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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: 811-20-000271-DWL IVR Number: 811076988046 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: $175,043.52 Description of Work: New SFD LOT 321 Jasper Meadows 9 Clearwater JOB SITE INFORMATION 771 Worksite Address Parcel Owner: HAYDEN HOMES LLC 2057.5 59TH ST 1802033300101 Address: 2464 SW GLACIER PL STE Springfield, OR 97478 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 771 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: 811-20-000271-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 1999 Final Building 1_2 Famdwell Pending SCHEDULING INSPECTIONS Printed on: 3/12/20 Page 2 of 5 C:%myReports/reports//production/01 STANDARD Permit Number: 811-20-000271-DWL 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. Schedule or track inspections at www.buildingpermits.oregon.gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811076988046 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:\nlyReports/reports//production/01 STANDARD Permit Number: 811-20-000271-DWL Page 4 of 5 PERMIT FEES Fee Description Quantity Fee Amount Residential wiring 1642 $258.00 Technology Fee $186.13 Clothes dryer exhaust 1 $13.00 Decorative gas fireplace 1 $19.00 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 3 $39.00 Plan Review - Major, City 1 $251.00 Single Family Residence - Baths 2 $521.00 Address assignment - each new or change requested externally, per each 1 $54.00 SDC: Total MWMC Administration Fee - Local 89.48 $89.48 SDC: Total Transportation Administration Fee 190.09 $190.09 SDC: Total Sewer Administration Fee 305.39 $305.39 SDC: Total Storm Administration Fee 105.17 $105.17 SDC: Administrative Fee - MWMC Regional Wastewater SDC 10 $10.00 SDC: Improvement Cost - MWMC Regional Wastewater SDC 1620.85 $1,620.85 SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 135.93 $135.93 SDC: Improvement - Transportation SDC 3611.72 $3,611.72 SDC: Reimbursement - Transportation SDC 190.06 $190.06 SDC: Improvement Cost - Local Wastewater 2015.76 $2,015.76 SDC: Reimbursement Cost - Local Wastewater 4092 $4,092.00 SDC: Improvement Cost - Storm Drainage 1245.45 $1,245.45 SDC: Reimbursement Cost - Storm Drainage 857.85 $857.85 SDC: Compliance Cost - MWMC Regional Wastewater SDC 22.82 $22.82 Fire SDC - New Res Construction Sq Ft fee - enter sq ftg 1642 $98.52 Structural plan review fee $904.32 Structural building permit fee $1,391.26 Willamalane fees - Single Family Detached, per unit 1 $4,203.00 State of Oregon Surcharge - Bldg (12% of applicable fees) $166.95 State of Oregon Surcharge - Plumb (12% of applicable fees) $62.52 State of Oregon Surcharge - Elec (12% of applicable fees) $30.96 State of Oregon Surcharge - Mech (12% of applicable fees) $16.20 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 Printed on: 3/12/20 Page 4 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-20-000271-DWL Page 5 of 5 Total Fees: $22,979.43 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 VB U Utility, misc. VB U Utility, misc. - half rate 1,235.00 Sq Ft $122.46 407.00 Sq Ft $48.73 163.00 Sq Ft $24.37 Total Job Value: $151,238.10 $19,833.11 $3,972.31 $175,043.52 Printed on: 3/12/20 Page 5 of 5 C:\myReports/reports//production/01 STANDARD SPRINGFIELD City of Springfield Development and Public Works Transaction Receipt 225 Fifth Street 811-20-000271-DWL Springfield, OR 97477 _ 541-726-3753 OREGON IVR Number: 811076988046 permitcenter@springfield-or.gov Receipt Number: 474092 Receipt Date: 3/12/20 www.spdngfield-or.gov Worksite address: 2057 S 59TH ST, Springfield, OR 97478 Parcel: 1802033300101 Printed: 3/12/20 2:56 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 $1,391.26 $1,391.26 3/12/20 1,642.00 SgFt Residential wiring 224-00000-426102-1033 $258.00 $258.00 3/12/20 2.00 Qty Single Family Residence - Baths 224-00000-425603-1034 $521.00 $521.00 3/12/20 1.00 Ea Range hood/other kitchen equipment 224-00000-425604-1031 $19.00 $19.00 3/12/20 3.00 Ea Ventilation fan connected to single 224-00000-425604-1031 $39.00 $39.00 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 - Elec 821-00000-215004-0000 $30.96 $30.96 (12% of applicable fees) 3/12/20 1.00 Ea State of Oregon Surcharge - Plumb 821-00000-215004-0000 $62.52 $62.52 (12% of applicable fees) 3/12/20 1.00 Ea State of Oregon Surcharge - Bldg 821-00000-215004-0000 $166.95 $166.95 (12% of applicable fees) 3/12/20 857.85 Amount SDC: Reimbursement Cost - Storm 617-00000-448029-8800 $857.85 $857.85 Drainage 3/12/20 1,245.45 Amoun SDC: Improvement Cost - Storm 617-00000-448028-8800 $1,245.45 $1,245.45 Drainage 3/12/20 4,092.00 Amoun SDC: Reimbursement Cost - Local 611-00000-448024-8800 $4,092.00 $4,092.00 Wastewater 3/12/20 2,015.76 Amoun SDC: Improvement Cost - Local 611-00000-448025-8800 $2,015.76 $2,015.76 Wastewater 3/12/20 190.06 Amount SDC: Reimbursement - Transportation 434-00000-448026-8800 $190.06 $190.06 SDC Printed: 3/12/20 2:56 pm Page 1 of 3 FIN_TransactionReceipt_pr Transaction Receipt 811-20-000271-DWL Receipt number: 474092 Fees Paid Transaction Units Description Account code Fee amount Paid amount date 3/12/20 3,611.72 Amoun SDC: Improvement - Transportation 434-00000-448027-8800 $3,611.72 $3,611.72 SDC 3/12/20 135.93 Amount SDC: Reimbursement Cost - MWMC 433-00000-448024-8810 $135.93 $135.93 Regional Wastewater SDC 3/12/20 1,620.85 Amoun SDC: Improvement Cost- MWMC 433-00000-448025-8810 $1,620.85 $1,620.85 Regional Wastewater SDC 3/12/20 22.82 Amount SDC: Compliance Cost - MWMC 433-00000-426607-8810 $22.82 $22.82 Regional Wastewater SDC 3/12/20 10.00 Amount SDC: Administrative Fee - MWMC 611-00000-426604-8800 $10.00 $10.00 Regional Wastewater SDC 3/12120 105.17 Amount SDC: Total Storm Administration Fee 719-00000-426604-8800 $105.17 $105.17 3/12120 305.39 Amount SDC: Total Sewer Administration Fee 719-00000-426604-8800 $305.39 $305.39 3112120 190.09 Amount SDC: Total Transportation 719-00000-426604-8800 $190.09 $190.09 Administration Fee 3/12/20 89.48 Amount SDC: Total MWMC Administration Fee 719-00000-426604-8800 $89.48 $89.48 - Local 3/12/20 1.00 Qty Curb cut fee - enter # of cuts 201-00000-428060-1069 $125.00 $125.00 3112/20 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 1.00 Ea Plan Review - Major, City 100-00000-425002-1039 $251.00 $251.00 3/12/20 1.00 Qty Willamalane fees - Single Family 821-00000-215023-0000 $4,203.00 $4,203.00 Detached, per unit 3/12/20 1,642.00 SgFt Fire SDC - New Res Construction Sq 100-00000-424005-1091 $98.52 $98.52 Ft fee - enter sq ftg 3/12/20 1.00 Ea Address assignment - each new or 224-00000-425602-0000 $54.00 $54.00 change requested externally, per each 3/12/20 1.00 Ea Decorative gas fireplace 224-00000-425604-1031 $19.00 $19.00 3/12/20 1.00 Ea Flue vent for water heater or gas 224-00000-425604-1031 $13.00 $13.00 fireplace Printed: 3112/20 2:56 pm Page 2 of 3 FIN_TransactionReceipt pr Transaction Receipt 811-20-000271-DWL Account code Receipt number: 474092 Paid amount Transaction Units Description date 224-00000-425604-1031 3/12120 1.00 Ea Furnace - up to 100,000 BTU 3/12/20 4.00 Qty Gas fuel piping outlets 3/12120 1.00 Ea State of Oregon Surcharge - Mech $186.13 (12% of applicable fees) 3/12/20 1.00 Automatic Technology Fee Fees Paid Account code Fee amount Paid amount 224-00000-425604-1031 $23.00 $23.00 224-00000-425604-1031 $9.00 $9.00 821-00000-215004-0000 $16.20 $16.20 204-00000-425605-0000 $186.13 $186.13 Payment Method: Credit card Payer: HAYDEN PERMITS Payment Amount: $22,075.11 authorization: 012587 Paid through ePermitting website Receipt Total: $22,075.11 Printed: 3/12/20 2:56 pm Page 3 of 3 FIN_TransactionReceipt_pr f`I i I 1 T . • 1. SPRINGFIELD . 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 # FAX(541)726-3689 DEPARTMENT USE ONLY Permit notes"()—Doo;qI PWL Date: 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: O Yes ❑ No Property is within flood plain: ❑ Yes 21 No CATERGORY OF CONSTRUCTION El Residential I ❑ Government 1 ❑ Commercial JOB SITE INFORMATION AND LOCATION Job site address: 2057 S. 59th St. City: Springfield State: OR ZIP: 97478 Subdivision: liaspermeadows9 Lot no: 321 Reference: If R0 Z Q Taxlot: PROPERTY OWNER Name: Hayden Homes Address: 2464 SW Glacier Pl. City: Redmond State: OR ZIP: 97756 Phone: 541-22o - .-7D(0 3 Fax: 971-404-0936 This installation is being made on residential or larnt property owned by me or a member ol'my immediate family, and is exempt from licensing requirements under ORS 701.010. Sion here: CONTRACTOR INSTALLATION Busisness name: Hayden Homes Address: 2464 SW Glacier PI. City: Redmond Phone: 541- L Z.v--6 3 State: OR ZIP: 97756 Fax: 971-404-0936 E-mail CCB license no: 172526 Print name: Signature: Occupancy: R3/U SUB -CONTRACTOR INFORMATION Name: CCB License 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: 1235 G: 407 Other: 163 Cost per square foot: $122.46 $48.74 $24.37 Other information: Type of Heat: Gas forced air Energy Path: E5A and CAI 91 New ❑ alteration ❑ addition (b) Foundaltion-only permit? ❑ Yes ❑ No Total valuation: $175,041.5 2. Building fees (a) Permit fee (use valuation table): $1,391.26 (b) Investigative fee (equal to [2a]): ( c) Reinspection ($ 102 per hour): (number of hours x fee per hour) (d) Enter 12% surcharge (.12x[2a+2b+2c]): $166.95 (e) Subtotal of fees above (2a through 2d): $1,558.21 3. Plan review fees (a) Plan reveiw (65% x permit fee [2a]): $904.32 " (b) Fire and life safety (40% x permit fee [2a]) (c ) Subtotal of fees above (3a and 3b): $904.32 4. Miscellaneous fees: 5% Tech $114.78 (a) Seismic fee, 1% (.01 x permit fee [2a]): TOTAL fees and surcharges (2e+3c+4): $2,577.31 /V& D P1' - 11/20/2019 Electrical Permit Application anNlNorlela 1rt+w,._ � DEPARTMENT USE ONLY Permit no.: 225 FifthStrecloSpringfield, Oil 97477#1')1(341)726-3753#IrAX(541)726-3689 r V This permit is issued under OAR 918-309-0000. 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 [:1 No CATEGORY OF CONSTRUCTION ® Residential j 0 Government Q Commercial JOB SITE INFORMATION AND LOCATION Job site address: 2057 S. 59th St. City: Springfield State: OR I Z111:97478 Reference: Lot 321 Taxlot.: DESCRIPTION OF WORK Single Family Residential trach ununulnctured home or modular dwelling service or fecder (2) PROPERTY OWNER Name; Hayden Hornes LLC Address: 2464 SW Glacier PL suite 110 City: Redmond I State: OR Z]P.. 97756 Phone: 541-923-6607 Fax; 541-404-0936 E-mail: crwarren@hayden-homes.com fThis installation is being made on residential or fart property owned by me or a member of my immediate family. This property is not intended 1'or sale, exchange, lease, or rent. OAR 479.540(1) and 479.560(1). Signature; CONTRACTOR INSTALLATION Business name: Garner Electric Address: 2920 SE Brookwood suite A City: Hillsboro State: OR ZIP: 97123 Phone; 541-246-0312 1 Fax; - E-mail: rvyneland@garnerelectric.com CCD license no.; 121159 BCD license no.; 34305C Signing supervisor's license no.: 3707S Print name of signing supervisor; Ch Varner Signature ot'signing supervisor: /,/,- . / xx Last edited 7/1/2019 Wones _ FEE SCHEDULE Numbcr of inspections per Iteral ( )Qty, Cost rot ea. rust Residential, per unit, service included; 1,000 sq. 11, or less (4) $112.00 $18G.UU 201 l0 400 amps (2) Each additional 500 sq. R, or portion thereol' first branch circuit (2) $J6.UU S Linnited energy (2) 601 IU 1,000 wraps (2) $44,00 $ trach ununulnctured home or modular dwelling service or fecder (2) $654.W $89.110 Reconnect only (2) Services or freders: btsrrlllation, alteration, relorulipn 200 amps or less (2) $112.00 S 201 l0 400 amps (2) $1 J I AU first branch circuit (2) 401 to 600 amps (2) $221,00 J.s (, S 601 IU 1,000 wraps (2) S285.W S89,00 Over 1,000 unlps or volts (2) $654.W $89.0 Reconnect only (2) $89.00 $ Temporary serviced or feeders; Inslullurlon, ulierurion, relornriol 200 tunps or less (2) $89,00 $ 201 to 400 unnps (2) S122mo $ 401 to 600 tulips (2) S177100 S Over 600 nnnps or I,U00 voles, see services or feeders section above Branch eircuilst ne)v, alteration, extension perlxrnel it, fee for bnmch circuhs with purchase ora service or Aceder ace: Each brwtch circuit S8.00 $ b, l'ce for brunch circuits without purchase of a service or Iccder Ice: first branch circuit (2) $89.00 % Each additional branch chcuit J.s (, S A'I1see1I1111cous fees; service orfteder not Included Eucb pua)p or irrigation circle (2) S89,00 S liuch sign or outline lighting (2) $89.0 Signal circuit or a limited -energy panel, alteration, or extension (2) S09.00 S Each additlonul inspecllon: (1) $102.0 S DEPARTMENT USE (A) Enter subtotal of alx)ve fees (Minimum Pernill Fee S102.00) a (11) rioter 12%surcharge (.12 x IA)) $ (C) Technology reg (5%or(A)) TOTAL fees and surcharges (A through D R rml t A� IV fls� " ► ��I 4.1 E Z u �� O � r L v c 3 LO L Q o tp L0.0 3 v s cu N H E c O L m ONr r_ O. 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U sa 7 , ..0 CU Ln N CU Y ro 2 a{ M r.7 CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET JOURNAL OR JOB NUMBER: 20-000271-DWL NAME OR COMPANY: HAYDEN HOMES LOCATION: 2057 S 59TH ST TAX LOT NUMBER: 1802033300101 A DEVELOPMENT TYPE: Single Family Residence 0 NEW DWELLING UNITS 1 13UIIAING SIZE (SF): 1650 11 LOT SIZE (SF): 6060 W IMPERVIOUS AREA MAX 45% 1 27% MAX 35%1 a 1. STORM DRAINAGE c7 DIRECT RUNOFF TO CITY STORM SYSTEM A. REIMBURSEMENT COST AREA DRAINING TO IMPERVIOUS S.F. x COST PER S.F. DRYWELL CHARGE 2850.00 $0.301 = 0 $857.85 $857.85 B. IMPROVEMENT COST IMPERVIOUS S.F. x COST PER S.F. CHARGE 2850.00 $0.437 = 0 $1,245.45 $1,245A5 1070 ITEM 1 TOTAL - STORM DRAINAGE SDC $2,103.30 2. SANITARY SEWER - CITY A. REIMBURSEMENT COST: I WMBER OF DFITs x COST PER DFU 24 $170.50 = $4,092.00 1091 B. IMPROVEMENT COST: NUMBER OF DFU's x COST PER DFU 24 1 $43.99 = $2,015.76 1092 ITEM 2 TOTAL - CITY SANITARY SEWER SDC = $6,10.76 3. TRANSPORTATION A. REIMBURSEMENT COST: ADT TRIP RATE x NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR 9.57 1 19.86 1 1.00 = $190.06 1093 B. IMPROVEMENT COST: ADT TRIP RATE x NUMBER OF UNITS 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 FEU's xCOST PER FEU 1 $135.93 = $135.93 1054 B. IMPROVEMENT COST: NUMBER OF FEUs x COST PER FEU 1 $1,620.85 = $1,620.85 1055 C. COMPLIANCE COST: NUMBER OF FEVs x COST PER FEU 1 $22.82 = $22.82 MWMC CREDIT IF APPLICABLE (SEE REVERSE) _ $0.00 1054 MWMC ADMINISTRATIVE FEE _ $10.00 1056 ITEM 4 TOTAL - MWMC SANITARY SEWER SDC = $1,789.60 SUBTOTAL (ADD ITEMS 1, 2, 3, & 4) _ $13,802.44 5. ADMINISTRATIVE FEE: SUBTOTAL x I ADM. FEE RATE = CHARGE $13,802.44 5% $690.13 TOTAL STORM ADMINISTRATION FEE $105.17 TOTAL SEWER ADMINISTRATION FEE: 305.39 1079 TOTAL TRANSPORTATION ADMINISTRATION FEE: $190.09 1077 TOTAL MWMC ADMINISTRATION FEE - LOCAL $89.48 1078 TOTAL SDC CHARGES = $14,492.57 PREPARED BY Steven Petersen DATE 2/20/2020 DRAINAGE FIXTURE UNIT (DFU) CALCULATION TABLE NUMBER OF NEW FIXTURES x UNIT EQUIVALENT = DRAINAGE FIXTURE UNITS OTE: 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 0 0 2 = 0 CLOTHESWASHER / MOP SINK 1 0 3 = 3 CLOTHESWASHER - 3 OR MORE (EA) 0 0 6 = 0 MOBILE HOME PARK TRAP ( 1 PER TRAILER.) 0 0 12 = 0 RECEPTOR FOR REFRIG / WATER STATION / ETC. 0 0 1 = 0 RECEPTOR FOR COM. SINK / DISHWASHER / ETC. 1 0 1 3 = 3 SHOWER, SINGLE STALL 0 0 2 = 0 SHOWER; GANG (NUMBER OF HEADS) 0 0 2 = 0 SINK: COMMERCIAL/RESIDENTIAL KITCHENT 1 0 3 = 3 SINK: COMMERCIAL BAR 0 0 2 = 0 SINK.: WASH BASIN/DOUBLE LAVATORY 0 0 2 = 0 SINK: SINGLE LAVATORY/RESIDENTIAL BAR 3 0 1 = 3 URINAL, STALL / WALL 0 0 5 = 0 TOILET, PUBLIC INSTALLATION 0 0 6 = 0 TOILET, PRIVATE INSTALLATION 2 0 3 = 6 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 DFU s) set at 167 gallons per day 0 24 MWMC CREDIT CALCULATION TABLE: BASED ON COUNTY ASSESSED VALUE YEAR ANNEXED CREDIT 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 1 for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? (Enter 1 for Yes, 2 for No) BASE YEAR CREDIT FOR LAND (IF APPLICABLE) 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 2001 E E 1 r a S. °a at �^ _ Q) � z °4 0 E°c =a /� W J Q W /1 U ° O z 9 z Nd 4�dq Z U � '� •� UIL N ci �y ^ Cf) C A G A a o o • g q v Q ca N co ap1a -a = It a +� wa it)o� N oaL0 m O a L)�I �I� I z z a opa 4. a �. 0 N u w pwu� p p � O N °' m S', sE 9 Q a A. i oho B8 E 41 Eco FZ • G N O '•� (a•L' Q = �+ _ � 0 W A is Ctl y r. d G 2 c u `n ¢ q a °u 'O '� •p cd In o Z a a, z °s G N o ti o a u � � `• � FF^ '`d g m a� � a, U �` q �, � u °� � a E ,m �� �pp Y p A • • • ® •rQoy Gsi ? q. O ° cu 0 C id O ,b 'J fu v, «1 'O 'C `n cq ❑ �+ pcc N A M U O O tQ O c� Q 0. v >, s°i asi m � • � Lca Rib b 18 o as V � y Q, o '� �q-El y .� � 0. .. "D Og^ O vi ° • y cd �? T id N y 'T O Op d y 'b D m aowa3v,? may❑ a.r.acc " wp uO O=C RAR :� b b N ai a op� 10 o v a�b w pNo.�o3`�ti p�.a�.o.�� ;q p.3 U 42 p j° a U o Q �' a s sd5 0 o P ani G' a � •� °° ° a ° a• S ca c d W RK mow.°•° �•��wbb.o°���03 �}i � o pp > o n° A 42 .r- 4 4 'r.Do r' 5 m Op O .G yy O 0 cto V •� � 0� � � 4 � R � - . � o � a�Dc�a T � io3, • Q. `L� ' y pGo Fii A a' d u cd � Project: Clearwater Location: Window Header Elev I & II (Worst Case) Roof Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 7.25 IN x 5.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 54.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN U1541 Dead Load 0.03 in Total Load 0.07 IN U916 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1000 Ib 1000 Ib Dead Load 683 Ib 683 Ib Total Load 1683 Ib 1683 Ib Bearing Length 1.19 in 1.19 in BEAM DATA Span Length 5 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 or Redmond, OR 97756 StruCalc Version 8.0.112.0 10/11/2012 2:35:53 PM ROOF LOADING Side One: Base Values Adjusted Bending Stress: , Fb = 850 psi Fb' = 1271 psi 25 Cd=1.15 CF= 1.30 Roof Dead Load: Shear Stress: Fv = 150 psi Fv' = 173 psi Tributary Width: 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.1 to Grain: Fc - 1= 405 psi Fc -1' = 405 psi Controlling Moment: 2103 ft -Ib 15 2.5 ft from left support Tributary Width: TW = Created by combining all dead and live loads. it Controlling Shear: -1279 Ib 0 At a distance d from support. • • Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 19.86 in3 30.66 in3 Area (Shear): 11.12 in2 25.38 in2 Moment of Inertia (deflection): 21.84 in4 111.15 in4 Moment: 2103 ft -Ib 3247 ft -Ib Shear: -1279 lb 2918 lb Page Hayden Homes Hayden Enterprises Inc ° 2464 SW Glacier Place or Redmond, OR 97756 StruCalc Version 8.0.112.0 10/11/2012 2:35:53 PM ROOF LOADING Side One: AND LOADS 6666• Adjusted Beam Length: Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psi Tributary Width: TW = 15 ft Side Two: 273 plf Total Uniform Load: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 1 it Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 6666• Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: wL = 400 plf Beam Uniform Dead Load: wD_adj = 273 plf Total Uniform Load: WT = 673 plf 6666• •.•• 6666. • • • • • 6666•• 6666•• •• • • 6666•• 6666•• •• • • • 6666•• • • • • • • • • • • • • • • • • • • • • • • a •• • • 6666•• • • • 06•0 00 •• •• 69900• •0•• • • • • 00.0 Project: Clearwater Location: Porch Beam (Standard) 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: 844.9% Controlling Factor: Moment DEFLECTIONS CCen�t r Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.01 IN U7009 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 200 Ib 200 Ib Dead Load 144 Ib 144 Ib Total Load 344 Ib 344 Ib Bearing Length 0.24 in 0.24 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 Bending Stress Shear Stress Modulus of Elasticity: Min. Mod. of Elasticity Comp. -L to Grain: Base Values Fb = 850 psi Cd=1.15 CF= 1.30 Fv = 150 psi Cd=1.15 E = 1300 ksi E min= 470 ksi Fc -1= 405 psi Controlling Moment: 344 ft -Ib 2.0 it from left support Created by combining all dead and live loads. Controlling Shear: 241 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Section Modulus: 3.24 in3 Area (Shear): 2.09 int Moment of Inertia (deflection): 2.85 in4 Moment: 344 ft -Ib Shear: 241 Ib Adjusted Fb' = 1271 psi Fv' = 173 psi page Hayden Homes Hayden Enterprises Inc 2464 SW Glacier Place er Redmond, OR 97756 StruCalc Version 8.0.112.0 10/11/2012 2:40:51 PM LOADING DIAGRAM AL A 4" B ROOF LOADING Side One: SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 3 ft Side Two: 100 plf Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1 ft Wall Load: WALL = 0 plf E'= 1300 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS E_min' = 470 ksi Adjusted Beam Length: Ladj = 4 ft Fc -1' = 405 psi Beam Self Weight: BSW = 5 plf 0000•• Beam Uniform Live Load: wL = 100 plf Beam Uniform Dead Load: wD_adj = 72 plf • Total Uniform Load: WT = 172 plf Provided 30.66 in3 25.38 in2 111.15 in4 3247 ft -Ib 2918 Ib •0.0• 0000 0000. • • • • 0000•• .0.000 •• • • 0000•• 0000.• •• • • • 0000.• • . 0• • • • 0"0 00 0000•• •••• •• • • 00•0•• • • • 0000 00 0000 • • • • 0000 Project: Clearwater Location: Extended Porch Beam (Worst Case) Roof Beam [2009 International Building Code(2005 NDS)] 3.5 INx11.25INx10.OFT #2 - Hem -Fir - Dry Use Section Adequate By: 46.0% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.09 IN U1355 Dead Load 0.06 in Total Load 0.15 IN U795 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A )3 Live Load 1063 Ib 1063 Ib Dead Load 749 Ib 749 Ib Total Load 1812 Ib 1812 Ib Bearing Length 1.28 in 1.28 in BEAM DATA Span Length 10 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 #2 - Hem -Fir page Hayden Homes Hayden Enterprises Inc 2464 SW Glacier Place or Redmond, OR 97756 StruCalc Version 8.0.112.0 10/11/2012 2:37:44 PM LOADING DIAGRAM A ion - ROOF LOADING Side One: Base Values Adiusted Bending Stress: Fb = 850 psi Fb' = 1075 psi 25 Cd=1.15 CF= 1.10 Roof Dead Load: Shear Stress: Fv = 150 psi Fv' = 173 psi Tributary Width: Cd=1.15 7.5 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 -1= 405 psi Fc -1' = 405 psi Controlling Moment: 4530 ft -Ib 15 5.0 ft from left support Tributary Width: TW = Created by combining all dead and live loads. ft Controlling Shear: -1486 Ib 0 At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd provided Section Modulus: 50.55 in3 73.83 in3 Area (Shear): 12.92 in2 39.38 in2 Moment of Inertia (deflection): 94.07 in4 415.28 in4 Moment: 4530 ft -Ib 6615 ft -Ib Shear: -1486 Ib 4528 Ib page Hayden Homes Hayden Enterprises Inc 2464 SW Glacier Place or Redmond, OR 97756 StruCalc Version 8.0.112.0 10/11/2012 2:37:44 PM LOADING DIAGRAM A ion - ROOF LOADING Side One: LENGTHS AND LOADS Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 7.5 ft Side Two: wD_adj = 150 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 = 10 ft Beam Self Weight: BSW = 7 plf Beam Uniform Live Load: wL = 213 plf Beam Uniform Dead Load: wD_adj = 150 plf Total Uniform Load: WT = 362 plf . . . . . •.•.•. • ....•. .... •••..• • • . ••.. Project: Clearwater Location: Garage Door Header (Elev I) Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 12.0 IN x 16.