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Permit Building 2020-03-12
SPRINGFIELD rJ OREGON Web Address: www.springfleld-or.gov Building Permit Residential 1 & 2 Fam Dwelling (New Only) Permit Number: 811-20-000084-DWL IVR Number: 811065602214 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 Email Address: permitcenter@springfield-or.gov Permit Issued: March 12, 2020 TYPE OF WORK Residential Specialty Code Edition: 2017 Category of Construction: Single Family Dwelling Type of Work: New Calculated Sob Value: $196,350.92 Description of Work: PRE New SFD Lot 317 Jasper Meadows 9 Edgewood 317 1 JOB SITE INFORMATION Worksite Address Parcel Owner: HAYDEN HOMES LLC 5928 Pebble CT 1802033300101 Address: 2464 SW GLACIER PL STE Springfield, OR 97478 110 REDMOND, OR 97756 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone HAYDEN HOMES LLC - Primary CCB 172526 541-923-6607 BIRCHFIELD HEATING & AIR CCB 88938 541-926-1374 CONDITIONING INC GO PLUMBING & HEATING LLC CCB 193589 503-507-5350 GARNER ELECTRIC CO CCB 121159 503-648-4552 PENDING INSPECTIONS 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: 811-20-000084-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 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 1999 Final Building 1_2 Famdwell Pending 2250 Gas Piping/Pressure Test 1_2 Famdwell Pending 3130 Footing/Foundation Drains 1_2 Famdwell Pending 3200 Sanitary Sewer 1_2 Famdwell Pending 3300 Water Service 1_2 Famdwell Pending 3400 Storm Sewer 1_2 Famdwell Pending 3500 Rough Plumbing 1_2 Famdwell Pending 3620 Backflow Device 1_2 Famdwell Pending 3650 Shower Pan 1_2 Famdwell Pending 4000 Temporary Power Service 1_2 Famdwell Pending 4220 Electrical Service 1_2 Famdwell Pending SCHEDULING INSPECTIONS Various inspections are minimally required on each project and often dependent on the scope of work. Contact the issuing jurisdiction indicated on the permit to determine required inspections for this project. 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: 811-20-000084-DWL Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811065602214 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: 811-20-000084-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: Reimbursement - Transportation SDC 190.06 $190.06 SDC: Total MWMC Administration Fee - Local 89.48 $89.48 SDC: Total Transportation Administration Fee 190.09 $190.09 SDC: Total Sewer Administration Fee 305.39 $305.39 SDC: Total Storm Administration Fee 91.77 $91.77 SDC: Administrative Fee - MWMC Regional Wastewater SDC 10 $10.00 SDC: Compliance Cost - MWMC Regional Wastewater SDC 22.82 $22.82 SDC: Improvement Cost - MWMC Regional Wastewater SDC 1620.85 $1,620.85 SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 135.93 $135.93 SDC: Improvement - Transportation SDC 3611.72 $3,611.72 SDC: Improvement Cost - Local Wastewater 2015.76 $2,015.76 SDC: Reimbursement Cost - Storm Drainage 748.59 $748.59 SDC: Improvement Cost - Storm Drainage 1086.82 $1,086.82 SDC: Reimbursement Cost - Local Wastewater 4092 $4,092.00 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 - Mech (12% of applicable fees) $17.76 State of Oregon Surcharge - Elec (12% of applicable fees) $30.96 State of Oregon Surcharge - Plumb (12% of applicable fees) $62.52 State of Oregon Surcharge - Bldg (12% of applicable fees) $180.71 Curb cut fee - enter # of cuts 1 $125.00 Curb cut and Sidewalk construction - multiple permit discount 1 $-42.00 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: 811-20-000084-DWL Page 5 of 5 Total Job Value: $196,350.92 Printed on: 3/12/20 Page 5 of 5 C:\myReports/reports//production/01 STANDARD Total Fees: $22,936.32 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 1,408.00 Sq Ft $122.46 $172,423.68 VB U Utility, misc. 410.00 Sq Ft $48.73 $19,979.30 VB U Utility, misc. - 162.00 Sq Ft $24.37 $3,947.94 half rate 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 811-20-000084-DWL Springfield, OR 97477 - 541-726-3753 OREGON IVR Number: 811065602214 permitcenter@springfield-or.gov Receipt. Number: 474095 Receipt Date: 3112120 www.spdngfield-or.gov Worksite address: 5928 Pebble CT, Springfield, OR 97478 Parcel: 1802033300101 Printed: 3/12/20 2:55 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 3112/20 1,818.00 SgFt Residential wiring 224-00000-426102-1033 $258.00 $258.00 3/12/20 2.00 Qty Single Family Residence - Baths 224-00000-425603-1034 $521.00 $521.00 3/12/20 1.00 Ea 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 3/12/20 1.00 Ea Clothes dryer exhaust 224-00000-425604-1031 $13.00 $13.00 3/12/20 1.00 Ea State of Oregon Surcharge - Elec 821-00000-215004-0000 $30.96 $30.96 (12% of applicable fees) 3/12/20 1.00 Ea State of Oregon Surcharge - Plumb 821-00000-215004-0000 $62.52 $62.52 (12% of applicable fees) 3112/20 1.00 Ea State of Oregon Surcharge - Bldg 821-00000-215004-0000 $180.71 $180.71 (12% of applicable fees) 3/12/20 1.00 Qty Curb cut fee - enter # of cuts 201-00000-428060-1069 $125.00 $125.00 3/12/20 1.00 Ea Curb cut and Sidewalk construction - 201-00000-428060-1069 $(42.00) $(42.00) multiple permit discount 3/12/20 1.00 Ea Sidewalk construction - permit, first 90 201-00000-428060-1069 $125.00 $125.00 linear feet 3/12/20 748.59 Amount SDC: Reimbursement Cost - Storm 617-00000-448029-8800 $748.59 $748.59 Drainage Printed: 3/12/20 2:55 pm Page 1 of 3 FIN_TransactionReceipt_pr Transaction Receipt 811-20-000084-DWL Receipt number: 474095 Fees Paid Transaction Units Description Account code Fee amount Paid amount date 3/12/20 1,086.82 Amoun SDC: Improvement Cost - Storm 617-00000-448028-8800 $1,086.82 $1,086.82 Drainage 3112/20 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 3/12120 91.77 Amount SDC: Total Storm Administration Fee 719-00000-426604-8800 $91.77 $91.77 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 3/12/20 89.48 Amount SDC: Total MWMC Administration Fee 719-00000-426604-8800 $89.48 $89.48 - Local 3/12/20 1.00 Ea Address assignment - each new or 224-00000-425602-0000 $54.00 $54.00 change requested externally, per each 3/12/20 1.00 Qty Willamalane fees - Single Family 821-00000-215023-0000 $4,203.00 $4,203.00 Detached, per unit 3/12/20 1,818.00 Sq Ft Fire SDC - New Res Construction Sq 100-00000-424005-1091 $109.08 $109.08 Ft fee - enter sq ftg 3/12/20 4.00 Qty Gas fuel piping outlets 224-00000-425604-1031 $9.00 $9.00 3/12/20 1.00 Ea Decorative gas fireplace 224-00000-425604-1031 $19.00 $19.00 Printed: 3/12120 2:55 pm Page 2 of 3 FIN_TransactionReceipt pr Transaction Receipt 811-20-000084-DWL Account code Receipt number: 474095 Paid amount Transaction Units Description data 224-00000-425604-1031 3/12/20 1.00 Ea Plan Review - Major, City 3/12/20 1.00 Ea Flue vent for water heater or gas $17.76 fireplace 3/12/20 1.00 Ea State of Oregon Surcharge - Mech (12% of applicable fees) 3/12/20 1.00 Automatic Technology Fee Fees Paid Account code Fee amount Paid amount 100-00000-425002-1039 $251.00 $251.00 224-00000-425604-1031 $13.00 $13.00 821-00000-215004-0000 $17.76 $17.76 204-00000-425605-0000 $196.24 $196.24 Payment Method: Credit card Payer: HAYDEN PERMITS Payment Amount: $21,957.47 authorization: 012499 Paid through ePermitting website Receipt Total: $21,957.47 Printed: 3/12/20 2:55 pm Page 3 of 3 FIN_TransacdonReceipt_pr II Structural Permit 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 DEPARTMENT USE ONLY Permit no:.' ()—=(S L(-Di�— Date: \ a 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 E No CATERGORY OF CONSTRUCTION E1 Residential I ❑ Government I ❑ Commercial JOB SITE INFORMATION AND LOCATION Job site address: 5 9 a b iJ- City: Springfield State: OR ZIP: 97478 Subdivision: JJasperMcadows9 I Lot no: 317 Reference: Oap 3 3 Taxlot: I�►qt PROPERTY OWNER Name: Hayden Homes Address: 2464 SW Glacier Pl. City: Redmond State: OR ZIP: 97756 Phone: 541- `LZp Flo"i Fax: 971-404-0936 This installation is being made can residential or farm property owned by me oraLnber of my immediate family, and is exempt from licensir re' ts under OILS 70 1.010. Sign here: C CTOR INSTALLATION Busisness na i : Hayden Homes Address: 2464 SW Glacier PI. City: Redmond State: OR ZIP: 97756 Phone: 541-7,'2" 1 Fax: 971-404-0936 E-mail: CCB license no: 172526 1. Valuation information Print name: L Signature: F SUB -C NT OR INFORMATION Name: CCIJ License Number Phone Number E Garner Elect. _" 121159 503-648-4552 P Go Plumbing 193589 503-507-5350 M Birchfield 88938 541-974-0909 FEE SCHEDULE 1. Valuation information (a) Job description: New Single Family Dwelling, detached Occupancy: R3/U Construction type: VB 0410 Square ft: House: 1408 G: 5 Other: 162 Cost per square foot: $122.46 $48.74 $24.37 Other information: Type of Heat: Gas forced air Energy Path: E5A and CAI 121 New ❑ alteration ❑ addition (b) Foundaltion-only permit? ❑ Yes ID No o , 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): $2,789.72 �L 11/20/2019 11/20/2019 2- Electrical Permit Application >ruNarrnca DEPARTMENT USE ONLY 1 �� SK-Jw k y, irertnit na. 225 Fifth Str•eel0pringfidd, OR 97477#1'11(541)726.3753+hAX(541)726.3689 Date; Ij 2,0 ia� J This permit is Issued under OAR 918-309.0000. Pertnits are nontransferable. Permits expire If work is not started within 180 days of issuance or If work is suspended for 180 days. LOCAL GOVERNMENT APPROVAL Zoning approval verified? ® Yes ❑ No CATEGORY OF CONSTRUCTION Residential j El Government I Q Commercial JOB SITE INFORMATION AND LOCATION Job site address; GT• City; Springfield state: OR i ZIP; 97478 Reference: Lot 317 1'axlot.; DESCRIPTION OF WORK Single Family Residential S PROPERTY OWNER Name; Hayden Homes LLC Address:2464 SW Glacier PL suite 110 City: Redmond I state: OR 7ilr: 97756 Phone: 541-923-6607 Fax:541-•404-0936 E-mail: crwarren@hayden-homes,Com This installation is being made on residential or farm property owned by me or a member of my irnmediate family. This property is not intended for sale, exchange, lease, or rent. OAR 479.540(1) and 479.560(1). Signature: CONTRACTOR INSTALLATION Business name: Garner Electric Address: 2920 SE Brookwood suite A city; Hillsboro state: OR I zfl': 97123 Phone; 541-246-0312 1 Fax: E-mail: r-4neland@garnerelectric,com CCD license no.: 121 159 BCD license no,: 34305C Signing supervisor's license nc.: 3707S Print name of signing supervisor: Ch k arner Signature of signing supervisor: ��'Awz' Last edlied 7/1/2019 Won" FEE SCHEDULE (Number of Inspections per Iters O Qty, Cost ea. Cotnl CUSt Residential, per will, service Included: 1,000 sq. It. or less (4) $186.00 $ Each additional 500 sq. 11, or portion thereof S36.U0 S Limited energy (2) S44.U0 $ Each wunufnctured home or modular dwelling scrvice or feeder (2) $89 UO b Services or feeders: installarlwn, alteration, relocatiun 200 amps or less (2) - SI 12.00 201 to 400 arnps (2) $131,00 401 to 600 amps (2) $221,00 $ 601 io 1,000 amps (2) 5285100 b Over 1,000 amps or volts (2) _ Reconnect oily (2) S6.54,00 b' $89.00 Temporary services or feeders; inwuilution, ullerution, relovatior 200 maps ur less (2) 2U1 to 400 rmtps (2) 5122.tIU $ 401 to 600 untps (2) SJ 77.00 $ Over 600 amps or 1,000 volts, see services or ieedcrs section abuve Branch circuitst new, alteration, extension per parcel it. Pee 1•or brunch circuits with purcltuse of a service or reeder Ice; Duch branch circuit $HAU $ b. Pe¢ for branch circuits withuut purchase of a scrvice ur I-eciet leve First branch circuit (2) $gy,UU Such udditional br iich circuit 58.110 $ a•tiseellnncous fees; service o-jreder aur inchided Gueh 1 -nip or irrigntion circle (2) S89.0u Guilt sign or outline lighting (2) S89,0U S Signal circuit or a limited -energy panel, 581 UU ulcer ilon, ur extension (2) Erich oddiriorwl Inspection: (1) $102.00 $ DEPARTMENT USE (A) Lwer subtotal of abuvc fees (Minlntum Prrrnit free 5102.00) 9 (13) Enter 12% surcharge (.12 x IAJ) (C) Technology Fee (5% of (A)) TOTAL, lives and surcharges (A through D): S Transaction Receipt 811-20-000084-DWL IVR Number: 811065602214 Receipt Number: 473534 Receipt Date: 1/13/20 www.springfield-or.gov Worksite address: 5928 Pebble CT, Springfield, OR 97478 Parcel: 1802033300101 Transaction Units Description date 1/13/20 1.00 Ea Structural plan review fee Fees Paid Accountcode 224-00000-425602-1030 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 permitcenter@springfield-or.gov Fee amount Paid amount $978.85 $978.85 Payment Method: Credit card Payer: HAYDEN HOMES Payment Amount: $978.85 authorization: 013071 LLC Transaction Comment: Lot 317 Cashier: Katrina Anderson Receipt Total: $978.85 Printed: 1/13/20 4:18 pm Page 1 of 1 FIN_TransactionReceipt_pr a) N Ln C O O E E=3 C E Y U aU t U U a Vf N m .j taa ai w C a) N s ON N ri L O R R R a) 4J Q. 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(p _ N v O 7 O rD Lll S t3' r+ C N (D r+ L2 Q Q.. N N ray. rD i L O(A N Q v' r+ rt S M rNi s (D S r+ O -0 n O 1 y, (D (D < (D r-,. Q L2 O O CL ' N CD LI) 3 O N O a) � `D E m 13(D -i Q+ � Lv -0 � -�' m SZ S r % Q rD rD n in LI) -0 O Q S O — �' L1 s r�_•rrt N. ` S (D n C x U O rD C _s i o 3 m 4Ln 3 rD Q I_ aq s. O O rt t' O (D r+ V i r+ N V��1 O LA I- r+O fp (D 3 W --I w(D a (D (D n Lz s s ,- °4 CrQ m m Lz lD rD o �• y (D (A rF CO < N f r r t m rD rD s L p-+, 3 sv rt n (D N j t P �1 r ry i 1� CL) Q) U N L O m U .Q CL m f6 U V d N N C dA mom N d .Fr O c H E O �F+ W '_ 0 m F7 CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET JOURNAL OR JOB NUMBER: 20-000084-DWL NAME OR COMPANY: HAYDEN HOMES LOCATION: 5928 PEBBLE CT TAX LOT NUMBER: 1802033300101 DEVELOPMENT TYPE: Single Family Residence NEW DWELLING UNITS 1 BUILDING SIZE (SF): 186' BVIPERVIOUS AREA MAX 45% 1 32% 1. STORM DRAINAGE DIRECT RUNOFF TO CITY STORM SYSTEM LOT SIZE A. REIMBURSEMENT COST AREA DRAINING TO IMPERVIOUS S.F. x COST PER S.F. DRYWELL CHARGE 2487.00 $0.301 = 0 $748.59 $748.59 B. IMPROVEMENT COST IMPERVIOUS S.F. x COST PER S.F. CHARGE 2487.00 $0.437 = 0 $1,086.82 F $1,086.82 1070 ITEM 1 TOTAL - STORM DRAINAGE SDC $1,835.41 2. SANITARY SEWER - CITY A. REIMBURSEMENT COST: NUMBER OF DF[I s x COST PER DFU 24 $170.50 = $4,092.00 1091 B. IMPROVEMENT COST: NUMBER OF DFU's x COST PER DFU 24 $83.99 = $2,015.76 1092 ITEM 2 TOTAL - CITY SANITARY SEWER SDC = $6,107.76 3. TRANSPORTATION A. REIMBURSEMENT COST: ADT TRIP RATE x NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR 9.57 1 19.86 1.00 = $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 ICOST 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) _ $13,534.55 SUBTOTAL x ADM. FEE RATE = CHARGE $13,534.55 5% $676.73 TOTAL STORM ADMINISTRATION FEE TOTAL SEWER ADMINISTRATION FEE: TOTAL TRANSPORTATION ADMINISTRATION FEE: TOTAL MWMC ADMINISTRATION FEE - LOCAL Steven Petersen 1/28/2020 TOTAL SDC CHARGES = I $14,211.28 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 1 3 = 3 SHOWER, SINGLE STALL 0 0 2 = 0 SHOWER, GANG (NUMBER OF HEADS) 0 0 2 1= 0 SINK: COMMERCIAL/RESIDENTIAL KITCHEN 1 0 3 = 3 SINK: COMMERCIAL BAR 0 0 2 = 0 SINK: WASH BASIN/DOUBLE LAVATORY 0 0 2 = 0 SINK: SINGLE LAVATORY/RESIDENTIAL BAR 3 0 1 = 3 URINAL, STALL / WALL 0 0 5 = 0 TOILET, PUBLIC INSTALLATION 0 0 6 1= 0 TOILET, PRIVATE INSTALLATION 2 0 3 = 6 MISCELLANEOUS DFU TYPE NUMBER OF EDU'S 20 = TOTAL DRAINAGE FIXTURE UNITS *EDU (Equivalent Dwelling Unit) is a discharge equivalent to a single family dwelling unit (20 DFU's) set at 167 gallons per day 0 24 MWMC CREDIT CALCULATION TABLE: BASED ON COUNTY ASSESSED VALUE YEAR ANNEXED CREDIT RATE/$1,000 ASSESSED VALUE $5.29 $5.29 $5.19 $5.12 $4.98 $4.80 $4.63 $4.40 $4.07 $3.67 $3.22 $2.73 $2.25 $1.80 $1.59 $1.45 $1.25 $1.09 $0.92 $0.72 $0.48 $0.28 $0.09 $0.05 IS LAND ELGIBLE FOR ANNEXATION CREDIT? 0 (Enter 1 for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? 0 (Enter 1 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 = $0.00 BEFORE 1979 1979 1980 1981 1982 1983 1984 1985 1986 1987 1988 1989 1990 1991 1992 1993 1994 1995 1996 1997 1998 1999 2000 2001 . ! 1 L t= `�- i_� -``-� ms's"-�". �� �i-- L. _ ��►,�i'i^� `FI�� ` ._ _ - i _ L. 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W P H W .4 L1E w WHO O7 A O U OH H3 W UIQ pC nU0 N F- XCL w o rn Or Iq, N NO M r mow 0 J W g Q r3 U. a S J W We: W m- W K Z Z O W Z j O Z s Ozmw 7 N W I-OLL s¢Z-w w O 0',za y LLZ-SFS-' F=- m Lu W �UFSOS S wZl=03a a JJULLO O o z a-aw a dJwa d NO�wNI- rn ❑LLOmz Z oNZrwi�40 4 OamW¢ UQ n fO WOZF,Y Z 2y Mm)m Nm r JwJ w-�❑�m m OzymIr�ir ZJiy ZUyF-F-mZ1'Z w W �F-❑tA SaI-WW-Ky�m�O~Os m to N tpil FLo - r- OJU�s~l-oaJ ❑rJn >raW aWOx❑JyU=❑W¢U¢❑-❑jOW pJSpxK=SW��WOm SsWmQ❑ i'. Z � �i m y Iri ui r co 9 ;t a. H O O O O Oo mEy � U I I VJ - 15 U 1 p oZ rll N U2 HI'INN 0 .yNH� NCO ❑O `� d N y _ a -F- W mm W Xoo ❑pfd Lwo O � �0 00 pV1� Z LL(�K w J wMoo r- 32w OwF- = z SWv 1ww �aw wp_1- Z F. F. 7 n www ZOO ��� :�O qq 0 av ION �JO ROOO) N Uo. K o w Ul N WJO j❑ HWO w WIS.,6 Z MURnN F- ❑aLL w d 3zy VJ �LLS4 ¢ 2 ❑ ¢❑O H a �y❑ aaH �0W, d}SV O N OJ 7wlw• Nm HH 2 1' LL JWZ Q F— �. Ow Z W H QI=-O 2�a[r WZ~S wJ O¢g N g U_OQ you U?li ¢¢Z W OaLLF-m w�z� E ❑ uLL.mS(7 a O Wwj~ O zoo oo w > < xa w 3J� 0N7�0�77 z z= a WIN -.,may �j Project: page Hayden Enterprises Inc Location: Single Member Header - 301b Live Load 2464 SW Glacier Place Multi Loaded Multi Span Beam Redmond, OR 97756 or [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% StruCalc Version 8.0.100.0 1/26/2015 3:02:16 PM Controlling Factor: Moment DEFLECTIONS Cen er 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 U b d L th B tt 5 ft n race eng - o om Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 pIf Beam Self Weight 2 plf #2 Douglas -Fir -Larch Total Uniform Load 2 plf Rn -Ie Values Adjusted Bending Stress: Fb = 900 psi Fb' = 1080 psi Cd=1.00 CF=1.20 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 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 - -L'= 625 psi Controlling Moment: 289 ft -Ib 2.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -175 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: 3.21 in3 13.14 in3 Area (Shear): 1.46 in2 10.88 int Moment of Inertia (deflection): 3.25 in4 47.63 in4 Moment: 289 ft -Ib 1183 ft -Ib Shear: -175 lb 1305 lb 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 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 DEFLECTIONS 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 page Hayden Enterprises Inc 2464 SW Glacier Place Redmond, OR 97756 of StruCalc Version 8.0.100.0 6/5/2014 2:11:09 PM 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 A 3.5 ft B Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #2 - Douglas -Fir -Larch 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=9.30 Wall Load WALL = 0 plf Shear Stress: Fv = 180 psi Fv' = 180 psi BEAM LOADING Cd=9.00 Beam Total Live Load: wL = 640 plf 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 - -L = 625 psi Fc -1' = 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: Reo'd Provided Section Modulus: 13.89 in3 17.65 in3 Area (Shear): 9.54 in2 19.25 in2 Moment of Inertia (deflection): 11.57 in4 48.53 in4 Moment: 1354 ft -Ib 1720 ft -Ib Shear: 1145 lb 2310 Ib Project: Edgewood Location: Opt. 12x12 Patio Beam 265 psi Roof Beam Cd=1.15 [2009 International Building Code(2005 NDS)] ft 3.5 IN x 9.0 IN x 12.0 FT 1800 ksi 24F -V4 - Visually Graded Western Species - Dry Use Min. Mod. of Elasticity: E_min = Section Adequate By: 101.8% E_min' = 930 ksi Controlling Factor: Moment 650 psi DEFLECTIONS Center Controlling Moment: 5386 ft -Ib Live Load 0.21 IN U675 TW = Dead Load 0.15 in ft Total Load 0.36 IN U395 Created by combining all dead and live loads. Live Load Deflection Criteria: 0240 Total Load Deflection Criteria: L/180 Controlling Shear: 1580 Ib Roof Live Load: REACTIONS A B At a distance d from support. Live Load 1050 Ib 1050 Ib Roof Dead Load: Dead Load 745 Ib 745 Ib 15 Total Load 1795 Ib 1795 Ib Read Bearing Length 0.79 in 0.79 in Section Modulus: BEAM DATA 47.25 in3 Span Length 12 ft 7.78 in2 Unbraced Length -Top 0 ft Moment of Inertia (deflection): Unbraced Length -Bottom 0 ft 212.63 in4 Roof Pitch 6 :12 5386 ft -Ib Roof Duration Factor 1.15 Shear: MATERIAL PROPERTIES 6400 lb 24F -V4 - Visually Graded Western Species Base Values Ad'ust Bending Stress: Flo = 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. -L to Grain: Fc -1- = 650 psi Fc -1' = 650 psi Controlling Moment: 5386 ft -Ib Tributary Width: TW = 6.0 ft from left support ft Side Two: Created by combining all dead and live loads. Controlling Shear: 1580 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: 23.42 in3 47.25 in3 Area (Shear): 7.78 in2 31.5 int Moment of Inertia (deflection): 96.93 in4 212.63 in4 Moment: 5386 ft -Ib 10868 ft -Ib Shear: 1580 Ib 6400 lb page r - Hayden Homes _ 1 Hayden Enterprises Inc 2464 SW Glacier Place of Redmond, OR 97756 StruCalc Version 8.0.113.0 1/3/2014 9:58:54 AM A yen ROOF LOADING AND LOADS Adjusted Beam Length: Ladj = Side One: ft Beam Self Weight: BSW = Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 6 ft Side Two: plf Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1 ft Wall Load: WALL = 0 plf SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 12 ft Beam Self Weight: BSW = 7 plf Beam Uniform Live Load: wL = 175 plf Beam Uniform Dead Load: wD_adj = 124 plf Total Uniform Load: WT = 299 plf Project: Edgewood Location: 3 -Car 4ft Ext Garage Header 265 psi Roof Beam Cd=1.15 [2009 International Building Code(2005 NDS)] BSW = 3.5 IN x 12.0 IN x 8.0 FT 1800 ksi 24F -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 DEFLEC1I01145 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: L/240 Total Load Deflection Criteria: L/180 Controlling Shear: -2567 Ib Roof Live Load: REACTIONS A B At a distance d from support. Live Load 2000 Ib 2000 Ib Roof Dead Load: Dead Load 1378 Ib 1378 Ib 15 Total Load 3378 Ib 3378 Ib Read Bearing Length 1.48 in 1.48 in Section Modulus: BEAM DATA 84 in3 Span Length 8 ft 12.64 M2 Unbraced Length -Top 0 ft Moment of Inertia (deflection): Unbraced Length -Bottom 0 ft 504 in4 Roof Pitch 6 :12 6756 ft -Ib Roof Duration Factor 1.15 Shear: MATERIAL PROPERTIES 8533 lb 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 Side One: BSW = Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. -L to Grain: Fc -1= 650 psi Fc --L'= 650 psi Controlling Moment: 6756 ft -Ib Tributary Width: TW = 4.0 It 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 M2 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 or Redmond, OR 97756 StruCalc Version 8.0.113.0 1/3/2014 9:59:35 AM A =_ 8 f ROOF LOADING LENGTHS 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 = 11 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 9 ft Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED Adjusted Beam Length: LENGTHS Ladj = AND 8 LOADS 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 Project: Edgewood Location: 3 -Car Garage Header Roof Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 12.0 IN x 8.