"r'1 ; ll ?a" PS*tr 73 /42 1 It^I I 120 Arthur Street Eugene, Oregon 97402 541 -357-5532 Proiect address tCI125 I t1 Proiect # t1. zl b Date CovecdP P*"tro (E*.rr",ce. "rtc>r\i TtrugS '?"-tA F|\r) Z.y& rr\. O'. t't p r?c h, 2,1 ' Ff.rrF.f C0Arstlrverter-. yr l2 e) ^^pft fi|.s rle tab* tv tJ,.,ast> > P&","1 f\lc|'vA L r ts,D. PdAPe*rOl(uur{ & I Prpgrler : frqr prp)(s) : ( $n pr6'){rz'} :qE J- foa-{ g r}J Filf€ Bcicf F atn.o, 3ri* {Wr, \| 'Z'4 ?otar ) T; rJU erllL 3 r)f[:q1t lv -../Vost t. I I I'.*.> I 1 IZ b3 \L C*pnt rr.r Far ilq" +Lrq Sr&rtt^,abb rbs * See Atrr(- f?-\x.l-!aL-t F rL LA€\ SCf.ehJ \)vvtF'T TASLT \E PST ? . tz- A 1r., 11r; laf tt tz " sPel b8 PLr {ta ?LFJ { o' l*\i?? 1L ^^:^fr;F^i^^^^^ Laq srrfte) p.1: fi.f . fJqra S"r\ fsj?' & {L (z') 3t,,*" + Tu dx& Lseq Pei;r c4s @ ErAq ?a Ps{? t4/42 ffi& Xgr$9.t^,lqI 1,.," * i Member Member Section Material Remarks H201,Sawn 4xB DI.'-1, No. 2 H101 5.125" x12"24F-V4 DF/DF Glulam H102 Sawn 4x10 DF-L, No. 2 H103 3.125" x 15"24F-V4 DF/DF Glulam H104 Sawn 4xB DF-L, No. 2 ##+r:;s--1.3*3-r-a !{er$9.1,,!*h Header Schedule Bridlewood Plan Eugene, Oregon Header Schedule Client: Bruce Wiechert Project: 19.29B tT/6/201e ts/42 WoodChuck Engineering l7 #h WoodClrirc( Header Loads Bridlewood Plan Eugene, Oregon a Client: Bruce Wiechert Project:19.298 Member Length, ft, Uniform Loads L",0.1 D."dl u".l I rrc"l wiatn, n.l Load, plfl Load, plrlt.orJ ro Point Loads t*.1 *.o,,ol Location H20L 5.00 Roof DL RoofSL 16.3 16.3 x= 276.31 406.3 0 6.0 Sawn 4xB DF-1, No.22'16.31 406.3 lt 101 9.50 RoofDL RoofSL Wall DL 16.3 t6.3 8.0 'rr.rl 406.3 0 0 0 0 2.7 2.7 2.7 9.5 H201 H201 829.0 1219.4 2.7', 2.7', 5.125" x 12" 24F-V4 DF /DF Glu lam356 3l 406.3 H 102 5.00 Roof Dt RoofSI- Wall D[ 16.3 t6.3 8.0 t= 'rr.rl 406.3 0 6.0 Sawn 4x10 DILL, No.2356.31 406.3 H 103 16.00 Roof Dt RoofSt 13.0 13.0 22t.ol 325.0 0 16.0 3.125" x 15" 24F-V4 DF /DF Glulam22 L.Ol 325.O H 104 4.50 Roof Dl, Roof SL 5.0 5.0 t= Bs ol 125.0 0 4.5 Sawn 4xB I)f-1, No. 2Bs.ol 12s.0 11/6/20re 1,6/42 WoodChuck Engineering Member Member Section Material Remarks B 101 8.75" xL2"24F-V4 DF/DF Clulam 81,02 Sawn 4x12 DF-1, No. 2 B103 Sawn 6x12 DF-1, No. 2 BL04 3.5" x7.25"1.3E LSL B 105 Sawn 4xB DF-1, No. 2 #-Trrrrj---:u*r_.j P,g'g9.c.tr.,{ql: Beam Schedule Bridlewood Plan Eugene, Oregon Beam Schedule Client: Bruce Wiechert Proiect:19.298 1r/6/20L9 17 /42 WoodChuck Engineering d-hrl'+ q!!w 'fu.i,i-aciri,"( Clienti Bruce Wiechert Proiect:19.298 Beam Loads Bridlewood Plan Eugene, Oregon 1,2 Floor 40 25 Member Lensth. ft ,","1 -,.*t'*i -*=i',"".trr1... J .. Point Loads r-"1 *.o.,ol Location Member specifications Section Material 8101 20.20 Roof DL Floor DL Floor LL 10.0 10.0 ,,3 31 400.0 0 20.2 8.7 5" x 12" 24F-V4 DF /DF Glulami20.01 400.0 B1 02 4.00 Floor DL Floor LL 3.5 3.5 t= 4201 140.0 0 4.0 Sawn 4xl2 DF-1. No.2qz.ol r4o.o 8103 6.33 Roof DL Roof Sl, 4.2 4.2,- 71.41 105.0 0 6.3 Sawn 5x12 DILl,, No.271.41 ros.o B1C4 6.00 Roof DL RoofSL Wall DL 8.0 8.0 8.0 'ra.al 200.0 0 0 0 0 3.7 3.7 3.7 6.0 3.5" x7.25"1,38 LSLn2.ol 2oo.o 8105 7.50 Roof DL Roof sL 8.0 8.0 136.01 200.0 0 7.5 Sawn 4x8 l)l-1, No.2136.01 2oo.o t|l6/207e t8/42 WoodChuck Engineering WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 0 Wood Beam Software ENERCALC, rNC. 1983-201 Build:'12.'19.8.31 Lic. #: KW-06009596 DESCRIPTIO H201 - master bedroom CODE REFERE'VCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Beam Bracing Beam is Fully Braced against lateral-torsional buckling 900 psi 900 psi 350 psi 625 psi Prll Perp Fb+ Fb- Fc- Fc- Fv Ft 1 80 psi 575 psi E : Arlodulus of Elasti Ebend- xx 1600ksi Eminbend - x 580ksi Density 31 .21pcf 4063 4x8 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans DES'GN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection D = 0.0170, S = 0.0250 ksf, Tributary Width = 16.250 ft 0.89s 1 4x8 1,202.00psi 1,345.50psi +D+S 3.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span 0.469 : 1 4x8 97.18 psi 207.00 psi +D+S 0.000 ft Load Combination Location of maximum on span = Span # where maximum occurs = 1 074 >=360 0 <360 639>=240 it <240 -Spbn#1 0.067 in Ratio = 0.000 in Ratio = [.'l 'l f, ip Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Segment Length SPan # Max Stress Ratios Moment Va[,eq'Snear Values MV C6 Crn, C; Cr Cm Ct CL M fb E''b Vfv-F'v D Only Length = 6.0 ft 1 0.462 0.243 +D+S Length = 6.0 ft 1 0.893 0.469 +D+0.750S Length = 6.0 ft 1 0.760 0.400 +0.60D Length = 6.0 ft 1 0.156 0.082 Overall Maximum Deflections 0 90 .60 .00 .00 .00 .00 .00 .00 .00 00 00 00 00 00 00 00 .300 .300 .300 .300 .300 .300 .300 1 1 1 1 1 1 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 J.U / 2.61 0.75 - c.30 - 16?.C0 - ,0.u0 207.00 0.00 207.00 0.00 288.00 - 0]00 486.52- 1053.00 0.00 1,202.00 1345.50 0.00 1 ,023.13 1 345.50 0.00 291 .91 1872.00 - J.3X 0.00 0.6-7 39.34-0{0 0.00 1 .64 97.'l B0.00 0.00 1.40 82.720.00 0.00 0.40 23.60 1.15 1.15 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.000+D+S 0.1126 3.022 0.0000 79/42 Analysis Methoa\llowable Stress Design Load CombinatlBC 2018 Wood Species Douglas Fir-Larch Wood Grade No.2 I ./ WoodChuck Engineering 1'120 Arthur Street Eugene, Oregon97402 541-357-5532-0 DESCRIPTIO H201 - master bedroom Vertical Reactions Support notation : Far left is #'Values in KIPS Load Combination Support 1 Support 2 gverall MAXrmum Overall MlNimum D Only +D+S +D+0.750S +0.60D S Only 2.O48 1.219 0.829 2.048 1.743 0.497 1.219 2.O44 1.219 0.829 2.048 1.743 0.497 1.219 20/42 Wood Beam Build:12.19.8.31SoftwareINC. WoodChuck Engineering 'l 120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 0 ood 2.EN DESCRIPTIO H101 - living room CODE REFERETVCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis lVlethoAllowable Stress Design Fb + Load CombinatlBC 2018 Fb - Fc - Prll Wood Species DF/DF Fc - PerP Wood Grade 24F-V4 Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling s(1 219) 3.1 25x1 0.5 Span = 9.50 ft 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi '1 ,1 00.0 psi E : lrlodulus of Elasti Ebend- xx 1 ,800.0 ksi Eminbend - x 950,0ksi Ebend- yy 1 ,600.0 ksi Eminbend - y 850.0ksi Density 31.210pcf o(o.27625\ S(0.40625)f r---ii--E--a D(0.8288) g(0r09)' 'fr-T--rr--r I : D(1.443 L(3.024) 99 )(o.27625\ S(0,40625) Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0170, S = 0.0250 ksf, Extent = 0.0 -->> 2.70ft, TributaryWidth = 16.250 ft, (Roof load) Point Load : D = 0.8288, S = 1 .219k @2.7Oft,(H201) PointLoad : D =0.8288, S = 1.219k@8.70ft, (H201) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 2.70 ft, Tributary Width = 8.0 ft, (Wall load) Uniform Load : D = 0.010 ksf, Extent - 8.70 ->> 9.50 ft, Tributary Width = 8.0 ft, (Wall load) Point Load : D = 1 .443, L= 3.024k @ 6.50ft, (B101) Uniform Load: D = 0.0170, S =0.0250 ksf, Extent- 8.70 ->> 9.50ft, TributaryWidth = 16.250ft, (Roof load) DES'GN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.940 1 3.125x10.5 2,256.79psi 2,400.00psi +D+L 6.484ft Span # 1 Maximum Shear Stress Ratio Section used for this span ' 0.577 3.125x10.5 1 r Sa.Oo is; 265.00 psi Load Combination Location of maximum on span = Span # where maximum occrJrs : 793 >=360 ,-i <360 355 >=240 a: <240 . +D+L 0 144 in Ratlo = 0.000 in Ratio = 0.320 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios Moment Values Shear Values M V C6 Crnr C; Cr Cm Ct CL M fb F'b VtuF'v D Only Length = 9.50 ft +D+L Length = 9.50 ft +D+S Length = 9.50 ft 0.00 962.90 2160.00 0.00 2,256.79 2400.00 0.00 1,611.52 2760.00 1 1 1 0.446 0.940 0.584 0.316 0.577 0.484 0.90 1.00 1.15 .00 .00 .00 .00 .00 00 00 00 00 00 4.61 10.80 7.71 0.00 238.50 0.00 265.00 0.00 304.75 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 t.oD 0.00 3.35 0.00 3.22 0.00 75.30 0.00 153.00 0.00 147.42 2t/42 WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon 97402 541-',357-5532 0 0 Bea 1 DESCRIPTIO Load Combination Segment Length H101 - living room Max Stress Ratios [\/oment Values Shear Values Span# M V C6 Cpru C; Cr Cm Ct CL M fb F'b V fv F'v +D+0.7501 Length=9.50ft 1 0.644 0.390 +D+0.750L+0.750S Length = 9.50 ft 1 0.829 0.532 +0.60D Length=9.50ft 1 0.150 0.107 Overall Maximum Deflections 1.000 1.25 1.000 1.000 1.15 1.000 1.000 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 .00 .00 .00 .00 .00 .00 9.25 10.95 2.76 0.00 2.83 0.00 3.55 0.00 0.99 0.00 129.35 0.00 162.13 0.00 45.1 8 0.00 331.25 0.00 304.75 0.00 424.00 0.00 1,933.32 3000.00 0.00 2,289.03 2760.00 0.00 577.74 3840.00 Load Combination Span Max. 'L" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.7501+0.750S Vertical Reactions 0.3204 4.889 Support notation : Far left is #' 0.0000 Values in KIPS 0.000 Load Combination Support 'l Support 2 Overall MAXimum Overall MlNimum D Only +D+L +D+S +D+0.750L +D+0.7501+0.750S +0.60D L Only S Only 4.120 1.930 1.956 2.911 3.886 2.672 4.120 1.174 0.955 1.930 5.391 1.930 2.392 4.461 4.322 3.943 5.391 1.435 2.069 1.930 22/42 1 WoodChuck Engineering 1120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 0 Wood Beam INC. 1 Build:12.Software DESCRIPTIO H102 - rear entry CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 20'18 Material Properties Analysis MethoAllowable Stress Design Fb + Load CombinatlBC 2018 Fb - Fc - Prll Wood Species Douglas Fir-Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 900.0 900.0 1,350.0 625.O 180.0 575.0 psi psi psi psi psi psi E : tulodulus of Elasti Ebend- xx 1 ,600.0 ksi Eminbend - x 580.0ksi Density 31.210pc'f 4x 10 Span = 6,0 ft l Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (Wall load) Uniform Load : D = 0.0170, S = 0.0250 ksf, Tributary Width = 16.250 ft, (Roof load) DES'GTV SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.664 1 4x10 824.96psi 1,242.00psi +D+S 3.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span 0.381 : 1 4x10 78.91 psi 207.00 psi +D+S 0.000 ft Siran#1--:-. 0.032 in Ratio = Q.QQQ in Ratio = 0.061 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span = Span # where maximum occurs = 2231 >=360 (i<360 1189>=240 t) <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios MomentValue" - --Snear Value+ ^ - M V Cd Crnr C; Cr Cm Ct CL M fb -F'b Vfv-F'v D Only Length = 6.0 ft +D+L Length = 6.0 ft +D+S Length = 6.0 ft +D+0.750L Length = 6.0 ft +D+0.750L+0.750S Length = 6.0 ft +0.60D Length = 6.0 ft 1 1 1 1 0.397 0.357 0.664 0.286 0.576 0.1 34 0.228 0.205 0.381 0.164 0.330 0.077 0.90 1.00 1.15 1.25 1.15 1.60 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 .200 .200 .200 .200 .200 .200 .200 .200 .200 .200 .200 1 1 1 1 1 1 1 1 1 1 1 1.00 1.00 1.00 'I .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 '---f,:00 385.43 - 972.00 0.00 385.43 1080.00 0.00 824.96 1242.00 0.00 385.43 1350.00 0.00 715.08 1242.00 0.00 231 .26 1728.00 o.JJ-- 0.00 --cc0 o.BQ- 36.87: -ie?.eo 0 r0 0.00 ' +00 o.b0- 36.87 18o.oo0.00 0.00 0.00 1.70 78.91 207 .000.00 0.00 0.00 0.80 36.87 225.000.00 0.00 0.00 1.48 68.40 207.OO0.00 0.00 0.00 0.48 22.12 288.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 1 1 1 1 1 1 1 1 1 1 1.60 1.60 3.43 1.60 2.97 0.961 1.00 1.00 .t.00 1.00 23/42 I Desiqn 0K WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 0 - rear Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max.Defl Location Span +D+S 1 0.0606 3.022 VertiCal ReaCtionS Support notation : Far left is #' 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MlNimum D Only +D+L +D+S +D+0.7501 +D+0.7501+0.750S +0.60D L Only S Only 2.288 1.219 1.069 1.069 2.288 1.069 1.983 0.641 2.288 1.219 1.069 1.069 2.288 1.069 1.983 0.641 1.219 1.219 24/42 Wood Beam Build:12.19.8.31INC.Software WoodChuck Engineering 1120 Arthur Street Eugene, Oregon97402 541-357-5532 0 0 DESCRIPTIO H103 - garage door CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 20'1 8 Material Properties Analysis lVethoAllowable Stress Design Fb + Load CombinatiBC 2018 Fb - Fc - Prll Wood Species DF/DF Fc - PerP Wood Grade 24F-V4 Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1 ,1 00.0 psi E : Modulus of Elasti Ebend- xx 1,800.0ksi Eminbend - x 950.0ksi Ebend- yy 1,600.0ksi Eminbend - y 850.0ksi Density 31.21OpcI aa4 3.125x'15 Span = 16.0 ft .lt_ T Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans DES'G'V SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection D = 0.0170, S = 0.0250 ksf, Tributary Width = 13.0 ft 0.648 1 3.125x15 1 ,789.1 3 psi 2,760.00psi +D+S 8.000ft Span # 1 lvlaximum Shear Stress Ratio Section used for this span ffi 0.388 : 1 3.125x15 1 18.35 psi 304.75 psi +D+S . 