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Home My WebLink AboutPermit Building 2019-12-04OREGON web Address: www.springfield-or. gov Building Permit Residential 1 & 2 Fam Dwelling (New Only) Permit Number: 811-19-OO24a7 -DWL IVR Number: 811042555811 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR97477 54t-726-3753 Email Address : permitcenter@springfield-or.9ov SPRINGFIELD ti Permit Issued: December 04,2OL9 Category of Construction: Single Family Dwelling Calculated Job Value: $230,922.88 Description of Work: New SFD Lot 2 SAME AS 4211 Horace Type of Work: New Worksite Address 4250 HORACE ST Springfield, OR 97478 Parcel 1802052406302 Owner: Address: BRUCE WIECHERT CUSTOM HOMES INC 3073 SKWIEW LN EUGENE, OR 97405 Business Name BRUCE WIECHERT CUSTOM HOMES INC - Primary OREGON CUSTOM PLUMBING INC COMFORT FLOW HEATING CO L&EELECTRICINC License CCB ccB ccB ccB License Number LOL7t7 19 1 104 460 105475 Phone 541-686-9458 541-434-tt46 541-726-0100 541-933-2598 Permits expire if work is not started within 18O 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 type of work will be complied with whether specified herein or not. Granting of a permit does not presume to glve authority to violate or cancel the provisions of any other state or local law regulating construction or the performance of construction. ATTEilTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-OO!-OO10 throuCh OAR 952-OO1-OO9O. You may obtain copies of the rules by calling the Center at (503) 232-L987, All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 7O!.O1O (Structural/Mechanical), ORS 479.540 (Electrical), and ORS 693.O10-O20 (Plumbing). printed on: 1214/19 Page 1 of 5 C:\myReports/reports//production/01 STANDARD i .r&- TYPE OF WORK JOB SITE INFORTTIATION LICE NSED PROFESSIONAL IN FORIIIATION PENDING INSPECTIONS Permit Number: 811-19-OO2487-DWL Inspection 2999 Final Mechanical 3999 Final Plumbing 4999 Final Electrical 9504 Curbcut - Standard 9508 Sidewalk 1530 Exterior Shearwall 2300 Rough Mechanical 3 170 Underfloor Plumbing 4500 Rough Electrical LOZO ZoninglSetbacks 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 3500 Rough Plumbing 3620 Backflow Device 3650 Shower Pan 4000 Temporary Power Service 4220 Electrical Service 1260 Framing Page 2 of 5 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 Pending 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 1_2 Famdwell Printed oni 7214/79 Page 2 of 5 C:\myReports/reports//prcduction/01 STANDARD SCHEDULING INSPECTIONS Permit Number: 81 1-19-002487-DWL Various inspections are minimally required on each project and ofiten dependent on the scope of work. Contact the issuing jurisdiction indicated on the permit to determine required inspections for this project. Schedule or track inspections at www.buildingpermits.oregon.gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811042555811 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store Printed on: 1214/19 Page 3 of 5 C : \myReports/reports//prcduction/01 STAN DARD Page 3 of 5 Permit Number: 81 1-19-O02487-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 Plan Review - Major, City Single Family Residence - Baths Address assignment - each new or change requested externally, per each SDC: Improvement Cost - Storm Drainage 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 - Storm Drainage SDC: Reimbursement Cost - Local Wastewater SDC: Improvement Cost - Local Wastewater SDC: Reimbursement - Transportation SDC SDC: Improvement - Transportation SDC SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 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 - Elec (l2o/o of applicable fees) State of Oregon Surcharge - Mech (l2o/o of applicable fees) State of Oregon Surcharge - Bldg (t2o/o of applicable fees) State of Oregon Surcharge - Plumb (L2o/o of applicable fees) Quantity 2158 1 1 1 1 4 1 3 1 1 3 1 1113.91 89.48 190.09 330.84 94.06 10 22.82 1620.85 767.25 4433 2183.74 190.06 36Lt.72 135.93 2158 1 Total Fees Fee Amount $294.00 $170.08 $19.00 $ 13.00 $ 19.00 $23.00 $9'00 $19.00 $39.00 $19.00 $2s 1.00 $613.00 $s4.00 $ 1, 113.91 $89.48 $ 190.09 $330.84 $94.06 $ 10.00 $22.82 $ 1,620.85 $767.2s $4,433.00 $2,L83.74 $ 190.06 $3,611.72 $ 13s.93 $ 129.48 $338.00 $ 1,691.56 $3,805.00 $3 s.28 $19.20 $202.99 $73.s6 $22,630.90 1 Printed oni 1214/19 Page 4 of 5 C | \myReports/reports//production/0 1 STAN DARD PERMIT FEES VALUATION INFORMATION Permit Number: 81 1-19-O02487-DWL Occupancy Type R-3 1&2family U Utility, misc. U Utility, misc. - half rate Unit Amount t,674.00 484.OO 96.00 Unit Cost $L22.46 $48.73 $24.37 Page 5 of 5 Job Value $204,998.O4 $23,585.32 $2,339.52 Construction Type VB VB VB Ptinted oil L2l4ll9 Unit Sq Ft Sq Ft Sq Ft Page 5 of 5 Total Job Value:$230,922.88 C: \myReports/reports//production/01 STANDARD SPRINGIIELD nfr OREGON www.springf ield-or. gov Worksite address: 4250 HORACE ST, Springfield, OR 97478 Parcel: 1 802052406302 Transaction Receipt 811-19{02487-DWL IVR Number: 81 104255581 I Receipt Number: 473181 Receipt Date:1214119 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 54L-726-3753 permitcenter@spri n gfi eld -or. gov Transaction Units date 't2t4t19 1.00 Ea 1214t',t9 2,158.00 SqFt 't2t4t19 3.00 Oty 1214t19 '1 .00 Ea 12t4t19 1.00 Ea '1214t19 1.00 Ea 12t4t19 1.00 Ea 't.00 Ea 12t4t19 3.00 Ea 12t41',t9 1.00 Ea 1214t19 4.00 Oty 12t4t19 1.00 Ea 12t41',tg 1.00 Ea 12t4t19 1.00 Ea Description Structural building permit fee Residential wiring Ventilation fan connected to single duct Clothes dryer exhaust Gas fuel piping outlets State of Oregon Surcharge - Elec (12olo of applicable fees) State of Oregon Surcharge - Mech (12o/o ot applicable fees) State of Oregon Surcharge - Plumb (12o/o ol applicrble fees) 224 -00000 -425602- I 030 224-00000-4261 02- 1 033 224-00000-425604- 1 03 1 224-00000425604-'l 03'l 224-00000 -425604- 1 03 1 821 -00000-21 5004-0000 821 -00000-21 5004-0000 821 -00000-21 5004-0000 Single Family Residence - Baths 224-00000-425603- 1 034 Furnace - up to 100,000 BTU 224 -OOOO0 - 425804- 1 0 3 1 Air conditioner 224-00000-425604- I 031 Decorative gas fi replace 224-00000-425604- 1 03 1 Water heater 224 -OOOO0 - 42 5604- 1 0 3 1 Rangehood/otherkitchenequipment 224-00000-425604-1031 Fees Paid Account code Fee amount $1,691.56 $294.00 $613.00 $23.00 $19.00 $19.00 $19.00 $19.00 $39.00 $13.00 $9.00 $35.28 $19.20 Paid amount $1,691.56 $294.00 $613.00 $23.00 $19.00 $19.00 $19.00 $19.00 $39.00 $13.00 $9.00 $35.28 $19.20 $73.56 Printed: 1214/19 9:20 am Page 1 of 3 $73.56 F I N_Tra nsaction Receipt_pr h \u '1214t19 Transaction Receipt 811-19-002487-DWL Receipt number: 473181 Transaction Units date 1214119 1.00 Ea 12t4t19 12t4t19 12t4t19 12t4t19 12t4t19 190.06 Amount 12t4t19 't214119 1214t19 1,620.85 Amoun SDC: lmprovement Cost - MWMC Regional Wastewater SDC Fees Paid Account code 821 -00000-21 5004-0000 61 7-00000-448029-8800 61 7-00000-448028-8800 61 1 -00000-448024-8800 61 1 -00000-448025-8800 434-00000-448026-8800 434-00000-448027-8800 433-00000-448024-881 0 433-00000-448025-88 1 0 433-00000-426607-881 0 71 9-00000-426604-8800 7 1 9-00000-426604-8800 1 00-00000-425002-'t 039 224 -00000 - 4256 02-0000 204-00000-425605-0000 Description State of Oregon Surcharge - Bldg (12o/o of applicable fees) 767.25 Amount SDC: Reimbursement Cost - Storm Drainage 1 ,'1 13.91 Amoun SDC: lmprovement Cost - Storm Drainage 4,433.00 Amoun SDC: Reimbursement Cost - Local Wastewater 2,183.74 Amoun SDC: lmprovement Cost - Local Wastewater Fee amount $202.99 $767.25 $1,113.91 $4,433.00 $2,183.74 $190.06 $3,611.72 $135.93 $1,620.85 $22.82 $10.00 $94.06 $330.84 $190.09 $89.48 $251.00 $54.00 Paid amount $202.99 $767.2s $1 ,I 13.91 $4,433.00 $2,183.74 $1 90 06 $3,611.72 $135.93 $1,620.85 $22.82 $10.00 $94.06 $330.84 $190.09 $89.48 $251.00 $54.00 $170.08 SDC: Reimbursement - Transportation SDC 3,611.72 Amoun SDC: lmprovement - Transportation SDC '135.93 Amount SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 12t4t19 '10.00 Amount SDC: Administrative Fee - M\ AIC Regional Wastewater SDC 61 1 -00000-426604-8800 1214t19 94.06 Amount SDC: Total Storm Administration Fee 719-00000-426604-8800 12t4t19 330.84 Amount SDC: Total Sewer Administration Fee 719-00000-426604-8800 't214t19 190.09 Amount 12t4t19 22.82 Amounl 12t4t19 89.48 Amount 1214t',t9 1.00 Ea 't214119 1.00 Ea SDC: Compliance Cost - MWMC Regional Wastewater SDC SDC: Total Transportation Administration Fee SDC: Total MWMC Administration Fee - Local Plan Review - Major, City Address assignment - each new or change requested externally, per each 1214t19 1.00 Automatic Technology Fee Printed: 12l4/19 9:20 am Page 2 of 3 $170.08 F I N_Tra nsaction Receipt_pr Transaction Receipt 8l I -19-002487-DWL Receipt number: 473181 Transaction date 12t4t19 1.00 Qty 12t4t19 2,158.00 SqFt Units Description Fees Paid Account code Wllamalane fees - Single Family Detached, per unit Fire SDC - New Res Construction Sq Ft fee - enter sq ftg 82 1 -00000-2 1 5023-0000 1 00-00000-424005-1 091 Fee amount $3,805.00 $129.48 Paid amount $3,805.00 $129.48 Payment Method: Credit card authorization: 09332d Transaction Comment: via phone Payment Method: Check number: 31847 Payer: BRUCE WIECHERT CUSTOM HOMES INC Payer: BRUCE WECHERT CUSTOM HOMES INC Payment Amount: Payment Amount: $9,500.00 $'12,752.90 Cashier: Katrina Anderson Receipt Total:$22,292.90 Printed: 1214/19 9:20 am Page 3 of 3 Fl N_Transaction Receipt_pr Crry on SpRnqcFIELD, oREGoN Structural Permit Application 225 Fifth Street I Springfield, OR 97477. PH(541)726-3753 . fiAe- a-s l Ltt llt gcu* OtL t/^ OA ru#r This permit is issued under OAR 918{60-0030. Permits expire if work is not started within 180 days of suspended for I80 days. FAX(54t )72&3689 L-,*Y 7 a\ or if work is Eb 0 DEPARTMENT USE ONLY Permit no.: H,00 I'{Ba tl Date: \ [Ll lq FEE SCHEDULE l. Veluation informetion (a) Job description: Occupancy Constmction gpe:I Squarefeet:e-1 EB ltft.{"qeLt aCost per square foot: Other information: Type of Heat: Energr Path: I new flalteration I addition (b) Foundation-only pcrmit? E Ycs E No Total valuation:$23,,qLL 2. Building fees (a) Permit fee (use valuation table):s ft) Investigative fee (equal to [2a]):$ (c) Reinspection ($ perhour): (number ofhours x fee per hour)$ $(d) Enter l2% surcharge (.l2xl2a+2b+2c)): (e) Subtotel of fees rbove (2a through 2d):$ 3. Plan review fees (a) PIan rcview (65% x pcrmit fcc [2a]):s 119 -r:o (b) Fire and life safety (65% x pcrmit fee [2a]):$ (c) Subtotal of fees above (3a rnd 3b):s33€.oo 4. Miscellaneous fees (a) Seismic fee, l%o (.01 x permit fee [2a]):s (b) Tech fee,5Yo (.05 x permit fee[2a]+PR fee [3c])$ I'OTAL fees and surcharges (2rr3c+4a+b):sAl^* LOCAL GOVERNMENT APPROVAL This project has final land-use approval. Signature:Date: This project has DEQ approval. Signature:Date: Zoning approval verified: EI Yes E No Property is within flood plain: I Yes f] No CATEGORY OF CONSTRUCTION I Govemmert I Commercial JOB SITE INFORMATION AND LOCATION Job site address:folracc citv: JpFrJ srate:0 (u-ZIP: eaSubdivision:l-otno; /- Reference:Taxlot: PROPERW OWNER Name: BW C t\ Address:$ o1 3 S t-u tt, (u citv: {J\€-tn(-Slxe:o tU ZrP:fl jc, ptone:5YHb ob S-oSO Fax: tTSt,rv L?E-mail:t t Building Owner or Owner's agent authorizing this application: Sign here: fl This instaltation is being made on residential or farm property owned by me or a member of my immediate family, and is exerupt from licensing requirenrnts under ORS 701.010. ALLATIONCONTRACTOR Business name:-\x\sfAddress: City:Statc:ZIP: Phone:Fax: E-rnail: CCB license no.:ol () Print name:J€vtClt-et sisrature: CrU lrri-- SUB.CONTRACTOR INFORMATION Name CCB License #Phone ElectricalL+6 Plumbing Ovc C,.lSf-p- 0lr*b,a\ Mechenicel C"*Orl flo"J Last cdited 5-5-2019 BJones ft MResidential CITY OF SPRINGFIELD, OREGON tion 225 rifl5 SMoSpring[el4 OR 947 oPg(3t1F2537s].FAx(s4lr7u;-;l6a9 This permit is issued under OAR 9lt-309{m00. permits are nontransferable. Permits expire if work is not started within lEO days ofissuanee or ifwork is suspended for 180 days. Hrn LOCAL GOVERNMENT APPROVAL _ Znr.trrg approval verifi ed?flYes Erqo CATEGORY OF CONSTRUCTION dResidential EGovemment I Commercial JOB SITE INFORMATION AND LOCATION Job site address: city' S0a.rio&jj-z State: Q ZD: r"r"i"o"[,V Tadot:&oJO2 DESCRIPTION OF PROPERTY Name: Address: Crty:State:ZIP: Phone Fax: E-mail: This installation is being made on residential or farm property owned bv me or a mem6er of my immediate family. This propertyis not intended for sale, exchange, tease, or rent. OAR 479.540(1) and 479.560(1). Signature: CONTRACTOR Businessoame,Ll tr El -acScrc Address:a C) N4S city:6OGtd Statc:O{-<(ZP:<t-1u{18 moacSL{l- 5zl-1116 F*5\1-933 -a5"tt, E-mail:I ar>|. LL1rv1 CCB license m., \ Ob ql5 BCD liccnseno.t 2O '?e3 '11-(- Print name of ofsigning supervisor: FEE SCHEDULE Number ofinspcctions Per item ( )Qtv.Cost ea.cost Rcsldential, pcr uoit, servicc lnduded: 1,000 sq. ft. or less (4)$1E6.00 $ Each additional 500 sq. ft. or portion thereof s36.00 $ Limited energy (2)${4.00 $ Each manufactured home or modular dwelling service or feeder (2)$E9.00 $ Services or feedetr: insallation, alteration, relmation 20O amps or less (2)s112.00 $ 201 to z()O mps (2)$r31.00 $ 401 to 600 arnps (2)$221.00 $ 601 to 1,000 arnps (2)$2A5.00 $ Over l,O0O amPs or volts (2)$55,r.00 $ Recoonect only (2)$E9.00 $ Temporary sclvices or fced ersz installation, alteration, relocation 2@ amps or less (2)$E9.00 $ 201 to,lO0 amps (2)$122.00 $ 4Ol to 500 amps (2)$177.00 $ Over 6010 mps or 1,000 volts, see services or feeders section above Bnnch clrculbz ne'w, alletdion &ension Wr par@l a Fee for b,ranch cirorits with purchase ofa service or feeder fee: Each brmch circuit $t.00 $ b. Fee for branch circuis without purchase ofa service or feeder fee: First brandr circuit (2)$t9.00 $ Each additional branch circuit $E.00 S Mlsc.cllaneous fc€s: service orJeeder not included Each pump or irrigation circle (2)$E9.00 $ Each sign or outline ligbting (2)s89.00 $ Sigrd circuit or a limited-energy panel, alteration, or extension (2)389.00 $ Eech addltional lnsPection: (1)$r(n.00 $ usE (A) Enter subtotal of above fees (Minimum Pcrmlt Fce $1O2-{X)) $ @) Enter l27o surchargs (.12 x [A])$ (C) Techoolog Fee (5% of[A])$ TOTAL fees aad surchrges (A throueh D):$ DEPARTiIIENT USE ONLY Permir no.: \q -0M t{ 8? -, Date: t\l gl?-ol1 Lsst editcd 7/1/2019 Blorcs Electrical Permit ) iTALLATION Sisninc supewisor's license no.: t-{ t EA De-n Ovden f .l f)rn,A, vlt^ DEPARTMENT SPRINGFIELD OREGON www. springfi eld-or. gov Worksite address: 4250 HORACE ST, Springfield, OR 97478 Parcel: 1802052406302 Transaction Receipt 811-19-002487-DWL Receipt Number: 472912 Receipt Date: 11/6/19 b City of Springfield Development and Public Works 225 Fifth Street Springfield, OR97477 541-726-3753 permitcenter@springfi 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:'1116/'19 12:10 pm Page 1 of 1 F I N_Transaction Receipt_pr ll^r JOURNALORJOB NUMBER: NAME OR COMPANY: T,OCATION: TAX I,OT NUMBER: DEVET,OPMENT TYPE: NEW DWELLING I.]NITS IMPERVIOUS AREA I. STORM DRAINAGE DIRECT RUNOFF TO CITY STORM SYSTEM A. REIMBURSEMENT COST IMPERVIOUS S.F. CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET l9-002487-DWL BRUCE WEICT{ERT CUSTOM HOMES 4250 HORACE ST 18020s2406302 Residence ITEM 2 TOTAL - CITY SANITARY SEWER SDC A. REIMBURSEMENT COST: ADT TRIP RATE 9.57 2317.00 ITEM I TOTAL. STORM DRAINAGE SDC 2. SANITARY SEWER - CITY A. REIMBURSEMENT COST: NUMBER OF DFLI's 26 B. IMPROVEMENT COST: NUMBER OF DFI,,]'S 26 x B. IMPROVEMENT COST: ADT TRIP RATE 9.57 ITEM 3 TOTAL. TRANSPORTATION SDC 4. SANITARY SEWER. MWMC A. REIMBURSEMENTCOST: NUMBER OF FET-]'S I B. IMPROVEMENT COST: NUMBER OF FEI-l"s I C. COMPLIANCE COST: 2317.00 B. IMPROVEMENT COST IMPERVIOUS S.F. COST PER S.F. $0.301 COST PER S.F. $0.437 COST PER DFU $170.50 COST PER Dzu $83.99 NUMBEROFUNITS I NI IMBER OF TINITS I COST PER FEU $ l 3s.93 COST PER FEU $1,620.85 COST PER FEU (,, R' ADM. FEE RATE 5% AREA DRAINING TO DRYWEII 0 COST PER TRIP I 9.86 COST PER TRIP $377.40 $3,E01.78 $1,789.60 CHARGE $695.91 CHARGE $697.42 CHARGE $1,012.53 NEW TRIP FACTOR 1.00 NEW TRIP FACTOR l.00 x x x x x x xx xx x x NUMBER OF FEU's I MWMC CREDIT IFAPPLICABLE (SEE REVERSE) MWMC ADMINISTRATIVE FEE ITEM 4 TOTAL. MWMC SANITARY SEWER SDC SUBToTAL (ADD ITEMS 1,2,3, & 4) x TOTAL STORM ADMINISTRATION FEE TOTAL SEWER ADMINISTRATION FEE: TOTAL TRANSPORTATION ADMINISTRATION FEE: TOTAL MWMC ADMIMSTRATION FEE. LOCAL 0 ,709.95 LOT SIZEISIZE MAX45% s697.42 74 $r3s.93 $1,620.85 s22.82 330.84 $89.48 $r4,613.9E l09l t092 1093 1094 I 055 1054 1056 E)H U tr.)F an U IJ.Id, 079 077 078 IE@ S1]BTOTAL 8.07 PREPARED BY Steven Petersen DATE llt25t20l9 TOTAL SDC CHARGES DRAINAGE FIXTURE UNIT CALCULATION TABLE NUMBER OF NEW FXTURES x TINIT EQUIVAIENT : DRAINAGE FIXTURE UNITS FOR CAI.CUI-A.TE ONLY THE NET ADDITIONAL NO. OF FIXTURES LINIT FIXTURE TYPE NEW OLD ALENT MISCELLANEOUS DFU TYPE NUMBEROF EDU'S TOTAL DRAINAGE FIXTURE UNITS lsa toa unit set at I 67 MWMC CREDIT CALCULATION TABLE: BASED ON COUNTY ASSESSED VALUE 20 DRAINAGE FIXTURE LINITS 0 2 1979 TEDU $5.29 $5.19 $5.12 $4.98 $4.80 $4.63 $4.40 $4.07 $3.67 $3.22 $2.73 $2.25 $1.80 IS LAND ELGIBLE FOR ANNEXATION CREDIT? (Enter 1 for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? (Enter I for Yes, 2 for No) BASE YEAR CREDIT FOR LAND (IF APPLICABLE) 2 VALUE / lOOO $0.00 CREDIT RATE $s.29x CREDIT FOR IMPROVEMENT OF AFTER ANNEXATION) VALUE / 1OOO CREDIT RATE $0.00 x $5.29 TOTAL MWMC CREDIT$1.59 $1.45 $1.2s $1.0s $0.e2 $0.72 $0.48 $0.28 $o.og $0.05 BATHTUB I 0 3 3 DRINKING FOLINTAIN 0 0 1 0 0 0 3 0FLOORDRAIN 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 3 3CLOTHESWASHER / MOP SINK 1 0 0 0 6 0CLOTHESWASHER- 3 ORMORE (EA) MOBILE HOME PARK TRAP (1 PER TRAILER)0 0 12 0 0 1 0RECEPTOR FOR REFRIG i WATER STATION / ETC.0 RECEPTOR FOR COM. SINK / DISHWASHER / ETC.1 0 3 3 SHOWER, SINGLE STALL 1 0 2 2 0 0 2 0SHOWER, GANG (NLIMBER OF HEADS) SINK: COMMERCIAL/RESIDENTIAL KITCHEN 1 0 3 3 0 2 0SINK: COMMERCIAL BAR 0 0 0 2 0SINK: WASH BASIN/DOUBLE LAVATORY SINK: SINGLE LAVATORY/RESIDENTIAL BAR 3 0 1 3 0 5 0URINAL, STALL/WALL 0 0 0 6 0TOILET, PUBLIC INSTALLATION TOILET. PRIVATE INSTALLATION 3 0 3 I YEAR ANNEXED CREDIT 1,000 ASSESSED VALUE BEFORE 1979 1979 l 980 1981 1982 1983 1984 1985 1986 1987 1988 01989 I 990 1991 1992 1993 1994 1995 1996 1997 1998 1999 2000 2001 Aepttrair rt- tE NrE frc-.