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 465.8% Controlling Factor: Moment DEFLECTIONS Center Cd=1.15 Live Load 0.03 IN U3781 Fv = 265 psi Dead Load 0.02 in Cd=1.15 Total Load 0.04 IN L/2214 E = 1800 ksi Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: 0180 REACTIONS A B Comp. -L to Grain: Live Load 1000 Ib 1000 Ib Controlling Moment: Dead Load 707 Ib 707 Ib 4.0 ft from left support Total Load 1707 Ib 1707 Ib Created by combining all dead and live loads. Bearing Length 0.75 in 0.75 in -1298 Ib BEAM DATA psf Span Length 8 ft 15 Unbraced Length -Top 0 ft Tributary Width: TW = Unbraced Length -Bottom 0 ft ft Roof Pitch 6 :12 0 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Valu-z:s Adjusted Bending Stress: Flo = 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 -1= 650 psi Controlling Moment: 3414 ft -Ib 4.0 ft from left support Side Two: Created by combining all dead and live loads. Controlling Shear: -1298 Ib At a distance d from support. psf Created by combining all dead and live loads. Comparisons with required sections: Read Section Modulus: 14.85 in3 Area (Shear): 6.39 in2 Moment of Inertia (deflection): 40.97 in4 Moment: 3414 ft -Ib Shear: -1298 Ib Fv' = 305 psi page Hayden Homes Hayden Enterprises Inc 2464 SW Glacier Place or Redmond, OR 97756 StruCalc Version 8.0.113.0 1/3/2014 9:59:47 AM A sn B ROOF LOADING SLOPEIPITCH ADJUSTED LENGTHS AND LOADS E'= 1800 ksi Side One: Ladj = 8 Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 9 ft Side Two: plf Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1 ft Wall Load: WALL = 0 plf Provided 84 in3 42 in2 504 in4 19320 ft -Ib 8533 Ib SLOPEIPITCH ADJUSTED LENGTHS AND LOADS E'= 1800 ksi Adjusted Beam Length: Ladj = 8 ft E_min' = 930 ksi Beam Self Weight: BSW = 9 plf Fc -1' = 650 psi Beam Uniform Live Load: wL = 250 plf Beam Uniform Dead Load: wD_adj = 177 plf Total Uniform Load: WT = 427 plf Provided 84 in3 42 in2 504 in4 19320 ft -Ib 8533 Ib Project: Edgewood page Hayden Homes / Location: Garage to House Door Header � pU� Hayden Enterprises Inc Multi -Loaded Multi -Span Beams 2464 SW Glacier Place of [2009 International Building Code(2005 NDS)] 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 BEAM DATA Center Span Length 3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 3 ft Provided Section Modulus: 19.69 in3 UNIFORM LOADS Center Live Load Duration Factor 1.00 25.38 int Moment of Inertia (deflection): 15.15 in4 Uniform Live Load 0 plf Notch Depth 0.00 Shear: 1938 Ib 3045 lb Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 6 plf #2 - Douglas -Fir -Larch Total Uniform Load 6 plf Base Values Ad_ u� POINT LOADS - CENTER SPAN Bending Stress: Fb = 900 psi Fb' = 1170 psi Load Number One Cd=1.00 CF=1.30 Live Load 2900 Ib Shear Stress: Fv = 180 psi Fv' = 180 psi Dead Load 0 Ib Cd=1.00 Location 1 ft 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: 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: Read Provided Section Modulus: 19.69 in3 30.66 in3 Area (Shear): 16.15 in2 25.38 int Moment of Inertia (deflection): 15.15 in4 111.15 in4 Moment: 1920 ft -Ib 2989 ft -Ib Shear: 1938 Ib 3045 lb Project: Edgewood Location: Dining Patio Door Header Roof Beam i [2009 International Building Code(2005 NDS)] 3.5 INx9.25INx5.OFT #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 Hayden Enterprises Inc 2464 SW Glacier Place u� Redmond, OR 97756 StruCalc Version 8.0.113.0 1/3/2014 9:59:22 AM Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = 25 psf DL= 15 psf TW = 18.5 ft LL = 25 psf DL = 15 psf TW = 1 ft WALL = 0 plf E'= 1600 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS E_min' = 580 ksi Adjusted Beam Length: Ladj = 5 ft Fc -1' = 625 psi Beam Self Weight: BSW = 7 pif 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 Location: 2 -Car Garage Header (Elev I & II) Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 12.0 IN x 16.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 423.1% Controlling Factor: Deflection DEFLECDONS 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: U240 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 DATA 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 - -- --- 24F -V4 - Visually Graded Western Species A--- Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by. Fb_cmpr = 1850 psi Fb' = 2400 psi Cd=1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. -t- to Grain: FC -1= 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 Hayden Enterprises Inc 2464 SW Glacier Place of Redmond, OR 97756 StruCalc Version 8.0.113.0 1/3/2014 9:57:50 AM LOADING DIAGRAM — - -.- -- -- - -- --- Uniform Live Load A--- yen B UNIFORM LOADS Center Uniform Live Load 55 plf Uniform Dead Load 30 plf Beam Self Weight 9 plf Total Uniform Load 94 plf �� SE Engine erinq Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Re: M-UxUPatio Woodinville, WA 98072 Hayden Enterprises Inc. 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Eugene). Pages or sheets covered by this seal: 112006066 My license renewal date for the state of Oregon is PH 4.1 11822PE thru112006067 December 31, 2018, OREGON ), 1161x2 1 November 20,2017 Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. LC,"7- iJob 'Truss Truss Type IM-12X12PATIO T1GE Common Structural Gable The Truss CO., Eugene, OR 97402 6=0..-0. 6-0-0 Qty Ply Enterprises Inc. i1 1 Hayden Reference toutionali 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 17 ID:xvuArTcNLgsKJRJIQNiLLyeleg-1 Fnd6dDEvLVzWyoLxjnVXguOzZTYV 12-0-0 6.0-0 4x8 = 112006066 2017 Paae 1 13-0-0 I 1-0-0 Scale = 1:24.6 f 5 34 II ;; 3x6 Il ti„ 6 4 �� J S^•-. f 6.00 112 3x6 11 �r 3x8 II - 7 3 3x4 �+ 3x4 T1 1 T1 T2 IT , 2 14 13 12 11 10 I 1.5x4 II 1.5x4 11 1.50 11 1.5x4 II 1.5x4 II 4x8 - _- Place Offsets (X,Y)--....... _h;Q 4 0 4 2�1.1,_I3-0:�`a2. 0�1 OI...I' 0-�r.�,.7�1..a01..15 04,4..0 1-_O1�Ikt4.::2.9_ ..:.Ol,..[7 0.5:2.Dr_1c07.,-L8_Q 4x9.0_ 1.1 ............__....-. . LOADING (psf) SPACING 2-0-0 CSI. DEFL. in (Ioc) Well L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.03 14 X999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.35 Vert(CT) -0.04 14 X999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 I Horz(CT) 0.01 8 nla n/a BCDL 7.0 Code IRC2015/TP12014- Matrix-RH l Weight: 64 Ib FT = 8% _ A - - - _.._ .. .. _ - - -- - - - - 1'--_______._- - -- -- ----- -- ... ---............. _.... _... - - -....- . .-_ __...... LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/Std MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 HF/SPF Stud/Std be installed during truss erection, in accordance with Stabilizer Installation..guide-...... . _..-._....-._._._ __......_........_._.. REACTIONS. (Ib/size) 2=544/0-3-8 (min. 0-1-8), 8=54410.3-8 (min. 0-1-8) Max Horz 2=47(LC 12) Max Uplift 2=-84(L C 8), 8=-84(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-648163, 3-4=-551/79, 4-5=-565/98, 5-6=-567/97, 5-7=-551179, 7.8=-650162 BOT CHORD 2-14=-291512,13-14=-29/512,12-13=-29/512,11-12=-29/5',4, 10-11=-29/514, 8-10=-291514 WEBS 5-12=41/301 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4,2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 14-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. PhOr�� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 Ib uplift at joint 2 and 84 Ib uplift at 1l fl r (r joint B. q_S 1 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. =' 2PE LOAD CASE(S) Standard OREGON 7r1 x1112 Povv RENEWS: 12131118 November 20,2017 ® WARNING - Verify tlesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7477 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 peramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component 1., Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. theTRUSSCO. INC. IJOD IIruss truss type iM-12Xi2PAT10 IT2 (Common I _ The Truss Co., Eugene, OR 97402 .. 6 0.0....... 1-0-0 6-0-0 A 2 3x4 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 HF/SPF Stud/Std REACTIONS. (Ib/size) 2=546/0-3-8 (min. 0-1-8),4=546/0-3-8 (min. 0-1-8) Max Horz 2=50(LC 8) Max Uplift 2=-82(LC 8), 4=-82(LC 9) 4x4 3 i- 1.5x4 II Qty Ply Hayden Enterprises Inc. 112006067 i6 1 IJob Reference Joptigm}- 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 17 18:56:36 2017 Pa 1 ID:xvuArTcNLgsKJR_jIQNiLLyeleg-VRL7JzDsgfdg86NXVQlk4tR7uzpREywQ mfAvSyIBUv 12-0-0 13.0-0 6-0-0 1.0.0 Scale = 1:24.2 3x4 1k.0-10 ...........................-__........._.................................................... ..I --- - - — — .50•D DEFL. in . Vert(LL) -0.05 6-12 7999 360 MT20 185/148 Vert(CT) •0.07 LOADING (psf) SPACING- I 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.39 TCDL 8.0 Lumber DOL 1.15 BC 0.37 BCLL 0.0 Rep Stress Incr YES WB 0.13 BCDL 7.0 Code IRC2015/TP12014 Matrix -MSH LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 HF/SPF Stud/Std REACTIONS. (Ib/size) 2=546/0-3-8 (min. 0-1-8),4=546/0-3-8 (min. 0-1-8) Max Horz 2=50(LC 8) Max Uplift 2=-82(LC 8), 4=-82(LC 9) 4x4 3 i- 1.5x4 II Qty Ply Hayden Enterprises Inc. 112006067 i6 1 IJob Reference Joptigm}- 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 17 18:56:36 2017 Pa 1 ID:xvuArTcNLgsKJR_jIQNiLLyeleg-VRL7JzDsgfdg86NXVQlk4tR7uzpREywQ mfAvSyIBUv 12-0-0 13.0-0 6-0-0 1.0.0 Scale = 1:24.2 3x4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-682/88, 34=-682/88 BOT CHORD 2-6=-31/541, 4-6=-31/541 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 Ib uplift at joint 2 and 82 Ib uplift at joint 4. 6) This truss is designed In accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard OREGON u16/82 44 Pow RENEWS: 12131/18 November 20,2017 ®WARNING - Verify design 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 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 BCS11 Building Component L, Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. theTRUSSCO. INC, 1k.0-10 ...........................-__........._.................................................... ..I --- - - — — .50•D DEFL. in (IoC) Voeff Ud PLATES GRIP Vert(LL) -0.05 6-12 7999 360 MT20 185/148 Vert(CT) •0.07 6.12 x999 240 Horz(CT) 0.01 4 nis Afa Weight: 41 Ib FT = 8% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-682/88, 34=-682/88 BOT CHORD 2-6=-31/541, 4-6=-31/541 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 Ib uplift at joint 2 and 82 Ib uplift at joint 4. 6) This truss is designed In accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard OREGON u16/82 44 Pow RENEWS: 12131/18 November 20,2017 ®WARNING - Verify design 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 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. 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As Contractor you must verify Not Approved I Edgewoo- and approve all deminislons and truss counts on the -- - - ------- - ---- .----- -------------------- Layout. Trusses will be manufactured as approved. Signature the c .inc. Date .... ..... .. .. ..... ... ...... ..... J66 DATE: DRAWN By: JDa NUMBER: FRAMER NAME: I FRAMER PNDNE NDNINER; 5/3/2019 JT M -E 2 ........ ..... - _°B°yi cz°9aM,oa "-.-.. _.... ......... ... .......... ............... ......... _...... , 0 s� ^�ais� AAA A 0< 'C. 0oE + ,.p. �z F ea�l�ppK 0 �3vm O8ngrnZF .x �ncNagggz Fm��gcqoiii yQQFc g mn _�qApa�� g�g= txpg m�m Aaa 1mu "o. m9 O yow �1rm $� m z�N yi< mom ✓=nn fryo mZp�DO mm oN yr 4S^ 9n OO 9� O ypm °g4 �< ON Vl " ,� '.y".9 rr � :♦P''�� `'"l� n b' a8a Z _" moy,y'.�� Y•I ...�I X 000 zr�a 31.•:'c-i� ,1 viN Ifni OOa 92 O 3 o mm 01 z ego iy m a., -� ,'..-�•.+.°'. •.,I /.• 2 rile 9 A nyn w D< 2 00 I i, �, m Oma o 2 O Z < I I Layout Approved --' - .. -- - Approval of Sho Drawings means the Configuration, Hayden Enterprises Inc, p g g Approved as Noted y p bearing locations and design crilera have been Truss Engineerinq Approved _._._ Engineering Approved as Noted -- ---- 0. d 2 GR - -- - - - - ------------ reviewed and approved. As Contractor you must verify Not Approved I Edgewoo- and approve all deminislons and truss counts on the -- - - ------- - ---- .----- -------------------- Layout. Trusses will be manufactured as approved. Signature the c .inc. Date .... ..... .. .. ..... ... ...... ..... J66 DATE: DRAWN By: JDa NUMBER: FRAMER NAME: I FRAMER PNDNE NDNINER; 5/3/2019 JT M -E 2 doom AWANOM ,*=� TSE Engin e e ring Re: M-Edg2 Hayden Enterprises Inc. Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Eugene). Pages or sheets covered by this seal: 1.12768553 My license renewal date for the state of Oregon is PROfFffi 11822PE thru112768566 December 31, 2020. ORECi0N n1 s1s2 j� R 2 May 7,2019 Terry Powell The sea] on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. The Truss Co., Eugene, OR 97402 X11 0 18-1D-15 4-2-2 6.00 112 5x5 = Dty (Ply Hayden Enterprises Inc 8.240 s Dec 6 2018 MiTi I D: PwFI Ell 2LxuvxEiZZ080gjyil4A-IOTt6N' 28-9-4-1-- 5.8-3 4-2-12 5x5 = 112768553 .......... Industries, Inc. Fri May3 19:04:32 2019 Page 1 VjcNLrxsq?NosfkBdhRG7 eokh4xYYzK7?j 17_2:.112...__.-F --..AZ-Q-0 ._......_._.. 4.2.12 4-9.4 2 Scale = 1:77.9 3x5 44 43 42 41 40 39 38 37 36 35 34 33 3x5 = 60 51 47 46 45 3.00 F12 5x8 v 4 M to 12-9-0 25-0-8---'------ ---}'----- 33.0.0--42_0Q..------ --....-....._..-....---.............-....................__._..].2=9.:0......__--... - -- ... __, - ........ _._]138 ...... --- ..._.-.__......_. -..,._............__.Z11:.8_. -_.-.._.............._........._.........._.QA_-__._.................... --- ..... - ...... .__.._ JFI Offsets...(.X,Y)........[t4:0-1_a13,4r2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 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 0.08 Horz(CT) 0.01 32 nla nla BCDL 7.0 Code IRC2015/TP12014 Matrix -SH Weight: 296 Ib FT = 8% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 2-0-0 oc purlins (6-0-0 max.): 14-18. OTHERS 2x4 DF Stud 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: ST1 3,ST12,ST1 1,ST14,ST1 5,ST16,ST17: 2x4 DF No.2 6-0-0 oc bracing: 59-60,53.54. WEBS 1 Row at midpt 16-47, 17-46, 18-45, 19-44 iI MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer In5lallaticrl guide- J REACTIONS. All bearings 42-0-0. (Ib) - Max Horz 2=145(LC 8) Max Uplift All uplift 100lb or less aljoint(s) 2, 54, 47, 48, 50, 51, 52, 53, 55, 56, 57, 58, 59, 46, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except 60=-136(LC 8) Max Grav All reactions 250 Ib or less at joints) 2, 54, 32, 47, 48, 49, 50, 51, 52, 53, 55, 56, 57, 58, 59, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except 60=449(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-60=-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.Bpsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry pp Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise Indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1.4-0 oc. 2PE 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. OREGON 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 54, 47, 48, 50, , 7f16132 51, 52, 53, 55, 56, 57, 58, 59, 46, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except (jt=lb) 60=136. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 54, 47, 48, 49, 50, 51, 52, 53, 55, 56, 57, P 58, 59, 60, 46, 45. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. RENEWS: 12/31120 LOAD CASE(S) Standard May 7,2019 ® WARNING - Verify design pararnoters 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 responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information from Truss Plate Institute, 583 Drive, Madison, WI 1,, theTRUSSCO. INC. available D'Onofrio 53719. JOD I russruss I ype sty IPIy Hayden Enterprises Inc. I I 112768554 M-EDG2 A2 Roof Special 6 1 .............Job. Reference...(opyonap.._ .. _ . The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:04:34 2019 Page 1 ID;PwFIE112LxuvxEIZZO80gjyi14A-iPadX2UeFEd34FOD64YGy4gN9V1pbgO5B?Z2dQzK h t0..... 76-3_._ 12-9-0 42.0_0 1-0 0 7.8.3 -- t 5-2.13 B-3-0 _ . 6-9-13 .__.......i._, _..-.. 6-4-13 -.. .._I-......-._.. 7-9-5 i 5x6 11 Scale = 1:78.1 6.00 12 6 V 1'5x4 I 5x6 == 3x4 = 3x5 3x5 �----------- 12'9-0 _]9.10_ ------ -._.—...._zs-o-a - - ---.. _._.__._..... ---...------------� ...._......-__.—.........._...---..............----Zfi.3......_...........—.__._...._b.2:]..3......._.........,....__._..._.�7aR_..............._._._._.—_6:7_.14_..._......._._..0 2..._._-7115—.. _ _ .... ---- ...9.:.6.:1.9-_ ... .... ._._.._.._._._..... _..... _...... .---................-. LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 8,0 Lumber DOL 1.15 BCLL 0,0 Rep Stress Incr NO BCDL 7.0 Code IRC2015ITP12014 CSI. DEFL, in (loc) I/deft L/d TC 0.88 Vert(LL) -0.1410-25 >999 360 BC 0.58 Vert(CT) -0.2810-25 >718 240 WB 0.96 Horz(CT) 0.10 11 n/a n/a Matrix -MSH Max Horz 2=163(LC 12) Max Uplift 2=-11O(LC 8), 11=-318(LC 8), 9=-235(LC 19) LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD BOT CHORD 2x4 OF No.2 BOT CHORD WEBS 2x4 OF Stud 'Except` W5,W6,W7,W8: 2x4 DF No.2 WEBS JOINTS REACTIONS. (Ib/size) 2=698/0-5-8 (min. 0-1-8), 11=2598/0-5-8 (min. 0-4-4), 9=130/Mechanical Max Horz 2=163(LC 12) Max Uplift 2=-11O(LC 8), 11=-318(LC 8), 9=-235(LC 19) Max Grav 2=721(LC 19), 11=2598(LC 1), 9=414(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 2-3=-1691/300,3-4=-7891158, 5.6=0/426,6-7=-122/1340,7-8=-219/819,8-9=-392/780 BOT CHORD 2-14=-358/1485, 13-14=-35311471, 12-13=-130/675, 11-12=-469/190, 11-26=-8841226, 26-27=-884/226, 10-27=-884/226, 9-10=-665/290 WEBS 3-13=-794/220, 4-13=-102/678, 4-12=-1147/331, 6-12=-90/603,6-1 1=-1853/275, 7-11=-754/267,7-10=-137!685,8-10=-4471196 PLATES GRIP MT20 220/195 Weight: 220 Ib FT = 8% Structural wood sheathing directly applied or 3-6-1 oc purlins. Rigid ceiling directly applied or -6-0-0 oc bracing, Except: 10-0-0 oc bracing: 12-13. 1 Row at midpt 4-12,6-11 1 Brace at Jt(s): 14 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Iristalfaiion guide. i 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. 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) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=110,11=318,9=235. LOAD CASE(S) Standard RENEWS: 12/31/20 May 7,2019 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. 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 ANSIITPI1 Quality Criteria, OSB -89 and BCSI1 Building Component ♦L, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L1aBTRUSSCO, INC. The Truss Co., ...... ....... Truss Truss Type QtyIPIy Hayden EmerpdsesInc n2768555 A3 Roof Special 3 i 1 _ _ .... _..---. "_ .. -----... ___ ..... _.. ---- .... 1Q4R�fereece...(0019nal)_._ _ _ . Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:04:35 2019 Pagge 1 ID:PWFIE112LxuvxEiZZ080gjyi14A-Ab8710VGOXlw!ObPgo3VU IMaFuKYKDOEQflb9tzK77g -0-0 __._..._._._... 8.1.4 14-2-3 .......— 21-0-0 _ 27-9-13 0.0 8-1 4 6.0.15 8-9-13 6.9.13 6-7-0 7-7-2 5x5 = 6.00 12 15.0-8 1-6 b5x4 11 13 12 11 10 9 2x4 JJ 3x6 = 1.5x4 -�' 3x5 3x5 3.00 12 .. ?.4.a,0 _ L ........................................ 5x8 — j 3x4 = 11.50 11 to- 8z_4 15.9-10 _—ZD-1_L-Q_____—!..----25.-SaQ--.-----h---..23-&S _--.....--!----------------5.69 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 8.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7,0 Code IRC2015/TPI2014 LUMBER. TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud "Except' W3,W4,W5,W6: 2x4 DF No.2 Scale = 1:78.9 6 IM N CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.73 Vert(LL) -0.3413-14 >887 360 MT20 220/195 BC 0,74 Vert(CT) -0.61 13-14 >498 240 WB 0.59 Horz(CT) 0.09 12 n/a n/a Matrix -MSH Weight: 219 Ib FT = 8% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. Except: 10-0-0 oc bracing: 13-14 WEBS 1 Row at midpt 4-13,5-13.6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. J REACTIONS. (Ib/size) 2=798/0-5-8 (min. 0-1-8), 8=244/Mechanical, 12=2384/0-5-8 (min. 0-3-15) Max Horz 2=163(LC 8) Max Uplift 2=-124(LC 8), 8=-132(LC 19), 12=-289(LC 8) Max Grav 2=808(LC 19), 8=471(LC 20), 12=2384(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1 94 513 71, 3-4=-14321263, 4-5=0/331, 5-6=-311308, 6-7=-131/719, 7-8=-808/376 BOTCHORD 2-14=-421/1724, 13-14=-97/545, 12-13=-1488/316, 11-12=-668/200, 10-11=-483/390, 9-10=-483/390, 8-9=-3131635 WEBS 3-14=-516/230, 4-14=-185/1162, 4-13=-9831295, 5-13=-622/75, 6-13=-272/1827, 6-11=-531432, 7-11=-547/208, 7-9=0/454, 6.12=-2494/320 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vesd=95mph; TCDL=4.8psf; BCDL=4,2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at jolnt(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 Qt=1b) 2=124,8=132,12=289. LOAD CASE(S) Standard RENEWS: 12/31/20 May 7,2019 WARNING - Verify design Psramafars and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE Ml1.7479 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer, Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB.89 and BC611 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. ......_ Job (Truss _ _ Truss Type Oty ,Ply Hayden Ente prlseslnc �_1 112788556 EDG2 �A4FP ROOF SPECIAL 3 1 �..._ ...1_. ......_ ._.._ -.._.. .... ... ..... . .. 19b..Reference_(4ptional)__ The Truss Co., Eugene, OR 97402 ........ ..._. .......... __.... 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri Mayy 3 19:04:35 2019 Page 1 I D: PwFI EI12 LxuvxEiZZ080gjyil4A-Ab8?IOVGOXlwiObPgo3VU I Mafu I I K8VEOfib9tzK7?g ' 1 ... 8.1 9_.._._ F 14-2-3 ..--- 21-0-0 _L. . _... -- {- -- 27.9-13 34-0.14-._ 42-0 0 F. - — - I .-._.._._ _ 1.-- 4 Qc. 1-0.0 8-1.4 6.0.15 6-9-13 B-9-13 6-7-0 7-7.2 1 0- 5x5 == 6.00 112 Scale = 1:77.0 == 3.00 12 5x8 =- 3x6 = 3x4 3x5 = 3210 3x4 = -14$4_ .---- --�- ��- d9_ �— 14.1_:L-.U._—'I---.- 29-6--6 --- - I - --am-4 ....... -.... ...... _........ _...... ..... 1.4c$ 9 ... — .. _._5 ] _$ ...----..-.............. 5 .1.:6-..... ___ -...... --- . - ---$.7: $.- - 3-4:0.._... ........ ..._. .......... __.... LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.41 13-14 >999 360 MT20 2201195 TCDL 8.0 Lumber DOL 1.15 BC 0.88 Vert(CT) -0.85 13-14 >547 240 MT18HS 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.35 10 n/a n/a BCDL 7,0 Code IRC2015/TP12014 Matrix -MSH Weight: 211 Ib FT = 8% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. T1,T4: 2x4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.2 *Except* WEBS 1 Row at midpt 4-13, 6-13, 7-10 81,82: 2x4 DF No.1 &Btr _-... ._.. ....... ... ......