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20140254 Permit Pkg 10012014 (2) �o� TH+�p,��' City of Yelm Permit No.: 20140254 �� '� Community Development Department Issue Date: 70/01/2014 (Work must be completed within 180 days) Building Division Phone: (360)458-8407 L '"""'""c» Fax: (360)458-3144 Applicant: Name: JASON MYKLAND Phone: 253-686-4633 Address: 6121 85TH AVE W. UNIVERSITY PLACE WA 98467 Rroperty Information: Site Address: 15520 105TH WAY SE Owner: JASON MYKLAND Assessor Parcel No.: Subdivision: Lot: Contractor Information: Name: JASON MYKLAND Phone: Address: 6121 85TH AVE W. UNIVERSITY PLACE WA 98467 Contractor License No.: Expires: 0/00/0000 Project Information: Project: DEMOLITION Description of Work: DEMO Sq. Ft. per floor: First Heat Type(Electric, Gas, Other): Second Third Garage Basement Fees: Item Contractor Fees DEMOLITION JASON MYKLAND $�p,g�. MECHANICAL JASON MYKLAND-1/16/2015 $ 167.00 PLUMBING JASON MYKLAND-1/16/2015 $ 34.00 RESIDENTIAL ALTERATION JASON MYKLAND-1/16/2015 $2,013.78 TOTAL FEES: $ 2,264.78 ApplicanYs Affidavit: OFFICIAL USE ONLY I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of #Sets of Prints: Yelm regulations including those governing zoning and land subdivision,and in addition,all covenants, easements and restrictions of record. If applying s a contractor, I further certify that I am currently Final Inspection: registered in the State of Washin ton. • f� Date: Signature Date t—� �7`� Firm By� �O� TH�p�� City of Yelm Permit ►vo.: 20140254 y � �� Community Development Department Fee Calculation Worksheet Building Division Phone: (360)458-8407 EL "��"�� Fax: (360)458-3144 Applicant: Name: JASON MYKLAND Phone: 253-686-4633 Address: 6121 85TH AVE W. UNIVERSITY PLACE WA 98467 Property Information: Site Address: 15520 105TH WAY SE Owner: �ASON MYKLAND Assessor Parcel No.: Subdivision: Lot: Project Information: Project: DEMOLITION Description of Work: REPAIR OF FIRE DAMAGED DUPLEX Sq. Ft. per floor: First Heat Type (Electric, Gas, Other): Second Third Garage Basement Fees: Item Units Fees MECHANICAL PERMIT 1 $ 20.00 MECHANICAL REPAIR/ADDITION 8 $ 76.00 EXHAUST FANS 8 $ 52.00 WHOLE HOUSE FAN/MISCELLANEOUS 2 $ 19.00 TOTAL FEES: $ 167.00 PAYMENTS MADE: $- 167.00 BALANCE DUE: $ 0.00 "�'o� T"�p �' City of Yelm Permit ►vo.: 20140254 w �, � � Community Development Department Fee Calculation Worksheet Building Division Phone: (360)458-8407 EL Fax: (360)458-3144 Applicant: Name: JASON MYKLAND Phone: 253-686-4633 Address: 6121 85TH AVE W. UNIVERSITY PLACE WA 98467 Property Information: site Address: 15520 105TH WAY SE owner: JASON MYKLAND Assessor Parcel No.: Subdivision: Lot: Project Information: Project: DEMOLITION Description of Work: REPAIR OF FIRE DAMAGED DUPLEX Sq. Ft. per floor: First Heat Type(Electric, Gas, Other): Second Third Garage Basement Fees: Item Units Fees PLUMBING PERMIT 2 $ 34.00 TOTAL FEES: $ 34.00 PAYMENTS MADE: $- 34.00 BALANCE DUE: $ 0.00 �''o� T"��,� City of Yelm Permit No.: 20140254 w , � � Community Development Department Fee Calculation Worksheet a rn Building Division Phone: (360)458-8407 EL w�s»��`�°" Fax: (360)458-3144 Applicant: Name: JASON MYKLAND Phone: 253-686-4633 Address: 6121 85TH AVE W. UNIVERSITY PLACE WA 98467 Property Information: Site,4ddress: 15520 105TH WAY SE Owner: JASON MYKLAND Assessor Parcel No.: Subdivision: Lot: Project Information: Project: DEMOLITION Description of Work: REPAIR OF FIRE DAMAGED DUPLEX Sq. Ft. per floor: First Heat Type(Electric, Gas, Other): Second Third Garage Basement Fees: Item Units Fees BUILDING PERMIT ESTIMATED VALUE 140,000 $1,217.75 BUILDING PLAN REVIEW 0 $ 791.53 STATE BUILDING FEE 1 $ 4.50 TOTAL FEES: $ 2,013.78 PAYMENTS MADE: $- 2,013.78 BALANCE DUE: $ 0.00 �0��5� ^ CITY OF YELM RESIDENTIAL BUILDING PERMIT APPLICATION FORM ` Project Address: 15�L�_`� ��i �+�.iG 1 � 1+�4�:{S�- Parcel#:, 22`7 30 2 2 l 1�t5 � �iv�n vJA ��`.�� Subdivision:� Piarr� Zoning: R.LF ❑ New Construction ❑ Re-Model/Re-Roof/Addition ❑ Home Occupation Sign D Piumbing ❑ Mechanicaf ❑ Mobile/Manufactured Home Piacement �.Other �tv� ��C Project Description/Scope of Work: C'�arni� � -�►� C�0.MQ�.ec� �1 Project Value: � ��6Gf1`— � Buiiding Area(sq.ft) 1�Fioor�� 2"d�FFc�e�--. 3`d'Ffes�.. Garage�car�-3tar--- Covered Patio Covered Porch Patio Deck #Bedrooms� #Bathrooms� Heating: GAS/OTHER o LECTRIC ircie One) Are there aqy enviranmentaliy sensitive areas located on the parcel? 0 _ lfyes, a completed environmental checkiist must accompany permit application. BUtLDING 4WfVER NAME:' SU �. � ADDRESS„�2l $�f"� G.� W. EMAIL ' : �'C� .t.� CITY STATE t�R ZIP��p� TELEPHONE 3 r;� fn�siz+°-�4:►3`�3 ARCHITECT/ENGINEER�v�R LIGENSE# ADDRESS EMAIL CITY STATE ZIP TELEPHONE GENERAL CONTRACTOR � TELEPHONE 2�3 t.+�6•�11a�3 ADDRESS �IZi ��'•s� <1l� W° EMAIL �m»1�lca±►� C�a.,ni� �om CITY Vl.tni �l�c:p STATE��ZIP �i`.t'stl b'l FAX CONTRACTOR'S LICENSE# EXP DATE CITY LICENSE# PLUMBING CONTRACTOR ��a.k �rd 1M�ci�ne�+ad1:TELEPHONE �ri3 53�I " �9'OD ADDRESS 1o�e�t �r�k� F�Ue.�� EMAIL CITYTc�Wv�� STATE�ZIP�'1844� FAX 7.�� 53fo"Gtnb(r C�NTRACTOR'S LICENSE# EXP DATE CITY LICENSE# MECHANICAL C�NTRACTOR v. ' TELEPHONE 25� 20_ •23Gb _ ADDRESS 55 2�¢ •'� . � EMAIL � CITY�F�y�la,��_STATE WA Z1P 37 5 FAX L�� 75•" 02 35 CONT (�TOR S LICENSE# EXP DATE CITY LICENSE# � Copy of mitigation agreement with Yelm Community Schools, if applicable. 1 hereby certify that the above i�orn�ation is correct and that the construction on,and the occupancy and the use of th� above desc�ibed property wlll�in accordance with the laws,rules and regulations of the Stete of Washington and the City of Yelm. �,��,�� t�� ___��^_ i4-l�S..�� .�t1A�� .d� ancs�rtature Date Owne I Contractor/Owner's Agent/Cont�actor's Agent(Ptease circle one.} All permits are non-transferable and will expire if wo�lc authorized by such permit is not begun within 980 days of issuance,or if wotk is suspended or abandoned for a peri�of 1SS�-+��ys� --v„m... . . ; JAN 0 ; 2015 SCANNED 105 Yelm Aaenue West (36f11�58-3835 - -- - � Yelm,WA 98597 ,1A N 0 7 2015 (360)438-3144 FAX www.ciyelm.wa.us , CITY OF YELM RESIDENTIAL BUILDING PERMIT APPLICATION FORM � �,,�/ 3�j, 145�w�YS� z ��.�i I QD Project Address:/��T/� Parcel#: � � Subdivision: Lot : Plan#: Zoning: ca�r i� New Construction [� Re- o el/Re-Roof/Addition ❑ Home Occupation Sign iu.�lumbing i_H�fiechanical � Mobile/Manufactured Home Placement �' Other Project Description/Scope of Work: ' "�'Y a�� E�S'-S1"�`I ''�"Q��''� ��'�= �`1''�'� Project Value��tFi� Building Area(sq. ft) 1 S` Floor�l b� 2�d Floor Garage �b'b Deck Basement Carport Patio #Bedrooms b #Bathrooms� Heating: GAS/OTHER or LECTRIC Circie One) Are there any environmentally sensitive areas located on the parcel? /f yes, a completed environmental checklist must accompany permit application. BUILDING OWNER NAME: ��r 1�'� I a+n ADDRESS �� 5'}h a.�z- EMAIL..�/'� �^ a� .t�+'�'1 CITYiJ^��"y� r�c�.STATE W� ZIP �$�IbZTELEPHONE Z'� - 6 "�'- ARCHITECT/ENGINEER LICENSE# ADDRESS EMAIL CITY STATE ZIP TELEPHONE GENERALCONTRACTOR TELEPHONE �y ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE# EXP DATE_CITY LICENSE# , PLUMBING CONTRACTOR J Q d� � LEPHONE 2�'� �=�'�'�f"Sr�b(� ADDRESS 1�10� �,� � EMAIL CITY'�t�Lt�vr2� STATE'vl:�t>. ZIP $ S FAX CONTRACTOR'S LICENSE# EXP DATE CITY LICENSE# — r MECHANICALCONTRACTOR T EPHONE � � ADDRESS r �� 't' r- EMAIL �.53 2 (�-c�c�c��, CITY� STATE U�IP► ZIP 3�15 FAX CONTRA TOR'S LICENSE# EXP DATE CITY LICENSE# Copy of mitigation agreement with Yeim Community Schools, if applicable. I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above described property will be in accordance with the Iaws,rules and regulations of the State of Washington and the City of Yelm. � l�—Z�' �� pplic t's ` ature Date Ow r/Contractor/Owner's Agent/Contractor's Agent(Please circle one.) All permits are non-transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned for a period o��fi$D d�ys -:� .� c ' �,�"}±a,� ! OCT 2 9 2014 ► , ; � . 105 Yelm Auenue West (360)�158-5&36- - ___- __ Yelm,WA 98597 (360)458-3144 FAX �' www.ci.yelm.wa.us Cit� of �elm (�e ) ��n�a�o2 REC#; 0�183741 1/16/2015 9�47 AM OPER: CO TERM: 001 REF#: CRAN: 33•0000 6UILDING �'ERMITS 20140254 7,Z1�.