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Permit Building 2020-03-12
SPRINGFIELD,,- i d1r OREGON Web Address: www.springfield-or.gov Building Permit Residential 1 & 2 Fam Dwelling (New Only) Permit Number: 811-20-000085-DWL IVR Number: 811052966836 Permit Issued: March 12, 2020 TYPE OF WORK Residential Specialty Code Edition: 2017 Category of Construction: Single Family Dwelling Type of Work: New City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 Email Address: permitcenter@springfield-or.gov Calculated Job Value: $196,350.92 Description of Work: PRE New SFD Lot 316 Jasper Meadows 9 Edgewood 316 ]OB SITE INFORMATION Worksite Address Parcel Owner: HAYDEN HOMES LLC 5952 Pebble CT Springfield OR 97478 1802033300101 Address: 2464 SW GLACIER PL STE 110 REDMOND, OR 97756 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone HAYDEN HOMES LLC - Primary CCB 172526 541-923-6607 BIRCHFIELD HEATING & AIR CCB 88938 541-926-1374 CONDITIONING INC GO PLUMBING & HEATING LLC CCB 193589 503-507-5350 GARNER ELECTRIC CO CCB 121159 503-648-4552 PENDING INSPECTIONS Permits expire if work Is not started within 180 Days of issuance or if work is suspended for 180 Days or longer depending on the issuing agency's policy. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. Granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or the performance of construction. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 through OAR 952-001-0090. You may obtain copies of the rules by calling the Center at (503) 232-1987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701.010 (Structural/ Mechanical), ORS 479.540 (Electrical), and ORS 693.010-020 (Plumbing). Printed on: 3/12/20 Page 1 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-20-000085-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 3620 Backflow Device 1_2 Famdwell Pending 3650 Shower Pan 1_2 Famdwell Pending 4000 Temporary Power Service 1_2 Famdwell Pending 4220 Electrical Service 1_2 Famdwell Pending SCHEDULING INSPECTIONS Various inspections are minimally required on each project and often dependent on the scope of work. Contact the issuing jurisdiction indicated on the permit to determine required inspections for this project. Schedule or track inspections at www.buildingpermits.oregon.gov Printed on: 3/12/20 Page 2 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-20-000085-DWL Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811052966836 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store Page 3 of 5 Printed on: 3/12/20 Page 3 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-20-000085-DWL Page 4 of 5 PERMIT FEES Fee Description Quantity Fee Amount Residential wiring 1818 $258.00 Technology Fee $196.24 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 4 $52.00 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 Storm Administration Fee 105.5 $105.50 SDC: Administrative Fee - MWMC Regional Wastewater SDC 10 $10.00 SDC: Total Transportation Administration Fee 190.09 $190.09 SDC: Total Sewer Administration Fee 305.39 $305.39 SDC: Compliance Cost - MWMC Regional Wastewater SDC 22.82 $22.82 SDC: Improvement Cost - MWMC Regional Wastewater SDC 1620.85 $1,620.85 SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 135.93 $135.93 SDC: Total MWMC Administration Fee - Local 89.48 $89.48 SDC: Reimbursement Cost - Storm Drainage 850.56 $850.56 SDC: Improvement Cost - Storm Drainage 1249.38 $1,249.38 SDC: Reimbursement Cost - Local Wastewater 4092 $4,092.00 SDC: Improvement Cost - Local Wastewater 2015.76 $2,015.76 SDC: Reimbursement - Transportation SDC 190.06 $190.06 SDC: Improvement - Transportation SDC 3611.72 $3,611.72 Fire SDC - New Res Construction Sq Ft fee - enter sq ftg 1818 $109.08 Structural building permit fee $1,505.92 Structural plan review fee $978.85 Willamalane fees - Single Family Detached, per unit 1 $4,203.00 State of Oregon Surcharge - Bldg (12% of applicable fees) $180.71 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) $17.76 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: 811-20-000085-DWL Page 5 of 5 Total Fees: $23,214.58 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 1,408.00 Sq Ft $122.46 $172,423.68 410.00 Sq Ft $48.73 $19,979.30 162.00 Sq Ft $24.37 $3,947.94 Total Job Value: $196,350.92 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 811-20-000085-DWL Springfield, OR 97477 541-726-3753 permitcenter@springfield-or.gov OREGON IVR Number: 811052966836 .gov Receipt Number: 474093 Receipt Date: 3/12/20 www.spdngfield-or.gov Worksite address: 5952 Pebble CT, Springfield, OR 97478 Parcel: 1802033300101 Printed: 3/12/20 2:58 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 $1,505.92 $1,505.92 3/12/20 1,818.00 Sq Ft 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 Furnace - up to 100,000 BTU 224-00000-425604-1031 $23.00 $23.00 3/12/20 1.00 Ea Range hood/other kitchen equipment 224-00000-425604-1031 $19.00 $19.00 3/12/20 4.00 Ea Ventilation fan connected to single 224-00000-425604-1031 $52.00 $52.00 duct 3/12120 1.00 Ea Clothes dryer exhaust 224-00000-425604-1031 $13.00 $13.00 3/12120 1.00 Ea State of Oregon Surcharge - Elec 821-00000-215004-0000 $30.96 $30.96 (12% of applicable fees) 3/12120 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 $180.71 $180.71 (12% of applicable fees) 3112/20 1.00 Qty Willamalane fees - Single Family 821-00000-215023-0000 $4,203.00 $4,203.00 Detached, per unit 3/12/20 1,818.00 SgFt Fire SDC - New Res Construction Sq 100-00000-424005-1091 $109.08 $109.08 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 Printed: 3/12/20 2:58 pm Page 1 of 3 FIN_TransactionReceipt pr Transaction Receipt 811-20-000085-DWL Receipt number: 474093 Fees Paid Transaction Units Description Account code Fee amount Paid amount date 3/12/20 1.00 Ea Flue vent for water heater or gas 224-00000-425604-1031 $13.00 $13.00 fireplace 3/12/20 1.00 Ea Plan Review - Major, City 100-00000-425002-1039 $251.00 $251.00 3/12/20 1.00 Qty Curb cut fee - enter # of cuts 201-00000-428060-1069 $125.00 $125.00 3/12/20 1.00 Ea Curb cut and Sidewalk construction - 201-00000-428060-1069 $(42.00) $(42.00) multiple permit discount 3/12/20 1.00 Ea Sidewalk construction - permit, first 90 201-00000-428060-1069 $125.00 $125.00 linear feet 3/12/20 850.56 Amount SDC: Reimbursement Cost - Storm 617-00000-448029-8800 $850.56 $850.56 Drainage 3/12/20 1,249.38 Amoun SDC: Improvement Cost - Storm 617-00000-448028-8800 $1,249.38 $1,249.38 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 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 3/12/20 105.50 Amount SDC: Total Storm Administration Fee 719-00000-426604-8800 $105.50 $105.50 3/12/20 305.39 Amount SDC: Total Sewer Administration Fee 719-00000-426604-8800 $305.39 $305.39 3/12/20 190.09 Amount SDC: Total Transportation 719-00000-426604-8800 $190.09 $190.09 Administration Fee Printed: 3/12/20 2:58 pm Page 2 of 3 FIN_TransactionReceipt pr Transaction Receipt 811-20-000085-DWL Receipt number: 474093 Fees Paid Transaction Units Description Account code Fee amount Paid amount date 3/12/20 89.48 Amount SDC: Total MWMC Administration Fee 719-00000-426604-8800 $89.48 $89.48 — Local 3/12/20 4.00 Qty Gas fuel piping outlets 224-00000-425604-1031 $9.00 $9.00 3/12/20 1.00 Ea State of Oregon Surcharge - Mech 821-00000-215004-0000 $17.76 $17.76 (12% of applicable fees) 3/12/20 1.00 Automatic Technology Fee 204-00000-425605-0000 $196.24 $196.24 Payment Method: Credit card Payer: HAYDEN PERMITS Payment Amount: $22,235.73 authorization: 012344 Paid through ePermitting website Receipt Total: $22,235.73 Printed: 3/12/20 2:58 pm Page 3 of 3 FIN_TransactionReceipLpr Structural Permit Ap smutv��ro DEPARTMENT USE ONLY Permit no:-(��— L. Date:a,p 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days of issuance or if work is suspended for 180 days. ❑ SAME AS: LOCAL GOVERNMENT APPROVAL This project has final land -use approval. Signature: Date: This project has DEQ approval. Signature: Date: Zoning approval verified: 0 Yes ❑ No Property is within flood plain: ❑ Yes El No CATERGORY OF CONSTRUCTION El Residential I ❑ Government I ❑ commercial JOB SITE INFORMATION AND LOCATION Job site address: Ct- City: Springfield State: OR ZIP: 97478 Subdivision: Jasper Meadows 9 1 Lot no: 316 Reference: = 3 3 3 Taxlot: I pp I Ol PROPERTY OWNER Name: Hayden Homes Address: 2464 SW Glacier Pl. City: Redmond State: OR ZIP: 97756 Phone: 541-556-5756 Fax: 971-404-0936 This installation is being made on residential or farm property owned by me or 4 member of my immediate family. and is exempt tiom licensi ��T r t iirem under ORS 701.010. Sign here: %bR"ACTbR INSTALLATION Busisness name: Hayden Homes Address: 2464 SW Glacier Pl. City: Redmond State: OR ZIP: 97756 Phone: 541-556-5756 Fax: 971-404-0936 E-mail CCB license no: 172526 Print name: Signature: SUB- O Name: %ti B Lice&-. INFORMATION umber 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 l0 Square ft: House: -,"' 1408 G: Other: 11621 Cost per square foot: $122.46 $48.74 $24.37 Other information: Type of Heat: Gas forced air Energy Path: E5A and CAI ❑ New ❑ alteration ❑ addition (b) Foundaltion-only permit? ❑ Yes 0 No ,q Total valuation: $196, 2. Building fees (a) Permit fee (use valuation table): $1,505.92 (b) Investigative fee (equal to [2a]): ( c) Reinspection ($ 102 per hour): (number of hours x fee per hour) (d) Enter 12% surcharge (.12x[2a+2b+2c]): $180.71 (e) Subtotal of fees above (2a through 2d): $1,686.63 3. Plan review fees (a) Plan reveiw (65% x permit fee [2a]): $978.85 (b) Fire and life safety (40% x permit fee [2a]) (c ) Subtotal of fees above (3a and 3b): $978.85 4. Miscellaneous fees: 5% Tech $124.24 (a) Seismic fee, 1% (.O1 x permit fee [2a]): TOTAL fees and surcharges (2e+3c+4):l $2,789.72 11/20/2019 Electrical Permit Application DEPARTMENT USE ONLY Nw" � ,:,�.� .. „ R Permit no.: 225 Fifth Street•sI)ringfleld, 012 97477♦1111(541)726.3753#I AX(541)726.3689 date: Tlds perrnit Is Issued under OAR 918-309-0000. 1'ernllts are nontransferable. Permits expire if work is aot started within 180 days of issuance or if work is suspended for 180 days. LOCAL GOVERNMENT APPROVAL Zoning approval verified? ® Yes ❑ No CATEGORY OF CONSTRUCTION ® Residential (] 0overnment Commercial JOB SITE INFORMATION AND LOCATION Job site address: laity: Springfield j State: OR ZIP: 97478 Reference: Lot 316 1 Taxlot.; DESCRIPTION OF WORK Single Family Residentlal $36.00 PROPERTY OWNER Naine: Hayden Homes LLC Address; 2464 SVV Glacier PL suite 110 City: Redmond State: OR z1P:97756 Phone: 541-923-6607 1 rox:541-404-0936 E•rttail: crwarren@hayden-homes,Com This installation is being made on residential or farm property owned by we or a member of my immediate family. This property is not intended for sale, exchange, lease, or rent. OAR 479.540(1) and 479.560(1). Signature: _ CONTRACTOR INSTALLATION ausinessname: Garner Electric Address: 2920 SE Brookwood suite A City; Hillsboro State: OR ZIP: 97123 Phone:541-246-0312 I Fax; - E-mail: rv�neland@garnerelectric.com CCB license no.:121 159 1 BCD license no.: 34305C Signing supervisor's license no.: 3707S Print name of signing supervisor: Ch R amen Signature ol'signing supervisor: Last cdlled 7/1/200 Wones FEE SCHEDULE Number of Inspections per item () Qty' Cost Tulip ell. Cost Resldential, per unit, service Included: 1,000 sq. it. or less (4) %00 $ SAMU() $ Duch uddhionnl 500 sq. 11, or portion thernul• $89.00 $36.00 S Limited energy (2) $89.0 S44.U0 S Each ma uffictured bonne or modular dwelling service or feeder (2) $89,00 589.1)(► ti Services or feeders: Insialluriwl, alteration, re/oculiot 200 umps or less (2) -- S 5112.00 S 201 to 400 amps (2) IS131.00 I $ 401 to 600 amps (2) S $221,00 1 S 601 to 1,000 wraps (2) TOTAL lees and surcharges (A through 1)): $285.00 $ Over 1,000 amps or volts (2) $654.00 $ Reconnect only (2) 'temporary services ur feeders: inylallution, ulleratiun, relocation 200 amps or less (2) $8').00 1 S 201 to 400 maps (2) $122.00 S 401 to 600 maps (2) S177.00 1 _ S Over 600 maps or 1,000 voles, see services or feeders section ubove Branch clrcultst new, alteeolion, extension pee panel it. Fee f'or brwtch circuits wills purchase ora service ur feeder 1c1 Each branch circuit I 1 $8.00 s b. Fee for branch circuits without purchase of a service or fader tcc: I7irm branch circuit (2) $89.00 S Each additional brtunch circuit %00 $ 1►liseellaucous fees: servireorjeedernof hwhrrled Each pump or irrigation circle (2) $89.00 S` Bach sign or outline lighting (2) $89.0 $ Signal circuit or a limited -energy panel, alteration, orextension (2) $89,00 S Exch additional luspeefluru (1) Sf02.00 S DEPARTMENT USE (A) Lnter subtotal orabove fees (Miulinum Perruit Fee 5102.00) (13) Enter 12%surcharge (.12 x CAI) S (C) Technology Fee (6%of IAl) S TOTAL lees and surcharges (A through 1)): S SPRINGFIELD OREGON Transaction Receipt 811-20-000085-DWL IVR Number: 811052966836 Receipt Number: 473535 Receipt Date: 1/13/20 www.springfield-or.gov Worksite address: 5952 Pebble CT, Springfield, OR 97478 Parcel: 1802033300101 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 permitcenter@springfield-or.gov Fees Paid Transaction Units Description Account code Fee amount Paid amount date 1/13/20 1.00 Ea Structural plan review fee 224-00000-425602-1030 $978.85 $978.85 Payment Method: Credit card Payer: HAYDEN HOMES Payment Amount: $978.85 authorization: 013071 LLC Transaction Comment: Lot 316 Cashier: Katrina Anderson Receipt Total: $978.85 Printed: 1/13/20 4:19 pm Page 1 of 1 FIN_TransactionReceipt_pr a� m C rD ai 0 C a� O 0 n a) O C (D (D H r+ (D rD Q (D 00 n O Q. 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Y — Q G N N 0 C N m m Z N > C7 0 4- m a) V) In aJ Y cm C 13Im0wP'Mfinima '0 -n c v (D n O O Z5 O CD O h 0 D C) n m v r -r (D (D Q O a - (D r -r rD m 0- (D -n O rDrD S (D v O iA-, Fn, Ln C (D O_ v 0 c (D T O (D U) n (D Q C (D w Q c rr s r -r (D m DO ET (D CD (D v Q N 7' (D (D h O n .-r (D O O .-r Q (D O h r -r (D O 0- (D (D ao' a ID ID n n v v 70 n' v O (D n m (D Q DRAINAGE FIXTURE UNIT (DFU) CALCULATION TABLE NUMBER OF NEW FIXTURES x UNIT EQUIVALENT = DRAINAGE FIXTURE UNITS (NOTE: FOR REMODELS, CALCULATE ONLY THE NET ADDITIONAL FIXTURES FIXTURE TYPE NO. OF FIXTURES UNIT NEW OLD EQUIVALENT DRAINAGE FIXTURE 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 3 = 3 SHOWER, SINGLE STALL 0 0 2 = 0 SHOWER, GANG UMBER OF HEADS 0 0 2 = 0 SINK: COMMERCIAL/RESIDENTIAL KITCHEN 1 0 3 = 3 SINK: COMMERCIAL BAR 0 0 2 = 0 SINK: WASH BASIN/DOUBLE LAVATORY 0 0 2 = 0 SINK: SINGLE LAVATORY/RESIDENTIAL BAR 3 0 1 = 3 URINAL, STALL / WALL 0 0 5 1= 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 DFUs) 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? 2 (Enter 1 for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? 2 (Enter I for Yes, 2 for No) BASE YEAR 1979 CREDIT FOR LAND (IF APPLICABLE) VALUE/ 1000 CREDIT RATE $0.00 x $5.29 = $0.00 CREDIT FOR IMPROVEMENT (IF AFTER ANNEXATION) VALUE/ 1000 CREDIT RATE $0.00 x $5.29 = 0 TOTAL MWMC CREDIT 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 CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET JOURNAL OR JOB NUMBER: 20-000085-DWL NAME OR COMPANY: HAYDEN HOMES LOCATION: 5952 PEBBLE CT TAX LOT NUMBER: 1802033300101 A DEVELOPMENT TYPE: Single Family Residence U NEW DWELLING UNITS 1 1814 BUILDING SIZE (SF):11 LOT ti f 7. E (SI-): 11 6182 w IMPERVIOUS AREA MAX 45% 29% MAX 35%1 0 � 1. STORM DRAINAGE DIRECT RUNOFF TO CITY STORM SYSTEM A. REIMBURSEMENT COST AREA DRAINING TO IMPERVIOUS S.F. x COST PER S.F. DRYWELL CHARGE 2859.00 $0.301 = 0 $860.56 r $860.56 B. IMPROVEMENT COST MPERVIOUS S.F. x COST PER S.F. CHARGE 2859.00 $0.437 = 0 $1,249.38 $1,249.38 1070 ITEM 1 TOTAL - STORM DRAINAGE SDC $2,109.94 2. SANITARY SEWER - CITY A. REIMBURSEMENT COST: NUMBER OF DFU's x COST PER DFU 24 $170.50 = $4,092.00 1091 B. IMPROVEMENT COST: NUMBER OF DFU s x COST PER DFU 24 1 $83.99 = $2,015.76 1092 ITEM 2 TOTAL - CITY SANITARY SEWER SDC = $6,107.76 3. TRANSPORTATI A. REIMBURSEMENT COST: ADT TRIP RATE x NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR 9.57 1 19.86 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 x I COST PER FEU 1 1 $135.93 = $135.93 1054 B. IMPROVEMENT COST: NUMBER OF FEU s x COST PER FEU 1 $1,620.85 = $1,620.85 1055 C. COMPLIANCE COST: NUMBER OF FEU 's 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) _ $13,809.08 5. ADMINISTRATIVE FEE: SUBTOTAL x ADM. FEE RATE = CHARGE $13,809.08 5% $690.46 TOTAL STORM ADMINISTRATION FEE $105.50 TOTAL SEWER ADMINISTRATION FEE: 30539 1079 TOTAL TRANSPORTATION ADMINISTRATION FEE: $190.09 1077 TOTAL MWMC ADMINISTRATION FEE - LOCAL $89A8 1078 TOTAL SDC CHARGES = $14,499.54 PREPARED BY Steven Petersen DATE 1/29/2020 Project: Edgewood Location: 2 -Car Garage Header (Elev I & II) Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.5 INx12.0INx16.0FT. 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 423.1 % Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.09 IN U2148 Dead Load 0.06 in Total Load 0.15 IN U1255 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 440 Ib 440 Ib Dead Load 313 Ib 313 Ib Total Load 753 Ib 753 Ib Bearing Length 0.33 in 0.33 in BEAM ATA Center Span Length 16 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.06 Notch Depth 0.00 MATERIAL PROPERTIES Read Provided Section Modulus: 24F -V4 - Visually Graded Western Species 84 in3 Area (Shear): 3.75 in2 Base—Values Adjusted Bending Stress: Flo = 2400 psi Controlled by: 16800 ft -Ib Fb_cmpr = 1850 psi Fb' = 2400 psi 00.00• 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. -L to Grain: Fc - -t- = 650 psi Fc -1' = 650 psi Controlling Moment: 3011 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: -662 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 15.06 in3 84 in3 Area (Shear): 3.75 in2 42 in2 Moment of Inertia (deflection): 96.35 in4 504 in4 Moment: 3011 ft -Ib 16800 ft -Ib Shear: -662 lb 7420 Ib page Hayden Homes SipgakZ Hayden Enterprises Inc 2464 SW Glacier Place m Redmond, OR 97756 StruCalc Version 8.0.113.0 1/3/2014 9:57:50 AM LOADING DIAGRAM UNIFORM LOADS Center Uniform Live Load A 1sft B UNIFORM LOADS Center Uniform Live Load 55 plf Uniform Dead Load 30 plf Beam Self Weight 9 plf Total Uniform Load 94 plf 0000 ••..• • • • • • 0000.. 00.00• •• • . 0000.. • . • 0000 • 000.0• ••.. •• ••600r • • • 0000 •• •• 06090• • • 6.0• Project: Edgewood Location: Dining Patio Door Header Roof Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 9.