_..... MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud "Except* be Installed during truss erection, in accordance with Stabilizer W30405:2x4 DF No.2 Installationguide. REACTIONS. (Ib/size) 2=1646/0-5-8 (min. 0-2-11), 10=1988/0-5-8 (min. 0-3-4) Max Harz 2=-156(LC 13) Max Uplift 2=-181(LC 8), 10=-164(LC 9) FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5383/601, 3-4=-4920/496, 4-5=-1785/166, 5-6=-1776/188, 6-7=-21051106, 7-8=-145/565 BOT CHORD 2-14=-623/4866, 13-14=-245/2822, 12-13=0/1837, 11.12=-2/1538, 10-11=-2/1538, 8-10=-412/194 WEBS 3-14=-440/223, 4-14=-284/2713, 4-13=-1741/345, 5-13=-40/1062, 13-15=-586/76, 6-15=-505/157, 7-12=0/329, 7-10=-2615/264 NOTES - 1) Unbalanced roof live loads have been considered for this design. z) 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chard 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 Ut=1b) 2=181,10=164, 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 RENEWS: 12/31120 May 7,2019 A WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY -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 bui'ding designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. — _ _ t'-eTRUSSCO. INC. Job Truss Truss Type M-EDG2 A4FP ROOF SPECIAL The Truss Co., Eugene, OR 97402 ID:PwFIEIt LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-66, 5-9=-66, 14-17=-14, 13-14=-14, 13-20=-14,15-16=-20 2) Dead + 0,75 Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-54, 5-9=-53, 14-17=-14, 13-14=-14, 13-20=-14, 15-16=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1,25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-16, 5-9=-16, 14-17=-34, 13-14=-34, 13-20=-34, 15-16=-20 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, 8-9=6, 14-17=-8, 13-14=-B, 13-20=-8, 15-16=-20 Horz: 1-2=-21, 2-5=-10, 5-8=20, 8-9=15 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, 8-9=11, 14-17=-8, 13-14=-8, 10-13=-8, 10-20=7, 15-16=-20 Horz: 1-2=-15, 2-5=-20, 5-8=10, 8-9=21 6) 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, 8-9=-1, 14-17=-14, 13-14=-14, 13-20=-14, 15-16=-20 Horz: 1-2=-5, 2-5=-0, 5-8=11, 8-9=15 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, B-9=-11, 14-17=-14, 13-14=-14, 10-13=-14, 10-20=2, 15-16=-20 Horz: 1-2=-15, 2-5=-11, 5-8=0, 8-9=5 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, 8-9=4, 14-17=-8, 13-14=-8, 13-20=-8, 15-16=-20 Horz: 1-2=-28, 2-5=-33, 5-8=19, 8-9=14 9) 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, 8-9=19, 14-17=-B, 13-14=-8, 13-20=-8, 15-16=-20 Horz: 1-2=-14, 2-5=-19, 5-8=33, 8-9=28 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, 8-9=4, 14-17=-8, 13-14=-8, 13-20=-B, 15-16=-20 Horz; 1-2=-28, 2-5=-33, 5-8=19, 8-9=14 11) 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, 8-9=19, 14-17=-B, 13-14=-8, 13-20=-8, 15-16=-20 Horz: 1-2=-14, 2-5=-19, 5-8=33, 8-9=28 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, 8-9=-2, 14-17=-14, 13.14=-14, 13-20=-14, 15-16=-20 Horz: 1-2=-28, 2-5=-23, 5-8=9, 8-9=14 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, 8-9=12, 14-17=-14, 13-14=-14, 13-20=-14, 15.16=-20 Horz: 1.2=-14, 2-5=-9, 5-8=23, 8-9=28 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-5=-16, 5-9=-16, 14-17=-14, 13-14=-14, 13-20=-14, 15-16=-20 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, 8-9=-42, 14-17=-14, 13-14=-14, 13-20=-14, 15-16=-20 Horz: 1-2=-4, 2-5=-0, 5-8=8, 8-9=12 16) 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) Hayden Enterprises Inc. Vert: 1-2=-42, 2-5=-45, 5-8=-53, 8-9=-50, 14-17=-14, 13-14=-14, 10-13=-14, 10.20=-2, 15-16=-20 Horz: 1-2=-12, 2-5=-8, 5-8=0, 8-9=4 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-32, 2-5=-36, 5-8=-47, 8-9=-43, 14.17=-14, 13-14=-14, 13-20=-14, 15-16=-20 Horz: 1-2=-21, 2-5=-18, 5-8=7, 8-9=10 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, 8-9=-32, 14-17=-14, 13-14=-14, 13.20=-14, 15-16=-20 Horz: 1-2=-10, 2-5=-7, 5-8=18, 8-9=21 19) list Dead + Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-66, 5-9=-16, 14-17=-14, 13-14=-14, 13-20=-14, 15.16=-20 20) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-16, 5-9=-66, 14-17=-14, 13-14=-14, 13-20=-14, 15-16=-20 21) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 3 Inc. Fri May 3 19:04:35 2019 112768556 A WARNING - verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblllity 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, DSB489 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t11eTRUSSCO. INC, Job M-EDG2 The Truss Co., Eugene, OR 97402 SPECIAL LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-54, 5-9=-16, 14-17=-14, 13-14=-14, 13-20=-14, 15-16=-20 22) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (plf) Vert: 1-5=-16, 5-9=-53, 14-17=-14, 13-14=-14, 13-20=-14, 15-16=-20 Qt --jPly FHayden Enterprises Inc. 4 12768556 3 1 _. fetense.IG ;onall 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri MayY 3 19:04:35 2019 Page 3 I D: PvvFIE 112Lx uvxEiZZOBOgjyil4A-Ab8? IOVGOX IwiObPgo3VU Itvlafu I I K8V EOflb9tzK7?g ® WARNING - Verify of .sign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component L, Safety Information available from Truss Plate Institute, 583 O'Onofrio Drive, Madison, WI 53719. t11eTRUSSCO. INC. Truss ROOF SPECIAL ._..._.........................................__........ Hayden Enterprises Inc. 112768557 The Truss Co., Eugene, OR 97402 8.240 a Dec 6 2018 MITek Industries, Inc. Fri Mayy�3 1904.44 2019 Pagge 1 1 D:PwFIE112LxuvxEIZZO8Ogjyll4A-PKBPeTcvulteHnnBiBjd M BE65W M6xDPZUZ_Z_rzK77X ....— ....... -.. 8 -?_4 ------ 14-2-3---- 21.0-0 --..-..._ . 27-9-1 34-4-14 ._..... 42.0-0 1 -0-d 8-1-4 --- F- - F ---- 6 9 13 i -- -- 6 9 13 ___ _-i- -- 6-0.15 -- 6 7 0 +..... ..... -...- .7.7 z ...... -I 5x5 = 6.00 112 5 6x6 5x6 6 Scale = 1:77.7 1.53 '' ' W 3 j," W5 TC 0.73 4x4 I I 7 WW2 BCLL 0.0 Rep Stress Incr NO WB 0.93 BCDL 7,0 Code IRC2015/TPI2014 .._... _ . ...._.._..L..--__....__ _._ Matrix -MSH .......... T4-48 Weight: 209 Ib FT = 8% - _ j TOP CHORD 2x4 DF No.2 *Except* T1: 2x4 DF 240OF 2.0E Structural wood sheathing directly applied or 2-11-1 oc purlins. BOT CHORD 2x4 DF No.1&Btr *Except* Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 83: 2x4 DF No.2, B4: 2x4 DF 240OF 2.0E 8-2-5 oc bracing: 2-13, WEBS 2x4 OFStud 'Except' 1 Row at midpt 4-12, 6-12, 7-9 W3,W4,W5: 2x4 OF No.2 MiTek recommends that Stabilizers and required cross bracing 92.. Max Horz 2=163(LC 8) W5, 1�. 1 2 _._...,,.__..6x10 MTIBHS _ 1 _`-` ; Jg,/ g3 5x4 \ 8 m'� IN B4nu. .* .'.. + -,� _... ...1 15x4..=.. ...--- ' --® _ . ---,__: �) toI (%= 12 11 10 22 9 = 3.00 12 5x8= 3x8 = JUS24 3x4 \1 3x6 = 4x10 3x4 = -----�-------......---- -- 15 9.10 -- - - -- ——... ..... -........... ...... .... -....... _._.... 1.0 8.:4... .... ............... __.—.__. _... --. L11z...--- ...... .......... .-5:.1.:.6......---- ._._..._.— ...... _&.L.fi...._......... ... ..---........ ... _ ._......9.2=L4._ ........... _...... _... ..__. D:2.:.12...3 Q ---.... .... ..... - ..... .... — --- LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 I Plate Grip DOL 1,15 TC 0.73 TCDL 8.0 Lumber DOL 1.15 11C0.90 BCLL 0.0 Rep Stress Incr NO WB 0.93 BCDL 7,0 Code IRC2015/TPI2014 .._... _ . ...._.._..L..--__....__ _._ Matrix -MSH .......... LUMBER - Weight: 209 Ib FT = 8% - _ j TOP CHORD 2x4 DF No.2 *Except* T1: 2x4 DF 240OF 2.0E Structural wood sheathing directly applied or 2-11-1 oc purlins. BOT CHORD 2x4 DF No.1&Btr *Except* Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 83: 2x4 DF No.2, B4: 2x4 DF 240OF 2.0E 8-2-5 oc bracing: 2-13, WEBS 2x4 OFStud 'Except' 1 Row at midpt 4-12, 6-12, 7-9 W3,W4,W5: 2x4 OF No.2 MiTek recommends that Stabilizers and required cross bracing REACTIONS. (Ib/size) 2=1677/0-5-8 (min. 0-2-12), 9=2427/0-5-8 (min. 0-4-0) Max Horz 2=163(LC 8) Max Uplift 2=-185(LC 8), 9=-220(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5511/625, 3-0-50511521, 4-5=-1853/175, 5-6=-1844/197, 6-7=-2284/138, 7-8=-313/309 BOT CHORD 2-13=-653/4983, 12-13=-266/2907,11-12=0/1973, 10-11=-57/1759,10-22=-5711759, 9-22=-57/1759, 8-9=-188/252 WEBS 3.13=-437/224, 4-13--299/2773, 4-12--1771/353. 5-12--48/1123.12-14=-691/94, 6-14=-6101175, 6-15=01261, 7.11=0/288, 7-9=-2292/287 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) All 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=185,9=220. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails Into Truss) or equivalent at 36-11-4 from the left end to connect truss(es) E3 (1 ply 2x4 DF) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6,9AI�Lq ff%eS�andard RENEWS: 12/31120 May 7,2019 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 quality Criteria, DSB-89 and BCSI1 Building Component y, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t11GTRUSSCO. INC. DEFL. in (loc) Ildefl UdPLATES GRIP Vert(LL) -0.42 12-13 >999 360 MT20 220/195 Vert(CT) -0.8712-13 >537 240 MT18HS 220/195 Horz(CT) 0.36 9 n/a n/a -- ......... ._......_ _ ..._..__.._. Weight: 209 Ib FT = 8% - _ j BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-2-5 oc bracing: 2-13, WEBS 1 Row at midpt 4-12, 6-12, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide._,,,,,,,,, FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5511/625, 3-0-50511521, 4-5=-1853/175, 5-6=-1844/197, 6-7=-2284/138, 7-8=-313/309 BOT CHORD 2-13=-653/4983, 12-13=-266/2907,11-12=0/1973, 10-11=-57/1759,10-22=-5711759, 9-22=-57/1759, 8-9=-188/252 WEBS 3.13=-437/224, 4-13--299/2773, 4-12--1771/353. 5-12--48/1123.12-14=-691/94, 6-14=-6101175, 6-15=01261, 7.11=0/288, 7-9=-2292/287 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) All 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=185,9=220. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails Into Truss) or equivalent at 36-11-4 from the left end to connect truss(es) E3 (1 ply 2x4 DF) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6,9AI�Lq ff%eS�andard RENEWS: 12/31120 May 7,2019 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 quality Criteria, DSB-89 and BCSI1 Building Component y, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t11GTRUSSCO. INC. Job Truss Truss Type Oty PlyHaytlen Enterprises Inc. M-EDG2 A5GR ROOF SPECIAL 1 1 112768557 �+BDLei49119Il3IS The Truss Co„ Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:04:44 2019 Page 2 ID: PwFIEl l 2LxuvxEiZZ080gjyi l4A-PKB PeTcvu Ite H nnBi BjdM BE65 W M6xDPZUZ_Z_rzK7?X LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1,15, Plate Increase= 1,15 Uniform Loads (plf) 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(8) 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 Horz: 1-2=-21, 2-5=-10, 5-8=20 Concentrated Loads (lb) 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=-B, 9-12=-B, 9-19=7, 14-15=-20 Horz: 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 (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=-0, 5-8=11 Concentrated Loads (lb) 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 Horz: 1-2=-15, 2-5=-11, 5-8=0 Concentrated Loads (lb) Vert: 22=86(6) 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 Horz: 1.2=-28, 2-5=-33, 5-8=19 Concentrated Loads (lb) Vert: 22=80(B) 9) 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=-B, 12-13=-8, 12-19=-8, 14-15=-20 Horz: 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 ME 12) 13) Uniform Loads (plf) Vert: 1-2=19, 2-5=23, 5-8=9, 13-16=-B, 12-13=-8, 12-19=-8, 14-15=-20 Horz: 1-2=-28, 2-5=-33, 5-8=19 Concentrated Loads (Ib) Vert: 22=80(B) 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 (Ib) Vert: 22=80(B) 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=86(B ) 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=86(B) Continued on page 3 ® WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7477 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 ANSVTP11 Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. AA theTRUSSCO. INC. The Truss Co., Eugene, OR 97402 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, 12-11 14-15=-20 Concentrated Loads (lb) Vert: 22=-192(8) 15) Dead + 0.75 Roof Live (bal,) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber 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 (lb) Vert: 22=37(B) 16) Dead + 0,75 Roof Live (bal.) + 0.75(0,6 MWFRS Wind (Neg. Int) Right): Lumber 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 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri MaYY 3 19:04:44 2019 Page 3 ID:PwFIE112LxuvxEiZZ080gjyi14A-PKBPeTcvulteHnn8iBjdMBE65WM6xDPZUZ_Z rzK7?X Plate Increase=1.60 Plate Increase=1.60 Concentrated Loads (Ib) Vert: 22=37(B) 17) Dead + 0.75 Roof Live (bal,) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st 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 (Ib) 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 (Ib) 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=-8, 12-13=-8, 12-19=-8, 14-15=-20 Horz: 1-2=-21, 2-5=-10, 5-8=20 Concentrated Loads (Ib) 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=-8, 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=-0, 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) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Continued on page 4 ® WARNING • Verily design pararriefers and READ NO FES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 fabrlcalion, quality control, storage, delivery, erection and bracing, consult ANSUTP11 Quality Criteria, OSS -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W1 53719. theTRUS5co. INC. Truss Truss Type Oty Ply Hayden Enterprises Inc, �Job 112766557 M-EDG2 A5GR ROOF SPECIAL 1 1 eference {aationall The Truss Co., Eugene, OR 97402 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, 12-11 14-15=-20 Concentrated Loads (lb) Vert: 22=-192(8) 15) Dead + 0.75 Roof Live (bal,) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber 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 (lb) Vert: 22=37(B) 16) Dead + 0,75 Roof Live (bal.) + 0.75(0,6 MWFRS Wind (Neg. Int) Right): Lumber 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 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri MaYY 3 19:04:44 2019 Page 3 ID:PwFIE112LxuvxEiZZ080gjyi14A-PKBPeTcvulteHnn8iBjdMBE65WM6xDPZUZ_Z rzK7?X Plate Increase=1.60 Plate Increase=1.60 Concentrated Loads (Ib) Vert: 22=37(B) 17) Dead + 0.75 Roof Live (bal,) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st 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 (Ib) 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 (Ib) 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=-8, 12-13=-8, 12-19=-8, 14-15=-20 Horz: 1-2=-21, 2-5=-10, 5-8=20 Concentrated Loads (Ib) 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=-8, 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=-0, 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) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Continued on page 4 ® WARNING • Verily design pararriefers and READ NO FES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 fabrlcalion, quality control, storage, delivery, erection and bracing, consult ANSUTP11 Quality Criteria, OSS -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W1 53719. theTRUS5co. INC. The Truss Co., Eugene, OR 97402 Qty Ply Hayden Enterprises Inc. 112768557 1 1 -_ 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri Mayy 3 19:04:44 2019 Paye 4 ID:PWFIE112LxuvxEiZZOBDgjyil4A-PKBPeTcvulteHnn8iBjdMBE65WM6xDPZUZ_Z rzK7?X LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=19, 2-5=23, 5-8=9, 13-16=-8, 12.13=-B, 12-19=-8, 14-15=-20 Horz: 1-2=-28, 2-5=-33, 5-8=19 Concentrated Loads (Ib) 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(6) 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=-B, 12-13=-8, 12-19=-8, 14-15=-20 Horz: 1-2=-28, 2-5=-33, 5-8=19 Concentrated Loads (Ib) Vert: 22=-188(8) 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) let 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 (Ib) Vert: 22=-182(B) 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 (lb) 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) 1st 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 (Ib) Vert: 22=-378(8) 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 (lb) Vert: 22=-378(8) A WARNING -Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7479 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO, INC. Job Truss Truss Type Qty 101y Hayden Enterprises Inc. IA6FP 112768558 M EDG2 Roof Special 1 1 I __.... _.... ..... Jvk..Referenr-(aatlon.a.p. ...... _. _..... -- ... The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:04:44 2019 Page 1 ID:PwFI E112LxuvxEiZZ080gjyi 14A-PKBPeTcvulteHnn8iBjdMB E 7s W LtxEMZUZ-Z-rzKl9X a 1 p p — — 8' 1 4 .__ . —_ 14 2-3 --- -- - - -- 21-0-0 ----- 27.9.13—__.._._ 34.4-14.._..__..._.-.- 36-10-8 — I__.____._.._.._ _ �...___._--_1 8-1-4 T 6-0-15 6-9-13 6-9-13 6-7.0 2-5-10 6.00 112 5x6 5x5 = 3x4 6 Scale = 1:70.8 0 1.5x4 \ 3x4 3 /W23 4 WS 1i11 7 2x4 II �1- 12 1138 Mi 2 = 6x10 MT18HS - _- 1.5x4 1, N 11 10 g 3x8 := 3.00112 5x8 3x4 3x4 I— 10 R� 217I -IL-2- — —f _—.----.� �&1QB--- ---- —.......,....-----.....---............ .... ...... _].0_8.9......— .... —-......_..._._._.- ... ....... .................. _..-----.......... ._..... _....._._......._._._.._._.._._6.7_•6...._..._.-..------.._ ...... ................. _.... _.7 2__...-- ------..._......_._—._.......—...... _... — Ba.,ta9ffsets..-(X.Y) .--__(2;0_4 14, E.d94lu(4;Or..2r12,0-3 41... . - -- - ----------- - - - - - -- .... ..__.-- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vart(LL) -0.43 11-12 >999 360 MT20 220/195 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 IRC2015/TPI2014 Matrix -MSH Weight: 196 lb FT = 8% LUMBER- BRACING. TOP CHORD 2x4 DF No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc purlins, T1: 2x4 DF 240OF 2.0E except end verticals. BOT CHORD 2x4 DF 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 Unstallation guide. j REACTIONS. (Iblsize) 2=1579/0-5-8 (min. 0-2-10), 9=1568/0-3-8 (min. 0-2-9) Max Horz 2=179(LC 7) Max Uplift 2=-233(LC 8), 9=-194(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) 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, 9-1 0=-1 4 418 94 WEBS 4-12=-393/2589, 11-13=-448/198, 6-13=-3651176, 3-12=-445/217, 6-14=-259/83, 10-14=-338/101, 4-11=-1681/399, 5-11=-144/936, 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.Bpsf; 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) All 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 verity PRO, capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=1b) ` �G liN F� 2=233.9=194. w 2PE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) OREGON Vert: 1-5=-66, 5-8=-66, 12-15=-14, 11.12=-14, 9-11=-14, 13-14=-20 7116182 po,�`' RENEWS: 12131120 May 7,2019 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11,111.747 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, DS13-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. __- _ -_ -_ tht3TRUSSCO. INC, �Job, Truss Truss Type Qty Ply Hayden Enterprises Inc M-EDG2 IA7 Roof Special 112768559 II5 I 1 _.. _. ---------- " ---` ... 1 .--- ..-._....__11__..�_. - ---.—............... ..._..._ _ .. ___ f__.._ L .._.... +JQ�7...�PeI.Q7P�!]C ...(QptL4.R l.)....... .. .._ _ - '. .... ...__ ........... .. ... The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MITek Industries, Inc. Fri Mayy 3 19:04:45 2019 Pae 1 ID: PwFIE112 LxuvxE IZZO8Ogjyil4A-tW InrpdXfcOVvxMKFuEsu Pn FdwinghOijDJ7W HzK7?W 1-0-0_ B-1-4 14-2-321-0-0 ......--- 27.9.13 344-14 36-10.8-- 1-0-0 8-i-4 ---------i -- 6-0-15 -- — — --6 9 13 —+— 6-9-13 —�-- — 8-7.0 I 2.5-10 5x5 = Scale = 1:70.8 8.00 112 5 5x6 % Ta 3x4 4 6 ` T* 1173: 1.5x4 � - rt�� :, I F � �•.. 3x4 3 3 i K'S I,�I 7 r• v \ 20 11 12l 2 11 16 17 10 g 3x8 3.00 112 5x8 3x4— 3x4 —.... _...... .... ,._ ._.._.......-..._ _— ............._..........._—_�.O d.4 ----.,.....__�._�—..................1..Q2d2-----... .... _........ _...... ....... ..... ...... -__............... --d]_6. ... ..... —..... .-........ ........ _.—...-:.._..... .... -._.._.....--....,...._7_•_4.2__.......-_...._,_...... ..... —........... -- ... _- .... _...-............ PlateOffs..ets-(X,Y)- _-[2 0 0 1-4,Edge]. I4:P- 0,0 3.4]._I12 Q.2-13,4 3_@1......_ _....-. _..— .. -- - - - — .._.._ ._....... ---- - r --- --I - -- — - --- ---- --- - LOADING (psf) —1 SPACING- 2-0-0 CSI. i DEFL. in (loc) Ildefl L/d — PLATES GRIP TCLL 25.0 4 Plate Grip DOL 1.15 TC 0.87 j Vert(LL) -0.43 11-12 X999 360 MT20 220/195 TCDL 6.0 Lumber DOL 1.15 BC 0.88 Vert(CT) -0.85 11-12 X521 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 j Horz(CT) 0.32 9 n/a n/a BCDL 7.0 Code IRC2015ITP12014 Matrix -MSH Weight: 186 Ib FT = 8% LUMBER - TOP CHORD 2x4 OF No.2 *Except* Ti: 2x4 OF No.1&Btr BOT CHORD 2x4 OF No.2 `Except' 81; 2x4 OF No.1&Btr WEBS 2x4 OF Stud "Except* W5,W3,W4: 2x4 OF No.2 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) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals, BOT CHORD Rigid ceiling directly applied or 7-4.12 oc bracing. WEBS 1 Row at midpt 6-11, 4-11 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide, FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4935/785, 3-4=-4465/684, 4-5=-15411259, 5-6=-1 5 3 312 8 1, 6-7=-1614/207 BOT CHORD 2-12=-806/4457,11-12=-376/2524, 11-16=-131/1430, 16-17=-131/1430,10-17=-13111430, 9-10=-131/836 WEBS 4.12=-37512512, 6.11=-343/171, 3-12=-451/219, 6-10=-289190, 4-11=-16411390, 5-11=-124/851, 7-9=-16381243, 7-10=-23/664 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, 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=11b) 2=223,9=171. LOAD CASE(S) Standard OREI A 7116f82 S>� Ro RENEWS: 12/31120 May 7,2019 A WARNING - Verify design Pararnarars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSa-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719, ti. -eTRUSSCO. INC, ._ Job lTruss Truss Type Qty Ply Hayden Enterprises Inc. i 112768560 M EDG2ABTGE Roof Special Supported Gable 1 I 1 j.. ........ . . . ....... 1 .... d.ak. Rcference...(vpttgoal)_.. .. .. _...... The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MITek Industries, Inc. Fri May 3 19:04:47 2019 Page 1 ID: PwF I E I12 LxuvxEiZZ080gjyi14A-pvtYGVeoBDGDBEVjNJ HKzgslgkZnBm97BXCEaAzK77 U --0---------------18,10-15----------------23-1-1--------------- 42-0-0--------------..-------------- -0- 18-10.15 �- --4.2.2 + - 18.10.15 - YI 0 6.00 12 5x5 = 5x5 Scale = 1:77.9 3x5 = 59 49 48 47 46 45 44 43 42 41 40 39 36 37 36 35 34 33 32 3x5 _ 3.00 i 12 5x6 3x6 = I U-4 20-11.0 42.0-0 I -_..........._.-.._..._........ __ _........._..._1:o:.e_�. _ _ ....__�az az. - _...-------......._... ___..................._........_. ...._............. _.... _.......... --------..- ......... .....__._..... - Plat� .....114 S)_] r..12 0_2 BL_(16 0_] 12,0_ 2 81.. - - - .. . - -- - - .. ............ - ....--..... - -- -- ................-........ ._......... --- .. ... ... ....... ........ LOADING (psf) (loc) Ildefl L/d SPACING- 2-0-0 CSI, TCLL 25.0 MT20 2201195 Plate Grip DOL 1.15 TC 0.25 TCDL 8.0 Horz(CT) 0.01 Lumber DOL 1.15 BC 0.13 BCLL 0.0 Rep Stress Incr YES WB 0.10 BCDL 7.0 TOP CHORD Code IRC2015ITP12014 Matrix -SH LUMBER - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: TOP CHORD 2x4 DF No.2 6-0-0 oc bracing: 58-59,54-55. WEBS BOT CHORD 2x4 DF No.2 - ,-..._.__.-...------- -....-- ..........-_._......._.... _.__.. -.. MITek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud 'Except' be installed during truss erection, In accordance with Stabilizer ST13,ST12,ST11,ST10,ST14,ST15,ST16,ST17; 2x4 DF No.2 DEFL. in (loc) Ildefl L/d PLATES GRIP Vert(LL) -0.00 1 n/r 120 MT20 2201195 Vert(CT) 0.01 1 n/r 90 Horz(CT) 0.01 31 n/a n/a Weight: 307 Ib FT = 8% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 14-18. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 58-59,54-55. 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 REACTIONS. All bearings 42-0-0. (lb) - Max Horz 2=145(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 54, 46, 47, 49, 50, 51, 52, 53, 55, 56, 57, 58, 45, 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 (Ib) 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. Il; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 Do. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) . This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing,plate capable of withstanding 100 Ib uplift at joint(s) 2, 54, 46, 47, 49, 50, 51, 52, 53, 55, 56, 57, 58, 45, 43, 42, 41, 40, 39, 37, 36, 35, 34, 33, 32 except Qt=1b) 59=136. 11) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2, 54, 47, 48, 49, 50, 51, 52, 53, 55, 56, 57, 58, 59, 31. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard RENEWS: 12131120 May 7,2019 ® WARNING • Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. Ipe IQty Ply Hayden EnterprlaeaInc. 