< Fr\ g*4ctR-E g ENEBGY EFFICIENCY TABLE N1101.1(2) ADDITIONAL MEASUFES For SI: I square foot = 0.093 m2, I watt per squaro foot = I 0.8 \wm2, a. Appliances located within tlo building thermal envelope shall have sealed combustion air installed. Combustion air shall be ducted directly from the outdoors. b. All ductjoints aud searns sealed with listed mastic; tapo is olly allowcd at appliarrce or cquipment conuections (for service aud replacement), Mect sealing criteria olPerformance Tesled Comfort Systenn program adnrinistered by lhe Bonneville Power Administration @PA). c. Residential water heaters less than 55 gallon storogo volume. d. A total of 5 percent of an HVAC system's ductwork shall be permitted to be located outside of the conditioned space, Ducts located outside the conditioned space shall havc insulation installed as required in this code. e, Thsmaximumvaultedceilingsurfaceareashallnotb6greaterthan50perccntofahetotalheatedspacelloorareaunlcssvaulledareahasaU-factornogreater than U-0.026. f. Continuous air barrier. Additional rcquirement for sealing of all interior vertical wall covering to top plate framing. Sealing with foarn gasket, caulk or other approved sealant listed for sealing wall covering material to structural nraterial (example: gypsum board to rvood slud framing). g. Tabio NllM.l(I) Standnrd base case design, Code UA shall bc at least 8 percent less &alr lhe Proposed UA, Buildings with fenestration lcss than 15 percent of tbo lotal vertical wall area rnay adjust thc Code UA to have 15 percent of the wall area as fenestration. HIgh elllciency srallsI Exterior lvalls-U-0.M5/R-21 cavity insulation + R-5 coltinuous Upgraded features 2 Exterior walls-U-0,057/R-23 intermediale orR-21 advanced, Fraured fl oors-U-0.026/R-38, and \Yindows-U'0.28 (averagc UA) Upgtaded fealures 3 Exterior rvalls-U-0,055/Il-23 intermediate or R-2 t advanced, Flat ceilingc-U-0.017/R-60, and Framed fl oors-U-O.026/R-38 Supsr lnsulaled Wlndorys and Altio OR Framed Floors 4 Windorvs--lJ-O.22 (Triple Pane Low-e), and FIat eeiling'-U-0.017/R-60 or Framed fl oors-U-0.026/ft-3 8 Air sealing home and ducls 5 Maudatory air sealing of atl wall coverings at top plate and atr sealing checklistf, and I{echanical whole-building ventilation system rith rates meeting Ir{1503 or ASTIRAE 62.2, and All ducls and air haudlers contained rvilhin building envclopeo or All ducts sealed with masficb High elflclency lhermal envelope UAq oo oGo =oco ooIo g ut 6 Proposed UA is 87o lower than lhe cods UA A Gas-fired furnace or boller AFUB 947o, or Air source heat puurp HSPF 9,5/15.0 SEER cooling, or Ground source heat pump COP 3,5 or Erergy Starrated High offlclency HVAC systoms Ducled HVAC syslems r,?llhln condllloned space B All ducs and air trandlers contained within building enrrlopod Cotrtto! be contbirtd wilh A[easure 5 Ductless heat pump C Ductless hcat pump HSPF I0.0 in primary zone of dwellihg High elficlency water heateP o o(!o = D Natural Electric gas/propane water heater with UEF 0.85 OR heat pump water heater Tier I Northem Clirnate Specificatlon Product 2017 OBEGON RESIDENTIAL SPECIALTY CODE 435 I 1120 Arthur Street Eugene, Oregon9T4OZ Office:541-357-5532 Cell: 541'556-1248 A m mon@WoodChuckEngineeri ng.com November 6,2019 Proiect:19.298 lJruce 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 Description Pages Shearwall plans Design criteria and seismic response Lateral load calculations Framing and foundation analysis Connections DESIGN CRITERIA Roof Dead Load = 15 psf Floor Dead Load = 1.2 psf Roof Live Load = 25 psf (Snow) Floor Live Load = 40 psf V,11,L20-mph [3-second gust) I": 1.0 Site Class: D fdefault) Soil Bearing: 1500-psf Seismic Category: D S,: 0.702 Sr: 0.401 Sos: 0.58 ASCE 7-16, 2014 OSSC fbased on 2012 IBC) 'Ihank you for the opportunity to be of service. Please call if you have any questicns. - - Respectfully, L-2 3-7 B-1,4 1.5-41, 42 ( by Chuck Du . ault d-""--1"4 PRo IN tlJ 65476PE /*"t\.--z; 11 , Ammon Luke, E.l.T. WoodChuck Engineering 08'00' )ires:12-31-19 C WoodllVorks@ $hearwal ls llVoadworks& Shearwalls'l 1.1 1036-134342-1035 BB3 103.6 479- t347 :Grp 1 c&c2811 1Aa SOFTWARE FOR WOOD DE$IGN qn 1 A-4:Grp 1 62.2 Oct. 24, 20'tr9 08:45:1706 linal"wsw Level 1 of 2 L .C I c) o)\r 45' 42 5', .10' 37^5' 35' 32.5'. 30' 27.s', )R' 22.$'. 20' 17.5' 15' 12.5' .t0. 7.a', 5' 2.5' 0' tc, -5' -7.5' "'t0' -12.5', -1 5' -17.5', -2S' -22.5', -25 -27.s', s (g N I : t''- l6 Nd <E, Iso o) I Y s 6 .* s al Q od O $f) c"i\Ir(0 (}* 'o^')^ oN Iq() -*% c&c 28 1 i l I I 67 4''' 674 N factored shearline force {lbs) Factored holddown force (lb$), , Compression force exisls I I Vertrcal elemenl r€quir€d : I 122.5 67.4*1168163*67.4 tll] unfactored applied shear load (pl0 ,ffi L'nfactared de ad,loal (plf.lbs) Ci.o' , {'nfacnired li,ittl',r'*r load (plf,lbs) -j{li 6pp}'ed p{,ntioa}r o[ discontinuous shearline force {lbs) ? { 'a ..C' *! i .'f. ?. .,: \\ A" t ,9/ iiitr) 1l WoodWorks@ Shearwalls 11 SOFTWARE FOR WOOD DESIGN WoodllVorks@ Shearwalls 1't. I 154.5 Oct.24, 2019 08:'15:1706 linal.wsw level2of2 oJ NN N{\c! itf oo q Ntr} Irf oi co I o,co Ioq tJ.)to !t 48 420 (.) 45' 42.s'. 40' 37.t', 35', 3?.5', 30' 27 s'. 25', 22.5' 2A' 17.5' 15' 12.5' 10' 7.5' 5' t: zs' -' 0' "2.s', -7.5' -1 0' .12.3' t th,r- "e -1s, "l*ur {tl^,^ -17,s, N\ aa { C)o t nr N 't{ l O ft 42 0' 138 0 N N A It-,'^ ltrun -20'{ ( ,<! Tu r,.r#r,r, &6tao-rr.u,* $actored shearline force {lbs) I I I I untactored appliod shaar load {plf)\ Factored holddown {orce (lbs), , .f& lrnfactc:ed de ad,'oal (plf,lbs) -25' . C Compression force exists I i , ' C.rO' , tl'nfaQld.ed 1'{t;t1fv,iri't load (plf,lbs) I Vertical element required ', ', I -{ll {Od,,,e{ f{,nt ioaf , ol discontinuous shearline force (lbs} '27 5' :..1- i 't. rl l,1 949 \ rt(.) ? diN () ad(] od U ao ol ol Tiit1 I -.Alg n 4?. i I ASCE ASCE 7 Hazards Report AI..IEBiCAN SOCIETY- OF CIVIL ENGINEERS 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 &,,,.,i- ll, Results: Wind Speed: 1O-year MRI 25-year MRI S0-year MRI 100-year MRI Data Source: Date Accessed: 96 Vmph 66 Vmph 72 Vmph 76 Vmph 81 Vmph ASCE/SEI 7-16, Fig. 26.5-18 and Figs. CC.2-1-CC.24 Thu Oct 24 2019 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Categoru, basetion linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard: Wind speeds correspond to approximately a 7o/o probability of exceedance in 50 years (annual exceedance probacil;ty =0.00143, MRI= 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI7-16 Section26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. Page 1 of 3 Thu Oct 24 2019 3 /42 I " t.'1 rl tf / ,ve .rt f 1 I a .,:.... :. .: ll. n ttt https ://asceThazardtool.online/ AMEE|CAN SOCIETY OF C}JIL ENGIiIEEFS Seismic Site Soil Class: Results: D - Default (see Section 11.4.3) Ss : 0.702 So, : N/A Sr : 0'401 Tr : 16 F" i 1.238 PGA : 0'334 F, : N/A PGA ur : 0.423 Srus : 0.87 FPee : 1'266 Sr',r, : N/A l" I 1 Sos: 0.58 C,: 1.151 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Thu Oct 242019 Date Source: USGS Seismic Design Maps https://asceThazardtool.online/Page 2 ol 3 Thu Oct 24 2019 4/ 42 D WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks@ Shearualls 1 1.1 06 final.wsw Oct.24,2019 08:46:25 Project lnformation COMPANY AND TION Drift limit for wind desi I / 500 stor hei hr SITE INFORMATION Comoanv Proiect WoodChuck Engineering 1120 Arthur St Eugene, Oreqon Bruce Wi-echert Bridlewood Pl-an L9.298 A DT, Design Code IBC 2015/AWC SDPWS 2015 Wind Standard ASCE 7-10 Dir:ectionaL (A11 heights) Seismic Standard ASCE 7-10 Building Code Capacity Modification Wind Seismic l. 40 1.00 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic + 0.60 Dead 1.00 Seismic + 0.90 Dead 0.60 wind + 0.60 Dead 1.00 wind + 0. 90 Dead Max Shearwall Offset [ft]Plan Elevation (within story) (between stories) 4.00 4.00 Service Conditions and Load Duration Temperature Moisture Content Range Fabrication Service T<-100E <=19i <:19'i Duration Factor 1. 60 Maximum Height-to-width Ratio Fiberboard Lumber Wind Seismic Wood panels Wind Seismic 3.5 3.5 Blocked Unblocked Gypsum Collector forces based on.. Hold-downs Appl ied loads Drag struts Applied loads lgnore non-wood-panel shear resistance contribution.. Wind Seismic Never Always Shearwall Relative Rigidity: waIl capacity Perforated shearwall Co factor: SDPtris Equation 4 .3-5 Non-identical materials and construction on the shearline: Al1owed, e::cept for material type Deflection Equation: 4-term from SDPWS C4.3.2-2 Wind ASCE 7-10 Directional (a]I heights) Seisnic - - " ASCE 7-10 12.B Equivafelt,,L3-t3raI Foriei Proceduic Risk Category Structure Type Building System Design Category Site Class Category II - A1l others Regular Bearing:Jal: D. D Ss. v,'.GGg Spectral Response Acceleration 51: o. aooq Fundamental Period T Used Approximate Ta Maximum T E-W 0.215s- O. 301s N-S 0.215s 0.215s 0.301s Design Wind Speed Serviceability Wind Speed Exposure Enclosure Min Wind Loads: Walls Roofs 120 mph 100 mph Exposure B Enclosed 16 psf 8 psf Shape Topographic lnformation ffi Height Length Site Location: - El-ev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Response Factor R 6.50 6.50 Case 2 Eccentricity (%) Loaded at E-W loads 15 75: N-S loads 15 Fa:. 1.24 Fv: t. 50 1 s /42 WoodWorks@ Shearwalls 06 final.wsw Oct.24,2019 08:46:25 Structural Data INFORMATION Story Elev lftI Floor/Ceiling Depth Iinl Wall Heiqht lftI Ceiling Level 2 Level 1 Foundation 20.00 0 72 1-2 0 0 0 11.00 9 9 00 001. 00 0.00 INFORMATION Block Dimensions [ftI Face Tvpe Roof Panels Slope Overhang lft] Block 1 Location X,Y = Extent X,Y = Ridqe Y Location, Offset Ridoe Elevation. Heioht 2 Story 0.00 29.33 ).4.25 29.50 E-W Rldge 0.00 28.50 0.00 9.50 North South East West Side Side Gable Gable ?a ? ?? ? 90.0 90 .0 2.OO 2 .00 2.00 2 .00 Block 2 Location X,Y = Extent X,Y = Ridge Y Location, Offset Ridoe Elevation. Heioht 1 Story 29.33 22.00 11.00 74 .61 E-W Ridge 0.00 22 0 3 00 00 61 North South East West Slde Side cable cabl e 18.4 18.4 90. O 90.0 2 .40 2 .00 2.00 0.00 Block 4 Location X,Y = Extent X,Y = Ridge X Location, Offset Ridoe Elevation. Heioht 2 Story 8.33 21.00 18.83 2'7.0O N-S Ridge -3 3 0 '7 66 66 00 00 North South East West Joined Gable Side si de 146.3 90.0 33.1 2.OO 2 .00 2 .00 2.00 Block 5 Location X,Y = Extent X,Y = Ridge X Location, Offset Ridoe Elevation. Heioht 1 Story N-S Ridge 28.50 8.00 0.00 4.00 12.00 IJ. )J 15.00 North South East West Gable Gable Side Si.le 90.0 90.0 i1 .1 2 .40 0.00 2 .00 2 -OO Block 6 Location X,Y = Extent X,Y = Ridge X Location, Offset Ridoe Elevation. Heioht 1 Story -2.00 2.OO 0.00 L1,.25 N-S Ridge 15.50 5.00 t-.00 0.25 North South East West cable cable Side si.le 90 90 90 '7 0 0 0 1 0.00 0.00 0.00 2.OO Block 7 Location X,Y = Extent X,Y = Ridge Y Location, Offset Ridoe Elevation. Heioht Story o f 2 21.00 -3.66 1?, .67 E-W Ridge -8.66 5.00 )\o L .61 North South East Side Side Gable 90.0 18.4 90.0 0 2 2 00 00 0d 2 6/42 WoodWorks@ Shearwalls 06 final.wsw Oct.24,2019 08:46:25 Flexible Diaphragm Seismic Design Level Mass llbsl Area lsq.ftl Story Shear [bs]E.W N.S Diaphragm Force Fpx Ibs]E-W N.S 2 1 Ail 32578 57134 897L2 91.2 .8 1406.8 4153 3833 7987 4153 3833 7 987 4153 6672 4 r53 6672 Legend: Bu-itdingmass- Sumof att generatedandinputbuitding massesonlevel =wxinASCETequationl2.S-12. Storey-shear - Total unfaciored (strengthlevel) shear force induced at level x, = Fx in ASCE 7 equation 12-8-1 1 . Diapiragm torce Fpx - tJnfactored forie intended for diaphragm design from Eqn 12.10-1 ; used by Shearwalls only for drag slruf forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev=O.2SdsD;Sds=0.58; Ev=0.116Dunfactored; 0.081 Dfactored; total deadloadfactor: 0.6-0.081 =0.519tension, 1.0+0081 =1.081 compression. 24 7 /42 .D N Materials Bridlewood Plan Eugene,0regon MATERIALS WALL CROUP Legend: Grp - Wall Design Group number, used to reference woll in other tables Ratng - Span rating, see SDPWS Table C4.2.2.2C Ply - Number of plies (or layers) in construction ofplywood shee* Or - Orientation of longer dimension ofsheathing panels Type - Fastener type from SDPWS Tobles 4.3A-D: Nail - common wire nail for structural panels and lumber. See SDPWS Table A7 - Bd common nail L = 2-1/2", Dia. = 0.131", H =.281" 10d common nail L = 3", Dia. = 0.148", H =.312" Size - Common, box, and casing noils: refer to SDPWS Table A1 (casing sizes = box sizes), Blkg - Sheathing is nailed to blocking ot oll panel edges; Y(es) or N(o) Wall Type - Perforated (Perl), Segmented (Seg) Notes: 3 - Shear capacity for current design hos been increased to the votue for 15/32" sheathing with same nailtng becouse stud spocing is 16" mox. or panel orientation is horizontal. See SDPWS 74.34 Note 2 and IBC 72305.3 Note d. /croup\ \Name/Holdown Anchor End Stud A H DU2 SSTBl 6 [Z)2x6 B HDU4 SSTB2O (2) Zx6 C cs16 20-10d 2x6 D MS't37 22-76d (2) 2x6 E HTS24 20-10d (2') 2x6 F [2) HTS24 20-10d (Z'l2x6 Client: Bruce Wiechert Project: 19.298 v Surface Sheathing I nrting I rni.t I orllinlMaterial Fasteners size I rype I rl,* | Fierd I B,kc Applv Notes Wall Type J-bolt spacing 16d common nail sill plate nailing (in.) 1 Ext Struct Sh OSB 24/76 7 /76 Vert 8d Nail 6 72 Y 3 Perf l/2" Dia.x48" o.c.1.2 WoodChuck Engineering t0/2s/2019 ffiH gg",g.cl,.t{ql: Wind Shear Results Bridlewood Plan Eugene,0regon IJnless otherwix noted, the volue in the table for o sheorline is the one for woll on the line with the critical design response, Woll group. For Dir - Direction olwind force along shearline. V - ASD foctored shear force. For shearline: totol shearline Iorce. For woll: force taken by totol of qll segments on woll. vmox - Bose shear = ASD foctored sheorforce per unit Iull height sheathing, divided by perforotionfactor Co os per SDPWS eqn,4,3'8 = V/FHS/Co. v-Designsheqrlorce=ASDfactoredsheorforceperunitfullheightsheathing,Forwoll,itisthelargestforceonanysegmenL --'-- Co - Perforotion fqctor from SDPWS Table 4.3.3.5. C - Sheathing combinotion rule, A . Add capacities, S = Strongest side only, X = Strongest side or twice weakest. - - Total - Combined int, qnd ext unit shear capaciry inc. perforotionJqctor. V_Forwall:Sumofcombinedsheorcapocitiesforollsegment5onwall.Forsheorline:sumofallwallcopacitie5online. Crit Resp - Criticol responx. v/Total = design shear force/unit shear copocityfor criticol segmenton wall or sheorline. "5" indicdtes thqt the seismic design criterion was criticql in selecting wall. Nofesl Refer to Elevotion View diagrams for individuol level for uplift anchorage force tfor perforoted walls given by SDPWS 4.3,6.4.2,4. Allowable sheorvolues have been reduced to 140ok ofpublished vqlues, Client: Bruce Wiechert Projecl 19.298 \ y./16d nail sDacing Crit. Resp.J-bolt spacingu lr-o lplfl I v/rss Shear Force v tlbsl I v/L Allowable shear [plfl rnt I rxt I co I rrt.t I v1u"; North-South shearlines For Dir 7A99 7899 254A 2544 4077 4077 a287 a2a7 33t2 3312 8590 8590 0.29 0.3 0.29 0.3 0.29 0.3 0.44 0,45 0.43 o.44 0.11 0.11 1/2' Dia. x 48" o.c. \/2" Dia.x48" o.c. 7/2" Dia.x48" o.c. 1/2" Dia. x 48" o.c. I /2" Dia. x 48" o.c. l/2" Dia.x48" o.c. l/2" Dia.x48" o.c. l/2" Dia.x36" o.c. 7/2" Dia.x48" o.c. 1/2" Dia. x 48" o.c. 1/2" Dia.x 48" o.c. 1/2" Dia. x 48'o.c. 12 t2 1.2 t2 12 t2 11 9 11 11 12 t2 2311 2349 745 75A 1193 '1272 367 4 3765 141 5 1450 980 980 510 510 510 510 510 510 510 510 510 510 510 510 O.BB O.BB 1 1 0.93 0.93 510 510 510 510 510 510 449 449 510 510 472 472 Wall 1-1 Wall 1-2 Wall 1-3 Wall4-2 Wall ,1-3 Ln5, Levt 1 1 1 1 1 1 1 1 1 1 1 1 s->N N->S s->N N.