14.774ft ---- Span#1 Load Combination Location of maximum on span = Span # where maximum occurs = .305 in Ratio = .000 in Ratio = .512 in Ratio = .000 in Ratio = 630 >=360 I <360 375>=240 a <240 0 0 0 0 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length SPan # lt/ax Stress Ratios Moment Values Snear Values M V Cd Crw C; Cr Cm Ct CL IM fb F'b Vfv-F'v D Only Length = 16.0 ft 1 0.335 0.201 +D+S Length = 16.0 ft 1 0.648 0.388 +D+0.750S Length = 16.0 ft 1 0.552 0.331 +0.60D Length = 16.0 ft 1 0.113 0.068 Overall Maximum Deflections 0.90 1.15 1.15 1.60 .00 .00 .00 .00 .00 .00 .00 00 00 00 00 00 .000 .000 .000 .000 .000 .000 .000 1.00 1.00 7.O7 17.47 14.87 4.24 C.JC' 1.50 0.90 3.lU 0.00 3.'15 0.00 0.90 0.00 47.90 0.00 1 18.35 0.00 100.74 0.00 28.74 -c.c3 ':33 q0-{00 304.75 0.00 304.75 0.00 424.00 00 1.00 00 1.00 00 1.00 00 '1 .00 00 1.00 00 1.00 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 - --J:00 724.1: -2t3X.00 0.00 1,789.13 2760.00 0.00 1,522.89 2760.00 0.00 434.50 3840.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.000+D+S 0.5119 8.058 0.0000 2s/42 Wood Beam Build:12.19.8.31Software 1 WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon97402 541-357-5532 0 DESCRaPTIO H103 - garage door Vertical Reactions Support notation : Far left is #'Values in KIPS Load Combination Support 1 Support 2 uverall MAXtmum Overall MlNimum D Only +D+S +D+0.750S +0.60D S Only 4.36U 2.600 1.768 4.368 3.718 1.061 2.600 4.36E 2.600 1.768 4.368 3.718 1.061 2.600 26/42 Wood Beam Software Build:12. WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 0 DESCRIPTIO H104 - front entry CODE REFERE'VCES Calculations per NDS 2015, IBC 2015, CBC 2016. ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis MethoAllowable Stress Design Fb + Load CombinatilBC 2018 Fb - Fc - Prll Wood Species Douglas Fir-Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling psi psi psi psi psi psi 0 0 0 0 0 0 900 900 ,350 625 180 575 E : Modulus of Elasti Ebend- xx 1,600.0ksi Eminbend - x 580.0ksi Density 31.210pcf 4xB Span = 4.50 fi .l Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans DES'GN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection D = 0.0120, L = 0.040 ksf, Tributary Width = 5.0 ft &.22G 1 4x8 257.57psi 1 ,170.00psi +D+L 2.250ft Span # 1 Maximum Shear Stress Ratio = Section used for this span r Load Combination Location of maximum on span = Span # where maximum occurs = 51 73 >=360 .t <360 3979>=240 ;<240 W 0-142:1 4x8 25.49 psi 180.00 psi +D+L :3.909tt-' Span#1-:-' 0.010 in Ratio = Q.QQQ ip Ratio = 0.014 in Rutio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Segment Length SPan # Max Stress Ratios M [\,4oment Valucs Shear Value: V C6 Crru C; Cr Cm C t CL M fb 1-rb D Only Length = 4.50 ft 1 0.056 0.036 +D+L Length = 4.50 ft 1 0.220 0.142 +D+0.7501 Length = 4.50 ft 1 0.142 0.092 +0.60D Length = 4.50 ft 1 0.019 0.012 Overall Maximum Deflections 0.90 1.00 1.25 1.60 .00 .00 .00 .00 .00 .00 .00 .300 .300 .300 .300 .300 .300 .300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.15 0.66 0.53 0.09 59.4+ 257.57 208.04 35.66 Ji0 1oJi.00 0.00 1 170.00 0.00 1462.50 0.00 1872.00 O.UU 0.10 0.00 0.43 0.00 0.35 0.00 0.06 0.00 J.co 5.88 -f62.CJ 0.00 - f.00 25 49 180.000.00 0.00 20.59 225.O00.00 0.00 3.53 288.00 Load Combination Span lVlax. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.000+D+L 0.0136 l.zoo 0.0000 27 /42 Wood Beam Software INC.Build:'12. fv F'v 1.00 1.00 1.00 1.00 1.00 1.00 '1 .00 WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon 97402 541-35t-5532 0 0 Vertical Reactions Support notation : Far left is #'Values in KIPS Load Combination Support '1 Support 2 Overall [t/AXimum Overall MlNimum D Only +D+L +D+0.7501 +0.60D L Only 0.585 0.450 0.1 35 0.585 0.473 0.081 0.450 0.585 0.450 0.1 35 0.585 0.473 0.081 0.450 28142 Wood Beam tNc. 1Software WoodChuck Engineering 1120 Arthur Street Eugene, Oregon97402 541-357-5532 0 0 DESCRIPTIO 8101 - floor beam @ 10'o.c. CODE REFERE'VCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set :ASCE 7-16 Material Properties Analysis MethoAllowable Stress Design Fb + Load CombinatASCE 7-16 Fb - Fc - Prll Wood Species DF/DF Fc - PerP Wood Giade 24F-V4 Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 8.75x12 Span = 20.50 ft 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1 ,100.0 psi E : Modulus of Elasti Ebend- xx 1 ,800.0 ksi Eminbend - x 950.0ksi Ebend- yy 1 ,600.0 ksi Eminbend - y 850.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0120, L = 0.030 ksf, Tributary Width = 9.833 ft DES'GN SUMMARY Maximum Bending Stress Ratio Section used for this span 0"574 1 8.75x12 1,308.01 psi 2,280.48 psi +D+L '10.250ft Span # 1 Maximum Shear Stress Ratio Section used for this span 0.218:1 8.15x12 57.75 psi 265.00 psi- +D+L - -.' 0.000[t -:- Qfqn#1 . -- Load Combination Location of maximum on span = Span # where maximum occurs = lVlaximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Location of maximum on span = Span # where maximum occlrrs = 0.520 in Rutio = 0.000 in Ratio = 0.768 in Ratio = 0 000 in Ratio = 473 >=360 I <360 324>=240 , <240 Maximum Forces & Stresses for Load Gombinations Load Combination Segment Length SPan # lVlax Stress Ratios Ir4oment Values Shear Varues M V Cd Crnr C; Cr Cm Ct CL M fb -F,b '/--^ fv f'r' D Only Length = 20.50 ft 1 0.206 0.078 +D+L Length = 20.50 ft 1 0.574 0.218 +D+0.7501 Length = 20.50 ft 1 0.381 0.145 +0.60D Length = 20.50 ft 1 0.069 0.026 Overall Maximum Deflections 0.90 1.00 1.25 1.60 0.950 0.950 0.950 0.950 0.950 0.950 0.950 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 '1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 '1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 .00 .00 .00 .00 .00 .00 .00 7.39 22.89 19.O2 4.44 0.00 1.31 0.00 4.04 0.00 3.36 0.00 0.78 u.00 422.51 2052.43 0.00 '1 ,308.01 2280.48 0.00 1,086.63 2850.60 0.00 253.51 3648.77 0.00 i.6J 18.65 233.50 0.00 0.00 57.75 265.00 0.00 0.00 47.98 331 .25 0.00 0.00 11.'19 424.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 0.7679 10.325 0.0000 )q lL) Wood Beam Software copyright ENERCALC, lNC. 1983-2019, Build:12.19.8.31ffiffi#ffixffiffiri$ 1 1 1 1 1 1 1 1 0.0001 WoodChuck Engineering 'l 120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 DESCR! Vertica! Reactions o.c. Support notation : Far left is #'Values in KIPS Load Combination Support 1 Support 2 Overall [\/AXimum Overall MlNimum D Only +D+L +D+0.7501 +0.60D L Only 4.466 3.024 1.443 4.466 3.710 0.866 3.024 4.466 3.024 1.443 4.466 3.710 0.866 3.024 30/42 Wood Beam Build:12.19.8.31INC. WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon97402 541-357-5532 0 0 DESCRIPTIO 8102 - near stairs CODE REFERETVCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis lVlethoAllowable Stress Design Fb + Load CombinatlBC 2018 Fb - Fc - Prll Wood Species Douglas Fir-Larch Fc - Perp Wood Grade No.1 Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Alodulus of Elasti Ebend- xx 1 ,600.0 ksi Eminbend - x 580.0ksi Density 31.210pcf &a 4x12 Span = 4.0 ft l Applied Loads Service loads entered. Load Factors will be applied for calculations Loads on all spans... Uniform Load on ALL spans DES'G/V SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Ivlax Upward Transient Deflection Max Downward Total Deflection l\ilax Upward Total Deflection D = 0.0120, L = 0.040 ksf, Tributary Width = 3.50 ft 0.06& 1 4x12 59.1 6 psi 990.00psi +D+L 2.000ft Span # 1 0.041 : 1 4x12 7.39 psi 180.00 psi +D+L 3.066 ft Sean # 1 -- fi/laximum Shear Stress Ratio Section used for this span 0.001 0.000 0.002 0.000 in Ratio = in Ratio = in Ratio = in Ratio = Load Combination Location of maximum on span = Span # where maximum occurs = 39321 >=360 it <360 30?47 >=240 l: <240 Maximum Forces & Stresses for Load Combinations Max Stress Ratios Moment Values S.rear VaruesLoad Combination Segment Length SPan #M V Cd Crnr C1 Cr Cm Ct CL M fb Fh'V fv -F'v D Only Length = 4.0 ft +D+L Length = 4.0 ft +D+0.7501 Length = 4.0 ft +0.60D Length = 4.0 ft 0.015 0.060 0.039 0.005 0.90 1.00 1.25 1.60 '1 .00 '1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.011 0.041 0.027 0.004 1 .100 1 .100 1 .100 1.100 1.100 1 .'1 00 1 .100 0.08 0.36 o.29 0.05 . Q.QQ 0.04 - 0.0rr-0.trI 0.00 0.16 0.00 0.03 .00 .00 .00 .00 .00 .00 .00 0.00 13.6q -B-eJ J0 0.00 59.16 990.00 0.00 47.79 1237.50 0.00 8.'19 1584.00 0.00 - 0.0-0 1.71 162.00 o.oo- ' b.c,: 7 .39 180.000.00 0.00 5.97 225.000.00 0.00 1.O2 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Ivlax. "+" Defl Location in Span 0.000+D+L 0.0016 2.015 0.0000 31./42 Wood Beam 1 1 1 1 1 1 1 1 WoodChuck Engineering 1120 Arthur Street Eugene, Oregon97402 541-357-5532 0 0 Vertical Reactions - near stairs Support notation : Far left is #'Values in KIPS W-rtad0hiiek,lE.rngin€srind Load Combination Support '1 Support 2 OVeialITAXlmum Overall MlNimum D Only +D+L +D+0.750L +0.60D L Only 0.364 0.280 0.084 0.364 0.294 0.050 0.280 0.364 0.280 0.084 0.364 0.294 0.050 0.280 32142 Wood Beam Software copvriqht ENERCALC, lNC. 1983-2019. Build:'12.19.8.31 WoodChuck Engineering 1120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 0 DESCRIPTIO 8103 - front patio CODE REFERE'VCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ltsC 2018 Material Properties Analysis MethoAllowable Stress Design Fb + Load CombinatilBC 2018 Fb - Fc - Prll Wood Species Douglas Fir-Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 6x12 Span = 6.330 fi 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : llodulus of Elasti Ebend- xx 1 ,600.0 ksi Eminbend - x 580.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Loads on all spans... Uniform Load on ALL spans DES'GIV SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection D = 0,0170, S = 0.0250 ksf, Tributary Width = 4.20 ft 0.084 1 6x12 87.46psi 1 ,035.00 psi +D+S 3.165ft Span # 1 [\4aximum Shear Stress Ratio Section used for this span W 0'045 : 'l 6x12 9.28 psi 207.00 psi +D+S 5.383 ft- Snan#1 Q.QQ!, i6 Ratio = 0.000 in Ratio = o.oo6 in Rutio = 0.000 in Ratio = Load Combination Location of maximum on span = Span # where maximum occurs = 222A5>=360 , <360 1321V >=240 a <240 Maximum Forces & Stresses for Load Combinations [\,4ax Stress Ratios lVloment Values Sqear VatuesLoad Combination Segment Length SPan #M V C6 Crnr C; Cr Cm Ct CL lV fb V fv -F'v D Only Length = 6.330 ft 'l 0.044 0.023 +D+S Length = 6.330 ft 1 0.084 0.045 +D+0.750S Length = 6.330 ft 1 0.072 0.038 +0.60D Length = 6.330 ft I 0.015 0.008 Overall Maximum Deflections 0.90 1.15 1.15 1.60 1.000 1.000 1.000 1"000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.36 O.BB 0.75 0.21 Q.00 --0.16 -0.0F - o.-Jq - 0.00 0.33 0.00 0.1 0 .00 .00 .00 .00 .00 .00 .00 00 00 00 00 00 . - 0.00 35.40 -810C0 0.00 87.46 1035.00 0.00 74.44 1035.00 0.00 21 .24 1440.00 0.00 0.Q0 3.76- -1q'_00 0.00 - 0.c0 s.28 ,O7.OO0.00 0.00 7.90 207.000.00 0.00 2.25 288.00 Load Combination Span [/lax. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.000+D+S 0.0057 J. too 0.0000 33/ 42 Wood Beam Build:12. 19.8.31SoftwareINC. I 1 1 1 1 1 1 1 WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon97402 541-357-5532 0 0 DESCRIPTIO 8103 - front patio Vertical Reactions Support notation : Far left is #'Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MlNimum D Only +D+S +D+0.750S +0.60D S Only u.556 0.332 0.226 0.558 0.475 0.1 36 0.332 U.5bU 0.332 0.226 0.558 0.475 0.1 36 0.332 34/42 Wood Beam Software copyright ENERCALC, lNC. 1983-2019, Build:12.19.8.31 WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 0 Wood Beam ENERCALC, lNC. 1 983-201 I, Build:'12.19.8.31Software DESCRIPTIO 8104 - front patio supporting upper floor CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis trlethoAllowable Stress Design Fb + Load CombinatlBC 2018 Fb - Fc - Prll Wood Species iLevel Truss Joist Fc - Perp Wood Grade TimberStrand LSL 1.3E - Beam/Col Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 3.5x7.25 Span = 6.0 ft '1,700.0 psi 1,700.0 psi 1,400.0 psi 680.0 psi 400.0 psi 1,075.0 psi E : Arlodulus of Elasti Ebend- xx 1,300.0ksi Eminbend - x 660.75ksi Density 45.