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 101.2% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN U3233 Dead Load 0.01 in Total Load 0.03 IN U1918 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1219 Ib 1219 Ib Dead Load 835 Ib 835 Ib Total Load 2054 Ib 2054 Ib Bearing Length 0.94 in 0.94 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 - Douglas -Fir -Larch Bending Stress Shear Stress Modulus of Elasticity: Min. Mod. of Elasticity: Comp. -L to Grain: Base Values Fb = 900 psi Cd=1.15 CF= 1.20 Fv = 180 psi Cd=1.15 E = 1600 ksi E min= 580 ksi Fc -1= 625 psi Controlling Moment: 2567 ft -Ib 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -1438 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Section Modulus: 24.81 in3 Area (Shear): 10.42 in2 Moment of Inertia (deflection): 21.66 in4 Moment: 2567 ft -Ib Shear: -1438 Ib Adjusted Fb' = 1242 psi Fv' = 207 psi page Hayden Homes tP Hayden Enterprises Inc 2464 SW Glacier Place of Redmond, OR 97756 StruCalc Version 8.0.113.0 1/3/2014 9:59:22 AM 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 = 18.5 ft Side Two: 488 plf Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1 ft Wall Load: WALL = 0 plf E' = 1600 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS E_min' = 580 ksi Adjusted Beam Length: Ladj = 5 ft Fc - -L'= 625 psi Beam Self Weight: BSW = 7 plf Beam Uniform Live Load: wL = 488 plf Beam Uniform Dead Load: wD_adj = 334 plf Total Uniform Load: WT = 822 plf Provided 49.91 in3 32.38 in2 230.84 in4 5166 ft -Ib 4468 Ib Project: Edgewood page Hayden Homes / Location: Garage to House Door Headerf„�:1� Hayden Enterprises Inc Multi -Loaded Multi -Span Beam` 2464 SW Glacier Place of [2009 International Building Code(2005 NDS)] '4:��'' Redmond, OR 97756 3.5 IN x 7.25 IN x 3.0 FT #2 - Douglas -Fir -Larch - Dry Use StruCalc Version 8.0.113.0 1/3/2014 9:59:08 AM Section Adequate By: 55.7% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN U2641 Dead Load 0.00 in Total Load 0.01 IN U2630 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1933 Ib 967 Ib Dead Load 8 Ib 8 Ib Total Load 1942 Ib 975 Ib Bearing Length 0.89 in 0.45 in EA@ M DATA Center Span Length 3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 3 ft Provided UNIFORM LOADS Center Live Load Duration Factor 1.00 Area (Shear): Uniform Live Load 0 plf Notch Depth 0.00 111.15 in4 Uniform Dead Load 0 plf MATERIAL PROPERTIES Shear: 1938 lb Beam Self Weight 6 plf #2 - Douglas -Fir -Larch •0 • Total Uniform Load 6 plf Base Values Adiusted POINT LOADS - CENTER SPAN Bending Stress: Fb = 900 psi Fb' = 1170 psi Load Number One • 6 Cd=1.00 CF=1.30 9 • Live Load 2900 Ib 0000•• Shear Stress: Fv = 180 psi Fv' = 180 psi Dead Load 0 Ib Cd=1.00 Location 1 ft 60.606 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 1920 ft -Ib 1.02 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1938 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reg'd Provided Section Modulus: 19.69 in3 30.66 in3 Area (Shear): 16.15 in2 25.38 in2 Moment of Inertia (deflection): 15.15 in4 111.15 in4 Moment: 1920 ft -Ib 2989 ft -Ib Shear: 1938 lb 3045 lb 60••• fees 00090 • • • • • •••••• •6•••f •0 • •0 • • 000 • 6 9 • 0000•• 60.606 0900 e• • •6 6 • 09.06• f • 6 0964 •• 60 •0090• 00 0000 Project: Edgewood Location: 3 -Car Garage Header LENG318S Ladj = Roof Beam LOADS ft 12009 International Building Code(2005 NDS)] BSW = 3.5 IN x 12.0 IN x 8.0 FT plf 24F -V4 - Visually Graded Western Species - Dry Use LL = Section Adequate By: 465.8% psf Controlling Factor: Moment DL= DEFLECTIONS Center psf Live Load 0.03 IN U3781 TW = Dead Load 0.02 in ft Total Load 0.04 IN U2214 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Roof Live Load: Live Load 1000 Ib 1000 Ib 25 Dead Load 707 Ib 707 Ib Roof Dead Load: Total Load 1707 Ib 1707 Ib 15 Bearing Length 0.75 in 0.75 in Tributary Width: BEAM DATA Span Length 8 ft 1 Unbraced Length -Top 0 ft Wall Load: Unbraced Length -Bottom 0 ft 0 Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2760 psi Cd=1.15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. -I- to Grain: Fc -1= 650 psi Fc - -L'= 650 psi Controlling Moment: 3414 ft -Ib 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -12981b At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 14.85 in3 84 in3 Area (Shear): 6.39 in2 42 int Moment of Inertia (deflection): 40.97 in4 504 in4 Moment: 3414 ft -Ib 19320 ft -Ib Shear: -1298 lb 85331b page Hayden Homes ;n Hayden Enterprises Inc U., 2464 SW Glacier Place of 0;;; Redmond, OR 97756 StruCalc Version 8.0.113.0 1/3/2014 9:59:47 AM eft ROOF LOADING LENG318S Ladj = AND 8 LOADS ft Side One: BSW = 9 plf Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 9 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1 ft Wall Load: WALL = 0 plf SLOPE/PITCH ADJUTED Adjusted Beam Length: LENG318S Ladj = AND 8 LOADS ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 250 plf Beam Uniform Dead Load: wD_adj = 177 plf Total Uniform Load: WT = 427 plf Project: Edgewood Location: 3 -Car 4ft Ext Garage Header 265 psi Roof Beam Cd=1.15 [2009 International Building Code(2005 NDS)] ft 3.5 IN x 12.0 IN x 8.0 FT 1800 ksi 2417-V4 - Visually Graded Western Species - Dry Use Min. Mod. of Elasticity: E_min = Section Adequate By: 186.0% E_min' = 930 ksi Controlling Factor: Moment 650 psi DEFLECTIONS Center Controlling Moment: 6756 ft -Ib Live Load 0.05 IN U1890 TW = Dead Load 0.03 in ft Total Load 0.09 IN U1119 Created by combining all dead and live loads. Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Roof Live Load: Live Load 2000 Ib 2000 Ib At a distance d from support. Dead Load 1378 Ib 1378 Ib Roof Dead Load: Total Load 3378 Ib 3378 Ib 15 Bearing Length 1.48 in 1.48 in Read BEAM DATA Section Modulus: Span Length 8 ft 84 in3 Unbraced Length -Top 0 ft 12.64 in2 Unbraced Length -Bottom 0 ft Moment of Inertia (deflection): Roof Pitch 6 :12 504 in4 Roof Duration Factor 1.15 6756 ft -Ib MATERIAL PROPERTIES Shear 24F -V4 - Visually Graded Western Species 8533 lb Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by. Fb_cmpr = 1850 psi Fb' = 2760 psi Cd=1.15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Side One: ft Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. J- to Grain: Fc -1= 650 psi Fc --L'= 650 psi Controlling Moment: 6756 ft -Ib Tributary Width: TW = 4.0 ft from left support ft Side Two: Created by combining all dead and live loads. Controlling Shear: -2567 Ib Roof Live Load: LL = At a distance d from support. psf Roof Dead Load: Created by combining all dead and live loads. 15 Comparisons with required sections: Read Provided Section Modulus: 29.37 in3 84 in3 Area (Shear): 12.64 in2 42 int Moment of Inertia (deflection): 81.06 in4 504 in4 Moment: 6756 ft -Ib 19320 ft -Ib Shear -2567 lb 8533 lb page Hayden Homes Hayden Enterprises Inc 2464 SW Glacier Place of Redmond, OR 97756 StruCalc Version 8.0.113.0 1/3/2014 9:59:35 AM A eft -- ---- -- _-�� ROOF LOADING LOADS Adjusted Beam Length: Ladj = Side One: ft Beam Self Weight: BSW = Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 11 ft Side Two: plf Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 9 It Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 8 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 500 plf Beam Uniform Dead Load: wD_adj = 345 plf Total Uniform Load: WT = 845 plf .•••• 0000 0000• 0000•• •• • • • 000!0• • • • 0000 • • ago@ 00 • • • • • • • • :00: • •. • ••••r.so • • • 0000 g as 0049 ! • • • •000 f • • • Project: Edgewood Location: Opt. 12x12 Patio Beam Roof Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 9.0 IN x 12.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 101.8% Controlling Factor: Moment DEFLECTIONS Center Cd=1.15 Live Load 0.21 IN U675 Fv = 265 psi Dead Load 0.15 in Cd=1.15 Total Load 0.36 IN U395 E = 1800 ksi Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Comp. -L to Grain: Live Load 1050 Ib 1050 Ib Controlling Moment: Dead Load 745 Ib 745 Ib 6.0 ft from left support Total Load 1795 Ib 1795 Ib Created by combining all dead and live loads. Bearing Length 0.79 in 0.79 in 1580 Ib At a distance d from support. Roof Live Load: BEAM DATA Span Length 12 ft 25 Unbraced Length -Top 0 ft Roof Dead Load: Unbraced Length -Bottom 0 ft 15 Roof Pitch 6 :12 Tributary Width: Roof Duration Factor 1.15 1 MATERIAL PROPERTIES Wall Load: 24F -V4 - Visually Graded Western Species 0 Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2760 psi Comparisons with required sections: Read Section Modulus: Cd=1.15 Shear Stress: Fv = 265 psi Moment of Inertia (deflection): Cd=1.15 Modulus of Elasticity: E = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi Comp. -L to Grain: Fc - -L = 650 psi Controlling Moment: 5386 ft -Ib 6.0 ft from left support ft Created by combining all dead and live loads. Controlling Shear: 1580 Ib At a distance d from support. Roof Live Load: Created by combining all dead and live loads. Comparisons with required sections: Read Section Modulus: 23.42 in3 Area (Shear): 7.78 int Moment of Inertia (deflection): 96.93 in4 Moment: 5386 ft -Ib Shear 1580 Ib Fv' = 305 psi page Hayden Homes Hayden Enterprises Inc 2464 SW Glacier Place or "r Redmond, OR 97756 StruCalc Version 8.0.113.0 1/3/2014 9:58:54 AM LOADING DIAGRAM A= --yen — g— ROOF LOADING Side One: SLOPE/PITCH ADJUSTED LENGTHS AND LOADS E'= 1800 ksi Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 6 ft Side Two: plf Beam Uniform Dead Load: Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1 ft Wall Load: WALL = 0 plf Provided 47.25 in3 31.5 in2 212.63 in4 10868 ft -Ib 6400 Ib SLOPE/PITCH ADJUSTED LENGTHS AND LOADS E'= 1800 ksi Adjusted Beam Length: Ladj = 12 ft E_min' = 930 ksi Beam Self Weight: BSW = 7 plf Fc -1' = 650 psi Beam Uniform Live Load: wL = 175 plf Beam Uniform Dead Load: wD_adj = 124 plf Total Uniform Load: WT = 299 plf Provided 47.25 in3 31.5 in2 212.63 in4 10868 ft -Ib 6400 Ib Project: Edgewood Location: Crib Wall Header 4x6 (8' Trib Each Side) Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 5.5 IN x 3.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 27.1 % Controlling Factor: Moment DEFLECTIQNS Center Live Load 0.03 IN L/1509 Dead Load 0.01 in Total Load 0.04 IN L/1093 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1120 Ib 1120 Ib Dead Load 427 Ib 427 Ib Total Load 1547 Ib 1547 Ib Bearing Length 0.71 in 0.71 in BEAM DATA Center Span Length 3.5 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 page Hayden Enterprises Inc p 2464 SW Glacier Place Redmond, OR 97756 0. StruCalc Version 8.0.100.0 6/5/2014 2:11:09 PM Notch Depth 0.00 Read Provided Section Modulus: 13.89 in3 FLOOR LOADING Area (Shear): 9.54 in2 19.25 int MATERIAL PROPERTIES 11.57 in4 48.53 in4 Moment: 1354 ft -Ib 1720 ft -Ib Shear: Side 1 Side 2 #2 - Douglas -Fir -Larch goof** Floor Live Load FILL = 40 psf 40 psf Base Values Adjusted Floor Dead Load FDL = 15 psf 15 psf Bending Stress: Fb = 900 psi Fb' = 1170 psi Floor Tributary Width FTW = 8 ft 8 ft Cd=1.00 CF= 1.30 Wall Load WALL = 0 plf Shear Stress: Fv = 180 psi Fv' = 180 psi BEAM LOADING • Cd=1.00 •onto • f •c•a Beam Total Live Load: wL = 640 plf •g •• Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Beam Total Dead Load: wD = 240 plf Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Beam Self Weight: BSW = 4 plf Comp. -L to Grain: Fc -1= 625 psi Fc - -t-' = 625 psi Total Maximum Load: wT = 884 plf Controlling Moment: 1354 ft -Ib 1.75 ft from left support Created by combining all dead and live loads. Controlling Shear: 1145 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 13.89 in3 17.65 in3 Area (Shear): 9.54 in2 19.25 int Moment of Inertia (deflection): 11.57 in4 48.53 in4 Moment: 1354 ft -Ib 1720 ft -Ib Shear: 1145 lb 2310 lb NOTES ••••a goof** •• • • ••g••• • a f • •onto • f •c•a e • • •• •g •• fig••• 0040• • • ••-0 41 r• Project: Location: Single Member Header - 301b Live Load Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 1.5 IN x 7.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 309.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN U5421 Dead Load 0.01 in Total Load . 0.02 IN U3522 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 150 Ib 150 Ib Dead Load 81 Ib 81 Ib Total Load 231 Ib 231 Ib Bearing Length 0.25 in 0.25 in BEAM D Center Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adiusted Bending Stress: Flo = 900 psi Fb' = 1080 psi Cd=1.00 CF=1.20 0 plf Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 2 plf Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E_min= 580 ksi E_min' = 580 ksi Comp. -L to Grain: Fc - -L = 625 psi Fc -1' = 625 psi Controlling Moment: 289 ft -Ib 30 plf 2.5 Ft from left support of span 2 (Center Span) 60 plf Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -175 Ib 0 ft At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 3.21 in3 13.14 in3 Area (Shear): 1.46 in2 10.88 in2 Moment of Inertia (deflection): 3.25 in4 47.63 in4 Moment: 289 ft -Ib 1183 ft -Ib Shear: -175 lb 1305 lb NOTES page Hayden Enterprises Inc j 2464 SW Glacier Place Redmond, OR 97756 of StruCalc Version 8.0.100.0 1/26/2015 3:02:16 PM LOADING DIAGRAM UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 2 plf Total Uniform Load 2 plf TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load 60 plf Left Dead Load 30 plf Right Live Load 60 plf Right Dead Load 30 plf Load Start 0 ft Load End 5 ft Load Length 5 ft �8°p9R = =n3'� `"• 01$603 a nZm n nn�� cZ � !,F _ m s 30m st oro 54.E _ p s -SS $3 m'S^ pp x sal a5628 a'm �oe3 ;a;ase�;g_ng� °G£'8.0 �'Na ' 0o05 . 0 ani 3 m_Fdff1Z N Er� o@ - n ad- b'Nd33-'�`s�ro» � aa3 No ° mE 3m n3 aoE�_u°i_-tea �3wi0 nc m"mn"v c. 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'1d30 'ISO 0-0-Z-ONIO`ddS (!sd) 0NIOVOI - --- _(6�`$�6'•3�r'IO-L-O`�GZ) `(bid'�Z'6.9)'(4•E-8'�L-i-O'ti)'�3"$�-0-b'Z) =(I�'�1�0 aleld XE ZIj 00'E OtXE - SXE 4XE - 9xE - BXS OL LL z EL 6 — - vl i�al B ��. -4g--- -69• _.__tiRS-1,_.£9_._._.__... �bne9i spa __ _-=_ SHBLIW 0LX9 �Z 9' 91, A L / SM •M n E Q Sx4 • • • • • • •--z:z4 4X5 L • • • • • • • • \ BXS E'1 Z1 9X9 � v e r • • • • • t t • •• . • z1, 00 • • • • • • • • • _ 5X9 O'LL: L = aIMS t • • • • • 0`0-1, Z-L•L 0 G 9 ---- — -------E- - -- —I - EL -6.9 EL -6-9 SLD 9 4 L B 0 — --- -- I --- - - - - - -- - ---- --- -� - - - -- ----- 0-0-ir4 0-0-Z4 bl•4-4£ £L-8•LZ 0-0•LZ E-Z•4L 4-1,-9 -D-1,• Irl 6080ZZ!3xnnx1ZLmJL131dmd:01 — 10dH �f$ P6' La9NzetOzot LB ao'suson3 00 ssrul ayl Mf 2�JdOy•• b••MaZ 1t Ol�•s �fz1•b• °B P•• u°. rt •• 3T.71s^J te •G • t gV103dS9008 ddV LJ03W Z0929LZLI • • • ---- - — -- ou: sasudletu3 usPEeH --Aid ---41D -- ---- -- adtl ssrul ----- ----- ssnJl------ - ----- QO�' Job Truss Truss Type M-EOG1 iA5GR ROOF SPECIAL The Truss Co., Eugene, OR 97402 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-5=-66, 5-8=-66, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Concentrated Loads (Ib) Vert: 22=-536(B) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-54, 5-8=-53, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Concentrated Loads (lb) Vert: 22=-450(B) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-16, 5-8=-16, 13-16=-34, 12-13=-34, 12-19=-34, 14-15=-20 Concentrated Loads (lb) Vert: 22=-310(B) 4) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=11, 2-5=0, 5-8=11, 13-16=-8, 12-13=-8, 12-19=-8, 14-15=-20 Harz: 1-2=-21, 2-5=-10, 5-8=20 Concentrated Loads (Ib) Vert: 22=80(8) 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=6, 2-5=11, 5-8=0, 13-16=-8, 12-13=-8, 9-12=-8, 9-19=7, 14-15=-20 Harz: 1-2=-15.2-5=-20, 5-8=10 Concentrated Loads (Ib) Vert: 22=80(B) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-11, 2-5=-16, 5-8=-5, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Horz: 1-2=-5, 2-5=-0, 5-8=11 Concentrated Loads (Ib) Vert: 22=86(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-1, 2-5=-5, 5-8=-16, 13-16=-14,12-13=-14, 9-12=-14, 9-19=2, 14-15=-20 Harz: 1-2=-15, 2-5=-11, 5-8=0 Concentrated Loads (Ib) Vert: 22=86(B) 8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=19,2-5=23,5-8=9, 13-16=-8, 12-13=-8, 12-19=-8, 14-15=-20 Harz: 1-2=-28, 2-5=-33, 5-8=19 Concentrated Loads (Ib) Vert: 22=80(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Qty Ply Hayden Enterprises Inc. e • • ct :0. • • • n • 112768603 _ _,Lq�.kAfer•nce fovlirma)L_r •. -a _r • 8.2,40 r -Dem 6 2018,'ATek Indinstnls, Inc%Fri**y 3-19:'t7:43 2019 Page 2 I D:PwFI E112LxuvxEiZZO&Ogj�i 14BrOON72 Dy5 Lc6iryj5E4foP�1,TVEt52GHP2 VS34X2K6vw Uniform Loads (plf) Vert: 1-2=4, 2-5=9, 5-8=23, 13-16=-8, 12-13=-B, 12-19=-8, 14-15=-20 Harz: 1-2=-14, 2-5=-19, 5-8=33 Concentrated Loads (lb) Vert: 22=80(8) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=19.2-5=23.5-8=9, 13-16=-8, 12-13=-8, 12-19=-8, 14-15=-20 Harz: 1-2=-28, 2-5=-33, 5-8=19 Concentrated Loads (lb) Vert: 22=80(B) 11) Dead + 0.6 MWFRS Wind (Pos. Intemal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-5=9, 5-8=23, 13-16=-8, 12-13=-8, 12-19=-8, 14-15=-20 Harz: 1-2=-14, 2-5=-19, 5-8=33 Concentrated Loads (lb) Vert: 22=80(B) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=12, 2-5=7, 5-8=-7,13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Harz: 1-2=-28, 2-5=-23, 5-8=9 Concentrated Loads (lb) Vert: 22=86(B) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-2, 2-5=-7, 5-8=7, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Harz: 1-2=-14, 2-5=-9, 5-8=23 Concentrated Loads (Ib) Vert: 22=86(B) Cont'nued on page 3 A WARNING - Wriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 BEFORE USE. Design valid for use only with Ml7ek 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 laterai 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 buAding 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'Onofdo Drive, Madison, W! 53719. CO. INC. Job Truss Truss Type ry Ply Hayden Enterprises Inc. IM-EDG1 A5GR ROOF SPECIAL • •• e� of• • • - • • • • e s 12788803 • • I1 1 • • • • • • The Truss Co., Eugene, OR 97402 ID:PwFIE112LxuvxEiZZO�IOg -nuc-i io.�tiorial _ 84'0 ,De 82018;nAitek In s s n Fr' ay ?•19 X0:432019 Page 3 yil4�t-OON7, Dy5L4iry E4fo EtS?eHP2vS34XzK6vw LOAD CASE(S) Standard 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-5=-16, 5-8=-16, 13-16=-14, 12-13=-14, 12-19=-14,14-15=-20 + Concentrated Loads (lb) ' ' ' r � • n . Vert: 22=-192(B) .. • • 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-50, 2-5=-53, 5-8=-45, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Horz: 1-2=-4, 2-5=-0, 5-8=8 • .,no r * r Concentrated Loads (lb) . • n r + Vert: 22=37(8) ° ' ' * • 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60 Plate Increase=1.60 • • • r • • Uniform Loads (plf) Vert: 1-2=-42, 2-5=-45, 5-8=-53, 13-16=-14, 12-13=-14, 9-12=-14, 9-19=-2, 14-15=-20 Horz: 1-2=-12, 2-5=-8, 5-8=0 Concentrated Loads (lb) Vert: 22=37(B) 17) Dead + 0,75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-32, 2-5=-36, 5-8=47, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Horz: 1-2=-21, 2-5=-18, 5-8=7 Concentrated Loads (lb) Vert: 22=37(B) 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-43, 2-5=-47, 5-8=-36, 13-16=-14, 12-13=-14, 12-19=-14,14-15=-20 Horz: 1-2=-10, 2-5=-7, 5-8=18 Concentrated Loads (lb) Vert: 22=37(B) 19) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-66, 5-8=-16, 13-16=-14, 12-13=-14, 12-19=-14,14-15=-20 Concentrated Loads (Ib) Vert: 22=-536(B) 20) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-16, 5-8=-66, 13-16=-14, 12-13=-14, 12-19=-14,14-15=-20 Concentrated Loads (lb) Vert: 22=-536(B) 21) 3rd Dead +0.75 Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-54, 5-8=-16, 13-16=-14, 12.13=-14, 12-19=-14,14-15=-20 Concentrated Loads (lb) Vert: 22=-450(B) 22) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-16, 5-8=-53, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Concentrated Loads (lb) Vert: 22=-450(8) 23) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=11, 2-5=0, 5-8=11, 13-16=-B, 12-13=-8, 12-19=-B, 14-15=-20 Horz: 1-2=-21, 2-5=-10, 5-8=20 Concentrated Leads (lb) Vert: 22=-188(B) 24) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=6, 2-5=11, 5-8=0, 13-16=-B, 12-13=-8, 9-12=-8, 9-19=7, 14-15=-20 Horz: 1-2=-15, 2-5=-20, 5-8=10 Concentrated Loads (lb) Vert: 22=-188(8) 25) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-11, 2-5=-16, 5-8=-5, 13.16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Horz: 1-2=-5, 2.5=-D, 5-8=11 Concentrated Loads (lb) Vert: 22=-182(B) 26) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-1, 2-5=-5, 5-8=-16, 13-16=-14, 12-13=-14, 9-12=-14, 9-19=2, 14-15=-20 Horz: 1-2=-15, 2.5=-11, 5-8=0 Concentrated Loads (lb) Vert: 22=-182(B) 27) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1 St Parallel: Lumber Increase=1.60, Plate Increase=1.60 Continued on page 4 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent 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, DSO -89 and BCSI1 Building Component 1 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. SCO. INC. Job Truss Truss Type City Ply Hayden Enterprises Inc. IM-EOG1 A5GR ROOF SPECIAL 1 t • ^ -� 0 • • P ^ - 0 • ^ 0 112768603 Ab �efel*zncA o` tl.r',all • ^ • • The Truss Co., Eugene, OR 97402 ID:PwFIEll2LxuvxEiZZ4i0gyi14j6-OON71 8.40. 20MiTek In,�usq�es, Inq, Frwlay ,^19::0:43 2019 Page 4 DySL�filry,'R,IfoP�c t!ZoHP2vS34XzK6vw LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=19, 2-5=23, 5-8=9, 13-16=-8, 12-13=-8, 12-19=-8, 14-15=-20 Horz: 1-2=-28, 2-5=-33, 5-8=19 Concentrated Loads (Ib) P Vert: 22=-188(8) 28) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-5=9, 5-8=23, 13-16=-8, 12-13=-8, 12-19=-8, 14-15=-20 Horz: 1-2=-14, 2-5=-19, 5-8=33 • • • • Concentrated Loads (lb) • ^ • • Vert: 22=-188(B) • • • • . 29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 • • • • • • Uniform Loads (plf) Vert: 1-2=19, 2-5=23, 5-8=9, 13-16=-8, 12-13=-8, 12-19=-8, 14-15=-20 Horz: 1-2=-28, 2-5=-33, 5-8=19 Concentrated Loads (lb) Vert: 22=-188(B) 30) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-5=9, 5-8=23, 13-16=-8, 12-13=-8, 12-19=-8, 14-15=-20 Horz: 1-2=-14,2-5=-19,5-8=33 Concentrated Loads (lb) Vert: 22=-188(B) 31) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=12, 2-5=7, 5-8=-7, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Horz: 1-2=-28, 2-5=-23, 5-8=9 Concentrated Loads (lb) Vert: 22=-182(B) 32) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-2, 2-5=-7, 5-8=7, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Horz: 1-2=-14, 2-5=-9, 5-8=23 Concentrated Loads (lb) Vert: 22=-182(8) 33) Reversal: Dead + 0,75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-50, 2-5=-53, 5-8=-45, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Horz: 1-2=-4, 2-5=-0, 5-8=8 Concentrated Loads (Ib) Vert: 22=-378(B) 34) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-42, 2-5=-45, 5-8=-53,13-16=-14, 12-13=-14, 9-12=-14, 9-19=-2, 14-15=-20 Horz: 1-2=-12, 2-5=-8, 5-8=0 Concentrated Loads (lb) Vert: 22=-378(B) 35) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-32, 2-5=-36, 5-8=-47, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Horz: 1-2=-21, 2-5=-18, 5-8=7 Concentrated Loads (lb) Vert: 22=-378(B) 36) Reversal: Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-43, 2-5=-47, 5-8=-36, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Horz: 1-2=-10, 2-5=-7, 5-8=18 Concentrated Loads (Ib) Vert: 22=-378(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4111-7473 BEFORE USE. Design valid for use onty with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicaoillty of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCS11 Building Component i., rntf Safety Information availab:e from Truss Plate Institute, 583 D'Onoffio Drive, Madison, WI 53719. the i RUSSCO. INC. Truss Type Roof Special The Truss Co., Eugene, OR 97402 1-0-0 8.1.4 - t ----5.0-15 5x6 Qty 1 ID:PwFI Ply Hayden ErjeiprisesclAr.; • • 6.9.13 6.9.13 5x5 6.00 112 5 4 f 1.5x4 ` 12 3Z m 1 2 - 8x10 MT18HS - - 3x8 = 3.00'12 8.40 s: Del 6 2018 MiTek Antnes. In 6-7-0 s •• A w • 112768804 Eri i ay 1,151b:442019 Pagge 1 68f?eC512UYGZBdc zK6w 1 36.10_8 1 2-5-10 • • ■ Scale = 1:70.8 s � •w • 3x � Ae •• I 6 • A • • : e •• r• r • • �I f 3x4 7 13 B3. 