>S S.> N N->S S.>N N->S s->N N.>S s-> N N->S t49.1 151.5 149.t 151.5 1.49.1 151.5 198.9 203.8 277.4 223.1 53.8 53.9 t49.1 151.5 t49.t 151.5 149.1 151.5 226 23t.5 2t7.4 58.1 58.2 Crit. Resp,I-bolt sDacing 16d nail spacinq AsD shear Force Iplfl V tlbs! I vmax I v Allowable Shear [plfl lnt I Ext I co I rot"t I vtturl E-W Shearlines Gp Ior Dir I u-"* t2 l2 11 11 B 8 l2 72 7 7 510 510 510 510 510 510 510 510 510 510 510 1 1 0.85 0.86 0.56 0.55 1 1 1 0.7 0.7 510 510 439 439 2A3 283 510 510 510 356 355 4245 +245 5553 5553 10 19 1019 tt2tt ttztl 4264 4264 0.34 0.35 0.4 0.41 0,57 0.58 0.18 0.18 0.65 0.65 7/2" Dia.x48" o.c. 1/2" Dia.x48" o.c. 1/2" Dia. x 48" o.c. l/2" Dia.x48" o.c. l/2" Dia.x36" o.c. l/2" Dia.\36" o.c. 1/2" Dia. x 48" o.c. l12" Dia.x 48" o.c. 1/2" Dia. x 30" o.c. 1/2" Dia. x 30" o.c. WallA-1 Wall A-3 WallA-4 wall C-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 773.2 177.2 t7 5.7 179.4 160.3 164.1 0 9L 89.5 230 230.7 173.2 177.2 203.9 204.6 248.6 295.3 91 89.6 329.3 329.4 1442 1476 2226 2274 s77 591 0 2002 1972 27 5A 27 59 E 16d nail sDacins Crit. Resp.l-bolt spacing North-South shearlines Gp For Dir u | ,*u* Shear Force v tlbsl I v/L lplrl I vTnrs Allowable shear Iplfl rnt I rxt I co I rotrt I vPu"; 510 510 510 510 1 1 0.98 0.98 510 510 500 500 9982 9942 14588 14588 o.24 0.24 0.16 0.15 12 t2 t2 t2 Lnl, LevZ Ln4, Lev2 s->N N->S s->N N.>S t2t.6 t2L.7 B0.5 80.6 t2t.6 t2t.7 a2 42.1 2342 2384 2347 235t Crit, Resp.l-bolt spacing 16d nail spacingGp For Dir u I u.u" ASD Shear Force Iplfl v tlbsl I vmax I v Allowable Shear Iplf] rnt I rxt I co I rot"t I vgu"1 E-W Shearlines 510 5i0 510 510 510 510 510 510 1 1 0.95 0.95 1 1 0.91 0.91 510 510 446 446 510 510 462 462 4245 4245 1701 1701 2B4l 284L 10786 10786 o.22 0.22 0.37 0.37 0.27 0.28 0.18 0.18 t2 t2 t2 t2 l2 12 12 12 WallA-1 Wall A-2 Wall A-3 LnD, Lev2 W->E E->W w->E E->W w->E E->W w->E E->W tlo.2 t12.7 177.6 180.6 140.1 142.4 83.5 83.6 t10.2 t12.t 186.3 189.5 140.1 142.4 92.L 92.t 918 934 622 632 7Bt 794 1949 1950 WoodChuck Engineering t0/2+/2019 e/42 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L 1 1 I 1 1 1 1 1 1 #:& YY9P99J'..1q\ Seismic Shear Results Bridlewood Plan Eugene, Oregon Legend: Ilnless otherwise noted, the value in the tqblefor a shearline is the onefor woll on the line with the critical design response. Woll group. For Dir - Direction ofwind force olong shearline. V - ASDfoctored shearforce. For sheqrline: total sheqrline force, F'or woll: force taken by totol ofall segments on wall vmox - Base sheor = ASD factored sheqr force per unitfull height sheothing, divided by perforqtion Iqctor Co os per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD Jactored sheor force pet unitlull height shedthing. For wall, it is the lorgest force on any segmenL Co - Perforation fqctorfron SDPWS Table 4.3.3.5. C-sheqthingcombinqtionrule,A=Addcopqcities,s.strongestsideonly,X.Strongestsideortwiceweokest. Total - Combined int, and exL unit sheor cqpqcity inc. perforotion fqctor. V - For woll: Sum ofcombined shear copqcities for oll segmenB on wqll. For shearline: sum ofall woll copacities on lihe. Crit Resp - Critical response = v/Totql = design shear force/unit sheor capacity for criticql vgment on wall or shearline- "5" indicates that the seismic design criterion was criticol in selecting woll. Notes: Refer to Elevotion View diagroms for individuol level for uplift onchorqge force tfor perforoted walls given by SDPWS 4.3.6.4.2,4. Allowdble sheqrvalues hove been reduced to 1400k ofpublished vqlues. Client: Bruce Wiechert Proiectr 19.298 North-South Shearlines For Dir I r-r* Shear Force Allowable Shear Iplfl rnt I rxt I co I rotat I vgusl Crit. Resp.l-bolt spacing 16d nail spacing Wall 1-1 Wall 1-2 Wall 1-3 Wall+2 Wall4-3 Ln5. Levl Both Both Both Both Both Both 76.4 76.8 76.4 tll.7 122.3 29.9 76.4 76.4 76.4 t26.9 722.3 32.2 1190 384 614 2064 795 543 260 260 260 260 260 260 1 1 1 O.BB 1 0.93 260 260 260 229 260 247 4030 1300 2080 4224 1690 4383 0.3 0.3 0.3 0.49 0.47 o.t2 L/2" Dia.x48" o.c. L/2" Di,a.x48" o.c. l/2" Dia.x48" o.c. l/2" Dia.x48" o.c. 1/2" Dia. x 48" o.c. 1/2" Dia. x 48" o.c. 12 t2 t2 t2 L2 E-W shearlines Gp Ior Dir I umrx AsD shear Force Iplfl vilbcl lvmul v Allowable Shear [plfl rnt I E*t I co I Totrt I v1ru"| Crit. Resp,J-bolt spacing 16d nail sDacine WallA-1 wallA-3 Wall A-4 WallC-1 Wall C-2 LnD, Levl 1 1 1 1 1 Both Both Both Both Both Both tt7.5 119.2 108.8 0 42.2 148.5 n7.5 138.4 195.8 42.2 )1)1 979 1511 392 0 924 tTal 260 260 260 260 260 260 1 0.86 0.56 1 1 0.7 260 224 144 260 260 ra2 2t66 2A3A 520 5720 2177 0.45 0.53 0.75 0.16 o.a2 1/2" Dia. x 48" o.c. !/2" Dia.x 48" o.c. L/2" Di,a.x48" o.c. l/2" Dia.x48" o.c. 1/2" Dia.x4B" o.c. 12 t2 11 12 1t North-South shearlines Gp For Dir u | ,-"" Shear Force v tlbsl I v/L lplrl I v/rns Allowable Shear Iptf] rnt I sxt I co I t"t"t I v1u"1 Crit. Resp.l-bolt spacing 16d nail sDacins Ln1, Lev2 Ln4, Lev2 I 1 Both Both 71.9 51.4 71.9 52.3 1409 149a 1 1 260 260 1 0.98 260 2s5 5093 7443 0.28 0.2 12 12 E-W shearlines GD For Dir " I ,*", AsD shear Force Iplfl v llbsl I vmax I v Allowable Shear [plfl rnt I Ext I co I rout I vlrus; Crit. Resp,I-bolt spacing 16d nail sDacins WallA-1 WallA-2 WallA-3 LnD, Lev2 Both Both Both Both 74.2 119.6 94.3 57.6 74.2 725.4 94.3 63.5 618 419 526 t345 260 260 260 260 I 0.95 1 0.91 260 244 260 235 2166 B6B 1450 5503 0.29 0.48 0.36 0.24 tz 12 t2 t2 10 /2+/2019WoodChuck Engineering 10/42 lfl V/FHS 1 1 1 1 1 1 1 I 1 I #& YYgef9.h"qq{ Tensile Results - lvl 1 Bridlewood Plan Eugene, Oregon Main floor shearwall holdown force Note: This table includes tension holddown forces only. Dead load contribution to combined force is factored by 0.60 load combination factor Client: Bruce Wiechert Projecti 19.298 r0/24/2019 11./42 Line- Wall Posit'n Tensile ASD (wind) Holddown Force [bs] Force (mu.) Tensile AsD (seismic) Holddown Force Ibs] Force (max.)v Hold-down Anchor bolt 1rro"*\\ r"u.t /I- Bolt Spacine 1-1 t-2 t-2 1-3 4-2 4-2 4-3 4-3 5-1 5-1 A-1 A-1 A-4 A-4 c-2 c-2 D-1 D-1 L End 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 R End 366 1650 t67A 2536 tM3 1505 2173 2923 757 757 1059 985 3588 2454 1854 1931 423 423 TOTB 444 484 7124 1451 420 420 212 ?424 1108 946 946 1 1 1 1 1 7 i 1 1 1 1 I 1 1 1 1 1 1 I 1 HDU2 H DU2 HDU2 HDU2 HDU2 HDU2 HDU2 H DU2 H DU2 HDU2 H DU2 HDU2 HDU4 HDU2 HDU2 HDU2 N/R N/R N/R N/R ssTB16 ssTB16 ssTB16 SSTB16 SSTB16 SSTB16 ssTB16 SSTB16 ssTB16 SSTB16 ssTB16 SSTB16 SSTB2O SSTB16 ssTB16 SSTB16 N/R N/R N/R N/R A B l/2" Dia.x48" o.c. l/2" Dia.x48" o.c. l/2" Dia.x 48" o.c. 1/2" Dia. x 48" o.c. 1/2" Dia. x 48" o.c. 1/2" Di,a.x 48" o.c. l12" Dia.x48" o.c. 1/2" Dia.x48" o.c. l/2" Dia.x48" o.c. l/2" Dia.x 48" o.c. ll2" Dra.x 48" o.c. 1/2" Dia. x 48" o.c. l/2" Dia.x48" o.c. l/2" Di,a.x48" o.c. l/2" Di,a.x 48" o.c. 1/2'Dia. x 48" o.c. ll2" Dia.x 48" o.c. l/2" Dta. x 48" o.c. l/2" Dta.x48" o.c. 1/2" Dia. x 48" o.c. WoodChuck Engineering Hold-down GD\ label / 16d comnron nail sill ptate nailing (in.) Tensile AsD (seismic) Holddown Force Ubsl Force (max.) Line- Wall Posit'n Tensile AsD (wind) Holddown Force Ubsl Force (max.) 72 72 72 12 72 12 12 1.2 12 12 12 1,2 1 1 1 1 1 7 1 1 L 1 7 1 cs16 20-10d cs16 20-10d cs16 20-10d cs16 20-10d cs16 20-10d cs16 20-10d cs16 20-10d cs15 20-10d MS"t37 22-16d MS't37 22-16d c C C C c c c C D D L End R End L End R End L End R End L End R End L End R End L End R End 1427 146A 686 688 447 1156 1168 1 190 2266 24SO 731 771 326 326 t69 765 759 759 1455 1575 1-1 1-1 +-l 4-1 A-1 A-1 A-3 A-2 D-1 D-1 ffi& Ygg99.h..rsh Tensile Results - lvl 2 Bridlewood Plan Eugene,0regon lloor shearwall holdown force Note: This toble includes tension holddown forces Dead load contribution to combined force is foctored by 0.60 lood combination foctor CIient: Bruce Wiechert t0/24/2079 t2/42 Project:19.298 WoodChuck Engineering v tr& lYlgf,9,rrqq{ , 1 20 Arthur Street Eugene, Oregon 97402 5.f1-357-5532 Proiect rddr(rss Dat(}Proiect # fox**c11sn, Cte.* i-r tJr*rn F L{roR Wltt-r"LtNf A r*n w w-tf O 6'-.{" qas lb * llse ,b nw lb r 3sta tL \,\r".& 1r." "'9 el{, {L r{+sA tL lrJru*- L\r{ A &,?'- 5" : Zebb lb 1 itlt: t\r hi\i-t) l,rn t""o € -+ t^r w-+ f, ult-{FT U?LIF" .* aclrl i?"LJ tl6v 7 lr'.rl $S-r &lb O four.oe ATroF, V\rl r-L L\h,e & ll"po.l> s *-:l 11ut rrY) W*+t. 7o.i-/l(* (/pL!F"z9sq + eqs5, : l"ror r$ -- urut!-:t ttr:zx -?D $?vD & .llot^, o {Ll ht5r-.{ ff,Tf&ro,ft?6 q.xy ,rvrF€rt}\? sr*0 )'lz" x lt VE" P6{^{ s Sftr'>P Srr,ffirrro F le{!} S trm; * tt* ,Lr-Tj 3l/zn' x fi ?g' $+&\ {z\ Hr}a\ huu 5 t/l sJ1.6 ?1 1.3/42 : , I It f 1 120 Arthur Street Eugene, Oregon 97402 541-357-5532 Projcct address Date Proiect # 6ove$s9 Pl"tqa for',}"*e ?1()&* -TrtSL{, 1.fA Ar\$ }.Sts {*, a'- {'l I r1'c i-1 2-.+' F.fr X" f (Orul1.fvfT'oh. ,'anr",wA {.l;J? ut> 5 F &f'J Pf ePer'.Ot(et*l & r P&agt-t-<n*- : f rqr pLF)( 8') : ( An p*r\trr') : Vs l?C.r Fpn tlzb tle toba tb r s.t) x I x g'J_-tr q{ , l" fon-ff tlJ f!.lf6 Lla**, BEACf F 3n {*.*)t,,ft: P.---' 9r3 tV -z./pos-I F : tl:f ,!3 lL C*f*<.rrv Fr( x/q" + ttq S(re"fld .r abb fbs U?Lt"1 "TA9 L T * $fg AluC ?F-\t.^aL-T F*e- LA-q SCf.;l1^, ?. z- A t^, NFt r.^ fe ' tPer'l7; t Zd rlAph b8 PLr LAA Sf t&,r; S P"T, fr" f. qr A larrr Brr,* f$"5?' (z) stl." $ ?t> 6X6 Lc&r{ P*ir c,1e a 6fen ?o ?o<T 1,4 I 42 Lr."* II Member Member Section Material Remarks HZOI Sawn 4xB DF-1, No. 2 H 101.5.t25" x12"24F-V4 DF/DF Glulam H102 Sawn 4x10 DF-L, No. 2 H 103 3.125" x 15"24F-V4 DF/DF Glulam H 104 Sawn 4xB DF-L, No. 2 fiFlrrrrB-lrf*-l !Y,ce$.cnt{qI Header Schedule Bridlewood Plan Eugene, 0regon Header Schedule Client: Bruce Wiechert Project:19.298 L1,/6/201,e rsl42 WoodChuck Engineering FI oor t7 ffi Header Loads Bridlewood Plan Eugene, Oregon Criteria: Client: Bruce Wiechert rr/6lZote 76/42 Member Lensth, ft L.,0.1 D""dl Li,"l I rur.l wiatn, n.l mad, ptfl Load, ptflt.orl ro Point Loads ,*.1 -,o.,ol Location H20 I 6.00 RoofDL RoofSL 16.3 16.3 t= 2iill 406.3 0 6.0 Sawn 4xB DIr-1. No.2276.31 406. H101 9.50 Roof DL Roof SL Wall Dt 16.3 1.6.3 8.0 t= 'rr.rl 406.3 0 0 0 0 2.7 2.7 2.7 9.5 H20 1 H20 1 829.0 lzt9.a 2.7' 2.7' 5.125" x12" 24F-v4DF /DF C lulanr3s6.31 406.3 H102 6.00 RoofDL RoofSL wall DL 16.3 16.3 8.0,- 'ra.al 406.3 0 6.0 Sawn 4x10 DF-1. No. 23s6.31 406.3 H 103 16.00 Roof DL RoofSL 13.0 13.0 t= 221,.01 325.O 0 16.0 3.125'' x 15" 24F-V4 DF /DF Glulam22t.Ol 325.0 H104 4.50 Roof DL RoofSL 5.0 5.0 Bs ol t25.0 0 4.5 Sawn 4x8 DF-1, No. 2B5.01 125.0 ' Project:19.298 WoodChuck Engineering Member Member Section Material Remarks B 101 8.75" xL2"24F-V4 DF/DF Glulam BIOZ Sawn 4x12 DF-L, No. 2 B103 Sawn 6x1.2 DF-1, No. 2 8104 3.5" x7.25"1.3E LSL B105 Sawn 4xB DF-1, No. 2 ffi:H W+e$$-hqqh Beam Schedule BriClewood Plan Eugene, 0regon . Beam Schedule Client: Bruce Wiechert Project:19.298 11/6/201e 17 /42 WoodChuck Engineering "#-hrwoodCtircE Beam Loads Bridlewood Plan EuSene, Oregon Criteria: Floor DLI 12 Dsf Floor LLI 40 psf R.,r,l l)Ll 17 psf Roof SLI 25 psf wall DLI 10 psf Client: Bruce Wiechert Project:19.298 Member Leneth, ft Uniform Loads I r,,o.l D."dl Li'"| | rwel wiatl, rt.l Load, plfl Load, plrlrron{ ro r"r"l r.""a, ru ds Location Member Specifications Section Material 810 1 20.20 Roof DL Floor DL FIoor LL 10.0 10.0 t= ,r3 31 400.0 0 20.2 8.75" x 12" 24F-V4 DF/DF Glu la ml2r).ol 400.0 Bto2 4.00 Floor DL Floor LL 3.5 3.5 t- 42ol 140.0 0 4.O Sawn 4x12 DF-1, No. 242.01 140.0 8103 5.33 Roof DL Roof SL 4.2 4.2 I= ?t4l 105.0 0 6.3 Sawn 6x12 DF'-1, No.271.41 105.0 8104 5.00 Roof DL RoofSL Wall DL 8.0 8.0 8.0 'ra.rl 200.0 0 0 0 0 3.7 3.7 3.7 5.0 3.5" x7.25"1.38 LSL232.01 2oo.o B105 '1.50 Roof DL RoofsL 8.0 8.0 136.01 200.0 0 7.5 Sawn 4x8 DF-l, No. 2136.01 200.0 7t /6/2019Woodchuck Engineering 18/42 WoodChuck Engineering 't 't20 Arthur Street Eugene, Oregon 97402 541-357-5532 0 0 Wood ENERCALC, lNC. 1983-201 I, Build:12.1 9.8.31 Lic. # DESCRIPTIO H201 - master bedroom 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 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 Span = 6.0 ft 900 psi 900 psi 350 psi 625 psi E: Modulus of Elasti Ebend- xx 1600ksi Eminbend - x 580ksi Density 31.21pcf 1 80 psi 575 psi 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 = 16.250 ft 0.893 1 4x8 1,202.00psi 1,345.50psi +D+S 3.000ft Span # 1 0.469 : 1 4x8 97.18 psi 207.00 psi -+D+S 0.000:t Spon # 1 Maximum Shear Stress Ratio Section used for this span 0.067 in Ratio = 0.000 in Ratio = Q.'t'l f, in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span = Span # where maximum occurS = 1 074 >=360 <360 639 >=240 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length SPan # Max Stress Ratios Moment Values Shear Vatues M V Cd Crnr C; Cr Cm Ct CL M fb F't VfvPv D Only Length=6.0ft 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 '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 1.00 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 1053.00 0.00 1345.50 0.00 1345.50 0.00 1872.00 0.0r, 0.00 1.64 0.00 1.40 0.00 0.40 0.00 39.34 0.00 97.1 8 0.00 82.72 0.00 23.60 0.cc 162.00 0.00 207.00 0.00 207.00 0.00 288.00 .00 .00 .00 .00 .00 .00 .00 1.24 3.07 2.61 0.75 486.52 1,202.00 1,023.13 291.91 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 1,9142 Software 4x8 Desio'n 0K 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1 WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 H201 - master bedroom Vertical Reactions Support notation : Far left is #'Values in KIPS Load Combination Support 1 Support 2 Overall MAXrmum Overall MlNimum D Only +D+S +D+0.750S +0.60D S Only 2.O48 1.219 0.829 2.048 1.743 o.497 1.219 2.O4E 1.219 0.829 2.048 1.743 0.497 1.219 20/42 DESCRIPTIO Wood Beam Build:12.'19.8.31INC. WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 DESCRIPTIO H101 - living room CODE REFERENCES Wood Beam Build:12.19.8.31INC.Software Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 20'l 8 Material Properties Analysis MethoAllowable Stress Design Fb + Load CombinatilBC 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 21e) 3.1 25x1 0.5 Span = 9.50 ft D(1 LQ.a24) D(0.8288 E : Modulus of Elasti Ebend- xx 1 ,800.0 ksi Eminbend - x 950.0ksi Ebend- yy 1,600.0ksi Eminbend - y 850.0ksi Density 31.21Opct D(0.27625) S(0 40625) f--f--E--c--a ) g(0.$rcs) L I 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1 ,100.0 psi 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 -->> 2.70 ft, Tributary Width = 16.250 ft, (Roof load) Point Load : D = 0.8288, S = 1 .219k@2.70ft,(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) Pointload: D = 1.443, L=3.024 k@6.50ft, (8101) - - -, UniformLoad:D=0.0170, S=0.0250ksf,Extent-8.70->>9.50ft, TributaryWidth=16.250ft,(Roof load) , DES'GA'SIJMMARY @ Maximum Bending Stress Ratio = 0.940 1 Maximum Shear Stress Ratio -, 0.577 : 1 Section used for this span 3.125x10.5 Section used for this span 3.125x10.5 = ;:i33:533ii - )33:33S1 Load Combination +D+L Load Combination +D+L' Location of maximum on span = 6.484ft Location of maximum on span = ' 6.518ft Span#wheremaximumoccurs - Span#1 Span#wheremaximumoccurs - Span#'1 Maximum Deflection Max Downward Transient Deflection 0. 