112788551 Supported Gable 1 11 .......... .... ......... _. ....__..-.. ._ ......_... ...... . ........., .. The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:04:48 2019 Page 1 ID:PwFIE112LxuvxEiZZOBOgjy114A-H5RwTrfQyXO4mO4vxloZWtPy2BxGtEJ9PByn7czK T F-1 � 0 20.0-0 ._ 21-0-0 1.0-0 7-10.15 ---4 2 2 �._. _.. __. ..- ----..._.._ _ .. 7-10.15 ... --- i 1-0-0 4x5 = 4x5 = Scale = 1:37.0 3x4 = 26 25 24 23 22 21 20 19 18 17 16 30 = Place_Offset& ..... . -- - ------ ... —..... ... -- ----- - ... -- . — -- ....... .__... LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) 0.00 15 n/r 120 MT20 2201195 TCDL 8.0Lumber DOL 1.15 BC 0.05 Vert(CT) 0.00 15 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 14 n/a n/a BCDL 7.0 Code IRC2015fTP12014 Matrix -SH Weight: 102 Ib FT = 8% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF Stud BOT CHORD REACTIONS. All bearings 20-0-0. (Ib) - Max Horz 2=60(LC 8) Max Uplift All uplift 100 Ib or less at joints) 2, 14, 21, 22, 24, 25, 26, 20, 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. Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 6-10. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. _ 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; M WFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1, 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 14, 21, 22, 24, 25, 26, 20, 18, 17, 16. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �,�.0 wNOfF OREGON 7f16182 RENEWS: 12/31120 May 7,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE. ,c 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 Aim! 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 Duality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. .. i.- . 111_ 1 11 . ..... IJob. Truss Truss Type Qty Ply Hayden Enterprises Inc M EDG2 � C2 Common 1 t 112768562 The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:04:49 2019 Page 1 ID;PwFIE112LxuvxEiZZ080gjyil4A-mH_IhBg2jrWwNYf5UkJo3Fx3vX7AcezleghKf3zK ?S 1-0.0 5:8-g. _ .............10-0.:0_ _.. 14 3 7...._..._. ..-..--..........20.0-9-. ......_..... ?1-4.4 . I 10.0 .....-.... .. _.-.....--.5 3 8.9 . _ .. ... t.... -. 4 7 _..I._ . _ .. _ _ . _- 4-3-7 1... —.. - 5 8 9 1-0-0 0 0 4x4 3x4 = 3x8 = Y 3x4 = Scale = 1:36.2 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 20 DF Stud REACTIONS. (Ib/size) 2=866/0-3-8 (min. 0-1-8), 6=866/0-5-6 (min. 0-1-8) Max Horz 2=78(LC 8) Max Uplift 2=-124(LC 8), 6=-124(LC 9) FORCES. (Ib) -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=-1 3401189 BOT CHORD 2-8=-17411161, 5-8=-9611161 WEBS 4-B=-421593, 5-8=-4081169, 3-8=-408/169 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=120mph (3 -second gust) Vesd=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) except Qt=lb) 2=124, 6=124. LOAD CASE(S) Standard ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4111.7473 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 fabdcation, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and SCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. RENEWS: 12131120 May 7,2019 the CO. INC. ............... _ .. - — - - __ ... .. _ ._ ...... ---. _.. .......... ......... LOADING (psf) SPACING -2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 25,0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.14 8-11 >999 360 MT20 2201195 TCDL 8.0 Lumber DOL 1.15 BC 0.65 Vert(CT) -0.26 B-11 >909 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.03 6 n/a n/a .BCDL 7.0 Code IRC2015/TP12014 Matrix -MSH Weight: 81 Ib FT = 8% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 20 DF Stud REACTIONS. (Ib/size) 2=866/0-3-8 (min. 0-1-8), 6=866/0-5-6 (min. 0-1-8) Max Horz 2=78(LC 8) Max Uplift 2=-124(LC 8), 6=-124(LC 9) FORCES. (Ib) -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=-1 3401189 BOT CHORD 2-8=-17411161, 5-8=-9611161 WEBS 4-B=-421593, 5-8=-4081169, 3-8=-408/169 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=120mph (3 -second gust) Vesd=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) except Qt=lb) 2=124, 6=124. LOAD CASE(S) Standard ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4111.7473 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 fabdcation, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and SCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. RENEWS: 12131120 May 7,2019 the CO. INC. _ Joh. Truss Truss Type qty IPIy Hayden Enterprises Inc.112768563 M EDG2 IC3GR Common Geder 1 , 1 1. �.-.. J4?Reference_(Opt_oa_, _ The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTekIndustries, Inc. Fri May 3 19:04:50 2019 Pagel ID:PwFIE112LxuvxEiZZOSOgjyi14A-EUYguWhgU8en?!EH2Rgl bSU6OxPYLwMRtURuBVzK7?R 10.0.0 . 14.6.12_- _ _ _ ----- 5 5 4 4-6 12 y._ - 4-6-12 t _... ._.. _.._. 5-5-4 _ ..... i 4x5 = Scale 1:37.1 6.00 12 s 30 3x5 2 4 t�2 .WA - f 5 d-.,. - _ ,.U—. .... ---'......—.... ., _.. .'U,.. ...... ._ --- ....LO ....._.,. �o 13 14 6 15 to 7 17 18 6 19 20 4x8 = JUS24 JUS24 3x6 II JUS24 6x8 = JUS24 3x6 II JUS24 JUS24 4x8 — JUS24 JUS24 JUS24 r— - — - ---------I— - 10=0�0 ----t------ 14.6 -1Z..._.—.—!-----------20:9.:0_.._..—_..._..........--------- _ _...... .. _........ -,-.. ............ __.....— - -- --1.-___..__- - .................... LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in - (loc) I/deft L/d PLATES GRIP TCLL 25.0 I Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.21 7-8 >999 360 MT20 2201195 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 n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix -MSH Weight: 99 Ib FT = 8% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD 2x6 OF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 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) 1=2622/0-3-8 (min. 0-2.13), 5=2747/0-5-8 (min. 0-4-8) Max Horz 1=71(LC 12) Max Uplift 1=-721(LC 8), 5=-714(LC 9) FORCES. (lb) -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=-3378/939, 4-5=-507111344 BOT CHORD 1-13=-1236/4381, 13-14=-1236/4381, 8-14=-123614381, 8-15=-1236/4381, 15 -16= -1236/4381,7-16=-1236/4381,7-17=-114714506,17-18=-1147/4506, 6-18=-114714506,6-19=-1 14714506,19-20=-1147/4506,5-20=-114714506 WEBS 3-7=-76612681, 4-7=-1806/534, 4-6=-338/1322,2-7=-1661/554, 2-8=-57511193 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat, Il; Exp B; Enclosed; MWFRS (envelope) gable 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 at joint(s) except (jt=1b) 1=721,5=714. 6) Use USP JUS24 (With 4-10d nails into Girder & 4-10d 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(B)15= -400(B)16= -400(B)17= -400(B)18= -457(B)19= -457(B)20=-457(8) RENEWS: 12131/20 May 7,2019 WARNING - Verify design paramoters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE M11•7473 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and SCS11 Building Component L, Safety Information available from Truss Plate Institute, 683 D'Onofrlo Drive, Madison, WI 53719. .LheTRUSSCO. INC. ..._ .. Jot>_ Truss Truss Type Qty (Ply Hayden Enterprises Inc. M EDG2 lE1TGE Common Supported Gable 1 1 112768564 __ !o_p.Refarence.(oRtional)_. .._..... _. The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:04:512019 Page 1 ID:PvvF I EI12LxuvxEiZZOBOgjyi 14A-ig626sh i FSmedspUc9LG8g 1 TRLy84b5b58ARjxzK77Q 1 0-0 4 10 1.5--..,.., 9.1-1 14-0_0. 15 0 0 100....1--_ .__..__.. _._........_4.10.15 _..........__. .._._....+._ ............ ..........4.22 -..__... .�._._..._._.. ....__......_._. —4-10-15 ...., .......}... 1.0.0._._..1 4x5 4x5 Scale = 1:26.9 3x4 = 18 17 16 15 14 13 12 3x4 = LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x4 DF No,2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015rrPI2014 REACTIONS. All bearings 14-0-0, (lb) - Max Horz 2=38(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 12 Max Grav All reactions 250 !b or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12 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,Bpsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise Indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10, 15, 16, 17, 18, 14, 12. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard RENEWS: 12/31120 May 7,2019 ® WARNING - Verffy 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. 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 responsibilllly of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Safety InformationQtavailablerfrom Truss Plate Institute, 83 D'Onofrio Drive, Madison, nsult WI153719.Quality Criteria, OSB -89 and BC511 Building Component theTRUSSco. INC, CSI. DEFL. in (loc)/deft Ud PLATES GRIP TC 0.08 Vert(LL) 0.00 10 n/r 120 MT20 220/195 BC 0.04 Vert(CT) 0.00 11 n/r 90 WB 0.03 Horz(CT) 0.00 10 n/a nla Matrix -SH Weight: 61 Ib FT = 8% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-8. BOT CHORD 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 guide. REACTIONS. All bearings 14-0-0, (lb) - Max Horz 2=38(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 12 Max Grav All reactions 250 !b or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12 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,Bpsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise Indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10, 15, 16, 17, 18, 14, 12. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard RENEWS: 12/31120 May 7,2019 ® WARNING - Verffy 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. 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 responsibilllly of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Safety InformationQtavailablerfrom Truss Plate Institute, 83 D'Onofrio Drive, Madison, nsult WI153719.Quality Criteria, OSB -89 and BC511 Building Component theTRUSSco. INC, ..... ...,. .. _. ..s_ .. ..._..._._... .................. IjobTruss Truss Type M.EOG2 I E2 Common The Truss Co., Eugene, OR 97402 �_-1_00.. 1...._.._ -..._....._.. __..._.._..-..._..._.700_..-....-. 1-0-0 7-0-0 2 Oty IPIy Hayden Enterprises Inc 112788565 i 1 .,JQh Reference Optional) _ 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:04:52 2019 Page 1 I D: PwF I EI12 LxuvxE iZZ080gjyi 14A-Asg RJCiw?mu VEOOgAssVgtzX W IBCp 1 XkKow?GNzK7?P 14-0:0. -_ i 15-0-0 1 7-0-0 1-0-0 Scale = 1:27.1 4x4 = .....:..,...xx..,N,A,.,,...,— (loc) I/deft L/d PLATES GRIP tT2 ..... ..._... ........................_. LOADING (psf) I SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 TCDL 8.0 Lumber DOL 1.15 BC 0.50 BCLL 0.0 Rep Stress Incr YES WB 0.09 BCDL 7.0 Code IRC2015frPI2014 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. D-1-8) Max Horz 2=57(LC 8) Max Uplift 2=-92(LC 8), 4=-92(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-805/103, 34=-805/103 BOT CHORD 2-6=-38/638, 4-6=-38/638 WEBS 3-6=0/281 -4 30 = DEFL, in (loc) I/deft L/d PLATES GRIP tT2 -4 30 = DEFL, in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.09 6-9 >999 360 MT20 220/195 Vert(CT) -0.13 6-9 >999 240 Horz(CT) 0.01 4 n/a n/a Weight: 48 Ib FT = 8% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide,.. --- - _............ ............_.... .....- ......-....- NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end'vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. LOAD CASE(S) Standard Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mid- 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 ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. OREGON 7nsJsz 40 %4.1 0 RENEWS: 12131120 May 7,2019 AtA theTRUSSCO. INC. TrussiCommon Truss Type �E3 The Truss Co., Eugene, OR 97402 6-10-8 6.00 12 30 = ----- ---- - - --.-...--6-14$—_.. Plate Offs ats...KY).-_ .. ._ ....... LOADING (psf) SPACING- 2.0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 TCDL 8.0 Lumber DOL 1.15 BC 0.47 BCLL 0.0 Rep Stress Incr YES WB O.D8 BCDL 7.0 Code IRC2015/TP12014 Matrix -MSH LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud REACTIONS. (Ib/size) 1=550/Mechanical, 3=550/0-4-0 (min. 0-1-8) Max Horz 1=-49(LC 9) Max Uplift 1=-72(LC 8), 3=-72(LC 9) Qty ll5ii Enterprises Inc 112768566 3 1 ....... JO12 f3gie.reaw..(QPRIQ081)....... .. 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:04:53 2019 Page 1 ID: PwF IE l l 2LxuvxEiZZ080gjyi 14A-e2E pXYJYm3OMs9zsjaNkD56i09XvYUquZSfYogzK7?O - - - .......--.._..._.__....--- ...... --- --.13_9-0 6.10-8 4x4 = Scale = 1:25.9 FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown, TOP CHORD 1-2=-790/104, 2-3=-7901104 BOT CHORD 1-4=-47/624, 3-4=-47/624 WEBS 2-4=01273 DEFL, in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.08 4-7 >999 360 MT20 220/195 Vert(CT) -0.12 4-7 >999 240 Horz(CT) 0.01 1 n/a n/a Weight: 44 Ib FT = 8% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation 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. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIO -7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation, of component is responsibility of building designer - not truss designer, Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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, DSS -89 and SCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENEWS: 12/31/20 May 7,2019 theTRUSSCO. 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J J J J J 00000 f Ofrt0� cr-OC LL LL LL LL LL 000 0 O W Q a. F- C w ofo w W U cw o cD a � z z z ��CE0o� w cin co LL LL C) U) I - (.0 N T a SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION Community: Jasper Meadows Ph. 9 Section: Jasper Meadows Ph. 9 Lot / Block: 317/0 Address: Lot 317 Jasper 9 Model: s140801 - Edgewood Exterior Design Code Option Selection Std nry Garage Orientation Garage Right [Plan Default] Please place home as far left as possible for future RV pad ptextl Exterior Paint Selections Exterior Paint FloorPlan Alterations Code Option Opt patio01 Covered Patio Opt fpgralc Fireplace With Alcove Windows -Doors Code Option Opt gadoor7 7ft Tall Garage Door GENERAL NOTES 1. THE SCOPE OF SERVICES PROVIDED BY TLAYDEN ENTERPRISES. INC.' IS LIMITED TO PROVIDING A WORKING SET OF DRAWINGS. THIS SET OF PLANS IS SUFFICIENT FOR OBTAINING A BUILDING PERMIT. UNLESS DIRECTLY REQUESTED BY THE OWNER OR BUILDING CONTRACTOR, THESE PIANS ARE LIMITED TO DESCRIBING LOCATIONS, DIMENSIONS. GENERAL BUILDING COMPONENTS. AND KEY FINISH MATERIALS. 2. ALL WORK SHALL COMPLY WITH THE MOST CURRENT REQUIREMENTS SET FORTH BY LOCAL, COUNTY, STATE, AND GENERAL LAWS, RULES, CODES. ORDINANCES, OR REGULATIONS. GENERAL CONTRACTOR OR SUB- CONTRACTOR TO VERIFY ALL APPLICABLE CODES AND METHODS OF CONSTRUCTION PRIOR TO BEGINNING WORK. 3. ALL WORK TO MECHANICAL, PLUMBING, AND ELECTRICAL WILL BE DESIGN BUILD BY THE GENERAL CONTRACTOR AND SHALL CONFORM TO ALL APPLICABLE LOCAL, STATE, AND NATIONAL CODES. C ANY ERROR OR OMISSION FOUND IN THESE DRAWINGS SHALL BE BROUGHT TO THE DEVELOPER'S AND ARCHITECTURAL DESIGNER'S 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 J CS COVER SHEET NS GENERAL NOTES SHEET OE OREGON ENERGY CODE AlELEVATIONS A2 FLOOR PLAN A3 FOUNDATION I FLOOR FRAMING PLAN A4 ROOF FRAMING PLAN AS LIGHTING) AUDIO I SOUND INSUL. I MISC. PLAN 06 OPT. COVERED PATIO S1PRESCRIPTIVE WALL BRACING D1 TYP. WALL SECTIONS DIA TYP. OETAILS D1B TYP_DETAILS D2 TYP. BUILDING DETAILS 03 BUILDING SECTION I RAKE -WALL FRAMING ( MISC. DETAILS D4 FIREPLACE DETAILS DS3 SIDING DETAILS DS4 SIDING B FLASHING DETAILS 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-923-6607 FAX 541-546-0761 �J O 0 w wCy V tn 000 Lu p Lu � 2 REVISIONS CURRENT AS OF 010118 COVER SHEET CS FOUNDATION PLAN FLOOR PLAN GENERAL ROOF FRAMING ELEC./MECH./PLUMB. NOTES ] NOTES I FRAMING NOTES _NOTES NOTES 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. VERIFY ALL SITE UTILITY LOCATIONS PRIOR TO ANY CONSTRUCTION 2. CONTRACTOR TO VERIFY SOIL BEARING VALUE OF 1500 PSF FOR CLAY SANDY CLAY, SILT, CLAY, CLAYEY SILT, SILT & SANDY SILT. OTHER CONDITIONS MAY REQUIRE SPECIAL DESIGN OR ALTERNATE CONSTRUCTION METHODS, CONTRACTOR TO VERIFY SOILS REPORT PRIOR TO CONSTRUCTION WHEN REQUIRED. (TABLE R401.4.1) 3. CONTRACTOR TO VERIFY ALL DETAILS, DIMENSIONS, AND SPECIFICATIONS PRIOR TO CONSTRUCTION_ SEE DETAIL AND S SHEETS FOR ADDITIONAL INFORMATION. 4. ALL FOUNDATION WALLS AND FOOTING TO BE CONTINUOUS CONCRETE. STEM WALLS AS SPECIFIED BY LEGEND, SECTION DETAILS, AND/OR STRUCTURAL ENG_ (7404.1.1 (5)) (R403.1.1) (R403.1.3.1) & (TABLE R403.1) 5. STEM WALL CONCRETE TO BE 2500 PSI AND GARAGE SLAB FLOOR. PORCHES & STEPS EXPOSED TO WEATHER TO BE 2500 PSI (NEG COND) & 3000 PSI (MODERATE COND.) & 3500 PSI (SEVERE CONDITION). (TABLE R402.2) 6, ALL EXTERIOR FOOTINGS SHALL BE PLACED AT LEAST 12 INCHES BELOW THE FINISHED GRADE ON UNDISTURBED GROUND SURFACE. FROST LINE DEPTH SHALL BE DETERMINED BY THE LOCAL JURISDICTION. (TABLE R301.2.(1) IR403.1.4.1) 7. FOUNDATION WALLS TO BE CAPPED WITH 2x MUD SILL PLATE R404,3 OVER A FIBROUS SILL SEALER TYPICAL ANCHOR MUD SILL TO FOUNDATION USING MIN. 112' ANCHOR BOLTS (w/ NUT & WASHER) EMBEDDED 71NCHES @ 6 FT. O.C. TYP. BOLTS TO BELOCATED IN MIDDLE 1/3 OF WIDTH OF SILL PLATE. INSTALL ONE BOLT A MIN. 1 FT. FROM THE END OF EACH PLATE SECTION. (R403.1.6) SEISMIC D1 & 02 REQUIRES 31NCH PLATE WASHERS. (R602.11) 8. DRAINAGE: GRADE SHALL FALL A MIN. 6 INCHES WITHIN THE FIRST 10 FT OR PER EXCEPTION USING DRAINS OR SWALES. IMPERVIOUS SURFACES WITHIN 10' OF FOUNDATION SHALL BE SLOPED AWAY A MIN. OF 2%(R401.3) 9. PROVIDE DRAINAGE AROUND FOUNDATION UNLESS BUILT ON WELL -DRAINED GROUND OR SAND -GRAVEL MIXTURE SOILS.R4D5 1 1 ) 10. FOR SEISMIC ZONES Dl & D2: FOUNDATIONS wl STEM WALLS SHALL BE PROVIDED WITH A MIN. OF (1) #4 BAR WITHIN 12 INCHES OF TOP OF WALL & (1) #4 BAR LOCATED 3-4 INCHES FROM BOTTOM OF FOOTING AS REQUIRED. (8403.1.3.1) ON A 2 POUR SYSTEM PROVIDE (1) 94 VERTICAL WITH A STANDARD HOOK AT 4 FT O.C. THAT EXTENDS 31NCHES CLEAR OF THE BOTTOM & EXTENDS A MINIMUM OF 14 INCHES INTO THE STEM WALL. (R403.1.3.1) REINFORCING STEEL SHALL COMPLY WITH THE REQ'MENTS OF ASTM A 706 FOR LOW -ALLOY STEEL WITH A MIN. YIELD STRENGTH OF 40,000 PSI GRADE 40 (R403.1.3.5.1) 11. PROVIDE A GROUNDING ELECTRODE CONNECTED TO A 20 FT. #4 REINFORCEMENT IN THE FOOTING. (R403.1.8) 12. PROVIDE 1 SQ. FT CRAWL SPACE VENTILATION PER 150 SO. FT. OF UNDER -FLOOR AREA OPENINGS SHALL BE EVENLY SPACED TO PROVIDE CROSS VENTILATION. ONE SUCH OPENING SHALL BE WITHIN 3 FT OF EACH CORNER. MIN. CODE REQ'MENT OF 1 SQ. FT, CRAWL SPACE VENTILATION PER 1500 SQ. FT. UNDER FLOOR AREA (84082 EXCEPTION w/ USE OF CLASS I VAPOR BARRIER - SEE NOTE 13) 13. SHEET ALL EXPOSED EARTH IN CRAWL SPACE WITH 6 MIL. BLACK POLYETHYLENE, SEAMS SHALL BE OVER LAPPED MIN. OF 61NCHES 8 TURN 6 INCHES UP FOUNDATION WALL. (R408.1; R408.3) 14. ALL WOOD IN DIRECT CONTACT w/ CONCRETE SURFACES, OR WITHIN 18 INCHES OF EXPOSED EARTH (BEAMSIGIRDERS WITHIN 12 INCHES), EXTERIOR WOOD SIDING, SHEATHING AND WALL FRAMING LESS THAN 61NCHES FROM GROUND OR WITHIN 21NCHES CONCRETE SLAB, DECK, PATIO TO BE APPROVED PRESERVATIVE TREATED MATERIAL. (11317.1 (1)- (7)) 15. MINIMUM CLEARANCE FROM BOTTOM OF FLOOR JOISTS TO EXPOSED EARTH IS 18 INCHES 11 FT FOR BEAMS & GIRDERS). (R317.1) 16. FLOOR SHEATHING TO BE 3/4' TBC LAID PERPENDICULAR TO I -JOISTS SPACE0161NCHES UP TO 19.2 INCHES O.C. (TABLE R503.1) FASTENED TO WOOD FRAMING IAW TABLE R602.3(1) & (2) & FASTENER SCHEDULE. 17. WATER HEATER & FURNACES LOCATED A THE GARAGE SHALL BE PROTECTED FROMAUTOMOBILE IMPACT. (M1307.3.1) 18. RADON -MITIGATING CONSTRUCTION REQUIRED IN THE FOLLOWING COUNTIES: BAKER, CLACKAMAS, HOOD RIVER, MULTNOMAH, POLK, WASHINGTON & YAMHILL. (APPENDIX F) 19. INSULATION REQUIREMENTS TO BE IN ACCORDANCE WITH ADOPTED STATE CODE. (SEE INSULATION NOTE.) ALL INSULATION, VAPOR RETARDERS & VAPOR PERMEABLE MEMBERS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IAW ASTM E84 OR UL723. (R302.10) 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. VERIFY ALL SITE UTILITY LOCATIONS PRIOR TO ANY CONSTRUCTION. 2. CONTRACTOR TO VERIFY ALL DIMENSIONS, MATERIAL SPECIFICATIONS, DOOR AND WINDOW SIZES, CONSTRUCTION MEANS AND SPECIFICATIONS PRIOR TO CONSTRUCTION. 3. ALL EXTERIOR WALLS TO BE WOOD FRAMED AT 16 INCHES O.C. AND ALL INTERIORWALLS TO BE 24 INCHES O.C. UNLESS NOTED OTHERWISE. STRUCTURAL MEMBERS TO BE FASTENED IAW TABLE 602.3(1). 4. SEPARATE HOUSE FROM GARAGE BY NOT LESS THAN 112" GYPSUM ON THE GARAGE SIDE, GARAGES WITH LIVABLE SPACE ABOVE WILL BE SEPARATED BY NOT LESS THAN 518" TYPE X GYPSUM ON THE GARAGE CEILING INSTALLED PERPENDICULAR TO CEILING FRAMING & FASTENED @ MAX 6 INCHES O.C. BY MINIMUM 1-718" 6d COATED NAILS OR EQUIV. DRYWALL SCREWS. (TABLE R302.6) (TABLE R702.3.6) 5. ENTRY TO HOUSE FROM THE GARAGE SHALL BE NOT LESS THAN 1-3/8" THICK (SOLID WOOD OR STEEL OR HONEYCOMB STEEL), OR 20 MINUTE FIRE -RATED DOOR. (R302.5.1.1) 6. SOLID BLOCK TO FOUNDATION BENEATH ALL COLUMNS, BEAMS & GIRDERS TYPICAL. 7. SEE S SHEETS 8 DETAIL SHEETS FOR BRACING PANEL REQUIREMENTS, WALL DETAILS, FIREPLACE DETAILS, ETC.. 8. FIRE BLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERT. & HORZ.) BETWEEN STORIES AND THE ROOF. (R302.11) 9. HAZARDOUS LOCATIONS -TEMPERED SAFETLY GLAZING REQUIRED: (R308.4) ALL GLASS TUB AND SHOWER ENCLOSURES & DOORS GLAZING ADJACENT TO & WITHIN 2 FT. ARC OF A CLOSED DOOR; GLAZING ON A WALL PERPENDICULAR OF DOOR IN CLOSED POSITION ON INSWING SIDE ONLY GLAZING LESS THAN 36 INCHES ABOVE ANY STAIR WALKING SURFACE & WITHIN 60" HORZ. OF BOTTOM TREAD GLAZING GLAZING IN WALLS CONTAINING BATHTUBSISHOWERS WHERE THE BOTT EDGE OF THE GLAZING IS LESS THAN 60" ABOVE WALKING SURFACE AND IS LESS THAN 60" MEASURED HORIZONTALLY AND IN A STRAIGHT LINE FROM THE WATER'S EDGE OF THE BATHTUB/SHOWER GLAZING IN WINDOWS WHERE INDIVIDUAL PANEL MEETS ALL ITEMS BELOW: EXPOSED AREA OF > 9 SF BOTTOM EDGE IS c 18"AF.F. TOP EDGE IS > 36" A.F.F. WALKING SURFACE IS LOCATED WITHIN 36" HORZ. 10. FURNACE, WATER HEATER, DRYER, OVEN/RANGE AND BATH FANS TO VENT TO EXTERIOR. ALL SWITCHES, PILOT LIGHTS AND BURNERS TO BE A MINIMUM OF 18 INCHES A.F.F. WHEN LOCATED IN THE GARAGE. (CHPT 15) (G2408.2) 11. FIREPLACES TO BE INSTALLED PER MANUFACTURES INSTRUCTION & EQUIPPED WITH PROPERLY SIZED 8 LOCATED EXTERNAL AIR SUPPLY. IR1004.1) (R7 D06.1) (G2434.1) 12. HANDRAILS SHALL BE CONTINUOUS & NOT LESS THAN 34 INCHES OR HIGHER THAN 38 INCHES, GUARDRAILS PROTECTING DECKS OR BALCONIES SHALL NOT BE LESS THAN 36 INCHES ABOVE WALKING SURFACE OR ADJACENT FIXED SEATING_ SPACE BETWEEN RAILS SHALL NOT HAVE OPENINGS WHICH ALLOW PASSAGE OF A SPHERE 43/8" IN DIAMETER (R311.7.8) (R312.1.2) (R312.1.3) 13. EMERGENCY ESCAPE & RESCUE OPENING: MIN. NET CLEAR OPENINC 5.7 SF., MIN. OPENING HEIGHT 24", MIN. OPENING WIDTH 20", SILL HEIGHT OF NOT MORE THAN 44' A.F.F (R310.1) (R310.2.1, R310.2.2) 14. ALL METAL PIPING SHALL BE BONDED. E35096) 15. EXTERIOR JOINTS AROUND WINDOWSIDOOR FRAMES, BETWEEN WALL CAVITIES & WINDOW OR DOOR FRAMES. BETWEEN WALL & FOUNDATION, BETWEEN WALL & ROOF, BETWEEN WALL PANELS, AT PENETRATIONS OR UTILITY SERVICES THROUGH WALLS, FLOOR & ROOFS 8 ALL OTHER OPENINGS IN THE EXTERIOR ENVELOPE SHALL BE SEALED IN A MANNER APPROVED BY THE BUILDING OFFICIAL. (WSEC 4D1.4.1.1) 16. ONE LAYER APPROVED WATER RESISTIVE BARRIER SHALL BE APPLIED OVER STUDS OR SHEATHING OF ALL EXTERIOR WALLS APPLIED HORIZONTALLY UPPER LAPPED OVER LOWER NOT LESS THAN 6INCHES. (R703.2) 17. WINDOWS SHALL BE INSTALLED PER WRITTEN INSTALLATION INSTRUCTIONS AS PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. (R612.1) 18. OPERABLE WINDOWS MORE THAN 72 INCHES ABOVE GRADE / SURFACE SHALI HAVE WINDOW SILL ABOVE 24 INCHES A.F.F. UNLESS A WINDOW OPENING LIMITATION OPERATING DEVICE IS INSTALLED. (R312.2.1) 19. WINDOWS & DOORS SHALL BE FLASHED WITH APPROVED CORROSION -RESISTANT FLASHING IAW CODE & COMPANY DETAIL. (R703.8) 20. INSULATION REQUIREMENTS TO BE IN ACCORDANCE WITH ADOPTED STATE CODE. (SEE INSULATION NOTE_) ALL INSULATION, VAPOR RETARDERS & VAPOR PERMEABLE MEMBERS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IAW ASTM E84 OR UL723. (R302.10) 21. FLOOR ASSEMBLIES (UNLESS EQUIPPED WITH FIRE SPRINKLERS OR OVER CRAWL SPACE NOT INTENDED FOR STORAGE OR FUEL -FIRED APPLIANCES) SHALL BE PROVIDED WITH 112" GYPSUM BOARD ON THE UNDERSIDE OF THE FLOOR FRAMING (R302.1.3) 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. EXTERIOR WALLS TO BE WOOD FRAMED @ IS INCHES O.G. AND INTERIOR WALLS TO BE 24 INCHES O.C. UNLESS NOTED OTHERWISE. STRUCTURAL MEMBERS TO BE FASTENED LAW TABLE 602.3. (1) 8 FASTENER SCHEDULE. 