11 10 5x8 - 3x4 2x4 11 8 9 3x4 10-8-.-___ 1 1.1.-0. --------------10��-----------------10212---...-----------------�Z=&------------------ ...Z-4-2. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.68 Vert(LL) -0.43 11-12 >999 360 MT20 2201195 TCDL 8.0 Lumber DOL 1.15 BC 0.98 Vert(CT) -0.85 11-12 >519 240 MT18HS 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(CT) 0.32 9 n/a n1a BCDL 7.0 Code IRC2015frPI2014 Matrix -MSH Weight: 196 Ib FT=8 LUMBER- BRACING - TOP CHORD 2x4 OF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc purlins. T1: 2x4 OF 240OF 2.0E except end verticals. BOT CHORD 2x4 OF No.2 "Except" BOT CHORD Rigid ceiling directly applied or 7-2-15 oc bracing. B1: 2x4 OF No.1&Btr WEBS 1 Row at midpt 6-11,4-11 WEBS 2x4 DF Stud 'Except' MiTek recommends that Stabilizers and required cross bracing W5,W3,W4: 2x4 OF No.2 be installed during truss erection, in accordance with Stabilizer 1 Installation guide. REACTIONS. (Ib/size) 2=1579/0-5-8 (min. 0-2-10), 9=156810-3-8 (min. 0-2-9) Max Horz 2=179(LC 7) Max Uplift 2=-233(LC 8), 9=-194(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5108/825, 3-4=-46421724, 4-5=-1636/281, 5-6=-1627/302, 6-7=-1741/236 BOT CHORD 2-12=-84214614.11-12=-40312640, 10-11=-168/1574, 9-10=-1441894 WEBS 4-12=-393/2589.11-13=-448/198, 6-13=-365/176, 3-12=-445/217,6-14=-259/83, 10-14=-338/101, 4-11=-1681/399, 5-11=-1441936, 7-9=-1752/269, 7-10=-39/734 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) Al; plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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 (jt=1b) 2=233,9=194. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uviform Loads (plf) Vert: 1-5=-66, 5-8=-66, 12-15=-14, 11-12=-14, 9-11=-14, 13-14=-20 RENEWS: 12131/20 May 7,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCL UDED MITEK 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 paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 quality Criteria, DSB-89 and BCSI1 Building Component r Safgty Information available from Truss Plate Institute, 683 D'Onofrid Drive, Madison, WI 53719, u L� a AUSSCO. INC. jJOb. Truss Truss Type Qty Ply Haden EW%pnsesj (c • • • • • n • • w - ! w • 112768605 M-EDG1 A7 Roof Special 5 1 ! r + • [ � • • • • - • _ Jabfi�fel[:r�e.t0; Uma? !• � • • The Truss Co., Eugene, OR 97402 8140 tr De® 6 2018 ATek InPiustlrTes, Inc' Frnmayy 3 1.9'(0.45 2019 Pagge 1 ID:PwFIE112LxuvxEiZZ080gfyil4a-KRiVtPv CtDMQ5.8tVq'VIHUKnnm2a`vIV8iVDxA8QzK6vu 8-1ai 21_0=Q -- 14-2-3 --- _ ------ �--9 - ---- -- -a- - -------- - 27 10-B -9-13 34-4-14 — -- --36- - 1 0-0 8-1-4 6-0-15 6-9-13 6-9-13 6-7-0 2-5-100 5x5 ! w • F Scale = 1:70.8 6.00 112 • 5 ! i - 5x6 T2 w 3x4 ! • 4 • • ! c 6 ! • • n • • M 0 1.5x4 3 ''.1.:� ''y'e 3x4 `��._ - Yd2 W5 7 2x4 it W1r: ♦12 ` 8 VA I' - 92 6x6 = I 1 2 +- O " 11 16 17 10 9 3x8 3.00112 5x8_ 3x4 - 3x4_ 10-8-4 _-- 20-11-0--- - — 1Q1}4 --------- --12212 - -- ----- - - --- B-7-6- -- -- 7-4-2 Plate Offsets (X,Y)r_ _-[2:0-0-14 Edge), -[4:0-3-0 0-3-41 f12:0-2-12 Q3_8)_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.43 11-12 >999 360 MT20 220/195 TCDL 8.0 Lumber DOL 1.15 BC 0.88 Vert(CT) -0.85 11-12 >521 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.32 9 n/a n/a BCDL 7.0 Code IRC2015/TP12014 Matrix -MSH Weight: 186 Ib FT = 8 LUMBER- BRACING - TOP CHORD 2x4 OF No.2 "Except" TOP CHORD Structural wood sheathing directly applied, except end verticals. T1: 2x4 OF No,1&Btr BOT CHORD Rigid ceiling directly applied or 7-4-12 oc bracing. BOT CHORD 2x4 OF No.2 `Except` WEBS 1 Row at midpt 6-11,4-11 B1: 2x4 OF No.1&Btr MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 OF Stud 'Except' be installed during truss erection, in accordance with Stabilizer W5,W3,W4: 2x4 OF No.2 Installation guide. REACTIONS. (Ib/size) 2=1536/0-5-8 (min. 0-2-8), 9=1468/0-3-8 (min. 0-2-7) Max Horz 2=179(LC 7) Max Uplift 2=-223(LC 8), 9=-171(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4935/785, 3-4=-4465/684, 4-5=-1541/259, 5-6=-1533/281, 6-7=-1614/207 BOT CHORD 2-12=-80614457,11-12=-37612524, 11-16=-131/1430, 16-17=-131!1430, 10-17=-131/1430, 9-10=-131/836 WEBS 4-12=-375/2512, 6-11 =-3431171, 3-12=-451/219, 6-10=-289/90, 4-11=-1641/390, 5-11=-124/851, 7-9=-1 6381243. 7-10=-23/664 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) VLSnd: 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) 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) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=223,9=171 LOAD CASE(S) Standard RENEWS: 12131/20 May 7,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -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 r Safety Information available from Truss Piate institute, 583 D'Onofrio Drive, Madison, WI 53719. ah i i[US.7CO. INC. U0b Truss Truss TypeQty Ply H1 den F�tgrprise7 f^c. • • • • A • IM-EDG1 A8GE I Roof Special Supported Gable 1 • ^ • e. i • • • • - t 112768606 1 1 C • • r n • to • • • � lef�cTlce � one • The Truss Co., Eugene, OR 97402 li,240-s Dtc 6 201)';MiTekIt; us)sies, Inc.,rFn Mayyr? (9:10:47 2019 Page 1 ID:PwFIEI12LxuvxEiZZ08dgjyrl4A H9degb"?cPgc81(ZlvTWklZlmG_rR?VbQ?zXQHDJzKfius 1_0-0 --21-0-0 - - 1 -- 42-0-0- i •0-0 21-0.0 21-0-0 Scale = 1:74.0 5x5 6.00 I12 15 16 17 • • / 18 14 19 3x8 % 1213 1" r • • e •� • 20 3x6 �• •• 11 10 • • • • • •u 21 • • • • • • 9 syi 22 • • n • • C2j• ••• 8 � f. r 0 • 2.• u d 8/i'd'// S 0 � 57't1 -r 12= 33T14_T,53T16 v.44 26 5 S e S,r S .-' ��5 27 l ST5 S't S 117 ST18 t 74 28 7 ,1§Trsty, SI S ST19 S 2057 r1 29 14 1. ~`'� } 30 1 S 22S 23 56 55 53 " 62 ``�-� '98 S 4 ST2 5 57 52 51 �- S 31'¢ 2 _ aj GZ6 114 3x5 46 45 44 43 42 41 40 39 37 36 35 34 33 32 3x5 = 59 _ 49 48 47 3.00 rl2 5x6 = 38 3x6 10.2.12 21-1.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.00 1 n/r 120 MT20 220/195 TCDL 8.0 Lumber DOL 1.15 BC 0.13 Vert(CT) 0.01 1 nlr 90 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 31 n/a nla BCDL 7.0 Code IRC2015/TP12014 Matrix -SH Weight: 310 Ib FT = 8 LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 DF Stud 'Except` 6-0-0 oc bracing: 58-59,54-55. ST13,ST12,ST11,ST10,ST14,ST15,ST16,ST17: 2x4 DF No.2 WEBS 1 Row at midpt 16-46, 15-47,14-48, 17-45, 18-44, 19-43 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 42-0-0. (Ib) - Max Horz 2=163(LC 8) Max Uplift All uplift 100 Ib or less at joints) 2, 54, 47, 48, 49, 50, 51, 52, 53, 55, 56, 57, 58, 45, 44, 43, 42, 41, 40, 39, 37, 36, 35, 34, 33, 32 except 59=-136(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 2, 54, 46, 47, 48, 49, 50, 51, 52, 53, 55, 56, 57, 58, 45, 44, 43, 42, 41, 40, 39, 37, 36, 35, 34, 33, 31 except 59=449(LC 19), 32=311(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-59=-333/157 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) A:! 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 w!II fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 54, 47, 48, 49, 50, 51, 52, 53, 55, 56, 57, 58, 45, 44, 43, 42, 41, 40, 39, 37, 36, 35, 34, 33, 32 except Qt=1b) 59=136. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 54, 47, 48, 49, 50, 51, 52, 53, 55, 56, 57 58, 59, 31. LOAD CASE(S) Standard RENEWS: 12131/20 May 7,2019 ,® WARNING - Vwify design Pararnelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Duality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 683 D'Onofrio Drive, Madison, WI 53719. tY1c;TRUSSCO. INC. Job ,Truss Truss Type Qty Ply Hayden En-iiis%lFc. • • • • • • • • • • • • • • 112768607 M-EDG1 C1GE Common Supported Gable 1 1 • • • • • • • • • Job RefcTren'6ei,,i„ional• • •• • _ The Truss Co., Eugene, OR 97402 8.240 ac 20 1. MiTek lipclustries®Incm Fri M2�yy 3419: 10:'482M9 Page 1 ID:PwFIE112LxuvxEiZZO80ggjyiI4A-ILL01 x0EH81_yjctdO6yJTC4oUE3NB6B9gllzK6vr 1-0-0 10-0-0 20-0-0 21-0-0 116 -0 -------- -- 10-0-0 - -----------I- ------- -10-0-0 --- ------ ---t- 1_0.0 -i • • • • • • • • %male = 1:35.3 4x4 — • • • 8 • • 7 9 10 • • • • • 6.00 112 6� • • • • • • • m 4 i 12 T• - JT6 3 - I 5T5 :T' F- 13 ST•1 ST8 ST5 3T7 ST. S71•, . 3Tt I � 1! 2 14 Icy' ----.-- r - -• r •? - .. .. .�- . � -- fl' _ �-. - - -'- - .-. .. .._ _ - - - - = - 15 1q 3x4 26 25 24 23 22 21 20 19 18 17 16 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) 0.00 15 nir 120 MT20 2201195 TCDL 8.0 Lumber DOL 1.15 BC 0.05 Vert(CT) 0.00 15 nir 90 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 14 n/a n1a BCDL 7.0 Code IRC2015/TP12014 Matrix -SH Weight: 105 Ib FT = 8% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-0-0. (Ib) - Max Hoa 2=78(LC 12) 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 Ib or less at joint(s) 2, 14, 21, 22, 23, 24, 25, 20, 19, 18, 17 except 26=253(LC 19), 16=253(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever 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 psi bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 14, 22, 23, 24, ",�i2vp:4 25, 26, 20, 19, 18, 17, 16. LOADCASE(S) Standard OREGON � �slsz P7n110 RENEWS: 12/31120 May 7,2019 WARNING - Verify desi9rr Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.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 responsibi'.Ity of building designer - not truss designer. Bracing shown is for la!eral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing ofthe overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component ys,,, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. tilE a AUSSCO. INC. 4 --r—---- Job Truss Truss Type Qty Ply Hayden .nt• priseal• . : •: • • • • • • • • • • • 112768608 Mi C2 Common t 1 • • • • • • • • • • • • Job RefOeT a r%Wonall'3 • 411 • • ® m .The Truss Co., Eugene, OR 97402 8.240 s DSc 6s?01 MiTek IRpCustras.Jnc.•Fri Mali 319:10,4T3 2n9 Pagel ID:PwFIE112LxuvxEiZZO80gjyil4A-DYIOE1sxSlrZtBHaLr1 DevAsa3f OzT5HOTvbHBzK6vq . -1.0-0 5-8-_9__-- --I -- I 1 0-0-0 -- - 14-3-7 ----+------ - zg_g-g21-0-0 1 r 1-0-0 5-8-9 1-0-0 4-3-7 4-3-7 5-8-9 1-0-0 • ie=1:36.2 • • ••• w 4x4 • • • • • 4 •• 6.00 j 12 • • 1.5x4 Q • • 1.5x G• • 3 g • • • • • T W1 N+ 2 6 7 to 3x4 = 3x8 - 3x4 - I L0.0=0.-- -- -I---- --------- - --- 220.0-- - 10-0-0 10-0-0 Plate Offsets X Y)-_--[2_0-0-4,Edg-ej,-[6_0-0-4,Edge]._ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.14 8-11 >999 360 MT20 220/195 TCDL 8.0 Lumber DOL 1.15 BC 0.65 Vert(CT) -0.26 8-11 >909 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.03 6 n/a n1a BCDL 7.0 Code IRC2015/TP12014 Matrix -MSH Weight: 81 Ib FT = 8% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation -guide. REACTIONS. (Ib/size) 2=866/0-3-8 (min. 0-1-8), 6=86610-5-8 (min. 0-1-8) Max Horz 2=78(LC 8) Max Uplift 2=-124(LC 8), 6=-124(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1340/188, 3-4=-10031133, 4-5=-1003/133, 5-6=-1340/189 BOT CHORD 2-8=-17411161. 6-8=-9611161 WEBS 4-8=-42/593, 5-8=-4081169, 3-8=-4081169 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. 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) 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 atjoint(s) except (jt=lb) 2=124,6=124. LOAD CASE(S) Standard 1N OREOON 7116182 po���' RENEWS: 12/31/20 May 7,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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. Applicabi'ity 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 or 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, D5B-89 and BCS11 Building Component t, a Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. {tile i ieUSSCO. INC. __..�.._.. - j _. i _.__ .....______ ._— . _— o_... ----- --- - ---------- --- — - - ob Truss T uss Type Qty Ply Hayden Entgrpriseg 4c. -EDG1 C3GR ICommon Girder ! t t • • • • 0 •0 • • • • • e e 112788609 The Truss Co., Eugene, OR 97402 8.240 s D`�c 6 01; Mitek IFdustries@Inc *Fri Mag 309:1 D:J 2419 Page 1 ID:PwFIE112LxuvxEiZZ080gjyil�iA''r51MU82riSMNOd9�milURb111bxpdzK6vp 5-5-4 - ---- -- - - -----I- 10-0.0 20 --- ---- 146-12 -0.0 - ---- --------- 5-5-4 4--6-12 —1------4-64-6-12 -----I----------- -5-s=4 - -- 1 6.00 12 3x5 2 0 13 14 8 15 4x8 JUS24 JUS24 3x6 JUS24 4x5 ..- • • . e e ■ a e • %c le = 1:37.1 3 e• • • • 990 • • .. ■ _ • • r • 3x'9 • • •• 'T2 5 j pt b` 16 7 17 18 6 19 JUS24 6x8 = JUS24 3x6 JUS24 JUS24 JUS24 20 JUS24 4x8 - - LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD BOT CHORD 2x6 OF SS BOT CHORD WEBS 2x4 DF Stud REACTIONS. (Ib/size) 1=2622/0-3-8 (min. 0-2-13), 5=274710-5-8 (min. 0-4-8) Max Horz 1=71(LC 12) Max Uplift 1=-721(LC 8), 5=-714(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4933/1364, 2-3=-3377/938, 3-4=-33781939, 4-5=-507111344 BOT CHORD 1-13=-123614381, 13-14=-1236/4381, 8-14=-123614381, 8-15=-1236/4381, 15-16=-1236/4381, 7-16=-123614381,7-17=-1147/4506,17-18=-114714506. 6-18=-1147/4506, 6-19=-114714506, 19-20=-1147/4506, 5-20=-1147/4506 WEBS 3-7=-76612681, 4-7=-1806/534, 4-6=-338/1322, 2-7=-1661/554, 2-8=-57511193 -- f GRIP 2201195 FT=8% Structural wood sheathing directly applied or 1-10-8 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation�uide.. 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. ll; Exp B; Enclosed, MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 411 ` 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) 1=721,5=714. 6) Use USP JUS24 (With 4-1 Od nails into Girder & 4-1 Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 18-0-12 to connect truss(es) A2 (1 ply 2x4 DF), A3 (1 ply 2x4 DF) to back face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 8; In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66,3-5=-66. 1-5=-14 Concentrated Loads (lb) Vert: 7= -400(B)13= -400(B)14= -400(8)15= -400(8)16= -400(B)17= -400(B)18= -457(8)19=-457(B)20=-457(8) RENEWS: 12/31/20 May 7,2019 A WARNING - if rdy design parameters and READ NOTES ON THIS AND INCLUDED MITEN 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. Additicnal 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI11 Building Component r Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ti aL, ae a RUSSCO. INC. 5-54 -- ---- F - - -1 0----- -- - - 14=6=12 - ----- ..- --- -- -- 5 4 - --- -- -45,1-- - -- - --- 4 -512 --- Plate Offsets (X Y)_..412:0.2c4 0-1-8] [3:0-2-8 0-1-8][4.0-2.4,0-1-8],15 0_4-0 0-�_15],_[6:0-4-8,0-1=8],-[7:0-4-0 0-4-0],_[$ 0 4-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.21 7-8 >999 360 MT20 TCDL 8.0 Lumber DOL 1.15 BC 0.90 Vert(CT) -0.26 7-8 >939 240 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.08 5 n/a nla BCDL 7.0 Code IRC2015/TPI2014 Matrix -MSH Weight: 99 lb LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD BOT CHORD 2x6 OF SS BOT CHORD WEBS 2x4 DF Stud REACTIONS. (Ib/size) 1=2622/0-3-8 (min. 0-2-13), 5=274710-5-8 (min. 0-4-8) Max Horz 1=71(LC 12) Max Uplift 1=-721(LC 8), 5=-714(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4933/1364, 2-3=-3377/938, 3-4=-33781939, 4-5=-507111344 BOT CHORD 1-13=-123614381, 13-14=-1236/4381, 8-14=-123614381, 8-15=-1236/4381, 15-16=-1236/4381, 7-16=-123614381,7-17=-1147/4506,17-18=-114714506. 6-18=-1147/4506, 6-19=-114714506, 19-20=-1147/4506, 5-20=-1147/4506 WEBS 3-7=-76612681, 4-7=-1806/534, 4-6=-338/1322, 2-7=-1661/554, 2-8=-57511193 -- f GRIP 2201195 FT=8% Structural wood sheathing directly applied or 1-10-8 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation�uide.. 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. ll; Exp B; Enclosed, MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 411 ` 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) 1=721,5=714. 6) Use USP JUS24 (With 4-1 Od nails into Girder & 4-1 Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 18-0-12 to connect truss(es) A2 (1 ply 2x4 DF), A3 (1 ply 2x4 DF) to back face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 8; In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66,3-5=-66. 1-5=-14 Concentrated Loads (lb) Vert: 7= -400(B)13= -400(B)14= -400(8)15= -400(8)16= -400(B)17= -400(B)18= -457(8)19=-457(B)20=-457(8) RENEWS: 12/31/20 May 7,2019 A WARNING - if rdy design parameters and READ NOTES ON THIS AND INCLUDED MITEN 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. Additicnal 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI11 Building Component r Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ti aL, ae a RUSSCO. INC. Job Truss Truss Type Qty Ply Hayden Enttrprisell,19d, • • • • • 112768610 • • • • • • • • • M-EDG1 EtGE Common Supported Gable 1 Y • • • 1 • • � • • • • • • .�19�f36fE%E'114�Syttfonal)�.• _o • • • The Truss Co., Eugene, OR 97402 8.240 s D& 6 019' MiTek ll—Austries,A'nc.aFri Ma 3 69:10:41 2t}}9 Page 1 ID:PwFIE112LxuvxEiZZOBOgjyil4R-9gs8t226T37rp8Kginlbhox_ITq[dRPFat%QUM4zK6vo 1-0.0 7-0-0 —_,- I— f--- — -- 14-0.0. 15.0.0 -- -1-1-0-0 1-0 o 7.0-0 T a o Scale= 1:25.7 4x4 ' • • 7 5 • e • • • t _ 8.00 r2 �.' r r • ► a r f • • r ■ 4 8 r =t '• s f r ■ 3 r1 ST4 72 ST3 ST5 �T2 ST6 �T1 Tr 10 in IT 18 17 16 3x4 - 15 14 13 12 3x4 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 0.07 Vert(LL) 0.00 10 n/r 120 MT20 2201195 TCDL 8.0 Lumber DOL 1.15 BC 0.04 Vert(CT) 0.00 11 1 90 BCLL 0.0 Rep Stress Incr YES WB 0.03 HOIz(CT) 0.00 10 n/a n/a BCDL 7.0 Code IRC2015/TP12014 Matrix -SH Weight: 64 lb FT=8% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Instalationguide, _-_-._._._.-. —� REACTIONS. All bearings 14-0-0. (Ib) - Max Horz 2=57(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Grav All reactions 250 Ib or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12 FORCES. (lb) -Max. CompJMax. 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=120mph (3 -second gust) Vasd=95mph; TCDL=4.8osf; 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 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 w ll fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10, 16, 17, 18, 14, 13, 12. LOAD CASE(S) Standard RENEWS' 12/31120 May 7,2019 ® WARNING - Verity design parameters acrd READ NOTES ON THIS AND INCLUDED MITEK 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 responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI1 Building Component ♦L, �t1 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. CO. INC. Job Truss Truss Type Qty Ply Hayden Enterprise olnmc. • • • • • • • • • • • • • • 112768611 • M -E: ,G1 E2 Common 2 1 • • • • • • • Plate Offsets, X.Y) _j2:0-2-O.Edce1 Joh gR fgc sr_l p • w ry ab" • • • s - The Truss Co., Eugene, OR 97402 8.240 s Dec 6101 GMiTek l0ustries,dr SriMag. 3 *E10 5 2049 Page 1 LOADING (psf) SPACING- 2-0-0 ID: PwF I E112LxuvxEiZZO80gjyil4ACd7('(Xt13kENFGZKvsFTSCwGoU2fs;�Arfk6�7�uzK6vn - -1-0-0- --..._.. x-0-0---- (loc) - - ------74-0-10 ---- --- -- ---- --- 1-0-0 7 0-0 TC 0.57 _ ._15-0-0 7-0-0 I 1-0-0 -i -0.09 6-9 >999 Scale = 1:27.1 Lumber DOL 1.15 BC 0.50 4x4 • • 6-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 3 • •• • n1a BCDL 7.0 Code IRC2015ITP12014 Matrix -MSH 6.00 12 C) O Ti T; it L1.1 i 4 2 �� i _ - 5 �M c 6 3x4 15x4 3x4 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud REACTIONS. (Ib/size) 2=626/0-5-8 (min. 0-1-8),4=626/0-5-8 (min. 0-1-8) Max Horz 2=57(LC 8) Max Uplift 2=-92(LC 8), 4=-92(LC 9) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3=-805/103, 3-4=-8051103 BOT CHORD 2-6=-38/638, 4-6=-38/638 WEBS 3-6=0/281 --14=-0=0-- Lid PLATES GRIP 360 MT20 220/195 240 n/a Weight: 48 Ib FT = 8% BRACING. TOP CHORD Structural wood sheathing directly applied or 5-6-4 cc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. i MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation 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) 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) 2, 4. LOAD CASE(S) Standard RENEWS: 12131120 May 7,2019 ,© WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 ANSIITPII Quality Criteria, DSB-89 and BCS11 Building Component L. �tf Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. tl ie i AUSSCO. INC. Z9-0 Plate Offsets, X.Y) _j2:0-2-O.Edce1 f3 0-2-0.0-2-4 _[4:0-2-0 Edge] — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.09 6-9 >999 TCDL 8.0 Lumber DOL 1.15 BC 0.50 Vert(CT) -0.13 6-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 4 n1a BCDL 7.0 Code IRC2015ITP12014 Matrix -MSH LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud REACTIONS. (Ib/size) 2=626/0-5-8 (min. 0-1-8),4=626/0-5-8 (min. 0-1-8) Max Horz 2=57(LC 8) Max Uplift 2=-92(LC 8), 4=-92(LC 9) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3=-805/103, 3-4=-8051103 BOT CHORD 2-6=-38/638, 4-6=-38/638 WEBS 3-6=0/281 --14=-0=0-- Lid PLATES GRIP 360 MT20 220/195 240 n/a Weight: 48 Ib FT = 8% BRACING. TOP CHORD Structural wood sheathing directly applied or 5-6-4 cc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. i MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation 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) 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) 2, 4. LOAD CASE(S) Standard RENEWS: 12131120 May 7,2019 ,© WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 ANSIITPII Quality Criteria, DSB-89 and BCS11 Building Component L. �tf Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. tl ie i AUSSCO. INC. ,Job Truss Truss Type ----------13x.