Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit Building 2020-03-12
i NGFIELD * �0 } OREGON Web Address: www.springfield-or.gov Permit Issued: March 12, 2020 Building Permit Residential 1 & 2 Fam Dwelling (New Only) Permit Number: 811-20-000076-DWL IVR Number: 811030692407 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 Email Address: permitcenter@springfield-or.gov I TYPE OF WORK Residential Specialty Code Edition: 2017 Category of Construction: Single Family Dwelling Type of Work: New Calculated Job Value: $196,350.92 Description of Work: PRE New SFD Lot 319 Jasper Meadows 9 Edgewood 319 ]OB SITE INFORMATION Worksite Address Parcel Owner: HAYDEN HOMES LLC 2111 S 59TH ST Springfield OR 97478 1802033300101 Address: 2464 SW GLACIER PL STE 110 ' REDMOND, OR 97756 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone HAYDEN HOMES LLC - Primary CCB 172526 541-923-6607 BIRCHFIELD HEATING & AIR CCB 88938 541-926-1374 CONDITIONING INC GO PLUMBING & HEATING LLC CCB 193589 503-507-5350 GARNER ELECTRIC CO CCB 121159 503-648-4552 PENDING INSPECTIONS Permits expire if work is not started within 180 Days of issuance or if work is suspended for 180 Days or longer depending on the issuing agency's policy. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. Granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or the performance of construction. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 through OAR 952-001-0090. You may obtain copies of the rules by calling the Center at (503) 232-1987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701.010 (Structural/ Mechanical), ORS 479.540 (Electrical), and ORS 693.010-020 (Plumbing). Printed on: 3/12/20 Page 1 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-20-000076-DWL Page 2 of 5 Inspection Inspection Group Inspection Status 2999 Final Mechanical 1_2 Famdwell Pending 3999 Final Plumbing 1_2 Famdwell Pending 4999 Final Electrical 1_2 Famdwell Pending 9504 Curbcut - Standard Public Works Pending 9508 Sidewalk Public Works Pending 1530 Exterior Shearwall 1_2 Famdwell Pending 1260 Framing 1_2 Famdwell Pending 2300 Rough Mechanical 1_2 Famdwell Pending 3170 Underfloor Plumbing 1_2 Famdwell Pending 4500 Rough Electrical 1_2 Famdwell Pending 1020 Zoning/Setbacks 1_2 Famdwell Pending 1090 Street Trees 1_2 Famdwell Pending 1110 Footing 1_2 Famdwell Pending 1120 Foundation 1_2 Famdwell Pending 1160 UFER Ground 1_2 Famdwell Pending 1220 Underfloor Framing/Post and Beam 1_2 Famdwell Pending 1410 Underfloor Insulation 1_2 Famdwell Pending 1430 Insulation Wall 1_2 Famdwell Pending 1440 Insulation Ceiling 1_2 Famdwell Pending 1999 Final Building 1_2 Famdwell Pending 2200 Underfloor Mechanical 1_2 Famdwell Pending 2250 Gas Piping/Pressure Test 1_2 Famdwell Pending 3130 Footing/Foundation Drains 1_2 Famdwell Pending 3200 Sanitary Sewer 1_2 Famdwell Pending 3300 Water Service 1_2 Famdwell Pending 3400 Storm Sewer 1_2 Famdwell Pending 3500 Rough Plumbing 1_2 Famdwell Pending 3620 Backflow Device 1_2 Famdwell Pending 3650 Shower Pan 1_2 Famdwell Pending 4000 Temporary Power Service 1_2 Famdwell Pending 4220 Electrical Service 1_2 Famdwell Pending SCHEDULING INSPECTIONS Various inspections are minimally required on each project and often dependent on the scope of work. Contact the issuing jurisdiction indicated on the permit to determine required inspections for this project. Printed on: 3/12/20 Page 2 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-20-000076-DWL Schedule or track inspections at www.buildingpermits.oregon.gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811030692407 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: 811-20-000076-DWL Page 4 of 5 PERMIT FEES Fee Description Quantity Fee Amount Residential wiring 1811 $258.00 Technology Fee $197.19 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 Water heater 1 $19.00 Plan Review - Major, City 1 $251.00 Single Family Residence - Baths 2 $521.00 Address assignment - each new or change requested externally, per each 1 $54.00 SDC: Total Transportation Administration Fee 190.09 $190.09 SDC: Improvement Cost - Local Wastewater 2015.76 $2,015.76 SDC: Total MWMC Administration Fee - Local 89.48 $89.48 SDC: Reimbursement Cost - Storm Drainage 738.96 $738.96 SDC: Improvement Cost - Storm Drainage 1072.84 $1,072.84 SDC: Reimbursement Cost - Local Wastewater 4092 $4,092.00 SDC: Total Sewer Administration Fee 305.39 $305.39 SDC: Reimbursement - Transportation SDC 190.06 $190.06 SDC: Improvement - Transportation SDC 3611.72 $3,611.72 SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 135.93 $135.93 SDC: Improvement Cost - MWMC Regional Wastewater SDC 1620.85 $1,620.85 SDC: Compliance Cost - MWMC Regional Wastewater SDC 22.82 $22.82 SDC: Administrative Fee - MWMC Regional Wastewater SDC 10 $10.00 SDC: Total Storm Administration Fee 90.59 $90.59 Fire SDC - New Res Construction Sq Ft fee - enter sq ftg 1811 $108.66 Structural plan review fee $978.85 Structural building permit fee $1,505.92 Willamalane fees - Single Family Detached, per unit 1 $4,203.00 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 - Mech (12% of applicable fees) $20.04 State of Oregon Surcharge - Bldg (12% of applicable fees) $180.71 Curb cut and Sidewalk construction - multiple permit discount 1 $-42.00 Curb cut fee - enter # of cuts 1 $125.00 Printed on: 3/12/20 Page 4 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-20-000076-DWL Sidewalk construction - permit, first 90 linear feet Note: This may not include all the fees required for this project 1 Total Fees: Page 5 of 5 $125.00 $22,933.34 Total Job Value: $196,350.92 Printed on: 3/12/20 Page 5 of 5 C:\myReports/reports//production/01 STANDARD 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 811-20-000076-DWL Springfield, OR 97477 541-726-3753 OREGON IVR Number: 811030692407 permitcenter@springfield-or.gov Receipt Number: 474096 Receipt Date: 3/12/20 www.springfield-or.gov Worksite address: 2111 S 59TH ST, Springfield, OR 97478 Parcel.- 1802033300101 Printed: 3/12/20 2:59 pm Page 1 of 3 FIN_TransactionReceipt _pr Fees Paid Transaction Units Description Account code Fee amount Paid amount date 3/12/20 1.00 Ea Structural building permit fee 224-00000-425602-1030 $1,505.92 $1,505.92 3/12/20 1,811.00 SgFt Residential wiring 224-00000-426102-1033 $258.00 $258.00 3112/20 2.00 Qty Single Family Residence - Baths 224-00000-425603-1034 $521.00 $521.00 3/12/20 1.00 Ea Range hood/other kitchen equipment 224-00000-425604-1031 $19.00 $19.00 3/12/20 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) 3/12/20 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 Ea Furnace - up to 100,000 BTU 224-00000-425604-1031 $23.00 $23.00 3/12/20 4.00 Qty Gas fuel piping outlets 224-00000-425604-1031 $9.00 $9.00 3/12/20 1.00 Ea Water heater 224-00000-425604-1031 $19.00 $19.00 3/12/20 1.00 Qty Curb cut fee - enter # of cuts 201-00000-428060-1069 $125.00 $125.00 3/12/20 1.00 Ea Curb cut and Sidewalk construction - 201-00000-428060-1069 $(42.00) $(42.00) multiple permit discount Printed: 3/12/20 2:59 pm Page 1 of 3 FIN_TransactionReceipt _pr Transaction Receipt 811-20-000076-DWL Receipt number: 474096 Fees Paid Transaction Units Description Account code Fee amount Paid amount date 3/12/20 1.00 Ea Sidewalk construction - permit, first 90 201-00000-428060-1069 $125.00 $125.00 linear feet 3/12/20 738.96 Amount SDC: Reimbursement Cost - Storm 617-00000-448029-8800 $738.96 $738.96 Drainage 3/12/20 1,072.84 Amoun SDC: Improvement Cost -Storm 617-00000-448028-8800 $1,072.84 $1,072.84 Drainage 3/12/20 4,092.00 Amoun SDC: Reimbursement Cost - Local 611-00000-448024-8800 $4,092.00 $4,092.00 Wastewater 3/12/20 2,015.76 Amoun SDC: Improvement Cost - Local 611-00000-448025-8800 $2,015.76 $2,015.76 Wastewater 3/12120 190.06 Amount SDC: Reimbursement - Transportation 434-00000-448026-8800 $190.06 $190.06 SDC 3112/20 3,611.72 Amoun SDC: Improvement - Transportation 434-00000-448027-8800 $3,611.72 $3,611.72 SDC 3/12/20 135.93 Amount SDC: Reimbursement Cost - MWMC 433-00000-448024-8810 $135.93 $135.93 Regional Wastewater SDC 3/12/20 1,620.85 Amoun SDC: Improvement Cost- MWMC 433-00000-448025-8810 $1,620.85 $1,620.85 Regional Wastewater SDC 3/12/20 22.82 Amount SDC: Compliance Cost - MWMC 433-00000-426607-8810 $22.82 $22.82 Regional Wastewater SDC 3/12/20 10.00 Amount SDC: Administrative Fee - MWMC 611-00000-426604-8800 $10.00 $10.00 Regional Wastewater SDC 3/12/20 90.59 Amount SDC: Total Storm Administration Fee 719-00000-426604-8800 $90.59 $90.59 3112/20 305.39 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 Decorative gas fireplace 224-00000-425604-1031 $19.00 $19.00 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 Printed: 3/12/20 2:59 pm Page 2 of 3 FIN_TransactionReceipt_pr Transaction Receipt 811-20-000076-DWL Receipt number: 474096 Fees Paid Transaction Units Description Account code Fee amount Paid amount date 3/12/20 1,811.00 SgFt Fire SDC - New Res Construction Sq 100-00000-424005-1091 $108.66 $108.66 Ft fee - enter sq ftg 3/12/20 1.00 Ea Flue vent for water heater or gas 224-00000-425604-1031 $13.00 $13.00 fireplace 3/12/20 1.00 Ea State of Oregon Surcharge - Mech 821-00000-215004-0000 $20.04 $20.04 (12% of applicable fees) 3/12/20 1.00 Ea Plan Review - Major, City 100-00000-425002-1039 $251.00 $251.00 3/12/20 1.00 Automatic Technology Fee 204-00000-425605-0000 $197.19 $197.19 Payment Method: Credit card Payer: HAYDEN PERMITS Payment Amount: $21,954.49 authorization: 012720 Paid through ePermitting website Receipt Total: $21,954.49 Printed: 3/12/20 2:59 pm Page 3 of 3 FIN_TransactionReceipt_pr �Ir" <i 31q Structural Permit A srr:,NGrte�4 DEPARTMENT USE ONLY Permit no:X_lY1C_7� Date: �a--lloJJaw�M� 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days of issuance or if work is suspended for 180 days. ❑ SAME AS: LOCAL GOVERNMENT APPROVAL This project has final land -use approval. Signature: Date: This project has DEQ approval. Signature: Date: Zoning approval verified: 0 Yes ❑ No Property is within flood plain: ❑ Yes O No CATERGORY OF CONSTRUCTION i✓ Residential I ❑ Gover,m`ent I ❑ Commercial JOB SITE INFORMATION, An;ID LOCATION Job site address: City: Springfield Stae:ORVno- 9747$ Subdivision: Jasper Meadows 9 Lot319 M Birchfield Reference: 1 W;�Q � 3 JTaxlm PROPERTY OWNER Name: Hayden Homes Address: 2464 SW Glacier PI. City: Redmond State: OR ZIP:97756 Phone: 541- ZZO- 4 '06J 1 Fax: 971-404-0936 This instatlation is being made on residential or caro, P"01i` r:V owned by me or member of'my immediate family, ar:ll s exempt from licc;nsirlg ° lui e lents under ORS 701.010. Sign here: 5ONTRACTOR INSTALLATION Busisness name: Hayden Homes Address: 2464 SW Glacier Pl. City: Redmond State: OR 'ZIP: 97756 Pho•ne:541-dad--W&,-g Fax:971-404-0936 E-mail: CCB license no: 172526 1. Valuation information Print name: Signature: SUB -CON (a) Job description: New Single Family Dwelling, INFORMATION Name: 611 .rcense Number Phone Number E Garner Elect, 121159 503-648-4552 P Go Plumbing 193589 503-507-5350 M Birchfield 88938 541-974-0909 FEE SCHEDULE 1. Valuation information (a) Job description: New Single Family Dwelling, detached Occupancy: R3/U Construction type: VB Square ft: House: 1408 G: Other: 1162 Cost per square foot: $122.46 $48.74 $24.37 Other information: Type of Heat: Gas forced air Energy Path: E5A and CAI G New ❑ alteration ❑ addition (b) Foundaltion-only permit? ❑ Yes O No Total valuation: , 2. Building fees (a) Permit fee (use valuation table): $1,505.92 74 (b) Investigative fee (equal to [2a]): ( c) Reinspection ($ 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 v (b) Fire and life safety (40% x permit fee [2a]) (c ) Subtotal of fees above (3a and 3b): $978.85 4. Miscellaneous fees: 5% Tecta $124.24 (a) Seismic fee, 1% (.01 x permit fee [2a]): TOTAL fees and surcharges (2e+3c+4): $2,789.72 11/20/2019 .92- Electrical Permit Application 221 FI fib SIrte 1#Spring field, 012 97477♦1')4(541)726.3753#FAX(541)726.3689 erq,Nartat.n r- DEPARTMENT USE ONLY 1�Crinit 110,: •x�� L '1'Ids permit Is Issued under OAR 918-309-0000, 1'errnits are nontransferable. Permits expire if work is not started withln 180 days of issuance or if work Is suspended for 180 days. LOCAL GOVERNMENT APPROVAL Zoning approval verifred7 ® Yes ❑ No CATEGORY OF CONSTRUCTION ® Residential 0 Government 0 Commercial JOB SITE INFORMATION AND LOCATION Job site address: City: Springfield State: OR Z111: 97478 Itererence: Lot 319 1'axloL: DESCRIPTION OF WORK Single Family Residential PROPERTY OWNER Name; Hayden Homes LLC Address; 2464 SW Glacier PL suite 110 City: Redmond I State: OR 7.11):97756 Phone: 541-923-6607 1 Fax: 541-404-0936 E-mail: crwarren@hayden-homes,com This installation is being made on residential Lir 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(i ) and 479,560(1). atgnantre: CONTRACTOR INSTALLATION Business name; Garner Electric Address: 2920 SE Brookwood suite A City: Hillsboro State: OR ZIP: 97123 Phone; 541-246-0312 1 Fax; E-mail: rW'neland@garnerelectric.com CCD license no„ 121159 1 BCD license no,; 34305C Signing supervisor's license no,: 3707S Print name orsigning supervisor: ChAkjgarner, Signature of'signing supervisor: + Last edited 7/112019 FEE SCHEDULE Number of Inspections per ltem () Qt)-, Cost e+t. 'Total cult Residential, per trap, service included; 1,000 sq. Il, or less (4) SEach 518G.UU Each additional 500 sq. 11, or portion thereof Nliseellaneous fees: service orJeeder not inrheded $36.00 S Limited energy (2) Sa9.00 $44,00 S8a).UU S $ ::Lich at+utuACtured home or modular dwelling service or feeder (2) 3erviees or reeders: Installarlon, alreration, reluc•rtliun 2Uu untps or less (2) $112,00 S 201 to 400 amps (2) 5131,00 S 401 to 600 amps (2) $221,00 $ 601 to 1,000 wnps (2) $285.90 S Over 1,000 Limps or volts (2) $G54,VU S Reconnect only (2) ---- _ 589.00 S Temporary services or feeders; insiallution, aherariun, re/urariwr 200 amps Lir less (2) (3) linter 12% surcharge (,12 x IA)) $89.W S 201 to 400 maps (2) _ $122.00 S 401 to 600 tamps (2) $J77,U0 S over 6UU nnrps Lir 1,000 volts, see services Lir Icdders section abuve ::ranch c{rcuitst new. aheradon, extension nes onnel a. Pee f'or brunch circuits with purchase urAscrvii; er Ice;Euch brtmch circuitb, F" for branch circuits without purchasecedar Ice;First branch circuit (2) SEach additiunal brtmch circuit S, Nliseellaneous fees: service orJeeder not inrheded Each pump or irrigation circle (2) Sa9.00 S Isach sign Lir outline lighting (2) S89,UU S Signal circuit or a limited -energy panel, alteration, orextension (2) sa9.tro S Emeh addltiunul luspection: (1) S102,W S DEPARTMENT USE (A) linter subtotal ot'u(x)ve fees (Minintum I'erndt Fee $102.00) b (3) linter 12% surcharge (,12 x IA)) S (C) Technology Pee (8%ot'IA)) TOTAL, fires and surcharges (A through 1)): S L mw WN i a F Z a 1 F U 0 E N f O N cu cc L Q) Q)N L L �. 41 43 N ca)) G j LO t J u O O F Q � a) O pA ._ � _ i L _7 •ai m U•� C C v > N H M O +_ V) 1 +s - U a) •�, O m O aJ L C ii (� C a) O pp L () a) a) +-+ Q 4„ 4- O +J 6 ? U a) U 4-a) U O N .n _ 4_ LJ a) O 41 Ln Q a- + + "6 C ate+ C 7 4- O E a) C ,nEn � pA L N E O a) v O Y C O w a) U a- O c -Q O,y -0 U m a) > -6 C N in a V O s N v c v Q 4 C a) ,0 + tea , w 3v (V Ln i _ �o 4"o > a) O O Ln CL L to C O C 0 4- ++ > 1 Q O S a) � L � to O 41 +•+ '� O VI L O a) W 'a UO � -6 4- vI' V 'D Ln aiW +' 'O O .. m m Y U N = 3 O m C N v) N — a-+ a) 4- O 4- .� Ln a) O � p Y *' N 3 S 4-1 +' Y m m .t:; LL +' p I bD •a � O O -0 a) M C V) a) C O }' A i m 4-- Y U m > 4• O 6 U > a) 4 �O m pD C � y 1 m pn C 0 �, +, m cu v 7 — Q 4-a) = v w pA {.r O U a) 6 '6 00 a) 0Qaj sm L> mQ m 6Q L O� a- OLO L I -U U ) a) O4 cu 10 U Q N p L a) = - � m L N O O .0 LpA a) a N Ln __ L Y Q -6 = O 7 '� a) a) ` Ln Q + O O CDQ. m " I- C a) m r- a) L a) O +1 Mr 0) 2 pA O V) m cnp O O ++ O L a) -Q C a) mLn a) S "a U O N U a +, 4- Q L6 O cu +y' aQJ LO v OL +' O- +� O 4-1 Oa) L Q) EU O X F 6 O Ln 1 cn a) Q 6• m = C Q. \ Q .— C L L C O N E d a) �- Q Q () U >- () a)+ +' cn N m tlA iii �' .3 i- U �n m O 6 Q C U i �- w +� 6 a) i' U L_a a) 6 by + 6 Y 6 L m S a) L a) .� .aJ N .� Fu E Q Q. C m Y u Q N E a) m O t C N > m41 v1 � Q Q N C '-Y 4- O a) OL ..0 L O O U � >- vi N h N a) Q o0 J O m O -0 'n a) 6 L Q m pq p p a) C m C C Q N N ;+_- a OU Y a C +� w m a) m v� v� +� m C N a) - m +O a) E .O N L * C a) O a)�, pA. O-0 Ln p-0 p U N O In > ,O ++ L m O N N a O Q a) 6 N " L CUC ,yam m - O— U J O L O i L 6 m t a) , O 4— O Q 2 O L O �••� O Q) Q O 6 M 4- Ln oC 4- v� Q V) N a) � LL 4- C 4- ,n a) L Y Y "6 Y Y Y a) Y a) Y Y 4d v� Y Y Y Y Y Y N Y O U a) U a) m U a) U a) U a) C U ai LO Y U a) U a) V a) C 6 U a) U a) U a) U a) y� U U N N Y U a) a--� m `� Q `-- cm `~ `� cm cm w U U at' U U U U C U U U U U U U C U U G U d i N N E co Y U a) .0 U V v d , iA a) °~ � fa _co tw 4 L O w C aC) N s _ a� rI O C N Ln C Q � i•a L � fa •a z c cr w c m w L Q o n 0 C O L QJ cu a..( fa CD M C O 3 ns .Y to M 0ca G .- o O O O C C o O 3 L Ln C cYa C ,1 0 a) 0 Z s 4- C 0 C m 0 ca O .Ln cl n3 s O cn („ 5,' o m s ons > O °� 3 M N to L Ln : 0 00 G x Li rf O c ca ` U O t0 O ai ca O 0 (+n t6 to C OU N v0i Q N N +� 4- 0 0 u N0 0o 4 O 0 ++ ca s --3 y m Q c o m a O a) O U 4- a) SA H ..Q) a +� _ +' L 0 a) N C a) W 3 _ 'a O Obo v 4 '- io E C 0 � C On Gi .0 O O O U a) Y L O 0 L U 'n,L M L- (6 .. W ru a--( U O U , U `, N N m � 0 C a) 3 M 0 C 0 to �= o s (n � i +� y L N ba C O C l6 4- C pn C � C. = _ O Y 0 �N U •o a7 'X s (n i ko 0Ln L on 4- f6 b4 a <I� UA � t +� ri L t z Ln (n 0 0 lG to (6 O +' O 0 E •a L 4 (6 U 2� CL m a) O c O C vOi N N L m N O U WO C C o x 0c' U � m Q N � C O c� c Q (n w: O O C_ 0 E -OO +� = U ( O m C N a) L N C O N � C > E dA c v) v r—''- O LJ .Q- Y (a C 0 dp C bo la Q' a) E N " v> E aJco - vd .O O (a L- v -0 OJ a) N 0 an 4=m o C N Ln Ef6 (a L M 'a O C Y L O U on p * m 0- 0 au w p v o 'n E-0 L () N L W S 'n ` L% L O O Q a) b �F cu Y Y U U U U LL M U U U U U U 4-4-- U U N N E co Y U a) .0 U V d , a) °~ � fa L O s • . a� C Q 0 `i •a y CD M C — ns .Y to d V U C -O CL) • () 0 a) 0 [6 C cl cn („ 5,' o m U 0 0 _ :`.bn M L Vf fa m C U =I:- `n C m Q E Li OC ` U O t0 O ca o O Im (+n t6 ii C Q N N - U 4- 0 0 u L) LL ns 0 ++ ca y Y N a aJ N O 0 a) O U O U SA H -N W O a) •� a) N C a) C U tw ra M -0 0 0 v 4 '- E C 0 � U Q .0 O N O U L C =a) •U .. W ru }Da = U N m � 0 C a) 3 M 0 C 0 to o s (n m i •v a O Q ? N O a) m �N U •o a7 y s (n QC C DJ 4- f6 2 > CO � t +� ri L z Ln O 0 0 O a� (6 4 (6 U 2� +�nru c rJh Ln N Q '� 6 a) (a 0c' U Y G f6 c� c Q (n INA Inima a� ai U N L c OI T' m U .Q Q (6 U U •L U N N "6 C: as L O l� �F O 41 .1 0 v t c 0 a a� t m L Q Ln c (o C� C fu ai 4- i 4� c Q c cu _a) 75 a N t U N N LL O t O 41c �L a. 0 L Qi f6 bD O J U N O � a 4 O Y U v i V H d .Fr O ,c Y/ wE W J9 u d c m r -'w Transaction Receipt 811 -20 -000076 -DW L IVR Number: 811030692407 Receipt Number: 473532 Receipt Date: 1/13/20 www.springfield-or.gov Worksite address: 2111 S 59TH ST, Springfield, OR 97478 Parcel: 1802033300101. Transaction Units date 1/13/20 1.00 Ea Description 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 319 Cashier: Katrina Anderson Receipt Total: $978.85 Printed: 1/13/20 4:17 pm Page 1 of 1 FIN_TransactionReceipt pr CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET JOURNAL OR JOB NUMBER: 20-000076-DWL NAME OR COMPANY: HAYDEN HOMES LOCATION: 2111 S 59TH ST TAX LOT NUMBER: 1802033300101 DEVELOPMENT TYPE: Single Family Residence NEW DWELLING UNITS 1 BUILDING SIZE (SF): 2027 LOT SIZE (SF)JI 6060 IMPERVIOUS AREA I MAX 45% 1 33% 1 MAX 35%1 0 L STORM DRAINAGE DIRECT RUNOFF TO CITY STORM SYSTEM A. REIMBURSEMENT COST: ADT TRIP RATE x NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR A. REIMBURSEMENT COST 9.57 1 19.86 AREA DRAINING TO $190.06 1093 B. IMPROVEMENT COST: IMPERVIOUS S.F. x COST PER S.F. DRYWELL x COST PER TRIP x CHARGE 2455.00 9.57 1 $0.301 = 0 1094 $738.96 B. IMPROVEMENT COST 4. SANITARY SEWER - MWMC IMPERVIOUS S.F. x COST PER S.F. A. REIMBURSEMENT COST: CHARGE 2455.00 $0.437 = 0 7,072.84 ITEM 1 TOTAL - STORM DRAINAGE SDC $1,811.79 2. SANITARY SEWER - CITY $135.93 105 B. IMPROVEMENT COST: A. REIMBURSEMENT COST: NUMBER OF FEU s x COST PER FEU NUMBER OF DFU's x COST PER DFU 1 1 $1,620.85 = 24 105` C. COMPLIANCE COST: $170.50 B. IMPROVEMENT COST: NUMBER OF FELTS x COST PER FEU NUMBER OF DFU's x COST PER DFU $22.82 MWMC CREDIT IF APPLICABLE (SEE REVERSE) 24 _ $0.00 $83.99 MWMC ADMINISTRATIVE FEE ITEM 2 TOTAL - CITY SANITARY SEWER SDC = $6,107.76 1056 1 $738.96 II 1070 = 1 $4,092.00 111091 .76 it 1092 3. TRANSPORIATION 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 FEUs x COST PER FEU 1 $135.93 = $135.93 105 B. IMPROVEMENT COST: NUMBER OF FEU s x COST PER FEU 1 1 $1,620.85 = $1,620.85 105` C. COMPLIANCE COST: NUMBER OF FELTS x COST PER FEU I $22.82 = $22.82 MWMC CREDIT IF APPLICABLE (SEE REVERSE) _ $0.00 105 MWMC ADMINISTRATIVE FEE = 510A0 1056 ITEM 4 TOTAL - MWMC SANITARY SEWER SDC = $1,789.60 SUBTOTAL (ADD ITEMS 1, 2, 3, & 4) _ $13,510.93 5. ADMINISTRATIVE FEE: SUBTOTAL x I ADM. FEE RATE = CHARGE $13,510.9 1 5% $675.55 TOTAL STORM ADMINISTRATION FEE TOTAL SEWER ADMINISTRATION FEE: TOTAL TRANSPORTATION ADMIlVISTRATION FEE: TOTAL MWMC ADMINISTRATION FEE - LOCAL TOTAL SDC CHARGES DATE 1/27/2020 305.39 $190.09 $89.48 $14,186.48 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 1 0 6 = 0 LAUNDRY TUB 0 0 2 1= 0 CLOTHESWASHER / MOP SINK 1 0 3 = 3 CLOTHESWASHER - 3 OR MORE EA 0 0 6 = 0 MOBILE HOME PARK TRAP (1 PER TRAILER) 0 0 12 = 0 RECEPTOR FOR REFRIG / WATER STATION / ETC. 0 0 1 = 0 RECEPTOR FOR COM. SINK / DISHWASHER / ETC. 1 0 3 = 3 SHOWER, SINGLE STALL 0 0 2 = 0 SHOWER, GANG (NUMBER OF HEADS) 0 0 2 = 0 SINK: COMMERCIAL/RESIDENTIAL KITCHEN 1 0 3 = 3 SINK: COMMERCIAL BAR 0 0 2 = 0 SINK: WASH BASIN/DOUBLE LAVATORY 0 0 2 = 0 SINK.: SINGLE LAVATORY/RESIDENTIAL BAR 3 0 1 1= 3 URINAL, STALL/ WALL 0 0 5 = 0 TOILET, PUBLIC INSTALLATION 0 0 6 = 0 TOILET, PRIVATE INSTALLATION 2 0 3 = 6 MISCELLANEOUS DFU TYPE NUMBER OF EDU'S 20 = TOTAL DRAINAGE FIXTURE UNITS *EDU E uivalent 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? 2 (Enter 1 for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? 2 (Enter 1 for Yes, 2 for No) BASE YEAR 1979 CREDIT FOR LAND i 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 = $0.00 BEFORE 1979 1979 1980 1981 1982 1983 1984 1985 1986 1987 1988 1989 1990 1991 1992 1993 1994 1995 1996 1997 1998 1999 2000 2001 4 TSE Engin e e ring Re: M-Edg2 Hayden Enterprises Inc. Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Eugene). Pages or sheets covered by this seal:/12768553 thruI12768566 My license renewal date for the state of Oregon is December 31, 2020. PBd��r�fi 11822PE ••••• OAEGDN •••••• •• • ••••• 7116!82 • • ...... • • • .. •••••• tip. R 2 • •• May 7,2019 •:•. ..'..' %� Terry Powell MO.Y The seal on these drawings indicate acceptance of professional engineering responsib4lit�kolely fq-V&.. •„�� truss components shown. The suitability and use of this component for any particula44� I j�ng is the responsibility of the building designer, per ANSI/TPI 1. A1TGE Truss Co., Eugene, OR 97402 71 0 GABLE -0 ---...- - --- 18.10.15 -- - 0-d 18.10.15 -1-----_7.... _........_....._ .... _ ..... . Qty Hayden Enterprises Inc. 112768553 1 1 _.............. _.._.., _..._..._...._................. e�$gfrCgSlfr�_(4Rl-QDaI)......,_ _.._ _. .-......... .. .. 6.240 s Dec 6 2016 MiTek Industries, Inc. Fri Mey 3 19:04:32 2019 Page 1 ID:PwFIE112LxuvxEiZZO8Ogjyil4A-IOTt6NTNjcNLrxsq?NoafkBYhRG7 eokh4xYYzK7?j 23.1-1----------- 3-12 _,,, 42�,._,• -t.-' 422 I -'5B3 f -- 4272 L.. 7-_24-2-12 + -494 6.00 12 5x5 = 5x5 = Scale = 1:77.9 3x5 60 51 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 3x5 = 3.00 V2 5x6 zz 12.9-0 12 8 Plete� Q Set�(ZS.Y)-.._(74 _ j ..-- a-0-0 $)�8411�.�Q),_O---•---------1293j__--�.(54:0� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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 810 Lumber 1.15 BC 0.13 Vert(( T) 0.01 1 n/r -90 -- - - BCLL 0.0 Rep Stress ss Incr YES WB _ 0.08 - ---HarzCT) 0.01 32 n/a n/a BCDL 7.0 Code IRC2015/TPI2014Matrix-SH Weight: 2961b FT=8% 8% ---- -- --- LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.2 2-0-0 oc purlins (6-0-0 max.): 14-18. OTHERS 2x4 OF Stud "Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: ST13,ST12,ST11,ST14,ST15,ST16,ST17: 2x4 OF No.2 6-0-0 oc bracing; 59-60,53-54. WEBS 1 Row at midpt 16-47, 17-46, 1845, 19-44 MiTek recommends that Stabilizers and required cross bracing - be installed during truss erection, in accordance with Stabilizer In5lallallon guide. REACTIONS. All bearings 42-0-0. (lb) - Max Herz 2=145(LC 8) Max Uplift All uplift 100 Ib or less at joint(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 atjoint(s) 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. 00000 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;6 MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate s �• • • • gripQOL=1.60 % • : ••'46 +6:0+: 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.�F%Rgml4) Provide adequate drainage to prevent water ponding. �1 ,+ 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 Vl �+ 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.p�GON 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, til 4 Y t + �s117116182 -00 51, 52, 53, 55, 56, 57, 58, 59, 46, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except Qt=1b) 60=136. �v f 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, 58, 59, 60, 46, 45.M 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord. �^ a� RENEWS: 12/31/20 LOAD CASE(S) Standard May 7,2019 r.:- .: - --.-- _ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramonters 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 SCSI1 Building Component Safety Information available from Truss Plate Institute, 583 O'Onofrlo Drive, Madison, WI 53719. - thell 11 _.__.._....... --- —---�--...—..__..,_._._............_ JOb Trues ................ •— --_.......,........._.__......---.,...._....._._..... Trues Type .. ,_ .._................--- Qty —........J Inc.— ._..._... ___...,.._._......_..... _ ..._,—_..._.......—.— Hayden Enterprises . EDG2 " C, A2 Roof Special TCDL 6 IPIy 7 112788554 �_- .------�-- --- ..........__._...._..._.._ -- .._..----------.-...__......__... Rep Stress Incr _._..._ _.�—.- WB 0.96 a renes o t Jo�Q---(W!i9 . The Truss Co., Eugene, OR 97402 Matrix -MSH 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:04:34 2019 Page 1 ID:PwFi Ell 2LxuvxEiZZ080gjyi14A-iPadX2UeFEd34 FOD64YGy4gN9V 1 pbg05B?Z2dozK7?h .1-0-0----- 1-0-d 7-6.3 ------- 7-6-3 - 12-9-0 21.0 0-------- F-- 5-2-13 - 83.0 27.9.13----- 34-2.11 -----.. -2- .------- —t i 6.9-13 — 6-4-13 F — - — 7-9-5 5x6 11 6.00 112 Scale = 1:78.1 1.5x4 11 3x5 = i1•Z 8— rr x'4—f1- LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 TCDL 8.0 Lumber DOL 1.15 BC 0.58 BCLL 0.0 Rep Stress Incr NO WB 0.96 BCDL 7.0 Code IRC2015/TP12014 Matrix -MSH 5x6 = 30 — 3x5 = 8_74 DEFL, in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.1410-25 >999 360 MT20 220/196 Vert(CT) -0.2810-25 >718, 240 Horz(CT) 0.10 11 n/a n/a Weight: 220 Ib 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 OF 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=-110(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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-16911300, 3-4=-789/158, 5-6=0/426, 6-7=-12211340, 7-8=-219/819, 8-9=-392/780 BOT CHORD 2-14=-35811485,13-14=-353/1471, 12-13=-130/675,11-12=-4691190,11-26=-8841226, 26-27=-884/226, 10-27=-884/226, 9-10=-6651290 WEBS 3-13=-794/220, 4-13=-102/678, 4-12=-1147/331, 6-12=-90/603, 6-11=-18531275, 7-11=-754/267, 7-10=-137/685, 8-10=-447/196 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 cc 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 , 1 be Installed during truss erection, in accordance with Stabilizer Inslal121foo Qulde. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed 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 atjoint(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=110, 11=318, 9=235. LOAD CASE(S) Standard ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design peramenlers 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 ANSI/TPl1 Quality Criteria, DSS -89 and BCSI1 Building Component Safely information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. s • •. '�f.eonp� • ry ,a ■ 1 Hoer 414.#. • • ♦� 4i 9999• 90.00• •9 n�aea4• RENEWS: 12131120 May 7,2019 'A theTRUSSCO. INC. Inc. eED02A3 Roof Special ._.—�_._..----- ---�- -- ..L-..--._�_11o1a efSgnce(gpigM1).._ The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Ind ID:Pw FIEI12LxuvxEiZZ080gjyi14A-AbB?IOVGOXlwi 1�-0-0 -__--_ 8-1-4 14-2-3 21.0-0 —__ 27-9-13 — 34 1-0-0 8-14 6-0-15 6-9-13-�--- 8-9-13 ~- 6 7 0 }- — 3x4 II 7 112768555 Fri May 3 19:04:35 2019 Pagge 1 ,Inc.3VUIMaFuKYKDOEQfl b9tzK7?g 42-0-0-- - — i 7-7-2 Scale = 1:78.9 \ ,b �— 1q s 1.5x4 \\ 3x5 = 15:9 1(}_ 2D-1 t-0 25-0-0 29-6-6 5x5 = 38-94 42-0-0 214------3� .... -- Plate Off§ets-(x,Y_)=.._(4:4-2OT3-0]--- 6.00 12 2x4 DF No.2 BOT CHORD WEBS 2x4 DF Stud "Except' 5 f W3,W4,W5,W6: 2x4 DF No.2 LOADING (psf) SPACING- 2-0-0 CSI. 5x6 �^-�: `��� 10x10 �• Vdefl Lid PLATES GRIP TCLL 25.0 c! 1.5x4 6 oI 2 3 1 1 TCDL 8.0 �At" � 5 �>l BC 0.74 14 -0.61 13-14 >498 i 2 ! �::....'..=�:_ -" 5x6 = Ids l4 1 d C••"' Rep Stress Incr YES 1.5x4 III _ �— Lull 0.09 12 15-0-8 1 6 b5x4 11 13 12 11 10 -- Code IRC2015/TP12014 �� 2x4 // 3x6 = 3x5 3.00 1210-0.0 _,.-_ 5z8 - — 3x4 = 1.5x4 II 3x4 II 7 112768555 Fri May 3 19:04:35 2019 Pagge 1 ,Inc.3VUIMaFuKYKDOEQfl b9tzK7?g 42-0-0-- - — i 7-7-2 Scale = 1:78.9 \ ,b �— 1q s 1.5x4 \\ 3x5 = LUMBER- 15:9 1(}_ 2D-1 t-0 25-0-0 29-6-6 r 38-94 42-0-0 214------3� .... -- Plate Off§ets-(x,Y_)=.._(4:4-2OT3-0]--- BOT CHORD 2x4 DF No.2 BOT CHORD WEBS 2x4 DF Stud "Except' W3,W4,W5,W6: 2x4 DF No.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.34 13-14 >887 360 MT20 2201195 TCDL 8.0 Lumber DOL 1.15 BC 0.74 Vert(CT) -0.61 13-14 >498 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.09 12 n/a n/a BCDL 7.0 Code IRC2015/TP12014 I Matrix -MSH Weight: 219 Ib FT = 8% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 BOT CHORD WEBS 2x4 DF Stud "Except' W3,W4,W5,W6: 2x4 DF No.2 WEBS REACTIONS. (Ib/size) 2=79810-5-8 (min. 0-1-8), 8=244/Mechanical, 12=238410-5-8 (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. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1945/371, 3-4=-1432/263,4-5=01331, 5-6=T31/308,6-7=-131/719,7-8=-808/376 BOT CHORD 2-1.4=-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=-18511162, 4-13=-983/295, 5-13=-622/75, 6-13=-272/1827, 6-11=-53/432, 7-11=-547/208, 7-9=01454, 6-12=-2494/320 Structural wood sheathing directly applied or 2-9-3 oc purlins. Rigid ceiling directly applied or 5-1-0 oc bracing. Except: 10-0-0 oc bracing: 13-14 1 Row at midpt 4-13, 5-13, 6-12 MiTek recommends that Stabilizers and required crass 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; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=124,8=132,12=289. LOAD CASE(S) Standard ® WARNING - VerIty doslgn paronlefors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 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 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0000• �f�• 0000• • we • w ♦ Cl En P Mr ♦♦� � ail�:�'r�PE �w1�S• �;o�aaN 6 • RENEWS: 12/31120 May 7,2019 AA theTRUSSco. INC. -EDG2 A4FP _.___..----......,LROOF SPECIAL _ ............._,... -_._..—....-_.-.....------I.3 tY_..---�PIY-.---'-�J2y4 Raf�L1 �o Io —�--•---- 111- The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MITek I D; PwF1E112LxuvxEiZZO80gjyll4A-Ab8?IOV( 4.0-0 B_1-4 14.2-3 — 21.0-0_-- 27-9-13 34-0=14-_._____- 1- —i— - ---- --- f — --- 1- 0-0 8-1-4 6-0-15 6-9-13 6-9-13 B-7-0 6.00 1 12 5x5 = 5 112768556 idustries, Inc. Fd Ma�yy 3 19:04:35 2019 Page 1 )XlwiObPgo3VUl Mafu IIK8VEQflb9tzK7?g 7-7.2 Scale = 1:77.0 13 " „ 10 12 3x10 = 3.00 5x8 = 3x6 = 3x4 �� 3x5 = 3x4 = 10.6-d _ 15-9-10 $Q:u_--Q_ 29-6.9 - --� 38-9-4 _ Q 042 -n -0--I 10$-4 9214_12 R9--.—•- PigteP=4 ]4 Edge] I4 4r-2-12& - - - — -- 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 220/195 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 Stresslncr NO WB 0.91 Horz(CT) 0.35 10 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 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 OF 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 B1,B2: 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 Installation guide. REACTIONS. (Ib/size) 2=1646/0-5-8 (min. 0-2-11), 10=1988/0-5-8 (min. 0-3-4) Max Horz 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=-2105/106, 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=-28412713,4-13=-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. 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; 00000 MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate• • •11t1• •••�• grip DOL=1.60 • • •• • 3).AII plates are MT20 plates unless otherwise Indicated. • • • • • • •0• •0 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 00006% • • 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide % Q n�([� • •• • will fit between the bottom chord and any other members, P8 • 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify , �_'/���'J4) FFf�Ai •• 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) •`•• rte. , np� �,,, • 2=181,10=164. 1r ��v% eor••• !II/y-�` 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 ±•t must review loads to verify that they are correct for the intended use of this truss. W - o+flR6QON .• www+ +2 «. LOAD CASE(S) Standard �� 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 4C • RENEWS: 12/31/20 'ontinued on page 2 May 7,2019 ll� "7 A& WARNING - Verify design paranwlers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MN -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 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 ANSUTPH Quality Criteria, DSS -89 and BCSI1 Building Component safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. trieTRUSSCO. INC. - Job Truss Truss Type Qty Ply Hayden Enterprises Inc. M-EDG2 'r '�A4FP ROOF SPECIAL 3 1 1121111156 - - -- Job�ferE.DGe. ivplipnall The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri Ma 3 19:04:35 2019 Page 2 I D:PwF IE112LxuvxEiZZOBDgjyil4A-Ab8?IOVGOXlwiObPgo3VU I tJafulIK8VEQfib9tzK7?g 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=-B, 13-14=-8, 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, 8-9=-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=-8, 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 (Pas. 