2. ALL JOIST AND BEAM HARDWARE TO BE APPROVED BY JOIST AND BEAM MANUFACTURER. 3. DOOR AND WINDOW HEADERS TO BE AS NOTED & SUPPORTED W/ JACK STUDS PER TABLE R602.7(1) & (2). LOAD-BEARING HEADERS ARE NOT REQUIRED IN INTERIOR OR EXTERIOR NONBEARING WALLS, A SINGLE 2 x 4 MAY BE USED FOR OPENINGS UP TO 8 FT. IF VERTICAL DISTANCE TO NAILING SURFACE ABOVE IS NOT MORE THAN 24 INCHES. (R602.7.4) 4. BLOCK TO FOUNDATION BENEATH ALL COLUMNS, BEAMS, & GIRDERS TYPICAL, 5. FLOOR SHEATHING TO BE 314" T&G LAID PERPENDICULAR TO I -JOISTS SPACED 16 INCHES UP TO 19.2 INCHES O.C. (TABLE R503.1) FASTENED TO WOOD FRAMING IAW TABLE R602.3(1) & (2) & NAILING SCHEDULE, 6. DECKS WILL BE POSITIVELY ANCHORED TO THE PRIMARY STRUCTURE WITH P.T. DECK LEDGER ATTACHED WITH LAG SCREWS OR BOLTS WITH WASHERS. LAG SCREWS, BOLTS & WASHERS SHALL BE HOT DIPPED GALVANIZED OR STAINLESS STEEL. LEDGERS SHALL NOT SUPPORT CONCENTRATED LOADS FROM BEAMS/GIRDERS (R507.2) (TABLE R507.2.1) (FIGURE 507.2.1(1) ) 7. FIRE BLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERT. & HORZ.) BETWEEN STORIES AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES 8 BETWEEN TOP STORY AND THE ROOF SPACE. (R602.8) (R302.11) 8. DECK LATERAL LOAD CONNECTIONS SHALL BE PROVIDED ATA MIN. OF 2 LOCATIONS PER DECK WITHIN 24" OF EACH END OF DECK AMD EA DEVICE SHALL HAVE MIN. ALLOWABLE STRESS CAPACITY OF 1500 LBS IN ACCORDANCE TO FIGURE R507.2.3(1) OR WHERE LATERAL LOAD CONNECTIONS ARE PROVIDED IN ACCORDANCE TO FIGURE R507.2.3(2), HOLD-DOWNS SHALL BE INSTALLED IN NOT LESS THAN 4 LOCATIONS AND EA. DEVICE SHALL HAVE MIN. ALLOWABLE STRESS CAPACITY OF 750 LBS (R507.2.4) 9. FOUNDATION CRIPPLE WALLS SHALL BE FRAMED OF S-1 UDS NO SMALLER THAN THE STUDDING ABOVE. CRIPPLE WALLS SUPPORTING BEARING WALLS WITH A STUD HEIGHT LESS THAN 14' SHALL BE CONT. SHEATHED ON ONE SIDE PER TABLE R602.3(1) OR CONSTRUCTED OF SOLID BLOCKING. CRIPPLE WALL BRACING REQUIREMENTS PER (R602.9; R60210.1 1) ENERGY CODE REQUIREMENTS 2017 OREGON RESIDENTIAL SPECIALTY CODE PRESCRIPTIVE ENVELOPE REQUIREMENTS -TABLE N11O1.111I VERTICAL GLAZING (INCLUDES SLIDING GLASS DOORS) U-0.30 EXTERIOR DOORS U-0.20 EXTERIOR DOORS Wl MORE THAN 2.5 SO. FT. GLAZING U-0.40 FLAT CEILING R-49 VAULTED CEILING R -30/U.033 WALLS ABOVE GRADE' INCLUDING CRIPPLE WALLS & RIM JOIST AREAS R-21 'INTERMEDIATE FRAMING REQUIRED (SEE DETAILS ON SHEET OE) 1. EXTERIOR WALL CORNERS OR INTERSECTING PARTITION WALLS SHALL BE FRAMED TO ALLOW FULL INSULATION TO BE INSTALLED 2. VOIDS IN HEADERS 1" OR GREATER SHALL BE FILLED WITH RIGID INSULATION OF MIN. R-4 PER INCH WALLS BELOW GRADE R-15 FLOORS R-30 FORCED AIR DUCT INSULATION R-8 TABLE N7101.1 12) ADDITIONAL MEASURES: ISELECT 1 FROM EACH CATEGORY) ENVELOPE ENHANCEMENT MEASURE: #6- HIGH -EFFICIENCY THERMAL ENVFI OPF LIA PROPOSED UA IS 8% LOWER THAN CODE UA "SEE SHEET OE - CALCULATIONS PROVIDE D PL R TARL I N 1119 111)' - CONSERVATION MEASURE: A HIGH FFFICIFNCY HVAC SYSTEM CAS FURNACE. WITH MIN. AFUE OF 94% NOTEFOR NON -GAS COMMUNITIES, SUBSTITUTE THE FOLLOWING FOR MEASURE D- HIGH -EFFICIENCY WATER HEATER ELECTRIC HEAT -PUMP WATER HEATER M MEETING STANDARDS OF TIER 1 NORTHERN CLIMATE SPECIFICATION PRODUCT 2Dl7 OREGON RESIDENTIAL SPECIALTY CODE 1. TRUSS MANUFACTURER TO VERIFY ALL DIMENSIONS FROM FOUNDATION PLAN AND FLOOR PLANS PRIOR TO THE MANUFACTURE OF ROOF TRUSSES. 2. TRUSS MANUFACTURER TO VERIFY FURNACE LOCATION & DESIGN TRUSSES TO SUPPORT SYSTEM WHEN INSTALLED IN ATTIC AREA. (13802.10.4) 3 CONSTRUCT A MIN. 6 FT x B FT FURNACE PLATFORM IN LOCATION IDENTIFIED ON THE TRUSS LAYOUT AND ROOF FRAMING PLAN IAW DETAIL FOUND ON DETAIL SHEET WHEN PLATFORM IS NOT DESIGNED IN THE TRUSS SYSTEM. 4. BOTTOM CORD OF TRUSS TO BE DESIGNED FOR 20 LB LIVE LOAD WHEN CAPABLE OF STORING A 24 INCH WIDE x 42 INCH TALL ITEM BETWEEN 2 OR MORE ADJACENT TRUSSES WITH THE SAME WEB CONFIGURATION. (TABLE R301.5) 5. ALL ROOF TRUSSES TO BE ENGINEERED BY A TRUSS MANUFACTURER, PROVIDED TO BUILDING OFFICIAL & APPROVED PRIOR TO INSTALLATION. (R502.11.4 8 R802AD-1) 6. ALL TRUSS PITCHES TO BE AS SPEC'D ON THE ROOF & ELEVATION SHEETS. IAS A GENERAL RULE, INTERIOR VAULTS TO BE MAX. 1/2 PITCH OF ROOF) 7. ALL TRUSS HARDWARE TO BE APPROVED BY TRUSS MANUFACTURER & DESIGNED TO RESIST WIND UPLIFT PRESSURES BASED ON LOCAL WIND LOAD & ROOF WIDTH. TABLE (R802.11) TRUSSES SHALL BE BRACED TO PREVENT ROTATION & PROVIDE LATERAL STABILITY IAW CONSTRUCTION DOC AND/OR BCSI 1-03). (R802.10.3) 9. ROOF SHEATHING TO BE 7116" OSB w/ WTRUSSES SPACED UP TO 24 INCH O.C.. (TABLE R503.2.1.1 (1)) 10. ASPHALT SHINGLES SHALL BE INSTALLED AS SPEC'D BY MANUFACTURE WITH NOT LESS THAN 4 FASTENERS PER STRIP SHINGLE. (R905.2.5) (R9135.2.6) & NAILING SCHEDULE 11. FIRE BLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERT. & HORZ.) BETWEEN STORIES AND THE ROOF. (R30211) HEADERS S NOT 12. DOOR AND WINDOW EADE 5 TO BE D & SUPPORTED W/ JACK E STUDS PER TABLE R502,5(1) & (2). LOAD-BEARING HEADERS ARE NOT REQUIRED IN INTERIOR OR EXTERIOR NONBEARING WALLS. A SINGLE 2 x 4 MAY BE USED FOR OPENINGS UP TO 8 FT. IF VERTICAL DISTANCE TO NAILING SURFACE ABOVE IS NOT MORE THAN 24 INCHES. (RS02.7.2) 13. BLOCK TO FOUNDATION BENEATH ALL COLUMNS, BEAMS, GIRDERS. 14. ROOF VENT CAPS TO BE LOCATED AT REAR ROOF SLOPES WHERE POSSIBLE. PROVIDE 1 SO. FT. ATTIC VENTILATION PER 300 SO. FT. ATTIC SPACE WITH AT LEAST 40% AND NOT MORE THAN 50% OF VENTS NO MORE THAN 3 FT. BELOW THE RIDGE OTHERWISE 1 SO. FT. TO 150 SO. FT. OF THE AREA. (R8062) 15. PROVIDE MIN_ 1 INCH SPACE BETWEEN INSULATION AND ROOF SHEATHING WHERE EAVES VENTS ARE INSTALLED. (R805.3) BAFFLES OF DURABLE RIGID MATERIAL SHALL BE PROVIDED TO PREVENT OBSTRUCTION OF VENT OPENINGS, INSULATION SHALL NOT OBSTRUCT VENT OPENINGS IN1104.2.5) 16. ATTIC ACCESS SHALL NOT BE LESS THAN 22 INCHES x 30 INCHES ROUGH OPENING WITH MINIMUM OF 30 INCHES UNOBSTRUCTED HEADROOM ABOVE ACCESSOPENING. (R807.1) 17. PATHWAYS TO ATTIC INSTALLED FURNACE SHALL BE UNOBSTRUCTED CONTINUOUS SOLID FLOORING NOT LESS THAN 24 INCHES WIDE NOR LONGER THAN 20 FT. (M1305.1.3) 18. IF ICE BARRIER IS REQUIRED, INSTALL AT THE LOWEST ROOF EDGE TO A POINT AT LEAST 24 INCHES INSIDE THE EXTERIOR WALL LINE OF THE BUILDING. VERIFY WITH LOCAL JURISDICTIONS IF REO'D IN AREAS WHERE AVG. DAILY TEMPS IN JANUARY IS 25' OR LESS OR HISTORY OF ICE DAMMING (R905.2.7.1) 19. TRUSSES SHALL BE CONNECTED TO TOP PLATES BY APPROVED CONNECTORS HAVING A UPLIFT RESISTANCE NOT LESS THAN 175 LBS. (R802.10.5) USE HI (OR EQUAL) HURRICANE CLIPS AT TRUSS TO TOP PLATE. STC CLIPS MAY BE USED AT INT. NON-BEARING WALL LOCATIONS AT DISCRETION OF CONTRACTOR FOR TRUSS ALIGNMENT AND ARE NOT REQ'D BY CODE. 20. INSULATION REQUIREMENTS TO BE IN ACCORDANCE WITH ADOPTED STATE CODE. (SEE INSULATION NOTE.) ALL INSULATION, VAPOR RETARDERS & VAPOR PERMEABLE MEMBERS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IAW ASTM E84 OR UL723. R302.10 21. FOR BEARING WALLS, REOUIRED HEADER SPANS OVER 5' TO BE SUPPORTED BY DOUBLE JACK STUDS 22. BUILDINGS WITH COMBUSTIBLE CEILING OR ROOF CONSTRUCTION SHALL HAVE AN ATTIC ACCESS OPENING TO ATTIC AREAS THAT HAVE A VERTICAL HEIGHT OF 30 INCHES OR GREATER OVER AN AREA OF NOT LESS THAN 30 SQUARE FEET. THE VERTICAL HEIGHT SHALL BE MEASURED FROM THE TOP OF THE CEILING FRAMING MEMBERS TO THE UNDERSIDE OF THE ROOF FRAMING MEMBERS. (R807.1) 23. A DRIP EDGE SHALL BE PROVIDED AT EAVES AND RAKE EDGES OF SHINGLE ROOFS. DRIP EDGES SHALL BE MECHANICALLY FASTENED TO THE ROOF DECK AT NOT MORE THAN 12 INCHES O.C. WITH FASTENERS AS SPECIFIED IN SECTION R905.2.5. UNDERLAYMENT SHALL BE INSTALLED OVER THE DRIP EDGE ALONG EAVES AND UNDER THE DRIP EDGE ALONG RAKE EDGES. 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. ALL WORK TO ELECTRICAL, GAS, MECHANICAL AND PLUMBING WILL BE DESIGN BUILD BY THE GENERAL CONTRACTOR AND SHALL CONFORM TO ALL LOCAL, STATE, AND NATIONAL CODES. 2. ELECTRICAL, GAS, MECHANICAL AND PLUMBING TO BE REVIEWED, APPROVED BY A SEPARATE PERMIT & INSPECTED BY OFFICIAL HAVING JURISDICTION PRIOR TO FRAMING INSPECTION. (R105.1) & (R109.1.2) 3. ALL METAL PIPING SHALL BE BONDED. (E3509.7) 4. SUPPLY & RETURN AIR DUCTS TO BE CONSTRUCTED & INSULATED IAW CHPT 16, LOCAL, STATE, AND NATIONAL CODE. (CHPT 16) 5. ALL SUPPLY RUNS TO HAVE ADJACENT DAMPERS & ALL RETURN AIR RUNS TO BE NON-DAMPERED. 6. HVAC AS SPEC'D BY PROJECT MANAGER. FURNACE HEATING SYSTEM TO BE PROVIDED WITH REPLACEABLE AIR FILTERS. BOTTOM OF ALL ELECTRICAL WALL HEATERS TO BE 2 FT. A.F.F.. 7. WHEN INSTALLED, OIL AND/OR GAS-FIRED FURNACE SHALL BE NOT LESS THAN 78%AFUE. (N1105.5.3.1 & N 1105.5.3.2) OIL -FIRED FURNACES SHALL CONFORM TO ANSI/UL 727 & ELECTRIC FURNACES SHALL CONFORM TO UL 1995. (M1402.1) 8. EXTERIOR VENTS TO BE WATER PROOF SCREENED, HAVE BACK DRAFT DAMPERS & ROOF VENT CAPS TO BE LOCATED AT THE REAR OF ROOF SLOPE WHEN POSSIBLE. (G2442.6) (G2452) I 9. SMOKE DETECTORS SHALL BE PLACED WITHIN & OUTSIDE IN THE IMMEDIATE VICINITY OF EVERY SLEEPING AREA & ON EACH ADDITIONAL STORY OF DWELLING. SMOKE DETECTORS SHALL NOT BE PLACED WITHIN 3 FEET HORIZONTALLY FROM A DOOR OPENING TO A ROOM CONTAINING A BATHTUB/SHOWER (R314.3) 10. SMOKE DETECTORS TO BE INTERCONNECTED WITH PRIMARY POWER SOURCE FROM THE HOME & WITH BATTERY BACKUP. (R314.4) 11, CARBON MONOXIDE ALARMS TO BE INSTALLED IN THE IMMEDIATE VICINITY WITHIN 15' OUT BEDROOM AREAS. 13315.3 1 ) 1 ) 12. ALL BATH, WATER HEATER, DRYER & RANGE HOOD 8 MICRO TO VENT TO THE OUTSIDE. (CHPT 15) 13. MICROWAVE TO HAVE A DEDICATED 20 AMP CIRCUIT_ 14. IN SEISMIC ZONE D1 8 D2, WATER HEATERS SHALL BE ANCHORED OR STRAPPED TO RESIST HORIZONTAL DISPLACEMENT. STRAPPING TO BE LOCATED WITHIN THE UPPER j AND LOWER j OF THE APPLIANCES VERTICAL DIMENSION. (M1307.2) 15. ATTIC AREAS WITH FURNACE EQUIPMENT SHALL HAVE ONE LIGHT FIXTURE AND ONE OUTLET INSTALLED AT OR NEAR APPLIANCE WITH SWITCH LOCATED AT ACCESS AREA. (M7305.1.3.1) 16. GARAGE DUPLEX OUTLETS: ONE OUTLET LOCATED ON THE BACK WALL, ONE FOR EACH PARKING STALL AND ONE OUTLET WHEN OPTIONAL IRRIGATION SYSTEM IS SELECTED. 17. MINIMUM REQUIRED EXHAUST RATES (INTERMITTENT OR CONTINUOUS) PER (TABLE M1507.3) A RANGE HOOD IN KITCHEN AREA- MIN. 150 CFM INTERMITTENT B. EXHAUST FAN IN BATHROOMS - MIN. 80 CFM INTERMITTENT OR 20 CFM CONTINUOUS C. TOILET ROOMS W/O BATHING - MIN 50 CFM (CHPT 15 - TABLE (M1507.3) 8 CHPT 16) 18. SOUND RATING FOR FANS IN BATHROOMS: MAX 1.0 SONE RATED FOR CONTINUOUS VENTILATION FAN OR MAX 3 SONE RATED INTERMITTENT FANS. (M1507.3.1) 19. ALL BATHROOMS SHALL HAVE A MECHANICAL VENTILATION SYSTEM CONTROLLED BY A DE-HUMIDISTATE, TIMER OR SIMILAR MEANS OF AUTOMATIC CONTROL. (1011507A) 20. HIGH EFFICIENCY INTERIOR LIGHTING SYSTEMS. ALL (100%) OF THE PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL CONTAIN HIGH -EFFICACY LAMPS. SCREW IN COMPACT FLORESCENT OR LED LAMPS COMPLY WITH THIS REQUIREMENT. MAX. (2) LAMPS AT INTERIOR AND (2) AT EXTERIOR ARE NOT REQUIRED TO BE HIGH -EFFICACY (N1107.2-3) 21. WATER CLOSETS SHALL BE EPA WATERSENSE LABELED WITH EFFECTIVE FLUSH VOLUME NOT EXCEEDING 1.28 GALLONS PER FLUSH (NI 108.1-1) 22. SHOWERHEADS SHALL BE EPA WATERSENSE LABELED WITH MAX FLOW NOT EXCEEDING 2.0 GALLONS PER MINUTE (GPM) (N1108.12) NAIL USE CHART FOR PRESCRIPTIVE HOME CONSTRUCTION oE�.E�xx4� �.o x..e rEoewx. -TE--._ soIr 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-9'13-6607 FAX 541-548-0761 0 O W U REVISIONS CURRENT AS OF 010118 OREGON NOTES SHEET LENGTH 8 WIRE SIZE i PENNY WEIGHT NAME AREA OF USE IN BUILDING SPACING PER PRESCRIPTIVE CODE 2 -112* 113 .113 GALVANIZED Bd BOX LP LAP SIDING, 4/4 FACIA B TRIM PER MANUFACTURER'S SPECS �ATE 2-1/2" x.131 8d COMMON RING SHANK FLOOR 8 ROOF SHEATHING, OSB 8 LP SMART -PANEL SHEAR WALLS' 6" O.C. EDGE 8 12' O.C. FIELD, SEES' SHEETS JOB 3'..131 10d FRAMER GENERAL FRAMING 3 EACH STUD 'DRAWN HEQKED BY 3114- x .148 1 d VINYL SINKER SIMPSON HARDWARE & HAND FRAMING HAND NAILING 1.117..148 1-112'..148 HOT DIP 10d TECO IDd TECO HANGER USE. PRESSURE TREATED WOOD. & EXTERIOR USE HANGER USE, NON -PRESSURE TREATED WOOD ON INTERIOR PER MNUFACTURER'S SPECS PER MANUFACTURER'S SPECS —ROOFING AS SPEC'D. A TILTI T .T... . - _ -1 - �.. r, FAUX SHAKE AS 5PECD. - .1_'� Fascia As SPECT). 1 zT 51DING AS 5PEC'D. ` TRIM AS SPEC'D_ — li I - li it 9i PATIO A5 SPEC -D. OPT. FIREPLACE- OPT. MASONRY AS SPEG'D.-'�� OPT. WINDOWS - AS 5PEC'D. Q PT_ COV_ PATIO SHEET 06 FOR DETAILS REAR ELEVATION SCALE: 1/4" = I'-0' (24 x 36 SHEET) 0 2' 4' 8' _ 10' 6/11 6/l2 SCALE: 1/8" I'-0' (11 x 11 SHEET) �/12 _iii _ 6/12 1_ ..-�. 1 T..1 1 1 1. .1 s t� Ti I I� I OPT. FIREPLACE- __ � �I PATIO AS 5PEC'D. -- NOTE: APPROX. 43 SO. FT_ ' OPTIONAL MASONRY OPT. WINDOW_ � --- L f I L__= �I --------------------------------------------------------- �I ;I� 1 --OPT. WINDOW LEFT ELEVATION SCALE: 1/8" = I'-0' (II x 11 SHEET) RIGHT ELEVATION SCALE: 1/4" = I'-0' (24 x 36 SHEET) 0 2' 4' a' 10' SCALE: 1/8" I'-0' (II x i1 SHEET) _. .- r rn LJ LJ ; I �I AY�Ii �I LJ LJ -OPT. MAN DOOR W/5TOOP PT. EX7 8' 10' ENTR„ r -..... AS SPECT). --OPT. MASONRY AS 5FEC'D. FRONT ELEVATION SCALE: 1/4-0' (24 x 36 SHEET) 0 2' 4' SCALE: I/8" _ -0' (11 x 11 SHEET) .___________________ it I OPT. COV. PATIO ; SEE SHEE7 06 FOR DETAILS l' ^OPT. FIREPLACE I PATIO AS SPEG'D. o — — TOP PLATEa' —'a a 9 I X FINISH FLOOR WINDOW SHUTTERS AND PLANT SHELF AS SPEC'D.- SEE DETAIL 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-9236607 FAX 541-548-0761 r ^ i V J Q O IL O ^, W Loon Gc V 00 Lu W 2 two 1 REVISIONS CURRENT AS OF 011816 ELEVATIONS SEE CS A I SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION 40-0-O' START 3-1' 5'-1,' 3 08PT.8 i–j � 2.4 WALL w/ DBL. 26 % of HORIZ BLK'G- MAN DOOR IB" a 36" AFF_ TO ',.,/ STOOP PROTECT MEGH. 3'-6 GARAGE 1'-9' CLG CONC. 3040 , 3040 OPT. COV. PATIO 1 _ TYP. ua; KITCHEN CF. y,W)LTED ENTRY INYL . AV AV 0 �13 PANTRY PATIO 11 _,---- -M xm mei BATH HALL CONC. BEDROOM 3 O-9' p�p K CLG VINYL F 4 ..._ 3:00 ------______-___-`-I 0 G l i CFILI. SIZE INDICATED IJ J w IO F—N 21 168 2468VV OPTIONAL 36" D. 5TAND-UP SHOLUER - II ADJU57 WALL FRAMING / BLK'G. ACCORDINGLY 1'--?'CLG ��;• 2x6 SCRAP BLOCKING VERIFY HEIGHT IN FIELD W Y.g•CLG�i m CADET ________ 13 CARPET N � 3 R 1 5 2468 RTD SHEL' VAULT LINE u 4-4 3-4 3 -3 % MASTER 5040 VAULTED •0 Wp d SLIDER CARPET Y Q ! B � 0 2668 08PT.8 i–j � 2.4 WALL w/ DBL. 26 % of HORIZ BLK'G- MAN DOOR IB" a 36" AFF_ TO ',.,/ STOOP PROTECT MEGH. 3'-6 GARAGE 1'-9' CLG CONC. 3040 , 3040 OPT. COV. PATIO 11 DIU SEE SHEET O6 KITCHEN CF. y,W)LTED ENTRY INYL 4068 BIPA55 �13 PANTRY PATIO S xm T-9' CLG HALL CONC. BEDROOM 3 1"Y CLG p�p K 1'-9' CLG 4 ..._ 3:00 ------______-___-`-I DRYWALL WRAPPED OPENING - FRAME FOR DOOR 5068 SLD GL5 SIZE INDICATED 61' IL h;U ATTIC ACCE55 - SEE ROOF PLAN FP. OPT. L FP. OPT. � Z m DINING 'n U VAULTED CARPET 5016 GREAT ROOM OPT FIXED VAULTED GF. CARPET 9._2. l VAULT LINE T R 10 868 CF. 28'N' 8 y wnl 7 3'_8.1. p'-10' I,� I m n SGL__ ;9 11 DIU FRAME WALL a 16'01C. KITCHEN CF. y,W)LTED ENTRY INYL 4068 BIPA55 �13 PANTRY REG _. J ;9 2' FRAME WALL a 16'01C. OPT. ZERO CLEARANCE FIREPLACE, VERIFY DIMENSIONS _„ FOR CABINETS ENTRY m d 5068 CARPET BIPA55 S xm T-9' CLG HALL VINYL 12 BEDROOM 3 1"Y CLG p�p K 1'-9' CLG CARPET 3:00 CARPET ;9 2668 ' 2x6 FILLER � OPT. ZERO CLEARANCE FIREPLACE, VERIFY DIMENSIONS ? __CF.'.�l N R�5 2468 ENTRY m d 1'-?'CLG m ':LE CARPET 26680 306e - ^ BEARING WALL 10_0 4 FI,.ED (TE IF) ? BEDROOM 2 _ ` )n 1 -e• CLG flLKY, F., G -- _ --® iI `5068 CARPET m ip - i BIPA55 6 160 0 6 i.. O OVERHEAD PCONC. CH WI ml 20'-0' 6-0. � r 3050 3050 ^-..CTL HUNG SGL HUNG EGRE55 EGRESS FLOOR PLAN SCALE= I/4" 1'-0' !24 x 36 SHEET) 0 2' 4' B' I0' SCALE- I/8" = 1'-0' (11 x 1T SHEET) KEYNOTES SYM- DE9GRIPTION 2x6 FILLER � OPT. ZERO CLEARANCE FIREPLACE, VERIFY DIMENSIONS PRIOR TO ROUGH FRAME - SEE DETAIL ON D3 SHEET IL • m d 5EE DETAIL n0 BATH xm T-9' CLG 3 VINYL 12 SINK w/ DISPOSAL 306e - ^ BEARING WALL 10_0 4 FI,.ED (TE IF) ? BEDROOM 2 _ ` )n 1 -e• CLG flLKY, F., G -- _ --® iI `5068 CARPET m ip - i BIPA55 6 160 0 6 i.. O OVERHEAD PCONC. CH WI ml 20'-0' 6-0. � r 3050 3050 ^-..CTL HUNG SGL HUNG EGRE55 EGRESS FLOOR PLAN SCALE= I/4" 1'-0' !24 x 36 SHEET) 0 2' 4' B' I0' SCALE- I/8" = 1'-0' (11 x 1T SHEET) KEYNOTES SYM- DE9GRIPTION OPT. ZERO CLEARANCE FIREPLACE, VERIFY DIMENSIONS PRIOR TO ROUGH FRAME - SEE DETAIL ON D3 SHEET 42"H 2x6 HALF -WALL w/ COUNTER BAR 5EE DETAIL REOUIRES 14-1/2" IN THE CLEAR FROM CENTER OF MICROWAVE �4 RANGE w/ HOOD / MICRO ABOVE oca� SINK w/ DISPOSAL ❑6 PURR OUT HEADER w/ FLAT 2, BLK'G. TO ENSURE GARAGE DOOR TRACKING HA5 ADEQUATE BACKING - VERIFY TRACK LOCAtION PRIOR TO INSTALLATION 3:00 CRAWL SPACE ACCESS - SEE FOUNDATION PLAN DRYWALL WRAPPED OPENING - FRAME FOR DOOR SIZE INDICATED ❑9 ATTIC ACCE55 - SEE ROOF PLAN IO PLANT LEDGE ABOVE - 18" DEEP OPTIONAL 36" D. 5TAND-UP SHOLUER - II ADJU57 WALL FRAMING / BLK'G. ACCORDINGLY 12 2x6 SCRAP BLOCKING VERIFY HEIGHT IN FIELD SEE DETAIL 4/D2 2x6 SCRAP BLOCKING a WALL MOUNTED CABINETS 13 VERIFY WITH CABINET LAYOUT SEE DETAI_ 4/D2 ROUGH FRAMED OPENINGS: BI -FOLD: 82" x 61" BI -PASS: 83 1/4" n DOOR 5'ZE ARCHED HALLWAY OPENINGS: FRAME CENTER OF ARCH 1;12" BELOW WINDOW HEADER HT. - HDR TO BE TIGHT TO TOP PL. NOTES: INTERIOR WALLS w/ CABINETRY TO BE FRAMED a 6' O.C. TO PROVIDE ADEQUATE BLOCKING FOR CABINETS IF FRAMING DIMENSION ARE NOT SHOWN ON OPTIONS, REFER TO STANDARD PLAN FOR LOCAT I ONS/D IMEN51ON5 HINGED DOORS w/ NO DIMENSIONS TO BE FRAMED APPROX. 4' FROM ADJACENT WALL ON HINGE SIDE OF DOOR AS ALLOWED. (NO LE55 THAN 47 DOUBLE DOORS OR OPENINGS w/ NO DIMENSIONS TO BE CENTERED BETWEEN ADJACENT WALLS AS ALLOWED SYMBOLS LEGEND No 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-9236607 FAX541-54&0761 ------- HIDDEN LINES INDICATE OPTIONAL PLANS— REVISION$ T' 2x6 FRAME WALL W/ STUDS AT 16" O.C. 2x4 FRAME WALL W/ S7UD5 AT 24" O.C. Or"TIM KITCHEN CABINET WALL FRAMED AT 16" G.C. CURRENT AS OF 011816 INTERIOR BEARING WALL INDICATION 2.6 RAKE -FRAME) WALL (STUDS FULL HEIGHT TO VAULT AT 16" O.C.) ® BLOCK INDICATION CF. CHANGE IN FLOORING Cl. CHANGE IN CEILING LINE Ras ROD 1 SHELF mt HOSE BIBS LOCATION DESCRIPTION -- - - MAIN LEVEL 1.40850. FT. FLOOR PLAN BEDROOMS 3 BATHS 2 GARAGE 403 50. Fi. EA2 COVERED PORCH 1B 5Q. FT. SEE CS OPT. COVERED PATIO 144 50. FT. 0 x oca� � Od 3:00 � oC) W W ------- HIDDEN LINES INDICATE OPTIONAL PLANS— REVISION$ T' 2x6 FRAME WALL W/ STUDS AT 16" O.C. 2x4 FRAME WALL W/ S7UD5 AT 24" O.C. Or"TIM KITCHEN CABINET WALL FRAMED AT 16" G.C. CURRENT AS OF 011816 INTERIOR BEARING WALL INDICATION 2.6 RAKE -FRAME) WALL (STUDS FULL HEIGHT TO VAULT AT 16" O.C.) ® BLOCK INDICATION CF. CHANGE IN FLOORING Cl. CHANGE IN CEILING LINE Ras ROD 1 SHELF mt HOSE BIBS LOCATION DESCRIPTION -- - - MAIN LEVEL 1.40850. FT. FLOOR PLAN BEDROOMS 3 BATHS 2 GARAGE 403 50. Fi. EA2 COVERED PORCH 1B 5Q. FT. SEE CS OPT. COVERED PATIO 144 50. FT. SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION FLR SHTH'G. OVER ENGR'D. I -JOISTS PER LAYOUT ( I (2) 16d NAIL5- - KING STUD TO HEADER EA. END - 4,6 HEADER, CRIB WALL PER 77P. UNA. PLAN w/ 2x STUDS 24" O.C. MAX. 4 2. TRIMMER ", q DBL. TOP PLATE ' : 10" 2x P.T. SILL PLATE • TYP. 1 ZQ. h TTP. 415-CONC. FTG. PER PLAN / (U -4 BAR CONT- AND 1/2"x l" ANCHOR BOLTS m 6'-0' O.G., TYP. - I� 6 MIL BLACK POLYETHYLENE SHEETING OVER 30 MIN. EXPOSED GROUND CLEAR (N.TSJ CRIB WALL BLOCK-OUT DETAIL, TYP_ A3 1"= VENTILATION CALCULATION: CRAWLSPACE AREA: 1,323 FT2 VENTILATION AT 1/300 = 4.41 FFR 8" x 16" VENTS PROVIDE 0.67 FFR / EA. 7 OTY. x.67 Fre/EA = 4.69 FTR PROVIDED OPT COV. PATIO GEE SHEE• 06 START� — _ 40 0 I6'-2' . 4 J PATIO ------------------ ------ ______ y ------------------------------ 0i O TTP N --------------------- wALL I� F OOR 8Y8T 3/4" T4G WAFERED. OVER 9-I/2" ENGR I -JOISTS ®tai" O.C. I f. I II I ADJU57 J015T LAYOUT FOR PLUMBING A5 NEEDED (3"MAS.) -o SLOPE MIN. 2% FROM HOU5E - VERIFY PRIOR TO POUR e WD. BM. I 'III 111111 r g" D T , - ---- - -�-.- - -�' -�-+- 4x6 W. BM. 117"T—r�i--T--r--T--T--,—Ti—,r—r—T-117"T4 GAB 5 E 5,BOL LE AND J I�IIIIIIIIIIIII?Illi IIIIIIIIIIIIIIIIIIIII lll!IIIIIiIIIIIIIIII I- -- ,' I I ^� I I SE�5T1'�pL51LEC qJD GARAGE i- �: I m I r. - 4F 3 ,D L. I m Io o I r - - m E L---------------4 --- PER SITE CONDITIONS, I r 201-0' SEE DETAIL 5/DI FOR 40'-0' STEPPED FOUNDATION - — - T� I I I I I I I s I I - r I -I� -IE'r,u _ 5 4 e., 2 6'', . p 6'I ja• �r °-TJ L_ I ADJU57 J015T LAYOUT FOR PLUMBING A5 NEEDED (3"MAS.) O2'-0' SLOPE MIN. 2% FROM HOU5E - VERIFY PRIOR TO POUR e WD. BM. � I VERIFY PRIOR TO POUR ❑3 DRO D) �C3--0'. PERIMETER - VERIFY PRIOR TO POUR !0" Ix EXPANSION JOINTS WHERE SHOWN 4 AT PERIMETER ..N =RI. 11-ILLL - INSURE 18"x30" CLEAR FOR CRAWL ACCESS - ADJUST JOIST LAYOUT AS NEEDED. SEE LPI LAYOUT FOR L+..E SYM60L51LEGEND CONT. FOOTING AS BOND BEAM w/ (2) •4 BARS CONT. EDEPRESS DRIVEWA7 IR" AT GARAGE DOOR `�I V I I I III LOCATIONS SHOWN, TTP. PROVIDE BREAK IN CRIB WALLS a FOOTING FOR m 10 4" CONC. SLAB ON COM'. GRANULAR FILL. SLOPE MIN. 1% TO OVILD. DR. II 4' GONG. SLAB ON COMP_ GRANULAR FILL. SLOPE MIN 2% FROM HOUSE. PORCH I I ❑3 B 1 A,, I I 6 0 _4'-0- WALL AS NEEDED GONG. DRIVE (per efts plan) II FOUNDATION-FLR. FRAMING SCALE: i/4" I'-0' (24 x 36 SHEET) 0 2 8' I0' SCALE: i/8" = I'-0' (il x ll SHEET) �— seg ;-�-rtX14 NSP(�LTIOJlJ KEYNOTES _j SYM. DE6GRIPTION DEPTH OPT. STOOP: 4" CONC. SLAB ON COMP. GRANULAR FILL. O2'-0' SLOPE MIN. 2% FROM HOU5E - VERIFY PRIOR TO POUR 10" OPT. MANDOOR: BLOCK OUT STEM WALL - O VERIFY PRIOR TO POUR ❑3 PATIO/PORCH: 4" CONC. SLAB ON COMP. GRANULAR FILL. SLOPE MIN. 2% FROM HOUSE. THICKEN SLAB a �C3--0'. PERIMETER - VERIFY PRIOR TO POUR !0" Ix EXPANSION JOINTS WHERE SHOWN 4 AT PERIMETER INSURE 18"x30" CLEAR FOR CRAWL ACCESS - ADJUST JOIST LAYOUT AS NEEDED. SEE LPI LAYOUT FOR HANGER SPEC 4 ATTACHMENT DETAIL. CONT. FOOTING AS BOND BEAM w/ (2) •4 BARS CONT. EDEPRESS DRIVEWA7 IR" AT GARAGE DOOR a 6"x8"716" SCREENED VENTS w/ ADJUST_ DAMPERS LOCATIONS SHOWN, TTP. PROVIDE BREAK IN CRIB WALLS a FOOTING FOR ACCESS WHERE SHOWN, TYP. (5EE DETAIL I/A3) 10 4" CONC. SLAB ON COM'. GRANULAR FILL. SLOPE MIN. 1% TO OVILD. DR. II 4' GONG. SLAB ON COMP_ GRANULAR FILL. SLOPE MIN 2% FROM HOUSE. FOOTING SCHEDULE _] SYM. FOOTING 81ZE DEPTH REINFORCEMENT O2'-0' x 2--0' 10" (3) -4 EACH WAY O2'-6' x 2'-6' .O" (B) r4 EACH WAY �C3--0'. 