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 538.41/o Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.08 IN U2363 Dead Load 0.04 in Total Load 0.13 IN U1532 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 400 Ib 400 Ib Dead Load 217 Ib 217 Ib Total Load 617 Ib 617 Ib Bearing Length 0.27 in 0.27 in BEAM DAT Center Span Length 16 ft Unbraced Length -Top 0 It Unbraced Length-Boftom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.04 Notch Depth 0.00 MATERIAL PROPERTIES 12.34 in3 84 in3 Area (Shear): 24F -V4 - Visually Graded Western Species 42 in2 Moment of Inertia (deflection): 78.94 in4 Base Values Moment: Adjusted Bending Stress: Fb = 2400 psi Controlled by. i Fb_cmpr = 1850 psi FU = 2400 psi Cd=1.00 • Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 •• Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. -- to Grain: Fc -1= 650 psi Fc -1' = 650 psi Controlling Moment: 2467 ft -Ib 8.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 543 lb 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 Section Modulus: 12.34 in3 84 in3 Area (Shear): 3.07 in2 42 in2 Moment of Inertia (deflection): 78.94 in4 504 in4 Moment: 2467 ft -Ib 16800 ft -Ib Shear: 543 lb 7420 lb i page Hayden Homes r Hayden Enterprises Inc 2464 SW Glacier Place of Redmond, OR 97756 StruCalc Version 8.0.112.0 10/11/2012 2:46:28 PM UNIFORM LOADS Center Uniform Live Load 50 pit Uniform Dead Load 18 plf Beam Self Weight 9 plf Total Uniform Load 77 plf •0.0• •e0• 0000• • • . • 0000•• •000•• • •• • 0••e•• 0000•• •• • • • 0000•• so 0 • •• 00000• 0000 • • 0 •a • 00.000 • • • 0000 • • • •• 00 •• 000000 •00• 0 • • • • 0 • 0 Project: Clearwater Location: Garage Door Header (Elev II and III) Roof Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 12.0 IN x 16.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 242.7% Controlling Factor: Moment REFLECTIONS Center Live Load 0.16 IN U1181 Dead Load 0.12 in Total Load 0.29 IN U671 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 800 Ib 800 Ib Dead Load 609 Ib 609 Ib Total Load 1409 Ib 1409 Ib Bearing Length 0.62 in 0.62 in BEAM DATA Span Length 16 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES Read Provided 24F -V4 - Visually Graded Western Species 84 in3 Area (Shear): Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Moment: Fb_cmpr = 1850 psi Fb' = 2760 psi Shear: Cd=1.15 8533 lb Shear Stress: Fv = 265 psi Fv' = 305 psi LL = Go= 1.15 psf Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. -L to Grain: Fc -1= 650 psi Fc - -L= 650 psi Controlling Moment: 5638 ft -Ib plf 8.0 ft from left support Created by combining all dead and live loads. •• • Controlling Shear: 1240 Ib At a distance d from support. • •• Created by combining all dead and live loads. •9•00• Comparisons with required sections: Read Provided Section Modulus: 24.51 in3 84 in3 Area (Shear): 6.11 in2 42 in2 Moment of Inertia (deflection): 135.29 in4 504 in4 Moment: 5638 ft -Ib 19320 ft -Ib Shear: 1240 lb 8533 lb Page Hayden Homes Hayden Enter -prises Inc 2464 SW Glacier Place ut Redmond, OR 97756 StruCalc Version 8.0.112.0 10/11/2012 2:47:41 PM Ak- A left ROOF LOADING Side One: AND LOADS Adjusted Beam Length: Ladj = Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 3 ft Side Two: plf Total Uniform Load: WT = 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 = 16 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 100 plf Beam Uniform Dead Load: wD_adj = 76 plf Total Uniform Load: WT = 176 plf 46.6• •• •• • • •160•• •• • • •0.00• i • • • I•I••• •• • • a • •• • • • • •• •9•00• 0460 •Y •4L• • • . 640• • • •0•• s6.• Project: Clearwater Location: Covered Patio Beam Roof Beam [2009 International Building Code(2005 NDS)] 3.5 INx9.0INx12.OFT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 101.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.21 IN U675 Dead Load 0.15 in Total Load 0.36 IN U395 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1050 Ib 1050 Ib Dead Load 745 Ib 745 Ib Total Load 1795 Ib 1795 Ib Bearing Length 0.79 in 0.79 in BEAM DATA Span Length 12 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 24F -V4 - Visually Graded Western Species Controlling Moment: 5386 ft -Ib 6.0 It from left support Created by combining all dead and live loads. Controlling Shear: 1580 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: 31.5 in2 Fb_cmpr = 1850 psi Fb' = 2760 psi Moment: Cd=1.15 10868 ft -Ib Shear: Shear Stress: Fv = 265 psi Fv' = 305 psi LL = Cd=1.15 psf Roof Dead Load: DL= Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. -L to Grain: Fc - _- = 650 psi Fc -1' = 650 psi Controlling Moment: 5386 ft -Ib 6.0 It from left support Created by combining all dead and live loads. Controlling Shear: 1580 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd Provided Section Modulus: 23.42 in3 47.25 in3 Area (Shear): 7.78 in2 31.5 in2 Moment of Inertia (deflection): 96.93 in4 212.63 in4 Moment: 5386 ft -Ib 10868 ft -Ib Shear: 1580 lb 6400 lb page Hayden Homes / Hayden Enterprises Inc 2464 SW Glacier Place of " Redmond, OR 97756 StruCalc Version 8.0.112.0 10/11/2012 2:39:06 PM LOADING DIAGRAM A ase --_- � ROOF LOADING Side One: LENGTHS AND LOADS Adjusted Beam Length: Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 6 It Side Two: wD_adj = 124 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 = 12 ft Beam Self Weight: BSW = 7 plf Beam Uniform Live Load: wL = 175 plf Beam Uniform Dead Load: wD_adj = 124 plf Total Uniform Load: WT = 299 plf • • •• • • • • •• •• •••••• •••• •••ems: • • • •••• 000000 •••• L • • • ••w• •••• AINUM Afluarlmn AffAwlaamm TSE Engin e e ring Re: M-12x12Patio Hayden Enterprises Inc. 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 seat: 112006066 thru 112006067 My license renewal date for the state of Oregon is December 31, 2018. 11822PE �•��0 OREGON 7111 rs2 . "". •' • 1 r November 20,2017 •• •• • • Terry Powell " o • ...... The seal on these drawings indicate acceptance of professional engineering responsibi.lity.*olely for the .... • truss components shown. The suitability and use of this component for any particulai•baild ng is tie••,• �•••• responsibility of the building designer, per ANSI/TPI 1. • • • • .... see*** iJob Truss ITruss TYP e iQty Ply Hayden Enterprises' Inc. M-12X12PATI0 ) TiGE (Common Structural Gable 1 1 112006086 - . ......... --- -- —--------.._._...—._! ._..— ..__......... . J0�3�1@7Snce lootienal)-- ---- — _........ ...............,._._.. The Truss Co., Eugene, OR 97402 8.130a Sep 15 2017 MiTek Industries, Inc. Fri Nov 17 1856:35 2017 Ps ge 1 ID:xvuArTcNLgsKJR-JIQNiLLyeleg-1 Fnd6dDEvLVzWyoLxjnVXguOzZTYVVvHm6wdMOyIBUw .1.0.0 6_0.0 12-0-0 13-0-0 1.0.0 6-0-0 6-0-0 1 1-0-0 4x8 Scale - 1:24.6 5 3x6 I I t f>I4x8 =- 14 13 12 1.5x4 11 1.5x4 11 1.5x4 11 3x8 II 34 11 7 FORCES. (lb) -Max. Comp./Max. Ten, -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-648163, 3-4=-551179, 4-5=-565198, 5-6=-567/97, 6-7=-551179, 7-8=-650/62 BOT CHORD 2-14=-29/512, 13-14=-29/512, 12-13=-291512. 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=4.8psf; 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) 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 ® WARNING -Verify design pararnelars and READ NOTES ON THIS AND INCLUDED 0TEK 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. Addigonal 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 Crlterla, DSB-89 and BCSI1 Building Component Safety Information availaole from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • • ••• • • ,• • 00 •••.. 0111G • ON Z/--- - . 00 7116182 . • REIF.W:12131118•••• November 20,2017 I theTRUSSCO. INC. 222 " • ., 30 -ZZ• 2,,.0 -1 -O[4;0 -5.x2.,0-1=00],...[.5:0 -5..•2,0-1... ...8:0-4.-Q Ort -1],. _ LOADING (psf) SPACING- 2-0-0 CSI. T (loc) Well Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 TC 0.14 Vert(LL) 0.03 14 >999 360 MT20 1851148 STt: y„ 14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 ! Horz(CT) 0.01 8 Na n/a 1 .BCDL......__.._...._7:8._..............._Code IRC2015/TP12014 - -- Matrix_RH............._ II LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD ,a BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/StdMiTekMiTek 11 10 OTHERS 2x4 HF/SPF Stud/Std 1.50 II 1,5x4 II 48 = Installation guide,. FORCES. (lb) -Max. Comp./Max. Ten, -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-648163, 3-4=-551179, 4-5=-565198, 5-6=-567/97, 6-7=-551179, 7-8=-650/62 BOT CHORD 2-14=-29/512, 13-14=-29/512, 12-13=-291512. 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=4.8psf; 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) 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 ® WARNING -Verify design pararnelars and READ NOTES ON THIS AND INCLUDED 0TEK 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. Addigonal 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 Crlterla, DSB-89 and BCSI1 Building Component Safety Information availaole from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • • ••• • • ,• • 00 •••.. 0111G • ON Z/--- - . 00 7116182 . • REIF.W:12131118•••• November 20,2017 I theTRUSSCO. INC. 2,,.0 -1 -O[4;0 -5.x2.,0-1=00],...[.5:0 -5..•2,0-1... ...8:0-4.-Q Ort -1],. _ LOADING (psf) SPACING- 2-0-0 CSI. DEF.. in (loc) Well Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 TC 0.14 Vert(LL) 0.03 14 >999 360 MT20 1851148 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 ! Horz(CT) 0.01 8 Na n/a 1 .BCDL......__.._...._7:8._..............._Code IRC2015/TP12014 - -- Matrix_RH............._ Weight 64 Ib FT= 8% LUMBER- BRACING - TOP CHORD 2x4 OF 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/StdMiTekMiTek rids that Stabilizers and required cross bracing OTHERS 2x4 HF/SPF Stud/Std be installed during truss erection, in accordance with Stabilizer Installation guide,. REACTIONS.8=54410-3-8 (Ib/size) 2=54410-3-8 (min. 0-1-5), 8=54 410-3-8 (min. 0-1-8) Max Harz 2=47(LC 12) Max Uplift 2=-84(LC 8), 8=-84(LC 9) FORCES. (lb) -Max. Comp./Max. Ten, -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-648163, 3-4=-551179, 4-5=-565198, 5-6=-567/97, 6-7=-551179, 7-8=-650/62 BOT CHORD 2-14=-29/512, 13-14=-29/512, 12-13=-291512. 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=4.8psf; 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) 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 ® WARNING -Verify design pararnelars and READ NOTES ON THIS AND INCLUDED 0TEK 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. Addigonal 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 Crlterla, DSB-89 and BCSI1 Building Component Safety Information availaole from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • • ••• • • ,• • 00 •••.. 0111G • ON Z/--- - . 00 7116182 . • REIF.W:12131118•••• November 20,2017 I theTRUSSCO. INC. Wob Truss IM-12X12PA110 --- --T2 The Truss Co., Eugene, OR 97402 l.. 1-0-0 1-0-0 3x4 ;Truss Type Qty Ply Hayden Enterprises Inc. 112006067 ;Common 6 1 —_-_-- --__-----.----- Jot1 Reference D to ionali-- 8.130 s Sep 15 2017 MiTeK Industries, Inc. Fri Nov 17 18:56:36 2017 Pa 1 I D:xvuArTcNLgsKJR_ jIQNiLLyeleg-VRL7JzDsgfdg86NXVQ I k4tR7uzpR E ywQ_mfAv Syl BUv 12.0-0 13-0-0 6-0-0 6-0-0 1.0-0 44 Scale = 1:24.2 6.00 h2 3 L;1 T1 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 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 CSI. DEFL. in WEBS 2x4 HFJSPF Stud/Std Vert(LL) -0.05 3 REACTIONS. (Ib/size) 2=546/0-3-8 (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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-682/88, 3-4=-682/88 BOT CHORD 2-6=-31/541, 4-6=-31/541 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. 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) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 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, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0000• Goes 0.0 • 00 oa Ge D n •Goo• G F e 2PE • • • 00 0 0 OREGON e e •0 �e 7116182 00 o a ..,..a7<r•• • RE41A0. 121311180 G G November 20,2017 'A theTRUSSCo. INC. L;1 T1 4 t. 5 q .o 6 1.5x4 II 3x4 i L'ti :i CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TC 0.39 Vert(LL) -0.05 6-12 >999 360 MT20 185/148 BC 0.37 Vert(CT) -0.07 6-12 >999 240 WB 0.13 Horz(CT) 0.01 4 n/a nla Matrix -MSH Weight; 41 Ib FT = 8% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation yuide._ REACTIONS. (Ib/size) 2=546/0-3-8 (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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-682/88, 3-4=-682/88 BOT CHORD 2-6=-31/541, 4-6=-31/541 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. 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) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 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, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0000• Goes 0.0 • 00 oa Ge D n •Goo• G F e 2PE • • • 00 0 0 OREGON e e •0 �e 7116182 00 o a ..,..a7<r•• • RE41A0. 121311180 G G November 20,2017 'A theTRUSSCo. 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NOE$ o E c U. -O m c wma o ao y Z N O y C'V C` U O Zn CO 0 o ? da w F- • •'� U O b) ENyo �.E x o H O n <l m ,n 'a c � a ro Ca'2O-•C.° •�O r o N J 6 Fn LL a) o U= m�Ogsaf-0n 0%) oO c� d 0 L ° IZ •@ C Wy CD d� • • • • • • • U c -2 o C O p W c/7�r !"!11,,� c N = 3 loco 4F I u d) N N m °� w Q X U) w o. v°, P d w � Q m J rn c w 'U N C c ° c L • • c o c .0 N •••• m p • m U• ka••0 N E c 3 v•c om • • > w.° . •. o`�•••t• N V) �Npi w• ••••• IV c m m U. -O m c wma -5 • t O U C • 3`-'�m O CD �a.G49 U O _ O 'O O w F- • •'� U O b) m 2' O D O C CF- NN ••O N •• Ca'2O-•C.° •�O �v• :3CU L m�Ogsaf-0n 0%) oO c� d 0 •• •• 01 'S •@ C Wy CD • • • • • • • •• c -2 o C O p W c/7�r !"!11,,� c N loco 4F U) LU �Z NU m E LU C3 O W O O 2 ON U N F.(Y D M LU W Z O C > x O ca Z � y_ %7 O CU n �n k 0.. m o U) ..O cn uj o w G- 0) � _ O ! z cc .- co a > N O o a)> a U o > om" . CD n. a i n Q � co nvi & UL m co ; �� o p W•y_ `moi. 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U m w M m LLO W z Cn O O U o wo N�� NN�� WN�W� ow ww ww� L O � � yy Oaowo��� > W X W H Q O wz wz�7E wain> �wZZ�OF�z oN mEzrgw x �'z�r Q. 0. ~ zO � W 6y—U' w SZ� W }I Q 0 X U Q CL 0 O z C� W W rO dO0wp QOa=E a 3o-mnZ—z UaUZzsw�"'xzo �o0 ¢¢ J ¢ w4 owCYJOy W Z y o m O w y U W S `f?—ag 2- ]U W W y w W N 00 20 22 I— Z w a U z w p m z p } °dawwC7J��z O�m 5 yrar 3q s wyzJ K mw� 'P C X J UUO d d z (4 a�c�Foa�¢�r=xw = zz�yoo¢ co> y¢� xzU�n z �a~�NLLwwwozZO�w tia zo u�c�l w N N OOm� I-• Q n y J U w 'o �¢p �= U m30ip30 �Coz oUrOJ wz W.M.0 T _7 a% E LU C3 O W O O 2 ON U N F.(Y D M LU W Z O C > x O ca Z � y_ %7 O CU n �n k 0.. m o U) ..O cn uj o w G- 0) � _ O ! z cc .- co a > N O o a)> a U o > om" . CD n. a i n Q � co nvi & UL m co ; �� o p W•y_ `moi. V O co ca LL = co m ref 9)Z1 i �•I • V• O O•�•��� 4 0 4,4 CD- C/) •L••Cn f3 • s • • w O i, Is • • � �•LU to •+� tZ •L L 9S • • • • •- • 'i �ttP�` F' •1'. 1 • •• • Z• • • •wzO > ••f�j•• •• p@ 11 • a'0 •s>a• Oa��0 v o .` a co > 00 00 Z W �o> J a� >wa rn` o U' `v Z 00'L Q >. a �'rn. � m¢F=wz° IdORWM TSE Engin e e ring Re: Clrwtr1 Hayden Enterprises 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: 112065844 thruI12065855 My license renewal date for the state of Oregon is December 31, 2018. PR 11822PE ORE OREGON 1116! P •••+w••• Y f f J• ••'J•• ••+ R •R• •"••••t;Y January 4,2018 Terry Powell r + • • • • • • The seal on these drawings indicate acceptance of professional engineering responsibiltt„ stalely for the ""• Y • truss components shown. The suitability and use of this component for any particular.l2Liilding is;t% '. '.,.• responsibility of the building designer, per ANSI/TP1 1. • • Job iTruss , CLRWTR1r , IA1GE The Truss Co:, Eugene, OR 97402 6.00 F2 3 ;• I 33 3x4 Truss Type City' ky ytR n E Enterprises 112065844 SCISSOR SUPPORTED GA I 1 1 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 3 13:17:18 2018 Page 1 ID:YZydgLBPTtwb4BCMzFAoZDz?6Nh-U o7hj2RB566bEsvpjKquS4xOJBOdgtwFiXLjzzz2r? 15-0-0 15-0-0 Scale = 1:51.9 4x4 5 4 �.. 32 31 3.00 1i 2 ?.5-0 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 810 Lumber DOL 1,15 BCLL 0.0 I Rep Stress Incr YES SCOL 7.0 Code IRC2015ITP12014 LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 HF/SPF Stud/Std 3x4 IT , 0 10 _ 1rr4 Q CSI. DEFL, in I (loc) I/defl L/d PLATES GRIP TC 0,34 Vert(LL) -0,00 1 n/r 120 MT20 185/148 12 Vert(CT) 0,01 8 WB 0.10 Horz(CT) 0.00 7 Matrix -SH Weight: 132 Ib FT = 20% BRACING - 8 •,i0"" TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, I 6 Rigid ceiling directly applied or 10-0.0 oc bracing, Except; i '1d 6-0.0 oc bracing: 32-33,19.20. ! T99T I be installed during truss erection, in accordance with Stabilizer ' TB i � I 4T . ST 26 -.. .................... 27 28 5x5 = 25 Zq 29 30 3x4 IT , 0 REACTIONS. All bearings 30-0-0, (lb) - Max Horz 2=131(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 18, 2, 27, 28, 29, 30, 31, 25, 24, 23, 22, 21 except 32=-161(LC 1), 33=-189(LC 8), 20=-176(LC 1), 19=-196(LC 9) Max Grev All reactions 250 Ib or less at joint(s) 18, 26, 27, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 20 except 2=255(LC 1), 33=538(LC 19), 19=559(LC 20) FORCES. (lb) - Max, CompdMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-33=-396/208,17-19=-405/211 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 8; 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 ANSIITPI 1, 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing, 8) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.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, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 18, 2, 27, 28, 29, 3D, 31, 25, 24, 23, 22, 21 except Qt=lb) 32=161, 33=189, 20=176, 19=196, 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 26, 27, 28, 29, 30, 31, 32, 33, 25, 24, 23, 22, 21, 20, 19. 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. LOAD CASE(S) Standard 0000 00•••• • RE&EV0:•12131118 • " January 4,2018 A WARNING -Verity design paremolers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 isfor lateral suditipport of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Adonal 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 BCSI1 Building Component Safety Information avaiiable from Truss Plate Institute, 583 O'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. 30..0.0 i _ 1rr4 Q CSI. DEFL, in I (loc) I/defl L/d PLATES GRIP TC 0,34 Vert(LL) -0,00 1 n/r 120 MT20 185/148 BC 0.20 Vert(CT) 0,01 1 n/r 90 WB 0.10 Horz(CT) 0.00 18 n/a We Matrix -SH Weight: 132 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except; 6-0.0 oc bracing: 32-33,19.20. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer L:Installation Guide.,,,,,,-, REACTIONS. All bearings 30-0-0, (lb) - Max Horz 2=131(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 18, 2, 27, 28, 29, 30, 31, 25, 24, 23, 22, 21 except 32=-161(LC 1), 33=-189(LC 8), 20=-176(LC 1), 19=-196(LC 9) Max Grev All reactions 250 Ib or less at joint(s) 18, 26, 27, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 20 except 2=255(LC 1), 33=538(LC 19), 19=559(LC 20) FORCES. (lb) - Max, CompdMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-33=-396/208,17-19=-405/211 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 8; 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 ANSIITPI 1, 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing, 8) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.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, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 18, 2, 27, 28, 29, 3D, 31, 25, 24, 23, 22, 21 except Qt=lb) 32=161, 33=189, 20=176, 19=196, 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 26, 27, 28, 29, 30, 31, 32, 33, 25, 24, 23, 22, 21, 20, 19. 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. LOAD CASE(S) Standard 0000 00•••• • RE&EV0:•12131118 • " January 4,2018 A WARNING -Verity design paremolers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 isfor lateral suditipport of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Adonal 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 BCSI1 Building Component Safety Information avaiiable from Truss Plate Institute, 583 O'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. Jlib Truss CLRWTRI� ;A2 The Truss Co., Eugene, OR 97402 71-9-91. 7.9.15 1-0-0 7.9-15 �.tnjsa T ..ye ........ Idly Ply Hayden Enterprises SCISSORSI 112065845 I 1 1 , . ,Job. RQferenc@,(gpbo(7�1) 8.130 a Sep 15 2017 MITek Industries, Inc. Wed Jan 3 13:17:20 2018 Page 1 I D:YZydgLB PTtwb4BCMzFAoZDz?6Nh-QNwt6P3hjiMgrXOlx8M Izt9Bt6j R5VeDi00Rmrzz2gz 15-0-0 22-2.1 1.. 39-R-.4 7.2.1 7-2-1 7.9.15 45 - 4 Scale - 1:53.7 .... ....... -,- .......... ,.... ,_.Z8.3�._._-__...___._....-•-- F - ---._15O:Q .. _-.... t 2221_...._.,_.....•... BOT CHORD 2x4 OF No.2 ..304.0 I 2x4 HF/SPF Stud/Std *Except* 71].- ----- -- -721_..... Max Horz 2=133(LC 8) 7215,, .......... Plate...9ltSst� (X,Y}--.__(20 _ - 0-10.Ed.9Q) f6__0-0_10_Ed.9�),..(g�4-4.OQ 341---"•-•------., -. -- 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.37 8-9 >966 360 1 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.78 Vert(CT) -0.63 8-9 >571 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.43 6 n/a n/a BCDL 7.0 Code IRC20151TPI2014 Matrix -MSH Weight: 115 Ib FT = 20% LUMBER - TOP CHORD 2x4 OF No.1&Btr BOT CHORD 2x4 OF No.2 WEBS 2x4 HF/SPF Stud/Std *Except* W1: 2x4 DF No.2 REACTIONS. (Ib/size) 6=1199/Mechanical, 2=1267/0-5-8 (min. 0-1-8) Max Horz 2=133(LC 8) Max Uplift 6=-200(LC 9), 2=-222(LC 8) FORCES, (lb) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-3=-3914/675, 3-4=-2748/370, 4-5=-27481395, 5-6=-3926/563 BOT CHORD 2-9=-663/3518, 8-9=-66213524, 7.8=-43913536, 6.7=-44013531 WEBS 4-8=-207/1910, 5-8=-11311428, 3-8=-1120/414 BRACING - TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing, WEBS 1 Row at midpt 5.8.3-8 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) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) 6=200,2=222. 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 © 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. -• • •• RENEWS: 1201J18 January 4,2018 'A theTRUSSCO.1NC. iJob Truss CLRWTRI ,A3GE The Truss Co.. Eugene, OR 97402 1-0-0` n �1 Truss Type yp Qty !Ply Hayden Emerprises 112065846 GABLE I1 1 ,lob Refer@noo..(opli90al) y q 15 2017 MiTek Industries, Inc. Wed Jan 3 13.17:21 2018 Page 1 6.130 s Sep uZUFJ14JUOVhThaUUrlXW4iNYW4aq?GlVlxgm?JHzz2gy 7.9-4 f 15,-0-0 ID:YZ d LBPTIw228C ZzFAoZDz?6Nh- 3070-0 �1-0-9 7-9-4 7-2-12 7-2-12 7-9-4 1-0-0 2x4 _ 4x4 -- 4 3x4 = 30 = 3x4 = 3x4 = Scale = 1:58.0 3x4 = I....-- --- - - -'tee z _ ... - - - ---1 -- - — - ._ u rc_i .. _. -_ --- .I. -- -- uecuy..-- _.... . ; ---- -----J0.23 ------- -- .- ........ _, -......... .L].L__, _._, .... ... -- -- --- . . .....]023 Plale..4ff�ets_(X,X) [�..;0 4c4 Ed9e1, [4 Q 2 41, [8:Q -Q Edge] 0000• LOADING (psf) ; SPACING- 2-0-0 CSI. i DEFL, in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.35 B-10 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.72 l Vert(CT) -0.44 B-10 >825 240 BCLL 0,0 Rep Stress Incr YES WB 0,25 Horz(CT) 0.06 6 n/a We BCDL 7,0 Code IRC2015fTP12014 Matrix -MSH • 2PE Weight: 184 Ib FT = 20% 1 LUMBER- BRACING - 0000 TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-6 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" W2: 2x4 HF/SPF Stud/Std MiTek recommends that Stabilizers and required cross bracing i be Installed during truss in 2x4 HF/SPF Stud/Std erection, accordance with Stabilizer i.OTHERS I' nstallation nide REACTIONS. (Ib/size) 6=1266/0-5-8 (min. 0-1-8), 2=1266/0-5-8 (min. 0-1-8) Max Horz 2=-125(LC 9) Max Uplift 6=-223(LC 9), 2=-223(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-3=-2126/359, 3-4=-1883/362, 4-5=-1883/362, 5-6=-2126!359 BOT CHORD 2-10=-348/1845, 10-48=-11311205, 48-49=-113/1205, 9-49=-113/1205, 8-9=-113/1205, 6-8=-223/1845 WEBS 4-8=-174/704, 5-8=-513/263, 4-10=-174/704, 3-10=-513/263 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) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 cc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=223,2=223. 9) 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 0000 •06.06 Y • OREGON 6` . 6711 6163 ' 006 RENEWS: 12131118 January 4,2018 ® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll•1413 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual builoing 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 ANSIITPII Quality Criteria, DSB-89 and BCSII Building Component L, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. 0000• 0000• 0000•• [ �][ • • 4J �0000• • • 2PE •• •• 0000 OREGON 6` . 6711 6163 ' 006 RENEWS: 12131118 January 4,2018 ® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll•1413 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual builoing 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 ANSIITPII Quality Criteria, DSB-89 and BCSII Building Component L, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. IJob;Truss CLRWTR s a !A4FP The Truss Co., Eugene, OR 97402 1.0.0 7.9-4 )Truss Type Common 7.2.12 LQt.,,• y Ply Hayden Enterprises 112065847 1 1 8.130 s Sep 1.5 2017 MiTeK Industries, Inc. Wed Jan 3 13:17:22 2018 Page 1 ID:YZydgLBPTtwb4BCMzFAoZDz?6Nh-Ml2eX55xFKdY4r9g2ZPm21EV9wPfZOGW9KVYrkzz2gx I.....,. 22•Z.c1?.-...... r 30-0-41.0.0 7.2-12 7-9_4 1 _0'_'01 4x4 -= Scale = 1:56.3 6.00 \\ 1.5x4 �� /! \� 1,5x4 MI 3 •''� / '� W 3; `. 2 %3 , 1 2 6 a'1 ----------------..,.,.... -------.....,.... -8t __.=`4------- - ... qby.._..._. .... ..g2... ......����.,,.,,_.-_._.._ .,, 7 n .. .... - .... ..... ..,. .. .... L. (. ... ,,.� 10 9 5 ''I 0 3x4 3x4 = 3x4 30 '- 3x4 = __ 10.2.3 19.9-13 ....... .... Q:D_Q................._..__.. .._.. _. _... .. ... ....................-- .._................ -_.....__._.................._..1Q:2.3....,................__.-._-._.........__.__._...................................................... .... PLat..Q.ffset$gg)F.02.1..... .... ...... _. ......... _.............. .......... _„ ... ......... _.. ..... __. .., ... LOADING (psf) SPACING- 2.0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0,20 10.18 >999 360 MT20 1851148 TCDL 8.0 Lumber DOL 1.15 BC 0.79 Vert(CT) -0,40 10-18 >901 240 BCLL 0.0 Rep Stress Inor NO WB 0.46 Horz(CT) 0.07 6 We n/a BCDL 7.0 Code IRC2015rrP12014 Matrix -MSH i Weight: 134 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-10-12 oc bracing. WEBS 2x4 DF No.2 "Except" WEBS 1 Row at midpt 11-12 W3: 2x4 HF/SPF Stud/Std _.. _............-..... ...... MiTekek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer .Installation gulde,- -- - - - ----- - - ---.._... REACTIONS. (Ib/size) 6=1348/0-5-8 (min. 0-1-8),2=1348/0-5-8 (min. 0-1-8) Max Horz 2=125(LC 8) Max Uplift 6=-242(LC 9), 2=-242(LC 8) FORCES. (ib) -Max, Comp,/Max. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 2-3=-23081400, 3-4=-2064/403, 4-5=-2064/404, 5-5=-2308/400 BOT CHORD 2-10=-38512007, 9-10=-15311388, 8.9=-153/1388, 6-8=-260/2007 WEBS 4-12=-1961602, 8.12=-172/695, 5-8=-5121263, 10-11=-1721695,4-11=-196/802, 3-10=-5121263 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. 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 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 Ot=Ib) 6=242,2=242. 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 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 ® wARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 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 responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the bulleing designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719. ••••• • • 4$ • E • OREGON • r 711 W2 •- RE N Ejl e.'*12131118 January 4,2018 theTRUSSCO. INC, ........... (Job Truss CLRWTRI A5FP The Truss Co., Eugene, OR 97402 J1 -0-0.i .. _7-9.4... 1-0-0 7-9-4 d A, Type�Truss COMMON 7-2-12 6.00 1 Z JJ: 1.5x4 �� J 3 .. Qty IP..ly... .fJob R.e.ferenDe-...., Hayden Enterprises.. 4 112065848 1 (opti0nfll.)... 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 3 13;17;22 2018 Pagge 1 ID:YZydgLBPTtwb4BCMzFAoZDz76Nh-MI2eX55xFKdY4r9g2ZPm21EVwwPYZOGW9KVYrk. qx ..1. 22-2-12....... { 30.0.0 7-2-12 7.9.4 4x4= 4 ,riA/1 Wt.� n 2 1 � .,-----------e4- - �i 1.5x4 K -- ------- •---- ----. .......—.--...._ ., . _„ - _- _._�.-•---1-,5x4- -- --.-._ ... --- 9 8 7 30- 3x4 _ 3x4 = 3x5 = ____ -_- _ - - --- ---.1.a..�-..D-2-3. LOADING (psi) SPACING- 2.0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 TCDL 8.0 Lumber DOL 1.15 BC 0.80 BCLL 0.0 Rep Stress Incr NO -0,20 WB 0.46 BCDL 7.0 Code IRC2015/TP12014_ Vert(CT) Matrix -MSH LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 OF No.2 *Except* W3: 2x4 HFISPF Stud/Std REACTIONS. (Ib/size) 6=1281/0-5.8 (min. 0.1.8), 2=134910-5-8 (min. 0-1-8) Max Horz 2=133(LC 8) Max Uplift 6=-220(LC 9), 2=-242(LC 8) Scale = 1:55.5 1.5x4 JJ 5 r2. Weight: 133 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 9-9-9 oc bracing. WEBS 1 Row at midpt 10.11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer „Installation guidill FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2310/400, 3-4=-20671404, 4-5--2071/406, 5-6=-2314/403 BOT CHORD 2-9=-39312009, 8-9=-161/1390, 7-8=-16111390, 6-7=-279/2015 WEBS 4-1 1=-1991808,7-1 I=-174/701, 5.7=-5161264, 9-10--172/695,4-10z-196/801, 3-9=-512/263 NOTES - 1) Unbalanced roof live toads have been considered for this design. 2) Wind; ASCE 7-10; Vult=125mph (3 -second gust) Vasd=100mph; TCDL=4.Spsf; 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 fora 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) 6=220,2=242. 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 1) Dead + Roof Live (balanced); Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1.4=-66, 4-6=-66, 12.15=-14, 10-11=-20 RENEWS: 12131118 January 4,2018 .xysaeacw� ® WARNING, Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 61I1.7473 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 fesponsibillily 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 ANSIfrPl1 Quality Criteria, DSB-99 and BCSI1 Building Component 1, Safety Information available from Truss Plate Institute, 553 D'Onofrio Drive. Madison, WI 53719, theTRUSSCo. INC, 6 82 Iv C 3x5 9.:1.11 Weight: 133 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 9-9-9 oc bracing. WEBS 1 Row at midpt 10.11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer „Installation guidill FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2310/400, 3-4=-20671404, 4-5--2071/406, 5-6=-2314/403 BOT CHORD 2-9=-39312009, 8-9=-161/1390, 7-8=-16111390, 6-7=-279/2015 WEBS 4-1 1=-1991808,7-1 I=-174/701, 5.7=-5161264, 9-10--172/695,4-10z-196/801, 3-9=-512/263 NOTES - 1) Unbalanced roof live toads have been considered for this design. 2) Wind; ASCE 7-10; Vult=125mph (3 -second gust) Vasd=100mph; TCDL=4.Spsf; 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 fora 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) 6=220,2=242. 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 1) Dead + Roof Live (balanced); Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1.4=-66, 4-6=-66, 12.15=-14, 10-11=-20 RENEWS: 12131118 January 4,2018 .xysaeacw� ® WARNING, Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 61I1.7473 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 fesponsibillily 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 ANSIfrPl1 Quality Criteria, DSB-99 and BCSI1 Building Component 1, Safety Information available from Truss Plate Institute, 553 D'Onofrio Drive. Madison, WI 53719, theTRUSSCo. INC, 9.:1.11 ZD 2-3 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0,20 7-14 >999 360 MT20 185/148 Vert(CT) -0.40 7-14 >893 240 Horz(CT) 0.07 6 n/a n/a Weight: 133 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 9-9-9 oc bracing. WEBS 1 Row at midpt 10.11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer „Installation guidill FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2310/400, 3-4=-20671404, 4-5--2071/406, 5-6=-2314/403 BOT CHORD 2-9=-39312009, 8-9=-161/1390, 7-8=-16111390, 6-7=-279/2015 WEBS 4-1 1=-1991808,7-1 I=-174/701, 5.7=-5161264, 9-10--172/695,4-10z-196/801, 3-9=-512/263 NOTES - 1) Unbalanced roof live toads have been considered for this design. 2) Wind; ASCE 7-10; Vult=125mph (3 -second gust) Vasd=100mph; TCDL=4.Spsf; 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 fora 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) 6=220,2=242. 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 1) Dead + Roof Live (balanced); Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1.4=-66, 4-6=-66, 12.15=-14, 10-11=-20 RENEWS: 12131118 January 4,2018 .xysaeacw� ® WARNING, Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 61I1.7473 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 fesponsibillily 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 ANSIfrPl1 Quality Criteria, DSB-99 and BCSI1 Building Component 1, Safety Information available from Truss Plate Institute, 553 D'Onofrio Drive. Madison, WI 53719, theTRUSSCo. INC, Job Truss CLRWTRI '.,SAB .. .. ......... .....—. ..... The Truss Co., Eugene, OR 97402 11-9: 7 o 7.-94 1.0.0 .9.4 2 3x4 Truss Type Common i ...-..... 15:0:4... 7.2.12 Qty I Ply Hayden Enterprises 12085849 JQ2..EieferBnGe.(Qp1ignal)... 8.130 s Sep 15 2017 MiTek industries, Inc. Wed Jan 3 13:17:23 2018 Page 1 ID:YZydgLBPTtwb4BCMzFAoZDz76Nh-gycOkQBZ?diOi7ktcGw?bVnisKmvlvkf0 — F6NAzz2gw _ ,,1, ..22.2712. 30, 0.0 7.2-12 ... 1.. 7-9-4 04 4 9 18 17 B 7 3x4= 3x4 3x4 "= Scale a 1:53.1 c 3x4 LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 OF No.2 'Except* W2: 2x4 HF/SPF Stud/Std REACTIONS, (Ib/size) 6=1199iO-5-8 (min, 0-1-8),2=1267/0-5-8 (min. 0-1-8) Max Horz 2=133(LC 8) Max Uplift 6=-201 (LC 9), 2=-223(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 3.2-8 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-21281359, 3.4=-1885/362, 4-5=-1889/365, 5-6=-21331362 BOT CHORD 2-9=-356/1847, 9.16=-12111208, 16-17=-12111208,8-17=-121/1208, 7-8=-121/1208, 6.7--242/1853 WEBS 4-7=-177/710, 5.7=-517/264, 4-9=-174/704, 3-9=-5141263 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation uide.i NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vesd=100mph; 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 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($) except Qt=1b) 6=201, 2=223. 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 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE Mll-74 73 BEFORE USE, Design valid for use only with MiTek connectors. This design is based anly 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 fabricalion, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, D&B -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. sees • 0000•• • • • • • ee ••• • see00s• • sees• • • s••• RENOW 12131/18 January 4,2018 theTRUSSco. INC. ............................. ...I _...__..._..._.__........_ _.........� 9_.2.3_._.,._,._._ ... ......... ......... ................ - ........... Plate offsets KY)-- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25,0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.35 7-9 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.73 Vart(CT) -0.44 7-9 >826 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.06 6 n/a n/a BCDL 7.0 Code IRC2015rrP12014 Matrix -MSH Weight: 122 Ib FT = 20% LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 OF No.2 'Except* W2: 2x4 HF/SPF Stud/Std REACTIONS, (Ib/size) 6=1199iO-5-8 (min, 0-1-8),2=1267/0-5-8 (min. 0-1-8) Max Horz 2=133(LC 8) Max Uplift 6=-201 (LC 9), 2=-223(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 3.2-8 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-21281359, 3.4=-1885/362, 4-5=-1889/365, 5-6=-21331362 BOT CHORD 2-9=-356/1847, 9.16=-12111208, 16-17=-12111208,8-17=-121/1208, 7-8=-121/1208, 6.7--242/1853 WEBS 4-7=-177/710, 5.7=-517/264, 4-9=-174/704, 3-9=-5141263 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation uide.i NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=126mph (3 -second gust) Vesd=100mph; 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 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($) except Qt=1b) 6=201, 2=223. 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 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE Mll-74 73 BEFORE USE, Design valid for use only with MiTek connectors. This design is based anly 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 fabricalion, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, D&B -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. sees • 0000•• • • • • • ee ••• • see00s• • sees• • • s••• RENOW 12131/18 January 4,2018 theTRUSSco. INC. jJob Truss iCLRWTR1 ;A7GE The Truss Co., Eugene, OR 97402 Fool 9t1 � 3x4 (Truss Type Common Supported Gable 15_0'4.... __._..... 15-0-0 10 Qty !Ply Hayden Enterprises 112065850 I ID:YZ d LBPTtw 1 1 dap F3efe. r@nce (optio.nol) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 3 13:17:24 2018 Pal; 1 y q b48CMzFAoZDz96Nh-18AOym78mxtFK9J3AzRE7jJ1ZjHf10Jpde_fvczz2gv 1500 4x4 == 12 111..." .., 13 14 Scale = 1:52.9 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 30 3x4 =_ 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/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 HFISPF Stud/Std'Except' ST10: 2x4 OF No.2 CSI. TC 0.08 BC 0.05 WB 0.10 Matrix -SH :e o•o DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft L/d -0.00 1 n/r 120 0.00 1 n/r 90 0.00 22 n/a n/a PLATES GRIP MT20 185/148 Weight: 181 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, recommendsMiTek d.,.,,._._..................................._...................................., that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer n to talion g REACTIONS, All bearings 30-0.0. (Ib) - Max Horz 2=133(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s) 34, 35, 36, 37, 38, 39, 40, 41, 42, 32, 31, 29, 28, 27, 26, 25, 24, 23, 2 Max Grav All reactions 250 Ib or less at joint(s) 22, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 32, 31, 29, 28, 27, 26, 25, 24, 23, 2 FORCES. (lb) -Max. CompdMax, 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.Bpsf; BCDL=4.2psf; h=25ft; Cat. ll; 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) All plates are 1,5x4 MT20 unless otherwise indicated, 5) Gable requires continuous bottom chord bearing, 6) Gable studs spaced at 1-4-0 oc, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20,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) 34, 35, 36, 37, 38, 39, 40, 41, 42, 32, 31, 29, 28, 27, 26, 25, 24, 23, 2. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 22, 2, 11) 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. LOAD CASE(S) Standard ® WARNING - Verify design peramefdrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•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, quality control, storage, delivery, erection and bracing, consult ANSI7TPI1 Quality Criteria, DSB•89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I� • OREGON .• •.... ••716$ • • . �Qyti RENEWS: 12/31118 January 4,2018 theTRUSSco. trrc. iJob Truss CLRWTR1a B1GE The Truss Co., Eugene, OR 97402 1.0.0 6.00 ii' ' I Truss Type Idly IPIy Hayden Enterprises 112065851 Common Supported Gable f 1 t 144 Ref ereInge .(4p..114n81). 8.130 s SepP 152017 MiTek Industries, Inc. Wed Jan 3 1317:252018 Pagge 1 ID:YZydgLBPTtwb4BCMzFAoZDz?6Nh-nKjm967gXE?6xJuFjhyTgwsB97dvvmsOysIkCS3zz2qu 1 21-0-0 10-0.0 10-0.0 1.0-0 Scale = 1:35.3 40 B 7 6 II,, 10 4 12 71 ST'i T1•...... Tfi $T5 ST j 5-4 -2 IT $T 25 LOADING (psf) 3 2-0-0 �T' 25.0 Plate Grip DOL 1.15 TCDL 6.0 Lumber DOL 3x4 -- 26 I Truss Type Idly IPIy Hayden Enterprises 112065851 Common Supported Gable f 1 t 144 Ref ereInge .(4p..114n81). 8.130 s SepP 152017 MiTek Industries, Inc. Wed Jan 3 1317:252018 Pagge 1 ID:YZydgLBPTtwb4BCMzFAoZDz?6Nh-nKjm967gXE?6xJuFjhyTgwsB97dvvmsOysIkCS3zz2qu 1 21-0-0 10-0.0 10-0.0 1.0-0 Scale = 1:35.3 40 B 7 6 II,, 10 4 12 71 ST'i T1•...... Tfi $T5 ST j 5-4 -2 IT $T 25 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 6.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 HF/SPF Stud/Std 24 23 22 21 20 19 16 17 13 lS �yTf 14 16 3x4 REACTIONS. All bearings 20-0-0. (lb) - Max Horz 2=-86(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 2, 14, 22, 23, 24, 25, 26, 20, 19, 18, 17, 16 Max Grav All reactions 250 lb or less atjoint(s) 2, 14, 21, 22, 23, 24, 25, 20, 19, 18, 17 except 26=252(LC 19), 16=252(LC 20) 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=4.8psf; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1, 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.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 atjoint(s) 2, 14, 22, 23, 24, 25, 26, 20, 19, 18, 17, 16. 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. LOAD CASE(S) Standard ® WARNING - Vorify 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 responsibiliity 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, 0SB-99 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wt 53719. OREGON • RENEWS: 12!31118 January 4,2018 I theTRU$SCO. INC. zt�•�,a CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.09 Vert(LL) 0.00 15 n/r 120 MT20 1851148 BC 0.05 Vert(CT) 0.00 15 n/r 90 WB 0.05 Horz(CT) 0.00 14 We nla Matrix -SH Weight: 99 Ib FT = 20% B RACI NG - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ----- ............. --- -...--...._._._........ ---._...-......----............... MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Insta l lation.g uid„ e.. REACTIONS. All bearings 20-0-0. (lb) - Max Horz 2=-86(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 2, 14, 22, 23, 24, 25, 26, 20, 19, 18, 17, 16 Max Grav All reactions 250 lb or less atjoint(s) 2, 14, 21, 22, 23, 24, 25, 20, 19, 18, 17 except 26=252(LC 19), 16=252(LC 20) 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=4.8psf; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1, 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.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 atjoint(s) 2, 14, 22, 23, 24, 25, 26, 20, 19, 18, 17, 16. 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. LOAD CASE(S) Standard ® WARNING - Vorify 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 responsibiliity 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, 0SB-99 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wt 53719. OREGON • RENEWS: 12!31118 January 4,2018 I theTRU$SCO. INC. Job Truss Truss Type 10ly 'Ply CLRWTRI XB3 Common 10 Hayden Enterprises • 112065852 II 1 ' .. .. ... Jcb.F;eferegcg.(4p11S].Odl) The Truss Co., Eugene, OR 97402 8.130 s SepP 15 2017 MiTek Industries, Inc. Wed Jan 3 13:17:26 2018 Page 1 ID:YZydgLBPTtwb4BCMzFAoZDz?6Nh-FXHBNS8SIY7zZSTRHOTiD8Pl1 XogVEr54yTm_Vzz2gt 5-8-6 10.0.0 20.9-0,_ _„ 21.0.0 1-0-0 0 O f .._ _....,.. 5-8-6 - - i -- 4-3-10 — 4-3 9 5-8-7 1 1-0-0 1 Scale % 1:36.2 44 4 4IP_).ff..S.e.Ls (&Y)- . ......... ..._.... ....._._...................................................... LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.14 8-11 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.65 Vert(CT) -0.26 B-14 >90B 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.03 6 n/a n/a BCDL 7.0 Code IRC2015/TP12014 Matrix -MSH Weight: 78 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF 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=866/0-5-8 (min. 0-1-8),6=86610-5-8 (min. 0-1-8) Max Horz 2=86(LC 12) 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=-1341/235,3-4=-1003/169.4-5=-1003/169,5-6=-1341/235 BOT CHORD 2-8=-218/1162, 6-8=-132/1162 WEBS 4-8=-621591, 5-8=-408/194, 3-8=-408/193 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=4.8psf; 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 noncon current with any other live loads. 4) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 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. LOAD CASE(S) Standard ® WARNING - Varity design pararrretors and READ NOTES ON THIS ANOINCLUOED MITEK REFERENCE PAGEMII-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 ANSI1TPI1 Quality Criteria, OSE -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ease • • sees** 0 .Z •• • 0000 • o •••• •••••• 00 SPE •• • • OREGON • • • .... sea RENEWS: 12131/18 January 4,2018 theTRUSSCo. INC. job ! truss n CLRWTRI h ....IC1GE.._... Type ITrusi Common Structural Gable The Truss Co., Eugene, OR 97402 F...:..,i,.....,.. .........,- - -- ... ........... ..... _...._�_$r� _........ 1.0-0 7.8.0 Idly PlyHayden Enterprises 12065853 �1 1 J... .. �Q.b ggtgrastce. (apbona!)_ ... . 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 3 13:17:27 2018 Page 1 I0;YZydgLBPTtwb4BCMzFAoZDz?6Nh-jjrWao943sFgBc2er6_xlLxgx91Ek1 FJcDJWxzz2gs ......1... ..._......._......_._...._L-0rQ ... , 16.4-0 7-8-0 1 1.0-0- I 4x4 3 Scale = 1:30.3 8.00 112 Iw 30 rl. Ij1J� 4 ro: .. �' i • " US 11 •� 5 W1 3x4 T l ST 8 i fli ; ?, l._....._...._ 14 13 12 11 10 9 4xB = 4x5 = ._.._._. ............ . - .......— ......._._._........__._,_.15_4:0_.__....._........ ,..... —...... _...,...__.............. ........ _...,I - -- — -- . -- ..... .... . ........ - — .. _........ ..... ..-Z5_4 _ _... .... . _ ........ .—..._ ........... ...—_... -- - - --- -3.:5:0 -. ..... Plate, Qftsets (X Y). [2 4.-..1-4,Ed9eL. [3 4 1.2,4.2-41. I4;.4-1-12,4-1.81 [5 4 -6.x2,0 -t-41..-[6 4 4 9 Q.r2 1 LOADING (psf) SPACING- 2-0-0 CSI, , I DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 TC 0.53 Vert(LL) -0,03 14-21 X999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.63 Vert(CT) -0.04 14-21 X999 240 BCLL 0.0 Rep Stress Incr YES WB 0,10 Horz(CT) 0.00 2 n/a n/a BCDL 7.0 ( Code IRC2015ITP12014 Matrix -MSH Weight: 74 Ib FT = 20% 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 HF/SPF Stud/Std MITek recommends that Stabilizers and required -cross biotin OTHERS 2x4 HF/SPF Stud/Std I be installed during truss erection in accordance with Stabilizer j Installation guide. REACTIONS. All bearings 10-6-0 except (jt=length) 6=0.3.8. (lb) - Max Horz 2=68(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 6, 11, 12 except 13=-162(LC 19), 14=-119(LC 8), 10=-199(LC 20), 9=-157(LC 9) Max Grav All reactions 250 Ib or less at joints) 12, 13, 10 except 2=290(LC 1), 6=310(LC 1), 11=335(LC 1), 14=321(LC 19), 9=438(LC 20), 2=290(LC 1) FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-11=-278/70, 5-8=-286/144 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 (enveiope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 001-=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 7)' This truss has been designed for a live load of 20.