@cQ _ Qly Ply Hayden E telo=ses nb 6.10-8 Plate Offsets IX Y)-- [1:0-1-7.0-1-8].[2:0-2-0,0-2-4;_[3:0-1-7 0-1-81 • • • • • • • a 112768612 M-EDG1 E3 Common DEFL. in 3 I • ! • • s • • • TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.08 4-7 >999 360 MT2C 2201195 • • • ,jots Refcrerd oliDnaly e� A e • • •—„ The Truss Co., Eugene, OR 97402 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 8.240 s De ' 6 4018 iTek InCustrles, Spic. III Mays 19: 10:5iy20U9 Page 1 ID:PwF1 EI12LxuvxEiZZ080gjyi14Ak7&tl'skENFQRKvsFTKwCoU2os9uArik6pr7du WzK6vn 1 rile n/a ,5.10-9 -13-9-0--- -_--- ---- LUMBER- !"x10.9 -.i 6-10-8 ' TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. 4x4 f:ale = 1:25.9 Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud MiTek recommends that Stabilizers and required cross bracing 2 •• 6.00 12 REACTIONS. (Ib/size) 1=550/Mechanical, 3=55010-4-0 (min -0-1-8) Max Horz 1=-49(LC 9) Max Uplift 1=-72(LC 8), 3=-72(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-790/104, 2-3=-790/104 BOT CHORD 1-4=-47/624, 3-4=-47/624 * WEBS 2-4=0/273 T1 T2 • A Ni 1 3 lg � 4 3x4 = 1.5x4 II 3x4 6-10-8 _—..---- ----------13x.@cQ _ -1C-�---__._—_- 6.10-8 Plate Offsets IX Y)-- [1:0-1-7.0-1-8].[2:0-2-0,0-2-4;_[3:0-1-7 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.08 4-7 >999 360 MT2C 2201195 TCDL 8.0 Lumber DOL 1.15 BC 0.47 Vert(CT) -0.12 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.01 1 rile n/a BCDL 7.0 Code IRC20151TPI2014 Matrix -MSH Weight: 44 Ib FT = B% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=550/Mechanical, 3=55010-4-0 (min -0-1-8) Max Horz 1=-49(LC 9) Max Uplift 1=-72(LC 8), 3=-72(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-790/104, 2-3=-790/104 BOT CHORD 1-4=-47/624, 3-4=-47/624 WEBS 2-4=0/273 NOTES - 1) Unbalanced roof live loads have been considered forthis 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. LOAD CASE(S) Standard A " 0E(40N 1116182 00 RENEWS: 12/31/20 May 7,2019 A WARNING - Verlfy design paramerers and READ NOTES ON THIS AND INCLUDED MITER 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. 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N LO H SSSS• SSSS• 0 F- r- O 0 w D Q0 (.D O LO Q V oo Z c� W 2Q 6' °�° J a Soso Z Qw (� m�� Q � m� Z M a p W Q � Q H F- W W Lr) W O r - f� > N V 0-) O v W d Z O Ur Z L6 w co Q ^ a Q z ® O D Co o QL W ZM N U L. • J J J J J 00000 N [LJ Of0_ll�ctc oaoo rr r 0 r ow U YI Q 0¢Ow (D aLi CO W D [lC Li u cn O V CQ LL r< v SSSS • • �°°Ooh N� / (� U 0OLLLLUU7Q � • o^I M • d 00:00: C/) woo* co H1dON � Z SSSS• SSSS• Soso SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION Community: Jasper Meadows Ph. 9 Section: Jasper Meadows Ph. 9 Lot / Block: 316/0 Address: Lot 316 Jasper 9 Model: s140801 - Edgewood Exterior Desinn Code Option Selection Std nry Garage Orientation Garage Right (Plan Default) Std elvl Exterior Elevations Signature Siding Elevation 1 Std ptextl Exterior Paint Selections Exterior Paint Oct ccrvildl 12x20 Concrete RV Pad FloorPlan Alterations Code Option Opt patio0l Covered Patio Opt fpgrFlw Fireplace With Flat Wall Opt gadoor7 (includes Flat Screen Windows -Doors Code Option Opt drgarmd Garage Man Door to Outside Opt gadoor7 7ft Tall Garage Door w U GENERAL NOTES ar ,.�o., I IAI II 1. THE SCOPE OF SERVICES PROVIDED BY 'HAYDEN ENTERPRISES. INC.' IS LIMITED TO PROVIDING A WORKING SET OF DRAWINGS. THIS SET OF PLANS IB SUFFICIENT FOR OBTAINING A BUILDING PERMIT. UNLESS .,•,h, ox.oc�wr cwe nu.ew DIRECTLY REQUESTED BY THE OWNER OR BUILDING CONTRACTOR, THESE PLANS ARE LIMITED TO DESCRIBING LOCATIONS, DIMS BUILDING COMPONENTS. AND KEY FINISH MATERIALS 2. ALL WORK SHALL COMPLY WITH THE MOST CURRENT REQUIREMENTS SET FORTH BY LOCAL, COUNTY, STATE, AND GENERAL LAWS, RULES, CODES, ORDINANCES. OR REGULATIONS. GENERAL CONTRACTOR OR SUB- CONTRACTOR TO VERIFY ALL APPLICABLE CODES AND METHODS OF CONSTRUCTION PRIOR TO BEGINNING WORK. 3. ALL WORK TO MECHANICAL, PLUMBING, AND ELECTRICAL WILL BE DESIGN BUILD BY THE GENERAL CONTRACTOR AND SHALL CONFORM TO ALL APPLICABLE LOCAL, STATE, AND NATIONAL CODES. 4. ANY ERROR OR OMISSION FOUND IN THESE DRAWINGS SHALL BE BROUGHT TO THE DEVELOPER'S AND ARCHITECTURAL DESIGNERS ATTENTION. 5. DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS SHALL PRECEDE ANY AND ALL SCALED DIMENSIONS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION AND SHALL BE RESPONSIBLE FOR ALL DIMENSIONS AND JOB SPECIFIC CONDITIONS. THE OFFICE OF'HAYDEN ENTERPRISES. INC.' MUST BE NOTIFIED OF VARIATIONS OR DISCREPANCIES ARRIVED AT DURING CONSTRUCTION. SITE PLAN NOTES] 1. EACH CONTRACTOR AND SUBCONTRACTOR TO VERIFY THE EXISTENCE OF BURIED UTILITIES IN THE AREA OF CONSTRUCTION PRIOR TO ALL EXCAVATION. 2. ALL GRADING AND EXCAVATION FOR STRUCTURAL COMPONENTS MUST CONFORM TO THE PROJECT SOILS REPORT. 3. CONTRACTOR TO VERIFY ALL SITE CONDITIONS AND DIMENSIONS PRIOR TO CONSTRUCTION. ALL INCONSISTENCIES TO BE BROUGHT TO THE ATTENTION OF THE DEVELOPER AND THE ARCHITECTURAL DESIGNER PRIOR TO ANY CONTINUATION OF WORK. 4. SETBACKS TO COMPLY WITH ALL APPLICABLE LOCAL, COUNTY, STATE, AND NATIONAL CODES. CONTRACTOR TO VERIFY ANY CHANGES OR ADDENDUM TO DEVELOPMENT SETBACKS PRIOR TO CONSTRUCTION. DRAWING INDEX CS COVER SHEET NS GENERAL NOTES SHEET OE OREGON ENERGY CODE Al ELEVATIONS A2 FLOOR PLAN A3 FOUNDATION / FLOOR FRAMING PLAN A4 ROOF FRAMING PLAN A5 LIGHTING I AUDIO / SOUND INSUL. I MISC. PLAN 06 OPT. COVERED PATIO S1PRESCRIPTIVE WALL BRACING D1 NP. WALL SECTIONS D1A TYP. DETAILS D1B TYP. DETAILS • • 02 TYP. BUILDING DETAILS D3 BUILDING SECTION I RAKE -WALL FRAMING I MISC. DETAILS • 04 FIREPLACE DETAILS DS3 SIDING DETAILS • • • OS4 SIDING & FLASHING DETAILS • • ALBANY GLAZING •,• REQ'S. 40 x 8 x .15 = 48 SQ. F1'.': WE HAVE SO SQ. FT. (NO ISSUES)•. 2466 SW GLACIER PLACE REDMOND. OR 97756 PHONE 541-923-6807 FAX 591-548-0761 �con W O O ILL L1J0 V V, 0 00 Lu C:) REVISIONS • • CURRENT AyOF 010118 • ••l •• • • • e• • COYE* 6•H EEf; •• ELEC./MECH./PLUMB. FOUNDATION PLAN FLOOR PLAN GENERAL ROOF FRAMING NOTES NOTES FRAMING NOTES NOTES NOTES 2017 OREGON RESIDENTIAL SPECIALTY CODE 2017 OREGON RESIDENTIAL SPECIALTY CODE 2017 OREGON RESIDENTIAL SPECIALTY CODE 2017 OREGON RESIDENTIAL SPECIALTY CODE 2017 OREGON RESIDENTIAL SPECIALTYCODE 1. VERIFY ALL SITE UTILITY LOCATIONS PRIOR TO ANY CONSTRUCTION. 1. VERIFY ALL SITE UTILITY LOCATIONS PRIOR TO ANY CONSTRUCTION. 1. EXTERIOR WALLS TO BE WOOD FRAMED @ 16 INCHES O.C. AND INTERIOR 1. TRUSS MANUFACTURER TO VERIFY ALL DIMENSIONS FROM FOUNDATION 1. ALL WORK TO ELECTRICAL. GAS, MECHANICAL AND PLUMBING WILL BEDESIGN sm�nu wlc o. WALLS TO BE 24 INCHES O.C. UNLESS NOTED OTHERWISE, STRUCTURAL PLAN AND FLOOR PLANS PRIOR TO THE MANUFACTURE OF ROOF TRUSSES. BUILD BY THE GENERAL CONTRACTOR AND SHALL CONFORM TO ALL LOCAL, s.re a�aw ux moc 2. CONTRACTOR TO VERIFY SOIL BEARING VALUE OF 1500 PSF FOR CLAY 2. CONTRACTOR TO VERIFY ALL DIMENSIONS. MATERIAL SPECIFICATIONS, DOOR MEMBERS TO BE FASTENED IAW TABLE 602.3. (1) 8 FASTENER SCHEDULE. STATE, AND NATIONAL CODES. SANDY CLAY, SILT, CLAY, CLAYEY SILT, SILT & SANDY SILT. OTHER CONDITIONS MAY REQUIRE SPECIAL DESIGN OR ALTERNATE CONSTRUCTION AND WINDOW SIZES, CONSTRUCTION MEANS AND SPECIFICATIONS PRIOR TO CONSTRUCTION. 2. ALL JOIST AND BEAM HARDWARE TO BE APPROVED BY JOIST AND BEAM 2. TRUSS MANUFACTURER TO VERIFY FURNACE LOCATION & DESIGN TRUSSES TO SUPPORT SYSTEM WHEN INSTALLED IN ATTIC AREA. (R802.10.4) 2. ELECTRICAL. GAS. MECHANICAL AND PLUMBING TO BE REVIEWED, APPROVED METHODS. CONTRACTOR TO VERIFY SOILS REPORT PRIOR TO CONSTRUCTION MANUFACTURER. BYA SEPARATE PERMIT 8 INSPECTED BY OFFICIAL HAVING JURISDICTION PRIOR WHEN REQUIRED. (TABLE R4014.1) 3. ALL EXTERIOR WALLS TO BE WOOD FRAMED AT 16 INCHES O.L. AND ALL 3 CONSTRUCT A MIN.6 FT x 8 FT FURNACE PLATFORM IN LOCATION IDENTIFIED TO FRAMING INSPECTION. R105.1) & (RiD9.1.2) INTERIOR WALLS TO BE 24 INCHES O.C. UNLESS NOTED OTHERWISE. 3. DOOR AND WINDOW HEADERS TO BE AS NOTED 8 SUPPORTED W) JACK ON THE TRUSS LAYOUT AND ROOF FRAMING PLAN IAW DETAIL FOUND ON DETAIL 3. CONTRACTOR TO VERIFY ALL DETAILS, DIMENSIONS, AND SPECIFICATIONS STRUCTURAL MEMBERS TO BE FASTENED IAW TABLE 602.3(1). STUDS PER TABLE R602.7(1) & (2). LOAD-BEARING HEADERS ARE NOT REQUIRED SHEET WHEN PLATFORM IS NOT DESIGNED IN THE TRUSS SYSTEM. 3. ALL METAL PIPING SHALL BE BONDED. (E3509.7) PRIOR TO CONSTRUCTION. SEE DETAIL AND S SHEETS FOR ADDITIONAL IN INTERIOR OR EXTERIOR NONBEARING WALLS. A SINGLE 2 .4 MAY BE USED INFORMATION. 4. SEPARATE HOUSE FROM GARAGE BY NOT LESS THAN 112" GYPSUM ON THE FOR OPENINGS UP TO 8 FT. IF VERTICAL DISTANCE TO NAILING SURFACE ABOVE 4. BOTTOM CORD OF TRUSS TO BE DESIGNED FOR 20 LB LIVE LOAD WHEN 4. SUPPLY & RETURN AIR DUCTS TO BE CONSTRUCTED & INSULATED IAW CHPT GARAGE SIDE. GARAGES WITH LIVABLE SPACE ABOVE WILL BE SEPARATED BY IS NOT MORE THAN 24 INCHES. (R602.7.4) CAPABLE OF STORING A 24 INCH WIDE x 42 INCH TALL ITEM BETWEEN 2 OR MORE 16, LOCAL, STATE, AND NATIONAL CODE. (CHPT 16) 4. ALL FOUNDATION WALLS AND FOOTING TO BE CONTINUOUS CONCRETE. NOT LESS THAN 5!8" TYPE X GYPSUM ON THE GARAGE CEILING INSTALLED ADJACENT TRUSSES WITH THE SAME WEB CONFIGURATION. (TABLE R301.5) STEM WALLS AS SPECIFIED BY LEGEND. SECTION DETAILS, ANDIOR PERPENDICULAR TO CEILING FRAMING & FASTENED @ MAX 6INCHES O.C. BY 4. BLOCK TO FOUNDATION BENEATH ALL COLUMNS. BEAMS. & GIRDERS TYPICAL, 5. ALL SUPPLY RUNS TO HAVE ADJACENT DAMPERS & ALL RETURN AIR RUNS TO STRUCTURAL ENG.. (T404.1.1 (5)) (R403.1.1) (R403.1.3.1) & (TABLE R403.1) MINIMUM 1-7/8" 6d COATED NAILS OR EQUIV. DRYWALL SCREWS. 5. ALL ROOF TRUSSES TO BE ENGINEERED BY A TRUSS MANUFACTURER, BE NON-DAMPEREO. WrOAA (TABLE R302.6) (TABLE R702.3.6) 5, FLOOR SHEATHING TO BE 314' TBG LAID PERPENDICULAR TO I -JOISTS PROVIDED TO BUILDING OFFICIAL & APPROVED PRIOR TO INSTALLATION. 5. STEM WALL CONCRETE TO BE 2500 PSI AND GARAGE SLAB FLOOR. PORCHES SPACED 16 INCHES UP TO 10.2 INCHES O.C. (TABLE R503.1) (R502.11.4 & R802.10.1) 6. HVAC AS SPEC'D BY PROJECT MANAGER, FURNACE HEATING SYSTEM TO BE No 8 STEPS EXPOSED TO WEATHER TO BE 2500 PSI (MEG COND) S. ENTRY TO HOUSE FROM THE GARAGE SHALL BE NOT LESS THAN 1-&8' THICK FASTENED TO WOOD FRAMING IAW TABLE R602.3(1) & (2) & NAILING SCHEDULE. PROVIDED WITH REPLACEABLE AIR FILTERS. BOTTOM OF ALL ELECTRICAL WALL 8 3000 PSI (MODERATE COND.) & 3500 PSI (SEVERE CONDITION). (TABLE R402.2) (SOLID WOOD OR STEEL OR HONEYCOMB STEEL), OR 20 MINUTE FIRE -RATED 6. ALL TRUSS PITCHES TO BE AS SPECD ON THE ROOF & ELEVATION SHEETS_ HEATERS TO BE 2 FT. A.F.F.. DOOR. (R302.5.1.1) 6. DECKS WILL BE POSITIVELY ANCHORED TO THE PRIMARY STRUCTURE WITH (AS A GENERAL RULE, INTERIOR VAULTS TO BE MAX. 12 PITCH OF ROOF) 6. ALL EXTERIOR FOOTINGS SHALL BE PLACED AT LEAST 12 INCHES BELOW THE P.T. DECK LEDGER ATTACHED WITH LAG SCREWS OR BOLTS WITH WASHERS. LAG 7. WHEN INSTALLED, OIL ANWOR GAS-FIRED FURNACE SHALL BE NOT LESS FINISHED GRADE ON UNDISTURBED GROUND SURFACE. FROST LINE DEPTH 6. SOLID BLOCK TO FOUNDATION BENEATH ALL COLUMNS. BEAMS & GIRDERS SCREWS, BOLTS 8 WASHERS SHALL BE HOT DIPPED GALVANIZED OR STAINLESS 7. ALL TRUSS HARDWARE TO BE APPROVED BY TRUSS MANUFACTURER 8 THAN 78% AFUE. (N7105.5.3.1 8 N1105.5.3.2) OIL -FIRED FURNACES SHALL SHALL BE DETERMINED BY THE LOCAL JURISDICTION. (TABLE R301.2.(1) TYPICAL. STEEL. LEDGERS SHALL NOT SUPPORT CONCENTRATED LOADS FROM DESIGNED TO RESIST WIND UPLIFT PRESSURES BASED ON LOCAL WIND LOAD 8 CONFORM TO ANSI/UL 727 & ELECTRIC FURNACES SHALL CONFORM TO UL 1995. (R403.1.4. i) BEAMS/GIRDERS (R507.2) (TABLE R507.2.1) (FIGURE 507.2.1(1)) ROOF WIDTH. TABLE (R802.11) TRUSSES SHALL BE BRACED TO PREVENT (M1402.1) 2464 SW GLACIER PLACE 7. SEE S SHEETS 8 DETAIL SHEETS FOR BRACING PANEL REQUIREMENTS, WALL ROTATION & PROVIDE LATERAL STABILITY IAW CONSTRUCTION DOC AND/OR BCS REDMOND. OR 97756 7. FOUNDATION WALLS TO BE CAPPED WITH 2X MUD SILL PLATE R404.30VER DETAILS, FIREPLACE DETAILS. ETC.. 7. FIRE BLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT 1-03). (R802.10.3) S. EXTERIOR VENTS TO BE WATER PROOF SCREENED, HAVE BACK DRAFT PHONE 541.923-6607 FAX 54t-548-0761 A FIBROUS SILL SEALER TYPICAL. ANCHOR MUD SILL TO FOUNDATION USING OPENINGS (BOTH VERT. & HI BETWEEN STORIES AND TO FORM AN DAMPERS 8 ROOF VENT GAPS TO BE LOCATED AT THE REAR OF ROOF SLOPE MIN. 12' ANCHOR BOLTS (W/ NUT & WASHER) EMBEDDED 71NCHES @ 6 FT. O.G. TVP. 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. (R403.1,8) 8. FIRE BLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERT. & HORZ.) BETWEEN STORIES AND THE ROOF. (R302.11) EFFECTIVE FIRE BARRIER BETWEEN STORIES & BETWEEN TOP STORY AND THE ROOF SPACE. (R602.6) (R302.11) 9, ROOF SHEATHING TO BE 7116" OSB WWTRUSSES SPACED UP TO 24 INCH O.C.. (TABLE R503.2.1.1. (1)) WHEN POSSIBLE. (62442.6) (62452) 9. SMOKE DETECTORS SHALL BE PLACED WI I HIN & OUTS. IN IHE IMMEOIATE SEISMIC D7 8 D2 REQUIRES 3INCH PLATE WASHERS. (R802.11) S. HAZARDOUS LOCATIONS -TEMPERED SAFETLY GLAZING REQUIRED: (R308.4) 8. DECK LATERAL LOAD CONNECTIONS SHALL BE PROVIDED AT A MIN. OF 10. ASPHALT SHINGLES SHALL BE INSTALLED AS SPEC'D BY MANUFACTURE WITH VICINITY OF EVERY SLEEPING AREA & ON EACH ADDI TIONAL S1RY OT 2 LOCATIONS PER DECK WITHIN 24" OF EACH END OF DECK AND EA. DEVICE NOT LESS THAN 4 FASTENERS PER STRIP SHINGLE. (R905.2.5) (R905.2.6) & DWELLING. SMOKE DETECTORS SHALL NOT BE PLACED WITHIN 3 FEET 8. DRAINAGE: GRADE SHALL FALL A MIN. 6 INCHES WITHIN THE FIRST 10 FT ALL GLASS TUB AND SHOWER ENCLOSURES & DOORS SHALL HAVE MIN. ALLOWABLE STRESS CAPACITY OF 1600 LBS IN ACCORDANCE NAILING SCHEDULE HORIZONTALLY FROM A DOOR OPENING TO A ROOM CONTAINING A 7V/lI 7 OR PER EXCEPTION USING DRAINS OR SWALES. IMPERVIOUS SURFACES WITHIN GLAZING ADJACENT TO 8 WITHIN 2 FT. ARC OF A CLOSED DOOR; TO FIGURE R507.2.3(7) OR WHERE LATERAL LOAD CONNECTIONS ARE PROVIDED BATHTUBISHOWER (R3T4 3, r 10' OF FOUNDATION SHALL BE SLOPED AWAY A MIN. OF 2%(R401.3) GLAZING ON A WALL PERPENDICULAR OF DOOR IN CLOSED POSITION ON IN ACCORDANCE TO FIGURE R5072.3(2), HOLD-DOWNS SHALL BE INSTALLED IN 11. FIRE BLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT O INSWING SIDE ONLY NOT LESS THAN 4 LOCATIONS AND EA. DEVICE SHALL HAVE MIN, ALLOWABLE OPENINGS (BOTH VERT. & FI BETWEEN STORIES AND THE ROOF. (R302.11) /0. SMOKE DETECTORS TO BE INTERCONNECTED WITH PRIMARY POWER 9. PROVIDE DRAINAGE AROUND FOUNDATION UNLESS BUILT ON WELL -DRAINED GLAZING LESS THAN 36 INCHES ABOVE ANY STAIR STRESS CAPACITY OF 750 LBS (R507.2.4) SOURCE FROM THE HOME 8 WITH BATTERY BACKUP. (R314.4) GROUND OR SAND -GRAVEL MIXTURE SOILS. (R405.1) WALKING SURFACE 8 WITHIN 60" HORZ. OF BOTTOM TREAD GLAZING 12. DOOR AND WINDOW HEADERS TO BE AS NOTED 8 SUPPORTED W/ JACK GLAZING IN WALLS CONTAINING BATHTUBS/SHOWERS WHERE THE BOTTOM 9. FOUNDATION CRIPPLE WALLS SHALL BE FRAMED OF STUDS NO SMALLER THAN STUDS PER TABLE R5D25(1) 8 (2). LOAD-BEARING HEADERS ARE NOT REQUIRED 11. CARBON MONOXIDE ALARMS TO BE INSTALLED IN THE IMMEDIATE VICINI I Y 10. FOR SEISMIC ZONES D1 8 D2: FOU NCATIONS WI STEM WALLS SHALL BE EDGE OF THE GLAZING IS LESS THAN 60" ABOVE WALKING SURFACE THE STUDDING ABOVE. CRIPPLE WALLS SUPPORTING BEARING WALLS WITH A IN INTERIOR OR EXTERIOR NONBEARING WALLS. A SINGLE 2 x 4 MAY BE USED (WITHIN 15') OUTSIDE BEDROOM AREAS. (R315.3) � j r PROVIDED WITH A MIN. OF (t) #4 BAR WITHIN 12 INCHES OF TOP OF WALL & (1) N4 AND IS LESS THAN 60" MEASURED HORIZONTALLY AND IN A STRAIGHT STUD HEIGHT LESS THAN 14' SHALL BE CONT. SHEATHED ON ONE SIDE PER FOR OPENINGS UP TO 8 FT. IF VERTICAL DISTANCE TO NAILING SURFACE ABOVE r•In. v BAR LOCATED 3-4 INCHES FROM BOTTOM OF FOOTING AS REQUIRED. (R40-1.3.1) LINE FROM THE WATER'S EDGE OF THE BATHTUBISHOWER TABLE R602.3(1) OR CONSTRUCTED OF SOLID BLOCKING. CRIPPLE WALL IS NOT MORE THAN 24 INCHES- (R602.7.2) 12. ALL BATH, WATER HEATER, DRYER & RANGE HOOD & MICRO 10 VENT TO THE GLAZING IN WINDOWS WHERE INDIVIDUAL PANEL MEETS ALL ITEMS BELOW: BRACING REQUIREMENTS PER (R602.9; R602.10.1 1) OUTSIDE. (CHPT 15) ON A 2 POUR SYSTEM PROVIDE (1) 04 VERTICAL WITH A STANDARD HOOK AT 4 FT. EXPOSED AREA OF > 9 SF 13. BLOCK TO FOUNDATION BENEATH ALL COLUMNS, BEAMS, GIRDERS. O.C. THAT EXTENDS 3 INCHES CLEAR OF THE BOTTOM & EXTENDS A MINIMUM OF BOTTOM EDGE IS - 18" A.F.F, 13. MICROWAVE TO HAVE A DEDICATED 20 AMP CIRCUIT. A/ 14 INCHES INTO THE STEM WALL. (R403.1.3.1) TOP EDGE IS > 36" A.F.F. 14. ROOF VENT CAPS TO BE LOCATED AT REAR ROOF SLOPES WHERE POSSIBLE. REINFORCING STEEL SHALL COMPLY WITH THE REQ'MENTS OF ASTM A 706 FOR WALKING SURFACE IS LOCATED WITHIN 36" HORZ. PROVIDE 1 SO. FT. ATTIC VENTILATION PER 300 SO. FT. ATTIC SPACE WITH AT LEAST 40% AND NOT MORE THAN 50% OF VENTS NO MORE THAN 3 FT. BELOW 14. IN SEISMIC ZONE D7 8 D2, WATER HEATERS SHALL BE ANCHORED OR STRAPPED TO RESIST HORIZONTAL DISPLACEMENT. STRAPPING TO BE LOCATED ENERGY CODE LOW -ALLOY STEEL WITH A MIN. YIELD STRENGTH OF 40,000 PSI GRADE 40 10. FURNACE, WATER HEATER. DRYER, OVENIRANGE AND BATH FANS TO VENT THE RIDGE OTHERWISE 1 SO, FT. TO 150 SO. FT. OF THE AREA. (RB06.2) WITHIN THE UPPER ] AND LOWER j OF THE APPLIANCES VERTICAL DIMENSION. 4 /1 (R403.1.3.5.1) TO EXTERIOR. ALL SWITCHES, PILOT LIGHTS AND BURNERS TO BE A MINIMUM OF (M7307.2) V uj 11. PROVIDE A GROUNDING ELECTRODE CONNECTED TO A 20 FT. 94 18 INCHES A.F.F. WHEN LOCATED IN THE GARAGE. ICHPT 15) (G2408.2) REQUIREMENTS 15. PROVIDE MIN. 1 INCH SPACE BETWEEN INSULATION AND ROOF SHEATHING WHERE EAVES VENTS ARE INSTALLED. (R806.3) BAFFLES OF DURABLE RIGID 15. ATTIC AREAS WITH FURNACE EQUIPMENT SHALL HAVE ONE LIGHT FIXTURE J ` L ! REINFORCEMENT IN THE FOOTING. (R403.1.8) 11. FIREPLACES TO BE INSTALLED PER MANUFACTURES INSTRUCTION 8 MATERIAL SHALL BE PROVIDED TO PREVENT OBSTRUCTION OF VENT OPENINGS, AND ONE OUTLET INSTALLED AT OR NEAR APPLIANCE WITH SWITCH LOCATED EQUIPPED WITH PROPERLY SIZED 8 LOCATED EXTERNAL AIR SUPPLY. (RIOD4.1) INSULATION SHALL NOT OBSTRUCT VENT OPENINGS (N1104.2.5) AT ACCESS AREA. (M7305.1.3.1) /L� O O _ 12. PROVIDE t SO. FT CRAWL SPACE VENTILATION PER 150 SQ. FT. OF (R1005.1) (62434,1) UNDER -FLOOR AREA. OPENINGS SHALL BE EVENLY SPACED TO PROVIDE CROSS 2017 OREGON RESIDENTIAL SPECIALTY LODE 16. ATTIC ACCESS SHALL NOT BE LESS THAN 22 INCHES x 30 INCHES ROUGH 16. GARAGE DUPLEX OUTLETS: ONE OUTLET LOCATED ON THE BACK WALL, \1/J I ' �J VENTILATION. ONE SUCH OPENING SHALL WITHIN SIO OF EACH CORNER. MIN. HANDRAILS SHALL CONTINUOUS 8 NOT LESS THAN ES OR HIGHER PRESCRIPTIVE ENVELOPE REQUIREMENTS -TABLE N1101.1 OPENING WITH MINIMUM OF 30 INCHES UNOBSTRUCTED HEADROOM ABOVE ONE FOR EACH PARKING STALL AND ONE OUTLET WHEN OPTIONAL v L E CODE REQ'MENT OF 1 S0. FT. CRAWL SPACE VENTILATION PER 1500 SD. FT. THAN 381NCHE5, GUARDRAILS PROTECTING DECKS OR BALCONIES SHALL NOT THAN RD BALCONIES (1J ACCESS OPENING. (8807.1) IRRIGATION SYSTEM IS SELECTED, UNDER FLOOR AREA (R408.2 EXCEPTION WI USE OF CLASS I VAPOR BARRIER - BE LESS THAN 36 INCHES ABOVE WALKING SURFACE OR ADJACENT FIXED SEE NOTE 13) SEATING. SPACE BETWEEN RAILS SHALL NOT HAVE OPENINGS WHICH ALLOW VERTICAL GLAZING (INCLUDES SLIDING GLASS DOORS) U-0.30 17. PATHWAYS TO ATTIC INSTALLED FURNACE SHALL BE UNOBSTRUCTED 17. MINIMUM REQUIRED EXHAUST RATES (INTERMITTENT OR CONTINUOUS) PER PASSAGE OF A SPHERE 4-318' IN DIAMETER. (8311.7.6) (8312.1.2) (8312.1.3) EXTERIOR DOORS CONTINUOUS SOLID FLOORING NOT LESS THAN 24 INCHES WIDE NOR LONGER (TABLE 101507.3) /r 13. SHEET ALL EXPOSED EARTH IN CRAWL SPACE WITH 6 MIL. BLACK EXTERIOR DOORS w/MORE THAN 25 SO. FT. GLAZING U-0.40 ORE T THAN 20 F7. (101305.1.3) A. RANGE HOOD IN KITCHEN AREA - MIN. 150 CFM INTERMITTENT \� POLYETHYLENE, SEAMS SHALL BE OVER LAPPED MIN. OF 6INCHES 8 TURN 6 13 EMERGENCY ESCAPE 8 R"CIIE OPENING MIN. NET CLEAR OPENINGS 7 BE., FIAT CEILING R_49 B. EXHAUST FAN IN BATHROOMS - MIN. 80 CFM INTERMITTENT OR 20 CFM �/ P F N ATI N WALL. 8408.7' 8408.3 INCHES U OU D O ( ) F 7 R MIN. OPENING HEIGHT 24'. MIN. OPENING WI1771i 20', SILL HEIGHT O NO MORE VAULTED CEILING R -30/U.033 18. IF ICE BARRIER IS REQUIRED INSTALL AT THE LOWEST ROOF EDGE TO A CONTINUOUS i LT THAN 44" A.F.F. (8310.1( (8310.2', 83102.2; POINT AT LEAST 24 INCHES INSIDE THE EXTERIOR WALL LINE OF THE BUILDING. C. TOILET ROOMS W/O BATHING •MIN 50 CFM uj 14. ALL WOOD IN DIRECT CONTACT WI CONCRETE SURFACES, OR WITHIN 18WALLS ABOVE GRADE' INCLUDING CRIPPLE WALLS 8 RIM JOIST AREAS R-21 VERIFY WITH LOCAL JURISDICTIONS IF REQ'D IN AREAS WHERE AVG. DAILY (CHPT 15 -TABLE (101507.3) 6 CHPT 16) INCHES OF EXPOSED EARTH (BEAMS/GIRDERS WITHIN 12 INCHES), EXTERIOR 14. ALL METAL PIPING SHALL BE BONDED. (E3509.6) TEMPS IN JANUARY IS 25' OR LESS OR HISTORY OF ICE DAMMING (8905.2.7.1) WOOD SIDING. SHEATHING AND WALL FRAMING LESS THAN 6 INCHES FROM 'INTERMEDIATE FRAMING REQUIRED (SEE DETAILS ON SHEET OE) 18. SOUND RATING FOR FANS IN BATHROOMS: MAX 1.0 SOME RATED FOR GROUND OR WITHIN 2 INCHES CONCRETE SLAB, DECK, PATIO TO BE APPROVED T 15. EXTERIOR JOINTS AROUND WINDOWS/DOOR FRAMES, BETWEEN WALL 1. EXTERIOR WALL CORNERS OR INTERSECTING PARTITION WALLS 19. TRUSSES SHALL BE CONNECTED TO TOP PLATES BY APPROVED CONNECTORS CONTINUOUS VENTILATION FAN OR MAX 3 SOME RATED INTERMITTENT FANS. w PRESERVATIVE TREATED MATERIAL. 