3'-0' !0" (4) •4 EACH WAY REINFORCEMENT 3" CLR. FROM BOTTOM AND SIDES - TYPICAL NOTE : NOT ALL FOOTINGS 5HOWN ON THIS SCHEDULE ARE CALLED OUT ON PLAN DIAGONALS CORNERS MEASUREMENT 5/1 49'-0 V2' B/D C/E 9z -2 5/8DIMENSIONS PROVIDED FOR E/G 28'-3 1/2' REFERENCE ONLY AND ARE E/J 50'-I l/8' MEASURED FROM END OF REVISIONS F/H i 28'-3 1/2' REFERENCE LINES (OUTSIDE EDGE F/I 6OF FOUNDATION, TYP. UN.O.) _ Pi' -11 IV CURRENT AS OF 011816 SYMBOLS LEGEND ----- HIDDEN LINES INDiGATE OPTIONAL PLANS - -- -- (o" CONC. FNDTNL WALL ON 12"x 8" MIN. CONC. FOOTING w/ REBAR AS REO'D. (R403.1.1 4 TABLE 403.1 - SEE D1 SHEET) - - - 8" GONG. FNDTN. WALL ON 16"x 8" MIN. CONC_ FOOTING w/ REBAR AS REQ'D. - - - - (R403J.1 4 TABLE 4031 - SEE Di SHEET) - - 1-7-= 2x4 CRIB WALL w/ STUDS PER J015T LAYOUT _ ON 12"x 8" CONTINUOUS GONG. FOOTING w/ FO U N DATI O N (U •4 BAR CONT. AS DETAILED - - - � 2x6 CRIB WALL w) STUDS PER JOIST LAYOUTPLAN ------- ON I6"x 8" CONTINUOUS CONIC. FOOTING w/ - - -' (1) r4 BAR CONT. AS DETAILED J015T HANGER PER MANUF., UN.O. SEE CS (off 3"0 PIPE BOLLARD R ® BEARING POINT LOCATION - PROVIDE SOLID BLK'G. OF MIN MEMBER WIDTH, UN -O. A3 (FROM LOAD ORIGIN TO FOUNDATION) AI I I X i I ---- NOTE: FOUNDATION DIAGONAL 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-9236607 FAX 541-548-0761 SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION FLP- SHTH'G. OVER DESCRIPTION DEPTH OPT. STOOP: 4" LONG. SLAB ON COMP. GRANULAR FILL. ENGR'D. I -JOISTS SLOPE MIN. 2% FROM HOUSE - VERIFY PRIOR TO POUR 10" - PER AYOUTT LM7- t 1 j 2x4 CRIB WALL w/- J JjIST 711.Et TYI �� I I ❑3 FILL SLOPE MIN. 2% FROM HOUSE. THICKEN SLAB a (2) 16d NAILS- PERIMETER - VERIFY PRIOR TO POUR 28'-31/2' I 60' -II 1/21 INSURE I5"x30" CLEAR FOR CRAWL ACCESS - ADJUST -KING STUD TO JOIST LAYOUT AS NEEDED. SEE LPI LAYOUT FOR I I I I -_=---- CONT. FOOTING AS BOND BEAM w/ (2) •4 BARS CONT. HEADER EA. END I 6"x8"x,.. PREENED VENTS w/ ADJUST. DAMPERS a I I I kooR s,-sTIM 3/4" 71G WAFERED. I OVER I -JOISTS a 191" O.C. O - PROVIDE BREAK IN CRIB WALLS 4 FOOTING FOR EADER I CRIB WALL PER- 4" CONIC. SLAB ON COMP. GRANULAR FILL. UNI'. SLOPE MIN. 1% TO OVHD. DR. I 1 PLAN w/ 2x STUDS24" SLOPE MIN. 2% FROM HOUSE. O.G. MAX. aDBL. TOP PLATE�p 1 TYP. 1 2x P.T. SILL PLATE- maV. w TYP. CONC. FTG. PERS �I -- " Z 4 - PLAN w/ (U 04 BAR a w it CONT. AND IR"x 1" ANCHOR BOLTS a 6'-0' O.C., TYP. - BLACK� � � �\� �/��/��/��/� ��/��/�� '; POLYET'i ��� 14 GFaIB WL SHEETING OVER 30" MIN. EXPOSED GROUND CLEAR M.T3J CRIB WALL BLOCK-OUT DETAIL, TYP. A3 1" = 1'-0" 1 VENTILATION CALCULATION: CRAWLSPACE AREA: 1,323 FTI VENTILATION AT 1/300 = 4.41 FTI 8" x 16" VENTS PROVIDE D.67 FR / EA. 7 QTY. x.67 FTz/EA = 4.69 FT2 PROVIDED V STARr -------------------- J __..1 OF'T. COV. PAf30 3E.E SHEET 06 rc=' F��FL A�Ei PATIO I..__._..... -- ____ ______------ y ADJUST JOIST LAYOU' FOR PLUMBING AS NEEDED (3" MAX.) 2-0 16.0 �2 0•� PER SITE CONDITIONS. 20'-0' SEE DETAIL 5/DI FOR 40'-0' STEPPED FOUNDATION - WALL AS NEEDED (per 4bttspian) C._.o1vstm,OKL,�Ir n FOUNDATION-FLR. FRAMING -riwi�. tNspi'sGTIO�U SCALE, 1/4" l' -O'(24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: VE• I'-0' (II x 11 SHEET) ! - KEYNOTES SVM. DESCRIPTION DEPTH OPT. STOOP: 4" LONG. SLAB ON COMP. GRANULAR FILL. 61'-8 5/8' SLOPE MIN. 2% FROM HOUSE - VERIFY PRIOR TO POUR 10" - t 1 j 2x4 CRIB WALL w/- J JjIST 711.Et TYI �� I I ❑3 FILL SLOPE MIN. 2% FROM HOUSE. THICKEN SLAB a 50'-1718' PERIMETER - VERIFY PRIOR TO POUR 28'-31/2' I 60' -II 1/21 INSURE I5"x30" CLEAR FOR CRAWL ACCESS - ADJUST JOIST LAYOUT AS NEEDED. SEE LPI LAYOUT FOR I I I I -_=---- CONT. FOOTING AS BOND BEAM w/ (2) •4 BARS CONT. I I 6"x8"x,.. PREENED VENTS w/ ADJUST. DAMPERS a I I I kooR s,-sTIM 3/4" 71G WAFERED. I OVER I -JOISTS a 191" O.C. O - PROVIDE BREAK IN CRIB WALLS 4 FOOTING FOR I 10 4" CONIC. SLAB ON COMP. GRANULAR FILL. SLOPE MIN. 1% TO OVHD. DR. I 1 4 0l SLOPE MIN. 2% FROM HOUSE. 1 TYP. 1 r? -111 I WD. BFt. (DRD,PPET) 14 GFaIB WL IIII1111111�111111111111111 SEE 5"f'IBOLS LEGEND �llllllllno i Ill�illlll 1111�IIIlillllli111111lI;I Illi no ----------- --ol - .- ---- I I I I I I o�OPP�D) I I I� I 1 4 2x4 CRIB W11L LEGEND `7 '570L5 ' L - GARAGE-. I a' I � —4, I I 4. 3 13 I j I =�j'_6'xt_• T7'P- - --I-, M. DRIOPpIEUD.gD) II r- Ll ;IIS! SEE 5YM501_5ILEGEND III m E -- - - -- $ m -�E� PORCH -- ❑3 IiB' .Ai - -- - - - - eL------- 1�---------- ADJUST JOIST LAYOU' FOR PLUMBING AS NEEDED (3" MAX.) 2-0 16.0 �2 0•� PER SITE CONDITIONS. 20'-0' SEE DETAIL 5/DI FOR 40'-0' STEPPED FOUNDATION - WALL AS NEEDED (per 4bttspian) C._.o1vstm,OKL,�Ir n FOUNDATION-FLR. FRAMING -riwi�. tNspi'sGTIO�U SCALE, 1/4" l' -O'(24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: VE• I'-0' (II x 11 SHEET) ! - KEYNOTES SVM. DESCRIPTION DEPTH OPT. STOOP: 4" LONG. SLAB ON COMP. GRANULAR FILL. 61'-8 5/8' SLOPE MIN. 2% FROM HOUSE - VERIFY PRIOR TO POUR 10" OPT. MANDOOR: BLOCK OUT STEM WALL - VERIFY PRIOR TO POUR 10" PATIO/PORCH: 4" CONC. SLAB ON COMP. GRANULAR ❑3 FILL SLOPE MIN. 2% FROM HOUSE. THICKEN SLAB a 50'-1718' PERIMETER - VERIFY PRIOR TO POUR 28'-31/2' Ix EXPANSION JOINTS WHERE SHOWN 4 AT PERIMETER 60' -II 1/21 INSURE I5"x30" CLEAR FOR CRAWL ACCESS - ADJUST JOIST LAYOUT AS NEEDED. SEE LPI LAYOUT FOR ---- ---- HANGER SPEC I ATTACHMENT DETAIL. -_=---- CONT. FOOTING AS BOND BEAM w/ (2) •4 BARS CONT. ---- DEPRESS DRIVEWAY 1/2" AT GARAGE DOOR 6"x8"x,.. PREENED VENTS w/ ADJUST. DAMPERS a (ol LOCATIONS SHOWN, TYP. ® ® PROVIDE BREAK IN CRIB WALLS 4 FOOTING FOR ACCESS WHERE SHOWN, TYP. (SEE DETAIL I/A3) 10 4" CONIC. SLAB ON COMP. GRANULAR FILL. SLOPE MIN. 1% TO OVHD. DR. II 4' CONC. SLAB ON COMP- GRANULAR FILL. SLOPE MIN. 2% FROM HOUSE. FOOTING SCHEDULE S1°M. FOOTING 61= DEPTH RBINPORCEMEN7 61'-8 5/8' 2'-0' 10" (3) •4 EACH WAY 2'-6' 10" (3) •4 EACH WAY 28'-31R' E/J 50'-1718' (4) - EACH WA7 REINFORCEMENT. 3" CLP- FROM BOTTOM AND SIDES - TYPICAL NOTE : NOT ALL FOOTINGS SHOWN ON THIS SCHEDULE ARE CALLED OJT ON PLAN DIAGONALS CORNERS MEASUREMENT A/J 61'-8 5/8' CONC.FOOTING w/ REBAR AS REQ':).(R403.1.1 B/D I CIE 9'-2 5/8' E/G 28'-31R' E/J 50'-1718' _ F/H 28'-31/2' F/I 60' -II 1/21 Al I NOTE: FOUNDATION DIAGONAL DIMENSIONS PROVIDED FOR REFERENCE ONLY AND ARE MEASURED FROM END OF REFERENCE LINES (OUTSIDE EDGE OF FOUNDATION, TYP. UN.0) SYMBOLS LEGEND ----- HIDDEN LINES INDICATE OPTIONAL PLANS ---- 6" CON'C. FNDTN. WALL ON 12"x B" MIN. CONC.FOOTING w/ REBAR AS REQ':).(R403.1.1 4 TABLE 403.1 - SEE D! SHEET) 8" CONC. FNDTN. WALL ON 16'x 8' MIN. CONC. FOOTING w/ REBAR AS REQ'D. ---- (R403.1.1 4 TABLE 4031 - SEE Dl SHEET) ' - - - 2.4 CRIB WALL w/ STUDS PER JOIST LAYOJT _ _ _ ON !1 6" CONTINUOUS CONIC. FOOTING w/ (1) •4 BAR CONT. AS DETAILED OR- -OR- ---- ---- 2x6 CR'B WALL w/ STUDS PER JOIST LAYOUT -_=---- ON 16"x 8" CONTINUOUS CONC. FOOTING w/ ---- (1) •4 BAR CONT. AS DETAILED J015T HANGER PER MANUF, UN.O. (ol 3"o PIPE BOLLARD ® ® BEARING POINT LOCATION - PROVIDE SOLID BLK'G. OF MIN. MEMBER WIDTH, U.N.C. (FROM LOAD ORIGIN TO FOUNDATION) IL 2464 SW GLACIER PLACE REDMOND. OR 97756 PHONE 541-923-6607 FAX 641-548-0761 Un 06 p LL O� W i�: 00 LU Q Q� Lu Lu 2 H REVISIONS CURRENT AS OF 011816 FOUNDATION PLAN J SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION START O v� J B d 40' GABLE END TRU55 a GIRDE TRU55 "OPT. FIREPL (DBL TOP E REMOVED TV F ALCOVE J I •- -=#"•f= - m I ' I I I I I n'��I I III 11 1 1� 1 I I I I INTERI RV TLINE�\ III-----I--IINT`FAULT--- l- - T ----------------- --- I-- - I---- I r- - --- --J---- I- --I \�11 1 1 1 1 OPT. COV. PATIO E E"r E•' C,_ 4.0 HDR r l I l I� II II I II VI PLA T SNEL� I ' I l ti r� l II 2 I _`TI VIII ( 5PEC'D., TKP. OF [2) a &\j�- --, -------i --I— — IIS' WELEV 1( CLIP I "moi FLAT CLG_• II I ELEV I! CLIP W ut i aII\�jI ImI IQ l lFLA'J.1 A Fb3 I 1 Q 15EE DETAIL A'i jf'�; 'r: :'�. �OVER�FRAI'111s AS TEO'D. 4.a HDR. 'b1117;'�y,�S12 GIRDER TRU55 ZF� liy i I / �f ELEV fl CLIP I I 12"CSCR J---- --- -- L{► f; ELEV 1I CLIP GABLE ED TRUSS I L- 40'-0' NOTE: CLIP GABLES AT 6112 FOR ELEV II ROOF, TYP. AS SHOWN - SEE ELEVATION SHEETS FOR REFERENCE ROOF FRAMING ELEV 'I' & 'II' SCALE: 1/4" = 1'-0'(24 x 36 SHEET) 0 2' 4 B' 10' SCALE: I/8" = I'-0' (11 x Il SHEET) 1 r ROOF FRAMING I� ASSEMBLY PER PLANS INSULATION AS REQ'D DBL TOP PLATE _ - MAXIMIZE INSULATION IN HEADER CAVITY I L •{• `t �- SINGLE VERT. 2x HEADER _ AS 5PEC'D (SEE PLANS) 4. HEADER AS REO'D (SEE PLANS) �- FLAT 2. AT ROUGH OPENING 1 HEADER DETAIL, TYP. A4 NOTE: SINGLE MEMBER 2X HEADERS TO BE USED WHERE SPEC'D PER PLAN &DETAIL ho 2469 SW GLACIER PLACE REDMOND, OR 97766 PHONN 541w-923-6607 FAX 541-546-0761 J ca 0 LL oa W 00 V 0 Q W ui ROOF VENTILATION CALCULATION : REVISIONS ROOF ATTIC AREA : 1,830 FT2 1/300 MIN. VENT REGMENT = 6.10 FT2 (11) OTY. ROOF VENTS (BASE PLAN) CURRENT AS OF 011816 r al SYMBOLS LEGEND TYP. WALL FRAMING W/ 2x STUDS RAKE -FRAMED WALL -SEE DETA'L R4WW iNTER10R BEARING WALL INDICATION EM BEARING POINT LOCATION - PROVIDE SOLID BLK'G- MIN. MEMBER WIDTH, U.N.O. ROOF APPROVED TFZJ55 / GIRDER HANGER FRAMING PLAN C APPROVED BEAM HANGER I is ROOF VENT / T -3B (38 50. IN. NFVA) (PLACED NEAR RIDGE AS SHOWN) SEE CS 0 .ROOF ANCHOR, TYPE ARS 2x4 - PLACE 10' A /� ' FROM GABLE EN05 AT MIN. 12" FROM RIDGE C]VERED PATIO 1 `I PATIO WALL LIGHT REPLACED W/-. -, CEILING CAN LIGHTS FOR OPT. COVERED PATIO F--- 7 yd i20..6 36" X20". F Ha* ---o- �4 Tv W/ OPT. •' . �,,•, .�ti- REPLACE v� W � DINING M BATH OPT. DIN c CAN-' ' h I ( 1LIGH' . ONLT i - �'/NOT AVA'-ABLE HANGING --- ONE EV III) LIGHT - I � 4'_3• C V—V`1jc. f I --: ; { GREAT ROOM II II II tv , � � 0 ' �G' •o COFFER AT I,--ELEv III KITCHEN MASTER I W D LNDRY _ _ REF. I ------ 1� -- — — — — — — — i7 .ILl ------� 4 r IL BEDRM 3 IF r (` F FIREPLACE WHEREII WEREFEPLACE OPT. DEN OPT. LIGHTUl I OUTLETS WITHIN 3'- ' OF FIREPLACE UNIT EDGE MAN DOOR W/H +— II M X. M4 �LI l• 5TD. OUTLET, SMURF TUBE w/ OPT. 3 -CAR Ic MECHANICAL - SWITCHES a IGNITION 50 RCE }r - - 1 HALL ^ ® X20_"I't 36" 4 I GARAGE OPT. LIGHT W/ To I}E r-6• AFF, TYP. w/ FIREPLACE 01.1 I _ MAN DOOR Ly --------------- -- I �- GARAGE Eiy–// BATH 9 ' Ijj I Y M }7 7 ADJUST PANEL LOCATION- FORWARD W/ EXTEhSI ON- RELOCATE TO 3 -GAR r I!1 li GARAGE LEN 5E�ECTED f L-- 1i3�+- I ------------ J11 II `, II PI BEDRM 2 I I -_________- x �.•I ------------- ------------------------------------ SMURF TUBE w/ BLANK PLATE /DEDICATED OUTLET / (MUST BE ARC FAULT PROTECTED IUHEN LOCATED IN BEDROOM AND/OR DEN) I I REMOVE HANGING L IGHT W/ ELEV III AND REPLACE W'/ (2) RECE55ED CAN LIGHTS �+' IN CEILING COFFER I Cy - DINING ! I I I I I I I I I t I KITCHEN yr� LIGHTING PLAN SCALE- 1/4" = I'-0' (24 x 36 SHEET) 0 2' 4' 8' _ 1_0' SCALE= I/0" = I'-0' (II z Il SHEET) - I � COFFERED CLG. - ELEV III DEN Y o OPT. DEN SCALE: NTS. 2464 SW GLACIER PLACE REDMOND. OR 97756 PHONE 541-9236607 FAX 511-548-0761 L# J� O 2" 5ACKSPLASH ACCENT ® - ^' PT. W{ r " BACKSPLA514 (STD) ELECTRICAL OUTLET PLACEMENT NOTE: ) 111 ALL OUTLETS & SWITCHES IN KITCHENS 8 a BATHROOMS OVER CABINETRY TO BE PLACED AT 9 ® Q 46" FROM FLOOR TO BOTTOM OF BOX ^ O (PLACEMENT DOES NOT CHANGE WITH LOWER VANITY HEIGHT OR BACKSPLASH SELECTION) LL - Lu V 000 ui V REVISIONS SYMBOLSLEGEND CURRENT AS OF0118i6 SWITCH pL ELECTRICAL PANEL v� 13=}`A R=aWgY. ETC.) ID=DIMMER, 3D=iWAY DIMMER) ©p I GSMOKE DETECTOR .D. =GARBAGE DISPOSER 7 SWITCHED OUTLET SMOKE DETECTOR CARBON-MONOXIDE COMBO xx• RAISED OUTLET I Xx-= HT. A.F.F. TO BOTTOM OF BOX) K1 PHONE OUTLET SPECIAL OUTLET AS NOTED TV TELEVISION CABLE OUTLET I IN ADDITION TO MIN. CODE LOCATIONS) 7i; O SMURF TUBE FOR FUTURE OPT. 220V OUTLET 1R I LOCATE ADJACENT TO ELEC. PANEL) CABLING AS SELECTED I SEE FLATSCREEN WIRING DETAIL I LIGHT FIXTURE I SUR AGE I WALL MOUNT) OPT. CEILING FAN LIGHTING RECESSED CAN LIGHT FIXTURE PLAN OPT. PENDANT LIGHT HOSE BIB EXHAUST FAN--�- �v OPT. GAS BIB F LIGHT FAN COMBO SOUND WALL INSULATION SEE CS FLUORESCENT LIGHT FIXTURE NO PLUMBING AREA I NEEP DESIGNATED CABINET AREA FREE FROM PLUMBING IN WALLS AND FLOOR ] AS 1� -- — — — — — — — i7 Xr O ------� 4 r IL I I �I I 4 F FIREPLACE WHEREII WEREFEPLACE OCCURS OCCURSLACE �B I OUTLETS WITHIN 3'- ' OF FIREPLACE UNIT EDGE PATIO +— M X. M4 l• 5TD. OUTLET, SMURF TUBE w/ BLANK PLATE AND WIRED COAX OUTLET (CENTERED BELO,II I`/ 5TD OPT, RELOCATE w/ FIREPLACE 01.1 -� OPT. FLATSCREEN TV WIRING I I REMOVE HANGING L IGHT W/ ELEV III AND REPLACE W'/ (2) RECE55ED CAN LIGHTS �+' IN CEILING COFFER I Cy - DINING ! I I I I I I I I I t I KITCHEN yr� LIGHTING PLAN SCALE- 1/4" = I'-0' (24 x 36 SHEET) 0 2' 4' 8' _ 1_0' SCALE= I/0" = I'-0' (II z Il SHEET) - I � COFFERED CLG. - ELEV III DEN Y o OPT. DEN SCALE: NTS. 2464 SW GLACIER PLACE REDMOND. OR 97756 PHONE 541-9236607 FAX 511-548-0761 L# J� O 2" 5ACKSPLASH ACCENT ® - ^' PT. W{ r " BACKSPLA514 (STD) ELECTRICAL OUTLET PLACEMENT NOTE: ) 111 ALL OUTLETS & SWITCHES IN KITCHENS 8 a BATHROOMS OVER CABINETRY TO BE PLACED AT 9 ® Q 46" FROM FLOOR TO BOTTOM OF BOX ^ O (PLACEMENT DOES NOT CHANGE WITH LOWER VANITY HEIGHT OR BACKSPLASH SELECTION) LL - Lu V 000 ui V REVISIONS SYMBOLSLEGEND CURRENT AS OF0118i6 SWITCH pL ELECTRICAL PANEL v� 13=}`A R=aWgY. ETC.) ID=DIMMER, 3D=iWAY DIMMER) ©p I GSMOKE DETECTOR .D. =GARBAGE DISPOSER 7 SWITCHED OUTLET SMOKE DETECTOR CARBON-MONOXIDE COMBO xx• RAISED OUTLET I Xx-= HT. A.F.F. TO BOTTOM OF BOX) K1 PHONE OUTLET SPECIAL OUTLET AS NOTED TV TELEVISION CABLE OUTLET I IN ADDITION TO MIN. CODE LOCATIONS) 7i; O SMURF TUBE FOR FUTURE OPT. 220V OUTLET 1R I LOCATE ADJACENT TO ELEC. PANEL) CABLING AS SELECTED I SEE FLATSCREEN WIRING DETAIL I LIGHT FIXTURE I SUR AGE I WALL MOUNT) OPT. CEILING FAN LIGHTING RECESSED CAN LIGHT FIXTURE PLAN OPT. PENDANT LIGHT HOSE BIB EXHAUST FAN--�- �v OPT. GAS BIB F LIGHT FAN COMBO SOUND WALL INSULATION SEE CS FLUORESCENT LIGHT FIXTURE NO PLUMBING AREA I NEEP DESIGNATED CABINET AREA FREE FROM PLUMBING IN WALLS AND FLOOR ] AS ----------------------- I �----�---~� y I� RIGHT ELEVATION SCALE: 1/4" 1'-0- (24 x 36 5HEET) 0 2' 4- SCALE: I/8" = 1'-0' (11 x I1 SHEET) �} ��- BUILD ONLY THE COVERED RATIO FROM THIS PLAN. VERIFY ALL OTHER FRAMING, FOOTINGS, AND DIMENSIONS WITH FULL FLANS. 14x4 WD. POSTS WI BCA POST CAPS I II II II II II II II II e PATIO I CONC. II II -0 T.FIREPLAGE I AS SELECTED II BLKG BLKG- lU"9< <S .omas "6 A FR Qh �w FLOOR PLAN 5CALE: I/4" f-0' (24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: I/8" = I'-0' (IIx 11 SHEET) COVERED PATIO W/ C01 -U NS AS 5PEC•D. - IR" PLYWOOD RECE55ED I 5/4 x 6" I SMART TRIM 514 z 6" SMART TRIM I (ALL SIDES) II I CAP DETAIL pt 1 II 5/4 x 6" I SMART TRIM = WRAPPED - I l2 SIDES) � 4x4 POST I 4.4 POST - I5/4 x 8" SMART TRIM WRAPPED POST (2 SIDES) II 5/4 x 6" 5114RT TRIM SMART TRIM I (ALL SIDES) 0 -It 10" BASE DETAIL COLUMN DETAIL SCALE: I/2'• = 1'-0' (24 x 36 SHEET) SCALE: I/4" I'-0' (11 x 11 SHEET) SIDE d REAR ELEVATIONS SIGNATURE ELEVATION "Ix & "II" SHOWN - SEE Al / 09 SHEETS FOR ROCAS DESIGN AND/OR LUXURY SIDING, TRIM, AND OTHER EXTERIOR FINISHES. oA -OPT- FIREPLACE AS SELECTED .7— FOUNDATION -- FOUNDATION PLAN SCALE: 1/4" = I'-0' 124 x 36 SHEET) 0 21 4• 8• 10' SCALE: 1/8" = I'-0' (II x Il SHEET) PER PLAN COLU"'IN5 PER PLAN 1.2 SMART TRIM a 48' O.G. EA. r I WAY (COVER NO GROOVE' PANEL SPLICES < SOFFIT TO SEAM/WALL CONNECTION) J IL a lya Q QLu IL m l J m AL I I V lijl7 4'x8' NO GR00 SOFFIT MATE EXTERIOR WALLS PER PLAN ; I I COWMNS AS SPEG'D. REAR ELEVATION SCALE: 1/4" I'-0' (24 x 36 SHEET) 0 2' 4' S' 10' 5CALE: 1/8" I'-0' (11 x 17 544EET) SOFFIT DIAGRAM START J nRi GABLE b/12 E SEE DIAGRAM FOR SOFFIT MATERIALS 0 AND LAYOUT 0k rl- OPT. FIREPLACE � AS SELECTED HUC410 •-I I j I I I I I- ROOF FRAMING SCALE: I/4" = I'-0' (24 x 36 SHEET) 0 2' 4 8' 10' 5CALE: I/B" - I'-0' (11 x 11 SHEET) 2469 SW CIA CI ER PLACE REDMOND, OR 97756 PHONE 541-923-6607 FAX 591-548-0761 x OLL. i3: d W Dao Lu O Lu � H REVISIONS HUC410 OPTIONAL I 12 x 12 COVERED PATIO SEE CS 06 m ----------------- �- 4x4 IIID. POSTS ON ABU;"P05T BASE ON 18"x18"x8" CONC. FTG. (NO REBAR REQ'D) m Q 0 N PATIO 4" CONC. SLAB ON `x COMP. GRANULAR FILL SLOPE MIN. 296 FROM HOUSE - THICKEN SLAB a PERIMETER I I I I FOUNDATION PLAN SCALE: 1/4" = I'-0' 124 x 36 SHEET) 0 21 4• 8• 10' SCALE: 1/8" = I'-0' (II x Il SHEET) PER PLAN COLU"'IN5 PER PLAN 1.2 SMART TRIM a 48' O.G. EA. r I WAY (COVER NO GROOVE' PANEL SPLICES < SOFFIT TO SEAM/WALL CONNECTION) J IL a lya Q QLu IL m l J m AL I I V lijl7 4'x8' NO GR00 SOFFIT MATE EXTERIOR WALLS PER PLAN ; I I COWMNS AS SPEG'D. REAR ELEVATION SCALE: 1/4" I'-0' (24 x 36 SHEET) 0 2' 4' S' 10' 5CALE: 1/8" I'-0' (11 x 17 544EET) SOFFIT DIAGRAM START J nRi GABLE b/12 E SEE DIAGRAM FOR SOFFIT MATERIALS 0 AND LAYOUT 0k rl- OPT. FIREPLACE � AS SELECTED HUC410 •-I I j I I I I I- ROOF FRAMING SCALE: I/4" = I'-0' (24 x 36 SHEET) 0 2' 4 8' 10' 5CALE: I/B" - I'-0' (11 x 11 SHEET) 2469 SW CIA CI ER PLACE REDMOND, OR 97756 PHONE 541-923-6607 FAX 591-548-0761 x OLL. i3: d W Dao Lu O Lu � H REVISIONS HUC410 OPTIONAL I 12 x 12 COVERED PATIO SEE CS 06 BRACING REQUIREMENTS - SEISMIC D1 BRACED TOTAL TOTAL BRACED BRACING WALL RE ADJUST REGO LENGTH NOTES WALL LINE METHOD LENGTH BRACING FACTOR BRACING PROVIDED I CS 40 6.8 1.0 6.80 15.4 2 GB 40 12.0 110 12.10 6.80 12.0 110 3 C5 40 6.8 Ifo GI C5 52 8.84 IID 884 1510 62 CS 12 2.14 IID 2.14 8.0 A CS 41 1.99 IID Im I4 IID IID Im IID 1.99 13.1 B GB r 46 138 IID 13.50160 GB G CS 46 1.82 IID 1.82 135 D CS 18 3106 10 306 8.0 SEISMIC WALL LINE ADJUSTMENT FACTORS 2 e EO WALL BRACED WNL WALL NAD • RMF CEILING GYP BOWLU LINE STORY H9GH1 SPAGNG LIX OG➢LOM FACTOR AfARDNRY YFNFER CPoPPLf WNL PPc_ WALL IINf UE,N ENT PDJII GREATER TNN?5 CF OR .GN I UE IID J Im I Im Im Im Im Im IID Im Im x L0 IID IID IID IID IID Im IID Im IID IID 3 tm IID Im lm Im GI tm IID Im Im to IID IID 5.11 150 IIDA C5 23 3.95 131 5.11 Im I4 IID IID Im IID ImIm *H�4 IID Im 5.11 130 A CS B GB Im Im Im IID ISI FLOOR 2ND ilADR YOf G1pLEG15EI5MICZbIE OLWMNR WMID WNIDGPEEG IXPDSURF Im IID WWI NFIGNI WALILDENI 0Aa MMUSMN WALL C5 X I DI Um E, 9_-_ 8-15 F5F 15 PEF 80 G2 BRACING REQUIREMENTS - WINDS:5 120 MPH BRACED TOTAL TOTAL BRACED BRACING REDO LENGTH PROVIDED NOTES WALL LINE METHOD WALL BRACING ADJUST REO SPACING FACTOR BRACING . I C5 23 3.95 131 5J1 15.4 2 GB 23 8105 131 1055 120 3 C5 23 3,95 !31 5.11 110 GI CS 23 395 131 5.11 150 62 C5 23 3.95 131 5.11 8.0 19m 1� 1— 23 3.95 1.46 5.11 130 A CS B GB 23 11 805 305 1.46 1.46 11.15 4.45 160 135 G GS D C5 12 230 1.46 336 80 WINDS ADJUSTMENT FACTORS BOTH SIDES, SEE BOTH SIDES, SEE I FAME TO L #DF GYPSUM TOTAL BRACED WINO RDGE WALL BRACED GYPSUM GOA RD HOLD-DOWN ADJUSTMENT WALL UNE EXPOSURE HE HEIGM WALL BOARD RELOCATE PANELS X TLS +;E= FACTOR AS 5PEC'D TO 4FT G R LINES _RULING FXT W"FN SFI FGTF I Imm Imb o..5 19m 1� 1— .0 131 ] Imm Imb m:3 13m Imm Imo tmm 131 3 Imo Imb 0.45 lam im¢ Imm tmm 13I GI Imm IEb m.^5 13m Imm IIDm !mm 131 G] Imm Lm6 m.^5 Lim Ime IIDm lm0 131 A Imm WE, m.95 .65 I- IIDm I- Ldb g Imm^Lm6 ®35 las Imm Imo Imo Lab C Imm Fmb m.95 1.45 1Pm 1m0 IIDo Lob D IP Imb 0.95 1.45 Imo IOm lmm I.46 #OF SEISMIC EAVE TO WALL ULTIMATE WIND 157 FLOOR 2ND FLODR STORIES ZONE RIDGE HEIGHT WIND SPEED EXPOSURE HEIGHT X I D I]m B 4 as^ 3 r 85' 85• i I I, 30" I cs 4B" GB 48" 50TW 51 E5, SEE DETAILS 2/012 I G0. BOTH SIDES, SEE DETAILS 2/D2 G5 - BOTH SIDES, SEE BOTH SIDES, SEE L DETAILS 2/02 DETAILS 2/D2 3 W C5 1000" 5 RAP CB r RELOCATE PANELS X TLS +;E= AS 5PEC'D TO 4FT G R 1 FXT W"FN SFI FGTF m 4�-¢Trac SEn_ E ET WHEN SELECTED I-11-01 4B" BOTH 5:DE5, 5EE DETAILS 2/D2 ICS 0 1 al 48" 24" PRESCRIPTIVE WALL BRACING LEGEND CS C5-WSP. 1116'4.P.A. RATEDSHEATHINGICONTINUOUSLY SHEATHED) XX' IONE FACE FULL HEIGHT- BLOCK ALL PANEL EDGES) 1. NAILED WITH 8d COMM. (0.131'.2.5") AT 6" O.C. AT EDGES AND 12' O.C. AT FIELD 2. MIN. PANEL LENGTH PER TABLE AS SPEC'D 3. ENTIRE BRACED WALL LINE (BWL) SHALL BE CONTINUOUSLY SHEATHED, U.N.O. 4. 24' CORNER RETURN REO•D ON EACH END OF BWL PER DETAIL 1102 5. IN LIEU OF 24- RETURN, 80OLS HOLOOWN REOD ABLEE eo2.111112012 iR62B15IRG241T aFNN:I N4.5Rm2015I`V `o"') a 21zD1RB12I 2IRrnO+s IRL'rmn aRsc) R6�.1- (.121RC1$O15IRG]01T ORGC) s. Re 142 R41lP-151-11 RGq S -p CONTINUOUSLY SHEATHED PORTAL FRAME XX' (MAX. PANEL HEIGHT = 101-0"; MIN. HEADER- 3" X 11.25' NET) 1. NAILED WITH 8d COMM. 10.1315X2.5") AT 3" D.C. AT ALL FRAMING (STUDS, BLOCKING, AND SILLS, TYP.) 2. SEEDETAIL AS SPEC'D FOR ALL REQUIREMENTS 22.FIG RE R542- I2012IRCR015IROMIT(WSCI WSP 7116' A.P.A. RATED SHEATHING (INTERMITTENT BRACING) kk' (ONE FACE FULL HEIGHT- BLOCK ALL PANEL EDGES) 1. NAILED WITH Ed COMM. 10.131-X2.5-) AT 6- D.C. AT EDGES AND 12" O.C. AT FIELD 2. TYP.PANEL =48"; REDUCED WIDTHS ALLOWED 3. ACTUAL = 42" AT 8'/9' WALL = 36" BRACING 4. ACTUAL =36"ATFWALL=27"BRACING I SHIA COOS REEER�ENCE% alj1 21Nf I51R Mll0R9C) 2 ERBD2 120t21Rum15IRrr28tTaasc) 3. TABLE P6B2.10.52I24t21Rm2D15IRD.I, gtSC) a TABLE P.. 101. 5] 120121RCr24151RC 11 oRBC) GB 11P- GYPSUM BOARD (INTERMITTENT BRACING) XX' IFULL HEIGHT - BLOCK ALL PANEL EDGES) 1.MIN. PANEL LENGTH =48" (BOTH SIDES OF WALL) 2. MIN. PANEL LENGTH= 95 -(ONE SIDE OF WALL) 3. 06 SCREWS AT 7" GO AT EDGES AND 7"O.C. AT FIELD 4. FULL -DEPTH SLK'G REOD IN FLOOR SYSTEM- DTL 21112 Gaol ffNENc05.(.12IRrnot':"-noRsc) 2. T EMU 0.5(mu IRUmuR.- RSC7 A FG121RE1N6422 0.BNj2)�20121au28t5 PCV)2Bt20NGC1 NOTES: ALL BRACED WALLS FINISHED WITH MIN. 112" GYP. BOARD OR EQUIVALENT AT INTERIOR SIDE OF WALL, U.N.O. XX BRACING METHOD XX' MIN. PANEL LENGTH PROPOSED IN INCHES SEE sE- 3V 24'• B 23,-0" t BRACING PLAN SCALE: I/4" - I'-0" '1it X 36 SHEET) 0 2' 4' B' 10' SCALE: I/8" - I'-0" (11 X 11 SHEET) so 2464 SW GLACIER PLACE REDMOND, OR 97756 PHOHE 541�-9236607 FAX 541-548-0761 J O� 0 L W oo W O W `2 1 �d REVISIONS CURRENT AS OF 010118 SEISMIC ZONE: I LD1 /<_120 WINDS -2 PRESCRIPTIVE WALL BRACING SEE CS E IA'' I I � I RIDGE BD. - 2x6 OF -2 n I (5EE NOTES 1 1 4) I%-- /_ _ � II II II I II II II II / I _ � VALLEY PLATE + 2.5 FLAT OVER 5HTH'G. w/'(2) Ibd TO I I / EACH TRUSS TOI. CHORD VALLEY RAFTERS I - II./� POSTS - 2,4 OF n. TTP. 1 2.4 OF 4 m 24" O.C. �' I=' -fi/ m 48" OG. STAGGERED (SEE TE NOS 2 14) r 1 (SEE NOTES L 2, 1 3) _ P.E. TRUSSES +il 24" OC- PER PLAN TYP. OVER -FRAMING DIAGRAM Dl SCALE: I/4"=1' -O' (24 x 36 SHEET) SCALE: I/5 ' (:I x Il SHEET) COMP. SHINGLES OVER -- IS- ROOFING FELT OVER 2 SHEATHING AS 5FEG'O. APA RATED OSB ROOF SHEATHING I I FOR VALUES GREATER THAN SHOWN, VERIFY REQUIREMENTS W DESIGNER I PERFORMANCE CAT. APA SPAN RATING ALLOW. ROOF LIVE LOAD (PSF) l` 7/16" 24116 s 40 PSF , L 1/2" 32116 <_ 70 PSF 111 COMP- SHINGLES OYER -- p�711 150 ROOFING FELT OVER 15 MORE THAN 5 FT, PROVIDE SHEATHING AS SPEC'D. 2,6 FLAT 51-1 {f m 24" O.G. TO VILIFY LEY PLATE I ESE EN TOP CHORDS 2 I Die V. - 1 GENERAL NOTES: I, f PE. TRUSSES s 24" O.G. f SIDING AND HOUSE WRAP AS 5PEC'D. - SEE DETAILS, SHT. DS4 SIDING AND HOUSE ? LI RAP A5 5PEC'D. - SEE DETAILS, 5HT. DS4 2x6 OF 2 RIDGE BD. (SEE NOTES I 4) ROOFING AND SHEATHING 2.4 OF 7 POST. TTP. AS SPEC (5EE NOTES 1 1 3) ,A TYP. OVER -FRAMING SECTION D1 5CALE: I/2" =1'-O' (24 x 36 SHEET) SCALE: 1/4"=1'-O' (II x Il SHEET) OVER -FRAMING NOTES: I. POST DOWN FROM RIDGE ETD. AT 48" O.G. TO SHEATHING BELOW. A77AC14 PO5T5 TO RIDGE BO. w/ (4) IOd FACE NAILS - ATTACH POSTS THRU LOWER ROOF SH'H'G. TO BLK'G. BETWEEN TRUSS TOP CHORDS w/ (2) 16d TOE NAILS - 2. P05T DOWN FROM VALLEY RAFTERS AT 48" O.C. TO 5HTW'G. ABOVE TOP CHORDS OF TRUSSES BELOW. STAGGER -0575 AS INDICATED ON DIAGRAM AND ALIGN w/ TRUSSES BELOW. ATTACH 1-05T5 TO VALLEY RAFTERS w/ (4) IOd FACE NAILS. ATTACH POSTS THRU SHTW'G. TO ^2'U55 TOP CHORDS w/ (2) 166 TOE NAILS. PE. TRUSSES 2d" O.C. w/ 3. F-0516 OVER 15" 5HALL BE 2 -PLY. BRACING PER MANUF'S. STITCH 2x4's TOGETHER w/ (2) ROWS OF DETAILS- PROvIDE IN 'JL. IOd NAILS m 6" O.C. AS REO'D- (SEE SHEET NS) p�711 4. ATTACH VALLEY RAFTERS TO RIDGE BD. 15 MORE THAN 5 FT, PROVIDE 2.4 OF -2 VALI€Y RAFTERS v 2,6 FLAT 51-1 {f m 24" O.G. TO VILIFY LEY PLATE I ESE EN TOP CHORDS BEYOND (SEE -OYES 2 141 '"s t AT RIDGE POSTS WRAF AS SPEG'D. GENERAL NOTES: �• V SEE DETAIL, SWT- DS4 PE. TRUSSES s 24" O.G. - P.E. TRUSSES m 24" O.C. PER PER LAYOUT LATOJT w/ SHEATHING DONT. ole 1 UNDER OVER -FRAMING >y 2. SEE SHEET NS -ENERGY CODE REQUIREMENTS ,A TYP. OVER -FRAMING SECTION D1 5CALE: I/2" =1'-O' (24 x 36 SHEET) SCALE: 1/4"=1'-O' (II x Il SHEET) OVER -FRAMING NOTES: I. POST DOWN FROM RIDGE ETD. AT 48" O.G. TO SHEATHING BELOW. A77AC14 PO5T5 TO RIDGE BO. w/ (4) IOd FACE NAILS - ATTACH POSTS THRU LOWER ROOF SH'H'G. TO BLK'G. BETWEEN TRUSS TOP CHORDS w/ (2) 16d TOE NAILS - 2. P05T DOWN FROM VALLEY RAFTERS AT 48" O.C. TO 5HTW'G. ABOVE TOP CHORDS OF TRUSSES BELOW. STAGGER -0575 AS INDICATED ON DIAGRAM AND ALIGN w/ TRUSSES BELOW. ATTACH 1-05T5 TO VALLEY RAFTERS w/ (4) IOd FACE NAILS. ATTACH POSTS THRU SHTW'G. TO ^2'U55 TOP CHORDS w/ (2) 166 TOE NAILS. PE. TRUSSES 2d" O.C. w/ 3. F-0516 OVER 15" 5HALL BE 2 -PLY. BRACING PER MANUF'S. STITCH 2x4's TOGETHER w/ (2) ROWS OF DETAILS- PROvIDE IN 'JL. IOd NAILS m 6" O.C. AS REO'D- (SEE SHEET NS) PJ=. TRUSSES m 24" D.G. PER LAT UT w/ BRACING PER MANUF'8- DETAILS AS REO'D. (SEE SHEET NS) AND INT. FINISH AS SPEC'D. p�711 4. ATTACH VALLEY RAFTERS TO RIDGE BD. 15 MORE THAN 5 FT, PROVIDE J6i"�L AND TO VALLEY" PLATES w/ (3) 16. TOE COMP. SHINGLES OVER - NAILS AT EACH LOCATION. 