144 in Ratio = 793 >=360 Max Upward Transient Deflection 0.000 in Ratio = , <360 Max Downward Total Deflection 0.320 in Ratio = 355>=240 Max Upward Total Deflection 0.000 in Ratio = t: <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length SPan # Max Stress Ratios Moment Values Shear Values M V C6 Crw C; Cr Cm Ct CL M fb F'b F'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 0.00 238.50 0.00 265.00 0.00 304.75 0.446 0.940 0.584 0.316 0.577 0.484 0.90 1.00 1.15 00 00 00 00 00 4.61 10.80 7.71 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 0.00 1.65 0.00 3.35 0.00 3.22 0.00 75.30 0.00 153.00 0.00 147.42 21,/42 1 ,| 1 WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon 97402 541-35t-5532 0 0 DESCRIPTIO H101 - living room Max Stress Ratios Span # M Moment Values Shear ValuesLoad Combination Segment Length C6 Crw C; Cr Cm Ct CL M fb F'b V fv F'v ' D+0.7501 Length = 9.50 ft 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 1.25 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 1.000 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 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 B 0.00 331.25 0.00 304.75 0.00 424.00 00 00 00 00 00 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. "-" 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 1 Support 2 Overall MAXrmum Overall MlNimum D Only +D+L +D+S +D+0.7501 +D+0.750L+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 22l+2 Wood Beam tNC.1983-201 Build:12.'19.8.3'l 1 WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 0 Beam Software 2.1tNc. Lic. * DESCRIPTIO H102 - rear entry CODE REFERETVCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis MethoAllowable Stress Design Fb + Load CombinatllBC 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 1,350.0 625.0 180.0 575.0 psi psi psi psi psi psi E : Modulus of Elasti Ebend- xx 1 ,600.0 ksi Eminbend - x 580.0ksi Density 31 .210 pcf 4x1 0 Span = 6.0 fi Applied Loads 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'GN SUMMARY Maximum Bending Stress Ratio = Section used for this span Maximum Shear Stress Ratio Section used for this span 0.664 1 4x10 824.96 psi 1,242.00psi +D+S 3.000ft Span # 1 0.381 : 1 4x10 78.91 psi -'207.00ps, +D+S-' 0.000+ Span # 1 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 0.032 in Ratio = 0.000 in Ratio = 0.061 in Ratio = Q.QQQ in Ratio = Load Combination Location of maximum on spar, : Span # where maximum occ:r's - 2231 >=360 l <360 1189>=240 t\ <240 Maximum Forces & Stresses for Load Gombinations IOK 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 V fv 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 0.397 0.357 0.664 0.286 0.576 0.1 34 0.228 0.205 0.381 0.1 64 0.330 0.077 .00 .E 0.90 5 5 1.200 1.200 1.200 1.200 1.200 1.200 1.200 1.200 1.200 1.200 1.200 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 ''t.00 1.00 1.00 1.00 1.00 1.00 '1 .00 1.00 1.00 1.00 1 1.00 1 100 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 '1 1.00 1 1.00 1 1.00 1 1.60 1.60 3.43 1.60 2.97 0.96 0.00 972.00 0.00 1080.00 0.00 't242.00 0.00 1350.00 0.00 1242.00 0.00 1728.00 J.JU 0.80 0.00 0.80 0.00 1.70 0.00 0.80 0.00 1.48 0.00 0.48 0.00 36.87 0.00 36.87 0.00 78.91 0.00 36.87 0.00 68.40 0.00 22.12 0.00 162.00 0.00 180.00 0.00 207.00 0.00 225.00 0.00 207.00 0.00 288.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 385.43 385.43 824.96 385.43 715.08 231.26.60 23142 Service loads entered. Load Factors will be applied for calculations. WoodChuck Engineering 1120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 0 102 - rear entry Overal! Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+"Defl Location in Span +D+S 1 0.0606 3.022 Support notation : Far left is #' 0.000 Vertical Reactions Values in KIPS Load Combination Support 1 Support 2 overall MAxrmum Overall MlNimum D Only +D+L +D+S +D+0.7501 +D+0.7501+0.750S +0.60D L Only S Only 2.266 1.219 1.069 1.069 2.288 1.069 1.983 0.641 2.266 1.219 1.069 1.069 2.288 1.069 1.983 0.641 1.219 1.219 a 24/42 Wood Beam Build:12.19.8.31SoftwareENERCALC, WoodChuck Engineering 1120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 0 Wood m Software ENERCALC,2.19.8.31INC. DESCRIPTIO H103 - garage door 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 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 o.221 5 3 125x15 Span = 16.0 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 1,800.0ksi 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. 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 = 13.0 ft 0.648 1 3.125x15 1,789.13psi 2,760.00psi +D+S 8.000ft Span # 1 0.388 : 1 3.125x15 't 18.35 psi' 304.75 psi +D+S '. '.4.774:t Span # 1 Maximum Shear Stress Ratio Section used for this span 0.305 in Ratio = 0.000 in Ratio = 0.512 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span = Span # where maximum occl lrs = 630 >=360 1r <360 375>=240i'<240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length SPan # It4ax Stress Ratios tu Moment Values - - - ShearValue-s V Cd Crru Ci Cr Cm Ct CL M fb V-, fv --Fv D Only Length=16.0ft 1 0.335 0.201 +D+S Length=16.0ft 1 0.648 0.388 +D+0.750S Lensth=16.0ft 1 0.552 0.331 +0.60D Length=16.0ft 1 0.113 0.068 Overall Maximum Deflections 1.00 1.00 1.00 1.00 1.00 '1 .00 1.00 1.00 1.00 "t.00 "t.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 0.00 2160.00 0.00 2760.00 0.00 2760.00 0.00 3840.00 L.d0 1.50 0.00 3.70 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 0.00 238.50 0.00 304.75 0.00 304.75 0.00 424.00 0.90 1.15 1.15 1.60 00 00 00 00 00 00 00 .000 .000 .000 .000 .000 .000 .000 7.07 17.47 14.87 4.24 724.17 't ,789.13 1,522.89 434.50 Load Combination Span [\,4ax. "-" Defl Locatron in Span Load Combination lvlax. "+" Defl Location in Span 0.000+D+S 0.5119 8.058 0.0000 2s/42 --F 1 WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon97402 541-357-5532 0 ; - garage door Vertical Reactions Support notation : Far left is #'Values in KIPS Load Combination Support 1 Support 2 uverall MAxlmum Overall MlNimum D Only +D+S +D+0.750S +0.60D S Only 4.JbU 2.600 1.768 4.368 3.718 1.061 2.600 4.Jbd 2.600 1.768 4.368 3.718 1.061 2.600 26/42 Wood Beam Software WoodChuck Engineering 'l '120 Arthur Street Eugene, Oregon 97402 541 -357-5532 0 0 Wood Build:12.19.8.31SoftwareBeamENERCALC, INC. 1983.201 DESCRIPTIO H104 - front entry CODE REFERE'VCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Propefties Analysis MethocAllowable 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 lateraltorsional buckling 900.0 900.0 1,350.0 625.0 180.0 575.0 psi psi psi psi psi psi E: Modulus of Elasti Ebend- xx 1 ,600.0 ksi Eminbend - x 580.0ksi Density 31.210pcf 4xB Span = 4.50 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 = 0.0120, L = 0.040 ksf, Tributary Width = 5.0 ft 0.22C 1 4x8 257.57 psi 1 ,1 70.00 psi +D+L 2.250ft Span # 1 0.142 : 1 4x8 25.49 psi -'.80.00 psl +D+L 3.909:t Span # 1 Maximum Shear Stress Ratio Section used for this sPan 0.010 in Ratio = 0.000 in Ratio = 0.014 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span = Span # where maximum occr trs = 51 73 >=360 c <360 3979>=240 a <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios lvtoment Values Snear Values Segment Length SPan # M V C6 Crnr C; Cr Cm Ct C1 M fb F,b D Only Length = 4.50 ft 1 0.056 0.036 +D+L Length = 4.50 ft 'l 0.220 0.142 +D+0.7501 Length=4.50ft 1 0.142 0.092 +0.60D Length = 4.50 ft 1 0.019 0.012 Overall Maximum Deflections 0.90 300 300 300 300 300 300 300 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 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 0.00 1053.00 0.00 1 170.00 0.00 1462.50 0.00 1872.00 c.ic 0.1 0 0.00 0.43 0.00 0.35 0.00 0.06 0.00 5.88 0.00 25.49 0.00 20.59 0.00 3.53 0.00 162.00 0.00 180.00 0.00 225.00 0.00 288.00 59.44 257.57 208.04 35.66 .00 .25 .60 Load Combination Span fVlax. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.000+D+L 0.0136 2.266 0.0000 27 /42 'F', 1 WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 DESCRIPTIO - front entry Vertical Reactions Support notation : Far left is #'Values in KIPS Load Combination Support '1 Support 2 uverall MAxtmum Overall MlNimum D Only +D+L +D+0.7501 +0.60D L Only U.5U5 0.450 0.1 35 0.585 0.473 0.081 0.450 U.5UC 0.450 0.1 35 0.585 0.473 0.081 0.450 28/42 Wood Beam Build:12.19.8.31INC.Software WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 0 Wood Beam Software INC.12.15.8.31 DESCRIPTIO 8101 - floor beam @ 10'o.c. CODE REFERENCES 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 1't80 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 ,1 00.0 psi E : ltlodulus of Elasti Ebend- xx 1 ,800.0 ksi Eminbend - x 950.0ksi Ebend- yy '1,600.0ksi Eminbend - y 850.0ksi Density 31 .210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. M - - 0.218 :1 - - '6.75x12- ' _ 57.75 psr - 265.00 psl . +D+L 0.000i1-- - Span#1 ' Load Combination Segment Length SPan # Max Stress Ratios Moment Values Shear Values M V Cd Crnr C; Cr Cm Ct CL M fb F'b V fv F'v D Only Length=20.50ft 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=20.50ft 1 0.069 0.026 Overall Maximum Deflections 0.90 1.00 't.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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 2052.43 0.00 2280.48 0.00 2850.60 0.00 3648.77 0.00 1.31 0.00 4.04 0.00 3.36 0.00 0.78 0.00 18.65 0.00 57.75 0.00 47.98 0.00 1 1.19 0.00 238.50 0.00 265.00 0.00 331.25 0.00 424.00 0.950 0.950 0.950 0.950 0.950 0.950 0.950 7.39 22.89 19.02 4.44 422.51 1,308.01 1,086.63 253.51 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.000+D+L 0.7679 10.325 0.0000 ze/42 I I 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 = 0.574 1 Maximum Shear Stress Ratio = Section used for this span 8.75x12 Section used for this span== l:333ll3li r Load Combination +D+L Load Combination Location of maximum on span - 10.250ft Location of maximum on span = Span # where maximum occurs - Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.520 in Ratio = 473 >=360 Max Upward Transient Deflection 0.000 in Ratio = <360 Max Downward Total Deflection 0,768 in Ratio = 32O>=240 Max Upward Total Deflection 0.000 in Ratio = ,'<240 Maximum Forces & Stresses for Load Combinations 1 WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 DESCRIPTIO beam @ 10'o.c. Vertical Reactions Support notation : Far left is #'Values in KIPS Load Combination Support 1 Support 2 Overall MAX|mum 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 ENERCALC, INC.Build:12.'19.8.31Software WoodChuck Engineering 1120 Arthur Street Eugene, Oregon97402 541-357-5532 0 0 lNC. 1983-2019, Build:12.19.8.31 DESCRIPTIO 8102 - near stairs 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.I Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 4x'12 Span = 4.0 ft E : Arlodulus of Elasti Ebend- xx 1 ,600.0 ksi Eminbend - x 580.0ksi Density 31.210pcf Service loads entered. Load Factors will be applied for calculations 900 900 ,350 625 't80 575 psi psi psi psi psi psi .0 .0 .0 .0 .0 .0 Applied Loads Loads on all spans... Uniform Load on ALL spans : D = 0.0120, L = 0.040 ksf, Tributary Width = 3.50 ft DES'GTV SUMMARY Maximum Bending Stress Ratio Section used for this span Maximum Shear Stress Ratio Section used for this span 0.060 1 4x12 59.1 6 psi 990.00psi +D+L 2.000ft Span # 1 0.041 : 1 - 4x12- 7.39 psl - 180.00 psr _'+D+L" ' 3.066 ft Span # 1. - 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 o'oo1 in Rutio = 0.000 in Ratio = 0.002 in Ratio = Q.QQQ in Ratio = Load Combination Location of maximum on span Span # where maximum occdrs 39321 >=360 0 <360 30247 >=240 0 <240 Maximum Forces & Stresses for Load Combinations Design OK Load Combination Segment Length Max Stress Ratios Span# M V Moment Values -Shear C6 Crru C; Cr Cm Ct CL M fb F'b -\ fv F'v D Only Length = 4.0 ft 1 0.015 0.01 1 +D+L Length = 4.0 ft 1 0.060 0.041 +D+0.7501 Length = 4.0 ft 1 0.039 0.027 +0.60D Length=4.0ft 1 0.005 0.004 Overall Maximum Deflections 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 13.65 59.1 6 47.79 8.19 0.00 1.71 0.00 7.39 0.00 5.97 0.00 1.02 0.00 162.00 0.00 180.00 0.00 225.00 0.00 288.00 0.90 1.00 1.25 1.60 1 .100 1 .100 '1 .'100 1.100 1.100 1.100 1.100 0.08 0.36 0.29 0.05 0.00 891.00 0.00 9e0.00 0.00 1237.50 0.00 1584.00 0.00 0.04 0.00 0.1 I 0.00 0.1 6 0.00 0.03 .00 .00 .00 .00 .00 .00 .00 Load Combination Span Max. "-" Defl Location in Span Load Combination Nilax. "+" Defl Location in Span 0 000+D+L 0.0016 2.015 0.0000 3t/42 Wood Beam Software ENERCALC, 1 1 1 1 1 1 1 WoodChuck Engineering 1120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 DESCRIPTIO 8102 - near stairs Vertical Reactions Support notation : Far left is #'Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MlNimum D Only +D+L +D+0.7501 +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 32/42 Wood Beam Build:12.1 9.8.31tNc.Software WoodChuck Engineering 1120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 Software INC. huck DESGRIPTIO 8103 - front 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 CombinatiBC 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 ft 900.0 900.0 1,350.0 625.0 180.0 575.0 psi psi psi psi psi psi E : Modulus of Elasti Ebend- xx 1 ,600.0 ksi Eminbend - x 580.0ksi Density 31.21Opcf 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 = 4.20 ft Maximum Shear Stress Ratio Section used for this span 0.045 : 1 6x12-' - - 9.28 psr - _ 207.00 psi - , - -+D+S- - _ 5.383 ft Span#1--- o.oo3 in Rutio = o.ooo in Ratio = 0.006 in Rrtio = 0.000 in Ratio = Load Combination Location of maximum on spaq : Span # where maximum occLrrs = 22205>=360 1,<360 13217 >=240 t.t <240 Maximum Forces & Stresses for Load Gombinations Design 0K Load Combination Max Stress Ratios Moment Values Shear SegmentLength Span# M V C6 Crru Ci Cr Cm Ct CL M fb F'b Vfu F'v D Only Length = 6.330 ft 1 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 1 0.015 0.008 Overall Maximum Deflections 00 00 00 00 00 00 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 0.88 0.75 0.21 0.00 35.40 810.00 0.00 87.46 1035.00 0.00 74.44 1035.00 0.00 21 .24 1440.00 0.00 0.16 0.00 0.39 0.00 0.33 0.00 0.10 0.00 3.76 0.00 9.28 0.00 7.90 0.00 2.25 0.00 162.00 0.00 207.00 0.00 207.00 0.00 288.00 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 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 0.0000 0057 3.,1 BB 0.0000 33/42 Build:12.19.8.31Wood Beam 0.084 1 6x12 87.46psi 1,035.00psi +D+S 3.1 65ft Span # 1 WoodChuck Engineering 1120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 0 DESCRIPTIO 03 - 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 0.558 0.332 0.226 0.558 0.475 0.136 0.332 0.55E o.332 0.226 0.558 0.475 0.136 0.332 34142 Wood Beam tNC.1983-2019,19.8.31Software WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon97402 541-35/-5532 0 0 Wood Beam lNC. 1983-2019, Build:'12.19.8.31Software #: KW-06009596 DESCRIPTIO 8104 - front patio supporting upper floor CODE REFERETVCES 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 ilevel Truss Joist Fc - Perp Wood Giade TimberStrand LSL 1.3E - Beam/Col lv 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 : Modulus of Elasti Ebend- xx 1 ,300.0 ksi 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 = 0.010 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 -->> 3.660ft, TributaryWidth =8.0ft, (Roof load) 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 0.269 1 3.5x7.25 526.72psi 1 ,955.00 psi +D+S 2.540ft Span # 1 Maximum Shear Stress Ratio Section used for this span +D+S 0.000 fr Span # 'l 0.027 in Ratio = Q.QQQ in Ratio = 0.057 in Rutio = 0.000 in Ratio = Load Combination Location of maximum on span = Span # where maximum occurs = 2629>=360 0 <360 1264>=240 D<240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length SPan # Max Stress Ratios IV Moment Values --Shear Vati,es V Cd Crnr C; Cr Cm Ct CL M fb F'b V fv F'v D Only Length=6.0ft 1 0.179 0.069 +D+S Length=6.0ft 1 0.269 0.104 +D+0.750S Length = 6.0 ft 1 0.237 0.092 +0.60D Length=6.0ft 1 0.060 0.023 Overall Maximum Deflections 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 "t.00 1.00 1.00 '1.00 1.00 1.00 1.00 1.00 0.90 '1.15 1.15 '1.60 '1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.70 1.35 1.18 0.42 273.49 526.72 463.42 164.09 0.00 1530.00 0.00 1955.00 0.00 1955.00 0.00 2720.00 0.00 0.42 0.00 0.81 0.00 0.71 0.00 0.25 0.00 24.93 0.00 48.01 0.00 42.24 0.00 14.96 0.00 360.00 0.00 460.00 0.00 460.00 0.00 640.00 .00 .00 .00 .00 .00 .00 .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 3s142 1 WoodChuck Engineering 1120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 0 8104 - front patio supporting upper floor Vertical Reactions Support notation : Far left is #'Values in KIPS Load Combination Support 1 Support 2 uverall MA,\rmum Overall MlNimum D Only +D+S +D+0.750S +0.60D S Only r.uc6 0.509 0.549 '1 .058 0.931 0.330 0.509 u.404 0.223 0.241 0.464 0.409 0.145 0.223 36142 DESCRIPTIO Wood Beam Build:'12.19.8.3'lINC.Software WoodChuck Engineering 1 120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 0 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 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 Span = 7.50 fl 900 psi 900 psi 1 350 psi 625 psi 1 80 psi 575 psi E : Modulus of Elasti Ebend- xx 1600ksi Eminbend - x 580ksi Density 31.21pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Loads on all spans... Uniform Load on ALL spans : D = 0.0170, S = 0.0250 ksf, Tributary Width = 8.0 ft DES'GN SUMMARY Maximum Bending Stress Ratio Section used for this span [\/aximum Shear Stress Ratio Section used for this span @ 0.302 : 1 - 4x8 . -'-62.52psi-' _207.00 psi' .