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=-6, 13-14=-8, 13.20=-8, 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=-8, 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=-2B, 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: 15=-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 (pit) Vert: 1-2=-50, 2-5=-53, 5-8=46, 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) 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 (bol.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 sees • • • 00000 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 • •••+ 00: •• • 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 • •• 000000 Horz: 1-2=-10, 2-5=-7, 5-8=18, 8-9=21 ♦ •••• • 19) 1st Dead + Roof Live (unbalanced); Lumber Increase=1.15, Plate Increase=1.15 •♦ • Is Is • 00 s• Uniform Loads (plf) 00+0 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 •r • Uniform Loads (plf) •y ` ~ft•� Vert: 1-5=-16, 5-9=-66, 14-17=-14, 13-14=-14, 13-20=-14, 15-16=-20 op 21) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 rre•rrr40 Continued on page 3 ® WARNING • Vefify design parameters and READ NOTES ON THIS AND INCLUDED MITEM 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 Iruss designer. Bracing shown is for lateral support of individual web members only, Additional temporary bracing to insure stabillty 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, DSB-89 and BCSI7 Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719. _ theTRUSSco. INC, Job Truss Truss Type Qty Ply Hayden Enterprises Inc. s••• � •• a 112788558 M-EDG2 '= A4FP ROOF SPECIAL 3 1 0000•• • •• • •• 0000•• job [ei@St< (opt 0nall The Truss Co., Eugene, OR 97402 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 (pif) Vert: 1-5=-16, 5-9=-53, 14-17=-14, 13-14=-14, 13-20=-14, 15-16=-20 8.240 s Dec 6 2018 MiTek Industries, Inc, Fri Ma�yy 3 19:04:35 2019 Pagge 3 ID: PwF IE112LxuvxEiZZ080gjyil4A-Ab8?IOVGOXlwiObPgo3VUl MafLiIIK8V EQflb91zK7?g ® WARNING -Verity design parameters and READ NO nFS ON THIS AND INCLUDED M1TEK 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 labnealion, quality control, storage, delivery, erection and bracing, consult ANSIITPH Quality Criteria, Dili and BCSI1 Building Component Safety Information available from Truss Plata Institute, 683 D'Onofrio Drive, Madison, WI 53719. ti. Co. INC. 0000• s••• � •• a 0000• 0000•• • •• • •• 0000•• •• •• 0000•• • •• • 0000••• •• •• • • •/ • • • •• 0000•• w • • 0000 •••�••• • •• •• 0000 • •• •• • • • • • • • • • • • • 0000•• •• • ••a• 00.00•• ♦••• • • a • •••• • • • 0000•• •• • • • • •••• 8.00 •0 •• • •• 040009 •• •• •••• 0000••• g 00 000 0.04 ti. Co. INC. IA5GR SPECIAL Inc. 112768557 Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri Mayy 3 19:04:44 2019 Page ID:PwFIE112LxuvxEIZZO8Ogjyil4A-PKBPeTcvulteHnnBiBjdMBE65WMSXDPZUZ—Z rZK77) 1-0 8-1-4 14-2-3 21.0-0 27-9.13 34 4.14 42-0-0 0 8 1-4 + 6-0-15 -- — 6-9-13 —�---- B-9-13 6 7 0 +--._._-..... 7-7-2 —1 5x5 = 6.00 j12 Scale = 1:77.7 12 ,u cc 9 4x10 = 3.00 12 5x8 3x6 = JUS24 3x4 3x6 = 3x4 = 15-9.10 20-11-0 29-6-6 �� 1 ._ . __ _..._ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.42 12-13 >999 360 MT20 220/195 TCDL 8.0 Lumber DOL 1.15 BC 0.90 Vert(CT) -0.8,7 12-13 >537 240 MT18HS 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(CT) 0.36 9 We nla BCDL 7.0 Code IRC2015/•T•P12014 Matrix -MSH Weight: 209 Ib FT = 8% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 2-11-1 cc purlins. T1: 2x4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: BOT CHORD 2x4 DF No. 1&Btr'Except* B-2-5 cc bracing: 2-13. B3: 2x4 DF No.2, B4: 2x4 DF 240OF 2.0E WEBS 1 Row at midpt 4-12.6-12,7.9 WEBS 2x4 DF Stud *Except` MiTek recommends that Stabilizers and required cross bracing W3,W4,W5: 2x4 DF No.2 be Installed during truss erection, in accordance with Stabilizer I Installation guide. _-----__—_- __.---------._.--------_.--_J REACTIONS. (Iblslze) 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 (lb) or less except when shown. TOP CHORD 2-3=-5511/625, 3-4=-5051/521, 4-5=-1 8531175, 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=-5711759,10-22=-57/1759, 9-22=-57/1759, 8-9=1881252 WEBS 3-13=-4371224,4-13=-29912773, 4-12=-1771/353.5-12=-48/1123,12-14=-691/94, 6-14=-6l0/175,6-115=0/261, 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. 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 alive 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 atjoint(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 --lb) 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 & 4-1Od 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,qK9&0fl%,S�andard ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabdcatlon, quality control, storage, delivery, erection and bracing, consult ANSIfrPI1 quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. •t*oboe •• •• •••••• r' ••ww• •9 • • o 8888• •• •• •• •• 7-•W•• • •or • • s 8888 0 00 0 8888 RENEWS: 12131/20 May 7,2019 'A therTRUSSco. INC. Job Truss Truss Type M-EDG2 ° A5GR ROOFSPECIAL - The Truss Co., Eugene, OR 97402 Qty Ir9b en Enterprises Inc. 112768557 eference _L°pIi0rlol; 8.240s Dec 6 2018 MiTek Industries, Inc. Fri Mayy 3 19:04:44 2019 Page 2 I D:PwFI E 112Lxuvx EiZZ080gjyi14A-PKBPeTcvu IteHn n8i Bjd MBE65 W M 6x DPZUZ_Z_rzK7TX 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 (lb) Vert: 22=-536(B) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-54, 5-8=-53, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Concentrated Loads (lb) Vert: 22=450(6) 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 (Ib) 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=-B, 12-19=-8, 14-15=-20 Horz: 1-2=-21, 2-5=-10, 5-6=20 Concentrated Loads (Ib) Vert: 22=80(B) 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=-B, 12-13=-8, 9-12=-8, 9-19=7, 14-15=-20 Horz: 1-2=-15, 2-5=-20, 5-8=10 Concentrated Loads (lb) Vert: 22=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 (Ib) Vert: 22=86(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-1, 2-5=-5, 5-8=-16, 13-16=-14, 12-13=-14, 9-12=-14, 9.19=2, 14-15=-20 Horz: 1-2=-15, 2-5=-11, 5-8=0 Concentrated Loads (lb) Vert: 22=B6(B) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1,60 Uniform Loads (plf) Vert: 1-2=19, 2-5=23, 5-8=9, 13-16=-8, 12-13=-8, 12-19=-8, 14-15=-20 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 (pit) 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(B) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1,60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=19, 2-5=23, 5-8=9, 13-16=-8, 12-13=-8, 12-19=-B, 14-15=-20 Horz: 1-2=-28, 2-5=-33, 5-8=19 Concentrated Loads (lb) Vert: 22=80(B) 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, 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) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate 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) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate 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 Increase=1.60 Increase=1.60 ,A WARNING - verily design parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERENCE PAGE M114473 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 Indivldual 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 SCSI1 Building Component AA Safety Information available from Truss Plate Institute, 5B3 D'Onofrio Drive, Madison, W153719. ty, i eTRUSSca IIIc. • • ••• •• 0.0.6*00 go 00:0 •• ••ease • •e • ••••••• •• •• • 0 as ♦ • • •• ••ease • •• •• •••• • •• •• 00 •♦••c♦ •• • see• ......• re•• •Y ees., •• •• • • •00• •• •• • 00 •ese•• •• •• ease 0000•06 • else •••• 0000 ,A WARNING - verily design parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERENCE PAGE M114473 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 Indivldual 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 SCSI1 Building Component AA Safety Information available from Truss Plate Institute, 5B3 D'Onofrio Drive, Madison, W153719. ty, i eTRUSSca IIIc. Job Truss M-EDG2 �A5GR The Truss Co., Eugene, OR 97402 Truss Type ROOF SPECIAL Qty PlyIc?b ayden Enterprises Inc. 1 112768557 Referenqg,[pp(jgnalY 8.240 s Dec 6 2018 MiTsk Industries, Inc. Fri Mayy 3 19:04:44 2019 Page 3 ID:PwFIEll 2LxuvxEiZZ080gjyi14A-PKBPeTcvulteHnnBiBjdMBE65WM6xDPZU2 Z rzK74X LOAD CASE(S) Standard 14) Dead: Lumber Increase=0.90, Plate Ircrease=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-5=-16,5-8=-16,13-16=-14,12-13=-14, 12-19=-14,14-15=-20 Concentrated Loads (lb) Vert: 22=-192(8) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1,60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-50, 2-5=-53, 5-8=-45, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Horz: 1-2=-4, 2-5=-0, 5-8=8 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, 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=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=-2D Horz: 1-2=-21, 2-5=-18, 5-8=7 Concentrated Loads (lb) Vert: 22=37(B) 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg, Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-43, 2-5=-47, 5-8=-36, 13.16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Horz: 1-2=-10, 2-5=-7, 5-8=18 Concentrated Loads (lb) Vert: 22=37(8) 19) 1 st Dead + Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 15=-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(8) 22) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) 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(8) 24) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.6D 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(8) 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 :ontinued on page 4 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer • not truss designer. Bracing shown Is for lateral support of individual web members only. Addltlonal 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 AA fabrication, quality control, storage, delivery, erection and bracing, consult ANSItTPII Quality Criteria, OBB-89 and BCSI7 Building Component L Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. theTRUSSco, INC. r••0• Sao* 90400 a • •• • • • 0 0.000• • ••• • • 0000•• •• • • •••••• r• • • 0 • •• • • • 0000 • •so •• • 0000•• 0040 •• • •• • • ••••0• • • • 0000 0. 00 •0.00• 0090 • r • • 0••• 9•• ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer • not truss designer. Bracing shown Is for lateral support of individual web members only. Addltlonal 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 AA fabrication, quality control, storage, delivery, erection and bracing, consult ANSItTPII Quality Criteria, OBB-89 and BCSI7 Building Component L Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. theTRUSSco, INC. Job Truss IM-EDG2 A5GR The Truss Co., Eugene, OR 97402 Truss Type Qty Ply Hayden Enterprises Inc. ROOF SPECIAL 1 1 112768557 - _ Jnh Refarwnrn [Qp110?:d I} 8.240s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:04:44 2019 Page 4 I D:PwFI EI12LxuvxEiZZ080gjyi14A-PKBPeTevulteHnn8iBjdM BE65 W M6xD PZUZ_Z_rzK7?X LOAD CASE(S) Standard 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 (lb) Vert: 22=-188(B) 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=-6, 12-13=-8, 12-19=-8, 14-15=-20 Horz: 1-2=-14, 2-5=-19, 5-8=33 Concentrated Loads (lb) Vert: 22=-188(B) 29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1.2=19, 2-5=23.5-8=9,13-16=-8, 12-13=-8, 12.19=-B, 14-15=-20 Horz: 1-2=-28, 2-5=-33, 5-8=19 Concentrated Loads (lb) Vert: 22=-188(B) 30) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-5=9, 5-8=23, 13-16=-8, 12-13=-B, 12-19=-8, 14-15=-20 Horz: 1-2=-14, 2-5=-19, 5-8=33 Concentrated Loads (lb) Vert: 22=-188(B) 31) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=12, 2-5=7, 5-B=-7, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-2D Horz: 1-2=-28, 2-5=-23, 5-8=9 Concentrated Loads (Ib) Vert: 22=-182(8) 32) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-2, 2-5=-7, 5-8=7, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Horz: 1-2=-14, 2-5=-9, 5-8=23 Concentrated Loads (lb) Vert: 22=-182(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 (pit) 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 (lb) Vert: 22=-378(B) 36) Reversal: Dead + 0.75 Roof Live (bal.) + 0,75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-43, 2-5=-47, 5-8=-36, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Horz: 1-2=-10, 2-5=-7, 5-8=18 Concentrated Loads (lb) Vert: 22=-378(8) ® WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7477 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 ANSVTPII Quality Criteria, OSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onoldo Drive, Madison. WI 53719._ JA theTRUSSco, INC. • r •• •rr•r,. >• • Y •••• 66 JA theTRUSSco, INC. .. yv. Wq rry nayaen tzmerprees Inc. 112786558 Special 1 I 1 -__...-.__.._._....... - ... .... ._........... _ _..--......... ....._.., .._,__...._-._..- _ _... u� _,._..--z....x.�.Y..=.......... .. The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2016 MiTek Industries, Inc. Fri May 3 19:04:44 2DI9 Page 1 ID:PwFIE112L xuvxEiZZ080gjyi14A-PKBPeTcvulteHnn8iBjdMBE7sWLtxEMZUZ Z_rzK77X 1.0- 8.1-4 14.2-3 _ 21-0-0 27-9.13 34-4-14+610=8,j 1 0.0' 8.1.4 &0.15 B-9.13 6-9.13 6-7-0 2-5-10 5x5 = 6.00 F2 Scale =1:70.8 3.00x12 5x8 = 3x4 = 3x4 3x8 :' -x-4.2 -1_ ._- 10.8,•4 _ 2n. 11.6 10-8-4 - 10-212 -._____.-- B•Z�__._..._._ �latt _..... ..... ... _T LOADING (psf) SPACING- 2-0-0-7 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0,68 Vert(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 2201195 BCLL 0.0 Rep Stress Incr NO WB 0,87 Horz(CT) 0.32 9 n/a n/a BCDL 7.0 Code IRC2015ITP12014 Matrix -MSH Weight: 196 Ib 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. Bi; 2x4 DF 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 DF No.2 be installed during truss erection, in accordance with Stabilizer [Installation guide. ,--_. REACTIONS. (Ib/size) 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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5108/825.3-4=-4642/724, 4-5=-1636/281, 5-6=-1627/302, 6-7=-1741/236 BOT CHORD 2-12=-842/4614,11-12=-403/2640, 10-11=-168/1574, 9-10=-144/894 WEBS 4-12=-393/2589,11-13=-448/198, 6-13=-365/176, 3-12=-445/217, 6-14=-259/83, 10-14=-338/101,4-11=-1681/399.5-1 1=-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=4.8psf; 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) All plates are MT20 plates unless otherwise Indicated. 0090 • • • • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • •" :6, • ,, • • •• • • 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 r • • • • will fit between the bottom chord and any other members. 2 to ANSI/TPI 1 angle to formula. Building designer should verify • • • • • J_"�_ • • • �� pJ(`�p • • • • • 6) Bearing at joint(s) considers parallel grain value using grain capacity of bearing surface. (�>��� S�y�•(U% • • • • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) C- F 0 • • • r 2=233, 9=194.• • 4i1 '9 • LOAD CASE(S) Standard Lumber Increase=1.15, Plate Increase=1.15 • • WE • • • 1) Dead + Roof Live (balanced): Uniform Loads (plf) •� *,OREGON • Vert: 1-5=-66, 6-8=-66,12-15=-14,11-12=-14,9-11=-14,13-14=-20 •• •• • _ • 'IM 6112 • •• RENEWS: 12/31/20 May 7,2019 A WARNING - Verity 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 ANSIITP11 Quality Criteria, OSB -89 and BCSI1 Building Component Institute, 583 D'Onofrlo Drive, Madison, WI 53719. 1., ti1GTRUSSCO. INC. Safety Information available from Truss Plate n u.e r ypa Wry Irty naycen Lnterpnses Inc. tool Special 5 I 1 112788559 J coq geferenc t' ) AIPM - - --- ----.__-- i - -- --_...9_..Dec i--6-2018-MTekindustries, iInc, F_ri M, ey 3 19 :04_:452019 . Pag1 8.1-0 14-2.3 ID:PwFIE112LxuvxEiZ2080gVvxMKFsuPnFdwihgho!JDj7WHzK77W 27.9-13 34-4.14... f-29-1 {00 8.1.4 5.0-15 8.9.13 5-9.13 6.7-0 _—.— -2-5.10 5x6 = 6.00 112 5 11 to it to 9 3x8 3,00 r 5x8 _ 3x4 = 3x4 = LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 " BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015[TP12014 LUMBER - DEFL, in TOP CHORD 2x4 OF No.2 "Except" Vert(LL) -0.4311-12 T1: 2x4 OF No.1 &Btr BOT CHORD 2x4 OF No.2 "Except` >521 240 131: 2x4 OF No.1&Btr WEBS 2x4 OF Stud "Except" Matrix -MSH W5,W3,W4: 2x4 OF No.2 Scale -1:70.8 CSI. DEFL, in (loc) Well Ud PLATES GRIP TC 0.87 Vert(LL) -0.4311-12 >999 360 MT20 2201195 BC 0.88 Vert(CT) -0.8511-12 >521 240 WB 0.84 Horz(CT) 0.32 9 fila n/a Matrix -MSH Weight; 186 Ib FT = 8% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 74-12 oc bracing. WEBS 1 Row at midpt 6-11.4-1 1 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. _ REACTIONS. (Ib/size) 2=1536/0-5-8 (min. 0-2-8), 9=1468/0-3-8 (min. 0-2-7) Max Horz 2=179(LC 7) Max Uplift 2=-223(LC 8), 9=-171(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4935/785, 3-4=-4465/684,4-5=-1541/259, 5-6=-1533/281, 6-7=-1614/207 BOT CHORD 2-12=-806/4457, 11-12=-37612524, 11-16=-131/1430, 1 6-1 7=-1 3 111430, 10-17=-131/1430, 9-10=-131/836 WEBS 4-12=-37512512, 6-11=-343/171, 3-12=451/219, 6-10=-289190,4-1 1=-16411390, 5-1 1=-1241851, 7-9=-1638/243, 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=1b) 2=223,9=171. LOAD CASE(S) Standard 9999 • • • • • • • • 96.69• • XW1 . 7.: •6• RENEWS: 12/31120 May 7,2019 ® WARNING -Verify design pararnefers 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 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 BCSII Building Component ♦1, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. TRUSSCO. INC. 911 6.00 12 5x5 = 60 112768560 Inc. Fri May 3 19:04:47 2019 Page 1 iKzgslgkZYn8 m97BXC EaAzK77 U 11 Scale = 1:77.9 3x5 = 46 45 44 43 42 41 40 39 37 36 35 34 33 32 3x5 = 59 49 48 47 38 3.00 FIT 5x6 :z 3x5 = r 10.8.4 TrussTruss Type Qty IPIy Hayden Enterprises Inc. 32 = ABTGE Roof Special Supported Gabla�---.1-� 1 DEFL. in 1 TCLL 25.0 Plate Grip DOL 1.15 -- --- �- Vert(LL) -0.00 �.��1 - -I L - efpLeQ&e_(o ion .--,..... Truss Co., Eugene, OR 97402 6.240 s Dec 6 2018 MiTek Indust) I D: PvvFIE I12LxuvxEiZZ080gjyi 14A-pvtYGVeoBOGDBEV 18-10-15 1 0 0- -_ - -- - --- 18-10-15 4.2.2 Horz(CT) 0.01 18-10-15 911 6.00 12 5x5 = 60 112768560 Inc. Fri May 3 19:04:47 2019 Page 1 iKzgslgkZYn8 m97BXC EaAzK77 U 11 Scale = 1:77.9 3x5 = 46 45 44 43 42 41 40 39 37 36 35 34 33 32 3x5 = 59 49 48 47 38 3.00 FIT 5x6 :z 3x5 = r 10.8.4 1D-2.12 - 21.1-0---- _ __P�t 9ifsq�CX,Y)=-(1.4;9:�.-1?�.4L-7�$]..I1�yo_1_]�.4.2e8.]_---------_._.._._._._.____.-----•--......__......-----.,-----._�....... _ _-____..._...__..._...__.. 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 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0,10 Horz(CT) 0.01 31 n/a nla BCDL 7.0 Code IRC20151TPI2014 Matrix -SH Weight: 307 Ib FT = 8% LUMBER- BRACING. TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 0o 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: ST13,ST12,ST11,ST10,ST14,ST15,ST16,ST17: 2x4 DF No.2 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 5lFtj1>:11(t•+/:1�Llde� REACTIONS. All bearings 42-0-0. (lb) - Max Horz 2=145(LC 8) Max Uplift All uplift 100 Ib or less 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 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.Bpsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) 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, 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 0t=11b) 59=136. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 54, 47, 48, 49, 50, 51, 52, 53, 55, 56, 57, 58, 59, 31. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDEO 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 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 ANSIrTPit Quality Criteria, D5B-89 and BCS11 Building Component Safely Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. 0000 •••••• • • • • •• 41 • • 0000• 0000• .0000• ;nom•••• • i 1 • • •• ••• RENEWS: 12131120 May 7,2019 JA theTRUS5Co. INC. ob Truss rues ype Qty Ply — Hayden Enterprises Inc. - - ' -EDG2 C1TGE Common Supported Gable 1 1 112768561 --------- ------- _—......._ _.—.—_,. _....__._.—._ The Truss Co., Eugene, OR 97402 _.-.,_..__.._ —.—.lobt�eferer�c�_(o�JQIl�)—.._._..- ---.._..—._._..-------- 8.240 s Dec 6 2018 MITek Industries, Inc. Fri May 3 19:04:48 2019 Pae 1 I D: PwFI E112LxuvxEIZZ080gjyi14A-H5RwTrfQyXO4mO4vx1 oZW 1 Py28xGtEJ9PSyn7czK77T F + — -- 12.1.1--- — —i - -- — — ----- 2U.0.0 21-010 t_�-0-0...1 1-0-0 7-10-15 4.2.2 7.10-15 YES WB 0.04 BCDL 7.0 Scale - 1:37.0 05 = US = 3x4 = 28 25 24 23 22 21 20 19 18 17 16 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 TCDL 8.0 Lumber DOL 1.15 BC 0.05 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 BCDL 7.0 Code IRC2015r1'PI2014 Matrix -SH DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.00 15 n/r 120 MT20 2201195 Vert(CT) 0.00 15 n/r 90 Horz(CT) 0.00 14 n/a n/a 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 1001b 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 (Ib) or less except when shown. Weight: 102 Ib FT = 8% 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 nuide, 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) 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 009.0 • • 1040•••• • .• 4 • • ... /i. • • RENEWS: 12/31/20 May 7,2019 ® WARNING -Verily 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 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 1., Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. thE:'TRUSSCo. INC. IC2 The Truss Co., Eugene, OR 97402 1=1-0.0 i ...---._... -- 5-8.9-- — 1-0A 5.8-9 Hayden Enterprises Inc, 112768562 mon...... .........__ .......... ...._. _.-..L�........_.._L.._...._.IJOe13efg[piwe.(4Ptiooaj).......... _ .. 8.240 s Dec 6 2018 MiTek Industries, Inc. Fd May 3 19:04:49 2019 Pagge 1 I D:PwFIE112LxuvxEi2ZO80gjyil4A-mH_IhBg2jrWwNYf5UkJo3Fx3vX7AcezleghKf3zK77S 1° _......... _ �� .—..._.__. — 20-0-0. 21-0-0 4.3-7 4-3-7 i — ..... _ . ... . - 5-8-9 ...... -.... i 1-0-0 i 04 4 Scale = 1:36.2 3x4 = 3x8 3x4 = LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 " BCDL 7.0 LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 OF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.34 BC 0.65 WB 0.20 Matrix -MSH REACTIONS. (Ib/size) 2=866/0-3-8 (min. 0-1-8), 6=666/0-5-8 (min. 0-1-8) Max Horz 2=78(LC 8) Max Uplift 2=-124(LC 8), 6=-124(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1340/188,3-4=-10031133,4-5=-10031133,5-6=-1340/189 BOT CHORD 2-8=-174/1161, 6-8=-96/1161 WEBS 4-8=421593, 5-8=-4081169, 3-8=-408/169 DEFL. in (loc) I/deft Ud Vert(LL) -0.14 B-11 >999 360 Vert(CT) -0.26 8-11 >909 240 Horz(CT) 0.03 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 81 Ib FT = 8% 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, F ITek recommends that Stabilizers and required cross bracing e installed during truss erection, in accordance with Stabilizer nstallationguide.--__.___________ NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=124,6=124. LOAD CASE(S) Standard sees • • sees•• • sees•• • •••••• 00.00 • • • sees• sees• ••••s• •+sees• ��N7 RENEWS: 12/31/20 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 Dased only upon parameters shown, and is for an individual building component. Applicability of design paiamenters 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. Addlgonal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSIITPII quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. _ _ theTRUS$CO. INC, ib[11GI ss Truss Type Qty IPly Hayden Enterprises Inc. ----- x 1 112768563 -EDG2 Common Girder 1 1 JI ....... _..... ._...._......_.... - ._....._ ... _ L __ _ _ .j FK@ferencg.(tdRlf4Ilap..... _ . _ ._. .. _ ._... __ ...... _....... - ... . The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:04:50 2019 Page 1 ID:PwFIE112LxuvxEiZZ080gjyil4A-EUYguWhgUBerl?iEH2Rgl bSU6OxPYLwMRtURuBVzK7?R 10-0-0 14-6.12 20.0-0 5-5-4 4-6-12 4-6.12 5-5.4 45 — Scale = 1:37.1 tom 4x8 = JUS24 JUS24 396 JUS24 6x8 = JUS24 3x6 II JUS24 JUS24 4x8 = JUS24 JUS24 JUS24 ��- = j 1Qx.-Q +___ _ 14-6-12 20-0-00 ------I 5.5.44 ._ 4-6-12--- -- 4-6.12----•--I-----_ 5-5-4 Pi.6te O.fY)= _ 4 0_0 1 15) f2:t�2-4.Q 1$7_[3:0-2-8 0-1-81._[4 9 2 4L1:).._15:G-4- 4.2L -151_[M 4_-%"-�fZ LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 TC 0.89 Vert(LL) -0.21 7-8 >999 360 MT20 220/195 TCDL 8.0 Lumber DOL 1.15 BC 0.90 Verl(CT) -0.26 7-8 >939 240 BCLL 0.0 Rep Stress Incr . NO WB 0.90 Horz(CT) 0.08 5 We We BCDL 7.0 Code IRC2015/TPI2014 Matrix -MSH Weight: 99 Ib FT = 8% LUMBER - TOP CHORD 2x4 DF No,2 BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. 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 J Installation guide. 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=-5071/1344 BOT CHORD 1-13=-123614381, 13-14=-1236/4381, 8-14=-123614381, 8-15=-123614381, 15-15=-123614381, 7-16=-123614381, 7.17=-114714506, 17-18=-1147/4506, 6-18=-1147/4506, 6-19=-1147/4506, 19-20=-1147/4506, 5-20=-114714506 WEBS 3-7=-766/2681, 4-7=-1806/534, 4-6=-338/1322, 2-7=-1661/554, 2-8=-575/1193 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=721,6=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= -66,1l -5=-l4 Concentrated Loads (lb) Vert: 7= -400(6)13= -400(B)14= -400(B) 15= -400(B)16= -400(B)17= -400(B)18=-457(8)19=-457(6)20=-457(8) ••••• • • • • • 60000 • 2PE 'A• • • OAON ' • • • •!176182 U0 • • Air • .� • RENEWS: 12/31/20 May 7,2019 ® WARNING -Verify design panmeters 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 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, Hayden Enterprises Inc. 112768564 -EDG2 E1TGE Common Supported Gable 1 1 The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MITek Industries, Inc. Fri May 3 19:04:512019 Page 1 I D;PvvF IEI12LxuvxEiZZ080gjyi 14A-ig626sh1 FSmedspUc9LG8g 1 TRLy84b5b58ARjxzK77Q -1-0-04-10-15 9.1.1 1 0 0 ..�------4-10.15 — ---- ----- -f --..—_...,— ---- 4-2-2 {-- -- ---- - 4.10-15 1.0-0 0 0 I 45 = 4x5 = Scale = 1:26.9 3x4 = 18 17 15 15 14 13 12 3x4 = �g LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) 0.00 10 n/r 120 MT20 220/195 TCDL 8.0 Lumber DOL 1.15 BC 0.04 Vert(CT) 0.00 11 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 10 n/a n/a BCDL 7,0 Code IRC2015/TPI2014 Metrix -SH Weight: 61 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.): 4-8. OTHERS 2x4 DF Stud 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 Installationguide. REACTIONS. All bearings 14-0-0.. (lb) - Max Horz 2=38(LC 8) Max Uplift All uplift 100 Ib or less at joints) 2, 10, 15, 16, 17, 18, 14, 12 Max Grav All reactions 250 Ib or less atjoint(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.Spsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 60000 5) All plates are 1.5x4 MT20 unless otherwise indicated. 0060 0 0 • 0 0 • 6) Gable requires continuous bottom chord bearing. • • • • • 7) Gable studs spaced at 1-4-0 oc. • • • • • • 000:00: • 8) This truss has been designed for a 10.0 pat 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. • I�iR• • 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 2, 10, 15, 16, 17, CST e • • 18, 14, 12. �� F� • • 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. -:0.*: • • • 2PE � LOAD CASE(S) Standard • • o • q • •• • 00 of • • •7116182 0.. RA�A�v�••.• RENEWS: 12131/20 May 7,2019 ® WARNING • Vcrify dasign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE, J 4 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 ANSIfTPl1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D,Cnofrio Drive, Madison, VVI 53719. theTRUSSCo. INc, _j Truss Co., Eugene, OR 97402 1.0-0 3x4 = _— — 70-0 &.o0 4x4 3 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:04:52 2019 Page 1 I D; PwFIE112LxuvxEiZZ08OWyil4A-AsgRJCiw7mu VEOOgAssVgtZXWJBCp 1XkKow7GNzK77P LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.09 6-9 >999 360 TCDL 8.0 Lumber DOL 1115 BC 0.50 Vert(CT) -0.13 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 4 n/a n/a 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) 2=62610-5-8 (min. 0-1-8), 4=626/0-5-8 (min. 0-1-8) Max Horz 2=57(LC 8) Max Uplift 2=-92(LC B), 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=-381638 WEBS 3-6=01281 Scale = 1:27.1 3x4 = PLATES GRIP MT20 220/195 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 Installationguide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) 2, 4. LOAD CASE(S) Standard .• •.• RENEWS: 12/31/20 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 paramenlers and proper incorporation of component is responslblllty of building designer • not Vuss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Addillonal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI7 Quality Criteria, DS84J9 and SCS11 Building Component y, Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. - tk12TRUSSCO_INC__ - ob .---.---]Truss Truss Truss Type Qly Ply Hayden Enterprises Inc. 112768566 -EDG2 •_ r E3 Common 3 1 _.-- ...............— - t- - ....... _ _. _.. — -- - _._ �-... -- . --- .... . I.. ...... . .... _......._.. �4kLAeferetice..I4Rt )....... ...... . The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 319:04:53 2019 Page 1 1 D:PwFI Ell2LxuvxEiZZO50gjyi14A-e2EpXYjYm3OMs9zsjaNkD5610gXvYUquZSfYogZK770 6-10-8 6-10-8 1 4x4 = 2 3x4 = 1.5x4 II T2 Scale = 1:25.9 [Z:�2.4Q_- -41-[1-7.0.1 �]_..--- _ --- - — --_'_ .—..-- --- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TO 0.56 Vert(LL) -0.08 4-7 >999 360 MT20 220/195 TOOL 8.0 Lumber DOL 1.15 BC 0.47 Vert(CT) -0.12 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.01 1 n/a n/a BCDL 7,0 Code IRC2015rrP12014 Matrix -MSH Weight: 44 ib FT a 8% LUMBER — BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aulde, REACTIONS. (Ib/size) 1=550/Mechanical, 3=55010-4-0 (min. 0-1-8) Max Horz 1=-49(LC 9) Max Uplift 1=-72(LC 8), 3=-72(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-790/104, 2.3=-790/104 BOT CHORD 14=47/624, 3-4=-47/624 WEBS 2-4=0/273 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, 5) Refer to glyder(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 • ••••• • 000,1• ••000• RENEWS: 12/31120 May 7,2019 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 BEFORE USE, i 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 BCSH Building Component ♦t, Tf Safety Information available from Truss Plate Institute, 683 D'Onofrio Drive, Madison, WI 53719. — _—. CO. INC. CO C) D Mx CO CA 22 M v� Z m m N G1 r- cn m °n m 11 o c�I�zrL cu m ro N .�.• i 0 0. 7 OLM. Q 7 (A- 0tD D1 _ d W O o D) fD O n a C v CD a fD N D. .O N j d ? to •Oi 0@ 00.3 O_ N N O O D1 O' r �D O -q 0< �• N N (A A on ao'�D� 3 CD �'' m O � A3 Mw cY�< o ox a D o -• 0- M v w CD C= .o ° ru men =Y (OD aGcn SN p CLI moo' JCO DOj a 0 ° dQ C O ��ooa cow.0 CDCD OR _ CDN -4 N O -Ci N M � n O' y m �• �p fACOo n, < O (D -n 0) -h Q 7 i 0 — N O - O. Q co O N O C2 O Cn�omn,2 m� o�.cr �aao �� 3 �n=i (a w0 O'np'o� mom° off�N' m wN 0? > > to G1 7 (D N 3 N fD (D f� 7 -.. ...,, N (D O O � � a N j O N N 6 N• 0— � N 0• d CD C N CD (D 3 f) N 6� Q.O Q N (D 3CD O U:3 r COz(Omn Ulm-4cn -0z0 M c n L szo �,..�. +� o� 9 O c O m O z °° O ID PCOto � C M0 Moy CD O. O Z O (p CD 3�a D j � CD n y a M N m o 0 m C7 M c) \�- co CM � Ln 00 m m m 2 2 p 3 L 1 oYrn7.W ;Dw yD Cl)m CO Er v wN 'MD m ynM -0 -i N 0) DT m p w N p G °m Az N o o w U zi zc O = � CA + w rn m m o FH- D CD W < mO m O m OM ` C �; o >o y � -i A r O - Ln S 1 CD Om r 3 cr0 • 7 � CD O '� to Z p (DD N " CD x L� =r �C N N TOP CHORD Cl -8 A m O) r -i O 10 A D 0 � O ID CL-- D m CD m W O 3 ch CD O. O Z O (p CD 3�a D 3 cr0 • 7 � CD O '� to Z p (DD N " CD x L� =r �C N N TOP CHORD Cl -8 O) 10 W2-7 O N CL M U) _ CD C/) C7 0 3 p 3 N O j 0 0 Er m CD N TOP CHORD C 3 W V rn to A W N j v •o me m0 n o0 �v_ n cC yc 30 5--d- :g n m° CD 0 Nz tr3 � 0D O �•• 0 n< �•�.m noxi �> m � � nc Cm 3 o,a 3v3 cD m � mN �^d off.<. ��••�� mm•P a• � O••• m �3 �=r M �' m�� :E mea orn _�� 60�D �`�o •icm �m `°•oao • �••••• m m2 N g o 0 0mm a2tr•d•• • • 0 om as m 5,t mx me m� m (D m o o o „n' 5a vc m o y =�x m3DB D,m o g ma••a-y o �N m�0 �o,�m 0C 0 00 0m CD 0(D mN 0) m� xm o� 3y D mmE 0,CDW ! O O pc m' -o 9 �3 °m °' m m a -53 5 o- mN c°D'�o my m ID m, o m� N a01a a0-.0 ?(a -�•• C 3 a Cr' � O O. 3 d p tD y C N 3 (D d� O y m N ^ m m a w O m m Di n. 3• O • 3 35 °m2 m m'0 ^ $ °v �m 3.� 020, a� o? > L 0 �2m n�0 �m m,m95ToQ. •CD On O p^` _, ,�.� 0 CD CL N C O N CD 0)C 7 N W N C CD O_ N 2 7 '.0 y K d a N 6YN �� = O- • �• O•• • CD7 C m �j t0 y, !D dS 0 3 O, d c +m.� • u*$ am iso• • CD �� 9 m o D� a m a �m 7tw 3m CD m c z' m w N,� 0 � �Qc a" N vo �. M. �.a om-<M•w • O • �• n N N 'a. O C c 0 m o, �' m m 0. y 3• 3 o a f, ,� N y y c o� m, Qi•'0 • O O �0 mm3 > > m a) czs my j_ D 0 N •�• (D <, N O N N Q 3 p_ �. d V IO O O j 2 0• o o' [��j 1�0 • °•m ' O C+ m ca@ 0 m a N dy c m a2 a •• ! w$ 2 �. £o 3 o o n a 4 ao na <c 0) 2c y c v'N m o• n• • m — n f0 0' ((7��.c m: � m 7 0 (n C•�j j 0 > c O (n -.D•'• �j p; .y. m O^ a••s-� �'� �n•�yQ • C (7 • O N m N 7 y I<] 7 7 07 O m y (j .O+ O' ' m m CD 3 4 i_ Q' ]• �• •N • Qi a �' N N A N OPi N �2 �7 �� d� 1. vG do A p� P•�••Odm c• • cr x �-` +y a '�i c3 °m' y3 o f. m o N ,5i3 m� n� °, !'o 5. o c Na my�.• • cn (D •• �+oc s 7 < m CD o ov_ m n m am fD+ ; 0n m c ° CD9 ' m y 2y to 3 0 w Nm 3'mm c S o N a m m 0 'o. o' �^. 3 3 v a a n 1O m °' u3 T n ma c'o y 0 4. R o nCD m o 0 O y ' m o m 0 m o ° Y3 `C CD cr e"1• CD U) •paA-jdde se padnloepuew aq ppm sassml 7noAel ayl uo slunoo ssrul PUB suo slulwap ale anoidde pue /yuan lsnw noA joloeiluop sy •penoddde pue pemaiAaJ uasq aAey eualuo uBisap pue suopeoal Buueaq ,uopejn6„uo3 eyl susew sBuimedp doyg to Ienojddy :asewnN eor, :Ae Nmraa aiva eor ,_0000....._--.._-----.-0000._... . ..