��'� MYKLANQ, JASON 155Z0 105TH WAY SE MECH 167.00CR PL 34.00CR BLD-RES3 2,U13.78�R .I.ENf.IERED. 2,214.78- ��NER APPLIED: CHANGE: �� 0.00 �� TIiF p'�� O '�i City of �elm � � Site Plan Review Committee YELM 105 Yelm Avenue West WASNINGTON Yelm, WA 98597 Findings of Fact, Conclusions of Law, and Decision FINDINGS OF FACT 1. Jason L. & Patricia Hale Mykland are the owners of Assessor's parcel number 22730221100 15520 105t" Way SE. z. The property is located within the City Limits of Yelm and is zoned R-4 Low Density Residential 3. In May of 2003 Jason L. & Patricia Hale Mykland were issued permit number 6962 at the above site for the construction of a Duplex. 4. A fire on August 28, 2014, caused extensive damage to the roof and water and smoke damage to the duplex interior. Damage repair is for the replacement of roof system, 50%of � the plumbing, rewire electrical and replacement of the drywall and interior finish. 5. The damaged duplex is currently serviced with water from the City by meter#007748498 Iocated on 104th Place SE. 6. The City allowed the off premise tap on 104th Ave SE with the condition that when water became available within 200 feet on 105th Way SE the meter would be moved to a new location on 105t"Way SE. 7. Section 13.04.110 of Yelm Municipal Code, Service—Connection —General requirements States: When a permit has been obtained for the installation of water service, the superintendent shall cause the premises described in the application to be connected with the water system by a service pipe extending from the main to the property line and a stopcock and water meter placed within the right-of-way. Every separate premises shall have its own separate meter. S. The damaged duplex is currently connected to an onsite septic system. The City allowed an onsite septic system until City S.T.E.P. sewer system became available within 200 feet on 105t" Way SE. 9. Section 1308.020 (B) of the s Yelm Municipal Code states: Except as provided in this chapter, it is unlawful to construct or maintain any privy, privy vault, cesspool or other facility intended or used for the disposal of sewage and to install or use any on-site soil absorption systems in such cases where the City's sewer collection system is available for service as provided herein. For purposes of this code, the sewer collection system shall be deemed available when the premises are within 200 feet of the City's collection lines; provided, that the City's treatment plant holds sufficient unused capacity to treat the expected sewage from the premises. 10. Section 13.08.020 (C ) of the Yelm Municipal Code States: For the purpose of this code, when the sewer is not available as defined in this section, primarily treated wastewater may be disposed of on-site with a treatment and disposal system that meets the approval of the health officer. All components shall be designed and constructed to meet the City's STEP system standards. The City shall establish the standards under which all components of the system will be constructed, including: side sewers, tanks, pumps, pump controls and associated appurtenances for both the municipal system and on-site soil absorption systems that will be converted for use in the transport of effluent to the Yelm municipal collection system at such time as sewer is available. 11. Section 13.08.020 (G) of the Yelm Municipal Code States: Any building hereafter constructed or made available for human occupation and use, or parcel of real estate to which the sewer collection system is available as provided in subsection A of this section, shall, within 60 days after an application for a side sewer permit is received by the City, or prior to occupancy of the premises, whichever event first occurs, be connected to the municipal sewer system of the City. 12. As a requirement of the Yelm Terra subdivision an 8 inch water line and 4 inch step sewer lines currently terminate on 105th Way SE at the east property line of 15520 105th Way SE. 13. A building permit application on October 29, 2014 was submitted to repair the fire damaged duplex. CONCLUSIONS OF LAW A. City of Yelm water and sewer service is available within 200 feet of the applicant's property at 15520 105th Way SE. B. The application failed to detail the relocation of the water service meter on 105th Way SE per Section 13.04.110 ( B ) YMC Service-Connection-General requirements. C. The application failed to detail the conversion of the existing onsite septic system for the use in the transport of effluent to the Yelm Municipal Collection System per Section 13.08.020 ( C ) YMC Use of municipal sewer. DECISION The application is denied Dated this 14th day of November, 2014 Gary Carlson, Building Official 2 __. , .,�.�.. Green Homes, LLC Construction and Remodel Proposal 1009 Yew St. LIC M GREENHC961QS Bellin WA 98229 BOND# SF8625 Phone#360-223-0784 Date 1/7/2015 Estimate# 225 Proposal Submined to Customer Phone Jason&Patty Mykland 253-686-4633 6121 85th Ave.West University Place,WA 98467 Item Description Totai labor and Material Project Description:Fire Damaged Duplex 140,00O.00T Project Address: 15520 8c 15526 lOSth Way SE,Yelm WA 98597 Owners:Jason and Patty Mykland 6121 85th Ave.W University Place,WA 98467 � -Green Homes,LLC proposes to repair the tire damaged duplex at 15520& 15526 l OSth Way SE,Yelm WA back to its original condition. Proposed work to include roofsystem,electrical repair, portions of the plumbing,instail ventingfinechanica(ductwork, install new insulation and sheetrock,reinstall interior tinishes, repairlreplace siding and repaint. -Owner will apply f'or permits and pay all permit costs direcdy to citylcounty. All work to be completed in a workman-like manner according to aurent standard buiiding codes and practices. All changes or additions will be in writing and owner be charged additional time and material for work outside the scope ofthis proposal. Subtotal We propose bereby to furnish material and labor complete in accorciance with above Sales Tax specifications,for the sum of: Tota I All rtmterial is guarantead to be as specified. All work to be compieted in a substantial workmanlike manner according to specifications submitted per standard practices. Any alterarion or deviation 6nm qut6oriud above specificaYions involving eactra cost will be executed only upon written orders,and will become �geature and eactra charge over and above the estimate. All agreements contingent upon strikes,accidents or delays beyond our control. Ch�mer to carry 6re,tomado,or other rnee�ary insurance. Our workers am fully coverecl by Workmans's Compensation Insurance_ Acceptance of Proposal Note:This poposal may be withdrawn The above prices,specitications and conditio�are satisfactory ead ere hereby aecepted. You are by us if not accepted within 30 days. authorized to do the work as specified. Payment wi11 be made as ouUined above Signature Date Page 1 DETAILED COST BREAKDOWN to BIDIPROPOSAL Jason & Patty Mykland 1/7/2015 Pro'ect Address: 15520& 15526 105th Wa SE, Yelm, WA 98597 #225 Garage Doors-2 standard metal 16x8, non-insulated 1,800.00 Framina Lumb�r-roof shegting,&.garage wali_repair ��_._w��,__._,.,...,.,.__.4,000.00 Trusses 7,500.00 7C��fa _. _. _ ._.___firewall separ. ... —_�.�._._.__.._.._.....,.�__...r�.,..__ __.__._ ation in trusses 800.00 truss instailation 3,000.00 new fascia trim 500.00 Roofing-30 year composite,felt&venting-�olor to be selected 7,800.00 ,,`l�'� Gutters&downspouts-standard K line, color to be selected 1,200.00 Siding -reinstall existing and partial new cement board siding 5,000.00 Plumbin - artial re�air, 50°l0 of rou�h�lumbin;�existin� 7,000.00 .._ _ ._....m,...._...