-+D+S-- 6.898 ft Span # 1 0.687 1 4x8 924.61psi 1,345.50psi +D+S 3.750ft Span # 1 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 Q.Qg'l i6 Ratio = o.ooo in Ratio = Q.'l f,g in Ratio = Q.QQQ in Ratio = Load Combination Location of maximum on spa,l = Span # where maximum occirrs = 1117>=360 <360 665>=240 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Segment Length Span # M V Cd Crnr C; Cr Cm Ct CL M fb F'b D Only Length=7.50ft 1 0.355 0.156 +D+S Length = 7.50 ft 1 0.687 0.302 +D+0.750S Length=7.50ft 1 0.585 0.257 +0.60D Length=7.50ft 1 0.120 0.053 Overall Maximum Deflections 0.90 1.15 1.15 1.60 1.300 1.300 1.300 1.300 1.300 1.300 1.300 'l .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 ''t.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 0.00 1053.00 0.00 1345.50 0.00 1345.50 0.00 1872.00 0.00 0.43 0.00 1.06 0.00 0.90 0.00 0.26 0.00 25.31 0.00 62.52 0.00 53.22 0.00 15.18 0.00 162.00 0.00 207.00 0.00 207.00 0.00 288.00 .00 .00 .00 .00 .00 .00 .00 374.25 924.61 787.02 224.55 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.000+D+S 0.1353 3.777 0.0000 37 /42 Wood Beam Software rNC. 1983-201 Build:12.'19.8.31 4x8 F'v 1 WoodChuck Engineering 1120 Arthur Street Eugene, Oregon 97402 541-357-5532 0 DESCRIPTIO - back patio Reactions Support notation : Far left is #'Values in KIPS Support'1 Support uverafl lvtA,)(rmum Overall MlNimum D Only +D+S +D+0.750S +0.60D S Only 1.20U 0.750 0.510 1.260 1.073 0.306 0.750 'LZbU 0.750 0.510 1.260 1.073 0.306 0.750 38/42 Wood Beam Build:12.19.8.31INC. Load Combination filtvltlLlit&* . Rim Board is assumed to carry MEMBER REPORT Level, J101 l piece(s) LL7le" TJIG,110 @ 16" OC O\€rall Length:'l1'5" System : Flmr Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD ;;I 7' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. . Deflection criteria: LL (U480) and TL (U240), . overhang deffection criteria: LL (2U0.2) and TL (2V240). . Top Edge Bracing (Lu): Top comprssion 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 othemise . A strucfural analysis of the deck has not been performed. . Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Raung) that is glued and nailed down. . Additional considerations for the Tl-Pro'" Rating include: None. Suppo]ts Bearing Length Lcds to Supports (lbs) AccessoriesTotalAvailableRequiredDeadFl@r Live Total 1 - Stud wall - DF 5.50'5.50'.3.50'301 458 759 Blocking 2 ' Stud wall - DF 3.s0"2.25"1.75"-11 2061-s0 20q-6r 1 U4" Rim Board designed. . Blocking Panels are assumed to carry no loads applied direcfly above them and the tull load is applied to the member being designed Vetical Loads Location (side)spacing Dead (0.90) 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 Design Results Acural @ Lmation Allowed Result LDF Member Reaction (lbs)759 @ 3', 10 3/4"23s0 (s.2s")Passed (320lo)1.00 1.0D+1.01(AllSpans) Shear (lbs)361 @ 3'8"1560 Passed (230lo)1.00 1.0D+1.01(AllSpans) Moment (Ft-lbs)-941 @ 3', 10 3/4"3160 Passed (30olo)1.00 1.0D+1.01(AllSpans) Live Load Defl. (in)0.035 @ 0 0.200 Passed (211999+)1.0D+1.0 1(AltSpans) Total Load Defl. (in)0.079 @ 0 0.390 Passed (2V999+)1.0D+1.0 1(AltSpans) TJ-Pro'" Ratinq 67 50 Passed and/or tsted in accordance with applicable ASTI4 standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/dtrument-library. The p{oduct application, input design lcds, dimensions and support information have been provided by ForteWEB Software Operator A p'uu'o'*o'uFoREsTRvrNrrrA'rvt Ammon Luke WoodChuck Engineering (s41) 3s7-3031 am mon@woodchuckengineerang.com 7U512019 8:44'.59 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 rire rrramei?d%e Paao)/) ForteWEB Software Operator Job Notes LGd; Combination (Pattem) Weyerhaeuser Ultimate Loads and Weights of Footings Bearing Capacity [AssumedJ of Soil q = 1,500 Psf q= Q B*L Uniform Load Criteria: Footing Loads Bridlewood Plan Eugene, Oregon L D 1.1/6/20re 40142 B 8 in. 24 rn B in. Client: Bruce Wiechert Project: 19.298 Floor DL 12 psf Floor LL 40 psf 17 psfRoof DL Roof SL 25 psf 12 psfWallDL Strip Footing North perimeter South perimeter East perimeter West perimeter Garage - north perimeter Garage - east perimeter Trib. Areaponr =16.3 fr.16.3 ft.3.0 ft.3.0 ft.11.0 fr.3.0 ft. Trib. Arearno =1.0 ft.3.5 ft.5.0 Ft.5.0 ft. Trib. Areaplu'n =10.0 fr.3.5 ft.1.5 fr.1.5 ft.4.0 fr.4.0 fr. Trib. Area1y,11 =1,7.0 ft.17.0 ft.t7.0 ft.17.0 ft.9.0 fr.9.0 ft. Width = B 16 in.16 in.16 in.16 in.16 ir 1,2 i,t. -r.6 in. Length = L L2 in 1,2 in.1Z in.12 in.i2 in. Depth= D Stem Wall n. B in. 24 in. 8 in. 24 in. B in. 24 in. B in. 24 in.24 in. Stem Wall width Iin.J B in.B in.B in.B in.B in_8 in. Qrooting 322 plf 322 plf 322 plf 322 plf 322 plf 322 plf QF."*ing 1,247 plf 1,,079 plf 593 plf 593 plf 669 plf 383 plf Qro,rt 1,569 plf 1,401 plf 915 plf 915 plf 991 plf 705 plf Qallowable 2,000 plf 2,000 plf 2,000 plf 2,000 plf 2,000 plf 2,000 plf WoodChuck Engineering fis.&r\E-rs-dln**l !Ye-e$Wqq Spread Footing Loads Bridlewood Plan Eugene, Oregon Ultimate Loads and Weights of Footings Bearing Capacity (Assumed) of Soil q = 1,500 psf q= Q B*L D L B Min. Req'd. Sq. Dim. 23 in.2Lin.21in.11 in.11in.25 in. Reccomend Sq Dim. 30 in.24in.24 in.16 in.L6 in.30 in. .24in. - din. l 1,72lb.798 lb. 6,'rBB lb. Client: Bruce Wiechert Project: 19.298 Footins Schedule Designation Footing Size Reinforcement F16t L6" x L6" x 12" (2) #4 Bars Each Way F24 24" x24" x B" [3) #4 Bars Each Way F30 30" x 30" x 10" [a) #4 Bars Each Way 1.t/6/2019 4t/42 Spread Footing H101 8101 H103 B103 B105 Girder truss DL 2392 L443 t768 452 510 2465 LL 2069 3024 SL 1930 2600 664 750 3625 Qactual 5,391 Ib.4,467 lb.4,368 lb.1,116 lb.1,260 tb 6,090 lb. Depth = D L0 in.10 in.L0 in.L0 in.B in.B in. Stem Wall Height 24 in.24in.24 in. Stem Wall Width B in.B in.B in. Qrooting 949 lb.677 tb.677 lb.215 lb. Qrotut 6,340Ib.5,744lb.5,04s Ib.1,331Ib.r,432 tb. Qallowable 9,375lb.6,000 Ib.6,000 Ib.2,667 tb.2,667 lb.q,J75 lb. ' F 16r lr30MarkF30t21t:24 F16r WoodChuck Engineering I I Design Method Fb-"d" stre= o.tion 1n1o1. v (lonnection 'l.vpe [.t"rd b"drs V Fastener Screw V Loading Shear V Main Member v Main Memtrer: Angle 5Load to (lrai Side Member T1'pe Hem-Fir v Side l\{ember Thickness 3,5 in.V Sidc Nlember: Angle Load to lr[asher 1/8 in.v V Length 8in v Load Duration C-D = 1.6 V Wet Service Flctor C-M = 0.7 V End Grain = 1.0 V Temperature Factor C-t = 1.0 V Connection Yield Modes Im I 604 lbs ls I lbs. II I I lbs. lllm 845 lbs. IIls 1022 lbs IV lbs. . Lag Screw bending yield strength of45000 psi is assumed. o The Adjusted ASD Capacity is only applicable for lag screws with adequate end distance. edge distance and spacing per NDS chapter I l. While every effort has been made to insure the accuracy of the infbrrnation presented. and special effort has been made to assure that the intbrmation retlects the state-ot--the-art. neither the American Wood Council nor its members assume any responsibility tbr ar,y parlicular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson. Michael Dodson and David Pollock at Washington State University. Support fbl development of the Connection Calculator was orovided bv Anrcrican W'rpd Cloued. Ad.iusted ASD Capacity lbs. 42/42 VI.r'pe I Hem-Frr Itain l\lember Thickncss I S.s in. Nominal Diameterll 3/4 in. WIECHEBT- BRIDLEWOOD Date:'10/10/19 Data AttribUtes Actual Crilical Status Ratio Values Adjustments 5-t/8x 12 GLB 24F-V4 DFIDF Lu = 0.0 Ft Min Area R1= 12.6 in2 R2= 8.9 itt2 Section Shear TL Defl trh r X rcl- Beam Span Beam Wt per ft Bm Wt lncluded Max Mornent TLMax Defl s.5 ft 14.94 # 142 # 18523'# L1240 Reaction 1 TL Maximum V Max V (Reduced) TLActualDell 8200# Reaction2TL 8200 # 7615 # L/ 432 5813 # 123.00 92.61 OK 75Y" 61.50 60.12 OK 98/" 0.26 0.48 OK 55Y. Base Values Base Adiusled 2400 2400 190 190 1.8 1"8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1"00 1.00 1.00 1.00 I.00 1.00 ClStability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Foint TL Distance Unilorm TL: 570 = A B = 5000 C * 1728 D - 1728 3.0 1"0 7.O Pt loads R1 = 8200 R2 = 5813 EPAN = 9"5 FT Uniform and partial unitorm loads are lbs per lineal ft. Unilorm Load A C B -kamdW?:f tyeiril to :6;iW:W ! 6494--6ai- _ LR HEADER Selection Canditions BeamChek v2.4 licensed to: Kace Allen Reg # 6464-635 WIECHERT. BRIDLEWOOD BACK PORCH BEAIV1 Date: l0/10/19 Selection Conditions NDS'91 lVlin Bearing Area Data Attributes Actual Critical Status Ratio Section Values Adjustments Loads Rl = 1625 R1 = 2.5 inz R2= 2.5 in2 4x8 HF#2 Lu:0.0 Ft Beam Span Beam Wt per ft Bm Wt lncluded NIax il/oment TL lvlax Defl 8.0 ft 6.17 # 49# 2049'.# L1240 Reaction 1 TL lrrlaximum V Ivlax V (Reduced) TLActual Defl 1025 # 1025 # 870 # 1i589 Beaction 2 TL Shear TL Deil Fb Fv E tx Unilorm TL: 250 = A SPAN = 8 FT Uniform and partial unilorm loads are lbs per lineal ft. Fcl R2 = 1025 30.66 22.26 OK 73% 25.38 17.40 OK 69o/" 0.1 6 0.40 OK 41"/" Base Values Base Adjusted 850 1105 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 Cl Stability '1.0000 Rb = 0.00 Le = 0.00 Ft Kbe - 0.0 Unilorm Load A 1025 # BeamChek v2.4 licensed to: Kace Allen Reg ,$ 6464-535 wiechert- bridlewood entrylliving rm beam Date: 10110119 Selection Conditions NDS'91 lvlin Data Attributes Actual Critical Status Ratio Section Values Adiustments Loads R1 = 524 Area Rl= I.3 in2 R2= 1.3 in2 4x12 HF #2 Lu = 0.0 Ft Shear TL Defl Fb Fv E xm Uniiorm TL: 200 = A SPAN = 5 FT Uni{orm and partial unilorm loads are lbs per lineal ft. Fcl n2 - 524 Beam Span Beam Wt per ft Bm Wt lncluded lvlax l\/oment TL Max Defl 5.0 fr 9.57 # 48# 655',# Lt240 Reaction 1 TL 524 # Reaction 2 TL Maximum V 524 # Max V (Reduced) 327 * TLActualDell L/ >1000 524 # 73.83 B.4l OK 11"/" 39"38 6.55 OK '17y" 4.25 OK 2o/" 0.01 Base Values Base Adjusted 850 935 75 75 LJ '1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1 .100 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 Unlform Load A l/ tduud pooMelpuq-l.raqFM :euJeN alu Z' A' Z' I h : eleO'60e'Z'€'/n : aut6uj'1'7a g361ayo1 f1n hd fi:sbtt 6Toz/ar/07 rasnauq:a.iarX1 l!.tl$lr tall^r,[tS3{OJ llgvNlVlsfl! ratoN qot Jolerado areMljos g;IMaUoJ r!o)'su66apuqlea)ol€lalol z6sI-sos (rbs) suElsao ualN ale) ualN a)p) peol Inelao 00t 0'el "9I ,,IL6 0i 0 (lsd) uroJrun - I sluauuol (oo'r) a^!'1 roolJ (06'o) psao 6u!ledS (aprS) uoller'l peol lerruan a^oqe ^Brairp pardde speol lle,lJJe) e paurnsse s! 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I 1 :qrlSua-: lleratg fO ".9T O orr €lril ,rglttt (s)ara!d r 15ror :JoolJ 'la^al .I.uodlru uga8{3H psssPd 0s L9 6uqed ,,1ord-[l (sueds tlv) 't 0'I + o 0'I (rOeO/rz) passea I BT'O .,9.rr o 8€0"0 (ut) 'UaO peot lelol (supdsllv)'t0I+o0'I (+essltz) passea 002'0 ,,9,rr o r€0'0 (uD'uao peot a^!t (suedSilV)10'r+C0'I 00'r (o1o9l) passed 09rr ,,t/r B,/ o $.05-(sqt-U) tuauout (suedsttv)10'I+OO'I 00'r (%BI) passed 9tLt ,,zlr9,/ozoe (sqt) reaqS (sueds ltv)-r 0'r + 0 0'I 00'1 (o/olt) possed [,oE'e ) seor ,,,/rg,rOr6s (sq1) uorpeay cqua6 (uj3lled) uoll€ulquof, rpeol lol llns-au pamollv uollerol o lPnpv slJnsau uolsao saloN lasnaeqra^?rh sagossa)rv I BeamChek v2.4 licensed to: Kace Allen F.eg f 6464-635 WIECHERT- BRIDLEWOOD 2ND FLOOR BEAIVI Date: 1 1lO1 119 Selection Conditions Data Attributes Aclual Critical Status Ratio Values Adiustments Loads 8-314x 12 GLB 24F-V4 DFIDF Lu = 0.0 Ft tulin Bearing Area R1= 8.2 in2 R2= 8.2 inz Shear TL DeJl Fb Fv E ix Fcl Uniform TL: 500 = A R1 = 5321 R2 -- 5321 SPAN = 20.25 FT Uniform and partial unilorm loads are lbs per lineal ft. Beam Span Beam Wt per {t Bm Wt lncluded h,4ax Moment TL Max De{l 20.2511 25.52 # 517 # 26937'# Lt240 Reaction I TL Maximum V Max V (Reduced) TL Actual Defl 5321 # Reaction2TL 5321 # 4795 # Ll 278 5321 # 210.00 141.57 OK 67"/" 105.00 37.86 OK 36% 0.88 1.01 OK 86% Base Values Base Adiusted 2400 2283 190 190 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 0.951 1.00 1.00 't.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 Section BeamChek v2.4 licensed ta: Kace Allen Reg # 6464-635 WIECHERT. BRIDLEWOOD FRONT DOOR HDB Date: 10/101.19 Beam Span Beam Wt per ft Bm Wt lncluded [/ax [4oment TL Max Dell 4.5 fr 6.17 # 28# 1155 '# L1240 Reaction 1 TL 1026 # Reaction 2 TL Maximum V 1026 # Max V (Reduced) 751 # TL Aclual Defl L / >1000 1026 # Selectian Conditions NDS'91 illin Data Attributes Actual Critical Status Ratio Section Values Adiustments Loads Rl = 1026 Area R1= 2.5 ipz ftl= l.$ Inz TL 4xB HF #2 Lu = 0.0 Ft Fb Fv E x Uniform TL: 450 = A SPAN = 4.5 FT Uniform and partial unilorm loads are lbs per lineal ft. Fcl R2 = 1026 30.66 12.54 OK 41"L 25.38 15.02 OK 59/" 0.03 4.23 OK I ao/ Base Values Base Adlusted 850 1 105 75 75 1.3 'r.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 ,-t-- - _ L-, I Uniform Load A v2.4 licensed to:kace Allen Reg # 6464-635 WIECHERT BRIDLEWOOD Date:10/10/19 OHD HDR Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads Section Rl = 3691 Min Bearing Area R1= 6.6 inz R2= 6.6 in2 Shear TL Defl Fb Fv E x Uniform TL: 450 = A SPAN = 16 FT Uni{orm and partial unilorm loads are lbs per lineal ft' Fcl R2 = 369r Lu:0.0 FtDF/DF6F.V3151GLB3-1/8x Beam SPan Beam Wt Per ft Bm Wt lncluded Max lvloment TL Max Defl 16.0 {t 11.39 # 182 # 14765'# Lt240 Reaction 1 TL lVlaximum V trilax V (Reduced) TL Actual Defl 3691 # Reaction2TL 3691 # 3114 # L1373 3691 # 117.19 110.73 OK 94"/" 46.88 24.59 OK 52"/" 0.52 0.80 OK 64/" 1 600 1 600 190 190 1.5 1.5 560 560Base Values Base Cv Volume Cd Duralion Cr RePetitive Ch Shear Stress Cm Wet Use 1.001.001.00 1.00 1.000 1.00 1.00 1.00 1.00 Kbe = 0.0Le = 0.00 FtCl StabilitY 1.0000 Rb = 0.00 ooo*r,o,i-rr.pam :auieN arrj Z' 0' Z' LA : ejeo r60E' Z'f '11 :aur6u3,I.Z^ BlMaloJ fln l.ld SC:ST:B 6T0Zl0T/Ot rasn:urJ.laii:,11 ]^,rv,,NrHrElxoJ **':rr:r& v saloN qof .loleEdo aieMlJos g3A aUoJ urot slotsapuaf ealsf Oalol rtsr-s0s (rls) suoFac ualM ale) uqF ote) 'pau6rsap 6ueo raquau a$turo q pilnsse s! preog utu . 'srruaqlo Pallsl.p ssqun ,/o ,,Itr ,g le palerq eq lsnu a@a uolssaJduof, rtollog :(nl) oupeJg a6pl uroqog . 'asrHaqto pqlelap ssalun l/o "II .9 le pale4 aq lsnu a6pa uoEsarduof do1 :(n1) 6uoug a6p3 dol . '(OtZn) 11 pue (o8tn) t'r :qualuf, uoBtra[ao . q5y : ^6o1opo$ahl u66aO 9I0Z lgl : apof Eutqlng terluap6au : sn 6urH!n8 ueag qsnH : ad^lraquahl roqj: uals^S leluozuoq ate suosuau,tp 11y {pua;a,ragquer 1p1 ro) }oddns }al Jo efeJ eprslno aq} uo.r] psrnseeu.r ale suor}plol llv E rolsado ileeuos gSMaloJ ,q popnorJ uaaq areq mqeurolur Uoddns pua suqsuaulp 'speol u66ap lrdu 'uoNlsjtpde pnpojd aql 'tu erq Flueu nrop/sprpordpooM /uro]' r3snaetualaM'Mil poisal rc/pue ol qqrsuodsel aql ol palepl $sneer{ia^eM 1! Et. ,t:l ':, i !!1 [ ,: :ri-l:,Lri- l]E.ra,,,-) 'lSI @puprlsraqu[ IE'L,ift tx .Zlt €, (s]areg 1 uleag qsnH :JooH 'la^a'l IUOd3U S38xllltrt 0s65 zbb-,,blt t ,9 ztlb .,zlr ar ,,blt t put 1q6u r radp rllnseupoaoilvlsnlfv-sluauuoJ (sq,) rPaqS uorle:)o1 adols tnf,ql6ual lntr 09t 0zl V/N (dor.,B,€(qD lupa - z pet tFejac 00t 0zr I (tuo:t) "r .e q O gsd) urojrun - I bL V/N ,,!