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HomeMy WebLinkAboutPermit Building 2020-03-12SPRINGFIELD OREGON Web Address: www.springfield-or.gov Permit Issued: March 12, 2020 Building Permit Residential 1 & 2 Fam Dwelling (New Only) Permit Number: 811-20-000083-DWL IVR Number: 811062240710 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 Email Address: permitcenter@springfield-or.gov TYPE OF WORK Residential Specialty Code Edition: 2017 Category of Construction: Single Family Dwelling Type of Work: New Calculated Job Value: $274,078.25 Description of Work: PRE New SFD Lot 341 Jasper Meadows 9 Stoneridge 341 JOB SITE INFORMATION Worksite Address Parcel Owner: HAYDEN HOMES LLC 2106S 59TH ST Springfield OR 97478 1802033300101 Address: 2464 SW GLACIER PL STE 110 REDMOND, OR 97756 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone HAYDEN HOMES LLC - Primary CCB 172526 541-923-6607 BIRCHFIELD HEATING & AIR CCB 88938 541-926-1374 CONDITIONING INC GO PLUMBING & HEATING LLC CCB 193589 503-507-5350 GARNER ELECTRIC CO CCB 121159 503-648-4552 PENDING INSPECTIONS Permits expire if work is not started within 180 Days of issuance or If work is suspended for 180 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 give authority to violate or cancel the provisions of any other state or local law regulating construction or the performance of construction. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 through OAR 952-001-0090. You may obtain copies of the rules by calling the Center at (503) 232-1987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701.010 (Structural/ Mechanical), ORS 479.540 (Electrical), and ORS 693.010-020 (Plumbing). Printed on: 3/12/20 Page 1 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-20-000083-DWL Page 2 of 5 Inspection Inspection Group Inspection Status 2999 Final Mechanical 1_2 Famdwell Pending 3999 Final Plumbing 1_2 Famdwell Pending 4999 Final Electrical 1_2 Famdwell Pending 9504 Curbcut - Standard Public Works Pending 9508 Sidewalk Public Works Pending 1530 Exterior Shearwall 1_2 Famdwell Pending 1260 Framing 1_2 Famdwell Pending 2300 Rough Mechanical 1_2 Famdwell Pending 3170 Underfloor Plumbing 1_2 Famdwell Pending 4500 Rough Electrical 1_2 Famdwell Pending 1020 Zoning/Setbacks 1_2 Famdwell Pending 1090 Street Trees 1_2 Famdwell Pending 1110 Footing 1_2 Famdwell Pending 1120 Foundation 1_2 Famdwell Pending 1160 UFER Ground 1_2 Famdwell Pending 1220 Underfloor Framing/Post and Beam 1_2 Famdwell Pending 1410 Underfloor Insulation 1_2 Famdwell Pending 1430 Insulation Wall 1_2 Famdwell Pending 1440 Insulation Ceiling 1_2 Famdwell Pending 1520 Interior Shearwall 1_2 Famdwell Pending 2200 Underfloor Mechanical 1_2 Famdwell Pending 2250 Gas Piping/Pressure Test 1_2 Famdwell Pending 3130 Footing/Foundation Drains 1_2 Famdwell Pending 3200 Sanitary Sewer 1_2 Famdwell Pending 3300 Water Service 1_2 Famdwell Pending 3400 Storm Sewer 1_2 Famdwell Pending 3500 Rough Plumbing 1_2 Famdwell Pending 3620 Backflow Device 1_2 Famdwell Pending 3650 Shower Pan 1_2 Famdwell Pending 4000 Temporary Power Service 1_2 Famdwell Pending 4220 Electrical Service 1_2 Famdwell Pending SCHEDULING INSPECTIONS Various inspections are minimally required on each project and often dependent on the scope of work. Contact the issuing jurisdiction indicated on the permit to determine required inspections for this project. Printed on: 3/12/20 Page 2 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-20-000083-DWL Schedule or track inspections at www.buildingpermits.oregon.gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811062240710 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store Page 3 of 5 Printed on: 3/12/20 Page 3 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-20-000083-DWL Page 4 of 5 PERMIT FEES Fee Description Quantity Fee Amount Residential wiring 2679 $330.00 Technology Fee $239.27 Clothes dryer exhaust 1 $13.00 Flue vent for water heater or gas fireplace 1 $13.00 Furnace - up to 100,000 BTU 1 $23.00 Gas fuel piping outlets 4 $9.00 Range hood/other kitchen equipment 1 $19.00 Ventilation fan connected to single duct 5 $65.00 Plan Review - Major, City 1 $251.00 Single Family Residence - Baths 3 $613.00 Address assignment - each new or change requested externally, per each 1 $54.00 SDC: Improvement - Transportation SDC 3611.72 $3,611.72 SDC: Total MWMC Administration Fee - Local 89.48 $89.48 SDC: Total Transportation Administration Fee 190.09 $190.09 SDC: Total Sewer Administration Fee 407.18 $407.18 SDC: Total Storm Administration Fee 82.21 $82.21 SDC: Administrative Fee - MWMC Regional Wastewater SDC 10 $10.00 SDC: Compliance Cost - MWMC Regional Wastewater SDC 22.82 $22.82 SDC: Improvement Cost - MWMC Regional Wastewater SDC 1620.85 $1,620.85 SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 135.93 $135.93 SDC: Reimbursement - Transportation SDC 190.06 $190.06 SDC: Improvement Cost - Local Wastewater 2687.68 $2,687.68 SDC: Reimbursement Cost - Storm Drainage 670.63 $670.63 SDC: Improvement Cost - Storm Drainage 973.64 $973.64 SDC: Reimbursement Cost - Local Wastewater 5456 $5,456.00 Fire SDC - New Res Construction Sq Ft fee - enter sq ftg 2679 $160.74 Structural plan review fee $1,255.67 Structural building permit fee $1,931.80 Willamalane fees - Single Family Detached, per unit 1 $4,203.00 State of Oregon Surcharge - Plumb (12% of applicable fees) $73.56 State of Oregon Surcharge - Elec (12% of applicable fees) $39.60 State of Oregon Surcharge - Bldg (12% of applicable fees) $231.82 State of Oregon Surcharge - Mech (12% of applicable fees) $17.04 Curb cut and Sidewalk construction - multiple permit discount 1 $-42.00 Curb cut fee - enter # of cuts 1 $125.00 Sidewalk construction - permit, first 90 linear feet 1 $125.00 Total Fees: $25,898.79 Printed on: 3/12/20 Page 4 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-20-000083-DWL Page 5 of 5 Note: This may not include all the fees required for this project. VALUATION INFORMATION Construction Type Occupancy Type Unit Amount Unit Unit Cost Job Value VB R-3 1 & 2 family 2,026.00 Sci Ft $122.46 $248,103.96 VB U Utility, misc. 413.00 Sq Ft $48.73 $20,125.49 VB U Utility, misc. - 240.00 Sq Ft $24.37 $5,848.80 half rate Total Job Value: $274,078.25 Printed on: 3/12/20 Page 5 of 5 C:\my Reports/reports//production/01 STANDARD SPRINGFIELD City of Springfield I i Development and Public Works Units Transaction Receipt 225 Fifth Street Fee amount 811-20-000083-DWL Springfield, OR 97477 OREGON IVR Number: 811062240710 541-726-3753 permitcenter@springfield-or.gov Receipt Number: 474098 Receipt Date: 3/12120 www.spdngfield-or.gov Worksite address: 2106 S 59TH ST, Springfield, OR 97478 Parcel: 1802033300101 Printed: 3/12/20 3:07 pm Page 1 of 3 FIN_TransactionReceipt_pr Fees Paid Transaction Units Description Account code Fee amount Paid amount date 3/12/20 1.00 Ea Structural building permit fee 224-00000-425602-1030 $1,931.80 $1,931.80 3/12/20 3.00 Qty Single Family Residence - Baths 224-00000-425603-1034 $613.00 $613.00 3/12/20 1.00 Ea Furnace - up to 100,000 BTU 224-00000-425604-1031 $23.00 $23.00 3/12/20 1.00 Ea Range hood/other kitchen equipment -- ------ ---- - ------ 224-00000-425604-1031 $19.00 $19.00 3/12/20 5.00 Ea Ventilation fan connected to single 224-00000-425604-1031 $65.00 $65.00 duct 3/12/20 1.00 Ea Clothes dryer exhaust 224-00000-425604-1031 $13.00 $13.00 3/12/20 1.00 Ea State of Oregon Surcharge - Plumb 821-00000-215004-0000 $73.56 $73.56 (12% of applicable fees) 3/12/20 1.00 Ea State of Oregon Surcharge - Bldg 821-00000-215004-0000 $231.82 $231.82 (12% of applicable fees) 3/12/20 1.00 Qty Curb cut fee - enter # of cuts 201-00000-428060-1069 $125.00 $125.00 3/12/20 1.00 Ea Curb cut and Sidewalk construction - 201-00000-428060-1069 $(42.00) $(42.00) multiple permit discount 3/12/20 1.00 Ea Sidewalk construction - permit, first 90 201-00000-428060-1069 $125.00 $125.00 linear feet 3/12/20 670.63 Amount SDC: Reimbursement Cost - Storm 617-00000-448029-8800 $670.63 $670.63 Drainage 3/12/20 973.64 Amount SDC: Improvement Cost - Storm 617-00000-448028-8800 $973.64 $973.64 Drainage 3/12/20 5,456.00 Amoun SDC: Reimbursement Cost - Local 611-00000-448024-8800 $5,456.00 $5,456.00 Wastewater Printed: 3/12/20 3:07 pm Page 1 of 3 FIN_TransactionReceipt_pr Transaction Receipt 811-20-000083-DWL Receipt number: 474098 Fee amount $2,687.68 $190.06 $3,611.72 $135.93 3/12/20 1,620.85 Amoun SDC: Improvement Cost - MWMC 433-00000-448025-8810 $1,620.85 Regional Wastewater SDC 3/12/20 22.82 Amount SDC: Compliance Cost - MWMC 433-00000-426607-8810 $22.82 Regional Wastewater SDC 3112/20 10.00 Amount SDC: Administrative Fee - MWMC 611-00000-426604-8800 $10.00 Regional Wastewater SDC 3/12/20 82.21 Amount Fees Paid Transaction Units Description Account code date 3/12/20 190.09 Amount SDC: Total Transportation 3/12/20 2,687.68 Amoun SDC: Improvement Cost - Local 611-00000-448025-8800 3/12/20 Wastewater SDC: Total MWMC Administration Fee 3/12120 190.06 Amount SDC: Reimbursement - Transportation 434-00000-448026-8800 3112/20 SDC Residential wiring 3/12/20 3,611.72 Amoun SDC: Improvement - Transportation 434-00000-448027-8800 821-00000-215004-0000 SDC (12% of applicable fees) 3/12120 135.93 Amount SDC: Reimbursement Cost - MWMC 433-00000-448024-8810 821-00000-215023-0000 Regional Wastewater SDC Detached, per unit Fee amount $2,687.68 $190.06 $3,611.72 $135.93 3/12/20 1,620.85 Amoun SDC: Improvement Cost - MWMC 433-00000-448025-8810 $1,620.85 Regional Wastewater SDC 3/12/20 22.82 Amount SDC: Compliance Cost - MWMC 433-00000-426607-8810 $22.82 Regional Wastewater SDC 3112/20 10.00 Amount SDC: Administrative Fee - MWMC 611-00000-426604-8800 $10.00 Regional Wastewater SDC 3/12/20 82.21 Amount SDC: Total Storm Administration Fee 719-00000-426604-8800 3/12/20 407.18 Amount SDC: Total Sewer Administration Fee 719-00000-426604-8800 3/12/20 190.09 Amount SDC: Total Transportation 719-00000-426604-8800 Administration Fee 3/12/20 89.48 Amount SDC: Total MWMC Administration Fee 719-00000-426604-8800 - Local 3112/20 2,679.00 Sq Ft Residential wiring 224-00000-426102-1033 3/12/20 1.00 Ea State of Oregon Surcharge - Elec 821-00000-215004-0000 (12% of applicable fees) 3/12/20 1.00 Qty Willamalane fees - Single Family 821-00000-215023-0000 Detached, per unit 3/12/20 2,679.00 SgFt Fire SDC - New Res Construction Sq 100-00000-424005-1091 Ft fee - enter sq ftg 3/12120 1.00 Ea Address assignment - each new or 224-00000-425602-0000 change requested externally, per each 3/12/20 4.00 Qty Gas fuel piping outlets 224-00000-425604-1031 3/12/20 1.00 Ea Plan Review - Major, City 100-00000-425002-1039 Printed: 3/12/20 3:07 pm Page 2 of 3 $82.21 $407.18 $190.09 $89.48 $330.00 $39.60 $4,203.00 $160.74 $54.00 Paid amount $2,687.68 $190.06 $3,611.72 $135.93 $1,620.85 $22.82 $10.00 $82.21 $407.18 $190.09 $89.48 $330.00 $39.60 $4,203.00 $160.74 $54.00 $9.00 $9.00 $251.00 $251.00 FIN_TransactionReceipt_pr Transaction Receipt 811-20-000083-DWL Receipt number: 474098 Transaction Units Description date 3/12/20, 1.00 Ea Flue vent for water heater or gas fireplace 3/12/20 1.00 Ea State of Oregon Surcharge - Mech (12% of applicable fees) 3/12/20 1.00 Automatic Technology Fee Fees Paid Account code Fee amount Paid amount 224-00000-425604-1031 $13.00 $13.00 821-00000-215004-0000 $17.04 $17.04 204-00000-425605-0000 $239.27 $239.27 Payment Method: Credit card Payer: HAYDEN PERMITS Payment Amount: $24,643.12 authorization: 012184 Paid through ePermitting website Receipt Total: $24,643.12 Printed: 3/12/20 3:07 pm Page 3 of 3 FIN_TransactionReceipt_pr 0 Structural Permit Application SMINAGFisr.o . DEPARTMENT USE ONLY Permit no:;_o-=G _3 L. Date: a p 225 Fifth Street ♦ Springfield, OR 97477 * PH(541)726-3753 ♦ FAX(541)726-3689 This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days of issuance or if work is suspended for 180 days. ❑ SAME AS: LOCAL GOVERNMENT APPROVAL This project has final land -use approval. Signature: Date: This project has DEQ approval. Signature: Date: Zoning approval verified: El Yes ❑ No Property is within flood plain: ❑ Yes D No CATERGORY OF CONSTRUCTION 23 Residential ❑ Government I ❑ Commercial JOB SITE INFORMATION AND LOCATION Job site address: City: Springfield State: OR ZIP: 97478 Subdivision: IJasperMeadows9 Lot no: 341 Reference: I IQ' Taxlot: 10D10J PROPERTY OWNER Name: Hayden Homes Address: 2464 SW Glacier Pl. City: Redmond I State: OR ZIP: 97756 Phone: 541-1-Z o _7�V (03 I Fax: 971-404-0936 This installation is being inade on residential or farm property owned by IT1e o3' a lt1 1 my immediate family, and 11 exempt from licensiril eq 11TIer ;. under ORS 701.010. Sinn here: C T CT R INSTALLATION Busisness name. Hayden omes Address: 2464 SW Glacier Pl. City: Redmond State: OR 'ZIP: 97756 Phone: 541-220—'�Ictw3 Fax: 971-404-0936 E-mail CCB license no: 172526 1. Valuation information Print name: Signature: SUB -CO [r OR INFORMATION Name: L '13 iXrnse Number Phone Number E Garner Elect. 121159 503-648-4552 P Go Plumbing 193589 503-507-5350 M Birchfield 88938 541-974-0909 FEE SCHEDULE 1. Valuation information (a) Job description: New Single Family Dwelling, detached Occupancy: R3/U Construction type: VB Square ft: House: 20261'G:1 413 Other: 240 Cost per square foot: $122.46 $48.74 $24.37 Other information: Type of Heat: Gas forced air Energy Path: E5A and CAI O New ❑ alteration ❑ addition (b) Foundaltion-only permit? ❑ Yes O No 07,2 Total valuation: $274,G&2-4.& 2. Building fees (a) Permit fee (use valuation table): $1,931.80 (b) Investigative fee (equal to [2a]): ( c) Reinspection ($ 102 per hour): (number of hours x fee per hour) (d) Enter 12% surcharge (.12x[2a+2b+2c]): $231.82 (e) Subtotal of fees above (2a through 2d): $2,163.62 3. Plan review fees (a) Plan reveiw (65% x permit fee [2a]): $1,255.67 (b) Fire and life safety (40% x permit fee 12a]) (c ) Subtotal of fees above (3a and 3b): $1,255.67 4. Miscellaneous fees: 5% Tech $159.37 (a) Seismic fee, 1% (.01 x permit fee [2a]): TOTAL fees and surcharges (2e+3c+4): $3,578.66 I`Q5V 11/20/2019 Electrical Permit Application DEPARTMENT USE ONLY Permit no.; do'ODOO $ _ 225 Fifth streeHspringneld, OR 97477#1111(541)726.3753#1 rAX(541)726-3689 Date: � 19 kic,2,0 This permit is Issued under OAlk 91.8-309-0000. Permits are nontransferable. Permits expire if work is not started within 180 days of Issuance or if work Is suspended for 180 days. LOCAL GOVERNMENT APPROVAL Zoning approval verified? ® Yes ❑ No CATEGORY OF CONSTRUCTION ® Residential © Government 0 Commercial JOB SITE INFORMATION AND LOCATION Job to address; City: Springfield State; OR Zil'; 97476 Reference; Lot 341 Taxlot.: DESCRIPTION OF WORK Slnple Family Residential PROPERTY OWNER Name, Hayden Homes LLC Address; 2464 SW Glacier PL suite 110 City; Redmond state; OR j ZIP: 97756 Phone: 541-923-6607 Fax;541--404-0936 E-mail ctwarren@hayden-homes.com This installation is being made on residential or farm property owned by me or a member ormy immediate family. This property is riot intended for sale, exchange, lease, or rent. OAR, 479.540(1) and 479.560(1). tiiunature; CONTRACTOR INSTALLATION Business name: Garner Electric Address; 2920 SE Brookwood suite A I City. Hillsboro state; OR ZIP; 97123 Phone: 541-246-0312 Fax; - E-mail: IVHneland@garnerelectric.com CCB license no.:121 159 t BCD license no.: 34305C I Signing supervisor's license no.; J IV I5 Print name of signing supervisor: Ch k erner Signature of•signing supervisor: Last ctllted 7/l/2019 BJunes FEE SCHEDULE Number of Inspections per iteMadude t Total cost Residential, per wait, service i 1,000 sq. Il. or less (4) $221,00 S 601 to 1,000 trips (2) SLuch additional 500 sq. Il. or pothereof' $654.1)0 S Reconnect only (2) --- SLimited energy (2)S1.116 200 maps or less (2) uuuurfnetured home or moS dwelling service or feeder (2) $122.IIU 5 401 to 600 turps (2)- Jervices or feeders: Drstallarion. alteration. relacuri,m I 200 amps or less (2) $112.00 S 201 to 400 amps (2) 1 5131,00 $ 401 to 600 amps (2) $221,00 S 601 to 1,000 trips (2) 3285,W S Over 1,000 Limps Lir volts (2) $654.1)0 S Reconnect only (2) --- 589.W Temporary services or faders; insurllution, ulreruriurr, relocuriwr 200 maps or less (2) 201 to 400 wraps (2) $122.IIU 5 401 to 600 turps (2)- 5177.00 $ Over GOU amps or 1,000 volts, see services or tenders section above Branch cL-cuitstnew, alter•arion,ewensionperpanel — a, Fee for branch circuits with purehase or,, service Lir reeder lee: Euch brtwmch circuit 38.00 $ b. 17ee for brunch circuits without purchase of a service or feeder lee; First branch circuit (2) 589.00-4 $ Each additional brtmch circuit S8.(IU S nli5el`Ihllll`UUS reel: Service orjredernot Int•111ded Guth pump or irrigation eircie (2) $t19,eW S^ I?,uch sign or outline lighting (2) 589,00 S Signal circuit or a limited -energy panel, Wttenuion, or extension (2) Endo additivaulluspection:(1) Sx9,ou $102.u/t I $ DEPARTMENT USE (A) Enter subtotal of alxwe lees (Minimum Perndt Fee $102.00) (13) Later 12% surcharge (.12 x [A)) v S -- (C) Technology Fee (6%ot'IA)) 5 TOTAL fees and surcharges (A through SPRINGFIELD OREGON Transaction Receipt 811-20-000083-DWL IVR Number: 811062240710 Receipt Number: 473533 Receipt Date: 1/13/20 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 permitcenter@springfield-or.gov www_springfiield-or. gov Worksite address: 2106 S 59TH ST, Springfield, OR 97478 Parcel: 1802033300101 Fees Paid Transaction Units Description Account code Fee amount Paid amount date 1/13/20 1.00 Ea Structural plan review fee 224-00000-425602-1030 $1,255.67 $1,255.67 Payment Method: Credit card Payer: HAYDEN HOMES Payment Amount: $1,255.67 authorization: 013071 LLC Transaction Comment: Lot 341 Cashier: Katrina Anderson Receipt Total: $1,255.67 Printed: 1/13/20 4:18 pm Page 1 of 1 FIN_TransactionReceipt_pr CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET JOURNAL OR JOB NUMBER: 20-000083-DWL NAME OR COMPANY: HAYDEN HOMES LOCATION: 2106 S 59TH ST TAX IAT NUMBER: 1802033300101 A DEVELOPMENT TYPE: Single Family Residence NEW DWELLING UNITS 1 BUILDING SIZE (SF): 1532 LOT SIZE (SF)II 7059 W IMPERVIOUS AREA MAX 45% 1 22% 1 MAX 35%1 0 1. STORM DRAINAGE C7 DIRECT RUNOFF TO CITY STORM SYSTEM A. REIMBURSEMENT COST AREA DRAINING TO IMPERVIOUS S.F. x COST PER S.F. DRYWEL.L, CHARGE 2228.00 $0.301 = 0 $670.63 r $670.63 B. IMPROVEMENT COST IMPERVIOUS S.F. x COST PER S.F. CHARGE 2228.00 $0.437 = 0 $973.64 $973.64 1071 ITEM 1 TOTAL - STORM DRAINAGE SDC $1,644.26 2. SANITARY SEWER - CITY A. REIMBURSEMENT COST: NUMBER OF DFU's x COST PER DFU 32 $170.50 = $5,456.00 1091 B. IMPROVEMENT COST: NUMBER OF DFU s x COST PER DFU 32 $83.99 = $2,687.68 1092 ITEM 2 TOTAL - CITY SANITARY SEWER SDC = $8,143.68 3. TRANSPORTATION A. REIN BURSEMENT COST: ADT TRIP RATE x NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR 9.57 1 1 19.86 1.00 = $190.06 1093 B. IMPROVEMENT COST: ADT TRIP RATE x NUMBER OFUNITS x COST PER TRIP x NEW TRIP FACTOR 9.57 1 $377.40 1.00 = $3,611.72 1094 ITEM 3 TOTAL - TRANSPORTATION SDC = $3,801.78 4. SANITARY SEWER - MWMC A. REIMBURSEMENT COST: NUMBER OF FEVs x COST PER FEU 1 $135.93 = $135.93 105, B. IMPROVEMENT COST: NUMBER OF FEU's x COST PER FEU 1 $1,620.85 = $1,620.85 105' C. COMPLIANCE COST: NUMBER OF FEU's x COST PER FEU 1 $22.82 = $22.82 MWMC CREDIT IF APPLICABLE (SEE REVERSE) = S0.00 105, MWMC ADMINISTRATIVE FEE _ $10.00 1056 ITEM 4 TOTAL - MWMC SANITARY SEWER SDC = $1,789.60 SUBTOTAL (ADD ITEMS 1, 2, 3, & 4) _ $15,379.32 5. ADMINISTRATIVE FEE: SUBTOTAL x ADM. FEE RATE = CHARGE $15,379.32 5% $768.97 TOTAL STORM ADMINISTRATION FEE $82.21 TOTAL SEWER ADMINISTRATION FEE: 407.18 1079 TOTAL TRANSPORTATION ADMINISTRATION FEE: $190.09 1077 TOTAL MWMC ADMINISTRATION FEE - LOCAL $89.48 1078 TOTAL SDC CHARGES = $16,148.29 PREPARED BY Steven Petersen DATE 1/27/2020 DRAINAGE FIXTURE UNIT (DFU) CALCULATION TABLE NUMBER OF NEW FIXTURES x UNIT EQUIVALENT = DRAINAGE FDCTURE UNITS (NOTE: FOR REMODELS, CALCULATE ONLY THE NET ADDITIONAL FIXTURES) FIXTURE TYPE NO. OF FIXTURES DRAINAGE UNIT FIXTURE NEW OLD EQUIVALENT UNITS BATHTUB 2 0 3 = 6 DRINKING FOUNTAIN 0 0 1 = 0 FLOOR DRAIN 0 0 3 = 0 INTERCEPTORS FOR GREASE / OIL / SOLIDS / ETC. 0 0 3 = 0 INTERCEPTORS FOR SAND / AUTO WASH / ETC. 0 0 6 = 0 LAUNDRY TUB 1 0 2 = 2 CLOTHESWASHER /MOP SINK 1 0 3 = 3 CLOTHESWASHER - 3 OR MORE (EA) 0 0 6 = 0 MOBILE HOME PARK TRAP Q PER TRAILER 0 0 12 = 0 RECEPTOR FOR REFRIG / WATER STATION / ETC. 0 0 1 = 0 RECEPTOR FOR COM. SINK/ DISHWASHER/ ETC. 1 0 3 1= 3 SHOWER, SINGLE STALL 1 0 2 = 2 SHOWER, GANG BER OF HEADS 0 0 2 = 0 SINK: COMMERCIAL/RESIDENTIAL KITCHEN 1 0 3 = 3 SINK: COMMERCIAL BAR 0 0 2 = 0 SINK: WASH BASIN/DOUBLE LAVATORY 0 0 2 = 0 SINK: SINGLE LAV°ATORY/RESIDENTIAL BAR 4 0 1 = 4 URINAL, STALL/ WALL 0 0 5 = 0 TO1 LET PUBLIC INSTALLATION 0 0 6 = 0 TOILET PRIVATE INSTALLATION 3 0 3 = 9 MISCELLANEOUS DFU TYPE NUMBER OF EDU'S 20 = TOTAL DRAINAGE FIXTURE UNITS *EDU (Equivalent Dwelling Unit) is a discharge equivalent to a single family dwelling unit (20 DFUs) set at 167 gallons per da 0 32 MWMC CREDIT CALCULATION TABLE: BASED ON COUNTY ASSESSED VALUE YEAR IF—CREDIT ANNEXED RATE/$1,000 ASSESSED VALUE $5.29 $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 $1.59 $1.45 $1.25 $1.09 $0.92 $0.72 $0.48 $0.28 $0.09 $0.05 IS LAND ELGIBLE FOR ANNEXATION CREDIT? (Enter I for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? (Enter 1 for Yes, 2 for No) BASE YEAR CREDIT FOR LAND (IF APPLICABLE) VALUE/ 1000 CREDIT RATE $0.00 x $5.29 = CREDIT FOR IMPROVEMENT (IF AFTER ANNEXATION) VALUE / 1000 CREDIT RATE $0.00 x $5.29 = TOTAL MWMC CREDIT = 2 2 1979 $0.00 0 $0.00 BEFORE 1979 1979 1980 1981 1982 1983 1984 1985 1986 1987 1988 1989 1990 1991 1992 1993 1994 1995 1996 1997 1998 1999 2000 11 2001 in �gr � a, 2 (cur L H N 4-Vf L L O 6A a, L to C W U a, O M � N 3 Y� aj w U VI N m +_ J °' g Y c on C �• � 0 O X 0 •L Q � -p O C LJ 6 •� O N Y > 4J 7 O L �..i -aa c 7 Y7,0 o Y O U N m m N a) C 4' 1 � p O � N U+ a) E sca o L Y Q a) Q) Y L U Y Q 3 C O u () 4- (D Q m N m = o a) H C Q p O 3 O Q U- 0 p -a a.+ L U C — ,u O C ' O Ln E +' Q Q aaj OJ OL o v 0_ C a, 0 E ° co v v N � N T O 3 cu le cu O O N 0- u U O U OL Y mai n m U ` U ` �m�0�■��F:1�I�Fi 7 0 t� ly N rN tN Y c: V rA N GJ J s U h m Q a O i� O_ ` 4- N O "O a) L 0 � o � > Q. a, L N L 4= a) 0 G O ao LL 4- 0 N O N Y v m > C M s D U L N = s m O C+' U 4 N L 0 CL 001 N O �O N Ul Y C a) Q m U 4+ m > o U O a, _ 'O +- p C s '}= sem,. 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I, Q L on U lwN 4- o t _a O O y X Z c I O f0 c .00 U a U aCL } v aC O Ln s �O a vOi +�, O 0 N 0 N o co 0 4- a E4- m CU 0 O O- to v a m a a LOLL C 0 Or = C C _� U L CL) C a= O a C L- 0 O y �, ++ i COcli (31 oC13 O L N O C C M 0 ,3 C f6 i m E 0 y L L H oD a C +' C •V) 1 [6 0 4- d4 a c O Ln C 4, � U to Y Y Ov O d a a N 4- � O © Q s oD • X o0 00 L 04 _O O L c -0 4- -C in Lu oO 0-0 O L E L O +M 0 -o C O Q L m O a E s O M v •- m O a 0 3 as O C Ln N a a a Q C c � Gi t a cn s u .N 0 v� o ® 3 0 L 3 M° 0 M o a= O v ❑. -T o E M a L Q) � a O -O c m C' •- a N C L Q)" a (a CaC s L VI 0 m C C oD N = t � ? .N 0 •a a .o f6 U a � a O Y a-+ to L N O oD a Ln 'O (C 0 " u a -O co O 4- a 'C tom w (nro oD o E M M > a c C O L `•'� U dD a 0 O L 0 Q O O N O O W OO E-C E E -o N L Lu S a L •c ia. a -0 O Q a oD L y_, 40- (� Y,C Y m U U U U LL M U U U U a a a p a a a a sa U s U s U s U "- s U s U s s U U M A t d4 t .P ri �. `y ; 'd H L i � k U ' 7 L vai U M L � � r co a � O L O O Ln O *' a Q 3 O L V U 4- o t _a vai Z tB c U U aCL L } C Ln �O a ++ O U N 0 i 0 L on E4- CU to � m a LOLL C 0 Or = C C _� U L CL) O LLL O ca 0 O 0 Ln �, a,W i U N LLL C C i a � f0 N4 - OLA ° Ln � U to Y Y U a N 4- 0 © Q s o v m 00 L Cai ++ Z a L d -0 4- -C in Lu = V c a > O +M 0 O U C O to C L C O Cr Q -0 E a v O C 3 as o •� 3 +' W O a m Q C c � Gi t a cn Y O C IU f0 L 0 M f0 M a L Q) � a L to N - a (a U m M 4) cliU 4) I- C: C O m U Q O_ m f0 U 4L U aiai aiC b.0 Q) tA Ln c CL Q) t a) L O a) a) L ..Q O 4- ro t 4) U U Q O C N 4) 41O C C O U Q) Q ro 413 d w O c N wE W �u J 0 s 0 m :i TSE Engin e e ring Re: Stoneridge_2 Tri-State Engineering, Inc. 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: 112052232 thru 112052246 My license renewal date for the state of Oregon is December 31, 2018. 11022PE r OREGON 7116182 �y ••••• sees. *00000 . ... . sees.. e• • • sees.. .. e se. so: • December 23,2017 ;•. ' ..' Terry Powell sees.. . sees The seal on these drawings indicate acceptance of professional engineering responsibjlilg �glely for the ' •sees truss components shown. The suitability and use of this component for any particular buiLdIng is the .' responsibility of the building designer, per ANSI/TPI 1. sees.. :'. 0. • • • • • .. .. .. sees.. seese • e e e s e q Z ¢yam W Cj0 Ca -7 apoC.• Z �¢ Ui J U F U{ �jz K �' QO �w Q d W W �_ cz—iz ��� 3p zln OFZ .. .... m ¢w - m n O p Ow ZQ� ��dK tr LL z z m I 7 ,' m -r- O} N y y K WJ v7) O 7 $ J Vi s m d W w KC! a W Q1zN H w> O W r 7 TOE Wa �U pZN] K K ?a 70 C9 m Mm •• rw-h z z¢¢ oQ LLUw>¢W N NFA h pw Oln ? 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O co O N U � M Z O O O o ami U) CD Q 00.00•BZ 00.00.84 00-00-8 L � O W W v U C f= a Ocn U cn LU ui Z_ z w z E5 coy f_In ^Z LL U) cu .O ui cn E I f. O co O -� U � M Z O O O o ami U) CD Q 0 CL �- aJ LL CD m (d M- O 0 O > Z LU > O U = J W10 C O J i? 4 ate• O W O • L O >i•si•W U 0 ; �C t`. •-0 N CL Zo i• o.a•�o •� M U U) •ccn U) CL U tn• • •L�•• Llj C/) v • w • �• •• Q m Z. o.a ••••ai.° • • a ; i o• a 0 ••'• •a! O C G Cli `Zwa� W am rn> o avva w y n Z Q OO` y CQ z 1fruss AITGE The Truss Co., Eugene, OR 97402 1.1-.4.-3 ........ [1 0.0 .I,...._.... 11.43 2 30 = TYpa Qty Ply 112052232 PP iia Supported Gable 12 1 Job Ref ronra tn (jonal] _ 8.1309 Sep 152017 MITek Industries, Inc. Thu Dec 21 17:49:502017 Page 1 ID:df RH5HAOsy3Ug6ejeASKey7Jpo-7h8KSID4rw2trSHDQ7_WRZRiJVV?wkv7YEsJZOy6gBV 11 10 .._. _ .16 1 1... 1. 7r'(3 28 0_0.. I ll Oi6.1215 4.2.2 0-6-1'1 11.4.3 Scale = 1:50.0 46 :> 9 8 4x5 10 11_ _12 1".13 T E 4 T I �I 14 15 16 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 30 Plate Offs,,.e,,,ts ,(X,Y,)--[9:0-,1„-15.10-2.-01,_[13:0-1-_9. Q4-441 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0,10 TCDL 8.0 Lumber DOL 1.15 SC 0.07 BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 7.0 Code IRC2015/TP12014 Matrix -SH LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 HF/SPF Stud/Std REACTIONS. All bearings 28-D-0. DEFL, in (loo) I/deft L/d Vert(LL) -0.00 1 rdr 120 Vert(CT) 0.00 1 n/r 90 Horz(CT) 0.00 20 n/a n/a BRACING - TOP CHORD BOT CHORD 17 3 s 4 Ss 20 22 21 3x4 .... _........ ................._......_.._......_.,.,..I PLATES GRIP MT20 185/148 Weight: 158 Ib FT = 0% Structural wood sheathing directly applied or 6-0-0 cc purlins, except 2-0-0 cc purling (6-0.0 max.): 9-13. Rigid ceiling directly applied or 10-0-0 cc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (lb) - Max Horz 2=104(LC 12) Max Uplift All uplift 100 Ib or less at joints) 2, 29, 30, 31. 33, 34, 35, 36, 37, 38, 26, 25, 24, 23, 22, 21 Max Grav All reactions 250 Ib or less at joint(s) 20, 2, 27, 29, 30, 31, 32, 33, 34, 35, 36, 37, 26, 25, 24, 23, 22 except 38=251 (LC 19), 21=278(LC 20) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.8psf; BCDL=4,2psf; h=25ft; Cat. ll; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 cc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live load of 20.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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 29, 30, 31, 33, 34, 35, 36, 37, 38, 26, 25, 24, 23, 22, 21. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MOI -1473 BEFORE USE. Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component. Applicability of design parementers and proper incorporation of component is responsibility of building designer - not truss designer, Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Addillonal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB•89 and SCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • • �` 7 enc �• • •• :YC7 1'� `�• •.•.•• ••7116182 • •• •' • • RENWIS, 12/31118... • a • • • • •December 23 2017 theTRUSSCo. INC. Truss A2 I The Truss Co., Eugene, OR 97402 1-0-0 7-374 1-6-6 1 7.3-4 1 , 3x5 = 8.00 F2 2x4 \\ 3 ... .......... ..... _.... ... ... ...._.... ... ....... . Type dly 14-0-,0 8-8-12 44 = 4 �11 1 Job Reference Lp2jjgj 8.130 s Sep 15 2017 MITek ID:df RH5HAOsy3Ug6ejeASKey7Jpo-btii32 20.8.12, t3-8-12 2x4 5 Inc. Thu Dec 21 1 3QzrVlzn_IzJj01 28-0-0 7.3-4 112052233 512017 Page I--- mubt5Sy6gBU I Scale = 1:48,5 r; W2.� - - • 9 18 B 7 ----- -- 3x4 = 3x4 _ 3x4 = 3x5 "= _Plate [2:0-0.4.0-0-Q],..[6;0r.Q-4.,.,Q:Q.Q1..........,..._.... (loc) LOADING (psf) SPACING- 2.0-0 CSI. TO LL 25.0 Plate Grip DOL 1,15 TC 0.62 TCDL 8.0 Lumber DOL 1.15 BC 0.63 BCLL 0.0 Rep Stress Incr YES WB 0.22 BCDL 7.0 Code IRC2015/TP12014 Matrix -MSH ....... ...2$r.44._......... ......._.._...... ....... ,... ....... - ..._.........I DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.21 7-9 >999 360 MT20 185/148 Vert(CT) -0,35 7-12 >973 240 Horz(CT) 0.06 6 n/a Nis Weight: 114 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3.7-11 oc purlins, BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 DF No.'Except* MiTek recommends that Stabilizers and required cross bracing W2: 2x4 HFISPF Stud/Stdbe installed Burin truss erection, tion, In accordance with Stabilizer (_Installation ulde. _ REACTIONS. (Ib/size) 6=1119/Mechanical, 2=118710.5.8 (min. 0-1.8) Max Horz 2=125(LC 8) Max Uplift 6=-187(LC 9), 2=-209(LC 8) FORCES. (Ib) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1978/336, 3-4=-17321329, 4-5=-17361331, 5-6=-19831339 BOT CHORD 2-9=-333/1717, 9-16=-112/1128, 8.16=-112/1128, 7.8=-1 11211128, 6-7=-226/1723 WEBS 4.7=-158/639, 5-7=-486/247, 4.9=-1551633, 3-9=-4821245 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10,0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed fora live load of 20.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, with BCDL = 7,Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=187,2=209. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1, LOAD CASE(S) Standard ® WARNING . Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 683 D'Onofrio Drive, Madison, WI 53719. • • • • (i1��u N I1 j��Fr � • • . •••••.p� • � 4.1 lip one "11 + • • .. • 6ANI180N a •••••• T •�7f161$2 • •• •••••• •••• • • s • RENriwis'112131 m 8 • • • • •December 23,2017 theTRUSSCo. INC. 0 Qty Ply .,., iComma ................ ...iA3ussType STONERIDGE Z n The Trues Co Eugene, OR 97402 1-0-D . 0.0 . 7.3 14-0-0 1_ ; 1.0.0 L.... 7.3.4 6-8-12 0 Qty Ply I DEFL, in 112052234 _ Jab Rel9tence :o tior al. 8.130 is Sep 15 2017 MITek Industries Inc. Thu Dec 21 17:49:52 2017 Pagge 1 ID:df RH5HAOsy3Ug6ejeASKey7Jpo-34G4GOFLNXIa4mRcXY1 W Xwvi2oObyP7YLQdvy6gBT i 20-8-12 I 28-1]-D 2g-p-pl 8-8-12 7.3.4 1-0-0 4x4 _.. 3x4 i 3x4 = 30 =- 3x4 _Plate „Offsets (X,Ya_ ...2;Qa2_10,,0-1-8],_j6:0-2-10,0-1-8- ............ __. _..:...._ ...... .. I _......__...-:._...:...: _ -.: �..:. _.. Scale = 1:48.6 .. 