8317.1 1 - I ( ) ()) VTI WINDOW OR DOOR FRAMES BETWEEN WALL 8 FOUNDATION CAVITIES ES 8 SHALL BE FRAMED ALLOW FULL INSULATION TO BE 04 HAVING A UPLIFT RESISTANCE NOT LESS THAN 175 LBS. 1 1 (M 507.3. ) 15. MINIMUM CLEARANCE FROM BOTTOM OF FLOOR JOISTS TO EXPOSED EARTH BETWEEN WALL 8 ROOF, BETWEEN WALL PANELS, AT PENETRATIONS OR UTILITY SERVICES THROUGH WALLS, FLOOR 8 ROOFS 8 ALL OTHER OPENINGS IN THE WITH 2. VOIDS IN HEADERS 140E GREATER SHALL BE FILLED WITH RIGID S (8802.10.5) USE H2.SA (OR EQUAL) HURRICANE CLIPS AT TRUSS TO TOP PLATE. BTC CLIPS MAY BE USED AT INT. NON-BEARING WALL LOCATIONS AT DISCRETION 19. ALL BATHROOMS SHALL HAVE A MECHANICAL VENTILATION SYSTEM r i IS 18 INCHES (1 FT FOR SEAMS 8 GIRDERS). (R317.1) EXTERIOR ENVELOPE SHALL BE SEALED IN A MANNER APPROVED BY THE INSULATION OF MIN. R-4 PER INCH OF CONTRACTOR FOR TRUSS ALIGNMENT AND ARE NOT REO'D BY CODE. CONTROLLED BY A DE-HUMIDISTATE, TIMER OR SIMILAR MEANS OF AUTOMATIC v BUILDING OFFICIAL. (WSEC 401.4.1.1) WALLS BELOW GRADE R-15 CONTROL. (M7507.4) 16. FLOOR SHEATHING TO BE &4" TBG LAID PERPENDICULAR 70 I -JOISTS FLOORS R-30 20. INSULATION REQUIREMENTS TO BE IN ACCORDANCE WITH ADOPTED STATE SPACED 16 INCHES UP TO 79.2 INCHES O.C. (TABLE 8503.1) 16. ONE LAYER APPROVED WATER RESISTIVE BARRIER SHALL BE APPLIED OVER FORCED AIR DUCT INSULATION R-8 CODE. (SEE INSULATION NOTE.) ALL INSULATION, VAPOR RETARDERS 8 VAPOR 20. HIGH EFFICIENCY INTERIOR LIGHTING SYSTEMS. ALL (100%) OF THE FASTENED TO WOOD FRAMING IAW TABLE R602.3(1) & (2) 8 FASTENER STUDS OR SHEATHING OF ALL EXTERIOR WALLS APPLIED HORIZONTALLY UPPER PERMEABLE MEMBERS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL CONTAIN HIGH -EFFICACY SCHEDULE. LAPPED OVER LOWER NOT LESS THAN 6INCHES. (R7032) WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 45C WHEN LAMPS. SCREW IN COMPACT FLORESCENT OR LED LAMPS COMPLY WITH THIS REVISIONS TESTED IAW ASTM E84 OR UL723. R302.10 REQUIREMENT. MAX. (2) LAMPS AT INTERIOR AND (2) AT EXTERIOR ARE NOT 17. WATER HEATER 8 FURNACES LOCATED IN THE GARAGE SHALL BE 17. WINDOWS SHALL BE INSTALLED PER WROTEN INSTALLATION INSTRUCTIONS TABLE N1101.112).ADDITIONAL MEASURES: iSELECT 1 FROM EACH CATEGORYI REQUIRED TO BE HIGH -EFFICACY (N1107.2-3) PROTECTED FROM AUTOMOBILE IMPACT. (M1307.3.1) AS PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. (R612.1) 21. FOR BEARING WALLS, REQUIRED HEADER SPANS OVER 5' TO BE SUPPORTED BY DOUBLE STUDS EPA WATERSENSE • • Y 18. RADON -MITIGATING CONSTRUCTION REQUIRED IN THE FOLLOWING 18. OPERABLE WINDOWS MORE THAN 72 INCHES ABOVE GRADE; SURFACE SHALL ENVELOPE ENHANCEMENT MEASURE. JACK 21. WATER CLOSETS SHALL BE LABELED WITH EFFECTIVE FLUSH VOLUME NOT EXCEEDING 1.28 GALLONS PER FLUSH (N7708.1.1)• • CURRE•I?I STOJ 010118• • COUNTIES: BAKER, CLACKAMAS. HOOD RIVER, MULTNOMAH, POLK. WASHINGTON B YAMHILL.(APPENDIX F) HAVE WINDOW SILL ABOVE 24 INCHES A.F.F. UNLESS A WINDOW OPENING LIMITATION OPERATING DEVICE IS INSTALLED, (R312.2.1) P6 -EFFICIENCY THERMAL ENVELOPE UA 22. BUILDINGS WITH COMBUSTIBLE CEILING OR ROOF CONSTRUCTION SHALL HAVE AN ATTIC ACCESS OPENING TO ATTIC AREAS THAT HAVE A VERTICAL • 22. SHOWERHEADS SHALL BE EPA WATERSENSE LABELED WITH MAX FLOW • • • -HIGH PROPOSED UA IS 8% LOWER THAN CODE UA HEIGHT OF 30 INCHES OR GREATER OVER AN AREA OF NOT LESS THAN 30 EXCEEDING 2.0 GALLONS PER MINUTE (GPM) (N1108, 1.2) • • 19. INSULATION REQUIREMENTS TO BE IN ACCORDANCE WITH ADOPTED STATE 19. WINDOWS 8 DOORS SHALL BE FLASHED WITH APPROVED "-SEE SHEET OE - CALCULATIONS PROVIDED PER TABLE N1104 1(1)"" SQUARE FEET. THE VERTICAL HEIGHT SHALL BE MEASURED FROM THE TOP OF • • CODE. (SEE INSULATION NOTE.) ALL INSULATION, VAPOR RETARDERS S VAPOR CORROSION -RESISTANT FLASHING IAW CODE & COMPANY DETAIL. (R703.8) THE CEILING FRAMING MEMBERS TO THE UNDERSIDE OF THE ROOF FRAMING • _ PERMEABLE MEMBERS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 CONSERVATION MEASURE: MEMBERS. [R807.1) • • • WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX MOTTO EXCEED 450 WHEN 20. INSULATION REQUIREMENTS TO BE IN ACCORDANCE WITH ADOPTED STATE TESTED IAW ASTM E84 OR UL723. (R302.10) CODE. (SEE INSULATION NOTE.) ALL INSULATION, VAPOR RETARDERS & VAPOR A HIGH -EFFICIENCY HVAC SYSTEM 23. A DRIP EDGE SHALL BE PROVIDED AT EAVES AND RAKE EDGES OF SHINGLE • • • PERMEABLE MEMBERS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 GAS FURNACE WI tH MIN. AFUE OF 514% ROOFS. DRIP EDGES SHALL BE MECHANICALLY FASTENED TO THE ROOF DECK • • • • • WITH ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTEDD 302.10) LAW ASTM E84 OR UL723. (8 NOT MORE THAN 12 INCHES O.G. WITH FASTENERS AS SPECIFIED IN SECTION 8905.2.5. UNDERLAYMENT SHALL BE INSTALLED OVER THE DRIP W • • • QL7 •�-rr• f) N • • 'K•*S`-'• NOTE: FOR NON -GAS COMMUNITIES, SUBSTITUTE THE FOLLOWING FOR EDGE ALONG EAVES AND UNDER THE DRIP EDGE ALONG RAKE EDGES. • • • • FLOOR ASSEMBLIES (UNLESS EQUIPPED WITH FIRE SPRINKLERS OVER MEASURE A • • CR CES) CRAWL SPACE NOT INTENDED FOR STORAGE OR FUEL -FIRED APPLIANCES) • SHALL BE PROVIDED WITH ilY GYPSUM BOARD ON THE UNDERSIDE OF THE FLOMING (8302.7.3) OR FRA D • HIGH -EFFICIENCY WATER HEATER • ELECTRIC HEAT -PUMP WATER HEATER M MEETING STANDARDS OF TIER 1 NORTHERN CLIMATE SPECIFICATION PRODUCT NAIL USE CHART FOR PRESCRIPTIVE • • • • • • • • • • • • HOME CONSTRUCTION •• NOTIEE -F; owes LENGTH 6 WIRE SIZE PENNY WEIGHT NAME AREA OF USE IN BUILDING SPACING PER PRESCRIPTIVE CODE 2-112", .113 GALVANIZED 6d BOX LP LAP SIDING, 414 FACIA 8 TRIM PER MANUFACTURER'S SPECSATE 2-1/Z x.131 8d COMMON RING SHANK FLOOR & ROOF SHEATHING, OSB & LP SMART -PANEL SHEAR WALLS V O.C. EDGE & 1T C.C. FIELD, SEE V SHEETS 4 3•X.131 1Dd FRAMER GENERAL FRAMING3EACH STUD DRAWNi_ K KED BY' N S] 3-1/4"x.148 16d VINYL SINKER SIMPSON HARDWARE 8 HAND FRAMING HAND NAILING - I , 1-1/2' x .148 HOT DIP 1 I TECO HANGER USE, PRESSURE TREATED WOOD, 8 EXTERIOR USE PER MANUFACTURER'S SPECS - 1-1/2x.146 I0d TECO HANGER USE, NON -PRESSURE TREATED WOOD ON INTERIOR PER MANUFACTURER'S SPECS -- •• I FULL -DEPTH I115ULATION AT SCISSOR TRUSS FOR REMAINDER OF VAULTED AREAS PER PLAN SPECS } _ 1 l R-30 6AiT9 COMPRESSED a INTO AVAIL. CAVITY = R-21 j - EQUIV. INSULATION AT SCISSOR TRU-95 FOR APPROX. 24" FROM EXT. UA'_L ' SEE DETAILS 2/OE 4 31 FOR 24" APPRO:t OTHER NOTES SCISSOR TRUSS, TYP. INDICATES FLAT CEILING AREA WITH FULL-0EPTH INSULATION AS SPEW INDICATESVAULTEDCEIUNG AREA WITH COMPRESSED INSULATION AS SPEC'D ®INDICATES VAULTED CEILING AREA WITH FULL -DEPTH INSULATION AS SPECT) SBC STANDARD BASE CASE PA PROPOSED ALTERNATIVE ROOF FRAMING ASSEMBLY PER PLANS INSULATION AS REQ'D, SEE PLAN INSTALL BAFFLES AT REQ'D VENT AREAS TO MAINTAIN I" CLEAR SPACE DBL TOP PLATE RIGID FOAM INSULATION (R-4 PER INCH) FOR ALL VOIDS OF I" OR GREATER REQ'D AT HEADER -- 4x HEADER AS REQ'D (SEE PLANS) FLAT 2. AT ROUGH OPENING 3 4x HEADER DETAIL, TYP. OE 1" = V-0" VAULT AREA 1 SBD = 52 SF AT R-30 PA = 52 AT R-21 ROOF FRAMING ASSE^161-Y PER PLANS - -INSULATION 45 REO'D, SEE PLAN INSTALL BAFFLES AT REQ'D VENT AREAS TO MAINTAIN W CLEAR 5PAGE D®L TOP PLATE �— RIGID FOAM INSULATION (R-4 PER INCH) FOR ALL VOIDS OF I" OR GREATER REO'D AT HEADER - SPYLE VERT. 2x HEADER AS SPEC'D (SEE PLAN5) FLAT 2x AT ROUGH OPENING (T) 2x HEADER DETAIL, TYP. OE 1" = V-0-0" ROOF INSULATION DIAGRAM_ SCALE: 11f: = I'-0' (24 x 36 SHEET) 0 2' A' S' t0' SCALE: 1B" I'-0' (11 x 11 SHEET) 1 Dwrs withovl Glad ng INTERIOR INTERSECTING INTERIOR LU WALL 1 EXTERIOR 3 -STUD CORNER FRAMING ONLY, PROVIDE FULL -DEPTH INSULATION AT EXT. CORNER PROVIDE (2) 2x6 'L' BLK'G BEHIND INTERSECTING WALL, PROVIDE FULL -DEPTH INSULATION AT INTERSECTING PARTITION WALL SEE ORSC TABLE Rf0FOR FASTENING REOT-1ENTS •C- 1 1 CORNER FRAMING, TYP. OE 1" = V-0" dmkl RESIDENTIAL THERMAL PERFORMANCE CALCULATIONS For EnvekW Enhancemerd Measure S6 • 2017 ORSC - TABLE N1104.1(1) +• n..,•a �o Yellow nelds require a value to be enlered NneM)s aeoffBabb. Uee the drop down menu_ in Delds_w"uh."SELECT ITEM" IF Ileld Is "care. Job Name: EDGEWOOD PLAN - ELEVATIONI OR It permit a: Standard Base Notes BUILDING COMPONENTS Fiat ceilings Vaulted ceilingsTotal area of ALL Wall Surfaces 85% of Tolal wall area W indaws=l5% of Total wal area Underfloor Slab edge (enter inset feel) Skylights Exterior Doors Doors with >2.5f? glazing Case AA- — L'-facror Areas i U u.c21 14.91 23.03 1350 Arca Flat ceilings 1147.5 0.054 67.70 0.0`_•.5 2025 03W 60.75 14Da o u33 46.x6 Vaulted ceiings (Area 2)-' D.520 0.00 T1A Proposed Alternative 52 698 0033 23.03 1350 Arca Flat ceilings R-21 O, intermaltate Naming 11!12 0.0`_•.5 2025 03W 60.75 14Da o u33 46.x6 Vaulted ceiings (Area 2)-' D.520 0.00 0.500 O.DD 3$.5 0.200 0.400 7.70 0.00 aunt ztuao R-49,Cmnenticnallrem 710 0.43i'll 14.91 Proposed Alternative 52 BUILDING COMPONENTS R-Yalue Cons[rucflan Areqs twaclor Arca Flat ceilings R-21 O, intermaltate Naming 11!12 0.0`_•.5 70.33 Vaulted ceilings (Area t )" 0 1406 0.000 0.033 0.00 46.46 R-t0.31ab edge 4 Vaulted ceiings (Area 2)-' 0.540 0.00 Conventional wood -named walls Mixed or Other wall types Underfloor Slab edge 8 Underslab R-49,Cmnenticnallrem 710 0.43i'll 14.91 R-21, Scar truss 52 0.0521 2.70 R-38, Scissor truss 646 0.027 17.44 R-21 O, intermaltate Naming 11!12 0.0`_•.5 70.33 SEE Walls Overall U -Factor Tab R-30, _ oa 0 1406 0.000 0.033 0.00 46.46 R-t0.31ab edge 4 0 0.540 0.00 UesignBGOn f-bnL:auclir n Dwh� UF•uor Hrend 6 Rlndci Number jVtovrde t f Cur I Insulatedconcrete Form Walls C O,bO TOTAL WINDOW. DOOR ANO SKYLIGHT )Input on Window. door and wnft_;I faroride omducLsul.>wralsJ Windows from Window Tab 158 0 2701 43 87 Skylight. Irom Skylight Tab 0 0 000 0 -WI Exterior Doors Irom Door Tah 35 5 0 t AIIi 30 Doors With >2.51e glaring It0.000 0.00 Sum 301.10 PASS w FAIL, PASS .e 6` Building Codes Division ♦ Department of Consumer and Business Services ♦ State of Oregon b 1535 Edgewater St. NW. Salem. OR 97304 a P.O. Box 14470, Salem, OR 97309-0400 s5 )Ow Tv •l Enl Mass 20 1114 )oo,T pq ., aa. 41iouse 189 0 la Mor T • - 3 )oar'r.4 )ooiTy 1111,5 3001 Tr 0 . 6 Mor T e - 7 30mT -8 Now Ty a-9 7o0rT - e 10 �re veroge Fwt UfaUa Toial: '- IY 9.140 hKlk,IA 2464 SW GLACIER PLACE REDMOND. OR 97756 PHONE 501.923.6607 FA%541.54811761 0.,0, LL 06 O c) W 00 ) d' r) LU LU 2 e• REVISIONS • CURRC4r.ASbj 010118• • r • • ENV�COPE •• :0: e sENHAROE�IENT•3• MEASURE #6 • • ' QRE'CON •.'• •• ENEf;GyCODL e• . --ROOFING AS SPEC 0. FAAX SHAKE AS SPECD. -FASCIA AS SPEC'D— - SIDING AS SPEC'D. — - TRIM 45 SPEC'D. __ -'k 9 SONRY AS SPEC'D. OPT. YA50NRT '- ENTRY PORCH `-OFT. WINDOWS --OFT. MA A5 SPEC'D. AS SPEC'D. AS SPECS. FRONT ELEVATION SCALE: I/I'-0(24 x 36 SHEET) 0 2' 4' S' 10' 6CALE:/4" ' B" !'-0' (IIx 11 SWEET) •�.. 0 . I._T._T-T- _. — 7 - I-- 1- T� T.T-T C7 .. _ ._ Is7�TtT.. T_ T T T . 72rii- I-1..�.I._[ iT:.7 -qq ��TLi.rL T T L:T.. '� 1_ 7...1' T' f T r - .L I 'ri S ( L; Z f ..r T r Y' '7' T I" f I S Tr.. 1.Tii—I r .Lt-rTi e 1T -r T_T.. y T --r.. I _ .r _ 1 T �z f -r-i �I1. 1 3 r 1 r T r 1 1 1 li-T-I ITrr k I I r.L.11 I.1.� i.l I I I f I l 1! !1 i I I LLi 1 I f I I I I I I I I 1 1 1.1.A.1..LJ.I.L111.1 ..I ..T Fy ! YL_ 7�. -f�' T T _ _ __.3. 6/17 i' 1 -OPT-FIREPLACE PATIO A6 9PEG'D. N5 2464 SIN GLACIER PLACE REDMOND, OR 87756 PHONE 541.823.8807 FAX 541.548.0761 OPT. COV. PATIO SEE 6NEET O6 FOR DETA'.LS REAR ELEVATION W SCALE: 1/4" - I'-0' (21 x 36 SHEET) 0 2' 4' B' 10' �( SCALE: 1/8" • I'-0' (11 x M SHEET) F_ [ 4 7 ------------------------------------------------------------------------------------------------- `T __ --I 7 OPT. COV. PATIO I' � �'' •vv�9O® i i i I SEE SHEET 06 FOR CETAILS i i� li ii ii II li ii I j PATIO A6 SPEC -D_' -0' EXT. � E70NC II -OPT. WINDOW LEFT ELEVATION 5CALE: 1/4" = 1'-0' (24 x 36 SWEET) 0 2- 4' 5' 10' SCALE: 1/S'' . I'-0' (IIx 11 SWEET) 99 -------------------------- -- ---------------------- IT rJ rJ 'JLJIi IJI I i I i i LJLJ:; Iii i A•� P9 ` 11 4 0 OPT. MAN DOOR ' OFT EX 9Too� NOTE: AFFROX.43SO. =T. RIGHT ELEVATION OPTIONAL MASONRY SCALE: 1/4" = 1'-0' (24 x 36 SHEET) 0�2' 4' S' 10' SCALE: 1/8" = V-0' (11 x 11 SHEET) OPT. 0 0 �_: O LL O� F� W V) (L l v W L r w r- 2 REVISIONS • • CURRE&T OS 8F•011816 • • • yT - it • • • it ••• • II • • • I it OPT. FIREPLACE, • • • • • • • i1 • • • •• jl •• ELE•V'ATIjJNS0 t goes FAT iO AS SPECD. SEE CS EAl] TOP PLATE -� 9 iq a a a F:N19W FLOOR -y T ' WINDOW SHATTERS AND PLANT SHELF AS SPEC',.- SEE DETAIL . --ROOFING AS SPEC 0. FAAX SHAKE AS SPECD. -FASCIA AS SPEC'D— - SIDING AS SPEC'D. — - TRIM 45 SPEC'D. __ -'k 9 SONRY AS SPEC'D. OPT. YA50NRT '- ENTRY PORCH `-OFT. WINDOWS --OFT. MA A5 SPEC'D. AS SPEC'D. AS SPECS. FRONT ELEVATION SCALE: I/I'-0(24 x 36 SHEET) 0 2' 4' S' 10' 6CALE:/4" ' B" !'-0' (IIx 11 SWEET) •�.. 0 . I._T._T-T- _. — 7 - I-- 1- T� T.T-T C7 .. _ ._ Is7�TtT.. T_ T T T . 72rii- I-1..�.I._[ iT:.7 -qq ��TLi.rL T T L:T.. '� 1_ 7...1' T' f T r - .L I 'ri S ( L; Z f ..r T r Y' '7' T I" f I S Tr.. 1.Tii—I r .Lt-rTi e 1T -r T_T.. y T --r.. I _ .r _ 1 T �z f -r-i �I1. 1 3 r 1 r T r 1 1 1 li-T-I ITrr k I I r.L.11 I.1.� i.l I I I f I l 1! !1 i I I LLi 1 I f I I I I I I I I 1 1 1.1.A.1..LJ.I.L111.1 ..I ..T Fy ! YL_ 7�. -f�' T T _ _ __.3. 6/17 i' 1 -OPT-FIREPLACE PATIO A6 9PEG'D. N5 2464 SIN GLACIER PLACE REDMOND, OR 87756 PHONE 541.823.8807 FAX 541.548.0761 OPT. COV. PATIO SEE 6NEET O6 FOR DETA'.LS REAR ELEVATION W SCALE: 1/4" - I'-0' (21 x 36 SHEET) 0 2' 4' B' 10' �( SCALE: 1/8" • I'-0' (11 x M SHEET) F_ [ 4 7 ------------------------------------------------------------------------------------------------- `T __ --I 7 OPT. COV. PATIO I' � �'' •vv�9O® i i i I SEE SHEET 06 FOR CETAILS i i� li ii ii II li ii I j PATIO A6 SPEC -D_' -0' EXT. � E70NC II -OPT. WINDOW LEFT ELEVATION 5CALE: 1/4" = 1'-0' (24 x 36 SWEET) 0 2- 4' 5' 10' SCALE: 1/S'' . I'-0' (IIx 11 SWEET) 99 -------------------------- -- ---------------------- IT rJ rJ 'JLJIi IJI I i I i i LJLJ:; Iii i A•� P9 ` 11 4 0 OPT. MAN DOOR ' OFT EX 9Too� NOTE: AFFROX.43SO. =T. RIGHT ELEVATION OPTIONAL MASONRY SCALE: 1/4" = 1'-0' (24 x 36 SHEET) 0�2' 4' S' 10' SCALE: 1/8" = V-0' (11 x 11 SHEET) OPT. 0 0 �_: O LL O� F� W V) (L l v W L r w r- 2 REVISIONS • • CURRE&T OS 8F•011816 • • • yT - it • • • it ••• • II • • • I it OPT. FIREPLACE, • • • • • • • i1 • • • •• jl •• ELE•V'ATIjJNS0 t goes FAT iO AS SPECD. SEE CS EAl] SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION PT. COV. PATIO SEE SHEET C6 S.-0. 6'-5' OPT. F.P. PATIO 'A CLJNC I �D3 i li 5065 3040 li SLD GLS SLIDER Ip BLK'G. I BLK'G. I FP. OPT. FP. OPT. 3 I DINING Q VAULTED 5 FIXED CARPET i OPT GREAT ROOM w CF AUL.F N CARPET AN ' � • VAULT LINE 1 - � a 3. ® it 3 e • � �I II Dw ,: � I 4'I 4040 SLIDER e EGRESS I • V s. W U � 0 A I �, oI inI _ _TY-.__ FT 4 0 �I _iD n 3040 'L [DER �w s � U i Ll 6'-2' KITCHEN � VAULTED CF. 5ilE4f.•. .. 8._4, VM1-F77 — — W ° MASTER '-- BIPA55 ez a9 VAUL7ED _ CMUET REF. o LAUNDRY _ r - _ _ PANTRY 7.'9• u'a R. VINYL Gam. ` � FRAME WALL . 16" OZ. 2 L4' FOR CABINETS 5065 GF. 26680`Q 5IPA55 V 41 p 2868 BEDROOM 3 $ HALL CARET I CARPE- rv� 2.4 WALL w/ DEL.p HORIZ BLK'G.® 2868 -! 2668 18" 1 36" AFF. TO AN DOOR .D PROTECT MECH. W/STOOP ,'� 3'-4' 6'-i0' 3'-8' 2.6 FILLER R45 a o ` Av mZ WC _ 2465 CF. S 4H. - I M BATH - x 1' 9' 0.G� vII�', 2468 ,l ,L/I L'. ' 2 e" 24015 iw—tt dI'�� W.I.C. (� } l' -S' CLG �t ' w LIC, T' -9• CLy1 y�- jl CARPET Ll ROD • SHELF 4 CARP5TI I=- R 5 2468 I LINE - - Y-4' 4--4- KITCHEN � VAULTED CF. 5ilE4f.•. .. 8._4, VM1-F77 — — W ° MASTER '-- BIPA55 ez a9 VAUL7ED _ CMUET REF. o LAUNDRY _ r - _ _ PANTRY 7.'9• u'a R. VINYL Gam. ` � FRAME WALL . 16" OZ. 2 L4' FOR CABINETS 5065 GF. 26680`Q 5IPA55 V 41 p 2868 BEDROOM 3 $ HALL CARET I CARPE- rv� 2.4 WALL w/ DEL.p HORIZ BLK'G.® 2868 -! 2668 18" 1 36" AFF. TO AN DOOR .D PROTECT MECH. W/STOOP ,'� 3'-4' 6'-i0' 3'-8' 2.6 FILLER R45 a o ` Av mZ WC _ 2465 CF. S START a GARAGE T'A' CLG p TYJ TYP ___ • ry CARPET ` 5068 3 B 3 ti •+ m B:PASS � p InI I PORF'H6 16010 I. - OVERHEAD 3050 3050 4H. - I OPT. ZERO CLEARANCE FIREPLACE, VERIFY DIMENSIONS - x BATH 24;15 o ENTRY L'. ' GLG IN VYL -12 LF CARPET m l'-5' LLG TILE 3 CI RANGE w/ HOOD / MICRO ABOVE .2665 - of 2_-6JR 4 .2 -01, BEARING IL'ALL� mI x N+ iy • 3065 ; - 40.-0. ' y — I OL 0 CI ATTIC ACCESS - SEE ROOF PLAN 101, PLANT LEDGE ABOVE - 15" DEEP FIJ,ED OPTIONAL 36" D. STAND-UP SHOWER - BEDROOM 2 ° ADJUST WALL FRAMING / BLK'G. ACCORDINGLY T=MF) 2x6 SCRAP BLOCKING- VERIFY HEIGHT M FIELD 12 l'-9' LLG m . 19 START a GARAGE T'A' CLG p TYJ TYP ___ • ry CARPET ` 5068 3 B 3 ti •+ m B:PASS � p InI I PORF'H6 16010 I. - OVERHEAD 3050 3050 4H. - I OPT. ZERO CLEARANCE FIREPLACE, VERIFY DIMENSIONS - 56L HUNG SGL HUNG I 42"h 2x6 HALF -WALL w/ COUNTER BAR L'. SEE DETAIL EGRESS EGRESS REQUIRES 14-1/2" IN THE CLEAR FROM CENTER OF MICROWAVE CI RANGE w/ HOOD / MICRO ABOVE CI SINK w/ DISPOSAL T.6. 4 2_-6JR 4 .2 -01, 14'-0' 6'•0' CI, 40.-0. ' TQ D8 6'. 20' U -K _FLOOR PLAN 5CALE: 1/4" 1'-0'124 x 36 SHEET) 0 2' 4' S' i0' SCALE: I/E" • 1'-0' (II x 11 SHEET) C KEYNOTES SII BYM. DBBORIPTION I OPT. ZERO CLEARANCE FIREPLACE, VERIFY DIMENSIONS - PRIOR TO ROJGH FRAME - SEE DETAIL ON D3 SHEET I 42"h 2x6 HALF -WALL w/ COUNTER BAR L'. SEE DETAIL 06 REQUIRES 14-1/2" IN THE CLEAR FROM CENTER OF MICROWAVE CI RANGE w/ HOOD / MICRO ABOVE CI SINK w/ DISPOSAL CI PURR OJT HEADER w/ FLAT 2x BLK'G. TO ENSURE GARAGE DOOR TRACKING HA5 ADEQUATE BACKING - VERIFY TRACK W LOCATION PRIOR *O INSTALLATION CI, CRAWL SPACE ACCESS - SEE FOUNDATION PLAN DRYWALL WRAPPED OPENING - FRAME FOR DOOR CI SIZE INDICATED CI ATTIC ACCESS - SEE ROOF PLAN 101, PLANT LEDGE ABOVE - 15" DEEP OPTIONAL 36" D. STAND-UP SHOWER - II ADJUST WALL FRAMING / BLK'G. ACCORDINGLY 2x6 SCRAP BLOCKING- VERIFY HEIGHT M FIELD 12 SEE DETAIL 4/D2 2.6 SCRAP BLOCKING • WALL MOUNTED CABINETS 19 VERIFY WITH CABINET LAYOUT SEE DETAIL 4/02 ROUGH FRAMED OPENINGS: BI -FOLD: 52" x 61" B[ -PASS: 53 1/4" x DOOR 51ZE ARCHED HALLWAY OPENINGS: FRAME CENTER CF ARCH 1112 BELOW WINDOW HEADER HT. - NDR TO BE TIGHT TO TOP PL. NOTES • INTERIOR WALLS w/ CABINETRY TO BE FRAMED 16' OL. TO PROVIDE ADEQUATE BLOCKING FOR CABINETS 'F FRAMING DIMENSION ARE NOT 514OWN ON OP'TICNS, REFER TO STANDARD PLAN FOR LOCATIONS/DII IONS HINGED DOORS w/ NO DIMENSIONS TO BE FRAMED APPROX 4' FROM ADJACENT WCL_ ON HINGE BIDE OF DOOR AS ALLOWED. (NO LESS '.LAN 4'i DOUBLE DOORS OR OPENINGS w/ NO DIMENSIONS TO BE CENTERED BETWEEN ADJACENT WALLS AS ALLOWED SYMBOLS LEGEND �o 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-9236607 FAX 541-546-0761 ------- HIDDEN LINES INDICATE OPTIONAL PLANS 2x6 FRAME WALL W/ ETUDE AT 16" OG. REVISIONS 2x4 FRAME WALL W/ STUDS AT 24' O.G. • • EM= KITCHEN CABINET WALL FRAMED AT 16" C.C. • • • CURREtf ®S &F.011816 • • INTERIOR BEARING WALL INDICATION • • • 2x6 RAKE -FRAMED WALL • • • • • (STUDS FULL HEIGHT TO VAULT AT 16" OZ.) • ® BLOCK INDICATION -~ • CF. CHANGE N FLOORING • C1. CHANGE 'N CE IL NG LINE • • • • • R48 ROD 4 SHELF • • **:On HOSE BIBS LOCATION •• • DESCRIPTION MAIN LEVEL 1408 SO. FT. BEDROOMS 3 BATHS 2 GARAGE 403 SQ. FT. COVERED PORCH 15 SQ. FT OPT. COVERED PATIO 144 50. FT •• FLO.@R-PLAN-. •••• I SEE CS EA2]J •• W - 06 0 LL 0 a W W W Li 1 ------- HIDDEN LINES INDICATE OPTIONAL PLANS 2x6 FRAME WALL W/ ETUDE AT 16" OG. REVISIONS 2x4 FRAME WALL W/ STUDS AT 24' O.G. • • EM= KITCHEN CABINET WALL FRAMED AT 16" C.C. • • • CURREtf ®S &F.011816 • • INTERIOR BEARING WALL INDICATION • • • 2x6 RAKE -FRAMED WALL • • • • • (STUDS FULL HEIGHT TO VAULT AT 16" OZ.) • ® BLOCK INDICATION -~ • CF. CHANGE N FLOORING • C1. CHANGE 'N CE IL NG LINE • • • • • R48 ROD 4 SHELF • • **:On HOSE BIBS LOCATION •• • DESCRIPTION MAIN LEVEL 1408 SO. FT. BEDROOMS 3 BATHS 2 GARAGE 403 SQ. FT. COVERED PORCH 15 SQ. FT OPT. COVERED PATIO 144 50. FT •• FLO.