/t rT .9 0l,.rlr r U]d) rqAa/v\ JlaS - o rluauuol (oo-r) 3 !'l rooll (06'o) p60 qlpU\A tuelnqul {apts) uolla}o't speol lelluo^ preog utd.,tll I 8St 8a{0er ,,0s'r ,sz z "0s't Jds - lleM pnls - z pJeoS uru "t/i I Itb sIt 9?I ,,0s'r .,sz z ,,0s'€Jds - fleM pnls - I s"possa)f,v ISIOI s^!"t rooll peag por!nbau alqel!E^Y lelol"sq-:oddng (sqt) suoddnS ot speo"l q16ua1 6upreg (sued5 11y)10'I +C0'I (+666fi) passed Btt'0 ,,8,t @ 190'0 (ut) 'UeC pPoT tetol (suedstN)10'I+00'I (+666n) passed 69r'0 ,,8.e o 9'0'0 (ut) 'Uac peot a^r'1 (suedsttv)10'I+00'r 00'r (o/oSZ) passed 0ss,,,8 ,t o tlrr (sqt-U) luauow (suedsIV)10'I+C0I 00'r (otol) passed 0E5q ,,s .9 0 zh (sqt),leaqs (suedsltv)I0'I+co'I (%ur) passea (,.s2'z) wtt ,,ILg @ est (sq1) uopeaX:aqua6 (urauEd) uoqeulquol :ps]lol llnsau paaollv uone)ot {) lenlfv sllnsau u6!sa6 t?rtn :I : lr lrit - r ls t,i\/]8 H:\rodl (%l) Passed tq6!aH taaH BeamChek v2.4 licensed ta: Kace Allen Reg # 6464-635 wiechert- bridlewood porch beam 2 Selectian Date: 10l,1011s 4x6 HF#2 Lu = 0.0 Ft Canditio"ns NDS'9,| fvlin Bearing Area R1= 1 .7 ina R2= 1.2 in2 Data Attributes Actual Crilical Status Ratio Section Shear TL Fb Fv Values Adjqstments Beam Span Beam Wt per ft Brn Wl lncluded lrlax Moment TL lVax Defl 6,5 ir 4,68 # 30# 1073',# L/240 Reaction 1 TL Maximum V lr4ax V (Reduced) TLActual Defl 687 # 687 # 639 # L/550 Reaction 2 TL ^aD * E X Fcl 17.65 11 .65 OK r,tt"/o 19.25 12.79 OK 66% 0. t4 0.33 OK 44/a Base Values Base Adjusted 850 1105 75 75 1.3 't,3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wel 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 Point TL Distance Uni{orm TL: 100 * A B=480 1.8 R2 = 473 SPAN = 6.5 FT Uniform and partial unilorm loads are lbs per lineal ft. Pt loads R] = 687 Unil BeamChek v2.4licensed to: Kace Allen Reg # 6464-635 wiechert- bridlewood porch beam 3 Selection Date:10110i19 4x 6 HF#2 Lu = 0.0 Ft Canditions NDS'91 lr,4in Bearing Area Data Aftributes Actual Critical Status Ratio Values Adiustments R1= 1.2 in2 R2= 0.7 in2 Shear TL Defl Fb Fv E x Fcl Beam Span Beam Wt per ft Bm Wt lncluded Max lt/oment TL lvlax Deil 6.5 ft 4.68 # 30# 817'# Lt240 Reaction'l TL lt/laximum V Max V (Reduced) TL Actual Dell 492# Reaction2TL 492 # 472 # 1t753 278 # 17.65 8.87 OK 5O"/" 19.25 9.44 OK 49o/a 0.10 0.33 OK 32/" Base Values Base Adjusted 850 1 t05 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: 40 = A B=480 1.8 SPAN = 6.5 FT Uniform and partial uniform loads are lbs per lineal It. Pt loads R1 = 492 R2 - 278 Uniform Load A B v2.4 b: Kace lt 6464-635 Date: 10110/19wiechert - bridlewood porch beam 4 Selection Conditions NDS'91 N/in Data Attributes Actual Critical Status Ratio Section Valueg Adiustments Area R1= 1.01n2 P2= 1.1 in2 Fb TL Defl Fv E (psi x mi Fcl Uniform TL: 52 : A Lu = 0.0 Ft4x6 HF#Z Beam Span Beam Wt Per ft Bm Wt lncluded [Iax lVloment TL lrlax De{l 6.5 ft 4.68 # 30# 1052 ',# Ll24A Reaction 1 TL It/aximum V Max V (Reduced) TL Actual Deil 387# Reaction2TL 461 # 435 # L/611 461 # .17.65 11 .43 OK 65% 19.25 8.70 OK 45"/" 0.13 0.33 OK 39% 850 1 105 75 75 1.3 1.3 405 405Base Values Base CF Size Factor Cd Duration Cr RePetitive Ch Shear Stress Cm Wel Use 1.00 1.001.001.00 1.300 1.00 1.00 1.00 1.00 Rb = 0.001.0000ClStabilitY Le = 0.00 Ft Kbe = 0.0 Point TL Distance B=480 3.75 Pt loads: Rl = 387 R2 = 461 SPAN = 6.5 FT Uniform and partial uniform loads are lbs per lineal lt' Load A B $&&0 \reltr{ tM)ust{sq sp$wt 1r1e6ed p0oMatpuq-uorilalM :aure$ atc Z.O'Z'tr\ :qac'6O€,'f €. tA lai&6u3 "i'er A1'$p$ei frti ttd se:zu:{ 6}0uls/1r ]ISr',iir.rpliiit{ lril lrrllil'll Alilllri} iltltN{Yt"15 & 05V: r6qopoqa61 u6pa6 Stoe 3qI ; apo? 6qpfln8 EBuapsaH r a$fi 6upfln8 ueae q€nu : adll rdqtt,a&t J00H I tmqs{s $lB*Oar€euo$ 83(&al]0i &paplmd wq a^Eq Klleulslur pue su0lsrrilqp 'speol ir6 '0sl,1araqp &l,8Qap ssqun {o "9 ,9 rP pEo€.iq oq $*u afu} uo$sedu.m5 u.rsltog :{nr} fiuirilg aspl &q16s . 'a!!wreo pefiEgap sslm f,lo .S ,9 rs pw& aq $nu a6pa uslssaJdu,o dol :(nf] 6U:a:g a6p3 dof . {0r2ft) "lJ puB (0Stn) "11 :Epqp} uoi}r$Uia0 * "teluoe$oq ale s{.!o,suau|p lM '(pu3 €AaDue3 }31 io} uoddns sal ,o atrE 3p!$}no eql ul{:uj pa:nseeu e€ suoqe}sl llv ,,1 ,9 rulsua-} lle€.{il '!sid €,urqtar& t8'I .r,x "g/r t {s}m"$ r u.tsBs-r{snH ;JooH,pnfl S&${*X}$ XXSw*&d $dul i:]l'l ,t 00 + 0?t sru vlN $uul),,s.r (qltupa - g 09t sli vlN {trqur},,&.E {q0 rurod - z pml }lqa(]0'0f 0'rI ,I {rumjJ ,l ,9 ot 0 fusd) u$Iun - I {ge'g :6rs&s-u*t}} aita lmH {s0'!} &r!'l ;*arj vlN mrmlrmt .rlr q ,e q,,b/r 1 {tsp!$} u{4tem't g"ld) ilqe/$ ras - 0 $$s*-I l6*!$ar1 ple09 rull .bll I 7AO sI!l E8I ,,05'1 Jds - llB& p,n$ - ? prQo8 urtu ,,h/I 1 s$oweY 5$I 9Sr s&n*6nx {oqt} e}er eer ffi ! ,,0!'t ?$l?il*rlY r1':I ,**u Jds - ltgirl p{m - I (suedslff)fl0'I*(0'X {*666fi} pBssgd T IL U "sx/tx;,{o5}0'0 (utl'il.40 ps0l lstol (susdsM)i10'I +00'r (+eee,I) passo*€r'n .9I/r1 1,[d9}{'0 {u0 "UaO pEo"l a^r'l {susds tHJ.l'l *'x .r 0 8'I {9,o6{J rcssed 806/,,9r& e,e o rslr {sqfilJ &auo|l{ (supdg fv).it 0'x + 0 0'I 5C'{%IZ} pa$5sd oAor "e/r 0r 0 986 {sqlJ rEaqs {sued5fiV}q0'I+(g'tr {%09) passsd (,,s2'r) cwr ,,2 o r00r {sql) uo}r€au "raq.{ahl SffiS$V{$ffi ffiA&$ffisiffi ::: :l I li ::::::: : , aluor&w*i {$6'0} ,*1*:'"e&t"x i${i*p*r!Bha,&q.eoddng (ura$gd) uossuqurof rF€c1 tltlsa&$3r&ollY u{*mr'}s t*lary qlnseu u0lsao TSE Engineering Re: J1047743 Bruce Wiechert Custom Homes Tri-State Engineering, lnc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Eugene). Pages or sheets covered by this seal: I13017071 thrul130l7085 My license renewal date for the state of Oregon is December 31.2020. tN e 1 1822pE OfiEGON 7tl6t82 October 17.2019 Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibil.tv sclely 1br the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer. per ANSI/TPI l. I I russ bo I lo', lt', lBruce wiechert l,' I 2 1ro0"",","n""(op!a!!!L 113017071MMON GIRDER047743 Type Custom Homes The Truss Company s Oct I 2019 5.6-'15 106-0 106-0 5€-15 4x6 ll ^'18 8x8 = HUS26 Scale = 1:47 3 3 5 soo lit 14 HU526 gre ll HUS26 17 HU526 4x4 :\ 4 19 7 206 2',1 HUS26 6x6 = gra ll HUS26 HU526 4x4 lz 2 N l+o 15 g 16 22 HUS26 6*10 .-6x1O , HU526 HUS26 SPACTNG- 2-0-0 Plate Grip DOL 1 15 Lumber DOL I 15 Rep Stress lncr NO Code lRC2015/TP12014 cst. TC BC WB DEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc) -0.15 6-8 -o.24 6-8 0.08 5 Udefl >999 >999 nla Ltd 360 240 nla lratrix,lVSH o87 o.92 063 15 5$-15 PLATES MI20 GRIP 220t195 Weight: 229|b FT = 20% Structural wood sheathing directly applied or 3-1-2 oc purlins. Rigid ceiling dtrectly applied or 10-0{ oc bracing. OCEGON 7t16t82 LOADING (psf) TCLL 25 O (Roof Snry=25.0) TCDL 8,0 BCLL O,O BCDL LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF Stud'ExGpt' 3-8: 2x4 DF No.2 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No 3 BRACING. TOP CHORD BOT CHORD REACTIONS. (lb/size) 1=6707/0-5-8,5=6082/0-5-8 Max Horz 1=148(LC 22], Max Uplift 1 =-865(LC 8), 5=-784(tC 9) FORCES. (lb) - lrax. Comp./lvlax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2= -93631 I 21 2, 2-3= $2921865, 34= -6292t865, 4-5= -93Uh 21 2 BOT CHORD 1 -9= -'10381777 1. 8-9=-1 0387771, 6-8=-9$n769, 5$= -943t7769 WEBS 3-8=-864/6582, 4-8=-32701537 ,4-6=-390/3279, 2-a=-3272537 2-9=-389t3275 NOTES- 1 ) 2-ply truss to be connected together with 10d (0.131"x3") nails as follils. Top chords connected as follows: 2x4 - 1 rc\| alO-7-O oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs @nnsted as follows: 2x4 - 1 row at 0-9-0 oc. 2)Allloadsareconsideredequallyappliedtoallplies,ex@ptifnotedasfront(F)orback(B)faceintheLOADCASE(S)sectron Plytoplyconnectionshavebeen provided to distribute only loads noted as (F) or (B), unless otheMise indicated. 3) Wndr ASCE 7-10; Vult=12omph (3-second gust) Vasd=95mph, TCDL=4.8psf; BCDL=4.2psf, h=25ft; Cat. ll; Exp B; Enclosed, MWFRS (envelope) gabLe end zone, €ntilever lett and right exposod ; end verti€l left and right exposed: Lumber DOL='1.60 plate gnp DOL=1.60 4) TCLL: ASCE 7-10: Pf=25.0 psf (flat roof snow), Category ll, Exp B: Parlially Exp , 61=1 19 5) This truss has been designed for a 10.0 psf bottom chord live load nonmncurent with any other live loads. 6) - This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other membeG. 7) Provide mechanicl @nnection (by others) of truss to bearing plate capable of withstandang 100 lb uplitt at toint(s) except 0t=lb) 1=865. 5=784 8) Use USP HUS26 (Wth 1 4.1 6d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-1 1 -4 from the left end to 1 8-1 1 -4 to connect truss(es) to back tace of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber LOAD CASE(S) Standard '1) Dead + Snow (balan@d): Lumber lncrease=1 15, Plate lncrease=1 15 Unifom Loads (pl0 Vert: '1 -3=66, 3-5=66, 1 -5=-14 Concentrated Loads (lb) RENEWS:12t31t20 October 17,2019 Vert: 11=-1111(B) 14=-1111(B) 15=-1111(B) 16=-1111(B) 17=-1111(B) 18=-1111(B) 19=-1111(B) 20=-111118J21=-111118)22=-1111(B) 1[ WenNWe , u**ty iesign p*dn*kd .tx1AE4S liolgt $il rt rS AND lrlCLUB€O *1tfrjl( ]?ErFngn/Ca'p46E. ,,rlJ- 74n SSFAAE USE Design valid for use only with lvliTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsjbilily of building designer - nol truss designer Bracing shown is for laleral suppod of individual web members only Additional temporary bracing to insure stabilily during conslruction is the responsibillity of the erector. Additional permanent bracing ol the overall structure is the responsibility ol the building designer. For qeneral guidance regardmg _ fabricalion.quatirycontrot,storage.detivery.erecronandbracing consutt ANSfIPllQublfiyCdhds,DSB-ESsndBCSllBulldlngComponml SffiylnfumStoi available fr6m Truss Plate lnstrtule,583 D'onofrro Drrve, [,ladison, W 53719 A theTRUSSco. tt'rc. HL- Job lcrce I lrruss rype IGABLE lo', l"', lBruce Wiechert Custom HomesIr I 11 113017072 I I lLoo Reference loptronatl J1047743 Job The Truss Company (Eugene), Eugene, OR | -2-O4 106-0 lnc.16 17 49 15 2019 21-O-O | 23-0-0 | 2-O-O 106-0 10$-0 2-O-O Scale = 1:48.9 4x4 I 1'18 137 4x4 = '15 '18 aoo F 6 5 4 3 -<{o 1 2 I+ 17 4xB = 19 3x6 =25 24 23 22 21 20 3x4 3x4 /z LOADING (psf) TCLL 25,O (Roof SnN=25.0) TCDL 8-O BCLL O.O Weight: 131 lb Fl =204/o Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace atJt(s)r 12 OIEGON 1t16t82 PLATES t\,,1T20 GRIP 2201195 RENEWS: ,I2I31I2O October 17,2019 LUMBER- TOP CHORD 2x4 DF No.2 BOTCHORD 2x4DFNo2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud BRACING- TOP CHORD BOT CHORD JOINTS REACTIONS. All bearings 96-8 excspt 0t=length) 16=0-5-8. (lb) - Max Hoz 2=-176(LC6) lraxUplift Allupliftl00lborlessatjoin(s)20.21,22.23.24.25,2except16=-108(LC9) l\raxGrav Allreactions250lborlessatjoin(s)21,22,23,24.25except16=642(LC1),20=526(LC1),20=526(LC1),2=329(LC1), 2=329(LC 1) FORCES. (lb) - Max. Comp./iIa. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 15-16=-610172 10-20=-4651145,10-12=4631166,12-14=-434h49 14-15=-4171138 BOTCHORD 1A-20=O|43O. 16-18=0/430 NOTES. 1) Wind: ASCE 7-10i Vult=120mph (3-second gust) Vasd=gsmph' TCDL=4 8psf, BCDL=4.2psf; h=2sft: Cat. ll, Exp B, Enclosedi IVIWFRS (envelope) gable end zone; €ntilever l€ft and right exposed , end verticl lett and right exposed, Lumber DOL=1.60 plate grip DOL='1.60 2)Trussdesignedforwindloadsintheplaneofthetrussonly. Forstudsexposedtowind(normaltotheface),seeStandardlndustryGableEndDetailsas appli€ble, or consult qualified building designer as per ANSI/TPl 1. 3)TCLL: ASCET-10; Pf=25.0psf (flatroof snw): Categoryll; ExpB,PartiallyExp,Ql='1 '19 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) AII plates are '1.5x4 MT20 unless othemise indi€ted 6) Gable studs spaced at 1{-0 oc. 7) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurent with any other live loads 8) ' This truss has been designed for a live load of 20 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) Provide mechaniml 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=108 10) Graphi€l purlin representation does not depict the size or the onentation of the purlin along the top and/or bottom chord. SPAC|NG- 24-O Plate Grip DOL 1.'15 Lumber DOL 1.'15 Rep Stress lncr YES Code lRC201s/IP12014 Matnx-MSH cst. TC 0.31 BC O.22 WB O,O9 DEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc) -o.o2 18-28 -0.04't8-28 0.01 16 Udefl >999 >999 nla L/d 360 240 nla 1l WanXUe - Vqt* cslgn poataag iln ErAA NOT€S ON n{A ANO l?iCLllDED t |TEK REF€QENCZ FAG€ tttt-7473 9€FA*E ,S€. Design valid lor use only with l/iTek conneclors. This design is based only upon parameters shown, and is for an individual building component. Applicabilily of design paramenters and proper incorporation of component is responsibility of building designer - nol truss designer Bracing shown is'for laterai suppodof individual web mi;m6ers only Additional temporary bracing to insure stability during construction is lhe responsibillity ol the erector Addrtronat permanent bracrng ol the overall structure is lhe ,esponsibility ol the building de_sroner lor gene_ral gurdanceJgSSI.dLnS. .. fabricaron. ouatirv conkot, storaoe, detivery, erecton and brac,nq consull ANSUTPI1 Ouaflfy Cjtatla, DSB{g gld BCSI1 Buildhlg Com9oMr Srfot lnbmis0oir avarlable fr6m Truss Plale lnslilute. 583 D'0nolrio D.ive. Madrson. wl 53719 A theTRUSSco. txc N N t IHL=E&"'pportedGabre li' l- Wiechert Custom Homes t1301707310477431 The Truss Company 5 I D:2aVwni0h0HgHxKD5KKVyUgySnsg-l 2019 aCgi_hJ -2-04 6 4x4 = 15 aoo l1t B4 I3 10 3 E 11181713123x4 \\3x4 /z 11 -114 11 -114 '11-11{ 1-8 Scale = 1:30 1 LOADING (psf) TCLL 25.O (Roof Snow=25.0) TCDL 8,0 BCLL 0.0 . REACTIONS, (tb) PLATES MT2O GRIP 220t195 LUMBER- TOP CHORD BOI CHORD OTHERS 2x4 OF No.2 2x4 DF No.2 2x4 DF Stud All bearings 1 1-1 1 -0. Max Hoz 2=l 12(LC 6) Max Uplift All uplift '100 lb or less at Joint(s) 2, 10, 16, 17, 1a, 1 4, 13, 12 MaxGrav Allreactions250lborlessatjoin(s)15,16,17,18,14,13.12ex@pl2=291(LC1),10=291(LC1) Weightr 64 lb FT = 20% Structural wood sheathing directly applied or 6{-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. IN E BRACING- IOP CHORD BOT CHORD FORCES. (lb) - [4ax. 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=4.8psf; BCDL=4.2psf, h=25ft; Cat. I I, Exp B; Enclosed, iiIVVFRS (envelope) gable end zone, cantilever lett 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 ANSUTPI 1 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snN), Category ll; Exp B; Partially Exp ; Ct=l 10 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-concutrent with other live loads 5) All plates are 1.5x4 lvlT2o unless otheMise indi@ted. 6) Gable requires continuous bottom chord bearing 7) Gable studs spaced at 1 -4-0 oc. 8) Thjs truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rtrtangle 36-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 1 0) Provide mechanicl connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplitt at ,oint(s) 2 I 0. I 6, 17 . 18 I 4. 13. 12 RENEWS:12t31t20 October 17,2019 SPAC|NG- 2-O-O Plate Grip DOL '1 15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 lVatrix'SH csr. TC 0.26 BC 014 WB O03 DEFL. Vert(LL) Vert(CT) Hoz(CT) in 0.02 0.01 0.00 (loc) 11 '11 '10 l/defr Ud nlr 12O nft 90 nla nla ill6t82 i[ WeAX*e - Vnity d6*fl pqtudt6*,N srd gEAt] NOTES ON THIS A\JO lNCtt-l]D€D &ltTEK REF€RENCE PAG€ Mlt-7473 EEFOXE Ll9E. Design valid lor use only with lvliTek connectors. This desiOn rs based only upon parameters shown, and is Ior an individual building componenl Appticabilityofdesignparamentersandproperincorporationofcomponentisresponsibilityofbuildingdesigner-nottrussdesigner Bracingshown is for laterai suppon of individual web members only. Additional temporary bracing lo insure stability during construction is the responsibillity of the erector Addttional permanent bractng Ol lhe Overall sfuclure rs the responsibilily ot the burldrng designer for general guidance_reger-dIS. .- _ fabncatton. ouatrty conrot, sroraqe, detrvery, erecton and bracinq. consult Ali6nPn ChLlty Cfttla, DSB{g and ECSI1 Bddim Comgonont Slhy lnfumrtd avarlable fr-om Truss Plale lnstilule 583 D'onofrio Dnve. Madison Wl 53719 A theTRUSSco tNc. 7 5 2 14 047743 Hil;:' Supported Gabre lo', l"', lBruce Wiechert Custom HomesIr I 1l t13017o74 I I lJob Referen@ (optrcnal) 41 GE Truss The Truss Company (Eugene), | -2-O4 Eugene, 14-34 286-0 lnc.16 17:49:07 2O19 r 30s-0' 2-o-o 2 14-3-0 14-3-0 '2{'< 22 S€le = 1:62.74x4 12 20 19 18 17 16 15 14 1311 I 8 7 4 l ol 10 eoo FI 6 5 3 3x4 /z 43 42 41 40 39 38 i7 36 35 34 33 32 gt 30 zg 28 27 26 25 24 21 I+23-o 3x4 3x6 LOADING (psf) TCLL 250 (Roof Snow=25.0) TCDL BCLL 8.0 0.0 'Weight: 224 ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. lRowatmidpt 12-34,11-35,13-33 PLATES rvlT20 GRIP 220t195 RENEWS:12131120 October 17,2019 LUMBER- TOP CHORD BOT CHORD OTHERS BRACING- TOP CHORD BOT CHORD WEBS 2x4 DF No.2 2x4 DF No.2 2x4 DF Stud'Except' 1 2-34, 1 1 -35,'1 0-36, 1 3-33,'1 4-32: 2x4 DF No.2 REACTIONS.All bearings 2&6-0. Max Hotz 2=228(LC 7) lvaxUplift 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 joint(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./Max. Ten. - Ali forces 250 (lb) or less except when shown NOTES. 1 ) Wnd: ASCE 7-10; Vult='l20mph (3-second gust) Vasd=95mph, TCDL=4 Spsf; BCDL=4.2psf, h=25ft, Cat ll, Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed , end verti€l left and right exposed, Lumber DOL='1.60 plate gnp DOL=1.60 2) Truss designed for wind loads in the plane o, the truss only. For studs exposed to wind (nomal to the face), see Standard lndustry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPl 1 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow): Category lli Exp B, Partially Exp ; 61=1 1g 4) This truss has been designed for greater of min roo, live load of 1 6 0 psf or 1 00 times ffat r@f load of 25.0 psf on overhangs non-concurent with other live loads. 5) All plates are 1.5x4 l\rT20 unless otheMise indicated 6) Gable requires continuous bottom chord bearing 7) Gable studs spa@d at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonmncurent 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 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 O) Provide mechanicl connection (by others) of truss to bearing plate €pable of withstanding 1 00 lb uplift at joint(s) 22, 34,35,36, 37, 38, 39, 40, 41, 42. 