-'--•--- 'DUl' a �2t�1 aJ - Z P00M96P3 s9spda94u3 u8PA8H areo amieu6lS Pan°IddV idN-- PN -N se Panwddy 6uj_uj6ua --- P..ddp6uyaauj6ua..l— MON 90 PdAWUdy— paAwddy 3naAaj —" aoEL mog io¢a mo° rc`g oa 3Noo;;ma uziGW°ua sWi za°g wAz ? e a0�- oz o€ gCr< ma° 19 i¢ rou N� -¢ H_ N z � d Sm 00 gap90 odd° >°° mz'u S$� u7'a �iW3 oz W„ at W �¢>� u1id �a oW NWm- �� go �w 3 ami o �¢zw Fwu uxi' ,fix wri`�'z� W���� ro= m' u o��o, OR ° idim 9 °g j � m� y< IR -- :1 ? �� O0 0� H,8 2 gyq° �p 3 �' V Q: pew S Z p ¢�O; Qp x HO yQ6 GO �a2 2yj_' �( ¢°¢4$ O C °Iu4Vl .04_ z f— umw �d OFi r i Ci m ~Uo 2� z �oom5r 16 ° 3 g �z w�zpovaoz W Z. vuv�x ?� � ui HID v�° r� �y9 az m2 3 C) ry¢==gOrr zzw TizFy� z a4y Q�w� w RLL=U 0OJfA7 7 IdFR u�—U1 O�tY� aC g Ow °°F ° gyp y0 C mo�aa�z�� 6 xzd°g rio m� 0'S o °�° R oo�'000—a a rv"'� N �- _ 4fl991>t 00.90.94 _....._._.........__.._...._......_._ 00-90-04,--_00_00. +— --0000__. _ I 0999 9099 !9999 ••.•• .• 90.0.0 • • •• •• •••o 9 0000 •(0..• •0•• i 0.00.. f- o-11 godzco -0 • • •. .. U J N 0 • N i �{ ••• r• U D LL J 0999 9099 !9999 ••.•• .• 90.0.0 • • •• •• •••o 9 0000 •(0..• •0•• Co%f=gyp PW-c,o '�u►1"t- nLA-f TRL%SS TSE Engin e ening Re: M-12x12Patlo Hayden Enterprises Inc. cnch' S I=tJG::f w cXj� 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: 1.12006066 - My license renewal date for the state of Oregon is C0 Ne 11822P� •• s• +�'.l` thrull2006067 December 31, 2018. November 20,2017 0410 . • • • e G 0000 • Terry Powell • e '"' 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 ANSUTPI 1. *fee ..... e . .. . • . • . ...... ... •.. s• 000000 .. . • e • • • • • • 00 • • Goes% 00 G 0000.0 •••• G G of • e• 00 0.0006 • G e 00 00 November 20,2017 0410 . • • • e G 0000 • Terry Powell • e '"' 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 ANSUTPI 1. JOD I I ruseKruse I ype Uty Ply Hayden Enterprises Inc. i rt-12X12PAT10 - iT1GE JCommon Structural Gable 1 1 n2oa6o66� I — Job otJo alL _ The Truss Co., Eugene, OR 87402 8.130 s Sep 15 2017 MITek Industries, Inc. Fri Nov 1718:56:35 2017 Pa1 ID:xvuArTcNLgsKJR_jIQNiLLyeleg-1 Fnd6dDEvLVzWyoLxjnVXguOzZTYVVvHm6wdMOyIBUge w 1-0.0 6-0-0 6-D-0 1-0-0 Scale = 1:24.6 4x8 = 1.50 11 1.5x4 11 1.5x4 11 1.50 11 1.5x4 11 4x8 = la LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Verl(LL) -0,03 14 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.35 Vert(CT) -0.04 14 >999 240 BCLL 0,0 ' Rep Stress Incr YES WB 0.18 HDrz(CT) 0.01 8 nla n/a BCDL 7,0 Code IRC2015/TPI2014 Matrix-RH Weight: 64 Ib FT = 8% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 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 REACTIONS. (Ib/size) 2=544/03-8 (min. 0-1-8), 8=544/0-3-8 (min, 0-1-8) Max Harz 2=47(LC 12) Max Uplift 2=-84(LC 8), 8=-84(LC 9) FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-648/63, 3-4=551/79,4-5=-565/98,6-6=-567/97,6-7=-551179.7-8=-650/62 BOT CHORD 2-14=-29/512, 13-14=-291512, 12-13=-29/512, 11-12=-29/514, 10-11=-29/514, 8-10=-29/514 NEBS 5-12=-41/301 NOTES - 1) Unbalanced roof live loads have been considered for this design. **see 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. ' 1) Gable studs spaced at 1-4-0 oc. • • • • • 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, *.so 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • • Osseo* ' • • •�� ' will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 Ib uplift at joint 2 and 84 Ib uplift at • • • • �� nr�� • ht U/ joint B. •••••• 4 N �,p ••• • 3) This truss Is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and • • a% �41 �✓ • '�A referenced standard ANSI/TPI 1. ***a •� • • _OAD CASE(S) Standard • • behlb ON 7(161 82 11 P� RENEWS: 12131118 November 20,2017 ® WARNING - verlry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7477 BEFORE USE. s Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSIITP11 Quality Criteria, DSB-ea and SCSH Building Component Safety Information available from Truss Pale Institute, 583 D'Onofrio Drive, Madison, INI 53719, theTRUSSCo. INC, Job Truss ITruss Type Qty Ply Hayden Enterprises Inc. N•12X12PATIO IT2 Plata Grip DOL 112006087 I6 1 I TC 0.39 TCDL (common I Job RefergBce (o-tionall Thefiruss Co., Eugene, OR 97402 BCLL 8.130 s Sep 15 2017 MITek Industries, Inc. Fri Nov 17 18:56:36 2017 Page 1 TcNLgsKJRJIQNiLLyeleg-VRL?JzDsgfdg86NXVQlk4tR7uzpREyw(Q_mfAvSylBUv r---- f — 1.-0 -i -- ---- 8.0-0 --....�---.xvu -- - --- _ _-- -- 12-0-0---- .... 13-0-0 _............ .......__..,_._.-_........ -i --10_p --I 9CDL 1.0-0 6.0.0 6-0-0 4x4 == Scale = 1:24.2 3 6.00 172 ...•„ •,.,.,, i , T9\ �I • � 1 i 30 _ 1.5x4 II 3x4 = LOADING (psf) SPACING• 2.0-0 CSI. TCLL 25.0 Plata Grip DOL 1.15 TC 0.39 TCDL 8.0 Lumber DOL 1115 BC 0.37 BCLL 0.0 Rep Stress Incr YES WB 0.13 9CDL 1.0 Code IRC2015ITP12014 Matrix -MSH LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 AfEBS 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) °ORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. rOP CHORD 2-3=-682/88, 3-4=-682/88 30T CHORD 2-6=-31/541, 4-6=-31/541 DEFL. in (loc) Well L/d I PLATES GRIP Vert(LL) -0.05 6-12 >999 360 I MT20 185/148 Vert(CT) -0.07 6-12 >999 240 Horz(CT) 0.01 4 n/a n/a Weight: 41 Ib FT = 8'yo BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. �MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation _guide. VOTES - 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. I.) * 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. i) 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. i) This truss is designed In accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. .OAD CASE(S) Standard }, 7116112 �OVW RENEWS: 12131118 November 20,2017 WARNING - verlry 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 snown, 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI7 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. . co p D ci-_8^ W 0 oo Z c N m �00 m cm =zo O y 0n z m n3 Cr7p '0 3 X mo (D0 of n CD°='mafD0 0 KO O O CD (n O N asoma o m p (D N a 3 o 03 Q�ti, µmc o' o - D� CD 0 fU o o n O b 2 0 m v (0li.moi• O I n mzw (D N �CD �; O O (D m (D 7 2 p Cn Q G p� C 7� O (�A m 6 o S c50 3 ND TOP CHORD CO ci-_8^ w r N 1 �m�(mn m cm =zo O y 0n = 0 X mo (D0 of n O KO moz Ln N Q Cil m C4.5 'D yp0 n a--03- Z D m o c'o m v °0A mzw (D N �CD g (D' O C4 CL 0 ND -^ C _n Z 5 O E -jA �V n j (D -O T to m0 qv(�a CD W, CD W N w Z !gym- m to (nCOT d �cu� 7 (D .m ay 7 C- O n in 3 @ H. m (OD aC p o ox i N CD, C,0ID a 7 0) Ln 0) Ln N as m m mm N � Z (D O C N :3ii fG pj n N(D• 0 da 6 (1 CL N 0 9 O j v0 a �j N 3 p =o cm CD :3 o�. y N 3 2D J N CDD ,t w N A D R ,n•' 0)D CL N' CL CD N O N 1A (D 0.2 CDD D) O O 0 y = C N O 7 N 0'2,CL N CD CD O (n w am o 0 p m m CD zz =� c cc N a G D z TOP CHORD CO ci-_8^ w 16 O 1 �m�(mn 0 � cm =zo K 0n = 0 O 0 N j�o� n O KO moz M Q Cil m C4.5 'D yp0 n a--03- Z D y off, 10 m v °0A mzw (D N �CD (D' O C4 m 0 ND I 0� �V n S m r- '®1 CD W, CD W N w Z !gym- m to (nCOT o 0 ry mcmi 7 0) Ln 0) Ln N O G m m mm � Z j m cm w N D fn yy 0)D p (n w am o 0 p m m zz =� c N N a G D z z3 C) w r to T C1 m ! 1�y w o`°i m '1 m W - y m iS mo O D z z m (Q O T O =0 ID CD m 0 l/A`J R to (DO m CL Z� �a� a.'<_.m 'm 9° wv° mm3 °, 3v3 �� m� CD CD f0 7 'O Q' O < O (� N 3 S CD N CD y O N ID 7 N yCO C d j 3 f° d O „ 7 3 C °'a C ID O• N O X (D a N M (OD 0 = d= d -O•n ° N N O O a y L1 y d 3 !n a d " N 2Ek N 7 •O w x 7 y N 3 N ''µ N ° fl c N m ° m I a N S a ID >• fD o d Oma` 7 tO�D d `0N 8' N N a• _• O l0 C =N G1 CS . [C' °°' fy/l2 7° e° LDN moi -' m� 5'f° m� So 3 nuc a '.9 ° n $m y (D (O O S d O X (7� 5 N 3 a y ?� C M. m fD 3 :07, 0., O !D d ? CD (OD CD d �a 61 CyD y ry O ' m m m aQ o m� ° fD °� -1 m� y, C, �rn D cD�i �• ° (=p 0' c m u(oi c C°� ? Co CD M Cr C�� �Zi b1 •O O O _a v N N �O y y 7 E j ,NY CDR ^ 0O -T -. CDUl tt��. 2 ID Q N �- W N fD yp: ° 0 (1 LA C3D O. N 7 W PmO p CD S N 7° O n N CD N7 2 c O fA 9 CD w CD C L DI a f=!_I O n y (D c0 n c3 3 Q a �a �a M. o ^(D �CD `� �a � (D 3 TOP CHORD CO ci-_8^ w 16 O 1 wz.7 0 � K 0n = 0 O 0 N cr A U) 01 M Q Cil m C4.5 TOP CHORD CA (n 5-6:2 v_ c O D 3 7 7 O [D (D 0 N N N O "a3 o mm m� d CX K 'o D ut ° < Za 2 �g y d » 0 O (D w � � s O S O �. Er m i•ii• m CCD' m � ID w m a2• a °• C •i • oo fD (D '00 N • SL CD -006000 �N y j. 'F• • 0 O • y- ° d 03 G•Q • -i O • �• 7 O 1Wa•�cf 7 = AZ 2 CD • -Dy 5' Via• al �`°� Q O• m 20 •�Djm <;a"-00 i O /•�• .0 fD�.. �. y -.50 l ) oa f�•a3y� �r�• fl1 ��• �• CD id l6 _ m CL CDCL • e.�. 810 N3 c��� {�� a CDy 'E'�/ U) O_ Q 7 C''� (v = c 2= m N° 3 N fD Q O (1 J O O CD CD 3mo a 1 O m 3-r 0 E3`r 0 3 T n ° -v CD En CD 0 Pub. CD r O m CD O N r �o N cr A D 01 Q O 0 � 'D yp0 n a--03- Z D y e,zm (D N �CD (D' O ((DD Er 171 Qa n S m r- '®1 CD W, CD W N O Z p ID m -' CD x � s � i•ii• m CCD' m � ID w m a2• a °• C •i • oo fD (D '00 N • SL CD -006000 �N y j. 'F• • 0 O • y- ° d 03 G•Q • -i O • �• 7 O 1Wa•�cf 7 = AZ 2 CD • -Dy 5' Via• al �`°� Q O• m 20 •�Djm <;a"-00 i O /•�• .0 fD�.. �. y -.50 l ) oa f�•a3y� �r�• fl1 ��• �• CD id l6 _ m CL CDCL • e.�. 810 N3 c��� {�� a CDy 'E'�/ U) O_ Q 7 C''� (v = c 2= m N° 3 N fD Q O (1 J O O CD CD 3mo a 1 O m 3-r 0 E3`r 0 3 T n ° -v CD En CD 0 Pub. CD O cr CD O N _� �• N 00 d f y cn 7 N IN y (D N �CD CD N i•ii• m CCD' m � ID w m a2• a °• C •i • oo fD (D '00 N • SL CD -006000 �N y j. 'F• • 0 O • y- ° d 03 G•Q • -i O • �• 7 O 1Wa•�cf 7 = AZ 2 CD • -Dy 5' Via• al �`°� Q O• m 20 •�Djm <;a"-00 i O /•�• .0 fD�.. �. y -.50 l ) oa f�•a3y� �r�• fl1 ��• �• CD id l6 _ m CL CDCL • e.�. 810 N3 c��� {�� a CDy 'E'�/ U) O_ Q 7 C''� (v = c 2= m N° 3 N fD Q O (1 J O O CD CD 3mo a 1 O m 3-r 0 E3`r 0 3 T n ° -v CD En CD 0 Pub. CD � CO 5 a X W U) W Q a W 2 Z U N N wZ =ww W = ZZ ¢ 4 z t CL E ~O a r m s • f.- aaLO Q> z F- W z¢p p�3 U WZ3 op pw to y jE co N��W W z �¢¢-ZQp Z V ¢ NO > OwerIz z0, W LL O Oj0° U A w� ZJa- Z00 600 C7 p.0 W -Qo OonW > W 9¢ Zp W a DC7 ¢aw Op,.._00006 _j O Oa= 000o H f - O '2Ow O da�z fn > D O °OXO oOm� F E LU Q W v W u C O U) OW rn V U7 2 �e ll z W.; yCDr W ✓ LUV uj N C f 1 � o (O ~i '.• O ca Q C N W O m m >e' a� O o a> > -o U '- O CA NC_ O <D Q Q E °rtecz C_ VJ L -� (O L ca > m• • • •� L I SNi',�ti • • O Yom+,. • p > LU --b C• C cn r' • C E C • N W ., I01 '0.0, N C _...-....... - ..... _ . _. _ _ ... • L • I C00D O U n w oC v (] %Ijcf) 7'r.. Sig W .� � 4�fi. • �•C a o..a.o • " U) qm o U ig• U)i i n __•'�'•0 e Q W cn • Cn w v rn m z av o _a a O .0 a 7 IL `Z 0 0 0 o V I W a C( c J °v m� Q �' ¢ > w v L z . 2 _ CL >> a 'rn . J ¢ ~ W Z W 5 Q a W 2 Z U N N wZ =ww Z C F- Z W W N - zu0 § 6 jo_'- ZZ ¢ 4 z z F f5 W z w zF 0- z¢p p�3 U WZ3 op pw to y jE $ a. F a z U m� Z V ¢ NO > OwerIz z0, W 0 HW w� ZJa- Z00 600 C7 p.0 0 �¢ �¢a m 9¢ Zp W a DC7 ¢aw O 0 U= UR > LL ¢,Zm �� Z m pa zd¢ w'L -Z Wur'm �� r'W'2�w �m dF' $r70Z Y Zp k6 r p Z w paa w >WF9 w ow OW W um o z 7dzw� a °. z� 0 i L) ¢myzicZ-7-7 }} tV J 0>- U W 7a K 0� _ o Wr N 2? J m = p w p < 0 � y Z Z � y p U C 2 Z �Q LL p Z w I>9wzEwKF U W3 j W � uUimv2i 8 ¢¢2W 00 2 ¢ N W zD 0 m w p¢ N p z o z g F W o o z z !A �zp p t=i1� ��m o m m¢ �N�O ~ pwJ� w �wzam ww� w� f- O +� wZ w- OaLL�OmjOQza�� t -wow _ wa�u�Ov=i> NOm L2 iB pp Na�H, 0.)z W LLua� W? z ZDOOM, gm -w s�uj z04 wpm��U�wO z'n- aKwr J�ai`��U.az�mw p_on on zw ��ww aaso� Z O.�J W hm0 �+p LLuwiz���a7�O�DaS� N U - Z W pNo mw cam x Nm _ ip z0 C _N X 5@ 2czir- N '�F����FLWs Z�m6O j �2- Z zDWW 0�W. I �a) fUW � �Uwm 'z$3a�rn .Up Ov0 yz i¢a lu CO � c� �ym� mgma�voav;o ci���. E LU Q W v W u C O U) OW rn V U7 2 �e ll z W.; yCDr W ✓ LUV uj N C f 1 � o (O ~i '.• O ca Q C N W O m m >e' a� O o a> > -o U '- O CA NC_ O <D Q Q E °rtecz C_ VJ L -� (O L ca > m• • • •� L I SNi',�ti • • O Yom+,. • p > LU --b C• C cn r' • C E C • N W ., I01 '0.0, N C _...-....... - ..... _ . _. _ _ ... • L • I C00D O U n w oC v (] %Ijcf) 7'r.. Sig W .� � 4�fi. • �•C a o..a.o • " U) qm o U ig• U)i i n __•'�'•0 e Q W cn • Cn w v rn m z av o _a a O .0 a 7 IL `Z 0 0 0 o V I W a C( c J °v m� Q �' ¢ > w v L z . 2 _ CL >> a 'rn . J ¢ ~ W Z Project: Edgewood Location: 2 -Car Garage Header (Eley 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 DEFLECTIONS Cen er 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 It Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.06 Notch Depth 0.00 MATERIAL PROPERTIES Center 24F -V4 - Visually Graded Western Species 55 plf 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. -L 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 int 42 int Moment of Inertia (deflection): 96.35 in4 504 in4 Moment: 3011 ft -Ib 16800 ft -Ib Shear: -662 lb 74201b page Hayden Homes Hayden Enterprises Inc 2464 SW Glacier Place of r Redmond, OR 97756 StruCalc Version 8.0.113.0 1/3/2014 9:57:50 AM LOADING DIAGRAM Center Uniform Live Load 55 plf 16 ft 30 plf UNIFORM LOADS Center Uniform Live Load 55 plf Uniform Dead Load 30 plf Beam Self Weight 9 plf Total Uniform Load 94 plf •000• • 00.0.0 • • 0.00.0 00 00 000.0• 0000 • • •• . • ••••0000 . • Project: Edgewood Location: Dining Patio Door Header Roof Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 9.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 101.2% Controlling Factor: Moment nFFI FCTIONR 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 T 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 - -L = 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 f f Hayden Enterprises Inc 2464 SW Glacier Place of Redmond, OR 97756 StruCalc Version 8.0.113.0 1/3/2014 9:59:22 AM ROOF LOADING Side One: SLOPE/PITCH ADJUSTED LENGTHS AND LOADS E_min' = 580 ksi Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 18.5 ft Side Two: plf Beam Uniform Dead Load: Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1 ft Wall Load: WALL = 0 plf 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 plf Beam Uniform Live Load: wL = 488 plf Beam Uniform Dead Load: wD_adj = 334 plf Total Uniform Load: WT = 822 plf Provided 49.91 in3 32.38 in2 230.84 in4 5166 ft -Ib 4468 Ib Project: Edgewood page Hayden Homes Location: Garage to House Door Header Hayden Enterprises Inc Multi -Loaded Multi -Span Beam1�' 2464 SW Glacier Place or 12009 International Building Code(2005 NDS)) ��..�'••� Redmond, OR 97756 3.5 IN x 7.25 IN x 3.0 FT —' 42 - 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 • • • 6• Total Uniform Load 6 plf Base Values Adjusted POINT LOADS - CENTER SPAN Bending Stress: Fb = 900 psi Fb' = 1170 psi Load Number One •••••• Cd=1.00 CF=1.30 Live Load 2900 lb 60 Shear Stress: Fv = 180 psi Fv' = 180 psi Dead Load 0 Ib • • • 6666 Cd=1.00 0 0 Location 1 ft Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi 0 • • • Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp. -L to Grain: Fc -1= 625 psi Fc- I'= 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 int 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 ••6•• 6666 ••••• so 0 • • • • • 00. • • • • • ••6.9• •• • • •••••• 00 0 • • • 6• • • 66.69• • • • 6666 • • •• • • • • •• •• •••••• 0000 60 • •••••• • • • 6666 0 0 • 0 0 • • • 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 Live Load 0.03 IN U3781 Dead Load 0.02 in Total Load 0.04 IN U2214 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1000 Ib 1000 Ib Dead Load 707 Ib 707 Ib Total Load 1707 Ib 1707 Ib Bearing Length 0.75 in 0.75 in BEAM QAI Span Length 8 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIE. 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 ROOF LOADING Shear Stress: Fv = 265 psi Fv' = 305 psi Side One: Cd=f. 15 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 - -L = 650 psi Fc - ' = 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. Roof Dead Load: DL= 15 psf Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 14.85 in3 84 in3 Area (Shear): 6.39 int 42 in2 Moment of Inertia (deflection): 40.97 in4 504 in4 N omEnt: 3414 ft -Ib 19320 ft -Ib Shear: -1298 lb 8533 lb page t . 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 LOADING DIAPRAM ROOF LOADING Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 9 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1 ft Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 8 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 250 plf Beam Uniform Dead Load: wD_adj = 177 plf Total Uniform Load: WT = 427 plf Project: Edgewood Location: 3 -Car 4ft Ext Garage Header 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: 186.0% Controlling Factor: Moment DEFLECTLONS Center Live Load 0.05 IN U1890 Dead Load 0.03 in Total Load 0.09 IN U1119 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 2000 Ib 2000 Ib Dead Load 1378 Ib 1378 Ib Total Load 3378 Ib 3378 Ib Bearing Length 1.48 in 1.48 in BEAM DATA Span Length 8 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Adjusted Beam Length: Ladj = Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: LL = Fb_cmpr = 1850 psi Fb' = 2760 psi DL= Cd=1.15 psf Tributary Width: Shear Stress: Fv = 265 psi Fv' = 305 psi • Go= 1.15 Roof Live Load: 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 - -L = 650 psi Fc - -L'= 650 psi Controlling Moment: 6756 ft -Ib plf 0000 4.0 ft from left support 00 00,00 00 00 Created by combining all dead and live loads. Controlling Shear: -2567 Ib 6••• At a distance d from support. •• Created by combining all dead and live loads. 0 Comparisons with required sections: Read Provided Section Modulus: • • • 29.37 in3 84 in3 Area (Shear): 12.64 in2 42 in2 Moment of Inertia (deflection): 81.06 in4 504 in4 Moment: a 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 LQADJNaD1AGRA A aft B ROOF LOADING Adjusted Beam Length: Ladj = 8 Side One: Beam Self Weight: BSW = 9 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 LENGTHS AND LOADS Adjusted Beam Length: Ladj = 8 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 500 plf Beam Uniform Dead Load: wD_adj = 345 plf Total Uniform Load: WT = 845 plf •0••• ••0• 6666• ,� • • r • 6666•• 6 6• • • ••6660 •• • • 0••••• 60 1 • •• • • 666.06 • • • 0000 • • 00 00,00 00 00 00.60• 6••• •• 0 •• • • 00••06 • • • 6666 00 0040 a ••66 Project: Edgewood Location: Opt. 12x12 Patio Beam Roof Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 9.0 IN x 12.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 101.8% Controlling Factor: Moment DEFLECTIONS Center Read Provided Section Modulus: Live Load 0.21 IN U675 47.25 in3 Area (Shear): Dead Load 0.15 in 31.5 in2 Moment of Inertia (deflection): 96.93 in4 Total Load 0.36 IN U395 MomEit: 5386 ft -Ib Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B 6 ft Live Load 1050 Ib 1050 Ib Dead Load 745 Ib 745 Ib 25 psf Total Load 1795 Ib 1795 Ib 15 psf Bearing Length 0.79 in 0.79 in 1 ft BEAM DATA WALL = 0 plf Span Length 12 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adjusted 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 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 6.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1580 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 23.42 in3 47.25 in3 Area (Shear): 7.78 in2 31.5 in2 Moment of Inertia (deflection): 96.93 in4 212.63 in4 MomEit: 5386 ft -Ib 10868 ft -Ib Shear: 1580 lb 6400 lb page Hayden Homes a Hayden Enterprises Inc 2464 SW Glacier Place or Redmond, OR 97756 StruCalc Version 8.0.113.0 1/3/2014 9:58:54 AM LOADING DIAGRAM LENGTHS Ladj = AND 12 A– 12n — -- ROOF LOADING LENGTHS Ladj = AND 12 LOADS ft Side One: BSW = 7 plf Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 6 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1 ft Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED Adjusted Beam Length: LENGTHS Ladj = AND 12 LOADS 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: 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 1_11509 Dead Load 0.01 in Total Load 0.04 IN L/1093 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1120 Ib 1120 Ib Dead Load 427 Ib 427 Ib Total Load 1547 Ib 1547 Ib Bearing Length 0.71 in 0.71 in BEAM DATA Center Span Length 3.5 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 page Hayden Enterprises Inc Cl 2464 SW Glacier Place Redmond, OR 97756 /0' StruCalc Version 8.0.100.0 6/5/2014 2:11:09 PM Notch Depth 0.00 Read Provided Section Modulus: 13.89 in3 17.65 in3 FLOOR LOADING 9.54 in2 19.25 in2 Moment of Inertia (deflection): MATERIAL PROPERTIES 48.53 in4 Moment: 1354 ft -Ib 1720 ft -Ib Shear: 1145 lb 2310 lb 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= 1.30 Wall Load WALL = 0 plf Shear Stress: Fv = 180 psi Fv' = 180 psi BEAM LOADING • Y •• Cd=1.00 •••••• Beam Total Live Load: wL = 640 plf J••• Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Beam Total Dead Load: wD = 240 plf Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Beam Self Weight: BSW = 4 plf Comp. -L to Grain: Fc -1= 625 psi Fc - -I-' = 625 psi Total Maximum Load: WT = 884 plf Controlling Moment: 1354 ft -Ib 1.75 ft from left support Created by combining all dead and live loads. Controlling Shear: 1145 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 13.89 in3 17.65 in3 Area (Shear): 9.54 in2 19.25 in2 Moment of Inertia (deflection): 11.57 in4 48.53 in4 Moment: 1354 ft -Ib 1720 ft -Ib Shear: 1145 lb 2310 lb NOTES ••%ss • • Y •• •• •• •••••• • • J••• 9406 Project: Location: Single Member Header - 301b Live Load Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 1.5 INx7.25INx5.OFT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 309.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN U5421 Dead Load 0.01 in Total Load 0.02 IN U3522 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 150 Ib 150 Ib Dead Load 81 Ib 81 Ib Total Load 231 Ib 231 Ib Bearing Length 0.25 in 0.25 in BEAM DATA Center Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 42 - Douglas -Fir -Larch 5 f B Base Values Ad'us ed Bending Stress: Fb = 900 psi Fb' = 1080 psi Cd=1.00 CF=1.20 0 plf Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 2 plf Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp. -L to Grain: Fc - -i- = 625 psi Fc - -L'= 625 psi Controlling Moment: 289 ft -Ib 30 plf 2.5 Ft from left support of span 2 (Center Span) 60 pif Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -175 Ib 0 ft At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Recd Provided Section Modulus: 3.21 in3 13.14 in3 Area (Shear): 1.46 int 10.88 int Moment of Inertia (deflection): 3.25 in4 47.63 in4 Moment: 289 ft -Ib 1183 ft -Ib Sh^rr- -175 lb 1305 lb NGiEi page Hayden Enterprises Inc = t 2464 SW Glacier Place Redmond, OR 97756 of StruCalc Version 8.0.100.0 1/26/2015 3:02:16 PM LOADING DIAGRAM A— 5 f B UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 pIf Beam Self Weight 2 plf Total Uniform Load 2 plf TRAPEZOIDAL LOADS Load Number - CENTER SPAN One Left Live Load 60 plf Left Dead Load 30 plf Right Live Load 60 pif Right Dead Load 30 plf Load Start 0 ft Load End 5 ft Load Length 5 ft n0 Z C cnm �c ,c a c-� cm m d m = m a c0' 0 2L `�ocnoy 2L Q. N0, o ao°p°1mm 0 @ f0 o 50.0. aa= 20 =a° N wlw a O O 2 m � m 0 7 3 »mac a O � N CD 0 �i » m 0, c _ �. �a1 s to (p � O _y crm 7 0 C » j to N W m D M z m W _n z ca r O n D O z X m N N m o $. s myam co N 3 scnID a m o m d a. a y O u 7 N_ CD m Q y O_ N O CL m D1 m Q 3 3 CL Cc o m a N to O � N N O 7 3 0 O C_ N O d CD (D ,°z" m -0 z o m a w TOP CHORD oXc, m O W� rc-zi aD Mcc� (n C m0 mztn t�K, m 0 ya ��� w z w' N�cOCD � 0 �g 1m LO 4' � y q� M z -4 � 7- a, m 1� 14 co O N 0)m m m O O w D� p zz CD 0 N < m 23 = rn cD w r -zi poo O w 4 N m 14m m m ccn m D a G =o ® �m L> m 04 �m u7 0 m v En s cXD m 0 CD Ln CD N CL �m TOP CHORD S N C 'j ry N, 0 N N z 0 7 X in N 'fl t l< 0 6D cr n (fl N 0cn �• A > Or O O :3 to f N 'i CA j N p� m av3ym z D o= N -. —m U) 'd z O ► K N, .O m °� O Fr 3 0MN '3 m p ao m CL �. `o_. Z m o 0 F -4 m F�aa D TOP CHORD S N C 'j ry N, 0 N N z 0 7 X in N O f0 D> N Of N A w N p P 50 J T N :A. • d O ID d O QJ N -� D) - r C H d a S1 • • • • i • M • • • 1' D O N >J C g O j 3' C C ID O o o n 'v z c £ --6 9: • ., �y one °.�5.� m v1 �0 dam° mD13 °Q 3�3 om °_'m fDN �i3p1 oNa •iw•• • <D p O O O 7 N O ii. �. O' �j N O? N O In j 10 0. 01 @ 3 S o p• M 7 -� 7 O ii ••••• m c c m m 3'� - m a° ?y c -^ ?m o m u� a m 3 m •m x y c u off••°' w• CD '* • • nom a o- 0 > o aua m e m$ o c� x m 7 a �o m v 3s 0p 8 m S- ^�• • p • Ac y° Doi m m �i3 GC CDN' a mH m3 Qo iy •acm • x O oci ? a o a CD o' m m 3m � On o1y ay IN ,gym o 4 T 05 and e.3 �ci O••• _. • m o. Q m m 'o m 12 2L � m 3.0 p �A d.�c m S �Z'CDDi Q a� •_?$• ��'rc',a„• �•Q • CD � �• ny Np 0 4001 cZ. j2 OSg �_ C 7g d ? C N aN2 »O �O m�1 1 m� S N �C ��j• O0 bDQ 03' Q • O • �. uci A p m y 9 O 3 a p�' 2 - f°a o� a m a 7C m "• �.m •�} �i.• • O a f @. N GGGS • fDm c c �3 w ym M.", U0 °g m� -tea c3> r.3 a: 4Z'o�O ? N2.y ��••duy yc' CEJ• c Mc. co m3 o D �> cep u 3 0 _ Duro z �p do m cm•r� • p� O m ID 0 o m 3 S fD m a u �'� g a co N 5.= Zm m �••?03 ° • c'r° • C • �• NID N 0 aQ O N� G 0 °° O NO PL S� COO 2 '0 v N `C i •m 010 •< • �. Dl s' -_^. d 031 �' O N 7 n .0 �9 :1• C O ,i7 N < V7 z C £ In' w• 7 • • 0 ,c 'a • 2 o M, a CD ° (4 m a 3. d m o vK w 0 o m o m ID a vJ1 C iv n� Nc o £ c : a 'o 41 =_a �m a� � o �v `0'7 c � � y� m�� 3 CD �/�1 N y S S '� S-' S. CD 23 Mm CD � a O� N .O+ 7 N N a O N= Cn N (D f of �0 3 mm Q. m y $N 40 3 m m >j N� =3� CD m S v > >. m a � mm ,2 m a a o mo n D FD M. O y N h D < ?CD a9 o 0 3 N CD �r cr " LO CD U) 0 6D cr n (fl N 0cn �• C) T. :3 to f N j N l< o= N N .z` ► K m Fr O f0 D> N Of N A w N p P 50 J T N :A. • d O ID d O QJ N -� D) - r C H d a S1 • • • • i • M • • • 1' D O N >J C g O j 3' C C ID O o o n 'v z c £ --6 9: • ., �y one °.�5.� m v1 �0 dam° mD13 °Q 3�3 om °_'m fDN �i3p1 oNa •iw•• • <D p O O O 7 N O ii. �. O' �j N O? N O In j 10 0. 01 @ 3 S o p• M 7 -� 7 O ii ••••• m c c m m 3'� - m a° ?y c -^ ?m o m u� a m 3 m •m x y c u off••°' w• CD '* • • nom a o- 0 > o aua m e m$ o c� x m 7 a �o m v 3s 0p 8 m S- ^�• • p • Ac y° Doi m m �i3 GC CDN' a mH m3 Qo iy •acm • x O oci ? a o a CD o' m m 3m � On o1y ay IN ,gym o 4 T 05 and e.3 �ci O••• _. • m o. Q m m 'o m 12 2L � m 3.0 p �A d.�c m S �Z'CDDi Q a� •_?$• ��'rc',a„• �•Q • CD � �• ny Np 0 4001 cZ. j2 OSg �_ C 7g d ? C N aN2 »O �O m�1 1 m� S N �C ��j• O0 bDQ 03' Q • O • �. uci A p m y 9 O 3 a p�' 2 - f°a o� a m a 7C m "• �.m •�} �i.• • O a f @. N GGGS • fDm c c �3 w ym M.", U0 °g m� -tea c3> r.3 a: 4Z'o�O ? N2.y ��••duy yc' CEJ• c Mc. co m3 o D �> cep u 3 0 _ Duro z �p do m cm•r� • p� O m ID 0 o m 3 S fD m a u �'� g a co N 5.= Zm m �••?03 ° • c'r° • C • �• NID N 0 aQ O N� G 0 °° O NO PL S� COO 2 '0 v N `C i •m 010 •< • �. Dl s' -_^. d 031 �' O N 7 n .0 �9 :1• C O ,i7 N < V7 z C £ In' w• 7 • • 0 ,c 'a • 2 o M, a CD ° (4 m a 3. d m o vK w 0 o m o m ID a vJ1 C iv n� Nc o £ c : a 'o 41 =_a �m a� � o �v `0'7 c � � y� m�� 3 CD �/�1 N y S S '� S-' S. CD 23 Mm CD � a O� N .O+ 7 N N a O N= Cn N (D f of �0 3 mm Q. m y $N 40 3 m m >j N� =3� CD m S v > >. m a � mm ,2 m a a o mo n D FD M. O y N h D < ?CD a9 o 0 3 N CD �r cr " LO CD U) LL o O 01164 z (� o=POO OaL-Z O a = 2 0 w Fil LL OU = O S m a X w L a Qo r Q> N �0l.- D OQpZ) 0-1wp ooa. >u0u� �OOotl WXUQ OOo0 aarZ OOm� U w O m z O U W z z O U w g a O H U) Ir w J U m 0 0 z D O } W z Ne Z pZ Z N W ZZ p Q W O Q W N Ir wJ NNZ �7 Z fN/l� z Zw��J E R. �.; ¢(O� Ja ffi o_wpUw Z a DG Z W� �< W 38 6 ZOZ � � Z U Z w E W U O z > > J 4Z> p K OW -0z N� m� g§- O O -R J U~UpC z0 LL0 oao z z W 2U ? 1 2 D is W W 2[7 W 7 aaz h- �m OLL p Q Q D U OW W- o W > N F¢ Z > O W o n i w zZ J N w N O xO G Z C U LL -0 O do aar �c7z �3ZO�m ttppjyyWwuj p t=A zz -00> WOW O ym�U zQFOy O �d z w�j V0M. G6�00� ozQF so W�[7 U K x O q Z 0 2 O Z �o =n¢� K V>7d�� N-a,I > o>_0 ,zW Wz 12.odg,=�s�g ogm ..Mr-nwo-o �Q; cl ¢=¢_ O_ w ¢U �f-o�0 0� mZJ�.Z w ke.i W���mawzdo�K>pr=nw�i`� �U�f.�,1,` ? N p W uu!! H ac7 Zw K0.� m 2 _ aBWwiz�aQ o�0.gOq�� �U �`i' F mm N '70$6o �rO?,d N¢`� ZUtTli 0-6.o -W wn zoC NZ D IZ�J aw 2' Z=a. �i pN K W ��Z ;fir ��zE`' m�ozW�'-m Nz"uc�Ui����gwg� jl .=NytV min F�tiOQ `L NptcQ�3 d 16 :D 000J FtJm I {( � y5rl. #r i O O I OI O 'N Il6 z14-s,wi i. ... jW.- z . LL W X I W C A c C 3 Z a • • 4096•• • m 0.00.0 CD z LU new E F Cn CD W - � .N w o�(D Z o U 3a2w`z° oN z O U cn 2 o o � a 96L C� ZD fd > (D m co cv O O E >� wy•••Z7 LUz (n .m i •. Ul n W z > c • V U Ca c% J• CD z LU new z2cu -Q> vo�o Cn CD CL - � .N w o�(D Z E �-0 °� 3a2w`z° 3 _ z O > > o o � a C� fd > (D m co cv O O E >� wy•••Z7 D (n .m i •. Ul n W z > c • V U Ca c% J• W C O a 0c, •0�4,�r• C 7 4'a =O 92 O >, U U � «-• �• cB o. ca � •�, a z >de ��. � �o O O V ��= U yr •� • 'n • •666 U) wZ ro n y VI O z -Q> vo�o Cn a ozvQo W CL m s > J as �.` o Q > w v a Z TaysQ Q 3a2w`z° Jti� Truss (Truss Type IM•EDGFP s'2GR iCommon Girder The Truss Co., Eugene, OR 97402 2� 2-9^0 ._.—........ 2.9-0 Qty Ply Hayden Enterprises Inc. I1 112019925 1 Job efere loottonal) 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 28 19:24:18 2017 Page 1 ID:jvgQeK18mkl USOtpnKzROSyEZAI-W8WyrJ3gC78ckKHrK1 tKR51R98VSVgAKrWkOZcyEZ2z r..__..-...- ....._-........._.__.................5:6�..._...... .... --......_............_ ..__...........I 290 44 PJB .41f8e t�. (X..Y...).-• .....I1; 9 -4 -4.,.Q -O-1 ],-(3'�-4r4,9-4r.l.1,_(4 aJ-6.4, 0-1-8] 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 IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 DF No.2 6x6 .= _l � Scale = 1:13.3 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TC 0.28 Vert(LL) -0,02 4 >999 360 MT20 2201195 BC 0.47 Vert(CT) -0.03 4 >999 240 WE 0.39 Horz(CT) 0.01 3 n/a n/a Matrix -MP _ - Weight: 25 Ib FT = 8% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Iblsize) 1=1847/0-5-8 (min. 0-3-1),3=1820/0-5-8 (min. 0-3-0) Max Horz 1=18(LC 8) Max Uplift 1=-218(LC 8), 3=-214(LC 9) FORCES. (lb) -Max. Comp./Mex. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2492/299, 2-3=-2493%299 BOT CHORD 1-9=-250/2227, 4-9=-25012227, 4-10=-250/2227, 3-10=-25012227 WEBS 2-4=-234/2050 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 Ib uplift at joint 1 and 214 Ib uplift at joint 3. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 7) Use USP MSH29 (With 10d nails into Girder & 10d nails Into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-8-12 from the left end to 3-8-12 to connect truss(es) A4FP (1 ply 2x4 DF) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) 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: 1-2=-66,2-3=-66,1-3=-14 Concentrated Loads (lb) Vert: 9=-1632(F) 10=-1632(F) goose e • 0000 S•og0 • e •• • 00:00• • • ••egg• •• • • ►fie' • *Sees* • .• s• 6r^ 60.00• • • RENEWS; 12131118 November 28,2017 a © WARNtNG - Verify d sign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE VII -7473 6EPORE 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, OSS -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. theTRUSSca INC, . I r �' �le�lcy ti --�a t S 'i t-�+►Tdc•.t ? $ C�A�.CS (:) � Z o x O C C{m m cDit 00 pzn rnr- mm D N M> mmI nC70 C7 .1 A C7 C) C7 oda X O � Zorn f�Ur H � � 0 0 +HPAoo 40rA>0 v !p0 oa;opHa O�Tmo0� vOmpCZ,� A p n�0^rOp o C) n ;j n D C a j m �zC7Ozo Am(Am0m O M C7 m S OZ�"Z� Z Q' fn Mr v N MO CA�7m5g T�o - K N 25Z worm 0 Q Z Lo ( i A N �y .n y OOm_ i~ m xm VO 5 - _.._. _.._.._.. .._.._..—iii .._. _.._.. ,_.._.._ _.._.._„_.._.. .._.. —._.._.,_.._.._.._.._.._ III _. _.._.. .._. 01 _ ti v �H m ,._.._.._.._.._. .,_.._..SII_.._.._.._.._.,_.._,._. _ ._.. .._.._��_, _.._.._.._.._.. _.._.e._„_.._,, 4 m- iil .._.._.._.._.._. .._.._. —iii—"_.._.._.. .._,._.._.._. ai .._.._.._.._.._., .,_.._..-iii-.._.._.._.._._.._.._.._. m ._.._........ ...... _„_..SII_.._.._.._.._,. ._. _, _ r ( r.__.� rnsar ul =u+a°rWo'wir N •^+� w'_" PLACEMENT PLANS E�-IFIL-- M/00 OB 07 °mai="e''10 O1Ma uart.rn HAYpFII HflMF.0 ONLY. DESIGN TO O - no,W; „� ^ „ - 8EAPPROVED BY u COUNT / LENGTH THE EDGEi✓OOD p •� �r� ..roexvos.�.'� '-4--.1-B.e.._..o.-11nan.ENGINEER Of B anD/an`Revi=Ion Date VARAGE �'/LH' (+•1�^••P^e• (•�^�••9 •^^+ ,w�;,,,�_, ”" RECORD A.. f..Ibfl eei.leu of $'' N g!R$5cm 3 91 64 '6 a 090 �Q0 O am'3mT � 8m°ado a.ZO $�$oR. Q ro �'�- 0 Is. .5° _ . n m _'. wm 3m N•� S' m�N� aNd ol'o° � 3 ii NOB' maa•iy 023 3�s�s n � o�aO � RBr� 3 °sg sa msr° �d �3�rg'am$m g�3n H� �a�BSdg r ���NfR�am ND a=�3o0. 00 n n3v r d oqm'^=w_3$ r m O za-�=yO��u � T - I N in d G R R, 2 3 1 a$ D �o r D �o o � m' e 3kg� 9. m o_o � 0 g@vn Z derp NA N Z y. r a m Homo gg °-A_ o o. 2 mn�F �G -yi _ o " s ogoO sS d�Nd Qd 0 roBH o z 5 C H Cl) D _o'$ Zr-cn 3 m M m d =' q ? Sk i# G Z C 0 O � A ooZ N H� ,�y ygroq yyr m�0 O Q 1 NF+m CtlC Oaf N<�yN ioW 0 000 m v 0- N d aN G 33 c N n H N H 0 zz OpOZ 3 y z rh�o�roy -42DCOg0C 007Z; � Ntl7 H� ,�y ygroq yyr , 1 NF+m CtlC N<�yN 30 0 000 zAyOmmjz N d aN G 33 QD M w I bN1.1 O x�r hi ONON viz=+m mmZ yc„y x A OAND N 7 0 oyH { < b m whl z 00 'wx ?7 cr* O mDZ M OS2D t+ N [1 07 M x H N H 0 zz OG VOINAW N Z TADy GNO �U013 r -i O xmxO,x;Om nOx=m zOWO M ZRZMOD mm-IDmN.. mp 000jr>-�Mxl mxH9ZAO Dmnm-Or mx WrOOXO �in .cIA OWNOO9 2mAm'OzZ='TDyn902p�Z ,- W,AZrA-1-_OZr NrmOz0-z w0D0Qz ZAN CZNOZ G1Z,D1 D� �{mWTx > O'222DOOtDnN 1010_ OfDTAA O- tumor Oz z(n0 N 1NNg0N 00 Sv'0ARTI m0>Dm;O AO m�DD•s-p1 O 0 O�rr ro>Zm 0,OQwm0 ' 10 ?Tnv)^yT,OZ. MOM O -mz-- 0 0U'5-167 m m0• 3�v Q TO -1 N C G'1AOzz.Z01 zo Zm 3 S A InOpG1p )'ANN m ;01'' Tz ril mm x r m { A OpOZ 3 y w -42DCOg0C 007Z; � AZ u3 O F NXz a�oo OG VOINAW N Z TADy GNO �U013 r -i O xmxO,x;Om nOx=m zOWO M ZRZMOD mm-IDmN.. mp 000jr>-�Mxl mxH9ZAO Dmnm-Or mx WrOOXO �in .cIA OWNOO9 2mAm'OzZ='TDyn902p�Z ,- W,AZrA-1-_OZr NrmOz0-z w0D0Qz ZAN CZNOZ G1Z,D1 D� �{mWTx > O'222DOOtDnN 1010_ OfDTAA O- tumor Oz z(n0 N 1NNg0N 00 Sv'0ARTI m0>Dm;O AO m�DD•s-p1 O 0 O�rr ro>Zm 0,OQwm0 ' 10 ?Tnv)^yT,OZ. MOM O -mz-- 0 0U'5-167 m m0• 3�v Q TO -1 N C G'1AOzz.Z01 zo Zm 3 S A InOpG1p )'ANN m ;01'' Tz ril mm x r m { A , c9 -r- 3iF OpOZ 3 y -42DCOg0C 007Z; � AZ u3 3 F NXz a�oo N<�yN 30 O D�Oy� PrPOZ zAyOmmjz mmmZc) AS NZ N OMO z NZO N m ONON viz=+m mmZ yc„y InrN A OAND rb�b rCn PO { < OixA A�mN z°2Apz gzZ $ 00 'wx ?7 cr* O mDZ M OS2D 0:1y t-33Dp mizm =NZ �0D mmZ 0 vOi ffrAr11~Fy Z A< yy 8 �mc n_Ii0 x i i O �, m 00 \ znr D N x x g Room = A M ODo D m C. -co Z OmZ o �'o Orm m N C<� N°1 s ;-MN yZOm A Z a a C7 OOm COS A MMH D00 0-i-4 mZ ALS I In A cZ0 '� T COQ C -Q Dox I I I r m TZ1 Ay0 00% O m D A Omm AA� Ny0 polIyy v O ANA ooH A N wwx8 m m m ~ N NNyNC I I O O O -M -z r hl T oum 0o M X -moi N = N tp •+i•1 � C • O Y • 1 • •• • • • • ••••f; • •••i1, ., •i i • • • f • • • • Hy O • • . W OURM ••• n .3 t, •iH,•+y qH �0 lry O �S•C CM N 1r~. O OLC •M• f• 4 •yi•yy �� f• OZtn O rf1 •D17 PxjWH \H2 ,x 09 SH O `H II y�I N K••• H \yN ON M IM�y7 M �D L'H] Ca�G a b M c o IRON y0 Or.ro O •• N o t N W N H •• H H II II II n Z NP+a ww uI to 0 z� 47 M \ \ � N a o -•I rI O O ro ro ro 0 OO 0 NWN NOP "7 'i ^7 No , c9 -r- 3iF H a 4 omos m0 m d �n0 m� m90 �Q9 6 03 > >>n n n.