7 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Weft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0,61 Vert(LL) -0.21 8-10 >999 360 MT20 1851148 TCDL 8.0 Lumber DOL 1.15 BC 0.62 Vert(CT) -0,34 10-13 >982 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.06 6 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix -MSH Weight: 115 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2*Except* MITek recommends that Stabilizers and required cross bracing W2: 2x4 HFISPF Stud/Std be installed during truss erection, in accordance with Stabilizer Installation,.guide. REACTIONS. (Ib/size) 2=1186/0-5-8 (min. 0-1-8),6=1186/0-5-8 (min. 0-1-8) Max Harz 2=118(LC 8) Max Uplift 2=-209(LC 8), 6=-209(LC 9) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1975/336, 3-4=-1 7 29132 8, 4-5=-1 72 9132 9, 5-6=-1975/336 BOT CHORD 2-10=-325/1715, 10-17=-1 0411126, 9-17=-1 D411126, 8-9=-104/1126, 6-6=-20711715 WEBS 4-8=-155/633, 5-8=-4821245, 4-10=-155/633, 3-10=-482/245 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.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, with BCDL = 7.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=209,6=209. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802,10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard •• •• •••••• REN1E,WS!12131718••••• • • • •December 23,2017 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY -7413 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and SCSI1 Building Component Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUS5CO. INC, Job I Truss ';Tr'uss Type �STONERIOGE_2 , IA4FP (Common The Truss Co., Eugene, OR 97402 M L it 1.0.0 7.3-4„ ,. 14.0-0 6-8.12 Qty Ply.....,. I IS 1 112052235 J4 We 10 lionalI 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Dec 21 17:49:52 2017 Page 1 I D:df_RH 5HAOsy3Ug6ejeASKey7J po-34G4GOFLNX Ia4mRcXY 1 _W_XvSi 1 ZOZ W P?YLQdvy6gBT 6.44 1 28,-0-0 9.0.0 7-3-4 1.0.01 40 - 3x4 i 3x4 = 3x4 = 3x4 = 3x4 Scale = 1:48.6 ._..... ......__]$:33_.. 28.:Or..O_. ........, _ .....................i Plate.,Offsets_(X Y)_- . 12:0-2-10,0-1-8]_15:0,-2-1 8 LOADING (psf) SPACING- 2 0-0 1 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0,18 10-15 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.70 Vert(CT) -0.35 10-15 >970 240 BCLL 0.0 �T Rep Stress Incr NO WB 0.35 Horz(CT) 0.06 6 We We BCDL 7,0 _ Code IRC2015/TP12014 Matrix -MSH Weight: 125 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.*Except* MiTek recommends that Stabilizers and required cross bracing W3: 2x4 HF/SPF Stud/Std be installed during truss erection, In accordance with Stabilizer Installation„guide,_ _ REACTIONS. (Ib/size) 2=1258/0-5-8 (min. 0-1-8),6=1258/0-5-8 (min. 0-1-8) Max Horz 2=118(LC 8) Max Uplift 2=-226(LC 8), 6=-226(LC 9) FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-21341372, 3-4=-1 888/365, 4-5=-1688/365, 5-6=-21341372 BOT CHORD 2-10=-35711856,9-10=-138/1284,8-9=-138/1284,6-8=-240/1856 WEBS 4-12=-174/717, 8-1 2=-1 5 316 25, 5-8=-4811245, 1 0-1 1=-1 531625, 4-11=-174/717, 3-10=-481 /245 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ° This truss has been designed for a live load of 20.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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=226,6=226. 6) This truss is designed In accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-7=-66, 13-16=-14, 11-12=-20(F) • r . • • � • � �J•1A nhnn� • . • • • •'7116182 s s • ••i..• �- a�w'•� .... RENES+12131118,•,• •• • • • 4December 23,2017 ® WARNING - Verify design Pararrrerars and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of deslgn paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of indivlaual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, dellvery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCl INC. Job (Truss ;Truss Type STONERIDGE_. B1TGE !California Supported Gable The Truss Co., Eugene, OR 97402 1.0.0 7.4.3 0.0.12 jQty Ply 1 1 1 112052236 -- --- = - --- Job Reference io tion I) 8.130 s Sep 152017 MiTek Industries, Inc. Thu Dec 21 17:49:53 2017 Pagel I D:df—RH5HAOsy3Ug6ejeASKey7Jpo-XGgS U kFzBrQRivOo5 FYD2C3Dk6Xy75u2EC4_ALy6g6S 20-0.4. 21.0-0 4-2-2 0-6-1 7.4.3 1 1-0-0 I Scale = 1:36.4 4x5 �,10y _...-i �.f .., �"••�. 1„„1t11 12 j I..... 13 T i �7 9 TB I T 14 0 Ll CJS IJ t ........ 23 22 21 20 19 18 CSI, DEFL. in (loc) Well L/d 6.001... 2 5 .:.... Vert(LL) 0.00 15 n/r 120 BC 0.05 Vert(CT) 0.00 15 n/r 90 WB 0.05 Horz(CT) 0.00 14 n/a n/a Matrix -SH rS 3 , vl "I 3TJ T $T1 2 - - —.I 3x4 = 26 25 24 -.. P.late Offsets _ ,[¢;0-1-15,,p-2-Oj...... LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1,15 TCDL 8.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code IRC2015/TP12014 jQty Ply 1 1 1 112052236 -- --- = - --- Job Reference io tion I) 8.130 s Sep 152017 MiTek Industries, Inc. Thu Dec 21 17:49:53 2017 Pagel I D:df—RH5HAOsy3Ug6ejeASKey7Jpo-XGgS U kFzBrQRivOo5 FYD2C3Dk6Xy75u2EC4_ALy6g6S 20-0.4. 21.0-0 4-2-2 0-6-1 7.4.3 1 1-0-0 I Scale = 1:36.4 4x5 �,10y _...-i �.f .., �"••�. 1„„1t11 12 j I..... 13 T i �7 9 TB I T 14 0 Ll CJS IJ t ........ 23 22 21 20 19 18 CSI, DEFL. in (loc) Well L/d TC 0.09 Vert(LL) 0.00 15 n/r 120 BC 0.05 Vert(CT) 0.00 15 n/r 90 WB 0.05 Horz(CT) 0.00 14 n/a n/a Matrix -SH LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 OTHERS 2x4 HF/SPF Stud/Std BOT CHORD REACTIONS. All bearings 20-0-0. (lb) - Max Horz 2=66(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 2, 14, 20, 21, 22, 24, 25, 26, 18, 17.16 Max Grav All reactions 250 lb or less at joint(s) 2, 14, 19, 20, 21, 22, 23, 24, 25, 18, 17 except 26=251 (LC 19), 16=254(LC 20) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. 15 Io- X I .....,.,.1 17 16 3x4 — PLATES GRIP MT -20- 185/148 Weight: 96 Ib FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 6-10. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation.cZulde. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4.0 oc. 8) This truss has been designed fora 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.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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 14, 20, 21, 22, 24, 25, 26, 18, 17, 16, 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 12) This truss is designed In accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ® WARNING - Verify design par..Pmfers antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIO.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719._ ••••4 • a 'u••a • _, RENEWSAV3114 •" d•• •december 23,2017 Zd theTRUSSCO. INC. Job Trusa, ......_ Truss Type ..._.._._. .. iCity... Ply....... ...1 STONERIOGE_4 B2 ICommon Trues B 1 112052237 ................ .—....._......._..._._.—......_-..__............ ..I The Truss Co Eugene, OR 97402 8.130 s Sep 15 2017 MiTek Industries Inc Thu Dec 21 17:49:54 2017 Page 1 ID:df RH5HAOsy3Ug6eieASKey7Jpo OSOrh4Gbv8YIK3b?fz3SbPcKcWjssTKITsgXiny6gBR 1..,'1_0_0 6 8-9 . 49 4 R..., . 1.4-3-7 - 4 3 7_ 21.0.0.. ..._...,, I. _ -3.7 I 4-3-i ... .. ..a . ...... 5 8 9 1 1-0-0 6,00 j1a 2x4 •: 2 44 = 4 f 3x4 i 3x8 = Scale • 1:35.3 -- - - — - -10.0.0 —.__—^--------'---- -------- ---- — Plate Offs _.... :..._ ... .... __ :.:..,.: _ ... LOADING (psf) SPACING 2-0-0 CSI. DEFL. in (loc) Well L/d I PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.14 8-11 >999 360 MT20 1851148 TCDL 8.0 Lumber DOL 1.15 BC 0.65 Vert(CT) -0.26 8-11 >907 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.03 6 n/a n/a BCDL 7.0 Code IRC2015ITP12014 Matrix -MSH Weight: 78 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-5 cc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer (_Installation guide,,,-..-_.____ ., l REACTIONS. (Ib/size) 2=866/0-5-8 (min. 0.1-8), 6=866/0-5-8 (min. 0-1-8) Max Horz 2=-86(LC 9) Max Uplift 2=-156(LC 8), 6=-156(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-13401235,34=-1003/169.4-5=-1003/169,5-6=-13401235 BOT CHORD 2-8=-217il 161, 6-8=-131/1161 WEBS 4-8=-63/592, 5-8=-407/193, 3-8=-407/193 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=156,6=156. • • • • • 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and • • referenced standard ANSI/TPI 1. • • • • • • • �aQ�� Ir�llf�� :6666 LOAD CASE(S) Standard • `�S � G (� fi� � � • :. ••••� • 6666 • • •• •7M 6182 • •• is • po6664,•• .... .w..•. • • • • REN612131/18 • • December 23,2017 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. n, quality permanent bracing de of the overall structure Is the responsibility of the building designer. r. For general guidance regardBCS11lB --- ---_ — -_ _I fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Corriponenl +I _Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 5371g. __— -_ _ - theTRUSSCO. INC, 3x4 -- - - — - -10.0.0 —.__—^--------'---- -------- ---- — Plate Offs _.... :..._ ... .... __ :.:..,.: _ ... LOADING (psf) SPACING 2-0-0 CSI. DEFL. in (loc) Well L/d I PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.14 8-11 >999 360 MT20 1851148 TCDL 8.0 Lumber DOL 1.15 BC 0.65 Vert(CT) -0.26 8-11 >907 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.03 6 n/a n/a BCDL 7.0 Code IRC2015ITP12014 Matrix -MSH Weight: 78 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-5 cc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer (_Installation guide,,,-..-_.____ ., l REACTIONS. (Ib/size) 2=866/0-5-8 (min. 0.1-8), 6=866/0-5-8 (min. 0-1-8) Max Horz 2=-86(LC 9) Max Uplift 2=-156(LC 8), 6=-156(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-13401235,34=-1003/169.4-5=-1003/169,5-6=-13401235 BOT CHORD 2-8=-217il 161, 6-8=-131/1161 WEBS 4-8=-63/592, 5-8=-407/193, 3-8=-407/193 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=156,6=156. • • • • • 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and • • referenced standard ANSI/TPI 1. • • • • • • • �aQ�� Ir�llf�� :6666 LOAD CASE(S) Standard • `�S � G (� fi� � � • :. ••••� • 6666 • • •• •7M 6182 • •• is • po6664,•• .... .w..•. • • • • REN612131/18 • • December 23,2017 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. n, quality permanent bracing de of the overall structure Is the responsibility of the building designer. r. For general guidance regardBCS11lB --- ---_ — -_ _I fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Corriponenl +I _Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 5371g. __— -_ _ - theTRUSSCO. INC, ................... . JobI Truss Truss Type iOtY PIY ISTONERIDGE : , IB3 Common I3 1 12052238 The Truss Co., Eugene, OR 97402 10-0.0. I 1 DO I 589 I.,. .437 o„ a.130 s Sep 15 2017 MiTek Industries, Inc. Thu Dec 21 17:49:54 2017 Pagge 1 I D:df_RH 5HAOsy3Ug6ejeASKey7J po-OSOrh4Gbv8Y IK3b7fz3SbPcKL Wjq sTH iTsgXiny6geR 1. 14-8:7 20.0-0 4-37 t 589 44 = 4 Scale = 1:34.8 L•' 12 7 40 3x8 = LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 HF/SPF Stud/Std REACTIONS. (Ib/size) 6=798/0-3-8 (min. 0-1-8), 2=868/0-3-8 (min. 0-1-8) Max Horz 2=94(LC 8) Max Uplift 6=-134(LC 9), 2=-156(LC 8) FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1344/235,3-4=-10071170,4-5=-1008/169,5-6=-1348/239 BOT CHORD 2-7=-225/1164, 6-7=-151/1170 WEBS 4-7=-65/598, 5-7=-4141196, 3-7=-4071193 ........... 10-0-0 in (loc) Idefl Vd PLATES GRIP -0.14 LOADING (psf) SPACING- 2-0-0 7-10 CSI DEFL. TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) TCDL 8.0 Lumber DOL 1.15 BC 0.65 Vert(CT) BCLL 0.0 j Rep Stress Incr YES WB 0.36 Horz(CT) BCDL 7.0 Code IRC20151TPI2014 j Matrix -MSH LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 HF/SPF Stud/Std REACTIONS. (Ib/size) 6=798/0-3-8 (min. 0-1-8), 2=868/0-3-8 (min. 0-1-8) Max Horz 2=94(LC 8) Max Uplift 6=-134(LC 9), 2=-156(LC 8) FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1344/235,3-4=-10071170,4-5=-1008/169,5-6=-1348/239 BOT CHORD 2-7=-225/1164, 6-7=-151/1170 WEBS 4-7=-65/598, 5-7=-4141196, 3-7=-4071193 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -- ---- _ . MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide,-____.______ NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 6=134,2=156. 6) This truss is designed In accordance with the 2015 International Residential Code sections R502,11,1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parainenters and proper Incorporation of component Is responsibility of building designer . not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Add!tlonal permanent bracing of the overall structure is the responslblllty, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIrTPH Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719. •• pV .... . 0AEGbN • • • •7!16)82 • • RENLV"4 131118 ���• December 23,2017 theTRUSSCO. INC. ........... ... .......... .... .2ZIl:.9.....__. ...... ... .... ..... ....... ...... in (loc) Idefl Vd PLATES GRIP -0.14 7-10 >999 360 1 MT20 1851148 -0.27 7-10 >898 240 1 0.03 6 n/a n/a Weight: 76 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -- ---- _ . MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide,-____.______ NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 6=134,2=156. 6) This truss is designed In accordance with the 2015 International Residential Code sections R502,11,1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parainenters and proper Incorporation of component Is responsibility of building designer . not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Add!tlonal permanent bracing of the overall structure is the responslblllty, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIrTPH Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719. •• pV .... . 0AEGbN • • • •7!16)82 • • RENLV"4 131118 ���• December 23,2017 theTRUSSCO. INC. . - _ ..... - -Tye.-..- -....- .... (Job (Truss Truss p ISTONERIDGE 2 + B4 Roof Special The Truss Co., Eugene, OR 97402 0 ...}3... 0- -3 ........... Qt ....... „, Pj.....,. ........, ._ .,.,..... _.. - 'I I y y 112052239 1 1 I Job Reference! nalZ_----.......-....... 8.130 s Sep 15 2017 vi Industries, Inc. Thu Dec 21 17:49:55 2017 Page 1 ID:df—RHSHAOsy3Ug6ejeASKey7Jpo-UeyDvQHDgSg9xDABCgah8d9SBw4kbx4shWZ4EEy6gBQ 10-0-0 5.3.5 1 20 1 Scale = 1:32.7 2 I 6.00 L12 2x4 3 i1 1 0�]3 4 --- --B'_ 3x5 3x5 5 0-213 .... .. ........ .. ...--................_ ,........ .....,,.._,-,..... ..-19.44... .......... ......_..... - ... ... _.......... ........ _... .... .... _.....1 x.._ ..... ,........ — -..—._....-—...... ........ - .......... ...... ., ... . Plate.Offsets (X,Y) (4 0-2 10 0LOADING (psf) (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.24 5-8 >479 360 MT20 1851148 TCDL 8.0 Lumber DOL 1.15 BC 0.61 Vert(CT) -0.43 5-8 >272 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 4 n/a n/a BCDL 7.0 Code IRC20151TPI2014 Matrix -MSH Weight: 40 Ib FT = O% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/Std M k recommends that Stabilizers and required cross bracing j be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=387/0-3-8 (min. 0-1-8), 5=409/Mechanical Max Horz 5=-181(LC 9) Max Uplift 4=41 (LC 9), 5=-143(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-457155 BOT CHORD 4-5=0/389 WEBS 3-5=-4471197 NOTES - 1) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 5=143, • : • 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and • • • • • • • • referenced standard ANSI/TPI 1. • • A[�� • • • • • • • 1L LOAD CASE(S) Standard• ��51 ilf /n► • � • • • • •�� G i Nv� • • E 0AEGbIN • • • • 7fl6182 • •.•••• ,�• pts• RENEM42131118 December 23,2017 rlrlllllllllllllllllllllll� ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEX REFERENCE PAGE M11- 74Y3 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. Job (Truss' Truss -Type ISTONERIDGE_2 C1TGE GABLE The Truss Co., Eugene, OR 97402 1.0.0 3.11.12 4x4 6 city Ply 112052240 !1 1 Job RefeleIlce IGP Tonal; . - ——__...--...._..... 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Dec 21 17:49:56 2017 Page 1 ID:df_RH5HAOsy3Ug6ejeASKey7Jpo-yrWb6llrRmoOZNINmO5wgghIPKZ2KSs?wAJemgy6g 3P 9 0.4 13-0-0 14-1)-0 _ L 5-0-9 3-11-12 I 1.0.0 44 = Scale = 1:24.8 30 = 20 19 18 17 16 15 14 3x4 = LOADING (psf) SPACING- 2-0-0 1 CSI. 12 n/r 120 TCLL 25.0 Plate Grip DOL 1.15 TC 0.06 12 nla n/a TCDL 8.0 Lumber DOL 1.15 BC 0.03 Structural wood sheathing directly applied or 6-0-0 oc purlins, except BCLL 0.0 Rep Stress Incr YES I WB 0.03 MiTek recommends that Stabilizers and required cross bracing BCDL 7.0 Code IRC2015ITP12014 Matrix -SH LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 HF/SPF Stud/Std DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.00 12 n/r 120 MT20 185/148 Vert(CT) -0.00 12 n/r 90 Horz(CT) 0.00 12 nla n/a Weight: 54 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation. guide. REACTIONS. All bearings 13-0-0. (Ib) - Max Horz 2=-39(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 17, 18, 19, 20, 16, 15, 14 Max Grav All reactions 250 Ib or less atjoint(s) 2, 12, 17, 18, 19, 20, 16, 15, 14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Ii; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 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 nonconcurrent 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12, 17, 18, 19, 20, 16, 15, 14. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard 0000• :••: 0000• • • ���t �f�J]t� 0000• 0000• GINe 00 • so ,P • • 2PE 00000 0000•• • 00000 ®REGbN • • • 7116182 •41 4' •• }may PO 0 •• •. 4,00000 • .• RENEji"J2131118 •••• December 23,2017 ®WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, q;;ality control, storage, delivery. erection and bracing, consult ANSIITP11 Quality Criteria, OSS -89 and BCSI1 Building Component at, Safety Information available from Truss Plate Institute, 683 D'Onofrlo Drive, Madison, WI 53719. Lil@TRUSSCO. INC. • iC2GR The Truss Co., Eugene, OR 87402 I .—............ ..........................LTruss T_..8. ... .,...... .,......, Y COMMON GIRDER oty Pl 112052241 � Job fjgrenCe tootiona)I 8.130 s Sep 15 2017 MiTek Industries. Inc. Thu Dec 21 17:49:57 2017 Page 1 3'8:4. 8 8 0 ID.df RH5HAOsy3Ug6ejeASKey7Jpo-014zK51TB3wtBXKZK5c9D2EIHjhO3hd99g2BJ6y6gBO .... 9-3-12. 13-9-4. 3-8-4 2-9.12 .... L_....... _.....2-9-12 - I_ 1 3-8-4 8.00 FIT 4x6 I I 5x10 _...._........ ...... ... ....... 17 8 18 7 19 4x8 I 8x8 = rs_...... i -.... 801_71., ......... ----------- --- 3 -BA ——...-- --2-9-12..-- ................---.........2-9-L2—......--....._.......-----....... ...._...,_,......3s_4..._..__....... Plate Offsets (X.Y)-- [1:0-9-4,Edge), 12:0-1-4,0-2-0), 14:0-1-4.0-2-0]. 15:0-2-4, Edge), 16:0-4-12-0-2-01, [7:0-4-0,04-12], [6:0-4-121.0-2-0] Scale = 1:25,0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.11 7-8 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.94 Vert(CT) -0.18 7-8 >843 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.05 5 n/a n/a BCDL 7.0 Code IRC2015/TP12014 Matrix -MSH Weight: 63 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1.11-1 oc purlins. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 8-7-14 oc bracing. WEBS 2x4 HF/SPF Stud/Std 'Except* MiTek recommends that Stabilizers and required cross bracing W1: 2x4 DF No.2 be installed during truss erection, in accordance with Stabilizer i WEDGE Installation Left: 2x4 SP No.3, Right: 2x4 SP No.3 _guide. REACTIONS. (Ib/size) 1=4054/0-5-8 (min. 0-4-5), 5=3579/0-5-8 (min. 0-3-13) Max Horz 1=49(LC 31) Max Uplift 1=-712(LC 8), 5=-629(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-610411072, 2.3=-4467/799, 3-4=-4466/799, 4-5=-6199/1090 BOT CHORD 1-17=-968/5437, 8-17=-968/5437, 8-18=-968/5437, 7-18=-968/5437, 7-19=-934/5521, 6-19=-934/5521,6-20=-934/5521,5-20=-934/5521 WEBS 3-7=-648/3735, 4-7=-1853/383, 4-6=-260/1598, 2-7=-1753/364, 2-8=-241/1499 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.8psf; BCDL=4,2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=712,5=629. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1106 Ib down and 200 Ib up at 1-0-12, 1105 Ib down and 201 Ib up at 3-0-12, 1105 Ib down and 201 Ib up at 5-0.121 1105 Ib down and 201 Ib up at 7-0-12, and 1105 Ib down and 201 Ib up at 9.0-12, and 1105 lb down and 201 Ib up at 10-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1,15 ;ontinued on page 2 0 WARNING - Verity design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Ml1.7479 BEFORE USE, Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the bullding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DS8-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENft"J2!31!18••;;,*2017 • December ti CO. INC. Job Truss Truss Type STONERIDGE-t2 y C2GR COMMON GIRDER I The Truss Co., Eugene, OR 97402 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 3.1 1=-66, 3.15=-66, 1.5=-14 Concentrated Loads (Ib) Vert: e=-1105(B)10=-1106(B)17=-1105(8)18=-1105(B)19=-1I05(B)20=-1105(8) — Qty Ply ----- — -- t 1 112052241 ;Job Reference Iootioo@jl 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Dec 21 17:49:57 2017 Pa gge 2 ID:df—RH5HAOsy3Ug6ejeASKey7Jpo-Q14zK51TB3w1BXKZK5c9D2EIHjh03hd99g2BJ6y6g60 ® WARNINO - Verify design Nararnewrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ma -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer • not truss designer, Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madleon, WI 53719. theTP IF S SCO. INC. ••••• • • •• • •••••• •• • • • • •• •• •••••• •• •• theTP IF S SCO. INC. The Truss Co., Eugene, OR 97402 I •1 0 0..., ...I.... 2 5 12........_ 1.0-0 2-5-12 6.00 112 Type 4x4 = ,Qty Ply j1 1 112052242 Job Reference 9pt 8.130 s Sep 15 2017 MITek Industries, Inc. Thu Dec 21 17:49:58 2017 Pa gge 1 ID:df RH5HAOsy3Ug6ejeASKey7Jpo-uDdLXRJ5yN2kohumup701Fn4b7EgoMHINUokrYy6g8N 7-6-4 l 10.0-0 11-0-0 5-0-8 2-5-12 I 1-0-0 4x4 12 11 10 3x4= 2x4 II 2x4 II 2x4 II 3x4 = Scale - 1:19.9 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.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 of withstanding 100 Ib uplift at joint(s) 2, 8, 11, 12, 10. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ® WARNING -Verify design paradrelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracng of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI1 Quality Criteria, OSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, VVI 53719. 4 r. goose 0000 goo•• 00 00 G11 Nk so • so ZPE ' �••�o• 000 0 0: OREGON • • • 7116182 • g. RENEYVA'2l31l18 December 23,2017 'A theTRUSSco. INC. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES - GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 I 9 n/r 120 MT20 1851148 TCDL 8.0 Lumber DOL 1.15 BC 0.07 Vert(CT) 0.00 9 n/r 90 BCLL 0.0 Rep Stress Incr YES WE 0.04 Horz(CT) 0.00 8 nla n/a BCDL 7.0 Code IRC2015/TP12014 Matrix SH Weight: 36 Ib FT = 0% -.. _._. .... .........._ _ _ _ ............... . _ .._.....- .. ---- __ --I- - --._.. - -- .... ......, ......... ....... ... ...... _. ...... _ . LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 DF No.2 2-0-0 cc purlins (6-0-0 max.): 3-7. OTHERS 2x4 HF/SPF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. ---- ---------._.._..._._.............---- ----- -I MiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer Lbe . Installation..guide. REACTIONS. All bearings 10-0-0. (lb) - Max Horz 2=-28(LC 13) Max Uplift All uplift 100 Ib or less atjolnt(s) 2, 8, 11, 12, 10 Max Grav All reactions 250 Ib or less at joint(s) 11, 12, 10 except 2=259(LC 1), 8=259(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.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 of withstanding 100 Ib uplift at joint(s) 2, 8, 11, 12, 10. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ® WARNING -Verify design paradrelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracng of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI1 Quality Criteria, OSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, VVI 53719. 4 r. goose 0000 goo•• 00 00 G11 Nk so • so ZPE ' �••�o• 000 0 0: OREGON • • • 7116182 • g. RENEYVA'2l31l18 December 23,2017 'A theTRUSSco. INC. _ ...... ... ......... iJobTruss iSTONERIDGE _�) • D2GR The Truss Co., Eugene, OR 97402 COMMON GIRDER I 5:0'4. 3.1.9 1.10-8 Qty... .-1Pl .. Y 1 1 112052243 8.130 s Sep 15 2017 MITek Industries, Inc. Thu Dec 21 17:49:59 2017 Page 1 ID:df RH5HAOsy3Ug6ejeASKey7Jpo-MQBkknKkjhAbQgTyRWfdlTJ8nXOHXe8Rc8XIN?y6gBM 8.70,..-6. 1 10.0.0 1.10.7 3-1.10 Scale • 1:19.2 4x5 -- 4x5 :::: _........_ - ...... 3.L4. . .... ... . ........ _....... _. _ _...I... ...... PLATES GRIP MT20 185/148 Weight 47 Ib FT = 0% TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purlins. BOT CHORD 2x6 OF SS BOT CHORD Rigid ceiling directly applied or 9-8.1 oc bracing. WEBS 2x4 HF/SPF Stud/Std 'Except* rMiTek recommends that Stabilizers and required cross bracing W1: 2x4 OF No,2 be installed during truss erection, in accordance with Stabilizer .be guide., _ REACTIONS. (Ib/size) 1=258210-5-8 (min. 0-2-12),5=2637/0-5-8 (min, 0.2.13) Max Horz 1=-39(LC 13) Max Uplift 1=-454(LC 8), 5=-463(LC 9) FORCES, (lb) - Max, Comp./Max. Ten. • All forces 250 (lb) or less except when shown, TOP CHORD 1-2=-4801/842, 2.3=•3630/649, 3-4=-3631/650, 4-5=-48291847 BOT CHORD 1.13=-756/4282, 8.13=•756/4282, 8-14=-758/4282, 7.14=-756/4282, 7.15=-721/4309, 6.15=-721/4309, 6.16=•721/4309, 5-16=-721/4309 WEBS 3-7=-531/3033, 4.7=-1382/287, 4.6=-213/1277, 2-7=-1347/280, 2.8=-207/1249 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind; ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Ii; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 4) ” This truss has been designed for a live load of 20,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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) • • • • 1=454, 5=463, • • • • *0000 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and • • f�jti e)7 p 600*: •• • • referenced standard ANSI/TPI 1. • • L1L (, 9 /p► • • 7) Use USP MSH29 (With 10d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0.12 from the • • • • • `S i �� d� • • left end to 8-0-12 to connect truss(es) A2 (1 ply 2x4 OF) to back face of bottom chord. • rl • • 8) Fill all nail holes where hanger is in contact with lumber, �G• • 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), E • • • •• • LOAD CASE(S) Standard •. • • : e,- • • ' • 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 • •:• • B�dEQOIN • Uniform Loads (plf) • Vert: 1-3--68,3-5=-66, 1.5=-14 •• 7f16182 • • Concentrated Loads (lb) 40: • • • ' �: }�,,�•�{ �� • • • • Vert; 13=-1105(B) 14= -1105(B)15= -1105(B)16= -1105(B) • • • • • • P'� V • • • • • • rr • • RENEW&41/31118 December 23,2017 ® WARNING • Vorify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7479 BEFORE USE, Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component, Applicability of design paramenlers and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity at the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-99 and BCSI11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. 3-1-9 - —_1-10-6---110-7 Plate Offsets (Z(,Y)--.. [�:Q 4 9,l) -1-1b], [2:0-1-B4O 1„8] [4:0 1 8 0 1�8] [5 0 4 0 0 1 15j,,[6 0 4 12,0.1•@j, LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 25.0 Plate Grip DOL 1,15 TC 0.56 Vert(LL) -0.06 7-8 >999 360 TCDL 8.D Lumber DOL 1.15 BC 0.83 Vert(CT) -0.13 7-8 >931 240 BCLL 0.0 Rep Stress Incr NO WE 0,77 Hofz(CT) 0.04 5 nla n/a BCDL 7.0 Code IRC2015ITP12014 Matrix -MSH LUMBER- BRACING - PLATES GRIP MT20 185/148 Weight 47 Ib FT = 0% TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purlins. BOT CHORD 2x6 OF SS BOT CHORD Rigid ceiling directly applied or 9-8.1 oc bracing. WEBS 2x4 HF/SPF Stud/Std 'Except* rMiTek recommends that Stabilizers and required cross bracing W1: 2x4 OF No,2 be installed during truss erection, in accordance with Stabilizer .be guide., _ REACTIONS. (Ib/size) 1=258210-5-8 (min. 0-2-12),5=2637/0-5-8 (min, 0.2.13) Max Horz 1=-39(LC 13) Max Uplift 1=-454(LC 8), 5=-463(LC 9) FORCES, (lb) - Max, Comp./Max. Ten. • All forces 250 (lb) or less except when shown, TOP CHORD 1-2=-4801/842, 2.3=•3630/649, 3-4=-3631/650, 4-5=-48291847 BOT CHORD 1.13=-756/4282, 8.13=•756/4282, 8-14=-758/4282, 7.14=-756/4282, 7.15=-721/4309, 6.15=-721/4309, 6.16=•721/4309, 5-16=-721/4309 WEBS 3-7=-531/3033, 4.7=-1382/287, 4.6=-213/1277, 2-7=-1347/280, 2.8=-207/1249 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind; ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Ii; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 4) ” This truss has been designed for a live load of 20,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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) • • • • 1=454, 5=463, • • • • *0000 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and • • f�jti e)7 p 600*: •• • • referenced standard ANSI/TPI 1. • • L1L (, 9 /p► • • 7) Use USP MSH29 (With 10d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0.12 from the • • • • • `S i �� d� • • left end to 8-0-12 to connect truss(es) A2 (1 ply 2x4 OF) to back face of bottom chord. • rl • • 8) Fill all nail holes where hanger is in contact with lumber, �G• • 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), E • • • •• • LOAD CASE(S) Standard •. • • : e,- • • ' • 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 • •:• • B�dEQOIN • Uniform Loads (plf) • Vert: 1-3--68,3-5=-66, 1.5=-14 •• 7f16182 • • Concentrated Loads (lb) 40: • • • ' �: }�,,�•�{ �� • • • • Vert; 13=-1105(B) 14= -1105(B)15= -1105(B)16= -1105(B) • • • • • • P'� V • • • • • • rr • • RENEW&41/31118 December 23,2017 ® WARNING • Vorify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7479 BEFORE USE, Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component, Applicability of design paramenlers and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity at the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-99 and BCSI11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. !Job (TrussTruss Type i I ISTONERIDGE-42 + iJ1 jGABLE I I. The Truss Co., Eugene, OR 97402 1.0-0 l1-0-0........ .... _t.. Plate.. Offsets _..:...._ . 2 LOADING (psf) 1 O TCLL 25.0 Plate Grip DOL 1.15 t .. BCLL 0.0 I BCDL 7.0 4x5 I Plate.. Offsets _..:...._ . ;,D-2- _.. .: ... ...... ..... ... - LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL S.D Lumber DOL 1.15 BCLL 0.0 1 Rep Stress Incr YES BCDL 7.0 Code IRC2015ITP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 HF/SPF Stud/Std Qty. !Ply I 11 1/2052244 1 1 -- - Job ReJgrepce ,o tional)---------------_—....---...,._...........-----...._._...__..._..._.._.... 8.130 s Sep 15 2017 MiTeh Industries, Inc. Thu Dec 21 17:50:00 2017 Page 1 ID:df RH5HAOsy3Ug6ejeASKey7Jpo-gcl6y7LMU_152-287EAsrgsPwxwgGGcbroHrNRy6gBL 3-10.-0.. 4 0 4 3-10-0 0-2-0 3x4 3x4 6.00 12 TF T' B1 W1 G-2.01 2x4 11 5 Scale = 1:14.9 REACTIONS. (Ib/size) 2=228/0-5-8 (min. 0-1-8), 6=225/Mechanical, 4=-74/Mechanical Max Horz 2=86(LC 8) Max Uplift 2=-40(LC 8), 6=-81(LC 8), 4=-74(LC 1) Max Grav 2=228(LC 1), 6=225(LC 1), 4=28(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1, 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 5) " This truss has been designed for a live load of 20.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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 4. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11,1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • 4141.