43. 33, 32, 30, 29, 24, 27, 26. 25. 24. 2. 0b) .O-1-81. 122 o-2-o.o-1 -81. 131:0-2-4, Matnx-SH cst. TC 0.26 BC O.'14 WB OO8 DEFL. Vert(LL) vert(CT) Hou(CT) in (loc) Udefl L/d 0.02 23 nh 120 001 23 nh 90 0.0'1 22 nla nla SPACTNG- 2-O-O Plate Grip DOL 1 15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 1t16'82 4-' (IPEGON tN E A theTRUSSco. iuc. Design valid Ior use only with MiTek connectors This design is based only upon parametels shown, and is for an indivjdual buildrng component. Applrcability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is'fbr laterai suppodof individual web members only Additional temporary bracing lo insure stability during conslruction is the responsibillily of lhe erector. Add(to;al permanent b,actng ol lhe overail stucrure is the responsrbrlrly of the buildrng designer. Tor general gurdancergs?I.dl1S_ .. ribdcarion ouahtv controt sloraoe. detrverv erectron and bracino. consult ANtil[Pll AIIV Cdbtls, DSB{o lnd ECSI1 Blfthg Com9oMt Siiuiii'hi,nit"'1, avaiiaote t[m Truss Flare lnstitute.583 D'0notno Dnve Madison. wl 53719 047743 Truss \2 llruss lype lco.ron I lotv I lBruce Wiechert Custom Homes I r13O17O75 lJob Reference (optronal) Piy 1 8.320 s Oct nc lD:2avwni0h0HgHxKDSKKVyUgySnsg-pzDHGolZ4wOvnHqCTpkPbel Rl.LDt TBL o -2-0-0 204 2 7-3-1 28$-O 306-0 6 Scale = 1:65.14x5 ll 4 aoo Fz 1.5x4 \\ 3 1.5x4 // 5 21 ,, N c r do1 N-rj 17 18 10 3x4 = 19 2098 3x4 = 3x5 \ JXC ./ SPAC|NG- 2-0-0 Plate Gnp DOL '1 15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TPl20'14 iratrix-MSH cst. TC 0.58 BC 068 WB 0,29 DEFL. Vert(LL) Vert(CT) llorz(CT) in (loc) -0.24 8-10 -0.31 8-10 004 6 Udefl L/d>999 360>999 240 nla nla 9-7-10 LOADING (psf) TCLL 25.0 (Roof Snow=25 0) TCDL 8 O BCLL O.O LUMBER. TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2'Except' 5-8.3-10 2x4 DF Stud BRACING- TOP CHORD BOT CHORD Weight: 134|b Ff = 20% Structural wood sheathing directly applied or 4-2-4 oc purlins. Rigid ceiling directly applied or 1 0'0-0 oc bracing. (lBEGON ill6182 PLATES MT2O GRIP 220t195 RENEWS:12t31t20 October 17,2019 REACT|ONS. (lblstze) 2=127210-5-A, 6=12721O-5-A Max F.oz 2=228(lC 7) rrax upiift 2=-178(Lc 8), 6=-178(LC 9) FORCES. (lb) - lvlax Comp./Max. Ten ' All forces 250 (lb) or less except when shown. TOP CHORD 2-3= - 1 6A1 205. 34= -1 538127 5, 4- 5= - 1 538127 5, 5$= - 1 681 l2O5 BOr CHORD 2-11=-193t't 472, 8-1 0=-1 5/950, 6-a=-67 h332 WEBS 4-a=-1621756,5-A=-4421245,4-10=-1621756,3-10=4421245 NOTES- 1) Wndr ASCE 7-'10i Vult=120mph (3-seond gust) Vasd=95mph; TCDL=4.8psf: BCDL=4.2psf: h=25ft, Cat. ll; Exp B; Enclosed: IIVVFRS (envelope) gable end zone; cantilever left and right exposed , end verticl 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 lli 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 rmf load of 25.0 psf on overhangs non-concurent with other live loads 4) This truss has been designed for a '10 0 psf bottom chord live load non@ncurent 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 ,it between the bottom chord and any other members, with BCDL = 7.opsf. 6) Provide mechani€l @nnection (by others) of truss to bearing plate capable of withstandang 1 00 lb uplift at joint(s) except (jt=lb) 2=1 78, 6='1 78 A theTRUSSco. rNc. 7-3-15 1 4-3-O 21-2-1 6-1 '1-1 6-1 1 -1 ' 2-o-o ;[ wenx,+;c Verryd6fr1panil,o*le aid EEAD NAiES AnTtll$ Al'lO IIELUAEO NITEK RSFERENCE ?AGE UtlV473 EEF9RE t")9€. ls ol paramelers shown and is for an Add[ronal erecl0r structure rs the Wiechert Custom Homes 1047743 t1 301 7076mon The Truss 9 20'19 MiTek lndustries, lnc Wed Ocl I D:zezdcwaqVmpfQ lfPZi0YmwySmvG-lAnfTS2BrDWmPQP -2-0{14-3-0 6-1 1 -17-3-1 5 4x5 ll Scale:3/16"=1' 4 a oo llt' 15x4 \\ 3 1.5x4 // 6 r :1o1 l,+ 16 17 189 3x4 = 19 8 3x6 20 21 3x5 /z 5x5 3x4 = -1 2A-2-14 9-4-89-7-1 0 9-2-12 Plate Offsets (X,Y)- [2:0-1-15,0-1-8], 14.O-2-12,O-2-A\. [6:0-0-4,0-1'3] LOADING (psf) TCLL 250 (Roof Snow=25.0) Weight: 131 lb FI =2Oo/o Structural wood sheathing directly applied or 4-2-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. PLATES MT2O GRIP 2201195 RENEWS: 12131120 October 17.2019 TCDL BCLL 8.0 0.0 ' LUMBER- TOPCHORD 2x4DFNo.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 DF No.2'Except' 5-7,3-9: 2x4 DF Stud WEDGE Right: 2x4 SP No.3 BRACING- TOP CHORD BOT CHORD REACTIONS. (lb/size) 6=112s/Mechanicl, 2=1266/0-5-8 Max Horz 2=2'18(LC 5) Max Uplift 6=-136(LC 9), 2=-178(LC 8) Max crav 6=1138(LC 17),2=1266(LC 1) FORCES. 0b) - Max. Comp./Ma. Ten. - All forces 250 (lb) or less except when shown TOP CHOR D 2-3= - 1 669t205, 34= -1 526127 5, 4-5= - I 5O7 t2ao, 56=-1 653/209 BOT CHORD 2-9=-21 411 447 7 -9=-37 1924, 6-7---881 1280 WEBS 4-7=-167n24,5-7=-4251247,4-9=-1621760,3-9=4411245 NOTES. 1) Wnd: ASCE 7-'10; Vult=120mph (3-seond gust) Vasd=gsmph; TCDL=4.8psf, BCDL=4 2psf h=25ft; Cat. llt Exp B; Enclosed; MWfRS (envelope) gable end zone, cantalever left and right exposed i end vertiGl lett and right exposed; Lumber DOL=1.60 plate gnp DOL=1 60 2) TCLL: ASCE 7-'10, Pf=25.0 psf (flat roof snw); Category ll, Exp B, Partially Exp.; 61='1.19 3) This truss has been designed for greater of min roof live load of 1 6.0 psf orl 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 of 20 opsf on the bottom chord in all areas where a rstangle 36-0 tall by 2{-0 wide will fit between the bottom chord and any other members with BCDL = 7 opsl 6) Refer to girder(s) for truss to truss connections 7) Provide mechani€l connection (by others) of truss to bearing plate cpable of withstanding '1 00 lb uplft at joint(s) except (Jt=lb) 6=1 36, 2=1 78. SPACING- 2-O-O Plate Grip DOL 1.15 LumberDOL 1 15 Rep Stress lncr YES Code lRC2015/TP12014 cst. TC BC Vr'B lvlatrix-N4SH 0.58 0.69 029 DEFL. Vert(LL) vert(cT) Hoz(CI) in -0 25 -o.32 004 (loc) 7-9 7-9 6 Ydefl >999 >999 nla L/d 360 240 nla lnm82 N E (' A theTRUSSco.tNc. 1[ WlXtttUC, Vnry dstg* ps@astoft *rd ]€4r r{OIE'S'{r / rHrs AND lhtCLUO€D tllTEK XSq€RENCE PA6* t4!l-V473 Agfan€ l}Sg. Design valid for USe only with MiTek cOnnectors. ThrS design is based only upon parameters shown, and is for an individual building component. Appl;ability of design paramenters and proper incorporati6n of component is responsibility of building designer - not truss designer. Bracing shown rsfbriateralwpporiotindjvidualwebmdm6ersonly. Addnaonallemporarybracingloinsurestabilityduring_constructionistheresponsibillityolthe erector eOO,tibnat permanent bracrng ol the overail stucture is lhe'esponsibility of the burldrno designer For gene_ral_gurdance_regar-dIS- .. -labncalon. ouallv conrrot. storaae, detrvery, erecton and bracrng. consull ANSUTPI1 QEny Cr|bth, DS8{!l sld BCSI1 Bddhg CompoHl Sattytntmaton avarlablefr;mTrussPlatelnslilute,583DonotrioDrive,Madrson.wl 53/19' H. lotv l,o l-1 lob ts c o 2 EL=lffi;:, supported Gabre |i'Jl047743 .Job lBruce Wiechert Custom Homes| 113017077 I lJob Referen@ (optronal) Plv 1 8320sOct 9 I D:zezdcWaqVmprQlfPZi0Ymu.rySrvG-EY\/PL!q3RNqmUekYnoxlTDHf 1 -2-O4 2-0-0 2 4x4 12 Scale = 1:61 B 13 10 15 soo ht 16 18 19 21 3x4 /z 3x6 ll42 41 40 39 38 97 36 3s 34 33 g2 3i ao 29 za 27 26 25 24 23 2A-2-14 11 14 8 17 204 6 22 N do1 l4o 3x6 LOADING (psl) TCLL 25.O (Roof Snw=25.0)rcDL 8.0 BCLL O O BCDL LUMBER. TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF Snrd -Exept' 1 2-33, 1 1 -34,1 0-35, 1 3-32,1 4-31 : 2x4 DF No.2 WEDGE Right: 2x4 DF Stud PLATES l\ilT20 GRIP 220t195 BRACING. TOP CHORD BOT CHORD WEBS Weight: 220 lb FT = 2go/a Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. '1 Row at midpt 12-33,11-34,13-32 REACnONS. All bearings 2&2-14 (lb)- Max Hoz 2=219(LC5) MaxUplin AlluplifrlOOlborlessatjoin(s)33,34,35,36,37,38,39.40,41,42,32,31,29,28,27,26,25,24,23,2,22 Maxcrav Allreactions250lborlessatjoint(s)33,34,35,36.37,38.39.40,4'1,42,32,31,29,28,27,26.25,24,23,22 except 2=291 (LC 1) FORCES. 0b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Windr ASCE 7-10, Vult=12Omph (3-second gust) Vasd=95mphi TCDL=4.8psf; BCDL=4.2psf; h=25ft. Cat. ll, Exp B, Enclosed, IVIWFRS (envelope) gable end zone, €ntilever left and right exposed , end verti€l 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 (nomal to the fae), see Standard lndustry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) TCLL: ASCE 7-10: Pf=25.0 psf (flat roof snw), Category ll, Exp B; Partially Exp ; 61=1 19 4) This truss has been designed for greater of min roof live load ol 1 6.0 psf or 1 00 times flat roof load of 25 0 psl on overhangs non-concurent with other live loads. 5) All plates are 1.5x4 MT20 unless otheeise 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 20.0psf 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. 't O) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding '1 00 lb uplift at joint(s) 33, 34, 35, 36, 37, 38, 39, 40, 41, 42,32, 31 29,28,27, 26, 25.24,23. 2. 22. RENEYI/S: 't2t31t20 October 17,2019 1 SPACTNG- 2-0-0 Plate Gdp DOL 1 15 Lumber DOL 1 15 Rep Stress lncr YES Code lRC20'15/TP12014 cst. TC BC WB DEFL. Vert(LL) Vert(CT) Hoz(CT) in 0.01 0.00 0.01 (loc) l/defl L/d 1 nl( 12O 1nfi90 22 nla nla Matrix-SH o.14 0.08 7'1 6182 N E I '//lln'/'Ue " V*ify d6!gn ps?antsn etd 884, ilOfgS O i l}lrs ANA WC&A€D MITEK R&F€RE$CE AAa;€ t4rl-7"173 SESOAE US€. Design valid for use only with MiTek conneclors. This design is based only upon parameters shown and is for an individual building componenl. Applicability of design paramenlers and proper incorporation of componenl is responsibality of building designer - not truss designer. Bracing shown is for laterai support-of individual web members only. Additional temporary bracing to insure stability during construction is lhe responsibillity of the erector Addtttonal permanenl bracrng of the overail struclure rs the responsrbrlrty ol lhe burldrng de-signer For geneGl guidance-rqS?r-tS- -. fabncaron. ouatilv controt. sroraqe, ctetrvery. erection and bracrnq, consult ANSUTPX qi!fiy Cdttls, ESB{0 lnd BCSI1 Buldh9 ComPomt Ss,tElylnlbmstoi available fr-om Truss Plare lnslilute.583 D'onokio Drive. Madrson. Wl 53/19. A theTRUSSco.lt{c. 14-3-0 2A-2-14 1 4-3-0 5 13-11-14 7 3 lrruss IMsGE Tiruss rvoe IGABLE F-J1047743 Job lBruce Wiechert Custom Homes| 113017078 I lJob Relerene (optronal) Plv 1 (Eugene), Eugene, OR - 97402,8.320sOct 92019 I D:2avwni0h0H gHxKD5KKVyUgysnsg-ACYbtKlMvggnQfVRQ Scale = 1:1 3.1 3x4 -- 4.oo FT 7 { 4x10 =63x4 3xa ll " 43 3x4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0)TCDL 8.0 BCLL 0.0 ' 7.O PLATES t\rT20 GRIP 220t195 LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING- TOP CHORD BOT CHORD Weight: 23 lb FT = 20% Structural wood sheathing directly applied or 4-1 0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 6=1sg/Mechanical,2=352/0-5-8 lvlax Horz 2=69(LC 7) r\rax uprift 6=-30(Lc 10), 2=-124lLC 6) Max Grav 6=184(LC 17), 2=359(LC 17) FORCES. (b) - Max. Comp./Mil. Ten. - All forces 250 (lb) or less except when shown. NOTES. vertical left and right exposed: Lumber DOL=1.60 plate gnp DOL=1 60 2)Trussdesignedforwindloadsintheplaneofthetrussonly. Forstudsexposedtowind(normaltothetace).seeStandardlndustryGableEndDetailsas applicble, or snsult qualified building designer as per ANSI/TPl 1 3) TCLL: ASCE 7-10t ff=25 0 psf (flat roof snw), Category ll; Exp B; Partially Exp.r Ct=1 10 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-concurent with other live loads 6) Gable studs spaced at 1-4-0 oc 7) This truss has been designed for a 10.0 psf bottom chord ljve load nonconcurent with any other live loads. 8) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3€-0 tall by 2-0-0 wide wrll fit between the bottom chord and any other members. 9) Refer to girde(s) for truss to truss connmtions. 10) Provide mechanical connection (by others) ol truss to bearing plate €pable ofwithstanding 100 lb uplift atjoint(s) 6 except (Jt=lb) 2=124 P RENEWS:12t31tzo October 17,2019 csr. TC BC WB lvlatrix-P 0.31 o14 000 DEFL. Vert(LL) Vert(Cr) Hoz(CT) in -o.o2 -0 03 -0 00 (loc) l/defl Ud 26 >999 360 26 >999 240 6 n/a nla SPAC|NG- 2-O-O Plate Grip DOL 1 15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 \\( ('BEGON 1t16t82 I wanNtua - v*ig d*slgn paec@bN st d tE{r l]ofss Off lY/S AND INCLU)€A &{fY€K &6fg'n*?(fg'p,{CE MtrV4n *X|:OAE $SE. Design valid for use only wilh MiTek connectors This design is based only upon parameters shown. and is for an individual building component Applicabilily of design paramenters and proper incorporalion of component is responsibilily of building designer - nol truss designer. Bracing shown is fbr laterai support of individual web members only. Additional temporary bracing to insule stability during construclion is the responsibillity of the erecror Addilronat permanent bracrng of the overatl skucture is the responsibilrly of the burlding desrgner For general guidance_rgqqr.dlnS- .- Iabricatron. ouatitv conlrot. storaoe. dd|very. ereclron and bracinq, consull AI{SUTPn OmfV CrlEib, DSB{o end BCSII Bulditg Compoml 88Mylnfuti8foi avarlablefr-omTrussPlatelnstrtule 583D'onolrroDrive.Mad,son.wl 53/19. A theTRUSSco. tNc. -2-O4 4A-0 2-O-O 2 1047743 NOPITCH 113017079 Wiechert Cu stom Homes { ";1q 1 TRNHKQbI 2019 S€le = 1:13 13 3x4 ll 3xa ll 5 4 too ft- 10 o 2 3x4 -- SPAC|NG- 2_O-O Plate crip DoL I 15LumberDOL 1 15 Rep Stress lncr yES Code lRC20.t5lTpt2O14 csr. TC BC WB Matrix-Mp o.25 o.12 0.00 DEFL. vert(LL) Vert(CT) Hoz(CT) in 0.0.1 -o.02 000 (loc) lldefl Ltd6-9 >999 3606-9 >999 2402 nta nla LOADING (ps0TCLL 25.0 (Roof Snow=25.0)TCDL 8.0BCLL O,O LUMBER- TOPCHORD 2x4DFNo.2 BOr CHORD 2x4 DF No.2WEBS 2x4 DF Stud REACTIONS. PLATES Mr20 GRIP 2201195 BRACING- rOP CHORD BOT CHORD Sl::Y:,_y"?o r*athrng drrectty apptred or 4-io-o oc purtins except end vertrcatsxrgro ce!trng dtrecfly applted or lO_O_O oc oractng P Weight: 18 lb Ft = 20% ttv 7ll 6182 RENEWS:1zt3'uzo October 17,2019 (lblsize) 6=177 tMechani€l 2=33//O_5_8 Max Hoz 2=69(LC 7) Max Uptrft 6=-34(LC t0) 2=_j.13(LC 6)Max Grav 6=203(LC t71 Z4aang 1y., FORCES. (tb) - Max. Comp./Ma. Ten. - Ail for@s 250 (tb) or less excepl when shown NOTES- ,] fli *llE*if'H&'l#$Xr-l',',lUl;1=:ffii,l;',?:;:.:'.'J,1'":5;',i?'J,i,:ij,:;U.:=i,.? Enc osed MWFR. (enve ope, sab e end 31 unbaraneolno,i,";o;;#"U"'i::"*i[%] 3:[l?:1":xp B: pan,a,y Exp s1= 1 1e 4) Thslruss has been desrgneo rorgreatei;i;;;;;#"ki.'J'or ru.o r"ror r.oo.mes flat roof road of 25.0 psf on overhangs non-concurent with otherrive5) Thrs truss has been desroned for a 1o.o psf bottom chord rrve road nonconcurent with any other rive roadst' ;;';iff'"ff:ir:",1i?f:,:t ror a rrve road or 20 0pJil" ii" o""n# ino,o i, "rr ,ilr",ii,-u,J"'r""l]iJi .., ,",r by 2-o-o wide wi, nt between the bonom7) Reftr10 girde(s) fortruss to truss conn*ttons.8) Provide mechanical connection (bv othersl oiiirss to oearing prate €pabre ofwithstanding 1oo rb uprift atjoin(s) 6 except 0t=rb) 2=1.13 A theTRUSSco.nic. 1 o, the fuss the erector Truss !.upon tyAH&f,r6 - YefY d66& Psisrld"x ffd BFi4' is based only ol component MiTek connectors. Addltional permanent valid for use onlY wrth is the Madison. insure lil;lil; lo', lt', lBruce Wiechert Custom Homeslt I 1l t13017080 I I lJob Referen@ (optronat) J1047743 Job Type NOPITCH nc 24-O 2a-a 2A-O 3 3x4 ll Scale=198 4 too @ 10 2 J q 6 3x4 5 3x4 ll LOADING (pso TCLL 25,O (Roof SnN=25.0)TCDL 8,0 BCLL O O PLATES IVT2O GRIP 220t195 LUMBER- TOPCHORD 2x4DFNo.2 BOr CHORD 2x4 OF No.2 WEBS 2x4 DF Stud BRACING- TOP CHORD BOT CHORD Weight: 11 lb FT = 20% Structural wood sheathing directly applied or 2-10-0 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing. ('PEGON 1,16t82 REACTIONS. (lb/size) 6=73lMechanical 2=28110-5-8 Max Horz 2=45(LC 7) Max Uplift 6=-12(LC 7). 2=-1 1 s(LC 6) Max Grav 6=83(LC 17),2=283(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less ex@pt when shown. NOTES- 1)Wnd:ASCE7-'lOiVult=120mph(3-secondgust)Vasd=95mph,TCDL=4.8psf:BCDL=4.2psf:h=2sft,Cat ll;ExpB;Enclosed,MWFRS(envelope)gableend zone; cantilever left and right exposed ; end vertiGl left and right exposed, Lumber DOL=1 60 plate grip DOL=I.60 2) TCLL] ASCE 7-10i Pf=25 0 psl (flat roof snow); Category llr Exp B; Partially Exp; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been desagned for greater of min roof live load of 16 0 psf or '1.00 times flat root load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconarent with any other live loads. 