� C1 as„o¢Z mnF� sDYQa= o .ff IS lir dNN•� "�vaa z Of oc o� roS^olb' 'm -•N N�o� myay••g�� m y o ? G E Q a a � � �� d -• �dt��mms'gz o miomF�?m�49 S N �R�8!44 �E-am aEm 3'g°30� � mn� � �f3�a=N m�a�se�S�B. e oN�3aem��� 9Mavil'-UhN. m - rOo_.p34 mam' n° - oomnm �a °� 3 v°. 3 o r 3119 0 C � O T H z nd vp1 � `d -� � •cmn � � m � y Q m m < asg 90 O o�ny `gv m N m m v n a i iu �EdN ca O �ram4 aism z �nZ� g 0� = O Zr r- co yp �O Gi PD TM - Di rr' a e a of 7CD 4 7! G Z N :0 �� O N OO Z GI D V ryr1G.yyr. 0 G oo N a I al-�� N m � 0 V V d c A n 8 x p %Id PD TM - Di �� N moo ryr1G.yyr. m r 0 I al-�� Drm� 0 V V m {W•.if DO A pmm ooc0 wy w0 fl y NON[• -1 to Y 1 N Oo lyil 1 wNH N m y x — r 0 ao �� w4a'� M wz m �n cn mX I awx'• is O O O H 4 � H N S All .+ z [+ y M W co N I 90 O 9 .•iI S 1 ^'O 2 0 N-;Np N -. z imx0SAAi�13„Oi r0r yA327m�p ;�PgD50 ympo Zfmn vrn I mx �A 1 wRwclAlpWNp�� �^ Dy a��m WoZo��i0ap�r�a ; 'Clx O X. —4 HZ'p-1 ,,"C' -D1 M-40 Zyrn Hama 5vly3�y DmrC-Ll -0 Mme! Z 1 ADc ym i OCnr A o <uu 7�pp•�Ay Orn AZ?T f� 1 n �jyfjy�,0 j')6z Q 1fA11�m�� »�71G1 m m0y �t -+_ m wcZ_00 t0 N C 29 1 zx C m ANyp 0'OZ m t A Z_OAO_Z (NS D 0 yny D my A G -i�-i� GmL700 a h T -MG Noma- A X070 9 . -Om,A =ANO ZO 3Z b7 rt2ylDm y000 1 o r O r.czz A=M"z N 2 D 1 MMm4) 0Ta-4 O y7J0 fl7�� O_O o n m ozgm 0 m x c curly yoTGf m O (nM0 yD H A m* m OQxA rZy w0 mDa < A mm 3y OpD p ZmrAi,c 82m or H Azm ) CO G - n � Z� K Q T R� mom_ 00.E �� ro Dp D '1<007 � gAA zm~�z y�i� yy moa Appy O O �xv o oA„ o� \ zn� o 1m�� '1yi0 Hamp o Zy�m �Z� tl C)o �tim 0.0 ;go m A OAM~ Cp'JGZ ysq Zmm m w -fAn r-r2as C O�� A0inn =am rotro� co'4vA ^ri Dom. O 1z m z ymG) mL0 oo"Z Fm A O m Eocy0oon A pMZ< mx MwV oD v AA;u m o0 -1 A A OOH D NC 0 N N H H m .I. y n .Nm N O O K I I O O O O r „- X o r. M. o� �o wm �o M x O O NN = O � 9999• � • � e 9999 •s•9• , • •• • 9990•• !• • 90.00 • s• • • 00 o good*m • •• 9 • • e99• • at Do z'(. yy ! ••III yyilhdi 9• HA •® • HHS HOr M x 10• z !zEn •n r• �yrn •�aQOpyy kry�J Owmz 5 ll::.-9 II H WNOb NW �Ayyumn N 'p 01A M 0 �*J C•� H �O H Ow li O N y m vI w H • - I-1 royRiIo EN H H wo S q z I II II 'Lrr t7 o HN $M Fy] \\ \ M G1 Rl N .n C1 •• •• aro � rororo o0 c o3'O iy �m W m m3am33 � �Wfm ry ?D�oo� �0 mm3 0 ivyo� v �o' Aad ?mala 3 and °�o �m8 o a $ w o maoar, o.a E F K 3 'gRy�301 513 m 30$ Q �agG�a� o d s��"33"ce'ro oz � m3m�•ea gaa� 'om v�Oag �°y-ova o � 'a"•a'°-'gym_ 0 0 3 0 v YN ge,3$ 0 o9f'n � Efg3�mN; a A o N g 6 ry r o IS o o ro gn va HA c 0 O O z mD v" 3s a z -SAN 3v 0 4sw8 rn 3� 0 a n z U1 O S wo�y r- U) '90 ma_ � 3 rn m ='x�r� m ,', g o i a d (p st ft 1 O , m a N C tr ^l 2 a 110 oO$z CO. io�oo co �6rob�b mv+�s 0 co io �SA ZDm N V ZANO cl Q C n N C50 }1 n oror -<1 I-- _ roto r H W -yi2-N.13 ymvDt��ni o�nup� MOOR 000 N �m 110 D �6rob�b mz io �SA ZDm MO(mnD ZANO m r C50 14 9n0 m�N w g aotnHa N mini I In..m o z.�+. oW' 0 9 m �G)00 0 tl1 ((H����++JJO N x x" o -n v0 0.71" El X �� zp 0 oy .y d zm 0• W �$�j Crime OOA pa [+ N M w O OZmmC W � 5 O H �+yoJer OM roH L�7 Aim �A� 9 e 9 o N -+ O �- m M HN W U O a S' O>NA W N �Z O irni°ps�A=smoi--m yA3zmAODmm-IDrny.. � Z D p n m O Z m C1 y�O�C-NiA�OmyOn� Oz �mmmZ��.DO WUTAZ�-y71W cl ZO mTrn y mOOO�, CODpy� �e 0 ? zvONcn m Z Dm�� � �-+m_r_=m G N O m 0 N H N m 3 0 y Dm�A �>nZm J.- OC0 fir A AD WQmO 0 � z -xzl Z o �mAmDa z zOcD�-iA z0 C Zmozzz �N m MME? 0 0 M A m r A < Z OAOZ S -<1 I-- _ D Z a -yi2-N.13 ymvDt��ni o�nup� MOOR a S' O>NA W N �Z O irni°ps�A=smoi--m yA3zmAODmm-IDrny.. � Z D p n m O Z m C1 y�O�C-NiA�OmyOn� Oz �mmmZ��.DO WUTAZ�-y71W cl ZO mTrn y mOOO�, CODpy� �e 0 ? zvONcn m Z Dm�� � �-+m_r_=m G N O m 0 N H N m 3 0 y Dm�A �>nZm J.- OC0 fir A AD WQmO 0 � z -xzl Z o �mAmDa z zOcD�-iA z0 C Zmozzz �N m MME? 0 0 M A m r A < Z OAOZ S -<1 I-- _ D Z a -yi2-N.13 ymvDt��ni o�nup� MOOR N y ,z ORMZEn G'� z0 '�33 ZDm MO(mnD ZANO CHO O rozz rnmm0 A=mz OwN'1 m N M O z pmr0 vz�AO m �G)00 NmZ°m yGmUl ((H����++JJO 3r u c cm�y 0.71" El yM� �� yA A VAND mN 2Z.q;yu -G-iy O 7051 �$�j Crime OOA pa 9O P7 OZmmC W Ox_m O nor 5 O H �+yoJer OM roH L�7 Aim �A� m.�z0m DOcS rr UHA rm_ m In In 0 H H ^7 Z V0j HZ.'al �m�A TA yyy roO Oro ro 14MoD mm� r b A OZ r N O M O Orn O C:UIOTm 0 N'a Z o'vm V NA� W ��� A<Z [[+ Zmm m m N A CrG1 N°1 yoy' O OCA .1 O ;mN C: zAm roro �i ,m 9m Z� 1 Czp m�tv OO¢ oox' r z .= pyo 00%3 my A y M Om AAr �.1 ooy O p N X w 5 HHM ww5 Fi m- c N N MInX I cc O O ry � nm r my m O N ! C N m ma0 N = N � En F�rl)m ORMZEn G'� z y yy y H H m ((H����++JJO Nr 0.71" El yM� ASC ax 0 O • m rn y; 4nwH H D 9O :c,013 z II II II 5 O H N rr UHA NN H In In 0 H H H G1 VO N P iPm O O O 00 Ural N Vrol M M M N O '0 z p 'o , 2 E-'n3'a ro .333 d53 g c.7 n i B. n,Z to n - s��'a w -3 m aS., �: S _ b T -y'- 8 � N O IO J J Q N a n i B= aa R mma^ °1?ZA' mmm�al fix° m'o �. 3 m v dm M� LL �... e d5R5.:g c �� N a. 8_- .3 it 0g o 'm 3 3 6 E J m dFw i F e n ONFIF9 to ° 2 glo Sn�ny R' •'-° p!�n-OI'oin —O�� v n 3"u3�omec ro -3v o ,m o � 3 f 04 0�m - m 3axo m F ZZ F y u y O +' ° �-.Z1 �A N a o m o= a o d o 9 or S s 3 2 p�vrp. �v n S . a 0 n RO O �Nm SR m m O o m m m o O '�_'� m m -i ° _ Eom R � m xc xc m z� m 'o 0 �tONj O. a ~ m ly oo�z m btl0 O O. ' o MA a� y�rn b �.`1j mw WI -'N d d U N W :p O O - pa a b n 3 yloy IC Ht1 y R 7OM to yryyyy ~ m ly I yr+m I b btl0 m ' o MA y�rn b �.`1j WI -'N d d U m � In N1-ly b Z.- m� yn Fi z • M � II II II • z fn M urd w z o N y M HN N U zo0 T (DRQ M H H m C°x iiNZ'H O GHz W toyI �Nt'I N N y Es �m 0 H y z c� 0 m .Irn cndu N r �Z SADA 2x20 mAA 2Dm02Sm ZO-OyA3Zm0 )^miDrny.. x000- Mr<�m�OZmC) Dmnm-prn m N mG)AO -I O ygm0 nA-1 �M,M WWZM4002'm z S mm (mnxmaA oc ' SE20;6m 34D M�,aN�CiicZEn D842 .r.I•�ZQppDZ o p iF AA 2 - < O4 NN opoD DOm00 D O�NZNp a �5n n onAA 'n -i m OAn G) 0>,Pp vv mPS-4 30 Trnrr oA`dm�CO 4m mr_Z H nA>M, m2 VT)MO m O-I(n O m09,� 9 $O-' C 0S�nZZ A O Zy T mv p0 3 fjl O G)�� �p fn yy TZ m A 0;03 41-49 nmuDi3 �o}yy5T mmGZi O�vaN cmvi C M y O�roC7 0 c m .z c '0 Om -I Aron AA qIN n � CZ CZ Ana pAm -C V N C _ z A H '- T C) A H 3X00 G) 00 A-1 I o � N o z z NZN t� o inmo g maz m vol OH K 'nOZm m 3zz mma v oM M 0655 H D N m y� Zmm m a a b O OCv ;D 56. -010 q O m 'r0 H x III � r ooK A OD Ise v OOH WWwy N Iy lr y SC I I OO 00 nzir5x9 M. Or C INT 1 00 Hro yloy IC Ht1 y R 7OM y 7~i Fy'yy'yy z CII' y�rn b �.`1j b C7b H 0 O�M7 H yn M � II II II • z rr urd a Hf+ N d d m 00 fj yy O O ym MMI+J NO r .was. p,fo9Py.1 x N_ aYa 631 g d as � Bagaz � o gSan °5. n "03' g3�al,� A m c' o' m ?SNv m` N� �3d4`-' g �c' m ?®oFom S SD vw.m p '-tiu tae g c d m Y O ons c-�o o w n d �Do ao; alae?a8~ 3 0 c r u �R_ca'sm 4m 303 �• s�N�ca�o�m�do' a38agN's=�W� m � g � � � 3 � �n 8•g �1p vi �v�'nm°n 0s-'3 ..°'•°Z�C)'ain�o$3 u m` � - m V D a=�3Q0 SON T m G7 o 9 A x c0 sy = dards. n H m 6 Zr 0 A Nmtn� � N N O. < oo�z i7 CC CDa CL $ - -• '�31 N m � n qy O a QNB a m = Z yF �Q ymi H 000�•(mp 7•�HDa m Q� a a mmA6 o qo N 97,7 T g Z dAm 3v N T ZnBm mN 91 K () O �O g ? C am 00 wa �3. pp mm O a r N L�7 fA 0 d o g r, cn 3 m 0 m G7 o 9 x c0 sy AnmN S 7 f0 3t 3t m 6 Zr 0 A Nmtn� � N N O. < oo�z i7 CC CDa CL $ �Hm i W M im CL W '�31 N m � n qy O a QNB 0 N n } w <NS_ y W x "n C., 3 AnmN M I A Nmtn� m00 -4 i7 CC m �Hm i W M A '�31 G1 n qy 70 3 -I m QNB ZAVJO OZ Omr- 000�•(mp 7•�HDa y0 y0 mmA6 bT" N N I T 7. .+ m C MC •. W Z G) h1 N T r1 mN 91 K i 1%U)OA I m 0 o y A C 00 ?1 pp mm m r N L�7 71 ?7 w O p_m �Zn M H n O T m 05 p 0 N U o o ° NAW N 7- z xmAxomsmiamx V vpF_� O m O A p m x 0< N _� m0:m�PoZ-z0 � N3 GoC ;l p co ypryv Hm Hymmz $mA0 = my AZ�1pni �'n z �m m T czG) CG7DnD? mCZnN2' 4 �-�pO(o ° DTpS J mem"M NOTO C =y</�;ON ' A ACA m D 3 1 0 T m r V r n D Z m 0cnr O mao<p O� A 2D�Om� N .ZOI�2T f! m!{l1n N -O 00oz O m m0�m0pC L Nr �(,7 • O; ,(mii N 0Az300 z0 X mo0Gzi00 �N m m TZ m ;ox r m { Z Op OZ <NS_ x "n C., 3 AnmN M A Nmtn� mm OO to xv0 X00 y •< m 3 G)O�pp 70 3 -I m QNB ZAVJO OZ �O1 mm a y 7•�HDa y0 y0 mmA6 zH 0 -I N O NlIp N pNpw r, MMZRDOTN 9? A CMFN OZAZ LO�1 `^p Cz r? A DD 00 ?1 pp mm 3ZN N 71 ?7 M QOD p ZmmC m G1ANT p_m �Zn tlr o -'I H n O T m 05 1� 0AO x�zm z z�� A - O1 CI 0S9 rmA 9=m N n�r� Zp< yy O n- mr Anirn�'o m�0 NFn OH �0�0 mm0 A OG =DA \ NNO HH H pOA D OUo ZNC N r N .D n M A O 02Z m Om OTm OrZ 00° 'apD r°o Dmw m N AAn CrG7 Nm y zOm NOc �`m� 3O ZAm A-� n -4z AZm rtro+ M� fop 1mG� mtp I ooH Z. x m -m C(o oornp < r TmY mt_~iro ook 3 O D O x Ar 0 ooN v o _ z z C C N N H H m N C ++.Zo N 1 N 0o N o X I I ccO O O �m� or Z ,. m - oN w c nm 00 M X N = 4 M H�+n w to xv0 x OHy0 n 7•�HDa y0 y0 liu� 0 110. Hy rr n N�''� NFn H \\ \ NNO HH yH G1 H N .D n 00° mrow O O 0 0 N N N m J T �I p r H w :n O C O� 4m M cn °'_ �m� ........ H -- _.._.:_. ;� . _.._.._.. I 0- Z ,. ._.._.._._.._.. e..._.._„_.._.. N '. .. T rn _ _ OL._.._.._.. _.._,._.._.!I.._�._.._�._�._.._ C7C7 W.._ _.._.J.._.._.._.._. IM ci a P>? �AA� C7 as o'°�m0a a r 0 �9 a n D A U cnmrn Zan �-1 -I �v U► m C Z 0M�OA7� IA” N H �:,n 0 ri M;j r�OmD3 z p QQ 1 Z Z H G1 O "'I C z c f p r H w :n O C O� 4m M cn °'_ �m� HMM p aV0 o�Tvo� ci a P>? �AA� C7 as o'°�m0a a r a n D A U p I p Z 0 Zan �-1 m C Z 0M�OA7� IA” N H �:,n 0 ri M;j r�OmD3 z p QQ 1 Z Z H G1 N r z c -'.I .._.._.._.._.._.. _.._........ ...... _.._.._.._.; II _.._.._.._. _.._nom.._.._.._.._. � . m .. III-.._.._. III _.._.._.._..__._..��_.._.._.._....... ...... _... .._.. _.._.. _.._.. _.._.. JAI _.._.. _.._.._..L.._.._.._,i III III .._.._.._.. _.._.. .._.._,._III_.._.._.._., .._.._.._.._.! III III r^� TSE Engin e e ring Re: M-12x12Patio Hayden Enterprises Inc. Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Eugene). Pages or sheets covered by this seal: 112006066 thru112006067 My license renewal date for the state of Oregon is December 31, 2018. ♦�����PN��Ff�� 11022PE r OREGON 7!1 E►82 � yv 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. ANWAM TSE Engi17801-1 ng Re: M-12x12Patio Hayden Enterprises Inc. Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Eugene). Pages or sheets covered by this seal: 112006066 thru112006067 My license renewal date for the state of Oregon is December 31, 2018. 4PRNe 4P OfFff� 11022PE OREGION 7111 82 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. uu I I suss ( buss t ype IQty Ply Hayden Enterprises no, 112006088 -12X12PATI0 t IT1GE (Common Structural Gable I1 I 1 + _ Job Reference [optional/ The Truss Co„ Eugene, OR 97402 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 17 18;56:35 2017 Pagge 1 ID xvuArTcNLgsKJR_jIQNILLyeleg lFnd6dDEvLVzWyoLxjnVXguO7ZTYVVvHm6wdMOyIBUw 1'0 0 _„ .. 6 _... ......... — . ....... 12-0 4...._ - ... ....... .... ....... !3-9.9_.. . 1-0.0 6-0-0 6-0-0 1-0-0 Scale = 1:24.6 4x8 = 1,5x4 II 1.5x4 II 1.5x4 II 1:5x4 II 1.5x4 II 4x8 = LUMBER- TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 HF/SPF Stud/Std Plate.. -Offsets (X. Y) - ff [2_0 4 0 . 2,.1j [3 4 5 2 0 1 0] [4;0-5-2,O-1-Q],.[5:�4•Q 0 1 0] [6 = :— = -- 0 5 2,0.1x4], [7_0.5 2,0x1-0],.[8 0 4 0,0 _2-1. _ ._. _. — LOADING (psf) SPACING- 2-0-0 CSI. f DEFL. in (loc) Ildefl Ltd TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.03 14 >999 360 TCDL 8.0 Lumber DOL 1.15 BC 0.35 Vert(CT) -0.04 14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.01 8 n/a nia BCDL 7,0 Code IRC2015/TP12014 Matrix-RH LUMBER- TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 HF/SPF Stud/Std OTHERS 2x4 HF/SPF Stud/Std REACTIONS. (Ib/size) 2=544/0-3-8 (min. 0-1-8), 8=544/0-3-8 (min, 0-1-8) Max Horz 2=47(LC 12) Max Uplift 2=-84(LC B), 8=-84(LC 9) PLATES GRIP MT20 1851148 Weight: 64 Ib FT = 8% BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide,,_,.__.._____.. FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-648/63, 3-4=-551/79, 4-5=-565/98, 5-6=-567/97, 6-7=-551/79, 7-8=-650162 BOT CHORD 2 -14= -29/512,13 -14=-291512,12-13=-29/512,11-12=-29/514,10-11=-29/514, 8-10=-29/514 WEBS 5-12=-41/301 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4,2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 Ib uplift at joint 2 and 84 Ib uplift at joint 8. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard It\ NfF OREGON 716 6182 13 RENEWS: 12131118 November 20,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual bJding component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer, Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI1 Building Component CO.theTRUSSINC, Safety Information available from Tmss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. IJob Truss IM-12X12PATI0 r IT2 The Truss Co., Eugene, OR 97402 1-0-0 8.0.0 40 3 6.00 fez Hayden Enterprises Inc, 112006067 16 1_1 Job Reference [optional) 8.130 s Sep 15 2017 MITek Industries, Inc. Fd Nov 17 18:56:36 2017 Page 1 ID:xvuArTcN LgsKJ RJIQNiLLyeleg-VRL?JzDsgfdg86NXVQl k4tR7uzpR EywQ_mfAvSyl B Uv ...... . 12 0 0...--- -- ....... .............. _ I ..... .....13-0-0 ......_..i 800 101) Scale = 1:24.2 I _ I I I 2 I 4 5 q 30 = 1,5x4 II 3x4 = f---'-- ------ 8.0-0 ---- ------I------- -------- 12-0-0 ----------._...---------1 - —r LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0,39 Vert(LL) -0.05 6-12 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1,15 BC 0.37 Vert(CT) -0.07 6-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.01 4 n/a n/a BCDL 7.0 Code IRC2015/TP12014 Matrix -MSH I Weight: 41 Ib FT = B% LUMBER- BRACING - TOP CHORD 2x4 OF 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 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, 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) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-682/88, 3-4=-682/88 BOT CHORD 2-6=-31/541, 4-6=-31/541 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable 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 RENEWS: 12131118 November 20,2017 ra_ WARNING - Verify design parameters and REAM= ON TNIS 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 paramenters and proper Incorporation of component is responsibility of building designer - not Iruss designer. Bracing shown is for lateral s:lpport 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 SCSI1 Building Component Safety Information available from Truss Plate Instltute, 583 D'Onofrio Drive, Madison, wl 53719. theTRUSSCO. INC. f G D� W Lhcc Lm D m o v > z m Q Ln Ind Gid cum zW N ° °: m ov,c c_a O' m'-�°noo'a _ ° m � cc 0 (a 0 to C1 0 aQOG)Ocn —= c m c q fc� 5 z 3o i,� D -I GCcoa3anv �=-0 O XO r ayam Cy �E O N 00 O O (D O S - !D a�.�� aa). N N � a O Cc 3 f m � aP 2 0 cD o �cn m08"0oo aCD o a CD (A M o � aQ y -w ID in W O. L7 O O C _'i O" '� N -Ci N N o m CD �' �' o 3 cr Z °�-aao, o'q _. N dM. _a f11(O C N a CD _7 O o 7 N O l0 <D O N ° ID � N N VI N fD a 0 o 0 N 3 N< O j' n° O fl1 7 S CD R O S !O y 4 K n O, Oa O O O O N 7 G� 0 N CD O.. O C 7 0 7= 0 cY(a aoa vm 0 n �O _. m D W CL m o CD N A O � N W o (n O 7 3 ° o ° c_ y O CDD m TOP CHORD TOP CHORD w m v (n (7 'O Z x 70 0 r+ I m 0 m0 MOE o A 01 7R3 oX0; 00coLj m cn C me rtriz�n 7' qm ii 3vm Co �a:E�" Sao (4Z �Sm ,V �' ° 6Z W- mm- �'mmai 'CD "� ° 0 0 o N m0 N _ H _ Cl �� a,1 " v mm im X ao 2a m L O Q y V�D m zW by am yA V O C:OJ = n a 0) m 11 D& 0 X m -4 �z O mo O N C m C Z m P, 3m w r -Z_1 Gz1 W O f0� z2 N 0 w Oa O' 7m r a; v c =1 � o .c a 1p ® cm 3� c2 W mm O D Z OM add d �a mm c�0�3 O -J; rn H Cr m ac 0 no N'�' y 3 � 2� •'m L y I ID = 3 y 1 U7 z a O G ON M QM. N a W CL m o CD N A O � N W o (n O 7 3 ° o ° c_ y O CDD m TOP CHORD TOP CHORD r n I m 3 D ��, N• 7 .� o a<, 'a m �.<,c A 01 7R3 i'i = O 2 N -i 0) N 7 r �m 3 7' qm ii 3vm Co �a:E�" Sao ao H° �' ° � - FD NN� QN N �'fD u0i N _ 3 . N _ Cl � 7 n O d a' O.D C 2a m L O Q y C 80 3 f� 7 °' o °° c m 3 = n a 3 m N 0 a p) m m 3 c m y mo a m� o D omi me m P, 3m w aCN 3.3 nm Oy mo Qm0 c =m } f0� z2 N 0 TO 0 Oa O' 7m CN m 3'7. X0+0 c moa .c cm 3� c2 m mg lm ID go add d �a mm c�0�3 m dm°> d Cr m ac ID 0 �• N'�' ac 3 � 2� •'m �d tO = 3 N 0 0 O G 7° N QM. N a j' 0 N y a [an� O "O fD p 7 f_1 Vmi 10 •p 1 Q. 3 N d 0 G. L) a 0 ID @ '0 9. ^ N N .dr d N O m 5. °- c c Q 0 F m N C a 0 m �. c m O ° v a r T m a 7 U N £ . N '� d o 3• x NN < mN� =* pm a 7 O CD (nr C0 m 'O N d N y m N .'G •O m m M. S C Q, d a 7 y' r•rr N m 'n 7 aP 0 O W CL m o CD N A O � N W o (n O 7 3 ° o ° c_ y O CDD m TOP CHORD TOP CHORD co cr CL 7 !/1 E3 Ncn 7 N l< N O g� _ V N { PO V W N A W N -+ �C 3'C 5-`o_'-0 0 day 0Z a3 F-{ ay O y m w 3 g 0' x rn �' m N o n N 0 o aN may 3 mm m dx 'Na 2c °-m N CSD x� 3c 33N 9'-0 c.� 830�' 0� O O C) m3 r 0 '0 25 Wa as �`o am Tj g'� cc 9 v a0 a 0m m��y 2 /�� ao �N CD m� dv� (dpvm .00 o@ N \V 7 a GI C m N 3 O �• o �Z c ya C a 3 m c m Q yc ,n m a a3 m m Dm ay m aN �� c0. N2 Zc a� y �' ^a� o'MM :gK � 0 0 o m 0° m C', C i� 7c Jf° �.� m �a m° m�m mm CD ° m u= 3 mm m C O O m O 0 V� 3 'N -W � O CD N r n I m 3 : O cr A > O Z N Doo n av�y3 n -w — (D O C 0 N CD 0 7 N N O QN N �'fD CL m o _o. o a7O.�j N. Fn - z mo9�`o_, 0. ,7-,. -1 > SfA CL N N• N N O Z O N m x N S N (n co cr CL 7 !/1 E3 Ncn 7 N l< N O g� _ V N { PO V W N A W N -+ �C 3'C 5-`o_'-0 0 day 0Z a3 F-{ ay O y m w 3 g 0' x rn �' m N o n N 0 o aN may 3 mm m dx 'Na 2c °-m N CSD x� 3c 33N 9'-0 c.� 830�' 0� O O C) m3 r 0 '0 25 Wa as �`o am Tj g'� cc 9 v a0 a 0m m��y 2 /�� ao �N CD m� dv� (dpvm .00 o@ N \V 7 a GI C m N 3 O �• o �Z c ya C a 3 m c m Q yc ,n m a a3 m m Dm ay m aN �� c0. N2 Zc a� y �' ^a� o'MM :gK � 0 0 o m 0° m C', C i� 7c Jf° �.� m �a m° m�m mm CD ° m u= 3 mm m C O O m O 0 V� 3 'N -W � O CD N - .._ _ ......... . — o p w = m o z -_........... p z(n vmi O� w w vwiw ZW 07 � hoz =�� Z,o CL a z F Vl� � O w �w �a = w 4 X ZV ¢ 'Dp p=f K w 0 W = Z Vca 2 w K wm WLu o z ="_ Z O I w O LL E O as zo woo �aW- m co z to z baa w= Z& m N c� w of- w uz7pr 3>LL° Ux� v in r yO } 00 zw �� Zp U r�ovOi w = �� Vm x a m pa �U OZ W D = � X z- f~il �m Ow � p N •• ,�,n�,, Z �d ad p wowz�� >�~Z N SON z w wr o %S ..:L- � O �€ �X- <�MZ$� 7dz�9 �LL wo V 2 2 1 'napQ> U 3 �N Far-- c3��S m =ooa t -W o o 22 'n W N��LLI W wo WpZ=Z �pw �7auwmimro Bow 2 za C Z W 9P: Owofwr�SO oLL LL p QOQu�j O Q �iw �c�"wn�Qo ora�oo� �z�� wz obi fn 0 o�WO U _ X.PR-W2�� ��� � BJc� wW ��� 4 O OOd Cf) m6w0�jyy w �"�-"' OO +L'w ym -W .2 Q.+ z� �J ON -g- W> X W m0 OaLL>�mnaocQi w R v6=w x- 2 W F- O w? �wodove¢� p z w�� wle n> L Z fl O p F- Spa �F Ww_rw? z>O�uZZZ'oo m�zr-cca��wax ' w�j ' Qi a ga Oa! >wOZ c9 w(Yw0 4 ��O=OOmm 4- O O=� 0020 0 ��3wo4�w�z� K�-0= f0 o�UmzJ�w 0� 1- J d'Q'U aw30w�wz�-�uaw7do�K>JNw'p�pz`I �Zi�iiw N HZ Q O Z c�ma5wg�f-'m� mpg Obi v�w�=dz ayyg- w�- O 0�= =02o �' 1- u��� �z r7dazSg�ag i 4'x�' imzo C x C) au. UUO cn o c zz np cO> ¢c�~$°d� ��� ' na EDx N N N Z>O W a s O �� m �w v 3 2 w0 'a �0 O z ��=�ggwi,�izc�000zog�'z� c� m� d z '- LU 007 00 z d' } Nwc�ww?�wwwo?�CJuizo��b" z_za dv�i sw w? P+� 70 OX0 HF-00� H °y � ��� �5=m5a�J'QzQ� oo vf=nnirysrysaizd4c�UoU�[nn�z gmw (o O� (7 f n f~n t V m m m 0 6 U= J'- H N m = 1 Q � J �ce� C F— Lu w } C v rZ G U) ^ O (Nn V 6 0 ` cf) a Z LU L z LU z (D Q 0 C {.. Z C o N :A_ O •Co C O C6 O uj C C O � � C Z a) CO O O O i > O U)�CCL 0 � W O Q O .. N C. O FCL LL--' C N N m N -C' E Z,O O N :r; D (n.ca `. t ;t: Z CY) a5 j ��+ C LU C •_ O O 4 V J C W w oQ,E�Cc J Q 0 E C rnLUo V 9) a �o�a) r U 0 m = C° Z > o 22 o �j 0 Q c V cn cn C W Q Q F- t- a O I— a ° m m a in O Z y o �¢> Y m ° 'C a _ m ¢v 00 00 V7 1� w a> 8 n a J rL rn o LL'w O 0 C Q Q �¢Hwz° 1. ` noidde se pamipe�nuew eq Ilam ssssnj-1 �Ino6eI - - ayl uo slunoo ssn» pue suolslulwap Ile enadde pue /yuan lsnw nob jo;peijuop sy •penoidde pue pemelna� "` uaoq aney BIJalua u61sappue suopeool Buueaq wollem6yuoo ayl sueaw s6ulmejp doyg Jo lenaddy 111P3-11 lr s � VE/9 tl3BWfIN 80f AB Nmvap :31va sof asap — ']I31' 7 �dl.11—J'.615— a0 Z Poome P3 panaddvWN -- .. .,,... __ ... ___ .... pamN se paemddv 6uVaaui6ua'—' •oul sasudjaju�j p uaPAeH Danoddvdu+aaW..d+y— P.AaP d anaddv anddv 3noAe7 — CD x Ww x a0 0 vi N�S;O LW N..Oulw L^ 6,1" R, Oo $M,mo rT ox •. ~ HF�CSUOZ OrLMQ aLLx�u°oN0 8So�gk°m3F- z H z 10 'd a YIZ 60F za.e $Isoo <6i zw� F 3H w z oa ou a�33 ng 11 'a_� 'aW a Jg52 a� 8 Wk 8g �s zta° -> 3w vmN 6 f FO$C gflgd im2 ;Y% ;FWlih -M 20 <W to di Svgs ���yy 1N o¢ OW- N ry �....._.............._..._..aa.aQs�._._...... ........... ......_....... .F.__. ................ .......... a i I `s " i SE AVENIMEngin e &,-117 g 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 PNO�Ff�i 11822PE 9 thru.112768566 December 31, 2020. e611 A`R May 7,2019 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. _ .. .._.. ..- _ _.. - ._ Jab Truss Truss Type Oty Ply Hayden Enterprlsealnc. M•EDG2 IAiTGE GABLE 1 1 112768553 ... dQ.k Raferenc_e. (cptlonal)... The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri Mayy 3 19:04:32 2019 Page 1 ID;PwFiE112LxuvxEiZZO8Ogjyll4A-IOTt6NTNjcNLrxsg7fVosfkB%RG7 eokh4xYYzK74j 1•ID ------23.1.1... ._...... ... F............ 28-9� 33.00---. h- ..... __37:2.12 _. - I ..._..._..42 0 0..._......,, ..I 1-0-C 18-10.15 4-2.2 5.8.3 4-2-12 4-2-12 4.9.4 6.00 1122 5x5 = 5X5 = Scale - 1:77.9 3x5 = 60 51 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 3x5 = 3.00 Fi 5x8 ....... ..... ... -_......-._.._,,..._...-__.....-..._.__.......... --i29 ....---... ---... ..........__._....... _... _...... _-@:0�1.._......---........_..._.__..- _. LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25,0 1 Ink 120 Plate Grip DOL 1.15 TC 0.25 TCDL 8,Lumber DOL 1.15 ! BC 0.13 BCLL 0.0 Weight: 296 Ib FT = 8% Rep Stress Incr YES WB 0,06 BCDL 7.0 Structural wood sheathing directly applied or 6.0-0 oc purlins, except Code IRC2015rTP12014 I Matrix -SH LUMBER - Rigid ceiling directly applied or 10-0-0 oc bracing, Except: TOP CHORD 2x4 DF No.2 WEBS 1 Row at midpt 16-47, 17-46, 18-45, 19-44 BOT CHORD 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing -� OTHERS 2x4 OF Stud 'Except* ST13,ST12,ST11,ST14,ST15,ST16,ST17: 2x4 DF No.2 REACTIONS. All bearings 42-0.0. DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.00 1 Ink 120 MT20 220/195 Vert(CT) 0.01 1 n/r 90 Horz(CT) 0.01 32 nla nla Weight: 296 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: 59-60,53-54. WEBS 1 Row at midpt 16-47, 17-46, 18-45, 19-44 MiTek recommends that Stabilizers and required cross bracing -� be installed during truss erection, in accordance with Stabilizer Installation guldij (lb) - Max Horz 2=145(LC 8) Max Uplift All uplift 100 Ib or less at joint(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 joint(s) 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=4.8psf; BCDL=4,2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1,5x4 MT20 unless otherwise Indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 0o. 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 20.0psf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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, 51, 52, 53, 55, 56, 57, 58, 59, 46, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except Ot=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, 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. LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1.7473 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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 responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. RENEWS: 12/31/20 May 7,2019 'A I theTRUSSCO. INC. Job Truss Truss Type Qty iPly Hayden Enterprises Inc. 112788554 M•ED02 " � IA2 Root Special 8 1 __ _........ L._...__.. JakRsterence.(QAgmal) __._._. ..... ...... ..--- -- - ... The Truss Co., Eugene, OR 97402 8.240 a Dec 6 2018 MiTek Industries, Inc, Frl May 3 19:04:34 2019 Page 1 I D: PwF IEl12LxuvxEIZZ080gjyil4A-iPadX2UeFEd34FO D64YGy4gN8V 1 pbgO5B?Z2dQzK7?h 0 ---......-- 7_6•x- .._.- 12 8 --- 21 0 0 _._.._...---- 27_9.13 -- - -- 34.2.11..----- - 42-0.0..._ . _.............. . 1-0-0 7.6.3 F.._.__ 5-2-13 --- -- - B-3-0 1...,-.. -- 6-9-13 F---.. 6.4-19 F.-._.._. 7-9-5 i 5x8 I I Scale - 1:78.1 6.00 52 3.00 112 1,5x4 11 1.5x4 1,50 5x6 = 30 = 3x5 = 3k5 7:i L STT`— — 11-2-8 --- { 7.8.3 _1 12-9-0 1 16-4.10 ,_ 25-0-8 25}� 32-5-3 , 42-0.07. 14.__.....__.J� 2:..12. Z115__.........---.._ ....... ........ ..... ...�:-- P.l8te9ifselS..(X,Y1-r_...[Z..vQ2-09:341,...(iQ;.O_.1..c1..2,.Q-1..c.-_............................._._.._.__...__...._.........._.......__..............___..---.....................__.........._.._..-................ _.._....... .__........ ........... .......-._..............._...._.............. LOADING (psf) SPACING- 2-0-0 CSI DEFL in floc) 1/defl - L/d 1 PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TCDL B.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 7.0 Code IRC2015/TP12014 LUMBER - Matrix -MSH TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud "Except` W5060708:2x4 DF No.2 TC 0.88 Vert(LL) -0.1410-25 >999 360 MT20 220/195 BC 0.58 Vert(CT) -0.2810-25 >718 240 WB 0.96 Horz(CT) 0.10 11 n/a n/a Matrix -MSH Weight: 220 Ib FT = 8% BRACING. TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 12-13. WEBS 1 Row al midpt 4.12,6-11 JOINTS 1 Brace at Jt(s); 14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer LIMI k LOn.gulae — 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=-110(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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1691/300, 3-4=-7891158,5-6=01426, 6-7=-122/1340, 7-8=-219/819, 8-9=-392/780 BOT CHORD 2-14=-35811485,13-14=-353/1471, 12-13=-1301675,11-12=-4691190, 11-26=-884/226, 26-27=-884/226,10-27=-8841226,9-10=-665/290 WEBS 3-13=-7941220, 4-13=-102/678, 4-12=-1147/331, 6-12=-90/603, 6-11=-1853/275, 7-11=-754/267.7-10=.137/685,8.10=-447/196 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, It; 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 ANSIITPI 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=lb) 2=110,11=318,9=235. LOAD CASE(S) Standard RENEWS: 12/31/20 May 7,2019 ® WARNING -Verify design pararnefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIO -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer, Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the 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/rP11 Quality Criteria, DSB-89 and BCSI1 Building Component L1.,, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, theTRUSSCo, INC, Hayden Special 112768555 The Truss Co., Eugene, OR 97402 8.240 a Dec 6 2018 MiTek Industries, Inc, Fri May 3 19:04-:35-2019 _Pa gge 1 I D: PwFIE112LxuvxEIZZ080gjyi14A-Ab8710VGOXlwIObPgo3VUl MaFuKYKDOEQfl b9tzK79g 4_7Q4- ..._......__.. 8-1.4 14-2-3 21.0.0 ___ 27-9-13 34-4.14 42-0.0__.-,.--.-__._ -0-0 8-1.4 - I- -- 6.0 15 --1— ...._- 6-9-13 _—_— 6-9-13 6-7-0 - - ...-..♦ - - -- 7-7-2 1 5x5 = 6.00 (12, Scale = 1:78.9 15-0-8 ;1.6-b5x4 I 13 12 11 lu 9 - 2x4 // 3x6 = 1.5x4 "� 3x5 3x5 3.00 12 ........_.._._............. __.10-0-0 6x8'. -a...........---- - J 3x4 = 1.5x4 II 10-8-4 1 15-9-10 I 20-11-0 _._._..._._........__......_......_._.. -....._._....._..__....].0:9._x._..__ __._..._ ...._...... —.5_La .-- .......................5 L&_— 1 25-6-0 1 2929 38-9-4 42 --� Z�__..............�OS — ----9:2._M.--- .............. --- ---- 3 1.2.---.._. .............. -.--......... ........ _._.._. PLate.Qffsets_.CKY).......... 14:0 $O,Q::41,_179.c2r0,Or1c.Q1,_Ifl.0-2-fl,..d9el I14...;Q_3S10c3 Q). „_,,. _...., – _...,...., --- .. ... _ ......... . _ ...-... _.. – -..... 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 0.73 Vert(LL) -0,34 13-14 >887 360 MT20 220/195 TCDL B.0 Lumber DOL 1.15 BC 0,74 Vert(CT) -0,61 13-14 >498 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.09 12 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix -MSH 6) Bearing at Jolnt(s) 2 considers parallel to grain value using ANSlfTPI 1 angle to grain formula. Building designer should verify Weight: 219 Ib FT = 8% LUMBER- BRACING - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. Except: WEBS 2x4 DF Stud 'Except* 10-0-0 oc bracing: 13-14 W3,W4,W5,W6: 2x4 OF No.2 WEBS 1 Row at micipt 4.13, 5-13, 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer jnstallation REACTIONS. (Ib/size) 2=798/0-5-8 (min. 0-1-8), 8=244/Mechanical, 12=2384/0-5-B (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. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1945/371, 3-4=-1432/263, 4-5=0/331, 5-6=-31/308, 6-7=-1311719, 7-8=-808/376 BOTCHORD 2-14=-421/1724, 13-14=-97/545, 12-13=-1488/316, 11-12=-6681200, 10-11=-483/390, 9-10=-483/390, 8-9=-313/635 WEBS 3-14=-516/230, 4.14=-185/1162, 4-13=-983/295, 5-13=-622/75, 6-13=-272/1827, 6-11=-53/432, 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) 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 chard 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. PR 5) Refer to girder(s) for truss to truss connections. N G 6) Bearing at Jolnt(s) 2 considers parallel to grain value using ANSlfTPI 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) 2PE 2=124,8=132,12=289. LOAD CASE(S) Standard OREGON 7M 6182 Q WARNING - Verify design pararnefors 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719, RENEWS: 12/31/20 May 7,2019 4 theTRUSSco. INC. Job TfU85 ...... .--- TfUBa T e --- �.� _.� y �, Qt .. Ha den Enter rises Inc.-._. _.. Ply Y p112768556 _.... ....- .... M-EDG2 �. + , A4FP � ROOF SPECIAL 3 t � LUMBER - ..,..... „ .... .. ..... .. ._ ......�� _ .. .. ..... _..__.�. .......yp .._ .... T1,T4: 2x4 DF 240OF 2.0E ..Job Rgfefens� (ppttOflal)... .. .... .. .. .. .. ... ........ The Truss Co., Eugene, OR 97402 2x4 DF Stud 'Except' 8.240 s Dec 6 2018 MiTek Industries, Inc, Fd Mra�yy 3 19:04:35 2019 Page 1 I D; PwF I E112LxuvxEiZZO8Ogjyll4A-Ab8?IOVGOXlwiObPgo3VU I Maful IK8VEQflb9tzK7?g -1.04 -0-0 8.1.4 8-1-4 - 14.2-3 _-- 21-0-0_-- -t- 6 0 15 f--- 8 9 13 —+ 27-9_13 ..........- 6-9-13 344.14---_----. �•OQ..._...._......--...9 --- - f --- 6-7.0 t ... 7-T•2 0 0-0 M d 5x5 = 6.00 112 Scale = 1:77.0 13 iz 11 10 3x10 3.00 12 5x8 3x6 = 30 N- 3x5 = 3x4 = TCLL l_--_—_3$S�D92-0-0—I .. t0:6.-4-.-__.-...__....._.__-__.,._5.1.:5._._........._..........._..5..1.:.5.._.._-_._-..._.._-_._�_7..-.6..... .................._.................... .It.Sa.9,..............12....0-0:..0.._...........__.._...........�-_..__ P.Late Off ets.(X,� )- ......- _....... _ ._.._..... - . .... ..........__, .. ....................... ....__ .._ .. ............ .... LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP 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 LUMBER - BRACING - TOP CHORD 2x4 DF No.2 'Except" T1,T4: 2x4 DF 240OF 2.0E BOT CHORD 20 DF No.2 `Except' B1,B2: 2x4 DF No. 1&Btr WEBS 2x4 DF Stud 'Except' WEBS W3,W4,W5: 2x4 DF No.2 TC 0.71 Vert(LL) -0.41 13-14 >999 360 MT20 2201195 BC 0.88 Vert(CT) -0.8513-14 >547 240 MT18HS 220/195 WB 0.91 Horz(CT) 0.35 10 n/a n/a Matrix -MSH Weight: 211 Ib FT = 8% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-13, 6-13, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 2=1646/0-5-8 (min.0.2-11), 10=198810-5-8 (min.0-3-4) Max Horz 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=-53831601, 3-4=-4920/496, 4-5=•1785/166, 5-6=-1776/188; 6.7=-2105/106, 7-8=-145/565 BOTCHORD 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=01329, 7-10=-2615/264 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 Dlate grip DOL=1.60 3).AII 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 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=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 ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 ANSIrrPI1 Quality Criteria, DSB-89 and 13CSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. RENEWS: 12131/20 May 7,2019 the CO. INC. Job M-EDG2 The Truss Ca., Truss Type A4FP ROOF SPECIAL Eugene, OR 97402 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) Hayden Enterprises Inc. 112768556 8.240 s Dec 6 2018 MiTek Industries, Inc, Fri M 3 19:04:35 2019 Pa gge 2 ID:PwFIEI12LxuvxEiZZ080gjyil4A-Ab8?IOVGOXlwiObPgo3VUI ayy afuIIK8VEQfIb9tzK7?g 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=-B, 13-14=-8, 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=-B, 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, 25=-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, 8-9=-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, 25=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=-8, 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=-D, 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) 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) 1st 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 ® WARNING - Verily cfesign peramefore acrd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only, Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCS11 Building Component a1, Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. LIICTRUSSCO. INC. Job Truss iTruss Type Qty Ply Hayden Enterprises Inc. M-EDG2 A4FP ROOF SPECIAL 3 112768556 1 _ __ i - �,p¢$gference litionalj The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri Mayy 3 19:04:35 2019 Page 2 ID: PwF IEI12Lx uvxE iZZ080gjyil4A-Ab8710VGOXlwiObPgo3VUl Mafu I I K8V EQflb9tzK7Tg 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 + 3.75 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=-8, 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, 8-9=-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, B-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=-8, 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=-8, 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=-8, 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 (pit) 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) 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) 1st 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 (pit) 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 A WARNING -Verify design parameters and READ NOTES 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 paramenters and proper Incorporation of component is responsibllity, of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Addllional 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, t11eTRUSSCO. INC, Job Truss Truss Type M•EDG2 •r — r A4FP (ROOF SPECIAL The Truss Co., Eugene, OR 97402 1 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 Uniform Loads (plf) Vert: 1-5=-16, 5-9=-53, 14-17=-14, 13-14=-14, 13-20=-14, 15-16=-20 Qty Ply Hayden Enterprises Inc. 3 1 112768556 ��.Q�@.iCr@i].LP._f,DRI1008I1. _ 8.240 s Dec 6 2018 MiTek Industries, Inc, Fri Ma'. 