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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 2, 6, 11, 12, 2 except Qt=1b) 13=162, 14=119, 10=199, 9=157. 9) 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 si F4,�- • • 4PE • • • • 0 00 •• OREGON • •ti��sf�� •+• •41 RENEWS: 12131/18 January 4,2018 ® WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED Il REFERENCE PAGE Mll-7473 BEFORE USE. Oesign valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ApplicaUlity of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is 'or 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 ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. Job Trues Truss Type QtyPly Hayden Enterprises I CLRWTR1 a IC2 Common I1 1I ce l Job Referen_IOPIi4n).. 112065854 The Truss Cd., Eugene, OR 97402 8.130 a Sep 15 2017 MiTek Industries, Inc. Wed Jan 3 13:17:28 2018 Page 1 1 D:YZydgLBPTtwb4BCMzFAoZDz76N h-BvPvn8Aig9NhomdgPpVAIZ U YV LU OzBDOYGyt2 Nzz2gr - t - _..._.. 15-4-0 --16-4-0 1.0.0 7-8-0 7_b-0 1 1-0-0 4x4 '= Scale= 1:29.3 3 8.00 12 71 -1I T1 4 1.5x4 II 6 3x6 3x6 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 HF/SPF Stud/Std BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 2=635/0.5-8 (min. 0.1-8), 4=590/0-3-8 (min. 0-1-8), 6=133/0-5-8 (min. 0.1-8) Max Horz 2=68(LC 12) Max Uplift 2=-132(LC 8), 4=-98(LC 9), 6=41 (LC 9) Max Grav 2=635(LC 1), 4=590(LC 1), 6=177(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-763!133, 3-4=-768!161 BOT CHORD 2-7=-811593,6-7=-81/593, 4-6=-811593 Structural wood sheathing directly applied or 4-7.10 oc purlins. 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=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; and vertical :eft 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) 4, 6 except (jt=1b) 2=132. 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criterla, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ••••a sill • • • s • • • �r �4 • • ;WE00 its 0 so 00 as 0 04 is • • i • OREGON c •ay.• ,• y� • IZ61� � •w• w ✓ l .04,00: 004. RENEWS: 12131118 January 4,2018 theTRUSSCO, INC. 4S1_ ,...,.. _ ... ...... __..9 ]D.0 ----.......... ..... _ ..... Plate ..Ci sets-OCY) 12: 81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.11 7-10 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.67 i Vert(CT) -0.20 7-10 >624 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 n/a n/a BCDL 7.0 Code IRC2015/TP12014 Matrix -MSH I Weight: 52 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 HF/SPF Stud/Std BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 2=635/0.5-8 (min. 0.1-8), 4=590/0-3-8 (min. 0-1-8), 6=133/0-5-8 (min. 0.1-8) Max Horz 2=68(LC 12) Max Uplift 2=-132(LC 8), 4=-98(LC 9), 6=41 (LC 9) Max Grav 2=635(LC 1), 4=590(LC 1), 6=177(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-763!133, 3-4=-768!161 BOT CHORD 2-7=-811593,6-7=-81/593, 4-6=-811593 Structural wood sheathing directly applied or 4-7.10 oc purlins. 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=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; and vertical :eft 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) 4, 6 except (jt=1b) 2=132. 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criterla, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ••••a sill • • • s • • • �r �4 • • ;WE00 its 0 so 00 as 0 04 is • • i • OREGON c •ay.• ,• y� • IZ61� � •w• w ✓ l .04,00: 004. RENEWS: 12131118 January 4,2018 theTRUSSCO, INC. �Iol : Truss CLRWTRI s a C3GR i The Truss Co., Eugene, OR 97402 Pu OMMONPGIRDE R 4:3.4.. .�•$�. 4-3-4 I 3-4.12 6.00 ;12 4x8 2 r1 wa L 13 8 14 5x6 3x8 Qty Ply Hayden Enterprises I1 1 112065855 I .. 1.9.b.Re[grencp...(ppligna.l).. 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 3 1317:28 2018 Pe4e I ID; YZydq LB PTtwb4 BCMzFAoZDz?6 N h-BvPvnBAiq gNhomdgPPVAIZUZa LP Fz_IOYGyt2Nzz2gr 10.3 4. 15-4-0 27.4 5012 44 — wa' 5X5 4 4I —1 8 3x4 II Ti LUMBER - 4._ ................ ....... _.._....... 1_._..--._..._._.._I Q_ ...... .............. ,_..._...f..........._...._.....193:4........... ._....f_.......,...... BOT CHORD 2x6 DF SS --.............. .......... _ 2x4 HF/SPF Stud/Std *Except` .... -- -- .......... _,... _._2L4 •. --. _. . _..........._.. ---- .� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d TCLL 25.0 Plate Grip DOL 1.15 TC 0,65 Vert(LL) -0.08 8-10 >999 360 TCDL 8.0 Lumber DOL 1.15 BC 0.97 Vert(CT) -0.13 8-10 >920 240 BCLL 0.0 Rep Stress Incr NO WB 0.90 Herz(CT) 0.02 6 n/a n/a BCDL 7.0 Code IRC2015ITP12014 Matrix -MSH LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF/SPF Stud/Std *Except` W5.W3: 2x4 DF No,2 Scale = 1:28.2 5 3x4 — 5 ..... ... ..... .............. _ _ ....... PLATES GRIP MT20 185/148 Weight: 74 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2.7 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=2510/0-5-8 (min. 0-2-11),5=-366/0-3-8 (min. 0-1-8),6=5007/0-5-8 (min. 0-5.5) Max Horz 1=60(LC 31) Max Uplift 1=-448(LC 8), 5=-478(LC 19), 6=-855(LC 9) Max Grav 1=2510(LC 1), 5=144(LC 16), 6=5007(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4225/756, 2-3=-14321278, 34=-1427/289, 4-5=-200/1158 BOT CHORD 1-13=-690/3769, 8-13=-69013769, 8-14=-690/3769, 7-14=-69013769, 7-15=-1000/203, 6-15=-1000/203, 5-6=-1000/203 WEBS 2 -8= -415/2531,2 -7=-2981!591,3-7=-204/1099,4-7=-53813065,4-6=-3471/623 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; WWI26mph (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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=448,5=478,6=855. 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) 1185 Ib down and 214 Ib up at 2-0-12, 1185 Ib down and 214 Ib up at 4-0-12, 1185 Ib down and 214 Ib up at 6-0-12, and 1185 Ib down and 214 Ib up at 8-0-12, and 1185 Ib down and 214 Ib up at 10-0-12 on bottom chord, The design/selection of such connection devica(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 Continued on page 2 • ` •L(� d �• E 9 r. •• ♦ • OREGON • • • • RENEWS: 12131118 January 4,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-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 erec:or. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery,,ereetion and bracing, consult ANSIITPI1 Quality Criteria, DS13-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 5B3 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. ---7 [JobTruss Truss TypeQty � RWTR 1 C3GR COMMON GIRDER PI 112065655 1 1 LLRL -- - The Truss Co.. Eugene. OR 97402 �,,,Ivri* 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 3 13:17:29 2018 Pagge 2 ID:YZydgLBPTtwb4BCMzFAoZDz76Nh-f6zH7UAKbTVYQwC0yXlPgmlkKklUiR_YmwiQbgzz2gq LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-66, 3-5=-66, 1-5=-14 Concentrated Loads (Ib) Vert: 8=-1185(6) 6=-1185(B) 13=-1185(B) 14=-1185(8) 15=-1185(8) ® WARNING Verify design paraareters 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. 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O p x� •• •• mmmm Z L � J a• a �bf99g5 LL p ¢ ao • • N": 5 W Lij a •••• vc r Y tt LLJ W Y N W "a LU z Or rptI u) LU I W~ } E n E i Qi ¢ j.-• 0z IC Q u ° o O 2 .r g�� a a9g5s z l Z Q U— w"�°n �� o g S Hp ji 6 DL DL ti t � � !•� 3 • c •i rte. 1)t isDesignrM Client: Nathan Martin - Hayden Homes Project: Hayden Homes Address: Date: 819/2017 Designer: Bobby Brown Job Name: Clearwater Project if: Clearwater Page 1 of 1 J1 LPI 18 9.500" - PASSED Level: Level }�Iy1 i II II I �8,i j flhl I f I fll C I}l 3 1 ,,i ., i. � .l '• , I j �,_¢_.:.�!r'tl_.i.l_`I'.� � I I _.L d _- -• .�.,. .- ... -d_' - _._ .___..._. _.��-.i.,_.___o_^ - - - - 112„ -- - -- - 1'Hanger (ITS2.56/9.5) 2 D. Fir 3 SPF 4 Hanger (ITS2,56/9.5) 116 10'2" 42 1/2" 14'4" i I 36' Member Information Reactions Ib (Uplift) Type: Joist Application: Floor 18rg Live Dead Snow Wind Const Spacing: 19.2" o.c. Design Method: ASD 1 378 95 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 956 239 0 0 0 Deflection LL: 480 Load Sharing: No 3 702 176 0 0 0 Deflection TL: 240 Deck: 314 APA Rated Sturd-I- 4 267 67 0 0 0 IImportance: Normal FloorPlywood Nailed and Glued 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- 2.000" 55% 94/401 495 L_L D+L Hanger Analysis Results 2 - D. Fir 3.500" 63% 241 11013 1254 LL_ D+L 3 -SPF 3.500" 51% 1741827 1002 _LL D+L Analysis Actual Location Allowed Capacity Comb. Case Neg Moment -1629 ft -Ib 14'4" 2365 ft -Ib 0.689(69%) D+L LL_ 4- 2.000" 43% 671314 381 L_L D+L Pos Moment 1482 ft -Ib 6'2 5/16" 2365 ft -Ib 0.627(63%) D+L L_L Hanger Shear 684 Ib 144" 11301b 0,605(61%) D+L LL_ LL Deft inch 0.244 (L/7D1) 6'10 318" 0.356 (U480) 0.680(68%) L L_L TL Defl inch 0.295 (1-1580) 6-915116" 0.711 (U240) 0.410(41%) D+L L L t ,Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.051", Long Term = 0.077" • • • • • 3 Fill all hanger nailing holes. *see ••••• • 4 Bottom flange must be laterally braced at a maximum of 4'8" o.c. • • ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1A • •C.tmments• • • • 00,19 1 Uniform 1-7-3 10 PSF 40 PSF 0 PSF 0 PSF OkSF *00000 a • • • •a••:• •• • • • • •• Y • • •• • • • • •• •• • •• •••••• •••• • of a •-t•a Manufacturer Into International Wood Products Notes basad Ilia luaus, 14421 SE 98th CL , Oregon Louisiana-Pacific Corp This compunenl analysis .a on geometry and other oondaionaea entered by the „ser 414 Union Street, Suite 2000 USA and listed in lnis report. Tha user is responsible to Nashville, TN 37219 97015 ensure the accuracy of the input and the applicability to the actual conditions of me structure for wnlch this umpunenl is intended, This snalys,s ie valid only fur the p•roductlisted, (888) 820-0325 www,IPCOfp,COm APA: PR -1_238, ICC -ES: ESR -1305, Copyright 2016 All rights reserved by Louisiana Pacific Corp, 414 Union Si Suite 2000, Nashville, TN 37219 This design is valid until LADBS: RR -25099, Florida: FL15401 6/30/2018 Version 17.40.119 Powered by i5tructT' M r O 0Q W m zU) o0 0- UJ w cc as U)� W Zs Q c W M J U� Z 1,D 0 o 0' Z r LL d CD LO c T co 11 N W oC6i D W a0cc DU -CC wCCCl> >0U)00 00 Q F- CO Ucc ju0 a¢. 0U -1a o �, 04„W 60.00 N08 36.29' 23.7 �— �� Q 'OF OF S c0v PA C LEARWATER 5.00 1235 So. 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" N ww x m SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION Community: Jasper Meadows Ph. 9 Section: Jasper Meadows Ph. 9 Lot / Block: Address: Model: Exterior Design 321 /0 2057 S 59th St. s123501 -Clearwater Code Option Std nry Garage Orientation Std elvl Exterior Elevations Std ptextl Exterior Paint Selections FloorPlan Alterations Selection n Default) :levation 1 GENERAL Code Option Opt patio01 Covered Patio PLANS IS SUFRCENT FOR CBTAJP&4G A BUILDING PERMIT. UNLESS Opt fpgr Fireplace BANS ARE LIMITED TO DESCRIBING LOCATIONS, DIMENSIONS GENERAL Windows -Doors BUILDING COMPONENTS, AND KEY FINISH MATERIALS. Code Option Opt drgarmd Garage Man Door to Outside _ Opt gadoor7 7ft Tall Garage Door Opt wd2x3shol 2x3 Textured Window in Master Bathroom Selection n Default) :levation 1 GENERAL NOTES ee I THE SCOPE OF SERVICES PROVIDED BY 'HAYDEN ENTETPPo.SES NC.' IS LIMITED TO PROVIDING A WORKING SET OF DRAWNIM THIS SET OF �. .ourn'm�`�"' .mom PLANS IS SUFRCENT FOR CBTAJP&4G A BUILDING PERMIT. UNLESS ,�wasrnwxw�ce DIRECTLY REQUESTED BY THE OWNER OR BUILDING CONTRACTOR. THESE _ BANS ARE LIMITED TO DESCRIBING LOCATIONS, DIMENSIONS GENERAL BUILDING COMPONENTS, AND KEY FINISH MATERIALS. 2- ALL WORK SHALL COMPLY WITH THE MOST CURRENT REOU REMENTS SET FORTH BY LOCAL, COUNTY, STATE, AND GENERAL LAWS. RULES CODES ORDINANCES OR REGULATIONS GENERAL CONTRACTOR OR SUB- CONTRACTOR TO VERFY ALL APPLICABLE CODES AND METHODS OF CONSTRUCTION PRIOR TO BE43 NNNG 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 N THESE DRAWINGS SHALL BE BROUGHT TO TE DEVELOPERS AND ARCHITECTURAL DESIGNERS ATTENTION. 5. DO NOi SCALE DRAWNGS WRITTEN DIMENSIONS SHALL PRECEDE ANY AND ALL SCALED DIMENSIONS CONTRACTOR SHALL VERFY ALL DIMENSIONS PRIOR TO C 145TRL C ION AND SHALL BE RESPONSIBLE FOR ALL DIMENSIONS AND JOB SPECIFIC CONDITIONS THE OFFICE OF 'HAYDEN ENTERS NC' MUST BE NOTIFIED OF VARIATIONS OR DISCREPANCIES ARRIVED AT DURING464 SW (LACER PL TION REDWOND, ca 9TTse PHONE 541-923-860'7 FAX 54196-0781 SITE PLAN NOTES 0 L EACH CONTRACTOR AND SUBCONTRACTOR TO VERIFY THE EXISTENCE OF BURIED UTILITIES N TIE AREA OF CONSTRUCTION PRIOR TO ALL EXCAVATION. re 9 ALL GRADING AFD EXCAVATION FOR STRUCTUIRAL COMPONENTS MUST W CONFORM TO THE PROJECT SOLS 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 ARCHTEC'TUR4AL DESIGNER PRIOR TO ANY /r \� U_ CONTMIATION OF WORK 4. SETBACKS TO COMPLY WITH AUL APPLICABLE LOCAL. COUNTY, STATE, AND NATIONAL CODES CONTRACTOR TO VERIFY ANY CHANCES OR ADDENDUMJ =00 TO DEVELOPMENT SETBACKS PRIOR TO CONSTRUC ICX -> Ln 0wLn DRAWING INDEX UN CS COVER SHEET NS GENERAL NOTES SHEET OE OREGON ENERGY CODE A7ELEVATIONS A2 FLOOR PLAN A3 FOUNDATION PLAN A4 ROOF FRAMING PLAN _ A5 LIGHTING! SOUND IINSUL. I MISC. PLAN • • • REVISION$ • 07 OPT, COVERED PATIO • S1 PRESCRIPTIVE WALL BRACING • D1 TYP. WALL SECTIONS • • • • • D1A TYP. DETAILS • • • • CURRENT AS OF 101515 • DIB TYP. DETAILS • 02 TYP. FRAMING DETAILS • • • • • D3 RAKE -WALL FRAMING AND MISC. DETAILS • • • • • • • • • • • D4 FIREPLACE DETAILS • DS3 SIDING DETAILS • DS4 SIDING 9 FLASHING DETAILS • • •• ••• • •• •• 00000 • • • ••••• • • • ••• s • •••• CO•V�'R SHEET CS MECH FOUNDATION APLAN FL NOTESAN FRAMENGERAL OTESL Tz;. ROONO ES INC ELEC./ NOTES PLUMB.w 2017 OREGON RESIDENTIAL SPECIALTY CODE 1, VERIFY ALL SITE UTILITY LOCATIONS PRIOR TO ANY CONSTRUCTION. ' 2. CONTRACTOR TO VERIFY SOIL BEARING VALUE OF 1500 PSF FOR CLAY SANDY CLAY, SILT, CLAY, CLAYEY SILT, SILT & SANDY SILT. OTHER CONDITIONS MAY REQUIRE SPECIAL DESIGN OR ALTERNATE CONSTRUCTION METHODS, CONTRACTOR TO VERIFY SOILS REPORT PRIOR TO CONSTRUCTION WHEN REQUIRED. (TABLE R401,4.1) 3. CONTRACTOR TO VERIFY ALL DETAILS, DIMENSIONS. AND SPECIFICATIONS PRIOR TO CONSTRUCTION. SEE DETAIL AND S SHEETS FOR ADDITIONAL INFORMATION. 4. ALL FOUNDATION WALLS AND FOOTING TO BE CONTINUOUS CONCRETE, STEM WALLS AS SPECIFIED BY LEGEND, SECTION DETAILS. AND/OR STRUCTURAL ENG.. (7404.1.1 (5)) (R403.1.1) (R403.1,3.1) & (TABLE R403.1) 5. STEM WALL CONCRETE TO BE 2500 PSI AND GARAGE SLAB FLOOR, PORCHES & STEPS EXPOSED TO WEATHER TO BE 2500 PSI (NEG COND) & 3000 PSI (MODERATE COND.) & 3500 PSI (SEVERE CONDITION). (TABLE R402.2) 6, ALL EXTERIOR FOOTINGS SHALL BE PLACED AT LEAST 12 INCHES BELOW THE FINISHED GRADE ON UNDISTURBED GROUND SURFACE. FROST LINE DEPTH SHALL BE DETERMINED BY THE LOCAL JURISDICTION. (TABLE R301.2 El (R403.1.4.1) 7. FOUNDATION WALLS TO BE CAPPED WITH 2x MUD SILL PLATE R404.3 OVER A FIBROUS SILL SEALER TYPICAL. ANCHOR MUD SILL TO FOUNDATION USING MIN. 112" ANCHOR BOLTS (w/ NUT 8 WASHER) EMBEDDED 7 INCHES @ 6 FT. O.C. TYP. BOLTS TO BE LOCATED IN MIDDLE 113 OF WIDTH OF SILL PLATE. INSTALL ONE BOLT A MIN. 1 FT. FROM THE END OF EACH PLATE SECTION. (R403.1,6) SEISMIC D1 8 D2 REQUIRES 31NCH PLATE WASHERS. (RISD2.11) B. DRAINAGE: GRADE SHALL FALL A MIN. 6INCHES WITHIN THE FIRST 10 FT OR PER EXCEPTION USING DRAINS OR SWALES. IMPERVIOUS SURFACES WITHIN 1 O' OF FOUNDATION SHALL BE SLOPED AWAY A MIN. OF 2% (8401.3) 9. PROVIDE DRAINAGE AROUND FOUNDATION UNLESS BUILT ON WELL -DRAINED GROUND OR SAND -GRAVEL MIXTURE SOILS. (R405.1) 10. FOR SEISMIC ZONES D7 8 02: FOUNDATIONS WI STEM WALLS SHALL BE PROVIDED WITH A MIN. OF (1) #4 BAR WITHIN 12 INCHES OF TOP OF WALL & (1) #4 BAR LOCATED 3-0 INCHES FROM BOTTOM OF FOOTING AS REQUIRED. (R403.1.3.1) ON A 2 POUR SYSTEM PROVIDE (1) #4 VERTICAL WITH A STANDARD HOOK AT 4 FT. O.C. THAT EXTENDS 31NCHES CLEAR OF THE BOTTOM & EXTENDS A MINIMUM OF 14 INCHES INTO THE STEM WALL. (R403.1.3.1) REINFORCING STEEL SHALL COMPLY WITH THE REO'MENTS OF ASTM A 706 FOR LOW -ALLOY STEEL WITH A MIN. YIELD STRENGTH OF 40.000 PSI GRADE 40 (R403. 1.3.5.1) 11. PROVIDE A GROUNDING ELECTRODE CONNECTED TO A 20 FT. #4 REINFORCEMENT IN THE FOOTING. (R403.1,8) 12- PROVIDE 1 SO. FT CRAWL SPACE VENTILATION PER 150 SO. FT. OF UNDER -FLOOR AREA OPENINGS SHALL BE EVENLY SPACED TO PROVIDE CROSS VENTILATION. ONE SUCH OPENING SHALL BE WITHIN 3 FT OF EACH CORNER. MIN. CODE REQ'MENT OF 1 SQ. FT. CRAWL SPACE VENTILATION PER 1500 SQ. FT. UNDER FLOOR AREA (R408.2 EXCEPTION W USE OF CLASS 1 VAPOR BARRIER - SEE NOTE 13) 13. SHEET ALL EXPOSED EARTH IN CRAWL SPACE WITH 6 MIL. BLACK POLYETHYLENE, SEAMS SHALL BE OVER LAPPED MIN. OF 6INCHES & TURN 6 INCHES UP FOUNDATION WALL. (R408.1; R408.3) 14 ALL WOOD IN DIRECT CONTACT w1 CONCRETE SURFACES OR WITHIN 18 INCHES H S OF EXPOSED EARTH I ). BEAMS/GIRDERS WITHIN 12 INCHES EXTERIOR WOOD SIDING, SHEATHING AND WALL FRAMING LESS THAN 6INCHES FROM GROUND OR WITHIN 21NCHES CONCRETE SLAB, DECK, PATIO TO BE APPROVED PRESERVATIVE TREATED MATERIAL. (R317.1 (1)- (7)) 15. MINIMUM CLEARANCE FROM BOTTOM OF FLOOR JOISTS TO EXPOSED EARTH IS 18 INCHES 11 FT FOR BEAMS & GIRDERS). (R317.1) 16. FLOOR SHEATHING TO BE 3/4" TSG LAID PERPENDICULAR TO I -JOISTS SPACED 16 INCHES UP TO 19.2 INCHES O.C. (TABLE R503.1) FASTENED TO WOOD FRAMING IAW TABLE R602.30) & (2) 8 FASTENER SCHEDULE. 17. WATER HEATER & FURNACES LOCATED IN THE GARAGE SHALL BE PROTECTED FROM AUTOMOBILE IMPACT. (M1307.3.1) 18, RADON -MITIGATING CONSTRUCTION REQUIRED IN THE FOLLOWING COUNTIES: BAKER. CLACKAMAS. HOOD RIVER, MULTNOMAH. POLK. WASHINGTON & YAMHILL (APPENDIX F) 19. INSULATION REQUIREMENTSTO BE IN ACCORDANCE WITH ADOPTED STATE CODE. (SEE INSULATION NOTE.) ALL INSULATION, VAPOR RETARDERS & 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 ULT23. (R302.10) 2017 OREGON RESIDENTIAL SPECIALTY CODE t. 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.L. UNLESS NOTED OTHERWISE. STRUCTURAL MEMBERS TO BE FASTENED IAW TABLE 6D2.3(1). 4. SEPARATE HOUSE FROM GARAGE BY NOT LESS THAN 112" 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 6INCHES O.C. BY MINIMUM 1-7/8" 6tl COATED NAILS OR EQUIV. DRYWALL SCREWS. (TABLE R302.6) (TABLE 8702.3,6) 5. ENTRY TO HOUSE FROM THE GARAGE SHALL BE NOT LESS THAN 1-3"8" THICK (SOLID WOOD OR STEEL OR HONEYCOMB STEEL). OR 20 MINUTE FIRE -RATED DOOR. (R302.5.1.1) 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.. 8. FIRE BLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERT. B HORZ.) BETWEEN STORIES AND THE ROOF. (R3D2.11) 9. HAZARDOUS LOCATIONS -TEMPERED SAFETLY GLAZING REOUIREU (R308.4) ALL GLASS TUB AND SHOWER ENCLOSURES & DOORS GLAZING ADJACENT TO &WITHIN 2 F7. ARG OF A CLOSED DOOR; GLAZING ON A WALL PERPENDICULAR OF DOOR IN Cl OSED POSITION ON INSWING SIDE ONLY GLAZING LESS THAN 35 INCHES ABOVE ANY STAIR WALKING SURFACE 8 WITHIN 00" HORZ. OF BOTTOM TREAD GLAZING GLAZING IN WALLS CONTAINING BATHTUBSISHOWEIRS WHERE THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 80" 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 01 > 4 SI BOTTOM EDGE IS - 18' AF. F. TOP EDGE IS > 36' A.F.F. WALKING SURFACE IS LOCATED WITHIN 36" HORZ. 10. FURNACE, WATER HEATER, DRYER, OVENIRANGE 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) t t. FIREPLACES TO BE INSTALLED PER MANUFACTURES INSTRUCTION 8 EQUIPPED WITH PROPERLY SIZED & LOCATED EXTERNAL AIR SUPPLY. (R70D4.1) (R1006.1) (G2434.1) 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 43/8' IN DIAMETER. (R311.7.8)(R312.1.2) (R312.1.3) 13. EMERGENCY ESCAPE A RESCUE OPENING: MIN. NET CLEAR OPENING 5.7 SF.. MIN OPENING HEIGHT 24', MIN OPENING WIDTH 20", SILL HEIGHT OF NOT MORE '10 1 1 tn2 THAN 44"AFF R3 1 H3 D.2. R3 1 14 ALL METAL PIPING SHALL BE BONDED. E350R(3 I ) 15. EXTERIOR JOINTS AROUND WINDOWSIDOOR FRAMES, BETWEEN WALL CAVITIES 8 WINDOW OR DOOR FRAMES, BETWEEN WALL 8 FOUNDATION, BETWEEN WALL & ROOF, BETWEEN WALL PANELS, AT PENETRATIONS OR UTILITY SERVICES THROUGH WALLS, FLOOR & ROOFS 8 ALL OTHER OPENINGS IN THE EXTERIOR ENVELOPE SHALL BE SEALED IN A MANNER APPROVED BY THE BUILDING OFFICIAL (WSEC 407.4.1.1) 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 SHALL HAVE WINDOW SILL ABOVE 24 INCHES A.F.F. UNLESS A WINDOW OPENING LIMITATION OPERATING DEVICE IS INSTALLED. (R312.2.1) 19. WINDOWS 8 DOORS SHALL BE FLASHED WITH APPROVED CORROSION -RESISTANT FLASHING IAW CODE 8 COMPANY DETAIL. (R703.8) 20. INSULATION REQUIREMENTS TO BE IN ACCORDANCE WITH ADOPTED STATE CODE. (SEE INSULATION NOTE.) ALL INSULATION, VAPOR RETARDERS & VAPOR PERMEABLE MEMBERS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 45D 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 APPLIANCES) 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 O.C. UNLESS NOTED OTHERWISE. STRUCTURAL MEMBERS TO BE FASTENED JAW 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 & SUPPORTED W/ JACK STUDS PER TABLE RBD2.7(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, & GIRDERS TYPICAL 5. FLOOR SHEATHING TO BE 314" TSG LAID PERPENDICULAR TO I -JOISTS SPACED 1S INCHES UP TO 19.2 INCHES O.C. (TABLE R503.1) FASTENED 70 WOOD FRAMING IAW TABLE R602.3(1) 812) 8 NAILING SCHEDULE. 6. 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 R5D7.2.1) (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) B. 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 R5072.3(1) OR WHERE LATERAL LOAD CONNECTIONS ARE PROVIDED IN ACCORDANCE TO FIGURE R5072.3(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) D. 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 E REQUIREMENTS 2017 OREGON RESIDENTIAL SPECIALTY CODE PRESCRIPTIVE ENVELOPE REQUIREMENTS -TABLE N1101 ' 1 VERTICAL GLAZING (INCLUDES SLIDING GLASS DOORS) U-0.30 EXTERIOR DOORS U-020 EXTERIOR DOORS./ MORE THAN 2.5 SQ. FT. GLAZING U-0.40 FLAT CEILING R49 VAULTED CEILING R-3D/U.033 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 1" OR GREATER SHALL BE FILLED WITH RIGID INSULATION OF MIN. R4 PER INCH WALLS BELOW GRADE R-15 FLOORS R-30 FORCED AIR DUCT INSULATION R-8 TABLE N1101.1 L[21 ADDITIONAL MEASURES: -(SELECT 1 FROM EACH CATEGORY) #6- HIGH -EFFICIENCY THERMAL ENVELOPE UA PROPOSED UA IS B% LOWER THAN CODE EA "SEE SHEET OE - CALCULATIONS PROVIDED PER TABLE NI 104 ill)'• CONSERVATION MEASURE: A-HIGH-EFFICIENCYHVAC SYSTEM GAS FURNACE WITH MIN. AFUE OF 94% NOTE: FOR NON -GAS COMMUNITIES, SUBSTITUTE THE FOLLOWING FOR MFASUREA 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 B FT FURNACE PLATFORM IN LOCATION IDENTIFIED ON THE TRUSS LAYOUT AND ROOF FRAMING PLAN IAW 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 R3015) 5. ALL ROOF TRUSSES TO BE ENGINEERED BY A TRUSS MANUFACTURER. PROVIDED TO BUILDING OFFICIAL & APPROVED PRIOR TO INSTALLATION, (8502.11.4 & 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. 