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0'10 ksf, Extent = 0.0 -->> 3.660 ft, Tributary Width = 8.0 ft, (Wall load) Uniform Load: D = 0.0170, S = 0.0250 ksf, Extent= 0.0 -->> 3.660 ft, TributaryWidth = 8.0 ft, (Roof load) DES'G'VSUMMARY W Maximum Bending Stress Ratio = Section used for this span = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection lt/ax Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.269 1 3.5x7.25 526.72psi 1,955.00psi +D+S 2.s40ft Span # 1 0.104 : 1 3.5x7.25 48.01 psi 460.00 psi +D+S 0.000fr Span # 1 Maximum Shear Stress Ratio Section used for this span 0.027 in Ratio = Q.QQQ in Ratio = 0.057 in nutio = 0.000 in Ratio = Load Combination Location of maximum on span = Span # where maximum occurs = 2629 >=360 i) <360 1264>=240 r'<240 Maximum Forces & Stresses for Load Gombinations Load Combination Segment Length SPan # Max Stress Ratios Moment Values Shear Values- - M V Cd Crru C; Cr Cm Ct CL M fb F'b V- fv - F'v D Only Length = 6.0 ft 1 0.179 0.069 +D+S Length=6.0ft 1 0.269 0.104 +D+0.750S Length=6.0ft 1 0.237 0.092 +0.60D Length = 6.0 ft 1 0.060 0.023 Overall Maximum Deflections 900 1.60 1 5 ( .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 00 00 00 00 00 .000 .000 .000 .000 .000 .000 .000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.70 1.35 1.18 0.42 -0-00 273.49'1530.00 0.00 526.72 1955.00 0.00 463.42 1955.00 0.00 164.09 2720.00 o.oo 0.00--- o.qo - 0.4?- 24.93- 360.(,0oro- 0.00 ---C'.OO 0.81 48.01 460.000.00 0.00 0.00 0.71 42.24 460.000.00 0.00 0.00 0.25 14.96 640.00 1.00 1.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.000+D+S 0.0569 2.869 0.0000 35/42 WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 Vertical Reactions 8104 - front patio supporting upper Support notation : Far left is #.Values in KIPS Load Combination Support 1 Support 2 Oteiellj\,1-Mimum Overall MlNimum D Only +D+S +D+0.750S +0.60D S Only 1.058 0.509 0.549 1.058 0.931 0.330 0.509 o.464 0.223 0.241 0.464 0.409 0.145 0.223 36/42 DESCRIPT!O Wood Beam Software copyright ENERCALC, lNC. 1 983-201 9, Build: 1 2.'t 9.8.31 WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon97402 541-357-5532 0 0 Build:12.1INC.Software DESCRIPTIO 8105 - back patio CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis MethoAllowable Stress Design Fb + Load CombinatlBC 2018 Fb - Fc - Prll Wood Species Douglas Fir-Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 1 900 psi 900 psi 350 psi 625 psi 1 80 psi 575 psi E : Modulus of Elasti Ebend- xx 1600ksi Eminbend - x 580ksi Density D 4xB Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans DES'GN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection D = 0.0170, S = 0.0250 ksf, Tributary Width = 8.0 ft 0.687 I 4x8 924.61psi 1,345.50psi +D+S 3.750ft Span # 1 0.302 : 1 4x8 62.52 psi 207.00 psi +D+S 6.898 ft Soan # 1 Maximum Shear Stress Ratio Section used for this span 0.081 in Ratio = 0.000 in Ratio = 0.135 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span = Span # where maximum occurs = 1117>=360 <360 665 >=240' <240 Maximum Forces & Stresses for Load Combinations Design OK Load Combination Segment Length SPan # Max Stress Ratros M Moment Values C6 Crru C; Cr Cm Ct CL M fb - F'p V fv F'v D Only Length = 7.50 ft 1 0.355 0.156 +D+S Length = 7.50 ft 1 0.687 0.302 +D+0.750S Length = 7.50 ft 1 0.585 0.257 +0.60D Length = 7.50 ft 1 0.120 0.053 Overall Maximum Deflections 0.90 1.15 1.15 1.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.300 1.300 '1 .300 1.300 1.300 1.300 1.300 '1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 2.36 2.01 0.57 00 00 00 00 ,00 .00 00 0,00 374.25 '053-00 0.00 924.61 1345.50 0.00 787.02 1345.50 0.00 224.55 1872.00 0.0q 0.00 o-.80 0.43 25.31 162.00-0.09- 0.00- 0.rr0 1n6 - 62.52 2ut .OO0.00 0.00 0.00 0.90 53.22 207.000.00 0.00 0.00 0.26 15.18 288.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.000+D+S 0.1 353 3.777 0 .0000 37 /42 Wood Beam 31.21pcf - - ^ - SnearVitues - 1 WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon97402 541-357-5532 0 0 DESCRIPTIO 8105 - back patio Vertical Reactions Support notation : Far left is #'Values in KIPS Load Combination Support 1 Support 2 OveaelITAXlmum Overall MlNimum D Only +D+S +D+0.750S +0.60D S Only 1.260 0.750 0.510 1.260 1.073 0.306 0.750 1.260 0.750 0.510 1.260 1.073 0.306 0.750 38/42 Wood Beam Build:'12.19.8.31SoftwareINC. fl?vK r r llls,MEMBER REPORT Level, J101 1 piece(s) LL 7 lA" TJI@.110 @ 16" OC O',rerall Lenqth: 11' 5" I 3'8 All locations are measured from the outside face of left suppoft (or left cantilever end). All dimensions are horizontal. . Deflection criteria: LL (Ua80) and TL (U2a0). . Overhang deflection criteria: LL (2V0.2") and TL (2U2a0). . Top Edge Bacing (Lu): Top compression edge must be braced at 7'4" o/c unless detailed othemise. . Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 11" o/c unless detailed othemir. . A structural analysis of the deck has not been performed. . Deflection analysis is based on composite action with a single layer of 23132" weyerhaeuser Edge'n Panel (24" Span Rating) that is glued and nailed down. . Additional considerations for the Tl-Pro'" Rating include: None. Supports Bearing Length LGds to Supports {lbs) AccessoriesTotalAvailableRequiredD€d Fl@r Live Total 1 - Stud wall DF s.s0'5.50"3.50',301 458 759 Blocking 2 - Stud wall - DF 3.50'2.25',t.75"-11 2061-50 2061-6r 1 U4" Rim Board Grry the member being designed. . Blocking Panels are assumed to carry no loads applied direcuy above them and the full load is applied to the member being designed. Vetical Loads Lcation (Side)spacing Dead (0.e0) Floor Live (1.O0)Comments 1 - Uniform (PSF)0 to 11' 5'16"12.0 40.0 Default Load 2 - Point (lb)0 N/A 106 ;; PASSED System:Flmr l,lember Type : Joist Building Us : Residential Building Code : IBC 2015 Design Methodology : ASD t, Design Results AcUIal @ LGtion Allow€d Result LDF L@d: Combination (Pattern) Member Reaction (lbs)7s9 @ 3'10 3/4'2350 (5.25'.)Passed (32olo)1.00 1.0D+1.01(AllSpans) Shear (lbs)361 @ 3',8'1560 Passed (23olo)1.00 1.0D+1.01(AllSpans) Moment (Ft-lbs)-941 @ 3' 10 3/4"3160 Passed (300/o)1.00 1.0D+1.01(AllSpans) Live Load Defl. (in)0.035 @ 0 0.200 Passed (2V999+)1.0 D + 1.0 1(Alt Spans) Total Load Defl. (in)0.079 @ 0 0.390 Passed (211999+)1.0D+1.0 1(AltSpans) Tl-Pro'" Rating 67 50 Passed and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeusr product literature and installation details ?efer t, www.weyerhaeuser.com/woodproducts/document-library. The product application, input design lcds, dimensions and support information have been provided by ForteWEB Software Operator A Srirt*^r,,,o*o'*,,*,,*,u, Ammon Luke WoodChuck Engineering (s41) 3s7-3031 ammon@woodchuckengineering.com Weyerhaeuser LVsl20t9 8:44:59 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Datai V7.2.0.2 rite Namei?d%s Pane) l) ForteWEB Software Operator fob Notes E Ultimate Loads and Weights of Footings Bearing Capacity (Assumed) of Soil q = 1,500 Psf q= Q B*L Uniform Load D Criteria: Footing Loads Bridiewood Plan Eugene, Oregon B i^t. D B in.. 24 in. 322 plf L B Client: Bruce Wiechert Project: 19.298 1.1./6/201,e 40/42 Floor DL 12 psf Floor LL 40 psf 17 psfRoof DL 25 psfRoof SL WallDL 12 psf Strip Footing North perimeter South perimeter East perimeter West perimeter Garage - north perimeter Garage - east perimeter Trib. Areap,,ul =16.3 ft.16.3 ft.3.0 fr.3.0 fr.11.0 rt.3.0 ft. Trib. Arearno =1.0 ft.3.5 ft.5.0 ft.5.0 fr. Trib. Areayoln =10.0 fr.3.5 fr.1.51r.1.5 ft.4.0 ft.4.0 ft. Trib. Areary"11 =17.0 ft.17.0 ft.17.0 fr.17.0 fr.9.0 it.9.0 ft. Width = B L6 in.16 in.16 in.16 in.16 in.16 in. Length = L 1.2 in.1,2 in.12 in.12 in.1.2 in.1.2 in. Depth= D B in.B in.B in.B in.B i^t. 24 in.2* in.Stem Wall Heieht [in.l 24 in.24 in.24 in. Bin B in.I i4,Stem Wall Width tin.l B in.8 in. QF'oottng 322 plf 322 plf 322 plf 322 plf 322 ilf Qr.r-ing 1,247 plf 1,,079 plf 593 plf 593 plf 6O-pli 3B3plf Qtorut 1,569 plf 1,401plf 915 plf 915 plf 991 plf 705 plf Qallo-abte 2,000 plf 2,000 plf 2,000 plf 2,000 plf 2,000 plf 2,000 plf WoodChuck Engineering c'6AFu_rr-L-l-rl WoodChuck #^hrr)-[r) IYeg99.h.rq{ Ultimate Loads and Weights of Footings Bearing Capaciry (Assumed) of Soil q = 1,500 Psf q= Q B*L Spread Footing Loads Bridlewood Plan Eugene, Oregon D L B Min. Req'd. Sq. Dim. 23 in.21, in.21, in.1. L in.1L in.25 in. Reccomend Sq. Dim.30 in.24 in.24 in.16 in.16 in.30 in. 1.72tb.',98 lb. F16r Footing Schedule Designation Footing Size Reinforcement F1,6t 1,6" x 16" x 12" (2) #4 Bars Each Way F24 24"x24" xB" (3J#4BarsEachWay F30 30" x 30" x 10" (4) #4 Bars Each Way Client: Bruce Wiechert Project: 19.298 t1,/6/201.9 47/42 Spread Footing H 101 B 101 H103 B 103 8105 Girder truss DL 2392 1,443 L768 452 510 2465 LL 2069 3024 SL 1930 2600 664 750 3625 5,391Ib.4,467lb.4,368 lb.1,1 16 lb L,260lb.6,090Ib. Depth = D 10 in.L0 in.10 in.10 in.B in.B in. Stem Wall Height 24 in.24 in 24 in.24 in Stem Wall Width B in.B in.B in.B in. Qrooting 949 lb.677 tb.677 lb.215 lb Qto,"t 6,340Ib.5,144 lb 5,045Ib.1,331Ib.t,43Zlb.6,8BB Ib Q"lto*"blu 9,375|b.6,000 lb 6,000 lb.2,667 lb,2,667 tb.9.375 lb Mark +F16r WoodChuck Engineering Q-cuat F30 F24 F30 Design Method:l allowable Stress Design (ASD)V Connection T1'perl Lateral loading V Fastener T1'pe I Laq Screw v Loading Scenario I Srngle Shear V Main Member Type Hem-Fir V Main Member Thickn 5.5 in V Main Member: Angle ol Load to Grain hs Side Member T1'pe V Side Nlentber Thickn 3.5 in.V Side Member: Angle Load to Grain Whsher Thickness 1/8 in V Nominal Diameter in V Length 8in V Load Duration C-D = 1.6 V Y End Grain = 1.0 V Temperature Factor C-t = 1.0 V Connection Yield Modes Im 1604 lbs. Is 2421 lbs. II II lbs IIIm 845 lbs. IIIs lbs.IV . Lag Screw bending yield strength of45000 psi is assumed. . The Adjusted ASD Capacity is only applicable for lag screws with adequale 'r,ri distance. edge distance and spacing per NDS chapter ll' While every ellbrt has been made to insure the accuracy of the infonnation presetrted. and special etlbrt has been made to assure that the intbrmation ret'lects the state-of:the-art. neither the American Wood Council nor its members assume any responsibility ti'r anl' particular design prepared from this on-line Connection Calculatol. Those using this on-hne Connection Calculator assume all liability fi'om its use. The Connection Calculator was designed and created by Cameron Knudson. Mict.r.e. Dodson and David Pollock at Washington State University. Support fbr developrne,rt ol'the Connection Calculator was provided by Anrcrican \&ixxl Council. Ad.iusted ASD Capacity lbs. 42/42 Hem-Fir \1et Service Factor I C_M = 0.7 lltozz tus. WIECHERT- BRIDLEWOOD Date:10/10/19LR HEADER Selecflbn CondNons Data Aftributes Actual Critical Slatus Ratio Values Adjustments Pt loads: = 5000 C = 1728 D * 1728 5.118x 12 GLB lrtF-V4 OF/DF Lu r 0.0 Ft Min Bearing Area R1= 12.6 ina fl!= $.$ ipa TL Defl Fb Fv E x Fcl Uniform TL: 570 = A 3.0 1,0 7.0 R1 = 8200 H2 = 5813 SPAN = 9.5 FI Unilorm and partial unilorm loads are lbs per lineal ft. Beam Span Beam Wt per ft Bm Wt lncluded Max Moment TL Max Defl s.5 ft 14.94 # 142 # 18523 # Ll24A Reaction I TL Maximum V Max V (Reduced) TLActualDefl 8200 # 8200 # 7615 # L/432 Reaction 2 TL 5813 # 123.00 92.61 OK 75% 61.50 60.12 OK 98% 0.26 0..+8 OK 55% Base Values Base Adjusted 2404 24AA 190 190 1.8 't.8 650 650 Cv Volume Cd Duration Cr Repetilive Ch $hear $tress Cm Wet Use 1.000 1.00 't.00 1.00 1.00 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0-0 Point TL Distance Uniform Load A Dr\ Beamci*ia!ftl;-i-"A",k*;"Aiii; CrAi*bi --- : E BeamChek v2.4 ticensed to: Kace Allen Reg # 6464-635 WIECHERT. BRIDLEWOOD BACK PORCH BEAM Date: 10/10119 Selection Canditions NDS'91 Min Bearing Area Data Attributes Actual Critical Status Ratio Values Adjustments Loads Rl= 2.5 in2 R2= 2.5 inz 4xB HF #2 Lu = 0.0 Ft Beam Span Beam Wt per ft Bm Wt lncluded lVlax Moment TL Max Defl 8.0 ft 6:t7 # 49# 2049',# L/240 Reaction 1 TL Nlaximum V Max V (Reduced) TL Actual Defl 1025 # 1025# 870 # L/589 Reaction 2 TL 1025 # TL Dell Fb Fv E XM Fcl Uniform TL: 250 = A R1 = 1025 R2 = 1025 SPAN = 8 FT Unilorm and partial uniform loads are lbs per lineal ft. 30,66 22.26 OK -7nol 25.38 17.40 OK 69% 0.16 0.40 OK 41"/" Base Values Base Adiusted 850 1105 75 75 't.