@R-PLAN-. •••• I SEE CS EA2]J •• SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION FL-- SHTH'G. OVER DESCRIPTION ENGR'D. I -JOISTS OPT. STOOP: 4" CONC. SLAB ON COMP, GRANULAR FILL. PER LAYOUT=J _ 41 ILD�M - 7 ' a CRIB WALL A -KING STUD SE� STMIBOLSI LEG D HE EA. ENE) •.LLe �� �_ _ ,__ _ I_ , PERIMETER - VERIFY PRIOR TO POUR - — 4.6 HEADER, CRIB WALT PER �T�'� TYP. U.N.C.PLAN ` ./0 / 2x STUDS _ -- . 24" O,C. MAX. 4 2x TRIMMER 4 a•• DBL. TOP PLATE - -' ' i I TYP. ix P.T. SILL P_AtE W CONIC. FTG. PERii--- -- z W:? L PLAN w/ (1) 4 BAR CONT. AND I/2"x T" I -==c3h=,== LUQ„ ANCHOR BOLTS BOLTS a 6'-0' OL, TYP. MIL BLACK �- _ _ __ c --------- ------ �6 POLYE7HYLENE SHEETING OVER i,//�// /ii,// //�/}./\/�./i /i.//j�•�//\//�/, O" MIN. EXPOSED GROUND 1✓ 4�1=AR /NTS ) CRIB WALL BLOCK-OUT DETAIL, TYP. Al 1" = 1'-0" VENTILATION CALCULATION: CRAWLSPACE AREA: 1,323 FT2 VENTILATION AT 1/300 = 4.41 FT2 8" x 16" VENTS PROVIDE 0.67 FT2 / EA. 7 OTY. x.67 FT'/EA = 4.69 FT2 PROVIDED ADJUST JOIST LAYOJT — - '- - FOR PLUMBING AS NEEDED (3" MAX. OPT. COV, PA 110 StE SHEET 06 4y_- 1 14- r,F=r PATIO ---------------------- �START `V 5 _ I .. I - _ _ .- I FLOOR 8Y8TEM r--, 3/4" TIG W ( OVER -Z-1/21= I l I r j I -JOISTS • 19]" O.C. 5 2 6' 10' l l l l l l _.• " 1 1 I frEE 5']'.�Pe E.CYB i IIIIIIIII IIIA ill, l' Illllllltl 111,1'111, Ifilllllll IIIIIII,I 1 - : r -- ----------------------- ----- DESCRIPTION L1 OPT. STOOP: 4" CONC. SLAB ON COMP, GRANULAR FILL. (3) "4 EACH .�Y _ 41 ILD�M - 7 ' a CRIB WALL 10" VERIFY PRIOR TO POUR SE� STMIBOLSI LEG D PATIOIPORCH; 4" CWC. SLAB ON COMP. GRANJ'_AR FILL. SLOPE MIN. 2% FROM HOUSE. THICKEN SLAB 10" PERIMETER - VERIFY PRIOR TO POUR 0 Ix EXPANSION JOIN75 WHERE SHOUN 6 AT PERIMETER • INSURE 18"x30" CLEAR FOR CRAWL ACCESS - ADJUST GARAGE 2 JOIST LAYOUT AS NEEDED. SEE LPI LAYOUT FOR O 3: HANGER SPEC / ATTACHMENT DETAIL. I C>Q DEPRESS DRIVEWAY 1/2" AT GARAGE DOOR a b".8" XII SCREENED VENTS w/ ADJUST. DAMPERS _ _-- - __ rI -- ACCESS WHERE SHOWN, TYP. (SEE DETA:_ I/A3) o 4" CWC. SLAB ON COMP. GRANULAR FILL. 2x4 CRI® WALL - I SEE LEGEMD .. r c�I II L M I _ I� l_ A III6 PORCH A- - - - - - - `B i ----- -- — . ------------- --------------- I PER SITE CONDITIONS, SEE DETAIL 5/DI FOR 1 STEPPED FOUNDATION WALL AS NEEDED GONG.DRhA leer atte plan) 11 FOUNDATION - FLR. FRAMING 5C ALE: 'J1" . 1'-0' (24 x 36 SHEET) 0 2' A' 8' 10' SCALE: 1/8" = I'-0' (11 x IT SHEET) 1 I I 2 TTP I i b KEYNOTES -SYM. DESCRIPTION L1 OPT. STOOP: 4" CONC. SLAB ON COMP, GRANULAR FILL. (3) "4 EACH .�Y SLOPE MIN. 2% FROM HOUSE - VERIFY PRIOR TO POUR OPT. MANDOOR: BLOCK OUT STEM WALL - 2'-6' 10" VERIFY PRIOR TO POUR �/ PATIOIPORCH; 4" CWC. SLAB ON COMP. GRANJ'_AR FILL. SLOPE MIN. 2% FROM HOUSE. THICKEN SLAB 10" PERIMETER - VERIFY PRIOR TO POUR 0 Ix EXPANSION JOIN75 WHERE SHOUN 6 AT PERIMETER • INSURE 18"x30" CLEAR FOR CRAWL ACCESS - ADJUST L JOIST LAYOUT AS NEEDED. SEE LPI LAYOUT FOR O 3: HANGER SPEC / ATTACHMENT DETAIL. CWT. FOOTING AS BOND BEAM w/ (2) •4 BARS CWT. C>Q DEPRESS DRIVEWAY 1/2" AT GARAGE DOOR a b".8" XII SCREENED VENTS w/ ADJUST. DAMPERS LOCATIONS SHOUN, TYP. PROVIDE BREAK IN CRIB WALLS • FOOTING- FOR ACCESS WHERE SHOWN, TYP. (SEE DETA:_ I/A3) 10 4" CWC. SLAB ON COMP. GRANULAR FILL. SLOPE MIN. I% TO OVHD. DR. II 4' CONC. SLAB ON COMP. GRANULAR FILL. SLOPE MIN. 2% FROM HOUSE. FOOTING SCHEDULE BYM. FOOTING 81ZE ID6PTH 2'-0' x 2'-0' IO" RtINpORGEMEN7 AO (3) "4 EACH .�Y C/E 2'-6' 10" (3) •4 EACH WAY I �/ 3'-0' x 3'-0' 10" (4) "4 EACH JAY REINFORCEMENT 3" CLR. FROM BOTTOM AND SIDES - TYPICAL NO- : NOT ALL FOOTINGS SHOWN ON THIS SCHEDULE ARE CALLED OUT ON PLAN DIAGONALS COF'1JER5- MEASJREMENT A/J 1 61--85/8- EA 49'-0 V1' B/D 10'-0' C/E ?'-2 518' E/G 28'-31/2' E/J 50'-1_/8' F/H F/I 28'-31/2' 60'-11 1/2' hk47AA 2464 SW GLACIER PLACE REDMOND,OR 97756 PHONE 541-923-6607 FAX 541.548.0761 L J :'• W 16, ----- HIDDEN LINES INDICATE OPTIONAL FLANS - - - - 6" CWC. FNDTN. WALL ON 12"x 8" M'N. = CONC.FOOTING .1 RI AS REO'D. 06 ■ -- -' S" CWC. -ND7N. WALL ON 16"x 8" MIN. 0 u— • - - - - (R403.1.1 4 TABLE 103.1 - SEE DI SHEET) L �1 O 3: W LLJ C>Q .OR- - - - - 2x6 CRIB WALL w/ STUDS PER :01S7 LAYOUT Luw ---- (U •4 BAR CONT. AS DETAILED JOIST HANGER PER MANJF., UN.O. II I = k I I FNNCTF- A71ON DIAGONAL DIMENSIONS PROVIDED FOR REFERENCE ONL- AND ARE REVISIONS • MEASURED FROM END OF REFERENCE LINES (OUTSIDE EDGE OF FOUNDATION -YF'- UNLJ. J • M SYMBOLS LEGEND :'• 16, ----- HIDDEN LINES INDICATE OPTIONAL FLANS - - - - 6" CWC. FNDTN. WALL ON 12"x 8" M'N. • CONC.FOOTING .1 RI AS REO'D. (R403.1.1 / TABLE 103.1 - SEE DI SHEET) • • -- -' S" CWC. -ND7N. WALL ON 16"x 8" MIN. Y • • CWC. FOOTING w/ RE5AR AS REO'D. • - - - - (R403.1.1 4 TABLE 103.1 - SEE DI SHEET) -- - - 2.4 CRIB WALL w/ STUDS PER J016T LAYOUT •• • ON 12"x 8" CONTINUOUS CONC. FOOTING u/ (U •4 BAR _ON7. AS DETAILED e • .OR- - - - - 2x6 CRIB WALL w/ STUDS PER :01S7 LAYOUT ON 16"x 8" CONTINUOUS CONC. FOOTING w/ ---- (U •4 BAR CONT. AS DETAILED JOIST HANGER PER MANJF., UN.O. 00 3"4 PIPE BOLLARD 0 ® BEARING POINT LOCATION - PROVIDE SOLID BLK'G. OF MIN. MEMBER WICTH, UN.O. (FROM LOAD ORIGIN TO FOUNDATION) CURREIJT�OF9811616 • • •SOUkQA4TION: SEE CS I A31 1 ••Y SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION > OPT. COV. r-1 rlo 40'-0' GABLE ENC TRUSS P GIRDER w/ OPT. FIREPLACE ( L TOP E REMOVED wl TV -( I a OVE OPT.) Y 4x6 HDR 4.8 DR 4x6 -DR. 07- a � I I I I. I I I I I I ISI I I_ I I I II I I II 4F ,� NT�ROR �"AIILT CINE 1- j� ' I n I L-- T M/_�■ III I I r INTERIOR) VAUjT LINEI-_ / IRLaNT $HELP -- i -- -------i ---- J :'I RLAN6HOR A6 y'.. Q OBJ P. 0FIr27 �II�— ----- vl J Ck ZG M,VELEV I�CLIP T III ,F•F.ATCLG. ELEVII CLIP W 15�'� -777 7Z Is 4x w I mzm—?I I i I I I Iry FURN�E PL~a1FOR�� �JI SEE DETAIL II 1 III M A L 4xb DR OVE -FRA 5 O'7. I START i. Q L— I ROOF FRAMING ASSEMBLY PER PLANS _—IN5U_ATI0N AE REOD DBL 'TOP PLATE - MAXIMIZE INSULATION IN HEADER CAVITT ~SINGLE VERT. 2. HEADER _ AS SPEC'D (SEE PLANS) _ �4x HEADER AS REQ'D (SEE PLANS? 1 `FLAT 2x AT ROUGH OPENING �1 HEADER DETAIL, TYP. NOTE: SINGLE MEMBER 2X HEADERS TO BE USED WHERE SPEC'D PER PLAN 6 DETAIL ROOF VENTILATION CALCULATION ROOF ATTIC AREA : 1,830 F 2 1/300 MIN. VENT REO MENT = 6.10 FT2 (11) OTY. ROOF VENTS (BASE PIAN) SYMBOLS LEGEND _ _ _ _ TYP. WALL FRAMING W/ 2. STUDS RAKE -FRAMED WALL - SEE DETAIL INTERIOR BEARING WALL INDICATION BE BEARING POINT LOCATION - PROVIDE SOLID BLK'G. MIN. MEMBER WIDT4, UN.O. APPROVED TRUSS / GIRDER GANGER C APPROVED BEAM HANGER ROOF VENT / T-38 (38 5C. IN. NEVA; (PLACED NEAR RIDGE AS 5HOWN) ROOFANCHOR, TYPE ARS 2.4 - PLACE 10' FROM GABLE ENDS AT MIN. 12" FROM RIDGE 2464 SW GLACIER PLACE REDMOND. OR 97756 PHONE 541-9238607 FAX 541548-0761 :" 7m GIRDE. TRUSS ELEV II CLIP__-_.-- I L— 3 -IQ" x 7"&L5 ELEV II CLIP A- �� a:z�zar-. zA-z—z_z iia L.--- (%)2. HRRIL J L rJ I ABLE E 'D TRJ5` V 'GABLE E D TRA I W 14'-0' 6'-0' 20'-0' 40 •0' d" J NOTE CLIP GABLES AT 6112 FOR ELEV It ROOF, TYP. AS SHOWN - SEE ELEVATION SHEETS FOR FREE HENCE ROOF FRAMING ELEV 'I' & will SCALE. /a" " I'-0' (24 x 36 SHEET) 0 Y 4' a, 10' SCALE: /6' I'•0' (II x 11 SHEET) START i. Q L— I ROOF FRAMING ASSEMBLY PER PLANS _—IN5U_ATI0N AE REOD DBL 'TOP PLATE - MAXIMIZE INSULATION IN HEADER CAVITT ~SINGLE VERT. 2. HEADER _ AS SPEC'D (SEE PLANS) _ �4x HEADER AS REQ'D (SEE PLANS? 1 `FLAT 2x AT ROUGH OPENING �1 HEADER DETAIL, TYP. NOTE: SINGLE MEMBER 2X HEADERS TO BE USED WHERE SPEC'D PER PLAN 6 DETAIL ROOF VENTILATION CALCULATION ROOF ATTIC AREA : 1,830 F 2 1/300 MIN. VENT REO MENT = 6.10 FT2 (11) OTY. ROOF VENTS (BASE PIAN) SYMBOLS LEGEND _ _ _ _ TYP. WALL FRAMING W/ 2. STUDS RAKE -FRAMED WALL - SEE DETAIL INTERIOR BEARING WALL INDICATION BE BEARING POINT LOCATION - PROVIDE SOLID BLK'G. MIN. MEMBER WIDT4, UN.O. APPROVED TRUSS / GIRDER GANGER C APPROVED BEAM HANGER ROOF VENT / T-38 (38 5C. IN. NEVA; (PLACED NEAR RIDGE AS 5HOWN) ROOFANCHOR, TYPE ARS 2.4 - PLACE 10' FROM GABLE ENDS AT MIN. 12" FROM RIDGE 2464 SW GLACIER PLACE REDMOND. OR 97756 PHONE 541-9238607 FAX 541548-0761 REVISIONS • ' • •'CURRE WT A -S OF 011816 • • •-� be JFI "�t"LAN SEE CS A4 •• s•GE • •i ca Q LL. V O W V d" Lu LLJ REVISIONS • ' • •'CURRE WT A -S OF 011816 • • •-� be JFI "�t"LAN SEE CS A4 •• s•GE • •i A/G PATIO i IIIA } DINING II I lIREMOVE HANGING LIGHT W/ ELEV 11! AND REPLACE W/ (2) RECESSED CAN LIGHTS IN CEILING COFFER I 1 1 I I I I I I I � I 20 I KITCHEN — --- -- REP. ilu, - W/ DPr. COFFERED CLG. - ELEV III DEN �I D �I OPT. DEN 0PI RF U PARII PATIO WALL LIGHT REP -ACED W/ CEILING CAN LIGHTS FOR OPT. COVERED PATIO 20 - W/ DPr. l FIREPLACE li -/" _�-=+•� i DINING M BATH 4, -FT. D NTNG GAN j HANGIN i LIGHT PT. ONLY (NOT A,,AILA5LE _ LIGHT I�i ON EI v lll) f �� f` 4'-3• y I f if T GREAT ROOM �. i c I - I B KIfrCHEN I 1. {� REF. — — .. L RN BEDRM OPT. DEN IJ 1 22^R 36" 420"! ®- HALL I � r� BATH '.. ENTRY • •-�7 - fl F I ,I y BEDRM 2 PORCH LIGHTING PLAN z Fisc I a -7--, COFFER AT ELEV III MASTER I I I � I I \mwrLANICA SWITCHES 4 IGNIJON 50U'RCE 'O BE F -S' AFF�TY= GARAGE II AN DOOR OPT. 3 -CAR I • GARAGE II MAN DG;.c. SCALE: I/4" I'-0•(24 x 36 SHEET) 0 2' 4' &' 1®' SCALE:/8" I'-0' (11 x 11 SHEET) III TUBE wl 1111 1111 DEDICATED OUTLET MUST BE ARG FAULT a PROTECTED WHEN LOCATED IN BEDROOM AND/OR DEN) --------------- r -------------- j X f __ TI FREPLAGE WERE I WERE FIREPLACE .0 I OCGUR5 I OCCURS, PLACE I OJTLE76 W!THIN 3'-6' OF FIREPLACE UNIT EDGE 5TD. OUTLET, 5MURF TUBE u/ BLANK PLATE ANC WIRED COAX OJTLET (CENTERED BELOW w/ STD OPT, RELOCATE w/ FIREPLACE OPTJ OPT. FLAT_SCREEN TV WIRING 2464 SW GLACIER PLACE SCALE: N.T.S. REDMOND. OR 97756 PHONE 541-923-6607 FAX 541-548-0761 con OPT. 2" BACK5PLA5H ACCENT _ ..... ®. �..-- 6" BACKSPLASH (STD)-- y� ELECTRICAL OUTLET PLACEMENT NOTE: ALL OUTLETS & SWITCHES IN KITCHENS & Q BATHROOMS OVER CABINETRY TO BE PLACED AT Q 46" FROM FLOOR TO BOTTOM OF BOX ^ (PLACEMENT DOES NOT CHANGE WITH LOWER O VANITY HEIGHT OR BACKSPLASH SELECTION) O LL ^ w ,a VV! moo pwuio REVISIONS SYMBOLSLEGEND CURRENT AS OF 011816 • 1" SWITCH 4rL ELECTRICAL PANEL • • • • • • • • W ID -D.. ... - 3 ETC.) • • • I D=DIMMRBAGE ISPOSDIMMER? SMOKE DETECTOR I G.D. =GARBAGE DISPOSER ; SWITCHED OUTLET w „, SMOKE DETECTOR I : • • C'J CARBON -MONOXIDE COMBO • RAISED OUTLET • T IXX" =HT. A.F.F. TO BOTTOM OF 9DXI < PHONE OUTLET •• • 1 .A SPECIAL OUTLET AS NOTEDTV' TELEVISION CABLE OUTLET • • • 4' I IN ADDITION TO MIN OWE WA TION9 I • • - .�'p OPT. 220V OUTLET ® CAB IN TUBE FOR FUTURE • • • • —� 1K I LOIATE ADJACENT TO ELEC. PANEL CABLNG AS SELECTED 1 � LIGHT FIRE I SEE FIATSCREEN WIRING DETAIL) ••• �• } XTU I • •• LIGHTING • SURFnCE I wnu MOUM I PT. EILI OCNG FAN T� RECESSED CAN LIGHT FIXTURE F HOSE BIG OPT. PENDANT LIGHT Ha • • : • °dS OPT. GAS BIB of EXHAUST FAN •' - LIGHT FAN COMBO SOUND WALL INSULATION SEE CS • • 1- FLUORESCENT LIGHT FIXTURE NO PLUMBING AREA A n NO PI MBINTEDCABINET AREA FPEE /}/y` FROM PLUMBING IN WALLS AND R WR 1 I •'•• ••• t1• HUC410 COVERED PATIO W/ i GO_UMN5 AS SPEC'D. REAR ELEVATION SCALE: 1/4" = I'-0' (24 x 36 SHEET) 0 2' 4' B' 10' SCALE: I/6" I'-0' (11 x 11 SHEET) ll I- START 12' GABLE E 'D TRUSS �' F �— 6/12 F Gla 51 SEE DIAGRAM FOR SOFFIT MATERIALS p I Q7 AND LATOU- OPT. FIREPLACE-, r AS SELECTED I� i I III - ROOF FRAMING 'A .1 M SCALE. I/4" I'-0' (24 x36 SHEET) _ SCALE: 1/6" = I'-0' (IIx I'I 5HEET) BUILD ONLY THE COVERED PATIO FROM THIS FLAN. VERIFY ALL OTHER FRAMING, FOOTINGS, AND DIMENSIONS WITH FULL FLANS. PER PLAN 1.2 SMART TRIM - 46. OL. EA. WAY Ir -OVER NO GROOVE' PANEL SPLICES A SOFFIT TO BE4MV ALL CONNECTION) 4k6NOG-ROO`r' SOFFIT MATERIAL I r EXTERIOR WALLS PER PLAN ------ [•Y03001aa]I_te]'VA COLUMN DETAIL SCALE: I/2" = i'-0' !24 x 3E SHEET) SCALE: 1/4' i'-0' (II x '1 SHEET) SIDE & REAR ELEVATIONS: SIGNATURE ELEVATION "I' & 'II' SHORN - SEE Al / 01 SHEETS FOR ROOF DESIGN AND/OR LUXURY SIDING, TRIM, AND OTHER EXTERIOR FINISHES. COVERED PATIO U/� COLUMN5 AS SPEC'D. LEFT ELEVATION SCALE: 1/4" 1'-0' (24 x 36 SHEET) 0 2' 4' 6' le' SCALE: 1/9" 1'-0' (II x A SHEET) 13 0 SLAB .� I ----_ 4x4 WD. POSTS W/ 4x4 JJ:). POSTS ON 5C4 POST CAPS AE: 44 POS' SASE ON ! 16"x15"x6" CONIC_FTG. I (NO RESfAR REO'DJ I m I II ®' PATIO a PATIO 4" CONC. 51 A5_15m - I I Comc, S! COMP. GRANULAR FILL 1 I SLOPE MIN, 2% FRO-. OPT. -:REPLACE FOUSE - THICKEN SLAB AS SELECTED ` OPT. FIREPLACE, II PERInETER ' - `, � I I I I AS SELECTED I I 11, eLK'G BLK•G S I I I I I I I ��; '� 1 1 1 1 1 1 �,�• I I � 11111111 I FOUNDATION PLAN FLOOR PLAN @I '8 'A 'S 0 SCALE: 1/4" I'-0' (24 x 36 SHEET)'ml '8+ 'A 'S M SCALE: 1/4" • I'-0' (24 x 36 SHEET) SCALE: 116" I'-0' (II x 11 51-IEET) SCALE: I/6" • I'-0' (6 x 11 SHEET) MKIkAPA 2484 SW Gl.IER PUKE REDMOND, OR 97756 PHONE 541-923-6607 FA%641-548-0761 ' J W cl 0 O I_ r W F---+ (j l/) 0 00 W O W � I— REVISIONS • .. • • • • • opTI AL 12.x j2 • ": COVEQL'D•PATIO SEE CS • • X06 ••• I12" PLYWOOD -E RECESSED T 5/4 x 1" III SMART TRIM 5/4 x 6" SMART TRIM II (ALL SIDES) CAP DETAIL 5/4 x 6"- - S1I� SMART TRIl- (2 SIDES: W RAPPED - • 4.4 P057 4x4 POST 5/4 x 5" SMART TRIM WRAPPED POST II (2 SIDES) 5/4 x 5/4 x 6" SMART TRIM IM SMART TRIM (ALL SIDES) I0' BASE DETAIL � COLUMN DETAIL SCALE: I/2" = i'-0' !24 x 3E SHEET) SCALE: 1/4' i'-0' (II x '1 SHEET) SIDE & REAR ELEVATIONS: SIGNATURE ELEVATION "I' & 'II' SHORN - SEE Al / 01 SHEETS FOR ROOF DESIGN AND/OR LUXURY SIDING, TRIM, AND OTHER EXTERIOR FINISHES. COVERED PATIO U/� COLUMN5 AS SPEC'D. LEFT ELEVATION SCALE: 1/4" 1'-0' (24 x 36 SHEET) 0 2' 4' 6' le' SCALE: 1/9" 1'-0' (II x A SHEET) 13 0 SLAB .� I ----_ 4x4 WD. POSTS W/ 4x4 JJ:). POSTS ON 5C4 POST CAPS AE: 44 POS' SASE ON ! 16"x15"x6" CONIC_FTG. I (NO RESfAR REO'DJ I m I II ®' PATIO a PATIO 4" CONC. 51 A5_15m - I I Comc, S! COMP. GRANULAR FILL 1 I SLOPE MIN, 2% FRO-. OPT. -:REPLACE FOUSE - THICKEN SLAB AS SELECTED ` OPT. FIREPLACE, II PERInETER ' - `, � I I I I AS SELECTED I I 11, eLK'G BLK•G S I I I I I I I ��; '� 1 1 1 1 1 1 �,�• I I � 11111111 I FOUNDATION PLAN FLOOR PLAN @I '8 'A 'S 0 SCALE: 1/4" I'-0' (24 x 36 SHEET)'ml '8+ 'A 'S M SCALE: 1/4" • I'-0' (24 x 36 SHEET) SCALE: 116" I'-0' (II x 11 51-IEET) SCALE: I/6" • I'-0' (6 x 11 SHEET) MKIkAPA 2484 SW Gl.IER PUKE REDMOND, OR 97756 PHONE 541-923-6607 FA%641-548-0761 ' J W cl 0 O I_ r W F---+ (j l/) 0 00 W O W � I— REVISIONS • .. • • • • • opTI AL 12.x j2 • ": COVEQL'D•PATIO SEE CS • • X06 ••• BRACING REQUIREMENTS - SEISMIC D1 4 BRACED TOTAL TOTAL 1 BRACED BRACING WALL RACIN ADJUST REO'D LENGTH WALL LINE METHOD NOTES LENGTH BRACING FACTOR BRACING PROVIDED 1 C5 40 (15 ID 680 15.4 2 GB 1 40 12.0 1.0 12.00 12.0 3 G5 40 65 IID 680 IIID GI c5 52 854 IID 884 1510 512 CS 12 2.0, 110 2.04 810 A C9 4T 1.99 IID 1.99 1910 B GB 46 138 IID 1380 1610 C CS 182 IID ,0 5 13 Is 106 D GS 18 3IID 3.06 810 I I I SEISMIC WALL LINE ADJUSTMENT FACTORS RFACEDWALL 6TORV IEBM BUCfD WAII WALL dAD RCCF CEIONfi DYRBWRO RW6NRV CRIME WALL WALL LINE IOTA( 1 AWUDNENi EHE 23 SPACING LOAD DEAD LOAD FACTOR VENEER FACTOR GREATER THAN 25 C1CR I I6 IID 16 it Im Is Io 10 ID 7 Im 16 16 IID Is 1m 10 IAD IID 9 is ID 16 IID 1. 1 10 I0 I® ID 61 IC I® 16 Im I® 10 T. 10 IID GO IE ID 16 IID 1m 1® I0 1® IID I I a Im IA IA 12 16 is - - im Im 10 Im is IA B IA ID 10 IID is IA G im IID Is Is Im 10 is Im Is D 1A Im im lm is is Im ID 181 FLOOR 1I---Im�1 2NDR(0R•RSID' AIFS SNSMIC ZDNE -V'R WIND WALL SENT QWIICLGw • - 'WIND safes ODN&•F LEAD LEAD WAII X 1 D1 I]0 B 9 e-15 PBF 9 FM: BRACING REQUIREMENTS - WINDS <_ 120 MPH BRACED WALL LINE BRACINGBRACED METHOD WALL SPACING REGO BRACING TOTAC ADJUST FACTOR TOTAL LENGTH REO'D I NOTES BRACING PROVIDED I GS 23 3.95 131 5.11 15A 2 3 GB CS { 23 ! 23 8105 BAD 131 131 1055 5.11 1210 1110 GI c5 I 23 3.95 131 5.11 1510 32 CS 23 3.95 I 131 5.11 B10 130 Imo IN 100 131 I 0x - I 100 A B GS G5 23 23 3.95 8105 - 1.46 -1.46 5.11 I 11.15 1310 ib10 C c5 Il 35 10 1.46 4,45 135 - D GS 12 230 1.46 336 8.0 WINDS ADJUSTMENT FACTORS E WINO EAVE TO WALL R GYPSUM BRACED GYPSUM TOTAL BRACED WALL LINE (EXPOSURE RIDGE HEIGHT BOARD WALL BOARD HOLO -DOWN AWUSTIAENTI HEIGHT LINES NAILING FACTOR I ISm Im6 0.95 130 T Is D Imo IN 131 ] T Imo 161E 61 161E 106 106 L- 0.95 035 0.95 130 Iq 1100 130 Imo we 190 IN Im• Imo 1m0 1mm 131 ' 131 191 6] Imm 106 035 130 Imo IN 100 131 A - TIDE - lmb 0x - 1.45 Imo 100 100 1.K I B Imo Imm C ImJ Imb 0.15 0.95 l IAS IID0 IID0 IA9 100 100 100 100 1A6 IAi D Imo 1015 0.56 IH I" 100 700 :Ab IST FLOOR IND FLOOR "OF 1 SEISMIC 20NE RIDGE FAVE TO WALL ULTIMATE HEIGHT WINDSPEED WIND EXPOSURE STORIES k D HEIGHT 11 Et �.Cis B 2 03 I24., I I 5 48" GB 48" BOTH 9E5, SEE DST ILS 2/D2 F BOTH SIDES, SEE DETAILS 2/p2 � GB 0 1 Gs 42" 23'-0, I BOTH SIDES, SEE 11 1 DETAi_5 2/D2 I BOTH b?DES SEE BOTH 51DE5, SEE ' DETAILS 2/02 DETAILS 2/D2 GB 8' FT -1 c5 36" 48" BOTH SIDES SEE PRESCRIPTIVE WALL BRACING LEGEND GS CS-WSP.T/16'A.PA. RATED SHEATHING ICONTINUOUSLY SHEATHED) XX' (ONE FACE FULL HEIGHT - BLOCK ALL PANEL EDGES) 1. NAILED WITH BO COMM. 40.131'.2 S) AT E" D.C. AT EDGES AND 12" O.C. AT FIELD 2. MIN. PANEL LENGTH PER TABLE AS SPECO 3. EN TIRE BRACED WALL LINE(BWL) SHALL BE CONTINUOUSLY SHFATHED. U.N.O. 4. 24" CORNER RETURN REO'D ON EACH END OF ML PER DETAIL 1/D2 5. IN LIEU OF 24' RETURN, BOOLE HOLDOWN REO'D FEa602 tDt51]Dtt]IaCr]D+D IRCrNt2 pRSCii A12,ttJ lilf/A15laffl]ti ORSL1 11-1137(2-15. I- 1 1 R60]-tD 2IN+] pC>•10+s RClAt1 - OR4C S -P CONTINUOUSLY SHEATHED PORTAL FRAME (MAX. PANEL HEIGHT = 10-D'; MIN. HEADER -3' X 11.26' NET) 1. NAILED WITH Btl COMM (0.13n2.5-) AT 3-O.C. AT ALL FRAMING (STUDS. BLOCKING, AND SILLS. TYR.) 2. SEEDETAIL AS SPEC'D FOR ALL REQUIREMENTS am Wwe eo Eo.•im,z �aum,e Wau oi�oas�cj WBP 1118'A.P.A. RATEDSHEATHING(INTERMITTENT BRACING) kk' (ONE FACE FULL HEIGHT - BLOCK ALL PANEL EDGES) 1. NAILED WITH W COMM, (0.131"z2.5 -)AT 6' O.L. AT EDGES ANO 12' O.L. AT FIELD 2. TYP.PANEL = 481 REDUCED WIDTHS ALLOWED 3. ACTUAL=42"AT IFTWWALL= 38" BRACING 4. ACTUAL=36"AT B'WALL=2T BRACING I IF N/A c FE�sot.Wil l2or%1RLNts rRc2Dti CRscl i. 12E aN2.tN.s.] uDt2 wrnD1s lav]DRaNSL1 1. TAFLE R.1.1o.S2Imt3IRC241514CRN1>Ua4C1 0 iAB1E PN2.+0.5.212Rt]IRC/N+S,a[✓]n110a5C1 GB i/T GYPSUM BOARD (INTERMITTENT BRACING) Xk' (FULL HEIGHT- BLOCK ALL PANEL EDGES) 1. MIN. PANEL LENGTH = 48' (BOTH SIDES OF WALL) 2. MIN. PANEL LENGTH = 96' (ONE SIDE OF WALL) 3. 06 SCREWS AT T' O.C. AT EDGES AND T O.C. AT FIELD 4. FULL -DEPTH Ei REO'D IN FLOOR SYSTEM - DTL 2w f XN21 a1]D121RC]D15IRCIKIN=C1 4.5120t]1]D NcI 51NGi OASCI • E��pn(W1to41]HN �2 wri2tsts 1aul)DI2 oRsc) NOTES' • ALL BRACED WALLS FINISHED WITH MIN. 1/2• GYP. BOARD OR EQUIVALENT AT INTERIOR SIDE OF WALL, U.N.O. XX BRACING METHOD XX' MIN. PANEL LENGTH PROPOSED IN INCHES G2 G5 DETA!L5 2/D2 ! I I 3w I I r� 15CTH '_ L'-E� I U G6 48" I 3 I 1000• TRAP - 48" 5EE DET I SEE DETAIL - 'a5n- 67RAP "I 24" 3/D2 3/D2 cs ISE DETAIL SEE DETAIL C5 REL TE PANELS A D -LIS �31 3/02 1 24 AS C'D TO 4FT GAR �f E WHEN SELECTED II I IL �:�i;T cC'7 TG 4FT G... LE -_N 9cLEGTED BRACING PLAN_ SCALE: -C' (24 X 36 SHEET) 0 2' 4' 8' 10' SCALE: I/8" _ "-0, (I+, X 11 SHEET) 2164 SW GLACIER PLACE REDMOND, OR 97756 PHONE 547.923-6807 FAX 541-648-0761 v J W 0 0 A, 0 u- L.J u 0 W W O W ININNNNA WEm REVISIONS CURRENT AS OF 010118 • • SEISMIC 20NE: • D1 /<_ 2) WINDS • • • l • '• •PRESCRIPTIVE • \44AL - ••% •: BR'AC• NG SEE CS • FS 11 •• ••• ••• ••• •• • ••• ••• ••• • IF • 1A Di - I RIDGE BD. - 2.6 OF 4 I I ROOFING AND SHEATHING (SEE NOTES I • 4) AS SPECD. - U 'I II / T -------------- / II I II I II II II '�' VALLEY PLATE I . 218 =LAT i J I6d TO OVER 5HTTRJ55 I • x C- CI EACH TRU55 TC- CHORD I .y _ 2.4 OF eL v I, II \ 24" OL. TO V VALLE7 RAFTERS --' SII I'/ POSTS - 2x4 OF 4, TYP.F BEYOND /SEE 2.4OF .L ® 24' OL._ (SEE NOTES 2 4) J ® 4B" OL. STAGGERED (SEE NOTES I, 2, 1 3) I I A,Nr 11 / 2.6 OF 2 RIDGE BD. (SEE NOTES 1 t 4) 2.4 OF R POS`, T -P. (SEE NOTES 1 -) r $ - 2,1 FLA: BLK'G. BETWEEN TOP CHORDS A7 RIDGE POSTS WHERE FOOTING SECTION 'A' IS MORE THAN 8 FT, PROVIDE FOOTING SECTION 'A' I6Ga. x 15'• x 4' MIN, METAL STRAP TIE EA. SIDE OF SPLICE W/ (S) I66 COMMON NA'LS _ 314" T!G FLOOR SHTH'G. 2x PT. SILL PLATE w/ -. 24" MIN. 24" MIN. AS SPECD. OVER EW R. 4B.'. AS SPECD. r DBL. 7x TOP R I -JOISTS PER LAYOUT � � SPLICE 055 RIM an, iT� •II TYP. UND. -- A1� � • '°' °•° • .. • ,• � f _ VI �.