112 PITCH OF ROOF) 7, ALL TRUSS HARDWARE TO BEAPPROVED BY TRUSS MANUFACTURER & DESIGNED TO RESIST WIND UPLIFT PRESSURES BASED ON LOCAL WIND LOAD 8 ROOF WIDTH. TABLE (R802.11) TRUSSES SHALL BE BRACED TO PREVENT ROTATION & PROVIDE LATERAL STABILITY IAW CONSTRUCTION DOC AND/OR BCS 143). (R802.10.3) 9. ROOF SHEATHING TO BE 7/16" OSB wl WTRUSSES SPACED UP TO 24 INCH O.C.. (TABLE R503.2.1.1 (1)) 10. ASPHALT SHINGLES SHALL BE INSTALLED AS SPEC'D BY MANUFACTURE WITH NOT LESS THAN 4 FASTENERS PER STRIP SHINGLE. (R905.2.5) (R905 -2,B) & NAILING SCHEDULE 11. FIRE BLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERT. & HORZ.) BETWEEN STORIES AND THE ROOF. (R302.11) 12. DOOR AND WINDOW HEADERS TO BE AS NOTED & SUPPORTED WI JACK STUDS PER TABLE RSD2.5(7) & (2). LOAD-BEARING HEADERS ARE NOT REQUIRED IN R NTERIO 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. (R602.72) 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 LEAST40% 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. (RBD62) 15. PROVIDE MIN. 1 INCH SPACE BETWEEN INSULATION AND ROOF SHEATHING WHERE EAVES VENTS ARE INSTALLED. (R806.3) BAFFLES OF DURABLE RIGID MATERIAL SHALL BE PROVIDED TO PREVENT OBSTRUCTION OF VENT OPENINGS. INSULATION SHALL NOT OBSTRUCT VENT OPENINGS (N1104.2.5) 16. ATTIC ACCESS SHALL NOT BE LESS THAN 22 INCHES x 30 INCHES ROUGH OPENING WITH MINIMUM OF 30 INCHES UNOBSTRUCTED HEADROOM ABOVE 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, (Ml 305.1.3) 18. IF ICE BARRIER IS REQUIRED, INSTALL AT THE LOWEST ROOF EDGE TOA POINT AT LEAST 24 INCHES INSIDE THE EXTERIOR WALL LINE OF THE BUILDING. VER WITH LOCAL JURISDICTIONS IF REQ'D IN AREAS WHERE AVG. DAILY 1F Y TEMPS IN JANUARY IS 25' OR LESS OR HISTORY OF ICE DAMMING RS05.2.7.1 19. TRUSSES SHALL BE CONNECTED TO TOP PLATES BY APPROVED CONNECTORS HAVING A UPLIFT RESISTANCE NOT LESS THAN 175 LBS. (RB02.10.5) 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 OF CONTRACTOR FOR TRUSS ALIGNMENT AND ARE NOT REO'D BY CODE. 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. 8302.10 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 AT -TIC 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 O.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. LENGTH & WIRE SIZE PENNY 2.1/2'x,113 GALV 7.117x,131 Sd COM 3'..131 ---- 10 3.114'x.148 -----15d 1.1/7x.148 HOT 1.1/2'x.14B 1 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. (R105.1) 8 (R109.1.2) 3. ALL METAL PIPING SHALL BE BONDED. (E3509.7) 4. SUPPLY & RETURN AIR DUCTS TO BE CONSTRUCTED & INSULATED IAW CHPT 15, LOCAL, STATE, AND NATIONAL CODE. (CHPT 16) 5. ALL SUPPLY RUNS TO HAVE ADJACENT DAMPERS 8 ALL RETURN AIR RUNS TO BE NON-DAMPERED. 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, (N71D5.5.3.1 & N1105.5.3.2) OILFIRED FURNACES SHALL CONFORM TO ANSIIUL 727 & ELECTRIC FURNACES SHALL CONFORM TO UL 1995. (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. (G2442.8) (G2452) 9 SMOKE DETECTORS 9HAI I BE PLACED WITHIN 8 OUTSIDE IN THE IMMEDIATE VICINITY OF EVERY SLEEPING AREA & 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 BATHTUBISHOWER (R314.3) 10. SMOKE DETECTORS TO BE INTERCONNECTED WITH PRIMARY POWER SOURCE FROM THE HOME & WITH BATTERY BACKUP. (R314.4) I1 CARBON MONOXIDE ALARMS TO BE INSTALLED IN THE IMMEDIATE VICINI I Y WITHIN 15' 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. I SEISMIC ONE D7 8 D2 WATER HEATERS SHALL BE ANCHORED OR 14. IN Z , STRAPPED TO RESIST HORIZONTAL DISPLACEMENT. STRAPPING TO BE LOCATED WITHIN THE UPPER j AND LOWER; OF THE APPLIANCES VERTICAL DIMENSION. IM1307.2) 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 1 ) A RANGE HOOD IN KITCHEN AREA -MIN. 150 CFM INTERMITTENT B. EXHAUST FAN IN BATHROOMS - MIN. 80 CFM INTERMITTENT OR 20 CFM CONTINUOUS C. TOILET ROOMS W/O BATHING - MIN 50 CFM CHPT 15 -TABLE M7507.3 & 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. (M7507.3.1) 19. ALL BATHROOMS SHALL HAVE A MECHANICAL VENTILATION SYSTEM CONTROLLED BY A DE-HUMIDISTATE. TIMER OR SIMILAR MEANS OF AUTOMATIC CONTROL. (M1507.4) 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 NQT• • - REQUIRED TO BE HIGH -EFFICACY (Nl lD7.2-3) - 21. WATER CLOSETS SHALL BE EPA WATERSENSE LABELED WITH EFFECTIVE FLUSH VOLUME NOT EXCEEDING 1.28 GALLONS PER FLUSH (N7108.1.1) • • • • - - 22. SHOWERHEADS SHALL BE EPA WATERSENSE LABELED WITH MAX F§DW NOT EXCEEDING 2.0 GALLONS PER MINUTE (GPM) (N7108.1.2) NAIL USE CHART FOR PRESCRIPTIVE HOME CONSTRUCTION WEIGHT NAME AREA OF USE IN BUILDING SP ANIZED Stl BOX LP LAP SIDING. 44 FACIA & TRIM MON RING SHANK FLOOR 8 ROOF SHEATHING. OSB 8 LP SMART -PANEL SHEAR WALLS S' O.C. tl FRAMER GENERAL FRAMING VINYL SINKER SIMPSON HARDWARE 8 HAND FRAMING DIP 10tl TECO HANGER USE, PRESSURE TREATED WOOD, & EXTERIOR USE Dtl TECO HANGER USE, NON -PRESSURE TREATED W000 ON INTERIOR dol 2464 SW GLACIER P_____j LACE REDMOND, OR 97756 PHONE 541-923-6607 FAX 541-548A761 v • 0 W V �D�/ LL Ln `� •W Z �_ 00 �VZ ry W Z /IW u • • • • CURRENT AS OF 010118 • • • OREGON•••' - •• • - 000 OWS SHEET ACING PER PRESCRIPTIVE CODE PER MANUFACTURER'S SPECS DATE EDGE 8 12' O.C. FIELD. SEES' SHEETS JOB 4 3 EACH STUD DP.AW14 HK KED BY HAND NAILING - PER MANUFACTURER'S SPECS PER MANUFACTURER'S SPECS NS _ FULL -DEPTH INSULATION AT ROOF FRAMING ROOF FRAMING �c"•wa M.,,c^coos•^ns s,nrn.eao.en A55EMBLY PER PLANS A55EMBLY PER PLANS EXTERIOR SCISSOR TRU55 FOR I I x x REMAINDER OF VAULTED T INSULATION AS REO'D, BEE PLAN - INSULATION AS REQ'D, SEE PLAN �V AREAS PER PLAN SPECS INSTALL BAFFLES AT REOT) INSTALL BAFFLES AT REQ'D L A A X 3 -STUD CORNER FRAMING E=O°`"""4fA1 r _ - VENT AREAS TO MAINTAIN I" VENT AREAS TO MAINTAIN I = ONLY, PROVIDE FULL-DEPTIJ ! -R-30 BATTS COMPRESSED CLEAR SPACE CLEAR SPACE i5 INSULATION AT EXT. CORNER INTO AVAIL. CAVITY • R-21 DBL TOP PLATE _ _ _ _ DBL TOP PLATE 5�- '- r EQUIV. INSULATION AT X Y _ _ SCISSOR TRU58 FOR 'I 1'' L - RIGID FOAM INSULATION - RIGID FOAM INSULATION INTERIOR •I f '`�_-�--, • r APPROX. 24" FROM EXT. WALL+ i. 7 _ (R-4 PER INCH) FOR ALL L (r - (R-4 PER INCH) FOR ALLVOIDS [ ,",,,� "F°EP"`•'"'E-O"14C'"'""`O` _ f - •�' REO'D CT HEADER EATER VOIDS - F REO D AAT HEADER GREATER .I 1 INTERSECTING j INTERIOR WALL I , 1 T I PROVIDE (2) 2x6 'L' BLK'G BEHIND INTERSECTING WALL, PROVIDE FULL -DEPTH INSULATION 4x HEADER AS REQ'D _ 51NGLE VERT. 2x HEADER _ _ �, ] r (SEE PLANS) AS 5PEC'D (SEE PLANS) -1 A7 INTERSECTING PARTITION WALL SEE DETAILS _ - _ SEE ORSC TABLE -FLAT 2x AT ROUGH FLAT 2x AT RO(A 4 2/OTHER/NOEr OPENING I R602.3lV FOR 24" APPROX. �� OPENING j. FASTENING REO'MENTB 4- f 4 SCISSOR TRUSS, TYP. 4x HEADER DETAIL, TYP. r2� 2x HEADER DETAIL, TYP. 1 CORNER FRAMING, TYP. OE 1" = 70" OE 1" = 1'-0" OE 1.1i 1' D" OE 1" = 1'-0" VAULT AREA 1 I SBC = 58 SF AT R-30 !!! PA = 58 AT R-21 VAULT AREA 2 SBC = 377 SF AT R-30 PA = 377 AT R-38 - r- - - - •,�_- f LAT AREA SBC F R 07 SFAT R-49 PA = 807 AT R-49 " ' ._ ;! - �. � � �, '�� I •' J � .moi. A r-. r { tt t NO CHANGESLTOINSULA'ION METFOR ELEV I O -------- _ - _ - - - _ - _ - GARAGE AREA - - - - - - ' (NOT INCLUDED -- ---------- --------- a------ - a_aaaaxaaaaar_ ROOF INSULATION DIAGRAM SCALE: 1/4" . I'-0' (24 x 36 5NEE7) 0 2' 4- S' 10' SCALE: 1/6" • I'-0' (II x 11 SHEET) ��----t---- I-- VJjI Area o1 U�aftof Desigeafsm Windaw(s) s• ffi LIM Doors without Glazing Avera a Exterior Door U,Factor DesiArea of Doorsmilon Corlstnldion Doorl U-FnL'mr RESIDENTIAL THERMAL PERFORMANCE CALCULATIONS For Envelope Enha-tcemenl Measure N6 a • • a 2017 ORSC - TABLE 141104.1(1) n"••-• H= • • r..• n•.. Yellow fields repuire a value m be_enlered N_,field J;per. u • Use the droo, down menu in fields with "SELECT REM" IF field is applicable. Job Name: CLEARWATER PLAN- ELEVATION 1 OR 11 Permit If: Standard Base Case Notes BUILDING COMPONENTS Areas U -factor Areas xU ceilings led ceilings area of ALL Wall Surfaces of Total wall area Jaws=15% of Total wall area adopt edge (enterlineal feet! fights rior Doors rs wdh >2.5f1r glazing 607 INDICATES FLAT CEILING AREA 16.95 WITH FULL4)EPTH INSULATION 0.033 AS SPFCD 1200 INDICATES VAULTED CEIUNG AREA WITH COMPRESSED 0.059 INSULATION AS SPEC'D 180 VAULTED CEILING ®INDICATES AREA NTH FULL -DEPTH 0.033 INSULATION AS SPEC'D SBC STANDARD BASECASE PA PROPOSED ALTERNATIVE - r- - - - •,�_- f LAT AREA SBC F R 07 SFAT R-49 PA = 807 AT R-49 " ' ._ ;! - �. � � �, '�� I •' J � .moi. A r-. r { tt t NO CHANGESLTOINSULA'ION METFOR ELEV I O -------- _ - _ - - - _ - _ - GARAGE AREA - - - - - - ' (NOT INCLUDED -- ---------- --------- a------ - a_aaaaxaaaaar_ ROOF INSULATION DIAGRAM SCALE: 1/4" . I'-0' (24 x 36 5NEE7) 0 2' 4- S' 10' SCALE: 1/6" • I'-0' (II x 11 SHEET) ��----t---- I-- VJjI Area o1 U�aftof Desigeafsm Windaw(s) s• ffi LIM Doors without Glazing Avera a Exterior Door U,Factor DesiArea of Doorsmilon Corlstnldion Doorl U-FnL'mr RESIDENTIAL THERMAL PERFORMANCE CALCULATIONS For Envelope Enha-tcemenl Measure N6 a • • a 2017 ORSC - TABLE 141104.1(1) n"••-• H= • • r..• n•.. Yellow fields repuire a value m be_enlered N_,field J;per. u • Use the droo, down menu in fields with "SELECT REM" IF field is applicable. Job Name: CLEARWATER PLAN- ELEVATION 1 OR 11 Permit If: Standard Base Case Notes BUILDING COMPONENTS Areas U -factor Areas xU ceilings led ceilings area of ALL Wall Surfaces of Total wall area Jaws=15% of Total wall area adopt edge (enterlineal feet! fights rior Doors rs wdh >2.5f1r glazing 607 0.021 16.95 435 0.033 14.36 1200 Alternative 1020 0.059 60.18 180 0.300 54.00 1242 0.033 40.99 15.95 0.520 0.00 56 0,5001 0.00 38.5 0.200 770 0:027 0.4001 0.00 Brand B Model Number fprovide yroduct cut afleefsr !nsulated Concrete Form Walls C 0.00 TOTAL WINDOW, DOOR AND SKYLIGHT Jinnur on Window, door and wall tabs, lOroiddebroducf cut sheets! Windowsfrom Window Tab 136 0280 38.08 Skylights from Skylight Tab 0 0.0001 000 Exterior Doors from Door Tab 38.5 0.140 539 Doors with >2.5ft2 glazing 0 0.000 0.00 um 177.37 PASS or FAIL: PASS 8.6% Building Codes Division + Department of Consumer and Business Services • State of Oregon •'�•., 1535 Edgewater St. NW, Salem, OR 97304 ♦ P.O. Box 14470, Salem, OR 97309-0404 " ? 2464 SW GLACIER PLACE J REDMOND, OR 97756 PHONE 541-923.6607 FAX 541-548.6761 Ica T W LL LL W Q LA 0 Ln LLrn WN k a � = U W r REVISIONS _ CURRENT AS OF 010118 • • •• :E%VLLOPr •• •••„' ENHANCEMENI`�• one • VF.A%URE • • ss •• •• •• F�4EGON•••• ENERGY CODE OE sum 194.17 Proposed Alternative BUILDING COMPONENTS R -Value Construction 7 Areas QIrot Areer x U Flat ceilings A-49, Conventional fr,nn ng 807 0.021 15.95 Vaulted ceilings (Area 1)• R-21•Scissor truss 56 0.052 3.02 Vaulted ceiings (Area 2)" R-38, Scissor truss 377 0:027 10.18 Conventional wood -framed walls "ll, 0. Intermediate framing 1064 0.059 62.7e Mired or Other wall types SEE Walls Overall UI -Factor Tab 0 0.000 0.00 Underfloor RSO, Urldedloor 1242 0.033 40:99 Slab edge & Underslab Brand B Model Number fprovide yroduct cut afleefsr !nsulated Concrete Form Walls C 0.00 TOTAL WINDOW, DOOR AND SKYLIGHT Jinnur on Window, door and wall tabs, lOroiddebroducf cut sheets! Windowsfrom Window Tab 136 0280 38.08 Skylights from Skylight Tab 0 0.0001 000 Exterior Doors from Door Tab 38.5 0.140 539 Doors with >2.5ft2 glazing 0 0.000 0.00 um 177.37 PASS or FAIL: PASS 8.6% Building Codes Division + Department of Consumer and Business Services • State of Oregon •'�•., 1535 Edgewater St. NW, Salem, OR 97304 ♦ P.O. Box 14470, Salem, OR 97309-0404 " ? 2464 SW GLACIER PLACE J REDMOND, OR 97756 PHONE 541-923.6607 FAX 541-548.6761 Ica T W LL LL W Q LA 0 Ln LLrn WN k a � = U W r REVISIONS _ CURRENT AS OF 010118 • • •• :E%VLLOPr •• •••„' ENHANCEMENI`�• one • VF.A%URE • • ss •• •• •• F�4EGON•••• ENERGY CODE OE R-10, Saab edge 0 0.'540 0.00 Brand B Model Number fprovide yroduct cut afleefsr !nsulated Concrete Form Walls C 0.00 TOTAL WINDOW, DOOR AND SKYLIGHT Jinnur on Window, door and wall tabs, lOroiddebroducf cut sheets! Windowsfrom Window Tab 136 0280 38.08 Skylights from Skylight Tab 0 0.0001 000 Exterior Doors from Door Tab 38.5 0.140 539 Doors with >2.5ft2 glazing 0 0.000 0.00 um 177.37 PASS or FAIL: PASS 8.6% Building Codes Division + Department of Consumer and Business Services • State of Oregon •'�•., 1535 Edgewater St. NW, Salem, OR 97304 ♦ P.O. Box 14470, Salem, OR 97309-0404 " ? 2464 SW GLACIER PLACE J REDMOND, OR 97756 PHONE 541-923.6607 FAX 541-548.6761 Ica T W LL LL W Q LA 0 Ln LLrn WN k a � = U W r REVISIONS _ CURRENT AS OF 010118 • • •• :E%VLLOPr •• •••„' ENHANCEMENI`�• one • VF.A%URE • • ss •• •• •• F�4EGON•••• ENERGY CODE OE -- TOP PLATE .—_---.-- X .III OPT. MA5ONRT I TRIM A5 SPEC'Dq t . �I�I � d -c: _�:_ ® III WINDOW SHUTTERS + PLANT SHELF ENTRT PORCH y COLUMN AS 5PEC'D. OPT. WINDOWS-'' OPT. MASONRT AS 5PEC-V. - SEE DETAIL A5 5PEC'D. - SEE DETAIL A5 SPEC'D. AS 5PEC'D. FRONT ELEVATION SCALE: (24 x 36 SHEET) 0 2 4' 8' 10' SCALE: 1/8" = I'-0' (11 x 11 SHEET) _- LEFT ELEVATION SCALE: va6 I'-0' (24 x 36 SHEET) SCALE: 1/16" '-o'(11 x IT SHEET) m _s X TOP PLATE Q 0 X ta� a d I dFINISH FLOOR NE - APPROX. d3 SO. FT. OPTIONAL MASONRY -OPT.4 FT, GARAGE ----I EXTEN51ON ISI IAT OPT. MAN DOOR `-OF'T, WINDOW EXT. W/ STOOP RIGHT ELEVATION SCALE: 1/8" • 1'-0' (24 x 36 SHEET) SCALE: 1/16'' 1'-0' (IIx A SHEET) OPT. WINDOW-' PATIO AS SPEC'D. REAR ELEVATION OPT. COV PATIO SEE SHEET O"I SCALE: 1/4" 1'-0' (24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: 1/8" I'-0' (II x 11 SHEET) - L '1 [qov an u REDIuIOND, OR 97756 PFIONE 541�Y.l-6607 FA% S4f'5A6-0769 Y.91 UJ I Q 3:6 LA OQ Lf) w m J N T U i W If IMlI I-- REVDOW- 0:00:. OW••••• CURRENT AS OF 101515 • • • • • Y • • ELEVAT10 NoS SWEE CS Al r ROOFING AS SPEC'D. Y - SIM. SHAKE AS 5PEC'D. F - BAND AS SPEC'D. FASCIA AS 5PEC'D. . - TRIM A5 SPEC -D. - LAP SIDING A5 SPEC'D. m� -OPT.4 FT, GARAGE ----I EXTEN51ON ISI IAT OPT. MAN DOOR `-OF'T, WINDOW EXT. W/ STOOP RIGHT ELEVATION SCALE: 1/8" • 1'-0' (24 x 36 SHEET) SCALE: 1/16'' 1'-0' (IIx A SHEET) OPT. WINDOW-' PATIO AS SPEC'D. REAR ELEVATION OPT. COV PATIO SEE SHEET O"I SCALE: 1/4" 1'-0' (24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: 1/8" I'-0' (II x 11 SHEET) - L '1 [qov an u REDIuIOND, OR 97756 PFIONE 541�Y.l-6607 FA% S4f'5A6-0769 Y.91 UJ I Q 3:6 LA OQ Lf) w m J N T U i W If IMlI I-- REVDOW- 0:00:. OW••••• CURRENT AS OF 101515 • • • • • Y • • ELEVAT10 NoS SWEE CS Al SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION C7PT. COV PATI SEE SHEET 01 40'-0' Y 9TAFrr _ _4� 4 to,,.--- ____9_ I ______ 4'-7- g PATIO co c OF �iO5SJ7EM . 5068 2030 SLD GLS 5GL HUNG 9 CF a 0 a M. BATH 14. ,a 6'GW L) YINTL 3 2 .y WC GREAT RM. -- VAULTED 4040 CARPET _ SLIDER j m mp LL'®3 WG AV D' it 2068 u x = BATH a J ro �/:�3 8'Y OPT. L 1 LIN. ry VINTL 6a 1668 WO oa .' T• �E DETAIL c 2668. l .-to.3.-5. I VAULT LINE __ F • ! '� f. _� L 0 ' Ii N .ube I 4 ®4 0 r Re- ry yy11 _. _______________ PT. -' I SLIDER DINING Dy �� f,xYe 5 `i VAULTED cF. ;— — w CARPET 106e HALL y-- 5IPA55 e' CLG rLUSPd 1 1668 CARPET -' r COUNTER 1` } 1668 4040 SLIDER EGRESS MASTER B' CLO CARPET •10' Q' 4'-6' � 3'-0' (2)4066 B I PA55 R e 5 BEDROOM 2 e' CLG CARPET TTP. I ------------ I S 6 - IE ry Y• rv� 9 h 4040 SLIDER EGRESS m NI ® i BAR 1 114'-2' 1'-4' 1 BEDROOM 3 cF' 468 6'CLG 1868 1 IREF •. CF J CARPET GAT ILL' T — - ENTR W.I_C LNDRY. 5 I KITCHEN VAULTED a' CLG I I F VA'JLTEC TILE ® VINYL _ SOLID BLK'G. FOR PORCH E3M. 3068 C, 41 (1)2x6 BLrl'G.� 11. 3050 41_10. 1-10' ..-- 4 2.-8. ED 5GL HUNG COV 0 B , -teJl O PO H EGRESS r3 DBT -1._ ______t_ --.y (2)2x6 BLK'G. a t I OPT. _______-- — —--� 1 8 60 1 1 MAN DOOR `-•.! 2636 2636 W( _ STOOP TYP.'E� 5GL HJNG SGL HUNG GARAGE I 4x4 WD. P05T W/ APP'D. CAP a BA5E,.'•'TYR - SEE DETAIL FIOII2 TRIM B CLG � I i I 9 0 -i ry i i r 1 > w J w I �• I �+ TYP 0) 2x4 BLK'G. (2) 2.4 BLK'G. EELnLEIV II ONLY ELEV II ONLY 160.0 C' OVERHEAD KEYNOTES $YM. DEWRIPTION DI PLANT LEDGE ABOVE - 1/16" OSB TOP m a' APP. REQUIRES 14-1/2" IN TWE CLEAR FROM CENTER OF 1235 50. FT. MICROWAVE �3 RANGE w/ HOOD / MICRO ABOVE SINK w/ DISPOSER C CRAWL SPACE ACCESS - SEE FOUNDATION PLAN ATTIC ACCESS - SEE ROOF PLAN [T I. PURR -OUT HEADER w/ FLAT 2x BLK'C, TO ENSURE GARAGE DOOR TRACKING HAS ADEQUATE BACKING - VERIFY TRACK LOCATION PRIOR TO INSTALLATION Do OPT. CORNER FIREPLACE - SEE DETAIL SWT. 03 n OPTIONAL 36" D. STAND-UP SWCWER - ADJUST WALL FRAMING / BLK'G. ON SIDES ACCORDINGLY ROUGH FRAMED OPENINGS: BI -FOLD: B2" x DOOR SIZE + I" BI -PASS: B3 I/4" x DOOR SIZE nlnTFc' INTERIOR WALLS w/ CABINETRY TO BE FRAMED 61 16" C.C. 70 PROVIDE ADEQUATE BACKING FOR CABINETS. IF FRAMING DIMENSIONS ARE NOT 5HOWN ON OPTIONS, REFER TO STANDARD PLAN FOR LOCATIONS / DIMEN51ON5. HINGED DOORS w/ NO DIMENSIONS TO BE FRAMED APPROX. 4" FROM ADJACENT WALL ON HINGE SIDE OF DOOR AS ALLOLlED (NO LE55 THAN 3"), DOUBLE DOORS OR OPENINGS w/ NO DIMENSIONS TO BE CENTERED BETWEEN ADJACENT WALLS AS ALLOWED. SYMBOLS LEGEND ------- HIDDEN LINES INDICATE OPTIONAL PLANS r 2.6 FRAME WALL W/ STUDS 2x4 FRAME WALL W/ STUDS P11=92M KITCHEN CABINET WALL 6 16" O.C. 90004 INTERIOR BEARING WALL INDICATION • • 2.6 RAKE -FRAMED MALL • • • • • (STUDS FULL HEIGHT TO VAULT AT 16" O -C.)• ® BLOCKING INDICATION • C.F. CHANGE IN FLOORING C.L. CHANGE IN CEILING LINE • • R e 5 ROD a SHELF • • HOSE BIBS LOCATION DESCRIPTION i MAIN L-- — 1235 50. FT. y- —+• BEDROOMS 3 BATHS 2 . — COVERED PORCH 1.150 95QFT. OPT. COVERED PA710 144 50. FT. FLOOR PLAN GARAGE 401 50. FT. SCALE: 1/4" - I'-0' (24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: 1/8" • I'-0' (11 x 11 SHEET) ••••• • •• •• 2469 SW GLACER PL REDMOND OR 47756 PHONE 341-923-BBQ7 FAX 54196-[7761 REVISIONS • e s • —• RIM-} • CURRENT AS OF 101515 • • • • • •• • • • FLOOR PLAN SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION FLR. 5HTH'G. OVER ENGR'D. I -JOISTS PER LAYOUT (2) I6d NAILS �. - KING 67UC TO HEADER EA END 4x6 HEADER, GRIB WALL PER -1 TYP. UN -0. PLAN w/ 2. STUDS s 24" O.G. MAX. + 2. TRIMMER 41 - 411; DBL. TOP PLATE I � 10 � w70 �T-I IOP"T, I �2. P.T. SILL PLATE- ; 77 P. Z QUM w 7 CON'. FTG. PER 4, II e- Z II PLAN I. (U'4 BAR 4 4 J ° GOVT. AND 12"x 7" _-___ e=� E U= �__! ANCHOR BOLTS ® r ° TYP. - 6 MIL BLACK /�/�%I�/I` \/�/ POLYETHYLENE\��/� 5HEETI74G OVER 30" MIN. EXP05ED GROUND CLEAR 11TS.) CRIB WALL BLOCK-OUT DETAIL, TYP. A3 1'1 = 1 1-0" VENTILATION CALCULATION: CRAWLSPACE AREA: 1,169 FT2 VENTILATION AT 1/300 = 3.90 FT2 8" x 16" VENTS PROVIDE 0.67 FT2 / EA. 8 OTY. x.67 FT2/EA = 5.36 FT2 PROVIDED 9 S PT. COV PATI(a SEE SHEET !:• PATIO a 40'-0'— —e UrAFIT 201-9), 01-0 J /// P2O V IDE ADD'L. JOIST AND ADJUST LAYOUT FOR — —PLUMBING AS INDICATED -------------—--—- ----------- _T__ —______ IIIIIIIIIIIIII,IIIIIIIIII I II I. ---I--�r=T(Dx HDA • r- ---r - - I ---,--I. .. 4 G. IB WALL EE- FLOOR SYSTEM SYMBOLS LEGprJD ` 3!4" TaG WGFERBD. G-LUEMAILED OVER 4 } I ENGR, I-JG1575 s 191" OL. TYIP I T I - -- --- — rI �,--------- - - -- - ---- - - - - -- _ PORCH 3 L %� f- - 14 L AI 4.4 WD. POST J I r,H APPROVED I GAFuNGE P[7bT BASE. TTP. I ❑ i 1' a I I I I I I h 20'-0• 9 KEYNOTES SYM. ---------- DEPTH a" OPT. 5700P: 4" CONC. SLAB ON COMP. GRANULAR FILL. SLOPE MIN. 296 FROM HOUSE - VERIFY PRIOR TO POUR NO REBAR REO'D. OPT. MAN DOOR: BLOCK OUT 57EM WALL - VERIFY V-0' x 2'-0' H, (3) 44 BARS EA. WAY PATIO / PORCH: 4" CONIC. SLAB ON COMP. GRANULAR ZFILL. SLOPE MIN. 2% FROM HOUSE. THICKEN SLAB 0 IG1 PERIMETER - VERIFY PRIOR TO POUR GARAGE: 4" CONIC. SLAB ON COMP. GRANULAR FILL. (4) •4 BARE EA. WAY SLOPE MIN. 1% TO O.N. DOOR ❑5 Ix EXPANSION JOINTS WHERE SHOWN a AT PERIMETER CT. FOOTING AS BOND BEAM w/ (2) "4 BARS CONT. DEPRESS DRIVEWAY 1/2" AT GARAGE DOOR DRIVEWAY: 4" CONIC. SLAB ON COMP. GRANULAR FILL. SLOPE MIN. 2% FROM O.H. DOOR (111x8"x16" SCREENED VENTS w/ ADJUST. DAMPERS f O LOCATIONS SHOWN, TYP. I(L 21 PROVIDE BREAK IN CRIB WALLS a FOOTINGS FOR II ACCESS WHERE 5HOLLN, TYP. (SEE DETAIL I/A3) INSURE 16"x 30" CLEAR FOR CRAWL ACCESS. 12 3y V-� FOR HANGER SPEC. AND ATTACHMENT DETAILS. -- 214 CRIB WALL - SEE I SYr BOLILEGEND ip y I f t— i' IIIIIIIIIIIIII,IIIIIIIIII I II I. ---I--�r=T(Dx HDA • r- ---r - - I ---,--I. .. 4 G. IB WALL EE- FLOOR SYSTEM SYMBOLS LEGprJD ` 3!4" TaG WGFERBD. G-LUEMAILED OVER 4 } I ENGR, I-JG1575 s 191" OL. TYIP I T I - -- --- — rI �,--------- - - -- - ---- - - - - -- _ PORCH 3 L %� f- - 14 L AI 4.4 WD. POST J I r,H APPROVED I GAFuNGE P[7bT BASE. TTP. I ❑ i 1' a I I I I I I h 20'-0• 9 KEYNOTES SYM. DE6GRIPTION DEPTH a" OPT. 5700P: 4" CONC. SLAB ON COMP. GRANULAR FILL. SLOPE MIN. 296 FROM HOUSE - VERIFY PRIOR TO POUR NO REBAR REO'D. OPT. MAN DOOR: BLOCK OUT 57EM WALL - VERIFY V-0' x 2'-0' PRIOR TO POUR (3) 44 BARS EA. WAY PATIO / PORCH: 4" CONIC. SLAB ON COMP. GRANULAR ZFILL. SLOPE MIN. 2% FROM HOUSE. THICKEN SLAB 0 (3) •4 BARS EA. WAY PERIMETER - VERIFY PRIOR TO POUR GARAGE: 4" CONIC. SLAB ON COMP. GRANULAR FILL. (4) •4 BARE EA. WAY SLOPE MIN. 1% TO O.N. DOOR ❑5 Ix EXPANSION JOINTS WHERE SHOWN a AT PERIMETER CT. FOOTING AS BOND BEAM w/ (2) "4 BARS CONT. DEPRESS DRIVEWAY 1/2" AT GARAGE DOOR DRIVEWAY: 4" CONIC. SLAB ON COMP. GRANULAR FILL. SLOPE MIN. 2% FROM O.H. DOOR (111x8"x16" SCREENED VENTS w/ ADJUST. DAMPERS f O LOCATIONS SHOWN, TYP. I(L HANGERS As SPEC'D. PROVIDE BREAK IN CRIB WALLS a FOOTINGS FOR II ACCESS WHERE 5HOLLN, TYP. (SEE DETAIL I/A3) INSURE 16"x 30" CLEAR FOR CRAWL ACCESS. 12 ADJUST JOIST LAYOUT AS NEEDED - SEE LPI LAYOUT FOR HANGER SPEC. AND ATTACHMENT DETAILS. -- .V LOOTING SCHEDULE I I I I I ®_o - I I '° D LU �- e I W -L-- - ---=-t =- ---J I T I 2'_0-.,- 40 f— 4— — 4G7+-0' CONIC. DRIVE (p•r eite plan) FOUNDATION - FLR. FRAMING SCALE: 1/4" = 1'-0'(24 x 36 SHEET) 0 2' 4' 6' 10' SCALE: I/a" 1'-m' (II x 11 SHEET) PER 51TE CONDITIONS, SEE DETAIL 5/DI FOR STEPPED FOUNDATION WALL AS NEEDED SYM. FOOTING 61= DEPTH a" REINpORGEI" LENT x I' -a' NO REBAR REO'D. OA V-0' x 2'-0' 10" (3) 44 BARS EA. WAY EAT - 64'-V 3/6' 10" (3) •4 BARS EA. WAY G/1 10" (4) •4 BARE EA. WAY REINFORCEMENT 3" CLEAR FROM BOTTOM AND SIDES - TYPICAL FOOTINGS SHOWN ON THIS SCHEDULE ARE NOT ALL NECESSARILY CALLED OJT ON THIS PLAN DIAGONALS CORNERS MEASUREMENT B/G C/E26'-3 3/0' DIF 27 -II 1/4' EAT - 64'-V 3/6' F/H G/1 I k I I I NOTE: FOUNDATION DIAGONAL DIMENSIONS ARE PROVIDED FOR REFERENCE ONLY AND MEASURED FROM ENDS OF REFERENCE LINES (O'JT51pFq • • EDGE OF FNDTN. TYP. LWO.) SYMBOLS LEGEND ----- HIDDEN LINES INDICATE OPTIONAL PLAN5 • • ---- 6" CONC. FNDTN. WALL ON 12"x 5" MIN. • • - - _ CONIC.F0071NG w/ REBAR AS REO'D. • • (R403.1.1a TABLE 403.1 - SEE DI SHEET) • • • • • - - B" CONC. FNDTN. WALL ON 16"x B" MIN. • CONIC. FOOTINGw/ REBAR AS RECI'D. • • - - - - (RAO3.11 a TABLE 403.1 - SEE DI SHEET) • • • • • • --_-- 2x4 CRIB WALL w/ STUDS PER JOIST L4704F• • - _ ON 12"x a" CONTINUOUS CONC. FOOTING w/ (1) -4 BAR CONT. AS DETAILED -OR- - - - - 2x6 CRIB WALL w/ 67UDS PER JOIST LAYOUT ON 16"x S" CONTINUOUS CONC. FOOTING w/ - - - - (1) •4 BAR CONT. AS DETAILED JOIST HANGER PER MANUR, UN.O. (01 3"0 PIPE BOLLARD ®® BEARING POINT LOCATION - PROVIDE SOLID SLK'G, OF MIN. MEMBER WIDTH, UI•LO. (FROM LOAD ORIGIN TO FOUNDATION) 0 F 2464 SIN Q_A CEFIFL DAAOI:ID56 FFiONE 6GI-923-6807 FAX 541 -546 -CM F3EYISIONS • • ••}•• • CURFENdT AS OF IM515 • • •f••. • • • o a so 1 • • • • • • • • • •• • • 900 1 FoIwN IoN•! PLAN ` BEE CB A3 SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION FLR. 5HTH'G. OVER ENGR'D.I-JOISTS PER LAYOUT - - ( i ' l2/16d NAILS OPT. STOOP: 4" GONG SLAB ON COMP. GRANULAR FILL. - KING STUD TO 3/4" 710 WAFERED. HEADER EA. END 4 CRIB WALL PER-. - J 4x6 HEADER. _ TYP. UN.O. - PLAN w/ 2x STUDS s a 24" O.G. MAX. a 2x TRIMMER ] q•• 4" DBL. TOP PLATEa GARAGE: 4" CONIC. SLAB ON COMP. GRANULAR FILL. ,� { ' 10., ; MUO 10^ 2x P.T. SILL PLATE- �5 TYP. Z Q LU TTP. CONC. FTG. PER •4 - -- ' V. Z LU PLAN w/ (U BAR CONT. AND I/2"x l" - =A==ems==� ANCHOR BOLTS - SLOPE MIN. 2% FROM O.H. DOOR .. O.C., TYP. ._ ... `/\\/\\/\\/\\/� 6 MIL BLACK -- POLYETHYLENE ��\'♦/��/\\/\ /\\/\; \�/\\/\\ SHEETING OVER EXPOSED GROUND 30" MIN. CLEAR (N.Tb.) -' 1 CRIB WALL BLOCK-OUT DETAIL, TYP. A3 1" = 1'-0" ' PT. COV PATI<� SEE SHEET O� START 1b'-8' 16" _ 20'-0' k PATIO `v 6g t PROVIDE ADD'L. JOIST 1 AND ADJUST LAYOUT FOR PLUMBING 45 INDICATED -I - - - - - - - - - - - - - - - - - - - - - _ _ - - , ♦ • \ 'I I -;- �- . rr- - - - G1 - I- I- I- -I -i-I� II 1 1 1 1 1 1 1 I: �I`: :' _® � I l l l i l l l.