••• RENeM0131118 set December 23,2017 I� ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7413 BEFORE USE. Design valid for use only with MiTeh connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure Is the responsibility o! the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI1 Building Component ♦1,, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. LIIC TRUSS CO. INC. CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.09 Vert(LL) -0.00 6-9 >999 360 MT20 185/148 BC 0.05 Vert(CT) -0.01 6-9 >999 240 WB 0.05 Horz(CT) 0.00 2 We We Matrix -MP Weight: 20 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation .guide. REACTIONS. (Ib/size) 2=228/0-5-8 (min. 0-1-8), 6=225/Mechanical, 4=-74/Mechanical Max Horz 2=86(LC 8) Max Uplift 2=-40(LC 8), 6=-81(LC 8), 4=-74(LC 1) Max Grav 2=228(LC 1), 6=225(LC 1), 4=28(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1, 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 5) " This truss has been designed for a live load of 20.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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 4. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11,1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • 4141.••• RENeM0131118 set December 23,2017 I� ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7413 BEFORE USE. Design valid for use only with MiTeh connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure Is the responsibility o! the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI1 Building Component ♦1,, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. LIIC TRUSS CO. INC. jJob Truss ITrtiss Ty pe ljty 'Ply i STONERIDGEj.2 a112052245 1 :J2 (Jack -Open Truss 16 1 Reference L-- The Truss Co., Eugene, OR 97402 8.130 s Sep 15 2017 MITek Industries, Inc. Thu Dec 21 17:50:00 2017 Page 1 ID:df—RH5HAOsy3Ug6ejeASKey7Jpo-gcl6y7LMU_IS2 287EAsrgsCdxuMGGMbroHrwRy6gBL 1 9:0.... 4-0-0..... 10.0„ ............L..,........... - _ 400 -i 6.00 112 T1 3 r I Scale= 1:14.9 NOTES - 1) Wind: ASCE 7-10; Vu It= 126mph (3 -second gust) Vasd=1OOmph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat, 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard •a•• • • • i • fM • ��-�•-rte\,o /•••• RENEYjS:,12131118 ° • • • December 23,2017 © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7413 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown -s rC lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responaibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guldance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-69 and BCSI1 Building Component I t, n Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. 2 B1 4 2x4 = LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) Ildefl Ud i PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 4-7 X999 360 MT20 220/195 TCDL 8.0 Lumber DOL 1,15 BC 0113 Vert(CT) -0.02 4-7 X999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 nla n/a BCDL 7.0 Code IRC2015ITP12014+ _ Matrix -MP 1 Weight. 13 Ib FT /o 0 LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4.0.0 cc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer Lbe Installation guide. _- REACTIONS. (Ib/size) 3=107/Mechanical, 2=232/0-5-8 (min. 0-1-8),4=42/Mechanical Max Horz 2=87(LC 8) Max Uplift 3=-54(LC 8), 2=-43(LC 8) Max Grav 3=107(LC 1), 2=232(LC 1), 4=61 (LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vu It= 126mph (3 -second gust) Vasd=1OOmph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat, 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard •a•• • • • i • fM • ��-�•-rte\,o /•••• RENEYjS:,12131118 ° • • • December 23,2017 © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7413 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown -s rC lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responaibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guldance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-69 and BCSI1 Building Component I t, n Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. Job'Truss..,.... Truss Type Qty pj 5TONERIDGE I 1 112052246 2 ♦ O J3 lJack•Open Truss 1 — __--- _ —�L b Ref re ence optional) _ The Truss Cd., Eugene, DR 97402 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Dec 21 17:50:012017 Page 1 I D:df_RH5 HAOsy3Ug6ejeAS Key7Jpo-IOJ U9TM_F IQJf8d LZxh5N uO Uu LBR 7jck4SOPSty6gBK 1.4-0. 6-0.4 1-0-0 6=0-0 Scale = 1:19.9 8.00 112 ® WARNING -Verify design paramofers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Design valid for use only with MiTak connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, OSB -89 and BCSI1 Building Component ♦t, Tf Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L11GTJtCUSSCO. INC. T' I 2 1 - •- — - 4 3x4 = 6-0-C LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.06 4-7 >999 360 MT20 220il95 TCDL 8.0 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.11 4-7 >674 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 nla nla BCDL 7.0 Code IRC2015/TP12014 Matrix -MP Weight: 19 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation. guide. REACTIONS. (Ib/size) 3=167/Mechanical, 2=30910-5-8 (min. 0-1-8), 4=65/Mechanical Max Horz 2=123(LC 8) Max Uplift 3=-84(LC 8), 2=511 (LC 8) Max Grav 3=167(LC 1), 2=309(LC 1), 4=93(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10,2 and referenced standard ANSI/TPI 1 LOAD CASE(S) Standard • • • • • • s • r I N E s • . + rw , s OREN • • a, • , .. _ • 711`16)82 • • aw •1 •wwW i f V w • •,•..• r• •• • RENS} 1;.13131118 • ! December 23,2017 ® WARNING -Verify design paramofers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Design valid for use only with MiTak connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, OSB -89 and BCSI1 Building Component ♦t, Tf Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L11GTJtCUSSCO. INC. a 0 to (D N A O N C r O (n s CD o 0 0' C P U7 O C M r �3 Ln W 0 m o D A, 1 D G CO -UN z D �,- O C y a 0 N O CD9�0, cr u0i ;0�_O M•N (D 0-0 rn a crz 0 9 `o' z (D CL + -I X m� I o O Z . . O r I 0 I E RYPTO Z OR CO (ow CD W mo N m cl .0 O j n 00 7 N ° N CL g. O � °O C-Ja Z O O o° (1 3A m -iD> am 2 r, CD cmD) cA? v, O O C. 06 MD O CD N17 t� d na`2. 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O O N O • ' • O • �� 0 a° 0 3 <•• (o^ 30 O CD U) Crs-Yj&L_ P&rT to '�t►zutss C�p►cLCG t� o Plr' co --j .� TSE Engineering Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Re: M-1 2x12Patio Woodinville, WA 98072 Hayden Enterprises Inc. 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: 112006066 thru 112006067 My license renewal date for the state of Oregon is December 31, 2018. P8 N°�Fffe �'elF9 r 11022PE OAEQON ••••• 7111112 .... ••:••' November 20,2017 • • Terry Powell .. . . . . .. .. The seal on these drawings indicate acceptance of professional engineering responsAll` *vlely for the • • • • • truss components shown. The suitability and use of this component for any particul arb•gil4ing is.:hg •• •.�.• building designer, ANSI/TPI 1.• • • • • responsibility of the per .. .. ...... _-. IJob _......... Truss 'TruT_e._.._..__.,,..—....,.— � ssYP Qty Ply Hayden Enterprises Inc. M-12X12PAT10 , IT1GE iCommon SV12006066ucturelG9ble I1 1 _ -__ Job Reference;op ticioalt The Truss Co., Eugene, OR 97402 8.130 s Sep 15 2017 MITek Industries, Inc. Fri Nov 17 18:56:35 2017 Pa1 ID:xvuArTcNLgsKJRJIQNiLLyeleg-1 Fnd6dDEvLVzWyolxjnVXguOzZTYVVvHm6wdMOyIBUge w 0 0 6-0.0 12-0-0 13.0-0 1-0.0 8-0-0 1 6-0-0 1-0-0 1 4x8 =_ Scale = 1:24.6 5 3x6 1 y 1 3x6 II FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-648/63, 3-4=-551/79, 4-5=-565/98, 5-6=-567/97, 6-7=-551179, 7-8=-650/62 BOT CHORD 2-14=-29/512, 13-14=-29/512, 12-13=-29/512, 11-12=-29/514, 10-11=-29/514, 8-10=-291514 WEBS 5-12=-41/301 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 Ib uplift at joint 2 and 84 Ib uplift at joint 8. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Q WARNING -Verify design paranlefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-99 and BCSH Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 6000• REft='12131118• • 6 • November 20,2017 the TRUSSCO. INC. { '} 6 6.00 112 3x8' 4 � V - - 3x6 I I �TIr 7 3x4 3 � -j i- 1 T1 1 3x4 T1 T2, f3 T1 $T1 -1 '- - 2 �I 0 8 ' y�14z5 14 13 12 11 10 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 4x81 — flQ4... ...... ............... ......... ...... ... 12Il:L,...... . .,. ........ _.._ — 6-0-9 ----- ---- ------- ----- -- — 6-0-0 Plate Offsets _ j5'0 4.-0,0.1-Oj,..[6;0-5-2,0-1,Oj [7 0-5-2,0-1-Oj,_I8;0r4 0,0„2,-1)_ LOADING (psf) SPACING 2-0-- CSI DEFL, in (loc) Well L/d PLATES GRIP TCLL 25.0 1 Plate Grip DOL 1.15 TC 0.14 Vert(LL) 0.03 14 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.35 Vert(CT) -0.04 14 >999 240 BCLL 0,0 Rep Stress Incr YES WB 0.18 i Horz(CT) 0.01 8 n/a n/a BCDL 7.0 Code IRC2015/TP12014 Matrix-RH Weight: 64 Ib FT = 8% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HFISPF Stud/Stcl, MITek recommends that Stabilizers and required cross bracing OTHERS 2x4 HF/SPF Stud/Std be installed during truss erection, in accordance with Stabilizer Installation guide. _ REACTIONS. (Ib/size) 2=544/0.3-8 (min. 0-1-8),8=54410-3-8 (min. 0-1-8) Max Horz 2=47(LC 12) Max Uplift 2=-84(LC 8), 8=-84(LC 9) FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-648/63, 3-4=-551/79, 4-5=-565/98, 5-6=-567/97, 6-7=-551179, 7-8=-650/62 BOT CHORD 2-14=-29/512, 13-14=-29/512, 12-13=-29/512, 11-12=-29/514, 10-11=-29/514, 8-10=-291514 WEBS 5-12=-41/301 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 Ib uplift at joint 2 and 84 Ib uplift at joint 8. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Q WARNING -Verify design paranlefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-99 and BCSH Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 6000• REft='12131118• • 6 • November 20,2017 the TRUSSCO. INC. .................. ...... ..1 ........- ... _.......—___..___ .. ..,,IB....,.-.. ..... .........._ .._......... !Job !Truss 1Tru89 Type Qty Ply Hayden Enterprises Inc. ! ............. . 112006067 M•12X12PAT10 . T2 (Common i 1 � .Job Referer,ce(optional) The Truss Co., Eugene, OR 97402 8.130 s Sep 15 2017 MITek Industries, Inc. Fri Nov 17 18:56:36 2017 Page 1 ID:xvuArTcNLgsKJRJIQNiLLyeleg-VRL?JzDsgfdg86NXVQlk4tR7uzpREywQ mfAvSylBUv I ) 8 I 12-0-0 13-0-0 1-0-0 6.D-0 6.0.0 1-0-0 4x4 Scale = 1:24.2 3 — --- —,.. --- -- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 i TC 0.39 Vert(LL) -0.05 6-12 >999 360 f MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.37 I Vert(CT) -0.07 6-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.01 4 nla n/a BCDL 7.0 Code IRC2015/TP12014 Matrix -MSH i Weight 41 Ib FT = 8% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HFI PF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS. (Ib/size) 2=54610-3-8 (min. 0-1-8),4=54610-3-8 (min. 0-1-8) Max Horz 2=50(LC 8) Max Uplift 2=-82(LC 8), 4=-82(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-682/88, 3-4=-682/88 BOT CHORD 2-6=-311541, 4-6=-311541 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4,8psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 Ib uplift at joint 2 and 82 Ib uplift at joint 4. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. • • • • • LOAD CASE(S) Standard • • •• \���•� /]�[ �•�• • • . • • as • •.... 'OREGON . • . • 7f961 az .' q • �IW(V7 •• •• •••••• REAEM- 12131118• • • • November 20,2017 © WARNING -Verify design pararuefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 41,1II.7413 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibllity of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the fesponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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(7 �v�v��.im�ia�dm¢ vip�d ¢`�5�d�mo`�cS�o����.im w s 9)zi, — • .T • r g • 00 00 V � W W _ .99', C7 LUz LU N z -5 CD r -- z W C M CL N T- X X N T P� z o o co z 0 L Q CU en a LLJ0 E cu Q � U _ M a) CU O = > i C!� L Q O CD r . CL -0(B Q LL wcm M o F , ��, > o E20=CU J LU MC E O Imp O pOH• U Sc4p 70 0' U •• O (O ED to �• U • �O O ,® � Ul�,.•• y • .,.• oe I-• •• v z ••vr•o ••• n w I••�a> O �wo,o vo. a a U/)� V/ ui J a0mCO7 a9 rn C Q a > a c z .0v�cQ a Q >a m¢2w O z° F- Project: Stoneridge Location: Porch Beam (Worst Case) Roof Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 9.25 IN x 11.0 FT #2 - Hem -Fir- Dry Use Section Adequate By: 50.11/. Controlling Factor: Moment DEFLECTIONS Center Live Load 0.14 IN U962 Dead Load 0.10 in Total Load 0.24 IN LJ560 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 688 Ib 688 Ib Dead Load 494 Ib 494 Ib Total.Load 1182 Ib 1182 Ib Bearing Length 0.83 in 0.83 in BEAM DATA Span Length 11 It Unbraced Length -Top 0 It Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL ROPE TES #2 - Hem -Fir page Hayden Homes Hayden Enterprises Inc - IR 2464 SW Glacier Place of Redmond, OR 97756 Rtri W An Varcinn R_n_i 12.0 9/27/2012 8:32:02 AM LOADING DIAGRAM Base ValO,es Adjusted Bending Stress: Fb = 850 psi Fb' = 1173 psi sees Cd=1.15 CF=1.20 A - Shear Stress: Fv = 150 psi Fv' = 173 psi • • Cd=1.15 sees•• Modulus of E!asticity: E= 1300 ksi E'= 1300 ksi Min. Mod. of Elasticity: E_min = 470 ksi E_min' = 470 ksi Comp. -L to Grain: Fc --L= 405 psi Fc --1-' = 405 psi Controlling Moment: 3250 ft -Ib 5.5 ft from left support Created by combining all dead and live loads. Roof Live Load: LL = Controlling Shear: -1016 Ib At a distanced from support. 15 psf Created by combining all dead and live loads. Tributary Width: TW = Comparisons with required sections: Read Provided Section Modu!us: 33.25 in3 49.91 in3 Area (Shear): 8.84 in2 32.38 int Moment of Inertia (deflection): 74.24 in4 230.84 in4 Moment: 3250 ft -Ib 4879 ft -Ib Shear: -1016 lb 3723 lb page Hayden Homes Hayden Enterprises Inc - IR 2464 SW Glacier Place of Redmond, OR 97756 Rtri W An Varcinn R_n_i 12.0 9/27/2012 8:32:02 AM LOADING DIAGRAM •se•• sees A - — ROOF LOADING Side One: • • • • • sees•• Roof Live Load: LL = 25 psf sees•• Roof Dead Load: DL= 15 psf • Tributary Width: TW = 4 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf ••e••• Tributary Width: TW = 1 ft Wall Load: WALL = 0 plf LOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 11 ft Beam Self Weight: BSW = 6 plf Beam Uniform Live Load: wL = 125 plf Beam Uniform Dead Load: wD_adj = 90 plf Total Uniform Load: WT = 215 plf •se•• sees sees• • • • • • sees•• sees•• •• • • • s • e s • ••e••• 0000 •e•e•• sees •• • •• • • 00:00: 04,00 • • • • :o:::: • • • • • s Project: Stoneridge Location: Downstairs Window Header (Worst Case) Combination Roof And Floor Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 6.5% Controlling. Factor: Moment DEFLECTIONS Center Live Load 0.06 IN U1131 Dead Load 0.04 in Total Load 0.10 IN U728 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: U240 REACTION $ A B Live Load 1965 Ib 1965 Ib Dead Load 1088 Ib 1088 Ib Total Load 3053 Ib 3053 Ib Bearing Length 2.15 in 2.15 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Roof Pitch 6 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir page Hayden Homes t : _ Hayden Enterprises Inc 2464 SW Glacier Place oP _ Redmond, OR 97756 StruCalc Version 8.0.112.0 9/27/2012 8:30:01 AM Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1173 psi 25 Cd=1.15 CF= 1.20 - Shear Stress: Fv = 150 psi FV = 173 psi 15 Cd= L 15 15 Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Min. Mod. of Elasticity: E_min = 470 ksi E_min' = 470 ksi Comp. -L to Grain: Fr ---L= 405 psi Fc' -1' = 405 psi Controlling Moment: 4579 ft -Ib 1018 plf 3.0 ft from left support wT-cont = 1018 pif Created by combining all dead and live loads. Side 2 Controlling Shear: -2320 Ib 40 At a distance d from support. 40 psf Created by combining all dead and live loads. FDL = Comparisons with required sections: - Rea'd Provided Section Modulus: 46.85 in3 49.91 in3 Area (Shear): 20.17 int 32.38 int Moment of Inertia (deflection): 76.07 in4 230.84 in4 Moment: 4579 ft -Ib 4879 ft -Ib Shear: -2320 lb 3723 lb page Hayden Homes t : _ Hayden Enterprises Inc 2464 SW Glacier Place oP _ Redmond, OR 97756 StruCalc Version 8.0.112.0 9/27/2012 8:30:01 AM BEAM LOADING Side 1 Side 2 Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width RTW = 14 ft 1 ft FLOOR LOADING 363 plf Combined Uniform Total Load: wT = 1018 plf Controlling Total Design Load: wT-cont = 1018 pif Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 7 ft 0 ft Wall Load WALL= 0 plf BEAM LOADING 0000. Roof Uniform Live Load: wL-roof = 375 pit Roof Uniform Dead Load: wD-roof = 252 pif Floor Uniform Live Load: wL-floor = 280 plf Floor Uniform Dead Load: wD-floor = 105 plf Beam Self Weight: BSW = 6 plf Combined Uniform Live Load: wL = 655 plf Combined Uniform Dead Load: wD = 363 plf Combined Uniform Total Load: wT = 1018 plf Controlling Total Design Load: wT-cont = 1018 pif 0000. 0000 0000• 00 0 • . •. • • 0000•• 00.000 0• • • 00.0.0 •• • • 00 • • • • 00000• of • 000000 so** • • • 00 •• r • 0000•• • • • 0000 • • • •• • • • • • • • • • • 0000 • • 0• • 0 6 00000 Project: Stoneridge Location: Beam at Pantry Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 7.25 IN x 4.5 FT #2 - Hem -Fir - Dry Use Section Adequate By: 49.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN U1566 Dead Load 0.01 in Total Load 0.05 IN U1132 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1215 Ib 1215 Ib Dead Load 466 Ib 466 Ib Total Load 1681 Ib 1681 Ib Bearing Length 1.19 in 1.19 in BEAM DATA Center Span Length 4.5 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir page Hayden Homes eta Hayden Enterprises Inc !' 2464 SW Glacier Place at Redmond, OR 97756 Rtn,r'..aln 1/Aminn R n 119 n 9/97/9n19.927-49 AM LOADING DIAGRAM moues Adjusted Bending Stress: Fb = 850 psi Fb' = 1105 psi Go= 1.00 CF= 1.30 A Shear Stress: Fv = 150 psi Fv' = 150 psi FLOOR LOADING Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod. of Elasticity: E_min = 470 ksi E_min' = 470 ksi Comp. -L to Grain: Fc - -L = 405 psi Fc - -L'= 405 psi Controlling Moment: 1891 ft -Ib 15 psf 2.25 ft from left support Floor Tributary Width FTW = Created by combining all dead and live loads. 6.5 ft Controlling Shear: 1244 Ib 0 plf At a distance d from support. BEAM LOADING Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 20.54 in3 30.66 in3 Area (Shear): 12.44 in2 25.38 in2 Moment of Inertia (deflection): 25.55 in4 111.15 in4 Moment: 1891 ft -Ib 2823 ft -Ib Shear: 1244 lb 2538 lb page Hayden Homes eta Hayden Enterprises Inc !' 2464 SW Glacier Place at Redmond, OR 97756 Rtn,r'..aln 1/Aminn R n 119 n 9/97/9n19.927-49 AM LOADING DIAGRAM 0.0•• A a.s n B FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 7 ft 6.5 ft Wall Load WALL = 0 plf BEAM LOADING Beam Total Live Load: wL = 540 plf Beam Total Dead Load: wD = 203 pif Beam Self Weight: BSW = 5 plf Total Maximum Load: wT = 747 pif 0.0•• •• • ••0••0 •• • ♦ 0 • • • • . 06 0 • ♦♦ Go 0 so 90 • • • • • • '0000 as • •• • • 0000•• • • 0 0000 00 00 0000 • • • • 0000 ♦••• Project: Stoneridge Location: Garage Door Heaer (Elev III) Roof Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 12.0 IN x 20.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 11.5% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.69 IN U346 Dead Load 0.50 in Total Load ; 1.20 IN 0201 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1750 Ib 1750 Ib Dead Load 1265 Ib 1265 Ib Total Load 3015 Ib 3015 Ib Bearing Length. 1.33 in 1.33 in BEAM DATA Span Length 20 It Unbraced Length -Top 0 It Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES SLOPE PIT AD TED L GT S AND LOADS 24F -V4 - Visually Graded Western Species Adjusted Beam Length: • Base Va.lU06 Bending Stress: Fb = 2400 psi E_min' = 930 ksi Fb cmpr = 1850 psi LL = Cd=1.15 Shear Stress: Fv = 265 psi DL= Cd=1.15 Modulus of Elasticity: E = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi Comp. -L to Grain: \ Fc - -L = 650 psi Controlling Moment: 15075 ft -Ib 10.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 2713 Ib At a distance d from support. Created by combining all dead and live loads. Adjusted Controlled by: Fb' = 2760 psi Fv' = 305 psi page Hayden Homes Hayden Enterprises Inc 2464 SW Glacier Place of "- Redmond, OR 97756 StruCalc Version 8.0.112.0 9/27/2012 8:22:35 AM nuUr wAUINU SLOPE PIT AD TED L GT S AND LOADS E' = 1800 ksi Adjusted Beam Length: • Side One: 20 ft E_min' = 930 ksi Roof Live Load: LL = 25 psf Roof Dead, Load: DL= 15 psf Tributary Width: TW = 6 ft Side Two: plf Total Uniform Load: Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width:- -TW = 1 ft Wall Load: WALL = 0 plf Comparisons with required sections: SLOPE PIT AD TED L GT S AND LOADS E' = 1800 ksi Adjusted Beam Length: • Ladj = 20 ft E_min' = 930 ksi Beam Self Weight: BSW = 9 .plf Fc --L' = 650 psi Beam Uniform Live Load: wL = 175 plf 8533 lb Beam Uniform Dead Load: _wD_adj = 126 plf Total Uniform Load: WT = 301 plf Comparisons with required sections: Read Provided Section Modulus: 65.54 in3 84 in3 Area (Shear): 13.36 int 42 int Moment of Inertia (deflection): 452.17 in4 504 in4 Moment: 15075 ft -Ib 19320 ft -Ib Shear: 2713 lb 8533 lb • • • • . • •••••• •••• •••••• • • • •••• Project: Stoneridge Location: Dining Room Door Header Combination Roof And Floor Beam [2015 International Residential Code(2012 NDS) 3.5 IN x 7.5 IN x 6.0 FT NF44 - Visually Graded Western Species - Dry Use Section Adequate By: 64.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.09 IN L/835 Dead Load 0.05 in Total Load 0.13 IN L/538 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1965 Ib 1965 Ib Dead Load 1087 Ib 1087 Ib Total Load 3052 Ib 3052 Ib Bearing Length 1.34 in 1.34 in Span Length 6 ft Unbraced Length -Top 0 ft Roof Pitch 6 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.05 Notch Depth 0.00 MATERIAL PROPERTIES 19.9 in3 Area (Shear): 24F -V4-= Visually Graded Western Species Moment of Inertia (deflection): 54.92 in4 Base Values Bending Stress: Fb = 2400 psi RLL = Fb_cmpr = 1850 psi 25 psf Cd=1.15 RDL = Shear Stress: Fv = 265 psi Roof Tributary Width Cd=1.15 14 Modulus of Elasticity: E = 1800 ksi Camp. -L to Grain: Fc - = 650 psi Controlling Moment: 4578 ft -Ib 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -3052 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Recd Section Modulus: 19.9 in3 Area (Shear): 15.02 int Moment of Inertia (deflection): 54.92 in4 Moment: 4578 ft -Ib Shear: -3052 Ib Adjusted Controlled by. Fb' = 2760 psi Fv' = 305 psi E'= 1800 ksi Fc - -L' = 650 psi Provided 32.81 in3 26.25 in2 123.05 in4 7547 ft -Ib 5333 Ib page Nathan E. Martin Hayden Homes 2464 SW Glacier Place, Ste 110 or Redmond, OR 97756 StruCalc Version 10.0.1.6 2/5/2020 1:57:33 PM LOADING DIAGRAM -� -- - 6rt -�8 ROOF LOADING wL-roof = 375 plf Roof Uniform Dead Load: wD-roof = 252 Side 1 Side 2 Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width RTW = 14 ft 1 ft FLOOR LOADING wD = 362 plf Combined Uniform Total Load:. wT= 1017 . Side 1 Side 2 Floor Live Load FLL = 40 psf 0 psf Floor Dead Load FDL = 15 psf 0 psf Floor Tributary Width FTW = 7 ft 0 ft Wall Load WALL = •4000. 0 plf Roof Uniform Live Load: wL-roof = 375 plf Roof Uniform Dead Load: wD-roof = 252 plf Floor Uniform Live Load: wL-floor = 280 plf Floor Uniform Dead Load: wD-floor= 105 plf Beam Self Weight: BSW = 6 plf Combined Uniform Live Load: wL = 655 plf Combined Uniform Dead Load: wD = 362 plf Combined Uniform Total Load:. wT= 1017 plf ••••• 0000 0000• • • • . 0000•• NOTES • 0000•• • • 0000•• •• • 609:06 •• •• •• • 0000•. •••• 0• • •• • • 00.00• . • • 0080 •• •• •4000. 0060 Project: Stoneridge Location: Entry Door Header Multi -Loaded Multi -Span Beam [2015 International Residential Code(2012 NDS)] 5.5 IN x 12.0 IN x 3.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 118.9% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN LlMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 3390 Ib 1500 Ib Dead Load 1937 Ib 827 Ib Total Load 5327 Ib 2327 Ib Bearing Length 1.49 in 0.65 in BEAM DATA Center Span Length 3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 3 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0 Notch Depth 0.00 MATERIAL PROPERTIES Read Provided 24F -V4 - Visually Graded Western Species 12.88 jn3 132 in3 Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: 792 in4 Fb_cmpr= 1850 psi Fb'= 2400 psi 26400 ft -Ib Cd=1.00 5327 lb Shear Stress: Fv = 265 psi Fv' = 265 psi oo Cd=1.00 • •• Modulus of Elasticity: E = 1800 ksj E'= 1800 ksi Comp. -Lto Grain: Fc --L = 650 psi Fc - -L' = 650 psi Controlling Moment: 2575 ft -Ib 0.78 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads'on span(s) 2 Controlling Shear: 5327 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 12.88 jn3 132 in3 Area (Shear): 30.15 int 66 M2 Moment of Inertia (deflection): 14.98 in4 792 in4 Moment: 2575 ft -Ib 26400 ft -Ib Shear: 5327 lb 11660 Ib page - — Nathan Martin / S'��a►�,.b Hayden Homes 2464 SW Glacier Place or " .. Redmond, OR 97756 StruCalc Version 9.0.2.5 9/8/2017 2:30:04 PM UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 pif Beam Self Weight 14 plf Total Uniform Load 14 plf POINT LOADS - CENTER SPAN Load Number One 0 ft Live Load 2835 Ib 3 ft Dead Load 1665 Ib 3 ft Location 0.5 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load 685 plf Left Dead Load 352 pif Right Live Load 685 plf Right Dead Load 352 pif Load Start 0 ft Load End 3 ft Load Length 3 ft 06.06 0000 0000• • 0 0 • • 0000.. NOTES - 0000•• ••` • • 0000•• •• • • • oo • •• • • Goes** •• •• • •G • 6 00.00• • • 0 •000 04 •G •Goes• 0000 • 0060 as** Project: Stoneridge Location: Upstairs Window Header (Girder Elev III) Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 9.25 IN x 4.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 42.8% Controlling Factor: Moment page Hayden Homes s Hayden Enterprises Inc 12464 SW Glacier Place o� Redmond, OR 97756 StruCalc Version 8.0.112.0 9/27/2012 8:20:30 AM p�F ION$ Center Read Provided Live Load 0.02 IN 01961 34.95 in3 49.91 in3 Dead Load 0.00 in 19.92 in2 32.38 in2 Total Load 0.02 IN 01952 42.37 in4 230.84 in4 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 2971 ft -Ib REACTIONS A B Shear: 19921b Live Load 1985 Ib 2403 Ib •4446• i Dead Load 12 Ib 12 Ib • 2 Total Load 1997 Ib 2415 Ib Bearing Length 1.41 in 1.70 in - BE DATA Center -A' 411 B Span Length 4 ft Unbraced Length -Top 0 ft • • Unbraced Length -Bottom 4 ft 4640•• UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 pif Notch Depth 0.00 Uniform Dead Load 0 plf Beam Self Weight 6 pif MATERIAL PROPERTIES 0000•• #2 - Hem -Fir Base Values Adjusted Total Uniform Load 6 pif POINT LOADS - CENTER SPAN Bending Stress: Fb = 850 psi Fb' = 1020 psi Load Number. Two Cd=1.00 CF -1.20 .One Live Load 28731b 1515 Ib Shear Stress: Fv = 150 psi Fv' = 150 psi Dead Load 0 Ib 0 Ib Cd=1.00 Location 1.5 ft 3.5 ft Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Min. Mod. of Elasticity: E_min = 470 ksi E_min' = 470 ksi •444 Comp. -L to Grain: Fc - -L = 405 psi Fc - -L' = 405 psi • • Controlling Moment: 2971 ft -Ib 1.52 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1992 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 34.95 in3 49.91 in3 Area (Shear): 19.92 in2 32.38 in2 Moment of Inertia (deflection): 42.37 in4 230.84 in4 Moment: 2971 ft -Ib 4242 ft -Ib Shear: 19921b 3238 lb 00.00 •69• 0000• • • •• • • • • • • 0.0900 • •• • • •4446• •• • • 00 • • 4640•• 0 *6096 0000•• •••• •• • • ••••4• • • • 0000 •444 • • • • •60• Project: Stoneridge Location: Beam over Water Heater (Worst Case Bonus Rm) Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 7.25 IN x 6.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 30.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN U1233 Dead Load 0.02 in Total Load 0.07 IN U891 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 jIEAACTIONS A B Live Load 1250 Ib 1250 Ib Dead Load 481 Ib 481 Ib Total Load 1731 Ib 1731 Ib Bearing Length 1.22 in 1.22 in BFAM DATA Center Span Length 5 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load I'LL = 40 psf 40 psf #2 - Hem -Fir Floor Dead Load FDL = 15 psf 15 psf Base Values Adjusted Floor Tributary Width FTW = 6 ft 6.5 ft Bending Stress: Fb = 850 psi Fb' = 1105 psi Wail Load WALL = 0 pif Cd=i.00 CF=1.30 [Beam EAM LOADING Shear Stress: Fv = 150 psi Fv' = 150 psi Total Live Load: wL = 500 pif Cd=i.00 eam Total Dead Load: WD = 188 pif Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi eam Self Weight: BSW = 5 plf Min. M1. of Elasticity: Emin = 470 ksi E_min'= 470 ksi tal Maximum Load: wT= 692 plf Comp. to Grain: Fc - = 405 psi Fc 405 psi page -' Hayden Homes , '� Hayden Enterprises Inc A. �' `_=' 2464 SW Glacier Place or Redmond, OR 97756 StruCalc Version 8.0.112.0 9/27/2012 6:25:44 AM Controlling Moment: 2163 ft -Ib 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -1315 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 23.49 in3 30.66 in3 Area (Shear): 13.15 in2 25.38 in2 Moment of Inertia (deflection): 32.45 in4 111.15 in4 Moment: 2163 ft -Ib 2823 ft -Ib Shear: -1315 lb 2538 lb •!•0• • • • • • 999909 • •0 • • •0000• •• • • 0.0••1 a •• • • 00!00• •• 0 •••••• •••• •• • 0!000• • • • •••• Of •• •••••• 0000 • • • • •0!• 0000 Project: Stoneridge Location: Upstairs Window Header (Worst Case) Roof Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 7.25 IN x 4.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 157.2910 Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN U3211 Dead Load 0.01 in Total Load 0.03 IN U1908 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 750 Ib 750 Ib Dead Load 513 Ib 513 Ib Total Load 1263 Ib 1263 Ib Bearing Length 0.89 in 0.89 in BEAM DATA Span Length 4 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir page Hayden Homes / Hayden Enterprises Inc 2464 SW Glacier Place of _- - - Redmond, OR 97756 StruCalc Version 8.0.112.0 9/27/2012 8:15:46 AM KVUt- LUAUINU Base Values Ad'uste Bending Stress: Fb = 850 psi Fb' = 1271 psi Beam Self Weight: Cd=1.15 CF=1.30 Roof Live Load: Shear Stress: Fv = 150 psi FV = 173 psi Roof Dead Load: Cd=1.15 15 Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Min. Mod. of Elasticity: E_min = 470 ksi E_min' = 470 ksi Comp. -L to Grain: Fc'- -L = 405 psi Fc - -L= 405 psi Controlling Moment: 1263 ft -Ib 25 2.0 ft from left support Roof Dead Load: DL= Created by combining all dead and live loads. psf Controlling Shear: 884 lb 1 At a distance d from support. Wall Load: WALL = Created by combining all dead and live loads. plf Comparisons with required sections: Read Provided Section Modulus: 11.92 in3 30.66 in3 Area (Shear): 7.69 in2 25.38 int Moment of Inertia (deflection): 10.49 in4 111.15 in4 Moment: 1263 ft -Ib 3247 ft -Ib Shear: 884 lb 2918 lb page Hayden Homes / Hayden Enterprises Inc 2464 SW Glacier Place of _- - - Redmond, OR 97756 StruCalc Version 8.0.112.0 9/27/2012 8:15:46 AM KVUt- LUAUINU AND LOADS Adjusted Beam Length: Ladj = Side One: ft Beam Self Weight: BSW = Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 14 ft Side Two: plf' Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1 ft Wall Load: WALL = 0 plf -SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 4 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: wL = 375 plf Beam Uniform Dead Load: wD_adj = 256 pif Total Uniform Load: wT = 631 plf' 0000• 0000 0000• • s ••••s• ••• • , • • • • �• to • ••ss••• • • • 0000 • •of 0 so. 0 00so 00 as else Y • • •• • • •• • •0.00• • • • •••• • • • 0• be of **else 400 • • • • • ••►• •••• Client: Nathan Martin - Hayden Homes Date: 11/20/2017 Page 1 of 7 ' Project: HAYDEN HOMES Designer: EVAN KELLY ISDeSill1N Address: Job Name: STONERIDGE 2026 Project M J1(16") LPI 18 9.500" - PASSED Level: Level — — I T7- 1 D. Fir 2 D. IT 3 D. Fir J 3 I T7- 1 D. Fir 2 D. IT 3 D. Fir J 147' 13'1 1/4" 2'1 314 " ' 21/2" 29'10" Member Information Reactions Ib (Uplift) Type: Joist Application: Floor Brg Live Dead Snow Wind Const Spacing: 16" o.c. Design Method: ASD 1 315 84 2 0 0 Moisture Condition: Dry Building Code: l8C/IRC 2015 2 Bag 187 (-12) 0 0 Deflection LL: 480 Load Sharing: No 3 387 282 60 0 0 Deflection TL: 240 Deck: 3/4 APA Rated Sturd-I- Importance: Normal FloorPlywood Nailed and Glued Temperature: Temp c= 100"F Bearings General Load Floor Live: 40 PSF Bearing Length Cap. React D/L Ib Total Ld. Case Ld. Comb. Dead: 12 PSF 1 - D. Fir 4.500" 44% 841349 433 L_L D+L 2 - D. Fir 3.500" 55% 187/909 1096 LL_ D+L Analysis. Results 3- D. Fir 3.500" 36% 281 1436 720 _LL D+L Analysis Actual Location Allowed Capacity Comb. Case Neg Moment -1469 ft -Ib 147" 2365 ft -Ib 0.621 (62%) D+L LL_ Pos Moment 1274 ft -Ib 6'5 15/16" 2365 ft -Ib 0.539(54%) D+L L_L Shear 579 lb 147" 1130 lb 0.512(51%) D+L LL_ LL Defi inch 0.214 (L/799) 7'1 3/8" 0,357 (U480) 0.600(60%) L L_L TL Deft inch 0.261 (U656) 7'1" 0.714 (0240) 0.370(37%) D+L L_L LL Cant -0.074 Rt Cant 0.200 0.368(37%) L _L_ (2L/699) (2L/480) TL Cant 0.069 (21-/745) Rt Cant 0.300 0.230(23%) D+L L_L (2 U240) Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.047", Long Term = 0.070" 3 Bottom flange must be laterally braced at a maximum of 5'1" o.c. ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 1-4-0 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF96,11,111, • • 2 Point 29-9-12 90 PLF 0 PLF 0 PLF 0 PLF OPLF • %ALL • • • • 000000 Bearing Length 0-1-8 • • • • • • • • • • • • 3 Point 29-9-12 34 Ib • 0 Ib 50 Ib 0 Ib • 0 Ib ROOF 41,0000411 •• • • • Bearing Length 0-1-8 • • • 0 0 • •• • • •••••• so 00 •••••• •••• Manufacturer Info 90:60: Zte*rna nal Wood Producls Notes This—penenl n."n; is based on the loads, 14421 SE 98th Cti,42Pr8C4 Louisiana-Pacific Cori• • • geome0y and olher conditions as entered by the user 414 Union Street, Suite 2000 I I `• A • • • • • and listed In this'repon. The user is responsible to ensure Ne accuracy of the Input and the applicability to Nashville, TN 37219 g7q�g • the actual conditions of the structure for which this (888) 820-0325 cuniponent is intended. This ru aly& is rated only for the wwwJpcorp.com producuisted. APA: PR -1_238, ICC -ES: ESR -1305, Copyright 2016 All rights reserved by Louisiana Pacilic Corp. 414 Union St Suite 2000, Nashville, TN 37219 This design is valid until LP`DBS: RR•25099, Florida: FL 15401 6130/2018 Version 17.40.119 Powered by iStruct" Client: Nathan Martin - Hayden Homes Project: HAYDEN HOMES Q'isDesign­Address: J2 LPI 18 9.500" - PASSED Date: 11/20/2017 Designer: EVAN KELLY Job Name: STONERIDGE 2026 Project ft: I Level: Level 1 Hanger (ITS2.5619.5) 2 D. Fir 3 Hanger (ITS2.56/9.5) 27' Page 3 of 7 I 112" 42 112" Member Information Bearings Reactions Ib (Uplift) Bearing Length Dead: 12 PSF 0000 Type: Joist Application: Floor Brg Live Dead Snow Wind Const Spacing: 19.2" o.c. 2 - D. Fir 3.500" Design Method: ASD 1 358 90 0 0 0 Moisture Condition: Dry Shear 691 Ib 14'2" 1130 Ib 0.612(61%) D+L Building Code: IBC/IRC 2015 2 1065 266 0 0 0 Deflection LL: 480 Design Notes Load Sharing: No 3 305 76 0 0 D Deflection TL: 240 Deck: 3/4 APA Rated Sturd-I- 40 0 00.00• 0040 Importance, Normal FloorPlywood Nailed •0 • Manufacturer tufo • • • • • • ••, •• 01etrlri:Aal Wood P-uuC[s Notes and Glued This component enaysis ,s based un the made, Louisiana-Pacific COIQ• • • 14421 SE 98th Ctl,Kgregdn Temperature: Temp <= 100°F General Load Bearings Floor Live: 40 PSF Bearing Length Dead: 12 PSF 0000 1 - 2.000" Hanger • • • • • 0000•• Analysis Results 2 - D. Fir 3.500" Analysis Actual Location Allowed Capacity Comb. Case 3- 2.000" Neg Moment -1808 ft -Ib 14'2" 2365 ft -Ib 0.764(76%) D+L LL Hanger Pos Moment 1426 ft -Ib 6' 7/8" 2365 ft -Ib 0.603(60%) D+L L_ Shear 691 Ib 14'2" 1130 Ib 0.612(61%) D+L LL LL Defl inch 0.234 (L/721) 6'9 1/2" 0.352 (L/480) 0.670(67%) L L_ TL Defl inch 0.277 (L/609) 6'8 11/16" 0.703 (L/240) 0.390(39%) D+L L_ Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.043", Long Term = 0.064" 0000•• 3 Fill all hanger nailing holes. 0000 4 Bottom flange must be laterally braced at a maximum of 4'4" o.c. a411 0 00 00 Cap. React D/L Ib Total Ld. Case Ld. Comb. 54% 881398 486 L D+L 68% ' 268/1074 1342 LL D+L 49% 75/366 441 _L D+L ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1,25 Comments 1 Uniform 1-7-3 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 00000 0000 0000• • • • • • 0000•• 0000•• •• • • 0000•• • • 0000•• 00 0000 0 a411 0 00 00 40 0 00.00• 0040 •0 • Manufacturer tufo • • • • • • ••, •• 01etrlri:Aal Wood P-uuC[s Notes This component enaysis ,s based un the made, Louisiana-Pacific COIQ• • • 14421 SE 98th Ctl,Kgregdn geuetry end other conditions as entered by me user m 414 Union Street, Suite 2000 0 • VCR 04 and listed in this report. The user is responsible to Nashville, TN 37219 • 0 0 0 • 97C4 FP • ensure :he accuracy of the Inpul and the applicability le the actual condllions of the svucture Ior wnich this (888) 820-0325 component is intended. This analysis ,s valid only fm the www.lpcorp.com product listed. APA: PR -1.238, ICC -ES: ESR -1305, Copyright 2016 All rights reserved by Louisiana Pacific LADBS: RR -25099, Florida: FL15401 Corp. 414 Union St Suite 2000, Nashville, TN 37219 This design is valid until 6/30/2018 Version 17.40.119 Powered by i5tructra CisD6ignTM Gwent: Nathan Martin - Hayden Homes Project: HAYDEN HOMES Address: I B2 LP-LSL 1.55E 1.750" X 9.500" - PASSED 3 2 Y114y�a�,.' ...,. � x:',w t ,lfkh"r .W..Jl �'W�• d5' 1 D. Fir i Date: 11120/2017 Designer: EVAN KELLY Job Name: STONERIDGE 2025 Project it: Level: Level Kr:: u"odose Page 4 of 7 Member Information Reactions Ib (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 1 Design Method: ASD 1 932 360 (-35) 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 436 518 485 0 0 Deflection LL: 360 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp <= 100"F Bearings General Load Bearing Length Cap. React D/L Ib Total Ld. Case Ld, Comb. Floor Live: 40 PSF Dead: 12 PSF 1 - D. Fir 3.500" 34% 360/936 1296 L D+L 2 - D. Fir 5.500" 20% 518/690 1209 LL D+0.75(L+S) Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Neg Moment -780 ft -Ib 13'5 3/4" 6123 ft -Ib 0.127(13%) D+S _L Pos Moment 3347 ft -Ib 3' 7/8" 5324 ft -Ib 0.629(63%) D+L L_ Shear 1222 Ib 1' 1/4" 4544 Ib 0.269(27%) D+L L_ LL Defl inch 0.339 (L/461) 6' 11/16" 0.434 (U360) 0.780(78%) L L_ TL Defl inch 0.453 (L/345) 511 7/16" 0.651 (U240) 0.700(70%) D+L L_ LL Cant -0.139 Rt Cant 0.200 0.697(70%) L L_ (2U345) (2U360) TL Cant -0.166 Rt Cant 0.300 0.555(55%) D+L L_ (2U288) (2L/240) Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.114", Long Term = 0.171" 3 Girders are designed to be supported on the bottom edge only. 4 Top must be laterally braced at a maximum of 7'10 1/8" o.c. 5 Bottom braced at bearings. • • • • • 6 Cantilever Upward Deflection Live Load 0,1393 greater than recommended 0.133 0 0 : • • o • ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind f.6 C4r1st. 1.25;0(;or rgents • • •• •00 1 Tie -In 0-0.0 to 15-5-12 (Span)1-4-0 Top 10 PSF 40 PSF 0 PSF 0 PrbF• • • • • 0 PSF• LSC • • • • • 2 Tie -In 0-0-0 to 3-1-12 (Span)1-4-0 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF, •RSCS • • : • • 0 3 Point 3-0-14 Top 366 Ib 871 to 0 Ib D Ib 0 Ib.' B1 16 0 • Bearing Length 0-3-0 • • • dose • • • •• •• • • • • ."i 4 Tie -In 13-5-12 to 15-5-12 (Span)18-0-0 Top 17 PSF 0 PSF 25 PSF 0 P§:• • • • 0 PSF •FkOO • • • • Self Weight 5 PLF see* • • Manufacturer Info • • • • • • Irte%W tal Wood PPosuc?s Notes This component analysis is based on the loads, 14421 SE 98th 00,49o3gbtl Louisiana-Pacific Coli • • • geometry am other conditions as entered by the user 414 Union Street, Suite 2000 OR • •• • • • • • • and listed In this report. The user is responsime'to ensure the accuracy of the Input and the applicability m Nashville, TN 37219 9711 • me actual conditions or the structure for which this (888) 820-0325 ccniponent is intended. This analysis a valid only for the www,lpcorp.com product listed. APA: PR -L280, ICC -ES. ESR -2403, Copyright 2016 All rlgb:s reserved by Louisiana tracitic Corp. 414 union SI Suite 2000, Nashville, TN 37219 This design is valid until tADBS: RR -25783, Florida: FL15228 6130/2018 Y Version 17.40.119 Powered by i5truct' 2 3 4 I 1 Hanger (HU9 (Max)) 2 Hanger (HU9 (Max)) I ]Member Information client. Nathan Marlin - Hayden Homes Date: 11/20/2017 w> `` r isDesign- Application: HAYDEN HOMES Plies: 1 0 Address: ASD obfName: STONERIDGE 2026 Building Code: IBCIIRC 2015 Project N: B1 LP-LSL 1.55E 1.750" X 9.500" - PASSED Deflection TL: 240 Level: Leel 2 3 4 I 1 Hanger (HU9 (Max)) 2 Hanger (HU9 (Max)) I ]Member Information Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments Type: Girder 40 PSF Application: Floor Plies: 1 0 Ib 0 Ib 0 Ib STAIR • • • • • Design Method: ASD Moisture Condition: Dry Building Code: IBCIIRC 2015 Deflection LL: 480 292 Ib Load Sharing: No Deflection TL: 240 •seas• •• Deck: Not Checked Importance: Normal Temperature: Temp <= 100"F • • 0000•• 90PLF General Load 0PLF OPLFa•a 0PLF•sVOI L• 0000•• 5PLF Floor Live: 40 PSF Dead: 12 PSF Manufacturer Info • • • • • • Ibterflztipnal Wood Analysis Results Louisiana-Pacific Coro is • • Analysis Actual Location Allowed Capacity Comb. Moment 1841 ft -Ib 2'8 1/4" 5324 ft -Ib 0.346(35%) D+L Shear 1145 Ib 11 1/4" 4544 Ib 0.252(25%) D+L LL Defl inch 0.059 (L/1389) 32 3116" 0.172 (L/480) 0.350(35%) L TL Deli inch 0.093 (L/891) 3'4" 0.344 (L/240) 0,270(27%) D+L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.033", Long Term = 0.050" 3 Fill all hanger nailing holes. L ADBS: RR•25783, Florida: FL15228 4 Girders are designed to be supported on the bottom edge only. 5 Top braced at bearings. 6 Bottom braced at bearings, - J ID Load Type Location Trib Width Side 1 Tie -In 0-0-0 to 7-2-0 (Span)3-0-0 Top 2 Point 0-10-12 Top Bearing Length 0-3-0 3 Point 1-9-8 Top Bearing Length 0-3-0 4 Point 2-8-4 Top Bearing Length 0.3-0 6 Part. Uniform 3-5-0 to 7-2-0 Top Self Weight Notes This camponenl airsi is based on the li geomelry and other, conditions as entered by the user end lisled in this epod. The user is responsible to ensure the accuracy of the input and the applicability to the actual conditions cl the structure for which this component Is intended. This analysis is valid only for the product listed, Copyright 2016 All rights reserved by Lou;sians Pacific Corp. 414 Union SI Suite 2000, Nashville, TN 31219 Version 17,40.119 Powered by i5truct'a Page 5 of 7 19 1/2" H1 3/4" Reactions Ib (Uplift) Brg Live Dead Snow Wind Const 1 881 359 0 0 0 2 425 388 0 0 0 Bearings Bearing Length Cap. React D/L Ib Total Ld. Case Ld. Comb. 1 - 2.500" 32% 359/881 1240 L D+L Hanger 2- 2.500" 21% 388/425 813 L D+L Case Hanger L L L L Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR 88 Ib 292 Ib 0 Ib 0 Ib 0 Ib STAIR • • • • • 0000 0000• 88 Ib 292 Ib 0 Ib 00119 • 0 lbw _-T�A �R• • • • • •seas• •• 88 Ib 292 Ib • 0 Ib 0 lb 0 Ib• •STAIIR • • i • • i • • 0000•• 90PLF 0PLF 0PLF OPLFa•a 0PLF•sVOI L• 0000•• 5PLF 0000•• •• • ease • • • Manufacturer Info • • • • • • Ibterflztipnal Wood Louisiana-Pacific Coro is • • 14421 SE 98th Ct.•,"li 414 Union Street, Suite 2000 ti i V 00* a • • • • e Nashville, TN 37219 971p}5. • (888)820.0325 www.lpcorp.com APA: PR -L280, ICC -ES: ESR -2403, This design is valid until L ADBS: RR•25783, Florida: FL15228 6/3012018 - J client: Nathan Marlin - Hayden Homes Date: 11/20/2017 i0sDesi�nTM Project: HAYDEN FOMES Designer: EVAN KELLY Address: Job Name: STONERIDGE 2026 ` Project #: B3 Rosboro 24F -V4 3.500" X 7.500" - PASSED I Level: Level — Page 6 of 7 Analysis Results Snow 1.15 IJJLILl2 Const. 1.25 Analysis Actual Location Allowed Capacity Comb. Case Moment 2581 ft -Ib 2'6" 6563 ft -Ib 0,393(39%) D+L L Unbraced 2581 ft -Ib 2'6" 6514 ft -Ib Ll 1i Shear 2174 Ib Lru ti 0.469(47%) D+L L iA+r'r.rati.b.•: r... .AS, .:x• � =7 .T;f�L 2'9 13/16" 0,134 (L/480) 0.310(31%) L �sr'+��:1CL r Lk.wa_'i>•,"hry•' 2'9 15/16" 0.269 (1-1240) 0.230(23%) D+L L Design Notes 1 Girders are designed to be supported on the bottom edge only. I 2 Top braced at bearings. 3 Bottom braced at bearings. • •• • Rosbol Location Trib Width Side Dead 0.9 1 Tie -In 0-0-0 to 5-10-0 (Span)14-7-0 Top 10 PSF 2 Tie -In 0-0-0 to 5-10-0 (Span)3-0-0 Top 10 PSF 3 Uniform Top 90 PLF Point v Top 360 lb u 6 PLF 1 D. Fir 2 D. Fir 5'10" �3 112" 5'10" Member Information Reactions Ib (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Moisture Condition: Dry Design Method: ASD 1 1797 836 (-29) 0 0 Deflection LL: 480 Building Code: IBC/IRC 2015 2 1186 600 (-6) 0 0 Deflection TL: 240 Load Sharing: No Importance: Normal Wet Use: No Temperature: Temp <= 100°F Deck: Not Checked General Load Bearings Floor Live: 40 PSF Dead: 12 PSF Bearing Length Cap. React D/L Ib Total Ld, Case Ld. Comb. 1 - D. Fir 3.500" 34% 83611797 2632 L D+L 2 - D, Fir 3.500" 23% 600/ 1186 1786 L D*L Analysis Results Snow 1.15 Wind 1.6 Const. 1.25 Analysis Actual Location Allowed Capacity Comb. Case Moment 2581 ft -Ib 2'6" 6563 ft -Ib 0,393(39%) D+L L Unbraced 2581 ft -Ib 2'6" 6514 ft -Ib 0.396(40%) D+L L Shear 2174 Ib 10 1/4" 4638 Ib 0.469(47%) D+L L LL Deft inch 0.042 (L/1552) 2'9 13/16" 0,134 (L/480) 0.310(31%) L L TL Defl inch 0.062 (L/1045) 2'9 15/16" 0.269 (1-1240) 0.230(23%) D+L L Design Notes 1 Girders are designed to be supported on the bottom edge only. 2 Top braced at bearings. 3 Bottom braced at bearings. • •• • ID Load Type Location Trib Width Side Dead 0.9 1 Tie -In 0-0-0 to 5-10-0 (Span)14-7-0 Top 10 PSF 2 Tie -In 0-0-0 to 5-10-0 (Span)3-0-0 Top 10 PSF 3 Uniform Top 90 PLF Point 1-1-14 Top 360 lb Self Weight 6 PLF Version 17.40.119 Powered by i5tructr" Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 40 PSF 0 PSF 0 PSF 0 PSF LSC 40 PSF 0 PSF 0 PSF 0 PSF RSC 0 PLF 0 PLF 0 PLF 0 PLF WALL Manufacturer Info • • • • Rosboro • • • • Springfield, OR 97477 (877) 457-4139 www.rosboro.com APA: PR -1_275, ICC -ES: ESR -1940 • • IQternaVnal Wood PrZouct", 14421. �E 98th Ct � "&gC.1 LIT • •••• 974"0 ••••• 932 Ib -35 Ib 0 Ili • • • 0 Ib B2 Brg 1 • 00000 • • • • • •••••• • • •• • 609:00 •• •• •• •• Manufacturer Info • • • • Rosboro • • • • Springfield, OR 97477 (877) 457-4139 www.rosboro.com APA: PR -1_275, ICC -ES: ESR -1940 • • IQternaVnal Wood PrZouct", 14421. �E 98th Ct � "&gC.1 LIT • •••• 974"0 client: Nathan Martin - Hayden Homes t Project: HAYDEN HOMES ISDe.sig l Address: I B4 LP-LSL 1.55E 3.500" X 9.500" - PASSED Date: 11/20/2017 Designer: EVAN KELLY Job Name: STONERIDGE 2026 Project #: Level: Level 13. aim r kJ. �.r 1 D. Fir 2 D. Fir t Page 7 of 7 9 �-43 1/2" Member Information Location Allowed Capacity Comb Moment 4175 ft -Ib Reactions Ib (Uplift) Shear 1939 Ib 1'1/4" 9088 lb 0.213(21%) D+L Type: Girder 3'5 718" 0,163 (1-/480) 0,430(43%) L Application: Floor Design Notes Brg Live Dead Snow Wind Const Plies: 1 on the bottom edge only. Design Method: ASD 5 Bottom braced at bearings. 1 1912 829 0 t 0 1 ill-I11,��1 2 Tie -In Building Code: IBC/IRC 2015 12-11-8 2 2003 869 0 i 0 Deflection LL; 480 Notes Load Sharing: No Louisiana-Pacific Cor}/ • • • 2�U, 14421 SE 98th Ctp..Ofr til goonleby and other conditions as antared by the user Deflection TL: 240 fl Not Checked Nashville, TN 37219 97Qi5• • j Importance: Normal cornpdnani is i!'Wndstl. Th ,s enety.e is valid only for In. www.lpcorp.com Ij_ i), (I�� LADBS: RR -25783, Florida: FL15228 13. aim r kJ. �.r 1 D. Fir 2 D. Fir t Page 7 of 7 9 �-43 1/2" Member Information Location Allowed Capacity Comb Moment 4175 ft -Ib Reactions Ib (Uplift) Shear 1939 Ib 1'1/4" 9088 lb 0.213(21%) D+L Type: Girder 3'5 718" 0,163 (1-/480) 0,430(43%) L Application: Floor Design Notes Brg Live Dead Snow Wind Const Plies: 1 on the bottom edge only. Design Method: ASD 5 Bottom braced at bearings. 1 1912 829 0 0 0 Moisture Condition: Dry 2 Tie -In Building Code: IBC/IRC 2015 12-11-8 2 2003 869 0 0 0 Deflection LL; 480 Notes Load Sharing: No Louisiana-Pacific Cor}/ • • • This mn,punem anerysla s based on the (dada 14421 SE 98th Ctp..Ofr til goonleby and other conditions as antared by the user Deflection TL: 240 Deck: Not Checked Nashville, TN 37219 97Qi5• • ensure the accuracy of the Input and the applicability Ic the actual conditlons of the sbucture for which this Importance: Normal cornpdnani is i!'Wndstl. Th ,s enety.e is valid only for In. www.lpcorp.com product listed. APA: PR -L280, ICC -ES: ESR-2403,ght Temperature: Temp — 100°F LADBS: RR -25783, Florida: FL15228 Corp. 414 Union 81 Suite 2000, Nashvfes. TN 37219 This design is valid until t4:" General Load Version 17.40.119 Powered by iStruct'u Bearings Floor Live: 40 PSF Bearing Length Cap. React D/L Ib Total Ld. Case Ld. Comb. Dead: 12 PSF 1 - D. Fir 3.500" 36% 829/1912 2741 L D+L 2 - D. Fir 5.500" 24% 86912003 2872 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb Moment 4175 ft -Ib 3'5 7/8" 10648 ft -Ib 0.392(39%) D+L Shear 1939 Ib 1'1/4" 9088 lb 0.213(21%) D+L LL Defl Inch 0,071 (L/1110) 3'5 718" 0,163 (1-/480) 0,430(43%) L TL Defl inch 0.101 (L/774) 3-57/8" 0.326 (L/240) 0.310(31%) D+L Design Notes LSC 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.031 ", Long Term = 0.046" 3 Girders are designed to be supported on the bottom edge only. 4 Top braced at bearings, 5 Bottom braced at bearings. •• • ID Load Type Location Trib Width Side 1 Tie -In 0-0-0 to 7-1-12 (Span)14-5-4 Top 2 Tie -In 0-0-0 to 7-1-12 (Span) Top 12-11-8 3 Uniform Top Self Weight Manufacturer Info • • • • e • Case L L L L Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF LSC 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF RSC 90 PLF 0 PLF 0 PLF 0 PLF• • • • 0 PLF WALL • • • • • 11 PLF as •e is• •• ••�••• t •• s • sate•• as • • e•ese• • votes* •• • *00:06 •• •• •• •• • •sse•• seat as e Manufacturer Info • • • • e • ICIte%tval Wood Prt&?'% Notes Louisiana-Pacific Cor}/ • • • This mn,punem anerysla s based on the (dada 14421 SE 98th Ctp..Ofr til goonleby and other conditions as antared by the user 414 Union Street, Suite 2000 4V • • s • • 0060 and listed In this rayon. Tha utia, la responsible to Nashville, TN 37219 97Qi5• • ensure the accuracy of the Input and the applicability Ic the actual conditlons of the sbucture for which this (888) 820-0325 cornpdnani is i!'Wndstl. Th ,s enety.e is valid only for In. www.lpcorp.com product listed. APA: PR -L280, ICC -ES: ESR-2403,ght 2018 All rights reserved by Louisiana Pacific LADBS: RR -25783, Florida: FL15228 Corp. 414 Union 81 Suite 2000, Nashvfes. TN 37219 This design is valid until t4:" 6/30/2018 Version 17.40.119 Powered by iStruct'u —CO—]F.. 4&V � OubMNO11M tl311Itl111 bAi baY0 ilaIMWl3133L MOkYNtlfWA 03X1l111bb YlYO 1Y�1NX�34339 wr.•.. na m•..•.r.u_® ya Yl.o n,rotYbeN 6['ki.NO3Y ui3Xtl'lwmb en,�Jo W.Prcx,e%,P +•��• ••••. •..•�'� 3AIS3HOV NOI10(181131400 NIa00ld-ens S31tl3S 090.OS ..„ 094'dS ISO `JNIIIOOId'J91 ONisn ON3WW00BU 3M l0 H01ON d01 Id � l3ii � illf {Ih f q4 (( k i�t Y:Y9S a s55?5 :i00 rt9mS549 S�i F _ i3N11NO dMI, LISA m...,.W szoz 2E)0la9N0ls N S31MOH N3GAVH Ytl w^ O ,.i.,! 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CY)_ ti ` p 1 0 I I Gov PATIO _ST 9dER[DG- 2026 SQ FT. RIDGE HT = 25' s-- 59TH . . • .... .... ...... ...... .. .... .......... .... . 1...• Community: Jasper Meadows Ph. 9 Section: Jasper Meadows Ph. 9 Lot / Block: 341/0 Address: Lot 341 Jasper 9 Model: s202601 - Stoneridge Exterior Design Code Option Selection Opt rev Garaqe Orientation Garage Left (Reverse Plan) Opt e1v2 Exterior Elevations Signature Siding Elevation 2 FloorPlan Alterations Code Option Opt patio0l Covered Patio Opt dnden0l Den, in place of Formal Area Windows -Doors Code Option Opt drftupg3 Fiberglass Front Door PRESCRIPTIVE WALL BRACING- MAIN FLOOR S2 Upgrade with Windows Opt gadoor7 7ft Tall Garage Door Opt wd2x3sho7 2x3 Textured Window in D2 TYP. BRACING DETAILS Master Bath, Tub Area Opt wd2x3sho2 2x3 Textured Window in z Hall Bath Opt wd2x3sho5 2x3 Textured Window in LN ) Powder Room GENERAL NOTES 1. THE SCOPE OF SERVICES PROVIDED BY' HAYDEN ENTERPRISES, INC.' IS LIMITED TO PROVIDING A WORKING SET OF DRAWINGS. THIS SET OF PLANS IS SUFFICIENT FOR OBTAINING A BUILDING PERMIT. UNLESS DIRECTLY REQUESTED BY THE OWNER OR BUILDING CONTRACTOR, THESE PLANS ARE LIMITED TO DESCRIBING LOCATIONS. DIMENSIONS, GENERAL BUILDING COMPONENTS. AND KEY FINISH MATERIALS. 2. ALL WORK SHALL COMPLY WITH THE MOST CURRENT REQUIREMENTS SET FORTH BY LOCAL. COUNTY, STATE, AND GENERAL LAWS, RULES, CODES, ORDINANCES, OR REGULATIONS. GENERAL CONTRACTOR OR SUB- CONTRACTOR TO VERIFY ALL APPLICABLE CODES AND METHODS OF CONSTRUCTION PRIOR TO BEGINNING WORK. 3. ALL WORK TO MECHANICAL. PLUMBING, AND ELECTRICAL WILL BE DESIGN - BUILD BY THE GENERAL CONTRACTOR AND SHALL CONFORM TO ALL APPLICABLE LOCAL, STATE, AND NATIONAL CODES. 4. ANY ERROR OR OMISSION FOUND IN THESE DRAWINGS SHALL BE BROUGHT TO THE DEVELOPER'S AND DESIGNER'S ATTENTION. S. DO NOT SCALE DRAWINGS . WRITTEN DIMENSIONS SHALL PRECEDE ANY AND /LLL SCALED DIMENSIONS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION AND SHALL BE RESPONSIBLE FOR ALL DIMENSIONS AND JOB SPECIFIC CONDITIONS. THE OFFICE OF' HAYDEN ENTERPRISES, INC. MUST BE NOTIFIED OF VARIATIONS OR DISCREPANCIES ARRIVED AT DURING CONSTRUCTION. SITE PLAN NOTES 1. EACH CONTRACTOR AND SUBCONTRACTOR TO VERIFY THE EXISTENCE OF BURIED UTILITIES IN THE AREA OF CONSTRUCTION PRIOR TO ALL EXCAVATION. 2. ALL GRADING AND EXCAVATION FOR STRUCTURAL COMPONENTS MUST CONFORM TO THE PROJECT SOILS REPORT. 3. CONTRACTOR TO VERIFY ALL SITE CONDITIONS AND DIMENSIONS PRIOR TO CONSTRUCTION. ALL INCONSISTENCIES TO BE BROUGHT TO THE ATTENTION OF THE DEVELOPER AND THE DESIGNER PRIOR TO ANY CONTINUATION OF WORK. 4. SETBACKS TO COMPLY WI1 H ALL APPLICABLE LOCAL. COUNTY, STATE, AND NATIONAL CODES. CONTRACTOR TO VERIFY ANY CHANGES OR ADDENDUM TO DEVELOPMENT SETBACKS PRIOR TO CONSTRUCTION. DRAWING INDEX CS COVER SHEET NS GENERAL NOTES SHEET OE OREGON ENERGY CODE Al ELEVATIONS (FRONT /REAR) A2 ELEVATIONS( LEFT I RIGHT) A3 MAIN FLOOR PLAN A4 UPPER FLOOR PLAN A5 FOUNDATION / FLOOR FRAMING PLAN AS UPPER FLOOR FRAMING PLAN A7 ROOF FRAMING PLAN AS LIGHTING I AUDIO / SOUND INSUL. I MISC. PLAN 04 OPT. COVERED PATIO S1 PRESCRIPTIVE WALL BRACING- MAIN FLOOR S2 PRESCRIPTIVE WALL BRACING- UPPER FLOOR D1 TYP. WALL SECTIONS D1A TYP. DETAILS D1B TYP. DETAILS D2 TYP. BRACING DETAILS D3 BUILDING SECTION AND DETAILS DS3 SIDING DETAILS DS4 SIDING 8 FLASHING DETAILS • • • • 1 2464 SW GLACIER PLACE REDMOND, OR 87755 PH: 541-923-6607 F: 541-545-0761 c� ouLU L.L. i2 z ►Z: ot.0 V LN ) F� 0 REVISIONS I CURRENT AS OF ;1' =1� • • •• • • • • • • •• •••• • • •• • • • •• •• • •• • 0040.• COVER SH�T•w •••• 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. VERIFY ALL SITE UTILITY LOCATIONS PRIOR TO ANY CONSTRUCTION. 2. FOUNDATION DESIGNS BASED ON 1500 PSF SOIL BEARING CAPACITY FOR CLAY, SANDY CLAY, SILTY CLAY, SILT, CLAYEY SILT, AND SANDY SILT. OTHER CONDITIONS MAY REQUIRE SPECIAL DESIGN OR ALTERNATE CONSTRUCTION METHODS. CONTRACTOR TO VERIFY THAT SOIL CONDITIONS ARE EQUAL TO OR BETTER THAN THOSE LISTED PRIOR TO CONSTRUCTION. (TABLE R401,4,1) 3. CONTRACTOR TO VERIFY ALL DETAILS. DIMENSIONS. AND SPECIFICATIONS PRIOR TO CONSTRUCTION. SEE DETAIL SHEETS AND S SHEETS FOR ADDITIONAL INFORMATION. 4. ALL FOOTINGS AND FOUNDATION WALLS TO BE CONTINUOUS -POUR CONCRETE. SIZES AS SPECIFIED BY LEGEND, SECTION DETAILS, AND/OR STRUCTURAL ENGR'G. (T404.1.1 (5)) (R403.1.1) (R403.1.3.1) (TABLE R403.1) 5. CONCRETE FOR FOOTINGS AND FOUNDATION WALLS TO BE 2500 PSI. GARAGE FLOOR SLABS, PORCHES, AND STEPS EXPOSED TO WEATHER TO BE 2500 PSI (NEGLIGIBLE WEATHERING POTENTIAL), 3000 PSI (MODERATE), OR 3500 PSI (SEVERE WEATHERING POTENTIAL), (TABLE R402.2) 6. ALL EXTERIOR FOOTINGS SHALL BE PLACED AT LEAST 12 INCHES BELOW THE FINISHED GRADE AND BELOW LOCAL FROST LINE DEPTH ON UNDISTURBED SOIL OR COMPACTED GRAVEL. FROST LINE DEPTH SHALL BE DETERMINED BY THE LOCAL JURISDICTION. (TABLE R301.2(1) (R403.1.4.1) 7. FOUNDATION WALLS TO BE CAPPED WITH A FOAM SILL SEALER AND 2. P.T. SILL PLATE, TYP. (R404.3) ANCHOR MUD SILLS TO FOUNDATION WALLS USING MIN. 112"x 10- ANCHOR BOLTS WI NUT & WASHER, LOCATED IN MIDDLE THIRD OF WIDTH OF SILL PLATE, EMBED MIN. 71NCHES AND PLACE AT MAX. 6 FT. O.C., TYP. INSTALL MIN. OF TWO BOLTS PER PLATE SECTION, WITH BOLTS LOCATED MAX. 12 INCHES FROM EACH ENO BUT NO CLOSER THAN 7 SOLT DIAMETERS TO ENDS. (R403.1.6) SEISMIC DI / D2 RED'S. 3 -INCH SQUARE PLATE WASHERS (R602.11.1) 8. SURFACEDRAINAGE: E: GRADE SHALL FALL AWAY FROM FOUNDATION WALLS G A MIN. OF 61NCHES WITHIN THE FIRST 10 FT. OR PER EXCEPTION, DRAINS OR SWALES SHALL BE CONSTRUCTED TO ENSURE DRAINAGE AWAY. IMPERVIOUS SURFACES WITHIN 10 FT, OF FNDTN. SHALL BE SLOPED AWAY A MIN_ OF 2%. (R401.3) 9. FOUNDATION DRAINAGE: PROVIDE DRAINAGE SYSTEM AROUND FOUNDATION UNLESS BUILT ON WELL -DRAINED GROUND OR SAND -GRAVEL MIXTURE SOILS. (R405.1) 10. FOUNDATION REINFORCING: FOUNDATIONS WITH STEMWALLS SHALL HAVE (1) #4 BAR CONT. INSTALLED WITHIN 12 INCHES OF TOP OF WALL AND (1) #4 BAR CONT. IN FOOTING PLACED 31NCHES TO INCHES FROM BOTTOM OF FOOTING. FOR TWO -POUR SYSTEMS IN SEISMIC ZONES D1 & D2. INSTALL VERT. #4 BARS AT MAX. 4 FT. O.C. W! STD. HOOKS. SET 3 INCHES FROM BOTTOM OF FOOTING AND EXTENDING MIN. 14 INCHES INTO THE STEMWALL. (R403.1.3.1) N COMPLY WITH THE RED'S OF ASTM A706 FOR STEEL REINFORCEMENT SHALL CO I LOW -ALLOY STEEL W/ A MIN. YIELD STRENGTH OF 40,000 PSI - GRADE 40. (R403.1.3.5.1) 11.GROUNDING ELECTRODE: PROVIDE AN UNCOATED #4 BAR STUBBED UP MIN. 121NCHES ABOVE FLOOR PLATE WITH MIN. 12 -INCH SPLICED LAP TO MIN. 20 FT. UNCOATED #4 BAR IN FOOTING. (R403.1.8) 12. CRAWL SPACE VENTILATION: PROVIDE MIN. 1 SO. FT. NET AREA OF VENT OPENINGS FOR EACH 150 SO. FT. OF UNDER -FLOOR AREA. OPENINGS SHALL BE EVEN T VIDE CROSS VENTILATION. ONE SUCH OPENING SHALL LY PLACED C O PROVIDE BE WITHIN 3 FT. OF EACH CORNER. (R408.1) PER EXCEPTION, NET AREA OF VENT OPENINGS MAY BE REDUCED TO MIN. 150. FT. PER 1500 SO. FT. OF UNDER -FLOOR AREA WITH USE OF CLASS I VAPOR RETARDER - SEE NOTE 13. 13. COVER ALL EXPOSED GROUND SURFACE IN CRAWL SPACE WITH 6 MIL BLACK POLYETHYLENE. LAP 12 INCHES AT SEAMS AND EXTEND 12 INCHES UP FOUNDATION WALLS. (R408.1) 14. ALL WOOD IN DIRECT CONTACT W/ CONCRETE OR THE GROUND; WOOD JOISTS T WITHIN 18 INCHES OR SEAMS/GIRDERS WITHIN 12 INCHES OF EXPOSED GROUND IN CRAWL SPACES; OR EXTERIOR WOOD SIDING, SHEATHING, AND WALL FRAMING LESS THAN 6 INCHES FROM THE GROUND OR LESS THAN 2 INCHES FROM CONCRETE STEPS OR PORCHIPATIO SLABS SHALL BE APPROVED PRESERVATIVE -TREATED MATERIAL. (R317.1) 15. PROVIDE 18 INCHES MIN_ CLEARANCE FROM BOTTOM OF FLOOR JOISTS TO EXPOSED GROUND IN CRAWL SPACES - 12 INCHES FOR BEAMS AND GIRDERS. (R317.1) 16. FLOOR SHEATHING TO BE 3/4" TSG LAID PERPENDICULAR 70 I -JOISTS SPACED 16 INCHES OR 19.2 INCHES O.C. PER LAYOUT. (TABLE R503.1) FASTEN TO WOOD FRAMING PER TABLE R602.3(1) AND FASTENER SCHEDULE. 17. WATER HEATER AND/OR FURNACE LOCATED IN THE GARAGE SHALL BE PROTECTED FROM AUTOMOBILE IMPACT. (M1307.3.1) 18. RADON -MITIGATING CONSTRUCTION IS REQUIRED IN THE FOLLOWING COUNTIES: BAKER, CIACKAMAS, HOOD RIVER. MULTNOMAH. POLK, WASHINGTON, AND YAMHILL. (APPENDIX F) 19. INSULATION RED'S. TO BE IN ACCORDANCE WITH ADOPTED STATE CODE (SEE INSULATION NOTE). ALL INSULATION MATERIALS, VAPOR RETARDERS, AND VAPOR -PERMEABLE MEMBRANES SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25, WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED PER ASTM E84 OR UL 723. (R302.10.1) 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. VERIFY ALL SITE UTILITY LOCATIONS PRIOR TO ANY CONSTRUCTION, 2. CONTRACTOR TO VERIFY ALL DIMENSIONS, MATERIAL SPECIFICATIONS, DOOR AND WINDOW SIZES, CONSTRUCTION MEANS AND SPECIFICATIONS PRIOR TO CONSTRUCTION. 3. ALL EXTERIOR WALLS TO BE WOOD FRAMED AT 16 INCHES O.C. AND ALL INTERIOR WALLS TO BE 24 INCHES O.C. UNLESS NOTED OTHERWISE STRUCTURAL MEMBERS TO BE FASTENED LAW TABLE 602,3(1). 4. SEPARATE HOUSE FROM GARAGE BY NOT LESS THAN 1/2" GYPSUM ON THE GARAGE SIDE. GARAGES WITH LIVABLE SPACE ABOVE WILL BE SEPARATED BY NOT LESS THAN 518' TYPE X GYPSUM ON THE GARAGE CEILING INSTALLED PERPENDICULAR TO CEILING FRAMING & FASTENED @ MAX 61NCHES O.C. BY MINIMUM 1-718" 6d COATED NAILS OR EQUIV. DRYWALL SCREWS. (TABLE R302.6) (TABLE R702.3.6) 5. ENTRY TO HOUSE FROM THE GARAGE SHALL BE NOT LESS THAN 1-318" THICK (SOLID WOOD OR STEEL OR HONEYCOMB STEEL), OR 20 MINUTE FIRE -RATED DOOR. (R3D2.5.1.1) 6. SOLID BLOCK TO FOUNDATION BENEATH ALL COLUMNS, BEAMS 8 GIRDERS TYPICAL. 7. SEE S SHEETS 8 DETAIL SHEETS FOR BRACING PANEL REQUIREMENTS, WALL DETAILS, FIREPLACE DETAILS, ETC., S. FIRE BLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERT. 8 HORZ) BETWEEN STORIES AND THE ROOF. (R302A 1) 9. HAZARDOUS LOCATIONS - TEMPERED SAFETLY GLAZING REQUIRED: (R308.4) ALL GLASS TUB AND SHOWER ENCLOSURES & DOORS GLAZING ADJACENT TO & WITHIN 2 FT. ARC OF A CLOSED DOOR; GLAZING ON A WALL PERPENDICULAR OF DOOR IN CLOSED POSITION ON INSWING SIDE ONLY GLAZING LESS THAN 36 INCHES ABOVE ANY STAIR WALKING SURFACE & WITHIN 60" HORZ. OF BOTTOM TREAD GLAZING GLAZING IN WALLS CONTAINING BATHTUBSISHOWERS WHERE THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 6D" ABOVE WALKING SURFACE AND IS LESS THAN 60" MEASURED HORIZONTALLY AND IN A STRAIGHT LINE FROM THE WATER'S EDGE OF THE BATHTUB/SHOWER GLAZING IN WINDOWS WHERE INDIVIDUAL PANEL MEETS ALL ITEMS BELOW: EXPOSED AREA OF > 9 SF BOTTOM EDGE IS a 18" A.F.F. TOP EDGE IS x 36" A.F.F. WALKING SURFACE IS LOCATED WITHIN 36" HORZ. 10. FURNACE, WATER HEATER, DRYER, OVEN/RANGE AND BATH FANS TO VENT TO EXTERIOR. ALL SWITCHES PILOT LIGHTS AND BURNERS TO BE A MINIMUM OF 18 INCHES A.F.F. WHEN LOCATED IN THE GARAGE. (CHPT 15) (G2408.2) 11. FIREPLACES TO BE INSTALLED PER MANUFACTURES INSTRUCTION & EQUIPPED WITH PROPERLY SIZED 8 LOCATED EXTERNAL AIR SUPPLY. (R1004.1) (RID06.1)(G24341) 12. HANDRAILS SHALL BE CONTINUOUS 8 NOT LESS THAN 34 INCHES OR HIGHER THAN 38 INCHES, GUARDRAILS PROTECTING DECKS OR BALCONIES SHALL NOT BE LESS THAN 36 INCHES ABOVE WALKING SURFACE OR ADJACENT FIXED SEATING, SPACE BETWEEN RAILS SHALL NOT HAVE OPENINGS WHICH ALLOW PASSAGE OF A SPHERE 4-318" IN DIAMETER. (R311.7.8) (R312.1.2) (R312.1.3) 13 EMERGENCY ESCAPE 8 RESCUE OPENING MIK NE I CLEAR OPENING 6.7 SF . MIN. OPENING HEIGHT 24", MIN. OPENING WIDTH 20", SILL HEIGHT OF NOT MORE THAN 44' A.F.F. (R3101) (R310 21, R310.2 2) 14. ALL METAL PIPING SHALL BE BONDED. (E3509.6) 15. EXTERIOR JOINTS AROUND WINDOWSIDOOR FRAMES, BETWEEN WALL CAVITIES 8 WINDOW OR DOOR FRAMES, BETWEEN WALL & FOUNDATION, BETWEEN WALL & ROOF, BETWEEN WALL PANELS, AT PENETRATIONS OR UTILITY SERVICES THROUGH WALLS, FLOOR & ROOFS 8 ALL OTHER OPENINGS IN THE EXTERIOR E7 NVELOPE SHALL BE SEALED IN A MANNER APPROVED BY THE O BUILDING OFFICIAL. (WSEC 401.4.1.1) 16. ONE LAYER APPROVED WATER RESISTIVE BARRIER SHALL BE APPLIED OVER STUDS OR SHEATHING OF ALL EXTERIOR WALLS APPLIED HORIZONTALLY UPPER LAPPED OVER LOWER NOT LESS THAN 6INCHES. (R703.2) 17. WINDOWS SHALL BE INSTALLED PER WRITTEN INSTALLATION INSTRUCTIONS AS PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. (R612.1) 18. OPERABLE WINDOWS MORE THAN 72 INCHES ABOVE GRADE I SURFACE SHAL HAVE WINDOW SILL ABOVE 24 INCHES A.F.F. UNLESS A WINDOW OPENING LIMITATION OPERATING DEVICE IS INSTALLED. (R312.2.1) 19. WINDOWS & DOORS SHALL BE FLASHED WITH APPROVED CORROSION -RESISTANT FLASHING LAW CODE 8 COMPANY DETAIL. (R703.8) 20. INSULATION REQUIREMENTS TO BE IN ACCORDANCE WITH ADOPTED STATE CODE- (SEE INSULATION NOTE.) ALL INSULATION, VAPOR RETARDERS 8 VAPOR PERMEABLE MEMBERS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IAW ASTM E84 OR UL723. (R302.10) 21. FLOOR ASSEMBLIES (UNLESS EQUIPPED WITH FIRE SPRINKLERS OR OVER CRAWL SPACE NOT INTENDED FOR STORAGE OR FUEL -FIRED APPLLANCES) SHALL BE PROVIDED WITH 112" GYPSUM BOARD ON THE UNDERSIDE OF THE FLOOR FRAMING (R302.1.3) 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. EXTERIOR WALLS TO BE WOOD FRAMED @ 16 INCHES O.C. AND INTERIOR WALLS TO BE 24 INCHES D.C. UNLESS NOTED OTHERWISE. STRUCTURAL MEMBERS TO BE FASTENED LAW TABLE 602.3. (1) & FASTENER SCHEDULE. 