-- CRIPPLE WALL FRAMING w/ 2.6 STUDS a 16" OL. - STEP ON. AT mj �l� a �'• - °i „ p:, END WALL TO SUPPORT FLOOR - I •'• IL'• ! al .' J015T5 (NO JOIST HANGERS) 8" - •;4" -MIN. • 45'•�MA ^ � -• SEE TYP. WALL SECTION 4/DI v,p OVERLAP' r FOR NOTES IN COMMON �a, PLACE FOCT- INGE, ON PE. TRU55E5 a 24" OL. / N FE. TRUSSES a 24" O. PER UNDIS7UREEJ SGIL OR ���- W'. �•' PF TTz195E5 a 24" OL. PER PLAN PER LAYOUT LAYGLT w/ S.JEATHING CONT, COMPACTED GRAVEL .I NI I _, - I' •( • '• n 41• �• : f ; UNDER OVER-FRAMING--�•::'I'- �, r _ 24' DOWELS TO HgTCH _ a E. • •,• :l_--R- REINFCRCEMEN7 24" PER PLAN -'CLo TYP. OVER -FRAMING DIAGRAM is TYP. OVER -FRAMING SECTION m -- -I I`-- r-� '4 DT SCALE: 1/4"=1'-0' (24 x 36 SHEET) Di SCALE: I/2"•I'-®' (24 x 36 SHEET) . , , 2 GLACIER PLACE SCALE: I/8"=I'-O' /ll x IT SHEET) •-� SCALE: I/4"A'•0' (11 x i7 SHEE7) I RE REDMM OND, F: 41-56 PH: 541-923-6607 F: 541-548-0761 OVER -FRAMING NOTES: COMP. _ 5 STEPPED FOUNDATION COMP- SHINGLES OVER 1 'S' ROOFING FELT OVER 15• ROOFING FELT OVER •. 2 I. POST DOILN FROM RIDGE BD. AT 46" CL. SHEATHING AS D. SHEATHING AS SPEC'D. Dl ,� SCALE: I/1"=1'-0' f24 x 'r. SHEET) TO SHEATHING BELOW. ATTACH POSTS 70 c --� . - COMP. SHINGLES OVER RIENSE,ti -DIB (�- SCALE. I/4"•1'-®' (IIx 17 SWEET) 6• ROOFING FELT OVER ATTACH BD. w/ (4J IOd FACE NAILS. �.. ---- SHEATHING A5 SP=- *D. r !^I --- �- ATTACH PO5T5 TNR) LOWER ROOF SN7H'G '� APA RATED OSB ROOF SHEATHING FOR VALUES GREATER THAN SHOWN. VERIFY REQUIREMENTS W DESIGNER PERFORMANCE CAT. APA SPAN RATING ALLOW. ROOF LIVE LOAD (PSF) 7/16" 24/16 540 PSF 1/2' 32/16 s70 PSF 70 BLK'G. BETWEEN TW55 TOP CHORDS p,B �I'^ - . _ f 1 w/ f2) i6d TOE NAILS. 2. POT DOUN FROM VALLEY RAFTERS AT B L l J 48'5'0r-. TO 5HTH'G. ABOVE TOP CHORDS )` OFTRUSSES BELOW. STAGGER POSTS AS INDICATED ON DIAGRAMAND ALIGN !•f IJ TRUSSES BELOW. ATTACH P0679 TO ill VALLEY RAFTERS W (4) 106 FACE NAILS. / ATTACH POSTS THTd1 SHTH'G" TO TRUSS SIDB•G AND Hol.s:~c TOP CHORDS w/ (2) ISO TOE NAILS. WRAP AS SPECD. - ` PE TRUSSES e 24" O.C.w/ SEE DETAILS, BHT. D54 SIDING AND HOUSE • BRACING PER MANU='S. WRAP AS SpEG'D. - PE. TRUSSES a 2a" 3. POSTS OVER 75" SHALL / ( 2 -PLY SE= DETAILS, BHT. D64 SIDMG AND HOUSE 1 - STI -CH 2x4's TOGETHER w/ f2) ROWS OF DETAILS- PROVIDE INSUL. CL. w/ �- FE. TRUSSES a 24" O.G. w/ WRAP AS SPECD. - IOd NAILS 6 6" OG. AS REQ'D_ (SEE SHEET NS) LOMP. SHINGLES OVER BRACING PER MANUF'S. BRACING PER MANJF'S. 15' ROOFING FELT OVER SEE DETAILS, BHT. DS4 DETAILS -PROVIDE INSTIL. DETAILS -PROVIDE INSUL. SHEATHING AS SPECD. A5 RECD. (5EE SHEET NS) AS REGD. (SEE SHEET NS: 4. ATTACH VALLEY RAFTERS / ( RIDGE COMP" SHINGLES OVER AND TO VALLEY PLATES w/ (3) I6d TOE 5• ROOFING FELT OrR ' COO SHINGLES OVER NAILS AT EACH LOCATION. 5141 AS SPECD- COMP. SHINGLES OVER 15• ROOFING FELT OVER 15• ROOFING FE -IT' OVER SHEATHING AS SPEC"" SHEATHING a5 SPEC D. l d I I I ';f eA GENERALNOTESY`--- --jI. SEE SHEET NS -ROOF FRAMING NOTES 1/ 1 IFOR LOCAL ICE SHIELD REOJIRE"'IENTS.`Dme I 2- SEE 5HEET NS-ENERGYCODEREOUIREMENTS N' LA OUT ./ B e 24" O.C. PERFOR SPECIFIC ROS INSULATION VALUES. LAYOUT w/ BLOLLN-IN INSUL.SES a 24" OL. PER AS RECD. (SEE SHEET NS) '` PE. TRJ5SES a 24" OL. PER w/ B_O'U:-IN INSUL. AND INT_ FINISH AS BPECD. ` LAYOUT w/ BLOJIJ-IN INSULBIDING AND HOUSES - `-- WRAP A5 SPEC'D. - . (5EE 5HEET NS) AS REG'D. (SEE 5HEET NS;FINISH AS ePEC'D. OVER-FRAnING 11-F. COMP. SHINGLES OVER - AND INT" FINISH AS SPECD. SEE DETAILS, BHT. D54 PE TRUSSES • 24" OL. -SEE DETAIL t / DI SIDING AND HOUSE PER LAYOUT w/ BRACING 15• ROOFING FELT O VER SHEA7141W, AS 5PEC'D. ILRAF A5 SPEG'D. - PER nANUF'S. DETAILS SEE DETAILS, SHY. DS4 _�. 2.6 STUDS a 16" OL. w/ ( 1 2x6 STUDIO a 16" OL. w) �- 2x6 STUDS a I6" OG w/ F R-21 BATT INS L. AND R-21 BATT INSUL. AND R-21 BATT INSUL. AND SIDING AND HOUSE �_ / NT. BATT N L. AND. IN7. FINISH AS SPECD. INT. FIN15H AS 5PEC'D. COMP. SHINGLES OVER -� WRAP AS 5PEG'D. - '� - • TA' 15• ROOFING FELT OVER SEE DETAILS, SHY. D54 a •._0• _B/4' Tia FLOOR 5HTH*G- OVER S 5PEC'P. OVER EW.R. .I I� _I _ _I-JJOIII PER LAYOUT R F PER LAYOUT TRJsg�s4 MIN. IA-JOIS76 PER LAYOUT jR +� - _ _ _ _ I -J 75 FLOOR SH'H'G. 1 L TTP. Uan, _ 5 SPEG'D. OVER E' -GR SHEATHING AS SPEC "J. OUSTS PER LAYOUT Il - I" OSB RIM BD.. U I" CSB RIM B^,, TYF. UND. uu 1 ' I .. �..• I/2 GTP. BC. C R-30 FLOOR IN5UL. PE. TPoJSSES a 24" - DIB f- ~ J 4 ota REVISIONS q w I I FE. TRUSSES a 24" OL. I ` _ - - OL. 5/e" TYPE X' GYPSUM PER LAYOUT PER LAYOUT w/ F.E. iRJ55ES a 2d" OL. PER BD. CEILING UNDER -- �' vY' GYP. BD- CFILING �� LAYOUT w/ SLGWN-w INSUL. uvING SPACE CURRENT AS OF 100118 AS 4EO'D. (SEE 5HEET NS) SIDING AND HOUSE Y" 5/S • TYPE 'X' GYPSUM BD. AND !M. FINISH AS SPEC -D, • WRAP AS SPEG'D-- " GARAGE SEE DETAILS, 51-17. D64 - GARAGE GARAGE - *f • • • • • •• • GARAGE • • • 2.6 STUDS c 16" CL. w/ SIDING- • • • 7x[ STUDS a 16" OL. w/ 2x6 STUDS a 16 O.C. w/- - R-21 BAT- Ni'�AND 2x6 9T'JD6 • 16" OL. w/ R-21 BATT INSUL. AND AND HOUSE WRAP AS 5FEC'D. R-21 BATT IN5UL. AND SIDING AND HOUSE INT. FINISH A5 SPEG'D. -- 2x6 57UD5 • I6" O.C. w/ 12" GYPSUM BD. DONT. INT- FINISH A5 SPEG'D. I/2" GYPBUM BD. DONT. INT. FMISH AS SPECD. -SEE DETAILS, SH?. DS4 INT. FINISH AS SPECS. • • WRAP AS SPEC'D. - _ INT. FIN15H A5 5PEC'0. • SEE DETAILS, 54T. 054 2x6 P.T. SILL PLATE w/ 2.6 F.T. SILL PLATE w/ - 3,8 F.T. SILL PATE wI • 2x6 PY, 5'LL PLATE / \ r 3/4' T.G FLOOR SHTH'G. - 3/4" T,IG FLOOR SHTH'G_ 2x P.T. SILL PLATE I S/4" TKa FLOOR SHTHG. • ANCHOR BO. -S AS SPEC'D. c w Ab.S AS SPEC 0. _ _ _ J AS SPECD. OVER ENGR AB:e AS SPEG'D. I',�1 _ _ _ •` A5 SPEC'C. OVER ENGR AB_'s AS SPEG'C. _ _ _ A5 5PEC'D. OVER ENC,R. • • • _ _ _ _ _� 1 AE.'s A_ SPECD. - 1-01575 PER LAYOUT ^Y I_JOISTS PER LAYOUT w I -JOISTS FER LAYOUT • • 4" CONC. SLAB ON CCM-. �f , 4" GONG SLAB ON COM 4" CONC. SLAB ON COMP. \ f 4" CONC. SLAB ON COYIP. - , ^ • • • • 81M. DtA l GRAVEL 545E AS REO'D SIM. DtF GRAVEL BASE AS REO'D GRAVEL BASE AS REO'D \AA _ GRAVEL BASE AS REQ'D -. L. _ --- • • • '-T )'• R-3 FLOOR INSUL. R-3 FLOOR INSUL R-301 FLOOR INSUL • • • • • Il--=-'"��T=: - -- 1��` y,,I��.I.1'�Z_��.I,_.'�:.' -- � ,�.... ,_.,�.'�� I = =_ .��T' I coNc.=NDT�. waL_ _ - I • • {� 1 I'- 'j -I - CONC. FNDTN. WALL - GONG. FNDTN WALL CJI -` AVD FTG. PER PLAN • TYP. WALL TE3I'- �I AND FTG. PER PLAN 6 MI B_AGK PCLT- AND FTG. PER PLAN _ �- 6 MI 6LACK POLY- 3. 'L 6 MIBLACK POLI- • • E�I•C�N CO'JC. FND�. WALL AND _ GONC. �TIDTN. WALL+ III II :., FOOTING PER PLAN 1 AND FTG, PER PLAN E H+LENE SHEETING J f ETH`jLENE S-IEETING PERIMETER DRAIN' PIPE _ ETHYLENE SHEETING • • • • • • • e I I i L _• _ �1 - ONLY AS REO'D. FOR ( LOCAL SOIL GONDIT IONS SIM. _'I SIM_ l - -I •• •-• �r: Y�-1f�R•-", 1 - 1 I� _ w F. SEE CS •T 2 TYP. EXT. GARAGE WALL SECTIONS 3 TYP. GARAGE TO HOUSE WALL SECTIONS_ 4 TYP. WALL SECTION Lp 1 DT 5C4LE: 1R"•1'-0' (24 x 36 SWEET) DT - SCALE: 1/2' =1'-0' (24 x 36 SHEL D1 SCALE: 1/2"=i'-2' (21 x 36 SHEET) I SCALE: VI' 4"•I'-0' (11 x I7 SHEET) SCALE: 1/4"•-6' CI x 11 BHEE7) - SCALE: I/4"=1' -O' (IIx 17 SHEET) • .—BATT IN5UL. AS REO'D. BETWEEN 5TJD5 - u/ INTERIOR FIN15W AS SPEC'D. TYP. EXTERIOR WALL - 2.6 STUDS ®- 3/4" TIG FLOOR SHTH'G. A5 SPEC'D. - PROVICE 16" O.C. w/ HOSE WRAP AND SIDIW3 - OVER AS SPEC'D. - SEE SIDING IR" PARTICLE BD. OVER AT AREAS W/ VINYL AND FLASHING DETAILS, SWT, DS4 } - FLOORING / 1/4" CEMENT BD. AT 71LE FLOORING I" _ ENGR'D. I -JOISTS PER LAYOUT W/ WANGERS 1 - PER MANUF. - PROVIDE IB" MIN. CLEARANCE _ - TO GROUND IN CRAWL SPACE 2.6 P.T. SILL PLATE, TTP. FOR 8" S7EMWALL AT HANGER LOCATIONS - FLOOR INSUL. A5 SPEC'D. -SUPPORT A5 REO'D. PER LAYOUT) OVER SILL SEALER AS I 1 SPEC'D. w/ 1/2"x 10" ANCHOR BOLTS AT 6'-0' OL. MAX. (2 PER B _ _ _ _ _ - D, MIN. —k---- -�------- w/ WA5WER AND TIGHTENED NUT) •L: _ . . . . . _ FINISH GRADE - 2.4 '• ii.: •- LJ d -� 77. x/ /... CONG. FNDTN. WALL w/ "4 BAR WASHED GRAVEL OR�// % S I . •. CDNT. WITHIN 12" OF TOP OF 'J1A1 L '.•< ^%.`�. \/�/� • q GRUSHEC ROCK - 2" MIN.-///\\// I,NDER / 6" MIN. COVER 4"0 PERFORATED DRAIN W > Z_ PIPE RAPPED IN FILTER I ' , - } - 6 MIL BLACK POLYETHYLENE SNi'G. - FABRIC CONT. AROUND SEE SHEET NS - FOUNDATION PLAN NOTES FOUNDATION 70 DAYLIGHT t0'i FOR SPECIFIC INSTALLATION RED'S. OR DRAINAGE 5Y57EM / I/ -ONLY AS REO'D. FOR/.i/. LOCAL SOIL CONDITIONS =1I I1=111--LI_t <II �I_I I -I I.= JJI 1=1 i -1y -Fl- 71, CONIC. FOOTING +4 BAR CONT. - PLACE FOOTINGS ON UNDISTURBED SOIL OR COMPACTED GRAVEL, TYP. =ER PLA w/ PLACE 3" 70 4" FROM BOTTOM 12" (6" WALL) IS" (S" WALL) UNLJ. TYPICAL FOUNDATION DIA SCALE:I"-1'-0' (24 x 36 5HEET) SCALE: Ir"+I'-0' (II x 11 5HEET) 1 I I I 51DING ANC HOUSE WRAP As SPEC'D. -SEE SIDING AND FLASHING DETAILS, SHT. DS4 EXPANSION JOINT A5 SPEC'D.-� 4" CONC. DRIVEWAY OVER - L_ A COMP. BACKFILL AS REO'D -'� SLOPE DWY. AWAY MIN. 2% "----=U 2x6 STJDS m 16" O.G. wl -- INTERIOR FINISH A5 5PEC'D. - 3/4' SUBFLR. SPACER BETWEEN MUD SILL AND BOTTOM PLATE : OF WALL FRAMING r -STEM WALL BEYOND w/ 2x6 P.T. SILL SLATE OVER SILL SEALER AND ANCHOR BOLTS AS BPEC'D 4" CONC. G-ARAGE SLAB LL'/ THICKENED EDGE AT OPENING - SLOPE MIN. 1% TO OVHD. DR •'t�"- COM'. BACKFILL AS REO'D \///\�- CO-1PACTED BACKFILL • GONG. FOOTING PER PLAN \\��rc • // // // CONT. ACROSS OPENING A5 - - BOND BEAM w/ +4 BAR CONT. S _ �=111= PLACE FOO-ING ON - STEM! WALL BEYOND w/ 2.6 P:. UNDISTURBED BOIL OR SILL PLATE OVER 51-L SEALER COMPACTED GRAVEL - PER PLAN I I "4 OVERHEAD DOOR OPENING DIA SCALE. I"+I'-0' (24 x 36 SHEET) BCALE: /i"=1'-0' (11 x I7 SHEET) 3/4" T(G FLOOR SHTH'G. As SPEC'D. ENGR'D. I -JOISTS PER LAYOUT W/ BLK'G. AS REGI'D. - FLOOR INSUL. BETWEEN AS SPEC'D. I. •i 'F------ 2.4 / 2.6 CRIB WALL PER PLAN STUDS o 24" O.C. MAX. AND d - DBL. TOP PLATE w I 0 2. P.T. SILL PLATE w/ Ir"x 7" 7 ANCHOR BOLTS AT 6'-0' OL. MAX. w/ WASHER AND TIGHTENED NUT L5 r GONC. FOOTIW, PER PLAN w/ � 1 I - _ lk - - p r (1) •4 BAR CONT. I j 12fUI-I� T. j �N.O.) T 2.4 WALL 6 MIL BLACK POLYETHYLENE SHEETING OVER EXPCEED GROUND 16" (UN.O.) 2x6 WALL 2 TYP. CRIB WALL - DIA SCALE= I"=!'-0' (24 x 36 5HEET) SCALE: /i" -I'-0' (1: x Il SIEETi SIDING AND HOUSE WRAP AS 2x STUDS PER PLAN m 16" OG. 5?EGD. - SEE SIDING AND III/ INTERIOR FINISH AS SPEG'D. FLASHING DETAILS, 5H7. DS4 -3/4" SUBFLR SPACER BETWEEN EXF-AN51ON _OINT AS MUD BILL AND BOTTq" PLATE 4' CONC. DRIVEWAY OVER-� OF WILL FRAMING COMP. BAGKF!LL AS REO'D - - STEM! WALL BEYOND w/ 2.6 P:. SLOPE DUT. AWAY MIN. 2% SILL PLATE OVER 51-L SEALER \ -' </ 2x STUDS PER PLAN m 16" OG. \T---/ ,. / III/ INTERIOR FINISH AS SPEG'D. \' \� -3/4" SUBFLR SPACER BETWEEN I MUD BILL AND BOTTq" PLATE BAT-INSUL. BETWEEN AS REO'D. OF WILL FRAMING -III 1 -[, !i 1-1117- - -, - STEM! WALL BEYOND w/ 2.6 P:. TII I7'� SILL PLATE OVER 51-L SEALER II % ANC ANCHOR BOLTS AS 5PEC'D. I I I 4" CCNC. GARAGE SLAB ON s 16" m 5" WALL .JN.O, COMP. BACC-IL. AS REO'G - SLOPE MIN. 1% TO OVHD. DR \ -' </ CONC. FNDTN. WALL - BLOCK1... BLOCK OUT AT MAN DOOR \T---/ ,. / AND POUR SLAB THROJGI-I \' \� TYF. GONG. FOOTING w/ •4 BAR CON7. - PLACE BAT-INSUL. BETWEEN AS REO'D. 3" TO 4' FROM 507TOM -III 1 -[, !i 1-1117- - -, PLACE FOOTING ON TII I7'� JNDISTURBED 501E OR COMPACTED GRAVEL P -R PL -N 11" m 6" WAL s 16" m 5" WALL .JN.O, 15 MAN DOOR OPENING 01A SCALE: 1"+I'-0' !24 x 36 SHEET) SCALE: 1/2"=!'-0' (1 x 11 SHEET) 6 MiL BLACK POLYETH OVER EXPOSED C r ,, I , r. i -I IN. LLCAK _s _ CRIB WALL BLOCK-OUT DIA.. SCALE: 1"+1 -0' (24 x 36 SHEET) - SCALE: IR"A'-0' (II x 11 SHEET) P.E. TRUSSES m 24" O.C. --_ PER LAYOUT w/ H25A TIE, - TYP. Al EACH TRUSS c ZEE TY". OVERHANG - - DETA'L 31 DIB FOR NOTES IN COMMON _ - I ` GROOVED SOFFIT PANEL 4" D.C. AT AREAS 8 FT. DEEP OR LE58 OR - LP SMA,"( PANEL w1 4/4 x 2" BATTS _ IBJ OVER SEAMS FOR LARGER AREAS 4.WD. POST CAP, TYP. - O WD. POST PER PLAN 1�I 4x LJO. BEAM PN PER PLAw/ / WRAP w/ .RIM AS SPEC'D. JI -AP 51DING TR'M UNDER AND PER DETAILS ON SWT. DS3 (2) PIECES EA. SIDE - RIP TOF PIECE/TRIM TO F17 (:kB4 PORCH / PATIO BEAM TRIM DIA SCALE: I"+I'-0' (24 x 36 5HEET) SCALE: IR"+I'-0' (IIx 17 SHEET) WRAP P057 w/ TRIM AS 5PEC'D. - SEE DETAILS ON SHEET DS3 I PER PLAN -a +. - lil }- PER PLAN -4x4 Jr- POST PER PLAN - PROVIDE SIMPSON ABW44 STANDOFF POST BASE w/ (6) IOd NAILS AND 1/2"x 4" TITEN HO SCREW ANCHOR - 1/2" EXP. ANCHOR 70 CONCRETE 4" CONIC. PORCH SLAB W/ THKN'D. EDGES ALL SIDES - SLOPE AWAY MIN. 2% COMP. BACKFILL AS REO'D - BLOCK OUT OR EXCAVATE FOR S"x 8" MN. -IER PRIOR TO POUR - POUR W/ SLAB CONT. TO FOOTING- -- - CONC. FOOT NG PER PLAN PLACE FOOTING ON UNDISTURBED SOIL OR COMPACTED GRAVEL sa . PORCH / PATIO FOOTING 01A r SCALE: 1"=i'-0' (24x 36 SHEE-) SCALE: 1/2' : -0' (I''. x 11 5HEET) Ll FLOOR SHTH'G. A5 SPEC'D. OVER ) ENGR'D. I-JOI5TS PER LAYOUT W/ BAT-INSUL. BETWEEN AS REO'D. J W Q !2i 166 NAILS THRII KING -= L' ------- - -- - L�---�-�- I STUD TO HEADER EA. END -_-- - 4x6 HEADER TYP. T y.� (UN_O. PER PLAN) - - - 2x4 / 2x6 CRIB WALL PER 2x TRIMMER PLAN w/ STUDS - 24" O.C. - MAX. AND DBL. TOP PLATE -> 4" = 10�x 4"� d1Z p s 10' 2x P.T. SILL PLATE ♦ TYP. Z Q TYP. GOUC. FOOTING PER PLAN w/(U=4 BAR CONT. AND ..e�� W I,/2.1.7" ANCHOR BOLTS m __ __ _-; ' 9 LU �• a.�lk� „ - a (1'-0' OL., TYP. �_'__•-_"""_ �"`--d""���'-"'-___�__. _ .. __�-�. 6 MiL BLACK POLYETH OVER EXPOSED C r ,, I , r. i -I IN. LLCAK _s _ CRIB WALL BLOCK-OUT DIA.. SCALE: 1"+1 -0' (24 x 36 SHEET) - SCALE: IR"A'-0' (II x 11 SHEET) P.E. TRUSSES m 24" O.C. --_ PER LAYOUT w/ H25A TIE, - TYP. Al EACH TRUSS c ZEE TY". OVERHANG - - DETA'L 31 DIB FOR NOTES IN COMMON _ - I ` GROOVED SOFFIT PANEL 4" D.C. AT AREAS 8 FT. DEEP OR LE58 OR - LP SMA,"( PANEL w1 4/4 x 2" BATTS _ IBJ OVER SEAMS FOR LARGER AREAS 4.WD. POST CAP, TYP. - O WD. POST PER PLAN 1�I 4x LJO. BEAM PN PER PLAw/ / WRAP w/ .RIM AS SPEC'D. JI -AP 51DING TR'M UNDER AND PER DETAILS ON SWT. DS3 (2) PIECES EA. SIDE - RIP TOF PIECE/TRIM TO F17 (:kB4 PORCH / PATIO BEAM TRIM DIA SCALE: I"+I'-0' (24 x 36 5HEET) SCALE: IR"+I'-0' (IIx 17 SHEET) WRAP P057 w/ TRIM AS 5PEC'D. - SEE DETAILS ON SHEET DS3 I PER PLAN -a +. - lil }- PER PLAN -4x4 Jr- POST PER PLAN - PROVIDE SIMPSON ABW44 STANDOFF POST BASE w/ (6) IOd NAILS AND 1/2"x 4" TITEN HO SCREW ANCHOR - 1/2" EXP. ANCHOR 70 CONCRETE 4" CONIC. PORCH SLAB W/ THKN'D. EDGES ALL SIDES - SLOPE AWAY MIN. 2% COMP. BACKFILL AS REO'D - BLOCK OUT OR EXCAVATE FOR S"x 8" MN. -IER PRIOR TO POUR - POUR W/ SLAB CONT. TO FOOTING- -- - CONC. FOOT NG PER PLAN PLACE FOOTING ON UNDISTURBED SOIL OR COMPACTED GRAVEL sa . PORCH / PATIO FOOTING 01A r SCALE: 1"=i'-0' (24x 36 SHEE-) SCALE: 1/2' : -0' (I''. x 11 5HEET) Ll ! — REVISIONS CURRENT AS OF 100118 • • • •• • . TYPICAL ••; •; ogr�,rL.s SEE CS n 1 VI • ••• ••• ••• s•• m•• 2464 5W GLACIER PLACE REDMOND, OR 97756 PH: 541-923-6607 F: 541-548-0761 ) J W Q ! — REVISIONS CURRENT AS OF 100118 • • • •• • . TYPICAL ••; •; ogr�,rL.s SEE CS n 1 VI • ••• ••• ••• s•• m•• CC"IP. 5�-INGLES C✓ER 'S' RCC=ING-----�, VERIFY MAX. UPLIFT FROM REACTIONS SECTION IN TRUSS ENGR'G. AND PROVIDE APPROPRIATE HURRICANE TIE FROM CHART BELOW, (R602.11.1) FOR UPLIFT VALUES GREATER THAN SHOWN, VERIFY RED'S. Wl DESIGNER. LEDER =ER =E:' Gv2R SH-cA'-'VG AS SSE J'G -•,\ H2.5A HTS16 INS— SA-FLE AS S=EC'D �� \ HTS20 HTS16 (1VENT 5'_<G 0I \ HTS20 _ 1. SLK'G. 5ETWEEN ---' \ -r ;_AT \A _ER JNMER TRL'S5E5 sLK'G .AS RECD,��'i/F-� -E_'DERS,-'P. NEN" SNAF LINE ANC 'Rlr -._.- -•^��''`'_ %----'� SIN FA � - CR G -RFA =- rTAELE R6 P._ l =c_ - am _'RLIGLT FASCIA y STJD -I-ERE tm_-_RL7E G S7_,e- C-- =ER -A=_= RN 2::.E ER OPENING ..� -- I I ` ME74L DRP EDGE ---> TYP. HEADER SUPPORT_ TYP. WINDOW MULLION _r - AS S==-. D. t(=___'{ D�1� SCALE ` •2' F. 7RJSSES e :-' O.C. PER =.1 Ort x 6' FIN'15--L%SCIA� I CU-- :i.5 -,TIE 71 F. Ep P006-12 I/4" GT = G ECl'R�SE AN:NSU . ` SNE;' NS.: cN7G -AG7RJ55 TA:L ENCL05EDI SOFFITS I j ..S REO'G .._= r J,AL'_ FRG"IVG c In G.G. 51DING ANC HCLSE W A= 5PEC D 5E= 51 c'.'vG- -ND R -:'I FI N-- 'NIL, D54 C !N7. FIN'S- AS S=EC L. e TYPICAL OVERHANG D1B A_E ='-C' 2t r 36 SHEET) I/C"•I'-d' x I^ 5NEE7J r 5;7 S •.16 01:1 7YF. -,c i E NSU_..-E7U.'.EN �, '=EC'D. 1I F SPECT G'rER ENGR JG15-S TO RI -,EG :.I a IG CC. \ GNC f� .bd `C E- E_GCI. 7t } PERsG1'JJ' <JERE-C,..CLRS' l / 7CENG'_5 -O "CFF r s IC C.C. 7„ w.N C .. r' . CCMP. 5_INGLES CVER '5• RJG=IN,3 FEL- O'ER _._ =FTWE EN __, 5 -E -'-NG A5 SFEC.'D S__LI KERS. "P — L®FEUD 7 2: ICd END NA' -5 4 e r e, 'FINISH FA5G_' I A7 -1 L%7_OCKER 1 v CV_ RCJG-� FASCIA ` r; �:Uo G=L VANI=ED L- "L-- OJTLODKERS - -+8' C.C. 7C EACP' CL7LCCKER I 'C E;-PPCR7 RCC= CVEIiH'ANG . J. NGTG�'CF CHORD 0-I END D"NG ANC =.0J5E WRAP A5-= ,r _R'u5.9 SND RUN TTROUG- 5`=E:.:'G- -SEE SIG LIT ANG r - DET,_IL5 SH, Dsa C-7 \ _VD -R. =R '_CCA- 0N5 -S .BEG D J616- OR 5L<G PER !Co %A - E _. 5I:-_ -C -C= =_ 1-E TYP. FLOOR FRAMING AT WALL 36 SHEETi 5s --E _ • -E' r - SHEET) a , TYPICAL EAVE D`1B kG LE: I' -G' 24 . 3b 5- 7, SCALE: /G".P 0' 01 x I^ 5� =71 DBL. i 70P PLATE • FACE NAI_ w1 Ib6 COMMONS s IP CC. _'NG OVERLAP MIN. 24" AT SPLICES. T"= 3 TRUSS ANCHORING D1B Nc 5cA__ TABLE R602.7.5 MIN. OTY. KING STUDS REO'O. AT HORS. - STUDS AT 1r O.C. HEADER SPAN OR 2017 ORSC WA 2015 IRC ID 20121RC s3' 1 1 1 4' to <8' 2 2 1 x8' 3 3 1 ,E1DER PER F-- VERIFY MAX. UPLIFT FROM REACTIONS SECTION IN TRUSS ENGR'G. AND PROVIDE APPROPRIATE HURRICANE TIE FROM CHART BELOW, (R602.11.1) FOR UPLIFT VALUES GREATER THAN SHOWN, VERIFY RED'S. Wl DESIGNER. LEDER =ER END NAIL KING- H2.5A HTS16 jTUG TO HEADER HTS20 HTS16 _ W 141 is, N -I-5 3 TRUSS ANCHORING D1B Nc 5cA__ TABLE R602.7.5 MIN. OTY. KING STUDS REO'O. AT HORS. - STUDS AT 1r O.C. HEADER SPAN OR 2017 ORSC WA 2015 IRC ID 20121RC s3' 1 1 1 4' to <8' 2 2 1 x8' 3 3 1 ,E1DER PER F-- VERIFY MAX. UPLIFT FROM REACTIONS SECTION IN TRUSS ENGR'G. AND PROVIDE APPROPRIATE HURRICANE TIE FROM CHART BELOW, (R602.11.1) FOR UPLIFT VALUES GREATER THAN SHOWN, VERIFY RED'S. Wl DESIGNER. LEDER =ER END NAIL KING- H2.6A 600 Ib (5) 8d to Truss I (5) 8d to Plates jTUG TO HEADER 1200 lb (5) Ed to Truss I (5) 8d to Plates HTS16 _ W 141 is, N -I-5 HTS20 _ 1. -.x --AT JNGER HEALER "'F, ;_AT \A _ER JNMER eA -E_'DERS,-'P. / . ^ -_ __ I-=N,Iv..F I_ rx r JGS TY= CR G -RFA =- rTAELE R6 P._ l =RC'✓ DE FULL -T KIN:- STJD -I-ERE tm_-_RL7E G S7_,e- C-- =ER -A=_= RN 2::.E ER OPENING ..� -E _'r•E R5 'VC C> -EC I I ` TYP. HEADER SUPPORT_ TYP. WINDOW MULLION D� CALE. -C' - x Be 5 _ _- D�1� SCALE ` •2' - ; :6 .. _ E- UPLIFT RESISTANCE VERIFY MAX. UPLIFT FROM REACTIONS SECTION IN TRUSS ENGR'G. AND PROVIDE APPROPRIATE HURRICANE TIE FROM CHART BELOW, (R602.11.1) FOR UPLIFT VALUES GREATER THAN SHOWN, VERIFY RED'S. Wl DESIGNER. HURRICANE TIE MAX. ALLOW. UPLIFT FASTENERS H2.6A 600 Ib (5) 8d to Truss I (5) 8d to Plates (2) H2.6A 1200 lb (5) Ed to Truss I (5) 8d to Plates HTS16 1260 lb (16)10d Nails HTS20 1450 lb (20) 10d Nails CORNER5 AND N-EQS=C710NS FAS -EN w -: 1b6 --AGE NAILS \ ._l DBL.: -G l bj -jII'FA _ 7A A" 5FL 2> 5 -UD F-_ IN II cv`_N . SF �,, 5TUC5, - '=CGL _XC_7 _- CP=N'NG PROV'GE_, III EVC VL _5 v NAIL- c _= N, -- TABLE R1cC: �: R .7 -\A' NGI_ NG, ,7�, TYP. WALL FRAMING Ll 2464 SW GLACIER PLACE REDMOND. OR 97756 PH: 541-923-6607 F: 541-548-0761 cn W N J W r Q J a u eA REVISIONS CURRENT AS OF 100118 • • • •• • • • a • •• • ease •• TYPIInCAL ..•••• DI •f•ANS SEE CS - D1B •• ••• •• • •• a•• a•• .- i 3 METHOD CS -PF: CONT. SHTH'D. PORTAL FRAME D2 SCALE: I/2" -0' (24 x 36 SHEET) R602.10.6.4 SCALE: I/4"="-0' (11 x r SHEET) EXT.BRACED WALL _ HEADER CON-INUOUS OVER BOTH BRACED FULL -HT. BLK'G. a 16 OL. PANEL PER PLAN -- BRACED WALL PANEL y DIRECTL- BELOW WALL PANELS w/ DCL, PORTAL FRAMES FLR. 5L7 HG. A5 SPEC -D. OVER 2' TO IS' MAX. (2) 1616 NA' -5 EA. SIDE ENGR. I -JOISTS PER LAYOUT CONTINUOUS RIM BD. -- _ ' •+ FINISHED WIDTH OF OPENING TENS ON STRAP PER TABLE R602_10,04 ON EA. 51DE OF OPENING PER PLAN - 2:' N- FULL -H7, BLK G. DONT. j •� 816 COMMON or 1016 BOX TOE NAIL o 6" O.G. 1 �• rQv 1 I'--� BRACED WALL PANEL : X (3) ad COMMON TOE NAIL PROVIDE 2. R_LER5 INSIDE HDR FOR r 'WALL PANEL FULL EXTENSION OF 'NSUL. I STRAPS AS REO'D- - CENTER STRAPS AT 50TTOM OF HEADER .ter MIN. 3" x it -I/4 NaT HEADER EXT, BRACED WALL -T - (HOLD TIGHT 701 'T OF WALL) PANEL PER PLAN ` +, '- HEADER PER PLAN (MIN V x 11-1/4") - 4 FAGS NAIL KING STUD TO HEADER w/ (6) 1616 SINKERS EA. END - PROVIDE 2, , = Q Z •. , ENGR_ 1- 015T5 PL 2 LAYOUT FILLERS INSIDE HDR FOR TEN61ON STRAPS WD G �• I FASTEN SHTH'G. TO HDR w/ 86 COMMON W or GAL✓. BOX NAILS IN �' GRID I AND GARAGE DR TRACKS AS REO'D. 3 0 I' '� PATTERN A5 SHOWN I - FACE NAIL TOP PLATE TO HEADER w/ 1 ALONG LENGTH OF TWO ROWS OF 1616 SINKERS o 3" O.G- TYP. 1 - HEADER TO JACK -STUD STRAPS PER 4 J ; PLAN AND TABLE R602)0* 4 ON EA. I ,; J Q F I SIDE OF OPENING 11051TE 511E I .. ti = D FROM SHEATHING) 1 Il• W _ _ _ FOR A PANEL SPLICE IIF NEEDED): •: r X i8 2 PANEL EDGES SHALL OCCUR OVER .I 141 AND BE NAILED , COMMON BLKYx. X. w/ 8d COMIMON5 3" O.C. . A. EDGE - I MIN, i/8" THICK WOOD STRUCTURAL L QW1 I yy LOCATE WITHIN MIDDLE 24" OF •perI " PANEL SHEATHING, CONTINUOUS FROM r_•ry PORTAL LEG HEIGHT I „ TOP OF WALL TO BOTTOM OF WALL a S P LICED AS PERMITTED _ DBL. 2.6 STUDS EA. SIDE OF PANEL AS SHOWN w/ MIN. 3/8" WOOD STRL- 1 • - PANEL SHTHn. w/ 66 COMMON or .. 1 GALE. BOX NAILS • 3" O.C. IN ALL 1 FRAMING (STUDS, SILLS, BLK'G.. ETC.) ' . I I. MIN. (2) AB.. INSTALLED PER P40311 _ w/ 2"x 2". 