--�=-_='�: � ��; •. f' .I I I I I I I I I�; e o. - Csua�L.- .. I TTP. I I I• .�'-- i I • '1.= �I�, I _ I _ I I_ _I_ _ I _ I _ I I - - - T - i= _- _ _ _1 ryl L I I VENTILATION CALCULATION., CRAWLSPACE AREA: 1,169 72 t VENTILATION AT 1/300 = 3.90 FT2 I I I 8" x 16" VENTS PROVIDE 0.67 MY EA. 221-2- _ 8 OTY. x.67 FT2/EA = 5.36 FTz PROVIDED " I j�j I I v--- -r L-7� �Ir J �_--"------------ .a-M.�. - -------------------------- ---- ------- -- FT'. 4 -I ------ - -�------ -F-F-1-T- t,-D& EE FLOOR SYSTEM .D 40 0' FOUNDATION - FLR. FRAMING SCALE: I/4" = I'-0' (24. 36 SHEET) 0 2' 4' a, 10• SCALE: 118" I'-0' (IIx 11 SHEET) KEYNOTESo� exona.vawlwaaecrrwamnxar^ iriaa 8YM- DGSORIPTION DmprH OPT. STOOP: 4" GONG SLAB ON COMP. GRANULAR FILL. AI 3/4" 710 WAFERED. all 4 q� I OFILL. PATIO / PORCH: 4" GONG. SLAB ON COMP. GRANULAR SLOPE MIN. 2% FROM HOUSE. THICKEN 5LA5 . GLUE/NAILED OVER 9 -IR" ENGR.-JO!575 n 197" O.C. , 1 1; 10" GARAGE: 4" CONIC. SLAB ON COMP. GRANULAR FILL. CO SLOPE MIN. 1% TO O.N. DOOR �5 Ix EXPANSION JOINTS WHERE SHOWN 4 AT PERIMETER 9 CONT. FOOTING AS BOND BEAM w/ (2) 4 BARS CONT. DEPRESS DRIVEWAY I/2" AT GARAGE DOOR DRIVEWAY: 4" CONC. SLAB ON COMP. GRANULAR FILL. SLOPE MIN. 2% FROM O.H. DOOR 6"x8"zl6" SCREENED VENTS w/ ADJUST. DAMPERS au LOCATIONS SHOWN, TYP. 10 HANGERS AS SPEC'D. 9 TYP. �I ROIDE BREAK IN CRIB WALLS 4 FOOTINGS FOR LI El B 12 INSURE 18"x 30" CLEAR FOR CRAWL ACCESS. ADJUST JOIST LAYOUT AS NEEDED - SEE LPI LAYOUT C + o� - - - - - - --- - -- - - F - - - PO��R--ITCH - 131 3 14x4 WD. POST 1 CSN APPROVED GAR/IGE G.IST BASE. TTP. ❑4 2 p ' I I e 0 9 a 5 I m 1 1 I I rl _ 1 J II I } ,I)> - Lw D E W - - - - - - - - - - .- - - W - - - CONC. DRIVE 1pw •It• Plan) PER SITE GONDITIONQ u SEE DETAIL 5,111 FOR STEPPED FOUNDATION q WALL AS NEEDED I0'-6' a'-6' 2'-0'k4 16'-0' � 2'-0' 20'-0' 40 0' FOUNDATION - FLR. FRAMING SCALE: I/4" = I'-0' (24. 36 SHEET) 0 2' 4' a, 10• SCALE: 118" I'-0' (IIx 11 SHEET) KEYNOTESo� exona.vawlwaaecrrwamnxar^ iriaa 8YM- DGSORIPTION DmprH OPT. STOOP: 4" GONG SLAB ON COMP. GRANULAR FILL. AI SLOPE MIN. 296 FROM HOUSE - VERIFY PRIOR TO POUR all OPT. MAN DOOR: BLOCK OUT STEM WALL - VERIFY q� PRIOR TO POUR OFILL. PATIO / PORCH: 4" GONG. SLAB ON COMP. GRANULAR SLOPE MIN. 2% FROM HOUSE. THICKEN 5LA5 . OBV-6'. PERIMETER - VERIFY PRIOR 70 POUR 10" GARAGE: 4" CONIC. SLAB ON COMP. GRANULAR FILL. CO SLOPE MIN. 1% TO O.N. DOOR �5 Ix EXPANSION JOINTS WHERE SHOWN 4 AT PERIMETER ❑6 CONT. FOOTING AS BOND BEAM w/ (2) 4 BARS CONT. DEPRESS DRIVEWAY I/2" AT GARAGE DOOR DRIVEWAY: 4" CONC. SLAB ON COMP. GRANULAR FILL. SLOPE MIN. 2% FROM O.H. DOOR 6"x8"zl6" SCREENED VENTS w/ ADJUST. DAMPERS au LOCATIONS SHOWN, TYP. 10 HANGERS AS SPEC'D. ROIDE BREAK IN CRIB WALLS 4 FOOTINGS FOR LI El ACCESS WHERE SHOWN, TYP. (SEE DETAIL I/A3) 12 INSURE 18"x 30" CLEAR FOR CRAWL ACCESS. ADJUST JOIST LAYOUT AS NEEDED - SEE LPI LAYOUT FOR HANGER SPEC. AND ATTACH-IEINT DETAILS. [FOOTING SCHEDULE BYM. FOOTINb sim DmprH REINFORr-w%wT AI 1'-8' x i' -a- all NO REBAR REO'D. q� T-0• x 2'-0' 10" (3) 4 BARS EA. WAY OBV-6'. 2'-6' 10" (3) x4 BARS EA. WAY CO 3'-0' x v-0' 10" (4) 4 BARS EA. WAY REINFORCEMENT 3" CLEAR FROM BOTTOM AND SIDES - TYPICAL FOOTINGS SHOWN ON THIS SCHEDULE ARE NOT ALL NECESSARILY CALLED OUT ON T415 PLAN DIAGONALS k I I CORNERS MEASUREMENT 1 A/N B/G A2'-0 1/8' NOTE: C/E i 25'-3 3/a' FOUNDATION DIAGONAL DR 2T-11 1/4' DIMEN51ON5 ARE PROVIDED EM 64'-® 9/8' FOR REFERENCE ONLY AND MEASURED FROM ENDS OF F/N 49'-1 1/4' REFERENCE LINES (OUTSIpb • • El, EDGE OF FNDTN. TYP. L*.O.) • • SYMBOLS LEGEND ----- HIDDEN LINES INDICATE OPTIONAL PLANS • • - - - 'CONC. FNDTN, WALL ON 12"x 8" MIN. • • • GONG. FOOTING w/ REBAR AS REO'D. • • • (R403.1.1 4 TABLE 403.1 - SEE DI SHEET) • • • • • - - - B" CONC. FNDTN. WALL ON 16"x 8" MIN. • n •• CONIC. FOOTING w/ REBAR AS REO'D. - - -' (R403.1.1 a TABLE 403.1 - SEE DI SHEET) • • • • • • - - - - 2x4 CRIB WALL w/ STUDS PER JOIST LA7011T •• • • • ON 12"x S" CONTINUOUS CONC. FOOTING wl (1) •4 BAR CONT. AS DETAILED -OR- - 2x6 CRIB WALL w/ STUD5 PER JOIST LAYOUT ON 16"x 5" CONTINUOUS CONC. FOOTING w/ - -' (1) •4 BAR CONT. AS DETAILED k JOIST HANGER PER MANUF., UN -C. (O'� 3"0 PIPE BOLLARD 0 ® BEARING POINT LOCATION - PROvIDE SOLID BLK'G. OF MIN. MEMBER WIDTH, U.N.C. (FROM LOAD ORIGIN TO FOUNDATION) R�ICPID X55 fliOPlE 541H32�86VJ FAX 54148-Q761 we •• • CUFIFE-NT AS OF 10515 • s •••••• F049NOATION• PLAN g CS - A3 • • F049NOATION• PLAN g CS - A3 SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION PT. COV PATIf� SEE SHEET O� I4ANGER5 ;..5 SPECD. a`. of _y_ 4.8 40•_0• 12" F- — 40'-0, - - STRAPPING — PER 'S' SHEET 20'-0' ROOF FRAMING PLAN SCALE: 1/4' P-0: (24 X 36 SHEET) 0 2' 4' 8' 10' SCALE: i/6' . 1'-0' (11 X M SHEET) TrA" (0-vQ 1 J e ROOF FRAMING ASSEMBLY PER PLANS INSULATION AS REO'D. D3_ TOP PLATE MAXIMIZE INSULATION IN HEADER CAVITY SINGLE VER7.2x HEADER AS SPECD. (SEE PLANS) •- - 4, HEADER AS REO'D. (SEE PLANS) FLAT 2x AT ROUGH OPENING �1 HEADER DETAIL, TYP. NOTE SINGLE MEMBER 2X HEADERS TO BE USED WHERE SPECD PER PLAN 8 DETAIL 2464 SW G"Cm PL REDAAawe OR 87756 PHONE 541-923-6607 P.541-546-0767 Wce U-1 1 u- Ig�/ LL V1 O `Ln LTJ M UN = LLJ '— F— ROOF VENTILATION CALCULATION . • • • • REVISIONS • _ ROOF ATTIC AREA: 1,642 FTz • 11300 MIN. VENT REOMENT = 5.47 FT2 • • • (10) OIY. ROOF VENTS (BASE PLAN) • • • • • CURRENT•• • AS OF 101595 • • • SYMBOLS LEGEND •• •• �� TYP. WALL FRAMING W/ 2x STUDS • • • sod RAKE -FRAMED WALL - SEE DETAIL •• • --ZC' INTERIOR BEARING WALL INDICATION ••••• • • • •• • • • • • _ ® BEARING POINT LOCATION - PROVIDE 0000 ••• • SOLID I%K'G. MIN. MEMBER WIDTH, U.N.O. RODF-WRAM I nG k APPROVED 7RU55 / GIRDER HANGER E APPROVED BEAM HANGER P N ROOF VENT / T-38 (38 SO. IN. NFVA) (PLACED NEAR RIDGE A5 SHOWN)ROOF ANCH )R, TYPE E �^ FROM GABLE ENDS AT MIN. FROM RIDGE A4 SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION C T. C��l SEE S SFART 5 ROOF FRAMING PLAN SCALE: 1/4' 1'-0: (24 X 36 SHEET) 0 2' SCALE: 1/5' = I'-0' (11 X IT SHEET) - ROOF FRAMING A55EMBLY PER PLAN5 _ - INSULATION AS REQ'D- DBL_ TOP PLATE MAXIMIZE INSULATION IN -- HEADER CAVITY �- - SINGLE VERT_ 2x HEADER AS 5P'EC'D. (SEE PLANS) -� 4. HEADER AS REQ'D. (SEE PLANS) --' - FLAT 2. AT ROUGH OPENING 1 HEADER DETAIL, TYP. n4 1-= 1'-10' C NOTE SINGLE MEMBER 2X HEADERS TO BE USED WHERE SPECD PER PLAN 8 DETAIL 2984 SW C"CIER PL RAID, CR 97758 PHONE W-923 807 FAX 541-549-076I ce Lu U_ J Q : cy i/ L.L. Ln OQLn Lu nn U(N , W r I►i��1 � ROOF VENTILATION CALCULATION : • • • • FIEVIS C M3 ROOF ATTIC AREA: 1,642 FT2 • 1/300 MIN. VENT REOMENT = 5.47 FT? • • •• • (10) QTY. ROOF VENTS (BASE PLAN) • • • • • ClJRFIENFF A•S OF 10I515 • • • SYMBOLS LEGEND •• •• —�, TTP. WALL FRAMWG W/ 2. STUDS • • • j RAKE -FRAMED WALL - SEE DETAIL •• • 4141• • • • •• Fa:")"3?l: INTERIOR BEARING WALL INDICATION ••• ® BEARING POINT LOCATION - PROVIDE • •C• • • -� it SOLID BLK'G. MIN. MEMBER WIDTH, UMO. R06 •Is RA M I NC APPROVED TRUSS / GIRDER HANGER PLAN C APPROVED BEAM HANKER ROOF VENT / T-38 (35 60 IN. NFVA) (PLACED NEAR RIDGE AS SHOWN) SEE CS ROOF ANCHOR, TTPE ARS 2.4 - PLACE 10' A A FROM GABLE ENDS AT MN. 12" FROM RIDA GE A!G HALL LNDRY. GARAGE OPT. DEN LIGHTING SCALE- 114::,.504. 1 36 SHEET) SCALE: 1/8" = 1' (11 x Il SHEET) RI T. COVER D I PATIO - REPLACE BY CAN LIGHTS FOR OPT. COVERED PATIO - --------- GREAT RM. I M. BATH , .G 17�� 15.4` 30. 411. i �0 1 -2' 20.. A, n ®a ® `Y _ - PLANT SHELF �l ELEv i r'I��y- 6" BACKSF'LASH (STD) R O � r f f, ` T y OPT. DII .B CAN LKdITS rRDTATI� 5®° w' Y DINING ELF_ IIIICOFFEW I I I I FIREPLACE UNIT EDGE DEN ENTRY � I - - J II COVERED I I ENTRY BLANK PLATE AND WIRED SWITCH PORCH II -' ®� ---- Lj• HALL LNDRY. GARAGE OPT. DEN LIGHTING SCALE- 114::,.504. 1 36 SHEET) SCALE: 1/8" = 1' (11 x Il SHEET) RI T. COVER D I PATIO - REPLACE BY CAN LIGHTS FOR OPT. COVERED PATIO - --------- GREAT RM. I M. BATH , .G 17�� 15.4` 30. 411. i �0 1 -2' 20.. A, n ®a 36•• kl ENLARGED FRONT I. ._-_-PORCH ----- -` - - -` .-y_ �h BEDROOM 3 (OPT_ DEN) MASTER 100=72 I A �F NxI - I BEDROOM2 iC V 3.1 C3 LIGHT w/IOPT. MAN DObR --- MECHANICA_ _ - -- -���=�----_—� I SWITCHES 4 IGNITION SOURCE OBE MtI'L IB" - AFF. T p- I` -Y-' ai LIGHT w/ OPT. MAN DOOR II + OPT. 3rd CAR GARAGE I ---------------------- i1 I ELEC. PANEL - MOVE TO -7; I' I OPT. 3rd CAR GAR AND FORWARD W EXTENSIONS -------------------- I I I ' FT - II _,.______________ II -I II I --------------------- LIGHTING ------'----------- LIGHTING PLAN SCALE: 1/4' = I'-0' (24 X 36 SHEET) 0 2' 4' B' 10' SCALE: I/8' I'-0' (II X Il SHEET) _ 5MURF TUBE w/ BLANK PLATE DEDICATED OUTLET / (MUST BE ARC FAULT PROLECTED fWEN LOCATED IN BEDROOM AND/OR DEN) ® `Y _ - PLANT SHELF �l ELEv i r'I��y- 6" BACKSF'LASH (STD) R O � r f 4 ` T y OPT. DII .B CAN LKdITS rRDTATI� 5®° w' Y DINING ELF_ IIIICOFFEW I I I I FIREPLACE UNIT EDGE I I v � I - - J I REF. ENTRY BLANK PLATE AND WIRED SWITCH I KITCHEN -' ®� ---- Lj• w/ FIREPLACE OPT.) OPT. FLATSCREEN TV WIRING SCALE: N.T.S. CPX=RED r I � PP! RR 36•• kl ENLARGED FRONT I. ._-_-PORCH ----- -` - - -` .-y_ �h BEDROOM 3 (OPT_ DEN) MASTER 100=72 I A �F NxI - I BEDROOM2 iC V 3.1 C3 LIGHT w/IOPT. MAN DObR --- MECHANICA_ _ - -- -���=�----_—� I SWITCHES 4 IGNITION SOURCE OBE MtI'L IB" - AFF. T p- I` -Y-' ai LIGHT w/ OPT. MAN DOOR II + OPT. 3rd CAR GARAGE I ---------------------- i1 I ELEC. PANEL - MOVE TO -7; I' I OPT. 3rd CAR GAR AND FORWARD W EXTENSIONS -------------------- I I I ' FT - II _,.______________ II -I II I --------------------- LIGHTING ------'----------- LIGHTING PLAN SCALE: 1/4' = I'-0' (24 X 36 SHEET) 0 2' 4' B' 10' SCALE: I/8' I'-0' (II X Il SHEET) _ 5MURF TUBE w/ BLANK PLATE DEDICATED OUTLET / (MUST BE ARC FAULT PROLECTED fWEN LOCATED IN BEDROOM AND/OR DEN) _ ei�no�me�Awm��ruvroff�FrJ�rm raeu��uonFcr�roa�rff reaao r. �mrmw�.�oe� � ue nar aMHINCI rtOeTR Ll 2464 SIN CLACER PL REBID OR 97758 PHONE BM -923-8807 FAX 541�4B-D781 ® `Y / X 6" BACKSF'LASH (STD) R O � r f 4 i I -'/ I I r FIREPLACE WHERE IWHERE .B I FIREPLACE I OCCURS I I OCCURS, PLACE I I I I I I OUTLETS WITHIN 3'-6' OF I I I I FIREPLACE UNIT EDGE I I ®.()0 I I I J yF I I I I 11 STD. OUTLET, SMURF TUBE wt BLANK PLATE AND WIRED SWITCH COAX OUT LET(CENTERED BELOW ./ STD OPT, RELOCATE w/ FIREPLACE OPT.) OPT. FLATSCREEN TV WIRING SCALE: N.T.S. _ ei�no�me�Awm��ruvroff�FrJ�rm raeu��uonFcr�roa�rff reaao r. �mrmw�.�oe� � ue nar aMHINCI rtOeTR Ll 2464 SIN CLACER PL REBID OR 97758 PHONE BM -923-8807 FAX 541�4B-D781 ® `Y OPT. 2" BACKSPLASH ACCENT ._ __ - % _-----------• --'i. �1 6" BACKSF'LASH (STD) R ELECTRICAL OUTLET PLACEMENT NOTE: ry ALL OUTLETS 8 SWITCHES IN KITCHENS & 9 BATHROOMS OVER CABINETRY TO BE PLACED AT m 9 46' FROM FLOOR TO BOTTOM OF BOX m (PLACEMENT DOES NOT CHANGE WITH LOWER VANITY HEIGHT OR BACKSPLASH SELECTION) ` _ ei�no�me�Awm��ruvroff�FrJ�rm raeu��uonFcr�roa�rff reaao r. �mrmw�.�oe� � ue nar aMHINCI rtOeTR Ll 2464 SIN CLACER PL REBID OR 97758 PHONE BM -923-8807 FAX 541�4B-D781 • • • REVISIONS • -_ SYMBOLS LEG EN D •••• CURRENT AS OF10IMS • • SWITCH ELECTRICAL PANEL • :966:0 I4=SWAY,6=A-WAY, ETC) MER. 3D = �WAV DIMMER • SPOSERMMER 1 I G.O.D- GARBAGE DISPOSER SMOKE DETECTOR • SWITCHED OUTLET DETECCARSON-MONOTOR SMOKE 1 • • • Wr Q COMBO • • • • H. 'IF RAISED OUTLET < PHONE OUTLET • • • • • • • L • I=- NF. A.F.F. TO BOTTOM OF BON I `IY SPECIAL OUTLET AS NO7E0 n TELEVISION CABLE OUTLET •' • • • I IN ADDITION TO MM{ CODE LOCATIONS 1 Ll • • • • • • • : • ie OPT_ 220V OUTLET O SMURF TUBE FOR FUTURE CABLING AS SELECTED • I LOCATE ADJACENT IO ELEC. PANEL I ( SEE FUATSCREEN WIRING DETAIL •• • I • L SURFACE IIMULL MOUNT) OPT. CEILING FAN • • L% W I N G 0 RECESSED CAN LIGHT FIXTURE Na HOSE BIB P Lp1 N OPT. PENDANT LIGHT OPT_ GAS BIB Y EXHAUST FAM LIGHT FAN COMBO SOUND WALL INSULATION SEE CS FLUORESCENT LIGHT FIXTURE {fx NO PLUMBING AREA {r (NEEP DESIGNATED fABINET AREA FREE F FROM PLUMBING IN WALLS AND FLOOR) K 1 ``.1 I..L a:� ROOF PER RELEASED ELEVATION TYPE, IE. GABLE, 6/12 CLIPPED GABLE, OR HIP - SEE ELEVATION SHEETS -COVERED PATIO W/ COLUMNS AS SFEC'D. 12'-0' SIDE ELEVATION SCALE: I/4' = 1'-0' f24 X 36 SHEET) 0 2' 4' 8' 10' SCALE: I/8' = I'-0' f11 X FI SHEET) - I'-0' OVERHANGS, 7--. U.N.O­ 12'-0' HUC410 r 1)2" PLYWOOD T' RECESSED 5)4 x 6" SMART TRIM I I 5/4 x 6" SMART TRIM (ALL 5:DES) II I I CAP DETAIL II �I 5/4x 6" I I SMIARTTRIM WRAPPED (2 SIDES) - 4x4 POST I I 4- POST I I 5/4 x e" SMART TRIM WRAPPED POST I I (2 SIDES) II I I 5/4 x 6" 5/4. 6"- I SMART TRIM SMART TRIM I (ALL SIDE..) _ , a k 10" BASE DETAIL COLUMN DETAIL SCALE- 1/2" = 1'-0'(24 x 36 SHEET) SCALE: 1/4" = I'-0' fIl x 1l SHEET) ROOF PER RELEASED ELEVATION TYPE. I.E. GABLE. CLIPPED GABLE, OR NIP - SEE ELEVATION SHEETS BUILD ONLY THE COVERED PATIO FROM THIS PLAN. VER' FY ALL OTHER FRAMING � FOUNDATION / DIMENSIONS PER SPECIFIC PLANS. BUILDING ELEVA'nONS & SIDING SHOWN ARE GENERIC - VERIFY PER PLAN. 6 PER PLAN O � J COLUMNS PER PLAN GABLE E 6/12 " 0 TRUSS (� 6/12 l ; .S L' _ — - — - — 1 _ .SEE DIAGRAMFOR� SOFFIT MATERIAL.. - I N — e �• I ��i % f 1 — - m ^,bf — - — - ! 1 �' AND LAYOUT 1x7 o �. - -4 48"SMART TRIM O.C. EA WAY (COVER NO -GROOVE' PANEL SPLICES M / w SOFFIT TO BEAAND i WALL COMIECTIONS) W 4'xE' NO -GROOVE' SOFFIT MATERIAL •' 'j--- I' I Z d .41 1 a �- a d 10 J ,1 1 + OVE1E-FRAMMG A5 R�O'D I1 f L' H'UC410 - OVE1E-FRAMMG A5 R�O'D J�---1--1- �..y--rte DOOR AND WINDOW ` HEADERS PER PLAIN I � Rt90F FRq,MING'PER Pl�_ _ -•- ROOF FRAMING SCALE: 1)4' = I'-0' (24 X 36 SHEET) SCALE- 1/6' = I'-0' [8 X 11 SHEET) OPT_ W ot.--COVERED PATIO W/_ OLU"45 /GOLU"45 AS SPEC'D- REAR ELEVATION SCALE: I/4' = I'-0' (24 X 36 SHEET) 0 2' 4' 8' 10' SCALE: I/8' = I'-0' (II X IT SHEET) 12'-0' 4.4 WD. POST I J BC4 POST CAP PATIO I 6I AS SPEC'D. f I - ------------------ — —EXTERIOR UG_L. PER P -AN _ — — _ _ I SOFFIT DIAGRAM l 4` -1 -C -1-I, L_L-1J1_l.�-�J- r-r-fi{t , - -�--I I 1 FOUNDATION PLAN SCALE: V4' = V-0'(24 X 36 SHEET) SCALE: 1/8' = i'-0' (II X Il SHEET) 13'-0' SLAB 4 --------------- - ______________. 4x4 WD. P05T ON AB"" POST BASE ON IB"xiE"x8" CONC. FTG. ,NO REBAR REO'D.) i PATIO AS SPEC'D_ 4•• CONC. SLAB ON COMP. GRANULAR FILL. SLOPE MIK 2% FROM HOUSE. THICKEN SLAB o PERIMETER GREAT RM. I J WALLS.OF'G'S., AND FIXTURES PER PLAY FLOOR PLAN SCALE: 1/4' = 1'-0' (24 X 36 SHEET) SCALE: 1/8' = I'-0' fil X 11 SHEET) L 2464 SW GLACIER PL REDMOND, OR 97756 PRONE 541-923-660'7 FAX 541-548-0761 W loC W I Q QV) 0 w L<, um N 112 *see I MV15AAM.i _ .:. • 1i w »P • • • • • a CURRENT AS OF 101515 • rte...___ • %19T/lf:%�• • • • • M. BATH • • •• . . . .• • O • • ° I �a 1 • BATH OlPA .•:•L X T-2 k COVERED PATIO j BRACING REQUIREMENTS - SEISMIC D1 BRACED BRACING BRACER RED'0 TOTAL TOTAL LENGTH WALL LINE METHOD WALL BRACING ADJUST REDD NOTES PROVIDED 2A LENGTH .0 FACTOR BRACING Lo CS 40 68 IA 952 I6ID 2A GS 20 3.4 IA 4.16 15 26 GB 20 6.0 IID 6J0 12.0 - - 3 C5 20 3.4 IPJ 3.40 40 _ F3G C5 12 204 Ile 204 4.0 3_CAR. I Y A C5 34 I 5.18 1.0 Y 5.18 1 16.0 13 GE 50 15P1 IPJ 1500 16.0 - C CS S0 85 IB 850 I6ID D I CS 18 3136 IPJ 3.06 8Pl WDLLIXW RODflLLG fOR tOM1O WFII SEISMIC WAI I I INF An.111STMFNT FAMMR BRACED WALL DNE S10RY HEIGM IBRFCED WNL WFII DEFO ROD MIUKG GIF BOPAD ) GFRAN6 LDAI OBB LORD iFL10R WSp1RY VfXfER LRNYI WFLI M.DR GRI*W.E'.`LL LNIF Nft25 ��' EFCOR qI 1 ID I.t 1m Im Im Im Im UP IR ) 2A IID L4 10 Im .0 Im 16 Lo L4 2B Im 10 10 10 10 IID Lm 'm IID 3 Im Lm Im IID IID IID IID Im IID 3G In l0 IID Im IID 10 10 10 Im -• 550 15 26 G6 30 1050 1.10 A 1m Lm IID 10 10 10 1m IID Im B 1m IID IID Im Im 1m IID IID Im C O 18 Im i® Im IID IID ID Im IID IID :® :® 10 IB ID Im 10 IID ISI ROOK 210 i100R ADI Gi0RE5 SEIGMY ]G1E ULTWMIE WRD SDEED YMD BPOSDw WFII XBGHI WDLLIXW RODflLLG fOR tOM1O WFII 320 X I OI 120 B 9 8-I5 P5F < B PSF 22 2A - GS aB" 4 BRACING REQUIREMENTS - WINDS <_ 120 MPH FAYE TO # OF 6YP5UM TOIAI BRACED WIND RIDGE WALL UNE EXPOSURE WALL BRACED HEIGHT WALL ' BRACED I BRACING BRACED RED'D TOTAL TOTAL LENGTH WALL LINE METHOD WALL BRACING ADJUST RED'D PROVIDED NOTES 2E 10m 0.% .0.90 130 SPACING lm0 'Jo FACTOR BRACING . I C5 30 5.0 1.10 550 b? 2A GS 30 SID 1.10 550 15 26 G6 30 1050 1.10 1155 12-0 3 CS 18 320 1.10 351 48 31. CS 18 320 1.10 352 8-0 lu/ 3 -GAR A C5 IB 320 123 394 I6DJ 13 G5 22 Tl0 123 9.41 16PJ G C S 22 3.80 123 4b1 16 0 D C5 12 230 123 263 5,0 WINDS ADJUSTMENT FACTORS FAYE TO # OF 6YP5UM TOIAI BRACED WIND RIDGE WALL UNE EXPOSURE WALL BRACED HEIGHT WALL GYPSUM BOARD BOARD HOLDDOWNADdUSiMEM HEIGHT _ _ LINES NAILING FACDR i Imm 0.% 0.90 130 1m0 Um 1@m I.IO 2A y ID® O% 0.90 130 ID0 IIDm IO0 IJm ' 2E 10m 0.% .0.90 130 Imo - IIDm lm0 'Jo 3 I- 0.94 - 0.90 13m 1m0 !m0 _ lmm I.m ow-- 130 1m0 Imm Imo Llm 1.45 Imm IIDm ImG U. B IID0 m% m90 1.45 Imo 1m0 1®0 123 G Imm m.% 0.90 1.45 ILfO 100 Imm 123 D IID0 m.% m.9m _ 145 Imm Imo Imo u3 1ST FLOOR 2ND FLOOR RI STORIES EAYE TO SEISMIC RI06E ZONE HEIGHT WALL IYTIMA7E HEIGHT WDDSPEED Q0 WIND EXPOSURE B S= 40'-0" G5 I CS aa" aa' GE O 4B" 8'-0' ONE SIDE, SEE DETAILS A E: 60TH SIDES. 3" SEE DETAILS B -0' ONE SIDE, 1 ._..I MIN. LENGTH I� SEE DETAILS 1 t�C� 8'-0' ONE SIDE. MIN. LENGTI4 SEE DETAILS GS a6•• a - 46" 0 JI � GS / 48" GB 6071-I SIDES- FG5 aB SEE DETAILS 46" - 11650' ST4AP • GL L40 Lmr _/ SEE DETA :F.: 24"1 3/D2 SEE DETAIL 3/02 22'-0" 1 _I_ 1 BRACING PLAN SCALE= 1/4" = 1'-0' (24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: I/8" = 1'-0' (II x R SI+EET) 25�' 1 `5 _. 48". PRESCRIPTIVE WALL BRACING LEGEND I CS CSWSP:"I-A.P.A. RATED SHEATHING(CONTINUOUSLY SHEATHED) XX' (ONE FACE FULL HEIGHT - BLOCK ALL PANEL EDGES) 1. NAILED WITH BD COMM. (0.13172.5"} AT W O.C. AT EDGES AND 12- 0 C. 2'O.C. AT FIELD 2. MIN. PANEL LENGTH PER TABLE AS SPEC'0 3. ENTIRE BRACED WALL LINE (OWL) SHALL BE CONTINUOUSLY SHEATHED, U.N.O. 4. 24'C FINER RETURN REO'0 ON EACH END OF BWL PER DETAIL 1/132 5. IN LIEU OF 24'R TOM. BOMB HOLDOWN REO'D c RRE,EaE_ T LER6DY.3ot5(rot21RL4015-MITORSL) 12Dt2IRLrzOt51RG20tT oR. CI aRM2 tOn3 f2Dt21RG20t51RG20tT O C1 . R6pp.to...... G 51-2-ORSC1 5. RCO2.tD]M3121RG2pt51RG20t]ORSGI SP CONTINUOUSLY SHEATHED PORTAL FRAME XX' (MAX. PANEL HEIGHT= 10'-P; MIN. HEADER -3• X 11.25 NET) 1. NAILED WITH M COMM. (0.13172.5-) AT 3- O.C. AT ALL FRAMING ISTUDS, BLOCKING, AND SILLS. TYP.) 2. SEE DETAIL AS SPEC'D FOR ALL REQUIREMENTS CME 2. FlGtrtfiE RSp2 i0.•I�tY 1RCR0151RG201]ORSCI WSP 7It6'A.PR. RATED DtSHEATHING IINTERMITTENT BRACING) (ONE FACE FULL HEIGHT- BLOCK ALL PANEL EDGES) 1. NAILED W ITH B0 COMM. (0.131'x2.5") AT O' Q.G. AT EDGES AND'.2'0 C AT FIELD 2. TYPPANEL= 48-: REDUCED WIDTHS ALLOWED 3. ACTUAL=47'AT 8'19'WALL =36'BRACING 4. ACTUAL =36`AT 8'WALL =2T-BRACI NG 19 -NA LODE REFERENCES TABLE Ffip231t112I121RG20151RG2Dtl ORSL) 2. TABLE 8602.t052120t31RG20t51RG20t; ORSC1 ]. T 0.51:111RG20t51RU 7ORScI •. TABLE Rm2.+os3 a an1RG2D+51RGrot] Cj GB 112'GYPSUM BOARD(INTERMITTENT BRALI NG) XX' (FULL HEIGHT- BLOCK ALL PANEL EDGES) 1. MIN_ PANEL LENGTH =48' (BOTH SIDES OF WALL) 2. MIN. PANEL LENGTH= 96'IONE SIDE OF WALL) 3. #6 SCREWS AT 7" O.C. AT EDGES AND T' O.C. AT FIELD 4. FULL -DEPTH BLK'G REO•D IN FLOOR SYSTEM- DTL 21D2 CW ABIEERsu[.t05130t21RG20151R 1TO 1 Y. TABIE RWi.113.5 (A`31RG20t51RG201T ORBGI 9I.IIAt Z2,:t51RG ORSCI •. FlGURE .10W21;2ot21RLQD61RU20»ORSCI NOTES: ALL BRACED WALLS FINISHED WITH MIN. 112' GYP. BOARD OR EQUIVALENT AT INTERIOR SIDE OF WALL, U.N.O. -BRACING METHOO XX' MIN. PANEL LENGTH PROPOSED IN INCHES 4B" F464 SN D, OR 9 T IPL flED-aw OR 54-5 PFt 541-923-660'7 R 54F5W-0761 *Soo REVISIONS • • • • • CLIRRENT AS OF 010.16 • • • • • a • •��;; Dl / 120 WIIV®� • •••••• • • • •• •• •, PR-a�.UIPTI%o WALL BRACING gE CS S1 F464 SN D, OR 9 T IPL flED-aw OR 54-5 PFt 541-923-660'7 R 54F5W-0761 *Soo REVISIONS • • • • • CLIRRENT AS OF 010.16 • • • • • a • •��;; Dl / 120 WIIV®� • •••••• • • • •• •• •, PR-a�.UIPTI%o WALL BRACING gE CS S1 9TT'- - -- - RIDGE BD. - 2x6 DF -2 L I I IS NOTES 1 4 4J / \ I/ 71 I i �:a t3 ± II II A II ^II11 VALLEY PLATE 2.8 FLAT OVER TRL155. Sj. C 16d TO EACH TRIFiIS TOFI CHORD II If VALLEY RAFTERS - II N Ii II. POSTS - 2.4 OF 4, TTP. 2x4 DF 2 m 24" O.G. I�- .- m 46" 015 AGGERED (SEE NOTE5 2 • 4) ,y Ir �," (SEE NOTES 1. 2, + 3) I I II P.E. TRUSSES m 24" O.C. PER PLAN 1 TYP. OVER -FRAMING DIAGRAM 01 SCALE. '14"=I'-®' (24 x 36 SHEET) SCALE::/8"=i'-0' !11 x 11 514EET1 COMP_ SPANGLES OVER 1" 15- ROOFING FELT OVERSHEATHING 2x6 OF 7 RIDGE BD - AS SPEC'D.DESI INT. FINISH A5 SPEC). LAYOJT w/ 51INSUL. I I l A5 REO'D. (SEE SHEET NS) APA RATED OSB ROOF SHEATHING FOR VALUES GREATER THAN SHOWN. VERIFY REQUIREMENTS W PERFORMANCE CAT. APA SPAN RATING ALLOW. ROOF LIVE LOADJ(P-SF)7116" 24/16 540 PSF1)2" 32(16 <-70 PSF COMP. SHINGLES OVEI5• ROOFING FELT OVER 51-IEATHING AS SPEC'D. 51DING AND HOUSE WRAF' AS SPEC'D - 5EE DETAILS, SWT. DS4 BIDING AND HOUSE WRAP AS SPEC'). - SEE DETAILS. SHT. DS4 COMP. SHINGLES OVER 15' RING FELT OVER SHEATHNG AS SPEC'). '1 P.E. TRUSSES m 24" O.G. PER LAYOUT w/ BRACING PER MANUF'S. DETAILS i zI 1A TYP. OVER -FRAMING SECTION D1 SCALE: 12--P-0' (24 x 36 SHEET) SCALE: 1/4-=P-0' (11 x n SHEET) OVER -FRAMING NOTES L POST DOWN FROM RIDGE BD. AT 48" O.C. TO SHEBELOW. ATTACH BELOATTACH POSTS TO RIDGE BD_ w/ CH (4) IOd FACE NAILS- ATTAPOSTS THBR LOWER ROOF SHTH'C. TO BLKYa. BETWEEN TRUSS TOP CHORDS w/ f2) 16d TOE NAILS. 2. POST DOIIIN FROM VALLEY RAFTERS AT 48" O.C. TO SHTH'G. ABOVE TOP CHORDS OF TRUSSES BELOW. STAGGER P05-5 AS INDICATED ON DIAGRAM AND AL..CNN w/ TRUSSES BELOW ATTACH POSTS TO VALLEY RAFTERS w/ (4) IOd FACE NAILS. ATTACH POSTS THRU SHTH'a TO TRUSS TOP CHORDS w/ (2) 16d TOE NAILS. -'E. TRUSSES m 2a" oL. w/ �- POSTS OVER 1S" SHALL BE 2 -PLT. BRACING PER MANUF'S. STI?CH 2x4's TOGETHER w) (2) RO'JS OF DETAILS -PROVIDE IIhSUL. IOd NAILS o 6" O.G. AS REO'D.(SEE SHEET NS) 4. ATTACH VALLEY RAFTED TO RIDGE BD - AND TO VALLEY PLATES w/ (3) :6d TOE NAILS AT EACH LOCATIONL GENERAL NOTES_ 1. SEE SHEET NS -ROOF FRAMING NOTES FOR LOCAL ICE SHIELD REOL'IRE-'ENTS. 2_ SEE SHEET NS- ENERGY CODE REQUIREMENTS I FOR SPECIFIC ROOF INSULATION VALUES. PE. TRUSSES m 24" OG. PER I LAYOUT w/ BLOWJ-N IN5UL. AS REO'D.