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use '1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cl Stability '1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform Load A BeamChek v2.4 licensed to: Kace Allen Reg # 6464-635 wiechert- bridlewood entrylliving rm beam Date: 10/10119 Selection Conditions NDS'91 Min Bearing Area Data Attributes Actual Crilical Status Batio Values Adiustments Loads R1 = 524 R1= 1.3 in2 R2= 1.3 in2 Fv 4x12 HF #2 Lu = 0.0 Ft Beam Span Beam Wt per ft Bm Wt lncluded Max Moment TL lvlax Defl 5.0 ft 9.57 # 48# 655'# Lt240 Reaction 1 TL 524 # Reaction 2 TL Maximum V 524 # Max V (Reduced) 327 # TLActual Defl L/ >1000 524 # Section Shear TL De{l Fb E x mil Fcl Uni{orm TL: 200 = A SPAN = 5 FT Uniform and partial uni{orm loads are lbs per lineal ft R2 = 524 73.83 8.41 OK 11"/o 39.38 6.55 OK 17Yo 0.01 0.25 OK ao/ Base Values 850 75 75 1.3 1.3 405 405BaseAdjusted 935 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1 .100 1.00 1.00 1.00 "t.00 1.00 1.00 1.00 1 .00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform Load A il, r\, ra r E lll&itr System : Floor Member Type : Jolst Buikling U'e : Residential Building Cod€ : IBC 2015 Design t{ehodology : ASD UEUBER REP4ORT Level, Floor: loist 1 piece{s) LrT la'TJI@ 110 @ 16" oC Clirall -er6:h: ?' 11' t-',; 7 E 4 E L,t All locations are measured from the outside face oi left support (or left cantilever end). All dimensions are horizontal. . Deflection criteria: Lt (u4t,0) and TL (u240). . Top Edge Bracing {Lu): Top compBion edqE must be braced at 6'6" o/c unless detaihd otheilise. . Botom Edge Eracing (Lu): Bottom compresss edge must be braced at 9' 9" olc unless detailed otlErwise. . A stnrtunl arplysis of ttle deck has not been performed. . Def,ection anabrsis is based m composite action witfi a single la!€r of 23/32' Weyerhaeuser Edge'" Panel (24" Span Ratir€) that is glued and nailed down. . Additftrnal cmiderations for the TJ-Pro'" Rating inCude: None, Supports Loads to Support$ l AccessoriesTotalAvailableDeadTotal 1 - Stud nall - SPF 3.50"2.25',1.75"79 264 343 I 1/4' Rirn Board 2 - Stud wall - SPF 3.50"2.25',1.75"79 264 143 1 1/4" Rim Board Rim is assumed to carry all diredy above it, bypassing Locatior (5ide) Dead (0,e0) Floor Live (1"oo)Conr ments 1 - Uniform (PSF)0 to 9' 11"16"12.0 40.c DaFault LGd Design Results Actual @ Location .Allowed Result LDF Led: Combination (Pattem) Member Reaction (lbs)337 @ 2 712'1041 (2.2s')Passed (32olo)1.00 1.0D+1.01(AllSpans) Shear (lbs)324 @ 3 712"1560 Passed (21olo)1.00 1.0D+1.01(AllSpans) Moment (Ft-lbs)782 @ 4'. 7r r/2"3160 Passed (25olo)1.00 1.0D+1.01(AllSpans) Live Load Defl. (in)0.040 @ 4' lt u2"0.237 Passed (L/999+)1.0D+1.01(AllSpans) Total Load Defl. (in)0.475 Passed (V999+)1.0 D .r 1.0 L (All Spans) TJ-Pro'' Ratinq 63 50 Passed www. weyerhaeuser.com/$,oodproductsldocu rnent{ibrary. The product application,loads, dimensions and support information have been provided by FortetffE8 Software Operator - ^l-^ ^du e SUSIAINASTE FORESfi'/ I NIIIAIM 'rif4etraiuier 1O/t012019 7:45:17 PM UrC FofteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: wiecheft-bridlewood PanAl /1 Knce Allen Kace Allen Oesjgns(fil) s05-1532 kace@kaceallendesigns-com Fo; tewEB Software Otlerator Not€s Bearing Length Required Floor LiYe Vertical Load spacing It I MEMBEN RTPORT Level, Floor: loist 1 piece(s) LL718" TJI@ 110 @ 16" OC C,,erall :erglh: 11' [-' System : Roor MemberTlpe ; Joist Building Use : Residential Building Code : IBC 2015 D6ign l4ethodology : ASD + 0; t3 V All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. . Defltrtim criteria: LL (Va80) aftd TL (U2a0). . OverharE deflecuon crit€ria; LL {2V0.2") and TL (21/240). . Top Edge Bracing (Lu): TopemprGsim edge mst be braced at 7'4" o/c unless detailed otheruise. . Bottom &9e BGcing (Lu): Sottom comFression edge must be braced at 7'4" o/c unle5s detail€d otherwise. . A structural analysis of Ul€ deck has not been Frformed. . Deflectiom analysis is based on composite actbn vrith a single hyer of 23132" W€yedaeuser Edge" PaBel (24" Span Raung) that is grued ard naihd down. . Additional cosiderations for ttre Tl-Pro" RatirE indude: None. Accessories1'otal Available Required Dead Floor LiYe Total 1 - Stud wall - SPF 3.50"2.25't.75"48 2t1/-45 2S9l-46 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"3.50"3.50"136 455 591 Blocking . Rim Board is assumed carry all loads applied dirsciy above it, bypassing the member being . Bltrking Panels are assumed to carry no loads applied dir(Uy above theil and the full load is applied to the member being designed. I Desiqn Results Actual @ Location Allowed Resutt LDF Load: Combination (Pattern) Member Reaction (lbs)591 @ 7',8 1/4"1e3s (3.s0")Passed (319o)1.00 1.0D+1.01(AllSpans) Shear (lbs)302 @ 7'6 U2"7716 Passed (18%)1.00 1.0D+1.01(AllSpans) Moment (Ft-lbs)-504 @ 7',8 U4"3160 Passed (150/o)1.00 1.0D+1.01(AllSpafls) Live Load Defl. (in)0.033 @ 1l',6"0.200 Passed (21/999+)1.00+1.01(AltSpans) Total Load Defl. (in)0.038 @ 11'6"0.381 Passed (21/999+)1.0D+1.01(AltSpans) Tl-Pro"" Ratinq 67 50 Passed Vertical Loads Lcation (Side)Spacing Dead (0.s0) Floor Live ( 1.00) Roof Live (non-snou 1,25)Comments 1 - Unif0rm (PSF)0 io tl' 6"1b 12 0 40.0 2 - Uniform (PLF)0 NIA 40.0 lat -E9R-11 '^lanufacturedP:duct- repg(s. prgduct application, inBit design lcds, dimssims and support informauon have been ForteWEB Sofhvare Ope€tor www. weyshaeus€r.com/woodproducts/docu mentiibrary. F(, teWEB Software OpeGtor Job Notes Kace Allen Kace Allen Deigns (s4r) 505-1532 kace@kaceallefi designs.com a nsTAff4E fOREsTr,', !$ljru\r]: lUeyerhaeuser La/fi/20L9 8:28:26 PM UTc ForteWEB v2" 1. Engine: W.3.7.309, Data: Y7.2.0.2 File Name: wiechert-bridlewood Panal /1 fi tl Supports Bearing Length Loads to Supports (lt s) I Default Lodcl BeamChek v2.4 licensed to: K.ace Allen Reg # 6464-635 WIECHERT- BRIDLEWOOD 2ND FLOOR BEAM Date: 11101119 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads 8-314x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Min Bearing Area R1= 8.2 in2 H2= 8.2 ine Beam Span Beam Wt per It Bm Wt lncluded Max lvloment TL tt/ax Defl 20.25 tl. 25.52 # 517 # 26937',# L1240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 5321 # 5321 # 4795 # L1278 Reaction 2 TL 5321 # Section Shear TL Defl Fb Fv E ix Fcl Uniform TL: 500 = A Rl = 5321 R2 = 5321 SPAN = 20.25 FT Uniform and partial uniform loads are lbs per lineal ft. 210.00 141 .57 OK 67% 105.00 37.86 OK 36% 0.88 1.0'l OK 86% Base Values Base Adjusted 2440 2283 190 190 1.8 1.8 650 650 Cv Volume Cd Duralion Cr Repetitive Ch Shear Stress Cm Wet Use 0.951 1.00 1.00 1.00 'l.00 1.00 1.00 1.00 1.00 ClStabrlity 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform Load A BeamChek v2.4 licensed to: Kace Atlen Reg # 64G1.035 WIECHERT. BRIDLEWOOD FRONT DOOR HDR Date:10/10/19 Beam Span Beam Wt per ft Bm Wt lncluded Max lt/oment TL Max Defl 4.5 ft 6.17 # 28# 1155 '# Lt 240 Reaction 1 TL 1026 # Reaction 2 TL Maximum V 1026 # Max V (Reduced) 751 # TLActual Defl L/>1000 1026 # Selection Conditions NDS'91 Min Bearing Area Data Attributes Actual Critical Status Ratio Section Values Adiustments Loads R1 = 1026 R1= 2.5 inz R2= 2.5 inz 4x8 HF #2 Lu = 0.0 Ft TL Defl Fb Fv E X Uniform TL: 450 = A SPAN = 4.5 FT Uniform and partial unilorm loads are lbs per lineal lt. Fcl R2 = 1026 30.66 12.54 OK 41"/" 25.38 15.02 OK 59% 0.03 0.23 OK 13y" Base Values Base Adjusted 850 '1105 75 75 1.3 1.3 405 405 CF Slze Factor Cd Duration Cr Bepetitive Gh Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ClStability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform Load A ffirr 1r,rl r 1;;| tlt;lt !I{EME8&, REPORT Level, Floor: Flush Beam 1 piece(.g) 3 tlz" x7 ll4" 1.3E TimberStrand@ LSL 'i;rrall .eng:h: ;' 1 System : Fbor l,lemberTyp€ : Flush Beam Building Us : Residential tsuilding Code : IBC 2015 Design Methodology : ASD ;; l-;tti I 1',6" A,l locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal, . Deflecticn criterb: LL (V,180) and TL (U2.t0). . Top Edge Bracing (Lu): Top compressiofi edge must be bra€ed at 6 11" o/c untess detaaled othemise.. Eottom EdqE Bracing (Lu): Bottom compressiofl edg€ m6t be braced at 5' 11" o/c ur{ess detailed otheili*. is assumed to carry lGds treing l- POR'H BEAM Design Results Actual 6) Location Allowed Result LDF LGd: Combination (Pattern) Member Reaction (lbs)453 @ 6' 11"3347 (2.25")Passed (14oi;,)1.0D+1.01(AliSpans) Shear (lbs)442 G) 6'5"5950 Passed (7olo)1.00 1.0D+1.01(AllSpans) Moment (Ft-lbs)1147 @ 3'8"4550 Passed (25olo)1.00 1.0D+1.01(AllSpans) Live Load Defl. (in)0.046 @ 3',8"0.169 Passed (U999+)l.0D+1.01(AllSpans) Total Load Defl. (in)0.064 @ 3',8'0.338 Passed (L/999+)1.0 D + 1.0 1(All Spans) Supports Bsring Length L6ds to Supports (lbs) Accessori6TotalAvailableRequiredDeadFloor Live Total 1 - Shrd wall - SPF 3.50',2.25"1.s0"126 315 441 1 L/4" Rim Board 2 - Stud wall - SPF 1.50'2.25"1.50"130 328 458 1 1/4" Rim Board Vertical Loads Location (Side)Trit utary Width Floor Live (1.0o)Comm€nts 0 - Self Weight (PtF)I 114" to 6' 11 314"NIA 7.4 1 - Uniform (PSF)0 to 7' 1" (Front)12.0 40.0 Default L@d 2 - Point 0b)3'8" (Top)N/A 120 350 ResultAllowedTapered End Heel Height Cut Length Cut Slope Right End 3 3t4"10 r/2"4112 6' 3 3/4"-4,t2 5950 Passd (7S,) Vrleyerhaeuser Notes m.weyerhaeuser.om/wmdtrod(tsldocument-li brary...... The goduct apdication, ingjt desrgn loads, dirn€nsiof,s ard support informatim h3ve been poided by ForteWEB Software Ope€t$ Fo:i€WEB Software Operator fob Notes Kace Allen Kace Allen Designs (s4r) s05-153? kace@kacealhndesqns.com ST]STAINAEE F@ESIRY :,ITIT',{ l\tyerhaeuser 10/10/2019 B:15:35 PM UTC FofteWEB v2.1, Englne: V7.3.2.309, Data: V7.2.0.2 File Name: wiechert-bridlewood A D*d (0.eo) l.' Shear (lbs) Locati0n Actual BeamChek v2.4 licensed ta: Kace Allen Reg # 6464-6Ss wiechert- bridlewood porch beam 2 Selection Date; 10/10/19 4xB HF #2 Lu = 0.0 Ft Conditions NDS'91 Min Beari Data Attributes Actual Critical Slatus Ratio Values Adjustments Area Rl= 1.7 inz R2= 1 .2 inz Shear TL Defl Fb Fv E x Fcl Beam Span Beam Wt per ft Bm Wt lncluded Irrlax lvloment TL Max Defl 6.5 ft 4.68 # 30# 1073 '# L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 687 # 687 # 639 # L/550 Reaction 2 TL 17.65 11.65 OK 66% 19.25 12.79 OK 66% 0.14 0.33 OK 44% Base Values 850 1105 75 75 1.3 1.3 405 405BaseAdjusted CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1"00 1.00 100 1,00 Cl Stability 1.0000 Bb = 0.00 Le = 0.00 Ft Kbe : 0.0 Point TL Distance Uniform TL: 100 = A B=480 1.8 SPAN = 6.5 FT Uniform and partial uni{orm loads are lbs per lineal ft. Pt loads R] = 687 R2 = 473 Uniform Load A B BoamChek v2.4 lbenseil ta: Kace Allen Reg # 6464-635 wiechert- bridlewood porch beam 3 Selection Date: .10110119 4x 6 HF#2 Lu : 0.0 Ft Conditions NDS'91 f\Iin Bearing Area 0ata Aftributes Actual Critical Status Hatio Rl= 1.2 in2 R2= 0.7 ina Shear TL De{l Fb Fv E X Unifornr TL: 40 = A = 480 1.8 SPAN = 6.5 FT Uniform and partial uniform loads are lbs per lineal ft. Fcl Values Adiustments Pt loads Rl - 492 n2 - 2V8 Beam Span Beam Wt per ft Bm Wt Included iltlax l\itoment TL ftrlax Deil 6.5 fr 4.68 # 30# 817'# L/24CI Heaction 1 TL lVlaximum V Max V {Reduced) TL Actual Defi 492# Reaclion 2 TL 492 # 472 # 1t753 278 # I /.OJ 8.87 OK 50"k 19.25 9.44 OK 49% 0.10 0.33 OK 32,k Base Values Base A{usted 850 '1105 7c: AE '1.3 1.3 405 405 CF Size Factor Cd Duration Cr Flepetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1,00 1.00 1.00 1"00 1.00 1.00 ClStability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe : 0.0 Point TL Distance Unitorrn Load A D Section BeamChek v2 4licensed to: Kace Allen Reg # 6464-635 wieche( - bridlewood porch beam 4 Selection Date:10/1O/19 4x6 HF#2 Lu = 0.0 Ft Data Conditions NDS'91 Min Bearing Area Attributes Actual Critical Status Ratio Section Values Adjustments R1= 1.0 in2 R2= 1.'l in2 Shear TL Defl Fb Fv E X Fcl Beam Span Beam Wt per ft Bm Wt lncluded Max lr/oment TL tvtax Defl 6.5 ft 4.68 # 30# 1052 ',# Lt240 Reaction 1 TL lVaximum V Max V (Reduced) TL Actual Deil 387# Reaction2TL 461 # 435 # L/611 461 # 17.65 11 .43 OK 65Y" 19.25 8.70 OK 45/" 0.1 3 0.33 OK 39% Base Values Base Adjusted 850 't105 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 ClStability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Point TL Distance Uniform TL: 52 = A B=480 3.75 SPAN = 6.5 FT Uniform and partial uniform loads are lbs per lineal tt. Pt loads: R1 = 367 R2 - 461 Uniform Load A B ,Ji F&&rFt"Iru f, E Ld.3i MgM&C$r WXv*Wt Level, Flmr: Flush Bearn I pie@s) 3 ll!" x ?" 