� � plumber to reuse all sinks and toilets new fiberglass bath/shower stalls _ _ ..aElectrical-rou�h-in &final trim installed to current code, 9,000.04 average residence, copper wiring, outlet boxes, standard switches, main breaker panel with breakers, #v& phone wire, smoke& carbon monoxide detectors lighting fi�ures-reinstall existing&new 504.00 Mechanical-2 new Insta-hot Water Heaters and all ventilation 5,500.00 � ~ �whole house fans, bathroom fans& kitchen exhaust over range Heatinq -wall electrical cadet heaters&thermostats&wiring 4,000.00 replace 50°/a and reinstall existing Fireplaces-install new porcelain tile&trim surround 150.00 i�«- r'�-�-'�5 u�. _Insulation -sta�dard blown & batt 6,200.00 "� � 3�'�� Drywall-standard material, primer and texture 13,500.00 Painting -interior 1 color-to be selected 4,000.00 exterior 1 body& 1 trim color-to be selected Cabinets-kitchen and bathrooms-new&reinstall existing 7,500.00 builder grade, shaker style to match to existing Carpet,Vinyl 8�Countertops 6,800.00 Carpet-Mohawk Top Card-instailed over 61b cushion bedrooms, haliway, living room Vinyl Flooring-Mannington Benchmark kitchen, bathrooms, laundry room &underlayment Countertop- Formica-kitchen &bathrooms tT�;.. � � �c � x��.;a.,,. .. . . ,..:.._ � .� . . ::�. . ,_. .. . . :.. . ,.:-. . . ... .. -�. ..,. . .. .. . . . . . Pro osed Work P replace burned trusses replace roofing plumbing 50% rewire electrical replace drywall &all finishes a�...� � � Keeping Existing � foundation � subfloor all sheeting windows interior and exterior framed walls plumbing 50% reinstall HVAC Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information 1 S S� !�`-��'b a rt �"1 u��''�i. !�' wk �SL'. � �.�a __ ��._ y�33 e w�l it�� ' `�`�( This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative � ^� � Date /v �2'�-�'� II Climate Zones R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCb'e n/a n/a Ceiling 49' 0.026 Wood Frame Wall9 k� 21 int 0.056 Mass Wall R-Value' 21/21h 0.056 Floor 309 0.029 Below Grade Wall`k 10/15/21 int+TB 0.042 Slabd R-Value& Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellinqs and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: ❑1. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. �2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in#1 or#3, including additions over 750 square feet. ❑3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. ❑4. Dwelling unit other than one and two-family dwellings and townhouses: Exempt As defined in Section 101.2 of the International Residential Code Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 � 1 b Efficient Building Envelope 1 b 1.0 � 1c Efficient Building Envelope 1c 2.0 � 2a Air Leakage Control and Efficient Ventilation 2a 0.5 � 2b Air Leakage Control and Efficient Ventilation 2b 1.0 � 2c Air Leakage Control and Efficient Ventilation 2c 1.5 � 3a High Efficiency HVAC 3a 0.5 � 3b High Efficiency HVAC 3b 1.0 � 3c High Efficiency HVAC 3c 2.0 � 3d High Efficiency HVAC 3d 1.0 � 4 High Efficiency HVAC Distribution System 1.0 � 5a Efficient Water Heating 0.5 � 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 *1200�wh 0.0 Total Credits 0.00 *Please refer to Table R406.2 for complete option descriptions `��- � �-�.i�;�:_.'� htt : www.ener .wsu.edu Documents Table 406 2 Ener Credits 2012 WSEC. d ' OCT 2 9 2014 � ; BY: � Page 1 of 21 iJob ilTruss TrussType IatY �Ply MYKLANDCONST/DUPLEX/RMW � ISJ410551 iA01 GABLE 1 1 Job Reference(optional) � The Truss CoJ Tn-County Truss,WA,OR,TSE Run:7.510 s Jan 20 2014 Pnnt:7.60D s Oct 3 2014 MiTek Industnes,Inc Fn Oct 24 11:4726 2014 Page 1 ID:_RXGB8c14v4cNgOHSMscdycmrX-hMgHtXLKkBWgKl6q Et7k14pQ6Q P6TsYMOW4XTIyQB9? -1-6-o to-6-o 21-0-o zz�-o 1-6-0 10-6-0 10E-0 1-6-0 � 8 Scale=1:54.6 5.00 12 1.5x4 II — 1.5x4 II 5 I 9 4 I� 1.Sx4 II . t5x4 II 4 �� 1.Sx4 II 3 T T �� T T 1 T Z 12 � q11 �3Iv 0 0 3x4= 22 21 20 19 18 17 16 15 14 3x4= 1.5x4 I I 1.5x4 I I 1.5x4 I I t5x4 I I 3x4= 1.5x4 I I 1.5x4 I I 1.5x4 II ��5x4 II 21-0-0 21-0-0 Plate Offsets(X Y)—[7�0-2-0 Edqe] LOADING(ps� SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 13 n/r 120 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.08 Vert(TL) 0.00 13 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 12 Na n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:80 Ib FT=16% LUMBER- BRACING- TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. I REACTIONS. All bearings 21-0-0. (Ib)- Max Horz2=-GO(LC 9) Max Uplift All uplift 100 Ib or less atjoint(s)2,14,15,16,22,21,20,12 Max Grav All reactions 250 Ib or less at joint(s)t9,18,15,16,21,20 except 2=257(LC 1),14=286(LC 20),22=286(LC 19), 12=257(LC 1) FORCES. Qb)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. NOTES- (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;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=1.33 plate grip DOL=1.33 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 requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonwncurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplrft at joint(s)2,14,15,16,22,21,20,12. 9)This truss is designed in accordance with the 2012 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSI(fPl 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard ��f....��p . t A,4€��, * .� � ,.. '� � �G,' ,_�� . ,� � _..,==� � — � � ��... � �-"-�4 . .�". 1�t�'�i?} � � b. � �a � OCT 2 9 2014 ' �`�� + �� N��.� � ��;�P. 10t2fil14 -- Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE U—SE:"'— Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicabiliry of design parameters and proper incotporation of component is responsibiliry of building 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 erectoc Additional permanent bracing of[he overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,s[orage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Informafion available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 t�],�'��s�`,�}.�{"`,,, Page 2 of 21 �o� ?r� ,Truss Type �ty i Ply MYKLAND CONST/DUPLEX/RMW IISJ410551 A02 Common 4 � Job Reference(optional) The Truss Co./Tn-County Truss,WA,OR,TSE Run:7.510 s Jan 20 2014 Pnnt:7.600 s Oct 3 2014 MiTek Industnes,Inc. Fri Oct 24 11-47�27 2014 Page 1 ID:_RXG68c14v4cNgOHSMscdycmrX-9YEg4tMzWeXySgOoaezqHLYrpf9CGPWFAq4?IyQB9_ -1-6-0 5-5-10 10�-0 15-6-6 21-0-0 1-6-0 5-5-10 5-0-6 5-0-6 5-5-10 Scale=1:38.1 4x4= 4 5.00 12 1.5x4\� 1.5x4// 3 5 T t � 6 2 � g1 82 �o 9 S 7 3x5= 3x4= 3x4= 3x4= 3x5= 6-10-7 14-1-9 21-0-0 6-10-7 t 73-1 ~ 6-10-7 LOADING(ps� SPACING 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34�Vert(LL) -0.08 7-9 >999 360 MT20 185/148 TCDL 8D Lumber DOL 1.15 BC 0.47 Vert(TL) -0.20 7-9 >999 240 BC�L 0.0 ' Rep Slress Incr YES NB 0.20 Horz(TL) 0.06 6 n/a Na BCDL 7.0 CodeIRC2012/TPI2007 (Matrix) Weight:721b FT=16% LUMBER- BRACING- TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 6=824/0-3-8 (min.0-1-5),2=941/0-3-5 (min.0-1-9) Max Horz2=67(LC 12) Max Uplift6=-63(LC 9),2=-88(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1 6 5 311 24,3�=-1458/122,4-5=-1479/129,5-6=-1675/132 BOT CHORD 2-9=-126/1457,8-9=-291973,7�=-29/973,6-7=-82/1482 WEBS 4-7=-57/530,5-7=350/121,4-9=-50/503,3-9=-338/118 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;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=1.33 plate grip DOL=1.33 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 3F-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanlcal connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,2. 