(SEE SHEET NS) AND NT. FIN15W A5 5PEC'D_ 2.6 STUDS m 16" OL. wl R-21 BATT RML. AND COMP. SHINGLES OVER - SIDING AND HOUSE NT_ FINISH A5 SPEG'D- IURAF AS SPEC'D- - IS- ROOFING FELT OVER 1 SEE DETAILS. 5HT_ DS4 - - -- SHEATHING AS 5PEC'D- AS T<G FLOOR SH�HYz. _ AS SPEC')- OVER ENGR -Jo1sTs PER LAYOUT (� I" OSB RM BD_--,( - l I TTP. UND. I - S I I I I o+e I I PE. TRU55E5 m 24" OL. (_ _ _ _ _ _ _ I 4 1.1-30 FLOOR 116UL. PER LAYOUT ' SIDING AND HOUSE - WRAP AS SPEC'D. - 1 5/8" TTPE 'X' GYP5UM BD. GARAGE SEE DETAILS. SHt. D54 - GARAGE 2.4 5TUDS o W" OIC. w/ 1 SIDING AND HOUSE -� INT. FIN15W AS 5FEC'D. 2x6 STUDS • 16" O.C.. WRAP A5 SPEC'). - NT. FINISH AS SPEGD SEE DETAILS. 511 DS4 2.6 P:T. SILL PLATE w/ _ ANCHOR BOLT5 AS 5PEC'D 2x6 P.T_ SILL PLATE / w �\ /� A.5-*. AS SPEC'). L'�I( 2222 4" CONC. SLAB ON COMP. ( - - - - 1 4" CONC. SLAB ON COMP. SIM D'A+^ I GRAVEL BASE AS REO') SIM DIA+A GRAVEL BASE A: REO') - WHEN FOOTING SECTION 'A' 15 MORE THAN 8 FT., PROVIDE FOOTING SECTION 'A' ib GA x LS" x W MIN- METAL i-� • �� STRAP TIE EA 51DE OF SPLICE w/ (8) 16d COMMON NAILS 3/4" T4G FLOOR SHTH'G. 2. FT SILL PLATE w/ 24" MK24' MIK AS SPE. OVER ENGR ABIAS SPEC'D. .1 f "4 DBL 2. TOP R I -JOISTS PER LATOUL SPLICE -} 1' 055 RIM BD., ' L _ - _ - TYP_ LU40. ~ ) _ - --CRIPPLE WALL FRAMING w/ 2.6 C -7- _ STUDS m 16" 01 - STEP ON. AT NI! ` r _ END WALL TO SUPPORT FLOOR Q._ I- `-•� - e 6,• , • dl . JOISTS (NO JOIST HANGERS) NIH- X48"MIN. SEE TYP_ WALL SECTION 4/DI OVERLAP • - FOR NOTES N COMMON PLACE FOOTINGS ON -' - �•� - __� IQ` UNDISTURBED SOIL OR COMPACTED GRAVEL xI - N- • 'I 24" DOtL9=L5 TO MATCH { Q _ • •' .. i ; REINFORCEMENT .�' L /• ,1 I IrF 24 " PER PLAN Lr= a -c=• COMP. SHINGLES OVER 15- ROOFING FELT OVER 5HEATFIiNG A5 SPEC'D. SIDING A-0 HOUSE 1 WRAP AS SPEC PE -'D_ - SEE DETAILS. SHT. DS4 COMF. SHINGLES OVER - 15- ROOFING FELT OVER SHEATHIG AS 5PECD. COMP. SHINGLES OVER --. - OVER -FRAMING. T -P. 15- ROOFING FELT OVER ! - SEE DETAIL 1 ) Di 5[D'WG AND HOUSE 5HEATI4IN3 AS SPEC'D. _ _ _ _ _ _ _ WRAP AS S -ECD. - ( SEE DETAILS. SHT. DS4 � I I I I I I I I I F , PE. TRUSSES m 24" O.G. - PER LAYOUT w/ W. GYP_ W. CEILNG GARAGE - 2x65TUDS m 16" OL. w/ I2" GYPSU'1 BD. CONT 2.6 P.T_ SILL PLATE W - AB.k AS SPECD- 4" GONG. SLAB ON COMP.- GRAvEL BASE AS REOD 9•Z 1" 15- ROOFING FELT OVER 2x6 OF 7 RIDGE BD - 5WEATHING A5 SPEC'). INT. FINISH A5 SPEC). LAYOJT w/ 51INSUL. (SEE NOTES 16 4) ROOFING AND SHEATHING A5 REO'D. (SEE SHEET NS) . 7'�['e`L 2x4 OF -2 POST, TTP AS SPEC'D. _ _ _ AS 5PECV. OVER ENGR ,� I -JOISTS PER LAYOUT CONC. FNDTN. WALL (SEE NOTES 14 3) _ CONC. FNDTN, WALL 4ND.1 FOOTING PER �L:.N - �_ COIFNDTN WALL '� AND FTG. PER PLAN AND FTG, PER PLAN . 1 ILI I SCALE: 1/2"=1'-0' (24 x 36 SHEET) 3/4" T -G FLOOR SHTH'G. AND INT. FINISH AS SPECID. 4 I J AB'4 AS SPEC'D- / I-JOIST5 PER _AYOUT / 4" CONI SLAB ON COMP. \ 214 OF 4 VAL-l' -T RAFTERS - . GRAvEL BASE AS REO'D i '- 2.6 FLAT BLK'G. m 24" O.C. TO VALLEY PLATE I r BETWEEN TOP CHORDS BETOND (SEE J.OTES 2 + 4) - , " - ''' AT RIDGE POSTS PE. TRUSSES m 24" O.C. '- 6 MI BLACK POLY- P.E. TPo;SSES m 24" OG PER PER LAYOUT E -N LEVE SHEETING LAYOUT-/ SHEATHING CONT. UNDER OVER -FRAMING 1A TYP. OVER -FRAMING SECTION D1 SCALE: 12--P-0' (24 x 36 SHEET) SCALE: 1/4-=P-0' (11 x n SHEET) OVER -FRAMING NOTES L POST DOWN FROM RIDGE BD. AT 48" O.C. TO SHEBELOW. ATTACH BELOATTACH POSTS TO RIDGE BD_ w/ CH (4) IOd FACE NAILS- ATTAPOSTS THBR LOWER ROOF SHTH'C. TO BLKYa. BETWEEN TRUSS TOP CHORDS w/ f2) 16d TOE NAILS. 2. POST DOIIIN FROM VALLEY RAFTERS AT 48" O.C. TO SHTH'G. ABOVE TOP CHORDS OF TRUSSES BELOW. STAGGER P05-5 AS INDICATED ON DIAGRAM AND AL..CNN w/ TRUSSES BELOW ATTACH POSTS TO VALLEY RAFTERS w/ (4) IOd FACE NAILS. ATTACH POSTS THRU SHTH'a TO TRUSS TOP CHORDS w/ (2) 16d TOE NAILS. -'E. TRUSSES m 2a" oL. w/ �- POSTS OVER 1S" SHALL BE 2 -PLT. BRACING PER MANUF'S. STI?CH 2x4's TOGETHER w) (2) RO'JS OF DETAILS -PROVIDE IIhSUL. IOd NAILS o 6" O.G. AS REO'D.(SEE SHEET NS) 4. ATTACH VALLEY RAFTED TO RIDGE BD - AND TO VALLEY PLATES w/ (3) :6d TOE NAILS AT EACH LOCATIONL GENERAL NOTES_ 1. SEE SHEET NS -ROOF FRAMING NOTES FOR LOCAL ICE SHIELD REOL'IRE-'ENTS. 2_ SEE SHEET NS- ENERGY CODE REQUIREMENTS I FOR SPECIFIC ROOF INSULATION VALUES. PE. TRUSSES m 24" OG. PER I LAYOUT w/ BLOWJ-N IN5UL. AS REO'D.(SEE SHEET NS) AND NT. FIN15W A5 5PEC'D_ 2.6 STUDS m 16" OL. wl R-21 BATT RML. AND COMP. SHINGLES OVER - SIDING AND HOUSE NT_ FINISH A5 SPEG'D- IURAF AS SPEC'D- - IS- ROOFING FELT OVER 1 SEE DETAILS. 5HT_ DS4 - - -- SHEATHING AS 5PEC'D- AS T<G FLOOR SH�HYz. _ AS SPEC')- OVER ENGR -Jo1sTs PER LAYOUT (� I" OSB RM BD_--,( - l I TTP. UND. I - S I I I I o+e I I PE. TRU55E5 m 24" OL. (_ _ _ _ _ _ _ I 4 1.1-30 FLOOR 116UL. PER LAYOUT ' SIDING AND HOUSE - WRAP AS SPEC'D. - 1 5/8" TTPE 'X' GYP5UM BD. GARAGE SEE DETAILS. SHt. D54 - GARAGE 2.4 5TUDS o W" OIC. w/ 1 SIDING AND HOUSE -� INT. FIN15W AS 5FEC'D. 2x6 STUDS • 16" O.C.. WRAP A5 SPEC'). - NT. FINISH AS SPEGD SEE DETAILS. 511 DS4 2.6 P:T. SILL PLATE w/ _ ANCHOR BOLT5 AS 5PEC'D 2x6 P.T_ SILL PLATE / w �\ /� A.5-*. AS SPEC'). L'�I( 2222 4" CONC. SLAB ON COMP. ( - - - - 1 4" CONC. SLAB ON COMP. SIM D'A+^ I GRAVEL BASE AS REO') SIM DIA+A GRAVEL BASE A: REO') - WHEN FOOTING SECTION 'A' 15 MORE THAN 8 FT., PROVIDE FOOTING SECTION 'A' ib GA x LS" x W MIN- METAL i-� • �� STRAP TIE EA 51DE OF SPLICE w/ (8) 16d COMMON NAILS 3/4" T4G FLOOR SHTH'G. 2. FT SILL PLATE w/ 24" MK24' MIK AS SPE. OVER ENGR ABIAS SPEC'D. .1 f "4 DBL 2. TOP R I -JOISTS PER LATOUL SPLICE -} 1' 055 RIM BD., ' L _ - _ - TYP_ LU40. ~ ) _ - --CRIPPLE WALL FRAMING w/ 2.6 C -7- _ STUDS m 16" 01 - STEP ON. AT NI! ` r _ END WALL TO SUPPORT FLOOR Q._ I- `-•� - e 6,• , • dl . JOISTS (NO JOIST HANGERS) NIH- X48"MIN. SEE TYP_ WALL SECTION 4/DI OVERLAP • - FOR NOTES N COMMON PLACE FOOTINGS ON -' - �•� - __� IQ` UNDISTURBED SOIL OR COMPACTED GRAVEL xI - N- • 'I 24" DOtL9=L5 TO MATCH { Q _ • •' .. i ; REINFORCEMENT .�' L /• ,1 I IrF 24 " PER PLAN Lr= a -c=• COMP. SHINGLES OVER 15- ROOFING FELT OVER 5HEATFIiNG A5 SPEC'D. SIDING A-0 HOUSE 1 WRAP AS SPEC PE -'D_ - SEE DETAILS. SHT. DS4 COMF. SHINGLES OVER - 15- ROOFING FELT OVER SHEATHIG AS 5PECD. COMP. SHINGLES OVER --. - OVER -FRAMING. T -P. 15- ROOFING FELT OVER ! - SEE DETAIL 1 ) Di 5[D'WG AND HOUSE 5HEATI4IN3 AS SPEC'D. _ _ _ _ _ _ _ WRAP AS S -ECD. - ( SEE DETAILS. SHT. DS4 � I I I I I I I I I F , PE. TRUSSES m 24" O.G. - PER LAYOUT w/ W. GYP_ W. CEILNG GARAGE - 2x65TUDS m 16" OL. w/ I2" GYPSU'1 BD. CONT 2.6 P.T_ SILL PLATE W - AB.k AS SPECD- 4" GONG. SLAB ON COMP.- GRAvEL BASE AS REOD 9•Z 1" 15- ROOFING FELT OVER e - _ 5WEATHING A5 SPEC'). INT. FINISH A5 SPEC). LAYOJT w/ 51INSUL. INT. FNISH AS 5PEC1% DIB A5 REO'D. (SEE SHEET NS) . 7'�['e`L 1 I 0A& p-' (! U 1" 055 RM BD.. U T7P_UND. I _ _ _ AS 5PECV. OVER ENGR ,� I -JOISTS PER LAYOUT CONC. FNDTN. WALL _ CONC. FNDTN, WALL 4ND.1 FOOTING PER �L:.N - �_ COIFNDTN WALL '� AND FTG. PER PLAN AND FTG, PER PLAN . 1 ILI l` AS REO'D-(SEE SHEET NS) SCALE: 1/2"=1'-0' (24 x 36 SHEET) 3/4" T -G FLOOR SHTH'G. AND INT. FINISH AS SPECID. 2 TYP. EXT. GARAGE WALL SECTIONS 01 SCALE: V2"=1'-0' (24 x 36 SHEET) SCALE: V4"=1'-0' (11 x 11 SHEET) >r E N ¢+ . .� PF. TRU55?t5 a 24' D.G. PER L4YOJ' Wq MIN- 'yyV1 12" GTP_ BD_ CEILING s STEPPED FOUNDATION 01 SCALE: 12"=1'-0' f24 x 36 SHEET) SCALE= 1/4"=1'-0' (11 x IT SHEET) -- PIS. TRUSSES m 24" O.C. W BRACING PER MANUF'S. DETAILS- PROVIDE INSUL. AS REQ'D. (SEE SHEET NS) PE. TRUSSES m 24" O:- PER LAYOUT w/ BLOW! -IN INSUL. AS REQD.(SEE SHEET NS) AND INT. FINISH AS SPEC'). SIDING AND HOUSE WRAP AS SPEC)- - 5EE DETAIL5. 5HT. DS4 COMP. SHINGLES OVER B- ROOFING FELT OVER 5HEATHING AS SPEC'D. I P.E. TRU55E5 m 24" O.C. w/ BRACING PER MANUF'S. DETAILS. PROVIDE INSUL AS REO'D. 16EE SHEET NS) COMP. SHINGLES OVER - 15- ROOFING FELT OVER PE. TRUSSES m 24" O.C. PER 5WEATHING A5 SPEC'). INT. FINISH A5 SPEC). LAYOJT w/ 51INSUL. INT. FNISH AS 5PEC1% DIB A5 REO'D. (SEE SHEET NS) . 7'�['e`L 1 I 0A& p-' (! U 1" 055 RM BD.. U T7P_UND. I _ _ _ AS 5PECV. OVER ENGR ,� I -JOISTS PER LAYOUT - •- i ' PE. TRUSSES m 24" O.C. PER '�i1 -�I IIY`Ic-Ti�Ti1 II I - BATT III AND LAYOUT w/ BLOWN -IN IN5UL 1 N IN'T. F T_ INISH AS SPEC'). l` AS REO'D-(SEE SHEET NS) SCALE: 1/2"=1'-0' (24 x 36 SHEET) 3/4" T -G FLOOR SHTH'G. AND INT. FINISH AS SPECID. 2,6 STUDS m 16" O.C. w/ J 2.6 STUDS a 16" OL. w/ R-21 BATT INSUL AND PE. TRUSSES m 24" O.C. PER R-21 BATT IN5UL. AND INT. FINISH A5 SPEC). LAYOJT w/ 51INSUL. INT. FNISH AS 5PEC1% 3/4" T+fs FLOOR SHTHYx. A5 REO'D. (SEE SHEET NS) 3/4" TtG FLOOR 5NTWG. A5 SPEC'). OVER ENGR • - - -- I -JOISTS PER LAYOUT O X 0A& p-' (! U 1" 055 RM BD.. U T7P_UND. I _ _ _ AS 5PECV. OVER ENGR ,� I -JOISTS PER LAYOUT - - - - - 5/B" 7--E 7(' GYPSUM ' R PE. TRUSSES m 24" O.C. PER BD_ CEILING UNDER - LAYOJT w/ 51INSUL. LIV NG SPACE J -I 6 HIL BLACK POLY- A5 REO'D. (SEE SHEET NS) PERIMETER DRAIN PIPE s - - - ET14Y ENE SHEETING AND INT. FINISH AS SPEC -D. - ONLY AS REO'D. FOR LOAL SOIL CONDITIONS C - •- i GARAGE '�i1 -�I IIY`Ic-Ti�Ti1 II I - BATT III AND 2x6 STUDS a 16" O.C. w/ 1 N IN'T. F T_ INISH AS SPEC'). V2" GYPSUM BD. CONT. SCALE: 1/2"=1'-0' (24 x 36 SHEET) 3/4" T -G FLOOR SHTH'G. 2.13 P.T. SILL PLATE- SCALE: 1/4"=1'-0' (11 x n SHEET) _�- AS 5PEC'D. OVER ENGR AB'4 AS SPEC'D- / I-JOIST5 PER _AYOUT / 4" CONI SLAB ON COMP. \ GRAvEL BASE AS REO'D i I R -3 -FLOOR INSUL. - qp C4q� CONWALL '- 6 MI BLACK POLY- AND FTG FTG. PER ER PLAN P E -N LEVE SHEETING v - tSIM. DIA v G 2464 SW GLACIER PLACE REDMOND, OR 97756 PH: 541-923-6607 F: 541-548- 61 u W D,B +•• l! REVISIONS w� ' • • r • CURAMT ACOF 100118 • • • �. e • s �. • 2.6 STUDS m ffi" O.C. w/ SIDING R-21 BATT INSUL. AND AND HOUSE WRAP AS 5PECb. -- - R-21 6477 INSUL. AND • f INT_ FNI5H A5 HY. 5PECD. - SEE DETAILS. SDS4 INT. FINISH AS SPECD. g • 3/4" TKx FLOOR SNTH'G. 2. P.T. SILL PLATE w/ - } ` /'/4" TAG FLOOR SHTN'C f • AS SPEC). OVER ENGR AB.'a A5 SPEC')_ R .�j} _ 1 A5 5PEC'D. OYEIS • ( • 7 ---,� I -JOLTS PER LAYOUT i� --.q -- 7- i -JOISTS PER LAYOUT • f y •• • (;- 1 i • 1 • 1 WA IN 1•• .i • •� ••.: 3 TYP. GARAGE TO HOUSE WALL SECTIONS D1 SCALE: U2"=I'-0• (24 x 36 SHEET) SCALE: 11 (II x 11 SHEET) ' R -3Q FLOOR INSUL. tel` "R-3 FLOOR INSUL. 2' cONC. FNDTN. WALL AND FTG. PER PLAN IF I =- 6 MIL BLACK POLY- J -I 6 HIL BLACK POLY- ' ETHYLENE SHEETING PERIMETER DRAIN PIPE s - - - ET14Y ENE SHEETING ��- - ONLY AS REO'D. FOR LOAL SOIL CONDITIONS C - •- i '�i1 -�I IIY`Ic-Ti�Ti1 II I 4 TYP. WALL SECTION 01 SCALE: 1/2"=1'-0' (24 x 36 SHEET) SCALE: 1/4"=1'-0' (11 x n SHEET) 1OfVVALL'•' SECTIONS SEE CS D1 WASHED GRAVEL OR TYP. EXTERIOR WALL - 2x6 STUDS o - CRUSHED ROCK - 2" MIN. 16" O.C. w/ HOUSE WRAP AMC) SIDING-� UNDER / 6" MIN. COVER OVER AS SPEC'D. - SEE SIDING 4"o PERFORATED DRAIN— AND FLASHING DETAILS, SHT. DS4 PIPE WRAPPED IN FILTER 3"x 3"x 0229" SO. PLATE WASHER - - BETWEEN SILL PLATE AND NUT FOUNDATION TO DAYLIGHT 2x6 P.T. SILL PLATE. TYP- (2x8 FOR_ Y OR DRAINAGE SYSTEM B" STEMWALL AT HANGER LOCATIONS - ONLY AS REO'D. FOR PER LAYOUT) OVER SILL SEALER AS LOCAL SOIL CONDITIONS SPEC'D. w/ 1/2"x G" ANCHOR BOLTS PLACE FOOTINYS ON� AT 6'-0' O.C. MAX. (2 PER BD, MIN. UNDISTURBED SOIL OR w/ WASHER AND TIGHTENED NUT) COMPACTED GRAVEL. TYP. _ w/ WASHER AND TIGHTENED NUT FINISH GRADE--\ - _ I _ 1 I .• ' WASHED GRAVEL OR 4. CRUSHED ROCK - 2" MIN. CONT. WITHIN 12" OF TOP OF WALL UNDER / 6" MIN. COVER 1p 4"o PERFORATED DRAIN— 'b / /T�/, •~ PIPE WRAPPED IN FILTER •4 BAR CONT. - PLACE FABRIC CONT. AROUND a l' FOUNDATION TO DAYLIGHT b OR DRAINAGE SYSTEM STD. HOOK - 3" CLR TO BOTTOM - ONLY AS REO'D. FOR CONT. ACROSS OPENING AS LOCAL SOIL CONDITIONS AND 14" MIN. UP INTO WALL PLACE FOOTINYS ON� — UNDISTURBED SOIL OR _ COMPACTED GRAVEL. TYP. _ BATT INSUL. AS REO'D. BETWEEN STUDS - w) INTERIOR FIN15H AS SPEC'D. - 3/4" TiG FLOOR SHTH'G. AS 5PEC'D. - PROVIDE 1/2" PARTICLE BD. OVER AT AREAS W/ VINYL i FLOORING / 1/4" CEMENT BD. AT TILE FLOORING f/ ENGR'D. I -JOISTS PER LAYOUT W/ HANGERS PER MANUF. - PROVIDE IB" MIN. CLEARANCE f TO GROUND IN CRAWL SPACE / FLOOR INSUL. AS SPEG'D. - SUPPORT AS REO'D. — — -------i J •if _� 1 Il�l I—.111111 PER PL G" (6" WALL) 16" WALL) (8" UN -0- 3/4" TtG FLOOR SHTH'G AS SPEG'D - ENGR'D. 1 -JOISTS PER LA'O1T W/ BLK'C, AS RELyD. - FLOOR INSUL. BETWEEN AS SPEC'D- _- i - CONC. FNDTN- WALL w/ 4 BAR Boom 11 ---- � 2x4 /2.6 CRIB WALL PER PLAN CONT. WITHIN 12" OF TOP OF WALL IC I _ w/ STUDS a 24" O.C. MAX. ANO 'b / /T�/, •~ Q •4 BAR CONT. - PLACE DBL. TOP PLATE - -4 BARS VERTICAL - 48" O -C- w/ w • CONC. FOOTING PER PLAN STD. HOOK - 3" CLR TO BOTTOM U CONT. ACROSS OPENING AS r 2. P.T. SILL PLATE .11/2 AND 14" MIN. UP INTO WALL Z — ANCHOR BOLTS AT 6'-0' O.C_ MAX. _ F _ w/ WASHER AND TIGHTENED NUT -6 MIL BLACK POLYETHYLENE SHT'G. - SEE SHEET NS -FOUNDATION PLAN NOTES - _ I _ 1 I .• ' GONG. FOOTING PER PLAN w/ r FOR SPECIFIC INSTALLATION REO'5. m I _•�� ,Ik', _.I - (1) •4 BAR CONT. II—I —III=III= „IIIIII,,,III,,,III,,, � II II 1 'I,—III—.I �II�II�II�-II�II�II^III fl ��II—III—IIL—h, II—II�III_„III=11 ; I I / w/ (8) 106 NAILS AND 1/2"x 4" TITEN HD IZ” fUN.O.) --CONIC_ FOOTING w/ 4 BAR CONT. - SCREW ANCHOR or U2" EXP. ANCHOR 2xa WALL 6 MIL BLACK POLYETHYLENE PLACE 3" TO 4" FROM BOTTOM TO CONCRETE PER PLAN SHEETING OVER EXPOSED GROUND 1 14" GONG. PORCH SLAB W/ 6" (UND-) TYPJ I I 2.6 WALL i TYPICAL FOUNDATION DTA SCALE: I"=1'-0' (24 x 36 SHEET) SCALE. L12"=I'-0' 01 x IT SWEET) SIDING AND HOUSE WRAP AS -- ­i 5PEC'D_ - SEE SIDING AND FLASHING DETAILS, SHT- DS4 EXPANSION JOINT AS SPEC'D- � I 4" CONIC. DRIVEWAY OVER - COMP. BACKFILL AS REO'D SLOPE DWT. AWAY MIN. 2% 'I 2.6 STUDS - 16" O.C. w/ INTERIOR FINISH AS SPEC'D. r 3/4" SUBFLR SPACER BETWEEN Mi1D SILL AND BOTTOM P ATE OF WALL FRAMING r STEM WALL BEYOND w/ 2.6 PT_ / SILL PLATE OVER SILL SEALER IJ AND ANCHOR BOLTS A5 SPEC'D. 4" GONG. GARAGE SLAB W/ THICKENED EDGE AT OPENING �r - SLOPE MIN. 196 TO OVHD. DR - PER PLAN 4 OVERHEAD DOOR OPENING . D1A SCALE: I"=1'-0' (24 x 36 SWEET) SCALE- I12"=:'-0' (11 x 11 SHEET) � TYP. CRIB WALL ?!ASC -ALE= I" -0' (24 x 36 SI -SET) SCALE: I/2 =1'-0' (1! x 11 SHEET) Boom 2. STUDS PER PLAN e I6" O.C. CONIC. FNDTN. WALL - OLn W INTERIOR FINISH AS SPEC'D. . ..... . /���/ / 'b / /T�/, •~ COI"1P. BACKFILL AS REO'D •4 BAR CONT. - PLACE I BACKFILL " • CONC. FOOTING PER PLAN i\�//\\ _ •- .__. \\/\\'\\�/� CONT. ACROSS OPENING AS -s �/�,/'i BOND BEAM w/ -4 BAR CONT. — (2) PIECES EA. SIDE - RIF TOP _ 4" CONK. DRIVEWAY OVER COMP. BACKFILL A5 REO'D - PLACE FOOTING ON ,-- 4" CONC_ GARAGE SLAB ON / COMP_ BACKFILL AS REO'D - SLOPE DWY. AWAY MIN. 2% UNDISTURBED SOIL OR COMPACTED GRAVEL PER PLAN 4 OVERHEAD DOOR OPENING . D1A SCALE: I"=1'-0' (24 x 36 SWEET) SCALE- I12"=:'-0' (11 x 11 SHEET) � TYP. CRIB WALL ?!ASC -ALE= I" -0' (24 x 36 SI -SET) SCALE: I/2 =1'-0' (1! x 11 SHEET) WALLI UN.0 WALL{' 5 . MAN DOOR OPENING KDIA�j SCALE: 1"=1'-0' (24 x 36 SHEET) SCALE: I/1"=1'-0' (II z 17 SHEET) FLOOR 5NTHYa_ AS 5PEC'D_ OVER ENGR'D.-J015T5 PER LAYOUT W/ BATT IN5UL. BETWEEN A5 REO'D. WY4 'W1'11'1'I,.�]-r. p y .. r 1 (2) Ibd "L5 THRU ICING -I 0 -- ----'T-�,T' ` L� STUD TO HEADER EA. END f4x6 HEADER-- (UN.O. PER PLAN) 2.4 / 2.6 CRIB WALL PER •�� 2. TRIMMER- PLAN w/ STUDS - 24" OC.X_ • 4 4 S MAAND DBL_ TOP PLATE , 10" m w P �.. U 6 2x P.T. SILL PLATE - v TYP. - QZ TYP. i CONC. FOOTING PER PLAN- - _� w/(Il-4 BAR CONT. AND _______ 1/2"z T" ANCHOR BOLTS a _ _ _ P 6'-0' O.C.. TYP. `° =1 ii, fIL E. MIL BLACK POLYETHYLENE SHT'G.- OVER EXPOSED GROUND. TYP. 3 CRIB WALL BLOCK-OUT_ DIA SCALE: I"=1'-0' (24 x 36 5HEETJ SCALE: 1/2"=I'-0 (11 z IT SHEET) P.E. TRUSSES - 24" C.C. PER LAYOUT w/ H2.5A VE, TYP. AT EACH TRU55 SEETYP. OVERHANG DETAIL 3 / D1 B FOR _ NOTES IN COMMON Jr- 1 2. STUDS PER PLAN e I6" O.C. CONIC. FNDTN. WALL - OLn W INTERIOR FINISH AS SPEC'D. � TYP- GONC. FOOTING w/ r 3/4" SUBFLR SPACER BETWEEN •4 BAR CONT. - PLACE I MUD BILL AND BOTTOM PLATE SIDING AND HOUSE WRAP AS III LI - .+J OF WALL FRAMING SPEC'D. - SEE SIDING AND I - UNDISTURBED SOIL OR FLASHING DETAILS, SHIT. DS4 COMPACTED GRAVEL STEM WALL BEYOND w/ 2x6 PT. SILL PLATE OVER SILL SEALER EXPANSION JOINT A5 SPEC'D.--_ (2) PIECES EA. SIDE - RIF TOP AND ANCHOR BOLTS AS 5PEC'D. 4" CONK. DRIVEWAY OVER COMP. BACKFILL A5 REO'D - ' � ,-- 4" CONC_ GARAGE SLAB ON / COMP_ BACKFILL AS REO'D - SLOPE DWY. AWAY MIN. 2% � SLOPE MIN. I% TO OVHD. DR ax4 WD. POST PER PLAN - PROVIDE ^T WALLI UN.0 WALL{' 5 . MAN DOOR OPENING KDIA�j SCALE: 1"=1'-0' (24 x 36 SHEET) SCALE: I/1"=1'-0' (II z 17 SHEET) FLOOR 5NTHYa_ AS 5PEC'D_ OVER ENGR'D.-J015T5 PER LAYOUT W/ BATT IN5UL. BETWEEN A5 REO'D. WY4 'W1'11'1'I,.�]-r. p y .. r 1 (2) Ibd "L5 THRU ICING -I 0 -- ----'T-�,T' ` L� STUD TO HEADER EA. END f4x6 HEADER-- (UN.O. PER PLAN) 2.4 / 2.6 CRIB WALL PER •�� 2. TRIMMER- PLAN w/ STUDS - 24" OC.X_ • 4 4 S MAAND DBL_ TOP PLATE , 10" m w P �.. U 6 2x P.T. SILL PLATE - v TYP. - QZ TYP. i CONC. FOOTING PER PLAN- - _� w/(Il-4 BAR CONT. AND _______ 1/2"z T" ANCHOR BOLTS a _ _ _ P 6'-0' O.C.. TYP. `° =1 ii, fIL E. MIL BLACK POLYETHYLENE SHT'G.- OVER EXPOSED GROUND. TYP. 3 CRIB WALL BLOCK-OUT_ DIA SCALE: I"=1'-0' (24 x 36 5HEETJ SCALE: 1/2"=I'-0 (11 z IT SHEET) P.E. TRUSSES - 24" C.C. PER LAYOUT w/ H2.5A VE, TYP. AT EACH TRU55 SEETYP. OVERHANG DETAIL 3 / D1 B FOR _ NOTES IN COMMON Jr- \ {\\\%- CONIC. FNDTN. WALL - OLn BLOCK OUT AT MAN DOOR AND POUR SLAB THROUGH � TYP- GONC. FOOTING w/ • •4 BAR CONT. - PLACE - 3" TO 4" FROM BOT70M _- _ III LI - .+J - PLACE FOOTING ON I - UNDISTURBED SOIL OR 4x WD. BEAM PER PLAN w( COMPACTED GRAVEL WALLI UN.0 WALL{' 5 . MAN DOOR OPENING KDIA�j SCALE: 1"=1'-0' (24 x 36 SHEET) SCALE: I/1"=1'-0' (II z 17 SHEET) FLOOR 5NTHYa_ AS 5PEC'D_ OVER ENGR'D.-J015T5 PER LAYOUT W/ BATT IN5UL. BETWEEN A5 REO'D. WY4 'W1'11'1'I,.�]-r. p y .. r 1 (2) Ibd "L5 THRU ICING -I 0 -- ----'T-�,T' ` L� STUD TO HEADER EA. END f4x6 HEADER-- (UN.O. PER PLAN) 2.4 / 2.6 CRIB WALL PER •�� 2. TRIMMER- PLAN w/ STUDS - 24" OC.X_ • 4 4 S MAAND DBL_ TOP PLATE , 10" m w P �.. U 6 2x P.T. SILL PLATE - v TYP. - QZ TYP. i CONC. FOOTING PER PLAN- - _� w/(Il-4 BAR CONT. AND _______ 1/2"z T" ANCHOR BOLTS a _ _ _ P 6'-0' O.C.. TYP. `° =1 ii, fIL E. MIL BLACK POLYETHYLENE SHT'G.- OVER EXPOSED GROUND. TYP. 3 CRIB WALL BLOCK-OUT_ DIA SCALE: I"=1'-0' (24 x 36 5HEETJ SCALE: 1/2"=I'-0 (11 z IT SHEET) P.E. TRUSSES - 24" C.C. PER LAYOUT w/ H2.5A VE, TYP. AT EACH TRU55 SEETYP. OVERHANG DETAIL 3 / D1 B FOR _ NOTES IN COMMON Jr- % GROOVED SOFFIT PANEL 4" OC- CAT OLn J � ATAREAS 8 FT. DEEP OR LESS OR - ' •' LP SMART PANEL w/ 4/4 x 2" BATTS III LI - .+J OVER SEAMS FOR LARGER AREAS 4x4 WD. POST PER PLAN CTI w) BC4 POST CAP. TYP. - I I I 4x WD. BEAM PER PLAN w( WRAP w/ TRIM A5 SPEG'D_ LAP SIDING TRIM UNDER AND PER DETAILS ON SHY. DS3 I I (2) PIECES EA. SIDE - RIF TOP PIECE/TRIM TO FIT 6B ,PORCH / PATIO BEAM- TRIM DIA 5CALE: I"=I'-0' (24 x 36 SHEET) SCALE: 1/2"=!'-0' (11 x IT SHEET) ax4 WD. POST PER PLAN - PROVIDE ^T �r - 51MPSON A15W44 STANDOFF POST BASE WRAP 'OST w/ TRIM AS-� i I I I / w/ (8) 106 NAILS AND 1/2"x 4" TITEN HD SPEC'D. - SEE DETAILS \yl' SCREW ANCHOR or U2" EXP. ANCHOR ON SHEET DS3 I I', TO CONCRETE PER PLAN 1 14" GONG. PORCH SLAB W/ TYPJ I I ffff THKN'D. EDGES ALL SIDES . �(10" �- I 1 h SLOPE AWAY MIN. 2% 111 I f M1 \/�Z�/�(\//. _ B _-• ^r�` COMP. BACKFILL AS REO'D � BLOCK OUT OR EXCAVATE FOR B"x 8" MIN. PIER PRIOR TO POUR POUR JU SLAB �/ - •C` CONT. TO FOOTING 0_>, 1=1I��`I11=11�III—II=1I GONC. FOOTING PER PLAN =11 I � I II II -i -� —• PLACE FOOTING ON' N UNDISTURBED SOIL OR COMPACTED GRAVEL PER PLANT1 6A PORCH / PATIO FOOTING SCALE: I"=1'-0' (24 x 36 SHEET) SCALE: U2"=F-0' (11 x I? SHEET) lhrkP,AA SW GLACIER PLACE REDMOND, OR 97756 P14:541-923-6607 F: 541-548-9761 w OLn J � w r l J l.1 >* CTI •••• IIL�REVISIONS • • • • CURRENT A•S•OF 100118 • • • • f • ■ •• • • • •• eel SEISMIC D••• •••• • • • ••• •••• - w: - 1--YPftAL ••. DETAILS 1 SEE CS V� CoMp =EL- C',ER S-'� -`G ' FN' _ -Sc - p VO" _ _-_- AN-- INS.. .n_ - '� w/ OPT. SOFFITS •' -5 R - n- GSEE 5"==- NS ENCLOSE - e-Ecz:. -_-c=ti DE-_ _--. D54 1;\-. =:\•5- __ ccEC G. 1 TYPICAL OVERHANG DIB 5_-_=- : -I-C 6 -EE- n. ---C.- FL--=- \-:LEG TC R'e-CC -NG ' n--. '_CC< -,6 57 Ls 16 C.C. F--i� Tl IN5.:LSE-.-;E_=N -ND !N-. F'N:5� _ cF=� G✓ER ENG -R FERyL- O!:- FFC,C= 5C_:C __<G _ =C57 a TYP. FLOOR FRAMING AT WALL WE 5C -__ ='-c' s6 5H=_E- -- &G—l—_ _ -c' ., SaEE z TYPICAL EAVE DIE yC -_ _ i 5- 5�E-- ' ENG h_'_ <ING - .= '60'._'.5 I I I I I I I I I I I K I I I I I Hi11 I HTS16 II HTS20 s TRUSS ANCHORING D18 NC 5C,=_E TABLE R602.7.5 MIN. OTY. KING STUDS REO'D. AT HDRS. - STUDS AT 16" O.C. HEADERSPAN OR2017ORSC WA20151RC ID20121RC 53' 1 1 1 4'1. �W 2 2 1 2:9 3 3 1 =_QEF PER _=+N 5 FT. CE GRE -:=R . V _ = R6C_ +-RIES FER CFE\ I' 5 TYP. HEADER SUPPORT DIB _ 6 SuEc -__T N=!LER UNDER . E-'DER5 :l -P" ST ^5 7T U\C - �iC✓IGE FULL WT. K:W- iUG 'F -=RE CEPLR4-E -E �E R_ INDICL'TE: 5 TYP. WINDOW MULLION UPLIFT RESISTANCE VERIFY MAX. UPLIFT FROM REACTIONS SECTION IN TRUSS ENGR'G. AND PROVIDE APPROPRIATE HURRICANE TIE FROM CHART BELOW. (RB02.11.1) FOR UPLIFT VALUES GREATER THAN SHOWN, VERIFY REO'S. Wf DESIGNER. HURRICANE TIE MAX. ALLOW. UPLIFT FASTENERS H2.5A 6001b (5) 8d to Truss 1 (5) 8d to Plates (2) H2.5A 12001b (5) Ed tD Truss 1 (5) 8d to Plates HTS16 12601b (16)10d Naas HTS20 1450 lb (20) 10d Naas 0 R: --F- P ..CC^.'EFS -NG 'iNr ER5ECT!CN5� =-_-EN LL • _ I! o FACE N -ELS �✓66 CC. '6' CC ---F. + r = 5. E. =RC'✓'GE :60 Eti, \_ _5 c• _ !6o iCE -NPC-7C - F - -= F6c, c•. G PCF -_-E<\--= 'J c_:N M1i' 7 TYP. WALL FRAMING DIB -__- 2464 SW GLACIER PLACE REDMOND, OR 97756 PH: 541-923-6607 F:541-548-0761 REVISIONS I E CURRENT AS OF "V • • • • • • • • • •••••• •• • • • •••••• •• •• • • •• •• Lo •• as so. •.JI LTAIL: ,.. • • • • • SEE CS I IB GO-,F,u'\G 5 O_/ER _." - .RI EE-UIEE\ C�-:GJKEF5 i'F 4is C. FINi5- �L5C.- _- CJ-LCC.<ER cJEF _ RGUC ==5c - i0o G- VcNm_E� CC 5UFPOR7 GIW ANC HOi15E LLR-' = --" I TFU55 =NG RUN :.-RC'JG� =EF G. -SEE 5'C:NG- -I1C I 054 I p z TYPICAL EAVE DIE yC -_ _ i 5- 5�E-- ' ENG h_'_ <ING - .= '60'._'.5 I I I I I I I I I I I K I I I I I Hi11 I HTS16 II HTS20 s TRUSS ANCHORING D18 NC 5C,=_E TABLE R602.7.5 MIN. OTY. KING STUDS REO'D. AT HDRS. - STUDS AT 16" O.C. HEADERSPAN OR2017ORSC WA20151RC ID20121RC 53' 1 1 1 4'1. �W 2 2 1 2:9 3 3 1 =_QEF PER _=+N 5 FT. CE GRE -:=R . V _ = R6C_ +-RIES FER CFE\ I' 5 TYP. HEADER SUPPORT DIB _ 6 SuEc -__T N=!LER UNDER . E-'DER5 :l -P" ST ^5 7T U\C - �iC✓IGE FULL WT. K:W- iUG 'F -=RE CEPLR4-E -E �E R_ INDICL'TE: 5 TYP. WINDOW MULLION UPLIFT RESISTANCE VERIFY MAX. UPLIFT FROM REACTIONS SECTION IN TRUSS ENGR'G. AND PROVIDE APPROPRIATE HURRICANE TIE FROM CHART BELOW. (RB02.11.1) FOR UPLIFT VALUES GREATER THAN SHOWN, VERIFY REO'S. Wf DESIGNER. HURRICANE TIE MAX. ALLOW. UPLIFT FASTENERS H2.5A 6001b (5) 8d to Truss 1 (5) 8d to Plates (2) H2.5A 12001b (5) Ed tD Truss 1 (5) 8d to Plates HTS16 12601b (16)10d Naas HTS20 1450 lb (20) 10d Naas 0 R: --F- P ..CC^.'EFS -NG 'iNr ER5ECT!CN5� =-_-EN LL • _ I! o FACE N -ELS �✓66 CC. '6' CC ---F. + r = 5. E. =RC'✓'GE :60 Eti, \_ _5 c• _ !6o iCE -NPC-7C - F - -= F6c, c•. G PCF -_-E<\--= 'J c_:N M1i' 7 TYP. WALL FRAMING DIB -__- 2464 SW GLACIER PLACE REDMOND, OR 97756 PH: 541-923-6607 F:541-548-0761 REVISIONS I E CURRENT AS OF "V • • • • • • • • • •••••• •• • • • •••••• •• •• • • •• •• Lo •• as so. •.JI LTAIL: ,.. • • • • • SEE CS I IB HEADER CONTINIOU5 OVER BOTH BRACED r WALL PANELS w/ DBL_ PORTAL FRAMES 2' TO I MAX. IFINISHED WIDTH OF OPENING TT . I -yX P 4 1111M.3" x II -I/4 T HEADER F;: (HOLD TIGHT TOjPR T OF WALL) - ' I _ r I 1�- FASTEN 5HTH'fi TO HDR w/ Sd COI'11'1ON - Z or GALV. BOX NAILS IN 3" GRID x WALL PANEL PATTERN AS SHOWN >* ` ALONG LENGTFI � HEADER TO JACK-STUDSTRAPS PER PLAN AND TABLE R602.10.6.4 ON EA. 1, SIDE OF OPENING (OPPOSITE SIDE (3) 10d BOX WALL PANEL FROM SHEATHIWs) (4) ad BOX EXT. BRACED WALL FOR A PANEL SPLICE (IF NEEDED): PANEL PER PLAN FLR 514TWYx AS OVER PANEL EDGES SHALL OCCUR OVER ^• GONC_FNDTN. WALL AND BE NAILED TO COMMON BLK'G. PER PLAN- iF wl ad COMrlOMS o 3" OL. EA EDGE - T I LOCATE WITHIN MIDDLE 24" OF ..