6) t Thas 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 beMeen the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections 8) Provide mechaniel connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 6 except (jt=lb) 2=1 'l 5. RENEWS:12t31t2o October 17,2019 DEFL. Vert(LL) Vert(CT) Hoz(CT) in 0.00 0.00 -0 00 (loc) I 9 2 l/defl >999 >999 nla Ud 360 240 nla SPAC|NG- 2-O-O Plate Grip DOL 1 15 Lumber DOL 1 15 Rep Stress lncr YES Code lRC2015/TP12014 csr. rc BC WB Matrix-lvlP 0.25 0.07 0.00 I Wenunrc " V*W d6lge pstut8k,ft did r€A$ n,oaEs O J rhrs AND INC,UAE? LTTTEK *3F€RENCE pAlif Mfi-74n rlEF(}A€ USE. Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is lor an individual building component. Applicability of design paramenters and proper incorporation ol component is responsibility of building designer - not truss designer Eracing shown is for laterai support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity ol the erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For gensal-gurdance reqardnq_ -- ^Iabricarion. qualily aonrol. storage. dalivery. erection and bracing. consull ANSUIPI1 QUaIly CdEtls, DSB{S snd BCSII Bttdlng ComPomr S!tryhbirtatoi availablefrbmTrussPlalelnslitute,583D'onokroDrive,Madison,wl 53719. A theTRUSSco. rNc. ^ lTruss t,, Truss Type IIVIONOPITCH lo', lo', lBruce Wiechert Custom Homest4 I rl 113017081 | | lJob Referene (opronat) Jl047743 Job 24-O 1 -1 0-0 1 -10-0 1 -'10-0 1 -1 0-0 3x4 ll 3 Scale = 1:15 5 4 aoo [iI N N { 2 6 5 3x4 3x4 ll LOADING (psf) rcLL 25.O (Roof Snow=25.0) TCDL 8,0 BCLL O,O - PLATES t\IT20 GRIP 220t195 LUMBER- rOP CHORD BOI CHORD WEBS 2x4 DF No 2 2x4 OF No.2 2x4 DF Stud BRACING- TOP CHORD BOT CHORD Weight: 10 lb FT = 2ook Structural wood sheathing directly applied or 2-0-0 oc purlins, excopt end verticals Rigid ceiling directly applied or 10-0-0 oc bracing. OPEGON ^ 7'1 6182 RENEWS:12t31t20 REACTIONS. (lblsize) 2=27710-53, 5='1o/Mechanacal Max1otz 2=62(LC 12) Max Uplift 2=-73(LC 8), 5=-24(LC 14) MaxGtau 2--277(LC 1), 5=33(LC 4) FORCES. (lb) - Max Comp./Ma. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Wnd: ASCE 7-10, Vult=12omph (3-second gust) Vasd=95mph, TCDL=4.8psf, BCOL=4.2psf; h=2sfti Cat. ll, Exp B: Enclosed; MVVFRS (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) TCLL: ASCE 7-10, Pf=25.0 psf (flat roof snow); Category ll, Exp B; Pa(ially Exp, 61=1 1g 3) This truss has been designed for greater of min roof live load of '16 O psf or 1.00 times llat r@f load of 25.0 psf on overhangs non-concurent with other live loads. 4) This truss has been designed for a 10.0 psl bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20 opsf on the bottom chord in all areas where a rmtangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other membeG. 6) Refer to girde(s) for truss to truss connetions 7) Provide mechanical connection (by others) of truss to bearing plate €pable of withstanding 1 00 lb uplift at joint(s) 2, 5 SPAC|NG- 2-0-O Plate Gnp DOL 1 '15 Lumber DOL 1 15 Rep Stress lncr YES Code lRC2015/TP12014 csr. TC WB lvlatrix-MP o.26 0.09 0.00 DEFL. Vert(LL) Vert(CI) Hoz(CT) in (loc) 0.00 I 0.00 9 -0.00 2 Udefl >999 >999 nla L/d 240 nla October 17,2019 A theTRUSSco. rNc. Design valid for use only with l'4alek connectors This design is based only upon paramelers shown, and is lor an indlvrdual building component Applacabitity of design paramenters and proper incorporation of componenl is responsibility of building designer - not truss designer Bracing shown is'lor tareral suppoiol individual web members only. Additional temporary bracing to insure stabilily during construction is the responsibillity ol the erector. Add(ionat permanent bracjng of the overall structure is lhe responsibality of the budding desrgner F or gensal guidance regarding labncation.oualitvconlrol.storaoe.dahverv ereclionandbracrnq.consull ANSfiPllQulryCnbil8'DsBagrdBcsltBdldhgcomponsl SahUlnbrmatoir availablelr-omTrussPlatelnstrtule 583D'OnolfloDrive Madison wl 53i19 I w*rtwa-v.*.r*rt,Ea t*a*IPE4DIVO?ESA rrrrs AnOITICL|/)EONITEKREFEREiICEPACEUIbT4nBEFffiEUSE. Job lorcr I ffi[;li' l- ,ff::,:":l echert Custom Homes Jl047743 113017082 (optional) The Truss Company (Eugene)Eugene, OR - 97402, 6-0-0 I D:2aVv.,ni0h0H gHyK!\5(K\,/yU9!/Snsg-qFliqcE D4SXVKudTdtYPn I 2019 Milek lndustries, lnc Wed Oct 16 17:49:25 2019 Page 1 EEQTB3HTCfTSf MDSGySmMB 1240 144-0 |ffi 6-0-0 6-0-0 2-O-O il = Scale= 1 3373x4 4xg o4 a.oo Fz 3x4 /z 3x4 | 4xB /z 7 2 3x4 :\ sxa ll I 4x8 :\ 3 Ij 14 13 12 11 't0 124-O LoADING (psf) TCLL 25,O (Roof Snow=25.0) TCDL 8,0 BCLL O,O BCDL 7.O PLATES tllT20 GRIP 220t195 Weight: 77 lb Fr = 2ook LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud BRACING- TOP CHORD BOT CHORD Struclural wcod sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 'l 0-0-0 oc bracing REACTIONS. (lb/size) 2=610/0-3-8,8=610/0-3-8 Max Horz 2=-'i04(LC 6) [Iax Uplift 2=-'102(LC 8), 8=-102(LC 9) FORCES. (lb) - Max. Comp./lvlax Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-543151 3-4-*-469173,4-5=-489/98, 56=-495/96, 6-7=-473172.7-A=-544151 BOT CHORD 2-14=01397. 13-14=01394. 1 2-1 3=0/390, 11-12=01395, 1 0-'1 1 =0/399, 8-1O=O|4O2 WEBS 5-12=-751421 NOTES- 1) Wnd: ASCE 7-10, Vult=12omph (3-second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4 2psf, h=2sft, Cat. llt Exp B, Enclosed IVIWFRS (envelope) gable end zone, cantilever left and right exposed ; end vertical left and right exposedt Lumber DOL=1 60 plate grip DOL=1 60 2) Trussdesignedforwindloadsintheplaneofthetrussonly. Forstudsexposedtowind(nomal totheface),seeStandardlnduslryGableEndDetailsas applicable, or consult qualified building designer as per ANSI/TPl 1 3)TCLL: ASCET-10; Pf=25.Opsf (flatroof snow),Categoryll: ExpB,PartlallyExp;Ct='1 10 4j 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 lvll2o unless otheMise indicated 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 'l 0.0 psf bottom chord live load non@ncurrent with any other live loads. 8t * This truss has been designed for a live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) provide mechanical connection (by others) of truss to bearing plate capable oi withstanding 1 OO lb uplift at ioint(s) except (]t=lb) 2=102' 8=1O2' 161 Nonotchesallowedinoverhangand2oooofromleftendand2oooofromrightendor'l2"alongrakefromscarf,whicheverislarger lvlinrmuml.5x4tieplates requiredat2-O-Oo.c.maximumbetweenthestackingchords Foredge-wisenotching,provideatleaslonetieplatebetweeneachnotch' OPEGON 7'1 6'82 RENEWS:12t31t2o October 11 ,2019 csr. rc BC WB Matrix-RH 0.30 0.46 0.14 DEFL. Vert(LL) Vert(CT) Hoz(CT) in -0.04 -0.06 0.01 (loc) 14 14 8 L/defl >999 nla L/d 360 240 nla SPACTNG- 2-0-O Plate Grip DOL 1.15 Lumber DOL 1 15 Rep Stress lncr YES Code IRC20'15/TP12014 x INC.theTRtISSco' 3 9 ao indivldual strudure and is for Job lTruss loz I lTruss Type lCommon olv ? J1047743 ff::::l::::: Custom Homes 1 I 1 301 7083 The Truss Company (Eugene), Eugene, OR - 97402,8.320 s Oct I 2019 MiTek lndustries, lnc. Wed Oct 16 17:49:252019 Page I !D 2?Vs/ni0h0HgHxKD5KKVyUgySnsg-qFliqcED4SXVKudTdtYPnEEP3BTWTDjrSfMDSGySmN4S Scale = '1:30.2 4x4 a.oo lrz Y Y 1j 6 1.5x4 ll 3x4 \\ 3x4 /z 4 124-O LOADING (psf) TCLL 250 (Roof Snow=25.0) PLATES M]T2O GRIP 220t195 TCDL BCLL 8.0 0.0 ' LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING- TOP CHORD BOT CHORD Weight: 48 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. (lbtsize) 2=612tO-3-8, 4=612/0-3-8 Max Hotz 2=112(LC 7) lVax Uplift 2=-99(LC 8), 4=-99(LC 9) FORCES. (lb) - Max. Comp./[rax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-552t77. 3-4=-552176 BOTCHORD 2-6=01372.4-6=01372 NOTES. 1) Wind: ASCE 7-'10; Vult=120mph (3-second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=2sft, Cat. ll, Exp B; Enclosed; [IWFRS (envelope) gable end zone; mntilever left and right exposed , end verti€l left and right exposed; Lumber DOL='I.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10, Pf=25 0 psf (flat roof snow), Category ll; Exp B, Partlally Exp., Ct=1.10 3) This truss has been designed for greater of min roof live load of 1 6.0 psf or 'l 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 of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate €pable of withstanding '100 lb uplift at joint(s) 2, 4. RENE\NS: 12t31t2o October 17,2O19 SPAC|NG- 2,0-O Plate Grip DOL 1.15 Lumber DOL I 15 Rep Stress lncr YES Code lRC2015/TPl20'14 Matrix-l/lSH csr. TC 0.32 BC 0.25 wB 0.07 DEFL. vert(LL) Vert(CT) Hoz(CT) in 0.03 -0 04 0.00 (loc) Udefl L/d 6-9 >999 360 6-12 >9S9 240 4 nla nla + 7tt6l82 \l tN x INC. 3 2 5 use only with lor an individual based Yaiid for 1047743 1GE Supported Gable t13017084 Wiechert Custom Homes Truss Eugene, OE lnc. '1.1 128 11 201 I S€le : 1:41.7 4x4 = 8 23 22 21 9 aoo fiT 7 10 11 3 -" 12 13 J 2 14 3x4 =i;o15 27 26 24 2019 18 3x6 = 17 16 3x4 = sPACtNc_ 2-O_O Ptate crip DoL 1 15 Lumber DOL 1.15 Rep Stress lncr yES Code lRC2O.15/Tpl2O14 Matrix-SH cst. TC O25BC o.12WB OO5 DEFL. Ved(LL) Vert(Cr) Hoz(CT) in (loc) I/defl Lld0.01 15 ntr 12O0.01 15 nh 900.00 14 nta nla LOADING (psf)TCLL 25,O (Roof Snow=2S.0)TCDL 8.0BCLL o.o . 7 PLATES t\rT20 GRIP 220t195 Weight: 1OO tb Fr = 20% RENEWS:12t3'il2o October 17.2019 LUMBER. rOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2OTHERS 2x4 DF Stud BRACING- TOP CHORD BOT CHORD Stru_ctq61 *r.a rtaathrng drrecily apptred or 6-O-O oc purltnsHrgrd certrng drrecily apptreo or t6_o_d oc oracrng REACTIONS. (rb) - All bearings 22_GO. Max Horz 2=62,LC 14\ lvax Uptrft A[ uptift 10b tb or tess ar t,Macrav Ailrea-.cr,onsZSOrOoiresl,ntls)23,24,25.26,22.21.20. 18..17 16_except2=_1OBltC6). 14=_117tLC7).r4=3.r5(LC;;i .,.iarrornt(s)22 23.24.2s,26 21.20. rs ,2",-cJp,2=jiiii;ih';r=i#,r.1) r6=2e6(Lc i) FORCES. (b) _ Max. Comp./Max Ten _ All forces 2SO (tb) or tess except when shown NOTES. ]l fii+-i?ilr'l"r;":iffig:r"-nust)vasd=ssmph: rcDL=48psr B.DL=42psr h=2sn: car,: Exp-B: Encrosed irwrRs(enverope) sabreendz) rruss oesisneJ r;;;; ii'j,j."iiii,T,;;:."ii#:iS::f ?'# jX::'^:g:^i11";;oL=iio pl"i"'g,",;bliL=, uoapplicable,orconsultqualifredhrnrorngdesignerasperANSr/Tpr .r exposedtowind(normal totheface) seestandardrndustryGableEndDetarrsas 3) TCLL ASCE t-10;p1=25.gsr1111 11 ru111-".0 .**,;;;; ;;,,[1#l ::""'.',#:] ,!:f :?1.: xp B p an,try Exp, 6 1= 1 1 s 5) rl hrs truss has been deegned for great", or, " aoi ir" L"'J of 16 o psf or 1.oo times frat rmf road of 25.0 psf on overhangs non_concurent with other rive6) All plates are .l.Sx4 MT2O unless otheMtse indi€ted/) uaile requires Continuous bottom chord bearing8) Gable studs spaced at 14_O oc. 9) This truss has been desroned for a 1o o pst bottom chord rive road nonconcurent wrth any other rive loads. ]: s!ii[:ff:i.::ltTfJ,:t "' ' ri'i roao or io opsi o,ini o"o,il,,i.,,o,o in "rr ","lJ*nu,i ""i"]liii" ..,0 ,,,, by 2-o-o wide wi, rit berween the bottomI 1) Provide mechaniGl connecton {t 0t=to1z=r08 iaii;'"'*-'-'\oyothers)oftrusstobearingplate€pableofwithstandinglootbuptiftatjoint(s)23,24.25.26,27,21,2O.18 17,16except lt16t8? ,/\ N E A theTRUSSco. lllc 1 6 5 Madison, IS t?,ts Aip tl&LuaH0 M|IEK REFER€\{CE pAeE $lt'7473 8ffC88 UsE' bracrnq, consull 583 D'0no{no Drive structure WARNING -Vdttr d6tgt Ptrxlldars laz I llruss lype lcorron I lo', lt', lBruce wiechertltt I rl | | lrop tqu-on trnlnoul r 1 301 7085)1047743 Job Custom Homes 8.320 s I D:2avwni0h0HgHxKDSKKVyU9ySnsg Ax1 -2-04 2-O-O 5-10-14 4x5 4 t.oo fT I 5x4 \\1.5x4 4 3 6 u,7 T-; o 10 98 JXO - 3x4 = 3x43x5 3x5 22-O-O 5-10-14 24-A-O Scale = 1 :41.7 7-7-4 7,7-4 LOADING (psf) TCLL 25.O (Roof Snow=25.0) TCDL 8,0 BCLL OO - 7.0 Weight: 87 lb Ff = 20% PLATES t\,1T20 GRIP 224t195 LUMBER- IOPCHORD 2x4DFNo2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING. TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4 1-2 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (tblsize\ 2=1O12n-5-8, 6=1 01 2/0-5-8 MaxHotz 2=62(LC 14) Max Uplift 2=-203(LC 6), 6=-203(LC 7) FORCES. (lb) - [Iax. Comp./lv]4. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-20631291, 3-4=-17 9A1246, 4-5= -17981246, 5-6=-20631291 BOT CHORD 2-10=-25911915.8-1 0=-1 1 3/1 288, 6-8=-20311 9 1 5 WEBS 4-8=-77161O,5-8=-4721155,4-10=-771610,3-10=-472t155 NOTES- '1) Wnd: ASCE 7-10; Vult=12Omph (3-second gust) Vasd=gsmph; TCDL=4.8psft BCDL=4.2psf, h=2sft; Cat. ll, Exp B; Enclosed; IVIWFRS (envelope) gable end zone, cantilever left and right exposed , end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=I 60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll, Exp B; Partially Exp ; 61=1 16 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of mi n roof live load of 1 6. O psf or 1 O0 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a '1 0.0 psf bottom chord live load nonconcurrent with any other live loads 6) " This truss has been deaigned for a live load of 20 opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will flt between the bottom chord and any other members. 7) provrde mechanicat connection (by others) of truss to bearing plate capable of withstanding '1OO lb uplift at joint(s) except 0t=lb) 2=203, 6=203. 12131120 October 17'2O19 DEFL. Vert(LL) Vert(CT) Hoz(CI) in -0.11 -0.18 0.05 (loc) 8-'10 B-1 0 6 l/defl >999 >999 nla Lid 240 nla SPAC|NG- 2-O-O Plate Grip DOL 1.15 Lumber DOL 1 15 Rep Stress lncr YES Code lRC2015/TP12014 csr. TC 0.40 BC 0.49 WB O20 lvlatrix-MSH RENEWS lNC. 2 7lts,82 iari:v :::l r:i;rr based constructionwith MiTek Madlson, for an individual Syrmh*$m pi-ere LocATroN AND oRIENTATIoN 1);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. 0- For 4 x2 orientation, locate plates 0- ltrs" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details arrailable in MiTek 20120 softrllare or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicula r to slots. Second dimension rs the length parallel to slots. lArennr- BRACTNG LocATroN lndicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. lcons vary but reaction section indicates joint number where bearings occur. lndustry Standards: ANSI/TPl1: National Design Specification for [/etal Plate Connected Wood Truss ConstructionDSB-89: Design Standard for Bracing.BCSIl: BuildingComponentSafetylnformation, Guide to Good Practice for Handling, lnstalling & Bracing of Metal Plate Connected Wood Trusses. Nurehering $yxtem I 6-a-8 t dlmenclons shown ln ft-ln-Blxte€nthB JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCI(WISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. ESR-1 31 1, ESR-I 352, ER-5243, 96048, 9730, 95-43, 96-31, 9667A NER-487, NER-561 951 1 0, 84-32, 96-67, ER-3907 ,9432A O 2006 MiTek@ All Rights Reserved c2-3 = O c7-8 c6-7 c5-6 o E.oIO o_oF o E.a)r O 0_oF 1 3 4 8 6 ( (Drawings not to scale) 2 TOP CHORDS BOTTOM CHORDS 7 PRODUCT CODE APPROVALS ICC-ES Reports: theYRU$$co.rNC. & , m#nffirm*,Smfsty Nert*s I'a'lure to Frillow Could Cause Property Damage or Personal lnjury 1. A.:ditional stability b-acing f)r truss syctem. e 9^^-,, rirdgonal or x-brac,ng, is ilways requir.;d. See tscst t' 2. l,dss bracing muL.bedesivre I b) .lengineer'-For,^" wide truss splcing. individuil lateial braces themselvcs may require braciig, or alternative T, l, or Eliminator bracing should be considered. 3. Ne'.er exceed tfe des'gn 'oa4ing shown and never sta( :k materials on lnaJ-uquatcl, "braced trusses' 4. Provide copies of this truss design to the buildlng. designer, erection supervisor. p6perty owner and all other inlerested parties. 5. Cut members to bear tighlly against each other' 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. Design assumes trusses will be suitably the environment in accord with ANSI/TPl prolected from 1. 8. Unless otherwise noted, moisture contenl of lumber shail not exceed 19% at time of fabrication 9. unless expressly noted, this design is not applicabte for ber use with fiie retardant, preservatiJe treated, or 9I€en tur""" '10. Camber is a non-structural consideration and is the .^ responsibility of truss fabricator. General practice Is tu camber for dead load deflection. 11. Plate rype, size, orienlation and location dimensions indicated are minimum plating requirements. .l 2. Lumber used shall be of the species a nd size ' and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. "3,"[:I;iTi:f"T;!:ilEiil j'3ilx$,1,?hiB'"",,13; 15. Connections not shown are lhe responsibility of others '16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. lnstall and load vertically unless indicated otherwise' ""'.ffi :fl ff [i"'::x"i:[T]:1,*%E','.?3:3:"f.i1?*i' project engineer before use. 19. Review all portions of this design (front. back'-w^ords and pictureil before use. neviiwing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPl 1 Qualily Criteria. L WEBS