2. ALL JOIST AND BEAM HARDWARE TO BE APPROVED BY JOIST AND BEAM MANUFACTURER. 3. DOOR AND WINDOW HEADERS TO BE AS NOTED 8 SUPPORTED WI JACK STUDS PER TABLE R602.7(1) & (2). LOAD-BEARING HEADERS ARE NOT REQUIRED IN INTERIOR OR EXTERIOR NONBEARING WALLS. A SINGLE 2. 4 MAY BE USED FOR OPENINGS UP TO 8 FT_ IF VERTICAL DISTANCE TO NAILING SURFACE ABOVE IS NOT MORE THAN 24 INCHES. (R602.7.4) 4. BLOCK TO FOUNDATION BENEATH ALL COLUMNS, BEAMS, 8 GIRDERS TYPICAL. 5. FLOOR SHEATHING TO BE 314" TBG LAID PERPENDICULAR TO -JOISTS SPACED 16 INCHES UP TO 19.2 INCHES O.L. (TABLE R503.1) FASTENED TO WOOD FRAMING LAW TABLE R602.3(1) & (2) & NAILING SCHEDULE. S. DECKS WILL BE POSITIVELY ANCHORED TO THE PRIMARY STRUCTURE WITH P.T. DECK LEDGER ATTACHED WITH LAG SCREWS OR BOLTS WITH WASHERS. LAG SCREWS, BOLTS & WASHERS SHALL BE HOT DIPPED GALVANIZED OR STAINLESS STEEL. LEDGERS SHALL NOT SUPPORT CONCENTRATED LOADS FROM BEAMSIGIRDERS (R507.2) (TABLE 8507.2.1) (FIGURE 507.2.1(1) ) 7. FIRE BLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERT. & HORZ.) BETWEEN STORIES AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES & BETWEEN TOP STORY AND THE ROOF SPACE. (R602.8)(R302.11) "DECK LATERAL LOAD CONNECTIONS SHALL BE PROVIDED AT A MIN. OF 2 LOCATIONS PER DECK WITHIN 24" OF EACH END OF DECK AND EA DEVICE SHALL HAVE MIN. ALLOWABLE STRESS CAPACITY OF 1500 LBS IN ACCORDANCE TO FIGURE R507.2.3(1) OR WHERE LATERAL LOAD CONNECTIONS ARE PROVIDED IN ACCORDANCE TO FIGURE R507.2.3(2), HOLD-DOWNS SHALL BE INSTALLED IN NOT LESS THAN 4 LOCATIONS AND EA. DEVICE SHALL HAVE MIN. ALLOWABLE STRESS CAPACITY OF 750 LBS (R507.2.4) 9. FOUNDATION CRIPPLE WALLS SHALL BE FRAMED OF STUDS NO SMALLER THAN THE STUDDING ABOVE. CRIPPLE WALLS SUPPORTING BEARING WALLS WITH A STUD HEIGHT LESS THAN 14" SHALL BE CONT. SHEATHED ON ONE SIDE PER TABLE R602.3(1) OR CONSTRUCTED OF SOLID BLOCKING. CRIPPLE WALL BRACING REQUIREMENTS PER (R602-9; R602.10.11) ENERGY CODE REQUIREMENTS 2017 OREGON RESIDENTIAL SPECIALTY CODE PRESCRIP77VE ENVELOPE REQUIREMENTS - TABLE NJ 101.10) VERTICAL GLAZING (INCLUDES SLIDING GLASS DOORS) U-0.30 EXTERIOR DOORS U-0.20 EXTERIOR DOORS* MORE THAN 2.5 SO. FT. GLAZING U-0.40 FLAT CEILING 8-49 VAULTED CEILING R -301U.033 OR R -381U,027 - VERIFY WITH OE SHEET PER PLAN WALLS ABOVE GRADE' INCLUDING CRIPPLE WALLS 8 RIM JOIST AREAS R-21 *INTERMEDIATE FRAMING REQUIRED (SEE DETAILS ON SHEET OE) 1. EXTERIOR WALL CORNERS OR INTERSECTING PARTITION WALLS SHALL BE FRAMED TO ALLOW FULL INSULATION TO BE INSTALLED 2. VOIDS IN HEADERS 7' OR GREATER SHALL BE FILLED WITH RIGID INSULATION OF MIN. R-0 PER INCH WALLS BELOW GRADE R-15 FLOORS R30 FORCED AIR DUCT INSULATION R-8 TABLE N1101.1 ,(2). ADDITIONAL MEASURES: (SELECT 1 FROM EACH CATEGORY( ENVELOPE ENHANCEMENT MEASURE: #6 HIGH -EFFICIENCY THERMAL ENVELOPE UA PROPOSED UA IS 6% 1 OWER THAN CODE UA "SEE SHEET OE - CALCULATIONS PROVIDED PER TABLE N1104.1(1) - CONSERVATION MEASURE: A- HIGH -EFFICIENCY HVAC SYSTEM GAS FURNACE WITH MIN. AFUE OF 94% NOTE: FOR NON -GAS COMMUNITIES, SUBSTITUTE THE FOLLOWING FOR MEASURE A D- HIGH -EFFICIENCY WATER HEATER ELECTRIC HEAT -PUMP WATER HEATER M MEETING STANDARDS OF TIER 1 NORTHERN CLIMATE SPECIFICATION PRODUCT 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. TRUSS MANUFACTURER TO VERIFY ALL DIMENSIONS FROM FOUNDATION PLAN AND FLOOR PLANS PRIOR TO THE MANUFACTURE OF ROOF TRUSSES. 2. TRUSS MANUFACTURER TO VERIFY FURNACE LOCATION & DESIGN TRUSSES TO SUPPORT SYSTEM WHEN INSTALLED IN ATTIC AREA. (R802.10.4) 3 CONSTRUCT A MIN. 6 FT x 8 FT FURNACE PLATFORM IN LOCATION IDENTIFIED ON THE TRUSS LAYOUT AND ROOF FRAMING PLAN LAW DETAIL FOUND ON DETAIL SHEET WHEN PLATFORM IS NOT DESIGNED IN THE TRUSS SYSTEM. 4. BOTTOM CORD OF TRUSS TO BE DESIGNED FOR 20 LB LIVE LOAD WHEN CAPABLE OF STORING A 24 INCH WIDE x 42 INCH TALL ITEM BETWEEN 2 OR MORE ADJACENT TRUSSES WITH THE SAME WEB CONFIGURATION. (TABLE R301.5) 5. ALL ROOF TRUSSES TO BE ENGINEERED BY A TRUSS MANUFACTURER, PROVIDED TO BUILDING OFFICIAL 8 APPROVED PRIOR TO INSTALLATION. (R502.11.4 & R802.10.1) 6. ALL TRUSS PITCHES TO BE AS SPEC'D ON THE ROOF 8 ELEVATION SHEETS. (AS A GENERAL RULE, INTERIOR VAULTS TO BE MAX. 1/2 PITCH OF ROOF) 7. ALL TRUSS HARDWARE TO BE APPROVED BY TRUSS MANUFACTURER & DESIGNED 70 RESIST WIND UPLIFT PRESSURES BASED ON LOCAL WIND LOAD & ROOF WIDTH. TABLE (RB02.11) TRUSSES SHALL BE BRACED TO PREVENT ROTATION 8 PROVIDE LATERAL STABILITY LAW CONSTRUCTION DOC ANDIOR BCS 1.03). (8802.10.3) 9. ROOF SHEATHING TO BE 7116" OSB w! WTRUSSES SPACED UP TO 24 INCH O.C.. (TABLE R503.2.1.1 (1)) 10. ASPHALT SHINGLES SHALL BE INSTALLED AS SPEC'O BY MANUFACTURE WITH 4 FASTENERS PER STRIP SHINGLE. R905.2.5 R9052.6 & NOT LESS THAN ( )1 ) NAILING SCHEDULE 11. FIRE BLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERT, 8HORZ.) BETWEEN STORIES AND THE ROOF. (R302.11) 12. DOOR AND WINDOW HEADERS TO BE AS NOTED & SUPPORTED WI JACK STUDS PER TABLE R502.5(1) & (2). LOAD-BEARING HEADERS ARE NOT REQUIRED IN INTERIOR OR EXTERIOR NONBEARING WALLS. A SINGLE 2 x 4 MAY BE USED FOR OPENINGS UP TO 8 FT. IF VERTICAL DISTANCE TO NAILING SURFACE ABOVE IS NOT MORE THAN 24 INCHES. (R602.7.2) 13. BLOCK TO FOUNDATION BENEATH ALL COLUMNS, BEAMS, GIRDERS. 14. ROOF VENT CAPS TO BE LOCATED AT REAR ROOF SLOPES WHERE POSSIBLE. PROVIDE 1 SO. FT. ATTIC VENTILATION PER 300 SO. FT. ATTIC SPACE WITH AT LEAST 40% AND NOT MORE THAN 50% OF VENTS NO MORE THAN 3 FT. BELOW THE RIDGE OTHERWISE 1 SO. FT. TO 150 SO. FT. OF THE AREA. RS06.2 1 ) 15. PROVIDE MIN. 1 INCH SPACE BETWEEN INSULATION AND ROOF SHEATHING WHERE EAVES VENTS ARE INSTALLED. (RB06.3) BAFFLES OF DURABLE RIGID MATERIAL SHALL BE PROVIDED TO PREVENT OBSTRUCTION OF VENT OPENINGS. INSULATION SHALL NOT OBSTRUCT VENT OPENINGS (NI104.2.5) 16. ATTIC ACCESS SHALL NOT BE LESS THAN 22 INCHES x 30 INC NILS ROUGH OPENING WITH MINIMUM OF 30 INCHES UNOBSTRUCTED HEADROOM ABOVI ACCESS OPENING. (R807.1) 17. PATHWAYS TO ATTIC INSTALLED FURNACE SHALL BE UNOBSTRUCTED CONTINUOUS SOLID FLOORING NOT LESS THAN 24 INCHES WIDE NOR LONGER THAN 20 FT. (M1305.1.3) 18. IF ICE BARRIER IS REQUIRED, INSTALL AT THE LOWEST ROOF EDGE TO A POINT AT LEAST 24 INCHES INSIDE THE EXTERIOR WALL LINE OF THE BUILDING. VERIFY WITH LOCAL JURISDICTIONS IF REO'D IN AREAS WHERE AVG. DAILY TEMPS IN JANUARY IS 25' OR LESS OR HISTORY OF ICE DAMMING (R905.27.1) 19. TRUSSES SHALL BE CONNECTED TO TOP PLATES BY APPROVED CONNECTORS HAVING A UPLIFT RESISTANCE NOT LESS THAN 175 LBS. (R8D2.1 D.5) USE H2.5A (OR EQUAL) HURRICANE CLIPS AT TRUSS TO TOP PLATE. STC CLIPS MAY BE USED AT INT. NON-BEARING WALL LOCATIONS AT DISCRETION R FOR TR A T REO'D BY CODE. AND ARE N OF CONTRALTO U33 ALIGNMENT O L G O 20. INSULATION REQUIREMENTS TO BE IN ACCORDANCE WITH ADOPTED STATE CODE, (SEE INSULATION NOTE.) ALL INSULATION, VAPOR RETARDERS 8 VAPOR PERMEABLE MEMBERS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 460 WHEN TESTED LAW ASTM E84 OR UL723. R302. 10 21. FOR BEARING WALLS, REQUIRED HEADER SPANS OVER 5' TO BE SUPPORTED BY DOUBLE JACK STUDS 22. BUILDINGS WITH COMBUSTIBLE CEILING OR ROOF CONSTRUCTION SHALL HAVE AN ATTIC ACCESS OPENING TO ATTIC AREAS THAT HAVE A VERTICAL HEIGHT OF 30 INCHES OR GREATER OVER AN AREA OF NOT LESS THAN 30 SQUARE FEET, THE VERTICAL HEIGHT SHALL BE MEASURED FROM THE TOP OF THE CEILING FRAMING MEMBERS TO THE UNDERSIDE OF THE ROOF FRAMING MEMBERS. (R807.1) 23. A DRIP EDGE SHALL BE PROVIDED AT EAVES AND RAKE EDGES OF SHINGLE ROOFS- DRIP EDGES SHALL BE MECHANICALLY FASTENED TO THE ROOF DECK AT NOT MORE THAN 12 INCHES 0 C. WITH FASTENERS AS SPECIFIED IN SECTION R905.2 5. UNDERLAYMENT SHALL BE INSTALLED OVER THE DRIP EDGE ALONG EAVES AND UNDER THE DRIP EDGE ALONG RAKE EDGES. 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. ALL WORK TO ELECTRICAL, GAS, MECHANICAL AND PLUMBING WILL BE DESIGN BUILD BY THE GENERAL CONTRACTOR AND SHALL CONFORM TO ALL LOCAL, STATE, AND NATIONAL CODES. 2. ELECTRICAL, GAS, MECHANICAL AND PLUMBING TO BE REVIEWED. APPROVED BY A SEPARATE PERMIT 8 INSPECTED BY OFFICIAL HAVING JURISDICTION PRIOR TO FRAMING INSPECTION. (R105.1I & (R109.12) 3. ALL METAL PIPING SHALL BE BONDED. (E3509.7) 4. SUPPLY & RETURN AIR DUCTS TO BE CONSTRUCTED & INSULATED LAW CHPT 16, LOCAL, STATE, AND NATIONAL CODE. (CHPT 16) 5. ALL SUPPLY RUNS TO HAVE ADJACENT DAMPERS & ALL RETURN AIR RUNS TO BE NOWDAMPERED. 6. HVAC AS SPEC'D BY PROJECT MANAGER. FURNACE HEATING SYSTEM TO BE PROVIDED WITH REPLACEABLE AIR FILTERS. BOTTOM OF ALL ELECTRICAL WALL HEATERS TO BE 2 FT. A.F.F.. 7. WHEN INSTALLED, OIL AND/OR GAS-FIRED FURNACE SHALL BE NOT LESS THAN 78%AFUE, (N1105.5.3.1 8 N1105.5.3.2) OIL -FIRED FURNACES SHALL CONFORM TO ANSOUL 727 & ELECTRIC FURNACES SHALL CONFORM TO UL 19%. (M1402.1) 8. EXTERIOR VENTS TO BE WATER PROOF SCREENED, HAVE BACK DRAFT DAMPERS & ROOF VENT CAPS TO BE LOCATED AT THE REAR OF ROOF SLOPE WHEN POSSIBLE. (G2442.6) (G2452) 9. SMOKE DETECTORS SHALL BE PLACED WITHIN & OUTSIDE IN THE IMMEDIATE VICINITY OF EVERY SLEEPING AREA 8 ON EACH ADDITIONAL STORY OF DWELLING SMOKE DETECTORS SHALL NOT BE PLACED WITHIN 3 FEET HORIZONTALLY FROM A DOOR OPENING TO A ROOM CONTAINING A BATHTUB/SHOWER (R314.3) 10. SMOKE DETECTORS TO BE INTERCONNECTED WITH PRIMARY POWER SOURCE FROM THE HOME & WITH BATTERY BACKUP. (R314.4) 11. CARBON MONOXIDE ALARMS TO BE INSTALLED IN THE IMMEDIATE VICINITY (WITHIN I5') OUTSIDE BEDROOM AREAS. (R315.3) 12. ALL BATH, WATER HEATER, DRYER & RANGE HOOD & MICRO TO VENT TO THE OUTSIDE. (CHPT 15) 13. MICROWAVE TO HAVE A DEDICATED 20 AMP CIRCUIT. 14IN SEISMIC ZONE 8 D2, WATER HEATERS SHALL BE ANCHORED OR . E STRAPPED TO RESIST HORIZONTAL DISPLACEMENT. STRAPPING TO BE LOCATED WITHIN THE UPPER j AND LOWER i OF THE APPLIANCES VERTICAL DIMENSION. (M1307.2) 15. ATTIC AREAS WITH FURNACE EQUIPMENT SHALL HAVE ONE LIGHT FIXTURE AND ONE OUTLET INSTALLED AT OR NEAR APPLIANCE WITH SWITCH LOCATED AT ACCESS AREA (M1305.1.3.1) 16. GARAGE DUPLEX OUTLETS: ONE OUTLET LOCATED ON THE BACK WALL, ONE FOR EACH PARKING STALL AND ONE OUTLET WHEN OPTIONAL IRRIGATION SYSTEM IS SELECTED. 17. MINIMUM REQUIRED EXHAUST RATES (INTERMITTENT OR CONTINUOUS) PER (TABLE M1507.3) A RANGE HOOD IN KITCHEN AREA - MIN. 150 CFM INTERMITTENT B. EXHAUSTFAN - MIN. 80 CFM INTERMITTENT OR 20 CFM I N BATHROOMS 00 S CONTINUOUS C. TOILET ROOMS W/O BATHING - MIN 50 CFM (CHPT 15 - TABLE (M1507.3) 8 CHPT 16) 18. SOUND RATING FOR FANS IN BATHROOMS: MAX 1.0 SONE RATED FOR CONTINUOUS VENTILATION FAN OR MAX 3 SONE RATED INTERMITTENT FANS. (M1507.3.1) 19. ALL BATHROOMS SHALL HAVE A MECHANICAL VENTILATION SYSTEM CONTROLLED BY ADE HU IDIS E - M TAT TIMER OR SIMILAR MEANS OF AUTOMATIC CONTROL. (Ml 507.4) 20. HIGH EFFICIENCY INTERIOR LIGHTING SYSTEMS. ALL (100%) OF THE PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL CONTAIN HIGH -EFFICACY LAMPS. SCREW IN COMPACT FLORESCENT OR LED LAMPS COMPLY WITH THIS REQUIREMENT. MAX. (2) LAMPS AT INTERIOR AND (2)AT EXTERIOR ARE NOT REQUIRED TO BE HIGH -EFFICACY (N1107.2-3) 21. WATER CLOSETS SHALL BE EPA WATERSENSE LABELED WITH EFFECTIVE FLUSH VOLUME NOT EXCEEDING 1.28 GALLONS PER FLUSH (N11DB.1.1) 0000 22. SHOWERHEADS SHALL BE EPA WATERSENSE LABELED WITH MAXiLOW NOT• EXCEEDING 2.0 GALLONS PER MINUTE (GPM) (N1108.12) • • NAIL USE CHART FOR HOME. CONSTRUCTION • • 1vk47AA 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-923-6607 FAX 541-548-0761 �.y z ROOF FRAMING ELEC./MECH./PLUMB. A GENERAL FLOOR PLAN FOUNDATION PLAN NOTES Z� NOTES FRAMING NOTES NOTES V Z NOTES J 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. VERIFY ALL SITE UTILITY LOCATIONS PRIOR TO ANY CONSTRUCTION. 2. FOUNDATION DESIGNS BASED ON 1500 PSF SOIL BEARING CAPACITY FOR CLAY, SANDY CLAY, SILTY CLAY, SILT, CLAYEY SILT, AND SANDY SILT. OTHER CONDITIONS MAY REQUIRE SPECIAL DESIGN OR ALTERNATE CONSTRUCTION METHODS. CONTRACTOR TO VERIFY THAT SOIL CONDITIONS ARE EQUAL TO OR BETTER THAN THOSE LISTED PRIOR TO CONSTRUCTION. (TABLE R401,4,1) 3. CONTRACTOR TO VERIFY ALL DETAILS. DIMENSIONS. AND SPECIFICATIONS PRIOR TO CONSTRUCTION. SEE DETAIL SHEETS AND S SHEETS FOR ADDITIONAL INFORMATION. 4. ALL FOOTINGS AND FOUNDATION WALLS TO BE CONTINUOUS -POUR CONCRETE. SIZES AS SPECIFIED BY LEGEND, SECTION DETAILS, AND/OR STRUCTURAL ENGR'G. (T404.1.1 (5)) (R403.1.1) (R403.1.3.1) (TABLE R403.1) 5. CONCRETE FOR FOOTINGS AND FOUNDATION WALLS TO BE 2500 PSI. GARAGE FLOOR SLABS, PORCHES, AND STEPS EXPOSED TO WEATHER TO BE 2500 PSI (NEGLIGIBLE WEATHERING POTENTIAL), 3000 PSI (MODERATE), OR 3500 PSI (SEVERE WEATHERING POTENTIAL), (TABLE R402.2) 6. ALL EXTERIOR FOOTINGS SHALL BE PLACED AT LEAST 12 INCHES BELOW THE FINISHED GRADE AND BELOW LOCAL FROST LINE DEPTH ON UNDISTURBED SOIL OR COMPACTED GRAVEL. FROST LINE DEPTH SHALL BE DETERMINED BY THE LOCAL JURISDICTION. (TABLE R301.2(1) (R403.1.4.1) 7. FOUNDATION WALLS TO BE CAPPED WITH A FOAM SILL SEALER AND 2. P.T. SILL PLATE, TYP. (R404.3) ANCHOR MUD SILLS TO FOUNDATION WALLS USING MIN. 112"x 10- ANCHOR BOLTS WI NUT & WASHER, LOCATED IN MIDDLE THIRD OF WIDTH OF SILL PLATE, EMBED MIN. 71NCHES AND PLACE AT MAX. 6 FT. O.C., TYP. INSTALL MIN. OF TWO BOLTS PER PLATE SECTION, WITH BOLTS LOCATED MAX. 12 INCHES FROM EACH ENO BUT NO CLOSER THAN 7 SOLT DIAMETERS TO ENDS. (R403.1.6) SEISMIC DI / D2 RED'S. 3 -INCH SQUARE PLATE WASHERS (R602.11.1) 8. SURFACEDRAINAGE: E: GRADE SHALL FALL AWAY FROM FOUNDATION WALLS G A MIN. OF 61NCHES WITHIN THE FIRST 10 FT. OR PER EXCEPTION, DRAINS OR SWALES SHALL BE CONSTRUCTED TO ENSURE DRAINAGE AWAY. IMPERVIOUS SURFACES WITHIN 10 FT, OF FNDTN. SHALL BE SLOPED AWAY A MIN_ OF 2%. (R401.3) 9. FOUNDATION DRAINAGE: PROVIDE DRAINAGE SYSTEM AROUND FOUNDATION UNLESS BUILT ON WELL -DRAINED GROUND OR SAND -GRAVEL MIXTURE SOILS. (R405.1) 10. FOUNDATION REINFORCING: FOUNDATIONS WITH STEMWALLS SHALL HAVE (1) #4 BAR CONT. INSTALLED WITHIN 12 INCHES OF TOP OF WALL AND (1) #4 BAR CONT. IN FOOTING PLACED 31NCHES TO INCHES FROM BOTTOM OF FOOTING. FOR TWO -POUR SYSTEMS IN SEISMIC ZONES D1 & D2. INSTALL VERT. #4 BARS AT MAX. 4 FT. O.C. W! STD. HOOKS. SET 3 INCHES FROM BOTTOM OF FOOTING AND EXTENDING MIN. 14 INCHES INTO THE STEMWALL. (R403.1.3.1) N COMPLY WITH THE RED'S OF ASTM A706 FOR STEEL REINFORCEMENT SHALL CO I LOW -ALLOY STEEL W/ A MIN. YIELD STRENGTH OF 40,000 PSI - GRADE 40. (R403.1.3.5.1) 11.GROUNDING ELECTRODE: PROVIDE AN UNCOATED #4 BAR STUBBED UP MIN. 121NCHES ABOVE FLOOR PLATE WITH MIN. 12 -INCH SPLICED LAP TO MIN. 20 FT. UNCOATED #4 BAR IN FOOTING. (R403.1.8) 12. CRAWL SPACE VENTILATION: PROVIDE MIN. 1 SO. FT. NET AREA OF VENT OPENINGS FOR EACH 150 SO. FT. OF UNDER -FLOOR AREA. OPENINGS SHALL BE EVEN T VIDE CROSS VENTILATION. ONE SUCH OPENING SHALL LY PLACED C O PROVIDE BE WITHIN 3 FT. OF EACH CORNER. (R408.1) PER EXCEPTION, NET AREA OF VENT OPENINGS MAY BE REDUCED TO MIN. 150. FT. PER 1500 SO. FT. OF UNDER -FLOOR AREA WITH USE OF CLASS I VAPOR RETARDER - SEE NOTE 13. 13. COVER ALL EXPOSED GROUND SURFACE IN CRAWL SPACE WITH 6 MIL BLACK POLYETHYLENE. LAP 12 INCHES AT SEAMS AND EXTEND 12 INCHES UP FOUNDATION WALLS. (R408.1) 14. ALL WOOD IN DIRECT CONTACT W/ CONCRETE OR THE GROUND; WOOD JOISTS T WITHIN 18 INCHES OR SEAMS/GIRDERS WITHIN 12 INCHES OF EXPOSED GROUND IN CRAWL SPACES; OR EXTERIOR WOOD SIDING, SHEATHING, AND WALL FRAMING LESS THAN 6 INCHES FROM THE GROUND OR LESS THAN 2 INCHES FROM CONCRETE STEPS OR PORCHIPATIO SLABS SHALL BE APPROVED PRESERVATIVE -TREATED MATERIAL. (R317.1) 15. PROVIDE 18 INCHES MIN_ CLEARANCE FROM BOTTOM OF FLOOR JOISTS TO EXPOSED GROUND IN CRAWL SPACES - 12 INCHES FOR BEAMS AND GIRDERS. (R317.1) 16. FLOOR SHEATHING TO BE 3/4" TSG LAID PERPENDICULAR 70 I -JOISTS SPACED 16 INCHES OR 19.2 INCHES O.C. PER LAYOUT. (TABLE R503.1) FASTEN TO WOOD FRAMING PER TABLE R602.3(1) AND FASTENER SCHEDULE. 17. WATER HEATER AND/OR FURNACE LOCATED IN THE GARAGE SHALL BE PROTECTED FROM AUTOMOBILE IMPACT. (M1307.3.1) 18. RADON -MITIGATING CONSTRUCTION IS REQUIRED IN THE FOLLOWING COUNTIES: BAKER, CIACKAMAS, HOOD RIVER. MULTNOMAH. POLK, WASHINGTON, AND YAMHILL. (APPENDIX F) 19. INSULATION RED'S. TO BE IN ACCORDANCE WITH ADOPTED STATE CODE (SEE INSULATION NOTE). ALL INSULATION MATERIALS, VAPOR RETARDERS, AND VAPOR -PERMEABLE MEMBRANES SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25, WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED PER ASTM E84 OR UL 723. (R302.10.1) 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. VERIFY ALL SITE UTILITY LOCATIONS PRIOR TO ANY CONSTRUCTION, 2. CONTRACTOR TO VERIFY ALL DIMENSIONS, MATERIAL SPECIFICATIONS, DOOR AND WINDOW SIZES, CONSTRUCTION MEANS AND SPECIFICATIONS PRIOR TO CONSTRUCTION. 3. ALL EXTERIOR WALLS TO BE WOOD FRAMED AT 16 INCHES O.C. AND ALL INTERIOR WALLS TO BE 24 INCHES O.C. UNLESS NOTED OTHERWISE STRUCTURAL MEMBERS TO BE FASTENED LAW TABLE 602,3(1). 4. SEPARATE HOUSE FROM GARAGE BY NOT LESS THAN 1/2" GYPSUM ON THE GARAGE SIDE. GARAGES WITH LIVABLE SPACE ABOVE WILL BE SEPARATED BY NOT LESS THAN 518' TYPE X GYPSUM ON THE GARAGE CEILING INSTALLED PERPENDICULAR TO CEILING FRAMING & FASTENED @ MAX 61NCHES O.C. BY MINIMUM 1-718" 6d COATED NAILS OR EQUIV. DRYWALL SCREWS. (TABLE R302.6) (TABLE R702.3.6) 5. ENTRY TO HOUSE FROM THE GARAGE SHALL BE NOT LESS THAN 1-318" THICK (SOLID WOOD OR STEEL OR HONEYCOMB STEEL), OR 20 MINUTE FIRE -RATED DOOR. (R3D2.5.1.1) 6. SOLID BLOCK TO FOUNDATION BENEATH ALL COLUMNS, BEAMS 8 GIRDERS TYPICAL. 7. SEE S SHEETS 8 DETAIL SHEETS FOR BRACING PANEL REQUIREMENTS, WALL DETAILS, FIREPLACE DETAILS, ETC., S. FIRE BLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERT. 8 HORZ) BETWEEN STORIES AND THE ROOF. (R302A 1) 9. HAZARDOUS LOCATIONS - TEMPERED SAFETLY GLAZING REQUIRED: (R308.4) ALL GLASS TUB AND SHOWER ENCLOSURES & DOORS GLAZING ADJACENT TO & WITHIN 2 FT. ARC OF A CLOSED DOOR; GLAZING ON A WALL PERPENDICULAR OF DOOR IN CLOSED POSITION ON INSWING SIDE ONLY GLAZING LESS THAN 36 INCHES ABOVE ANY STAIR WALKING SURFACE & WITHIN 60" HORZ. OF BOTTOM TREAD GLAZING GLAZING IN WALLS CONTAINING BATHTUBSISHOWERS WHERE THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 6D" ABOVE WALKING SURFACE AND IS LESS THAN 60" MEASURED HORIZONTALLY AND IN A STRAIGHT LINE FROM THE WATER'S EDGE OF THE BATHTUB/SHOWER GLAZING IN WINDOWS WHERE INDIVIDUAL PANEL MEETS ALL ITEMS BELOW: EXPOSED AREA OF > 9 SF BOTTOM EDGE IS a 18" A.F.F. TOP EDGE IS x 36" A.F.F. WALKING SURFACE IS LOCATED WITHIN 36" HORZ. 10. FURNACE, WATER HEATER, DRYER, OVEN/RANGE AND BATH FANS TO VENT TO EXTERIOR. ALL SWITCHES PILOT LIGHTS AND BURNERS TO BE A MINIMUM OF 18 INCHES A.F.F. WHEN LOCATED IN THE GARAGE. (CHPT 15) (G2408.2) 11. FIREPLACES TO BE INSTALLED PER MANUFACTURES INSTRUCTION & EQUIPPED WITH PROPERLY SIZED 8 LOCATED EXTERNAL AIR SUPPLY. (R1004.1) (RID06.1)(G24341) 12. HANDRAILS SHALL BE CONTINUOUS 8 NOT LESS THAN 34 INCHES OR HIGHER THAN 38 INCHES, GUARDRAILS PROTECTING DECKS OR BALCONIES SHALL NOT BE LESS THAN 36 INCHES ABOVE WALKING SURFACE OR ADJACENT FIXED SEATING, SPACE BETWEEN RAILS SHALL NOT HAVE OPENINGS WHICH ALLOW PASSAGE OF A SPHERE 4-318" IN DIAMETER. (R311.7.8) (R312.1.2) (R312.1.3) 13 EMERGENCY ESCAPE 8 RESCUE OPENING MIK NE I CLEAR OPENING 6.7 SF . MIN. OPENING HEIGHT 24", MIN. OPENING WIDTH 20", SILL HEIGHT OF NOT MORE THAN 44' A.F.F. (R3101) (R310 21, R310.2 2) 14. ALL METAL PIPING SHALL BE BONDED. (E3509.6) 15. EXTERIOR JOINTS AROUND WINDOWSIDOOR FRAMES, BETWEEN WALL CAVITIES 8 WINDOW OR DOOR FRAMES, BETWEEN WALL & FOUNDATION, BETWEEN WALL & ROOF, BETWEEN WALL PANELS, AT PENETRATIONS OR UTILITY SERVICES THROUGH WALLS, FLOOR & ROOFS 8 ALL OTHER OPENINGS IN THE EXTERIOR E7 NVELOPE SHALL BE SEALED IN A MANNER APPROVED BY THE O BUILDING OFFICIAL. (WSEC 401.4.1.1) 16. ONE LAYER APPROVED WATER RESISTIVE BARRIER SHALL BE APPLIED OVER STUDS OR SHEATHING OF ALL EXTERIOR WALLS APPLIED HORIZONTALLY UPPER LAPPED OVER LOWER NOT LESS THAN 6INCHES. (R703.2) 17. WINDOWS SHALL BE INSTALLED PER WRITTEN INSTALLATION INSTRUCTIONS AS PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. (R612.1) 18. OPERABLE WINDOWS MORE THAN 72 INCHES ABOVE GRADE I SURFACE SHAL HAVE WINDOW SILL ABOVE 24 INCHES A.F.F. UNLESS A WINDOW OPENING LIMITATION OPERATING DEVICE IS INSTALLED. (R312.2.1) 19. WINDOWS & DOORS SHALL BE FLASHED WITH APPROVED CORROSION -RESISTANT FLASHING LAW CODE 8 COMPANY DETAIL. (R703.8) 20. INSULATION REQUIREMENTS TO BE IN ACCORDANCE WITH ADOPTED STATE CODE- (SEE INSULATION NOTE.) ALL INSULATION, VAPOR RETARDERS 8 VAPOR PERMEABLE MEMBERS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IAW ASTM E84 OR UL723. (R302.10) 21. FLOOR ASSEMBLIES (UNLESS EQUIPPED WITH FIRE SPRINKLERS OR OVER CRAWL SPACE NOT INTENDED FOR STORAGE OR FUEL -FIRED APPLLANCES) SHALL BE PROVIDED WITH 112" GYPSUM BOARD ON THE UNDERSIDE OF THE FLOOR FRAMING (R302.1.3) 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. EXTERIOR WALLS TO BE WOOD FRAMED @ 16 INCHES O.C. AND INTERIOR WALLS TO BE 24 INCHES D.C. UNLESS NOTED OTHERWISE. STRUCTURAL MEMBERS TO BE FASTENED LAW TABLE 602.3. (1) & FASTENER SCHEDULE. 2. ALL JOIST AND BEAM HARDWARE TO BE APPROVED BY JOIST AND BEAM MANUFACTURER. 3. DOOR AND WINDOW HEADERS TO BE AS NOTED 8 SUPPORTED WI JACK STUDS PER TABLE R602.7(1) & (2). LOAD-BEARING HEADERS ARE NOT REQUIRED IN INTERIOR OR EXTERIOR NONBEARING WALLS. A SINGLE 2. 4 MAY BE USED FOR OPENINGS UP TO 8 FT_ IF VERTICAL DISTANCE TO NAILING SURFACE ABOVE IS NOT MORE THAN 24 INCHES. (R602.7.4) 4. BLOCK TO FOUNDATION BENEATH ALL COLUMNS, BEAMS, 8 GIRDERS TYPICAL. 5. FLOOR SHEATHING TO BE 314" TBG LAID PERPENDICULAR TO -JOISTS SPACED 16 INCHES UP TO 19.2 INCHES O.L. (TABLE R503.1) FASTENED TO WOOD FRAMING LAW TABLE R602.3(1) & (2) & NAILING SCHEDULE. S. DECKS WILL BE POSITIVELY ANCHORED TO THE PRIMARY STRUCTURE WITH P.T. DECK LEDGER ATTACHED WITH LAG SCREWS OR BOLTS WITH WASHERS. LAG SCREWS, BOLTS & WASHERS SHALL BE HOT DIPPED GALVANIZED OR STAINLESS STEEL. LEDGERS SHALL NOT SUPPORT CONCENTRATED LOADS FROM BEAMSIGIRDERS (R507.2) (TABLE 8507.2.1) (FIGURE 507.2.1(1) ) 7. FIRE BLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERT. & HORZ.) BETWEEN STORIES AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES & BETWEEN TOP STORY AND THE ROOF SPACE. (R602.8)(R302.11) "DECK LATERAL LOAD CONNECTIONS SHALL BE PROVIDED AT A MIN. OF 2 LOCATIONS PER DECK WITHIN 24" OF EACH END OF DECK AND EA DEVICE SHALL HAVE MIN. ALLOWABLE STRESS CAPACITY OF 1500 LBS IN ACCORDANCE TO FIGURE R507.2.3(1) OR WHERE LATERAL LOAD CONNECTIONS ARE PROVIDED IN ACCORDANCE TO FIGURE R507.2.3(2), HOLD-DOWNS SHALL BE INSTALLED IN NOT LESS THAN 4 LOCATIONS AND EA. DEVICE SHALL HAVE MIN. ALLOWABLE STRESS CAPACITY OF 750 LBS (R507.2.4) 9. FOUNDATION CRIPPLE WALLS SHALL BE FRAMED OF STUDS NO SMALLER THAN THE STUDDING ABOVE. CRIPPLE WALLS SUPPORTING BEARING WALLS WITH A STUD HEIGHT LESS THAN 14" SHALL BE CONT. SHEATHED ON ONE SIDE PER TABLE R602.3(1) OR CONSTRUCTED OF SOLID BLOCKING. CRIPPLE WALL BRACING REQUIREMENTS PER (R602-9; R602.10.11) ENERGY CODE REQUIREMENTS 2017 OREGON RESIDENTIAL SPECIALTY CODE PRESCRIP77VE ENVELOPE REQUIREMENTS - TABLE NJ 101.10) VERTICAL GLAZING (INCLUDES SLIDING GLASS DOORS) U-0.30 EXTERIOR DOORS U-0.20 EXTERIOR DOORS* MORE THAN 2.5 SO. FT. GLAZING U-0.40 FLAT CEILING 8-49 VAULTED CEILING R -301U.033 OR R -381U,027 - VERIFY WITH OE SHEET PER PLAN WALLS ABOVE GRADE' INCLUDING CRIPPLE WALLS 8 RIM JOIST AREAS R-21 *INTERMEDIATE FRAMING REQUIRED (SEE DETAILS ON SHEET OE) 1. EXTERIOR WALL CORNERS OR INTERSECTING PARTITION WALLS SHALL BE FRAMED TO ALLOW FULL INSULATION TO BE INSTALLED 2. VOIDS IN HEADERS 7' OR GREATER SHALL BE FILLED WITH RIGID INSULATION OF MIN. R-0 PER INCH WALLS BELOW GRADE R-15 FLOORS R30 FORCED AIR DUCT INSULATION R-8 TABLE N1101.1 ,(2). ADDITIONAL MEASURES: (SELECT 1 FROM EACH CATEGORY( ENVELOPE ENHANCEMENT MEASURE: #6 HIGH -EFFICIENCY THERMAL ENVELOPE UA PROPOSED UA IS 6% 1 OWER THAN CODE UA "SEE SHEET OE - CALCULATIONS PROVIDED PER TABLE N1104.1(1) - CONSERVATION MEASURE: A- HIGH -EFFICIENCY HVAC SYSTEM GAS FURNACE WITH MIN. AFUE OF 94% NOTE: FOR NON -GAS COMMUNITIES, SUBSTITUTE THE FOLLOWING FOR MEASURE A D- HIGH -EFFICIENCY WATER HEATER ELECTRIC HEAT -PUMP WATER HEATER M MEETING STANDARDS OF TIER 1 NORTHERN CLIMATE SPECIFICATION PRODUCT 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. TRUSS MANUFACTURER TO VERIFY ALL DIMENSIONS FROM FOUNDATION PLAN AND FLOOR PLANS PRIOR TO THE MANUFACTURE OF ROOF TRUSSES. 2. TRUSS MANUFACTURER TO VERIFY FURNACE LOCATION & DESIGN TRUSSES TO SUPPORT SYSTEM WHEN INSTALLED IN ATTIC AREA. (R802.10.4) 3 CONSTRUCT A MIN. 6 FT x 8 FT FURNACE PLATFORM IN LOCATION IDENTIFIED ON THE TRUSS LAYOUT AND ROOF FRAMING PLAN LAW DETAIL FOUND ON DETAIL SHEET WHEN PLATFORM IS NOT DESIGNED IN THE TRUSS SYSTEM. 4. BOTTOM CORD OF TRUSS TO BE DESIGNED FOR 20 LB LIVE LOAD WHEN CAPABLE OF STORING A 24 INCH WIDE x 42 INCH TALL ITEM BETWEEN 2 OR MORE ADJACENT TRUSSES WITH THE SAME WEB CONFIGURATION. (TABLE R301.5) 5. ALL ROOF TRUSSES TO BE ENGINEERED BY A TRUSS MANUFACTURER, PROVIDED TO BUILDING OFFICIAL 8 APPROVED PRIOR TO INSTALLATION. (R502.11.4 & R802.10.1) 6. ALL TRUSS PITCHES TO BE AS SPEC'D ON THE ROOF 8 ELEVATION SHEETS. (AS A GENERAL RULE, INTERIOR VAULTS TO BE MAX. 1/2 PITCH OF ROOF) 7. ALL TRUSS HARDWARE TO BE APPROVED BY TRUSS MANUFACTURER & DESIGNED 70 RESIST WIND UPLIFT PRESSURES BASED ON LOCAL WIND LOAD & ROOF WIDTH. TABLE (RB02.11) TRUSSES SHALL BE BRACED TO PREVENT ROTATION 8 PROVIDE LATERAL STABILITY LAW CONSTRUCTION DOC ANDIOR BCS 1.03). (8802.10.3) 9. ROOF SHEATHING TO BE 7116" OSB w! WTRUSSES SPACED UP TO 24 INCH O.C.. (TABLE R503.2.1.1 (1)) 10. ASPHALT SHINGLES SHALL BE INSTALLED AS SPEC'O BY MANUFACTURE WITH 4 FASTENERS PER STRIP SHINGLE. R905.2.5 R9052.6 & NOT LESS THAN ( )1 ) NAILING SCHEDULE 11. FIRE BLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERT, 8HORZ.) BETWEEN STORIES AND THE ROOF. (R302.11) 12. DOOR AND WINDOW HEADERS TO BE AS NOTED & SUPPORTED WI JACK STUDS PER TABLE R502.5(1) & (2). LOAD-BEARING HEADERS ARE NOT REQUIRED IN INTERIOR OR EXTERIOR NONBEARING WALLS. A SINGLE 2 x 4 MAY BE USED FOR OPENINGS UP TO 8 FT. IF VERTICAL DISTANCE TO NAILING SURFACE ABOVE IS NOT MORE THAN 24 INCHES. (R602.7.2) 13. BLOCK TO FOUNDATION BENEATH ALL COLUMNS, BEAMS, GIRDERS. 14. ROOF VENT CAPS TO BE LOCATED AT REAR ROOF SLOPES WHERE POSSIBLE. PROVIDE 1 SO. FT. ATTIC VENTILATION PER 300 SO. FT. ATTIC SPACE WITH AT LEAST 40% AND NOT MORE THAN 50% OF VENTS NO MORE THAN 3 FT. BELOW THE RIDGE OTHERWISE 1 SO. FT. TO 150 SO. FT. OF THE AREA. RS06.2 1 ) 15. PROVIDE MIN. 1 INCH SPACE BETWEEN INSULATION AND ROOF SHEATHING WHERE EAVES VENTS ARE INSTALLED. (RB06.3) BAFFLES OF DURABLE RIGID MATERIAL SHALL BE PROVIDED TO PREVENT OBSTRUCTION OF VENT OPENINGS. INSULATION SHALL NOT OBSTRUCT VENT OPENINGS (NI104.2.5) 16. ATTIC ACCESS SHALL NOT BE LESS THAN 22 INCHES x 30 INC NILS ROUGH OPENING WITH MINIMUM OF 30 INCHES UNOBSTRUCTED HEADROOM ABOVI ACCESS OPENING. (R807.1) 17. PATHWAYS TO ATTIC INSTALLED FURNACE SHALL BE UNOBSTRUCTED CONTINUOUS SOLID FLOORING NOT LESS THAN 24 INCHES WIDE NOR LONGER THAN 20 FT. (M1305.1.3) 18. IF ICE BARRIER IS REQUIRED, INSTALL AT THE LOWEST ROOF EDGE TO A POINT AT LEAST 24 INCHES INSIDE THE EXTERIOR WALL LINE OF THE BUILDING. VERIFY WITH LOCAL JURISDICTIONS IF REO'D IN AREAS WHERE AVG. DAILY TEMPS IN JANUARY IS 25' OR LESS OR HISTORY OF ICE DAMMING (R905.27.1) 19. TRUSSES SHALL BE CONNECTED TO TOP PLATES BY APPROVED CONNECTORS HAVING A UPLIFT RESISTANCE NOT LESS THAN 175 LBS. (R8D2.1 D.5) USE H2.5A (OR EQUAL) HURRICANE CLIPS AT TRUSS TO TOP PLATE. STC CLIPS MAY BE USED AT INT. NON-BEARING WALL LOCATIONS AT DISCRETION R FOR TR A T REO'D BY CODE. AND ARE N OF CONTRALTO U33 ALIGNMENT O L G O 20. INSULATION REQUIREMENTS TO BE IN ACCORDANCE WITH ADOPTED STATE CODE, (SEE INSULATION NOTE.) ALL INSULATION, VAPOR RETARDERS 8 VAPOR PERMEABLE MEMBERS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 460 WHEN TESTED LAW ASTM E84 OR UL723. R302. 10 21. FOR BEARING WALLS, REQUIRED HEADER SPANS OVER 5' TO BE SUPPORTED BY DOUBLE JACK STUDS 22. BUILDINGS WITH COMBUSTIBLE CEILING OR ROOF CONSTRUCTION SHALL HAVE AN ATTIC ACCESS OPENING TO ATTIC AREAS THAT HAVE A VERTICAL HEIGHT OF 30 INCHES OR GREATER OVER AN AREA OF NOT LESS THAN 30 SQUARE FEET, THE VERTICAL HEIGHT SHALL BE MEASURED FROM THE TOP OF THE CEILING FRAMING MEMBERS TO THE UNDERSIDE OF THE ROOF FRAMING MEMBERS. (R807.1) 23. A DRIP EDGE SHALL BE PROVIDED AT EAVES AND RAKE EDGES OF SHINGLE ROOFS- DRIP EDGES SHALL BE MECHANICALLY FASTENED TO THE ROOF DECK AT NOT MORE THAN 12 INCHES 0 C. WITH FASTENERS AS SPECIFIED IN SECTION R905.2 5. UNDERLAYMENT SHALL BE INSTALLED OVER THE DRIP EDGE ALONG EAVES AND UNDER THE DRIP EDGE ALONG RAKE EDGES. 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. ALL WORK TO ELECTRICAL, GAS, MECHANICAL AND PLUMBING WILL BE DESIGN BUILD BY THE GENERAL CONTRACTOR AND SHALL CONFORM TO ALL LOCAL, STATE, AND NATIONAL CODES. 2. ELECTRICAL, GAS, MECHANICAL AND PLUMBING TO BE REVIEWED. APPROVED BY A SEPARATE PERMIT 8 INSPECTED BY OFFICIAL HAVING JURISDICTION PRIOR TO FRAMING INSPECTION. (R105.1I & (R109.12) 3. ALL METAL PIPING SHALL BE BONDED. (E3509.7) 4. SUPPLY & RETURN AIR DUCTS TO BE CONSTRUCTED & INSULATED LAW CHPT 16, LOCAL, STATE, AND NATIONAL CODE. (CHPT 16) 5. ALL SUPPLY RUNS TO HAVE ADJACENT DAMPERS & ALL RETURN AIR RUNS TO BE NOWDAMPERED. 6. HVAC AS SPEC'D BY PROJECT MANAGER. FURNACE HEATING SYSTEM TO BE PROVIDED WITH REPLACEABLE AIR FILTERS. BOTTOM OF ALL ELECTRICAL WALL HEATERS TO BE 2 FT. A.F.F.. 7. WHEN INSTALLED, OIL AND/OR GAS-FIRED FURNACE SHALL BE NOT LESS THAN 78%AFUE, (N1105.5.3.1 8 N1105.5.3.2) OIL -FIRED FURNACES SHALL CONFORM TO ANSOUL 727 & ELECTRIC FURNACES SHALL CONFORM TO UL 19%. (M1402.1) 8. EXTERIOR VENTS TO BE WATER PROOF SCREENED, HAVE BACK DRAFT DAMPERS & ROOF VENT CAPS TO BE LOCATED AT THE REAR OF ROOF SLOPE WHEN POSSIBLE. (G2442.6) (G2452) 9. SMOKE DETECTORS SHALL BE PLACED WITHIN & OUTSIDE IN THE IMMEDIATE VICINITY OF EVERY SLEEPING AREA 8 ON EACH ADDITIONAL STORY OF DWELLING SMOKE DETECTORS SHALL NOT BE PLACED WITHIN 3 FEET HORIZONTALLY FROM A DOOR OPENING TO A ROOM CONTAINING A BATHTUB/SHOWER (R314.3) 10. SMOKE DETECTORS TO BE INTERCONNECTED WITH PRIMARY POWER SOURCE FROM THE HOME & WITH BATTERY BACKUP. (R314.4) 11. CARBON MONOXIDE ALARMS TO BE INSTALLED IN THE IMMEDIATE VICINITY (WITHIN I5') OUTSIDE BEDROOM AREAS. (R315.3) 12. ALL BATH, WATER HEATER, DRYER & RANGE HOOD & MICRO TO VENT TO THE OUTSIDE. (CHPT 15) 13. MICROWAVE TO HAVE A DEDICATED 20 AMP CIRCUIT. 