3 19:04:35 2019 Page 3 I D: PwF IE 112LxuvxEIZZ080gjyil4A-Ab8? IOVGOXlwIObPgo3VUl Ivtafu II K8V EQflb9tzK7?g ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE. Design valid for use only with MITak connectors, This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer, Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO, INC, Jab_........_.. -..._ ............ .........._.. T e-._ .,,.. .............. Qty )Ply Hayeen Enterprlees Inc. 112768557 M,-EDG2 i r ASGR ROOF SPECIAL 1 I 1 __ _ _.._..... .. ......... ..�la.�.R.eferano-(4R.Iimaj).-. .............. .... ............. The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:04:44 2019 Page 1 I0:PwFIEll2LxuvxEIZZO8Ogjyil4A-PKBPeTcvulteHnn8iBjdMBE65WM6xDPZUZ—Z rzK7?X 10 — B-1.4 —— F---- 14 2 �� — f---- 21-0-0 --f --- -- 27.9_13 0-0 8.1-4 6.0-15 6.9-13 8.9-13 6-7-0 7.7.2 Y� 0 5x5 = 8.00 112 Scale = 1:77.7 12 11 10 22 g 4x10 = 3.00 12 5x8 3x8 JUS24 3x4 �� 3x6 = 3x4 = ---x_15-9.10 20-11-0'--.29-6.6 _ 1 _ na-g-4 042-0-01 _.._ - --- -------- _--8_Z-6_. .._� Pl-a.tQ Off eis_-(.X,Y)-- ._i2�Q-1-2,E�9t L [4'0:x.:7.2.0.3.41..-I6.g:2-fl..0-3-01..-[7_:Q _1.-1�,Q2�1,[✓f:9-.2=4,D_1-81..[1�;Q-4�.Q=�O] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc)/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.42 12-13 >999 360 MT20 220/195 TCDL 8.0 Lumber DOL 1.15 BC 0.90 Vert(CT) -0.87 12-13 >537 240 MT18HS 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(CT) 0.36 9 n/a n/a BCDL 7.0 Code IRC2015fTP12014 Matrix -MSH Weight: 209 Ib FT = 8% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins. Ti: 2x4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 DF No. 1 &Btr 'Except* 8-2-5 oc bracing: 2-13. B3: 2x4 DF No.2, 64: 2x4 DF 240OF 2.0E WEBS 1 Row at midpt 4-12,6-12, 7-9 WEBS 2x4 DF Stud *Except* P MiTek recommends that Stabilizers and required cross bracing W3,W4,W5: 2x4 DF No.2 be installed during truss erection, in accordance with Stabilizer Installation. .......—.........__,........_...._......... ......... ........__........ . ..,..._....._.... 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.IMax. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 2-3=-5511/625, 3-4=-5051/521, 4-5=-1853/175, 5-6=-1844/197, 6-7=-2284/138, 7-8=-3131309 BOT CHORD 2-13=.653/4983, 12-13=-266/2907, 11-12=0/1973, 10-11=-57/1759,10-22=-57/1759, 9-22=-57/1759, 8-9=-188/252 WEBS 3-13=-4371224, 4-13=-299/2773, 4-12=-17711353, 5-12=-48/1123, 12.14=-691/94, 6-10-6101175, 6-15=0/261, 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 verity 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=11b) 2=185,9=220. B) 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 4-1Od nails into Girder & 4-10d nails into Truss) or equivalent at 36-11-4 from the left and 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). 66?&961g%## andard ® WARNING - Verify desfgn 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 parementers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 5371g. RENEWS: 12/31/20 May 7,2019 theTRUSSco. INC. Job Truss M-EDG2 r A5GR The Truss Co., Eugene, OR 97402 Truss Type Qty Ply Hayden Enterprises Inc. ROOF SPECIAL 1 1 112768557 Job Re Mr.kQCgadonal} 6.240 s Dec 6 2D18 MiTek Industries, Inc. Fri May 3 19:04:44 2019 Page 2 ID:PwFIEI12LxuvxEiZZ080g)yil4A-PKBPeTcvulteHnn8iBjdM8E65Wm6xDPZUZ 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 (lb) Vert: 22=-536(B) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-54, 5-8=-53, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Concentrated Loads (lb) Vert: 22=-450(8) 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(8) 4) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1,60 Uniform Loads (plf) Vert: 1-2=11, 2-5=0, 5-8=11, 13-16=-8, 12-13=-8, 12-19=-8, 14-15=-20 Harz: 1-2=-21, 2-5=-10, 5-8=20 Concentrated Loads (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=-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=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(8) 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 (Ib) Vert: 22=86(8) 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, 25=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=-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=80(B) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=19, 2-5=23, 5-8=9, 13-16=-8, 12-13=-8, 12-19=-8, 14-15=-20 Horz: 1-2=-28, 2-5=-33, 5-8=19 Concentrated Loads (lb) Vert: 22=80(B) 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, 25=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) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1,60 Uniform. Loads (plf) Vert: 1-2=12, 2-5=7, 5-8=-7, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Horz: 1.2=-28, 2-5=-23, 5-8=9 Concentrated Loads (lb) Vert: 22=86(B) 13) Dead + 0.6 MWFRS Wind (Neg, Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-2, 2-5=-7, 5-8=7, 13-16=-14, 12-13=-14, 12.19=-14, 14-15=-20 Horz: 1-2=-14,2-5=-9, 5-8=23 Concentrated Loads (lb) Vert: 22=86(B) Continued on page 3 ® WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-747J 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 or 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 responsibllllty 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 BC511 Building Component ♦7,, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Co. INC, Job Truss Truss Type M-EDG2 r - - ' A5GR - ROOF SPECIAL 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: 15=-16, 5-8=-16, 13-16=-14, 12-13=-14, 12-19=-14, 14.15=-20 Concentrated Loads (Ib) Vert: 22=-192(B) Qty Ply Hayden Enterprises Inc. 112768557 1 F cs.ioRtinnali.. 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri Mayy 3 19:04:44 2019 Pa e 3 ID: PwFI E 112Lxuvx EiZZO80gjyi I4A-PKBPeTcvu IteHnnBi BjdM BE65W M6xDPZ UZ_Z_rzK77X 15) Dead + 0.75 Roof Live (bal,) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-50, 2-5=-53, 5-8=-45, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Harz: 1-2=-4, 2-5=-0, 5-8=8 Concentrated Loads (Ib) Vert: 22=37(B) 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) 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 Harz: 1-2=-12, 2-5=-8, 5-8=0 Concentrated Loads (Ib) Vert: 22=37(B) 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-32, 2-5=-36, 5-8=-47, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Hori: 1-2=-21, 2-5=-18, 5-8=7 Concentrated Loads (lb) Vert: 22=37(B) 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.6C 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 Harz: 1-2=-10, 2-5=-7, 5-8=18 Concentrated Loads (lb) Vert: 22=37(8) 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 (lb) Vert: 22=-536(B) 20) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (pit) 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 (Ib) Vert: 22=-450(8) 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 (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=11, 2-5=0, 5-8=11, 13-16=-8, 12-13=-8, 12-19=-8, 14-15=-20 Harz: 1.2=-21, 2-5=-10, 5-8=20 Concentrated Loads (Ib) Vert: 22=-188(8) 24) Reversal: Dead + 0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=6, 2-5=11, 5-8=0, 13-16=-8, 12-13=-8, 9-12=-8, 9-19=7, 14.15=-20 Harz: 1-2=-15,2-5=-20. 5-8=10 Concentrated Loads (Ib) Vert: 22=-188(B) 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 Harz: 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 Harz: 1-2=-15, 2-5=-11, 5-8=0 Concentrated Loads (lb) Vert: 22=-182(8) 27) Reversal: Dead + 0.6 MWFRS Wind (Pas. Internal) 1st Parallel: Lumber Increase= 1.60, Plate Increase=1.60 Continued on page 4 ® WARNING - Verily design paramelers 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 ANSIITPI1 Quality Criteria, DSB-89 and SC511 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, W153719. theTRUSSCO. INC, Job Truss Truss Type Qty Ply Hayden Enterprises Inc, 112768557 M-EDG2 ' A5GR ROOF SPECIAL 1 1 .;ah RefefEnGDWDti-0_n31� _ _ The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc, Fri Mayy 3 19:04:44 2019 Page 4 ID:PwFIE112LxuvxEiZZOBogjyil4A-PKBPeTcvulteHnn8iBjdMBE65WM6xDPZUZ Z rzK7?X LOAD CASE(S) Standard 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 (lb) 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 (Ib) Vert: 22=-188(8) 29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=19, 2-5=23, 5-8=9, 13-16=-8, 12-13=-B, 12-19=-8, 14-15=-20 Horz: 1-2=-28, 2-5=-33, 5-8=19 Concentrated Loads (Ib) Vert: 22=-188(B) 30) Reversal: Dead + 0.6 MWFRS Wind (Pos, Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 25=9, 5-8=23, 13-16=-8, 12-13=-8, 12-19=-8, 14-15=-20 Horz: 1-2=-14, 2-5=-19, 5-8=33 Concentrated Loads (lb) Vert: 22=-188(B) 31) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=12, 2-5=7, 5-8=-7, 13-16=-14, 12-13=-14, 12-19=-14, 14-15=-20 Horz: 1-2=-28, 2-5=-23, 5-8=9 Concentrated Loads (lb) Vert: 22=-182(8) 32) Reversal: Dead + D.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=4 5-8=23 Concentrated Loads (lb) 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-B=8 Concentrated Loads (lb) Vert: 22=-378(8) 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 (Ib) 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 (Ib) Vert: 22=-378(B) A WARNING, Verify design pararnerers 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 responsibillity of the erector. Add:tlonal 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 ANSUTP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. theTRUSSCO. INC, ........... -_ ..... ......... ............ ........ ... DD ruserues Type _Oty Ply Hayden Enterprises Inc •EDG2 r ABFP (Roof Special 7 112768558 - 1 JI . . .. . .......- .._ .. . .. ... ,10 Refereage (wfignal) ...... ... . The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MITek Industries, Inc. Fri May 3 19:04:44 2019 Pagye 1 ID;PwFIE112LxuvxEiZZO8Ogjyli4A-PKBPeTcvulteHnn8iBjdMBE7sWLtxEMZUZ_Z rzK77X 8.1-4 14-2_3— 21.0.0 __. 27.9.13 34.4-14._-_._- 38-10-8 -- —i--..._..— ---i- ------ -... -----.._........- -- f ---1 0.0 8.1-4 6-0.15 6-9-13 8-9.13 6.7-0 2-5-10 5x5 = 6.00 �12 11 to 9 3x6 :=: 3.00 6x8 =•= 3x4 — 30 "� Scale - 1:70.8 ---- ................. ----...__...-.—_....1..a.:a�..._ _ _._—_..._.._._..._.._...:_..__._._..�_..---...t.az_tz.._..............._,.__....._„:.,...._._._........__._...._.az_6...---......_-----. P_lste[2.25 dg ... �a z.._._........_ ...... .... .... - — .._.... .]4. .g)...I4.Q2,12 0....3 41- - -----............ ........... ___ ..... _ -_._ ...... -...__. _ ....._.. _. .... __............ . - - 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 0.68 Vert(LL) -0.43 11-12 >999 360 MT20 2201195 TCDL 8.0 Lumber DOL 1,15 BC 0.98 Vert(CT) -0.8511-12 >519 240 MT18HS 220/195 BCLL 0.0 i Rep Stress Incr NO WB 0.87 Horz(CT) 0.32 9 n/a n/a BCDL 7.0 Code IRC2015/TP12014 Matrix -MSH 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Weight: 196 Ib FT = 8% LUMBER- BRACING - 2=233,9=194. 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 OF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 7-2-15 oc bracing. B1: 2x4 DF No.1&Btr WEBS 1 Row at midpt 6-11, 4-11 WEBS 2x4 OF Stud "Except` .__ ..._ _ - _. ... MITek recommends that Stablllzers and required cross bracing W5,W3,W4: 2x4 OF No.2 I be Installed during truss erection In accordance with Stabilizer Installation REACTIONS. REACTIONS. (Ib/size) 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. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 2-3=-51081825, 3-4=-46421724,4-5=-1636/281, 5-6=-16271302, 6-7=-1741/236 BOT CHORD 2-12=-842/4614,11-12=-403/264D, 10-11=-168/1574,9-10=-144/894 WEBS 4-12=-393/2589, 11-13=-448/198, 6-13=-365/176, 3-12=-445/217, 6-14=-259183, 10 -14= -338/101,4 -11=-1681/399,5-11=-144/936,7-9=-1752/269,7.10=-391734 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) 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 PRp�[� 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) G ( N e� 2=233,9=194. {� , 2PE LOAD CASE(S) Standard 1) Dead + Roof live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) OA EQON Vert: 1-5=-66, 5-8=-66,12-15=-14, 11-12=-14, 9-11=-14, 13-14=-20 ifEG RENEWS: 12131/20 May 7,2019 ®WARNING - VaNry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. _. Des'gn 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, OSB -89 and SCS11 Building Component theTRUSSCO. INC. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ... .... p ... .. ..... ....... Job Truss Truss T e Oty f Ply l Hayden Enterpnses Inc _pe L. I I 112788559 .. 1 M•EDG2 A7 Roof Special 5 -.......... .._..--•- •--.. _ ID..... _ ..�.... Jo.4Referenc.�.fDAttQna.l)... _. The Truss Co., Eugene, OR 97402 8.240 s Dec 8 2018 MITek Industries, Inc. Fri May 3 19'04:45 2019 Page 1 PwFI EI 12LxuvxEIZZO8Ogjyi14A-tWlnrpdXfcOVvxMKFuEsuPnFdwing hOijDj7WHzK77W 14-2-3 ..--2 -0.0 ------a-------- _-.27-2:1_1---1-- ._..._.._._34-4.14- ._.....--+....$sr..1�_8_..I 0.0, 8-1-4 6-0-15 6-9.13 8-9-13 6-7-0 2-5.10 5x5 = Scafe = 1 T0.8 6.00 112 5 5x6 T$. 3x4 6 1.6x4 3x4 3 ...... ik 3 E W3 - 7 ^if� y ., ,- - 2x4 I :` T1`, • i3 vii F may_•'- --., 1P - $2..- /f } �' 8x8 = f WT 1N9\ ' a rr T N N 0 11 18 17 10 g 3x8 3.0012 6x8 = 3x4 - 3x4 = F 1o•a•4 + - 0-11-cas.10�I ... ........ _--......... _........._.-...._.......,,,,......._,,,,._._......._..... 1,9: Z12-,. - -----...__.._..__ fi L6... - - .-L42 - ....- .... ...... __. Pia..le._Sia`L 6 ...(%S,.Y.)-r...__....I2 Q.Q-1.4..E.d9 7...I4�Q. .11,D_�-41....L1.2 Q-.��-_7 ,1L• l_-_..........._.. _.....-.._.._...__.._...._..__ ......... ......... ..............._._...---..... -.._......... _... _... ........ ........... -_..... ........ ...._._.._.... .....__..... .....,_._.__ _...._._._..............- LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 TC 0.87 Vert(LL) -0.43 11-12 >999 360 f MT20 220/195 TCDL 8.0 I Lumber DOL 1.15 BC 0.88 Vert(CT) -0.85 11-12 >521 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.32 9 n/a n/a BCDL 7A Code IRC2015/TP12014 + Matrix -MSH Weight: 186 Ib FT = 8% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 "Except" TOP CHORD Structural wood sheathing directly applied, except end verticals. T1: 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 7-4-12 oc bracing. BOT CHORD 2x4 DF No.2 "Except` WEBS 1 Row at midpt 6-11.4-11 B1: 2x4 DF No.i&Btr MiTek recommendsds that Stabilizers and required cross bracing -WEBS 2x4 DF Stud "Except" be Installed during truss erection, in accordance with Stabilizer W50304:2x4 DF No.2 Installation guide. REACTIONS. (Ib/size) 2=1536/0-5-8 (min. 0-2-8), 9=1468/0-3-8 (min. 0-2.7) Max Horz 2=179(LC 7) Max Uplift 2=-223(LC 8), 9=-171(LC 9) FORCES. (Ib) -Max, Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4935/785, 3-4=-4465/684, 4-5=-15411259, 5-6=-1533/281, 6-7=-1614/207 BOT CHORD 2-12=-806/4457,11-12=-376/2524, 11-16=-131/1430,16-17=-131/1430,10-17=-131/1430, 9-10=-131/836 WEBS 4-12=-375/2512,6-11=-343/171, 3-12=-451/219,6-10=-289/90, 4-11=-1641/390, 5-11=-124/851,7-9=-1638/243,7-10=-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. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) 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, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=223,9=171. LOAD CASE(S) Standard RENEWS: 12/31120 May 7,2019 L WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE M11•7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. 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 ANSUTPII Quality Criteria, DSB-89 and BCSI1 Building Component L, Safety Information available from Truss Plate Institute, 683 D'OnofrLh o Drive, Madison, WI 53719. TRUSSCO. INC. Job M-EDG2 The Truss Co., Enterprises Inc. • IASTGE IRoot Special Supported Gable 112768560 Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:04:47 2019 Page 1 ID'PwFIE112LxuvxEiZZ080gjy114A pvtYGVeoBDGD8EVjNJHKzgslgkZn8m9?BXCEaAzK7?U 0Q _..._ __....... ..,_.._,_..,.......1$?Q15.- _. __........ f 231r1, .. -f _ .- ...__ 420-0 - - { -0�0 18.10-15 4-2-2 18-10-15 8.00 ,F12 5x5 = 5x5 = Scale = 1:77.9 E 3x5 59 49 48 47 38 46 45 44 43 42 41 40 39 37 36 35 34 33 32 3x5 3.00 12 5x6 - 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/def! Ud TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.00 1 n/r 120 TCDL 8,0 Lumber DOL 1.15 BC 0.13 Vert(CT) 0.01 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 31 n/a nla BCDL 7.0 Code IRC2015rFP12014 Matrix -SH LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 OF No.2 OTHERS 2x4 OF Stud 'Except' ST13,ST12,ST11,ST10,ST14,ST15,ST16,ST17: 2x4 DF No.2 REACTIONS. All bearings 42-0-0. PLATES GRIP MT20 220/195 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 Inctallalinn ni iirin i (Ib) - Max Horz 2=145(LC 8) Max Uplift All uplift 100 Ib or less 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 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 farces 250 (lb) or less except when shown. WEBS 3-59=-333/157 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; and 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, 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 at joint(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 ® WARNING • Velify design Parameters and READ NOTES 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 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 ANSIITPI7 Quality Criteria, DSB419 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. AGI N,* A 7118182 RENEWS: 12/31/20 May 7,2019 AA theTRUSSco, INC. TGE The Truss Co., Eugene, OR 97402 Supported Gable 7 10th-- -- ... _._._.. 1.0.0 7.10-15 4x5 = lI Qty Ply Hayden Enterprises Inc. 112786551 1 1 __.1g...b- ... ........ 8.240 a Dec 6 2018 MITek Industries, Inc. Fri May 3 19:04:48 2019 Page 1 10:PwFlEI 12LxuvxEiZZO80gjy114A-H5RwTrfQyXO4mO4vx1 oZW1 Py28xGtEJ9PByn7czK77T 2_1.1 - } ... - - ----- -- - ------ — -- -- ..... - ._.... - X0=0-1 4.2-2 7-10.15 1.0-0 4x5 = Scale = 1:37.0 3x4 = 26 25 24 23 22 21 20 19 18 17 18 3x4 -- — _.......... T __........... ..... ....... .._.._ _ _ ._ ..... ., _...... LOADING (psf) SPACING- 2-0-0 CSI. T DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.D9 Vert(LL) 0.00 15 n/r 120 MT20 220/195 TCDL 8.0 Lumber DOL 1.15BC 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 nla BCDL 7.0 , Code IRC2015fTP12014 Matrix -SH Weight: 102 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.): 6-10. OTHERS 2x4 DF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. _.... _.. __...... _.__. .,.. _ .... _ ... MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-0-0. (Ib) - Max Horz 2=60(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 14, 21, 22, 24, 25, 26, 20, 18, 17,16 Max Grav All reactions 250 ib or less atjoint(s) 2, 14, 21, 22, 23, 24, 25, 20, 19, 18, 17 except 26=253(LC 19), 16=253(LC 20) FORCES. (Ib) - Max. Comp,/Max, Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=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) 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 14-0 oc. 8) This truss has been designed for a 10,0 psi 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 RENEWS: 12/31/20 May 7,2019 ® WARNING • Verify design paratnefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MPI -7413 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is 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 111 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Duality Criteria, DSB-89 and BC911 Building Component -- - ^� Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. theTRUSSCO. INC, 4 ir russ I ruse I ype Uly lily Hayden Enterprises Inc. _ ^-____ - � - 112766562 The Trus9"C", o".,Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19;04:49 2019 Page 1 . I D; PwF I EI12 LxuvxEIZZ080gjyi 14A-mH_I hBg2jrWwNYf5UkJ o3Fx3vX7AcezleghKf3zK79S 1.0.0 5-8-_9__-......- ---- 145lQ.,.... ............ 14-3-7 20-0-0 21 0 0 1.0.0 5-8.9 4-3.7 4-3-7 5-8-9 1.0-0 Scale = 1:36.2 4x4 3x4 = 3xS = 3x4 = 1-- _---._............_._._....._.._................ 10.0-0 ... .-_.... ,,,.° ___ ....... _.__..__._ i ..,.,_--,.....,_„_ ____ ---------•i r .. . --- ---- .. ., .,..... - - - LOADING (psf) i SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 1 TC 0.34 Vert(LL) -0.14 8-11 >999 360 MT20 220/195 TCDL 8.0 Lumber DOL 1,15 SC 0,65 Vert(CT) -0.26 8-11 >909 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.03 6 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix -MSH Weight: 81 Ib FT = 8% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 OF Nc.2 WEBS 2x4 OF Stud REACTIONS. (Ib/size) 2=866/0-3-8 (min. 0-1-8), 6=866/0-5-8 (min. 0-1-8) Max Horz 2=78(LC 8) Max Uplift 2=-124(LC 8), 6=-124(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1340/188, 3-4=-1003/133, 4-5=-1003/133, 5-6=-1340/189 BOT CHORD 2-8=-174/1161, 6-8=-96/1161 WEBS 4.8=-42/593, 5-8=-408/169, 3-8=-408/169 lQ 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 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; 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 atjoint(s) except Qt=1b) 2=124,6=124. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MOI -7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Informationavailablefrom Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. RENEWS; 12131/20 May 7,2019 'A theTRUSSco. INC, ... . Job Truss Trusa Type -QtyjPly 1 I Hayden Enteryrlses Inc. 112788583 .I M-EDG2 r e C3GR Common Girder t .... d.4d Ra�rec as (aPtionaq.. . The Truss Co., Eugene, OR 97402 6.240 s Dec 6 2018 MiTek Industries, Inc. Fri Mayy 319:04:50 2019 Ps ge 1 I D:PwFI E112LxuvxEiZZ080gjyi14A-EUYgu W hg U8en?I E H2Rq 1 bS U6OxPYLwMRtURu BVzK77R - •... _......... .... 4......... ,...... - .,._._ _...,_1....... ...._.... _.. _ 10:09..... _:......__..-._...._ ........14-6-12 _... ..._.....—. ..-4- 5-5-4 4-8-12 4.6.12 5-5.4 4x5 = Scale = 1;37.1 3 e.00 12 •'' 3x5 3x5 2 � 4 T1 TZq -i� 1 5 13 14 6 15 16 7 17 18 6 19 20 4x6 = JUS24 JUS24 3x8 11 JUS24 6x8 = JUS24 3x6 II JUS24 JUS24 4x8 _ JUS24 JUS24 JUS24 _5-5-4 10-0-q_ 14.6.12 �__-_ 20-0-0 __........ -_...... _----...-..... ----.....-S:.S=4. --- -- ----..-_..._ 4��2—._..._._...--.........................._._.._ _..9.rfZ1Z. --...._..._.__.._... _ ..... .._.._..-............... ... -_..... .... -_.............. —......_.._......... ..,,....... - ..... .......... ...... ..... Plate OFFS__ets_(x,Y) ..........[1.0 _4._0,.0.4-.Q]...L8,0..48 Q--1..-8] .... ... ._ _... LOADING (psf) SPACING. 2-0-0 CSI. DEFL, in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.21 7-8 >999 360 MT20 220/195 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 IRC2015ITP12014 Matrix -MSH Weight: 99 Ib FT = 8% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud REACTIONS. (Iblsize) 1=262210-3-8 (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) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. 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 1-2=-493311364, 2.3=-3377/938, 3-4=-3378/939, 4-5=-507111344 BOT CHORD 1-13=-1236/4381, 13-14=-1236/4381, 8-14=-1236/4381, B-15=-1236/4381, 15.16=-1236/4381, 7-16=-1236/4381, 7-17=-1147/4506,17-18=-1147/4506, 6 -18=-1147/4506,6-19=-1147/4506,19-20=-1147/4506,5-20=-1147/4506 WEBS 3-7=-766/2681, 4-7=-18061534, 4-6=-338/1322, 2-7=-1661/554, 2-8=-575/1193 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 Flt between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=721,5=714. 6) Use USP JUS24 (With 4-1 Od nails into Girder & 4-1 Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 18-0-12 to connect truss(es) A2 (1 ply 2x4 DF), A3 (1 ply 2x4 DF) to back face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (plf) Vert: 1-3=-66, 3-5=-66, 1-5=-14 Concentrated Loads (lb) Vert: 7=-400(B)13=-400(B)14=-400(B)15=-400(B)I6=-400(B)17=-400(B)18=-457(B)19=-457(6)20=-457(8) ® WARNING - Verify design paranwrers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 41I1.7473 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. k, PRO) �G 7116182 PQV�0 RENEWS:12/31/20 May 7,2019 A I theTRVSSCO. INC. Job Truss M-EDG2 6 IEITGE The Truss Co., Eugene, OR 97402 Supported Gable Hayden Lnlerpnses Inc. 112788564 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:04:512019 Pagget ID: PwFIE112LxuvxEIZZ080gjyi14A-ig626shlFSmedspUc9LG8g1 TRLy84b5b58ARjxzK77Q .-_..-_.-._.---....- 15-0-0 -x:0:0-...�._...._.._........_.__................-- .,...._......_.__......}..._...._..........------...__..._— b----�_....._._._.__..__....__... - ...... 4.10.15 4.2-2 4-10-15 1.0-0 4x5 = 4x5 = Scale = 1:28.9 3x4 = 18 17 16 15 14 13 12 3x4 = 11 NOTES - 1) Unbalanced roof live loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 1 CSI, DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 25.0 1 Plate Grip DOL 1.15 1 TC 0.08 Vert(LL) 0.00 10 n/r 120 MT20 220/196 TCDL 8.0 Lumber DOL 1.15 BC 0.04 Vert(CT) 0.00 11 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 10 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix -SH 5) All plates are 1,5x4 MT20 unless otherwise indicated. Weight: 61 Ib FT = 8% LUMBER- BRACING - 7) Gable studs spaced at 1-4-0 oc. 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.): 4-8• OTHERS 2x4 DF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 18, 14, 12. , IV Cs F�. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer LOAD CASE(S) Standard Installation guide. REACTIONS. All bearings 14-0-0. A 7►15►82 (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 Ib or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 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. PROFS 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, " t 18, 14, 12. , IV Cs F�. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 2PE LOAD CASE(S) Standard OREGON A 7►15►82 RENEWS: 12131/20 May 7,2019 Q 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 bullding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIrrPI1 Quality Criteria, DSB-89 and SCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 63719. theTRUSSCO, INC, The Truss Co., Eugene, OR 97402 1-0-0 7.0.0 6.00 12 3x4 = T1 --- ----.._.... .—_... ,. ...._ ...._-112788565.. l Qty Ply Hayden Enterprlsea Inc 2 _ 1 Qb. RfzferenOg(9ptl0/7al) 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:04:52 2019 Pagge 1 ID;PwFIE112LxuvxEIZZ080gjyi14A-AsgRJClw7muVEOOgAssVgtZXWIBCp1 XkKow7GNzK77P - _._.. 14-0-0 ...... ... ..._..._ . t.. 15:44 ..1 7-0-0 1.0.0 4 Scale = 1:27.1 FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-805/103, 3-4=-8051103 BOT CHORD 2-6=-38/638, 4-6=-38/638 WEBS 3-6=01281 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. It; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. LOAD CASE(S) Standard RENEWS: 12/31/20 May 7,2019 ® WARNING -Verify design parameters and READ NOTES 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 paramenters and proper Incorporation of component is responsibllity of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 ANSIrrPl1 Quality Criteria, OSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W 153719. — — -- _ _ theTRUSSCO. INC, �'L4-R-4--- 7.0.0 -12:0-2-0,Edgej,(3:0.2-0,0.2.41,14;0-2-9,Edgej 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 0.57 Vert(LL) -0.09 6-9 >999 360 MT20 220/195 TCDL 8.0 Lumber DOL 1.15 BC 0.50 Vert(CT) -0.13 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 4 n/a n/a BCDL 7.0 Code IRC2015rrPI2014 Matrix -MSH Weight: 48 Ib FT = 8% LUMBER- BRACING• TOP CHORD 2x4 DF No.2 TOP CHORD Structural woad sheathing directly applied or 5-6-4 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation nulde.. REACTIONS. (Ib/size) 2=626/0-5-8 (min. 0-1-8),4=626/0-5-8 (min. 0-1-8) - Max Herz 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, 3-4=-8051103 BOT CHORD 2-6=-38/638, 4-6=-38/638 WEBS 3-6=01281 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. It; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. LOAD CASE(S) Standard RENEWS: 12/31/20 May 7,2019 ® WARNING -Verify design parameters and READ NOTES 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 paramenters and proper Incorporation of component is responsibllity of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 ANSIrrPl1 Quality Criteria, OSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W 153719. — — -- _ _ theTRUSSCO. INC, Job (Truss Truee Type Qty Ply Hayden Inc.III M-EDG2 — E3 Common 3 1 112758588 1Q4.RQL@rQaPQ Opti4na.l). The Truss Co., Eugene, OR 97402 8.240 a Dec 6 2018 MITek Industries, Inc. Fri May 3 19:04:53 2019 Page 1 ID: PwFI E112LxuvxE!ZZ080gjy!14A-e2EpXYjYm3OMs9zsja NkD5610gXvYUquZSfYogzK7?O �............-.,...,__...—.._.._...__._._................._.�1.9di__.... _............. 6-10.8 fl -10.8 4x4 = 1.5x4 TT Scale = 1:25.9 3x4 — FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1.2=-790/104, 2-3=-790/104 BOT CHORD 1-4=-47/624, 3-4=-471624 WEBS 2-4=01273 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4,8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 4) ' This truss has been designed for a live load of 20,Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 5) 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 GINE ORE ON 7116182 RENEWS: 12/31120 May 7,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mif-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 o! design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer, Bracing shown is for lateral support 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 guidancee regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSIITPI11 Quality Criteria, DSB-59 and BCSI1 Building Component theTRUSSCO. INC Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Plate Offsels (X, Y)-- (1 141 3.0.-1 •',�- LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/def! L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.08 4.7 >999 360 MT20 220/195 TCDL 8.0 Lumber DOL 1.15 BC 0.47 Vert(CT) -0.12 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.01 1 n/a We BCDL 7.0 Code IRC2015fTP12014 Matrix -MSH Weight: 44 Ib FT = 8% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud MITek recommends that Stabilizers and required cross bracing 1 be installed during truss erection, in accordance with Stabilizer Installation.guide. 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) FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1.2=-790/104, 2-3=-790/104 BOT CHORD 1-4=-47/624, 3-4=-471624 WEBS 2-4=01273 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4,8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 4) ' This truss has been designed for a live load of 20,Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 5) 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 GINE ORE ON 7116182 RENEWS: 12/31120 May 7,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mif-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 o! design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer, Bracing shown is for lateral support 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 guidancee regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSIITPI11 Quality Criteria, DSB-59 and BCSI1 Building Component theTRUSSCO. INC Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7 'p W U W z m M a �� °�' 00 M X m g Y Di o. C W O � 3 .fl.I v d I�d�awio.*� —co 0 a p 0°31 N ° ° N CID CB: n 4 a �°O°°ymLn. o� ooa =mCD C i n '' O N In o° N i D cn oo a a, O yd° °Q•22 m> > -0 O? CO N C _a t0 @ 7 m Q� OO N m 5 3 N c° m ° cnC °.� m p• 2 m Cmcr ,Ci .. c 7. r 7 f0 N r m � � ci M M0 mz v MCD y a M v M z m O CD M z V o z -4 =M`o MOZ M z N O D mm Mm CZ ym cn cnr- a� �z C Om .4 M M m� 0 zM -� M Tm s° m0 cn Oy M a � oa3 a ° a QO •p �' N ORF w N O W W 7' OD W O 1 TOP CHORD vv r r T > M s O O' o Al > /O O VI nrJ _ > cn 3 Z a° D m a a Z o 47 O cpoi O 3 2 c ;0 m o m q3 m CL09'90. -Zj aa S N 7 ' C m m• O m N Z O M y -" m x N y cn TOPCHORD 'p M o m (oz com v Sn n °�' 00 X m g �� o; O � 3 �. _(D � o' o00cow cn C cn N o 0 vi M �o 3 V _n @ •D 3� c = Z G1 a 0 ("D7 H r m � � a °m Q C� a = N 3 2 H - -1 w n m C3 ,m O. CL m �• 4 Ul cn N m o 3 vv,' m _m 3'mss • ° v+mm O N O S 7C Z cn 0' O m o o�m 00 mcg N O oN 6 O n O fD N) m � CD N l0 ci M M0 mz v MCD y a M v M z m O CD M z V o z -4 =M`o MOZ M z N O D mm Mm CZ ym cn cnr- a� �z C Om .4 M M m� 0 zM -� M Tm s° m0 cn Oy M a � oa3 a ° a QO •p �' N ORF w N O W W 7' OD W O 1 TOP CHORD vv r r T > M s O O' o Al > /O O VI nrJ _ > cn 3 Z a° D m a a Z o 47 O cpoi O 3 2 c ;0 m o m q3 m CL09'90. -Zj aa S N 7 ' C m m• O m N Z O M y -" m x N y cn TOPCHORD z (oz com v Sn r+ acr 00 0 (D �� o; O � 3 �. _(D � o' o00cow cn C cn 7N cho 0 vi A V K :� ; 0 V W @ •D nim -"m 0 H rnci�l a> m 4 Ul a N O .�� 0) m co D O N) CD N LA) r W 0 N A oD H Is y z m m CL N Do ai N. H m;U a 'D N C o• <. m y No o 0 at a 6 6 r- .00 v c �• a_ m o 'O O Q 3 OM p N m N O m fD m 3 52.0 N 6 = (Q o ° 2 _0n Oc 3 4.�0 7 o�m pp N _ 7 0 3 a..' 00 O �� C ~ Q fD _ d N m y p Q N m 0) CD 11 m 7 3 da_� a'6' d to = >> c C a N m �p N s `< 6, fD N 3 C 7 3Si CD 7. n 6� N oa N C �' �6 3 0 d 5 6 d m� p o N. ID 0 V D do tea. m�3 m m w6 �c c0 y. CD' N N Q W d p. O. R fa 7 g m m m V o m n o. Sao CO �G o ^ 6 Mo g a �m d 6 c° 0 y' 0.3 c c N x aj m 0 0° 3 6' � n 3 m c� N N n m C S �' 7 ''Z ° 7 '.Y' O ~ N G CD Ll M 3 f C .0 ? O n 9 C O N• y m� op' N J M3 6 en CO d m'o �. m a K y. O co @ 6 6 S ci M M0 mz v MCD y a M v M z m O CD M z V o z -4 =M`o MOZ M z N O D mm Mm CZ ym cn cnr- a� �z C Om .4 M M m� 0 zM -� M Tm s° m0 cn Oy M a � oa3 a ° a QO •p �' N ORF w N O W W 7' OD W O 1 TOP CHORD vv r r T > M s O O' o Al > /O O VI nrJ _ > cn 3 Z a° D m a a Z o 47 O cpoi O 3 2 c ;0 m o m q3 m CL09'90. -Zj aa S N 7 ' C m m• O m N Z O M y -" m x N y cn TOPCHORD C P OC V p, of A W N :1 0-n 3.663 �m °-' m o� �a•o a �N 3 mm dRT z sr m a2 m'a C CD O' O O' F 6 6 �' • d (D 3 5f0 3 l�D M• 6 O fl% CD 6'_ s 6 0 0 5. N 6 m m m 3 to c m CD (D 3dN m 36 am 3 mx 6c&n m CD S O 6 d!D O" 70 HCl S -•y n O O ngm cam x 3c X3 6 m CD 6,m C{D 6j y p Tc �� m3a- M o m�H ma0 SL avm� ?<� -� 11 m m ' CD ayn ?�°^� a° 01, a« c may moo = 0=m �c - m v. 01 s oz am y 5' O O O. N 3 0 a �• D 0 O K y N N C 0 fD O y d to g8 fD �- zm m °a °'6 `2.3RN m° v O y y m O c'Z S m cn 7 2 fa •6 N .O�' d pj 0 G) CL <f� N 3 zy a 6 3 t' GQ < N O. M @ �° > nK. cn f Did CD m om. � °— ¢ � N CD c n 0 o m ° o o °� m B. m C iY ma'o M.S Mc Na Ll(n- co $� c m o a m 6 3 go m m 6 to n 3 n d 7 N O O CD ((D N rp V Nmcr CD ;E m oma n O O O O < c o 3 m fD (D1 `G O ,CD V) z 3 acr 00 0 (D 0 N � 3 �. _(D � o' N cn 7N cho 0 vi _' _= 02 W @ •D CD C P OC V p, of A W N :1 0-n 3.663 �m °-' m o� �a•o a �N 3 mm dRT z sr m a2 m'a C CD O' O O' F 6 6 �' • d (D 3 5f0 3 l�D M• 6 O fl% CD 6'_ s 6 0 0 5. N 6 m m m 3 to c m CD (D 3dN m 36 am 3 mx 6c&n m CD S O 6 d!D O" 70 HCl S -•y n O O ngm cam x 3c X3 6 m CD 6,m C{D 6j y p Tc �� m3a- M o m�H ma0 SL avm� ?