6)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format � LOAD CASE�S)Standard . ��. c��, � "}- �.SIy je � � "� G� � E'+?3ht� � � �``�;��r�l'15'l`F��'� ��-•�` 10/26/14 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon para�neters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design pazameters and proper incorporation of component is responsibility of building designer. Bracing shown is For lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliry of the erector.Additional pennanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabnca[ion,quality wntrol,storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building �,y,� Component Safery Informa6on available from Truss Plate Institute,583 D'Onofiio Drive,Madison,WI 53719 yy�Q,,��C�,�(„`. Page 3 of 21 -- — � Job Trus—T s Truss Type Qty Ply MYKLAND CONST/DUPLEX/RMW i SJ410551 B01 �GABLE 1 1 Job Reference(optional) The Truss CoJ Tri-County Truss,WA,OR,TSE Run�Z510 s Jan 20 2014 Pnnt:7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Oct 24 11.4727 2014 Page 1 ID:_RXGB8c14v4cNgOHSMscdycmrX-9YEg4tMzWeXySgOoaezqHLU?peACBbWFAq4?IyQB9_ -�-6-0 �-a-i ia-ai z�-o-o i-6-0 7-41� 6-8-0 I 6-11-15 Scale=1:75A � � L5x4 II 3x5�3x4= � 3x4� 3x5� � ' 1.5x4 115.00 12 x5� �.Sx4 1.5x4 II t5x4 II 4x12� 5x5= 3x4� 6 4 5 3x4� 4 x4 I 2 3 5 � 3 2 W4 � x4= 2 1 x4 I I 1.5x4 I I �� 3x5� 11 �� 9 8 1.5x4 I I 3X4 3x4= 3x5= 3x4 I I 1.5x4 II 7-4-1 ia-o-1 21-0-0 7-4-1 6-8-0 6-11-15 PlateOffsets(XY)–[2�03-00-1-8] [5�0-2-40-2-8] �6�0�-120.2-0] [7�0-1�0-1-0] [8�0-1-120-0-0] [12�0-2-80-t-0� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.09 2-11 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.54 Vert(TL) -023 2-11 >999 240 BCLL OA ` Rep Stress Incr YES NB 076 Horz(TL) 0.05 8 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight 150 Ib FT=16 k LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr'ExcepY TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins, except end verticals. � T1:2x4 HF No2,T3,T5:2x6 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF No2 WEBS 1 Row at midpt 7-8,6-S WEBS 2x4 HF Stud'Except` MiTek recommends that Stabilizers and required cross brecing be installed W5,W4:2x4 HF No2 durinq truss erection in accordance with Stabilizer Installation guide. i OTHERS 2x4 HF Stud"ExcepY ST6:2x4 HF No.2 REACTIONS. Qb/size) 8=824/0-3-8 (min.0-1�),2=941/03� (min.0-1-9) Max Horz2=267(LC 5) Max UpliftB=-125(LC 8),2=-98(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-1553/128,3�=-851/66,4-5=-774/76,5-6=-704/88 BOTCHORD 2-11=-186/1345,10-11=-186/1345,9-10=-186/1345,8-9=-82(706 WEBS 3-9=-696/127,6-9=0/435,6-8=-923/168 NOTES- (10) 1)Wnd�.ASCE 7-10;VWt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf�,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=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Provide adequate drainage to prevent water ponding. � 4)Gable studs spaced at 2-0-0 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 ali areas where a rectangle 3�-0 tall by 2-0-0 wide will fit belween the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2 except Qt=1b)8=125. B)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)All dimensions given in feet-inches-sixteenths(FFIISS)fortnat. LOAD CASE(S)Standard . . ��:..d'�'>� . '��. i �,' At,4 f�� r"", � . � a ��,�x t�,�;�� , ��'��`�'r��:��'�.��` �'��IAL�'� 10/26/14 Digitally signed by:Terry L.Powell,P.E. !WARNING!–VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component ro be ins[alled and loaded verticaiy. Applicability of design pazameters and proper incorporation of component is responsibiliry of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabiliry 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,qualiry control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building � Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ��..�,fi,,, Page 4 of 21 - — — - � i Job Truss Truss Type atY P�Y I�1YKLAND CONST/DUPLEX/RMW I SJ410551 602 Monopitch 12 1 I � �Job Reference(optional) The Truss Co./Tri-County Truss,WA,OR,7SE . Run�7.510 s Jan 20 2014 Pnnt:7.600 s Oct 3 2014 MiTek Industries,Inc Fn Oct 24 11.4728 2014 Page 1 ID:_RXGB8c14v4cNgOH5MscdycmrX-dko21 DNbGpmOZcFCL19CNVug7D_VxaVfUqZeXByQB8z -i-s-o �-a-> >a-o-� zi-o-o 1-6-0 7-4-1 6-B-0 6-11-15 Scale=1:61.7 3x4 I I 5.00 12 6 3x4� 5 3x4� 4 3x4� g W4 I � 2 9I� 0 3x5� �� 9 8 „ � 3x4= 3x5= 1.5x4 I I 3x4= 7-4-1 14-0-1 21-0-0 7-4-1 6-8-0 6-11-15 Plate Offsets(X Y)--f2'0-3-0 0-1-8] LOADING(ps� SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d ! PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.09 2-10 >999 360 � MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.53 Vert(TL) -023 2-10 >999 240 I BCLL 0.0 ' Rep Stress Incr YES NB 079 Horz(TL) 0.05 7 n/a Na BCDL 7.0 Code IRC2012ITPI2007 , (Matrix) Weight:91 Ib FT=16% LUMBER- BRACING- TOP CHORD 2x4 HF No2 TOP CHORD SVuctural wood sheathing directly applied or 3-6-12 oc purlins, except end verticals. 80T CHORD 2x4 HF No2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud'Except' WEBS 1 Row at midpt 6-7,5-7 W5,W4:2x4 HF No2 MiTek recommends that Stabilizers and required cross bracing be installed , durinq truss eredion in accordance with Stabilizer Installation guide. REACTIONS. pb/size) 7=824/0-3-8 (min.0-1�),2=941I0-3� (min.0-1-9) Max Horz2=267(LC 7) Max Uplift7=125(LC 8),2=-98(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-1557/130,3�=-842I65,4-5=�90/87 BOT CHORD 2-10=-188/1350,9-10=-188/1350,8-9=-188/1350,8-11=�1/700,7-11=-81/700 WEBS 3-8=-716/132,5-8=0/438,5-7=-908/165 NOTES- (7) 1)Wind�ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;h=25ft�.CaL II;Exp 8;enclosed;MWFRS(envelope)gable end zone�,cantilever left and right exposed;end vertical left and righl exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2 except Qt=1b)7=125. 5)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI 1. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard �'�. ��{�� .,k� ;�,Sjr�. :�' �� 14�}b�} �`' '�'� �� ':� �' �15�`�� "� ��'�L,�'1� 10/26/14 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mi[ek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of desi�,m parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during conswction is the responsibiliry of the erector.Additional permanent bracing of[he overall swcture is the responsibility of the building desi6mer.For general guidance regarding fabncation,quality control,storage delivery erection and bracin�,consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building �{,,, �+�.,, Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 �y��t,r�.�.r,,. Page 5 of 21 _ ______ _ _ __l �Job �Truss Truss Type i Qty Ply MYKLAND CONST/DUPLEX/RMW I SJ410551 I803 MONOPITCH 2 1 Job Reference(optional) The Truss Co./Tri-County Truss,WA,OR,TSE Run:7.510 s Jan 20 2014 Pnnt:7.600 s Oct 3 2014 MiTek Industnes,Inc. Fn Oct 24 11.4728 2014 Page 1 ID: RXG88c14v4cNgOHSMscdycmrX-dko2lDNbGpmOZcFCL19CNVufPDzAxa4fUqZeXByQBBz �-a-� ia-o-i � 2i-o-o 7-4-1 6-8-0 6-11-15 Scale=1:61.5 3x4 I I 5.00 12 5 3x4� 4 3x4� 3 3x4� z W4 1 � ° 9 8 � 10 6 3�— 3x4= 1.5x4 I I 3x4= 3x5= 7-4-1 14-0-1 21-0-0 7-4-1 6-8-0 6-11-15 Plate Offsets(X Y)--(1'0-3-0 Edge] LOADING(ps� SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 VeR(LL) -0.11 1-9 >999 360 MT20 185l148 TCDL SA Lumber DOL 1.15 BC 0.61 Vert(TL) -026 1-9 >960 240 BCLL 0.0 * Rep Stress Incr YES WB 0.81 Horz(TL) 0.05 6 n/a n/a BCDL 7.0 Code IRC201?JTPI2007 (Matrix) Weight:89 Ib FT=16% LUMBER- BRACING- TOP CHORD 2x4 HF No2 TOP CHORD Strudural wood sheathing directly applied or 3-4-0 oc purlins, except end verticals. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud'ExcepY WEBS 1 Row at midpt Sf,4t W5,W4:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (Ip/size) 6=828I03-8 (min.0-1�),1=828/0-3� (min.0-1-8) Max Ho21=258(LC 5) Max Uplift6=-126(LC 8),1=-74(LC 8) FORCES. Qb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1583/136,23=-847/66,3�=Fi95/88 BOT CHORD 1-9=-195/1376,8-9=-195/1376,7-8=-195l1376,7-10=�1/704,6-10=-81/704 WEBS 2-9=0/251,2-7=-741/13$4-7=-2/440,4�=-913/167 NOTES- (7) 1)Wnd:ASCE 7-10;VuIt=110mph(3-second gusq V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;h=25ft;CaL II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Ioads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in ali 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. 4)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at�oint(s)1 except(jt=1b)6=126. 5)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI 1. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard � . ��:. d°��. A�5}:t � * �� :� 't� * � � �: � �,,�.: !y9r;5� ��,7 ��' �'�'rm��-��,�� '�'��VAL�'� 10(2fi/14 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon para�neters shown,and is for an individual building component to be installed and loaded vertically. Applicabiliry of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabiliry dunng construction is the responsibiliry of the erector.Additional permanent bracing of the overall structure is the responsibiliry of the building designer.For general guidance regarding fabricatioq quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Dnve,Madison,WI 53719 '��{,r(�.