15- ROOFING FELT OVER SHEATHING AS SPEC'D. WRAF AS SPEG'D. GENERAL NOTES: (^ V SEE DETAIL, SWT- DS4 1. SEE SHEET NS- ROOF FRAMING NOTES 1 1 2.6 PT_ SILL PLATE w/ -- FOR LOCAL ICE SHIELD REQUIREMENTS. ole 1 R-21 BATT INS L. AND INT. FINISH AS 5FEC'D. r-k� --- 2. SEE SHEET NS -ENERGY CODE REQUIREMENTS I I N PE. TRUSSE5 114" O.C. PER FOR SPECIFIC ROOF INSULATION VALUES. 1 4" GONG. SLAB ON GOI'IP. - LAYOUT w/BLOUN-IN INSUL. l q PJ=. TRUSSES m 24" D.G. PER LAT UT w/ BRACING PER MANUF'8- DETAILS AS REO'D. (SEE SHEET NS) AND INT. FINISH AS SPEC'D. CONC. FN TN. WALL AND FOOTING PER PLAN TYP. EXT. GARAGE WALL SECTIONS D1SCALE: 12"=1'-O' (24 x 36 SHEET) SCALE: i/4"=1' -O' (11 x 1l SHEET) 'C. FNDTN. WALL FTG. PER PLAN WHERE FOOTING SECTION 'A' 2x6STUDS m I6" O.C. w/ 15 MORE THAN 5 FT, PROVIDE FOOTING SECTION 'A' R-21 BATT INSUL AND I I SIDING AND HOUSE INT. FINISH AS 5PEC'D. COMP. SHINGLES OVER WRAF AS SPEG'D. -DBL. 2x 70P B 15- ROOFING FELT OVER V SEE DETAIL, SWT- DS4 3/4" TIG FLOOR SHTH'G. SHEATHING AS SPEC'D_ 2.6 PT_ SILL PLATE w/ -- AS SPEC'D. OVER ENGR I Y R-21 BATT INS L. AND INT. FINISH AS 5FEC'D. I -JOISTS PER LAYOUT ( I" OSB RIM BD., I TYP. U.N.O. I DI 1 4" GONG. SLAB ON GOI'IP. - Dib r l q GRAVEL BASE AS REO'D - j -S PE.TRI155E5 m 24" OG. R-30 FLOOR IN5UL. - - P.E. TRUS6R5 O.C.- .. PER LAYOUT PER L TOUT MIN. SIDING AND HOUSES t R-36 FLOOR INSUL. 1111 .} 1/)" GTP BD. C I ING I UA2AF A5 5PEG'D. - -- 5/8" TYPE 'k' GYPSUM BD. _ I � - --- - - J 5/8" TYPE 'X' GYPSUM • GARAGE SEE DETAILS. 514T. DS4 PE. TRUSSES m 24" O.G. LATDIIT •' "- P.TRUSSES o 24" O.G. PER BD. CEILING UNDER SIM. GARAGE 1�' LAYOUT w/ BLOIW-IN IN5UL LIVNG SPACE - 2.4 STUDS c 16" O.C. w/ -� 2.1, STUDS o 16" O.C. w/ SIDING AND HOUSE AS REO'D. (SEE SHEET NS) AND INT. FINISH AS 5PEC'D. INT. FINISH AS 5FEC'D. INT FINISH AS SPEG'D. WRAP 45 5FEG'D. - LOCAL 501L CONDITIONS SEE DETAILS. SLIT. DS4 2x6 F.'. 51L- PLATE w/ - 2xb P?. S:LL PLATE w/ _ ANCHOR BOLTS AS SPEC'D. ^ --- - - A.5.'s 45 5PEC'D. //���� l �( SIM. DIA 1 4" CONIC. SLAB ON COMP. �j 1 GRAVEL BASE AS REO'D SIM. DIA 4" GONG 5 -AB ON COMP. GRAVEL BASE AS REO'D CONC. FN TN. WALL AND FOOTING PER PLAN TYP. EXT. GARAGE WALL SECTIONS D1SCALE: 12"=1'-O' (24 x 36 SHEET) SCALE: i/4"=1' -O' (11 x 1l SHEET) 'C. FNDTN. WALL FTG. PER PLAN 1 8 - 44' MIN •48 MA.LU - MQ.(. OVERLAP PLACE FOOTINGS ON (, f s _ rD- •' ..0 " UND15TUIRBED SOIL OR :. 71 COMPACTED GRAVEL g;� _r ;I ry �• _ - 24" DOIIELS TO MATCH-'/ ---O CEMENT .1 24" REINFPER PLAN - L,= _ '_ c.s -'`. •.' COMP. 5HINGLE5 OVER -. WHERE FOOTING SECTION 'A' 15- ROOFING FELT OVER 15 MORE THAN 5 FT, PROVIDE FOOTING SECTION 'A' 16 GA x IS" x 4' MN, METAL STRAP TIE EA. 51DE OF SPLICE I I w/ (8) Ibd COMMON NAIL5 1, P.T. SILL PLATE MIN., _ _ _ _ AEi.'s A5 SPEC'D. -DBL. 2x 70P B SPLICE LAYOUT w/ BLOUN-IN IN5UL. SEE DETAILS. SHT. DS4 -- AS REO'D. I.. SHEET NS) 2.6 PT_ SILL PLATE w/ -- AND IM. FINISH AS 5PEC'D. I Y 1 8 - 44' MIN •48 MA.LU - MQ.(. OVERLAP PLACE FOOTINGS ON (, f s _ rD- •' ..0 " UND15TUIRBED SOIL OR :. 71 COMPACTED GRAVEL g;� _r ;I ry �• _ - 24" DOIIELS TO MATCH-'/ ---O CEMENT .1 24" REINFPER PLAN - L,= _ '_ c.s -'`. •.' COMP. 5HINGLE5 OVER -. 15- ROOFING FELT OVER 15- ROOFING FELT OVER SHEATHING AS SPEG'D. 5HEATI+-N5 45 SPEC'D. I oe I I I 3/4" TIG FLOOR 5"7141. AS SPEC'D. OVER ENGR I -JOISTS PER LAYOUT - - 1" 055 RIM BD., TYP. U.N.O. CRIPPLE WALL FRAMING w/ 2.6 - STUDS m 16" OL. - STEP DN. AT END WALL TO SUPPORT FLOOR J015T5 (NO JOIST HANGERS) SEE TYP. WALL SECTION 41DI f FOR NOTES IN COMMON f s STEPPED FOUNDATION SCALE: 12" -I' -O' (24 x 36 SHEET) 1 COMP. SHINGLES OvER - SCALE: I/4"=1' -O' (II x Il SHEET) 15- ROOFING FELT OVER SIDING AND HOUSE �`- -•* WRAP A5 SPEG'D. - SEE DETAILS, BHT. DS4 P.E. CIN. ES m 24" O.G. w/ BRACING PER MANUFS. DETAILS - PROVIDE MSU-. AS REO'D. (SEE SHEET NS) COMP. SHINGLES OVER - - 15- ROOFING FELT OVER GARAGE 5HEATI+-N5 45 SPEC'D. INSUL. AND - SEE DETAIL 1 / Di SIDING AND NOISE - SEE DETAILS, SHT. DS4 me I _ _ _ _ I y PE. TRUSSES a 24" O.G. PER (�' LAYOUT w/ BLOUN-IN IN5UL. SEE DETAILS. SHT. DS4 -- AS REO'D. I.. SHEET NS) 2.6 PT_ SILL PLATE w/ -- AND IM. FINISH AS 5PEC'D. COMP. SHINGLES OVER - - - OVER -FRAMING, TTP. Pfd 1` GARAGE 15 -ROOFING FELT INSUL. AND - SEE DETAIL 1 / Di SIDING AND NOISE - SEE DETAILS, SHT. DS4 SHEATHING AS SPEC'D. _ _ _ _ -_--_- WRAP AS SPEG'D. -1 1x6 STUDS m 16" O.G. w/ -� (�' i SEE DETAILS. SHT. DS4 -- 2x6 STUDS o I6" O.C. w) 2.6 PT_ SILL PLATE w/ -- F �( I Y R-21 BATT INS L. AND INT. FINISH AS 5FEC'D. AB's AS SPEC'D. l .ry` ''YY 1A qg •® q5 SPEC'D. -- I Ir: DI - 3/4" TIG FLOOR SHTN'G. 4" GONG. SLAB ON GOI'IP. - _ jjj AS SPEC'D. OVER ENGR GRAVEL BASE AS REO'D j -S --JOIST5 PER LAYOUT I - - P.E. TRUS6R5 O.C.- .. i, PER L TOUT MIN. I-` R-36 FLOOR INSUL. 1111 .} 1/)" GTP BD. C I ING I CONIC, FNDTN. WALL - _ I � - --- - - J 5/8" TYPE 'X' GYPSUM • I q PE. TRUSSES m 24" O.G. LATDIIT } "- P.TRUSSES o 24" O.G. PER BD. CEILING UNDER SIM. PER w/ I!)" GTP- BD. CEILING 1�' LAYOUT w/ BLOIW-IN IN5UL LIVNG SPACE -6 MI- BLACK POLY - FTNY: ENE SHEETING I tr AS REO'D. (SEE SHEET NS) AND INT. FINISH AS 5PEC'D. GARAGE - GARAGE - R-21 BATT INSUL. AND INSUL. AND INT. FINISH AS 5PEC'D. - SEE DETAILS, SHT. DS4 2.6 STUDS a I6" O.G. w/ �_ F.' R4 BATT INSUL. AND 1x6 STUDS m 16" O.G. w/ -� 12" GYPSUM BD. CONT. i INT_ FINISH AS 5PEC'D. 1/2" GYPSUM BD. CONT. 2.6 PT_ SILL PLATE w/ -- F �( - 3/4" TIG FLOOR 514TH'.. 2x8 P.T. SILL PLATE w/ . AB's AS SPEC'D. l .ry` ''YY _ _ _ AS 5PEC'D. OVER ENGR Y qg •® q5 SPEC'D. -- - PER LAYOUT PE Ir: -JOISTS PER LAYOUT ( 4" GONG. SLAB ON GOI'IP. - _ Y. 4" CONC. SLAB ON COMP. GRAVEL BASE AS REO'D L� GRAVEL BASE AS REO'D •1 I tr i, T ] 1 F- R-30 FLOOR IN9'JL. R-36 FLOOR INSUL. F CONIC, FNDTN. WALL CONC._c FNDTN WALL AND FTG. PER PLAN - - 6 MIL BLACK POLY- AND FTG AND FTG. PER PLAN _ �; i IFTIH :I LENE SHEETING W. -6 MI- BLACK POLY - FTNY: ENE SHEETING SIM* _--. - - - - - SHEATHING AS 5PEC'D. SIDING AND HOU5E 1 WRAP AS 51EG11. - SEE DETAILS, SHT_ DS4 PE. TRUSSES o 24" O.C. w/ BRACING PER MANUF'5. DETAILS - PROVIDE IN5UL. AS REO'D. (SEE SHEET NS) COMP. SHINGLES OVER -- 15- ROOFING FELT OVER SHEATHING A5 5PEC'D. ^1 oe •I - P.E. TRUSSES m 24" O.G. PER LAYOUT w/ BLOIW-IN IN5M.. AS REO'D.(SEE SHEET NS) AND INT. FINISH Ar SPEC'D - T -- R-21 BATT IN5UL. AND S s 16" OL- w/ - R-21 BATT INSUL. AND INSUL. AND INT. FINISH AS 5PEC'D. - SEE DETAILS, SHT. DS4 AS SPEC'D. INT. FINISH A5 SPEC'D. 4" TIG FLOORSHTH'Ci SPEG'D. O VER EI.Y ROISTSPER - 3/4" 711 FLOOR SHTH'G. A5 SPEC 0. OVER ENGR LAYOUT i- I" OSB RIM BD,0 ]-JOISTS PER LAYOUTI-JOISTS TTP. UN.O. Vl- - PER LAYOUT PE 4-o1e Y. aa DIA T -- R-21 BATT IN5UL. AND 2x6 STUD 5 m I6" O.C. w/ SIDING AND 140U5E WRAP A5 SPEC'D. - R-21 BATT INSUL. AND INT. FINISH AS 5PEC'D. - SEE DETAILS, SHT. DS4 INT. FINISH A5 SPEC'D. - 3/4" 711 FLOOR SHTH'G. A5 SPEC 0. OVER ENGR 2x -1. SILL PLATE w/ -� A.B. AS SPEC'D. i- 3/4" TIG FLOOR SHTH'G. OVER ENGR S575 ]-JOISTS PER LAYOUTI-JOISTS - PER LAYOUT PE ' Y. aa DIA T ] 1 F- R-30 FLOOR IN9'JL. R-3* FLOOR IN5UL :. CON. FNDTN_ WALL r'♦✓ _ AND FTG. PER PLAY -- 6 MI BLACK POLY- ,L[- -6 MI- BLACK POLY - FTNY: ENE SHEETING ETH LENE SHEETING PERIMETER DRAIN PIPE - A� - ONLY AS REO'D. FOR 11 - z - �• ., LOCAL 501L CONDITIONS 3 TYP. GARAGE TO HOUSE WALL SECTIONS D1 SCALE: 12"=1'-0' (24 x 36 SHEET) SCALE: 1/4"=I' -O' (II x M SHEET) a TYP. WALL SECTION Dl SCALE: 1/2"=1'-O' (24 x 36 SHEET) SCALE: 1/4"=1'-O' (1; x Il SHEET) Lbv,lI,A 2464 SW GLACIER PLACE REDMOND. OR 97756 PH: 541-923-61107 F: 541-54&0761 REVISIONS CURRENT AS OF 100118 TYP. WALL LSECTIONS M D1 -}{'.- - - BATT INSUL. AS REQ D. BETWEEN STUDS __ INTERIOR FIN15H AS SPEC'). TYP. EXTERIOR WALL - 2.6 STUDS o - 16" O.C. w/HOUSE WRAP AND SIDING r 3/4" T4G FLOOR SHTH'G. AS SPEC'D_ - PROVIDE 1/2" PARTICLE BD. OVER AT AREAS W/ VINYL OVER A5 SPEC'). -SEE SIDING _ AND FLASHING DETAILS, 5HT_ DS4 I FLOORING / 1/4" CEMENT BD. AT TILE FLOORING r/ 3"x 3"x 0229" SQ. PLATE WASHER �_ - ENGR'D. I -JOISTS PER LAT OUT W/ HANGERS PER MANUP. - PROVIDE 18" MIN, CLEARANCE BETWEEN SILL PLATE AND NUT\ L TO GROUND IN CRAWL SPACE 2x6 P.T. SILL PLATE, TYP. x8 FOR 8"STEMWALL AT HANGER LOCATIONS FLOOR INSULq5 SPEG'D. -SUPPORT q5 REO'). PERLAYOUT) OVER SILL SEALER A5 ' ,7 I _ w/ STUDS a 24' O.C. MAX. AND SPEC'D. w/ I/Y'x IO" ANCHOR BOLTS MUD SILL AND BOTTOM PLATE _ AT 6'-0' O.C. MAX. (2 PER BD., MIN. WASHER AND TIGHTENED NUT) yy[ ,yry - - _ _ - _ _ _ w/ y 11JJ } 1 FINISH GRADE Z W + , GONG. FOOTING PER PLAN w/ 1 Ilk �I (T) -4 BAR CONT. I I 4x4 WD. POST PER PLAN w/ BC4 P057 CAP, TYP. - •4 � - >_ \/\/A / \/\� • ii - GCNC. FNDTN. WALL w/ BAR CONT. WITHIN 12" OF TOP OF WALL ,,\>,\\ _ �± WASHED GRAVEL OR�.�I /��%A�/// -1' �"� CRUSHED ROCK - 2" MINL�,� -- .4 a 48" O.C. .I�iA r BARS VERTICAL w/ UIh >ER / 6" MIN_ COVER ,�\ u. , \\ \\/�\\��\ U - STD. HOOK - 3" CLF_ TO BOTTOM AND 14" MIN. UP INTO WALL 4"0 PERFORATED DRAIN - -_ i! " -- PIPE WRAPPED IN FILTER �� '� - i 1' m _ 6 MIL BLACK POLYETHYLENE 5HT'6. - FABRIC CONT. AROUND 1 !. SEE SHEET NS- FOUNDATION PLAN NOTES FOUNDATION TO DA-_IGH7 FOR SPECIFIC INSTALLATION REO'5. OR DRAINAGE SYSTEM • 4" GONG. GARAGE SLAB W/ - ONLY AS REQ'). FOR Y -'•- - - - - _ - _ LOCAL SOIL CONDITIONS -III, --,I ItT l -III -I - I -ISI IT -r11 _ -III-III-III-II THICKENED EDGE AT OPENING PLACE FOOTINGS ON - l -11H1r111_IIII-1 I i- UNDISTURBED SOIL OR b /6, COMPACTED GRAVEL, TYP.»ER PLAN CONC. FOOTING w/ -4 BAR CONT_ - PLACE 3" TO 4" FROM BOTTOM 12" (6" WALL) 16" (e" W' TYPICAL FOUNDATION DiA : SCALE: 1"=1'-O' (24 x 36 SHEET) SCALE: I/2"=1' -O' (11 x 17 SHEET) :KFILL AS REQ'D D BACKFILL TING PER PLAN 755 OPENING AS '9 w/ -4 BAR CON7. TING ON ED SOIL OR D GRAVEL 4 OVERHEAD DOOR OPENING l DPA 6CALE: I"=1' -O' (241. 36 SHEET) SCALE: I/2"=1'-0' (Il x 17 SHEET) - 3/4" TEG FLOOR SHTH'G. AS 5PEC-D- 1. / ENGRD. I -JOISTS PER LAYOUT W/ x6 vN 16" OL_ w/ BLK'G. AS REO'). - FLOOR INSUL. DETAIL 3/D113 FOR /+ BETWEEN AS SPEC'). i, INTERIOR FINISH AS SPEC'). INTERIOR FINISH AS 5PEC'D. _ - 3/4" SUBFLR SPACER BE?WEEN / I _ w/ STUDS a 24' O.C. MAX. AND / MUD SILL AND BOTTOM PLATE SIDING AND HOUSE WRAP AS 2. F.T. SILL PLATE w)1/2"x 1" ANCHOR BOLTS AT 6'-0' O.C. MAX. � OF WALL FRAMING SPEC. - SEE SIDING AND ') + , GONG. FOOTING PER PLAN w/ 1 Ilk �I (T) -4 BAR CONT. I I 4x4 WD. POST PER PLAN w/ BC4 P057 CAP, TYP. - FLASHING DETAILS. 5HT. DS4 .} - L4 -{ - • SILL PLATE OVER SILL SEALER EXPANSION JOINT AS SPEC'). I y 4" CONIC. DRIVEWAY OVER \ TEM WALL BEYOND w/ 2.6 PT. / �, r AND ANCHOR BOLTS AS SPEC'D. -• 4" LONG. GARAGE SLAB ON COMP. BACKFILL AS REQ'D -� '•, i SLOPE DWY. AWAY MIN. 2% SILLPLATE OVER SILL SEALER EXPANSION JOINT AS SPEC'). -. PER DETAILS ON BHT. DS3 AND ANCHOR BOL75 AS SPEC'). 4" CONIC. DRIVEWAY OVER +�--�'-p /f -- 4" GONG. GARAGE SLAB W/ COMP. BACKFILL AS REQ'D -i THICKENED EDGE AT OPENING SLOPE DWY. AWAY MIN. 2% -- - SLOPE MIN. 1% 70 GVHD. DR ,3 x :KFILL AS REQ'D D BACKFILL TING PER PLAN 755 OPENING AS '9 w/ -4 BAR CON7. TING ON ED SOIL OR D GRAVEL 4 OVERHEAD DOOR OPENING l DPA 6CALE: I"=1' -O' (241. 36 SHEET) SCALE: I/2"=1'-0' (Il x 17 SHEET) 6 MIL BLACK POLYETHYLENE SHEETING OVER EXPOSED GROUND t4TYP. CRIB WALL D1A SCALE: I"=1'-0' (24 x 36 SHEET) SCALE: I/2"=1'-0' ([I x 11 SHEET) - 3/4" TEG FLOOR SHTH'G. AS 5PEC-D- PER LAYOUT w/ H2.5A TIE, / ENGRD. I -JOISTS PER LAYOUT W/ TTP. AT EACH TRU55 SEE TYP. OVERHANG - BLK'G. AS REO'). - FLOOR INSUL. DETAIL 3/D113 FOR /+ BETWEEN AS SPEC'). i, A ._.. INTERIOR FINISH AS 5PEC'D. SEC'). - SEE DETAILS P H -� - �- 2.4 / 2.6 CRIB WALL PER PLAN / I _ w/ STUDS a 24' O.C. MAX. AND Q W {" DBL. TOP PLATE J U Z 2. F.T. SILL PLATE w)1/2"x 1" ANCHOR BOLTS AT 6'-0' O.C. MAX. � w/ WASHER AND TIGHTENED NUT =o + , GONG. FOOTING PER PLAN w/ OF WALL FRAMING STEM WALL BEYOND w/ 2x6 P.T. Ilk �I (T) -4 BAR CONT. I I 6 MIL BLACK POLYETHYLENE SHEETING OVER EXPOSED GROUND t4TYP. CRIB WALL D1A SCALE: I"=1'-0' (24 x 36 SHEET) SCALE: I/2"=1'-0' ([I x 11 SHEET) 5 MAN DOOR OPENING D1A SCALE: I"=I'-0' (24 x 36 SHEET) SCALE: 11 (11 x 11 SHEET) N. WALL - A7MAN DOOR SLAB THROUGH FOOTING w/ -0T. - PLACE :OM BOT?OM 'TING ON ED SOIL OR D GRAVEL FLOOR SHTH'G. AS 5PEG'D. OVER r ENGR'D. I -JOISTS PER LAYOUT W/ BATT INSUL. BETWEEN AS REQ'). (2) 16d NAILS 7HRU KING-��--'- - - - - ' - T--==_-_• "--^ _ - STUD TO HEADER EA. END4x6 HEADER, 7Y P. (UN.O. PER PLAN) 2x4 / 2x6 CRIB WALL PER 2. TRIMMER PLAN w/ STUDS m 24" D.C. 4 MAX. AND DBL. TOP PLATE r , 10" 2. P.T. SILL PLATE TYP. QZ 7l TYP. Z CONIC. FOOTING PER PLAN ' Q J w/ (1) -4 BAR CONT. AND 1/2"x 1" ANCHOR BOLTS e 6'-0' O.C., TTP. 6 MIL BLACK POLYETHYLENE SHT'G. 30" OVER EXPOSED GROUND, TTP. MIN. CLEAR s CRIB WALL BLOCK-OUT �D1A SCALE: I"=1' -O' (24 x 36 SHEET) SCALE: I/2"=1'-0' (II x Il SHEET) PF. TRUSSES m 24" O.C.-� PER LAYOUT w/ H2.5A TIE, I I TTP. AT EACH TRU55 SEE TYP. OVERHANG - _ DETAIL 3/D113 FOR te —2x STUDS PER PLAN m 16" O.G. i, A ._.. INTERIOR FINISH AS 5PEC'D. SEC'). - SEE DETAILS P / 3/4" SUBFLR SPACER BETWEEN !MUG I ON SHEET DS3 ?� SILL AND BOTTOM PLATE SIDING AND HOUSE WRAP AS I 5PEC'D- -SEE SIDING AND FLASHING DETAILS, SH7. DS4 TO CONCRETE j OF WALL FRAMING STEM WALL BEYOND w/ 2x6 P.T. 4x4 WD. POST PER PLAN w/ BC4 P057 CAP, TYP. - .} - L4 -{ - • SILL PLATE OVER SILL SEALER EXPANSION JOINT AS SPEC'). I y 4" CONIC. DRIVEWAY OVER \ LP SMART PANEL w/ 4/4 x 2" BATTS OVER 5EAM5 FOR LARGER AREAS 4x WD. BEAM PER PLAN w/ / �, r AND ANCHOR BOLTS AS SPEC'D. -• 4" LONG. GARAGE SLAB ON COMP. BACKFILL AS REQ'D -� '•, i SLOPE DWY. AWAY MIN. 2% { % COMP. BACKFILL AS REQ'D - ! SLOPE MIN. 1% TO OVHD, DR I 5 MAN DOOR OPENING D1A SCALE: I"=I'-0' (24 x 36 SHEET) SCALE: 11 (11 x 11 SHEET) N. WALL - A7MAN DOOR SLAB THROUGH FOOTING w/ -0T. - PLACE :OM BOT?OM 'TING ON ED SOIL OR D GRAVEL FLOOR SHTH'G. AS 5PEG'D. OVER r ENGR'D. I -JOISTS PER LAYOUT W/ BATT INSUL. BETWEEN AS REQ'). (2) 16d NAILS 7HRU KING-��--'- - - - - ' - T--==_-_• "--^ _ - STUD TO HEADER EA. END4x6 HEADER, 7Y P. (UN.O. PER PLAN) 2x4 / 2x6 CRIB WALL PER 2. TRIMMER PLAN w/ STUDS m 24" D.C. 4 MAX. AND DBL. TOP PLATE r , 10" 2. P.T. SILL PLATE TYP. QZ 7l TYP. Z CONIC. FOOTING PER PLAN ' Q J w/ (1) -4 BAR CONT. AND 1/2"x 1" ANCHOR BOLTS e 6'-0' O.C., TTP. 6 MIL BLACK POLYETHYLENE SHT'G. 30" OVER EXPOSED GROUND, TTP. MIN. CLEAR s CRIB WALL BLOCK-OUT �D1A SCALE: I"=1' -O' (24 x 36 SHEET) SCALE: I/2"=1'-0' (II x Il SHEET) PF. TRUSSES m 24" O.C.-� PER LAYOUT w/ H2.5A TIE, F TTP. AT EACH TRU55 SEE TYP. OVERHANG - _ DETAIL 3/D113 FOR -IMPSON ABW44 STANDOFF POST BASE NOTES IN COMMON A ._.. ase PORCH / PATIO BEAM_ TRIM .,ID 1A SCALE: 1"=1'-0' (24 x 36 SHEET) SCALE: IR" -0' (II x 11 SHEET) ( 4.4 'WD. POST PER PLAN - PROVIDE F r f— -IMPSON ABW44 STANDOFF POST BASE WRAP P05T w/ TRIM AS w/ (8) IOd NAILS AND 112"x 4" TITEN HD SEC'). - SEE DETAILS P / - GROOVED SOFFIT PANEL 4" O.G. SCREW ANCHOR or 1/2" EXP. ANCHOR ON SHEET DS3 ?� AT AREAS 8 FT. DEEP OR LESS TO CONCRETE PER PLAN 4x4 WD. POST PER PLAN w/ BC4 P057 CAP, TYP. - .} - L4 -{ - ( -11+1 III'• LP SMART PANEL w/ 4/4 x 2" BATTS OVER 5EAM5 FOR LARGER AREAS 4x WD. BEAM PER PLAN w/ WRAP w/ TRIM AS SPEC'D. -h III SLOPE AWAY MIN. 2% LAP SIDING TRIM UNDER AND PER DETAILS ON BHT. DS3 - (2) PIECES EA. SIDE - RIP TOP u' PIECE/TRIM TO FIT ase PORCH / PATIO BEAM_ TRIM .,ID 1A SCALE: 1"=1'-0' (24 x 36 SHEET) SCALE: IR" -0' (II x 11 SHEET) ( I 1 PER PLAN C0'1P. BACKFILL AS REQ') �— BLOCK OUT OR EXCAVATE FOR 8"x 6" MIN. PIER PRIOR 70 POUR - POUR W/ SLAB CONT, TO FOOTING - CONC. FOOTING PER PLAN - PLACE FOOTING ON UNDISTURBED SOIL OR COMPACTED GRAVEL 6A PORCH/ PATIO FOOTING D1A SALE: I"=1' -O' (24 x 36 SHEET) SCALE: 1/2"=1'-0' (IIx 11 SHEET) NoIr 2464 SW GLACIER PLACE REDMOND, OR 97756 PH: 541-923-6607 F: S41-548-0761 REVISIONS CURRENT AS OF 100118 SEISMIC D TYPICAL DETAILS SEE CS Dl 4.4 'WD. POST PER PLAN - PROVIDE r f— -IMPSON ABW44 STANDOFF POST BASE WRAP P05T w/ TRIM AS w/ (8) IOd NAILS AND 112"x 4" TITEN HD SEC'). - SEE DETAILS P SCREW ANCHOR or 1/2" EXP. ANCHOR ON SHEET DS3 ���III II , TO CONCRETE PER PLAN _- 4" GONG. PORCH SLAB W) x(10" TYP I THKN'D. EDGES ALL SIDES -h III SLOPE AWAY MIN. 2% I'I I.J - u' I 1 PER PLAN C0'1P. BACKFILL AS REQ') �— BLOCK OUT OR EXCAVATE FOR 8"x 6" MIN. PIER PRIOR 70 POUR - POUR W/ SLAB CONT, TO FOOTING - CONC. FOOTING PER PLAN - PLACE FOOTING ON UNDISTURBED SOIL OR COMPACTED GRAVEL 6A PORCH/ PATIO FOOTING D1A SALE: I"=1' -O' (24 x 36 SHEET) SCALE: 1/2"=1'-0' (IIx 11 SHEET) NoIr 2464 SW GLACIER PLACE REDMOND, OR 97756 PH: 541-923-6607 F: S41-548-0761 REVISIONS CURRENT AS OF 100118 SEISMIC D TYPICAL DETAILS SEE CS Dl CC— •.:''11G_=5 /EF 1 • FCC='NG_ - L � - = @U55E5 a _4" CC _ _OQ�7. -25-TIE -IY C� 7RL55 LNG IN.,,._ - =G' 5EE SHEET NS 16 CC -OF FL --^TE, -"F R- --77 INSJL. -^NG IN=�_-E-=F_E -5 5=EG G -- or N H2.5A )', HTS16 HTS20 cG C ✓ n _.K G \ N N - \ _ —> •, 7 - 6 .iN - C'✓RC -C-- --- N w /OPT. c_ FJ _ ENCLOSED SOFFITS _ I -••I-1 - _IN - ....E- -'JL5 5 - OS4 T 'N_ =IN '5-+-_ 511 , i TYPICAL OVERHANG D16 5C- 1. TT INS E\ C L L_E N- _EL kCOR 60 C G C _C G C'✓=F ENGR. ^_ _ �o CC T -NO = \.FFC✓LF CIG F,K -CS- -SII -NG FI'1 _<_CC- c\„ •_,REGG .i0,5- CF ELK'G. F- - - IOa N -'IL E- SICE -C -OF =_-=_ 4 TYP. FLOOR FRAMING AT WALL D1B!5y _,. /.6 5 -•- ==G= >1 _ C =- _CCC_F CNG =N� NG -5 G 7 DS4 _IN' c :.- EN \- - CC N07C_ C - CF -_c_E ENG I F.=. R_SSES e CC 2 TYPICAL EAVE D113 5C=_=. _' -C' - ✓ ,6 SHEET. a TRUSS ANCHORING ~D B NO SO=LE TABLE R602.7.5 MIN. OTY. KING STUDS REO'D. AT HDRS- - STUDS AT 16" O.C. HEADER SPAN OR 2017 ORSC WA 2015 IRC ID 2012 IRC 53' 1 1 1 4' to - 8' 2 2 1 z 8' 3 3 1 . Y 1 2 -- or N H2.5A )', HTS16 HTS20 �1 a TRUSS ANCHORING ~D B NO SO=LE TABLE R602.7.5 MIN. OTY. KING STUDS REO'D. AT HDRS- - STUDS AT 16" O.C. HEADER SPAN OR 2017 ORSC WA 2015 IRC ID 2012 IRC 53' 1 1 1 4' to - 8' 2 2 1 z 8' 3 3 1 . 'Ec _C_CN5 s CC ."-NE: EN n - _ =R I -••I-1 FL_ .NJFR =_ _� _ 7- 7 N _LER N.E< ER ' r -I_ F. R F..✓ TR t - C '\G-5 j L NC T" Ic I` __ EF N - _. L I I I s TYP. HEADER SUPPORT 6 TYP. WINDOW MULLION DIB _C -_E. C - -E 5 -EE- DIB _ C' - ,e 5-_E- UPLIFT RESISTANCE VERIFY MAX. UPLIFT FROM REACTIONS SECTION IN TRUSS ENGR'G. AND PROVIDE APPROPRIATE HURRICANE TIE FROM CHART BELOW. (R802.11.1) FOR UPLIFT VALUES GREATER THAN SHOWN, VERIFY RED'S. W/ DESIGNER. HURRICANE TIE MAX. ALLOW. UPLIFT FASTENERS H2.5A 6001b (5) 8d to Truss / (5) 8d to Plates F�)TH2.SA 1200Ib (5) 8d to Truss I (5) 8d to Plates S16 12601b (16) 10d Nails HTS20 14501b (20) 10d Nails __ -F -CF F_- - - CC4NEF5 -NG I\'FRSE C'iON51 _N _ _ ;Cd =-CE 1=1L5 GE' TGF FL-` FaC_ _ Ea �onroNS 9 'cl Cc - . ING FEF =_-'N IC i = C \ NG5 -NG _\1 -oF Ln =c _-E5 EE I _. TYP. WALL FRAMING 01B, �o 2464 SW GLACIER PLACE REDMOND, OR 97756 PH: 541-923-6667 F. 541-54&0761 W OJ x REVISIONS CURRENT AS OF 100118 TYPICAL DETAILS SEE CS ]DIB HEADER CONTINUOUS OVER BOTH BRACED BUILDING ELEMENT DIRECTLY ABOVE FULL -HT. BLK'G. v 16” O.C. BRACED WALL PANEL ALONG BRACED WALL PANEL I WALL PANELS w/ DBL. PORTAL FRAMES L.: (AT BRACED WALL PANELS) 2' TO IB' MAX. RIM BD. or BLK'G. TO SILL or TOP PLATE INTERIOR BRACED 8d BOX TOE NAIL O 4" OC. WALL PANEL FINISHED WIDTH OF OPENING FLOOR JOIST TO SILL or TOP PLATE (3) 8d COMMON TOE NAIL WALL PANEL TENSION STRAP PER TABLE 860210.64 - Ti - (4) 8.1 BOX ATEA. BLK'G. MEMBER ON EA. SIDE OF OPENING PER PLAN - - , PROVIDE 2x FILLERS INSIDE HDR FOR — - FULL -HT. BLK'G. 0 16" O.C. DIRECTLT BELOW STRAPS AS REO'D. - CENTER STRAPS • MIN. 3" x II N T HEADER w/ (2) 16d NAILS EA 51DE AT BOTTOM OF HEADER ' (HOLD TIGHT TO F T OF WALL) : f HEADER PER PLAN (MN. 3" x II -1/4") - FACE NAIL KING STUD TO HEADER w/ (6J 16d SINKERS EA. END - PROVIDE 2, T---'----- ' ---- - -- -� • FILLERS IN51DE HDR FOR TEN51ON 5TR4P5 • •- FASTEN 51,714'6. TO HDR w/ 86 COMMON 1 — GALv. BOX NAILS IN 3" GRID AND GARAGE DR TRACKS AS REO'D. PATTERN AS SHOWN - FACE NAIL TOP PLATE TO HEADER w/ 1 TWO ROWS OF ibd SINKERS m 3" O.C, TYP. • • HEADER TO JACK-5TJD STRAFE PER --_ PLAN AND TABLE R60210bA ON EA_ 1 I - SIDE OF OPENING (OPPOSITE SIDE ,. FROM SHEATHING) .. --- FOR A PANEL SPLICE (IF NEEDED). 1 1 PANEL EDGES SHALL OCCUR OVER 1 1 • 1 AND BE NAILED TO COMMON BLK'G. ' ' 1 w/ ed COMMONS ®3" O.G. EA. EDGE - 1 MIN. 3/8" THICK WOOD STRUCTURAL LOCATE WITHIN MIDDLE 24" OF 1 1.. PORTAL LEG HEIGHT 1 - PANEL SHEATHING, CONTINUOUS FROM TOP OF WALL TO BOTTOM OF WALL or 1•• SPLICED AS PERMITTED DBL. 2x6 STUD5 EA. SIDE OF PANEL 1 y AS SHOWN w/ MIN. 3/8" WOOD 5TRL. -m I PANEL 51-iTH'6. w/ Bd COMMON or 1 +- I GALV. BOX NAILS • 3" O.C. IN ALL 1 FRAMING (STUDS, SILLS, BLK'G., ETC.) .. "_ I MIN. (2) Ab.'I, INSTALLED PER R403.I0 1 GARAGE SLAB PER PLAN •. 1 w/ 2"x 2"x 3/16" 5O. PLATE WASHERS 1 j 1'. / , WE"e �1 i�l I—IIf�TI�IT 1�II II�I��I�I . 1���1�11„III 171-11 III 11�= ��III1��1�IE�I I R., i IllC�I p IIIC—III- EIIIIIIII III_IIIIII STEMWALL GARAGE SLAB w/ THICKENED STEMWALL EDGE PER PLAN CONC. FOOTING PER PLAN PER PLAN PER PLAN NOTE: ALL NOTES TYP. AT EACH PANEL LOCATION SPECIFIED PER PLAN s METHOD CS -PF: CONT. SHTH'D. PORTAL FRAME D2 SCALE: 111"=1'-0' (24 x 36 SHEET) R602.10.6.4 SCALE= I/4"=1'-0' (11 x Il SHEET) EXT. BRACED WALL PANEL PER PLAN - FLP SI-ITH'G. AS 5PEC'D. OVER C� -t 7R1 -JOISTS PER LAYOUT CONTINUOUS RIM BD.