<� -� 11 m m ' CD ayn ?�°^� a° 01, a« c may moo = 0=m �c - m v. 01 s oz am y 5' O O O. N 3 0 a �• D 0 O K y N N C 0 fD O y d to g8 fD �- zm m °a °'6 `2.3RN m° v O y y m O c'Z S m cn 7 2 fa •6 N .O�' d pj 0 G) CL <f� N 3 zy a 6 3 t' GQ < N O. M @ �° > nK. cn f Did CD m om. � °— ¢ � N CD c n 0 o m ° o o °� m B. m C iY ma'o M.S Mc Na Ll(n- co $� c m o a m 6 3 go m m 6 to n 3 n d 7 N O O CD ((D N rp V Nmcr CD ;E m oma n O O O O < c o 3 m fD (D1 `G O ,CD V) �E Engin e e ring Re: M-EdgFp 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: 1.12019927 My license renewal date for the state of Oregon is `PNDF�f�o 11022PE thru I12019928 December 31, 2018. W a November 28,2017 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. . -Job Truss 'Truss Type ..... M-EDGFP 1, F1GE Common Supported Gable The Truss Co., Eugene, OR 97402 1-0-0 2-9-0 6.00 12 T1 2 Loi F, -1' i IQty Ply Hayden Enterprises Inc. 1 1 112019927 Ij ,lop_Ref r ce optipllall 6.130 s Sep 15 2017 MITek Industries, Inc. Tue Nov 28 19:24:15 2017 Page i ID:JvgQeK18mkl USOtpnKzROSyEZAI-2yyad_22Rp016AifmKM5utKJLkGpmTZBds_S1AyEZ3_ 56^0 ........ . ......... i._ ....... ...... 660_..............1 2-9-0 1-0-0 4x4 = 3 6 2x4 = 1.5x4 II T1 ' 4 2x4 = 5 Scale= 1:14.1 2.9.0 2-9-0 — LOADING (psf) SPACING- 2.0-0 1 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 i TC 0.09 Vert(LL) 0.00 5 n/r 120 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 i BC 0.05 Vert(CT) 0.00 5 n/r 90 8CLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 4 n/a n/a BCDL 7.0 Code IRC2015ITP12014 Matrix-PWeight: .,._.._ .---__._ _...__._ ..... .—_ -- 20 Ib FT = 8% __. LUMBER- BRACING. TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6.0 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 FM.i.............-.__._....—.-...-...__...-..-...-.-...-b-i..-.._.._-.....n-d---_._.._...._....._..,__s bra............... MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 1 Installation guide. REACTIONS. (Ib/size) 2=192/5-6-0 (min. 0-1-8), 4=192/5-6-0 (min. 0-1-8), 6=188/5-6-0 (min. 0-1-8) Max Horz 2=27(LC 8) Max Uplift 2=-49(LC 8), 4=-54(LC 9) FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 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 ioads 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 requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 Ib uplift at joint 2 and 54 lb uplift at joint 4, 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard RENEWS: 12131118 November 28,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7477 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 or individual web members only. Additional temporary bracing to Insure stabi!ity during construction is the responsibility of the erector. Additional permanent bracing or 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 SCSI1 Building Component Ly,. Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. theTRUSSCO. INC. K zo � II �Q W m ZCl) 50 a -W ui Er o=) U)cr w� Zs < �C wcr) J U O " >c Fn a) 0 O O o T Z tz 0 cn �o�//1� T W N w 11 cc CC p w Lu Cc > 0 CD 0 CaD t0 VwuV ¢OOW aU -ja �O CJ A' QOI A104" W 60'00 JO -2V � 49.79 o C3 s y COV PATIO 1 O 5.00 1 0Q, 5' REQ'Q m .GEW°° 14!8 SCS• FT. R1;.., ,E H7: t9' "sem - o`O ss E G C) O ui (9 00 T I � V- t CO to Z --5• RL,Q'D T- -,- I . . " �Ikl l. 04"1-60 o$0 � ��_-;X � - 5� 'zS 1 t 4� 9c ?_' 5 .•=' c c c (D0 �to ,t2 C_ -2cn L_ NE Nac 0 0 2 C rtU+ C N t c s C) ni ao Oc m m a) -j 2 �v o � v 0 .s Q N UQ 2 a 6 Ow— a- (D 2. 5 O 3 O .�O +' C >0. • Uc cNa NN~N` � ca� wi- N oFr N oCD r- (Zam1a =O vOO 0 P:O U wZOU OaOE a)— ca cyOa a E —g¢OU8 2 O;C000 oOo O i 0oca�J 75EsmaJ Q.0.xN U CO N R CD todNoateNaa)+� 72 n¢cp cm m02ai1zWai'w e'^wo oom.cts 202�i � 0ca) a c a 3v 3 � co m to 2-02-8-2 ot. o emc�Hr 0 o Z E >a ' cn? N ca to ca ns c�'aai N(Dj5 arc' N me cV cc a)_0 3 Q �,- c c c N E c `ss Z E 0 O p o 0 o E o m et o 0 0 0 ca a� o o CDs' u_ticnoC Za_ Z UL?0 0 n 0 .4 .0 a 0 0.0000 �¢ (D -0 a O N a) 0 C a .00 A M O O C O~ N .0 jo a ra ..` N t A? 4) N © O A �� � Q � ca � N p N N N 0 CO oSA 1�g� G 3 -ma .2cco cvQG Fa .0 O O Rf O (A fa ® o y A m N vo.Q� U ca y { 0. (D y E � z -U)) QC+ � p D OmQo ct a cli OEn in U) E pNCZ z N CD = 0z �}m0 COL o ~a L. 4 >1 0 m Z M Q C N ~W w~� Z�co`aomM 2 V T C 0'a >. w o mN EES O pOzmcr"n o< O 1uA Z3cca QmOrnU20D N Y Q m w Cl) w 0 Z Q S U } u.i a J H J J W W X2222 00000 WZ ww d cc tr = LL LL � cr)LO�:W m to W T- U) 0 0 M ao �0¢ W W Q L 2 u. J wz ozzz CL U(L �co 0o LL LL J _1J J J a.aaaa X2222 00000 ww T- cc tr LL 1-,..m LL LL � LL . LL 7l '•01 0 h J 1 0 CD LO 0-3 bODO O Y m Lu CD • �0¢ L 2 0 ozzz X0O� 0o LL LL U (A X 7l '•01 0 h J 1 0 CD LO 0-3 •.... • 011,,04„w 60.00,10.21, NO$ 49.79 -- ------ ' yr., 4040 v b- 60.00' Y - so$Q 11104"F- a� S59. H STREET d F - 0- 0- C 00000 w w n Ofly- LL LL ty LL � fr LL LL O r NwN LJ. r O Ln r 0 C Co LL LL U cn Of �a'z �L � J V M CL 0)v)w o� U)o0 H1dON M Qp F— w w o LL -' w z CL Cl) . d d 0- 0- C 00000 N w n Ofly- LL LL ty LL � fr LL LL O r bob r r O Ln r O 0 cJJ o� Qo -4040 • . o . 4040 • z 0000 oma.. d, 4040. • � 40.. W.40 . 40. . 04 .. r 0040. r • • 4040.. N D P cn ` LLI U Q J n 0 r' LLJ C) Q CD N m 20.0. 11000 4040 � 4040. 4040 .0.... 4040 4040.... 4040 4040 4040. 4040.. 4040.... 4040.. Y U -- � w N w n Q U)O( ��0� ZZ oZW of w E of • I� 0 C Co LL LL U cn Of �L � J V o� O H1dON cfl O 0 cJJ o� Qo -4040 • . o . 4040 • z 0000 oma.. d, 4040. • � 40.. W.40 . 40. . 04 .. r 0040. r • • 4040.. N D P cn ` LLI U Q J n 0 r' LLJ C) Q CD N m 20.0. 11000 4040 � 4040. 4040 .0.... 4040 4040.... 4040 4040 4040. 4040.. 4040.... 4040.. 011,04„W 60.001 10 21, 4.76 W- 60. S08 - ST IEE T 9-TH M J 0 O co I o� LO s LO • z oma.. n .... Li -J. O. .. NLd D V) O � U Q J n 0 W Q J CD CD N C) QW C) :�.z rWA 0 Eo b b w L.L 0- 0- w :E2:22.7 0/ �z 0L N0�y 0L N00N0N 0. 0 Ldp = oz. LL LL F- Cl) w CD cn00 E— D w w 0 U)OQ Lf J wz IL� Cl)a ozzzzwry U) �ty-ir0C� 0 O co I o� LO s LO • z oma.. n .... Li -J. O. .. NLd D V) O � U Q J n 0 W Q J CD CD N C) QW C) :�.z rWA 0 Eo b b LL L.L 0- 0- a_ :E2:22.7 0/ 0L N0�y 0L N00N0N 0. 0. Ldp LL LL LL LL LL 0 O co I o� LO s LO • z oma.. n .... Li -J. O. .. NLd D V) O � U Q J n 0 W Q J CD CD N C) QW C) :�.z rWA 0 Eo b b U) V m w CD w D U)OQ w ozzzzwry �ty-ir0C� 00!i!L0cnOf 0 O co I o� LO s LO • z oma.. n .... Li -J. O. .. NLd D V) O � U Q J n 0 W Q J CD CD N C) QW C) :�.z rWA SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION Community: Jasper Meadows Ph. 9 Section: Jasper Meadows Ph. 9 Lot / Block: 319/0 Address: Lot 319 Jasper 9 Model: s140801 - Edgewood Exterior Design Code Option Selection Std nry Garage Orientation Garage Right (Plan Default) Opt elv2 Exterior Elevations Siqnature Siding Elevation 2 ADD ptext1 Exterior Paint Selections Exterior Paint FloorPlan Alterations Code Option Opt patio0l Covered Patio Opt fpgralc Fireplace With Alcove Windows -Doors _ Code Option Opt drgarmd Garage Man Door to Outside Opt qadoor7 7ft Tall Garage Door Opt wd2x3shol 2x3 Textured Window in Master Bathroom GENERAL NOTES t THE SCOPE OF SERVICES PROVIDED BY'HAYDEN ENTERPRISES, MIC.' LS LIMITED TO PROVIDING A WORKING SET OF DRAWINGS. THIS SET OF PLANS IS SUFFICIENT FOR OBTAINING A BUILDING PERMIT. UNLESS DIRECTLY REOUESTED BY THE OWNER OR BUILDING CONTRACTOR, THESE PLANS ARE LIMITED TO DESCRIBING LOCATIONS. DIMENSIONS, GENERAL BUILDING COMPONENTS, AND KEY FINISH MATERIALS. 2. ALL WORK SHALL COMPLY WITH THE MOST CURRENT REQUIREMENTS SET FORTH BY LOCAL. COUNTY, STATE, AND GENERAL LAWS, RULES, CODES, ORDINANCES, OR REGULATIONS. GENERAL CONTRACTOR OR SU& CONTRACTOR TO VERIFY ALL APPLICABLE CODES AND METHODS OF CONSTRUCTION PRIOR TO BEGINNING WORK. 3. ALL WORK TO MECHANICAL, PLUMBING. AND ELECTRICAL WILL BE DESIGN BUILD BY THE GENERAL CONTRACTOR AND SHALL CONFORM TO ALL APPLICABLE LOCAL, STATE, AND NATIONAL CODES. 4. ANY ERROR OR OMISSION FOUND IN THESE DRAWINGS SHALL BE BROUGHT TO THE DEVELOPER'S AND ARCHITECTURAL 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 NOTE•5•6: 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 1X1ST • CONFORM TO THE PROJECT SOILS REPORT. • • 3. CONTRACTOR TO VERIFY ALL S1TE CONDITIONS AND DIMENSIONS 91b0 • • TO CONSTRUCTION. ALL INCONSISTENCIES TO BE BROUGHT TO THE • ATTENTION OF THE DEVELOPER AND THE ARCHITECTURAL DESIGNER PRIOR* • TO ANY CONTINUATION OF WORK. •• •• 4 4. SETBACKS TO COMPLY WITH ALL APPLICABLE LOCAL. COUNTY, STATE, AVD NATIONAL CODES. CONTRACTOR TO VERIFY ANY CHANGES OR ADDENC*M • • TO DEVELOPMENT SETBACKS PRIOR TO CONSTRUCTION. [ DRAWING INDEX CS COVER SHEET . NS GENERAL NOTES SHEET OE OREGON ENERGY CODE Al ELEVATIONS A2 FLOOR PLAN A3 FOUNDATION I FLOOR FRAMING PLAN A4 ROOF FRAMING PLAN A5 LIGHTING / AUDIO I SOUND INSUL. I MISC. PLAN 06 OPT. COVERED PATIO S7PRESCRIP7IVE WALL BRACING D1 TYP. WALL SECTIONS D1ATYP_DE7AILS D18 TYP. DETAILS D2 TYP. BUILDING DETAILS 03 BUILDING SECTION 1 RAKE -WALL FRAMING / MISC. DETAILS D4 FIREPLACE DETAILS DS3 SIDING DETAILS DS4 SIDING 8 FLASHING DETAP 5 2464 SW GLACIER PLACE REDMOND. OR 97756 PHONE 541-9236607 FAX 541-548-0761 REVISIONS CURRENT AS OF 010118 1 COVER SHEET CIS Community: Jasper Meadows Ph. 9 Section: Jasper Meadows Ph. 9 Lot / Block: 31910 Address: Lot 319 Jasper 9 Model: s140801 - Edgewood Exterior Design Code Option nry SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION Selection Opt elv2 Exterior Elevations Signature Siding Elevation 2 ADD ptextl Exterior Paint Selections Exterior Paint FloorPlan Alterations Code Option Opt patio01 Covered Patio Opt fpgralc Fireplace With Alcove Al ELEVATIONS A2 Windows -Doors A3 FOUNDATION I FLOOR FRAMING PLAN Code Option Opt drgarmd Garage Man Door to Outside Opt gadoor7 7ft Tall Garage Door Opt wd2x3shol 2x3 Textured Window in Master Bathroom GENERAL NOTESJ 11. THE SCOPE OF SERVICES PROVIDED BY'HAYDEN ENTERPRISES INC.' IS LIMITED TO PROVIDING A WORKING SET OF DRAWINGS. THIS SET OF PIANS IS SUFFICIENT FOR OBTAINING A BUILDING PERMIT. UNLESS DIRECTLY REOUESTED BY THE OWNER OR BUILDING CONTRACTOR, THESE PLANS ARE LIMITED TO DESCRIBING LOCATIONS, DIMENSIONS, GENERAL BUILDING COMPONENTS, AND KEY FINISH MATERIALS. 2. ALL WORK SHALL COMPLY WITH THE MOST CURRENT REQUIREMENTS SET FORTH BY LOCAL. COUNTY, STATE, AND GENERAL LAWS, RULES. CODES, ORDINANCES. OR REGULATIONS. GENERAL CONTRACTOR OR SUB- CONTRACTOR TO VERIFY ALL APPLICABLE CODES AND METHODS OF CONSTRUCTION PRIOR TO BEGINNING WORK, 3. ALL WORK TO MECHANICAL, PLUMBING, AND ELECTRICAL WILL BE DESIGN BUILD BY THE GENERAL CONTRACTOR AND SHALL CONFORM TO ALL APPLICABLE LOCAL. STATE. AND NATIONAL CODES. 4. ANY ERROR OR OMISSION FOUND IN THESE DRAWINGS SHALL BE BROUGHT TO THE DEVELOPER'S AND 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 NOTE -2566.61 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 4@157 • CONFORM TO THE PROJECT SOILS REPORT. • • 3. CONTRACTOR TO VERIFY ALL SITE CONDITIONS AND DIMENSIONS 0IM10 • • 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 APPUCABLE LOCAL. COUNTY, STATE,.44D NATIONAL CODES. CONTRACTOR TO VERIFY ANY CHANGES OR ADDEA"M • • TO DEVELOPMENT SETBACKS PRIOR TO CONSTRUCTION. - - DRAWING INDEX CS COVER SHEET NS GENERAL NOTES SHEET OE OREGON ENERGY CODE Al ELEVATIONS A2 FLOOR PLAN A3 FOUNDATION I FLOOR FRAMING PLAN A4 ROOF FRAMING PLAN AS LIGHTING/ AUDIO SOUND INSUL. /MISC. PLAN 06 OPT. COVERED PATIO S1PRESCRIPTIVE WALL BRACING D7 TYP. WALL SECTIONS D1A TYP. DETAILS 01IS TVP. DETAILS D2 TY P. BUILDING DETAILS D3 BUILDING SECT ION I RAKE -WALL FRAMING I MISC. DETAILS D4 FIREPLACE DETAILS DS3 SIDING DETAILS D54 SIDING 8 FLASHING DETAILS 24SW GLACIER PLACE REDMOND. OR 97756 PHO64 NE 541-923-6607 FAX 541-546-0761 F41 • .0 • ••. W. .I v , /` A • Fid •ocol W (:) I w�l REVISIONS CURRENT AS OF 010118 COVER SHEET CS Community: Jasper Meadows Ph. 9 Section: Jasper Meadows Ph. 9 Lot / Block: 31910 Address: Lot 319 Jasper 9 Model: 5140801 - Edgewood Exterior Design Code Option nry Vara SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION Selection ADD ptextl Exterior Paint Selections Exterior Paint GENERAL NOTES 1. THE SCOPE OF SERVICES PROVIDED BY'HAYDEN ENTERPRISES, INC.' IS LIMITED TO PROVIDING A WORKING SET OF DRAWINGS- THS 5ET OF PLANS IS SUFFICIENT FOR OBTAINING A BUILDING PERMIT. UNLESS DIRECTLY REQUESTED BY THE OWNER OR BUILDING CONTRACTOR. THESE PLANS ARE LIMITED TO DESCRIBING LOCATIONS. DIMENSIONS, GENERAL BUILDING COMPONENTS. AND KEY FINISH MATERIALS. 2. ALL WORK SHALL COMPLY WITH THE MOST CURRENT REQUIREMENTS SET FORTH BY LOCAL. COUNTY. STATE, AND GENERAL LAWS. RULES. CODES. ORDINANCES, OR REGULATIONS. GENERAL CONTRACTOR OR SUB. CONTRACTOR TO VERIFY ALL APPLICABLE CODES AND METHODS OF CONSTRUCTION PRIOR TO BEGINNING WORK. 3. ALL WORK TO MECHANICAL, PLUMBING. AND ELECTRICAL WILL BE DESIGN BUILD BY THE GENERAL CONTRACTOR AND SHALL CONFORM TO ALL APPLICABLE LOCAL. STATE, AND NATIONAL CODES. CAN 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. F—SITE PLAN NOTE•5••: L. _ 1. EACH CONTRACTOR AND SUBCONTRACTOR TO VERIFY THE EXISTENCE OF BURIED UTILITIES IN THE AREA OF CONSTRUCTION PRIOR TO ALL EXCAVATION. Z. ALL GRADING AND EXCAVATION FOR STRUCTURAL COMPONENTS F'R. " • CONFORM TO THE PROJECT SOILS REPORT. • • 3. CONTRACTOR TO VERIFY ALL SITE CONDITIONS AND DIMENSIONS ^ILFA • • TO CONSTRUCTION. ALL INCONSISTENCIES TO BE BROUGHT TO THE 0 ATTENTION OF THE DEVELOPER AND THE ARCHITECTURAL DESIGNER PRIOR* 0 TO ANY CONTINUATION OF WORK. 0000• 4. SETBACKS TO COMPLY WITH ALL APPUCABLE LOCAL. COUNTY, STATE, *OND NATIONAL CODES. CONTRACTOR TO VERIFY ANY CHANGES OR ADOFRnM 0 0 TO DEVELOPMENT SETBACKS PRIOR TO CON57RUCTION. DRAWING INDEX] CS FloorPlan Alterations Code Option NS Opt patio0l Covered Patio OE Opt fpgralc Fireplace With Alcove Al Windows -Doors Code Option A2 Opt drgarmd Garage Man Door to Outside A3 Opt gadoor7 7ft Tall Garage Door A4 Opt wd2x3shol 2x3 Textured Window in Master Bathroom GENERAL NOTES 1. THE SCOPE OF SERVICES PROVIDED BY'HAYDEN ENTERPRISES, INC.' IS LIMITED TO PROVIDING A WORKING SET OF DRAWINGS- THS 5ET OF PLANS IS SUFFICIENT FOR OBTAINING A BUILDING PERMIT. UNLESS DIRECTLY REQUESTED BY THE OWNER OR BUILDING CONTRACTOR. THESE PLANS ARE LIMITED TO DESCRIBING LOCATIONS. DIMENSIONS, GENERAL BUILDING COMPONENTS. AND KEY FINISH MATERIALS. 2. ALL WORK SHALL COMPLY WITH THE MOST CURRENT REQUIREMENTS SET FORTH BY LOCAL. COUNTY. STATE, AND GENERAL LAWS. RULES. CODES. ORDINANCES, OR REGULATIONS. GENERAL CONTRACTOR OR SUB. CONTRACTOR TO VERIFY ALL APPLICABLE CODES AND METHODS OF CONSTRUCTION PRIOR TO BEGINNING WORK. 3. ALL WORK TO MECHANICAL, PLUMBING. AND ELECTRICAL WILL BE DESIGN BUILD BY THE GENERAL CONTRACTOR AND SHALL CONFORM TO ALL APPLICABLE LOCAL. STATE, AND NATIONAL CODES. CAN 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. F—SITE PLAN NOTE•5••: L. _ 1. EACH CONTRACTOR AND SUBCONTRACTOR TO VERIFY THE EXISTENCE OF BURIED UTILITIES IN THE AREA OF CONSTRUCTION PRIOR TO ALL EXCAVATION. Z. ALL GRADING AND EXCAVATION FOR STRUCTURAL COMPONENTS F'R. " • CONFORM TO THE PROJECT SOILS REPORT. • • 3. CONTRACTOR TO VERIFY ALL SITE CONDITIONS AND DIMENSIONS ^ILFA • • TO CONSTRUCTION. ALL INCONSISTENCIES TO BE BROUGHT TO THE 0 ATTENTION OF THE DEVELOPER AND THE ARCHITECTURAL DESIGNER PRIOR* 0 TO ANY CONTINUATION OF WORK. 0000• 4. SETBACKS TO COMPLY WITH ALL APPUCABLE LOCAL. COUNTY, STATE, *OND NATIONAL CODES. CONTRACTOR TO VERIFY ANY CHANGES OR ADOFRnM 0 0 TO DEVELOPMENT SETBACKS PRIOR TO CON57RUCTION. DRAWING INDEX] CS COVER SHEET . NS GENERAL NOTES SHEET OE OREGON ENERGY CODE Al ELEVATIONS A2 FLOOR PLAN A3 FOUNDATION I FLOOR FRAMING PLAN A4 ROOF FRAMING PLAN AS LIGHTING I AUDIO I SOUND INSUL- I MISC. PLAN 06 OPT. COVERED PATIO S1PRESCRIPTIVE WALL BRACING D1 TYR WALL SECTIONS OTA TYP. DETAILS DIB TVP. DETAILS D2 TYP. BUILDING DETAILS 03 BUILDING SECTION I RAKE -WALL FRAMINGI MISC. DETAILS D4 FIREPLACE DETAILS DS3 SIDING DETAILS OS4 SIDING 8 FLASHING DETAILS �o 2464 SW GLACIER PLACE REDMOND. OR 97756 PHONE 541-923-6607 FAX 541.548.0761 REVISIONS CURRENT AS OF 010118 COVER SHEET CS FOUNDATION PLAN NOTES 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. VERIFY ALL SITE UTILITY LOCATIONS PRIOR TO ANY CONSTRUCTION. 2. FOUNDATION DESIGNS BASED ON 1500 PSF SOIL BEARING CAPACITY FOR CLAY, SANDY CLAY, SILTY CLAY, SILT, CLAYEY SILT, AND SANDY SILT. OTHER CONDITIONS MAY REQUIRE SPECIAL DESIGN OR ALTERNATE CONSTRUCTION METHODS. CONTRACTOR TO VERIFY THAT SOIL CONDITIONS ARE EQUAL TO OR BETTER THAN THOSE LISTED PRIOR TO CONSTRUCTION. (TABLE R401,4, 1) 3. CONTRACTOR 70 VERIFY ALL DETAILS, DIMENSIONS. AND SPECIFICATIONS PRIOR TO CONSTRUCTION. SEE DETAIL SHEETS AND S SHEETS FOR ADDITIONAL 'INFORMATION. 4. ALL FOOTINGS AND FOUNDATION WALLS TO BE CONTINUOUS -POUR CONCRETE. SIZES AS SPECIFIED BY LEGEND, SECTION DETAILS, AND/OR STRUCTURAL ENGR'G. (T4D4.1.1 (5)) (R403.1.1) (R403.1.3.1) (TABLE R403.1) 5. CONCRETE FOR FOOTINGS AND FOUNDATION WALLS TO BE 2500 PSI. GARAGE FLOOR SLABS, PORCHES, AND STEPS EXPOSED TO WEATHER TO BE 2500 PSI (NEGLIGIBLE WEATHERING POTENTIAL), 3000 PSI (MODERATE). OR 3500 PSI (SEVERE WEATHERING POTENTIAL). (TABLE R402,2) B. ALL EXTERIOR FOOTINGS SHALL BE PLACED AT LEAST 12 INCHES BELOW THE FINISHED GRADE AND BELOW LOCAL FROST LINE DEPTH ON UNDISTURBED SOIL OR COMPACTED GRAVEL. FROST LINE DEPTH SHALLBE DETERMINED BY THE LOCAL JURISDICTION. (TABLE R301.2.(1) (R403.14, 1) 7. FOUNDATION WALLS TO BE CAPPED WITH A FOAM SILL SEALER AND 2x P.T. SILL PLATE, TYP (R404.3) ANCHOR MUD SILLS TO FOUNDATION WALLS USING MIN. 1/2'x 10' ANCHOR BOLTS d NUT & WASHER, LOCATED IN MIDDLE THIRD OF WIDTH OF SILL PLATE. EMBED MIN. 71NCHES AND PLACE AT MAX. 6 FT. O.C., TYP. INSTALL A MIN. OF TWO BOLTS PER PLATE SECTION, WITH BOLTS LOCATED MAX 12 INCHES FROM EACH END, BUT NO CLOSER THAN 7 BOLT DIAMETERS TO ENDS. (R403.1.6) SEISMIC OF 102 REO -S. 3 -INCH SQUARE PLATE WASHERS. (RG02.11.1) S. SURFACE DRAINAGE: GRADE SHALL FALL AWAY FROM FOUNDATION WALLS A MIN. OF 61NCHES WITHIN THE FIRST 10 FT. OR PER EXCEPTION, DRAINS OR SWALES SHALL BE CONSTRUCTED TO ENSURE DRAINAGE AWAY. IMPERVIOUS SURFACES WITHIN 10 FT. OF FNDTN. SHALL BE SLOPED AWAY A MIN. OF 2%. (R401.3) 9. FOUNDATION DRAINAGE: PROVIDE DRAINAGE SYSTEM AROUND FOUNDATION UNLESS BUILT ON WELL -DRAINED GROUND OR SAND -GRAVEL MIXTURE SOILS. (R405.1) 10. FOUNDATION REINFORCING: FOUNDATIONS WITH STEMWALLS SHALL HAVE (1)#4 BAR CONT. INSTALLED WITHIN 12 INCHES OF TOP OF. WALL AND (1) 94 BAR CONT. IN FOOTING PLACED 3 INCHES TO 4 INCHES FROM BOTTOM OF FOOTING. FOR TWO -POUR SYSTEMS IN SEISMIC ZONES Dl 8 D2 INSTALL VERT, #4 BARS AT MAX. 4 FT_ O.C. w/ STO. HOOKS, SET 3 INCHES FROM BOTTOM OF FOOTING AND EXTENDING MIN. 14 INCHES INTO THE STEMWALL. (R403.1.3, 1) STEEL REINFORCEMENT SHALL COMPLY WITH THE RED'S. OF ASTM A706 FOR LOW -ALLOY STEEL W/ A MIN. YIELD STRENGTH OF 40,000 PSI - GRADE 40. (R403.1.3.5.1) 11- GROUNDING ELECTRODE: PROVIDE AN UNCOATED 94 BAR STUBBED UP MIN. .1 INCHES ABOVE FLOOR PLATE WITH MIN. 12 -INCH SPLICED LAP TO MIN. 20 FT. UNCOATED 44 BAR IN FOOTING- (R403.1.8) 12. CRAWL SPACE VENTILATION: PROVIDE MIN. 1 SO. FT. NET AREA OF VENT OPENINGS FOR EACH 150SO. FT. OF UNDER -FLOOR AREA. OPENINGS SHALL BE EVENLY PLACED TO PROVIDE CROSS VENTILATION. ONE SUCH OPENING SHALL BE WITHIN 3 FT. OF EACH CORNER. (R408.1) PER EXCEPTION, NET AREA OF VENT OPENINGS MAY BE REDUCED TO MIN. 1 SO. FT. PER 1500 SO. FT. OF UNDER-FLOORAREA WITH USE OF CLASS I VAPOR RETARDER - SEE NOTE 13, 13. COVER ALL EXPOSED GROUND SURFACE IN CRAWL SPACE WITH 6 MIL BLACK POLYETHYLENE. LAP 12 INCHES AT SEAMS AND EXTEND 12 INCHES UP FOUNDATION WALLS. (R408.1) 14. ALL WOOD IN DIRECT CONTACT WI CONCRETE OR THE GROUND; WOOD JOISTS WITHIN 18 INCHES OR BEAMSIGIRDERS WITHIN 12 INCHES OF EXPOSED GROUND IN CRAWL SPACES; OR EXTERIOR WOOD SIDING. SHEATHING, AND WALL FRAMING LESS THAN 6 INCHES FROM THE GROUND OR LESS THAN 2 INCHES FROM CONCRETE STEPS OR PORCHIPATIO SLABS SHALL BE APPROVED PRESERVATIVE-TREATEDMATERIAL. (R317.1) 15. PROVIDE 18 INCHES MIN. CLEARANCE FROM BOTTOM OF FLOOR JOISTS TO EXPOSED GROUND IN CRAWL SPACES - 12 INCHES FOR BEAMS AND GIRDERS. (R317.1) 16. FLOOR SHEATHING TO BE 3/4' TBG LAID PERPENDICULAR TO I -JOISTS SPACED 16 INCHES OR 19.2 INCHES O.C. PER LAYOUT. (TABLE R503.1) FASTEN TO WOOD FRAMING PER TABLE R602.3(1)AND FASTENER SCHEDULE. 17. WATER HEATER ANDIOR FURNACE LOCATED IN THE GARAGE SHALL BE PROTECTED FROM AUTOMOBILE IMPACT. (M7307.3.1) 18. RADON -MITIGATING CONSTRUCTION IS REQUIRED IN THE FOLLOWING COUNTIES: BAKER, CLACKAMAS. HOOD RIVER, MULTNOMAH, POLK, WASHINGTON, AND YAMHILL (APPENDIXF) 19. INSULATION REO'S. TO BE IN ACCORDANCE WITH ADOPTED STATE CODE (SEE INSULATION NOTE). ALL INSULATION MATERIALS, VAPOR RETARDERS. AND VAPOR -PERMEABLE MEMBRANES SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25, WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED PER ASTM E84 OR UL 723. (R302.10.1) IFLOOR PLAN GENERAL ROOF FRAMING ELEC./MECH./PLUMB. NOTES ] FRAMING NOTES � NOTES NOTES 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. VERIFY ALL SITE UTILITY LOCATIONS PRIOR TO ANY CONSTRUCTION. 2. CONTRACTOR TO VERIFY ALL DIMENSIONS, MATERIAL SPECIFICATIONS, DOOR AND WINDOW SIZES, CONSTRUCTION MEANS AND SPECIFICATIONS PRIOR TO CONSTRUCTION. 3. ALL EXTERIOR WALLS TO BE WOOD FRAMED AT 16 INCHES O.C. AND ALL INTERIOR WALLS TO BE 24 INCHES O.C. UNLESS NOTED OTHERWISE STRUCTURAL MEMBERS TO BE FASTENED 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 a MAX 61NCHES O.G. BY MINIMUM 1-718' 6d COATED NAILS OR EOUIV, DRYWALL SCREWS. (TABLE R302.6) (TABLE R702.3.61 5. ENTRY TO HOUSE FROM THE GARAGE SHALL BE NOT LESS THAN 1-3/8' THICK (SOLID WOOD OR STEEL OR HONEYCOMB STEEL), OR 20 MINUTE FIRE -RATED DOOR. (R302.5.1.1) 6. SOLID BLOCK TO FOUNDATION BENEATH ALL COLUMNS, BEAMS 8 GIRDERS TYPICAL. 7. SEE S SHEETS 8 DETAIL SHEETS FOR BRACING PANEL REQUIREMENTS, WALL DETAILS, FIREPLACE DETAILS, ETC., 8, FIRE BLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERT. B HORZ) BETWEEN STORIES AND THE ROOF. (8302.11) 9. HAZARDOUS LOCATIONS -TEMPERED SAFETLY GLAZING REQUIRED: (R308.4) ALL GLASS TUB AND SHOWER ENCLOSURES 8 DOORS GLAZING ADJACENT TO 8 WITHIN 2 FT. ARC OFA CLOSED DOOR' C GLAZING ON A WALL PERPENDICULAR OF DOOR IN CLOSED POSITION ON INSWING SIDE ONLY GLAZING LESS THAN 36 INCHES ABOVE ANY STAIR WALKING SURFACE 8 WITHIN 60' HORZ. OF BOTTOM TREAD GLAZING GLAZING IN WALLS CONTAINING BATHTUBSISHOWERS WHERE THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 6D" ABOVE WALKING SURFACE AND IS LESS THAN 69' 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 < 18' A.F.F. TOP EDGE IS > 36" AF.F. WALKING SURFACE IS LOCATED WITHIN 36' HORZ. 10. FURNACE, WATER HEATER, DRYER, OVEWRANGE 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. (R10D4.1) (R10D6.1) IG2434.1) 12. HANDRAILS SHALL BE CONTINUOUS 8 NOT LESS THAN 34 INCHES OR HIGHER THAN 38 INCHES, GUARDRAILS PROTECTING DECKS OR BALCONIES SHALL NOT BE LESS THAN 36 INCHES ABOVE WALKING SURFACE OR ADJACENT FIXED SEATING. SPACE BETWEEN RAILS SHALL NOT HAVE OPENINGS WHICH ALLOW PASSAGE OF A SPHERE 4.318- IN DIAMETER. (R311.7.8) (8312.1.2) (R312.1.3) 13 LMFRGI NCY I.SCAPF & RFSCUF OPENING: MIN. NL T CLEAR OPENING 5.7 SF MIN OPFNING HEIGHT 24', MIN OPENING WIDTH 20', SILL HEIGHT OF NOT MORE THAN 44 -AI F 4R310. 1)(R310.21. R310.22) 14. ALL METAL PIPING SHALL BE BONDED. (E3509.6) 15. EXTERIOR JOINTS AROUND WINDOWSIDOOR FRAMES, BETWEEN WALL CAVITIES B WINDOW OR DOOR FRAMES, BETWEEN WALL 8 FOUNDATION, BETWEEN WALL 8 ROOF BETWEEN WALL PANELS PENETRATIONS OR UTILITY AT E E SERVICES THROUGH WALLS, FLOOR 8 ROOFS 8 ALL OTHER OPENINGS IN THE EXTERIOR ENVELOPE SHALL BE SEALED IN A MANNER APPROVED BY THE BUILDING OFFICIAL. (WSEC 401.4.1.1) 16. ONE LAYER APPROVED WATER RESISTIVE BARRIER SHALL BE APPLIED OVER STUDS OR SHEATHING OF ALL EXTERIOR WALLS APPLIED HORIZONTALLY UPPER LAPPED OVER LOWER NOT LESS THAN 6INCHES. (R703.2) 17. WINDOWS SHALL BE INSTALLED PER WRITTEN INSTALLATION INSTRUCTIONS AS PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. (8612.1) 18. OPERABLE WINDOWS MORE THAN 72 INCHES ABOVE GRADE 1 SURFACE SHALL HAVE WINDOW SILL ABOVE 24 INCHES A.F.F. UNLESS A WINDOW OPENING LIMITATION OPERATING DEVICE IS INSTALLED. (R312.2.1) 19. WINDOWS 8 DOORS SHALL BE FLASHED WITH APPROVED CORROSION -RESISTANT FLASHING IAW CODE & COMPANY DETAIL. (R703.8) 20. INSULATION REQUIREMENTS TO BE IN ACCORDANCE WITH ADOPTED STATE CODE. (SEE INSULATION NOTE.) ALL INSULATION, VAPOR RETARDERS B 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 LAW AS7M 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 lf7' GYPSUM BOARD ON THE UNDERSIDE OF THE FLOOR FRAMING (R302.1.3) 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. EXTERIOR WALLS TO BE WOOD FRAMED @ 16 INCHES O.C. AND INTERIOR WALLS TO BE 24 INCHES O.C. UNLESS NOTED OTHERWISE. STRUCTURAL MEMBERS TO BE FASTENED LAW TABLE 602.3. (1) & FASTENER SCHEDULE. 2. ALL JOIST AND BEAM HARDWARE TO BE APPROVED BY JOIST AND BEAM MANUFACTURER. 3. DOOR AND WINDOW HEADERS TO BE AS NOTED 8 SUPPORTED WI JACK STUDS PER TABLE R602.7(1) & (2). LOAD-BEARING HEADERS ARE NOT REQUIRED IN INTERIOR OR EXTERIOR NONBEARING WALLS. A SINGLE 2 x 4 MAY BE USED FOR OPENINGS UP TO 8 FT. IF VERTICAL DISTANCE TO NAIUNG SURFACE ABOVE IS NOT MORE THAN 24 INCHES. (R602.7.4) 4. BLOCK TO FOUNDATION BENEATH ALL COLUMNS, BEAMS, 8 GIRDERS TYPICAL. 5. FLOOR SHEATHING TO BE 3/4' TBG LAID PERPENDICULAR TO I -JOISTS SPACED 16 INCHES UP TO 19.2 INCHES O.C. (TABLE R503.1) FASTENED TO WOOD FRAMING LAW TABLE R602.30) 8 (2) 8 NAILING SCHEDULE. 6. DECKS WILL BE POSITIVELY ANCHORED TO THE PRIMARY STRUCTURE WITH P.T. DECK LEDGER ATTACHED WITH LAG SCREWS OR BOLTS WITH WASHERS. LAG SCREWS, BOLTS 8 WASHERS SHALL BE HOT DIPPED GALVANIZED OR STAINLESS STEEL. LEDGERS SHALL NOT SUPPORT CONCENTRATED LOADS FROM BEAMS/GIRDERS (RS07.2) (TABLE R5D7.2.1) (FIGURE 507.21(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 B BETWEEN TOP STORY AND THE ROOF SPACE. (R602.8) (R302.11) 8. DECK LATERAL LOAD CONNECTIONS SHALL BE PROVIDED AT A MIN. OF 2 LOCATIONS PER DECK WITHIN 24" OF EACH END OF DECK AND EA DEVICE SHALL HAVE MIN. ALLOWABLE STRESS CAPACITY OF 1500 LBS IN ACCORDANCE NN TO FIGURE 85(17.2.3(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 LOCATIONSAND EA. DEVICE SHALL HAVE MIN. ALLOWABLE STRESS CAPACITY OF 750 LEIS (8507.2.4) I 9. FOUNDATION CRIPPLE WALLS SHALL BE FRAMED OF STUDS NO SMALLER THAN THE STUDDING ABOVE. CRIPPLE WALLS SUPPORTING BEARING WALLS WITH A STUD HEIGHT LESS THAN 14' SHALL BE CONT. SHEATHED ON ONE SIDE PER TABLE R602.30) OR CONSTRUCTED OF SOLID BLOCKING. CRIPPLE WALL BRACING REQUIREMENTS PER (R602.9; R602.10.11) ENERGY CODE REQUIREMENTS 2017 OREGON RESIDENTIAL SPECIALTY CODE PRESCRIPTIVE ENVELOPE REQUIREMENTS -TABLE N7101.1(1) VERTICAL GLAZING (INCLUDES SLIDING GLASS DOORS) U-0.30 EXTERIOR DOORS U-0.20 EXTERIOR DOORS wI MORE THAN 2.5 SO. FT, GLAZING LL0.40 FLAT CEILING R-49 VAULTED CEILING R -30/U.033 OR R -381U.027 - VERIFY WITH OE SHEET PER PIAN 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 VOR GREATER SHALL BE FILLED WITH RIGID INSULATION OF MIN. R-0 PER INCH WALLS BELOW GRADE R-15 FLOORS R30 FORCED AIR DUCT INSULATION R-0 TABLE N1101.1 921 ADDITIONAL MEASURES: [SELECT 1 FROM EACH CATEGORY] #6 HIGH.EFFICIfNCY THERMAL ENVELOPE UA PROPOSED UA IS 8% LOWER THAN COIF UA "WA SHF FT OF - CALCULATIONS PROVIDED PER TABLE N1104 IP) - CONSERVATION MEASURE: A HIGH -EFFICIENCY HVAC. SYSTEM GAS F URNACE WITH MIN. AFUE OF 94% NOTE' FOR 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 2017 OREGON RESIDENTIAL SPECIALTY CODE I . 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 8 DESIGN TRUSSES TO SUPPORT SYSTEM WHEN INSTALLED IN ATTIC AREA (R802.10.4) 3 CONSTRUCT A MIN. 6 FT x 8 FT FURNACE PLATFORM IN LOCATION IDENTIFIED ON THE TRUSS LAYOUT AND ROOF FRAMING PIAN 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 8 APPROVED PRIOR TO INSTALLATION. (R502.11.4 8 R802.10.1) 6. ALL TRUSS PITCHES TO BE AS SPECD ON THE ROOF 8 ELEVATION SHEETS. (AS A GENERAL RULE, INTERIOR VAULTS TO BE MAX. 1/2 PITCH OF ROOF) 7. ALL TRUSS HARDWARE TO BE APPROVED BY TRUSS MANUFACTURER 8 DESIGNED TO RESIST WIND UPLIFT PRESSURES BASED ON LOCAL WIND LOAD 8 ROOF WIDTH. TABLE (R802.1 1) ES TRUSS SHALL BE BRACED TO PREVENT ROTATION 8 PROVIDE LATERAL STABILITY IAW CONSTRUCTION DOC ANDIOR BCS 1-03).(R802.10.3) 9. ROOF SHEATHING TO BE 7/16' OSB W WTRUSSES SPACED UP TO 24 INCH O.C.. (TABLE R5032.1.1 (1)) 10 ASPHALT SHINGLES SHALL BE INSTALLED AS SPECT) BY MANUFACTURE WITH NO[ LESS THAN 4 FASTENERS PER STRIP SHINGLE. (R905.2-5) (R905.26) 8 NAILING SCHEDULE 11- FIRE BLOCKING SHALL BE PROVIDED TO CUTOFF ALL CONCEALED DRAFT OPENINGS (BOTH VERT. & HORZ.) BETWEEN STORIES AND THE ROOF. (R302.11) 12. DOOR AND WINDOW HEADERS TO BE AS NOTED 6 SUPPORTED WI JACK STUDS PER TABLE R502.5(1) 8 (2). LOAD-BEARING HEADERS ARE NOT REQUIRED I IN INTERIOR OR EXTERIOR NONBEARING WALLS. A SINGLE 2 x 4 MAY BE USED FOR OPENINGS UP TO 8 FT. IF VERTICAL DISTANCE TO NAILING SURFACE ABOVE IS NOT MORE THAN 24 INCHES. (R602.7.2) 13. BLOCK 70 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 3D0 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, FF. TO 150 SO. FT. OF THE AREA. (R806.2) 15. PROVIDE MIN. 1 INCH SPACE BETWEEN INSULATION AND ROOF SHEATHING WHERE EAVES VENTS ARE INSTALLED. (R806.3) BAFFLES OF DURABLE RIGID MATERIAL SHALL BE PROVIDED TO PREVENT OBSTRUCTION OF VENT OPENINGS, INSULATION SHALL NOT OBSTRUCT VENT OPENINGS (N1104.2.5) 16, AT71C ACCESS SHALL NOT BE LESS THAN 22 INCHES x 30 INCHES ROUGH OPENING WITH MINIMUM OF 30 INCHES UNOBSTRUCTED HEADROOM ABOVE ACCESS OPENING. (RB07.1) 17. PATHWAYS TO ATTIC INSTALLED FURNACE SHALL BE UNOBSTRUCTED CONTINUOUS SOLID FLOORING N07 LESS THAN 24 INCHES WIDE NOR LONGER THAN 20 FT. (Ml 305.13) 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 REQ'D IN AREAS WHERE AVG. DAILY TEMPS IN JANUARY IS 25' OR LESS OR HISTORY OF ICE DAMMING (R9D5.27.1) 19. TRUSSES SHALL BE CONNECTED TO TOP PLATES BY APPROVED CONNECTORS HAVING A UPLIFT RESISTANCE NOT LESS THAN 175 LBS. (R802.10.6) USE H2.5A (OR EQUAL) HURRICANE CLIPS A7 TRUSS TO TOP PLATE. STC CLIPS MAY BE USED AT INT. NON-BEARING WALL LOCATIONS AT DISCRETION OF CONTRACTOR FOR TRUSS ALIGNMENT AND ARE NOT REO'D BY CODE. 20. INSULATION REQUIREMENTS TO BE IN ACCORDANCE WITH ADOPTED STATE CODE. (SEE INSULATION NOTE.) ALL INSULATION. VAPOR RETARDERS 8 VAPOR PERMEABLE MEMBERS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 460 WHEN TESTED IAW ASTM E84 OR UL723. R30Z 10 21. FOR BEARING WALLS. REQUIRED HEADER SPANS OVER 5 TO BE SUPPORTED BY DOUBLE JACK STUDS 22. BUILDINGS WITH COMBUSTIBLE CEILING OR ROOF CONSTRUCTION SHALL HAVE AN ATTIC ACCESS OPENING TO ATTIC AREAS THAT HAVE A VERTICAL HEIGHT OF 30 INCHES OR GREATER OVER AN AREA OF NOT LESS THAN 30 SQUARE FEET. THE VERTICAL HEIGHT SHALL BE MEASURED FROM THE TOP OF THE CEILING FRAMING MEMBERS TO THE UNDERSIDE OF THE ROOF FRAMING MEMBERS. (R807.1) 23. A DRIP EDGE SHALL BE PROVIDEDAT EAVES AND RAKE EDGES OF SHINGLE ROOFS. DRIP EDGES SHALL BE MECHANICALLY FASTENED TO THE ROOF DECK AT NOT MORE THAN 12 INCHES 0 C WITH FASTENERS AS SPECIFIED IN SECTION R905.2.5. UNDERLAYMENT SHALL BE INSTALLED OVER THE DRIP EDGE ALONG EAVES AND UNDER THE DRIP EDGE ALONG RAKE EDGES 2017 OREGON RESIDENTIAL SPECIALTY CODE 1. ALL WORK TO ELECTRICAL, GAS. MECHANICAL AND PLUMBING WILL BE DESIGN BUILD BY THE GENERAL CONTRACTOR AND SHALL CONFORM TO ALL LOCAL, STATE, AND NATIONAL CODES. 2. ELECTRICAL, GAS. MECHANICAL AND PLUMBING TO BE REVIEWED, APPROVED BY A SEPARATE PERMIT & INSPECTED BY OFFICIAL HAVING JURISDICTION PRIOR TO FRAMING INSPECTION. (R105.1) 8 (RI09.12) 3. ALL METAL PIPING SHALL BE BONDED_ (E3509.7) 4, SUPPLY 8 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 8 ALL RETURN AIR RUNS TO BE NON-OAMPERED. 6. HVAC AS SPECT) 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. (N71 D5.5.3.1 & N1105.5.3.2) OIL -FIRED FURNACES SHALL CONFORM TO ANSVUL 727 8 ELECTRIC FURNACES SHALL CONFORM TO UL 1995. (M1402.1) & EXTERIOR VENTS TO BE WATER PROOF SCREENED, HAVE BACK DRAFT DAMPERS & ROOF VENT CAPS TO BE LOCATED AT THE REAR OF ROOF SLOPE WHEN POSSIBLE. (G2442.6) (G2452) 9. SMOKE DETECTORS SHAT 181 PLACED WITHIN & OUTSIDE IN THE IMMEgA ® • VICINITY OF EVERY SLEEPING AREA 8 ON EACH ADD[ I IUNAL STORY OF • DWELLING. SMOKE DETECTORS SEIALL NOT BE PLACED WITHIN 3 FEET • • - HORIZONTALLY FROM A DOOR OPENING TO A ROOM CONTAINING A BATHTUBIS HOWFR 8314.3 ( ) db 10. SMOKE OF FFCTORS TO BE IN FF RCONNF C TF D W I FH PRIMARY PQWq SOURCE FROM FHL HOME & WITH FLAT IF NY RAF:KUP (H3144) 11. CARBON MONOXIDE ALARMS TO BE INSTALLED IN THE IMMDOIA IE VICINITY (WITHIN W)OUTSIDE BE:DHOOM AREA5 (R315.3) • 12. ALL BATH, WATER HEATER, DRYER 8 RANGE HOOD & MICRO TO VENT WSHE 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 BEVICIT-219 L WITHIN THE UPPER i AND LOWER 5 OF THE APPLIANCES VERTICAL DIMENSA,_ • (M13072) 15. ATTIC AREAS WITH F RN EQUIPMENT SHALL HAVE ONE LIGHT FIXTURE FURNACE AND ONE OUTLET INSTALLED AT OR NEAR APPLIANCE WITH SWITCH LOCATED AT ACCESS AREA. (M1305.1.3-1) 16. GARAGE DUPLEX OUTLETS: ONE OUTLET LOCATED ON THE BACK WALL, ONE FOR EACH PARKING STALL AND ONE OUTLET WHEN OPTIONAL IRRIGATION SYSTEM IS SELECTED. 