14IN SEISMIC ZONE 8 D2, WATER HEATERS SHALL BE ANCHORED OR . E STRAPPED TO RESIST HORIZONTAL DISPLACEMENT. STRAPPING TO BE LOCATED WITHIN THE UPPER j AND LOWER i OF THE APPLIANCES VERTICAL DIMENSION. (M1307.2) 15. ATTIC AREAS WITH FURNACE EQUIPMENT SHALL HAVE ONE LIGHT FIXTURE AND ONE OUTLET INSTALLED AT OR NEAR APPLIANCE WITH SWITCH LOCATED AT ACCESS AREA (M1305.1.3.1) 16. GARAGE DUPLEX OUTLETS: ONE OUTLET LOCATED ON THE BACK WALL, ONE FOR EACH PARKING STALL AND ONE OUTLET WHEN OPTIONAL IRRIGATION SYSTEM IS SELECTED. 17. MINIMUM REQUIRED EXHAUST RATES (INTERMITTENT OR CONTINUOUS) PER (TABLE M1507.3) A RANGE HOOD IN KITCHEN AREA - MIN. 150 CFM INTERMITTENT B. EXHAUSTFAN - MIN. 80 CFM INTERMITTENT OR 20 CFM I N BATHROOMS 00 S CONTINUOUS C. TOILET ROOMS W/O BATHING - MIN 50 CFM (CHPT 15 - TABLE (M1507.3) 8 CHPT 16) 18. SOUND RATING FOR FANS IN BATHROOMS: MAX 1.0 SONE RATED FOR CONTINUOUS VENTILATION FAN OR MAX 3 SONE RATED INTERMITTENT FANS. (M1507.3.1) 19. ALL BATHROOMS SHALL HAVE A MECHANICAL VENTILATION SYSTEM CONTROLLED BY ADE HU IDIS E - M TAT TIMER OR SIMILAR MEANS OF AUTOMATIC CONTROL. (Ml 507.4) 20. HIGH EFFICIENCY INTERIOR LIGHTING SYSTEMS. ALL (100%) OF THE PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL CONTAIN HIGH -EFFICACY LAMPS. SCREW IN COMPACT FLORESCENT OR LED LAMPS COMPLY WITH THIS REQUIREMENT. MAX. (2) LAMPS AT INTERIOR AND (2)AT EXTERIOR ARE NOT REQUIRED TO BE HIGH -EFFICACY (N1107.2-3) 21. WATER CLOSETS SHALL BE EPA WATERSENSE LABELED WITH EFFECTIVE FLUSH VOLUME NOT EXCEEDING 1.28 GALLONS PER FLUSH (N11DB.1.1) 0000 22. SHOWERHEADS SHALL BE EPA WATERSENSE LABELED WITH MAXiLOW NOT• EXCEEDING 2.0 GALLONS PER MINUTE (GPM) (N1108.12) • • NAIL USE CHART FOR HOME. CONSTRUCTION • • 1vk47AA 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-923-6607 FAX 541-548-0761 REVISIONS CURRENT AS OF OjQiip. • • • :0. • 00:00:0 • •• .dkEGON:••: 0000 ■ (MOTES SHE -&T- LENGTH 8 WIRE SIZE PENNYWEIGHT NAME AREA OF USE IN BUILDING SPACING PER PRESCRIPTIVE CODE 2.112'..113 GALVANIZED Sd BOX LP LAP SIDING, 414 FACIA & TRIM PER MANUFACTURER'S SPECS 2-UY x .131 Bd COMMON RING SHANK FLOOR & ROOF SHEATHING, OSB S LP SMART -PANEL SHEAR WALLS 6-O.C. EDGE S 1Y O.C. FIELD, SEE & SHEETS 3' x ,131 j 101 FRAMER GENERAL FRAMING 3 EACH SND 4", " x.148 1 S VINYL SINKER SIMPSON HARDWARE & HAND FRAMING HAND NAILING 1-117x.148 NS HOT DIP 10d TECO HANGER USE, PRESSURE TREATED WOOD, & EXTERIOR USE PER MANUFACTURER'S SPECS 1.11Yx.148 10d TECO HANGER USE, NON -PRESSURE TREATED WOOD ON INTERIOR PER MANUFACTURERS SPECS �.y z O A U 0 N Z� w 00 �!y V Z J W Z Lu u REVISIONS CURRENT AS OF OjQiip. • • • :0. • 00:00:0 • •• .dkEGON:••: 0000 ■ (MOTES SHE -&T- LENGTH 8 WIRE SIZE PENNYWEIGHT NAME AREA OF USE IN BUILDING SPACING PER PRESCRIPTIVE CODE 2.112'..113 GALVANIZED Sd BOX LP LAP SIDING, 414 FACIA & TRIM PER MANUFACTURER'S SPECS 2-UY x .131 Bd COMMON RING SHANK FLOOR & ROOF SHEATHING, OSB S LP SMART -PANEL SHEAR WALLS 6-O.C. EDGE S 1Y O.C. FIELD, SEE & SHEETS 3' x ,131 j 101 FRAMER GENERAL FRAMING 3 EACH SND 4", " x.148 1 S VINYL SINKER SIMPSON HARDWARE & HAND FRAMING HAND NAILING 1-117x.148 NS HOT DIP 10d TECO HANGER USE, PRESSURE TREATED WOOD, & EXTERIOR USE PER MANUFACTURER'S SPECS 1.11Yx.148 10d TECO HANGER USE, NON -PRESSURE TREATED WOOD ON INTERIOR PER MANUFACTURERS SPECS _ - - FULL -DEPTH INSULATION AT SC155OR TRUSS FOR REMAINDER OF VAULTED AREAS PER PLAN SPEC'S I - - R-30 BAITS COMPRESSED INTO AVAIL. CAVITY = R-21 EQUIV. INSULATION AT - SCISSOR TRU55 FOR APPROX. 24" FROM EXT. WALL f 4 SEE DETAILS 2/OE f 3/OE FOR r 24" APPROX OTHER NOTES a SCISSOR TRUSS, TYP. ROOF FRAMING A55EM5LY PER PLANS INSULATION AS REQ'D, SEE PLAN INSTALL BAFFLES AT REQ'D VENT AREAS TO MAINTAIN CLEAR SPACE DP,L TOP PLATE RIGID FOAM INSULATION (R-4 PER INCH) FOR ALL VOIDS OF I" OR GREATER REO'D AT HEADER - 4x HEADER AS REQ'D (SEE PLANS) - FLAT 2. AT ROUGH OPENING s 4x HEADER DETAIL, TYP. ROOF FRAMING INDICATES FLAT CEIUNG AREA I WITH FULL -DEPTH INSULATION 0.00 AS SPE'CD I�j Q9 INpCATES VAULTED CEILING 0.00 AREA WITH COMPRESSED 1979 INSULATION AS SPEC'D VENT AREAS TO MAINTAIN I INDICATES VAULTED CEJUNG �l \�\\i AREA VYITH FULL -DEPTH CLEAR SPACE INSULATION AS SPEC'D SBC STANDARD BASECASE PA PROPOSED ALTERNATIVE ROOF FRAMING A55EM5LY PER PLANS INSULATION AS REQ'D, SEE PLAN INSTALL BAFFLES AT REQ'D VENT AREAS TO MAINTAIN CLEAR SPACE DP,L TOP PLATE RIGID FOAM INSULATION (R-4 PER INCH) FOR ALL VOIDS OF I" OR GREATER REO'D AT HEADER - 4x HEADER AS REQ'D (SEE PLANS) - FLAT 2. AT ROUGH OPENING s 4x HEADER DETAIL, TYP. ROOF FRAMING R-21,, Scissor truss I A55EMBLY PER PLANS 0.00 EXTERIOR INSULATION AS REO'D, SEE PLAN �_ X X x�X i l,lr I '• Y 0.00 INSTALL BAFFLES AT REQ'D 1979 - 3-5TUD CORNER FRAMING VENT AREAS TO MAINTAIN I - - 0 ONLY, PROVIDE FULL -DEPTH CLEAR SPACE _—_—________—_ - INSULATION AT EXT. CORNER DBL TOP PLATE R-10, Slab edge 0 0-540._ RIGID FOAM INSULATION INTERIOR II I (R-4 PER INCH) FOR ALL Sum 250.74 VOIDS OF I" OR GREATER PASS or FAIL: PASS REO'D AT HEADER INTERSECTING 1535 Edgewater SL NW, Salem, OR 97304 r P.O. Box 14470, Salem, OR 97309-0404 i• I y` INTERIOR WALL PROVIDE (2) 2.6 'L' BLK'G .. BEHIND INTERSECTING WALL, SINGLE VERT, 2x -FADER PROVIDE FULL -DEPTH INSULATION AS 5PEC'D (SEE PLANS) �'� AT INTERSECTING PARTITION WALL FLAT 2. AT ROUGH SEE ORSC TABLE R....",FOR OPENING FASTENING REC'MENTS z 2x HEADER DETAIL, TYP. , , CORNER FRAMING, TYP. OE — .1 " = 1'-0" OE) - - 1" = 1'-0" '_j �.�.�. �� �%•�,�r�//� � ��. i it %tri jit 41 y t • I .: SBC FLAT AREA 54 SF AT R 49 PA = 1054 AT R-49 ! r' iF / 1 ,I i I I I I III 7 -NO CHANGE.- TO INSULATION METHODS FOR ELEV II OR III II-------- R-21,, Scissor truss I I 0.00 R49, Scissor boss II �L GARAGE AREA - 0.00 I� ,NOTINCLUDED 1979 0.059 II SEE Wags Overall U-Factcr Tab 0 I------ 0.00 _—_—________—_ - — - — - — - — -_. II 0.033 33.26 R-10, Slab edge 0 0-540._ 0.00• 01. 0.000 II I Sum 250.74 ROOF INSULATION_DIAGRAM SCALE: 1/4" = P-0' (24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: 1/8" I'-0' (11 x Il SHEET) Doors without Glazing Door Garlwttction Area of UfaLYOr Designation 130018) RESIDENTIAL THERMAL PERFORMANCE CALCULATIONS For Envelope Enhancemenr Measure AS 2017 ORSC - TABLE N1104.1(1) 0 YeJhw )bids revu6a a value to be entered 11 hbld is ayyiicabte. Use the drop down menu in fields with "SELECT REM" IF field is aonlicebie. Job Name: STONERIDGE PLAN - ALL Permit B: BUILDING COMPONENTS Flat ceilings Vaulted ceilings (Area 1)` Vaulted ceiings (Area 2)-' Conventional wood -framed walls Mixed or Other wall types Underfloor Slab edge 8 Unders.so Standard Base Case BUILDING COMPONENTS Flat ceilings Vaulted ceilings Total area of ALL Wall SurlI 115% of Total wall was W indowsml5% of Total wag area Underfloor Slab edge (anter lineal Leet) SkydiI Exterior Doors Doors with >2.5tit glazing Proposed Alternative R -Valve Conshuofl—T.— Areas ILfr AreasxU R-49. Conventional harring 1054 OX21 22.13 R-21,, Scissor truss 0 0.052 0.00 R49, Scissor boss 0 0.021 0.00 R-21, O, Intermediate fraI 1979 0.059 116.41 SEE Wags Overall U-Factcr Tab 0 0.000 0.00 RW, UnderfWm 1008 0.033 33.26 R-10, Slab edge 0 0-540._ 0.00• Brand B Model NUMbew vide pr,,IVCf cut Meets /C insulated Concrete Emm Wails o 0.00 TOTAL WINDOW, DOOR AND SICYL/GRrhlliyll on Window.. dvyr_ and wail fpft,J /provide orroduct cut sheets) Windoasfrom Window Tab 267 0.275 73.55 Skylights from Skylight Tab 0 DDDO Extedcr Doors from Door Tab 1 38,51 DA40 -0-00 5.39 Doors Mth >2.5ft2 glazing 01. 0.000 OA0 Sum 250.74 PASS or FAIL: PASS -9.2% But ding Codes Division • De rtment of Consumer and Business Services • State of Oregon 9 Pa=,r = 1535 Edgewater SL NW, Salem, OR 97304 r P.O. Box 14470, Salem, OR 97309-0404 i• I y` V) me LIJ ® V a LL W /C W o� V 1 Lon V N = O N t.5�� . I...t. r.. r t: r .r ::t 't.. COLUMNS A5 sPECV. - SEE DETAIL 6/12 r. -------------- - ------------------------------------ �I I11 1 � 1 : I i i I ENTRY PORCH - AS SPEC'D. RIGHT ELEVATION WINDOWS SCALE: 1/4" = i'-0' (24 x 36 SHEEP) 0 2' 4' B' 10' SCALE: 1/8" . 1'-0' (11 x 11 SHEET) ROOF BEYOND -a-_ 6/121 - - --'------------------------------- --------------------- r---------- Of-. --- OPT. WINDOU6 i -,—,--rte—� � J ry SEE 5✓4EET 04 FOR-rp r OFT. COVERED PATIO - -- - ; I "�:;...._.y'i i i r I' I � r II .I Iii; e I II ' i F I. it % Iiil I. it i I�i'ir ee PATIO AS OPT. FIREPLACE-' OPTJO55. WINDOW5� / OPT. MANDOOR--"' OPT. 3 -CAR GARAGE SPECD. W/ STOOP _ - LEFT ELEVATION SCALE: 1/4" = 1'-C' (24 x 36 SHEET) ® 2' 4' 1. 16' SCALE: 1/8" 1'-E' (11 x 11 SHEET) ---OPT/O55. WINDOW SEE SHEET C4 FOR OPT. COVERED PATIO PATIO AS SPEC'D. Ria so 2464—G- CIER PLACE REDMOND. OR 97756 PH: 541-923.6607 F: 541-5489751 STOP PLATE 8 N X n � ROOFING o Oa AS SPEC'D. LL Z�V a Fi ' � FINISH FLOOR STOP O �-1 PLATE N W LZI — II B 2 II I I I w FINISH FLOOR I OPT_ 4'-m' GAR EXT. t.5�� . I...t. r.. r t: r .r ::t 't.. COLUMNS A5 sPECV. - SEE DETAIL 6/12 r. -------------- - ------------------------------------ �I I11 1 � 1 : I i i I ENTRY PORCH - AS SPEC'D. RIGHT ELEVATION WINDOWS SCALE: 1/4" = i'-0' (24 x 36 SHEEP) 0 2' 4' B' 10' SCALE: 1/8" . 1'-0' (11 x 11 SHEET) ROOF BEYOND -a-_ 6/121 - - --'------------------------------- --------------------- r---------- Of-. --- OPT. WINDOU6 i -,—,--rte—� � J ry SEE 5✓4EET 04 FOR-rp r OFT. COVERED PATIO - -- - ; I "�:;...._.y'i i i r I' I � r II .I Iii; e I II ' i F I. it % Iiil I. it i I�i'ir ee PATIO AS OPT. FIREPLACE-' OPTJO55. WINDOW5� / OPT. MANDOOR--"' OPT. 3 -CAR GARAGE SPECD. W/ STOOP _ - LEFT ELEVATION SCALE: 1/4" = 1'-C' (24 x 36 SHEET) ® 2' 4' 1. 16' SCALE: 1/8" 1'-E' (11 x 11 SHEET) ---OPT/O55. WINDOW SEE SHEET C4 FOR OPT. COVERED PATIO PATIO AS SPEC'D. Ria so 2464—G- CIER PLACE REDMOND. OR 97756 PH: 541-923.6607 F: 541-5489751 REVISIONS •••• CURRENT AS OF Ll:ili • • 06 0 • •• • • 09096 • • • • •• • of • .+ • 0010 • •• • • • • 0 •• •• •• 000•• ••• •• • • •••eee • • • ee• ••••e• ELEVATI0j4S•• i••• SEE CS [A:2 o C) LL Z�V 1 Ow O �-1 N W 2 I REVISIONS •••• CURRENT AS OF Ll:ili • • 06 0 • •• • • 09096 • • • • •• • of • .+ • 0010 • •• • • • • 0 •• •• •• 000•• ••• •• • • •••eee • • • ee• ••••e• ELEVATI0j4S•• i••• SEE CS [A:2 SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION KEYNOTES 2'-0 OPT.' F.F. 1i T7P. i v� I `QI i :0' 21020 m' i pIIXED I di rvl I '1•w - i ak-_ -_- lu iIL 'v_ sIa MI I I IL i 2020 m. FIXED TYP. HEa. i OESSITEMP. 2030 ® SGL HUNG rvl � •i y DBL. 2.4 BLK'G. Y Q 3 LU J w OPT. CAV. PATIO SEE SHEET 04 FOR DETA,;, r/ D9 ) Q. 4 S 6 START �v b J -. 6050 . —_ - - 6010 Iola 3040 DIU LID, PAIR@? ? SLIDER - � TRANSOM SLD GLS SLIDER MICROWAVE "CLC CARPET KITCHEN I w J SINK w/ DISPOSER x 9' CLC. 1_1 YINYL g ❑1 GARAGE DOOR TRACKING HAS ADEOUATE BACKING - r e 4 EGRESS EGRESS Di 2X6 SCRAP BLOCKING s WALL MOUNTED CABINETS 2468 OPEN RAILING (2)2x6 uB- s I d)l�- = IYiIF�S"r A6 6PEC'D. m OPT. cF.-"� OP EN ___ _____ KITCHEN "TF. DBL 2x 406IS STUDS 5I7A55 J m CLG 7! GREAT ROOM DINING "INYL �® 9' CLO 0, �� ENTRY CARPET CARPET f 4 ® 3 FIX T 3 HALF -WALL '. mil y �d TILE [0 MDF CAP t 44" r Oma- G? C.F. J 4'-0' - UNDERSTAIR @ /t", ARCHED OPENING g w 5 IRS TOFA' GE m CARPETp :. - DB"'IM L. 2x6 TRIERS DBL. 2x0 J STUDS.,3068 I f ARCHE.r.'Ci ARCHEDOPG. ARCHED OPG. M 4068 117117 DBL. 2.6 BLK'G. "1, Hb. 3050 j 3050 OPT. cF.-� . DBL. 2x BIPA55 .1IL 1'-2' -. FlFYl - - - BIPASS S06r8 DIU LID, PAIR@? ? CRAWLSPACE ACCESS - SEE FOUNDATION PLAN � DEN 5.. , MICROWAVE "CLC CARPET KITCHEN I w J SINK w/ DISPOSER x 9' CLC. 1_1 YINYL g ❑1 GARAGE DOOR TRACKING HAS ADEOUATE BACKING - r e 4 EGRESS EGRESS Di 2X6 SCRAP BLOCKING s WALL MOUNTED CABINETS 2468 OPEN RAILING (2)2x6 uB- mi HALL 3 ' GG d)l�- = IYiIF�S"r A6 6PEC'D. m OPT. cF.-"� OP EN ___ _____ Jp� PWD "TF. DBL 2x 406IS STUDS 5I7A55 J AR?E ' 1.� 7 ENTRY �' 0 9'CLG T 3 HALF -WALL '. mil y TILE [0 MDF CAP t 44" - UNDERSTAIR @ /t", ARCHED OPENING -. w 5 IRS TOFA' GE m CARPETp :. - DB"'IM L. 2x6 TRIERS DBL. 2x0 J STUDS.,3068 f DR-OPPED BM. DBL. 2.6 BLK'G. Hb. 3050 j 3050 1 1'-2' .7_I0• 53L HUNG I SGL HUNG vz 'TYP. f F f13tL�HTSTUDS . r � ._- - - - - -- ---�- 4 - - - - - OPT. ®I@" OL. 6 ,. 31 r Y I 6'-3' LINE OF 0 UPPER FLOOR 0 4'-2. -�` a MAN-`,buC'R PORCH W) 5Too- DBL. 2xb AT -.- GARAGE PORCH BM. __-- _ _ CONC. --------- 1 GONG OVERHEAD ! 2'• - 4x4 V.D. POST W) APPROVED CAP BASE, TYP. WRAP PER ELEY9. - SEE D SHEET 3r B w 2--0r F 36•_0• D3 ti MAIN FLOOR PLAN SCALE: I/4" 1'-0' (24.36 SHEET) 0 2' 4' S' 10' SCALE: I/S" 1'-0' (11 x Il SHEET) 9 d 3040 SLIDER moi, BIPASS S06r8 DIU LID, PAIR@? ? CRAWLSPACE ACCESS - SEE FOUNDATION PLAN � DEN 5.. , MICROWAVE "CLC CARPET KITCHEN I w J SINK w/ DISPOSER x 9' CLC. 1_1 YINYL g ❑1 GARAGE DOOR TRACKING HAS ADEOUATE BACKING - VERIFY TRACK LOCATION PRIOR TO INSTALLATION 4 EGRESS EGRESS I 2X6 SCRAP BLOCKING s WALL MOUNTED CABINETS 71 511 - m r 4'-0 ! (2)2x6 uB- 3050 3050 9 RIM':ER5 5GL HUNG rS L HUNG DETAIL 4/02 "TF. DBL 2x 406IS STUDS 5I7A55 J MECH. CHASE 2'-4' 5068 moi, BIPASS S06r8 PRIOR TO ROUGH FRAME - SEE DETAILS ON D4 SHEET PAIR@? ? CRAWLSPACE ACCESS - SEE FOUNDATION PLAN � DEN CF. MICROWAVE "CLC CARPET ENTRY w J SINK w/ DISPOSER 9' CLG 1_1 TILE ❑1 GARAGE DOOR TRACKING HAS ADEOUATE BACKING - VERIFY TRACK LOCATION PRIOR TO INSTALLATION . EGRESS EGRESS -_-_33068 2X6 SCRAP BLOCKING s WALL MOUNTED CABINETS 71 511 - VERIFT HEIGHT WITH CABINET LAYOUT SEE DETAIL (2)2x6 uB- 3050 3050 10 RIM':ER5 5GL HUNG rS L HUNG DEN OPTION SCALE: I/4' 1'-0' !24 X 36 SHEET) SCALE: I/8' P 1'-0' !II X 11 SHEET) FURR OUT WALL 6" TO RI rv, 4 BI mI SYM. =WRIPfION OPT. ZERO CLEARANCE FIREPLACE. VERIFY DIMENSIONS 5 DE o PRIOR TO ROUGH FRAME - SEE DETAILS ON D4 SHEET �2 CRAWLSPACE ACCESS - SEE FOUNDATION PLAN •i REOUIRES 14-1/2" IN THE CLEAR FROM CENTER OF MICROWAVE �4 RANGE w/ HOOD / MICRO ABOVE �5 SINK w/ DISPOSER �6 ATTIC ACCESS - SEE ROOF PLAN FURR OUT HEADER w/ FLAT 2. BLK'G. TO ENSURE ❑1 GARAGE DOOR TRACKING HAS ADEOUATE BACKING - VERIFY TRACK LOCATION PRIOR TO INSTALLATION SINGLE TOP PLATE AT FRONT GARAGE WALL TO ACCOMMODATE S' GARAGE DOOR OPTION 2X6 SCRAP BLOCKING s WALL MOUNTED CABINETS ❑ VERIFT HEIGHT WITH CABINET LAYOUT SEE DETAIL 4/D2 10 2X6 SCRAP BLOCKING VERIFY HEIGHT IN FIELD SEE DETAIL 4/02 NOTES: ROUGH FRAMED OPENINGS: BI -FOLD= 82" X DOOR SIZE • I" BI -PASS: 83 1/4" X DOOR SIZE ARCHED HALLWAY OPENINGS: FRAME CENTER OF ARCH 2" BELOW WINDOW HDR HEIGHT - HDR TO BE TIGHT TO TOP PL. SYMBOLS LEGEND - - --- HIDDEN LINES INDICATE OPTIONAL PLANS 2xb FRAME WALL W/ STUDS AT 16" G.C. 2.6 BALLOON-FR4MED WALL (STUDS FULL HEIGHT AT 12" O.C.) 2464 SIN GLACIER PLACE REDMOND. OR 97756 PN: 541-923-6607 F; 541-549-0761 2x4 FRAME WALL W/ STUDS AT 24" O.G. INTERIOR BEARING WALL INDICATION REVISIONS ® ® BEARING POINT LOCATION - PROVIDE • SOLID BLK'G. FOR MIN. MEMBER WIDTH, U.N.O. CURRENT AS OF 11191 '• (MAT VARY w/ ELEVATION - VERIFY PER PL•nw• • 600 • CF. CHANGE IN FLOORING- • • • • : • • • • • • • w • C.L. CHANGE IN CEILING LINE • • f • • • • R45 ROD t SHELF f-•-•- a—� HOSE BIEE LOCATION • • r • • • • Q • • • R • • • ! • di DESCRIPTION '••• ' ••,;. MAIN LEVEL 912 $O. FT. • • UPPER LEVEL 1054 SO. FT. • • I�•/� • • • • TOTAL 2026 5O. FT. • 7:'4 •: ; • h AI N 154TWeBEDROOMS 4 •• •• F+, , r ^ PLAN.., BATHS 2-I/2 L �K` • • GARAGE 413 SO. FT. as SEE CS COVERED PORCH 96 50. FT. A OPT. COVERED PATIO 144 50. FT. ny 1- INTERIOR WALLS w/ UPPER CABINETRY TO BE FRAMED a 16" O.C, TO PROVIDE 5 DE o ADEQUATE BACKING FOR CABINETS. •i IF FRAMING DIMENSIONS ARE NOT SHOWN •i ON OPTION5, REFER TO STANDARD PLAN FOR LOCATIONS / DIMENSIONS. DBL. 2x6 HINGED DOORS w/ NO DIMENSIONS 70 BE FRAMED STUDS 41 ROX. 4" FROM ADJACENT WALL ON HINGE SIDE OF DOOR AS ALLOWED ?NO LESS THAN 3'') DOUBLE DOORS OR OPENINGS w/ NO DIMENSIONS TO BE CENTERED BETWEEN ADJACENT WALLS 45 ALLOWED. SYMBOLS LEGEND - - --- HIDDEN LINES INDICATE OPTIONAL PLANS 2xb FRAME WALL W/ STUDS AT 16" G.C. 2.6 BALLOON-FR4MED WALL (STUDS FULL HEIGHT AT 12" O.C.) 2464 SIN GLACIER PLACE REDMOND. OR 97756 PN: 541-923-6607 F; 541-549-0761 2x4 FRAME WALL W/ STUDS AT 24" O.G. INTERIOR BEARING WALL INDICATION REVISIONS ® ® BEARING POINT LOCATION - PROVIDE • SOLID BLK'G. FOR MIN. MEMBER WIDTH, U.N.O. CURRENT AS OF 11191 '• (MAT VARY w/ ELEVATION - VERIFY PER PL•nw• • 600 • CF. CHANGE IN FLOORING- • • • • : • • • • • • • w • C.L. CHANGE IN CEILING LINE • • f • • • • R45 ROD t SHELF f-•-•- a—� HOSE BIEE LOCATION • • r • • • • Q • • • R • • • ! • di DESCRIPTION '••• ' ••,;. MAIN LEVEL 912 $O. FT. • • UPPER LEVEL 1054 SO. FT. • • I�•/� • • • • TOTAL 2026 5O. FT. • 7:'4 •: ; • h AI N 154TWeBEDROOMS 4 •• •• F+, , r ^ PLAN.., BATHS 2-I/2 L �K` • • GARAGE 413 SO. FT. as SEE CS COVERED PORCH 96 50. FT. A OPT. COVERED PATIO 144 50. FT. ny 1- SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION KEYNOTES__ �A BYM. 10 2X6 SCRAP BLOCKING VERIFY HEIGHT IN FIELD SEE DETAIL 4/D2 \ D9 3fARtrtf or 4'-4' B'-2' 4'-6' 5'-11' 4'•T' 40400 OBSJTEMj'. i 7YP.'._.o� - SLIDER o I SLIDER DBL. 2x6 .ELK'G. 2030 EGRESS EGRESS - ELEy III ONLY . �.*L HUN4� w 91/8\g�J�W3E/L6\R 0 Q m O Pp S PT BEDROOM 2 BEDROOM 3 • 5 D B' CLG CARPET 0' CLG nTQ' CARPET Z Z 6 �,1 y� Y i19 -: +ki - B'•®• I'-4' 3'-6' 4'-4' 2'-0'� 6'-4' 4i I -Pr 5068 2468. a _ °' 0 S MECH. 26 BIPA55 _ '- MASTER ..•,.-'l•S 3. Tr>. 6 6 CHASE BATH S'CLO 10 �- 5 ®• _ VINYL Ilo LUC - s. MECH. CHASE ..S ` ♦ h B i L' � � 0 '1 CF. 02 3'-1' 3'-1' . ' 2'-0'A ` T F 4'.:r _ '1 g• 0 /I 4i62 NALF-WAL.. AS SPEC' - 2 6 4 (RAILING gPTIONAL) BATH HALL 0 OBSJTEMP.I I?"` ®3 0 B' GLG vMYL B'CLO CARPET — — - i` - �' 2 SGL HUNG 10, ,E:. "x 2E6g ,_ w I MASTER !' _ W/ SHWR. ` B' GLG I� ry 9 CARPET cC ii E s � • - – w — rcI W.I.C. 0 DRYER VENT j O LNDRY. CARPET j, 1; THRU WALL B CLG IL I _ MECH. CHASE �, --. _ VINYL w STAIR I0: DBL. 2.6 G.T. BLK'G, '- VENT THRU ROOFINSTALL CARPETLJA __-= WINDOWS NO -- - SINK y LESS THAN 24" AF.F. •• 'DBL. 2x6 G.T. BLK'G. _ - ® 2®2®®:. 20[� B (IRC R61i.2) 0 - FIXED ow- FIXED - 2030 200 3050 3050 1 SGL HUNG SGL HUNG SGL HUNG I SGL HUNG 02 I EGRESS EGRESS -5� � -1 5 •0 _ � 4 -1 e - 3 e .2 -2 6 -6 y. 6 6 rl 6 7-24 c,_IB• 9. MING 13'-0' r 13'•0' . w• 36 -0. ' �A D3 _ UPPER FLOOR PLAN_ SCALE: 1/4' = I'-0' (24 x 36 SHEET) 0 ?.' 4' P, 10' SCALE: l/b" = I'-0' (II x 11 SHEET) KEYNOTES__ DRWRIPTION BYM. 10 2X6 SCRAP BLOCKING VERIFY HEIGHT IN FIELD SEE DETAIL 4/D2 ROUGH FRAMED OPENINGS: 51 -FOLD: 82" X DOOR SIZE • I" HI -PASS: 83 i/4" X DOOR SIZE NOTES: HINGED DOORS w/ NO DIMENSIONS TO BE FRAMED APPROX. 4" FROM ADJACENT WALL ON HINGE • • • • SIDE OF DOOR AS ALLOWED (NO LESS THAN 37. • • DOUBLE DOORS OR OPENINGS w/ NO DIMENSIONS TO BE CENTERED BETWEEN ADJACENT WALLS AS • • • • • • ALLOWED. • SYMBOLS LEGEND ••. - - - - HIDDEN LINES INDICATE OPTIONAL PLANS • • • • • • 2.0 FRAME WALL W/ STUDS AT 16" O.C. • '• 2x6 BALLOON -FRAMED WALL (STUDS FULL HEIGHT AT 12" O.C.) • • • • • 2x4 FRAME WALL W/ STUDS AT 24'0.C. • • • • ® ® BEARING POINT LOCATION - PROVIDE SOLID BLK'G. FOR MIN. MEMBER WIDTH, UN.C. (MAT VARY wl ELEVATION - VERIFY PER PLAN) CF. CHANGE IN FLOORING C1. CHANGE IN CEILING LINE R46 ROD - SHELF hwf 2404 SW GLACI ER PLACE REDMOND, OR 97756 PH: 541-923.6607 F: 541.59&0761 CURRENT AS OF 149ji67s s lbVER FLOOR PLA#4 (E •• SEE CS EA4 SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION FLOOR SHEATHING 4 , JOISTS PER PLAN r/ J L97AI2 OR 12" COIL-. % — f-`T-T!'r -` STRAP EA END OF `r f HR TO TOP PLATE D d CRIB WALL TOP (3) •4 EACH WAY PLATES AS 5PEC'D. 3 STARE ?a ,� (2) Ibc EA. END -.-_- I a 4x6 HEADER, TYP.— -' W U,N.O PER PLAN �•"�)_- f } Z 2. TRIMMER q q STRIP FOOTING 4 - _ O - W J U E ANCHOR BOLTS—?ea ��I• PER PLAN - a 4'-10' 6'-4• 2 I I �C7�� �� bNi �Tl� �A7♦ 1 CRIB WALL BLOGK-OUT DETAIL, TYP. rl 1 -0 - VENTILATION CALCULATION: CRAWLSPACE AREA: 924.4 FTI VENTILATION AT 1/300 = 3.08 FTI 8"x 16" VENTS PROVIDE 0.67 FTI / EA 6 OTY. x.67 FTI/EA = 4.02 FTl PROVIDED PER SITE CONDITION5. 5EE DETAIL 5/D1 FOR STEPPED FOUNDATION WALL A5 NEEDED ;F OPT. COV. PATIO 8"z8"xl6" SCREENED VENTS w/ ADJUST. DAM'ER5 AT LOCATIONS SHOWN, TYP. 5EE SHEET 04 FOR DETAILS r/ J 36'-0' PROVIDE BREAK IN CRIB WALLS 4 FOOTING FOR ACCESS WHERE SHOWN, TYP. (SEE DETAIL 1/A5) _ MICONIC. SLAB ON COMP. GRANULAR FILL -SLOPE MIN. I% TO OVERHEAD DR II 4" CONC. 5LA8 ON COMP. GRANULAR FILL - SLOPE MIN. 2% FROM HOUSE 10" (3) •4 EACH WAY FOOTING SCHEDULE i STARE (3) -4 EACH WAY I a PATIO 1 �0 ---------------- 1 JL JJ 1 I 1 I H1 J0191 ERS. TTP 'fi I I� _ FLOOR SYSTEMI •, f 3/4" T4G WAFERED. I T'40' GLUE/NAILED OVER 9-I/2" 1 :. ENGR I -JOISTS a 191" O.C. --+-+--'- I 2x4 6RIB WALL PER I 1 1 1 1 1 1 b�I57MOL5 tEGE�D C T LK'G. PER -. DBL 2x615TUD5 IN DRIB WALL-- _ 4PI LAI Olff'ITyf 1 2x6 6R:5 WALL PER I D FtAMI AT LL .P ��- 1 57 OLS EGE D AS`NDICJTED. TYP. / ALKa SNi S W/�15T5. I _ ',. piG ,l '.—'I_� j — — .— •--i I I i'DRI I I I I_ _ _ -•— _---- . •'4'�1'_T', 51-" IEP' S', ��9�!•_g• 2•,6• Tom• Ft T_C II ADJ T FI TU L ` LOC TION W/ FULL • .3 3aLe i 5ATFI OFTf ON I• �� ��;%'" I I I I I �. ;.•AI �5� I! i l l l l l I I I I I I lj II YP. JD15f HAN6ER5, T I �Imo'-•-- ----------- - - - ---;- - - -'� • 1+ --------� — — L__ _FB. 4• EL 6 7 — — — — — ---- - ---- — — — — — — — — — — — — — D ELEV III J�a71tS ? T DRIVE ONLY - PORCH G 10'-10' .12„ I-.ol - I 9 III I z I a� w - I T / 'C I CONIC. `Ar (per et. plan) I 20'-0' - 4 FOUNDATION - FLR. FRAMING SCALE: 1/4" = F-0' (24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: 1/6" = I'•0' (II x 1' SHEET) KEYNOTES E] OPT. STOOP: 4" CONC. SLAB ON COMP, GRANULAR FILL. 5LOPE MIN. 2% FROM HOUSE - VERIFY PRIOR TO POUR OPT. MAN DOOR: BLOCK OUT STEM WALL - VERIFY PRIOR TO POUR PATIO / PORCH: 4" CONC. SLAB ON COMP. GRANULAR 3❑ FILL. SLOPE MIN. 296 FROM HOUSE. THICKEN SLAG PERIMETER - VERIFY PRIOR TO POUR 4� Ix EXPANSION JOINT5 WHERE SHOWN 4 AT PERIMETER INSURE 18"x30" CLEAR FOR CRAWL ACCESS - ADJUST �5 JOIST LAYOUT A5 NEEDED. SEE LPI LAYOUT FOR mik PAA HANGER SPEG'5. I ATTACHMENT DETAIL. CONT. FOOTING A5 BOND BEAM w/ (2) x4 BARS CONT. LIN I El DEPRESS DRIVEWAY 1/2" AT GARAGE DOOR 2464 SW GLACIER PLACE REDMOND. OR 97756 PH: 541.923-6607 F:541-648-0761 BYM. 8"z8"xl6" SCREENED VENTS w/ ADJUST. DAM'ER5 AT LOCATIONS SHOWN, TYP. DEPTH r/ J e LJ PROVIDE BREAK IN CRIB WALLS 4 FOOTING FOR ACCESS WHERE SHOWN, TYP. (SEE DETAIL 1/A5) 10 MICONIC. SLAB ON COMP. GRANULAR FILL -SLOPE MIN. I% TO OVERHEAD DR II 4" CONC. 5LA8 ON COMP. GRANULAR FILL - SLOPE MIN. 2% FROM HOUSE 10" (3) •4 EACH WAY FOOTING SCHEDULE B/D 28'-3 31b" BYM. FOOTIN4 oi= DEPTH REINFORCEMENT 45-T 1/4" G/E 8" NO REBAR REO'D. C/F 10" (3) •4 EACH WAY 2T'-111/4" B/D 28'-3 31b" (3) -4 EACH WAY PLACE REINFORCEMENT 3" CLEAR FROM BOTTOM AND SIDES. TYP. 1111007 ALL FOOTINGS SHOWN ON THIS SCHEDULE MAY NOT BE USED, DIAGONALS CORNERS MEASUREMENT A/F 45-T 1/4" G/E 45'-2 1/2 G/D C/F C/E 2T'-111/4" B/D 28'-3 31b" -I- ! I J sT� Woo FOUNDATION DIAGONAL DIMENSIONS PROVIDED FOR REFERENCE ONLY AND ARE MEASURED FROM ENDS OF REFERENCE LINES (CORNERS OF FOUNDATION, TYP. JNA.) RE • • • • • • CYJRREw AS OF 111517 • SYMBOLS LEGEND .. ••••°, - - --- HIDDEN LINES INDICATE OPTIONAL PLANS 0 • • • • • - - - 6"x 24" GONG. FNDTN, WALL ON 12"x 8" MIN. GONG. FOOTING W/ (2) 4 BARS CONT. AS DETAILED • • • - - - - (R403.1.1 4 TABLE 403.1 - SEE DETAIL SHEET)° • ° • 0000 °°• e e • F. • 8"x 24" CONC. FNDTN. WALL ON 16"x 8" MIN. CSC. • ° • • ° • ° • FOOTING W/ (2) "4 BARS CONT. AS DETAILED - - - (R403.1.1 a TABLE 403.1 - SEE DETAIL 51-IEEEAN :00: e • e • ° • • • e - 2x4 CRIB WALL W/ S7UD5 PER JOIST LAYOUT • • _-- --_- ON 12"x 5" CONTINUOUS CONIC. FOOTING W/ ( 1) "4 BAR CONT. AS DETAILED • • •. e • • h •. • *0:: •e -OR- • • • 060 FlQaIV DATte MN - - - - 2x6 CRIB WALL W/ STUDS PER JOIST LAYOUT ooco ON 15"x 8" CONTINUOUS CONC. FOOTING • -9-PLAN • •f]} /� A 1 • • • • W/ (1) "4 BAR CONT. AS DETAILED P Lr\I V E J015T HANGER -- (off 3'0 PIPE BOLLARD SEE CS 0 SUPPORT P05T - PROVIDE CONT. BEARING TO 5UBFL0OR UN -0. A5 SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION - FLOOR FRAMING A55EMBLY PER PLANS -INSULATION AS REO'D SINGLE TOP PLATE AT HEADER ONLY _ —PLACE INSULATION IN HEADER CAVITY -- -HEADER AS FI (SEE PLANS) `DRYWALL FURRING APPLIED TO FACE OF HEADER - DBL 2x6 PLATE BETWEEN TRANSOM a 5L IDING GLASS DOOR (FUR OUT AS REO'D FOR DOOR/WINDOW R.O. DIMS) 1 PATIO HEADER DETAIL A6 2.6 JOISTS - 16" OL.-�1� �'-T u 1 rf a TYP. FOR LANDING.; - LANDING Nx III l - _( _-L_ -- a_u EXTEND MID LANDING I - - - - - U OVER EDGE OF FIRST _ T-2: _ Ile a I'y I LANDING FRAMING SCALE: 1/4" F-0' (24 x 36 SHEET) 0 2' 4` 81 10' SCALE: 1/8" 1'-0' (11 x 11 SHEET) - I _7 ICL HDR I I Ir II II UPPER FLOOR FRAMING SCALE: 1/4" I'-0' (24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: i15' 1'-0' !II x 11 SHEET) STAFTT - DEN OPTION BEAM REPLACED W/ T - ! 2.4 BEARING WALL - JOISTS CONT. OVER j taloa a I _zl` h I I� 01� I� — °gym a� > 0 -BRACING NOTE:" BRACED PANELS THAT OCCUR OVER FLOOR SYSTEM REQUIRE SOLID BLK'G PANELS PER IRC R602.10.8 8 ORSC 602.10.6. E SES' SHEETS FOR INTERMITTENT PANEL LOCATIONS AS OCCUR 8 DETAIL 2)D2 SYMBOLS LEGEND _ _ _ _ TYP. WALL FRAMING W/ 2x STUDS § 2.6 BALLOON -FRAMED WALL (STUDS FULL HEIGHT AT 12" O.G.) PW. -OC INTERIOR BEARING WALL INDICATION SE BEARING POINT LOCATION - PROVIDE SOLID BLK'G. MIN MEMBER WIDTH, U),0. APPROVED JOIST HANGER C APPROVED BEAM HANGER :o 2464 SW GLACIER PLACE REDMOND. OR 97756 PH: 541-923-6607 R 541-548-0761 FRAMING PER PLAN i �y FRAME CLOSET WALL- — - —= JOIST DADJUSTIPLUMBING A5NDICDB T IMM R5 a DB T IMM RS UP UNDER STRINGERS {,�— EXTENDMID WALL FOR I ", WALL UNDER OPEN RAILI NG SOLID RAIL AS REO'D. II SII A5 SPEC'D. DBL 2x6 UNDER STRINGERS I I �•• III �B~ LIJ z UP I I L�IIilllll UNDER FIRST m q _TI LANDING a� I l III I j 2.6 JOISTS - 16" OL.-�1� �'-T u 1 rf a TYP. FOR LANDING.; - LANDING Nx III l - _( _-L_ -- a_u EXTEND MID LANDING I - - - - - U OVER EDGE OF FIRST _ T-2: _ Ile a I'y I LANDING FRAMING SCALE: 1/4" F-0' (24 x 36 SHEET) 0 2' 4` 81 10' SCALE: 1/8" 1'-0' (11 x 11 SHEET) - I _7 ICL HDR I I Ir II II UPPER FLOOR FRAMING SCALE: 1/4" I'-0' (24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: i15' 1'-0' !II x 11 SHEET) STAFTT - DEN OPTION BEAM REPLACED W/ T - ! 2.4 BEARING WALL - JOISTS CONT. OVER j taloa a I _zl` h I I� 01� I� — °gym a� > 0 -BRACING NOTE:" BRACED PANELS THAT OCCUR OVER FLOOR SYSTEM REQUIRE SOLID BLK'G PANELS PER IRC R602.10.8 8 ORSC 602.10.6. E SES' SHEETS FOR INTERMITTENT PANEL LOCATIONS AS OCCUR 8 DETAIL 2)D2 SYMBOLS LEGEND _ _ _ _ TYP. WALL FRAMING W/ 2x STUDS § 2.6 BALLOON -FRAMED WALL (STUDS FULL HEIGHT AT 12" O.G.) PW. -OC INTERIOR BEARING WALL INDICATION SE BEARING POINT LOCATION - PROVIDE SOLID BLK'G. MIN MEMBER WIDTH, U),0. APPROVED JOIST HANGER C APPROVED BEAM HANGER :o 2464 SW GLACIER PLACE REDMOND. OR 97756 PH: 541-923-6607 R 541-548-0761 36'-0' �y W 3-1/2" x l-1/2" GLB w/ 4.10 HDR 51NGLE TOP E? AS REO'D, 4x10 HDR JOIST DADJUSTIPLUMBING A5NDICDB T IMM R5 a DB T IMM RS O lEl4 III llj I I_ 0119 I L 1 F I FLOOR SYSTEM 3/4'740 WAFERBD. �•• III I �_�M-F LIJ z GLUEMAILED OVER I I L�IIilllll I I ENGR I -JOISTS a I6" O.C. I I iIIIIII 11 a� I l III I III I �� M�IIF• II' P. I I ��,-1'� j I �, 3-I/2"x7)1/2" GL15I9-IRI'xT- %DR' BED OPTI I RO EP B I/2' 1-1/2" CdLB 4-8 H ( R PE -OT -(D OP ED` � • M II BEAT' .:-PL.: ❑ pr — - �� `� BEARING w I I WA ERS A5 tN L _ _ J �— I,yPED. } —+ t Ali I. 9-1/1" L5L 1 9 I- I II I IIIA II JI I ,LL ,r--1---tIIT a- 1 LI 1' o! T. I LOKINJ{ I Ida I JI a s IC II I I �I I l o+ ®� � 5E LPI LAYOUT) Al I I X111 i t W.H. VENT III I_ To ROOF 1 4x81.. LM. II LI _ — ____J�L__�_ I IJjLBS�EKpLA troui 2.6 JOISTS - 16" OL.-�1� �'-T u 1 rf a TYP. FOR LANDING.; - LANDING Nx III l - _( _-L_ -- a_u EXTEND MID LANDING I - - - - - U OVER EDGE OF FIRST _ T-2: _ Ile a I'y I LANDING FRAMING SCALE: 1/4" F-0' (24 x 36 SHEET) 0 2' 4` 81 10' SCALE: 1/8" 1'-0' (11 x 11 SHEET) - I _7 ICL HDR I I Ir II II UPPER FLOOR FRAMING SCALE: 1/4" I'-0' (24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: i15' 1'-0' !II x 11 SHEET) STAFTT - DEN OPTION BEAM REPLACED W/ T - ! 2.4 BEARING WALL - JOISTS CONT. OVER j taloa a I _zl` h I I� 01� I� — °gym a� > 0 -BRACING NOTE:" BRACED PANELS THAT OCCUR OVER FLOOR SYSTEM REQUIRE SOLID BLK'G PANELS PER IRC R602.10.8 8 ORSC 602.10.6. E SES' SHEETS FOR INTERMITTENT PANEL LOCATIONS AS OCCUR 8 DETAIL 2)D2 SYMBOLS LEGEND _ _ _ _ TYP. WALL FRAMING W/ 2x STUDS § 2.6 BALLOON -FRAMED WALL (STUDS FULL HEIGHT AT 12" O.G.) PW. -OC INTERIOR BEARING WALL INDICATION SE BEARING POINT LOCATION - PROVIDE SOLID BLK'G. MIN MEMBER WIDTH, U),0. APPROVED JOIST HANGER C APPROVED BEAM HANGER :o 2464 SW GLACIER PLACE REDMOND. OR 97756 PH: 541-923-6607 R 541-548-0761 REVISIONS Wes • • aLORRENT AS OF 111517 • • • • • •••••• • •• • • • '••' .��I 3MIC•D ••• [FR4MNG FLQOP.•: P= SEE CS A6 W w LIJ z Ln ^ ~N N = O N REVISIONS Wes • • aLORRENT AS OF 111517 • • • • • •••••• • •• • • • '••' .��I 3MIC•D ••• [FR4MNG FLQOP.•: P= SEE CS A6 SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION ROOF FRAMING ASSEnE,LT PER PLANS LU - INSULATION AS REQ'D. `Ln W Q .� DEL. TOP PLATE +1< MAXIMIZE INSULATION IN HEADER CAVITY Lu 2 1 •� .- Ix FIN15H FASCIA AS 5P'EC'D. OVER 2x4 ROUGH FASCIA �- -4x HEADER PER PLANS -2x FURRING FOR GYP. BD. - APPLIED TO FACE OF HDR SILL PLATE -- IRC / ORSC R312.2.1 i-_... WHERE OPERABLE WINDOW IS MORE - THAN 72• ABOVE GRADE OR SURFACE, – – THE LOWEST PART OF THE CLEAR OPENING MUST BE A MIMMUM OF 24" ABOVE FINISHED FLOOR OF ROOM 41,_ TOP OF 5UBFLOOR�_o (a:) WINDOW SILL / HEADER, TYP. A7 -- 1" = 1'-O" OPT. COV. PATIO SEE SHEET 04 FC'K[ :. E � = � _ 36'-0• 174 START J 4x8 HDR T 4x6 HDR OPT. 4.8 HDR SHED VER . m I I I I I I I I I I I I I I �I Ll p�I I O _ _ IRE. T SSE s 24" O.G. ! I � IT1�\%IF ta PR�OGF ANCHOR Im A' LyI 1 I} J4 I Le ry IG'D. Tl P... OF (R6a O IIIMMM 4,1 wl 4�- TIo I• I ;,I U ' II FU ACE t3LATFObjl F ~ I' •'S rE DETAIL III Ry GI,;KA. IC11 14� I0 I'I C I III I I I aCE51� '4 v t� l I I, !� I IIII I I I S Itl1d TYPo''�no- f 1 I � � G-FRA1hING I I I I I S I �I o IT,', Al, I sP c c. T F 6/;2 DBL 2xb 'F 6/13 t/!2 ?YP1' v i I IBL. 2x4: 5LK•d. /A 1 DBL. sxb GT- BLK'G I K' I L J 4x8 I- BLGT. 9 I GIRD 55 4 8 H •(IDR GI`M: r' hUS5 LJ I.- 4x6 H - i I L SILL ' 4x6~• t CLI D GABLE E --RUSS-�j 149 'x]j�'I GLIn ` ";'.GABLE EN,_ •TRUSS ;(1TTIC m LACCES§I P.E- MONO TRUSSES -,24' OIC. I..F__--1_-_ ,,yy 1 v OVER-FRAMINis - P� 44x: 8� - A5 REa'D. 4 +I SILL. n 4x10 LUD. BM. It_ —_ .. _----- -_-___--_ - 4x4UV. C APP BOVEDA ED CPP ! A,F. � � WRAP PER ELEV5. - - - - - - -: �"'I SEE D SHEET ! 7 I i9 S j �i oc --- �j II II I I I one � F ona I I .