� FULL -14T. BLK'G. CONT. ALONG LENGTH OF BRACED WALL PANEL EXT. BRACED WALL PANEL PER PLAN CONC. FNDTN. WALL PER PLAN INTERIOR BRACED WALL PANEL � -r 5I -TPG. AS -EC'D. OVER oR i-JO15TS PES LAYOUT I 1 •. '- FUL_-HT. BLKG. CONT. ALONG LENGTH OF BRACED WALL PANEL PERPENDICULAR TO FRAMING (3) STUD CORNER FRAMING TO ALLOW EXTENSION OF INSULATION TO EXT. CORNER EXTERIOR (2) 2.6 'L' BLK'G. AT INTERIOR INTERSECTING WALLS TO ALLOW EXTENSION OF INSUL. BEHIND SEE NAIL USE CHART / FASTENING SCHEDULE FOR STUD TO STUD NAILING (3) STUD CORNER FRAMING AT INTERSECTION OF REAR GARAGE WALL TO ALLOW FULL EXTENSION OF INSJL. 2x GARAGE WALL FRAMING PER PLAN GARAGE _ -- (2) 2x6 STUDS EA. END OF PORTAL FRAME PANEL (WHERE OCCURS) SEE DETAIL 3/Di 1 TYP. CORNER FRAMING D2 SCALE- I"=1'-0' (24 x 36 SHEET) SCALE: IR"=I'-0' (11 x 11 SHEET) ADDT'L. JOIST BUILDING ELEMENT DIRECTLY ABOVE FULL -HT. BLK'G. v 16” O.C. BRACED WALL PANEL ALONG BRACED WALL PANEL I II L.: (AT BRACED WALL PANELS) 3 12) Ibd NAILS EA. SIDE RIM BD. or BLK'G. TO SILL or TOP PLATE INTERIOR BRACED 8d BOX TOE NAIL O 4" OC. WALL PANEL _— INTERIOR BRACED 1�` FLOOR JOIST TO SILL or TOP PLATE (3) 8d COMMON TOE NAIL WALL PANEL (3) 10d BOX Ti - (4) 8.1 BOX ATEA. BLK'G. MEMBER - , �- ��• ADDT'L. J1115T FULL -HT. BLK'G. 0 16" O.C. DIRECTLT BELOW ALONG BRACED WALL PANEL BRACED WALL PANEL w/ (2) 16d NAILS EA 51DE PARALLEL TO FRAMING 2 BRACED WALL PANEL CONNECTIONS D2 SCALE- I/2"=I'-0' (24 x 36 SHEET) - SCALE: I/4"=1'-0' (II x 11 SHEET) R602.10.8.2 2.6 STUD5 0 16" O.C., TTP. 2.6 SCRAP BLOCKING, APPLY - AT FRONT OF STUD SCRAP BLOCKING TYP. SCRAP BLOCKING D2 SCALE: 3"=I'-0' 124 x 36 SHEET) SCALE; 1-1/2"=I'-0' (II x 11 SHEET) NAIL USE CHART / FASTENING SCHEDULE PER TABLE R602.30) SYM. BUILDING ELEMENT QUANTITY, SIZE, AND LOCATION (SPACING) TYPES (SELECT ONE) n BOT PLATE TO RIM BD., JOIST, or BLK'G. (2) led COMMON FACE NAIL (2) EA. 0 16" OC. (3) Ibd BOX FACE NAIL (3) EA. 0 16" O.C. L.: (AT BRACED WALL PANELS) RIM BD. or BLK'G. TO SILL or TOP PLATE 8d COMMON or 10d BOX TOE NAIL m 6" O.C. 8d BOX TOE NAIL O 4" OC. FLOOR JOIST TO SILL or TOP PLATE (3) 8d COMMON TOE NAIL (3) 10d BOX (4) 8.1 BOX soJ 2464 SW GLACIER PLACE REDMOND. OR 97756 PH: 541-923-6697 F: 541-548-0761 REVISIONS CURRENT AS OF 100118 P. FRAMING DETAILS SEE CS D2 N J Q O Q Z LL REVISIONS CURRENT AS OF 100118 P. FRAMING DETAILS SEE CS D2 INSTALLER TO GLUE - SCREW 1,3 MDF 4 COUNTERTOPS TO PARTICLE BD TOP OF CORBEL w/ 5, TOGETHER w/ r4) 5 REO'D ADHESIVE { , I-inMDF SCREWS J _ - - - ATTACH CORBELS TO _ ATTACH CORBELS TO I 2.5 w/ (2) 3' SCREWS _ 2xB w/ (2) 3' SCREWS — (Ed SIDE) SPACED AS (EA SIDE)SPACED AS - SHOUN. COUNTERSINK SHOWN. COUNTERSINK SCRE0A5 ( FILL/PLUG �•SCREWS ( FILL HOLES - E'Y HOLES 7/1 1.4 MDF 3/4' PAR ICLE BD. CUT TO DIMENSIONS 5PEC'D w/ FACTORY BULLOSE EDGE OUT 12' PRE -FABRICATED CORBEL FINISH PER CABINETS DETAIL 'A' DETAIL 'B' FOR LAMINATE7TILE COVNT R FOR GRANITE COUNTER ONLY CABINETS PER RELEASE COUNTERTOP PER RELEASE I�7N� FOR GRANITE COUNTERS, SEE :CREEL DETAIL B RAISED COUNTER [PONY WALL GIRDER TR GABLE END FIREPLACE ? TOP PL m OPT. RIF FiwsH r 21'-0' I�• II I I GABLE END TR1155 �r;7— I I I I 13/12 I i PANEL EDGE BLK'G. - ALIGN w/ TOP PLATES I TO 4 VAULT^=, _4 I. nn OPT. WINDOW RAKE -FRAMED WALL AT M. BEDRM. SCALE: I/4" = I'-0' (24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: I/5' = 1'-0' (II x 11 SHEET) Pm� BUILDING SECTION - A SCALE: I/4" - I'-0' !24 x 36 SHEET) 0 2' 4' B' 10' SCALE: I/8" = I'-0' (II x it SHEET) — TOP PLATE TOP PLATE io 61 FINISH FLOOR �— FINISH FLOOR I I STAB, y� 6/12 l J I �- �Tr �Tl I I Y I I I GI I L PEND 20' -II' FULL HT. STUDS RAKE -FRAMED WALL AT KIT_ / DINING 5r -ALE- I/4" = I'-0' (24 x 36 SHEET) 0 2' 4' SCALE: I/8" I'-0' (II x I1 SHEET) x� 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-923-6507 FAX 541-54&0761 O LL. 1 `NJ I WV V Ln 00 wLu o 2 I REVISIONS CURRENT AS OF 011816 SECTION / WALL FRAMING AN U DETAI LS F-1 D3 ' —2x TOP PLATE (PER PLAN) +1 - CORBEL, SEE DETAIL INSTALLED VERT, INTO F�`2x8 NOTCHED 2X6 STUDS w/ (2) 3' 1 112. `''CREW EA. STUD SPACED NOTCH EVENLT —2x FRAMED PONY WALL (PER - - PLAN) w/ STUDS s 24' O.C. S� �2. BOTTOM PLATE (PER PLAN) NAILED TO EACH JOIST w) (2) 10d NAIL5 EXTEND END STUDS PONY WALL INTO FLOOR SYSTEM AND BLOCK ( NAIL 5ECURELY TO FLOOR JOISTS RAISED COUNTER [PONY WALL GIRDER TR GABLE END FIREPLACE ? TOP PL m OPT. RIF FiwsH r 21'-0' I�• II I I GABLE END TR1155 �r;7— I I I I 13/12 I i PANEL EDGE BLK'G. - ALIGN w/ TOP PLATES I TO 4 VAULT^=, _4 I. nn OPT. WINDOW RAKE -FRAMED WALL AT M. BEDRM. SCALE: I/4" = I'-0' (24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: I/5' = 1'-0' (II x 11 SHEET) Pm� BUILDING SECTION - A SCALE: I/4" - I'-0' !24 x 36 SHEET) 0 2' 4' B' 10' SCALE: I/8" = I'-0' (II x it SHEET) — TOP PLATE TOP PLATE io 61 FINISH FLOOR �— FINISH FLOOR I I STAB, y� 6/12 l J I �- �Tr �Tl I I Y I I I GI I L PEND 20' -II' FULL HT. STUDS RAKE -FRAMED WALL AT KIT_ / DINING 5r -ALE- I/4" = I'-0' (24 x 36 SHEET) 0 2' 4' SCALE: I/8" I'-0' (II x I1 SHEET) x� 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-923-6507 FAX 541-54&0761 O LL. 1 `NJ I WV V Ln 00 wLu o 2 I REVISIONS CURRENT AS OF 011816 SECTION / WALL FRAMING AN U DETAI LS F-1 D3 OPT ALCOVE: -- ' .- TOP PLACE STUDS AS SPEC'D 3/4" MDF SHEETA7 INTO TV ALCOVE WHERE TO ACCOMODATE FF OF MANTLE EX/2" REVEAL ALCOVE- MIN. I/2" REVEAL OCCURS, VERIFY OPT. FLAT VENTING TO GROWN MOLDING WALL 45 5PEC'D 5 6 -, 1'-9 IR' r 1'-0' l 1'-S 112' OPT. FLAT WALL: T Ix MDF FLAT CAP - a r MIN IR4 " REVEAL TO i � CROWN MOLDING 2-1/4" CROWN MOLDING pIx5 MDF FLAT - - n 0 !ALIGN w/ LEG BELOW) ' Ix2 MDF HORIZONTAL -. L Nf A II 5/4x6 FLAT5TOCK - ��� MDF LEGS, TYP_ FIREPLACE / BOTH SIDE.. ��j� AS REOD BASE MOLDING AS 5PE'C- ABUTS SIDE OF LEG FIREPLACE FRAMING (PLAN VIEW);; s FIREPLACE DETAIL PER F'REPLACE SCALE: N.T-$. COTTAGE FINISH (A) o" PER PLAN EXT. WALL OR GABLE END ROOF �T TRUSSES OR RAFTERS AT 24" O.C. W/ 5HTH'G. AS 5PEC'D. - ROOF PITCH PER PLAN _ tp155ES AS OCCUR —T. ---_ PER PLAN -CEILING LINE (ROOF OR FLOOR) I IF GIRDER TRi55 OCCURS PER PLAN, I 1 DO NOT USE DROPPED BEAM OR TOP PLATES AT FIREPLACE ALCOVE OPT. ••FOR DROPPED BEAM CONDITION, SEE SHED DETAIL-- -TV ETAIL•-tTV ALCOVE WHERE OGGURS. CLG. EXTENDS TO --4�- - TOP R (VERIFY OPT. FLAT WALL AS 5PEC'D) FIREPLACE A5 5PEC'D I - - I I i GABLE ROOF FRAMING (SIDE VIEW) I 2.4 RAFTERS AT 24" OG. W/ 5WTH'G. 45 5PEC'D. _-- EXT. WALL OR - GABLE END ROOF TV ALCOVE WHERE OF MANTLE EXTENDS INTO ROOF PITCH PER PLAN ALCOVE- MIN Ire" REVEAL WALL AS SPEC'D TO CROON MOLDING - OPT_ F_AT_6,t .: <v CEILING LINE (ROOF OR FLOOR) CROWN MOLDING A "a-1Ia" CROWN MOLDING ��- Ix5 MDF (BUILD OUT - ACE MBAELTCOHW � FOAF CLEE g f/ // GTOS )F OH r DROPPED BEAM IL W I PER PLAN PER T. .0-- ' 6'IF NOT SPEG'D 1 O NPTERiOR)FL'J5N d J OCCURS, VERIF: OPT. PLAT B 0TTOM OF LEGS, TTP. { N W N WALL AS SPEC'D I , (C Q Q Z \ Z W OFF FACE OF FIREPLACE) TYP. ALL LOCATIONS FIREPLACE ALCOVE J 0_ - J 4 6`/9-' _-6 W d I�- DPT. AS 5PEC'D - C -G. EXTENDS TO TOP R BOPT. BEAM WW 0 Il --�-f - (VERIFY OPT. FLAT AS 5PEC'D) fl 11 I I I � 4 a .. v a i - FIREPLACE AS SPEC.') W i 3._O. I DIMS SHOUJN DENOTE • FIREPLACE - ` SHED ROOF FRAMING (SIDE VIEW) FIV 15HED HEIGHT REQD CENTERED IN ALCOVE ABOVE FIREPLACE IF FIREPLACE IS TALLER THAN DIM SF- ADJUST FIREPLACE FRAMING OV ALCvE HEIGHT ACCORDINGLY OPT ALCOVE: -- ' .- TOP PLACE STUDS AS SPEC'D 3/4" MDF SHEETA7 INTO TV ALCOVE WHERE TO ACCOMODATE FF OF MANTLE EX/2" REVEAL ALCOVE- MIN. I/2" REVEAL OCCURS, VERIFY OPT. FLAT VENTING TO GROWN MOLDING WALL 45 5PEC'D 5 6 -, 1'-9 IR' r 1'-0' l 1'-S 112' OPT. FLAT WALL: T Ix MDF FLAT CAP - a r MIN IR4 " REVEAL TO i � CROWN MOLDING 2-1/4" CROWN MOLDING pIx5 MDF FLAT - - n 0 !ALIGN w/ LEG BELOW) ' Ix2 MDF HORIZONTAL -. L Nf A II 5/4x6 FLAT5TOCK - ��� MDF LEGS, TYP_ FIREPLACE / BOTH SIDE.. ��j� AS REOD BASE MOLDING AS 5PE'C- ABUTS SIDE OF LEG FIREPLACE FRAMING (PLAN VIEW);; s FIREPLACE DETAIL PER F'REPLACE SCALE: N.T-$. COTTAGE FINISH (A) o" PER PLAN EXT. WALL OR GABLE END ROOF �T TRUSSES OR RAFTERS AT 24" O.C. W/ 5HTH'G. AS 5PEC'D. - ROOF PITCH PER PLAN _ tp155ES AS OCCUR —T. ---_ PER PLAN -CEILING LINE (ROOF OR FLOOR) I IF GIRDER TRi55 OCCURS PER PLAN, I 1 DO NOT USE DROPPED BEAM OR TOP PLATES AT FIREPLACE ALCOVE OPT. ••FOR DROPPED BEAM CONDITION, SEE SHED DETAIL-- -TV ETAIL•-tTV ALCOVE WHERE OGGURS. CLG. EXTENDS TO --4�- - TOP R (VERIFY OPT. FLAT WALL AS 5PEC'D) FIREPLACE A5 5PEC'D I - - I I i GABLE ROOF FRAMING (SIDE VIEW) I 3/"DF SHEET AT TOP TV ALCOVE WHERE OF MANTLE EXTENDS INTO OCCURS, VERIFY OPT. FLAT ALCOVE- MIN Ire" REVEAL WALL AS SPEC'D TO CROON MOLDING - OPT_ F_AT_6,t .: <v DF FLAT GAP - M "M" MIN. 1!1" REVEAL TO CROWN MOLDING "a-1Ia" CROWN MOLDING ��- Ix5 MDF (BUILD OUT - ACE MBAELTCOHW � FOAF CLEE g f/ // GTOS )F r N7 -1 MDF HORIZONTAL Bi //. - MDF WRAP TOP B 0TTOM OF LEGS, TTP. Sp -- 1,6 MDF BOXED OJT j� LEGS IBUILD-OUT 2-I11" r •� OFF FACE OF FIREPLACE) TYP. ALL LOCATIONS 1'-O' f PER FIREPLACE . I'-0' r LUXURY FINISH (B) /MDF SHEET w/ / ALCOVE AS OCCURS 1x4 MDF CAP (w/ FLAT WALL OPT.) 2-I/4" CROJN MOLDING -Ix5 MDF FLAT (ALIGN w/ LEG BELOW) Ix2 MDF HORIZONTAL TILE SURROUND AS SPEC'D 5/4.6 FLAT TOOK MDF LEGS, TYP. BOTH SIDES FIREPLACE AS 5PEC'D COTTAGE FINISH SECTION VIEW (A) MDF SHEET w! ALCOVE AS OCCURS I 1x4 MDF CAP (w/ FLAT WALL OPT.) 2-I/4" GROWN MOLDING IxB MDF (BUILD OUT - FACE TO MATCH FACE OF LEGS BELOW) Ix MDF NAILER 45 REO'D IR' `Ix MDF HORIZONTAL —� ,7:: --- Ixd MDF WRAP AT TOP I 60TTOM OF LEG-., TTP. - TILE SURROUND AS 5PEC'D I 1.6, MDF BOXED OUT LEGS I (BUILD -OJT 2-1/2" OFF FACE OF FIREPLACE), TTP. ALL LOCATIONS FIREPLACE AS SPEC'D LUXURY FINISH SECTION VIEW (B) :off 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-923-6607 FAX 541-548-0761 REVISIONS CURRENT AS OF 011816 __ II I FIREPLACE D ETA I LS EXAMPLE 2 -STORY PLAN DOES NOT NECESSARILY REFLECT PLAN OR ORIENTATION TO BE CONSTRUCTED RCO='NG- .15 SPEC G. L --<E 'YF. JN.C.'� -E--L ORIF EDGE WERE REG'G --'S F'SG'(TF��� —�❑ UINr �.: _ TTP--�/ .�_ SIDING 4 - ;TYF. C=- wINGCUS _ - = CORNER. ' TRIM 1 TY=.1 -SCNRY 5ELEC7Ec ❑ . (5EE PLAN FOR _ MASONRY LOCATION'S) 6 _ - <_L= iR- =RCi=C= E�OF -r,:- 5_:l R5 -NCR-N _OND I EDGE ,;1 -ERE REG'G. T l 1 .rl�I f s::l.I �5" GCCR CG_L"'N - ==C 1:e - WINDOW euL'I'ER5 ! 7FI-i 7-..e E _ PL -''NT 5NELF L SFEC'R - 3EE GE'=+1= _FRONT ELEVATION (EXAMPLE) SCALE= 1/4" = 1'-0' (24x36 5-IEET) 1/H" = 1'-0' (11x17 5HEET) TYP ii _ TRI ROOF 51E=7 -NC: TRI`- =_TJN o.: -LOCKERS �- _==_ r � 5 L____- TC 5L�=FOR7 I' `I RGO= GV - -NG I = INC. -ER _-N i IN STD. COLUMN DETAIL 5CALE: N.T.S. 'BJ55ES =ER F_ -'N 5'RG 5L<'G. -5 REG i = TR:... - = -GGE OF 5"^BT FLN=_.. ON-' L .. GRIT EGG -E E a ,K� �4 , E FI�'S�. 12-I/4"_� ••OP7. ENCLOSED SOFFITS" w/ OPT. ENCLOSED -F ✓E\TEG 50=='- 5 SOFFITS - N=1LEB CON _ - C„'. TR�55 1 -_^ILS 51-C,-5- ' -' ROOF EAVE, TYP. 3 SCALE: N.T.S. ■111111=1 'MAL, �� ii �iia�iwWl�L�✓•i iiiiiiiiiiii✓i� I 1 1 SIDE ELEVATION (EXAMPLE) 5CALE: 1/4" = 1'-0' (24x36 51AEET) 1/8" = 1'-0' (11x17 SHEET) TYP ELEVATION SHUTTERS - )IGT= TC ,TC - 4 4 TCy44 COR5E_5 CUT FRONT VIEW _ GLUED ER == END VIEW c =Rc TOP VIEW =RCv'DE :- GOREEL5 -CR W NGOWS JF -c a uEo_ .:C:lN7-r umcRP cRPLANT SHELF lowe t XC cvECORBELS WINDOW SHUTTERS & PLANT SHELF SCALE: N T5. REAR ELEVATION {EXAMPLE SCALE: 1/4" = '-0' (24x36 5HEET) :/5" = I'-0' (11x17 SHEET) =T •'. :RIP EGG_c CNL- -5 RE O'D.' _,_ , E _5G1L TRIM ' TT F. CORNER — L FSM. -R' =-N__ i'7, N G GC --RGOF SSE _--.iNG- 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 591-9216607 FAX 541-548-0761 -- : 5PF-RIM SETWEEN V I CJTLCGGERS i TL r �- TLco<ER5 '6 REr— .L I I I L 3 1 1 c/ER--NG- . Z �.. L 1� _C) V J' _ -T x'" 0:0-1 i CJT TRIM TO =IT ENGLC5E =_iFOSEG �. - ' } ME i ^-BEA fiT TCF OF Q TYF I. r _V I FIM CAP DETAIL �. •-f TYP rte... 5 -=l�l : GFoST� - vGGE . 8' i ONLY -5 RE G'G.' 5^'=R' -- WRAPPED POST = 5cm 1 El E4 i 5f-IARi -R"' __� _ G_., OI I � 1l �- Ifl -- -- C / BASE DETAIL �5" GCCR CG_L"'N - ==C 1:e - WINDOW euL'I'ER5 ! 7FI-i 7-..e E _ PL -''NT 5NELF L SFEC'R - 3EE GE'=+1= _FRONT ELEVATION (EXAMPLE) SCALE= 1/4" = 1'-0' (24x36 5-IEET) 1/H" = 1'-0' (11x17 5HEET) TYP ii _ TRI ROOF 51E=7 -NC: TRI`- =_TJN o.: -LOCKERS �- _==_ r � 5 L____- TC 5L�=FOR7 I' `I RGO= GV - -NG I = INC. -ER _-N i IN STD. COLUMN DETAIL 5CALE: N.T.S. 'BJ55ES =ER F_ -'N 5'RG 5L<'G. -5 REG i = TR:... - = -GGE OF 5"^BT FLN=_.. ON-' L .. GRIT EGG -E E a ,K� �4 , E FI�'S�. 12-I/4"_� ••OP7. ENCLOSED SOFFITS" w/ OPT. ENCLOSED -F ✓E\TEG 50=='- 5 SOFFITS - N=1LEB CON _ - C„'. TR�55 1 -_^ILS 51-C,-5- ' -' ROOF EAVE, TYP. 3 SCALE: N.T.S. ■111111=1 'MAL, �� ii �iia�iwWl�L�✓•i iiiiiiiiiiii✓i� I 1 1 SIDE ELEVATION (EXAMPLE) 5CALE: 1/4" = 1'-0' (24x36 51AEET) 1/8" = 1'-0' (11x17 SHEET) TYP ELEVATION SHUTTERS - )IGT= TC ,TC - 4 4 TCy44 COR5E_5 CUT FRONT VIEW _ GLUED ER == END VIEW c =Rc TOP VIEW =RCv'DE :- GOREEL5 -CR W NGOWS JF -c a uEo_ .:C:lN7-r umcRP cRPLANT SHELF lowe t XC cvECORBELS WINDOW SHUTTERS & PLANT SHELF SCALE: N T5. REAR ELEVATION {EXAMPLE SCALE: 1/4" = '-0' (24x36 5HEET) :/5" = I'-0' (11x17 SHEET) =T •'. :RIP EGG_c CNL- -5 RE O'D.' _,_ , E _5G1L TRIM ' TT F. CORNER — L FSM. -R' =-N__ i'7, N G GC REVISIONS CURRENT AS OF 100118 SIGNATURE SIDING DETAILS SEE CS DS3 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 591-9216607 FAX 541-548-0761 V _J Q (D LLI 0 V Z 1� _C) V LLJ 0:0-1 Q Z _V REVISIONS CURRENT AS OF 100118 SIGNATURE SIDING DETAILS SEE CS DS3 The "Method Al" installation guide THIS INSTALLATION GUIDE REFERENCES THE AMERICAN is designed for integral flanged win- ARCHITECTURAL MANUFACTURERS ASSOCIATION PUBLICATION 2400.02. dow applications, where the window Is installed atter the weather resistive 1, ria =a 'mrmra'r me hm barrier is applied. Compliance with o`-�R�r g^radnuarga>•c t � the building code and proper `'kind:+" installation are critical in reducing polentud water leakage points Under adverse weather conditions, the installer may consider using 'Method B" with meohamcaly NI t,A,ather Ro'vh whubar attached fleshing, Consideration "P I 4 f op"n banlx should be given to preparing the ., j ewrom i substrate for best adhe=n. For some j{ j substrates, a primer may be required. �I • �� The following Fortifiber.Building Systems 1 it Group" flexible window flashing products are acceptable for this method: .PAoistop E,2 Seal Sell Adhesive Flashing trashI es 6, 9 and 12 inch x 75' tots .PoruFlasn`watetproof Fla8hIRg `c `�•,� ` 4. 6, 9, 12, 18 and 36 inch x 79 rolls v✓<ic sin a FortlFlashs Commercial Waterproof Flashing i flashing \ 6 9,12 and IS inch x 75' rolls - • FortiRaW Butyl Waterproof Flashing 4, 6, 9 and 12 Inch x 75' 1 MODIFY BARRIER Ahe da W'..la.epwa _ .han'v nta Lac; �.a8edge xrsuvd naso L '�`� • Alla+oar -•-�_ ood C Jt,ht '>R 9• i i 'star 45' A—M L1rt the sr71 flashing to the wider of the rough ftug"' .I opening plus twice the flashing width Wipe the Make the following diagonal cuts at fie topof ere rough . - _. surface of the weather -resistive barrier with a dean opening comers Example for Wflashing measure as fallow.: reg ro ensure proper adhesar. Remove cine release 9" up and 9' oyer, makinga 45" angle f1aj. Cut on the drag- paper and press the sill Bashing in place so that the cosi from madred point to Urs rough opening comer Gently edge of the Washing's adhesive is levet weh are top raise the top edge of the weather-resfseve blamer and Tape the edge of the rough opening. Comore and the center to the barrier surface above. This wie allow for the installation of the window and the jamb aid freed CONTfNtJED... Bashing later. WINDOW • - FLASHING . - r „ Aodv conal rsus"b•irxh _ r , _ _^ + Leao urwsta"rt ort - I ���...•✓.00wBange -- 1 / L �'�iirrOA'++o �'`--`.:.• w,admA range ATyn the'AsI t Before installing the window. apply a corrUnwus 3/e" bead ,.ill4'h aW51dre 1 Of sealant to the backside finterioo or the .n Aeadnes•.'esp a CII mounting Range. Install the wvndaw according to the win- rte"+""''sew— dcwmanufacturersinstructions j 'lirge" -- -- ` 5 HEAD FLASHING if.t1Jut dor erxvph heal Awn t+—%O v .rash.oye'st na III rons ny wt wendJ.•l I(aak' w91^ 71i! .tdrrSN:? Seo: Nirr)ti R35h•±G \" mver;ng she erhdn a4:.Ty+—w tung:- ' _ • Priorto installing the jamb flashing wipe the jamb Bangs - and weatheiresisiive barrier with a clean rag to ensure tamper adhesion. Then cut two strips of Bashing long enough to extend bayondthe sill Bashing and 2' below the top of the head flashing. Renmve the release paper and Wipe the head Hangs, jamb Bashing, weather-reslsdve bar- align the Bashing flush egamsf the window frame with the nie; and sheathing with a dean rag. Cut a piece of flashing adhesive strip eovenng the entire window flange, fallow long enough to ensure that rte head hashing extends a min- this procedure for the other side of the window' lm,rm I' beyond the jamb flashing. Install Bre head gashing by pressing finny, rn place in one direction to prevem +roads. • he fmost 7his:reo tmost r- App4 JheaMhyxJ tet+esr lar ��, refers to the tae diacpr+a+<uom 4F commonly used types of WiMlOWB faUdaOe mourRedt. For Whertypes of frames, special aeenhon should be paid to the :•' __ -^'""- �' window manufacture/'. instructions. Foriifdber recommends Meusevla !� Finally, stow the flap of the weather-neeadflashin - Ata bander w weestive rafedbraid weathers the .head tc fay Bat over the head Bashing. Apply a new resistive barrier with all its ' piece of sheathing tape over the entire diagonal cut made 1 Bashing systems in the weather-resislive blamer and press firmly in piece. I- ----- 1 WINDOW FLASHING, TYP. DS4 SCALE: N.T.S. IIi/d- Hodsawre. products for aN —a:uar cond&lb N T'L 'TION N K C ''CN N T LL v -GJ WR N-!--=RCvEG E/-ERICR HG .N SRING N - -FFFER COURSES L'C _OWER UR T L N "e GR i 5i ENING NE R N GINNING 'NC HER C '� C/ R O- LEAS- G N -T H CJ R_ C T I—T 17 N G 'R. W TH LOWER CC"R tiRE- FE FRO^7 GCFNER 'N G^N 'N \ \ OR TAFLING AS "CU NC FG NG a 50 INCA F451ENEFe r NE UrOR NLI_ EASE N T -IRe7 ✓ER -ICA_ OW OF FA„ _\_R..., -E ✓ R - INCF-ES SECUR-:C' _WRQ.= Ire^'I_` IN - 'C 1 ALON TH VER IC L S%G--- U6'NG LARGE I-.E,aC RCC =:--571C G.F N i 5/IE tS OR _ ^ FG ER. USE h.0 EC.L'R N TA C EA HO LUII 4"5 ANr 'C -EG L''RG SYNT ".G LA-,'_ING TC L RC' N NETR_TIONS UCH L„ E EC R C 'L BG/ES HOP' G'�=RG F_E115LE EL L FL '51 NC- [:-'N EE USED TO ..c, -L RCUN.: F_N_7R�- ONS LIKE CRIER VENTS 2'. BUILDING HOUSEWRAP, TYP. DS4 SCALE: N.T.S —. LNEL SIG ING -„ "FEC'G J WALL FER IF 4 �NCUSEIURAF CCUN'7ER-FL A'S�E G' Q OVER HEAD FL?5HING SIDE W G -F FROM 5G--C- -TC"' OF OF SIDING TC RCOFINGC 9I Z iMET;±.L'L HEAD 4 SHINE, % NAILED -C WALL SHT-+'G ON'L` T f -RCGP SHINGcES -' E - U' 171 FL =Y M_N' -_ _FEC G. REAR �'.CUSE WR _C05E "_ --.,E OF WAL `iIN_ TJC<EG =N: C✓E-_-PPEG ! C'JER - -CE\- -__ -CU =-LjRAr -NG INS-_L_E- =ER NS-RJCT'ONS = 5"'-R N S 7, N LOOSE C,= _\ 'EwR_F FRE=ER IN - H=N N.=ILEO FER _,_ ..CI-EGJLE NOTE= FOLLOW ALL MANUFACTURER'S INSTALLATION INSTRUCTIONS FOR HORIZONTAL a VERTICAL HOUSEWRAF OVERLAPS SEAM TAPING (DETAIL 2/D54J GARAGE GCGR -� C- E4,a^SMS TR --T1 I A! f EI _TRJSSES FER F. aN CORN'ERS - ''N..'4_ =RCN- JI TRI.. FIRST L_F SAGE R... ELK'G EETWE EN 'CEE =_Ue. di GGRNER GTJGS - EDGE N -IL (SIDE TRIM TO BE CONT. AT IT I II I�- SHEATHINGTCEL<'G. EDGE OF OFT. MASONRY) a ROOF -TO -WALL FLASHING, TYP. DS4 SCALE N.T.S. Kick -out flashing A ad" `I 7 — step flashings j 1 ► r � � r snea'hng pap R Ruse wrap deddmg-- ~,��•k eaves proledion ;•est edged\ 1111p,atlge + r09t gunin Me: O*w sh ngtes and siding rot shown for daray F I STEP IN .'L_ - GCN.IN" C-. =--- OF INS -'-L- F R5- GO"HSE G'---NGLES HCU5EWR_= --SING Eo-- =-r= '=E_ NS7AL_ FIR - == E G- F;--= - _ NG- T=NGS -- 'E0 'EC lE RCC RAKE. LA' -ERC OVER KGK R I -IN -'N7- INL GR - =CG= - _ /EW -FR_ A67EN C IN NN H SII\IGLE W L G�<N _%J N' - FOR ._-C<N GN N a=NG N �'N- ♦ NT 06 EWR F N, ON c eE RN- \G L= _ t RGOr D .'.ING NG F--'5-NG SER _ NEu. CCU<o_ OF 5 JFZ- ON S OhRUGC\ - NC: - F ✓', = R �E= R -NCE. N K C;< -C-- _ NG - 57=P F -_'5 -NC- G F - -- '\_ /. �G = 'N NG <.G< -O"- FL -'S -NG NOCG r < „- ✓EN '.N -c FCC= ❑ ✓ == C'v ., K. CCRNE< -e F =RO"' ROOF L R C N. =RC1 5_ __-GE OF e!--ING -C RCC:'\G--. STEP FLASHING & KICK -OUT FLASHING, TYP. DS4. SCALE N.T.S. � I SIC Ne = - - FRONT -c--5ONR- -- 6==C G. r �HcJSE�-F =COBE EGG -E C= \. 7U K NC O =FEC �-) CORNER TRIM, TYP. DrJ•4 srJLLE: N.T.S. -C-eEWF-= --= c✓eR FL -S -INS.. C TC R NSrcN., MASONRY WAINSCOT, TYP. DS4 f SCALE: N.T.S. S e- =<E 51G INC- -„ 51FE C'G FER FL -'N -C" JR=F CVc-R - NG- OVER - - . E' C-Nv -5 b=EG'F CE\ -R C✓=R-R-NSITION -N \ RuG CN., E/ -ENG CORN_ 5 '.0 OVERLAP - n.G NG- -'e SF -CG 7 GABLE SIDING w/ TRIM BAND, TYP. DS4 FRONT ELEVATION ONLY SCALE: N.T.S. v-= ENG iRJ55 =ER FL -N SE':JKAF FROM G-ELE ENG R, -N _GCSE FA57 BC 70M OF 7'NG- . TRIP' E/CESS ALONG EDGE -'FI=R N-^''_ING DING RUN LOOSE CVER G'N3 - -RM yCE55 EDGE OF r- NIS _F7ER N_._'ING V �1 GABLE TRANSITION - SINGLE WALL, TYP. DS4 SIDES I REAR ELEVATION SME: NT.a. _0 -A5N - FL FGOR /7ENG _ = oRN R Tc ovER__F C RG 7C c ✓ER -..wER 'OUSE WR_. S=WR= FRO-6FFER W -L- _cc5E -.,T 15C --70M OF TRI-E/GE ONG EC GE R '4 -"LN-- - e:7 L.LIN-- IN = EWER \ NG _ =_E 1 C R:" RC <- 1 -NE— 5 GING 9 FLOOR TRANSITION - SINGLE WALL, TYP. DS4 SIDES/ REAR ELEVATION SCALE NTS. Sw GLACIER PLACE REDMOND, OR 97756 PHONE 541-9236607 FAX 541-548-0761 Un J Q W Z ^ J 1� >* 0as U Z D Ln REVISIONS CURRENT AS OF 100118 SIGNATURE SIDING SIDING & FLASHING DETAILS SEE CS DS4 LP ITV .56/y.5 u nib in HAYDEN HOMES EDGEWOOD GARAGE RIGHT MAIN FLOOR LPI JOIST LAYOUT E2 Hanger Detail Verify capacity and fastening requirements of hangers and connectors Be sure to check web - filler requirements for hangers PLACES/2' :18 X 9 1/2" Desi ned By: Norm Nordby - International Wood Products TYPE QTY. N/A TYPE QTY. SERIES DEPTH LENGTH I -JOIST 2 LPI18 91/2" 2' I -JOIST 4 L-PI18 91/2" 14' I -JOIST 8 LPI18 91/2" 22' I -JOIST 24 LPI18 91/2" 25' N/A TYPE QTY. SERIES DEPTH SPACING I -JOIST BLOCK 18 LF L.PI18 9 1/2" 19.2" O.C. N/A TYPE QTY. SERIES MANUFACTURER N/A HANGER 52 ITS2.56/9.5 Simpson SEISMIC D ZONES ONLY: LATERALLY BLOCK JOISTS AT ALL INTERMEDIATE SUPPORTS ADD 54 LF I -JOIST MATERIAL FOR BLOCKING General Notes FL ODF JOI S I E %O FE 9 1711 LPI 16 kd :S'.c"Q.C. IYR UIJD 2, OFFSET JOIST 114X. 3' FOR FL 0 �I Key Notes Additional Notes t. ALWAYS READ PRODUCT BROCHURE BEFORE INSTALLATION OF ENP PRODUCTS. 2 REFER TO HOLE CHARTS PRIOR TO DRILLING PRODUCT. d THIS DOCUMENT IS INTENDED SOLELY AS A PLACEMENT PLAN. IT IS TO BE REVIEWED BY THE ENGINEER OF RECORD AND MUST MEET HIS/HER APPROVAL PRIOR TO INSTALLATION OF OUR PRODUCT. 4. THIS DOCUMENT IS NOT TO BE USED AS A REPLACEMENT FOR YOUR ORIGINAL STRUCTURAL PLANS 5. LAYOUT, QUANTITY AND LENGTH TO BE VERIFIED BY CONTRACTOR. ReAalone CONTRACTOR/ FRAMER TO VERIFY CORROSION PROTECTION FOR HANGERS FROM PRESSURE—TREATED LEDGER/SILL PLATE. REFER TO SIMPSON STRONG—TIE LITERATURE & PRODUCT BULLETIN "T—PTWOOD0611 FOR BARRIER OPTIONS. INSURE 18" CLEAR FOR CRAWL ACCESS, ADJUST LAYOUT AS NEEDED TO A MAX ADJUSTMENT OF 3" OTHERWISE ADD ADDITIONAL I JOIST FLOOR PLACEMENT PLAN SCALE N.T.S. h! ]1]1_ C', c];FJnc c �. - n`c, ] r- c -r- o _c.s,s': ""]_ J. O "c]. Gc_J-G.-.J r:J Jrl- +:,f SLC - oon Zf– ¢W J a aomED Vo t-WWU aa' ��aaoW� M z J ¢ > U J Z } Q Or m L.O.- slim 10 LLJ 0-W R �$m g..a moa o E.en I goo�a l u,.LL OL W W W QUZ �z� co J T OU "> d) d II � II ora W Of o zm Z c, _ r z 0 ar _ _- 1 Ofl