17. MINIMUM REQUIRED EXHAUST RATES (INTERMITTENT OR CONTINUOUS) PER (TABLE M1507-3) ARANGE 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. (MI507.3.1) 19. ALL BATHROOMS SHALL HAVE A MECHANICAL VENTILATION SYSTEM CONTROLLED BY A DE-HUMIDISTATE, TIMER OR SIMILAR MEANS OF AUTOMATIC CONTROL (M7507.4) 20. HIGH EFFICIENCY INTERIOR LIGHTING SYSTEMS. All (10D%)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 (N1108.1.1) 22. SHOWERHEADS SHALL BE EPA WATERSENSE LABELED WITH MAX FLOW NOT EXCEEDING 2.0 GALLONS PER MINUTE (GPM) (NI 108.1.2) 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-9236607 FAX 541-648-0761 REVISIONS CURRENT AS OF 010118 OREGON sr '• s • ••••• z•••• NAIL USE CHART FOR PRESCRIPTIVE V • • ') • • PENNY WEIGHT NAME • • l 2-117 x ,113 GALVANIZED 84 BOX o U 2.18' x .131 8d COMMON RING SHANK FLOOR 8 ROOF SHEATHING, OSB B LP SMART -PANEL SHEAR WALLS 6' O.C. EWE 6 12' O.C. FIELO. SEES' SHEETS W 10d FRAMER Z W V 3.114' x.148 164 VINYL SINKER REVISIONS CURRENT AS OF 010118 OREGON NAIL USE CHART FOR PRESCRIPTIVE NOTES SHEET HOME CONSTRUCTION LENGTH 8 WIRE SIZE PENNY WEIGHT NAME AREA OF USE IN BUILDING SPAONG PER PRESCRIPTIVE CODE 2-117 x ,113 GALVANIZED 84 BOX LP LAP SIDING, U4 FACIA & TRIM PER MANUFACTURER'S SPECS 2.18' x .131 8d COMMON RING SHANK FLOOR 8 ROOF SHEATHING, OSB B LP SMART -PANEL SHEAR WALLS 6' O.C. EWE 6 12' O.C. FIELO. SEES' SHEETS Y x 131 10d FRAMER GENERAL FRAMING 3 EACH STUD N S 3.114' x.148 164 VINYL SINKER SIMPSON HARDWARE 8 HAND FRAMING HANDNAILING 1-112' x .148 HOT DIP 104 TECO HANGER USE, PRESSURE TREATED W WD, & EXTERIOR USE PER MANUFACTURER'S SPECS 1-112"x,148 10d TECO HANGER USE, NON -PRESSURE TREATED WOW ON INTERIOR PER MANUFACTURERS SPECS --FULL-DEPTH INSULATION AT SCISSOR TRUSS FOR REMAINDER OF VAULTED - AREAS PER PLAN SPEC'S SATTS COMPRESSED TAIL CAVITY = R-21 INSULATION AT R TRU55 FOR �X. 24" FROM EXT. WALL SEE DETAILS 210E r 310E FOR OTHER NOTES aSCISSOR TRUSS, TYP. OE 1" - V-0" ROOF FRAMING �A55EI-I5LY PER PLANS INSULATION AS REO'D, SEE PLAN IN57ALL BAFFLES AT REO'D VENT AREAS TO MAINTAIN L CLEAR SPACE DBL TOP PLATE RIGID FOAM INSULATION (R-4 PER INCH) FOR ALL VOIDS OF I" OR GREATER REO'D AT HEADER 4. HEADER AS REO'D 15EE PLANS) FLAT 2. AT ROUGH OPENING 3 4x HEADER DETAIL, TYP. OE 1" = V-0" VAULT AREA 1 SBD = 52 SF AT R-30 PA = 52 AT R-21 ROOF FRAMING A55EMBLY PER PLANS INSULATION AS REO'D, SEE PLAN INSTALL BAFFLES AT REO'D VENT AREAS TO MAINTAIN I" CLEAR SPACE DBL TOP PLATE RIGID FOAM INSULATION (R-4 PER INCH) FOR ALL vOIDS OF I" OR GREATER REO'D AT HEADER SINGLE VERT. 2x HEADER AS SPEC'D (SEE PLANS) FLAT 2x AT ROUGH OPENING z 2x HEADER DETAIL, TYP. OE 1" = 1'-0" ROOF INSULATION DIAGRAM SCALE: 114 . I'-0' (24 x 36 SHEET) 0 2' 4' 8' I®' SCALE: V5" I'-0' (II x 11 SHEET) ,r Average Window U factor .Docu"Without Glazing Averace Exterior Door U-Faclor INTI INTEL INTER EXTERIOR --- 3 -STUD CORNER FRAMING ONLY, PROVIDE FULL -DEPTH INSULATION AT EXT. CORNER r PROVIDE (2) 2x6 'L' BLK'G BEHIND INTERSECTING WALL. PROVIDE FULL -DEPTH INSULATION AT INTERSECTING PARTITION WALL TABLE 02.3(UFORF_SE4E,6�- STENING REQ'MENTS i CORNER FRAMING, TYP. OE I"= V-0" Designation I Conpruciion I DBMS) I U F•eWr T pg" RESIDENTIAL THERMAL PERFORMANCE CALCULATIONS For Envelope Enhancemem Measure 1362017 ORSC -TABLE Nt 104.1(1) Yellow fields reemre a value to he entered uneidis enallcalNe. Use the drop down menu in liefds wl:h "SELECT REM" IF field is aooficable. Job Name: EDGEWOOD PLAN - ELEVATION 1 OR 11 Permit A: BUILDING COMPONENTS Flat cegirlgs VauUed ceilings (Ares 1)' Vaulted cOngs (Area 2)" Convenl'ronal wood -homed wags Mixed W Other wall types Underfloor Slab edge 8 Unoersleb Standard Base Case BUILDING COMPONENTS Areas U-taMor Areas x U Flat ceilings Vaulted ceilings Total area of ALL Wall Surfaces 85% of Total wag area Windows=15%of Total wall area Underfloor Slab ate tenter Hneal feel) Skylights Exterior Doors Doors with>2.5ft glazing A"o FLAT CEIUNG AREA ZINI3CATES WITH FULL41EPTH INSULATION 0.033 AS SPE 'CD ')OSP INDICATES VAULTED CEILING 17.44 AREA %7TH COMPRESSED 0.059 INSULATION AS SPEC'D [�7 INDICATES VAULTED CEIUNG 60.75 AREA INITH F UL L -DE PTH 0.033 INSULATION AS SPEC'D SBC 57ANDARD BASE CASE PA PROPOSED ALTERNATIVE ROOF FRAMING �A55EI-I5LY PER PLANS INSULATION AS REO'D, SEE PLAN IN57ALL BAFFLES AT REO'D VENT AREAS TO MAINTAIN L CLEAR SPACE DBL TOP PLATE RIGID FOAM INSULATION (R-4 PER INCH) FOR ALL VOIDS OF I" OR GREATER REO'D AT HEADER 4. HEADER AS REO'D 15EE PLANS) FLAT 2. AT ROUGH OPENING 3 4x HEADER DETAIL, TYP. OE 1" = V-0" VAULT AREA 1 SBD = 52 SF AT R-30 PA = 52 AT R-21 ROOF FRAMING A55EMBLY PER PLANS INSULATION AS REO'D, SEE PLAN INSTALL BAFFLES AT REO'D VENT AREAS TO MAINTAIN I" CLEAR SPACE DBL TOP PLATE RIGID FOAM INSULATION (R-4 PER INCH) FOR ALL vOIDS OF I" OR GREATER REO'D AT HEADER SINGLE VERT. 2x HEADER AS SPEC'D (SEE PLANS) FLAT 2x AT ROUGH OPENING z 2x HEADER DETAIL, TYP. OE 1" = 1'-0" ROOF INSULATION DIAGRAM SCALE: 114 . I'-0' (24 x 36 SHEET) 0 2' 4' 8' I®' SCALE: V5" I'-0' (II x 11 SHEET) ,r Average Window U factor .Docu"Without Glazing Averace Exterior Door U-Faclor INTI INTEL INTER EXTERIOR --- 3 -STUD CORNER FRAMING ONLY, PROVIDE FULL -DEPTH INSULATION AT EXT. CORNER r PROVIDE (2) 2x6 'L' BLK'G BEHIND INTERSECTING WALL. PROVIDE FULL -DEPTH INSULATION AT INTERSECTING PARTITION WALL TABLE 02.3(UFORF_SE4E,6�- STENING REQ'MENTS i CORNER FRAMING, TYP. OE I"= V-0" Designation I Conpruciion I DBMS) I U F•eWr T pg" RESIDENTIAL THERMAL PERFORMANCE CALCULATIONS For Envelope Enhancemem Measure 1362017 ORSC -TABLE Nt 104.1(1) Yellow fields reemre a value to he entered uneidis enallcalNe. Use the drop down menu in liefds wl:h "SELECT REM" IF field is aooficable. Job Name: EDGEWOOD PLAN - ELEVATION 1 OR 11 Permit A: BUILDING COMPONENTS Flat cegirlgs VauUed ceilings (Ares 1)' Vaulted cOngs (Area 2)" Convenl'ronal wood -homed wags Mixed W Other wall types Underfloor Slab edge 8 Unoersleb Standard Base Case BUILDING COMPONENTS Areas U-taMor Areas x U Flat ceilings Vaulted ceilings Total area of ALL Wall Surfaces 85% of Total wag area Windows=15%of Total wall area Underfloor Slab ate tenter Hneal feel) Skylights Exterior Doors Doors with>2.5ft glazing A"o 0.021 14.91 698 0.033 23.03 ')OSP 0.027 17.44 11475 0.059 67.70 202.5 0.300 60.75 1408 0.033 46.6 _ 1508 0.520 0.00 49-40, Slab edge . 0.500 0.00 Sa 0.200 7.70 LIJ 0.400 0.00 Sum 220.98 Proposed Alternative N;+I9,.CWN.gRiandiframing_ 1, a10 0-021 14.91 8-211. StissortwIf 521 0.052 2.70 _ RA'SeLsw truss , ` 6461 0.027 17.44 'A 4" 0,'#3IWrira.,disle,frW#m9- 1T4 0.059 70.33 SEE Wells Ovarall 11 -Factor Tab 0 0.000 0.00 #kill, d)ndedloor . _ 1508 D033 46.46 49-40, Slab edge . U 0.540 0.00 WdelAlumber ovIde i roduct Insulated Concrele Eorm Walls 01 1 0.00 TOTAL WNDOW. DOOR AND SKYIJGHT (Input on Window. door and W011 Tabs videproduct cut sheets Windowsirom Window Tab 158 0.278 43.87 Skyr.li is Irom Skylight Tab 0 0.000 0.00 Exterior Doors from Door Tab 38.5 0.1401 539 Doors voth >2.51?'gluing 0 0.000 0.00 Sum 201.10 PASS dr FAIL. I PASS -8.8% Building Codes Division • Department of Consumer and Business Services • State of Oregon 1535 Edgewater St. NW, Salem, OR 97304 • P.O. Box 14470, Salem, OR 97309-0404 6 ....... ...... REVISIONS CURRENT AS OF 010118 ENVELOPE ENHANCEMENTS MEASURE #6 OREGON ENERGY CODE L SII OE 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-9236607 FAX 541-548-0761 • • • 3 4 • n n • ca so • •� .. •, • • 00 Ln W V Q r LL I LIJ 2 ram REVISIONS CURRENT AS OF 010118 ENVELOPE ENHANCEMENTS MEASURE #6 OREGON ENERGY CODE L SII OE f -F6/2 TOP PLATE. .�---._.__._ FINISH FLOOR- ,'" WINDOW SHUTTERS AND PLANT SHELF AS OPEC. 'D. - SEE DETAIL OPT. MA-.10.— AS A-.10. YAS SPEC'D. -� ENTRY PORCH AS SPEC'D. FRONT ELEVATION SCALE: V4" I'-0' 174x36 SHEET) 0 2' 4' 8' I¢ SCALE: IJS" 1'-0' (II x Il SHEET) OPT. WINDOWS AS SPEC'D. ROOFING AS 5PPC'D. — FAUX SHAKE AS 5PECD, FASCIA A5 5PECV. - ----- - 5IDING AS SPEC'D. - - TRIM AS 5PEC'D.—�_ Bi --OPT. MASONRY AS SPEC -D REAR ELEVATION SCALE: V4" . I'-0' (24 x 36 SHEET) 0 2' L "CAF: 7/Bf' = I'-0' 111 x 11 SHEET) r OPT. FIREPLACE t PATIO AS SPEC'D. OPT. COV. PATIO SEE SHEET 06 FOR DETAILS . 4' S' 10' Pixy ;r x, •1 , ,�,.... T------- ,r J OPT. COV. PATIO I' �7= - SEE SHEE' r^6 FOR DETAILS � I �' � I, iii �I Ir I I • PATIO AS 5PECD. EY OND '-OPT. WWDOW LEFT ELEVATION SCALE: V4" . I'-0' (24 x 36 SHEET) 0 2' 4' 10' SCALE: i/6" I'-0' (IIx I-1 SHEET) 6/12 -t 6/12 t 1� 2' by � -_ -- --------------------------- ---- - ---- IT— ' La u: I I I I li r 1 �I ; � kJ !1 I III OPT, FIRE PLACE Ii i r9 r4 i I(� I 11 II ; i LJ L1 I I 4•-0' OFT. MAN DOOR OFT. WINDOW-' PATIO AS 5PEC'D OPT EX W/5TOOF NOTE: RIGHT ELEVATION APPROk. 43 SQ. FT. OPTIONAL MASONRY SCALE: 114" I'-0' (4: 3E 5HEET) 0 2' 4' SCALE: I/8" r-0' (n x 11 5HEET) ,KkV 2466 SIN GLACIER PLACE REDMOND. OR 97756 PHONE 541-923-6607 FAX 541-548-0761 � J • . ..... • Q • �•I • O •- • • • O ••1 zn:. LLJ /U 0 10 I�®� L ♦— REVISIONS l CURRENTAS OF 011816 [ELEVATIONS I _ SEE CS Al SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION FLR SNTH'G. OVER ENGR'D. I-ISTS PER LAYJOOUT - (2) 16d NAILS - KING STUD TO HEADER EA. END 4.6 HEADER, CRIB WALL PER TYP. U.N.O.PLAN w/ 2x STUDS �-I 0 24.'D -C. MAX. f 2. TRIMMER 4•• 4" DBL. TOP PLATE W d : 10.. 2. P.T. SILL PLATE TY L Z w TYP. G0"C. FTG. PER PLAN / (I) •4 BAR CONT. AND 1/2"x 7" _ _ _ _ + ; = L UI_. AN, BOLTS o 6'-0' O.C.. TY F. 6 MIL 6LACK POLYETH7LENE ��\///�n/ \���/ `\/�"\//� SHEETING OVER _ 30" MIN, EXPOSED GROUND CRIB WALL BLOCK-OUT DETAIL, TYP. VENTILATION CALCULATION: CRAWLSPACE AREA: 1,323 FF7 VENTILATION AT 1/300 = 4.41 Fie 8'x 16" VENTS PROVIDE 0.67 FR / EA. 7 OTT x.67 FTI/EA = 4.69 FTS PROVIDED OPT. COV. PATIO SEE SHEET O6 .. ... .______._ _. #oPr-PIKE PL ACE. - - I PATIO 3 _______ ______ ----- .... ___________61'IF � _ ----- ,__ii - - - - - - - - - - - - -( - - - - - - - - - - - - - - - - - - - - - - F2__ -C.M-111 I I I I JO15T yAE T`{ F -2x4'GRIB�VIALL�w/ •� I I I I FI PL,E OPI. I - _- •! I i J I I Q I 3/4" TI WAMR15D. I III 1 1 1 1 1 1 OVER 9.1/2" ENGR I I I I ❑: i I -JOISTS a 152'• O.C. 5 0 rr 0 STARtT I I MEASUREMENT I I I I I I { I I I Q _ I- - --- ... ...___ _ --- 222222222222 222 '2-' - � � Pr -- --- --- --- --- - I rT-'Y--T--1------r - Y T -Z--_ _-_ _-- _ _- -dv6 W3. E+M( - Et.ENG „ I I I I I I I I I 1! I SEEI_t I I I I I I Illlllllllllljllllll ��Illllllli�iljllllll • , I I• g I - - --- - - - - - - - - - L �' ---2222-• - --•--------------2222-- --_ I I I I ILLI ��"T'-I- _ �' I I '• I l� of III I S2-rr LEf.�NG I I I n ADJUST JOIST LAYOUT FOR PLUMBING AS NEEDED (3" MAX.) PER 51TE CONDITIONS. SEE DETAIL 5/D1 FOR STEPPED FOUNDATION WALL A5 NEEDED � 1 1 I I I I 1 III I ----1 I� 1 1 GA AGE I❑ I I a 2.& L C S I D (L;�°�IlrAl -I 1- �__ ___ - { I .SEE S„-1GOF6 LE.f 1C F III I I 1 1 1; 1 i- I �LJ PORCH2222---�F I' m �A ❑ - L--- - - - - '- - - I --- - 2222 -- ---- ------------------� 12-- 14'-0' Ak 1 40'-47• GONG. DRIVE (per elte plan) H FOUNDATION - FLR. FRAMING SCALE: I/4" = 1'-0' (24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: 1/8" = 1'-0' (IIx 17 SHEET) 2'-0. id � KEYNOTES OYM. DESCRIPTION OPT. STOOP: 4" CONIC. SLAB ON COMP. GRANULAR FILL. MEASUREMENT a SLOPE MIN. 296 FROM HOUSE - VERIFY PRIOR TO POUR FOOTING G1ZE OPT. MANDOOR: BLOCK OUT 5TEM WALL - a VERIFY PRIOR 70 POUR ❑3 PATIO/PORCH: 4" CONIC. SLAB ON COMP. GRANULAR FILL. SLOPE MIN. 2% FROM HOUSE. THICKEN SLAB e EKs PERIMETER - VERIFY PRIOR TO POUR 2'-6 Ix EXPANSION JOINTS WHERE SHOWN f AT PERIMETER F/H INSURE I5"x30" CLEAR FOR CRAW ACCE58 - ADJUST ❑5 JOIST LAYOUT AS NEEDED. SEE LPI LAYOUT FOR HANGER SPEC ! ATTACHMENT DETAIL. CONT. FOOTING AS BOND BEAM w/ (2) •4 BARS CONT. �7 DEPRESS DRIVEWAY I 6"x0"x 1-" SCREENED LOCATION5 SHOWN, TY PROVIDE BREAK IN C O ACCESS WHERE SHOWN, 4" CONC. SLAB ON C 10 SLOPE MIN. 1% TO OVH II 4' GONG. SLAB ON C SLOPE MIK 2% FROM H /i" AT GARAGE DOOR SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-923-6607 FAX 541-548-0761 VENTS w/ ADJUST DAMPERS e • RIB WALLS � FOOTING FOR• • � • • • • • • • • TYP. (SEE DETAIL I/A3/ I,.. '(•�• � • • OHP. GRANULAR FILL. • � OMP. GRANULAR FILL. • • • • • • • OUSE. • • • • • - • • -TYPICAL � r• WN ON THIS SCHEDULE ARE Lu I I = X I I - - - J NOTE: FOUNDATION DIAGONAL DIMENSIONS PRCvIDED FOR REFERENCE ONLY AND ARE REVISIONS MEASURED FROM END OF REFERENCE LINES (OUTSIDE EDGE OF FOUNDATION, TYP, UN.0.1 CURRENT AS OF 011816 FOOTING SCHEDULE— CORNERS MEASUREMENT A/J BYM. FOOTING G1ZE 49'•0 1R' B/D OA 2'-0' x 2'-0' 9'-2 5/S' EKs O2--&-. 2'-6 50'-I1/9' F/H ro 3'-0' x 3'•0' 60' -II 15' FOOTING SCHEDULE— go �•• �•�'•• DEPTH REINFORCEMENT ••• O• • • o• 10" (3) •4 EACH WAY ' 1 10" f3) •4 EACH WAY Lu O 10" (4) •4 EACH WAY REINFORCEMENT 3" CLR FROM NOTE : NOT ALL FOOTINGS SHO CALLED OUT ON PLAN BOTTOM MC SIDES DIAGONALS CORNERS MEASUREMENT A/J BYM. FOOTING G1ZE 49'•0 1R' B/D OA 2'-0' x 2'-0' 9'-2 5/S' EKs O2--&-. 2'-6 50'-I1/9' F/H ro 3'-0' x 3'•0' 60' -II 15' REINFORCEMENT 3" CLR FROM NOTE : NOT ALL FOOTINGS SHO CALLED OUT ON PLAN BOTTOM MC SIDES DIAGONALS CORNERS MEASUREMENT A/J 611-65/5, B/I 49'•0 1R' B/D 0 _0 C/E 9'-2 5/S' EKs 7B'-51/2' E/J 50'-I1/9' F/H 28'-31/1' F/I 60' -II 15' SYMBOLS LEGEND - - --- HIDDEN LINES INDICATE OPTIONAL PLANS - - - 6" CONIC. FNDTN. WALL ON 12"x S" MIN. CONC. FOOTING w/ REBAR AS REO'D. (R403.1,1 a 7A5LE 403.1 - SEE DI 5HEE7) - - - - B" CONC. FNDTN. WALL ON 16"x 8" MIN. 4 ZONE FOOTING w/ REBAR A5 REO'D. - - - - (R403.1.1 a TABLE 403.1 - SEE DI SHEET) -� 22x4 CRIB WALL wl STUDS PER JOIST LAYOUT ON 12"x E" CONTINUOUS CONC. FOOTING w/ FO U N DATA O N (1)•4 BAR CONT, AS DETAILED -or- PLAN -' 2.6 CRIE WALL w/ STUDS PER J015T LAYOUT ON 16"x S" CONTINUOUS CONC. FOOTING (1) •4 BAR CONT. AS DETAILED - F JOIST HANGER PER MANUF, U.N.O. SEE CS !0' 3"6 PIPE BOLLARD A ) 00 BEARING PONT LOCATION - PROVIDE H J{ 50LID BLK'G. OF MIN. MEMBER WIDTH, UN.O. (FROM LOAD ORIGIN TO FOUNDATION) SEE S SHEETS FOR HOLDOWNS & WALL BRACING INFORMATION OPT. COV. PATIc.) 5 514EET Of, GABLE END TFZ155 . GIRDER 5 w/ OPT. FIREPLACE F - - - - T - - 1 ( iOP R REMOVED w/ T- T, - 'I = - IAL .VE OPT.) Y 4.8 HDR 4.8 R. I 1il FIT 4x8 DR I x�q�o ===I==, _= W I I I I I I I I I I I III J I I V - J I I 1�'' INiRIOR `FAULT IME __�_ I n I I I l Lu ----- l I i l l l II E___l __--IINTERJR VAULT LEI F LANT ILLF B / ry I II - 1 1- Q Vp'y IELEv II CLIP ' T I - -I- Irl - I' FLAr CLG. - _t 7 ELEV III CLIF w l -I I I II HDI I', FtyRN EPL I I i j 11 SEE 6ET1IL III �I L' ((•. AxE N:DR OVE�-FRAM A- O'D- ':f , •� i, L (� E140 i>t,`;'';;',%' --- --- '%.-'.f,�7.._• r --E-. I .•����,,6'Iz"..-�j. +��.�5 %i;',.;'A+,. I III Sf EC G.�„ ;:jF'.,' �., .. � •,+',.: !'.. I. GIRDE9 TRU55_- - `..Ca-_ __ r; P.E. TRU.55 _ LL� —_— � �_—_--_—__.__ `c4"pG. _ phi 6/12j 6n2 I I I EL i ELEV II CLIF y L — '-I!d" Ll x12 I I�SR. Ir�r �s�`�U722 —`fL-J J GABLEE DTRJ55 6LE E D TR ` 20'-0' LSMILESMt ELEVII RDOF, TYP. AS SHOWN - SEE ELEVATION' SHEETS FOR RERRENCE ROOF FRAMING ELEV '1' & 'II' KALE: I/4" . I'-0' (24 x 36 SHEET) 0 2' 4' 8' 10' SCALE: I/8" I'-0' (II x I1 SHEET) m STAR( a J a __— ROOF FRAMING ASSEMBLY PER PLANS INSULATION AS REQ -0 DBL TOP PLATE MAXIMIZE INSULATION IN HEADER CAVITY ~ SINGLE VERT. 2x HEADER AS SPEC'D (SEE PLANS) — 4. HEADER AS REO'D (SEE PLANS) — FLAT 2x AT ROUGH OPENING 1 HEADER DETAIL, TYP. A4 1" I NOTE: SINGLE MEMBER 2X HEADERS TO BE USED WHERE SPECS PER PLAN 8 DETAIL ROOF VENTILATION CALCULATION: ROOF ATTIC AREA: 1.830 FT' 1/300 MIN. VENT REO'MENT = 6.10 FT (11) OTY- ROOF VENTS (BASE PLAN) SYMBOLS LEGEND _ _ _ _ TYP. WALL FRAMING W/ 2. S7UDE VZIA2 RAKE -FRAMED WALL - SEE DETAIL OdRMW INTERIOR BEARING WALL INDICATION 66 BEARING POINT LOCATION - PROVIDE 50LID BLK'G. MIN. MEMBER WIDTH, L.N.C. APPROVED TRJ55 ) GIRDER HANGER E APPROVED BEAM HANGER ROOF VENT / T -3B (3E 50. IN, NFVAi (PLACED NEAR RIDGE AS SHOWN) LL11PIA 2464 SW GLACIER PLACE REDMOND. OR 97756 PHONE 541-923-6607 FAX 541-548.0761 F OM GABLE END6 A7 MIN. 12 FROM RIDGE REVISIONS CURRENT AS OF 011816 i L ROOF FRAMING PLAN SEE CS A4 L A/G PATIO r--------- DINING I I I I I I I . I I � I I I I I I REMOVE HAW UNG LIGHT lW ELEV 111 AND REPLACE W/ (2) RECESSED CAN LIGHT5 IN CEILING COFFER - -1.1 -Ill.- IIII I 11 1 COFFERED CLG. - ELEV III OPT. DEN q.s. y OPT. 7 c C FRED FIA JO �__ - OPT. ONNG CAN I i PATIO PT. ONLY 1 LIGHT%I (NOT A,AILAISLE ON ELQv III) SPECIAL OUTLET AS NOTED :-.TION VI' TO MIN COKE LOCATIONS 7� OPT. 220V OUTLET I• q.s. y I I 7 c DINING f L RY I' rr I I �__ - OPT. ONNG CAN —8^ HANGINGN'� LIGHT PT. ONLY 1 LIGHT%I (NOT A,AILAISLE ON ELQv III) SPECIAL OUTLET AS NOTED :-.TION VI' TO MIN COKE LOCATIONS WALL LIGHT REPLACED W/ CEILING CAN LIGHTS FOR OPT. COVERED PATIO F 36" 420" 01/ OPT. TV V -------- FIREPLACE -----FIREPLACE t,\1 M BATH F - w - GREAT ROOM k ---- �+�I - ll ---., — 0---,I------------v— — I KI CHEN J I A/G I REF. BEDRM 3 r OPT. DEN 22"4 36 •• 420" ,FI BATH BE DRM 2 HALL ENTFjti CJ I I 7 c COFFER AT I ELEV III I MASTER I L RY I' rr I I S I ® - - - - ~•`a "y� O�T. LIG1-IT W/ � I W/N ,) ; MAN DOOR I I MECHANICALI SWITCHES . IGNI TACH SOURCE OPT. 3 -CAR TO BE I'-6' AFF., ITYP. GARAGE I OPT. LIGHT "I 7�: MAN DOOR 1 , II GARAGE -.J I --- I l :ADJUST PANEL LOCATION FORUARD IU' EXTENSIONS II RELOCATE To 3 -LAR I I j GARAGE Im+En' SELECTED j I II ------------------ ---------------- J 'I II II II II I I III �J I I " LIGHTING PLAN 5CALE: I/4" . 1'-0' (24 K sb SHEF1) 0 1 4�' 10' SCALE: I/5" I'-0' 11 r IT 5HEET) 5MURF TUBE w/ BLANK PLATE DEDICATED OUTLET I fMUST BE ARC FAULT PROTECTED WHEN LOCATED IN BEDROOM AND/OR DEN) - - - -------- r7 ------- k C I F FIREPLACE (WERE I WHERE FIREPLACE •O I I OCCURS I OCCURS. PLACE OUTLETS WITHIN V-6' OF I I I I FIREPLACE UNIT EDGE I aO I 1,16• LO .I L STC. OUTLET. SMRF TUBE w/ BLANK PLATE AND WIRED COAX OUTLET (CENTERED BELOW W STD OPT. RELOCATE w/ FIREPLACE OPTJ OPT. FLATSCREEN TV WIRING SCALE: N.T.5. OPT. 2" BACK -SPLASH ACCENT _.._ ®... ..... 6" SACKSPLASW (ETC) ---j ELECTRICAL OUTLET PLACEMENT NOTE: ALL OUTLETS 8 SWITCHES IN KITCHENS 8 BATHROOMS OVER CABINETRY TO BE PLACED AT �+ 46" FROM FLOOR TO BOTTOM OF BOX (PLACEMENT DOES NOT CHANGE WITH LOWER VANITY HEIGHT OR BACKSPLASH SELECTION) SYMBOLS LEGEND L SWITCH SD 19 =1WAY. <. c-WPY, E1C.7 I Da I , =3 WPY DIMMER7 Fl - I G.D. • W RSRBA.E DISPOSEF ) b SWITCHED OUTLET ,71,""' RAISED OUTLET SIV I %71•= NT. A.F.F TO BOTTOM OF BOX I SPECIAL OUTLET AS NOTED :-.TION VI' TO MIN COKE LOCATIONS 7� OPT. 220V OUTLET I• I LOC TE ADJACENT TO ELEC. PANEL I LIGHT FIXTURE I-FIFACE I WPLL MOUNT 7 { - RECESSED CAN LIGHT FIXTURE ,,l OPT. PENDANT LIGHT FROM PLUMBING IN WALLS AND FLOOR 7 nF EXHAUST FAN F LIGHT FAN COMBO FLUORESCENT LIGHT FIXTURE L ELECTRICAL PANEL SD SMOKE DETECTOR SMOKE DETECTOR) Fl CARBOWNIONOXIDE COMBO b PHONE OUTLET uTELEVISION CABLE OUTLET OSMURF TUBE FOR FUTURE CABLING AS SELECTED (� I BEE FIATSCREEN N1RWG DETAIL I OI$�"I �' OPT, CEILING FAN HOSE BIB OPT. GAS BIB SOUND WALL INSULATION { - NO PLUMBING AREA I KEEP OESIGWTEO CABINET AREA FREE FROM PLUMBING IN WALLS AND FLOOR 7 so 2464 SW GLACIER PLACE REDMOND. OR 97756 PHONE 541-923-6607 FAX 541-548-0751 mm • ••I ••••• • • O •• •• O �• • e• Lu (i • coo Lij C:) LuI WIN REVISIONS CURRENT AS OF 011816 LIGHTING PLAN SEE CS A5 I - COVERED PATIO W/ % COLUMNS AS SPEC'D. REAR ELEVATION 5CALE: U4" F-0'124 x 36 SWEET) 0 2' 4' S' 10' 5CALE: 1/6" • F-0' (II x 11 SHEET) II IIry1I I . Q y I�� ROOF FRAMING 'a 'i m SCALE: 114' - i'-0' 124 x 36 SHEET) SCALE: 1/E" = I'-0' (11 x 11 SHEET) BUILD ONLY THE COVERED PATIO FROM THIS PLAN. VERIFY ALL OTHER FRAMING, FOOTINGS, AND DIMENSIONS WITH FULL PLANS. PER PLAN COLUMNS PER P STAIR GABLE E D Ts55 _ 6112 6)12 514 x 6" 1�• / SMART TRIM I I 514 x 6" SMART TRIM Q I II m - �_ SEE DIAGRAM FOR -� Ii1' IL SOFFIT MATERIAL„ LAYOUT -- — i•AND -- J 4"CONC. SLAB OV IV (2 SIDES) WRAPPED 0.1 OPT. FIREPLACE 4x4 POST AS SELECTED WOUSE - THICKEN SLAB Wd AS SELECTEC SMART TRIM WRAPPED POST II IIry1I I . Q y I�� ROOF FRAMING 'a 'i m SCALE: 114' - i'-0' 124 x 36 SHEET) SCALE: 1/E" = I'-0' (11 x 11 SHEET) BUILD ONLY THE COVERED PATIO FROM THIS PLAN. VERIFY ALL OTHER FRAMING, FOOTINGS, AND DIMENSIONS WITH FULL PLANS. PER PLAN COLUMNS PER P 4x4 WD. POSTS ON - w T- HA RFCE55ED 514 x 6" 1�• SMART TRIM I I 514 x 6" SMART TRIM Q I II (ALL SIDES) I IL II SMART TRIM 4"CONC. SLAB OV IV (2 SIDES) WRAPPED 0.1 4x4 POST 4x4 POST OFT. FIREPLACE-. WOUSE - THICKEN SLAB Wd AS SELECTEC SMART TRIM WRAPPED POST m (2 SIDES) 5)4 x 6" 1 I I 1x2 SMART TRIM c 45. OL. EA WAY ICCVER NO GROOVE' PANEL SPLICES 4 SOFFIT TO BEAM/WALL CONNECTION) 4'xB' NO GROOVE' III 1 l 1 5�FIT MATERIAL - --- --- ------------- -------------- - r EXTERIOR WALLS PER PLAN II SOFFIT DIAGRAM COLUMN DETAIL SCALE: V2" 1'-0'(24 x 36 SWEET) SCALE: 114" = I'-0' (11 x IT SHEET) COVERED PATIO WI COLUMN., AS SPEC'D. LEFT ELEVATION :..:I .JI SCALE: i/4" I'-0' (24 x 36 SHEET) 0 2' 4' a, 10' • • • • • { 5CALE: 1/S" , I'-0' (11 x IT SHEET) • ■ i • • A SIDE & REAR ELEVATIONS • • • SIGNATURE ELEVATION '1' & '11' SHOWN • •• , - SEE Al / Ol SHEETS FOR ROOF DESIGN AND/OR LUXURY SIDING, TRIM, .•... AND OTHER EXTI=nOR FINISHES. 13'-0' SLAB rz—o' J 4x4 WD. POSTS ON - i IR" PLYWOOD GN, RFCE55ED 514 x 6" 1�• SMART TRIM I I 514 x 6" SMART TRIM i I II (ALL SIDES) I CAP DETAIL II SMART TRIM 4"CONC. SLAB OV (2 SIDES) WRAPPED 0.1 4x4 POST 4x4 POST OFT. FIREPLACE-. WOUSE - THICKEN SLAB 514 x B" AS SELECTEC SMART TRIM WRAPPED POST I I II (2 SIDES) 5)4 x 6" 1 I I 514 x 6" SMART TRIM SMART TRIM I (ALL SIDES) _ �BASE 10„ DETAIL COLUMN DETAIL SCALE: V2" 1'-0'(24 x 36 SWEET) SCALE: 114" = I'-0' (11 x IT SHEET) COVERED PATIO WI COLUMN., AS SPEC'D. LEFT ELEVATION :..:I .JI SCALE: i/4" I'-0' (24 x 36 SHEET) 0 2' 4' a, 10' • • • • • { 5CALE: 1/S" , I'-0' (11 x IT SHEET) • ■ i • • A SIDE & REAR ELEVATIONS • • • SIGNATURE ELEVATION '1' & '11' SHOWN • •• , - SEE Al / Ol SHEETS FOR ROOF DESIGN AND/OR LUXURY SIDING, TRIM, .•... AND OTHER EXTI=nOR FINISHES. 13'-0' SLAB rz—o' J 4x4 WD. POSTS ON - GN, AEW POST BASE ON I8"AS"x8" CONC. FTG. i (NO REBAR REO'OJ PATIO 4"CONC. SLAB OV DOr IP. GRANULAR FILL SLOPE MIN. 2% FROM OFT. FIREPLACE-. WOUSE - THICKEN SLAB AS SELECTEC ® PERIMETER I I F. I I I I Pte. i I FOUNDATION PLAN 'A .1 m KALE: 114" = 1'-0'(24 x 36 SWEET) _ SCALE: US' = 1'-0' 111 x 11 SWEET) 12'-0' ---------------- I4xa WD. POSTS WIC I I BC4 POST CAPS- PATIO APSPATIO I I ca(c. I I II II I I I OPT. FIREPLACE-, I I AS SELECTED II II I ELK'G FLOOR PLAN 'A 'S m SCALE: 114"- I'-0' f24.3f. SHEET) Com, SCALE: US" • I'-0' (IIx 11 SHEET, 2464 SW GLACIER PLACE �EDMOND, OR FAX 541 PHONE 541-923-6607 FAX 541-548-0761 • s • b • • �1 • • • • • uj •i . V �.. Oo w `p, W - = r REVISIONS I OPTIONAL 12x 12 COVERED PATIO SEE CS l�� O6 BRACING REQUIREMENTS - SEISMIC D1 +BRACED BRACING B ACED RED'D L TOTAL LENGTH WALL UNE METHOD WALL BRACING ADJUST REDD PROVIDED NOTES LENGTH _ FACTOR. BRACING I GS 40 6.3 IID 6.80 IDA 2 GB 4O 1 12.0 IID 17.00 12.0 GS 40 6.8 IID 6.60 11.0 GI CS 52 884 IPJ 8.84 15.0 02 CS 12 204 IID 2.04 8.0 IO 16 GI 1D 16 ID IO ID 10 IO A CS 4.1 1.99 IID 1.99 13.0 5 G5 46 13B 1.0 1380 16.0 C C5 46 187 IID 1.82 13.5 D CS B 3ID6 IID .3.0 r, 6.0 SEISMIC WALL LINE ADJUSTMENT FACTORS 1 2 3 C5 G5 C5 NY NPLL UN U SiORI.If" XM[DWNI NALL DEM I'm 6t9 BML• P.0 LOAD DEM LOAD FACTOR MASDMY 116111 WPRE WNI FM WNL LIK G•A11LAT X13' M101MEX1 FRDIDn I IC IID IID IID IO I'D I• 16 IID 2 LO 10 IO IID 10 IO UP LO IO 3 IL 1.0 ID IO ID IO 16 IO 16 GI 1D 16 ID IO ID 10 IO LO to 02 I® IO IO IID ID IID I® IO t0 it 3105 1.46 4.45 13b D CS A IID L. IO IO IA 10 I® IO Ls e IID L4 i® IID IID IID IID 10 U C Im IO LO IO IO 10 10 IO t0 p 1fl ROOR IID Is 16 10 IID D10 ROOM • OA SlO,FS SEISM[ 2•A I0.1NFTf NXf MMSREO [)FILM IID NNL KNINT IB NN1 DFM lW0 IID DOO�6 FDA WNl Im BRACING REQUIREMENTS - WINDS <_ 120 MPH RA EO OTAL O AL BRACED BRACING WALL T REO'D ADJUST , REUD LENGTH NOTES WALL UNE METHOD SPACING BRACING FACTOR BRACING PROVIDED 1 2 3 C5 G5 C5 23 3.95 23 I 5ID5 23 3.95 131 131 131 5.11 1035 5.FT 15.4 12.0 ILO G1 CS 23 3.95 131 5.1'7 150 52 CS I 23 3.95 131 5.11 8.0 uDO I" LOAD 131 IOE tOk aw A C5 23 3.95 1.46 5.11 DIV 5 G5 23 6105 1.46 1115 16B C C5 it 3105 1.46 4.45 13b D CS 12 2340 1.46 3.36, 8.0 WINDS ADJUSTMENT FACTORS BRACED WIND EXPOSURE EAY[TD 1 WALL RIDGE + HEIGHTHEIGHTWALL BRACED LINES GYPSUM BOARD GYPSUM BOARD NAILING TOTAL HOLD-DOWNADJUSTMENTLINE FACTOR I IID® LOB _ 0.11, LAO I" 16C we L31 LOA IID, O25 130 uDO I" LOAD 131 IOE tOk aw IX LOO IIDALOO 191 01 LOA USA 0.96 130 100 LOO IOO 191 w LOO 108 0.96 130 IAO LOO LOO 131 4 I- LOB 0.955 L45 I- LOO I" L. G 160 LOB 0.95 1.45 LIDO LOO IOP• LAB C LOO LOB 0.96 LAS LOO L6O LOO L1E. p 3 16O LOB 0.96 - L45 ID9 LOA 100 L46 IST FLOORI2N0 FLOOR A • SEISMIC STORIES 20NE [AVE TD RIDGE HEIGNT WALL HEIGHT ULTIMATE WINDSPEED WIND EXPOSURE �x o u 9 DO e r I1111---mq PRESCRIPTIVE WALL BRACING LEGEND CE CS-WSP.7H6'AP.A. RATED SHEATHING (CONTINUOUSLY SHEATHED) (ONE FACE FULL HEIGHT - BLOCK ALL PANEL EDGES) 1. NAILED WITH B6 COMM. (0.131-X2.5")AT 6-O.C. AT EDGES AND 17 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 -DON EACH END OF BWL PER DETAIL VD2 5. IN LIEU OF 24' RETURN. BDOLS HOLDOWN RED[) CES' wTNiLE XE,a.N,l I:XIa wGM,S,HVA,> awEl a s lO+] IXcaa,s nrom n o:+sc I i Eep.�ROx]wGmxswtizo,a arc sX,Pz,o>I»,]wuams�Rveon oRsp . R,M +OiI]R+a IXI'R4+5IXVgn IX+scl gp CONTINUOUSLY SHEATHED PORTAL FRAME XX' (MAK. PANEL HEIGHT =10'-0": MIN. HEADER -3"K 11,25 -NET) •'•"'1 WITH BO COMM 1(.131x2.5) AT 3' O.C. AT ALL JG [STUDS, BLOCKING, AND SILLS, TYP.) ;TAIL AS SPECD FOR ALL REQUIREMENTS XFHCFs m,raRt<I nF X6W �Oa�A+i iwVN�S i++GA+a OR4y RATED SHEATHING (INTERMITTENT BRACING) FULL HEIGHT - BLOCK ALL PANEL EDGES) WITH BO COMM (0.131"x2.5-) AT 6- O.C. AT AND 170. C. AT FIELD %NEL = 48"; REDUCED WIDTHS ALLOWED L = 47 AT B'l9' WALL = 36" BRACING L = 36" AT B' WALL = 27- BRAGNG E 9 WA mm.al,Iw4R wGA,51Rf�p,1 DRs[I " A, PwrltOSlltFl ,ran5E1 E s z Re61R(n0,51XfR01r OXSEI FR6D].+4.S.a la4+]IM' X,5111fR0,r 6115[1 N ROARD IINTERMITTENT BRACING) HT - BLOCK ALL PANEL EDGES) *Go* • iNEL LENGTH=OB'IBOTH SIDES OF WALL) • • iNEL LENGTH = 96' ZONE SIDE OF WALL) EWS ATTO.C.AT EOGESAND7'O.C. AT FIELD �••••• EPTHBLK'G REO'D IN FLOOR SY5TEM-DTL 21D2 i 'EXE>KES. • F XWi.x0.5 Axa w[�e0„ IXcrA,r OwSti a 6115[1 S+1 TN,a wV,o,ExiKRRn a 1 E XMq.,4.,RI IaMa IXUaOR XTRR„ppSC: BRACING PLAN SCALE: 114 . I'-0" (74 X 36 SHEET) 9D 7' 4' 8' 10' SCALE: I/8" 1'-0" (II X. SHEET! LLLS FINISHED WITH MIN 112'GYP. BOARD OR INTERIOR SIDE OF WALL U.N.O. ETHOD LENGTH PROPOSED IN INCHES Lo� 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-9236607 FAX 541-548-0761 REVISIONS CURRENT AS OF 010118 SEISMIC ZONE: D1 /<_120 WINDS I PRESCRIPTIVE LWALL BRACING SEE CS Sl 1 I I I i I ROOFING AND 5PEC'D. I (SEDE NOTES 121 4)� - E SIT, \I .. TO SHEATHING BELOW. ATTACH POSTS TO ---- --- II It II II II II 11 I^ ATTACH POST5 THRU LOWER ROOF 6HTW'C, I TO BLK'G. BETWEEN TW55 TOP CHORD5 DtB Vir • 2. POST DOW) FROM VALLEY RAFTERS AT B" \ II I OF TRU55ES BELOW. STAGGER POSTS AS MLN. ,I OVERLAP \ I II 11 II I 11 II 1 / VALLEY PLATE 2,5 FLAT ATTACH P05TS 7WF;W SHTH'G. TO TRUSS W . e • ° COMPACTED GRAVEL WRAP AS 5PEC'D. - -1 - OVER SPTH•G. w/ EACH TRUSS TOO 2) 16d TO CHORD _ �1 LAYOUT w/ BLOLLN-IN INSUL. -- P.E. TRUSSES s 24" O.C. PER ry = II II II II x.11 - II/ A5 REOD. (SEE SHEET NS) I V • 1 •° I I • 24" PER PLAN 2xa DF cl VAL Y RAFTED 1_.= a c •' ' 1 I TOY LEY PLATE VALLEY RAFTERS -^- II I I: 4 POSTS - 214 pF c TTP. BEYOND (SEE OTE5 2 A 4) 2x4 DF -2 • 21" O.C. '''- 0 45" OL. STAGGERED r SEE NOTES 2 A 4)WIr (SEE 11OTE5 1" 2. A 31 --L" P.E. TRUSSES a 2a" OL. I I I-. .. TRUSSES ®Ia^ O.C. PER PLAN PER LAYOUT 1 TYP. OVER -FRAMING DIAGRAM Di SCALE: 1)4"=1'-0' (24. 36 SHEET) SCALE: I/8"=I'-0' (II x 11 SHEET) COMP.5iNGLES OVER - I5 - VER15' ROOFING FELT OVERZ 51-EiATPW a SPEc•c. ---- -D+B APA RATED OSB ROOF SHEATHING I- I I I FOR VALUES GREATER THAN SHOWN, VERIFY REQUIREMENTS w/ DESIGNER I 1 PERFORMANCE CAT. APA SPAN RATING ALLOW. ROOF LIVE LOAD (PSF) 7/16' 24116 5540 PSF 1/2' 32M6 5 70 PSF COMF. SHINGLES OVER 15• ROOF WJ FELT OVER SHEATHING A 5PEC'D. - Dta I I 51DNG AND H0U5E W ff A5 5PEC'0. - SEE DETAILS, SPT. 0S4 SIDING AND HOUSE UARAP AS SPEG'D. - SEE DETAILS, SHY. D54 2.6 OF -2 RIDGE BD - W E.RE FOOTING SECTION 'A' (SEE NOTES I A 41 f IS MORE THAN B FT• PROVIDE FOOTING SECTION 'A' I 16 GA. -T:- " . 4' MIN. METAL 2,4 OF -2 P05T TTP, t--` STRAP E EA. 510E OF SPLICE (SEE NOTE5 1 3/ w/ (51 16d COMMCN NAIL5 2, P.i SILL PLATE w/ - 24" MIN, I4" MIN.' AJ3:a AS ., _C'D. Ir DBL 2s TOP IE . I , SPLICE f"• 2.6 FLAT BLK'G BETWEEN TOP CHORDS AT RIDGE POSTS PE. TRUSSES A 24" D.C. PER LAYOUT W SHEATHING CONT UNDER OVER -FRAMING �a TYP. OVER -FRAMING SECTION T)7 SCALE: I//".1'-0' (24 x 36 SHEET) SCALE: UA".I'-0' (11 x 11 SHEET) IL - '• ° SHEATPNG A SPEC'G. ry .. TO SHEATHING BELOW. ATTACH POSTS TO ---- --- RIDGE BD- w/ (4) IOd FACE NAILS. I^ ATTACH POST5 THRU LOWER ROOF 6HTW'C, LATOJT w/ BLOUN•IN NSUL. TO BLK'G. BETWEEN TW55 TOP CHORD5 DtB ./ (2) Ibd TOE NAILS. • 2. POST DOW) FROM VALLEY RAFTERS AT B" -24" NIH. 4B" "k . OF TRU55ES BELOW. STAGGER POSTS AS MLN. ,I OVERLAP •, PLACE FOOTINGS ON - • •L2•s - - r a •: A • UNDISTURBED SOIL OR - ATTACH P05TS 7WF;W SHTH'G. TO TRUSS W . e • ° COMPACTED GRAVEL WRAP AS 5PEC'D. - -1 - ^' O In , I•` _ _ _ _ �1 LAYOUT w/ BLOLLN-IN INSUL. -- P.E. TRUSSES s 24" O.C. PER ry = A5 REOD. (SEE SHEET NS) I V • 1 •° 74" DOWELS TO MATCH �INFORCEMENT AND INT. FINISH AS 5PEC'D. • 24" PER PLAN J 1_.= a c •' ' OVER -FRAMING NOTES: COMP. SPINGLE5 OVER IS• ROOFING FELT OVER GOMP. SHINGLES OVER SHEATPNG A SPEC'G. I. POST DOWN FROM RIDGE BD. AT 48" O.C. ANC TO VALLEY PLATES w/ (3) 16d TOE TO SHEATHING BELOW. ATTACH POSTS TO ---- --- RIDGE BD- w/ (4) IOd FACE NAILS. I^ ATTACH POST5 THRU LOWER ROOF 6HTW'C, LATOJT w/ BLOUN•IN NSUL. TO BLK'G. BETWEEN TW55 TOP CHORD5 DtB ./ (2) Ibd TOE NAILS. I I I'--- 2. POST DOW) FROM VALLEY RAFTERS AT --�� 45" OC. TO SHT14'G. ABOVE TOP CHORDS OF TRU55ES BELOW. STAGGER POSTS AS 1. SEE SHEET NS -ROOF FRAMING NOTES INDICATED ON DIAGRAM AND ALIGN w) TRUSSES BELOW. ATTACH POSTS TO FOR LOCAL ICE SHIELD RECUIREMENT5. VALLEY RAFTE R5 w/ (4) IOd FACE NAiL5. ATTACH P05TS 7WF;W SHTH'G. TO TRUSS SID AJG AND HOU5E TOP CHORDS w/ (2) Ibd TOE NAILS. WRAP AS 5PEC'D. - I SEE DETAILS, 5H7. DS4 FF. TRUSSES s 24" w/ 3. POSTS OVER 15" SHALL BE 2 -PLT. BRACING PER 24"MA1O.C.O.6. STITCH 2x4'_ TOGETHER w/ (2) RCU5 OF DETAILS - PROVIDE INSUL IOd NAILS s b" O.C. A5 REDD. (SEE SHEET NS) 3"'CL R STEPPED FOUNDATION Di SCALE: 1/2"=1'-0' (24 x 36 SHEET) SCALE: 1/4"=1'-0' (IIx 1`1 SHEET) P.E. TW55E5 a 24'• OL, w/ BRACDYx PER MANUF'5. DETAILS - PROVIDE N5UL. AS REO'D. (SEE SHEET NS) P.E. TRUSSES s 24" O.G. PER LAYOUT w/ BRACINC- PER MANUF•5. DETAILS 4. ATTACH VALLEY RAFTERS TO RIDGE BD. GOMP. SHINGLES OVER SHEATHING AS SPECT). Ar SHEATHING SPEC'D. ANC TO VALLEY PLATES w/ (3) 16d TOE 15' ROOFING FELT OYER F.E. TRU55E5 s 24" O COME. SHINGLES OVER -_ NAILS AT EACH LOCATION. SHEATHING AS 5PEC'D. LATOJT w/ BLOUN•IN NSUL. v 15. OOFINGFELTOVER I A: REC'G. (SEE SHEET N5) �__ ____ AND INT. FINISH AS 5PEC'D. - SHEATHMG AS 5PEC'D GENERAL NOTES: I _ 1. SEE SHEET NS -ROOF FRAMING NOTES I FOR LOCAL ICE SHIELD RECUIREMENT5. D B DtB I 2. SEE SHEET NS - ENERGY CODE REQUIREMENTS 1 - FF_ TRU55E5 • 2a" OL. PER I FOR 5PECIFIC ROOF INSULATION VALUES. I•` _ _ _ _ �1 LAYOUT w/ BLOLLN-IN INSUL. -- P.E. TRUSSES s 24" O.C. PER A5 REOD. (SEE SHEET NS) 1 INSUL. AND INT. FINISH AS 5PEC'D. P.E. TRUSSES s 24" O.G. PER LAYOUT w/ BRACINC- PER MANUF•5. DETAILS SIDING AND HOJSE WRAP A5 SPEC'D. - SEE DETAIL515PT. DS4 AS REOD.(SEE SHEET NS) r OVER -FRAMING, TYF. AND NT. FINISH A5 5PECO. COMF. 5HINGLEE OVER - - SEE DETAIL T I D1 15• ROOFING FELT OVER SIDING AND HOUSE SHEATHING AS 5PEC D. ,. _ _ - _ - WRAF AS SPEC'D. - 2x6 STUDS . I6" OL w/ 1 SEE DETAILS. SHY. DS4 r R-21 BATT NSUL. AND Yn INT. BATT AS SPEC'D. I - ---- 1A 3/4" TAG FLOOR 5HTH'G. Dt /_ SPEC'O. OVER ENGR 17 I I -JOISTS PER LAYOJT I I'• 05B RIM BC'- 1. I I PF. TpJ5 5.24 OL. TYF. UN.C. I FER L' LOUT - MIK I I I �" GYP. BC. CF, INC q t O+B I I i I L. I� ; - - _ I` R-30 FLOOR IN5UL. F.E. TRJ55E5 A Za" C.C. - _ Fi PER LAYOUT w/FE- TRUSSES c 24" O.C. PER �11/1"' GYP. BD. CEILINGLAYOUT w/ BLOUN-IN INSUL. SIDING AND HOUSE 7` AS RED P- (SEE SHEET NSi PIWRAF AS SPECT.. - - 51E" TYPE W GTPSIR'1 EG.AND NT. FINISH AS SPEC'D_ -u1^ GARAGE SEE DETAILS. 5H7. DS4 GARAGE + GARAGE 2xa --TUps c 16" GL, w/ 2.6 STUDS c 16- CL w/ -� R-21 BATT INSUL. AND 2x6 STUDS c 16" OL. w/ IQ" GTPSLLM 6G. CONR. I.T. FINISH AS SPEC'G. SIG INC- AND HOUSE �� NT. FINISH AS SPEC'0. INT. FINISH AS 5PEC'D. WRAF AS 5PEC'C.- r 2.6 FT. SILL PLATE w/ / L PLATE 914" T16 FLOOR SHTP'G. SEE DETAILS, 5HT. DS4 2x6 FT. SILL PLATE w 2x6 FAJ5SALAS 5PECL. r ANCHOR BOLTS AS SPEC'D. ^ _ - - Ag'A .AS 9PEC'C. AS SPECT). OVER ENGR ---- - I-JO1575 PER LAYMT 1 I 4" C)NC. SLAB ON COMF. i 4" CONC. SLAB ON COME. } " CONC. SLAB ON COMP. I SIM. DU GRAVEL BABE AS REO'D SIM DtP 71 GRAVEL EASE A- REO'D GRAVEL BASE AS RECD k. CONC. rNDTN. WALL AND FOOTING PER PLAN z TYP. EXT. GARAGE WALL SECTIONS 01 5CALE: Ir"=I'-0' (24 x 36 SWEET) SCALE: I/4"=1'-0' (II x 11 SHEET) CONC. FNDTN. WALL GONG. FNDTN. WALL AND FTG. PER PLAN ANG FTG. PER PLAN SIM.VI - 2.6 STUD5 A 16" O.C. w/ R-21 EATT INSUL. AND INT, FIN15H AS SPEC V. °/a" TAG FLOOR 5HTH'G. AS SPECT). OVER ENGR I-JOLSTS PER LAYOUT S/E"TTpE x GYPSUM-" BD. CEILING UNDER LIVING SPACE GARAGE - 2x6STUDS c 16" OL, w/ 1/2'• GT PSIJM ED. CONT. 2xE F.T. SILL PLATE w/ AE:.'A A-- SPEC'D. CONC. --LAE O ' COMP. -,' 'ki GRAVEL BASE AS REO'D I" R -3d FLOOR IN5UL r - I }ll CONC. FNDTN. WALL 6 MIL BLACK POLY • AND FTG PER PLAN ETH LENE 5HEETING SIM. I 4 I SIM. �• R-21 EATT I115UL. AND INT. FINISH AS SPEC'O. 3-74G FLOOR SPTITG. AS 5PEC'D. OVER ENGR 1 I -JOLTS PER L41OJT I R-3 FLOOR INSUL. 6 MI BLACK POLY- •- E1N LENE SHEETING TYP. GARAGE TO HOUSE WALL SECTIONS Di SCALE: I12".1'-0' (2A x 36 SHEET) SCALE: 1/4"=I'-0' (II x 11 SHEET) DIB 1 - I SIDING AND HOUSE WRAP AS SPECT). - SEE DETAILS. 5HT. DS4 3/4" TIG FLOOR SHTH'G AS SPEC'D. OVER ENGR I -JOISTS PER LA70UT .� I" OSB RIM BD.. TTP. U.NO. CRIPPLE WALL FRAMING w/ 2.6 STUDS s 16" OC. - STEP OK AT ENC WALL TO SUPPORT FLOOR JOISTS (NO J015T HANGERS) SEE TTP. WALL SECTION 4/Di FOR NOTES M COFTION _ GOI`IP. SHINGLES ,QAp • • 15• ROOFING FE G ALT"Y)`�ER SHEATHINS SPE2-"D. F f d• • FE. TRUSSES A 24" D.C. w/ ! • BRACING PER MAMff._ ® 'S• • • • DETAIL_ • PROVIDE IN A- REO'D. (5EE SHEET NJ)•• • • GONP_ SHINGLES OVER ` CO -IF. SHINGLES OVER 15' ROOFING- FELT OVER 5• ROOFING FELT OVER SHEATHING AS SPECT). Ar SHEATHING SPEC'D. I 1 I OtB I i I I 1 I D+e 1 I F.E. TRU55E5 s 24" O 1 PER LAYOUT SIDING AND HOJSE WRAP A5 SPEC'D. - SEE DETAIL515PT. DS4 AS REOD.