� CLI PP GABLE EN_ TRU55 c STRAPPING -- PER 'S' SHEET 0-- UPPER GABLE UPPER GABLE ROOF FRAMING PLAN SCALE: I/4" I'-0' (24 x 36 SHEET) 0 2' 4- SCALE; /8 I'-0' ( II x iT SHEET) 2464 SW GLACIER PLACE REDMOND. OR 97755 PH: 541-923-6607 F; 541.546-0761 CJ's Lu 0 LL REVISIONS ROOF VENTILATION CALCULATION:• • • • • • • • • ROOF ATTIC AREA: 1,434 M • • GIURRENT AS OF 111517 1/300 MIN. VENT REOWENT = 4.78 FT2 • • • • • ****so (7) OTY ROOF VENTS (MAIN ROOF) • • • • • • • • • • • • • (2) OTY ROOF VENTS (GARAGE) • • • • Sees 0 0 SYMBOLS LEGEND •• • •••• : •• •. •••••• •••• TYP. WALL FR4MING W. 2x STUDS • • ® E UL:' 5 POINT LOCATION - PROVIDE • • • • • • ODE. (�F• F RAI�tt P�t�• SOLID 6LK'G--. MIN, MEMBER IUICTN, UN,G. f�`f,, f I, APPROVED TRUSS / GIRDER HANGER ****PLAN • • • • C APFROvED BEAM HANGER _ ROOF VENT / T-38 (35 50- IN. NFVA) SEE CS (PLACED NEAR RIDGE AS SHOWN) A7_ ROOF ANCHOR, TYPE ARS 2x4 - PLACE 10'FROM GABLE ENDS AT MIN. 12" FROM RIDGE LU `Ln W Q F-� N O � N Lu 2 REVISIONS ROOF VENTILATION CALCULATION:• • • • • • • • • ROOF ATTIC AREA: 1,434 M • • GIURRENT AS OF 111517 1/300 MIN. VENT REOWENT = 4.78 FT2 • • • • • ****so (7) OTY ROOF VENTS (MAIN ROOF) • • • • • • • • • • • • • (2) OTY ROOF VENTS (GARAGE) • • • • Sees 0 0 SYMBOLS LEGEND •• • •••• : •• •. •••••• •••• TYP. WALL FR4MING W. 2x STUDS • • ® E UL:' 5 POINT LOCATION - PROVIDE • • • • • • ODE. (�F• F RAI�tt P�t�• SOLID 6LK'G--. MIN, MEMBER IUICTN, UN,G. f�`f,, f I, APPROVED TRUSS / GIRDER HANGER ****PLAN • • • • C APFROvED BEAM HANGER _ ROOF VENT / T-38 (35 50- IN. NFVA) SEE CS (PLACED NEAR RIDGE AS SHOWN) A7_ ROOF ANCHOR, TYPE ARS 2x4 - PLACE 10'FROM GABLE ENDS AT MIN. 12" FROM RIDGE X a S SMURF TUBE w/ BLANK PLATE DEDICATED OUTLET (FUST BE ARC FAULT PROTECTED WHEN LOCATED ®p IN BEDROOM AND/OR DEN) E�2x6 SCRAP BLOCKING VERIFY HEIGHT IN FIELD c - - - - - - - -- - SEE AIL 4/02 -7 1 r r-- - - - - - - - --� 7 I I -I I I T FIREPLACE WHERE WHERE FIREPLACE I I OCCURS I OCCURS, PLACE I I I I OUTLETS WITHIN 3'-6' OF I I I I FIREPLACE UNIT EDGE I ► 1316 5TD, OUTLET, SMUR= TUBE wl BLANK PLATE AND WIRED COAX OUTLET (CENTERED BELOW w/ STD OPT, RELOCATE w/ FIREPLACE OPT.) OPT. FLATSCREEN TV WIRING SCALE: NTS. I OPT. 2" 5ACK5PLA5H ACCENT ----_® irvI 6" BACKSPLASH f STD) ELECTRICAL OUTLET PLACEMENT NOTE: ALL OUTLETS & SWITCHES IN KITCHENS & BATHROOMS OVER CABINETRY TO BE PLACED AT m 9 46" FROM FLOOR TO BOTTOM OF BOX (PLACEMENT DOES NOT CHANGE WITH LOWER VANITY HEIGHT OR BACKSPLASH SELECTION) � 1 BEDROOM r - M------------ C�D .r. 1�1 Al 7TH HALL BEDROOM 3 4 1 f m M. BATF } . U GL - I. C�R, OF+r. FP.; \-0.00• r ly ♦ C I _; MASTS R I UPPER FLOOR LIGHTING SCALE: 1/4" = 1'-0' (24 x 36 SHEET) 0 2' 4' SCALE: 1/8" 1'-0' (11 x Il SHEET) v OPT. 4TH BDRM. w/ FULL BATH i^ DINING CEILING CAN LIGHTS FOR 36 SHEET) SCALE: I)4" _ I'-0' 1 2 x-?(' ENTRY ._F� � �\I'_6. SCALE: I/S" I'-0' (11 x 1, SHEET) SYMBOLS LEGEND /REF. SWITCH PSL ELECTRICAL PANEL OPT. 13 = 3WAY, 4 = FWAY. ETC.) SCALE: 1/4" = SCALE: 1/8" = 1'-0' (24 x 3(, 51AFFT) 1'-0• (II x IT 5HEET) ID=OIMMER, 3D=3WAY DIMMER? I G.D. =GARBAGE DISPOSER) SMOKE DETECTOR - I I SWITCHED OUTLET SMOKE DETECTOR / -I�® �® ---MOVE PANEL 70 OPT. -1_ -- CARBON -MONOXIDE COMBO xx' RAISED OUTLET 1 "-= HT. A.F.F. TO BOTTOM OF BOX) b PHONE OUTLET AA VVYY SPECIAL OUTLET AS NOTED 7y TELEVISION CABLE OUTLET I IN ADDITION TO KIN CODE LOCATIONS ) uu @IM OPT. 220V OUTLET I LOCATE ADJACENT TO ELEC PANEL) LIGHT FIXTURE C SMURF TUBE FOR FUTURE CABLING AS SELECTED I SEE PLATSCREEN WIRING DETAIL ) I SURFACE/ WALL MOUNT) OPT. CEILING FAN RECESSED CAN LIGHT FIXTURE 1,! OPT. PENDANT LIGHT �- HOSE BIB EXHAUST FAN AAs OPT_ GAS BIB F LIGHT FAN COMBO SOUND WALL INSULATION FLUORESCENT LIGHT FIXTURE NO PLUMBING AREA WA (KEEP DESIGNATED CABINET AREA FRfE FROM PLUMBING IN WALLS ANO FLOOR) f m M. BATF } . U GL - I. C�R, OF+r. FP.; \-0.00• r ly ♦ C I _; MASTS R I UPPER FLOOR LIGHTING SCALE: 1/4" = 1'-0' (24 x 36 SHEET) 0 2' 4' SCALE: 1/8" 1'-0' (11 x Il SHEET) v -R m _ w • '�^� 4 DEN REPLACE WALL LIGHT W/ i^ DINING CEILING CAN LIGHTS FOR PATIO'I -:i ENTRY ._F� � �\I'_6. - -- i N. /REF. CC _ Il � HE - l7 OPT. DEN SCALE: 1/4" = SCALE: 1/8" = 1'-0' (24 x 3(, 51AFFT) 1'-0• (II x IT 5HEET) -R m _ w • '�^� 4 LIGHT WHEN del' REPLACE WALL LIGHT W/ i^ DINING CEILING CAN LIGHTS FOR PATIO'I -:i OPT, COVERED PATIO ._F� � �\I'_6. - -- i I /REF. LIGHT w/ OPT. MAN DOOR OPT. 3 -CAR eOWUI PENDANT LIGHT - I I . OPTONLY i HANGING DELETE-- 1 GREAT I LIGHT ISLAIND CAN -I�® �® -R m _ w • '�^� 4 LIGHT WHEN del' i^ DINING PENDANT OPTION 9 SELECTED in ---- KIT. I OPT. DINING GAN-.� - - I LIGHT OPT. ONLY `,\ Lr• ��- ._F� � �\I'_6. - -- I /REF. LIGHT w/ OPT. MAN DOOR OPT. 3 -CAR eOWUI F____________________T IK = I - I I f —�•1 T---1 I e -R m _ w • '�^� 4 wm1 -- MECHANICAL LED \ FORMAL ENTRY OPT. DEN fes• OPT. 4TH BDRM. y STAIR SWITCHES 4 IGNITION SOURCE TO BE I cc 1'-6' AFF- TYP. GARAGE --_LIGHT w/ OPT. ; MAN DOOR 1 — — — — r-----�_��� -- 1 - -- I LIGHT w/ OPT. MAN DOOR OPT. 3 -CAR F____________________T IK = I - I I 1�I `i I e ---MOVE PANEL 70 OPT. -1_ -- 3ro CAR GARA&E ANO FORWARD W EXTENSIONS IL - L �� wm1 -- MECHANICAL LED \ FORMAL ENTRY OPT. DEN fes• OPT. 4TH BDRM. y STAIR SWITCHES 4 IGNITION SOURCE TO BE I cc 1'-6' AFF- TYP. GARAGE MAIN FLOOR LIGHTING SCALE: I74" I'-0'' f24 x 36 SHEET) 0 2' A- 10' SCALE: f11 x IT SHEET) - vo 2464 SW GLACIER PLACE REDMOND. OR 97756 PH: 541-9236607 F: 541-54&0761 uri A/G W C) V . W Z� O l/') V) N W O L= N 1 I J REVISIONS 966• 0000• • • EgRRE?NT AS OF 111517 •• ...... •• • • 0000•• • • 0000•• • • • 0000 • • •• • • • • •• •• •• • 09.66• 6669 •6696• _..___, � •L1C4HTINVy•• I MMS(!. PLAN• F7]�M 1 MAIN FLOOR LIGHTING SCALE: I74" I'-0'' f24 x 36 SHEET) 0 2' A- 10' SCALE: f11 x IT SHEET) - vo 2464 SW GLACIER PLACE REDMOND. OR 97756 PH: 541-9236607 F: 541-54&0761 uri A/G W C) V . W Z� O l/') V) N W O L= N 1 I J REVISIONS 966• 0000• • • EgRRE?NT AS OF 111517 •• ...... •• • • 0000•• • • 0000•• • • • 0000 • • •• • • • • •• •• •• • 09.66• 6669 •6696• _..___, � •L1C4HTINVy•• I MMS(!. PLAN• F7]�M OPT./055. WINDOW ------ COVERED PATIO UP I D'•0' COLUMNS A5 BPEC'D. I— — REAR ELEVATION SCALE: I/4" 1'-0' (24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: I/e" = 1'-0' !11 x 11 SHEET) ROOF PER RELEASED ELEVATION TYPE, IE GABLE. CLIPPED GABLE, OR HIP - SEE ELEVATION SHEETS -OPT. FIREPLACE A$ SPEC'D- 1/2" PLYWOOD RECESSED 5/4 x 6" - --- SMART TRIM 5/4 x 6" I I SMART TRIM (ALL SIDES) I I. CAP DETAIL I S/4 x 6" SMART TRIM I ' SIDES) WRAPPED - 4 4x4 POST I 4x4 POST 5;� /4 x 8" SMART TRIM WRAPPED POST (2 $IDE5) L�ll 5/4 x 6" -SMART TRIM SMART TRIM(ALL 51DE5) mm II 10" BASE DETAIL COLUMN DETAIL SCALE: 1l2" = I'-0' (24 x 36 SHEET) SCALE'. 1/4" z F-0' ('I x 11 SHEET) F ILD ONLY THE COVERED PATIO FROM S PLAN. VERIFY ALL OTHER FRAMING / FOUNDATION / DIMENSIONS PER SPECIFIC PLANS. BUIL=DING ELEVATIONS & SIDING SHOWN ARE GENERIC — VERIFY PER PLAN. 6/12 ROOF PER RELEASED -- . ELEVATION TYPE. I,E. GABLE. CLIPPED GABLE, OR HIP - SEE ELEVATION SHEETS COVERED PATIO W/12'-0' OPT. FIREPLACE COLU°INS AS SPEC'D. I— SIDE ELEVATION SCALE I/4" = I'-0' (24 x 36 SHEET) 0 2' 4' e' 10' SCALE: i/8" I'-0' f11 x 11 SHEET) 2466 SW GLACIER PLACE REDMOND, OR 97756 PH: 541-923.66D7 F: 541.548-0761 I'-0' OVERHANGS. L•'-0' SLAB 9'-6' - r — 12'-0' SfARr -Lu N 1 17'-0' r TYPU.N.O. PER PLAN - 5e 6 - 4 COWMNS PER PIAN GABLE E D ?BUSS- -- ,� ..�., i` •Dai ------------ __ 6/12 -j F 6/12 II - - � —BEE DIAGRAM FOR .' � axa IIID. POST ON I � dz4 WD. POST Iy I ABWaa POST BASE CN BC4 P05T CAP I I SOFFIT MATERIALS + ry + 'i� !fll F� AND LAT OUT Y rl!,' 18"xIE"x8" CONC. FTG. A (NO REBAR REO'D.) ED 4 _ a ID I Iz2 SMART TRIMPATIO _ ae^ o.o EA. war fr IS�I I . ff Q PATIO ® N p I I ® I • — — — `�--- x COVER'NO-GROOVE' �' I ? 1 f,'+' a AS SPEC'D. - m AS SPEC'D. _ �I r PANEL SPLICES AND 4 ) E W 4" GONG. SLAB ON COMF. _ C SOFFIT TO BEAM / Q p - O WALL CONNECTIONS) W -- — W GRANLLLAR FILL. SLOPE MIN. m — ,I - � m 2% FROM HOUSE. THICKEN REVISIONS _ a•za' 16o -GROOVE' 1 .,P T SLAB o PERIMETER NUC410 - — _ - — - —•,-\ HUCai® SOFFIT MATERIAL • • x �_ ••• • • _ DBL. 7x6 STUDS AT BEAME� S � � — — s �----� �—L —--------- LIJRRLNTA OF 111517 -777T- - - -- - ____ _ .i -,"ice 1`{.•aa• ••• i D L 2xel „TU 5 AT # '�`` EXTERIOR WALLS PER PLAN -*fes -'--, _ _ s-. - - - - - ' ; i ~� •; DOOR AND WINDOW SOFFIT DIAGRAM HEADERS PER PLAN DOORS ANC WINDOWS PER PLAN I • • 090::* • P4 oa III I I IST/�, I I I I .4-._®• • •••••• •••• R� C •• • • •••• Ic � �_�., .•a. 9N I • :... -a..• aN I • • •O'PTIONAL.•� . CO-VERM- I ,I j o"PATIO SEE CS UPPER FLOOR / ROOF FRAMING FOUNDATION PLAN FLOOR PLAN O`T SCALE: I/4" = I'-0' (24 x 36 SHEET) 0 2' 4' S' 10' SCALE: I/4" = 1'-0' (24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: I/4" = 1'-0' (24 x 36 SHEET) SCALE: I/8" = I'-0' (11 x 11 SHEET) SCALE: I/8" = 1'-0' (II x 11 SHEET) SCALE: 1/8" = I'-0' (II x 11 SHEET) BRACING REQUIREMENTS - WINDS <120 MPH BRACING REQUIREMENTS - SEISMIC D1 I RACED TOTAL - T T� 4B" WALL LINE METHOD WALL BRACING ADJUST REO'D BRACED BRACING REO'D LENGTH SPACING FACTDR BRACING WALL LINE METHOD WALL BRACING ADJUST REU'D PROVIDED NOTES LENGTH.- FACTOR BRACING 3 Gb 20 350 134 434 I CS 36 13.18 1.12 15,43 160 ITrsEE • 2 G5 36 13.18 1.12 15.43 180 r 3- 5T 3 C5 20 34 1.0 3.40 4.0 15R 1_E SToar 3(G) I CS 1�1.L0 ... ... 3.50 134 434 I 4 CS 28 ...... ...... .......... .. 1014 1.4 1504 r av I ......... .... __...... C C5 1 35 B GD 2® 3.4 10 3.40 8.0i5`N,3LE STORT' C G5 48 18.34 1.4 2518 28.5 80 a - SINGLE BTORT 0 C5 20 3.4 10 3.40 8.04. 3-cgrz 91NGLE bTOF!T SEISMIC WALL LINE ADJUSTMENT FACTORS TOTAL OMCEOWPll SMCFDWFLL WALL= BiORY HB6Hf ROOF CELNG BW BDIRO M0.40FNY DRIPFLFWNI WRLL INF Tug musmeff URE SNCINO LOAD .-MAD FACTOR VENEBI FACTOR OREA1FR 11W125 _ 1 IIDo Lmm 0.45 Lw lmo 1mm Imm 124 I• La Im Im j Im Im IID Im ll] 2 IV LI] Lm Im Im to Im Im LI] IIDm Imo m.95 lam ImPi (IDP Lmm Lm Im MEIID Im Im IID IID Imo 124 .., Im IID Im UP 1m - UP , LS Im 1mm ffmmmm a UP LooAID Im UP IID Lo Im L4o G _ (IDP Imo 0.95 Imm too Imo Imm B UP .0 1m IID to im IID Imo .. c Lo l40 UP Im IID Im lID IID Loo G to IID ID UP ' to _.. 1m - IID UP Imo _ x 2 O: II 5 120 _ - B 1ETROW SFC FLOOR •DFSIORIEE EDSWR mNF• WN® �• WALL I4IGHA WAILM 8006 FDR PRESCRIPTIVE WALL BRACING LEGEND j X 3 DI Itm B 5 B-15 F5F < g F5F Wgp BRACING REQUIREMENTS - WINDS <120 MPH BRACED 7�AL TDTAL I BRACED BRACING REO'D LENGTH 4B" WALL LINE METHOD WALL BRACING ADJUST REO'D PROVIDED NOTES SPACING FACTDR BRACING I CS 28 90 124 11.16 160 2 G8 26 90 134 I! 16 180 3 Gb 20 350 134 434 sIIv�L_ stazr ITrsEE o1-TgIL] 3(G) CS 20 350 134 434 r 3- 5T 4 55 ILO 124 15.64 1�1.L0 5 ,5 20 3.50 134 434 I 8.0 15IFGL. �TaFn C C5 1 35 11.0 124 13,64 28.5 G G5 12 f. - .95 430 3,99 80 a - SINGLE BTORT WINDS ADJUSTMENT FACTORS ��. *OF EAVE TO GYPSUM TOTAL WALL BRACED GYPSUM BOARD HOLD-DOWN ADJUSTMENT BRACED WIND RIDGE WALL UNE EXPOSURE HEIGHT WALL BOARD RAILING HEIGHT FACOfl LINES _ 1 IIDo Lmm 0.45 Lw lmo 1mm Imm 124 IIDm Imo 0.95 Um too - lmm tem 124 ... 3 Imo Lm 0-w Lam im0 Imm Lm 114 IIDm Imo m.95 lam ImPi (IDP Lmm 124 A IIDm IIDm 0.95 lam too Imm Imm 124 e lmm Imm o.95 Lam lIDo lmo Imm 114 C IE¢ Imm 0.55 1'!0 lmo Imo imm 114 G _ (IDP Imo 0.95 Imm too Imo Imm m.% EF OF SEISMIC EAVE TD WALL ULTIMATE WIND .. LOUR lSl FLOOR 2ND FRIDGE STOflIES ZONE HFIGHi 'WINO SPEED EXPOSURE HEIGHi _ x 2 O: II 5 120 _ - B PRESCRIPTIVE WALL BRACING LEGEND j Wgp 1118" A.P.A. RATED SHEATHING INTERMITTENT BRACING) CS WSP: 1/16- A.P.A. RATED SHEATHING (CONTINUOUSLY SHEATHED) XX' IONE FACE FULL HEIGHT SLOCK ALL PANEL EDGES) ECS kX' IONE FACE FULL HEIGHT. BLOCK ALL PANEL EDGES) 1. NAILED WITH Btl COMM.10.131"x25-)A76'OC. AT 1. NAILED WITH Bd COMM. (0.131"x2.5") AT 6" O.C. AT EDGES AND 12' EDGES AND 12" O.C. AT FIELD O.C. AT FIELD 2. 'P. PANEL.48": REDUCEDWIDTHS ALLOWED 2, MIN. PA NEL LENGTH PER TABLE AS SPEC'D 3. ACTUAL=42"ATBig WALL. 36'BRACING 3. ENTIRE BRACED WALL LINE(BWL) SHALL BE CONTINUOUSLY 4. ACTUAL =36"ATB WALL= 27'BRACING I9NA SHEATHED, U.N.O. CODE REFERENCES' 4. 24" CORNER RETURN REO'D ON EACH END OF BWL PER DETAILE IID25 RED2 A'11m+x rRCaD,s rRGzm 1 aBBD) T11BOLE Rm21. S21m+21RCrm+S IRVSD+T MSC; TPOLE Rm21052 (m,E IRL/m+51RC2D�TMSC; S IN LIEU OF 24' RETURN, BDDLB HOLDOWN REOD 4 T40LEROp2,4521m+2I-EDI51- 10RSC) CODE REFERENCES 1. 602 x,11m+2 rRGm+S1-110RSC1 TB�BZEDR6 05 UDI2IRCWI51RC12Dl7CFW! Gg 112 -GYPSUM BOARD(INTERMITTENT BRACING) . (m,z4mmr51 r 01T0RW1 XX' (FULL HEIGHT- BLOCK ALL PANEL EDGES) D 1 Im,E Y1Gm+5 rRG20+T MSL) 9 1. MIN. PANEL LENGTH .4B (BOTH SIDES OF WALL) $P CONTINUOUSLY SHEATHED PORTAL FRAME 2. MIN. PANEL LENGTH = 96' ZONE SIDE OF WALL) XX' IMAX. PANEL HEIGHT .ID' -.O-: MIN, HEADER -3'X 11.25 -NET) 3. FIBSCREWSATI- O.C. AT EDGESANDr O.C. AT FIELD 4. FULL -DEPTH BLK'G REO'O IN FLOOR SYSTEM- On P D2 I. NAILED WITH 80 COMM. (0.131"x2.5") AT 3" O.C. AT ALL FRAMING (STUDS, BLOCKING, AND SILLS. TYP.) Cp06 REFERERCES: 2. BE E DETAIL AS SPEC'D FOR ALL REOUIREM ENTS .IE M.simr21RG1m+O w0eDn MSCI z TABLER6Dz,D ON SC) CODE REFEREnCEO' D61m12Ir+C/m15 IRfIm,1 MSC1 2 -RE 8602 ,D.sImF21RL/m+51RC/m,TORSCI IRC-lIRLlmtslRDEC, 60]3l+llm+2 rRC/mr51RD20+1 MSC; < p.�U.E RE_ E N0 jIm121RL/m+51RG2m:MY1 J3G NOTES: • ALL BRACED WALLS FINISHED WITH MIN. V2' GYP BOARD OR EQUIVALENT AT INTERIOR SIDE OF WALL U.N.O. x]L BRACING METHOD XX' MIN. PANEL LENGTH PROPOSED IN INCHES 351-01 A I� 4B" J G5 48" GS G5 48" GS 4B" a36" B B MAIN FLOOR BRACING 6CALE: VD-" I'-0' (24 x 36 5NEET) 0 2' 4 8' 10' SCALE: i/B" = I'-0' (II x Il 5NEET)�6m - 2464 SW GLACIER PLACE REDMOND. OR 97756 PH: 541-923-6607 F: 541-546-0761 f I REVISIONS f I •••••• 04FIRE#ITASOF010118� • •• D`L -120 WINDS •••••• •••• •••••• P1129CRIPTIYE. ••••iAlALL•••••• • B1ZACI NG SEE CS S1 A CS 30 5.1 10 5.10 11.0 B GB 25 9 1.0 900 120 C CS 30 5.1 10 5.10 120 SEISMIC WALL LINE ADJUSTMENT FACTORS RAaDWALL1 ERACEDINALL WNLLDMD RWFa LNG GYPIONN MASONRY wFPLEWNI WALL LEE 101N LIVE 16TORr HEDII 6RACMI LOAD DEAD LOAD FACTOR VENEER FAMi GREATERTMNFS A041F1MEN1 FXDR I ID LD ID 10 is LD ID IID 117 ] t,0 L12 1D ID ID Lo IE U, A ID ID ID 1 ID ID IID ID ID IID e ID ID IID IID ID ID IID IID IID G ID ID ID LD ID IID IID ID ID 16T Flow f0h.w F..F.'-- bFML NF wIMME WIND 60sPEEn XwwtWLLESHI WNLWL O0EAO RODNwCALuG FOR •.. DI 120 a % •-15I.5F <15 PEP BRACING REQUIREMENTS - WINDS <120 MPH BRACED BRACINGBRACED REDID TOTALTOT.A� LENGTH WALL LINE METHOD WALL BRACING ADJUST REQU PROVIDED NOTES : SPACING _. FACTOR BRACING . I CS 28 410 .W 423 120 .--- 2 G8 26 4.10 .90 423 110 A CS 25 415 1.11 4.91 ILO B GB 25 8.15 1.11 1024 120 C CS II 1 2.15 1 1.11 1 2.52 120 WINDS ADJUSTMENT FACTORS SAVE TO 0 OF GYPSUM TOTAL BRACED WINO HUGE WALL BRACED GYPSUM BOARD HOLD-DOWN ADJUSTMI WALLLINE EXPOSURE HEIGHT HEIGHT WALL BOARD NARNG FACDR LINES _ _ID0 BRACING REQUIREMENTS - SEISMIC D1 _ BRACED BRACING BWALLD REQU ] ADJUST REDO LENGTH NOTES IDE WALL LINE METHOD LENGTH BRACING FACTOR -.BRACING PROVIDED 2 -1,000 I GS 36 6.12 1.12 6.85 120 1 IDD IDZ IDm Z GS 36 6.12 1.12 1 6.85 11.0 , A CS 30 5.1 10 5.10 11.0 B GB 25 9 1.0 900 120 C CS 30 5.1 10 5.10 120 SEISMIC WALL LINE ADJUSTMENT FACTORS RAaDWALL1 ERACEDINALL WNLLDMD RWFa LNG GYPIONN MASONRY wFPLEWNI WALL LEE 101N LIVE 16TORr HEDII 6RACMI LOAD DEAD LOAD FACTOR VENEER FAMi GREATERTMNFS A041F1MEN1 FXDR I ID LD ID 10 is LD ID IID 117 ] t,0 L12 1D ID ID Lo IE U, A ID ID ID 1 ID ID IID ID ID IID e ID ID IID IID ID ID IID IID IID G ID ID ID LD ID IID IID ID ID 16T Flow f0h.w F..F.'-- bFML NF wIMME WIND 60sPEEn XwwtWLLESHI WNLWL O0EAO RODNwCALuG FOR •.. DI 120 a % •-15I.5F <15 PEP BRACING REQUIREMENTS - WINDS <120 MPH BRACED BRACINGBRACED REDID TOTALTOT.A� LENGTH WALL LINE METHOD WALL BRACING ADJUST REQU PROVIDED NOTES : SPACING _. FACTOR BRACING . I CS 28 410 .W 423 120 .--- 2 G8 26 4.10 .90 423 110 A CS 25 415 1.11 4.91 ILO B GB 25 8.15 1.11 1024 120 C CS II 1 2.15 1 1.11 1 2.52 120 WINDS ADJUSTMENT FACTORS SAVE TO 0 OF GYPSUM TOTAL BRACED WINO HUGE WALL BRACED GYPSUM BOARD HOLD-DOWN ADJUSTMI WALLLINE EXPOSURE HEIGHT HEIGHT WALL BOARD NARNG FACDR LINES _ _ID0 I I- LEND, .w IDS IDd IDE 0.9& 2 -1,000 LOP aw IDD IDZ IDm IDS - PAP S. ACTUAL • 42" AT 8'19' WALL • 3E BRACING Lu V 4, ACTUAL 36- AT 8'ANALL• 27'BRACNGl B WA iPFERENBE6: HEf RN2.31,SIA,2 RG2015 MD2vtT p25CI R,T .2 R01x -1:`m20 A IDo IDL D.9• 130 ID0 - LM Log Ln e Lee fIDL 0.90 190 )IDL )IDL IDS I)1 G 100 fID0 0.90 lam )IDP Lee Loo LO EAW To } OF SEISING HINDU EIGHT WIND SPEED WND ISE FLOOR 2ND FLOOR STORES ZONEHEIGHI HEIGHT I EXPOSINE PRESCRIPTIVE WALL BRACING LEGEND Cg CS-WSP: 7118' A.P.A. RATED SHEATHNG (CONTNUOUSLY SHEATHED) XX' (ONE FACE FULL HEIGHT -BLOCK ALL PANEL EDGES) 1. HALED WITH 80 COMM.(0.131"x2.5") AT 6 O.C. AT EDGES AND 12' O.C. AT FIELD 2. MN. PANEL LENGTH PER TABLE AS SPECD 3. ENTRE BRACED WALL LNE(BWL) SHALL BE CONTINUOUSLY SHEATHED, O.N.O. 4. 24"C RIVER RETURN REO'D ON EACH END OF BWL PER DETAIL vol 5. N LIEU OF 24- RETURN, 80" HOLDOW N RE00 CODE REFEPERCES: R602.111114N12 RUA,S RD201T ORSCI 2. TABLE R60210.5 D012 PG -.11 1 Y.2Ifit2 RLr40,5 RD241x Rm 3 RB02.10.T 1208 PGAFS PC/20f> OPBLI 5. R t4.T Ix01x RLIAIs RG2012 ORSLI S -P CONTNUOUSLY SHEATHED PORTAL FRAME XX' IMAX. PANEL HEIGHT • 10.0': MN, HEADER -3' X 11.25- NET) 1. NAILED WITH Btl COMM.(0.131"x2.5')AT TO.C. AT ALL FRAMNG (STUDS, BLOCKING, AND SILLS, TYP.) 2. SEEDETAL AS SPEC'D FOR ALL REQUIREMENTS LADE REYIETYEB: I.GU FRE rte 10.412012 RLr40,5 Rfi2011 ORBCI 2. Fc11RER6w.,0.412Ufx RLI40158D20tTp25L1 SIDING PER PLAN) SIMPSON DTTI HOLDOU.N ATTACHED TO STUD AT LOCATION PER PLAN I INSTALLED PER MPR INSTRUCTIONS) i 3/6"x5•' LAG SCREW ATTAGEJED TO 2.6 BLK'G BELOW i� I 2.0 12"L BLK'G ATTACHED 1 TO RIM w/ (B) 96 NAILS ' I 2^ - RIM BOARD PER PLAN DBL. TOP PLATE AT FAIN FLOOR i HOLDOWN AT 2ND FLR. I S2 / 800 LB MIN. [RB02.10.4.4(3)] Wgp 7118' A.P.A. RATED SHEATHING (INTERMIT -TENT BRACING) XX' I DNE FACE FULL HEIGHT- SLOCKALL PANELEDGES) 1 1. NAILED WITH SO COMM,(0.13TNZE")AT6-O.C.AT O EDGES AND 12' D.C. AT FIELD 2.TYP. PANEL •49"; REDUCED WIDTHS ALLOWED C S. ACTUAL • 42" AT 8'19' WALL • 3E BRACING Lu V 4, ACTUAL 36- AT 8'ANALL• 27'BRACNGl B WA iPFERENBE6: HEf RN2.31,SIA,2 RG2015 MD2vtT p25CI R,T .2 R01x -1:`m20 GB DORRCI R. 4 TABLE RfiO3.t05.T1A14 F1Lr20,5 F1EY1 tT RscI 112' GYPSUM BOARD INTERMITTENT BRACING) XX' (FULL HEIGHT -BLOCK ALL PANEL EDGES) 1. MN, PANEL LENGTH• 48- IBOTH SIDES OF WALL) 2. MN. PANEL LENGTH • 96' ONE SIDE OF WALL) r� ^ 3. V6 SCREWS AT T'O.C. AT EDGES AND T O.C. AT FEUD SEE DETAILS L4L 4. FULL -DEPTH SLK'G REO'D IN FLOOR SYSTEM- DTL 21D2 eo REFEREFxE. as I20TT RFaxO,s Eefi2o,T OR x. TABLE RM2,0.5 D0,4 BG20,5 Rf�x0,T DR. R602 Ei)I t2 Rc1m,s-2Bn DR.) a. FG .,G&2114012 PC/N15 PLlxOn ORSLI NOTES: • ALL BRACE O WALLS F NRHE D W ITH MN. 112' GY P. BOARD OR EOUNALENT AT INTERIOR SIDE OF WALL. U.N.O. %X BRAC NG METHOD XX' MN. PANEL LENGTH PROPOSED N INCHES GS C9 4$" 1 GB BOTH SIDES ae' - SEE DETAILS O 1 C Lu V OTTIZ N D` W FROM D STUD OCUN INTO BOTH SIDES - r675 r� ^ �Q SEE DETAILS L4L C5 aB ~ NOTES: • ALL BRACE O WALLS F NRHE D W ITH MN. 112' GY P. BOARD OR EOUNALENT AT INTERIOR SIDE OF WALL. U.N.O. %X BRAC NG METHOD XX' MN. PANEL LENGTH PROPOSED N INCHES GS C9 r' m 1 GB BOTH SIDES ae' - SEE DETAILS O 1 Lu V OTTIZ N D` W FROM STUD OCUN INTO W r� ^ �Q SOLID BLK'G BELOW V 1 ~ r (SEE DETAIL) N N � I GB BOTH 51DES 4B" - SEE DETAILS m it 1 25'-0' UPPER FLOOR BRACING SCALE: 1/4" 1'-0' E24 X 36 SHEET) 0 2' 4' 8' 10' SCALE, I/6" • 1'-0' !11 X Il SHEET) - cs aB" 2 OS m 36" I� A liskVIA' 2464 SW GLACIER PLACE REDMOND. OR 97756 PH: 541923-6607 F: 541-546-0761 V) 1 1 Lu V LL W r� ^ �Q O�D V 1 ~ N N = O N m 1 REVISIONS • • CoWRENT AS OF 010118 • • • • • •••••• • IF D1 • ••• •'•� ,2'120 WtN133 •• •••••• ES RIP-GI,�( . • • •'VILALL'....' IFWACING � EC. iii S2 1A � RIDGE BD. - 2.6 OF -2 I ' I\ I I (SEE NOTES 1 1 4) I (I 1 \ I+ i I \ II r VALLEY PLATE 2x8 FLAT OVER SHT11'G. W (2/ I6d TO + SII r EACH TRUSS T CHORD N I' II T 7 TY VALLEY RAFTERS I POSTS - 2x4 OF �P 2x4 DF 7.24" O.C. 4B" OL. 5TAGGERED (SEE NOTES 2 + 4J'r -jj.' "./ f5EE NOTES L 2, 1 3) I I II I I '\ • I �4 PE TRU55E5 m 24" OC. PER PLAN II; i TYP. OVER -FRAMING DIAGRAM D1 SCALE: I/4"=1'-0' (24 x 36 SHEET) SCALE. 1/5"-1'-0' (II x 17 SHEET) COMP. SHINGLES OVER- CO -P. SHINGLES OVER , 15- ROOFINFELT OVER G 2 SHEATHING AS SPEC'D. aIIL I I --- -DIB I I APA RATED OSB ROOF SHEATHING FOR VALUES GREATER THAN SHOWN, VERIFY REQUIREMENTS wl DESIGNER PERFORMANCE CAT. APA SPAN RATING ALLOW. ROOF LIVE LOAD (PSF) 7/16" 24116 540 PSF 1/2" 32/16 570 PSF SIDING AND HOUSE --f- WRAP A5 6 ECT). - 5EE DETAILS, SHT. DS4 ROOFING AND SHEATHING AS 5PEC'D.(SEE CO -P. SHINGLES OVER , IS. ROOFING FELT OVER SHEATHING AS SPEC'D. 15• ROOFING FELT OVER SHEATHING AS SPEC'D. aIIL I I Z 0 f � • 2 Ole BETWEEN TOP CHORDS - I • WRAF AS 5PEC'D. - j V ! - PE. TRUSSES . 24" C.C. PER F/ SIDING ANDHOUSE LAYOUT ./ SHEATHING CONT. r WRAP AS SPEC'D. FLOOR 6N SHEATHING A5 5PEC'D. SEE DETAILS, SHT, DS4 PLACE FOOTINGS CN PLACE AND INT. FINISH! AS 5PEC'D SIDING AND HOUSE --f- WRAP A5 6 ECT). - 5EE DETAILS, SHT. DS4 ROOFING AND SHEATHING AS 5PEC'D.(SEE - 2.6 OF 7 RIDGE ED. (SEE NOTES I + 4) 2x4 DF R POST, TYP. NOTES 1 + 3) F, I IS. ROOFING FELT OVER SHEATHING AS SPEC'D. I aIIL I I Z 0 - 2x4 DF 7 VALLEY RAFTERS 2x6 FLAT 5LK'G. . 24" C.C. TO VALLEY PLATE r� BETWEEN TOP CHORDS BEYOND (SEE VOTES 2 1 4) -. } A.T RIDGE PO5T5 � WRAF AS 5PEC'D. - AS REC'D.(SEE 5HEE7 NS) F.E. TRUSSES .24" O.C. - PE. TRUSSES . 24" C.C. PER PER LAYOUT LAYOUT ./ SHEATHING CONT. r UNDER OVER -FRAMING ja , TYP. OVER -FRAMING SECTION D1 ,% SCALE: IR" -I'-0' (24 x 36 SWEET) SCALE: I/4"-1'-0' III x 11 SWEET) OVER -FRAMING NOTES: I POST DOWN FROM RIDGE BD. AT 48" O.C. TO SHEATHING BELOW. ATTACH POSTS TO RIDGE BD. w/ (4) 1CId FACE NAILS. ATTACH POSTS THRJ LOWER ROOF 5WTH'G. TO BLK'G. BETWEEN TRU55 TOP CHORDS w/ (2);&d TOE NAILS. 2. POST DOWN FROM VALLEY RAFTERS AT 48" O.C. TO 544TW'G. ABOVE TOP CHORDS I OF TRU55E5 BELOW. STAGGER POSTS AS 1 r INDICATED ON DIAGRAM AND ALIGN w/ TRU55E5 BELOW. ATTACH POSTS TO VALLEY RAFTERS w/ (4) IOd FACE NAILS. I ATTACH POSTS 7HRU 5HTH'G. TO 7RU55 / TOP CHORDS w/ (2) I6d TOE NAILS. . TRUSSES . 24" O.C. w/ 3. POST5 OVER 15" SHALL BE 2 -PLY. PE BRACING PER 24"MANO.S. STITCH 2x4'. TOGETHER w/ (2) ROWS OF DETAILS - PROVIDE INbUL. IOd NAILS m 6" O.C. A5 REO'D. (SEE SWEET NS) q ATTACH VALLEY RAFTERS TO RIDGE BD. AlAND TO VALLEY PLATES w/ (3) I6d TOE COMF. SHINGLES OVER NAILS AT EACH LOCATION. 151 ROOFING FELT OVER 'yJ "•-'I SHEATHING AS 5PEC'D. -- --- I GENERAL NOTES i� 1. SEE SHEET NS - ROOF FRAMING NOTES _ 1 FOR LOCAL ICE 5WIELD REOUIREMENT5. DIB 2. SEE SHEET NS -ENERGY CODE REQUIREMENTS FOR SPECIFIC ROOF INSULATION VALUES. TRUSSES R 5LOWN-IN INSUL PE. TRU55E5 a 24" O.G. PER LAYOUT w/ BRACING PER MANUF'S- DETAILS AS REO'D.(SEE SHEET NS) AND NT. FINISH 46 SPEC'D. WHEN FOOTING SECTION 'A' j 15 MORE THAN 8 FT- PROVIDE FOOTING SECTION 'A' i/ 16 GA. x 15" x W MIN. METAL S STRAP TIE EA. SIDE OF SPLICE w/ (8) I6d COMMON NAILS 2. P.T. SILL PLATE W 24" MIN. 24" MIN.. DBL. 21 TOP IE A.B.'. AS SPEC'D. ;LICE SPLICE ]I - 15' ROOFING FELT OVER IS. ROOFING FELT OVER SHEATHING AS SPEC'D. \\\\\\ aIIL 2x6 STUD a 16" OL. w/ R•2, BATT INSUL. AND Z 0 - SIDING AND HOUSE -� Lu V)J I INT. FINISH AS SPEC'D. COMP. 5HINGLE5 OVER o+e I WRAF AS 5PEC'D. - AS REC'D.(SEE 5HEE7 NS) •'-08'�MIN. 15• ROOFING FELT OVER 2.6 67JO5 m I6" O.C. w/ SEE DETAILS, 5HT. DS4 H- FLOOR 6N SHEATHING A5 5PEC'D. 3AS T+G FLOOR SHTH'G. PLACE FOOTINGS CN PLACE AND INT. FINISH! AS 5PEC'D � 1� NG " AS SPEC'D. OVER ENGR AS FE U 1" CSE RIM BD., -- TYP. UNA. ' "5 OU -JOISTS PER PER LAYOUT i� � 1" 055 RIM BD. PER PLAN _ - _ _ - TYP. U.N.O. 3" R I� 01B I i I I PE. TRUSSES . 24" C.C. (� _ _ - I, _ _ I - R-30 FLOOR INSUL. I ) PER LAYOUT SIDING AND N0J6Ef tUPAP AS SFEC'D. - - Will" TYPE 'k' GYPSUM BD. GARAGE SEE DETAILS. 514T. DS4 GARAGE -�- 214 5TUD5 . 16" O.C. wl ` - 2x6 5TUD5 . I6" O.C. SIDING,AND HOUSE �, TR ,AP A5 5PEC'D. INT. FINISH AS 5PEC'D. NT. FINISH AS SPEC D. SEE DETAILB, 5447. DS4 2x6 F.T. SILL PLA7E w/ 2.6 P.T. SILL PLATE w/ -' ANCHOR BOLTS AS SPEC'D, - AD.% AS SPEC'D. L_..1.�1�---- I 4" CONIC. SLAS ON COMP. 1 I I , 4" CONIC. SLAB ON COMP. $IM.�D+a� II GRAVEL EASE AS REO'D $IM D+a GRAVEL BA5E AS REO'D } r: 111 I- Ir CONIC. FNDTN. WALL AND I --CONIC. FNDTN. WALL FOOTING PER PLAN AND FTG. PER PLAN WHEN FOOTING SECTION 'A' j 15 MORE THAN 8 FT- PROVIDE FOOTING SECTION 'A' i/ 16 GA. x 15" x W MIN. METAL S STRAP TIE EA. SIDE OF SPLICE w/ (8) I6d COMMON NAILS 2. P.T. SILL PLATE W 24" MIN. 24" MIN.. DBL. 21 TOP IE A.B.'. AS SPEC'D. ;LICE SPLICE ]I - 15' ROOFING FELT OVER IS. ROOFING FELT OVER SHEATHING AS SPEC'D. \\\\\\ aIIL 51EATNNG A5 6FIE 0. Z 0 - � � •• Lu V)J I .. .• ..I •• Ii' .. roil d o+e I a AS REC'D.(SEE 5HEE7 NS) •'-08'�MIN. - P.E. TRU55E5 a 24" O.C. PER 2.6 67JO5 m I6" O.C. w/ B... MIN. • LA70UT w/ BLOW) -IN INSUL. :+ MIN. OVERLAP T , + . . - • - AS REDD. (SEE 5HEET NS) 3AS T+G FLOOR SHTH'G. PLACE FOOTINGS CN PLACE AND INT. FINISH! AS 5PEC'D � 1� UNDISTURBED SOIL OR W -IL, COMPACTED GRAVEL' -- " I' ' r" -i .I - ry N• , U 1" CSE RIM BD., -- TYP. UNA. ' - -- OU ( e� e 1= 0 w I � 24" DOWELS i0 MATCH , REINFORCEMENT .I' •-- 24" PER PLAN _ - _ _ 3" R COP'.-. SHINGLES OVER - 15' ROOFING FELT OVER IS. ROOFING FELT OVER SHEATHING AS SPEC'D. \\\\\\ Z III o+e I 51EATNNG A5 6FIE 0. BIDING AND HOUSE - WRAP AS SPEC'D. - 5EE DETAILS, SHT. 054 5 STEPPED FOUNDATION 61 SCALE: IR" -I'-0' (24 x 36 5HEET) SCALE: 1/4"-I'-0' (II x 11 SHEET) E5 a 24" OL. w/ PER MANUFS. PROVIDE INSUL. (5EE SHEET NS) COMP. 5HI1431_Eb OVER IS. ROOFING FELT OVER 15• ROOFING FELT OVER �•1 51EATNNG A5 6FIE 0. Z 0 - - 1 Lu V)J I � PE. TRUSSES . 24'O.C. PER o+e I AS REC'D.(SEE 5HEE7 NS) AND INT. FINISH AS SPEC'D. - P.E. TRU55E5 a 24" O.C. PER 2.6 67JO5 m I6" O.C. w/ MEN Im LA70UT w/ BLOW) -IN INSUL. INT. FINISH AS SPEC'D. AS REDD. (SEE 5HEET NS) 3AS T+G FLOOR SHTH'G. AND INT. FINISH! AS 5PEC'D COMIP. 5HINGLE5 OVER OVER -FRAMING, TYP. 15' ROOFING FELT OVER ' -SEE DETAIL 1 / D1 51DNG AND HOJSE SHEATHING AS SPECT) _ _ _ _ _ _ WRAP AS 51 -EC: D. - (•' SEE DETAILS. 5HT. DS4 1 v I -•I _ 1 Tp15SS c 24O.G. I PER L.=TOUT H•. MIN I b PE. TRUSSES *24' O.C. PER LAYOUT w/ FE. TRW SUUSSES a 24" OL. PER 1/2" GYP. BD. CEILING '� LAYOUT w/ BLO-IN INL. AS RED z. (SEE SHEET NS) AND INT. FINISH AS SPEC'D. GARAGE 2x6 6TUD5 . 16" O.C. Ife" Gy P5UM BD. CONT. rr 2x6 P.T. SILL PLATE A8.'e A5 SPEC'D. _ 4" CONC. SLAB ON COMP. I ! GRAVEL BASE AS REO'D CONC, FNDTN, WALL 11,41 c Ti. AND FTG. PER PLAN _I•t 1 � SIM.DIA � (=>r - R -21 BATT INSUL. AND INT. FIN15P AS SPEC'D. 3/4" T+G FLOOR 5HTH'G. AS 5PEC'D. OVER ENGR I -J01575 PER LAYOUT R-30 FLOOR INSUL - 6 MIL BLACK POLY- ETW+ILENE SHEETING - 2x65TUD5 a I6" OL. w/ R-21 BATT INSUL. AND INT. FINISH AS 5PEC'D. 3/4" TIG FLOOR 5HTH'G. AS SPECD, OVER ENGR I -JOISTS PER LAYOUT I- 5/6" TYPE 'K' GYPSUM BD. CEILING UNDER L V INC SPACE GARAGE 2x667UDS m I6" O.C. w/ 1r" GYPSUM ED. CONT. 2.6 R.T. BILL PLATE w/ AB.'e AS SPEC'D. \ _ 4" CONC. SLAM ON COMP. GRAVEL BASE AS REO'D CGNC. FNDTN, WALL AND FTG. PER PLAN SIM. -3/4" T4G FLOOR SHT14'G. AS SPEC'D. OVER ENGR I-JO15T5 PER LAYOUT r 055 RIM BD., TYP. UNA. r CRIPPLE WALL FRAMING W 2.6 5TUD5 . 16" O.G. - STEP ON. AT END WALL TO SUPPORT FLOOR JOISTS (NO JOIST HANGERS) - SEE TYP. WALL SECTION 4/DI FOR NOTES IN COMMON DIB I �I I 1� I EIDING AID HOUSE -� WRAF A5 5FEC'D. - SEE DETAILS, BHT. DS4 COMP. SHINGLES OVER IS" ROOFING FELT OVER SHEATHING A5 SPECD. F.E. TRU55ES m 24" O.C. w/ BRACING PER MANUF'6. DETAILS - PROVIDE INSUL. AS REO'D. (SEE SHEET NS) COMP. 5HIN6LE5 OVER IS. ROOFING FELT OVER SHEATHING AS 5PEC'D. o Z 0 u Z� Lu V)J I ' � PE. TRUSSES . 24'O.C. PER LAYOUT w/ BLOWN -IN INSUL. AS REC'D.(SEE 5HEE7 NS) AND INT. FINISH AS SPEC'D. - 2.6 67JO5 m I6" O.C. w/ MEN Im R-21 BATT INSUL. AND INT. FINISH AS SPEC'D. 3AS T+G FLOOR SHTH'G. _ AS SPECb. OVER ENGR � 1� - I -JOIST,. PER LAYOUT U 1" CSE RIM BD., -- TYP. UNA. ' - -- OU 0 w I � Lim i LPH: 2464 SW GLACIER PLACE J EDMOND, OR 97756 541.923_.E.7 F: 541-548-0761 4 REVISIONS 4 W 4 r DIe SIM. `- ----� •••• •••0• • • 3l1RRENT AS OF 100118 • •• • • �- R-21 BATT INSUL. AND INT, FINISH AS SPEC'D. 3/4" T+G FLOOR SHTH'G. AS SPECD. OVER ENGR -JOISTS PER LAYOUT u/ I FLOOR INSUL. I _ --- 6 MI, BLACK POLT- ETH-LENE SHEETING • 2.6 STUDS - 16" CC. ./ SIDING • • • • • • AND HOUSE WRAF 45 61PEC'D.-R-21 BATT INSUL. AND - y - SEE DETAILS, SWT. DS4 INT. FINISH AS 5PEC'D. • • •••••• 2x P.T. SILL PLATE wl �. AS TIG FLOOR Sv�TH'G. • • • • • • • w AB.b AS 5PEC'D. _ _ _ _ _ A5 SPEI5T5 P . LAE ETg • • • • • • • • I� -� I -JOISTS PER LAYOU � • • 1 • • • . • • • • ..� DIA -'�- f T • • • • • 000 I • •n FLOOR INSUL. • • •T�I• • { CONC. FNDTN. WALL - C " , • • • • j •!•P. WAtL• • • :. AND FTG. PER PLAN - t rI7 = _ PERIMETER DRAIN PIPE ETH ENE 9HIFEING LY- • C��I O A I �• • • - ONLY A5 REO'D. FOR !JEER I V LOCAL SOIL CONDITIONS I LFr p�J7I1_ __ SEE CS 2 TYP. EXT. GARAGE WALL SECTIONS s TYP. GARAGE TO HOUSE WALL SECTIONS a TYP. WALL SECTION D D1 5CALE: "=1'-0' (24 x 36 5HEET) D1 SCALE: IQ"=I'-0' (24 x 36 5HEET) D1 SCALE. 1/2"-1'-0' e24 x 1 SWEET) '71 5CALE: '/4"=1'-0' (11 x 11 5HEET) SCALE= 1/4"-I'-0' (IIx 11 SWEET) SCALEt 114"-P-0' (II x Il 5HEET) W :� o Z 0 u Z� Lu V)J J cl: MEN Im 4 REVISIONS 4 W 4 r DIe SIM. `- ----� •••• •••0• • • 3l1RRENT AS OF 100118 • •• • • �- R-21 BATT INSUL. AND INT, FINISH AS SPEC'D. 3/4" T+G FLOOR SHTH'G. AS SPECD. OVER ENGR -JOISTS PER LAYOUT u/ I FLOOR INSUL. I _ --- 6 MI, BLACK POLT- ETH-LENE SHEETING • 2.6 STUDS - 16" CC. ./ SIDING • • • • • • AND HOUSE WRAF 45 61PEC'D.-R-21 BATT INSUL. AND - y - SEE DETAILS, SWT. DS4 INT. FINISH AS 5PEC'D. • • •••••• 2x P.T. SILL PLATE wl �. AS TIG FLOOR Sv�TH'G. • • • • • • • w AB.b AS 5PEC'D. _ _ _ _ _ A5 SPEI5T5 P . LAE ETg • • • • • • • • I� -� I -JOISTS PER LAYOU � • • 1 • • • . • • • • ..� DIA -'�- f T • • • • • 000 I • •n FLOOR INSUL. • • •T�I• • { CONC. FNDTN. WALL - C " , • • • • j •!•P. WAtL• • • :. AND FTG. PER PLAN - t rI7 = _ PERIMETER DRAIN PIPE ETH ENE 9HIFEING LY- • C��I O A I �• • • - ONLY A5 REO'D. FOR !JEER I V LOCAL SOIL CONDITIONS I LFr p�J7I1_ __ SEE CS 2 TYP. EXT. GARAGE WALL SECTIONS s TYP. GARAGE TO HOUSE WALL SECTIONS a TYP. WALL SECTION D D1 5CALE: "=1'-0' (24 x 36 5HEET) D1 SCALE: IQ"=I'-0' (24 x 36 5HEET) D1 SCALE. 1/2"-1'-0' e24 x 1 SWEET) '71 5CALE: '/4"=1'-0' (11 x 11 5HEET) SCALE= 1/4"-I'-0' (IIx 11 SWEET) SCALEt 114"-P-0' (II x Il 5HEET) TYP. EXTERIOR WALL - 2.6 STUDS - - 16" O.C. w) HOUSE WRAP AND SIDING OVER 45 5PEC'D. - SEE SIDING AND FLASHING DETAILS. 514T. DS4 3"x 3"x 0229" SQ. PLATE WASHER BETWEEN SILL PLATE AND NUT 2.6 P.T. SILL PLATE, TTP. (2x8 FOR 8" STEI.IWALL AT HANGER LOCATIONS PER LAYOUT) OVER SILL SEALER AS SPEC'D. w/ I/2"x 10" ANCHOR BOLTS AT 6'-0' O.G. MAX. (2 PER BD, MIN. w/ WASHER AND TIGHTENED NUT) FINISH GRADE WASHED GRAVEL OR - CRU514ED ROCK - 2" MIN. UNDER / 6" MIN. COVER 4-0 PERFORATED DRAIN — PIPE WRAPPED IN FILTER FABRIC CONT. AROUND FOUNDATION TO DAYLIGHT OR DRAINAGE SYSTEM - ONLY AS REO'D. FOR C LOAL SOIL CONDITIONS PLACE FOOTINGS ON — UNDISTURBED 501L OR COMPACTED GRAVEL, TYP. BATT IN5UL. AS REO'D. BETWEEN STUDS w/ INTERIOR FINISH AS SPEC'D- I �` J 7 - 3/4" T+G FLOOR EH7W'G. 45 SPECT). - PROVIDE } 1/2" PARTICLE BD, OVER AT AREAS W/ VINYL FLOORING / I/4" CEMENT BD. AT TILE FLOORING ENGR'D.-JOISTS PER LAYOUT W/ HANGERS PER MANUF. - PROVIDE IS" MIN. CLEARANCE TO GROUND IN CRAWL SPACE I FLOOR INSUL. A5 SPEC'D. - SUPPORT AS REQ'D. \\ +� CONIC. FNDTN. WALL w/ -4 BAR INTERIOR FINISH AS SPEC'D. 3/4" 51,15FLR SPACER BETWEEN CONT. WITHIN 12" OF TOP OF WALL MUD SILL AND BOTTOM PLATE 1�� - f• �j 5PEC'D. - SEE SIDING AND I BARS VERTICAL 48" O.C. w/ FLASHING DETAILS, 5HT. DS4 _ U STD. HOOK - 3" Cl -R. TO BOTTOM Z AND 14" MIN. UP INTO WALL SILL PLATE OVER SILL SEALER EXPANSION JOINT AS SPEC D. - 6 MIL BLACK POLYETHYLENE SHT'G. . ' ��, •" M SEE SHEET NS - FOUNDATION PIAN NOTES •, �'_>Vl ;�.,. , FOR SPECIFIC INSTALLATION REQ'5. C_ 6.. / S.. R PLA�1 � CONIC. FOOTING w/ =4 BAR CONT. - PLACE 3" TO 4" FROM BOTTOM IZ" (6" WALLJ � UN -0- 16" (S•WALL) TYPICAL FOUNDATION DIA SCALE: I"=I'-0' (24 x 36 SWEET) I/2 SCALE: "=I'-0' (IIx I7 SHEET) r6'r 0// COMP. BACKFILL AS RECD \/ /��-V/\/\�\��q4,/ -COMPACTED BACKFILL CONIC- FOOTING PER PLAN CONT. ACROSS OPENING AS BOND BEAM w/ •4 BAR CONT. —�--� µ I-•�� PLACE FOOTIN:, ON UNDISTURBED SOIL OR COMPACTED GRAVEL PER PLAN OVERHEAD DOOR OPENING �01A/ SCALE: I"=I'•0' (24 x 36 SHEET) SCALE: 1/2"-V-0' (II x 11 SHEET) 3/4" TsG FLOOR Si4TH'G. AS SPEC -0. ENGR'D.