1.88 Parallann& F$L f,rrerail Length; f:' ?" A,l locatiDns are mea$ured trsrn lhe outside face of lefi- silpport (or left cantilever end), Arll dimcnsions sre honeontsl. { sEflcction siteria; tL (V480) and TL (U240}. . Top EdSe Braring {Lu}: Top ctrnpr€ssiofi edgE tfiusl ba l,acd at 6 5' o/c rrdess det&il€d otheeise. . Bottorn fdge Eracing (Lu): 8oeofir csnFresisn edge must be bruoed at 6'5" {}lt uilh5:s detsiM othe&iss- {anY f{iltewEa Sofinjere Oserabr ,ob l{oe$ Kaae ASen l(ace AU€n Dest ns (54O 505-153? |(ace@ka{eaileDdesigns,corr * !9 pa\qFx; System l Root f,4ember Type : ftush Bean Building Use : Residentjal 8lilding Code : IBC 2ol5 0esign l*1elio'd$lsgy : ASD t) F &fr.*s.lS] sL:s:irt.r*Lt\"r*:i!5l*Y lFnitdr"rl 1U5/2019 7:??;35 PM UTC ForteWEB vZ.X, Engine: W,3.2.309, Data: W,?.0.? File ilame: wiechert-bridlewood Fagel/1 Mernber Reaction (lbs)100L @ 2"jJat tt,z) I Passed {30%)1.0 O + 1.0 Lr {All spans} 986 @ 10 112',4696 Passed (21%)L<1,0 0 + 1.0 tr {All Spans}Shear {lbs} Mornent {Ft-lbs}1481 @ z',2 ry16'7qn1 Fassed (19V0)1.8 S * 1.0 Lr {All $pans) Uve Load Defl. (in]0.046 @ 3'1 11/16"0.156 Passed (t"r999+)1.0D+ tr.0k(AltSpans) Total Load Defl, fin)0.065@3',113/16"U.JIJ Pass€d {U999+l 1.$ D + 1.8 Lr trA{l Spansl 1 - 5&S $,all - SPf Supports . oy, 1.50' .AYryry z.t> eeqlrtud : qn'297 r)t ?ffi 1135 t U4'Rirn &ard 59:l. 1#'Rim BoBxd2 - Stud wall - SPF t,50'186 13?374 tfertica! {-trado 0 - Seli We'qirt (PLf) LHtOn (siOC,, I I/4" to 6' 5 3/4' trihetsry lNifldt{r NIA 7.S flser Lixe &&ilft,u.s {nw-$lyi r,1?l !iii1lY I - Uniform (P5R 0 t! 6'7'{Frunu 1 12.S Default l-0ad 2 - P0int (lb)3'8" {rrotrt}N/A 115 3 - Point (lb)1'8" {Fmnt}filA f& diresis$and infsmali$ hare bffi p#ided by FortevltEB Sottwe OpeBtorpmdlKt applietion, input dsign ul tt il ,.,1f ::: ,.t.rl. ili wq'!r$e{II Smi&m Rec$lts A{tudl & [e6adon &,lrswdd ,tesrdt ,-sr L$6dr Somlrlna$srl {P&M!} &@f tr{a tmt tr}e&d {srss} TSE Engineering Tri-State Engineering, 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 lnc. Re: J1047743 Bruce Wiecherl Custom Homes The truss drawing(s) referenced below have been prepared by Tri-State Fngineering under my direct supervision based on the parameters provided by The Truss Company (Eugene). Pages or sheets covered by this seal: I13017071 thrul130l7085 My license renewal date for the state of Oregon is December 31,2020. 6 IN E 1 1822PE OREOON 7'1 6'82 October 11.2019 Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. 1047743 EL- lr.,.r rvoe- lcoMMoN GTRDER lo', l"', lBruce Wiechert Custom Homes ng'17,l1l,l I 2 lroo*",","n"",o,non,,, The Truss Company MiTek lnduslries. lnc. Wed Oc1 16 17t49.232019 I D:zezdcWaqVmpfQ lf PZi0YmwySm../G tsCxDxDzYWHn4aT5VTWxipSx_OGd?BUY? -1 56-15 4x6 ll " '18 8x8 = HUS26 Scale - '1r47 3 I I l l- eoo lit 4x4 lz 2 4x4 :\ 4 IJ 14 HUS26 15 g 17 HUS26 16 gxa ll HUS26 19 7 206 21 HUS26 6x6 = 3x8 ll HUS26 HUS26 HUS26 6*io .- 22 6x10 /z HUS26 HUS26 oel. t6 0-4-12.0-1-81. t8:0-4-0 0-4-81. l9:O-4-12.0-1 0-3-5, Edqel, 12:0-A-12.0-1 -121. l3:O-2-12.0-2-01,4:O A 12 O 1 121. 15:0-3-5. SPACING- 2-O-O Plate Grip DOL '1.'15 Lumber DOL 1 15 Rep Stress lncr NO Code lRC2015/TPl20'14 Matrix-l/lSH cst. TC 087 BC 492 wB 0.63 DEFL. Vert(LL) vert(cT) Hoz(CI) in (loc) Udefl L/d -0.15 6-8 >999 360 -0.24 6-8 >999 240 0.08 5 nla nla 5.6-15 10s-0 4-11-1 '15-5,'1 4-11-1 56-15 LOADING (psf) TCLL 250 (Roof Snow=25.0) IQDL 8,0 BCLL O.O PLATES tvtT20 GRIP 220t195 RENEWS:12t31t20 October 17,2019 LUMBER. TQP CHORD BOT CHORD WEBS 7.O 2x4 DF No.2 2x6 DF 1800F 1 6E 2x4 DF Stud "Except' 3-8: 2x4 DF No.2 BRACING- TOP CHORD BOT CHORD Weight: 229 lb FT = 2Oo/. Structural wood sheathing directly applied or 3-1-2 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing. OREGON ?It 6182 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No 3 REACTIONS. (lb/size) 1=6707/0-5-8,5=6082/0-5-8 Maxlorz 1=148(LC22) Max Uprift 1=-865(LC 8), 5=-784(LC 9) FORCES. (lb) - [rax. Comp./lv]ax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2=-9363h212, 2-3=-6292ta65, 34=-62921865, 4-5= -93Uh21 2 BOT CHORD 1 -9=-10381777 1, 8-9=-1038/7771, 6-8=-94317769, 5$=-94317769WEBS 3-8=-864i6582, 4-8= -32701537 , 4-6=-39013279, 2-8=-32721537 .2-9=-38913275 NOTES- 1 ) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows. Top chords connected as followsr 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc Webs connected as follows 2x4 - '1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otheMise indicated. 3) Wnd: ASCE 7-10t Vult=120mph (3-second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf, h=25ft, Cat. ll, Exp B, Enclosed, IVIWFRS (envelope) gable end zonet cntilever left and right exposed ; end vertical left and right exposed, Lumber DOL=1.60 plate grip DOL=1 .60 4) TCLL: ASCE 7-10t Pf=25.0 psf (flat roofsnow)i Category ll, Exp B; Partially Exp., Ct=1.10 5) This truss has been designed for a 'l 0.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6,0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except 0t=lb) I =865, 5=784 8) Use USP HUS26 (Wth '1 4-1 6d nails into Girder & 6-'1 6d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-1 1 -4 from the left end to 18-11-4 lo connect truss(es) to back face of bottom chord 9) Fill all nail holes where hangeils in contact with lumber. LOAD CASE(S) Standard '1) Dead + Snow (balanced) Lumber lncrease='1 15, Plate lncrease=1 15 Uniform Loads (plf) Vert:'l-3=€6, 3-5=€6, 1-5=-14 Concentrated Loads (lb) Vert:11=-1111(B)14=-1111(B)15=-1111(B)16=-1111(B)17=-1111(B) 18=-1111(B)19=-1111(B)20=-1111(B)21=1111(B)22=-1111(B) /fu *rarc*ti - X.*y d6$&s psses*str s$# #i:4, /r$?li:$ tll$ ?litJs ,4ld# ttift###S 6{fi:{ JlrF}IEEecf $i,## tdli'1.d;} ffrr,{s llss. Design valid for use only wilh l\4iTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of desion paramenters and proper incorporation of component is responsibilily of building designer - not truss designer. Bracing shown is for tateral supporiof tndividual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure rs the responsibility of lhe burlding designer For general gurdance reS_qr-dlng_ _. -fabrjcarion. quatiiy controt, storage, dativery, erecrion and bracing, consult ANSUTPII Quilry CdElis, DSB49 8nd BCSI1 Buildlng Componsnt Saftty lnbmdon available frbm Truss Plate lnstitute 583 D'Onofrio Drive, Madison. Wl 53719. I ,nrl,& theTRUS$co.ll.'rc. Job r 5$-15 r 10€-0 | 15-5-1 21-0-A 56-15 4-11-1 3 5 Job lTruss lcrcr I lius rype lonar-r lo', l"', lBruce wiechert Custom Homes h | 1 l- --- t13017072 I I Uob Referen@ (optonal) 1047743 The Truss Company (Eugene), Eugene, OR - 97402,8 320 s Oct I 2019 MiTek lndustries. lnc. Wed Ocl 16 lD:2a\./wni0h0HG!-'!xKD5KKVyUgySnsg'6K8wkC7yR3Gv7LsY 1 nM3N7pimgjg7hvN96xh5rySm[il 214-O 15 Scale = 1:48.9 4\4 I 118 4x47 e.oo lrI 5 3 '18 2iIo 1 I: 25 24 23 22 21 '19 3x6 17 3x4 - 3x4 // Ilatrix-IVSH csr. TC BC WB 031 022 009 DEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc) -oo2 18-24 -0.04 18-280.01 16 l/defl >999 >999 nla L/d 360 240 nla SPACTNG- 2-O-0 Plate Grip DOL 1 15 Lumber DOL 1 15 Rep Stress lncr YES Code lRC2015/TP12014 1 5-0-8 LOADING (psf) TCLL 25.0 (Roof Snw=25.0) TQDL 8,0 BCLL O,O BCDL 7.O LUMBER. TQP CHORD BOT CHORD WEBS OTHERS PLATES t\rT20 GRIP 220t195 2x4 DF No.2 2x4 DF No 2 2x4 DF Stud 2x4 DF Stud BRACING- TOP CHORD BOT CHORD JOINTS Weight 131 lb FT = 20ak Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. '1 Brace at Jt(s): 12 REACflONS. All bearings 96-8 except (jt=length) 16=0-5-8. (lb) - irax Horz 2=-176(LC 6) Max Uplift All uplift 1 OO lb or less at loint(s) 20, 21, 22, 23, 24, 25. 2 e\cepl 16=-1 08(LC 9) Maxcrav Allreactions25Olborlessatjoint(s)2'1,22,23,24,25except16=642(LCl),20=526(LC1),20=526(LC1),2=329(LCl), 2=329(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 15-16=$1On2.1O-2O=465t145,10-12=-463/166,12-14=4341149,14'15=4171138 BOTCHORD 18-20=01430,'16-18=0/430 NOTES. 1)Wind:ASCE7-10;Vult='l2Omph(3-secondgust)Vasd=95mph;TCDL=4.8psf;BCDL=4.2psf,h=25ft;Cat.ll ExpB,Enclosed,IVIWFRS(envelope)gableend zone; cantilever left and right exposed , end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1 60 2)Trussdesignedforwindloadsintheplaneofthetrussonly. Forstudsexposedtowind(nomaltotheface),seeStandardlndustryGableEndDetailsas applicable, or consult qualified building designer as per ANSI/TPl 1. 3) TCLL: ASCE 7-10, Pf=25 0 psf (flat roof snow) Category il, Exp B, Partially Exp., Q1=1 16 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat r@f load of 25 0 psf on overhangs non{oncurrent wlth other live loads 5) All plates are 1 5x4 MT20 unless otheMise indi€ted 6) Gable studs spaced at 1 -4-0 oc 7) This truss has been designed for a 10.0 psl bottom chord live load nonconcurent with any other live loads 8) . This truss has been designed for a live load of 2o.Opsf on the bottom chord in all areas where a rstangle 36-0 tall by 2-0-0 wide will fit betlveen the bottom chord and any other members. g) Provide mechanicl connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 20,21 ,22, 23,24, 25,2,2 except 0t=lb) 16=1 08. 1 O) Graphi€l purlin representation does not deprct the size or the orientation of the purlin along the top and/or bottom chord. RENEWS:12t31t20 October 17,2019 OfiEGON ill6t82 I WaANWe - Vnig d6t$ papi,*ft *d READ NOrES ON TU(S AND ltlCLUA€D MITEK R€F€RENCE PAOE Mlp74n AEFOR€ L]98. Design valid for use onty with MiTek conneclors This desagn is based only upon paramelers shown, and is for an individual building componenl Applicability of design piramenters and proper incorporation of componenl is responsibility of building designer - nol kuss designer' Bracing shown is%riaterelsupporiofindividuatwebmembersonly. Additionaltemporarybracinglornsurestabrlilyduflng_construclronrstheresponsibillityolthe ereclor. Additional permanent bracang of the overail structure is the responsability of the buildmg desrgn-er lor genqal_guidance regarding tabricaron ouatitvconlrot.sloraoe.c,etrvery erecnonandbractnq,consu[ ANSUTF|IOuafnyCduile,DSB-E9mdBCSllBu{dlngComponent Salatylnbmistoi avaiiablefr"om T'ussPlatelnstnute 5S3DOnokioDrive liladrson w 5J/19 A theTRUS$co. ttlc. 4x8 = 20 6 4 Job lEr cr I lTruss TyOe lCommon Supported Gable lo', 1",, iaiuceffi1 | 11 113017073 I l-oo n"r"rence (oouolat) )1047743 (Eugene), Eugene, OR - 97402,8 320 s Ocl 9 2019 MiTek ndustries. nc. Wed Oct'16 17 49:262019 ID 5-1 1 -8 17 13-1 '1-0 Scale = 1:30 1 4x4 eoo Fz 84 I 10 J 2 T\ Y 1118151413123x4 \\ 11-11-0 3x4 /z 11 -11 -O LOADING (psf) TCLL 25.0 (Roof Snow=25.0) IQDL 8.0 BCLL O,O BCDL 7.O LUMBER- TQPCHORD 2x4DFNo.2 BOI CHORD 2x4 DF No.2 OfHERS 2x4 DF Stud PLATES tvtT20 GRIP 220t195 BRACING- TOP CHORD BOT CHORD Weight: 64 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 1 0-0-0 oc bracing. REACTIONS. All bearings'11-'11-0. (lb) - lrax Horz 2=-112(LC 6) lrax Uplift All uplift 100 lb or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 lvaxGrav All reactions250 lborlessatjoin(s)15, 16,17,1A.M,13,12ex@pt2=291(LC1), 10=291(LC1) FORCES. 0b) - NIax Comp /lvax. Ten - All forces 250 (lb) or less except when shown NOTES. 1)Wnd:ASCE7-10;Vult='l20mph(3-secondgust)Vasd=gsmph,TCDL=48psf;BCDL=4.2psf,h=25ft,Cat ll,ExpB;Enclosed,MWFRS(envelope)gableend zonet €ntilever left and right exposed , end vertical left and right exposed, Lumber DOL=1.60 plate grip DOL=1 60 2)Trussdesignedforwindloadsintheplaneofthetrussonly. Forstudsexposedtowind(normaltotheface),seeStandardlndustryGableEndDetailsas applicable, or consult qualified building designer as per ANSI/TPl 1. 