(SEE SHEET NS) r OVER -FRAMING, TYF. AND NT. FINISH A5 5PECO. COMF. 5HINGLEE OVER - - SEE DETAIL T I D1 15• ROOFING FELT OVER SIDING AND HOUSE SHEATHING AS 5PEC D. ,. _ _ - _ - WRAF AS SPEC'D. - 2x6 STUDS . I6" OL w/ 1 SEE DETAILS. SHY. DS4 r R-21 BATT NSUL. AND Yn INT. BATT AS SPEC'D. I - ---- 1A 3/4" TAG FLOOR 5HTH'G. Dt /_ SPEC'O. OVER ENGR 17 I I -JOISTS PER LAYOJT I I'• 05B RIM BC'- 1. I I PF. TpJ5 5.24 OL. TYF. UN.C. I FER L' LOUT - MIK I I I �" GYP. BC. CF, INC q t O+B I I i I L. I� ; - - _ I` R-30 FLOOR IN5UL. F.E. TRJ55E5 A Za" C.C. - _ Fi PER LAYOUT w/FE- TRUSSES c 24" O.C. PER �11/1"' GYP. BD. CEILINGLAYOUT w/ BLOUN-IN INSUL. SIDING AND HOUSE 7` AS RED P- (SEE SHEET NSi PIWRAF AS SPECT.. - - 51E" TYPE W GTPSIR'1 EG.AND NT. FINISH AS SPEC'D_ -u1^ GARAGE SEE DETAILS. 5H7. DS4 GARAGE + GARAGE 2xa --TUps c 16" GL, w/ 2.6 STUDS c 16- CL w/ -� R-21 BATT INSUL. AND 2x6 STUDS c 16" OL. w/ IQ" GTPSLLM 6G. CONR. I.T. FINISH AS SPEC'G. SIG INC- AND HOUSE �� NT. FINISH AS SPEC'0. INT. FINISH AS 5PEC'D. WRAF AS 5PEC'C.- r 2.6 FT. SILL PLATE w/ / L PLATE 914" T16 FLOOR SHTP'G. SEE DETAILS, 5HT. DS4 2x6 FT. SILL PLATE w 2x6 FAJ5SALAS 5PECL. r ANCHOR BOLTS AS SPEC'D. ^ _ - - Ag'A .AS 9PEC'C. AS SPECT). OVER ENGR ---- - I-JO1575 PER LAYMT 1 I 4" C)NC. SLAB ON COMF. i 4" CONC. SLAB ON COME. } " CONC. SLAB ON COMP. I SIM. DU GRAVEL BABE AS REO'D SIM DtP 71 GRAVEL EASE A- REO'D GRAVEL BASE AS RECD k. CONC. rNDTN. WALL AND FOOTING PER PLAN z TYP. EXT. GARAGE WALL SECTIONS 01 5CALE: Ir"=I'-0' (24 x 36 SWEET) SCALE: I/4"=1'-0' (II x 11 SHEET) CONC. FNDTN. WALL GONG. FNDTN. WALL AND FTG. PER PLAN ANG FTG. PER PLAN SIM.VI - 2.6 STUD5 A 16" O.C. w/ R-21 EATT INSUL. AND INT, FIN15H AS SPEC V. °/a" TAG FLOOR 5HTH'G. AS SPECT). OVER ENGR I-JOLSTS PER LAYOUT S/E"TTpE x GYPSUM-" BD. CEILING UNDER LIVING SPACE GARAGE - 2x6STUDS c 16" OL, w/ 1/2'• GT PSIJM ED. CONT. 2xE F.T. SILL PLATE w/ AE:.'A A-- SPEC'D. CONC. --LAE O ' COMP. -,' 'ki GRAVEL BASE AS REO'D I" R -3d FLOOR IN5UL r - I }ll CONC. FNDTN. WALL 6 MIL BLACK POLY • AND FTG PER PLAN ETH LENE 5HEETING SIM. I 4 I SIM. �• R-21 EATT I115UL. AND INT. FINISH AS SPEC'O. 3-74G FLOOR SPTITG. AS 5PEC'D. OVER ENGR 1 I -JOLTS PER L41OJT I R-3 FLOOR INSUL. 6 MI BLACK POLY- •- E1N LENE SHEETING TYP. GARAGE TO HOUSE WALL SECTIONS Di SCALE: I12".1'-0' (2A x 36 SHEET) SCALE: 1/4"=I'-0' (II x 11 SHEET) DIB 1 - I SIDING AND HOUSE WRAP AS SPECT). - SEE DETAILS. 5HT. DS4 3/4" TIG FLOOR SHTH'G AS SPEC'D. OVER ENGR I -JOISTS PER LA70UT .� I" OSB RIM BD.. TTP. U.NO. CRIPPLE WALL FRAMING w/ 2.6 STUDS s 16" OC. - STEP OK AT ENC WALL TO SUPPORT FLOOR JOISTS (NO J015T HANGERS) SEE TTP. WALL SECTION 4/Di FOR NOTES M COFTION _ GOI`IP. SHINGLES ,QAp • • 15• ROOFING FE G ALT"Y)`�ER SHEATHINS SPE2-"D. F f d• • FE. TRUSSES A 24" D.C. w/ ! • BRACING PER MAMff._ ® 'S• • • • DETAIL_ • PROVIDE IN A- REO'D. (5EE SHEET NJ)•• • • GONP_ SHINGLES OVER ` 5• ROOFING FELT OVER Ar SHEATHING SPEC'D. 1 I 1 I D+e 1 I ,t. I FE. TRUSSES c 24" OL. PER LATOJT w/ BLOUN•IN NSUL. A: REC'G. (SEE SHEET N5) AND INT. FINISH AS 5PEC'D. O tpt� I" OSB RIM BD, ,I u L) TYP. UN.O. I� p O q I 0U Lu me 2.6 STUDS A 16" G.G. w/ 5CING 1 AND HOUSE WRAF 45 SPEC'D. - SEE DETAILS. 5HT. 0S4 2x P.T. BILL PLATE w/ --.,.,„ A.B.'e AS EPEC'D. 1 I^�. DTA qu 31 CD FTG.C. PTH. WALLAND FTG. PER PLAkPERIMETER DRAW PIPE- ONLY AS REO'D. FOR OCAL SOIL CONDITION- 2.6 5TUp5 s 16" O.C. w/ R-21 BATT 1N5UL. AND INT. FINISH AS 5PECD. 3/4" TAG FLOOR SHTP-G. AS 5PECD, OVER ENGR -JOIBT5 PER LATOUT 1 I y I 7 R-21 EATT INSUL. AND INT. FINISH AS SPECD. /'14•' TAG FLOOR 5PTP'G. AS 5PEC'D. OVER ENGR. TTT I-JOISTE PER LAYOUT R- = FLOOR IN5UL. I I 6 MILT BLACK POLY ETHY[ENE SHEETING . I I a TYP. WALL SECTION Dt SCALE: IR".I'-0' (24 x 36 SWEET) SCALE: 1/4".I'-0' (11 . 11 SHEET) ho 2464 SW GLACIER PLACE REDMOND. 0" 97756 PH: S41-9236607 F: 541-54&0761 I m• • ,• • 11 9 • •• •• • *eel • i 40 0900 Lu of* un: • ••• i �J • zi ��►�J7��J\1� REVISIONS CURRENT AS OF 100118 TYP. WALL SECTIONS SEE CS Dl TYP. EXTERIOR WALL - 2x6 STUDS a 16" O.G. w/ HOUSE WRAP AND SIDING OVER AS 5PEC'D. - SEE SIDING AND FLASHING DETAILS, 5HT. DS4 3"x 3"x 0229" 50. PLATE WASHER BETWEEN SILL PLATE AND NUT •� 2x6 F.T. SILL PLATE, TYP. (2x8 FOR 8" 5TEMWALL AT HANGER LOCATIONS _ PER LAYOUT) OVER SILL SEALER AS SPECIE). w/ I/2"x 10" ANCHOR BOLTS AT 6'-0' O.C. MAX. (2 PER BD. MIN. w/ WASHER AND TIGHTENED NUT) FINISH GRADE - FsFir— WASHED GRAVEL OR CRUSHED ROCK - 2" MIN. UNDER / 6" MIN. COVER 4"0 PERFORATED DRAIN PIPE WRAPPED M FILTER FABRIC CONT. AROUND FOUNDATION TO DAYLIGHT OR DRAINAGE SYSTEM - ONLY A5 REO'D. FOR LOCAL SOIL CONDITIONS PLACE FOOTIINt3S ON UNDISTURBED SOIL OR COMPACTED GRAVEL. TYP. — BATT INSUL. AS REO'D. BETWEEN STUDS w/ INTERIOR FINISH AS SPEC -D. 3/4" TAG FLOOR SHTW'G. AS 5PEC'D. - PROVIDE 1/2" PARTICLE BD. OVER AT AREAS WJ VINYL FLOORING 11'4" CEMENT BD. AT TILE FLOORING - ENGR'D. I-JO15T5 PER LAYOUT W/ HANGER5 PER MANUF. - PROVIDE IS" MIN. CLEARANCE TO GROUND IN CRAWL SPACE FLOOR IN5UL AS 5PEC•D. - SUPPORT AS REO'D. CONC. FNDTN. WALL w/ •4 BAR CONT. WITHIN 12" OF TOP OF WALL •4 5 AR5 VERTICAL • 48" O.G. w/ STD. HOOK - 3" GLTO BOTTOM AMC) 14" MIN. UP INTO WALL 6 MIL BLACK POLYETHYLENE 5HT'.. - 5EE SHEET NS- FOUNDATION PLAN NOTES FOR SPECIFIC INSTALLATION REO'S. 6' / 8" R PLAN GONG. FOOTING w! •4 BAR CONT. PLACE 3" TO 4" FROM BOTTOM 12" !b" WALL) 16"(8" WALL) UN.O. TYPICAL FOUNDATION DIA SCALE: I" -I'-0' (24 x 36 SHEET) SCALE• (II x IT SWEET) 3/4" TAG FLOOR 5HTH'G. AS 5PEC•D ENGR'D. I -JOISTS PER LAYOUT W/ r BLK'G. AS REO'D. - FLOOR IN5UL. BETWEEN AS SPEC -D. ----- - 12•• ruxo.) 2xa WALL 6 MIL BLACK POLYETHYLENE SHEETING OVER EXPOSED GROUND 7x6 WALL C2-,\ TYP. CRIB WALL DIA SCALE: I" -I'-0' (24 x 36 SHEET) SCALE: 1/2"-1'-0' !IIx IT SHEET) 1 2.6 STUDS a 16" O.C. w/ I r 2x STUD5 PER PLAN a I6" O.G. I INTERIOR FINISH AS 5PEC'D. I w/ INTERIOR FINISH AS SPECIE). 3/4" 5U6FLR SPACER BETWEEN 3/4" 5U5FLR 5FACER BETWEEN I MUD SILL AND, 60T7pM PLATE MUD SILL AND BOTTOM PLA7E SIDING AND HOUSE WRAF .45 OF WALL FRAMING SIDING AND HOUSE WRAP AS I OF WALL FRAMING SPECIE). -SEE SIDING AND SPEC'C. -SEE SIDING AND FLASHING DETAILS, SWT. DS4 STEM WALL BEYOND w) 2x6 P.T. FLASHING DETAILS. SHT. DS4 STEM WALL BEYOND w/ 2.6 P.T. SILL PLATE OVER SILL SEALER -.ILL PLATE OVER SILL SEALER EXPANSION JOINT AS SPEC'G._ EXPANSION JOINT .AS SPEG'G. AND ANCHOR BOLT5 AS 5PEC'D. AND ANCHOR BOLTS AS 5PEC'D. A" GONC. DRIVEWgT OVER — I — 4" CONC. GARAGE SL AE W/ A" GONG. DRIVEWAY OVER I A" GONG. GARAGE 5LAE ON COMP. BACKFILL AS REO'C - I THICKENED EDGE AT OPENING GO^'IP. 6AGKFILL AS REO'D I COMP. EACKFILL .4.5 REO'D - SLOPE DWT. AWAY MIN. 2% SLOPE MIN. 1% TO OVHD. DR SLOPE DWT. AWAY MIN. 2% SLOPE MIN. I% 7C OVHD. DR. I ALL COYIF. L'ACX.FI L L AS REO'C\ GONG FNrTN /\// / EL OCK OUT AT MAN DOOR COMPACTED BACKFILL �T\C //l - AND POUR SLAB THRdJGH / �\/\\/ip � \ GONG. FOOTING PER PLAN \ \ \ .TF. GONG. FOOTING w/ \ \ ,/, \ \/ 4 EAR CONT. - PLACE CONT. ACROSS OPENING AS /�/ --.� -,•• `? -••- •. - - BOND BEAM w/ •4 EAR CONT "' TO 4" FROM SOTTO~, PLACE FOOTING ON PLACE FOOTING ON �-I�CII �� ,_L 51rr— � � T11�-Tm UNDISTURBEC SGIL OR - UNDISTURBED SOIL OR COMPACTED GRAVEL b'Y B.. COMPACTED GRAVEL P R PL PER PLAN 12" 0 6" WALL a OVERHEAD DOOR OPENING DiA SCALE: "-I'-0' (24 x 36 SHEET) SCALE: 1/2"el'-0' (11 x ll SHEET) (: MAN DOOR OPENING DIA SCALE: i":I'•0' 124 x 36 SWEET) SCALE: 10"-i'-0' (11 x IT SHEET) FLOOR SHTH'G. AS 5PEC'D. OVER ENGR'D. i-JO15T5 PER LAYOUT W/ BATT IN5UL BETWEEN AS REO'D. (2) Ibcl NAILS THRU KING — STUD TO HEADER EA. END 2x4 / 2.6 CRIB WALL PERS PLAN w/ STUDS a 24" O.C. MAX. AND DBL. TOP PLATE 2. P.T SILL PLATE— GONG. FOOTING PER PLAN— ./( 1) LAN-- w/(U •4 BAR GOVT. AND I12"x 1" ANCHOR 5OLT5 a 6'-0' O.C- TTP. b MIL BLACK POLYETHYLENE SHT'G. OVER EXPOSED GROUND, TYP. C') CRIB WALL BLOCK-OUT SCALE: I" ff-0' (24 x 36 SHEET) SCALE: I/2 "-I'-0' (11 r 17 5HEET) F.E. TRUSSES a 24" Or_ PER LAYOUT w/ W25A TIE. TYP. AT EACH TRU55 SEE T7P. OVERHANG— DETAIL 3 ) 016 FOR NOTES IN COMMON _ I i 2,4 / 216 CRIB WALL PER PLAN I w/ 5T'05 a 24" C.C. MAX. AND 4 DBL. TOP PLATE W I U I 2x P.T. SILL PLATE w/ 1/2"x T" 2' ANCHOR BOLTS AT 6'-0' O.C. MAX. L WD. POST PER PLAN w/ WASHER AND TIGHTENED NUT I ii - CONC. FOOTING PER PLAN w) _ m I _ A(U - I I •4 BAR CONT. 12•• ruxo.) 2xa WALL 6 MIL BLACK POLYETHYLENE SHEETING OVER EXPOSED GROUND 7x6 WALL C2-,\ TYP. CRIB WALL DIA SCALE: I" -I'-0' (24 x 36 SHEET) SCALE: 1/2"-1'-0' !IIx IT SHEET) 1 2.6 STUDS a 16" O.C. w/ I r 2x STUD5 PER PLAN a I6" O.G. I INTERIOR FINISH AS 5PEC'D. I w/ INTERIOR FINISH AS SPECIE). 3/4" 5U6FLR SPACER BETWEEN 3/4" 5U5FLR 5FACER BETWEEN I MUD SILL AND, 60T7pM PLATE MUD SILL AND BOTTOM PLA7E SIDING AND HOUSE WRAF .45 OF WALL FRAMING SIDING AND HOUSE WRAP AS I OF WALL FRAMING SPECIE). -SEE SIDING AND SPEC'C. -SEE SIDING AND FLASHING DETAILS, SWT. DS4 STEM WALL BEYOND w) 2x6 P.T. FLASHING DETAILS. SHT. DS4 STEM WALL BEYOND w/ 2.6 P.T. SILL PLATE OVER SILL SEALER -.ILL PLATE OVER SILL SEALER EXPANSION JOINT AS SPEC'G._ EXPANSION JOINT .AS SPEG'G. AND ANCHOR BOLT5 AS 5PEC'D. AND ANCHOR BOLTS AS 5PEC'D. A" GONC. DRIVEWgT OVER — I — 4" CONC. GARAGE SL AE W/ A" GONG. DRIVEWAY OVER I A" GONG. GARAGE 5LAE ON COMP. BACKFILL AS REO'C - I THICKENED EDGE AT OPENING GO^'IP. 6AGKFILL AS REO'D I COMP. EACKFILL .4.5 REO'D - SLOPE DWT. AWAY MIN. 2% SLOPE MIN. 1% TO OVHD. DR SLOPE DWT. AWAY MIN. 2% SLOPE MIN. I% 7C OVHD. DR. I ALL COYIF. L'ACX.FI L L AS REO'C\ GONG FNrTN /\// / EL OCK OUT AT MAN DOOR COMPACTED BACKFILL �T\C //l - AND POUR SLAB THRdJGH / �\/\\/ip � \ GONG. FOOTING PER PLAN \ \ \ .TF. GONG. FOOTING w/ \ \ ,/, \ \/ 4 EAR CONT. - PLACE CONT. ACROSS OPENING AS /�/ --.� -,•• `? -••- •. - - BOND BEAM w/ •4 EAR CONT "' TO 4" FROM SOTTO~, PLACE FOOTING ON PLACE FOOTING ON �-I�CII �� ,_L 51rr— � � T11�-Tm UNDISTURBEC SGIL OR - UNDISTURBED SOIL OR COMPACTED GRAVEL b'Y B.. COMPACTED GRAVEL P R PL PER PLAN 12" 0 6" WALL a OVERHEAD DOOR OPENING DiA SCALE: "-I'-0' (24 x 36 SHEET) SCALE: 1/2"el'-0' (11 x ll SHEET) (: MAN DOOR OPENING DIA SCALE: i":I'•0' 124 x 36 SWEET) SCALE: 10"-i'-0' (11 x IT SHEET) FLOOR SHTH'G. AS 5PEC'D. OVER ENGR'D. i-JO15T5 PER LAYOUT W/ BATT IN5UL BETWEEN AS REO'D. (2) Ibcl NAILS THRU KING — STUD TO HEADER EA. END 2x4 / 2.6 CRIB WALL PERS PLAN w/ STUDS a 24" O.C. MAX. AND DBL. TOP PLATE 2. P.T SILL PLATE— GONG. FOOTING PER PLAN— ./( 1) LAN-- w/(U •4 BAR GOVT. AND I12"x 1" ANCHOR 5OLT5 a 6'-0' O.C- TTP. b MIL BLACK POLYETHYLENE SHT'G. OVER EXPOSED GROUND, TYP. C') CRIB WALL BLOCK-OUT SCALE: I" ff-0' (24 x 36 SHEET) SCALE: I/2 "-I'-0' (11 r 17 5HEET) F.E. TRUSSES a 24" Or_ PER LAYOUT w/ W25A TIE. TYP. AT EACH TRU55 SEE T7P. OVERHANG— DETAIL 3 ) 016 FOR NOTES IN COMMON sa PORCH / PATIO BEAM TRIM DIA. SCALE: I"-1'-0' (24 x 36 SHEET) SCALE: I/1" -I'-0' (11 x I -I SHEET) WRAF POST w/ TRIM AS III �IJ SPEC'D. - SEE DE7AIL5� III ON SHEET DS3 PFR PI AN 4x4 WD. POST PER PLAN - PROVIDE 51MPSON ABW44 STANDOFF P05T BASE w/ (8) ION NAILS AND 1/22"x 4" TITEN HD SCREW ANCHOR o- Ir" EXP. ANCHOR TO CONCRETE r 41' GONG. PORCH SLAB W/ J 7HKN'D. EDGES ALL SIDES - f SLOPE AWAY MIN. 296 COMP. BACKFILL AS REC'C BLOCK OUT OR EXCAVATE FOR 8"x 8•• MIN. PIER PRIOR 70 POUR - POUR W) SLAB CONT. TO FOCTING- GONG. FOOTING PER PLAN PLACE FOOTING- ON UND15TUREED 501L OR COMPACTED GRAVEL sA PORCH / PATIO FOOTING DIA SCALE: I"xi'-®' (2A x 36 SWEET; SCALE: V2"-1'-0• (;I x iT SHEET) _ I i GROOVED SOFFIT PANEL 4" O.G. AT AREAS 8 FT. DEEP OR LESS m— y •/ _ OR _ = I I I Li_ ,}I LP SMART PANEL w/ 4/4 x 2" BATTS OVER SEAMS FOR LARGER AREAS WD. POST PER PLAN 1 I I A4x4 / BG4 POST CAP, TYP. - I I 4.WD. BEAM PER PLAN w/ WRAP w/ TRIM AS 5PEC'D. I I I LAP SIDING TRIM UNDER AND PER DETAILS ON SLIT. DS3 I I I (2J PIECES EA. 510E -RIP TOP PIEGErtRIM TO FIT sa PORCH / PATIO BEAM TRIM DIA. SCALE: I"-1'-0' (24 x 36 SHEET) SCALE: I/1" -I'-0' (11 x I -I SHEET) WRAF POST w/ TRIM AS III �IJ SPEC'D. - SEE DE7AIL5� III ON SHEET DS3 PFR PI AN 4x4 WD. POST PER PLAN - PROVIDE 51MPSON ABW44 STANDOFF P05T BASE w/ (8) ION NAILS AND 1/22"x 4" TITEN HD SCREW ANCHOR o- Ir" EXP. ANCHOR TO CONCRETE r 41' GONG. PORCH SLAB W/ J 7HKN'D. EDGES ALL SIDES - f SLOPE AWAY MIN. 296 COMP. BACKFILL AS REC'C BLOCK OUT OR EXCAVATE FOR 8"x 8•• MIN. PIER PRIOR 70 POUR - POUR W) SLAB CONT. TO FOCTING- GONG. FOOTING PER PLAN PLACE FOOTING- ON UND15TUREED 501L OR COMPACTED GRAVEL sA PORCH / PATIO FOOTING DIA SCALE: I"xi'-®' (2A x 36 SWEET; SCALE: V2"-1'-0• (;I x iT SHEET) COMP. 514iNGLE6 C''/ER 15• mELT CVER 5-E-174;46 -5 SPEC L. INSOL Ea=F_E S S—C ._ - ELKG. EETLEEN-�.,_ 7q.;56 E- PRC, GE /ENT E'L<. -5 RECD SN -F LINE ANG 7RJ55 TAILS IN' FL.* -CE I ;CK STRAIGILT FASCIA r rET _ GRIF EDGE 65 SPECCC. % 6' FINISI FASC'- I C lER :%- RG11G'� F_SCIAJ D U4"_ _ 106 GAL /=NI:EG "C --CLI w7 OPT ENCLOSEDI TRUSS TOIL sCF%ITS I { GING- ANG I+t^,:5E WRG.F - SFEC G _y =_-SNINk, CETc ILS S DS4 I I' -�CCKE REJ GING -NG - -w -!<-F Le SFE CG -NG °L AS_Nr G. DS4 E TRUS5E5 •'- C.0 CO< T:E ._ E_Cl TRUE -NC REC'G __E _-_= NS .. WALL =R_I Nr_ a 't GEL -CF F •:I E= - INS.:_ -'NC: NT =iN'S� ,,T TYPICAL OVERHANG DIB 6C - LE: •!• ' - :L• -EE" SCA__. - • _C, ' _cT CC"= C"'N-_E5 ClER I Co ENG \=_S C,;-_rccER 'C S:F=CRT Rcc- ClEqu'14S Nc-e-'C= CKCRG C. G -EL -e ENG I TR;SS -NC FUN TRC rC- 2 TYPICAL EAVE D1B -C' :- % :t SAFE' G_ "C'= PLATE - FACE NAI_—, pec CC—C:E s I6C.C. _INC C lc r�=c -N AT SPLICES iTF - F-, 'R -SSSS a cc, FEF ::: C_- 1 Or . i . H2_5A HTS16 HTS20 iIr " TRUSS ANCHORING DIB N'c 5C 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 10 2012 IRC s3' 1 1 1 4'to K8' 2 2 1 >_8' 3 3 1 UPLIFT RESISTANCE VERIFY MAX. UPLIFT FROM REACTIONS SECTION IN TRUSS ENGR'G. AND PROVIDE APPROPRIATE HURRICANE TIE FROM CHART BELOW. CRO02.11.1) FOR UPLIFT VALUES GREATER THAN SHOWN, VERIFY REO'S. WI DESIGNER. HURRICANE TIE MAX. ALLOW. UPLIFT FASTENERS H2.SA 6DO Ib (5) 8d to Truss 1 (5) Bd to Plates (2) H2.SA 12001b (5) 8d to Truss I (5) Bd to Plates HTS16 12601b (16) 10d Nails HTS20 14501b (20) 10d Nails C V ,= -- CORNERSAnC INTER5'C-'CN6 Ito °4c= -- GES. :. TCF FL".d -'FACE N -H_ , Ito CC" .CNS t.1 �6' C C T"F r -T SF_;CEE STUD=R-'-.NG =c- =_=N _ _a_ STUGE TT-IC=_:E -- OFENINL-S -NG Ito E\:, NL!.e c• it0 -CE N^_ILS L•T TC- :\G c __C„1 =_ATES SEE I -f TYP. WALL FRAMING DIB 5c --El ' -c' - :e 5-=-- _ Sc -L -C •••••• • • so •••••• L 2464 SW GLACIER PLACE REDMOND, OR 97756 PH: 541-923-6607 F: 541-546-0761 •.; • Ln • • • • • • 1 ,-i • • J •••• Q _U cL 1 REVISIONS CURRENT AS OF 100118 TYPICAL DETAILS [7][DIB! t_ • e 5?CGS - :6 CC -`F ANIN-, =!N's= �_ C -ECL. I I I EGTTC"' FL=iE N -:-EC — .� _:-' 11G -LOCK S -T- -S '.:C:STS cvG 'G EG .. Ito s iC CC sFECL C,ER ENGR -- 7 -C -E-CER -NG % 16o TC EP. ESLCCK IL FEK LAT CST _ ;t ,U,4ERE CCCLRE I I ___Eq -.,F % N_ ' CSc -^EG. 'Eos,AGEF c G_ cFJ\GEF -E 'CEN- TC -CF FATE r,c* CC -r LNC I F"<ERS c- _:GE Or CFEN"NGE I I S =R GFE-TEF . —E_E Ft C: l -%C, =,E F___ <INC. I I7- J R �_ -K V__ E_.: CT. -Eq --E-= Fe C:-_ Iv -NG TKI•'I'•'EF LCC = 'CNS AS REC'G I I Co N'-_ __ _C�'C-C= _=E i 'a TYP. FLOOR FRAMING AT WALL 5 TYP. HEADER SUPPORT 6 TYP. WINDOW MULLION ole SC- _ •- _ a = - _ DIB -C' - 36 5.E-- DIB SCALE: J' -C' - 5t =EE - SC __ e' ' .- _ '--' -.. -_e: _ .C' is ? 5uE'e _C -_e i_ • -C' .-cc UPLIFT RESISTANCE VERIFY MAX. UPLIFT FROM REACTIONS SECTION IN TRUSS ENGR'G. AND PROVIDE APPROPRIATE HURRICANE TIE FROM CHART BELOW. CRO02.11.1) FOR UPLIFT VALUES GREATER THAN SHOWN, VERIFY REO'S. WI DESIGNER. HURRICANE TIE MAX. ALLOW. UPLIFT FASTENERS H2.SA 6DO Ib (5) 8d to Truss 1 (5) Bd to Plates (2) H2.SA 12001b (5) 8d to Truss I (5) Bd to Plates HTS16 12601b (16) 10d Nails HTS20 14501b (20) 10d Nails C V ,= -- CORNERSAnC INTER5'C-'CN6 Ito °4c= -- GES. :. TCF FL".d -'FACE N -H_ , Ito CC" .CNS t.1 �6' C C T"F r -T SF_;CEE STUD=R-'-.NG =c- =_=N _ _a_ STUGE TT-IC=_:E -- OFENINL-S -NG Ito E\:, NL!.e c• it0 -CE N^_ILS L•T TC- :\G c __C„1 =_ATES SEE I -f TYP. WALL FRAMING DIB 5c --El ' -c' - :e 5-=-- _ Sc -L -C •••••• • • so •••••• L 2464 SW GLACIER PLACE REDMOND, OR 97756 PH: 541-923-6607 F: 541-546-0761 •.; • Ln • • • • • • 1 ,-i • • J •••• Q _U cL 1 REVISIONS CURRENT AS OF 100118 TYPICAL DETAILS [7][DIB! t_ CER CCNTIN�OUS C+ER EGTA E.R=CEG I 'W=LL =^NE-Sa CBL FCRTL! FRL":ES I ,�--'VSN=G Cc C-ENING'-__� N�7ELCEF TIGR' IAC -- OF W.L_ r------------1 r - - - - - - - - - i'` - "E\ E_•_: C- TC �:R u: S. CC -I -CN I - _-Eq, F ,_ '_c -C :LC<.5%C, ETRLFE -_RR • L LN -IC --E:E Re C:iC.e = ON EL, 'AGE C= C'E'-Z&C=FCt!TE EICE _ -1 t-_- :- NEECEZ; _ _ E-- E -_L OCCUR CvER - L 1-: E _E_ -C CCS^CN E'. ;C \EoC,C, EL E C CF F i_ r= ,e ��CE 6 FLNE .E S-C:1lN''1 ..E 1001: RL,L GLL I 5C/ n-ECC. Iv _ FF -•':NC -'_'JCI_____ ELK'G. ETC I r I r:NE'LLLEC FER R<Ci.e { ... 211, E•C F_LTE WLEL:•R` S r .E, C'. ETR-= =ER •=ELE R&C:.1c.e a C1 : - E Lc C -1"vG FEC+C. E_ERE i\E'CE SCR, FCR - E'R-FE 'E REC Z; - CEITER ETR -FE Ec__C1 CF =E=CER 7C -EGO ER . E ieo 5'NcE 4_ E - `"RCJ+:GE :. LE4e :.I'E-_E tiR FOR-ENe-CN ETRAFE LNG GL4--_ _R -R C<5 Le REG'C 1:.0 RCrS e,- ieo E!h<ERE _ CC. "'F I=ul NOTE: ALL NOTES TYP. AT EACH PANEL LOCATION SPECIFIED PER PLAN TCF C= u __ -C 6CT-C- _F_:C__ __ FER--'T•En C-4-- F=R =i_1 — cel: -.._' 15 FER =_LI s METHOD CS -PF: CONT. SHTH'D. PORTAL FRAME `02 ECL_=_. -C'- Ee -C' s -EE R602.10.6.4 Ei,ER _EG WLLL NUL sER F:LN I Lid CY .:•=. ELKG CC'\.' -CIIC-' ENC- ^ L -Ee Ce ER -Ce_ �y E/1 ER -Cc. WLL' =LIE_ ="R FL 41 -_R E- -L• - - +Ec L� CCIC -N::'\. W'LL. .w ]L — - EF PERPENDICULAR TO FRAMING G -c C CCI' _EIG _ Cc I=AEC- _ ELK G. Ie C.0 6-NLIL6E $_ --_: FLvE. ELK Ie0 NL'ie E- ...E PARALLEL TO FRAMING 2 D2 BRACED WALL PANEL CONNECTIONS -- _ _ : - R602.10.8.2 -C =LLC\ E/TENS;CN OF INwLLT'CN TC E/T CCRNER EXTERIOR :+e 'LELK'G LT :NTERiCR IN7ER5ECTING W=LLS TC -LLCW E/TENSION OF IN5UL E_ -'NC SEE NAIL 115E CHART 7 FASTENING SCHEDULE FOR STUD TO STUD NAILING i 57,Z CCFNER FRA -,'NG 'T iN ERS_CTICN OF RE_R G-R.=GE WA T - L C _C -L-_ E/TEN5!C1 Or-�'I6L_ i GLF LGE W -LL FGLr,'NG FER FLL\ GARAGE :..E S- SE=.ENCP- =CRT-_ Fr=^ E F_NEL +�1E RE OCCUR°_ CS -PF TYP. CORNER FRAMING D2 C -LE -C' - .E 5=EE- 5c_-E • _'•c' _ EE .e a -_C_ f :6 CC ••F E_CC<1Y• _p= -_ -' FRCN- OF 9'JC �Y :CRL= a TYP. SCRAP BLOCKING NAIL USE CHART / FASTENING SCHEDULE PER TABLE R602.30) SYM. BUILDING ELEMENT QUANTITY, SIZE, AND LOCATION (SPACING) TYPES ( SELECT ONE) ECT =_L -E S R'•"_ r. iC�'S' c• EL<C_ '6o CC"•' -Cc 1-'L c_ c ;e CC ❑ ER-C.EC -vEL_ - 'ea 5c, _r_ '._ L1 E_ c iC- _C ST -C 5 _L C: '__ .- E cc EC/ So EC, �o 97756 PH: 541-923-6W7 7. OR 547-548-0761 • J•• • f • • • • • Z• • • •••• REVISIONS CURRENT AS OF 100118 TYP. FRAMING DETAILS SEE CS F D2 o I+ -SCREW 1.3 MDF I % PARTICLE BD a, TOGETUER w/(4) 1-I/2' MDF SCREWS ATTACH CORBELS TO 2.5 w/ (2) 3' SCREWS IEA SIDE) SPACED AS ,�•, 5HOIIN COUNTER51NK 5CRE65 t FILL HOLES f 114 MDF 3/4' PARICLE BD. CUT TO D'I" 51OJ5 SPEC.D w/ FACTORY BULLOSE EDGE OUT DETAIL 'A' OR LAMINATEITILE COONTER CA5INE75 PER RELEASE _ COUNTERTOP PER RELEASE I -6� - FOR GRANITE COUNTERS, SEE � r CORBEL DETAIL B -- 2x TOP PLATE (PER PLAN) �, --`-- CORBEL, SEE DETAIL r -2x8 INSTALLED VERT. INTO NOI I!1' NOTCI$D 2x6 STUDS w/ (2) 3' TCH SGREUG EA SND SPACED EVENLY 21 FRAMED PONY WALL (PER II PLAN) w/ 5TUD5 ® 24. O.C. JN57ALLER TO GLUE NAILED TO EACH J0157 w/ (2) 1Od NAILS GOUNTERTOP5 TO WALL INTO FLOOR SYSTEM AND -41 8• / / BLOCK I NAIL SECURELY TO TOP OF CORBEL wI RECYD ADHE5IVE FLOOR J015TS _ —ATTACH CORBELS TO _ 2.6 w/ (2) 3' SCREWS (EA SIDE) SPACED AS SCOTCH COUNTERSINK SCREWS I FILL/PLUG HOLES 19 e PRE -FABRICATED CORBEL.!—.f FINISH PER CABINETS DETAIL 'B' FOR ANITE ORTER NLV CA5INE75 PER RELEASE _ COUNTERTOP PER RELEASE I -6� - FOR GRANITE COUNTERS, SEE � r CORBEL DETAIL B -- 2x TOP PLATE (PER PLAN) �, --`-- CORBEL, SEE DETAIL r -2x8 INSTALLED VERT. INTO NOI I!1' NOTCI$D 2x6 STUDS w/ (2) 3' TCH SGREUG EA SND SPACED EVENLY RAISED COUNTER PONY WALL BUILDING SECTION -A SCALE: I/4" I'-0' (24 x 36 SHEET) 0 2' 4' E' 10' SCALE: I/S" 1'-0' (11 x M SHEET) _ I I OFT. WINDOu'- 25'-0111' FULL HT. STUDS RAKE-FRAMED WALL AT M. BEDRM. _ SCALE: I/4" . I'-0' (24 x 36 SHEET) 0 2' 4' S' 10' SCALE: 1/S" i'-0' 111 x M SHEET; TOF PLATE TOP PLATE m m FINISH FLOOR FINISH FLOOR F^ �^ --r----� L _ 20'-11' a FULL HT. STUDS RAKE -FRAMED WALL AT KIT. / DINING SCALE: 1/4" . I'-0' (24 x 36 SHEET) 0 2' 4' $' 10' SCALE: I)6" I'-0' (11 x IT SHEET) 2464 SW GLACIER PLACE REDMOND.OR97756 PHONE 541-923.66D7 FAX 541-546.0761 REVISIONS CURRENT AS 0 071816 SECTION / WALL FRAMING AND DETAILS D3 21 FRAMED PONY WALL (PER II PLAN) w/ 5TUD5 ® 24. O.C. 7x BOTTOM PLATE /PER PLAN) NAILED TO EACH J0157 w/ (2) 1Od NAILS EXTEND END STUDS OF PONY WALL INTO FLOOR SYSTEM AND -41 BLOCK I NAIL SECURELY TO FLOOR J015TS RAISED COUNTER PONY WALL BUILDING SECTION -A SCALE: I/4" I'-0' (24 x 36 SHEET) 0 2' 4' E' 10' SCALE: I/S" 1'-0' (11 x M SHEET) _ I I OFT. WINDOu'- 25'-0111' FULL HT. STUDS RAKE-FRAMED WALL AT M. BEDRM. _ SCALE: I/4" . I'-0' (24 x 36 SHEET) 0 2' 4' S' 10' SCALE: 1/S" i'-0' 111 x M SHEET; TOF PLATE TOP PLATE m m FINISH FLOOR FINISH FLOOR F^ �^ --r----� L _ 20'-11' a FULL HT. STUDS RAKE -FRAMED WALL AT KIT. / DINING SCALE: 1/4" . I'-0' (24 x 36 SHEET) 0 2' 4' $' 10' SCALE: I)6" I'-0' (11 x IT SHEET) 2464 SW GLACIER PLACE REDMOND.OR97756 PHONE 541-923.66D7 FAX 541-546.0761 REVISIONS CURRENT AS 0 071816 SECTION / WALL FRAMING AND DETAILS D3 �3 II II w 3 Tv ALCOVE WHERE J I I OCCUR5. VERIFY OPT. FLAT VI I WALL AS 5PECTi L —4' N--� -.1 I I I I '--•-�r>- III a u II I I II � II I I II I o: ) id DIFF SHOW DENOTE' FIREPLACE i FINISHED HEIGHT REO'D CENTERED JN ALCOVE ABOVE FIREPLACE 1 • IF FIREPLACE IS TALLER THAN DIM SHOO, ADJUST ALCOVE HEIGHT FIREPLACE FRAMING ACCORDINGLY IF NCT 5PEC'D PLACE STUDS AS SPECD TO ACCOMODATE FF VENTING FIREPLACE A. RE FIREPLACE FIREPLACE FRAMING (PLAN VIEW) 7,4 RAFTERS AT 24" OL. _ --- EXT. WALL OR W/ 5HTH'G. A5 SPEC'D. - GABLE END ROOF ROOF PITCH PER PLAN CEILING LINE (ROOF OR FLOOR) OFT. ALCOVE:-,_ MDF SHEE7 AT TOP \ OF MANTLE EXTENDS INTC ALCOVE- MIN. Ir" REVEAL TO CR LLN MOLDING OPT. F. AT WA. •: -�� Ix MDF FLAT CAF - MIN L" REVEAL TO S GROWN MOLDING 7-1/4" CROWN MOLDING 1.8 MDF FLATS / /ALIGN ./ LEG BELOW; 1x2 MOF HORIZONTAL 9/4.6 FLA7570CI - -- MOF LEGS. TIP. 8071+ SIDES BASE MOL GING AS 5PE'C ABUTS SIDE OF LEG FIREPLACE DETAIL SCALE: N.T.5. I I TV ALCOVE WHERE OCCURS. VERIFY OPT. FLAT WALL AS SPECD I I I -o' I. PER FIREPLACE I'-®' COTTAGE FINISH (A) EXT. WALL OR GABLE END ROOF TRLGSE5 OR RAFTERS AT 24" O.C. W/ 5WTW C. AS 5PEC•D. - ROOF PITCH PER PLAN TRUSSES A5 OCCUR PER PLAN CEILING LINE !ROOF OR FLOOR: IF GIRDER TF"SS OCCURS PER PLAN. DO NOT USE DROPPED BEAM. OR TOP PLATES AT FIREPLACE ALCOVE OPT. --FOR DROPPED BEAM CONDITION, SEE SHED DETAIL•• r� TV ALCOVE WHERE OCCURS. CLC. EXTENDS TO TOP E ( VERIFY OPT. FLAT WALL AS SPECD) FIREPLACE AS 5PEC'D GABLE ROOF FRAMING (SIDE VIEW) I TV ALCOVE WHERE OCCURS, VERIFY OPT. FLAT WALL A5 SPECD I I (Q I i'-®' I, PER FIREPLACE 1'-0- T r LUXURY FINISH {g OH DROPPED BE 1 • PER PLAN PER PLAN5 (FLUS H 6" IF NCT 5PEC'D MOF 5HEET w/ ALCOVE AS OCCURS • • TO INTERIOR) OH F'ER PLAN - I ''-. Q d J • • I • � y FIREPLACE ALCOVE J 0. `IXE MDF FLAT • • • • • w (ALIGN IW LEG BELOW) GPi, AS SPEC 'r - -1.2 MDF HORIZONTAL - —TILE SURROIING CLC. EXTENDS w E W LL 614.6 FLATSTOCK MDF - -" LEGS. TTP. 50TH SIDES TOP E BEHIND G BEAM W (VERIFY OPT. FLAT d ..FIREPLACE AS 5F'EC'D WALL A5 5PEC'D) 1 a_ G 3 3� r-- I — I FIREPLACE AS SPECD 1 I SHED ROOF FRAMING (SIDE VIEW) OFT. ALCOVE:-,_ MDF SHEE7 AT TOP \ OF MANTLE EXTENDS INTC ALCOVE- MIN. Ir" REVEAL TO CR LLN MOLDING OPT. F. AT WA. •: -�� Ix MDF FLAT CAF - MIN L" REVEAL TO S GROWN MOLDING 7-1/4" CROWN MOLDING 1.8 MDF FLATS / /ALIGN ./ LEG BELOW; 1x2 MOF HORIZONTAL 9/4.6 FLA7570CI - -- MOF LEGS. TIP. 8071+ SIDES BASE MOL GING AS 5PE'C ABUTS SIDE OF LEG FIREPLACE DETAIL SCALE: N.T.5. I I TV ALCOVE WHERE OCCURS. VERIFY OPT. FLAT WALL AS SPECD I I I -o' I. PER FIREPLACE I'-®' COTTAGE FINISH (A) EXT. WALL OR GABLE END ROOF TRLGSE5 OR RAFTERS AT 24" O.C. W/ 5WTW C. AS 5PEC•D. - ROOF PITCH PER PLAN TRUSSES A5 OCCUR PER PLAN CEILING LINE !ROOF OR FLOOR: IF GIRDER TF"SS OCCURS PER PLAN. DO NOT USE DROPPED BEAM. OR TOP PLATES AT FIREPLACE ALCOVE OPT. --FOR DROPPED BEAM CONDITION, SEE SHED DETAIL•• r� TV ALCOVE WHERE OCCURS. CLC. EXTENDS TO TOP E ( VERIFY OPT. FLAT WALL AS SPECD) FIREPLACE AS 5PEC'D GABLE ROOF FRAMING (SIDE VIEW) I TV ALCOVE WHERE OCCURS, VERIFY OPT. FLAT WALL A5 SPECD I I (Q I i'-®' I, PER FIREPLACE 1'-0- T r LUXURY FINISH {g OPT_ ALCOVE: 10- 3/4" MDF 5HEET AT TOP OF MANTLE EXTEND5 INTO ALCOVE- MIN. Ir" REVEAL TO CROW MOLDING OPT, FLAT WALL: W MOF FLAT CAF - MIN.1/2 REVEAL TO CROWN MOLDING 2-114" CROWN MOLDING 1.6 MOF (BUILD OJT - FACE 7C MATCH FACE OF LEC -5 BELOW; I. MDF HORIZONTAL 1x4 MDF WRAP TOP J 507TOM OF LEC -S, TYP. 1.6 MOF BOXED OJT LEGS 15UILD-OUT 2 -Ir" OFF FACE OF FIREPLACE) TTP. ALL LOCATIONS MDF SHEET ,u/ / ALCOVE AS OCCURS 1x4 MDF CAP (w/ FLAT WALL OPT.) 2-1/4" CROWN MOLDINC- "MOP (BUILD OUT - FACE TO MATCH FACE OF LEGS BELOW; 61 MDF NAILER AS REO'D Ix MDF HORIZONTAL 1x4 MDF WRAF AT TOP t BOTTOM OF LEGS. T'P. TILE SURROUND A: SPECT) 1x6 HOF BOXED OUT LEGS (BUILD -CUT; -1)2" OFF FACE OF FIREPLACE). TTP. ALL LOCATIONS FIREPLACE AS 5PEC'D LUXURY FINISH SECTION VIEW (B) 5W GLACIER PLACE REDMOND, OR 97756 PHONE 541-923-6607 FAX $41.548.0761 REVISIONS _ CURRENT AS OF 011816 FIREPLACE DETAILS N 1 • MOF 5HEET w/ ALCOVE AS OCCURS • • ''-. •••••• IO. 1x4 MDF GAF • • (lu/ FLAT WALL OPT) • � �2-1/4" GROWN MOLDING `IXE MDF FLAT • • • • • w (ALIGN IW LEG BELOW) • • -1.2 MDF HORIZONTAL - —TILE SURROIING A5 SPEC D 614.6 FLATSTOCK MDF LEGS. TTP. 50TH SIDES ..FIREPLACE AS 5F'EC'D COTTAGE FINISH SECTION VIEW (A) OPT_ ALCOVE: 10- 3/4" MDF 5HEET AT TOP OF MANTLE EXTEND5 INTO ALCOVE- MIN. Ir" REVEAL TO CROW MOLDING OPT, FLAT WALL: W MOF FLAT CAF - MIN.1/2 REVEAL TO CROWN MOLDING 2-114" CROWN MOLDING 1.6 MOF (BUILD OJT - FACE 7C MATCH FACE OF LEC -5 BELOW; I. MDF HORIZONTAL 1x4 MDF WRAP TOP J 507TOM OF LEC -S, TYP. 1.6 MOF BOXED OJT LEGS 15UILD-OUT 2 -Ir" OFF FACE OF FIREPLACE) TTP. ALL LOCATIONS MDF SHEET ,u/ / ALCOVE AS OCCURS 1x4 MDF CAP (w/ FLAT WALL OPT.) 2-1/4" CROWN MOLDINC- "MOP (BUILD OUT - FACE TO MATCH FACE OF LEGS BELOW; 61 MDF NAILER AS REO'D Ix MDF HORIZONTAL 1x4 MDF WRAF AT TOP t BOTTOM OF LEGS. T'P. TILE SURROUND A: SPECT) 1x6 HOF BOXED OUT LEGS (BUILD -CUT; -1)2" OFF FACE OF FIREPLACE). TTP. ALL LOCATIONS FIREPLACE AS 5PEC'D LUXURY FINISH SECTION VIEW (B) 5W GLACIER PLACE REDMOND, OR 97756 PHONE 541-923-6607 FAX $41.548.0761 REVISIONS _ CURRENT AS OF 011816 FIREPLACE DETAILS N EXAMPLE 2 -STORY PLAN DOES NOT NECESSARILY REFLECT PLAN OR ORIENTATION TO BE CONSTRUCTED -'C 6-EC'L, —. - „--<E T. un.0 —_ =Rim EGG= LI -ERE RECL 'Rlr. I -F. g l TY EZ iNG -- r-OR.— CORN FR TRir- WI I -ETOL L s ALAS=INC- J -En CPT 'IK* ^-LSC\R` 5_L5C'EC Vl (SEE PLAN FOR MASONRY LOCATIONS) M,I REC - \'C- _ sc\. [ JEF FRONT ELEVATION (EXAMPLE SCALE: 1/4" . 1'-0' (74x7&. SHEET) 1/8" . I'-0' (11x1-1 SHF' GFS c UOC7 ROOF ____- _ REG:; 7C 5x—CF` ROOF C JC R- !`a SIC,Nc- cEF -_.LN ROOF'; __•i -:w ccc TFC' BE7,—\ I r� = CJ'LOCKERE L6 RSC:; �J _C SJFFCi' ROO: CErE__.ie .KE d G'\I- -ER L\ - • 6 ENC m --L '2 ELLS-wC- LR- TR! rE- ::RiF -- - 45 REC`_ si CJ7 711!1-1 TC FIT TC E\C = =irC5-•- _._.6 LRE' L' "CF O% ----- }Ccs__•--\ II II . 71 5 t # �` SCREy'S CAP DETAIL SCFEOEG � END VIEW -.- FCS" w - _^'LR- scss WRAPPED POST ON y i; C ,% BASE DETAIL STD. COLUMN DETAIL �RCOF1- _Nc E_ _\G EC C. TRJSSES FEF F -L\ BIR:: E.K C. SFECC i GR!F EDGE -1/4' :\ ^OPT. ENCLOSED SOFFITS" ROOF EAVE, TYP. DS3 SCALE - N T.5 SIDE ELEVATION (EXAMPLE) SCALE: IJ4" . I'-0' (24x36 SHEET) VPs" . I'-0' (11x1-1 SHEET) ELEVATION CORBELS CCT FRONT VIEW FEa _-'- _ GLF GF RCi I': TOP VIEW PLANT SHELF -lk \ SHUTTERS WINDOW SHUTTERS & PLANT SHELF••• SCALE: N.T-S. •c REAR ELEVATION (EXAMPLE) SCALE: 114" . P-0' (24x36 SHEET) VS" . I'-0' (1)x1-1 SHEET) LlIkIlp'Al 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-923-6607 FAX 541-548-0761 i• • 1 • • LL4•^••• • up • f. L� Z V V) REVISIONS CURRENT AS OF 100118 I- - --] ;I SIGNATURE SIDING DETAILS SEE CS DS3 t # �` SCREy'S m, SCFEOEG � END VIEW m .FY - � • _ • • FRc JIIIE-s'CCR=EL 5 -CQ s N=OJIS OF TC = .;.._ .CIN'- r a r - • FRCVIGE id CCREEL5 FGF ; INGO,Lt 5 wcE LNc CvEF CORBEL WINDOW SHUTTERS & PLANT SHELF••• SCALE: N.T-S. •c REAR ELEVATION (EXAMPLE) SCALE: 114" . P-0' (24x36 SHEET) VS" . I'-0' (1)x1-1 SHEET) LlIkIlp'Al 2464 SW GLACIER PLACE REDMOND, OR 97756 PHONE 541-923-6607 FAX 541-548-0761 i• • 1 • • LL4•^••• • up • f. L� Z V V) REVISIONS CURRENT AS OF 100118 I- - --] ;I SIGNATURE SIDING DETAILS SEE CS DS3 u lKny nro)xxe>,rNmsi eedge _ Jar 4'ftauttng:. __ ied..wtb Topolropgll openi4g: to Palk °?en • f. Cut the sill Aastung to the width of the rough+ opening plus twice the flashing wift. Wipe ?he Make the following diagonal cufs.al the top of therough Surface of the wealher-resistive.banier with a dean opening comers. Example: for 9' Bashing measure as follows: rag to ensure proper adhesion. Remove the release 9' up and 9" over, makings 45' angle (11g. Cul on the drag- Paperand press the sill Bashing in place so that the onal from marked point to the rough opening comer. Gently edge of the rough opedge of the rough opening. adhesive is level with the top raise the top edge of the weather -resistive barrier and tape the comers and the center to The barrier surface above. This will allow for the installation of the window and the jamb and head flashing later. CONTINUED... 1 2464 SW GLACIER PLACE REDMOND,REOR 9775fi PHONE 541.923-6607 FAX 541-548-0761 installing the window, appy a continuous ;h' bead cmrvw., a �S .x� - / . �.'•-•-._..�...-..� 1y i1 ' "or r ,rte I I mounting flange. Install The window according 10 the wirF 1 ! a :g dow, manufacturer's instructions. •• • I i winder I+a9r LBetore 2464 SW GLACIER PLACE REDMOND,REOR 9775fi PHONE 541.923-6607 FAX 541-548-0761 installing the window, appy a continuous ;h' bead 1y i1 of sealant to the backside fbrferkO of the "or adhev.esuiD I mounting flange. Install The window according 10 the wirF 1 ! a :g dow, manufacturer's instructions. •• • $ • HEAD FLASHING • �j • • I r" �--�.. _ ncow ��gil,ho.t 1 °s I 1' t I •.._• < � {i Intoe eashng flush against Ths g`'�"''3Tor'ro1'4Pdl Bsshvro. is •a a �/ J . w ••••I -wnd-*., wish rhe adhes.ejamE -covering rhe wt�,,- dmrRa•ge. _- „_ - - _.•�- y �' �� ;" Prior to installing the jamb flashing wipe the jamb Range r '�\`• � -, and weathe, istive .barrier with a dean rag to ensure proper adhesion. Then cut two strips of flashing long V enough to extend beyond the sill flashing and 2` below the Z top of the head flashing. Remove The release paper and Wipe the head flange, jamb Bashing, weatheraesistive bar- align the Bashing flush against the window frame with the vier, and sheathing with a clean rag. Cut a piece of Bashing adhesive strip covering the entire window Range. Follow long enough to ensure that the bead flashing extends a min- this procedure for the other side of the window. imLln f'beyond the jamb flashing. Install.the head Bashing by pressing firmly in place in one direction to prevent voids. WINDOW FLASHING, TYP. ���, SCALE'N.T.S. HVm�Guard_ Hoasmmp products for aF n-ealher Lnadrv:ne ✓ER -n -=FRC✓EC E/TER CF 'N '5=vG_c-_c_=c°__ ;:\ ':.' -PER COJFEEE i?E :CJER CC, R£°- I1C. =_4 C C CR= ^7EL �: EY E\. G'._- 1E EC_L -\:� EE G:w•`•'( _vC ,'R c•. -C-_ J -_ ' :N CV=_RLL= OF r -E-e- e \--_ SC _ - -N. '•G::T -:IRT IUIT- .G'.:F_R C.:RSE i,rC TG -REE ___ _RC" CCFN-cR _\_ :\" N'N'-ILI OR 5- AFL IN_ - T=_HERE ••• --==N=tF-T=_ TtiE 5TUC OR n=:_ E -____ - - c FIR£'`✓E4_'C-_ EE 'evE..R` - INC -FE c = ESL- =,4"� '♦ _AN :- E ✓ERY -'E:NG- =R!=E__E _C _�_\G- FC^'v CF Fl aeTIC CSF N=�_E 5'g •E___ CF- LRC-E•a - T- - c uOJSEUR - "!:T =� -N 5E USEC TC--.:-_ ON5 LI<E -F-ER 2 � BUILDING HOUSEWRAP, TYP. DS4 SCALE: NJA —'—F-/NEL el:ING EC: - W. L_ FFR F= - LN NOL'SEWRGF CCr:NTER•-L-SSE: CVER NERC FL-S=;NG LE4vE O° EIC NG 'C 4CG� 1 NLI_EC -C Lu -'L_ a --_r_ CN__ r RCC' E-Nv C✓_R UNC=R_-` _1 -e _;FEC REAR c.SE r<- _CC5E - E.GE C_F=c_ _ F=R "_N NSTRUC-'CNE LOCSE - EDGE -RCF ER_l INS'' -LEC '-E1 Y NOTE: FOLLOW ALL MANl1FACTURE R'S INSTALLATION INSTRUCTIONS FOR"O FOR HORIZONTAL a VERTICAL 14OUSEU RAP OVERLAPS C SIDE 5EAM TAPING (DETAIL 2/D54) =4_`•` _CC4_ `ErTUGS '-EDC-E N_ 5.-'- -=-R'G-„--TT TRJESEE cER GCr\E4C - 1111--1 T4�. aR-- CRR.RHLKGEE'_EE\ 'C 5: =__5 (SIDE -- TRIM TO 5E CONT. AT EiEGT�INE E_< G EDGE OF OPT. MASONRY) A - - _ y,- - .. - - _ - . - TR" 3 ROOF -TO -WALL FLASHING, TYP. D ScE: N,T.S Kick -out flashing 1 .. 1 sneaWno--•j'� paprn—W wali i wNl mntinaea `y Dalt edge of. { root guner nw. lawn snxges era sldrng nor shorn to dii lty -C_EE JR-= c=_\= EO==' ✓= -R 4cG : C\E-s-_--C\ \E-_lam <G<•G yR" 's\` 4 �. SIR al,C -7 7 CC _ ;CS.:. siding IAVW.ge f - ,h"s Y eeveb / Protect -on drip edge J ' �11 FRONT 1r • ` C -ECNR` ' e e •�=C.SEJ4-c _CCE= _ EDGE C=,,.L__ =ER --1J=. 15-R'dC- C15 s CORNER TRIM, TYP. DS4 SCALE. N.T.6 C ✓E 4 -- -..- YG- c E L ° G TR" CE E 5C- Fir- - -C !=RCTEC- a� STEP FLASHING & KICK -OUT FLASHING, TYP. +s1 MASONRY WAINSCOT, TYP. DS4 SCALE KTA DS4 SCALE: N.T.S. ._-_-- EN: tRJSE FEF =_-1 =CuSE�L'4-F L -IF C'✓ER -4'^' _-NC E ELNC• C SPEC _ _ENT=R CVER 7,R=NS^:C1 `-CJEEJ4 � SLE- E4 \ETRJGTIGNe-E/-EN: =S7 GCRNERS TC C✓=F_-- ., : ONG- -6 EFEC : 1'-7-' GABLE SIDING wl TRIM BAND, TYP. DS4. FRONT ELEVATION ONLY scALE: N T.s -�' F -NE_ _ C;IN_ E =N: 'RwS FER �q_. - • ••&ooe 4JN _OC_ -e RAS- EC77C\1: C It•Y- TR"+ E/CE55 --CNG- __ 7ER I, NG• C /E Rte= 5L'NG. •• •• • •••••• - - SEJ4.-= R.N LCCSE C 'Et • _CNG SCT"CY E✓GE C •• •• , -47 _NEL EI:'NG• GABLE TRANSITION - SINGLE WALL, TYP. DS4 SIDES/ REAR ELEVATION SCALE N.TS l C -EE' -.CCR 7C Cl- R_<- iNa JL. c C-Lq- c�\c_ CCR_- --4s'NC, -' 4 " FiC-R: i F_CCR JC E e =RE ✓EN- c : NG =_E/ _ 4-1 F--\ C✓ER ---EF -0, 5E -M- _ _ R.- - C. -5Z E _ v I � Imo_. _✓-- - _ c --:e G ✓EFc c = \G 7 -C= .. _..__. -.- ---_ �-• -- E -R -e a/'=♦C - FLOOR TRANSITION - SINGLE WALL, TYP. DS4 SIDES/ REAR ELEVATION Sous: N 1.S �o f _ REVISIONS f CURRENT AS OF 100118 SIGNATURE SIDING SIDING & FLASHING DETAILS SEE CS ,DS4 2464 SW GLACIER PLACE REDMOND,REOR 9775fi PHONE 541.923-6607 FAX 541-548-0761 • is j tj • • • • ISof• I _ �••!•• • • w •- •• • • • "j i••• • �j • • d • 0 °s is •a a �/ J . w ••••I Q LL V Z 0 V) f _ REVISIONS f CURRENT AS OF 100118 SIGNATURE SIDING SIDING & FLASHING DETAILS SEE CS ,DS4