•jfff{{� PORTAL LEG HEIGHT .I .r DBL 2x6 STUDS EA SIDE OF PANEL ]7I AS 5HOUN w/ MR 3)B" WOOD 5TRL. PANEL SHTH'G. w) 5d COMMON or y GAL VBOX NAILS c 3 O.G. IN ALL FRAMING (STUDS, SILLS, BLK'G., ETC.) I r MIN (2) ABA INSTALLED PER R403.Ib w/ 2"x 2"x 3/16" 50. PLATE WASHERS '; I 7 it �• • i r I II�II��II� I ��r-���I--�i�{il� 4'- GARAGE SLAB w/ THICKENED STEMWALL EDGE PER PLAN STEMWALL PER PLAN 'PER PLAN NOTE: ALL NOTES TYP. AT EACH PANEL LOCATION SPECIFIED PER PLAN TENSION STRAP PER TABLE R60210b.4 ON EA, SIDE OF OPENING PER PLAN - PROVIDE 2x FILLERS IN5DE HDR FOR STRAPS AS REAQ'D. - CENTER STRAPS AT BOTTOM OF HEADER HEADER PER PLAN (MIN. 3•' z ll -V4") - FACE NAIL KING STUD TO HEADER w/ (6) 166 SINKERS EA END - PROVIDE 2, FILLERS INSIDE HDR FOR TENSION STRAPS `L AND GARAGE DR TRACKS AS REO'D- FACE NAIL TOP PLATE TO HEADER w/ TWO ROWS OF 16d SINKERS o 3" Or- TYP. MIN. 3)6" THICK WOOD STRUCTURAL PANEL SHEATHING, CONTINUOUS FROM TOP OF WALL TO BOTTOM OF WALL or SPLICED AS PERMITTED GARAGE SLAB PER PLAN (3) STUD CORNER FRAMING TO ALLOW EXTENSION OF INSULATION TO EXT. CORNER EXTERIOR (2) 2x6 'L' BLK'G. AT INTERIOR INTERSECTING WALLS TO ALLOW EXTENSION OF IN5UL_ BEHIND SEE NAIL USE CHART/ FASTEKNG SCHEDULE FOR STUD TO STUD NAILING (3) STUD CORNER FRAh:'NG AT INTERSECTION OF REAR GARAGE WALL TO ALLOW FELL EXTENSION[ OF INSUL. 2. GARAGE WALL FRAMING PER PLAN GARAGE (2) 2.6 SUDS EA END OF 19, 11P, 01-41111L PORTAL FRAME PANEL -- CONC. FOOTMG PER PLAN (WHERE OCCURS) CSPF SEE DETAIL 3/D2 METHOD CS -PF: CONT. SHTH'D. PORTAL FRAME D2 . 5C.CrE :/2:'=I'-0' 124 x 36 SHEET) R602.10.6.4 5CALE: I/4"=1'-0' (11 x n SHEET) EXT. BRACED WALL - - ADOT'L. JOIST PANEL PER PLAN - ' I _ - FLR. SHTH'G. AS SPEC'D. OVER I ENGR I -JOISTS PER LAYOUT CONTINUOUS RIM BD.--- Z WALL PANEL {--' INTERIOR BRACED x WALL PANEL 1 _ r .FULL -HT. --CONT_ >* ` ALONG LENGTFI � FLOOR J0157 TO SILL or TOF PLATE GRACED WALL PANEL INTERIOR BRACED I1 (3) 10d BOX WALL PANEL (4) ad BOX EXT. BRACED WALL I� PANEL PER PLAN FLR 514TWYx AS OVER J ENGR I -JOISTS PEN LAYOUT GONC_FNDTN. WALL _ L PER PLAN- - - FULL -HT. BLKra CONT. ALONG LENGTH OF BRACED WALL PANEL PERPENDICULAR TO FRAMING TYP. CORNER FRAMING D2 SCALE: I"=I'-0' (24 x 36 SHEET) SCALE: i/2"=I'-0' (:I x 11 SHEET) F_�« 1 1 AT EA BLK•G MEMBER ADDT'L. JOIST - FULL -HT. BLK'G. c I6" OL. DIRECTLY BELOW ALONG BRACED WALL PANEL BRACED WALL PANEL w/ (2) I&d NAILS EA SIDE PARALLEL TO FRAMING 2 BRACED WALL PANEL CONNECTIONS R602.10-8.2 D2 5CALE:!0­=I'-0' (24 x 36 SHEET) SCALE I/4'•=1'-0' (II x n SHEET) '.x6 STUDS z 16•' 0.4 TTP. 2.6 SCRAP BLOCKING. APPLE AT FRONT OF STUD �j^ CRAP BLOCKING 4 TYP. SCRAP BLOCKING D2 SCALE: 3"=11-0' (24. 36 SHEET) SCALE: 1-1/2"=1'-0' (II x M SHEET) NAIL USE CHART / FASTENING SCHEDULE PER TABLE R602.30) SYM. - ADOT'L. JOIST IBR DIRECTLY ABOVE - FULL -HT. BLII 0 16" O.C. WALL PA ; ALONG BRACED WALL PANEL NEL }RACED 2 I 3 • .(2) 161 NAILS EA SIDE (AT BRACED WALL-ANELS) INTERIOR BRACED Z WALL PANEL {--' INTERIOR BRACED I WALL PANEL >* F_�« 1 1 AT EA BLK•G MEMBER ADDT'L. JOIST - FULL -HT. BLK'G. c I6" OL. DIRECTLY BELOW ALONG BRACED WALL PANEL BRACED WALL PANEL w/ (2) I&d NAILS EA SIDE PARALLEL TO FRAMING 2 BRACED WALL PANEL CONNECTIONS R602.10-8.2 D2 5CALE:!0­=I'-0' (24 x 36 SHEET) SCALE I/4'•=1'-0' (II x n SHEET) '.x6 STUDS z 16•' 0.4 TTP. 2.6 SCRAP BLOCKING. APPLE AT FRONT OF STUD �j^ CRAP BLOCKING 4 TYP. SCRAP BLOCKING D2 SCALE: 3"=11-0' (24. 36 SHEET) SCALE: 1-1/2"=1'-0' (II x M SHEET) NAIL USE CHART / FASTENING SCHEDULE PER TABLE R602.30) SYM. BUILDING ELEMENT QUANTITY, SIZE, AND LOCATION ( SPACING ) TYPES ( SELECT ONE). I -I BOT. PLATE TO RIM BD. JOIST, a BLK'G. (2) 16d COMMON FACE NAIL (2) EA_ . I6" O.0 (AT BRACED WALL-ANELS) (3) 16d BOX FACE MAIL (3) EA. a 16" O.C. Z Rim BD- or BLK'G. TO SILL or TOP PLATE 8d COMMON or 10d BOX 70E NAIL a 6" OL. ad BOX TOE NAIL ®4" OL_ >* �3 FLOOR J0157 TO SILL or TOF PLATE (3) 8.1 COMMON TOE NAIL (3) 10d BOX (4) ad BOX 2464 SW GLACIER PLACE REDMOND. OR 97756 PH: 541-923-6607 F:541-500761 cn � N J W 0 Z >* LL. REVISIONS CURRENT AS OF 1(DflS • • •!•• 66!66 6666•• • •6006• •• • 666!6• •s � ••!6.6 TYP, UAMING. 00 A0 '.QLTAI Lj • 6 •. ! • ••6• SEE CS OZ 10 12' r I 2x4 FRAMED WALL m/ - r ARCHED OPENING, TOP —2x4 FRAMIED WALL TO PLATES TO TIE M O FORM M COLUN EACH SIDE EXTERIOR 2.6 WALL t CONT- TO CEILING COY_ TO END OF COLUMN B LME OF VAULTED CEILING (ELEV I • II 0NL'r) 2.4 FRAMED WALL +/ -- - ARCHED OPENING, TOF PLATES TO TIE IN"O EXTERIOR 2,6 WALL FRA" IED ARCHWAY - PER DIMENSIONS EXTERIOR WALL BUIL7-OUT COLUMN TO CEILMG, T'P EACH SIDE PER DIMEN510t,S 2.4 HALF WALL/ "IDF CAP AS SPEC 'D� OP PLATE FINISH FLOOR • LME OF VAULTED CEILING (ECFV I A 11 ONLY) :D COFFERED LINE OF RAISED COFFERED ND 2.4 WALL CEILING, EXTEND 2.4 WALL TO CEILING A50VE ARCH TO CEILING LEV III ONLY AT COFFER (ELEV III ONLT) — G LME OFCEMNGG I, BOFFEREYOND COFFER / l / DRTWALL WRAPPED — ARCHED OPENING W I m - 2x4 HALF WALL - MDF CA AS SPECD - - 10 1/2' ROUGH FRAMING DIMENSIONS ELEV I & II SECTION VIEW "z OPT. ROOM PARTITION D3 SCALE: I/4" = V-0'(24 x 36 5HEE7) 0 2' 4- 5' 10' SCALE: 1/5" 1'-0' (IIx F1 5HEET) 5 72"j 14'-6 1/2' 14'-6 IR' 5 12" ENGR'D. 6/12 VAULTED END SCISSOR -,- I - CEILING LINE TRL'65 - I• ELEV III SECTION VIEW GIRDER TRUSS PER PLAN ENGR'D-GABLE END TRUSS RAKE—WALL FRAMING D3 SCALE: 114" = i'-0'12,1 x 36 SWEET) 0 2' 4' S' 10' SCALE: 115" 1 -0' (11 x Il 5HEET) • 0000 • rw asrwwrur anon ae � n oxra w >re fIIl1 animcn�. ® � ware I a'�inn� u'�awwa� 11 0 2464 SW CIACF_fl� F;, CR 57756 PFplE 541-929oe1)T FA1C 54}-598-0761 v 1 W Ce W u— V 0W� J M UN �iREYISIONS� CURRENT AS OF 101515 • • • mooed • • • 0006 • •• •• • • • • • • 0 •0000• • • •6.6•• e• 10. • • • • 6 �tTAILS e• .••0• • • • •e• • E CS D3 OPEN ABOVE '\ (E LEV 1 II ONLY) \ — \\,1 ` l LINE OF RAIS CEILING, EXTI ABOVE R I OFFER AT CII I I m I I LME OF VAULTED CEILING (ECFV I A 11 ONLY) :D COFFERED LINE OF RAISED COFFERED ND 2.4 WALL CEILING, EXTEND 2.4 WALL TO CEILING A50VE ARCH TO CEILING LEV III ONLY AT COFFER (ELEV III ONLT) — G LME OFCEMNGG I, BOFFEREYOND COFFER / l / DRTWALL WRAPPED — ARCHED OPENING W I m - 2x4 HALF WALL - MDF CA AS SPECD - - 10 1/2' ROUGH FRAMING DIMENSIONS ELEV I & II SECTION VIEW "z OPT. ROOM PARTITION D3 SCALE: I/4" = V-0'(24 x 36 5HEE7) 0 2' 4- 5' 10' SCALE: 1/5" 1'-0' (IIx F1 5HEET) 5 72"j 14'-6 1/2' 14'-6 IR' 5 12" ENGR'D. 6/12 VAULTED END SCISSOR -,- I - CEILING LINE TRL'65 - I• ELEV III SECTION VIEW GIRDER TRUSS PER PLAN ENGR'D-GABLE END TRUSS RAKE—WALL FRAMING D3 SCALE: 114" = i'-0'12,1 x 36 SWEET) 0 2' 4' S' 10' SCALE: 115" 1 -0' (11 x Il 5HEET) • 0000 • rw asrwwrur anon ae � n oxra w >re fIIl1 animcn�. ® � ware I a'�inn� u'�awwa� 11 0 2464 SW CIACF_fl� F;, CR 57756 PFplE 541-929oe1)T FA1C 54}-598-0761 v 1 W Ce W u— V 0W� J M UN �iREYISIONS� CURRENT AS OF 101515 • • • mooed • • • 0006 • •• •• • • • • • • 0 •0000• • • •6.6•• e• 10. • • • • 6 �tTAILS e• .••0• • • • •e• • E CS D3 INSTALL 1/16' OSB AT TOP 3 fd FIREPLACE f OF FRAMING EXTENDING TO CORNER WALLS. BLOCK �1 \\\` EDGES AS REO'D I DIMS SNOILN DENOTE 3 fd FIREPLACE f I CENTERED ON FRAMING ABOVE FIREPLACE I F FIREPLACE 15 TALLER TO CROWN MOLDING a I I I 1 I I �o LL I 2-I/4" CROWN MOLDING I A - - 1.8 MDF (BUILD OUT - (ALIGN ./ LEG BELOW) MDF LEGS. TTP. BOTH SIDES FACE TO MATCH FACE OF LEGS BELOW) - 6c2 MDF HORIZONTAL I I 1 I DIMS SNOILN DENOTE 3 fd FIREPLACE f FINI5HED HEIGHT REO'D CENTERED ON FRAMING ABOVE FIREPLACE CORNER WALLS F FIREPLACE 15 TALLER TO CROWN MOLDING THAN D" N. ADJUST SHOW ALCOVE HEIGHT FIREPLACE FRAMING ACCORDINGLY (w/FLAT WALL OPT) 4 S r I' -4 I•-0' CLR FOR VENT I- # ai✓ pA *i I FIREPLACE FRAMING (PLAN VIEW) MDF SHEET TO 3/4" ML F SHEET AT TOP �- MDF SHEET TO CORNER WALLS CORNER WALLS /p TO CROWN MOLDING 1.4 MDF CAP F CAF 1x4 MDF f./ FLAT WALL OPT- _ ff - (w/FLAT WALL OPT) -- -- 2-1,14" CROWN MOLDING 2-I/4" CROWN MOLDING hB MDF FLAT A - - 1.8 MDF (BUILD OUT - (ALIGN ./ LEG BELOW) MDF LEGS. TTP. BOTH SIDES FACE TO MATCH FACE OF LEGS BELOW) - 6c2 MDF HORIZONTAL _-- N MDF NAILER AS REO -D MDP HORIZONTAL �- - 1.4 MDF WRAP AT TOP a -' TILE S.IRROUND BOTTOM OF LEGS. TYP AS SPEC'D- TILE SURROUND fa AS SPEC'D 5/4x6 FLATSTOCK MDF '- - 1.6 MDF BOXED OUT LECv� LEGS. TYP. BOTH SIDES ( BUILDOUT 2-D OFF FACE OF FIREPLACE). m= - ALL LOCATIONS FIREPLACE AS FIREPLACE AS REPLACE SPECS' COTTAGE FINISH SECTION VIEW (A) - F REPLACE AS 5PEC'D - - - _ TI -E SURROUND AS \ S�EC'D /I \ 5/4x6 FLAT STCCK \ MDF LEGS. TTP- ` BOTH SIDES ;x2 MDF HORIZONTAL (EXTEND TO WALL) r 2= /4" GROWN MOLDING ,EXTEND TO WALL) COTTAGE FINISH TOP VIEW (A) 3/4" ML F SHEET AT TOP �- OF MANTLE EXTENDS TO WALLS - M;N. 1!1" REVEAL /p TO CROWN MOLDING 2-I/4" GROWN MOLDING 1 B MDF FLAT (ALIGN ./ LEG BELOW) s/ T Ixg MDF HORIZONTAL A 5/4x6 FLAT51CCK MDF LEGS. TTP. BOTH SIDES •. CORNER FIREPLACE DETAIL 4 PER FIREPLACE COTTAGE FINISH (A} LUXURY FINISH SECTION VIEW (B) FIREPLACE AS SPEC'D - - - - TILE SURROUND AS \ SPEC'D LEG WRAF !OF O BOTTOM 1,6 MDF BOXED OUT / LEGS (BUILD -OUT 2 -1,02 - OFF FACE OF FIREPLACE). \ + TYP_ ALL LOCATIONS ( Ix MDF HORIZONTAL (EXTEND TO WALL) 2-1/4" CROM MOLDING (EMEND TO WALL) LUXURY FINISH TOP VIEW (B) LUXURY FINISH (B _-3/4'• IF SHEET AT TOP OF MANTLE EXTENDS TO WALLS - MIN. IR" REVEAL To CROWN MOLDING --- 2-1/4'• CROWN MOLDING �- 1.5 MDF fBU:LD OUT - FAGE TG MATCH FADE OF LEGS BELOW) Ix MDF HORIZONTAL Ix4 MDF WRAP TOP a BOTTOM. OF LEGS. TYF. 1x6 MDF BOXED OUT LEGS /BUILD -OUT 2-1/2" OFF FACE OF FIREPLACE). TYP. ALL LOCATIONS 2464 5W GLACBi PL sow. � ax�sm-sae-o�� REVISIONS CURRENT AS OF YOB % • • sees see** a • 60400: •e 00600 • e •...6• .. 6ss.. . •6 . .. . V. . sees 66000• 0606.0 •r MRY {_/ CEO., asses• •604TAIL5•... sees SEE CS D4 EXAMPLE 2 -STORY PLAN DOES NOT NECESSARILY REFLECT PLAN OR ORIENTATION TO BE C - "E'= EGGE 'NE A ..rERE REC 0 co. -7. "C\ - COVER r J • OUTLCC<FR5 0,T"CCCE FS -:6 -- TC SJFPGR- FC(i CrE¢= \!� GOCR c;0 --N _5 5=El7- —L\GC.:. - RS FRONT ELEVATION EXAMPLE SCALE_ Ifo" = 1'-0` (24x36 5HEET7 I/S" = I'-0• (flxll 51-IEETI f= f TES." TC =:- -r' E:.C. CS- F/FCS -RE= -CF Cc "_R' TRI, -_• 5'GE_ CAP DETAIL 'R WRAPPED POST BASE DETAIL I ELEVATION FEES CGT FRONT VIEW F:E G_F _FRCi TOP VIEW PLANT SHELF r --c- SHUTTERS END VIEW FRG'✓:GE CCFEE_5 =„R FRC"E: CCR---- 5 =CR 2464 SW GLACIER PLACE REDMOND,OR 87756 PHONE 541-823-6607 FAX 541-548-0761 � m� .,_�Ew � J TYP" !SLUE .CN' - ,= G C' N CFT _-N::�CJ5-- 'PLAN V v (5EE FOR `^.A5CWY LocaTIo1.E:) m 'NE A ..rERE REC 0 co. -7. "C\ - COVER r J • OUTLCC<FR5 0,T"CCCE FS -:6 -- TC SJFPGR- FC(i CrE¢= \!� GOCR c;0 --N _5 5=El7- —L\GC.:. - RS FRONT ELEVATION EXAMPLE SCALE_ Ifo" = 1'-0` (24x36 5HEET7 I/S" = I'-0• (flxll 51-IEETI f= f TES." TC =:- -r' E:.C. CS- F/FCS -RE= -CF Cc "_R' TRI, -_• 5'GE_ CAP DETAIL 'R WRAPPED POST BASE DETAIL I ELEVATION FEES CGT FRONT VIEW F:E G_F _FRCi TOP VIEW PLANT SHELF r --c- SHUTTERS END VIEW FRG'✓:GE CCFEE_5 =„R FRC"E: CCR---- 5 =CR 2464 SW GLACIER PLACE REDMOND,OR 87756 PHONE 541-823-6607 FAX 541-548-0761 � m� .,_�Ew � J Ln !SLUE .CN' - CORBELS w STD. COLUMN DETAIL WINDOW SHUTTERS & PLANT SHELF (_ � 0 'RC TEC' EDGE 'R:I^5E-- S REC'-- <GO. 5-_ _ \G � E!RCrG�K'GF 5`RC C 6 5 `E -'_V CFC`:_-_ rGF-= _- CN.." j ` •roPr. ENCLOSED SOFF175•` ROOF EAVE, TYPO. EAVE, TYP, DS3 SCA NTs SIDE ELEVATION (EXAMPLE) 5GALE: 1/4" I'-0` (24x36 SHEET) I/B" = 1'-0' (11x11 SHEET) TYF, 5GALE: N.T.S. REAR ELEVATION (EXAMPLE 5GALE: 1/4" = I'-0' (24x3& 5HEET7 1/5" = 1'-0' (11x1-1 5HEET7 _Z V Z V "_-- _ = Cs_- -5 REC--. REVISIONS CURRENT AS OF }00?13 • �y Tft.`: "'_- • • i • i •1.41•• /•�-�••••• - - - R\ER • S I GNATUR E •alDING •••- ,... •..p�TAIL�,s.` SEE CS DS3 =Ci- � E!RCrG�K'GF 5`RC C 6 5 `E -'_V CFC`:_-_ rGF-= _- CN.." j ` •roPr. ENCLOSED SOFF175•` ROOF EAVE, TYPO. EAVE, TYP, DS3 SCA NTs SIDE ELEVATION (EXAMPLE) 5GALE: 1/4" I'-0` (24x36 SHEET) I/B" = 1'-0' (11x11 SHEET) TYF, 5GALE: N.T.S. REAR ELEVATION (EXAMPLE 5GALE: 1/4" = I'-0' (24x3& 5HEET7 1/5" = 1'-0' (11x1-1 5HEET7 _Z V Z V "_-- _ = Cs_- -5 REC--. REVISIONS CURRENT AS OF }00?13 • �y Tft.`: "'_- • • i • i •1.41•• /•�-�••••• - - - R\ER • S I GNATUR E •alDING •••- ,... •..p�TAIL�,s.` SEE CS DS3 r The "Idethod At- installation guide THIS.INSTAI LATION GUIDE REFERENCES THE AMERM40V is designed for integral flanged we!- ARCHITECTURAL MANUFACTURERS ASSOCIATION PUBLICATION 230042. blow' applications, where the window is installed after the weather resistive See Fig. a krprq xm> hm s barrier is applied. compliance with o' .'rregrrrmg heaanr!,n„g arc '3_p �y the building code and proper W"' ' wcwr'kv e1" .tames 1f\\\/ installation are critical in reducing ° til ( V potential water leakage points.ts. Under adverse weather conditions, `7--f i ! the installer may consider using A4odhed "Method B" with mechanically rkNa 'arrfon ha ✓ttrerhn i attached flashing Consideration �'h'"g I i ,e551fe L�'P­g ,regi( should be given to preparing the substrate for best adhesion. For some - .1 substrates a nmer may be required. -1 a • P Y 9u I 1 k The fdlowin Fgrti6lm Building Systems u 9 9 Ys �1. Group flexible window flashing products are �,� acceptable for this method: _A�j •INoistop E.Z Sear SON Adhesive Flashing AuFb 6.9 and 12 inch x75'rols I✓ss-91 •FortiFlash' Waterproof Flashing e e 4, 6, 9, 12, 16 and 36 inch x 75' rolls sFort7Flash' Commercial Waterproof Hashing broking . 6, 9, 12 and IS irwh x 75' rolls • FordFlastr BUM Waterproof Flashing 4, 6, 9 and 12 inch x 7S rolls MODIFY •BARRIER . Air Ua R+p surla:a pans _ j :urn+v nto o;v�: wpyl •rdAslr+e � 1w 9'Ieshng - -'i�- - r., �., t7/' ✓ah w"a rW w'mu�!.�rwku3 Tape up To tip A. 9' 1-i� for CLr Br'a I ' L�"'g • � �'-`` -'-�. ,J Cut the sill Bashing to the width of Ina, rough -k,9i opening Plus twice the gashing width Wipe the Make the following diagonal cuts at the top of rte rough ;:loge of the weather -resistive barrier with a dean opening comers Example: lore' Bashing measure as follows; rag to ensure proper adhesion. Remove the release 9' up and 9' over, making a 45° otglo (1a). Cut on tho drag- paper and plass the sad Bashing in place so thei the onal from marked point to the rough opening owner. Gandy � of the roughflashiop nine.adhelR s level with the fop raise the top edge of the weather -resistive barrier and tape fhe edge of rine rough opening. comers and the center to the bamer surface above. This w10 allow for the installation of the window and the jamb and.heao nashing later CONTINUED... ���a�w► wI blow, ,.J' j 'JL4 l.' a+'�• Y✓(wow flHrge—f NI Ahp%dK HasepV ev Before installing the window, apply acoillnuous3/a'bead ,•„ d-6' Of sealant to the backside (interior) of the iheadMsve:vp mounting flange- Install the window acceding to the writ- dcw manufacturer's instructions.5 HEAD FLASHING i f Alba 1b, Movgo;'_j �A 6w tixfh. 9 Iwsh.a.ua+rt Me pasrvKj :O r✓ r.:.lr w' !I - � u=ndo. 1.. ion- it. 0.11-1 Milli Nn+b Terrill ' _ L.—T rho '&E wki..tarve 0 phot to installing the jamb hashing wipe the jamb flange and weatherresistive barrier with a dean rag to ensure proper adhesion Then cut two strips of gashing long ,:•- ^'"' J enough to extend beyond the sill gashing and 2' below the top of the head gashing Remove the release paper and Mine the head flange, jamb gashing, wsatheraesisbve bar- align. the Hashing flush against the window frame with the lye,, and sheathing with a (Jean rag Cut apiece of gashing adhesive strip covering Che entire window flange. Fallow long enough to ensure that the head gashing extends a mirr- this procedure for the other side of the window. im✓m f' beyond the jamb flashing. Install HTe head plashing bypressing firmpy in place in one direction to prevent voids. ® This recommendation- - -- AW'isheaNLvrgGyxomr � referaktthe most er•rm ar,xrx«.ar rw.r r commonly used types of vRahref-re s4✓2 iYnrY J,•r windows (surface mounted). For odhartypes offrames,special attention j should be paid to the window manufacturers _ !instructions. Fortpfiber racommands the use of a Finally, al'ow the tap of the weather-nesislive barrier at waft mtegraled weather - the .head to lay flat over me head gashing. Appiy a new resistve harrper with all its piece of sheathing tape over the enbre diagonal cut made I gashing systems. rn the weather-resnstpve barrier and press firmly in place. L--- - - ------ 1 WINDOW FLASHING, TYP. DS4 SCALE: N T.S. �tz.�2 tzt Hom�d- Nousewrae pr°drrds:ar all v saow M'WZIOIO s Fr_IONS_ !N5T_Li-CwE:JF := CIE" :N - nG.= _ - -!ON OVER LCLJEE GC___ 5 - - R S- -r_ =N CIE FE-= ry _ _E_S- :NG�E 5. T_ - __ _ EaR-= SC T!- •5 FL.= ANG -IG---: 5 -AR- y-- _C..�R CC.:RS_ iuC 'C EE' __=� FRC" - GCRNEF -NG GC\'!NUE N' 'L'NG- CE c-_ _ NG- = -O•: 1—_1E =RCUNG-TH= 5-'_G'w -ENE RS 5T FENETr,' - 5- C i \- _ ._ _ _ ERi__ THE =IRS- IER-�C _ _ F_ _ _ :l _ - _ - IN - _ _ __ _ - _ l GG - �L_tic F ._ RG -E -!=E -CEG RCCF!ti CE =_=5i'r C_= N 1 ES,Iy"STAFLES OR L -RG -EF ,-Sc JCI :ECU -FG SE L•�'I -±FE TC SE__-CJ5EiJE-= cE_ _NG NC! ;EGI.'-'.RG 5"\ ---- -:NG -C 5E =FCUNG FEN=T.R7 C\5 c -Y ELECTRiC=sL 5CiE5 '-EGJ_RG FLE✓ - _ =uT _ FL;, -INC C-\ =E L;SEG R .. 7C SE-_ RCONFENE'AT!ON. 5 IEN75- c ._ �2 BUILDING HOUSEWRAP, TYP. "LS!", SCALE: SIDE I� 51`1_'q7 --„ -Fw5E5 =ER FL=N CCRNEES 'N - S --__FRONT 71.1I-' =. 1;25' — - -= I I .. "I E.< 6 F=TJEEN TO 5- - CCF\EE '- REM V REAR C E - -'CUSE::�G= CCUN'ER-FL c�StiEC e'j--- C✓ER -E-� =LASHING li, _=✓_ - C- I= 30770" LU ^FCr` 1 c: 4 \ L N -ILEO -C U__L S- P'G ONLY a "ROOF 51.NGLES CIER +l f UNG'ERLA EN7 F=EC'G. SIDE I� 51`1_'q7 --„ -Fw5E5 =ER FL=N CCRNEES 'N - S --__FRONT 71.1I-' =. 1;25' — - -= I I .. "I E.< 6 F=TJEEN TO 5- - CCF\EE FOLLOW ALL MANUFACTURER'S INSTALLATION INSTRUCTIONS FOR HORIZONTAL a VERTICAL HOU.5EWRAP OVERLAPS 4 SEAM TAPING (DETAIL 2/D54) 1 i I I t I t .z_rF-G-E DOC" EDGE '�'_1_ (SIDE TRIM TO 5E CONT. AT L I! PrE-V-IVC -C =LC'G- EDGE OF OFT. MASONIRY) - - _ J� — - - - - ROOF -TO -WALL FLASHING, TYP. .DP Sc RTs Kick -out ftash'ing t SheaNalnO pepedirwrap wrap Cladding - • war gormnuas past edge Of ✓✓' foof rote' (ewer shingles arra sides not sno'wn for daftly EE -4C _ Ei _NGS - 3C✓E FOC= ;Z -KE cG G \" --E ECS' -NG EWF_= CN ccNS Esc- o\ 57 'ROo- _= I, step aaslangs `,rte w I ' AtIn1g1e5 �`'-89V06 PiN@ralOn `-` dnP sage ,NET CL! =•RST Gcc<e=_ O� 5-\G- _ _AYEREG C✓EF KICK -Cu- 5-n✓L,- _\C TENEG IN ^^ANNEF •"- 5'N6_L-- =LL =LCC<:1G- __- E\ ER^^-"INC\ST .LEG <3CIE FCCE-L =CF, =AC<N--_ = HOJS=WEA=. NS -=.L SEC',: \C CC.:FSE . C= 5-ING-_E5 -NC 5 -EF =L --- \G- NC-- -- - = E _ -_7=F FL=5-;' G _F _ -- FCC= BAKE _ •..-__ \:� =\CE,.. - dF SEG INC _,• 5FE= G FRONT �.. c=-. r'-•.5CNR- -e S—cG. I -CLSEL.4_F LCCSE -T EDGE Ci i:i-__ "�N :'_.''UCKEG :-tiC C✓EF_==FEC =G FER'NSTRJC710N. 5 1 CORNER TRIM, TYP. DSQ SCN.E: N.T.S. /T_F!Lk G INC- TC rcC�_iNG--VV eic:NG _.- 5= EC G C=am YET-_ 7 =_-5=LNG -_ ENTT -IEG G_G - CFFCC CLE G T- '' _ !SCG 7C M -_CNF TF' NS -'O:NS r., "-SONS I=\EEE 4 STEP FLASHING & KICK -OUT FLASHING, TYP. i__ 6 MASONRY WAINSCOT, TYP. DS4 Sr LE NTS DS4 scueN.T.s. - __= C'E- -- G S -NG =- - CENTEE 0'ER TR=NS-'.01, -„T CCF\EFS C -IEE_== GABLE SIDING w/ TRIM BAND, TYP. ',USqFRONT ELEVATION ONLY SGAIE: NT.s. 6-5 - E -_E I-iCL'SEO�cac FRC" G=SLE ENG .,LN I CCEE F -S- =C --C" O= .,IG:NG - TRI"' E/CESS ALCNG SCT_0,,, EDGE = -ER ._'.'NC- CvER: =„Z NG: -c SEWF-= R71, _CCSE CIER -LING 5 --C--_ = rr _ -,- .R- =--NEL 5 Z \G - f 8 ' GABLE TRANSITION - SINGLE WALL, TYP. D$4' SIDES l REAR ELEVATION SCALE: NT.S. OF=5E' W -_'57 =_CCF '- REM V REAR C EGG-_ - w-_': _ --- SEILR_F L 0C5E W ..ry'!N- !_' TUCKEG =\G / CVER AGJ_G'ENr; w'= �CL;5ELJR-= �NG /' NST-_LEGFEF M=NJ=!\5'F.iG�'C\: f LU r-� z I+ a I` _F 51`ART FGNEL S!G' Q _GCSE "T EDGE UNTIL SRC._ -_LEG ' I 1 N=.LEG FER SHEARL:-L. SC�EG _.E I I , I FJ\ _CcSE -_---c--c-- O_=_ • NOTE, FOLLOW ALL MANUFACTURER'S INSTALLATION INSTRUCTIONS FOR HORIZONTAL a VERTICAL HOU.5EWRAP OVERLAPS 4 SEAM TAPING (DETAIL 2/D54) 1 i I I t I t .z_rF-G-E DOC" EDGE '�'_1_ (SIDE TRIM TO 5E CONT. AT L I! PrE-V-IVC -C =LC'G- EDGE OF OFT. MASONIRY) - - _ J� — - - - - ROOF -TO -WALL FLASHING, TYP. .DP Sc RTs Kick -out ftash'ing t SheaNalnO pepedirwrap wrap Cladding - • war gormnuas past edge Of ✓✓' foof rote' (ewer shingles arra sides not sno'wn for daftly EE -4C _ Ei _NGS - 3C✓E FOC= ;Z -KE cG G \" --E ECS' -NG EWF_= CN ccNS Esc- o\ 57 'ROo- _= I, step aaslangs `,rte w I ' AtIn1g1e5 �`'-89V06 PiN@ralOn `-` dnP sage ,NET CL! =•RST Gcc<e=_ O� 5-\G- _ _AYEREG C✓EF KICK -Cu- 5-n✓L,- _\C TENEG IN ^^ANNEF •"- 5'N6_L-- =LL =LCC<:1G- __- E\ ER^^-"INC\ST .LEG <3CIE FCCE-L =CF, =AC<N--_ = HOJS=WEA=. NS -=.L SEC',: \C CC.:FSE . C= 5-ING-_E5 -NC 5 -EF =L --- \G- NC-- -- - = E _ -_7=F FL=5-;' G _F _ -- FCC= BAKE _ •..-__ \:� =\CE,.. - dF SEG INC _,• 5FE= G FRONT �.. c=-. r'-•.5CNR- -e S—cG. I -CLSEL.4_F LCCSE -T EDGE Ci i:i-__ "�N :'_.''UCKEG :-tiC C✓EF_==FEC =G FER'NSTRJC710N. 5 1 CORNER TRIM, TYP. DSQ SCN.E: N.T.S. /T_F!Lk G INC- TC rcC�_iNG--VV eic:NG _.- 5= EC G C=am YET-_ 7 =_-5=LNG -_ ENTT -IEG G_G - CFFCC CLE G T- '' _ !SCG 7C M -_CNF TF' NS -'O:NS r., "-SONS I=\EEE 4 STEP FLASHING & KICK -OUT FLASHING, TYP. i__ 6 MASONRY WAINSCOT, TYP. DS4 Sr LE NTS DS4 scueN.T.s. - __= C'E- -- G S -NG =- - CENTEE 0'ER TR=NS-'.01, -„T CCF\EFS C -IEE_== GABLE SIDING w/ TRIM BAND, TYP. ',USqFRONT ELEVATION ONLY SGAIE: NT.s. 6-5 - E -_E I-iCL'SEO�cac FRC" G=SLE ENG .,LN I CCEE F -S- =C --C" O= .,IG:NG - TRI"' E/CESS ALCNG SCT_0,,, EDGE = -ER ._'.'NC- CvER: =„Z NG: -c SEWF-= R71, _CCSE CIER -LING 5 --C--_ = rr _ -,- .R- =--NEL 5 Z \G - f 8 ' GABLE TRANSITION - SINGLE WALL, TYP. D$4' SIDES l REAR ELEVATION SCALE: NT.S. OF=5E' W -_'57 =_CCF Lik IVA 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-923-6607 FAX 541-546-0761 v� V) a GCF\EFS C✓EF�^= LU �u z Q a CaL) _ FJ\ _CcSE -_---c--c-- O_=_ F.II- ='G --C" I _ • • VI • 1 I - �"_F- __\__ _ :� tic- ! • Y i •• 9 FLOOR TRANSITION -SINGLE WALL, TYP&*ee,• DS4 SIDES I REAR ELEVATION SCALE i_SD • Lik IVA 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-923-6607 FAX 541-546-0761 v� V) a LU �u z Q a CaL) 0 F_ REVISIONS CURRENT AS OF "Ps • • OMATURF" •i••• .. SJDINC.� &•FOASHINtee la KTAIL1;,*; s SEE CS DS4