-JOISTS PER LAYOUT W/ BLK'G. A5 REQ'D. - FLOOR IN5UL, BETWEEN AS SPEC -D. --- k N ---- --' 2x4 /2x6 CRI6 WALL PER PLAN E I w/ STUDS a 24" O.G. MAX. AND Q DBL TOP PLATE WI I U I 2. P.T. SILL PLATE w/ I/2"x T" Z I ANCHOR BOLTS A7 6'-0' OL. MAX. • w/ WASHER AND TIGHTENED NUT m I •-Ji,' �CONC. FOOTING PER PLAN w/ ip I _ (U =4 BAR CON7. r --n1— ... —iii—iii—iii—� - i2' (UN.O.) 2x4 WALL S MIL BLACK POLYETHYLENE SHEETING OVER EXPOSED GROUND 16" (UN.O.) 2x6 WALL z TYP. CRIB WALL DIA SCALE: i"=I'-0' (, 36 SHEET) SCALE: 1/2"=I'-0' (II x IT SHEET) ti I I I SIDING AND HOUSE WRAP AS 5PEC'D. - SEE SIDING AND FLASHING DETAILS, SWT. DS4 EXPANSION JOINT AS 5PEC'D.� I 4" GONC.DRIVEWAY OVER--�� I . COMP. BACKFILL AS REQ'D - SLOPE DWT. AWAY MIN, 29 2. STUDS PER PLAN - 16" O.G. -x6 STUDS m I6" O.G. w/ III,/ INTERIOR FIN15W AS SPEC'D. INTERIOR FINISH AS SPEC'D. 3/4" 51,15FLR SPACER BETWEEN X3/4" SUBFLR SPACER BETWEEN MUD SILL AND BOTTOM PLATE MUD SILL AND BOTTOM PLATE 51DING AND HOUSE WRAP AS OF WALL FRAMING 5PEC'D. - SEE SIDING AND FLASHING DETAILS, 5HT. DS4 STEM WALL BEYOND w/ 2.6 P.T. AND ANCHOR BOLTS AS SPECT) SILL PLATE OVER SILL SEALER EXPANSION JOINT AS SPEC D. - AND ANCHOR 5OLT5 AS SPECT). / COMP. BACKFILL AS REQ'D - U 4" CONIC. DRIVEWAY OVER I 4" CONIC. GARAGE SLAB W/ _ CO`L PE DW LL AS MIN. -� I SLOPE DWY. AWAY MIN. 2% � f� / THICKENED EDGE AT OPENING -SLOPE MIN. 196 TO GVHD. DR. 1/ r6'r 0// COMP. BACKFILL AS RECD \/ /��-V/\/\�\��q4,/ -COMPACTED BACKFILL CONIC- FOOTING PER PLAN CONT. ACROSS OPENING AS BOND BEAM w/ •4 BAR CONT. —�--� µ I-•�� PLACE FOOTIN:, ON UNDISTURBED SOIL OR COMPACTED GRAVEL PER PLAN OVERHEAD DOOR OPENING �01A/ SCALE: I"=I'•0' (24 x 36 SHEET) SCALE: 1/2"-V-0' (II x 11 SHEET) 3/4" TsG FLOOR Si4TH'G. AS SPEC -0. ENGR'D.-JOISTS PER LAYOUT W/ BLK'G. A5 REQ'D. - FLOOR IN5UL, BETWEEN AS SPEC -D. --- k N ---- --' 2x4 /2x6 CRI6 WALL PER PLAN E I w/ STUDS a 24" O.G. MAX. AND Q DBL TOP PLATE WI I U I 2. P.T. SILL PLATE w/ I/2"x T" Z I ANCHOR BOLTS A7 6'-0' OL. MAX. • w/ WASHER AND TIGHTENED NUT m I •-Ji,' �CONC. FOOTING PER PLAN w/ ip I _ (U =4 BAR CON7. r --n1— ... —iii—iii—iii—� - i2' (UN.O.) 2x4 WALL S MIL BLACK POLYETHYLENE SHEETING OVER EXPOSED GROUND 16" (UN.O.) 2x6 WALL z TYP. CRIB WALL DIA SCALE: i"=I'-0' (, 36 SHEET) SCALE: 1/2"=I'-0' (II x IT SHEET) ti I I I SIDING AND HOUSE WRAP AS 5PEC'D. - SEE SIDING AND FLASHING DETAILS, SWT. DS4 EXPANSION JOINT AS 5PEC'D.� I 4" GONC.DRIVEWAY OVER--�� I . COMP. BACKFILL AS REQ'D - SLOPE DWT. AWAY MIN, 29 2. STUDS PER PLAN - 16" O.G. III,/ INTERIOR FIN15W AS SPEC'D. SPECT).- SEE DETAILS 3/4" 51,15FLR SPACER BETWEEN MUD SILL AND BOTTOM PLATE OF WALL FRAMING /f STEM WALL BEYOND w/ 2x6 P.7. SILL PLATE OVER SILL SEALER /r AND ANCHOR BOLTS AS SPECT) 4" CONIC. GARAGE SLAB ON a / COMP. BACKFILL AS REQ'D - U SLOPE MIN. 1 e TO CVHD. DR T 1,2 g 16„® UNA. 5 MAN DOOR OPENING DIA SCALE: 1"=1'-0' (24 x 36 SHEET) SCALE: I/2"=I'-0' (11 x 11 SHEET) FLOOR SHTH'G. AS SPEG'D. OVER ENGR'D. I -JOISTS PER LAYOUT W/ BATT IN5UL. BETWEEN AS REQ'D. Cj1, r (UN.O. PER PLAN) 1L .. , �� � - 7x (2) 16d NAILS THRU KING--- - - SND TO HEADER EA. END � - 4.6 HEADER, TYP. 2x4 / 2x6 CRIB WALL PER-y�2 . - — - -- PLAN w/ STUDS - 24” O.C. C 71 MAX. AND DBL. TOP PLATE Ix ! 10" V W TTP. 2x P.T. SILL PLATE _ I7YP. QZ � .4 Z f CONC. FOOTING PER PLAN - ° • V W w/(1)'4 BAR CONT. AND _ ____ ___= EUH -pz1E� I/2"x l" ANCHOR BOLTS m • _ c ° 6'-0' O.C., TYP. - -_- _ CCNC. FNDTN. WALL - BLOCK OUT AT MAN DOOR AND POUR SLAB THROUGH TY-. CONIC. FOOTING w/ -4 BAR CONT. - PLACE 3" TO 4" FROM BOTTOM PLACE FOOTING ON UNDISTURBED SOIL OR COMPACTED GRAVEL 6 MIL BLACK POLYETHYLENE 5HT'G. OVER EXPOSED GROUND, TYP 30" a ) CRIB WALL BLOCK-OUT DIA SCALE: I"=I'-0' (24 x 36 SWEET) SCALE: IR"=1'-0' (II x 11 SHEET) PE. TRUSSES - 24" O.G. - PER LAYOUT w/ 1-254 T;E TYF. AT EACH TRUSS SEE TYP. OVERHANG _ DETAIL 3/DIB FOR NOTES IN COMMON 41-I+, 4.4 WD. POST PER PLAN I I w/ 5C4 POST CAP, TYP. - WRAP w/ TRIM AS SPEC'D. I I PER DETAILS ON SWT. DS3 II II III GROOVED SOFFIT PANEL 4" O.C. AT AREAS & FT. DEEP OR LE55 -OR - LP SMART PANEL w/ 4/4 x 2" BATTS OVER SEAMS FOR LARGER AREAS 4. WD.BEAM PER PLAN w/ LAP SIDING TRIM UNDER AND (2) PIECES EA. SIDE - RIF TOP PIECE/TRIM TO FIT 6B PORCH / PATIO BEAM TRIM DIA SCALE: I".I'-0' (24 x 36 SHEET) SCALE: 1/2"=1'-0' (11 x 11 SHEET) WRAP P057 w/ TRIM AS SPECT).- SEE DETAILS I ON SHEET DS3 �Z PER PLAN 00" TYP.) III u' a 4x4 WD, POST PER PLAN - PROVIDE 51MPSON ABW44 STANDOFF POST BASE w/ (S) IOd NAILS AND 12'k 4" TITEN HD SCREW ANCHOR - 112" EXP. ANCHOR TO CONCRETE 4" CONIC. PORCH SLAB L"/ THKN'D. EDGES ALL SIDES - SLOPE AWAY MIN, 2% • • • - • SO.- •• • � \ BLOCK OUT OR EXCAVATE \ FOR 6"x B" MIN. PIER PRIOR • • • • • • TO POUR -POUR W/ SLAB • • •. .•. • CONT. TO FOOTING • • •• CONC. FOOTING PER PLAN • • • • • • :Ti I -III- Il I -i i --i i t PLACE FOOTING ON UNDISTURBED SOIL OR COMPACTED GRAVEL PER PLAN 6A PORCH / PATIO FOOTING '. DIA,.' SCALE: "=I'-0' (24 x 36 SWEET) SCALE: 1/2"=1'-0' (11 x 11 SHEET) 2414,9W GLACIER PLACE REDMOND. OR 97700 PH: 541-923-OOD7 F: 541.04&0701 r J �Z W a U REVISIONS —rte. •••®• 4�1RRLRNT AS OF 100118 •••••• •.�€I�MIC�•'• • •..TYPICAL'• '••�?EfiAILS'•' SEE CS Dl CCMF, SHINGL E5 CVER '5' RCC=INr_ FEL' O✓ER 5-E- _ NC- -5 5c9C '- 5--- - _ S5 SFE - teJ55=5 ✓E\T S_<'G, _S -=a:: 5N'LF _NE -NG "RJ55'L'_S N.—CE =CR F_ - =CR 5'RSIG-- F_&-„ METS! GF'F F- _--� . , 6 F'N:5- FLcC' I 12 114" � w✓ OPT GSL ✓-N'=E- ENCLOSE] 'O E=_1 C -'R..55 '-'_ SOFFITS GE --- 5= DS4 -'"E. TRUSSES s a' C.C. PER L=*OUT w• 'IE '= ELCH 'RU55 LNG N5LL _E. RPr r , SFF -WFF" NS FRL-INC. r 16 Or- -Or- GTOP =--E 7 = N- w ISH L- 5FEC'G. _TYPICAL OVERHANG C r IT SHEET LNG y6o -C °- =LCG< ,,,-E FE v'..CJRS C CS -DELA-•_s - _-� �-7: 6 S- UG5 a 1& c,Co_ WccN LNC INT,-IN'S1- 5=CC c " IEC- =L OCF 5= ='G. -5 SPEC- O'✓ER ENGF JC ., S=F TRIM 5E'.== CJ%CO<ERS CC-- 5_ING-__5 CVER FCC= vG =E_? OVER 5-E -'NGL5 „=EC'G E--! GRIF EGGS 3LY SFEC G TfLVT 100 ENC- N' E . V L- FIN"5� FLSC = .. E-. 0_"-CC<ER ✓ER : ROUG- - LSC'- �10o GLLv,N:_EG r- ;L-" OJTLGOCERS �' =E' CC _'CE-C- OUTLOC<ER ' F C 5J=CR RLC- RCCF C✓=yN- ,CH 7^= C-CR_C= G=ELE ENG 51C'NG LNC HOUSE "Rii. _S__ 'FUSS -NG RJN _=RCJGH =EC'G - SEE 51i _ NG LNG -SLANG GETLILS Su' DS4 ._,'FJ55E5 * :� CC. PER _` L-7 �cFC ✓'CE SCGIG E_<G. _ -c$- 'N7 -R:"-ER LCC --CNS -e FEGG c 5 OR 5.<G co NL _ _ - GE =C *C= -- _ a TYP. FLOOR FRAMING AT WALL D1B - - -C' 36 E.== z TYPICAL E_AVE DIB SCL:E:-- .-C' - i6 5=EET .1-C, , _ S-EE7 DE'_... TCF =_- a - -4CE N- L m i6o CC'-' CNE CC: -N= kIor2)� H2.5A j j HIT516 HTS20 I'il I 4 Lam' s- TRUSS ANCHORING D1B NC SC -LE TABLE R602.7.5 MIN, OTY. KING STUDS REO'D. AT HDRS. -STUDS AT 16" O.C. HEADERSPAN OR2017ORSC WA2015IRC ID2012IRC 5T 4'lo c 8' 2 2 1 28' 3 3 1 1 HE?GER =ER -_LN I -GER =ER F'_=N r• ENG NLIL 5%. 7C-'E-CEF _ PL -7 LNrR -E-GER ' - _ 1 _-i N -ICER J'KGEF I I -E GERS nF TRIC --ER -=RCV'GE I RIM'1ERS E:- 51GE OF C=ENINGS — _✓ STJGS - J.NC . .� S FT. OR GRE -TER 7SELE RSC:.-.' -QC CE FJL L SING S"JG_WHERE S_ KING- 5%re . C' :', PER T-ELE RSC: "'.5 V HE\'G'.CL'_,_ rV-=.RIES =ER CFENNG I I I s TYP. HEADER SUPPORT s TYP. WINDOW MULLION D1B _ -C' - ;6 5 D18 UPLIFT RESISTANCE VERIFY MAX. UPLIFT FROM REACTIONS SECTION IN TRUSS ENGR'G. AND PROVIDE APPROPRIATE HURRICANE TIE FROM CHART BELOW. (R802.11.1) FOR UPLIFT VALUES GREATER THAN SHOWN, VERIFY RED'S. WI DESIGNER. HURRICANE TIE MAX. ALLOW, UPLIFT FASTENERS H2.5A 6001b (5) 8d to Truss 1 (5) 8d to Plates (2) HI 12001b (5) 8d to Truss f (5) Bd to Plates HTS16 12601b (16) 10d Nails HTS20 14501b (20) 10d Nails LIP'A 2464 SW GLACIER PLACE REDMOND, OR 97756 PH: 541-923-6607 F: 541-546-0761 C ✓E R, -F TC= FL LTES -' G•R4_F- -NC 'N7ER5;ECTICN5 - --'EN - '6o FACE NLILS wj L- 1 C E' '6d COMMOKS a :6' CC - r ^ STDG FFLMING =ER -5 TY FICm_ E✓CE=' -' G=ENNC•5 -NG -RC✓IGE16o ENG N_'_5 c• _ 160 -CE W NL:LS -''?CF -'N'G EC"'C" =_L -ITS 5=r T --„_E RSC: ;•'. FCR -_-E RNL'E N - :'NG Q z TYP. WALL FRAMING U DICc-'-E -C' r:" `6 e __ REVISIONS — s-r•-rar 0000 0000• • • 041 AS OF 100118 • • • • • 0000•• 0000•• •• • • 0000•• • • 0000•• • • • 0000 • • • • • • • • • • • • 000090 •••• • • • 0.00•• ••TYPICAI•. •�� SEE CS DIB - .CER —_CCN'T INUCUS CV-eR 5CT- E'R :—___._ =_1,=_5 a GEL. PCG' -L =R -MES TCIE ='N 5 -EG WAG i u CF GFEnIN'G 71. ° �:�I 1- 1--B�II7�i7 l IIS, I I`tiTliail'= I�-�i tai r i t T . 5L45 u--'C<ENEC NOTE: ALL NOTES TYP. AT EACH PANEL LOCATION SPECIFIED PER PLAN 7ENSIO\ STRAP PER TAFI_: R6C',IOm= C4 E-. t1�,E C' OPENING: cER F. -N - _ cRC iIG_•.. :LLE451NS:C'E HCR =OR -��� REc'G - CEN -ER STR-cS • .I• - FO --C" C "E -CER • .. '- -:¢ PER PLAN , I N i" . 11-I11 ' �r '-'y _ '.-I_ GING 57 -UD TO LEADER 6 'bo 51N<ER5 EA, END • PRCvICE .r _ERS INCICE LCR FOR TENSION 57R=P5 GR TRAC<5 AS REC'C =-C=_ r`-. C- FL ATE TC HEADER OF 160 FINGERS - C.C. I - i E -LICK WOOD S-RJGT'JR-^L F -\E_ —' L 5=EG CONTINUCU6 FRC" Cr -C 5CTTO- OF WAL'. c• CEC -E RnIi TEG G_R_Gc e_-_ PER FLAN ..CNC =0071-. PER PLAN s METHOD CS -PF: CONT. SHTH'D. PORTAL FRAME D2 c' - Be s�== R602.10.6-4 GARAGE I t CS -PF - - rC ALI-C� E/TENSION OF 'N5UL=TION TC El- CCR\ER EXTERIOR r' 7.6 'L' F-L<'G AT ITER CR INTERSECTING WALLS C EY7EN5101, OF INSU; ISE - SEE NAIL USE CHART / FASTENING SCHEDULE FOR 5TUD TO STUD NAILING ') SiUG CCRNER FR^ N -- Ar IN7ER5EC7:0N CF RE - GAR aGE LUL -L 70 -__C- FULL E/7FN5-0\ 0= \5- -R-'- 5,:_ FR_- NG PER FLAN (2'`,6 STUG- E=.ENC 0= P0R7LL =R-- AN WHERE GCC�RS -; TYP. CORNER FRAMING Dy2 5C-__ :'-C' - S6 6,4EE') SC-__ - , -C' EHEET y,7 ERACEC _ FGNEL PER TT S, GS SPEC C C✓ER : RE C'_`r=FO'✓Ea_.16_ CCENGR.-JCIS-S PER _-_O-, 5R -CE= --'L- PANE,. 5R -CEG L P -NEL GONTINUCLS G" E_ II ---- f I? ? 5_GG CCN 2• 3 ''bo\-_..__ -__ =E\'C- - OF ICR -EG CR BR -1 N -ER -` -_ IL N SR-CED CR ER CE:: PANE E/T eRLCEC PANEL PER P__\ = _G ils ✓=R ENC•RJ :CSS I'�S �{9 _--Ov E— in -<S. -E-5s. I I — y r } GONG. FNP-\. __ .-�..,;4•'• • ---� TTX .. PER A FU_'-- -. A.ONG .ENC_ C. __ _`-...__Ci.. -_ONG ER_C_- -_N'__ PERPENDICULAR PARALLEL TO FRAMING TO FRAMING z BRACED WALL PANEL CONNECTIONS R602.10.8.2 :•E 5CR_F FLOCKING �PPL7 16 SCRAP 5'CCG'NG a TYP. SCRAP BLOCKING °z 5- E:. 6 NAIL USE CHART / FASTENING SCHEDULE PER TABLE R602.30) QUANTITY, SIZE, AND LOCATION (SPACING) TYPES (SELECT ONE) a CC SYM. BUILDING ELEMENT I EC. or 5 -KG -C 5 __ C• -.. ^- TGE N=''_ c = £o�G/ — _COR JCIS' 7C 5.__ c -C- �• `_ _ _ So CC""CN _ _ o .GIO_ N- / —7-77:1: - F. ESC/ Q I '-C--'CN W3 W W I C'=7EN S -'L.. 7C LCR a F. I c^ 5C/ NILS IN : GRID S -C j-C<-STUr 5TR-FE PER FL-\ =\G 7'-F R6C_ ICE a q • I I :DE C-C� nwc ,CPFGE'-E 5',DE FOR - F= -NEL .SPLICE . IF NF ECEG W cAN'=_ -_'GE. e—L- CCCUR C✓EG -ND cE N=,LEC- 7C GC`n-IC\ E_G'C- •. - bo JO—CNe .: CC E-. Ecce - a _ xPCR __ 57005 517-5 5LG G. ETC ..I •• ^•,IN :: a 'N'S7--LED PER - P_ -T= —'S -ERS 71. ° �:�I 1- 1--B�II7�i7 l IIS, I I`tiTliail'= I�-�i tai r i t T . 5L45 u--'C<ENEC NOTE: ALL NOTES TYP. AT EACH PANEL LOCATION SPECIFIED PER PLAN 7ENSIO\ STRAP PER TAFI_: R6C',IOm= C4 E-. t1�,E C' OPENING: cER F. -N - _ cRC iIG_•.. :LLE451NS:C'E HCR =OR -��� REc'G - CEN -ER STR-cS • .I• - FO --C" C "E -CER • .. '- -:¢ PER PLAN , I N i" . 11-I11 ' �r '-'y _ '.-I_ GING 57 -UD TO LEADER 6 'bo 51N<ER5 EA, END • PRCvICE .r _ERS INCICE LCR FOR TENSION 57R=P5 GR TRAC<5 AS REC'C =-C=_ r`-. C- FL ATE TC HEADER OF 160 FINGERS - C.C. I - i E -LICK WOOD S-RJGT'JR-^L F -\E_ —' L 5=EG CONTINUCU6 FRC" Cr -C 5CTTO- OF WAL'. c• CEC -E RnIi TEG G_R_Gc e_-_ PER FLAN ..CNC =0071-. PER PLAN s METHOD CS -PF: CONT. SHTH'D. PORTAL FRAME D2 c' - Be s�== R602.10.6-4 GARAGE I t CS -PF - - rC ALI-C� E/TENSION OF 'N5UL=TION TC El- CCR\ER EXTERIOR r' 7.6 'L' F-L<'G AT ITER CR INTERSECTING WALLS C EY7EN5101, OF INSU; ISE - SEE NAIL USE CHART / FASTENING SCHEDULE FOR 5TUD TO STUD NAILING ') SiUG CCRNER FR^ N -- Ar IN7ER5EC7:0N CF RE - GAR aGE LUL -L 70 -__C- FULL E/7FN5-0\ 0= \5- -R-'- 5,:_ FR_- NG PER FLAN (2'`,6 STUG- E=.ENC 0= P0R7LL =R-- AN WHERE GCC�RS -; TYP. CORNER FRAMING Dy2 5C-__ :'-C' - S6 6,4EE') SC-__ - , -C' EHEET y,7 ERACEC _ FGNEL PER TT S, GS SPEC C C✓ER : RE C'_`r=FO'✓Ea_.16_ CCENGR.-JCIS-S PER _-_O-, 5R -CE= --'L- PANE,. 5R -CEG L P -NEL GONTINUCLS G" E_ II ---- f I? ? 5_GG CCN 2• 3 ''bo\-_..__ -__ =E\'C- - OF ICR -EG CR BR -1 N -ER -` -_ IL N SR-CED CR ER CE:: PANE E/T eRLCEC PANEL PER P__\ = _G ils ✓=R ENC•RJ :CSS I'�S �{9 _--Ov E— in -<S. -E-5s. I I — y r } GONG. FNP-\. __ .-�..,;4•'• • ---� TTX .. PER A FU_'-- -. A.ONG .ENC_ C. __ _`-...__Ci.. -_ONG ER_C_- -_N'__ PERPENDICULAR PARALLEL TO FRAMING TO FRAMING z BRACED WALL PANEL CONNECTIONS R602.10.8.2 :•E 5CR_F FLOCKING �PPL7 16 SCRAP 5'CCG'NG a TYP. SCRAP BLOCKING °z 5- E:. 6 NAIL USE CHART / FASTENING SCHEDULE PER TABLE R602.30) I sl 2464 SW GLACIER PLACE REDMOND. OR 97756 r PH: 541.9235607 F: 541-548-0761 I 0 f n J Q W V Z G Q L.L �. REVISIONS �rw •••••• • • • CVJRRONT AS OF 100118 • • •• • •••••• • •• • • • • • •••••• 0000 •••••• •••• •• •• TY'•FRANtW' i • • •D�FAI LS • • • SEE CS D2 QUANTITY, SIZE, AND LOCATION (SPACING) TYPES (SELECT ONE) a CC SYM. BUILDING ELEMENT I EC. or 5 -KG -C 5 __ C• -.. TGE N=''_ c = £o�G/ ❑ IT—F- _COR JCIS' 7C 5.__ c -C- �• `_ _ _ So CC""CN _ _ o .GIO_ N- / —7-77:1: - F. ESC/ I sl 2464 SW GLACIER PLACE REDMOND. OR 97756 r PH: 541.9235607 F: 541-548-0761 I 0 f n J Q W V Z G Q L.L �. REVISIONS �rw •••••• • • • CVJRRONT AS OF 100118 • • •• • •••••• • •• • • • • • •••••• 0000 •••••• •••• •• •• TY'•FRANtW' i • • •D�FAI LS • • • SEE CS D2 t �.— TOP PLATE �_ .—.—.—.—...— 7n �1 START ARCHE5 FROM UNDER5I0E �r _ -y Q FINISH FLOOR TOP PLATE i0 Q ml ♦I T 5-1/2" MIN. (3) EVENLY SPACED - U FINISH FLOOR 6/12 6/12 BEAM PER PLAN %,•.,+. START ARCHE5 FROM UNDER5I0E _ -y 2x6 SCRAP BLOCKING EVEN IF NO BEAM REO'D. STILL RNtCE PLA: Q AS INDICATED T 5-1/2" MIN. (3) EVENLY SPACED - U - �— 10" MIN. TREAD DEPTH 2.12OR APPROVED BEDRM 3 HAL EOUAL STRINGERS T --TTS• Y - 2x4 SPACER BETWEEN STRINGER AND PROVIDE APPROVED WALL - NAIL 2x4 TO EA. SIDE OF MIDDLE BLOCKING =POSITIVE STRINGER FOR RE INF. AS REO'D. CONNECTION _ M STAIRS STAIR FRAMING I SEE DETAIL I - BALLOON -FRAMED WALL - pRCNED OPENING - 3'-11' 2,6 STUDS FUL_ HT- m 17" O.C. SEE DETAI LANDING i______..1i'''' 2xE LANDING JOISTS HALL 6" o�C w/ 5U5FLR As sF DINING / GREAT UP $C'D. - SOLID 5LKG. ! ,1 TO DBL. 2 6 AT MID La DING � F _ : OPEN 41O CLOSET GARAGE PATIO ® i p_0: UNDERjSTAIR m - 1*'PER PLy (—SLOPE 2% SLOPE Its DEN OPTION oPENING DELETED - BEAM REPLACED W/ 2x4 BEARING WALL BUILDING SECTION 5CALE: 1/4" 1'-0' (24 x 36 SHEET) 0 2' 4' SCALE: 1/5" = I'-0' (II x Il SHEET) BEARING WALL FRAMING SCALE; 1/4" . I'-0' 124 x 36 5HEET) 0 2' 4' 8' 10' SCALE: I/8" . i'-0' (11 x Il SHEET) ---- ------------ 4th BED OPTION w/ FULL BATH - OPENING DELETED - BEAM REPLACED W/ 2x4 BEARING WALL STAIR SECTION, TYP. SCALE: 1/4" = I'-0' !24 x 36 SHEET) SCALE: I/8" = 1'-0' !11 x Il SHEET) — — — TOP PLATE- DRIVEWAY LATE ` io DRWEW2 5:OPE 2A� % - —.—. FINISH FLOORR� Q' a BEAM PER PLAN m START ARCHE5 FROM UNDER5I0E _ -y 2x6 SCRAP BLOCKING EVEN IF NO BEAM REO'D. STILL EA. END VERIFY HEIGHT IN Q FIELD 5EE DETAIL 4/D2 5-1/2" MIN. (3) EVENLY SPACED - U - �— 10" MIN. TREAD DEPTH 2.12OR APPROVED 2f } T-3/4" MAX. RISER EOUAL STRINGERS i Y - 2x4 SPACER BETWEEN STRINGER AND PROVIDE APPROVED WALL - NAIL 2x4 TO EA. SIDE OF MIDDLE BLOCKING =POSITIVE STRINGER FOR RE INF. AS REO'D. CONNECTION _ STAIR SECTION, TYP. SCALE: 1/4" = I'-0' !24 x 36 SHEET) SCALE: I/8" = 1'-0' !11 x Il SHEET) — — — TOP PLATE- DRIVEWAY LATE ` io DRWEW2 5:OPE 2A� % - —.—. FINISH FLOORR� Q' a BEAM PER PLAN m START ARCHE5 FROM UNDER5I0E _ -y OF BEAM / HEADER PER PLAN TO MAINTAIN MAXIMUM CLEARANCE - EVEN IF NO BEAM REO'D. STILL DRO _ ARCH APPROX. 9" FROM E: OPENING PER PLAN ARCHED OPENINGS SCALE: 1/2" 1'-0' (24 x 3E. ✓HEET) 0 2' 4' w SCALE: 1/4" = 1'-O' (I1 x n SHEFT) 2464 SW GLACIER PLACE REDMOND, OR 97758 PH: 541-823-6607 F: 541-548-D781 I 0 0 w 22 LLJ Z V o� ~ N wO = N f- REVISIONS • • 40l1RRLNT AS OF 111517 i 00 0-00 Y 4 • •••••• Bt.QE. SEQTI Ar,J 3•DETAI`C� SEE CS D3 EXAMPLE 2 -STORY PLAN DOES NOT NECESSARILY REFLECT PLAN OR ORIENTATION TO BE CONSTRUCTED ST'S 5H'<E 7- J.N.C. LRIF EGGE —, WHERE REG'G ' -RCC- SHE -'-'NG 511 TRII EETW'EE\ ,.✓LCCKEFS -,c r -- cJT_ooc FS � REG G. r 1G SJcFCF+ R..C= C/E F -=NG i Him � �r�ii �a�l Iw�ilw+� •��� 5?A , v eLNG , METSL = 5 -'NG JF-�cE% cC5- TYF - .... _.-_._.�-. _ .L1. LJ.1=T OPT. A. II''I�lul� it I_ apis , .. - rE NC (SEE PLAN FOR - MASONRY LOCATION5).01 - a -Of "MN_ SPECT �J'NGCw 5'HU77ERSf SNT SELF SEE CETLI: FRONT ELEVATION tEXAMPLE}- NF'_ER_ FEC r= i..- .c k BASE DETAIL STD. COLUMN DETAIL SCALE: N.T.S FCOFNG -NG I SCALE: 1/4" V -0 (24x96 SHEET) 1/0" 1'-0' (11x17 SHEET) -.-G - WHERE ML5CN'R' -E': 5 CCG i E'FG E_C G. =5 FE G'G. PRC -ECT 'EGG= C' -q!^ A _ �� BJ'.LG:VG a SER RuN _OND ��� -RM -CF EDGE TRIMMED -5 REG G FOO' SHE -'ZINC- r ., . 'RIM :--wE='• GR.= EGGE O,T_OO<ERS REG G � C'JT TFII'i TO FIT TC ENCLC5E El-OSEG ------- ____- R=C:;. TC 5U -FCR - .LREL -T TCF OF —� COLUMN � SMLR TF "OPT. ENCLOSED SOFFITS" o /EN SCt=" EG. - _ N� LER CCN-. _ _-- . -RJss COREELS CV FRONT VIEW GLUED- -ER GETL- END VIEW CAP DETAIL = SEC ROOF EAVE, TYP. L0 SCALE: N.T.S. 5CieE-)b m =,_ FCST- G-^- LF¢Ci -= cRC/'7E 5 COR=ELS°CR TOP VIEW wIN�OW LF CC\ Sr'LRT TR " WRAPPED POST $MGFT TR M � WINDOW SHUTTERS & PLANT SHELF .c k BASE DETAIL STD. COLUMN DETAIL SCALE: N.T.S FCOFNG -NG I SCALE: 1/4" V -0 (24x96 SHEET) 1/0" 1'-0' (11x17 SHEET) -.-G - WHERE ML5CN'R' -E': 5 CCG i E'FG E_C G. =5 FE G'G. PRC -ECT 'EGG= C' -q!^ A _ �� BJ'.LG:VG a SER RuN _OND ��� -RM -CF EDGE TRIMMED -5 REG G FOO' SHE -'ZINC- r ., . 'RIM :--wE='• GR.= EGGE O,T_OO<ERS REG G � q I -r ------- ____- R=C:;. TC 5U -FCR - -A ROOF C,ERHLNC- I d1: � 51 TYP.`o - CC\G ON - CC /= F 1 SIDE ELEVATIONLEXAMPLE) SCALE, 1/4" • 1'-0' (24x36 SHEET) I15" = I'-0' (lWl 5"EET) TT. ILf�� I I I I I I I 5 TYP. cx ELEVATION L -r -A SCFcEL:S d1: _._ _ 12-1/4"- w/ OPT. ENCLOSED 60FFITS "OPT. ENCLOSED SOFFITS" o /EN SCt=" EG. - _ N� LER CCN-. _ _-- . -RJss COREELS CV FRONT VIEW GLUED- -ER GETL- END VIEW 51G NG- = SEC ROOF EAVE, TYP. L0 SCALE: N.T.S. SIDE ELEVATIONLEXAMPLE) SCALE, 1/4" • 1'-0' (24x36 SHEET) I15" = I'-0' (lWl 5"EET) TT. ILf�� I I I I I I I 5 TYP. cx ELEVATION SCALE: N.TS. REAR ELEVATION (EXAMPLE) SCALE: 1/4" = I'-0' (24x36 51LEET) i/E" • I'-0' (11x17 SHEET) 2454 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541.923-6607 FAX 541-548-0761 - R 7,G CN_- 'S c REG G REVISIONS °=fiery• ••••• a • €PJRR@NT AS OF 100118 • • • • •••••• i)IWO 0 Y • • 06 • • • . J • • • of R •••• • Y ***see eftle •NE_ • • •SIONATURZ.• ."TING••••• •T ITAILS SEE CS [D]3 -r -A SCFcEL:S d1: _._ SCFEW=G COREELS CV FRONT VIEW GLUED- -ER GETL- END VIEW _ E -AGK 5CieE-)b m ff G-^- LF¢Ci -= cRC/'7E 5 COR=ELS°CR TOP VIEW wIN�OW LF CC\ PLANT SHELF FccwS cFc CORBELS 5 W - WINDOW SHUTTERS & PLANT SHELF SCALE: N.TS. REAR ELEVATION (EXAMPLE) SCALE: 1/4" = I'-0' (24x36 51LEET) i/E" • I'-0' (11x17 SHEET) 2454 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541.923-6607 FAX 541-548-0761 - R 7,G CN_- 'S c REG G REVISIONS °=fiery• ••••• a • €PJRR@NT AS OF 100118 • • • • •••••• i)IWO 0 Y • • 06 • • • . J • • • of R •••• • Y ***see eftle •NE_ • • •SIONATURZ.• ."TING••••• •T ITAILS SEE CS [D]3 r MODIFY WEATHER -RESISTIVE BARRIER a = a -1A wyh tat {�'rpugi DP�'•7 ;,r rir,�� lAtr Cut the &W Bashing to the width of the rough opening plus twice the flashing width. Wipe the surface of the weather -resistive bamer with a dean Make the following diagonal cuts at the top of the tough rag to ensure proper adhesion Remove the release opening comers. Example: for g' flashingmeasure as II paperand press the sill fieslung in place so that the 9' up and 9' over, making a 45' angle (74}. Cut on the diag- edge of the flashing S adhesive is level with the top gnat from marked point to the rough opening comer. Gently edge of the rough opening. raise the top edge of the weather -resistive barrier and We the CORNERS_ comers and the center to the barrier Surface above. This will RE ECE SRI rot the installation of the window and the jamb and head CONTINUED..Bashing iffier. RCC =<E. T .��=1� .r--f��rLMR-NXNIS"1l�ylfl! l - 'a window "arm Before installing the window, apply a Continuous 3W bead Of sealant to the backside fintedor) of the mounting flange lnstat the window according to the win- dow manufacturer's instructions. - ■)moa � r,a�doh road I .. . _ _,. _ A lqn fla RaI t"11 agw^sr 1 .vndwshame w+N�tne ad4evvr srm '�' _. I - .- 1 the en cr—og nar wn�w� AI 1 Prior to installing the jamb flashing wipe the jamb tangs r I and weather -resistive barrier with a clean rag to ensure proper adhesion. Then cut two strips of Bashing tong r '•. enough to extend beyond the sill fieshing and 2' belowthe -' - 4 _ - top of the head flashing. Remove the release paper and Wipe the head flange jamb flashing weather-reststve bar- align the flashing Bush against the window frame with the ries and sheathing with a dean rag. Cut a piece of flashing adhesive strip covering the entire window flange. Follow long enough to ensure that the head flashing extends a min- this procedure for the other side of the window. fmum f- beyond the jamb Bashing. install the head Bashing by pressing firmly in place in one dire0on to prevent voids. WINDOW FLASHING, TYP. _ DS4 SCALE: N.T.S. H=G_ Rausawrapproducts'or all weeth—ridi<eofts INST=L_-TION NSTRUCTICNS: INS- � HCJSE WR-- C'✓FR =N -F=FC ✓EG E/'ERROR SA:E47HNG IN 'SI_'c- E-�-F'=-S110NI _-- -- CC,;R = L_ ­ !!Cr OVER LOWER CCJRSES E:' - LE=ST - InG'-ES vERTIC=L SE --IS GRE- 5` EN:;SNC ONE ROLL LN1- 5EGINNIN6. -NC-'_ER 5-'C,._D L\ C✓E R_-= -T'NGHE S. aT I -G, T-E-C'J5EWR- -- F SC ' - - -'ND TIG _ __ _- CJERy CO R5E TWO TO THREE 2=- EE PFRC T c COR`:ER -\^ CC\TINUE N'GILI.NG CR S _ .= ''CJ"'^✓E /.+ROUNC EJI_[:,Nes ENE TR--= -�= - - CrZ N-' ---ERIGL. THE FIR5 JE-TIGL:L ROW C= F_S-ENE- =CJLG - E FL= E = ✓EC`_5=C_-R= -.E HC SEWR-=1R:N -NINE ;- T -;E ✓ERTIC-L 5TUD5 L51NG LCRGE-�E=LEG ROC -r INC- ^- C C.F !\=1L5=.IC"ST=FEES OR L=RGER JSE TdFE 'C 5= - SEJR-= 5w _ND NOI"EGU-^RC 5?-NT�E'!G L•" NG TO 5E.1 LAII -ENE--_ ONE; - = CTRICLL E0/=5-O^1FGUGRC -LE/I5_ _ _ _-SHING r --'N BE ....__ TC 5_ L ROUN-v FENETR4TIONS, _I<E DRTER yc N-5 z BUILDING HOUSEWRAP, TYP. DS4. SCALE: N.T.S. -_NE_ E DING SFEC D. -'OXLR-WF COU17ER-FL45F,ED CVEs tin GD '�-SWNG ,z==✓E : G— FRO'- BC770M 9 .L / O= 5 =ING TC ROOFING mL S-ING N r 5-_-C ON'_' <OOS4-Nf E5 OVER f J.•= _ L` EN- 46 SPEC 'G. SIDE 9— NS-=__ - CON -'N: OJS =E GE 0= NS -c _L ='RS- COJRSE OF S- \G_ES �TR„5SE5 PER Fi_:N CORNERS_ r tsar r.'.e ray RE ECE RCC =<E. wmtlawirama wrh E_<G FE-:J-cEN TO 5CGRNER ,1Ij E N-1 (SIDE TRIM TO EE CON7. AT - 'GENT EDGE OF TR ^' -C 5-< G. EDGE OF OPT. MASONRY) s ROOF -TO -WALL FLASHING, TYP. DS4 - - • I - ■)moa � r,a�doh road I .. . _ _,. _ A lqn fla RaI t"11 agw^sr 1 .vndwshame w+N�tne ad4evvr srm '�' _. I - .- 1 the en cr—og nar wn�w� AI 1 Prior to installing the jamb flashing wipe the jamb tangs r I and weather -resistive barrier with a clean rag to ensure proper adhesion. Then cut two strips of Bashing tong r '•. enough to extend beyond the sill fieshing and 2' belowthe -' - 4 _ - top of the head flashing. Remove the release paper and Wipe the head flange jamb flashing weather-reststve bar- align the flashing Bush against the window frame with the ries and sheathing with a dean rag. Cut a piece of flashing adhesive strip covering the entire window flange. Follow long enough to ensure that the head flashing extends a min- this procedure for the other side of the window. fmum f- beyond the jamb Bashing. install the head Bashing by pressing firmly in place in one dire0on to prevent voids. WINDOW FLASHING, TYP. _ DS4 SCALE: N.T.S. H=G_ Rausawrapproducts'or all weeth—ridi<eofts INST=L_-TION NSTRUCTICNS: INS- � HCJSE WR-- C'✓FR =N -F=FC ✓EG E/'ERROR SA:E47HNG IN 'SI_'c- E-�-F'=-S110NI _-- -- CC,;R = L_ ­ !!Cr OVER LOWER CCJRSES E:' - LE=ST - InG'-ES vERTIC=L SE --IS GRE- 5` EN:;SNC ONE ROLL LN1- 5EGINNIN6. -NC-'_ER 5-'C,._D L\ C✓E R_-= -T'NGHE S. aT I -G, T-E-C'J5EWR- -- F SC ' - - -'ND TIG _ __ _- CJERy CO R5E TWO TO THREE 2=- EE PFRC T c COR`:ER -\^ CC\TINUE N'GILI.NG CR S _ .= ''CJ"'^✓E /.+ROUNC EJI_[:,Nes ENE TR--= -�= - - CrZ N-' ---ERIGL. THE FIR5 JE-TIGL:L ROW C= F_S-ENE- =CJLG - E FL= E = ✓EC`_5=C_-R= -.E HC SEWR-=1R:N -NINE ;- T -;E ✓ERTIC-L 5TUD5 L51NG LCRGE-�E=LEG ROC -r INC- ^- C C.F !\=1L5=.IC"ST=FEES OR L=RGER JSE TdFE 'C 5= - SEJR-= 5w _ND NOI"EGU-^RC 5?-NT�E'!G L•" NG TO 5E.1 LAII -ENE--_ ONE; - = CTRICLL E0/=5-O^1FGUGRC -LE/I5_ _ _ _-SHING r --'N BE ....__ TC 5_ L ROUN-v FENETR4TIONS, _I<E DRTER yc N-5 z BUILDING HOUSEWRAP, TYP. DS4. SCALE: N.T.S. -_NE_ E DING SFEC D. -'OXLR-WF COU17ER-FL45F,ED CVEs tin GD '�-SWNG ,z==✓E : G— FRO'- BC770M 9 .L / O= 5 =ING TC ROOFING mL S-ING N r 5-_-C ON'_' <OOS4-Nf E5 OVER f J.•= _ L` EN- 46 SPEC 'G. SIDE Kick -out flashing r' -siding -, step flashings � f -� - slrinHles l ~� sneatraag- ► C _ paperdrouss crap �•. - ✓ ` - protechoreaves 4 r ' writ aaaiiniles past edge.1 %' � �- drip edge roof autu' nine1— slVflgles and .dreg /rot sham tar marry - REAR _" OLtSEWR _COS_ �T EDGE CF :u__ w- MIN IC %CKEG -ND C✓ER_ C✓ER .LG E\ w i G 5=W - -SND Lj� INS FL= II LF 5-A%R7 F -NEL S"D''NG L005= -- EDGE JN-IL- PRCFERL` IN57 _LED THEN N3',LE7, PER S E -R:. LL 5CuED­= NOTE, FOLLOW ALL MANUFACTURERS INSTALLATION INSTRUCTIONS FOR HORIZONTAL a VERTICAL HOJSEWRAP OVERLAPS+ SEAM TAPING (DETAIL 21054) t i I I '' J G `R_GE CCR \ I 6 SPEC 71 FRONT �. cFT. SG\R` _ssFECD i --CJ5EWR1= =GCSE " EDGE 0- u C✓ER _CJ -GEN J - uDUSE AR^L 1NC \5' LLE ER ^'-NJ=. INSiRJC1!O\5 s CORNER TRIM, TYP. DS4 SCALE: N.T.S. 9— NS-=__ - CON -'N: OJS =E GE 0= NS -c _L ='RS- COJRSE OF S- \G_ES �TR„5SE5 PER Fi_:N CORNERS_ RE ECE RCC =<E. R G✓ RI KICC O = NG -\D E_<G FE-:J-cEN TO 5CGRNER _-!.C. FE/ ' TC FRC 'C' E N-1 (SIDE TRIM TO EE CON7. AT - 'GENT EDGE OF TR ^' -C 5-< G. EDGE OF OPT. MASONRY) s ROOF -TO -WALL FLASHING, TYP. DS4 - - • SCALE: N.T.S. Kick -out flashing r' -siding -, step flashings � f -� - slrinHles l ~� sneatraag- ► C _ paperdrouss crap �•. - ✓ ` - protechoreaves 4 r ' writ aaaiiniles past edge.1 %' � �- drip edge roof autu' nine1— slVflgles and .dreg /rot sham tar marry - REAR _" OLtSEWR _COS_ �T EDGE CF :u__ w- MIN IC %CKEG -ND C✓ER_ C✓ER .LG E\ w i G 5=W - -SND Lj� INS FL= II LF 5-A%R7 F -NEL S"D''NG L005= -- EDGE JN-IL- PRCFERL` IN57 _LED THEN N3',LE7, PER S E -R:. LL 5CuED­= NOTE, FOLLOW ALL MANUFACTURERS INSTALLATION INSTRUCTIONS FOR HORIZONTAL a VERTICAL HOJSEWRAP OVERLAPS+ SEAM TAPING (DETAIL 21054) t i I I '' J G `R_GE CCR \ I 6 SPEC 71 FRONT �. cFT. SG\R` _ssFECD i --CJ5EWR1= =GCSE " EDGE 0- u C✓ER _CJ -GEN J - uDUSE AR^L 1NC \5' LLE ER ^'-NJ=. INSiRJC1!O\5 s CORNER TRIM, TYP. DS4 SCALE: N.T.S. 4 STEP FLASHING & KICK -OUT FLASHING, TYP. s MASONRY WAINSCOT, TYP. D54 SCALE: N.Ts \ DS4 SCALE: N.T.S. -<_ 5-E C --G _!S_E E\C TR,L55 =ER =__N ACUS -=WRQ= L-- \G_ -P7-'- - __ _'NG C✓ER �. _-NG CENTER ^VE' TRGNS' C\ ^';N'L=. INSTRJCTIONS - E✓-IENL a' CORNERS TC C✓E R_== .,DING _-�, (i GABLE SIDING w/ TRIM BAND, TYP. pg4 FRONT ELEVATION ONLY SCALE: N.T.S. _C END .-eFSE _OJ eJR n=-RO-_= ENL RJNv GCSE -57 _ __ TRI^' E/C EIE5 --CNG C ✓ER_ -= el:; NG EWR_= RJ\ _CC5E c✓EF ^CNG ECTTC- EDGE L_ GING= -ER \L_INC- e-\, GABLE TRANSITION - SINGLE WALL, TYP. 054 SIDES/ REAR ELEVATION scALE N,.s. - C==S_- _ =-5- -_OCR J N N R_C \ i =\L NG RE / N =R C- Ll 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-9236607 FAX 541-546-0761 ! _J LI.I 0 V _Z• ,Z V / Q LL e$ V Z 0 V) REVISIONS ••• •iii e� y o _ =V = �_ _ • 4iXJRRL•NT AS OF 100118 _.,•-c� E...=E _ -ER \iii'; • • • • C ✓EBL= °,: NG -'�� •••••• OF _CLIER L. J` i O_ 41\:4, .. 5t¢tI�IATI�R . NG • s FLOOR TRANSITION -SINGLE WALL, TYP.- a •' �.&•4�Ly43IDINGSHi'�IG•• a. D54 SIDES/ REAR ELEVATION I _ _ _ SEE CS DS4.� 9— NS-=__ - CON -'N: OJS =E GE 0= NS -c _L ='RS- COJRSE OF S- \G_ES �j "!N N5' -_.EG ='ER RE ECE RCC =<E. R G✓ RI KICC O = NG -\D •• _-!.C. FE/ ' TC FRC 'C' N '\ F'NN R u, - 'GENT EDGE OF TR ^' i�` L WOOD -C '•t=50\R` • t,•' •�I - eJR^ N'S --LL 5EccN. c - E 4 STEP FLASHING & KICK -OUT FLASHING, TYP. s MASONRY WAINSCOT, TYP. D54 SCALE: N.Ts \ DS4 SCALE: N.T.S. -<_ 5-E C --G _!S_E E\C TR,L55 =ER =__N ACUS -=WRQ= L-- \G_ -P7-'- - __ _'NG C✓ER �. _-NG CENTER ^VE' TRGNS' C\ ^';N'L=. INSTRJCTIONS - E✓-IENL a' CORNERS TC C✓E R_== .,DING _-�, (i GABLE SIDING w/ TRIM BAND, TYP. pg4 FRONT ELEVATION ONLY SCALE: N.T.S. _C END .-eFSE _OJ eJR n=-RO-_= ENL RJNv GCSE -57 _ __ TRI^' E/C EIE5 --CNG C ✓ER_ -= el:; NG EWR_= RJ\ _CC5E c✓EF ^CNG ECTTC- EDGE L_ GING= -ER \L_INC- e-\, GABLE TRANSITION - SINGLE WALL, TYP. 054 SIDES/ REAR ELEVATION scALE N,.s. - C==S_- _ =-5- -_OCR J N N R_C \ i =\L NG RE / N =R C- Ll 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-9236607 FAX 541-546-0761 ! _J LI.I 0 V _Z• ,Z V / Q LL e$ V Z 0 V) REVISIONS ••• •iii e� y o _ =V = �_ _ • 4iXJRRL•NT AS OF 100118 _.,•-c� E...=E _ -ER \iii'; • • • • C ✓EBL= °,: NG -'�� •••••• OF _CLIER L. J` i O_ 41\:4, .. 5t¢tI�IATI�R . NG • s FLOOR TRANSITION -SINGLE WALL, TYP.- a •' �.&•4�Ly43IDINGSHi'�IG•• a. D54 SIDES/ REAR ELEVATION I _ _ _ SEE CS DS4.� l "=50NR" '✓=WEER NS-=__ - CON -'N: OJS =E GE 0= NS -c _L ='RS- COJRSE OF S- \G_ES �j "!N N5' -_.EG ='ER RE ECE RCC =<E. R G✓ RI KICC O = NG -\D •• N -R EDGE =- =-VE J' <_ N '\ F'NN R u, i�` • NS -__ _ Rcc 'NG \GERL- E\ - eJR^ N'S --LL 5EccN. c - E _ ^ __E NG- %CC= _ _�--"ND = 5L:NC__ _7 TEF =-=5-\G- .. .: \C E -C- \E,.. C; OjN'„ vO= e- NG__.,. i JEEF SGREED - -�0.1 E NG•__ CC\- 2._C -VC\ NO— =RC ✓'DEL FOR RE=ERE\CE. < C< -C.' F.-_- NG '-E -E_ °_=5- NOD'=TAI,. -C CCC„R ' G\= "-\CESNER5EC 'C'ENL - _ =,ON< R _G -E HE ---'Ns _` N✓EN -= NC' CCC'J ROGF=EEYONG=G.--EN - le " CCR\ER -•' --R =RC -I ROOF El -_R OF N : N. FRCK EC --CP __ GE O „ 7 N -C ROC=ING 4 STEP FLASHING & KICK -OUT FLASHING, TYP. s MASONRY WAINSCOT, TYP. D54 SCALE: N.Ts \ DS4 SCALE: N.T.S. -<_ 5-E C --G _!S_E E\C TR,L55 =ER =__N ACUS -=WRQ= L-- \G_ -P7-'- - __ _'NG C✓ER �. _-NG CENTER ^VE' TRGNS' C\ ^';N'L=. INSTRJCTIONS - E✓-IENL a' CORNERS TC C✓E R_== .,DING _-�, (i GABLE SIDING w/ TRIM BAND, TYP. pg4 FRONT ELEVATION ONLY SCALE: N.T.S. _C END .-eFSE _OJ eJR n=-RO-_= ENL RJNv GCSE -57 _ __ TRI^' E/C EIE5 --CNG C ✓ER_ -= el:; NG EWR_= RJ\ _CC5E c✓EF ^CNG ECTTC- EDGE L_ GING= -ER \L_INC- e-\, GABLE TRANSITION - SINGLE WALL, TYP. 054 SIDES/ REAR ELEVATION scALE N,.s. - C==S_- _ =-5- -_OCR J N N R_C \ i =\L NG RE / N =R C- Ll 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-9236607 FAX 541-546-0761 ! _J LI.I 0 V _Z• ,Z V / Q LL e$ V Z 0 V) REVISIONS ••• •iii e� y o _ =V = �_ _ • 4iXJRRL•NT AS OF 100118 _.,•-c� E...=E _ -ER \iii'; • • • • C ✓EBL= °,: NG -'�� •••••• OF _CLIER L. J` i O_ 41\:4, .. 5t¢tI�IATI�R . NG • s FLOOR TRANSITION -SINGLE WALL, TYP.- a •' �.&•4�Ly43IDINGSHi'�IG•• a. D54 SIDES/ REAR ELEVATION I _ _ _ SEE CS DS4.