3/16" SO. PLATE WA5HER5 GARAGE SLAB PER PLAN S :I I II -.I - T 1111-^li_T�lalill 1' i 1 '��T�I_ ":a II -11 I I II� I _IIIIIILI I�CII�II_I GARAGE SLAB wI THICKENED - CCNC. FOOTING PER PLAN STEMWALL EDGE PER PLAN STEMIWALL PER PLAN PER PLAN NOTE: ALL NOTES TYP. AT EACH PANEL LOCATION SPECIFIED PER PLAN 3 METHOD CS -PF: CONT. SHTH'D. PORTAL FRAME D2 SCALE: I/2" -0' (24 x 36 SHEET) R602.10.6.4 SCALE: I/4"="-0' (11 x r SHEET) EXT.BRACED WALL _ { - 1 FULL -HT. BLK'G. a 16 OL. PANEL PER PLAN -- BRACED WALL PANEL y DIRECTL- BELOW FI"..TNING SCHEDULE FOR FLR. 5L7 HG. A5 SPEC -D. OVER F" (2) 1616 NA' -5 EA. SIDE ENGR. I -JOISTS PER LAYOUT CONTINUOUS RIM BD. -- _ - j 2:' N- FULL -H7, BLK G. DONT. (3) STUD CORNER FRAMING 816 COMMON or 1016 BOX TOE NAIL o 6" O.G. ALONG LEN, -H OF INTERSECTIONAT R BRACED WALL PANEL : X (3) ad COMMON TOE NAIL INTERIOR BRACED l3) 1016 BOX 'WALL PANEL FULL EXTENSION OF 'NSUL. I 2. GARAGE WALL FRAMING PER PLAN EXT, BRACED WALL PANEL PER PLAN ` +, FLR. SHTH'G- A6 YK'D. OVER ENGR_ 1- 015T5 PL 2 LAYOUT I CS -PF _ SEE DETAIL 3/D2 I GONG. FNDTN. WALL PER PLAN - `FLLL-HT, BLK'G. CONT. ALONG LENGTH OF BRACED WALL PANEL PERPENDICULAR TO FRAMING (3) STUD CORNER FRAMING TO ALLOW EXTENSION OF INSULATION TO EXT. CORNER EXTERIOR (2) 2x6 'L' BLK'G. AT INTERIOR INTER5ECTIW- WALLS TO ALLOW EXTENSION OF I1,15UL. BEHIND TYP. CORNER FRAMING 02 SCALE: 1"•I'-®' (24 x 3C SHEET) SCALE: 1/2"=1'-0' (71 x IT SHEET) { - 1 FULL -HT. BLK'G. a 16 OL. EE NAIL USE CHART / BRACED WALL PANEL y DIRECTL- BELOW FI"..TNING SCHEDULE FOR 2 F" (2) 1616 NA' -5 EA. SIDE UD TO STUD NAILING INTERIOR BRACED INTEROR BRACED j �•� (3) STUD CORNER FRAMING 816 COMMON or 1016 BOX TOE NAIL o 6" O.G. 816 BOX TOE NAIL o 4" O.G. INTERSECTIONAT R �3 : X (3) ad COMMON TOE NAIL GARAGE WALL 70 ALLOW l3) 1016 BOX FULL EXTENSION OF 'NSUL. I 2. GARAGE WALL FRAMING PER PLAN GARAGE ` +, f (2)2x6 STUDS EA. END OF PORTAL FRAME PANEL (WHERE OCCURS) CS -PF _ SEE DETAIL 3/D2 TYP. CORNER FRAMING 02 SCALE: 1"•I'-®' (24 x 3C SHEET) SCALE: 1/2"=1'-0' (71 x IT SHEET) Oil _ ADD -'L. J015T DIRECTLY ABOEE FULL -HT. BLK'G. a 16 OL. BRACED WALL PANEL ALONG BRACED WALL PANEL DIRECTL- BELOW ALONG BRACED WALL PANEL 2 F" (2) 1616 NA' -5 EA. SIDE PLATE TO RIM BD, J015T, or BLK'G. INTERIOR BRACED INTEROR BRACED !� WALL PANEL WALL PANEL Oil _ I I AT EA. BLK'G. MEMBER PER TABLE R602.3(1) ADDT'L. JC15T FULL -HT. BLK'G. a I6" CC. DIRECTL- BELOW ALONG BRACED WALL PANEL BRACED WALL PANEL w/ (2) 16d NAILS EA. SIDE PARALLEL TO FRAMING z BRACED WALL PANEL CONNECTIONS 1 D2 SCALE: I/2" -I'-0' (24 x 36 SHEET) SCALE: 114"•I'-0' (II x Il SHEET) R602.10.8.2 x6 STUDS • 16" C.C., TYP. 2x6 SCRAP 6LOCKIN3, AF'PLT AT FRONT OF STUD ) GRAP BLOCKING r a TYP. SCRAP BLOCKING 4 D2 SCALE: 3"=I'-®' (24 x 36 SHEET) SCALE. I -I/2"=1'-0' (II x I-1 SHEET) NAIL USE CHART / FASTENING SCHEDULE PER TABLE R602.3(1) BUILDING ELEMENT QUANTITY, SIZE, AND LOCATION (SPACING) SYM. TYPES ( SELECT ONE) PLATE TO RIM BD, J015T, or BLK'G. (2) 16d COFIMON FACE NAIL (2) EA. - 16' OL. (3) led BOX FACE NAIL (3) EA. 0 16" OL. (AT BRACED WALL PANELS,' 51_K'&. TO SILL or TOP PLATE 816 COMMON or 1016 BOX TOE NAIL o 6" O.G. 816 BOX TOE NAIL o 4" O.G. RIM BD. or �3 FLOOR JOIST TO SILL or TOP PLATE (3) ad COMMON TOE NAIL l3) 1016 BOX (4) Sol BOX IN91A 2464 SW GLACIER PLACE ` REDMOND, OR 97756 PH: 641.923.5607 F: 541-546-0761 REVISIONS CURRENT AS OF 100118 • • :1 io 300 • • • a •• :tYP. FRAMING• ••• .. .. DIT -ANS •.. •• ••• • SEE CS • •• D2 INSTALLER TO GLUE —SCREW 1x3 MDF a COUNTERTOPS TO PARTICLE BD / TOP OF CORBEL w/ B. T03E7HER w/ (4) 8 REVD ADHESIVE T . I -Ill' MOF SCREWS - ATTACH CORBELS t0 ATTACH CORBELS TO 2.8 w/ l27 3' SCREWS 2x8 w/ f21 3' SCREWS (EA SIDE) SPACED AS ---- — CEA SIDE) SPACED AS --- 6 J4. _ SHOLN. COUNTERSINK j J SCREW& a FILL/PLU- - SCREWS a FILL HOLE5 • HOLES m e • y 0 a'I F 1x4 MDF 1 -^ 3/4' PARICLE BD. CUT TO -. DIMENSION'S SPEC'& w/ FACTORY BULL05E EDGE OUT I. Y'I. 3 IR' PRE -FABRICATED CORBEL FINISH PER CABINETS DETAIL 'A' DETAIL 'B' O LA I ATFJTILE COUNTER FOR GRANITE COUNTFR Nk V .-CAE'NETS PER RELEASE COUNTERTOP PER RELEASE "I NOTE.— FOR GRANITE COUNTERS, SEE CORBEL DETAIL B TOP PLATE (PER PLAN) - --CORBEL. SEE DETAIL - —b:8 IN5TALLED VERT. INTO IR' NOTCHED 2x6 STUDS w/ (2) 3' NOTCH SCREWS EA. STUD SPACED EVENLY �D2x FRAMED PONY WALL lPER _ PLAN) w/ STUDS ® 74' O.C. GIRDER TRU55 AND 2x BOTTOM PLATE (PER PLAN) GABLE END TRJ66 w/ C NAILED TO EACH JOIST w) /2) FIREPLACE OPTION )Old NAIL6 EXTEND I END STUDS O� PONY ? TOP PLATE / �LALL INTO FLOOR SYSTEM AND-----'----- L - BLOCK 1 NAIL SECJRELY TO — LL FLOOR JOISTS ow I— OPT. FIREPLACE -- RAISED COUNTER (PONY WALL) eF_NIbH FLOOR-_-__ 21'-0' 21'-0' BUILDING SECTION - A SCALE: 1/4" z I'-0' (24 x 36 SHEE) 0 2' 4' b' 10' SCALE: /e" . 1'-0' (11 x 11 SHEET) 21'-0' FULL WT. STUDS RAKE -FRAMED WALL AT M. BEDRM- SCALE: i/4" . I'-0' (24 x 36 SHEET) 0 1' 4' b' 10' SCALE: I/8' I -0' (11 x 11 SWEET) TOP PLATE TOP PLATE FINISH POOR FINISH F OOR - --3/12' 10'-p 1/4' . TO 4 VAULT 6 GABLE END TRUSS I 1 41-1 PANES EDGE 6L�'G. f]j IIjjI _ ALI .1T.VP I B I� 20' -II' FULL HT. STUDS RAKE -FRAMED WALL AT KIT. / DINING SCALE: 1/4" a I'-0' (24 x 36 SHEET) 0 2' 4' 8' 10' BCALE: 1/8" I'-0' (tl x Il SHEET) ..�. 2484 SW GLACIER PLACE RECMOND. OR PHONE 541-923-8807 FAX X641 541-548-0761 REVISIONS CURRENT AS OF 017816 • •': ': SECTION/ • WALL.,FR,AMIN6. [:ANES DETAILS 41, Ell I � __ I D3 1•• . A • a F 4 7 TV ALCOVE WHERE OCCUR5, VERIFY OPi. FLAT J �I II • S TV ALCOVE WHERE d N J I OGCURE, VERIFT OPT- FLAT IN FLAT CAP - WALL AS SPEC C, CLG.EXTEN'DS'.O ♦Y I � I I Qaa L .OPE BEHIND BEAM LLI > --- - ..- --.- - -- - , - lVERPT OPT. FLAT a m---------'-� WALL AS SPEC'D) OF LEGS BELOW) II I I I Ix MDF HORIZONTAL 9 lab MDF WRAPTope j v IL 5 -- 1.6 MDF BOXED OUT y I I OFF FACE OF PREPLACE), I I m LL I I SECTION VIEW (B) I I or D IM5 SHOWN DENOTE' F FIRE- FIN15HeD HEGHT R8OV ABOVE FIRE -LACE CENTERED IN ALCOVE IF FIR'EPLACE IS TALLER THAN D1" 5HOW4, ADJJST HEIGHT FIREPLACE FRAMING AALCOVE CCORDINGLY PLACE STUDS AS S-EC'D TO AOCOMODATE FP VENTING 5'-6' --f FIREPLACE AS REO'D FIREPLACE FRAMING (PLAN VIEW) 2.4 RAFTERS AT 24" OC. W/ SHTH'G. AS 5PECV- - ROOF PITC -I PER PLAN ti - ON PER PLAN 6" IF NOT SPEC'D d IL K EL OPT ALCOVEi 3/4" MDF 51-1EET AT TOP OF MANTLE EXTENDS INTO ALCOVE - MIN. I/1" REVEAL TO GROWN MOLDING OPT_ FLAT WALL, -. IxMDF FLAT CAP - MN. 1/2" REVEAL TO CROWN MOLDING 2.1/4" CROWN MOLDING - 1x6 MDF FLAT - (ALIGN w/ LEG BELOW? 1.2 MDF HORIZONTAL 5/4x6 FLATSTOCK MDF LEGS, TYP. BCTH 5'DES BASE MOLDING AS SPEC ABUTS SIDE_ OF LEG FIREPLACE DETAIL _ - EXT. WALL OR GABLE END ROOF CEILING LINE (ROOF OR FLOOR) f DROPPED BEAM PER PLANS J FLUSH -0 INTERIOR) OH PER PLAN LI SHED ROOF FRAMING (SIDE VIEW) TV ALCOVE WHERE OCCURS, VERIFY OPT, FLAT WALL AS SF£C'D la - EXT. WALL OR GABLE END ROOF TPoW55E5 OR RAFTERS AT 24" CL. W/ 54TH'G. A5 SPEC'D. - ROOF PITCH PER PLAN -FPLAN OCCUR ,I PER PLAN '- CEIL I4G �wE 'I (ROOF OR FLOORi �- IF GIRDER TRUSS OCCUR5 PER PLAN, DO NOT USE DROPPED BEAM OR TOP PLATE5 AT FIREPLACE ALCOVE OFT_ --FOR DROPPED BEAM CONDITION, SEE SHED DETAIL•• TV ALC VE INHERE OCCURS, CLG. EXTENDS TO - -w - TOP IE (VERIFY OPT. FLAT WALL AS 5PEC'D) r --j _-FIREPLACE AS SPEC'D I _I 7 I GABLE ROOF FRAMING (SIDE VIEW) 30/4T MDF SHEET AT -OP TV ALCOVE WHERE OCCUR5, VERIFY OPi. FLAT of MANTLE EXTENDS INTO ALCOVE- MIN. I/2" REVEAL WALL AS SPEC'D FIREPLACE ALCOVE Q j SPT F- AT WA, OPT- A9 SPEC, D - 0. IN FLAT CAP - �� CLG.EXTEN'DS'.O ♦Y CROWN MO�_OING R N .OPE BEHIND BEAM LLI - -�`• --- - ..- --.- - -- - , - lVERPT OPT. FLAT a FACE TO MAT 4 FACE WALL AS SPEC'D) OF LEGS BELOW) - 1 Ix MDF HORIZONTAL 9 lab MDF WRAPTope j -FIREPLACE AS SPECT) LI SHED ROOF FRAMING (SIDE VIEW) TV ALCOVE WHERE OCCURS, VERIFY OPT, FLAT WALL AS SF£C'D la - EXT. WALL OR GABLE END ROOF TPoW55E5 OR RAFTERS AT 24" CL. W/ 54TH'G. A5 SPEC'D. - ROOF PITCH PER PLAN -FPLAN OCCUR ,I PER PLAN '- CEIL I4G �wE 'I (ROOF OR FLOORi �- IF GIRDER TRUSS OCCUR5 PER PLAN, DO NOT USE DROPPED BEAM OR TOP PLATE5 AT FIREPLACE ALCOVE OFT_ --FOR DROPPED BEAM CONDITION, SEE SHED DETAIL•• TV ALC VE INHERE OCCURS, CLG. EXTENDS TO - -w - TOP IE (VERIFY OPT. FLAT WALL AS 5PEC'D) r --j _-FIREPLACE AS SPEC'D I _I 7 I GABLE ROOF FRAMING (SIDE VIEW) ' j, PER IREPLACE "I -0. r V-0, PER R IREPLAC_ .r -1.r COTTAGE FINISH (A) LUXURY FINISH (B) MDF SHEET w/ I ALCOVE AS OCCUR, 1.4 HOF CAP (w/ FLAT WALL OP -J ---2-1/4" CROIW MOLD'NG 1.8 MDF FLAT (ALIGN III/ LEG BELOW) -1x2 MDF HORIZONTAL 5 TILE SURROUND AS 5P'EC'D - - 5/4x6 FLATS -00K MDF LEGS, TYP. BOTH SIDES FIREPLACE AS 4 SPEC'D COTTAGE FINISH SECTION VIEW (A) 30/4T MDF SHEET AT -OP TV ALCOVE WHERE OCCUR5, VERIFY OPi. FLAT of MANTLE EXTENDS INTO ALCOVE- MIN. I/2" REVEAL WALL AS SPEC'D ro CROWN MOLDING SPT F- AT WA, IN FLAT CAP - �� 'IN. REVEAL TO CROWN MO�_OING R N - - — - 2-1/4" GROWN MOLDNCa --- - ..- --.- - -- - , - - Ix8 MDF (BJILO OUT - FACE TO MAT 4 FACE _ OF LEGS BELOW) - 1 Ix MDF HORIZONTAL 9 lab MDF WRAPTope BOTTOM OF LEGS, TYP. 5 -- 1.6 MDF BOXED OUT LEGS !BUILD -OUT 2-I/t" OFF FACE OF PREPLACE), . TYP. ALL LOCATIONS ' j, PER IREPLACE "I -0. r V-0, PER R IREPLAC_ .r -1.r COTTAGE FINISH (A) LUXURY FINISH (B) MDF SHEET w/ I ALCOVE AS OCCUR, 1.4 HOF CAP (w/ FLAT WALL OP -J ---2-1/4" CROIW MOLD'NG 1.8 MDF FLAT (ALIGN III/ LEG BELOW) -1x2 MDF HORIZONTAL 5 TILE SURROUND AS 5P'EC'D - - 5/4x6 FLATS -00K MDF LEGS, TYP. BOTH SIDES FIREPLACE AS 4 SPEC'D COTTAGE FINISH SECTION VIEW (A) 2464 8W GLACIERPLACE REDMOND, OR 97756 PHONE 541.923-H07 FAX 541.548-0761 Con o O�.._ O LL Lu Or V ^� 0 co ui O W UPS REVISIONS CURRENT AS OF 011816 s � � w T • • • i •• — ••: FIREPLACE • •r• •• DMArLS • • • •• `TD4 • )•• 111•• .•• f, D• I MDF SHEET w/ ALCOVE AS OCCURS Irz• L 1.4 MDF CAF (w/ FLAT WALL OPT.) 2-1/4" CROWN MOLDING IxE MDF (BUILD OUT - FACE TO MATCH FACE OF LEGS BELOW) �- Ix MDF 4AILER AS REO'D Ix MDF HORIZONTAL -- 1- MDF WRAP AT TOP BOTTOM OF LEGS, TYP. �- TILE BIIRROUN'D AS 5PEC'D •�1.6 MDF BOXED OJT LEGE (BUILD -OUT 2-1/2" OFF FACE OF FIREPLACE), TTP. ALL LOCATIONS FIREPLACE AS SPEC'D LUXURY FINISH SECTION VIEW (B) 2464 8W GLACIERPLACE REDMOND, OR 97756 PHONE 541.923-H07 FAX 541.548-0761 Con o O�.._ O LL Lu Or V ^� 0 co ui O W UPS REVISIONS CURRENT AS OF 011816 s � � w T • • • i •• — ••: FIREPLACE • •r• •• DMArLS • • • •• `TD4 • )•• 111•• .•• f, D• A EXAMPLE 2 -STORY PLAN DOES NOT NECESSARILY REFLECT PLAN OR ORIENTATION TO BE CONSTRUCTED RCC= NG AS ec E- DR=EG^E� ,J --o RE RE C -ETd_ DR '= EDGE '.1-E R_ RE G. ®MLR- R4N= = 5 D NG L' C.C. < < x < CORNER TR EPPEc x0? --47 ON .:CNDI-ON - COVER i-RCO= S-EA--ING x G' iINC O,: ILLE TPM T7PA� _4c SGING 4Fr S/< , a -ANC _ _ 4 _ L:xs C.7LC0GER5 AS RECD. CURRENT AS OF 10011:iii _=P 5'D'NG TO 5'J=POR RDC? OVER-41r- \-� ,._-. �T,:: CW5-- 5ACN 5 G r GCCRNER SHUTTERS TRIM • A14 % 4" _ .� I n � SORE LLlS • • • • (SEE P_AN FOR PRC xiCE '3: CCREELS FOR MASONRY LOGA'ICNS) 'n ENCLG'5E EXF-05EG J. 6 PROrIGE 1a; COREEL5 FCR .INDOUS 5 '1 DE AN-- O"ER BREL _" TCP CF -L- 51 �6' L CMN' "V - r T.. .-..2. - -�..L 11 METAL Z' FLa5�!Nr- LI pp _ t z -TT' -ETd_ DR '= EDGE '.1-E R_ RE G. ®MLR- R4N= = 5 D NG L' C.C. < < x < CORNER TR EPPEc x0? --47 ON .:CNDI-ON - COVER r-==� ==t +� A The "Method At" installation guide THIS INSTALLATION GUIDE REFERENCES THE AMERICAN Is designed IDr Integral hanged wS- ARCMTECTURAL MANUFACTURERS ASSOCIATION PUBLICATION 2400.02 dow applications, where the window is irstaled atter the weather resistive see Fig 5. lcr PIm Ocu, I h-a� smer s appkeb L.ompirance vattr or rwegn;ng rx„d ,.q wre q� \ trip UUIII code air_ pmr v null u. .—Pr resabvrc anzn b are in*CB I11 '•: dLICi w txHuhWx w:l k! t®%ajtC t:Ulnts •- >• Ueda ad"rb:0 wlaed,er C'ondillcr:s, Ti 1 x :Ile InSF.IIeT frtay C+711SpJF}` L.srg -0.tyt+ph 9-.rdh rnochan. g,' M+0 ( as pn W .rho ;tnwhlid fLnshing ClxwA%rallon as,hinp ! reams Wr should be Been to pr then tI !' oez+wr I n JI--trala In belt adhimiw. Fir Sema sub5lretzs, a POI -el tray he raquaed. I I The pik-" Fonfter fiuifding Systema Groupi As +ble wln*w 9>tsh!ry tr-ducts are acr!empta0te br this n,elhed , ~ .�. L I `. �•� • Moir" E.7 Seat• Sea Adhea ve Fiashing i.. -b i �0 E, 9 ens 14 wgri A =5' roll • Fort Ukiah' Veaterprod FhWhing a. r_ 4. S, 9 T,. 18 and 36 I•rn . 75' rolls -` v+x T . ForqFFigh' Commercial 14taterProof Flashing ysD,vug E. 9. 12 and TE inch x 75' tdlw • FotTiF1.9h' Buly1 Waterproot Flashing 4, B. 9 anct 12 r1CI• k 75 tells MODIFY g BARRIER _ Aire.•.;em 3s,uram`�rs � flip p.rce rn'h zlor,:xe edge nr s•na�:w,y 1-4i -�--._-�..� � t0hsh wth togdJaKjl•,�eerwg. .t 9' !ape tya tw r \I �Y !- • . Allow hr wesaa hair -•�•{J A r7^Mt,rg mhbe War 45' t r � SW Naching I oaxn++g ..•--_� Cut the sill gashing to the nidfh of the rough 1 cpanirig plus twice the fleshing width. Wipe Hie Make the fallowing diagonal Outset the top of the rough surface of the weather -resistive barrier with a clean opening comers Example: for9"Bashing measure as follows: Pa m ensure properadhesion Remove the release 9" up and 9"D". making a 45' angle (1a). Colon the diag- pager and press the sill flashing in piece so that the onal, ham ment ed point to the rough opening comer Gently edge of the roLgfiesth p adhesive is kiwi with the top raise the top edge of the weatherfesist" banner and tape the `N jc of the rough apenpag. MI and the carder to ire terrier sarface above. This Iallow for the installation of the window and the jamb and head flashing later CONTINUED... WINDOW INSTALLATION_ 4 JAMB FLASHING - ,V!°'d¢'.v ! ' • -. -+�— r;-: 4P01IX ^.tlrlt]N 4'KKw bc.d aissvwnl.ur = - ~� � �`✓ Yd-n�wgange I FJien rhe 14—V � I ` • • � � + F :'dtGh�9aaSr aM . Before installing the window, apply a continuous sip"bead 'a arnv tr:Tnw. nnrh Of sealant to the backside. (interior) of the readhg.r4-p mounting flange. Install the window according'othe win- —., 19 Oe -bR -- — dcw manufacturer's instructions. HEAD FLASHING :� AJtOke brnxxyth !herd � __ .• - Ak,A,Auhirm1,hanawrl''!+e :L+cIxM .1Dn/gnwly SRT! wrzkxvhame v4r rrxadimsrv. stria Nmb rev,: xr -` � c. ..v.,g flL: ern.T bfnndowner+7c -. if � Arno: to msta!ling the jamb Iia -Shing wipe fhe jamb flange and weaMer-resistive barter with a clean rag to ensure... proper adhesion. Then cut two stops of gashing long enough to extend beyond Me sdi gashing and 2'below the top Orth head Bashing• Remove the release paper and V/ipe the head flange, jamb flashing, weather -resistive bar- align !be Basting Bush against the window frame .vitt the de; and sheathing with a dean rag. Cul apiece of flashing adhesive strip covering ine entrre window flange Follow Torg enough to ensure that the head flashing extends a mine Mrs procedure fon the other side of the window irn✓m 1' beyond the jamb Itas/rirrg. Install the heat flashing by pressing Firmly in place in one cilrecgon to prevent voids. 1 WINDOW FLASHING, TYP. DS4 SCALE: N.T.S. 17V�d House ,P arrn+ucta for all wawther co,Mt:wns IN N , 0 N TA L J =C'✓ ANAP RC'/ X'E CR A NG IN I\c. L IG\ WI-- JIP-IME 'U R (,WER. ::C_R L- LE T ' / R r EL E 17- ING ON RC_- LN G \\''N ANG OJ A/ A\ C! A LT EAI57 6 INCILES A AC LRAM 5 -NC R'. L'"..+. ' OILER COURSE TLV_- -0 TF., - 2C" 7TE COR� R AN C\ .NJE \A' NG G A _,NG A YOL MOVE ARCJN T '\ F T \E< N T OR n EASE MGT ERI4. T 4 �s RCL C- = \ e C L E /- INC -4=C. SECURE '..E LC' EL AP - Rte_- =LAGE E T NNS _ -' 1 8'AL NG --HE VERTIC..L 1ISN6 HC GLAMC SE Ar"A, C SEAL -C-SEI-qAF SFA -le ANGME U4MIO 5-N- 21 "N-„ ING "G 9E -L -RGUNC E\_ R_ 'O\ .. _ SUCH AS E__i R.G 9Ci _ L -O"'EG,.--RD F:EiIA_E E:.i FLG.S-'\G CGN E_ „J TC SE -L RO'LND PENE'RA-'CNS, _14E OR -ER /EN--. 2 BUILDING HOUSEWRAP, TYP. DS4 SCALE: N.T.S __--PANE: SIGING AS SFE C'C. REAR / REAR This reconTmerdetion App:/ShT.®r9:ne7Taxnvar fff refers to themost �''`�/�"+ W commonly used types of ' !-!I • - ! i mw:ner-re, sa.e twiner. windows (surface I mounter!) Forathertypes `qIL of frames, special attention ` shouid he paid to Hie ��•__.- - window manufacturers I z instructions- Forlifibet i _ _ _ recommends01the use o Finally, show the Bae weather-resishve banner at p o/ th we8tintegrd'Ed— ther- the head to lay flat over Me head flashing. Apply a new resistive miu with all its piece of sheathing tape over the entire diagonal cut inade Hashing systems - m the weather -resistive bamer and press firmly in place.-- — - ------- 1 WINDOW FLASHING, TYP. DS4 SCALE: N.T.S. 17V�d House ,P arrn+ucta for all wawther co,Mt:wns IN N , 0 N TA L J =C'✓ ANAP RC'/ X'E CR A NG IN I\c. L IG\ WI-- JIP-IME 'U R (,WER. ::C_R L- LE T ' / R r EL E 17- ING ON RC_- LN G \\''N ANG OJ A/ A\ C! A LT EAI57 6 INCILES A AC LRAM 5 -NC R'. L'"..+. ' OILER COURSE TLV_- -0 TF., - 2C" 7TE COR� R AN C\ .NJE \A' NG G A _,NG A YOL MOVE ARCJN T '\ F T \E< N T OR n EASE MGT ERI4. T 4 �s RCL C- = \ e C L E /- INC -4=C. SECURE '..E LC' EL AP - Rte_- =LAGE E T NNS _ -' 1 8'AL NG --HE VERTIC..L 1ISN6 HC GLAMC SE Ar"A, C SEAL -C-SEI-qAF SFA -le ANGME U4MIO 5-N- 21 "N-„ ING "G 9E -L -RGUNC E\_ R_ 'O\ .. _ SUCH AS E__i R.G 9Ci _ L -O"'EG,.--RD F:EiIA_E E:.i FLG.S-'\G CGN E_ „J TC SE -L RO'LND PENE'RA-'CNS, _14E OR -ER /EN--. 2 BUILDING HOUSEWRAP, TYP. DS4 SCALE: N.T.S TRuSC=5 MER FLAN Li _ -r G= EDGE BETWEEN s- c NLIL .q� -=A'-1iN'G TC ELK G. a ROOF -TO -WALL FLASHING, TYP. DS4 t __--PANE: SIGING AS SFE C'C. REAR / REAR -_L PER II HCJSEWR=P COUNTER-FLA5�ED W ^� OVER HEAD FLASHING vE uaIM FROM 5J7TOP" OF -GING TO ROOFING `qIL \ E -AL 'L' HEAD FLASHING \ � N= LED TO WALL SHTH CF. ONLT z -F'OOF SHINGLES OVER ry '+ UNCERLAYMEN'T AS EFEC'D. TRuSC=5 MER FLAN Li _ -r G= EDGE BETWEEN s- c NLIL .q� -=A'-1iN'G TC ELK G. a ROOF -TO -WALL FLASHING, TYP. DS4 t ^'OJ5EWRaP LOOSE - EDGE OF W REAR / REAR w/ 'N. TUCKED ANC CvERLAPP-=C C OVER ENT WALL INE•'SLLED =ER -+LNJF 'NS7ZC-I1.-\6i I � I -. { _I LF SPAR_ 1111 5',. IN - LOGSE .- \' ".SUS-FWRAF PRCPERL N T LE 'EN NA LEC F_R 6LTE4R1AL: 5G"ECJLE NOTE: FOLLOW ALL MANUFACTURERS fl INSTALLATION INSTRUCTIONS }� FOR HORIZONTAL L VERTICAL NOUSEWRAF OVERLAPSe SIDE BEAM TAPING (DETAIL 2/054) GARAGE DOCR J -ME =5 -FM \ a-R- TR TR'.M = R ' R r SIDE TRIM TO BE CONT. AT 'Ir �I �I i�J EDGE OF OFT. MASONRY) - - - Y- -R!- N.T.S. -R"' N,T.S. -----...---...._.—..-- Kick-out flashing + ro �"•`-- �-alep ta6twlge aheathYtg -f -• 1{ I 10aparlincuse j whey I I GatldNgl�- I faaa ccmhnues Pali oRge at 1 rod voter - ` I rnrol'egion notc.lower stmh m and siding not shown for Canty E TST=F '': IN -7A _ L CC\-'NJOJS ME CE C. OSEL -�N- 50 :E+VE AREA u 'T cX _ EC• IS ROOF R-<= INS'A__ CR EGL.E A- EAVE -ERE REO'D. o RGC' NC N = c_�IN D NG 4Nr CON,: R_,.- O\, 7 - \ < D - = OR c7 A -\G ANC LEL7 \ =-LC= \ .E\'N LP=I CceNE< __ R^cF AS '055 5L E. STI== c !N'S�LLL FIRS CF 5L'.N'GLEE FR -173 C'VER K'.,K ClJ II -N^ FASTENEC IN EA"^c MANNER (IJ7- c_=_ c <r _-L RA •ING \ A LF Ci C RLGE FOR GC NG ' ' \ . ' - \v /-'ti LC'JFE'. F) \5 LLL ScGGN "'K _ OF -5.IN3Lff6 ANDS cF F_.;5 '\ LR EAC -Neu CORSE OF S -NG._• �- NO"s CE -.-L5 FRCV DED FOR REFERENCE c-Ep F_Lc-\G OE -4'L -C CC!.R _ LL_ C ROOF RLQ -c LA_L TSTa.;,ES <GK -O' 'ANG WILL NC- OCO,R _X L= OR "LINT -'-N ' "N Foo" EC --OM =-,GE OF EIGING'C MCCFING. 4 STEP FLASHING & KICK -OUT FLASHING, TYP. DS4 SCALE: N, 7.5 I'1 '` 5 DING L„ CIFEC'C. FRONT � \ OP'. 1A5CNR- AS 5FC. I - LOOSE AT EDGE OF •i7uGKEC ANC L%/ERLA==ED OVER ACJ AGENT -:OLeELRLF LN'C INSTAL'_EC PER M141— _ N-71IZUC-ION5 s CORNER TRIM, TYP. _ D� SCALE N.T.S. S!CI\IG AS SMcC+,. J�• HOUSEuIRAP . Z OVER -LASH INC,'P yl= 1 �I' METAL Z °LASHING — I 5,d x d Tr Il AS S=EC'G :-' 30' FELT TC PRC --ECT ACJAOIII EGGS- TR-� -T=__ WOCC TC-LSONR` II ! TRANSIT IONS -MAECNRY ✓ENEER NB' C PER "ANY- -' - -- - ti ll� L_CM SCFE.0 'I� • MIN 6- GR -C E OR ' CONCRE-E Ii II 6 MASONRY WAINSCOT, TYP. D34 SCALE' N.T.S. SdM. 5-LrE S D!\G• -c _ E D GABLE END 7R,55 FER FMLN tic JSFLRA= -A- OVER ` F'Ac `^ Z L5 -NG OVER TPI^ --\D E ' x E 5LNC -S SPEC.: CENTER OVER TRANS "'O\ PAET CCRNE 7 GABLE SIDING w/ TRIM BAND TYP. DS4 FRONT ELEVATION ONLY SCALE: N.T.S. LF 5•'AR" PANE': 5 D INT: GABLE END TRJ55 PCS r_ -N OFF -AE- /:' --CLSEI:IRAF FRC^^ GAr_- _NG R. LCOS- PSS- EG --G" OF 0;:N-, 4 -CI -150770 ECGE r"_R \S LNG - CVE R- AIM S'D :;No : HOc5ELIIII RJN LOOS= 0/EM ^:NG - TR" EXCFSB - -= B' `R- =-NEL 5 C NG t^ T) GABLE TRANSITION - SINGLE WALL, TYP. DS4,j SIDES / REAR ELEVATION SCALE: N.T.S 1� —T --`Ir— 4464 6W GLACIER PLACE REDMOND, OR 97756 PHONE 561-94&6607 FAX 561-548-0761 �7 J uj V L Z� < LL 0a u=FFR JAL_ FRA -,NG - V OPP5E-'^ AS -FLOOR Z MaN':F. Nse'✓TIO\- - E� E\.' =As- coRNERe `� cr-R_a= L= 5 6"L=7 =-NE_ -NnV 1 =RE✓En^ OVER _,.AEF-O.,SEJR=- -FI" SCAR: - C,,•,.-_ --CE I REVISIONS FLUSH J 5-LDc F G O. - L'•OIiSEl,12_,= FPC,., ; =.FR �, qJN LGGSE G _ ;G- CURRENT AS OF 100118 -'IG- - - =/cE� •=LONG •• •• • •• -CVP RL L, NG. A • •• • 0= Lo.LMR .,ALL • MI _F o rF -NEL 5 C 4:- J ��� 'sem, FLOOR TRANSITION -SINGLE WALL, TYP. ••� SI IN�JG • DS4, SIDES/ REAR ELEVATION SCALE. N.T.S. & FIASH 1 ING • L •• • t �TA►ItS • a•• • s SEE CS � DS4 ••