3) TCLL: ASCE 7-10, Pf=25.0 psf(flat roofsnow); Category ll, Exp B, Partially Exp; Ct=1.'10 4) This truss has been designed for greater oi min roof live load of 16 0 psf or 1 00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are '1.5x4 MT20 unless otheruise indi€ted 6) Gable requires 6ntinuous bottom chord bearing 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 2, 10, 16 17 , 18, 1 4, 13 12. RENEWS: 12131120 October 17,2019 .0-'l -81. I10:0-2-0 0-1- SPAC|NG- 2-O-O Plate Grip DOL 1.15 LumberDOL '1.15 Rep Stress lncr YES Code lRC2015/TP12014 cst. TC BC WB [y'atrix-SH 0.14 003 DEFL. Vert(LL) Vert(CT) Hoz(CT) in o.o2 0.01 000 (loc) 11 11 10 l/defl Ud nlt 120 nlr 90 nla nla 7t16t82 3fu iylmliN*-*nryds$&r$6lwss&r$,fillidrl#${}*}}}iJ#A$r:$,lt:;#Lil€*r\4n*;{S$firr?rrYf*i{A$S&llt}"{l3$$Sftrf?J$g. Design valid for use only with MaTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of componeni is responsibilily of building designer - not truss designer. Bracing show! is for lateral supporaof individual web members only Additional temporary bracing to insure stability during conslruction ls the responsibillity of the erector. Additional permanent bracing of the overall stuctu re is the responsibility of lhe bul]qrng qeiig lgr For gentra I guidance regarding fabrication, quatity controt, storage, d;livery. erection and bracing, consult ANSUTPI1 Quilily Cttleds, DSB{9 sd BCSI1 Bullding Component Sahty lnbmatbir available frcm Truss Plate lnstitute 583 D'Onofrio Drive, Madison, wl 53719. AA theTRUS$co" ruc. 7 5 3 1047743 ITL= llruss lype lcorron Supported Gable I lo'' lt', lBruce Wiechert Custom HomesIr | 11 113017074 | | lJob Referene ropnonarrCompany(Eugene), Eugene,lnc. Wed Oct 16 17:45:07 2019 '14-3-0 4x4 Scale = 1:62.7 12 11 13 10 14 9 '16I 15 eoo lit '17 6 43 42 41 40 39 38 37 36 35 u 33 g2 31 3ozg JXb - 18 19 4 2A 3 21 22N{o1 N T+ 3x4 /z 3x428 27 26 25 24 28S-0 286-0 LoADING (psO TCLL 25.O (Roof Snow=25.0) rcDL 8.0 BCLL O,O BCDL 7.0 PLATES [/T20 GRIP 220t195 Weight: 224 lb FI = 20% LUMBER. IqP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF Stud "Except* 1 2-34, 1'1 -35, 1 0-36, 1 3-33,1 4-32: 2x4 DF No.2 BRACING- TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 1 0-0-0 oc bracing. 1 Row at midpt 12-34, I 1-35, 13-33 REACTIONS. All beanngs 28-6-0. (lb) - Max Horz 2=228(LC7) MaxUplift Allupliftl00lborlessatjoint(s)22,34,35,36,37,38,39,40,41,42,43,33,32,30.29,28,27.26,25,24,2 Max Grav All reactions 250 lb or less at join(s) 34, 35, 36, 37, 38, 39, 40, 41, 42, 43.33,32, 30,29, 28,27, 26,25, 24 excepl 22=29o(LC 1), 2=290(LC 1 ) FORCES. (lb) - Max. Comp./Vlax. Ten - All forces 250 (lb) or less except when shown. NOTES- 1) Wnd: ASCE 7-10, Vult=120mph (3-second gust) Vasd=95mph, TCDL=4.8psf, BCDL=4.2psf: h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zone, cantilever lett and nght exposed , end vertical left and right exposed, Lumber DOL='I.60 plate grip DOL=1.60 2) Trussdesignedforwindloadsintheplaneofthetrussonly. Forstudsexposedtowind(nomal totheface),seeStandardlndustryGableEndDetailsas applicable, or consult qualifled building designer as per ANSI/TPl 1 3) TCLL: ASCE 7-10; ff=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp , g1=1 1g 4) This truss has been designed for greater of min roof live load of 1 6.0 psf or '1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads 5) All plates are 1 5x4 [ilT20 unless otheruise indi€ted 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1 -4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 9) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will flt between the bottom chord and any other members. 1 0) Provide mechanical connection (by others) of truss to bearing plate €pable of withstanding 1 00 I b uplift at joint(s) 22, 34. 35, 36, 37, 38, 39, 40, 4 1 , 42, 43, 33, 32, s0, 29, 28, 27, 26, 25. 24, 2. RENEWS:12t31t2a October 17,2019 OREGON 7'1 6'82 3S lv*;tx'iscrs-l'**&&&eSs#ffi$s##*d#iit*&sls${iq:}1,$,{$Sitl#t#r}t#3,rr}f{f;s{s$#ti##ri{##3dii-L?rr$*:l###itif- Design valid for use on y with MiTek connectors Thls deslgn is based only upon parameters shown and is for an individual building component Applicability of design paramenters and p.oper incorporation of component is responsibility of building designer - not russ designer Bracing shown s for lateral suppor[of ndividual web members only Additional temporary bracing to insure stability during conslruction is the responsibillity of the erector.AdditionalpermanentbracingoftheoverallstructureistheresponsibilityofthebuitdingdesignerForgensal_guidanceJgs_Cr-d]]19..- _ fabricarion, quatiry controt, storage, dativery, erection and bracrng, consult ANSUTPII Ousliry Cdteris, DSB{g and BCSI1 Building Componenl Sabty Inhmat'Dn available from Truss Plate lnstitute, 583 D'Onofrio Drive, [,4ad]son, Wl 53719 Aa the?RUS5co.lxc" Job 286 0 , 306-0 ,14-3-0 -14-3-0 7 5 2 lvlatrix-SH csr. TC 026 BC 0.14 WB O08 DEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc) Udefl L/d OO2 23 nlr 12O 0 0'l 23 nh 90 0.01 22 nla nla SPAC|NG- 2-O-O Plate Grip DOL '1 15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TPl20'14 Job H Truss Type ]corro, lotvIJl047743 Plv lBruce Wiechert Custom Homes I 113017075 lJob Reference {ootronall 1 The Truss Company (Eugene), Eugene, OR - I D 2:\./wni0h0HgHxKD5KKVyUgysnsg-pzDHGo'1 Z4wOvnHqCTpkPbe'l RLLDT -2-O-O 2-A-0 2 2A$-A 306-0 6 7 -3-15 aoo FI Scale = 1:65 14x5 ll 4 N do. 1 5x4 \\ 17 18 1.5x4 // 5 21 22 N _r+/o 10 3x4 = 2098 3x4 : 19 3x5 \ 3x5 /z 9-7-10 9-2-12 9-7-10 LOADING (psf) TCLL 25.O (Roof Snow=25 0) TQDL 8,0 BCLL O.O BCDL 7.0 PLATES l./tT20 GRIP 220t195 Weight: 134 lb Ff = 20% LUMBER- rQP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 tExcept. 5-8,3-'10: 2x4 DF Stud BRACING- TOP CHORD BOT CHORD Structural wood shealhing directly applied or 4-2-4 oc purlins. Rigid ceiling directly applied or 1 0-0-0 oc bracing. REACTIONS. (tblstze) 2=127210-5-8, 6=127210-5-8 Max Hotz 2=22a(LC 7) Max Uplift 2=-178(LC 8), 6=-178(LC 9) FORCES. (lb) - liax Comp /Max. Ten. - All forces 250 (lb) or less except when shown TOP CHOR D 2-3= -1 6a1 t2o5, 3-4= -1 538 127 5. 4-5= -1 538t27 5. 5-6=-1 68'l /205 BOT CHORD 2-10=-19311472. 8-10=-15/950, 6-8=-67/1332 WEBS 4-A=-162fi56,5-A=-4421245,4-10=-1621756,3-10=-442445 NOTES- '1) Wnd: ASCE 7-10; Vult=12omph (3-second gust) Vasd=95mph; TCDL=4.8psf, BCDL=4.2psf; h=2sft Cat ll, Exp B; Enclosed; MWFRS (envelope) gable end zone; €ntilever left and right exposed , end vertical left and right exposed; Lumber DOL= 1 .60 plate gnp DOL=1.60 2)TCLL: ASCET-'10; Pf=25.0psf (flatroof snow),Categoryll; ExpB,PartiallyExp.; Ct=1 '10 3) This truss has been designed for greater of min roof live load of 1 6.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This truss has been designed for a live load oi 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will flt between the bottom chord and any other members, with BCDL = 7 opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except (]t=lb) 2='1 78, 6=1 78. OftEGON 7t16t82 RENEWS: 'tzt31t20 October 17,2019 3S lV*;,W1ru: " ys*ri. r{s&r feede&r5 6ad #e4# id{}iS$ #S ?r{JS ntr# ,ld#i&SSS &9iv$g l$iSlllltiii{## pd *g &$r,-74V5 AX$*A€ t"}SE. Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibil[y of building designer - not russ designer. Bracing shown sforlateraisuppor[ofindividualwebmembersonly. Additionaltemporarybracingtoinsurestabilityduringconstructionistheresponsibillityofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer For gentral guidance regarding id b, c ano. ouatrlv contror. sior aqe detrvery e, ecnon ano oracrnq cor su lt ANSUTPI1 Ouallry CdEIls, DSB{9 8nd BCSI1 Buildlng Componsnt Sabtylnbmathn avarlablefrbm lrussplatel^slrlLle 58JD'0nofiroDrrve lMadrson Wl 53/'9. IA theTRUSSco.tNc" 3 SPACTNG- 2-O-0 Plate Grip DOL 1 15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 lMatrix-[4SH cst. TC BC WB 0.58 0.68 0.29 in (loc) -0.24 8-10 -0.31 8-10 0.04 6 l/defl >999 >999 nla Ltd 360 240 nla DEFL. Vert(LL) Vert(CI) Hoz(CT) Job Ie lTruss ryoe lCommon ruJ1047743 Plv ce Wiechert Custom Homes 1 t'13017076 | -2-0-o 7 -3-15 1 4-3-0 8.320 s oct I 2019 MiTek lndustries, lnc. Wed Oct 16 17:49:09 2019 Page 1 I D:zezdcWaqVmpfQlfPZi0YmwySmvG-lAnfTS2BrDWmP0PPhWCel sZcT lZjvrKUnAUNtBySmMO | 21-2-1 t 2a-2-14 6-11 1 1.5x4 // 5 19 8 7 20 21 7-O-13 4x5 18 5x53x6 JX43x5 /z Scale:3/16"=1 eoo lz' 1.5x4 \\ 3 ts do1 l.e '16 17 3x4 = SPACTNG- 2-O-0 Plate Grip DOL 1.'15 Lumber DOL '1 '15 Rep Stress lncr YES Code lRC2015/TP12014 M atri x- N,4 S H csr. TC 0.58 BC 0.69 WB 0,29 DEFL. Vert(LL) Vert(CT) Hoz(CT) in -0.25 0.04 (loc) l/defi L/d 7-9 >999 360 7-9 >999 240 6 n/a nla 28-2-14 9-2-12 LOADING (psf) TCLL 250 (Roof Snow=25.0) TQDL 8.0 BCLL O.O LUMBER- TQP CHORD BOT CHORD WEBS PLATES t\,1T20 GRIP 220t195 BRACING. TOP CHORD BOT CHORD Weight: 131 b Fr = 20% Structural wood sheathing directly applied or 4-2-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 2x4 DF No.2 2x4 DF No.2 2x4 DF No.2.Except* 5-7,3-9: 2x4 DF Stud WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 6='112sllvlechanical, 2=1266/0-5-8 Max Horz 2=218(LC 5) Max Uplift 6=-136(LC 9), 2=-178(LC 8) [Iax Grav 6=1 1 38(LC I 7), 2=1 266(LC 1 ) FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown TOP CHOR D 2-3= -1 669 1205, 34= -1 526127 5, 4-5= -1 5O7 t 2ao, 5-6=-1 653/209 BOT CHORD 2-9=-21411447 7-9=-371924. 6 7=-BA|12AO WEBS 4-7=-1671724.5-7=-4251247,4-9---1621760,3-9=441t245 NOTES. 'l)Wnd:ASCE7-1O,Vult=120mph(3-secondgust)Vasd=95mph,TCDL=4.8psf,BCDL=4.2psf,h=25ftiCat ll;ExpB,Enclosed;IVWFRS(envelope)gableend zone, mntilever left and right exposed ; end vertical left and right exposed, Lumber DOL=1.60 plate grip DOL=I .60 2) ICLL: ASCE 7-10; Pf=25.0 psf (flat roofsnow), Category ll, Exp B; Partially Exp., Ct=1.10 3) This truss has been designed for greater of min roof live load ol 1 6.0 psf or 1 OO times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads 5) - This truss has been designed for a live load of 2o.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7 opsl 6) Refer to girde(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at Joint(s) except (jt=lb) 6= 1 36, 2='1 78. RENEWS:12t31t2o October 17,2019 7t16t82 dk Wr+eet;,V*,txll.rlB$4is.r,restrard#ilq$lJ6lS$#s:!l$,4&r/dfl.ilgt::{rl5!itftlqflV*#;1d$;:i{lr-Id7:sl:lrl;riJ$S. Deslgn valid for use only with lvtiTek conneclors. This design is based only upon parameters shown, and is for an lndividual building componenf. Applicability of design paramenters and proper incorporation of component is responsibilily of buildlng designer nol truss designer Bracing shown is'for lateral suppon"of individuat web members only. Additional temporary bracing to insure stability during construction is the responsib lLily of the erector Additional permanent bracing of the overail sfucture is the responsibildy of the burldlng des gner For general guidafce_rgS^qr-dl]S.. .- tabilcarion. ouatrrv cortrot storaqe oetrverv erecrion and bra( .q, consulr ANSUTPI1 Qutlity CriGda, DSB39 and BCSI1 BuildinO Component SSfetylnbmSfpn ava,labelr-omTrussdldlellslrlule.5SJD0lo'rroD-ivPvadsonWl 5'l/lq IA theT*U$Sco"lxc. 4 2 6 Job II fuSS I A4GE I lTruss Type borrnon Suooorted Gablet" lo', l"', lBruce Wechert Custom Homeslr | 11 113017077 I I lJob Referene (optronat) J1047743 The Truss Company (Eugene), Eugene, OR r -2-0{ |14-3-0 E 320 s oct 9 2019 MiTek lndustnes lnc Wed Ocl 16 17:49:11 2019 Page 1 lD:zerdcW:q\,hpfQlfPZi0YmwySmvG-EYvPuq3RNqmUekYnoxlTDHf'l eYM2Bt3nEUzTy4ySmM M 28-2-14 24-O 2 14-3-0 13-11-14 S€le ='1 61.84x4 11 13 '10 14 I 15 a.oo Fz '16 7 186 5 42 41 40 39 38 g7 36 3s 34 33 32 3t go 29 ze 3x6 = 19 4 20 21 22 rg Nirol 3x4 /z 3x6 |27 26 25 24 23 28-2-14 LOADING (psO TCLL 25O (Roof Snow=25.0) TQDL 8,0 BCLL 0.0 ' LUMBER- TQP CHORD 2x4 OF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF Stud.Except' 12-33,'1 'l -34,10-35,13-32,14-31. 2x4 DF No2 WEDGE Right: 2x4 DF Stud PLATES MT2O GRIP 2201195 BRACING. TOP CHORD BOT CHORD WEBS Weight: 220 lb Fr = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceilang directly applied or 10-0-0 oc bracing lRowatmadpt 12-33,11-34,13-32 REACTIONS. All beanngs 28-2-14. (lb)- Max Horz 2=219(LC 5) MaxUplift Allupliftl00lborlessatjoint(s)33,34,35,36,37,38,39,40,41,42,32.31,29,2a,27,26,25,24.23,2,22 MaxGrav Allreactions2S0lborlessatjoint(s)33,34,35,36,37,38,39,40,41,42,32,31,29,24,27.26,25,24,23,22 except 2=291 (LC 1) FORCES. (lb) - Max Comp./Ma. Ten. - All forGs 250 (lb) or less except when shown. NOTES- 1)Wind:ASCE7-'10,Vult=120mph(3-secondgust)Vasd=gsmph,TCDL=4.8psf,BCDL=4.2psf;h=25ft;Cat.ll ExpB,Enclosed;MWFRS(envelope)gableend zone; €ntilever left and right exposed , end vertical left and right exposed, Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard I ndustry Gable End Details as applieble, or consult qualified building designer as per ANSI/TPl 1. 3) TCLL: ASCE 7-10, ff=25 0 psf (llat roof sntr), Category ll, Exp B. Partially Exp.; 61='1 19 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otheMise indi€ted 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 9) ' This truss has been designed for a live load of 20 opsf on the bottom chord in all areas where a rectangle 3S-0 tall by 2{-0 wide will fit between the bottom chord and any other members. 1 O) Provide mechani€t connection (by others) of truss to beanng plate epable of withstanding 1 00 lb uplift at joint(s) 33, 34. 35, 36, 37, 38, 39, 40, 41. 42.32. 31 29, 24,27. 26, 25, 24. 23, 2,22 RENEWS:12t31t20 October 17,2019 SPAC|NG- 2-O-O Plate Grip DOL 1.15 Lumber DOL '1.15 Rep Stress lncr YES Code lRC2015/TP12014 csr. TC WB Matrix-SH o.26 0.14 0.08 DEFL. Vert(LL) Vert(CI) Hoz(CT) in 001 000 0.01 (loc) Udefl Ud 1 nlt 12O 1nh90 22 nla nla lt't6t82 $ Wa?Uttte - V*W tl#.bt paryr8*,g &|,t r€4O #OrgS OtJ ??lr$ ANA INC\UA&t ,nffE/. rlrFrRF,lfi:S FAer #l/- 74n &€Ft;*E USE. Design valid for use only with lVaTek connectors. This design is based only upon parameters shown, and is for an individual buildang component. Applicabi!ity of design paramenters and proper incorporation of componenl is responsibility ol building designer - not truss designer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to insure stabilily during construction is the responsibillity of the ereclor Addflronal permanenl bracrng of lhe overall struclure is lhe responsibrlrly ol lhe burldrng desrgner For genelal gurdancejqS-qldinS_ -. tabricatron. quatrry aontot. storage. d6livery eredon and bracrng consull ANSUTPI1 Oully Cribtb, DSB40 4d BCSII Bddhg CompoHt Sshylnbmsdon availablekbmTrussPlatelnsttule,5S3D'OnokioDflve,Madison.Wl 53719 A theTRUSSco.tNc. 8 3 Jrruss IV5GE lTruss Type lcaaLr lo', lt', lBruce Wiechert Custom HomesIr I 11 11s017078 I I lJob Referen@ (oohonar) J1047743 Job The Truss Company Eugene, OR - 97402 lvliTek lnc.Oct 16 -2-0{ 24-0 S€le='l:13.1 3x4 -- too lz 7 2 g q 4x1O =63x4 gxa ll 5 4€-0 43 3x4 LOADING (psf) TCLL 25.O (Roof Snow=25 0) TCDL PLATES MT2O GRIP 220t195 8.0 0.0 'BCLr LUMBER. TOP CHORD 2x4 DF No.2 BpT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud Weight: 23 lb FT = 2oo/o Structural wood sheathing directly applied or 4-'10-0 oc purlins, except end ve(icals Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=159/Mechanical, 2=352/0-5-8 Max Horz 2=69(LC 7) Max Uplift 6=-30(LC 10),2=-124(LC 6) Max Grav 6=184(LC 17J,2=359(LC 17) FORCES. 0b) - Max. Comp./Max. Ten - All forces 250 (lb) or less ex@pt when shown. NOTES- vertiGl left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 2)Trussdesignedforwindloadsintheplaneofthetrussonly. Forstudsexposedtowind(nomaltotheface),seeStandardlndustryGableEndDetailsas applicable, or consult qualified building designer as per ANSI/TPl I 3)TCLL:ASCE7-10;Pf=25.0psf(flatroofsnow) CategorylliExpB,PartiallyExp;Ct=110 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.OO times flat roof load of 25.0 psf on overhangs non-concurent with other live loads 6) Gable studs spaced at 1-4-0 oc 7) This truss has been desiqned for a 10.0 psf bottom chord live load nonmncurent with any other live loads. 8) * This truss has been designed for a live load of 2o.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 9) Refer to qirde(s) lor truss to truss mnnections 1O) Provide mechani€l connection (by others) of truss to bearing plate capable o, withstanding '100 lb uplift at ioint(s) 6 exept (jt=lb) 2=124 RENEWS: 'tzt3'tt2o October 17,2019 SPACTNG- 2-O-O Plate Grip DOL 1.15 LumberDOL 1 15 Rep Stress lncr YES Code lRC20'15/TP12014 cst. TC BC WE] Matrix-P 0 31 0.14 0.00 DEFL. Vert(LL) vert(cT) Hoz(CT) in -o 02 -0.03 -0.00 (loc) 26 2-6 6 l/deff >999 >999 nla Ud 360 240 nla OREGON 7'1 6'82 I waa,/lre-rr*xy{ri*&4rtr8{rese}dnEAoirorfsoivl}rr$r/Yr/r#r-{rpi:"oirr}5#fiFF€'r?FrvcFpA6e&*r-7dl3sE'F"oar"}s€ Design valid for use only with Mi1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown isforlateraisupportofindividualwebmembersonty. Additionaltemporarybracingtoinsurestabilityduringconstructionistheresponsibillityotthe ereclor Additronal permanenl bracing ol the overalt struclure rs the responsibilrty ol the building desrgner For general gurdance_rgqqr.dIS_ .. labncalron. ouatitv conlrot. storaae. ddlivery, erectron and bracino, consult ANSnPll OufU ClIsil., DSB{S md BCSII Bdding GompoMt Slbly lnfunbto;r available fr;m Truss Plale lnst'tule. 583 D'onofrio Dnve. Madison wl 53719 A theTRUSSco.tNc. 4S-0 4€-0 BRACING- TOP CHORD BOT CHORD ruce Wiechert Custom Homes r130170801047743NOPITCH Type 1 Reference The Truss Company lnc Wed Oct 16 17:49:282019 I D:2avwni0h0H gHxKDSKKV)/UgySncg E.lPqTeHo 2-8-O 2-8-0 3 3x4 ll Scale = 1:9.8 4 aoo fi-10 o N 2 J Ji 6 3x4 5 3x4 ll LOADING (psf) TCLL 25.O (Roof Snow=25 0)TQDL 8.0 BULL O,O PLATES [/]T20 GRIP 2201195 7.O Weight: 11 lb FT = 20o/o Structural wood shealhing directly applied or 2-10-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing OfiEGON 7t16'82 LUMBER- IgP CHORD 2x4 DF No.2 BoT CHORD 2x4 DF No.2WEBS 2x4 DF Stud BRACING- IOP CHORD BOT CHORD REACTIONS. (lb/size) 6=73/tvlechanical,2=28110-5-8 Max fiorz 2=45(LC 7) lilax uprift 6=-12(Lc 7), 2=-1 1s(LC 6) lrax Grav 6=83(LC 17),2=283(LC 17) FORCES. (lb) - Max. Comp./Ma. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1)Wnd:ASCE7-'10;Vult=120mph(3-secondgust)Vasd=95mph,TCDL=4.8psf;BCDL=4.2psf,h=25ft,Cat ll,ExpB,Enclosed;IVWFRS(envelope)gableend zone; cantilever left and right exposed , end verti€l leit and right exposed; Lumber DOL=1.60 plate grip DOL=1 .60 2) TCLL: ASCE 710; Pf=25 0 psf (flat roof snow); Category Il; Exp B, Partially Exp., Ct=1.10 3) Unbalanced snow loads have been @nsidered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or '1.00 times flat roof load of 25.0 psf on overhangs non-concurent with other live loads. 5) This truss has been designed for a '10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a Iive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss lo truss connections. 8) Provide mechanicl connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 6 except 0t=lb) 2= 1 1 5. RENEWS:12t31t20 October 17,2019 SPACTNG- 2-O-O Plate Grip DOL 1 15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 csr. IC WB lvl atri x- [4 P o.25 o.07 000 DEFL. Vert(LL) Vert(CI) Hoz(CT) in (loc) 0.00 9 0.00 9-0.00 2 l/defl >999 >999 nla L/d 240 nla *fo WX;U{** - U*iy @4 i&reos$ss ,&i .q,{IAS JVl-:,mS #S ${JC ANt} lfl1Lrr*; l^ ! *d dt t}'j{d/v*a p**# *4*r;,r,11 SS:};)d# iJ$$ DesignvalidforuseonlywithMiTekconnectors Thisdesrgnisbasedonlyuponparametersshown,andisforanindividualbuildingcomponent Applicability of design paramenters and proper incorporalion of component is responsibility ol building designer - not truss designer Bracing shown is for lateral suppoil of individual web members only. Additional temporary bracing to insure stability during constuction is the responsibillity of the erector. Additiona permanentbracingoftheoverallstructureistheresponsibilityofthebuildingdesigner.Forgeneralguidanceregarding labncanon, quaiily conlrol, slorage, delivery, erection and bracing, consult ANSITP|I Qu8lity C]ibrla, DSB-89 8nd BCSII Building Component Ssfety ln omstion avarlable lrom Truss Plate lnstrlute, 583 D'Onofrio Drive, Nradison, wl 5371 I -,a ,ru theTRUSSco".rxc. lo', Tt" lBrrce wt4 I 1l I I lJob R.r"r"n"" 1047743 113017081NOPITCH Type (oplional) echert Custom Homes Truss Company (Eugene), Eugene,8 320 s Oct I 20 19 MiTek lD:2avwni0h0HgHxKD5KKVyUgysnsg mdtSFlG!clnCZBn 1-'10-0-2-0-o 2 0-0 iro{ - Scale = 1:15 5 43x4 ll 3 eoo l1t N 2 { 6 3x4 sx+ ll LOADING (psO TCLL 25.0 (Roof Snow=25.0)ICDL 8,0 BOLL O,O LUMBER- TQPCHORD 2x4DFNo2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud PLATES Mr20 GRIP 220t195 BRACING. TOP CHORD BOT CHORD Weight: 10 lb FT = 2oo/a Structuralwoodsheathingdirectlyappliedor2-0-0ocpurlins exceptendverticals Rigid ceiling directly applied or 10-0-0 oc bracing OftEGON 7'1 6t82 REACTIONS. (lblsize) 2--277 10-5-8, 5='1o/lrechanical Max Notz 2=62ltc 12) Max Uprift 2=-73(LC 8), 5=-24(LC 14) MaxGrcv 2=277(LC 1 ), 5=33(LC 4) FORCES. (lb) - Irax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. '1) Wnd: ASCE 7-10, Vult='120mph (3-second gust) Vasd=gsmph, TCDL=4 Spsf; BCDL=4.2psf; h=25ft; Cat. ll, Exp B, Enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed , end vertical left and right exposed, Lumber DOL='1 .60 plate grip DOL=1.60 2) TCLL: ASCE 7-10, Pf=25.0 psf (flat roofsnow), Category ll, Exp B, Partially Exp., Ct=1 10 3) This truss has been designed for greater of min roof live load of 1 6 0 psf or 1.00 times flat .oof load of 25.0 psf on overhangs non-concurent with other live loads. 4) This truss has been designed for a '1 0.0 psf bottom chord live load nonconcurrent with any other live loads 5) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding '1 00 lb uplift at joint(s) 2, 5. RENEWS:12t31t20 October 17,2019 SPAC|NG- 2-O-0 Plate Grip DOL 1 15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TPl20'14 csr. TC BC WB tu4 atrix- l\,1 P o.26 0.09 0.00 OEFL. Vert(LL) Vert(CI) Hoz(CT) in 0.00 0.00 ,0.00 (loc) I 9 2 l/defl >999 >999 nla L/d 360 240 nla Jfu fmrfil,i:.r;ai1-ds$*sS6s,w:wsddf$dilfd#I*:5*,q$t$11##&rtJ*;:#r.dllri(nliFisltliif*;F/1##l"d.i-;ctrs(F*a€tisf. Design valid for use only with MiTek connectors. This deslgn is based only upon parameters shown, and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of buildlng designer - not truss designer Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabil[y during construction is the responsibillity of the erector.Additionalpermanentbracingoftheoverallstructureistheresponsibilityofthebul]drlgqesigrlgrForgenqal_gurdancejgS-er,d]]lS... _ fabrication,quatitycontrot,storage,d;livery erectionandbracrng,consult ANSl/fPllQu8lilyCrib]h,DSBSgsndBCSllBuildingComponent Ssrety lntomslbn available from Truss Plate lnstilule, 583 D Onofflo Drrve, l\,4adison, Wl 53719 el/llvt,74re theTRUS$co"wc. il;' Job 5 FL= I r russ rype lcnaLr I lo" l1 Jl047743 Job fl:::: echert Custom Homes 113017082 Plv 1 (optional) The Truss Company -2-O4 6-0-0 120-0 14-O-O 3x4 4xB S€le = 1:33 7 6 eoo Fz 3x4 // 3xa ll 4x8 /z 7 3 3x4 :\ 3xa ll B 3 t: 14 13 12 '11 '10 I4x8 :\ 12-O-0 LOADING (psf) TCLL 25O (Roof Snow=25 0) TCDL 8 O BCLL O O LUMBER. TQP CHORD 2x4 DF No.2 BOI CHORD 2x4 DF No2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud PLATES MT2O GRIP 220t195 BRACING- TOP CHORD BOT CHORD Weight: 77 lb FI = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (tb/size) 2=610/0-3-8,8=610/0-3-8 lrax Horz 2=-104(LC 6) Max Uplift 2=-102(LC 8), 8=-102(LC 9) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-543151.3-4=469/73, 4-5=-489/98, 56=-495/96. 6-7=-473172,7-a=-548t51 BOT CHORD 2-14=01397.13-14=0/394, 12-13=0/390, 1'1-12=0/395, '10-11=0/399, a-10=ol4o2 WEBS 5-12=-75t421 NOTES. 'l) Wind: ASCE 7-lO; Vult=12omph (3-second gust) Vasd=gsmph, TCDL=4.8psf, BCDL=4 2psf, h=25ft, Cat. ll, Exp B, Enclosed, MWFRS (envelope) gable end zone; €ntilever left and right exposed , end vertical left and right exposed, Lumber DOL=1.60 plate grip DOL=1 60 2)Trussdesignedforwindtoadsintheplaneofthetrussonly Forstudsexposedtowind(nomaltotheface),seeStandardlndustryGableEndDetailsas appli€ble, or consult qualilied building designer as per ANSI/TPI 1 3) TCLLI ASCE 7-10, Pf=25.0 psf (flat roofsnow), Category ll; Exp B, Partially Exp., Ct=1.10 4) This truss has been designed lor greater of min roof live load of 16.0 psf or 1.OO times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otheMise indicated. 6) Gable studs spaed at 1-4-0 oc. 7) This truss has been designed lor a 1O.O psf bottom chord live load nonconcurent with any other live loads 8) * This truss has been designed for a live load of 2o.Opsf on the bottom chord an all areas where a rectangle 3$4 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanicl connection (by others) oftruss to bearang plate €pable ofwithstanding '100 lb uplift atloinl(s) except (Jt=lb) 2=102. 8=102. 1O)Nonotchesallowedinoverhangand2OO0Ofromleftendand2OOOOfromnghtendor12"alongrakefroms€rf,whicheverislarger. Minimuml5x4tieplates requiredat2-O-0o.c.maximumbetweenthestackingchords. Foredge-wisenotching,provideatleastonetieplatebetweeneachnotch. RENEWS: 12t31t20 October 17,2019 DEFL. vert(LL) Vert(CT) Hoz(CT) in -0 04 -0.06 0.01 (loc) 14 14 8 Udefl >999 nla Ud 360 240 nla SPAC|NG- 2-O-O Plate Grip DOL 1 15 LumberDOL 1 15 Rep Stress lncr YES Code lRC2015/TP12014 csr. TC WB Matnx-RH 0.30 0.46 0.14 1t16'82 OBEGON A theTRUSSco. txc. 4 2 W Rut.rc - VqW *lgt ,aanto/tr,,r dr.! AEAD ilOrES Ot T,llS Al@ NCLUO€O lllTEX REFERSiv6€ PA6 |LTTA BEF|RE tlsE' S ereclor fabrcation qua ly S8flty lntomslion and valid lor 1047743 D2 I rus9 I ype lcorron lo', lt', lgruce wiecrtert custom HomesW I tl t13017083 I lroo *"r"rence (opronar) lnc. Wed Oct 16 17:49:252019Company (Eugene)Eugene, -2-04 12 0-O 6 '1.5x4 ll 6-0-0 12-O-0 3x4 \\ Scale = 1:30.2 4x4 aoo li, 4 J 2 I: 5 3x4 // 6-0-0 4:O-1-1 LOADING (psf) rcLL 25.0 (Roof Snow=25.0)TCDL B,O BCLL O.O LUMBER- TQP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2WEBS 2x4 DF Stud PLATES MT2O GRIP 220t195 BRACING- IOP CHORD BOT CHORD Weight: 48 lb FI = 20% Structural wood sheathing directly appiied or 6-0-0 oc purlins Rigid ceiling directly applied or 1 0-0-0 oc bracing. REACTIONS. (lb/size) 2=61210-3-8,4=612/0-3-8 Max Hop 2=112(LC 7) lvlax uprift 2=-99(Lc 8), a=,99(LC 9) FORCES. (lb) - tulax Comp /lVax. Ten. - All forces 250 (lb) or less except when shown TOPCHORD 2-3=-552t77,3-4=-552t76 BOTCHORD 2$=01372, 4-6=Ot372 NOTES. '1) Wnd: ASCE 7-10, Vult=120mph (3-second gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2psf, h=2sft; Cat. ll, Exp B; Enclosed, MWFRS (envelope) gable end zone, €ntilever left and right exposed I end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL='1 60 2) TCLL: ASCE 7-10, Pf=25.0 psf(flat roofsnow); Category ll, Exp B, Partially Exp., Ct=1.10 3) This truss has been designed for greater of min roof live load of 1 6 0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads 4) This truss has been designed for a 10.0 psf bottom chord live load nonmncurrent with any other live loads. 5) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) oftruss to bearing plate capable ofwithstanding 100 lb uplift atjoint(s) 2, 4. RENEWS: 12t31t20 October 17,2019 SPAC|NG- 2-0.0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TPl20'14 cst. IU BC WB iMatrix-[4SH 032 0.25 007 DEFL. vert(LL) Vert(CT) Hoz(CT) in 0.03 -0 04 0.00 (loc) 6-9 6-12 4 l/defl >999 >999 nla L/d 360 240 nla 7t1 6182 lk *l.reltllr*'f*4C#i*4fiaw$w*eer*i?siq$Ssr?:S$l{;}rislllrlrr{:t#Sf$i-tl;-g{,i?Sl1{'lllil{s$f"{$6td&idf3$Si*6'flr$f Design valid for use only with l\.4iTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibilily of building designer - not truss designer. Eracrng shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ereclor. Additional permanent bracing of the overall sruclure is the responsibility of the building designer. For general guidance regarding fabrication, qualily control, storage, dalivery, erection and bracing, consull ANSYTPII OuElity CriEda, DSB89 8nd BCSI I Building Component SEfuty lnfomslion available from Ttuss Plate lnstitute, 583 D'Onofrio Drive. l/adison, Wl 53719. AlYl,E theTRU$$cc. u'.tc. 3 1047743 -2-O-O 1 1 -0-0 Fffi:. Supported Gabre lo', lt', lBruce Wiechert Custom Homesft | 11 113017084 i I lJob Rererence (optronat) Truss B,IGE 224-O 244-O 11{-0 ,nn- S€le = 1 41.7 4x4 J t.t-ldt aoo fiT I '10 6 5 11 29 rz4 3 13 14 15 I;o 3x43x427262524232019 18 3x6 = 17 '16 22-O-O LOADING (psf) TCLL 25.O (Roof Snow=25 0) TCDL BCLL PLATES lilT20 GRIP 220t195 8.0 0.0 ' LUMBER- TOP CHORD 2x4 DF No.2 BOTCHORD 2x4DFNo.2 BRACING- TOP CHORD BOT CHORD Weight: 100|b Ff = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 1 0-0-0 oc bracing OlHERS REACTIONS. 0b) 2x4 DF Stud All beanngs 22-0-0. Max Hoz 2=62(LC 14) MaxUplift All uplift'l00lborlessatjoint(s)23.24,25,26,27.21,20,18, 17, 16except2=-108(LC6),14.-117(LC7\ MaxGrav Allreactions25Olborlessatjoin(s)22,23.24,25.26,21,20,18,17except2=315(LC171,27'-25(lC1),16=296(LC1), 14=315(LC 18) FORCES. (lb) - Max Comp /Max Ten. - All forces 250 (lb) or less except when shown NOTES- '1) Vvind: ASCE 7-10; Vult=120mph (3-second gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2psf; h=25ft, Cat. ll, Exp B; Enclosed, MWFRS (envelope) gable end zone; cantilever left and right exposed , end vertical lett and right exposed; Lumber DOL='1.60 plate grip DOL=1.60 2)Trussdesignedforwindloadsintheplaneofthetrussonly. Forstudsexposedtowind(nomaltotheface),seeStandardlndustryGableEndDetailsas appli€ble, or @nsult qualified building designer as per ANSI/TPl 1. 3) TCLL ASCET-10; Pf=25.0psf (flatroof snw),Categoryll,ExpB,ParliallyExp;Q1=1 19 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 1 6.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otheMise indi€ted. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1 -4-0 oc. 9) This truss has been designed for a '10.0 psf bottom chord live load nonconcurrent with any other live loads 10) * This truss has been designed for a live load of 2o.Opsf on the bottom chord in all areas where a r&tangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 11) Provide mechanical connection (by others) oftruss to bearing plate capable ofwithstanding 100 lb uplift atjoint(s)23,24,25,26,27,21,20, 18, 17, 16 except tt=tb),2=1oe, fi=117 RENEWS: 't2t31t20 October 17,2019 SPAC|NG- 2-0-0 Plate Grip DOL 'l 15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 cst. TC BC WB Matnx-SH o.25 o.12 0.05 OEFL. vert(LL) Vert(CI) Hou(CT) in 0.01 0.01 0.00 (loc) 15 15 14 l/defl Udnt 12onh 90 nla nla 7'1 6'82 il WenSSWe - Vnig tuign pana**a and P&4D,VOIES Of IrrS AND ll.tCLUD€D MtfEK REF€RENCE PACE Mll-7473 SEFOqE LiSE. Design valid for use onty with MiTek connectors. This design as based only upon parameters shown, and is for an individual bualding component. Appticabitiry of desiqn piramenters and proper incorporation of component as responsibiliiy of buildang designer - not truss designer. Bracing shown isfortateraisupporiofindividualwebmimbersonly. Additionaltemporarybracingtoansurestabilityduringconstructionistheresponsibillityofthe erector Addrtronat permanent bracing ol the ove,all structure rs the responsibility of the building desrgner For general gurdance reqar.djl1g_ .. _ tabncaron. ouatrv contot. sroraqe. ditrvery erection and bracrnq, consun ANS|IIPII Oulry Cdbt|a, DSB49 and BCSI1 Bladh[ Compoffil Slhfy lnfumrioi available lrbm Truss plale Insllule. 583 D 0nokro Drive. t!'ladrson wl 53/19 A theTRUSSco.tNc. lob 8 7 2 Job lrruss t,, lrruss lype lcorron I lo', l"', lBruce Wiechert Custom Homes[r I rl 11301708s I I lJob Referene rootronar) J1047743 The 8.320 s Ocl 9 2019 l/iTek lnduslries, lnc Wed Oct 16 17:49:'13 2019 Page 1 lD:2avwni0h0HgHxKD5KKVyUgySnsg.A-x'l AJW5hvS0Cu2iAwNI KblikKyMz?flh4ioSal yySmMK -2-04 5-1 0-1 4 1 1 -0-0 4x5 4 Scale = '1 :41.7 7 noo fiT 1.5x4 \\1.5x4 2 5 6 3 I;o 10 98 JXO - 3x4 = 3x4 JXC -3x5 144-12 7-74 LOADING (psf) TCtL 250 (Roof Snow=25.0) PLATES l\ilT20 GRIP 220t195 TCDL BCLL 80 0.0 ' LUMBER. ToP CHORD 2x4 DF No.2 BOr CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING- TOP CHORD BOT CHORD Weight: 87 lb FT = 2O'/o Structural wood sheathing directly applied or 4-1-2 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lblsize) 2=1O12lO-5-8, 6=1 01 2/0-5-8 iilax Hoz 2=62(LC 14) Max Uprifl 2=-203(LC 6), 6=-203(LC 7) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-2063t291. 3-4= -17 981246. 4-5='17981246, 5$= -20631291 BOI CHORD 2-1 0=-25911 91 5, 8-1 0=-'1 1 3/1 288, 6-8=-203/1 9'1 5 WEBS 4-A=-771610.5-8=472h55.4'10=-771610,3-10=4721155 NOTES- 1)Wnd:ASCE7-10;Vult=12Omph(3-secondgust)Vasd=gsmph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat ll;ExpB;Enclosed,iilVVFRS(envelope)gableend zone; mntilever left and right exposed , end vertical lelt and right exposed, Lumber DoL=1.60 plate grip DOL=1 60 2) TCLL: ASCE 7-1O, Pf=25 0 psf (flat roof snow), Category ll; Exp B, Partially Exp. Ct=1 10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1 OO times flat roof load of 25.0 psf on overhangs non-concurent with other live loads. 5) This truss has been designed for a 1O.O psf bottom chord live load nonconcurent with any other live loads. 6) 'This truss has been designed for a live Ioad of 2o.Opsf on the bottom chord in all areas where a retangle 3$-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7) provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplitt at joint(s) except (Jt=lb) 2=203, 6=203 RENEWS: 12t3'1t20 October 17,2019 Matrix-l\rsH csr. TC BC WB 0.40 0.49 020 DEFL. Vert(LL) Vert(CT) Hoz(CT) in -0.1 1 -0.18 005 (loc) 8-'10 8-'10 6 l/defl >999 ola Ud 360 240 nla SPAC|NG- 2-0-O Plate Grip DOL 1 15 Lumber DOL I 15 Rep Stress lncr YES Code lRC2015/TP12014 7tl6'82 A theTRUSSco.tNc. 3 2 shown of the Component theTRUS$co. INc. I PI.ATE LOCATION AND ORIENTATION ' Plac location details available in MlTek Z)t120 softrrvam or upon l€gu€st ISTERAL BRACI NG LOCATION lndicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. lndusry SEndards: ANSI/TPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI 1: Building Component Safety lnformation, Guide to Good Practice for Handling, Symbols PISTE SIZE 4x4 BEARING g-1 d' 1 For 4 x2 orientation, locate plates 0- lrrs" from outside edge of truss. lndicates location where bearings (supports) occur. lcons vary but reaction section indicates joint number where bearings occur. This symbol indicates the required direction of slots in connector plates. The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. lnstalling & Bracing of Metal Plate Connected Wood Trusses. C] WEBS =B Numbering System ,A ,Ggneral $afety Notes | 6-a-8 t dlmenslons shown ln ft.ln.slxt€enths ;ailure to Fo,low Could Cause Property Damage or Personal lnjury (Drawings not to scale) 1, nldil,onal stabiltty braqirig,for truss system, e.g. d,Jgc.rJl orX-braring,';alvays required. See BCS|1. 2 T-uss I racing nlj:tbe lesrgned by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, l, or Eliminator bracing should be considered. 3. Nevcr exc?ec ttre de.ign loading shown and never stack l,ratLnJls or. i radequately 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 lo bear tightly against each other. 2 TOP CHORDS B JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWSE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-13s2, ER-5243, 96048, 9730, 95-43, 96-31, 9667A NER-487, NER-561 951 10. 84-32, 96-67, ER-3901,94324 O 2006 MiTek@ All Rights Reserved 6. Place plates on each face of truss al each joint and embed fully. Knots and wane at ioint locations are regulated by ANSUTPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPl 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed .l9o/o at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber 1 0. Camber is a non-structural consideration and is lhe responsibility of truss fabricator. General practice is to camber for dead load deflection. 1 1. Plate lype, size, orienlation and location dimensions indicated are minimum plating requirements. 1 2. Lumber used shall be of the species and size, and in all respects, equal to or better than thal specified. 13. Top chords musl be sheathed or purlins provided at spacing indicated on design. 14. Boltom chords require lateral bracing at l0 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 1 5. Connections not shown are the responsibility of olhers. 16. Do not cut or aller truss member or plate without prior approval of an engineer. 17. lnstall and load vertically unless indicated otherwise. 1 8. Use of green or treated lumber may pose unacceptable environmenlal, health or performance risks. Consull with projecl engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufflcient. 20. Design assumes manufaclure in accordance with ANSI/TPI 1 Qualily Criteria. 4 otro =O o_oF ltr - IoF DS q67 l-l-T L 1