�{�,,. Page 6 of 21 Job Truss Truss Type Qty Pry MYKLAND CONST/DUPLEX/RMW � SJ410551 B04 GABLE �� Job Reference(optional) The Truss Co./Tri-County Truss,WA,OR,TSE Run:7.510 s Jan 20 2D14 Pnnt.7.60o s Uct d Luia nni i eK inausmes,inc. rri uci�v i i.ai.ta�u14 Page 1 ID: RXGB8c14v4cNgOHSMscdycmrX-SxMQVZND16uFBmqPv?gRviRofdH7g?spiUJB3dyQ68y -i-a-o �-a-� ia-o-� � zi-o-o 1-6-0 7-4-1 6-8-0 6-11-15 ' 1.5x4 I I Scale=1:71.9 3x4= 1.5x4 II �.5x4 113x5� 3x5� 7 4xt4 MT18H5.00 12 x5� 1.5x4 I I Special �� Special 5x8x8�P ST1 6 x4 I I Special 24 2 4 2x4 3 2x II 3x4� 4 5 I 2 I I 2x4= 3 23 � 1. II ° °i � � r� M 2 �1 2 � 4x6—25 26 27 ��28 29 10 9 30 31 32 8 JUS24 JUS24 JUS242x4 II �US24 5x6= 4x4_ JUS24 JUS24 4x5= JUS24 �US24 �US24 JUS24 7-4-1 1a-0-1 21-0-0 � 7-4-1 6-8-0 6-11-15 Plate Offsets(X Y) [2�0 3 0 0 2 3� f4�0 3-0 0 2�] [6�OFi-0 0-2-0] p�0-1-8 0-1-0] [9�0-1-8 0-1-12] f12�0-2-8 0-1-01 LOADING(ps� SPACING• 2-0-0 CSI. DEFL. in (loc) I/defl Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 076 Vert(LL) -0.12 8-9 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.76 Vert(TL) -024 2-11 >999 240 MT18H 185/148 BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Horz(TL) 0.06 8 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:161 Ib FT=16 k LUMBER- BRACING- TOP CHORD 2x6 HF No2'Except` TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except end verticals. T4,T1:2x4 DF No.1&Btr,T3,T6:2u4 HF No2 BOT CHORD Rigid ceiling directly applied or 9-10-14 oc bracing. BOT CHORD 2x6 HF No2`ExcepY WEBS 1 Row at midpt 7-8,3-9,6� 82:2x6 DF SS MiTek recommends that Stabilizers and required cross bracing be instailed WEBS 2x4 HF Stud'Except' durin truss erection.in accordance with Stabilizer Installation guide. WS,W4:2x4 HF No2 OTHERS 2x,4 HF Stud REACTIONS. Qb/size) 8=2086/0-3-8 (min.03-7),2=1678/0-3-8 (min.0-2-12) Max Horz2=266(LC 5) Max Uplift8=�19(LC 8),2=-200(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-3365/456,3-23=-21771383,4-23=-2021/334,4-5=-1935/324,5-24=-1899/307,6-24=-1780/296 BOT CHORD 2-25=�92/3031,25-26=-492/3031,26-27=-492/3031,11-27=-092/3031,11-28=-492/3031, 28-29=�92/3031,10-29=-092/3031,9-10=�92/3031,9-30=339/1756,30-31=-339/1756, 3132=-339/1756,8-32=339/1756 WEBS 3-11=0/253,3-9=-1369/207,6-9=-100/1200,6�=-2286/468 � NOTES- (16) 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical leR and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)Gable studs spaced at 2-0-0 oc. 6)Concentrated loads from layout are not present in Load Case(s)�.#3 Dead+Uninhabitable Attic Without Storage. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a reclangle 3�-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)8=419,2=200. � 10)This truss is designed in acwrdance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIffPI 1. 11)"Semi-rigid pitchbreaks with fxed heels"Member end fixity model was used in the analysis and design of this truss. 12)Use USP JUS24(Wth 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-t2 from the left end to 20-0-12 to conned truss(es)J582(1 ply 2x4 HF),J584(1 ply 2x4 HF),J586(1 ply 2x4 HF),J588(1 ply 2x4 HF)to back face of bottom chord. 13)Fill all nail holes where hanger is in contact with lumber. ..� . � 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)360 Ib down and 208 1b up at 8-0-0,180 1b down and 95 Ib �y �. t.�,�^� up at 10-0-12,and 180 Ib down and 95 Ib up at 12-0-12,and 160 Ib down and 95 Ib up at 14-0-12 on top chord. The design/selection of such connection � ��,s � device(s)Is the responsibility of others. �4�,•�_ �*� 15)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) S 16)All dimensions given in feet-inches-sixteenths(FFIISS)format. �+ t ` LOAD CASE(S)Standard �"' ,""t3 G'.� Continued on page 2 � � .�.ss., ?4'ifi� �`�"`�.� �� 'a l.�'?`[��"�� -� ��,�'��f.�,� 10/26l14 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TH►S TRUSS DRAWING NOTES BEFORE IISE. Desibm valid for use with Mitek connectors.This desi6m is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicabiliry of design pazameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliry of the erector.Additional pennanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabncation,qualiry control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building y� Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W I 53719 �11��.��. Page S of 21 Job Truss Truss Type I�tY Ply MYKLAND CONST/DUPLEX/RMW SJ410551 BP1 FLAT 32 1 Job Reference(optional) � The Truss Co./Tri-County Truss,WA,OR,TSE Run-7 510 s Jan 20 20�4 Pnnt:7 600 s Oct 3 2014 MiTek Industries,Inc Fri Oct 24 11:4Z29 2014 Page 1 ID: RXGB8c14v4cNgOH5MscdycmrX-SxMQVZND16uFBmqPv?gRviRzzdSpgDnpiUJB3dyQB8y i-io� ' �-�o� � 3x4= � 2 3 Scale=1:17.5 T� x II W1 � W1 0- -4 Bt 5 4 1.5x4 II 3x4= i-10F> � 1-10�6 Plate Offsets(X Y)—[1:0-1-12 0-1-8] [4:0-1-12 D-1-8] LOADING(ps� SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Piate Grip DOL 1.15 TC 0.04 Vert(LL) n/a - n/a 999 � MT20 185/148 TCDL 8A Lumber DOL 1.15 BC 0-01 Vert(TL) n/a - nla 999 I BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 3 nla n/a BCDL ZO Code IRC2D12/TPI2007 (Matrix) I Weight:11 Ib FT=16% LUMBER- BRACING- TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 1-10fi oc purlins, except end verticals. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss eredion in accordance with Stabilizer lnstallation guide. REACTIONS. (Ib/size) 5=60/1-10-6 (min.0-t�),3=17/t-10� (min.0-1-8),4=92/1-10b (min.0-1-8) Max HorzS=-53(LC 5) Max Up1ift5=-42(LC 3),3=-17(LC 1),4=�-09(LC 4) Max Grav5=66(LC 15),3=6(LC 3).4=92(LC 1) FORCES. Qb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. NOTES- (8) 1)Wnd:ASCE 7-10;VuIt=110mph(3-second gust)VpRC2012)=87mph;TCDL=4.Bpsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertfcal left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Provide adequate drainage to prevent water ponding 3)Gable requires continuous bottom chord bearing. 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)5,3,4. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.1Q2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard � �� .�� :4S{�f �. � :.� � � "r� +Z,' r � 1�s:�9 ��J ��.,�'��tS T�'��.� �-�, �j��r��.�,�' 10/26i14 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW ING NOTF,S BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon pazameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing ro insure stability during construction is the responsibiliry of the erector.Additional permanent bracing of[he overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building � Compocent Safety Information available from Truss Plate Institu[e,583 D'Onofrio Drive,Madison,WI 53719 �,�,��5�,,,`(�.��(`,,. Page 9 of 21 SJ4��Job "►it�ss Txias Type Qty Pry MYKLAND CONST/DUPLEX/RMW C01 CALIFORNIA GIRDER 2 I I � � I Job Reference(optional) The Truss Co./Tn-County Truss,WA,OR,TSE Run:7.510 s Jan 20 2014 Pnnt�7.600 s Oct 3 2014 MiTek Industries,Ina Fn Oct 24 11:4731 2014 Page 1 I D:_RXG BSc 14v4cNg O H5 MscdycmrX-1 JTAwE PTZkBzQ 3_n 1 Q iw?7 W9ARvQ8_VSAoo17WyQ B8w -1-3-4 4-6-7 7-5-4 7-�0�15 13-2-10 f9-0-0 24-9£ 30-1-1 30r6�12 33-5-9 38-0-0 ,393-0 '13-4� 4-6-7 I 2-10-13 0-- 7 5-3-11 � 5-9-6 I 5-9-6 � 5-3-i i 0-5-�1 2-10-13 ' 4-6-7 '13-4' Scale=1:68.5 3x4= 5x8� 3x6= 1.5x4 I I 3x4= 5x8� 6.00 12 4 19 20 5 6 21 22 23 � 24 2 26 8 27 28 9 1.5x4�� 1.5x4�i 3 10 0 v 2 11 �� 12Ia 0 0 4�' 29 30 31 �a32 33 34 �� 35 36 37 16 15 38 39 14 40 41 4213 43 44 45 4x6� JUS24 JUS24 JUS243x4= JUS24 3x6= JUS24 3x10 MT18H= 3x6= JUS24 3x4= JUS24 JUS24 JUS24 JUS24 JUS24 3x8= JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 7-5-4 � 13-2-10 � 19-0-0 � 24-9-6 � 30E-12 i 38-0-0 7-5-4 5-9-6 5-9-6 5-9-6 5-9-6 7-5-4 Plate 0ffsets(X Y)--f2:0-4-0 0-1-12� [4:0-4-0 0-1-12] [9:0-4-0 0-1-12] [11:0-4-0 0-1-12] [14:0-2-0 0-1-8] [17:0-2-0 0-1-8] LOADING(ps� SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 � TC 070 Vert(LL) -0.42 16 >999 360 MT20 185/148 TCDL 8.0 LumberDOL 1_15 � BC 0.96 Vert(TL) -0.81 14-16 >558 240 MT18H 185/148 BCLL OD ` Rep Stress Incr NO � WB 0.58 Horz(TL) 025 11 n/a � Na BCDL 7.0 CodeIRC2012liP12007 (Matrix) Weight:3161b FT=16k LUMBER- BRACING- TOP CHORD 2x4 HF No2'Except' TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins,except T2,T3:2x4 DF No.188tr � 2-0-0 oc purlins(4-3-4 max.):4-9. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 9�-13 oc bracing. WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=3211/0-5� (min.0-2-10),11=3211/0-5� (min.0-2-10) Max Ho22=52(LC 27) Max Uplift2=-596(LC 8),11=596(LC 9) FORCES. (Ib)-Mau.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=�132J1235,3-0=b127/1269,4-19=-8039/1729,19-20=-8039/1729,5-20=�039/1729, 5-21=�903/1899,6-21=-8903/1899,6-22=�903/1899,22-23=�903/1899,7-23=-8903/1899, 7-24=-8903/1899,24-25=�903/1899,25-26=-8903/1899,8-26=-8903/1899,8-27=-8040/1729, 27-28=-8040/1729,9-28=�040/1729,9-10=-G127/1269,10-11=�133/1236 BOT CHORD 2-29=-1079/5357,2930=-1079/5357,30-31=-1079/5357,18-31=-1079/5357,18-32=-1123/5559, 3233=-1123/5559,33-34=-1123/5559,17-34=-1123/5559,1735=-1664/8039,35-36=1664/8039, 36-37=-1664/8039,16-37=-1664/8039,15-16=-1630/8040,15-38=-1630/8040,3839=-1630/8040, 14-39=-1630/8040,14-40=-1071/5559,40-01=-1071/5559,41�2=-1071/5559,13-42=-1071/5559, 13-43=-1028/5357,43�4=-1028/5357,44�5=-1028/5357,11�5=-1028/5357 WEBS 3-18=180/432,4-1 8=-1 8126 9,4-17=�92/3062,5-17=-1534/498,5-16=-241/1092,7-16=-910/367, 8-16=-242/1092,8-14=-1533/499,9-14=�92/3063,9-13=-18/269,10-13=-180/432 NOTES- (17) � 1)2-ply truss to be conneded together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless othenvise indicated. 3)Unbalanced roof live loads have been considered for this design_ 4)Wind:ASCE 7-10;Vult=1 tOmph(3-second gust)V(IRC2012)=87mph;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=1.33 plate grip DOL=1.33 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)Concentrated loads from layout are not present in Load Case(s):#3 Dead+Uninhabitable Attic Wthout Storage. 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�-0 tall by 2-0-0 wide will fit between the bottom chord and any other membera � 10)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=596,11=596. ��-�� 11)This truss is designed in accordance with the 2012 Internationai Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI L � .,�� .. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this trusa "`yt' �s�fr 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,�+ ,�,,.+^ , � � 14)Use USP JUS24(Wth 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 35-11-4 to V � 1 connect truss(es)J682(1 ply 2x4 HF),J684(1 ply 2x4 HF),J686(1 ply 2x4 HF),J688(1 ply 2x4 HF),J6810(1 ply 2x4 HF),J6812(1 ply 2x4 HF),J6814(1 ply �� 2x4 HF),J6816(1 ply 2x4 HF),J6818(1 ply 2x4 HF),J6816(1 ply 2x4 HF),J6814(1 ply 2x4 HF),J6812(1 ply 2x4 HF),J6810(1 ply 2x4 HF),J688(1 ply 2x4 � �,,,� � � ContidfrA2d69��p1�Zx4 HF),J684(1 ply 2x4 HF),J682(1 ply 2x4 HF)to back face of bottom chord ��e ^. � ��,+k ;4�riS' �"� �`�y"'��,t�`�"�,�'�'�_.r�,'`ti�` �� 10/26/14 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parame[ers shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of componen[ is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabiliry dunng construction is the responsibility oF the erector.Additional pertnanent bracing of the overall structure is the responsibility of the building designer.For general guidance regazding fabncation,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building � Component Safety Information available from Truss Plate Institute,583 D'Onofrio Dnve,Madison,W I 53719 '��u�s��.��„`,. Page 10 of 21 �Job Truss TrussType iQty Ply MYKLANDCONST/DUPLEX/RMW iI IS.1410551 C01 CALIFORNIA GIRDER 2 � ,7ob Reference(opBonap f - The Truss CoJ Tri-County Truss,WA,OR,TSE Run:7.510 5 Jan 20 2014 PnnY 7.600 5 Oct 3 2014 MiTek Industnes,Inc. Fn Oct 24 11:4T31 2014 Page 2 I D:_RXG68c14v4cNgOH5MscdycmrX-1 JTAwEPTZk8zQ3_n 1 Q iw?7W9ARvQ8_VSAoo17WyQB8w NOTES- (17) 15)Fill all nail holes where hanger is in contact with lumber. . 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)335 Ib down and 237 Ib up at 7-B-8,184 Ib down and 137 Ib up at 10-0-12,183 Ib down and 140 Ib up at 12-0-12,183 Ib down and 141 Ib up at 14-0-12,183 Ib down and 141 Ib up at 16-0-12,183 Ib down and 142 Ib up at 18-0-12,183 Ib down and 142 Ib up at 19-11-4,183 Ib down and 141 Ib up at 21-11-4, 183 Ib down and 141 Ib up at 23-11-4,183 Ib down and 140 Ib up at 25-11�,and 184 Ib down and 137 Ib up at 27-11-0,and 335 Ib down and 237 Ib up at 30-3-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 17j All dimensions given in feet-inches-sixteenths(FFIISS)fortnat. LOAD CASE�S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1�=�66,4-9=�E6.9-12=�6.2-11=-14 Concentrated Loads(Ib) Vert�.4=-335 15=-40(8)9=335 19=-184 20=-183 21=-183 22=-183 23=-183 24=-183 25=-183 26=-183 27=-183 28=-184 29=-39(B)30=-00(B)31=�0(B)32=�0(B)33=-40(B)34=-40(B)35=�0(B) 36=40(B)37=-00(B)36=�0(B)39=-40(B)40=�40(B)41=�0(B)42=�0(B)43=-00(B)44=<t0(B)45=-39(B) a �. �� .� � � ��lJt �, :,,. �� -� ,a, � `� r,r '� ��, ;��-��; fiu `�`S'��`��'�.��.�-4�'� ��`� �'�'��'1�.L�'� 10/26/14 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connecrors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dunng conswction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibiliry of the building designer.For general guidaoce regazding fabncation,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building � � Component Safety Information available from Truss Plate Institute,583 D'Onofiio Dnve,Madison,W I 53719 ��$(,�`(�,��f",,, Page 11 of 21 Job Truss �Truss Type ?Qty Ply MYKLAND CONST/DUPLEX/RMW —� SJ410551 CO2 Califomia l2 1 ___ _ __�_ Job Reference o tional _J The Truss Co.!Tri-County Truss,WA,OR,TSE Run:Z510 s Jan 20 2014 Pnnt:7.600 s Oct 3 2014 MiTek Industries,Inc. Fri Oct 24 11:4733 2014�Page 1 ID: RXGB8c14v4cNgOHSMscdycmrX-zibxLwQj4LPggN8A8r104YbVnEdeczOOd6HPCOyQBBu -13-4� 4-it-5 � 9-5-4 9-10�15 15-7-5 i 22-0-11 � 28-1-1 28r6�12 33-0-11 � 38-0-0 �393-0 '1-3-4 4-it-5 4-5-15 0-- 1 5-8-5 6-9-7 5-8-5 0-5- 1r 4-� 4-11-5 1-3-4' Srale=1:67.4 5x5� 3x4= 3x4= Sx5� 1 soo ,� 4 15 16 5 17 18 19 620 21 22 � t5x4� 1.5x4� 3 � � 8 v 0 ui 9 �� 2 ��Iq � 3x8= 14 13 12 11 3x8= o 3x8= 4x8= 3x8= 3x4= 9-5-4 19-0-0 28Fi-12 38-0-0 9-5-4 � 9-6-12 � 9-6-12 I 9-5-4 � Plate Offsets(X Y)—[2:0-8-0 0-0�] [4:0-2�,0-2E],[7:0-2�,0-2�],[9:0-8-0,0-0F] LOADING(ps� SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.30 13 >999 360 MT20 185/146 TCDL 8.0 Lumber DOL 1.15 BC 0J9 Vert(TL) -0.65 13-14 >693 240 BCLL 0.0 ' Rep Stress Incr YES ( WB 0.30 Horz(TL) 0.21 9 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 � (Matrix) � Weight:148 Ib FT=16% LUMBER- BRACING- TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc purlins,except BOT CHORD 2x4 HF No2 2-0-0 oc purlins(2-8-14 max.):4-7. WEBS 2x4 HF Stud'ExcepY BOT CHORD Rigid ceiling directly applied or 7�-13 oc bracing. W3:2x4 HF No.2 WEBS 1 Row at midpt 5-14,6-11 MiTek recommends that Stabilizers and required cross bracing be installed durin truss eredion,in accordance with Stabilizer Installation uide. REACiIONS. (14/size) 2=1605/0-5� (min.0-2-10),9=1605/0-5-8 (min.0-2-10) Max Horz2=64(LC 8) Max Uplift2=-275(LC 8),9=-275(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 2-3=-2859/529,3�=2602/494,4-15=-2250/465,15-16=-2250/465,5-16=-2250/465,5-17=-2962/568, 17-18=-2962/568,18-19=-2962/568,19-20=-2962/568.6-20=-2962/568,6-21=-2250/465, 21-22=-2250/465,7-22=-2250/465,7$=-2602/494,8-9=-2859/529 BOT CHORD 2-14=�71/2468,13-14=-527/2915,12-13=-503/2915,11-12=-503/2915,9-11=-408/2468 WEBS 4-14=-72l743,5-14=-944/241,6-11=-944/241,7-11=-72(743 NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;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=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)Concentrated loads from layout are not present in Load Case(s):#3 Dead+Uninhabitable Attic Wthout Storage. 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 t001b uplift atjoint(s)except Qt=1b)2=275,9=275. 8)This truss is designed in accordance with the 2012 International Residential Code seclions R502.11.1 and R802.10.2 and referenced standard ANSI(TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and tlesign of this truss. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)88 Ib down and 92 Ib up at 9-8-B,67 Ib down and 64 Ib up at 12-0-t2,70 Ib down and 66 Ib up at 14-0-12,70 Ib down and 66 Ib up at 16-0-12,70 Ib down and 66 Ib up at 18-0-12,70 Ib down and 66 Ib up at 19-11�, 70 Ib down and 66 Ib up at 21-11�,701b down and 661b up at 23-11-4,and 67 Ib down and 641b up at 25-11�,and 881b down and 92 Ib up at 283-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S�Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 �_ �}f�, Uniform Loads(plf) �.1' Vert�1�=1i6,4-7=F>Q 7-10=f6,2-9=-14 �� . �{.S��.. Concentrated Loads Qb) ��'�� f,< r Vert 4=-3 7=-3 15=-1 22=-1 � � �. €.. :+�. � tr � �" � r .��` � F47ifi �"�+� ��'��r�rs��_��'` �� 10/26/14 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connecrors.This design is based only upon pazameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building desi�mer. Bracing shown is fo�lateral support of individual web members only. Additional temporary bracing[o insure s[ability dunng construction is[he responsibiliry of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabncation,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Dnve,Madison,WI 53719 #��,��`,�,��,(�`,,, Page 12 of 21 Job Truss Truss Type IQty I Ply MYKLAND CONST/DUPLEX/RMW � SJ410551 CO3 Califomia 2 1� I I Job Reference(optional) The Truss Co./Tn-County Truss,WA,OR,TSE Run:7.510 s Jan 20 2014 Pnnt:7.600 s Od 3 2014 MiTek I ndustries,Inc. Fri Oct 24 11:47:34 2014 Page 1 ID:_RXG88c14v4cNgOH5MscdycmrX-Su9JYGRMrtXXHXjMiYGdcm8c3ez9LOCYsIOykry4B8t -1-3-4I 7-11-5 � 11-5-0 11 10r15 19-0-0 � 26-1-1 26��6 12 30-0�-11 � 38-0-0 �39-3-0 '13-4 7-11-5 3-5-15 0-5- 1 7-1-1 7-1-1 0-5- it 3-5-15 7-11-5 1-3-4' Scale=1:67.4 Sx8� �.5x4 II 5x8� � 4 16 17 18 5 19 20 21 6.00 12 3x4� 3x4� 3 � Y 0 m � 2 8 c� �1 9 I� a o 4x5� 15 14 2Z 13 �2 23 11 10 4x5� 1.5x4 I I 3x4= 3� 3x4= 1.5x4 I I 3x8= 7-11-5 11-5-0 19-0-0 26E-12 30-0-11 37-11-4 36�p-0 r 7-11-5 � 3-5-15 I 7-6-12 � 7-6-12 � 3-5-15 � 7-10-9 0--12 Plate Offsets(X Y)--[2:0-4-0 0-1-12� f8:0�-0 0-1-12] LOADING(ps� SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -020 13 >999 360 MT20 185/148 TCDL B.0 I Lumber DOL 1.15 BC 0.77 Vert(TL) -0.44 13-14 >999 240 BCLL 0.0 ' � Rep Stress Incr YES WB 0.39 Horz(TL) 0.18 8 n/a n/a BCDL 7A Code IRC2012/TPI2007 (Matrix) Weight:165 Ib FT=16% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,except BOT CHORD 2x4 HF No2 2-0-0 oc purlins(3-5-6 max.):4�. WEBS 2x4 HF Stud"Except` BOT CHORD Rigid ceiling directly applied or 8-10-3 oc bracing. W4:2x4 HF No2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. � REACTIONS. (Ib/size) 2=1599/0-5-8 (min.0-2-10),8=1605/0-7-12 (mirt 0-2-10) Max Horz2=76(LC S) Max Uplift2=-251(LC 8),8=-253(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-2772l453,3-4=-2388/460,4-16=2518/484,16-17=-2518/484,17-18=-2518/484,5-18=-2518/464, 5-19=-2518/484,19-20=-25181484,20-21=-2518/484,6-21=-2518/484,6-7=-2376/458,7�=-2750/449 BOTCHORD 2-15=-392/2361,14-15=392/2361,14-22=331/2090,13-22=-331/2090,12-13=-265I2080, 12-23=-265/2080,11-23=-265/2080,10-11=-312/2336,8-10=312/2336 WEBS 3-14=-398/153,4-14=�7/400,4-13=-154/681,5-13=-563/212,6-13=-155/691,6-11=-67/388, 7-11=376/153 NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat II;Exp B;endosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)Concentrated loads from layout are not present in Load Case(s):#3 Dead+Uninhabitable Attic Without Storage. 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�-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=251,8=253. 8)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of lhis truss. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)88 Ib down and 91 Ib up at 11-8-8,67 Ib down and 64 Ib up at 14-0-12,70 Ib down and 66 Ib up at 16-0-12,70 Ib down and 66 Ib up at 18-0-12,70 Ib down and 66 Ib up at 19-11-4,70 Ib down and 66 Ib up at 21-11-4, and 67 Ib down and 64 Ib up at 23-11-4,and 88 Ib down and 91 Ib up at 263-8 on top chord. The desfgnlselection of such connection device(s)is the responsibility of others. 12)All dimensions given in feet-inches-sixteenths(FFIISS)fortnat. LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 �, �,'��r-� Uniform Loads(plf) .. '� Vert:1-A=-66,4�=�6,6-9=1�6,2-8=14 � ' s�,��. w� Concentrated Loads(Ib) Vert:4=-1 6=-1 16=-1 21=-1 � � . � � � � +�"� � �� '�.t'��s!�-t-��,�,,.�� C.?��,"� 10/26114 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use wi[h Mi[ek connectors.This design is based only upon parameters shown,and is for an individual building wmponent[o be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibiliry of building designer. Bracing shown is for lateral support of individual web members only. Additional teinporary bracing to insure stabiliry during co�s[ruction is the responsibility of the erector.Additional pennanent bracing of the overall structure is the responsibiliry of the building designer.For general guidance regazding Fabncation,qualiry control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Giteria,DSB-89 and BCSI 1 Building Componen[Safety Informafion available from Truss Plate Institute,583 D'Onofrio Dnve,Madison,WI 53719 ��,�',�,��s�`�,��,,,`, Page 13 of 21 Job Truss Truss Type i Qty i Ply i MYKLAND CONST/DUPLEX/RMW SJ410551 C04 California l2 1 ��, — !Job Reference(optional) The Truss CoJ Tn-County Truss,WA,OR,TSE Run�7 510 s Jan 20 2014 Pnnt:7 600 s Oct 3 2014 MiTek I ndustries,Inc Fri Oct 24 11�47:35 2014 Page 1 ID:_RXGB8c14v4cNgOHSMscdycmrX-w4jhmcS_cyfOvh IYGGns9zhn H2K04oKh5PmVGHyQB8s F1-3-4� 7-11-5 � 13-5-4 13 1 1�19-0-0 I 24-1-1__24r6�12 30-0-11 { 33-9-4 � 36-0-0 I39311 13-4 7-it-5 5-5-15 0-5- 1 5-1-1 5-1-1 0-5- 1 5-5-15 3-8-9 4-2-12 13-4' Scale=1:67.4 5x8� 1.5x4 II 5x8� 4 18 19 5 20 21 6 00 12 3x4� 3x4� 3 � v 4x5� o q a r� M 9 oi1 2 ��I+ o � 4x5� 17 16 22 15 14 23 13 12 11 3x5— 1.5x4 I I 3x4= 3x6= 3x4= 3x6= zx4 I I 3x8= 7-11-5 13-5� 19-0-0 24-6-12 30-0-11 { 33-9�t 34�Q-0 38-0-0 7-ii-5 5-5-15 5-6-12 5-6-12 5-5-15 3-8-9 0--12 4-0-0 Plate Offsets(X Y)—[2�0�-0 0-1-12] [B:0-2-8 0-1-12] [12:0-2-0 0-t-8] LOADING(psfl SPACING 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.15 2-17 >999 3G0 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.73 Vert(TL) -0.35 2-17 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.59 Horz(TL) 0.10 11 n/a n/a BCDL 7.0 Code IRC2012JTPI2007 (Matrix) Weight:170 Ib FT=16% LUMBER- BRACING- TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins(4-2-2 max.):4-&. WEBS 2x4 HF Stud`ExcepY BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W4:2x4 HF No.2 MiTek recommends that Stabilizers and required cross brecing be installed durin truss eredion,in accordance with Stabilizer Installation uide. REACTIONS. (Iblsize) 2=1411/0-5� (min.0-2-5),11=1797/0-5-8 (min.0-2-15) Max Horz2=88(LC 8) Max Uplift2=-214(LC 8),11=-254(LC 9) FORCES. (Ib)-Mau.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2 37 8137 3,3�=-1829/362,4-18=-1585/345,1 8-1 9=-1 5 8 5134 5,5-19=-1585/345,5-20=-1585/345, 20-21=-1585/345,6-21=-1585/345,6-7=-1465/28Q 7-8=-1050/183,8-9=-91/575 BOT CHORD 2-17=334/2012,16-17=-334/2012,16-22=-234/1550,15-22=-234/1550,14-15=-155/1255, 14-23=-155/1255,13-23=-155/1255,12-13=-98/897,11-12=�55/118,9-11=-455/118 WEBS 3-17=0/255,3-16=-559/152,4-16=�21402,5-15=-399/156,6-15=-126/605,7-13=-77/434, 7-12=-736/144,5-12=-203/1561,8-11=-1710/278 NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=67mph;TCDL=4.8psf;BCDL=42psf;h=25R;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)Concentrated loads from layout are not present in Load Case(s):il3 Dead+Uninhabitable Attic Wthout Storage. � 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 redangle 3�-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. - 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=214,11=254. 8)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI t. 9)"Semi-rigid pitchbreaks wilh fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)88 Ib down and 91 Ib up at 13��,67 Ib down and 64 Ib up at 16-0-12,70 Ib down and 66 Ib up at 18-0-12,70 Ib down and 66 Ib up at 19-11A,and 67 Ib down and 64 Ib up at 21-114,and 88 Ib down and 91 Ib up at 24-3-8 on top chord. The desigNselecfion of such connection device(s)is the responsibility of others. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Slandard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) �'� , ��'l'� Vert:1�=b6,4Fi=Fi6,6-10=£6,2-9=-14 `�-�' . ConcenVeR�4��165�1�18=-121=-1 �'�� °�r� �, � � � ✓� x Ir t �++.i ��f4ri'r � } ��°� � � � �� oizsr�a Digitally signed by:Terry L Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWINC NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicabiliry of desi6m parameters and proper inco�poration of component is responsibility of building desi6mer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliry of the erector.Additional pennanent bracing of[he overall structure is the responsibiliry of the building designer.For general guidance regarding fabrication,qualiry control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-S9 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Dnve,Madison,W I 53719 ��(;(�,�{`,,, ---- Page 14 of 21 i�ob �Truss �TrussType 'Q(y �Ply iMYKLANDCONST/DUPLEX/RMW SJ410551 COS California z I � I,lobReference(optionap The Truss Co./Tn-County Truss,WA,OR,TSE Run:7 510 s Jan 20 2014 Pnnt:7.600 5 Oct 3 2014 MiTek Industries,Inc Fn Oct 24 11:47:36 2014 Page 1 ID: RXGB8c14v4cNgOHSMscdycmrX-OHH3zyTcNGnFXrslpzlSiBDxWShwpFJqJ3V3pjy468r -1-3-4 7-11-5 15-5-4 15-1 15 22-1-1 22 12 30-0-11 33-911 38A-0 393� 13-4 7-11-5 7-5-15 0-- 1 6-2-2 0-5- 1 7-5-15 3-8-9 4-2-12 13-4 Scale=1:67.5 5x8� 5x6� 4 16 17 6.00 12 3x4� 3x4� 3 W4 6 v 0 aXe� � � 2 e a �, i� 9�v � 4x5= 15 14 18 13 12 11 10 3x5= o 1.5x4 I I 3x4= 3x6� 3x8= 3u6= 2x4 I I 7-11-5 15-5-0 22£-12 30-0-11 33-9-0 34rQ-0 38-0-0 � 7-11-5 F 7-5-15 � 7-1$ � 7-5-15 � 3-8-9 0-�I12 4-0-0 . Plate Offsets(X Y)--[2�0-1-4 Edqe] [5�0-2-12 0-2�] [7:0-2-8 0-1-12] [11:D-1-12 0-1�] LOADING(ps� SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.16 12-14 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.69 Vert(TL) -0.32 2-15 >999 240 � BCLL OA ' � Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 10 n/a Na BCDL 7A CodeIRC2012/TPI2007 (Matrix) Weight:161 Ib FT=16% � LUMBER- BRACING TOP CHORD 2x4 HF No2 TOP CHORD Strudural wood sheathing directly applied,except BOT CHORD 2x4 HF No2 2-0-0 oc purlins(3-10-9 max.):4-5. WEBS 2x4 HF No2'ExcepY BOT CHORD Rigid ceiling diredly applied or 6-0-0 oc bracing. W1,W5,Vu8:2x4 HF Stud WEBS 1 Row at midpt 3-14.4-12 MiTek recommends that Stabilizers and required cross bracing be installed I � during truss erection in accordance with Stabilizer Installation guide. REACTIONS. Qb/size) 2=1393/0-5-8 (min.0-2-5),10=1774/0.5-8 (min.0-2-15) Max Ho22=100(LC B) Max Uplift2=-187(LC 8),10=-220(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-2356/318,3-4=-1657/286,4-16=-1205/246,16-17=-1205/246,5-17=-1205/246,5-6=-1459/245, 6-7=-1051/151,7�=-93/589 BOT CHORD 2-15=300/1998,14-15=300/1998,14-18=-162/1368,13-18=-162/1368,12-13=-162/1368,11-12=�7/917, 10-11=-472/122,8-10=472/122 WEBS 3-15=0/282,3-14=-704/180,4-14=-23/464,4-12=-365/82,5-12=-19/270,6-12=�1/355,6-11=-736/146, . 7-11=-182/1603,7-10=1692/237 NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.Bpsf;BCDL=42psF;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end veRical IeR and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)Concentrated loads from layout are not present in Load Case(s):#3 Dead+Uninhabitable Attic Without Storage. 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�-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=187,10=220. 8)This truss is designed in accordance with the 2012 Intematfonal Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI(TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)B6 Ib down and 86 Ib up at 15-8�,67 Ib down and 64 Ib up at 18-0-12,and 67 Ib down and 64 Ib up at 19-11-4,and 86 Ib down and 86 Ib up at 223-8 on top chord. The desigNselection of such connection device(s)is the responsibility of others. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE�S)Standard 1)Dead+Roof Live(balanced):Wmber Increase=1.15,Plate Increase=1.15 "�_ �9�-� Uniform Loads(plf) Vert:14=�6,4-5=Fi6,5-9=-66,2-8=-14 _�� .` ,C}c��. s Concentrated Loads(Ib) Vert:4=20 5=20 16=-1 17=-1 �r� ,� � t.+ � �i . � ,�."F �_��q,1 ''.r��A l J is h il y'"V r�'p l .h �5,� �`"�f1.3 t 1.��•�� i��+*��r�� '� i Qt26114 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TH15 TRUSS DRAWING NOTES BEFORE USE. Desibm valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibiliry of building desi�,mer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabiliry dunng construction is the responsibility of the erector.Additional pertnanent bracing of the overall structure is the responsibility of the building designer.For general guidance regazding fabncation,quality control,storage delivery erection and bracing consult ANSI/TPl 1 Quality Giteria,DSB-89 and BCSI 1 Building Component Safety Informafion available from Truss Plate Institute,583 D'Onofrio Dnve,Madison,WI 53719 "��,��${,�`�}.�C. � Page 15 of 21 �ob Truss �ussType IQry �y MYKLAND CONST/DUPLEX/RMW SJ410551 'C06 iCalifornia l2 1 � Job Reference(optional) The Truss CoJ Tri-County Truss,WA,OR,TSE Run�.7 510 s Jan 20 2014 Pnnt:7.600 s Od 3 2014 MiTek Industnes,Inc. Fri Oct 24�1:47�37 2014 Page 1 ID: RXGBSc14v4cNgOHSMscdycmrX-sTrRBIUE8av68_RxNhpKEOmCOr43YfJ_YjFcL9yQB8q zo-i-� -1-3-0� 4-5-8 �___. 11E-13 I 17-7-0 1]-70-15 2q6�12 26-0-i � 30-0-0 3&9-0 I 38-0-0 I3&�-0 �13-4' 4-SB �-1-5 6-0-3 0--5 b2-2 0-5-� 5-5-5 3-11-15 3-9-0 4-2-12 1-3-4 5x5� Scale=1:80.3 - 6.00 12 5x8� 6 � t 3x4� 3x4� 3x6� a 1.5x4 II 5 3x6� 4 9 10 0 4x5 G 4x4� °' 3 �� 7 W11 3 `n 5x8= 16 � 14 5 12t3� N �t z �B 3x Iv ° 3x5= 4x5= 1.5x4 I I t5x4 I I 3x5= ° 19 1.5x4 II 1.5x4 II 15 �4 5x6= 2.5p �2 1.5x4 II 2x4 II 5x8= 1.Sx4 II n-i ao 4-0-0 5 11�-13 17-2-12 20.6-12 2 1 24-10-0 36-0-0 339-0 3 -0 38-0d 4-0-0 5-8 7-1-5 5-7-15 3-0-0 0-d 2-0-0 2-0-0 5-2-0 3&-0 0--12 4-0-0 Plate Offsets(X Y)—(3:0-2-4 0-1-12] [6:0-2�0-2�] [11:0-2-0 0-1-12] [15:0-5-12 0-2-8� f��0-2-12 0-2-8] [18:0-2-4 0-1-121 LOADING(ps� SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.09 17 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.38 15-16 >922 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.10 14 Na n/a BCDL 7.0 Code IRC2012lTPI2007 (Matrix) Weight:186 Ib FT=16% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Strudural wood sheathing directly applied or 3-10-11 oc purlins,except BOT CHORD 2x4 HF No2 2-0-0 oc purlins(4-11�mau.):6-7. WEBS 2x4 HF 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 Installation guide. REACTIONS. (Ib/size) 19=1632/0-5-8 (min.0-2-11),14=1607/0-5-8 (min.0-2-10) Max Horz19=111(LC 30) Max UpIift19=-192(LC 7),14=-190(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-72/536,3�=-1538/184,4-5=-1346/200,5-6=-1517/232,6-7=-1253/234,7-8=-1368/201, 8-9=-709/161,9-10=�19/148,10-11=�33/107,11-12=-84/572 BOT CHORD 2-19=-400/94,18-19=-516/141,17-18=-162/1314,16-17=-57/1177,15-16=-66/1147,14-15=-450/11Q 12-14=�50/110 WEBS 3-19=-1448/240,3-18=-151/1786,5-18=�44/111,6-17=0/339,7-17=�9/314,8-15=-740(70, 11-15=-114/1325,11-14=-1536/211 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever lefl and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanicai connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)19=192,14=190. 6)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)Hanger(s)or other connection device(s)shall be provided suffcient to support wncentrated load(s)83 Ib down and 91 Ib up at 17-8-8,and 83 Ib down and 91 Ib up at 20-3-8 on top chord. The design/selection of such connedion device(s)is the responsibility of others. 10)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:tf=fi6,6-7=fi6,7-13=$6,2-19=-14,17-19=-14,15-17=-14,12-15=-14 Concentreted Loads Qb) Vert:6=-167=-16 � "��.. �� wA_ A�{�{ w +� rv� � � . � � � }'}a��i�I �'[,�� {">lS�`�='�'��`� �<Y�R�� 10i26l14 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWINC NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed arid loaded vertically. Applicability of design pazame[ers and proper incorporation of componen[is responsibility of building desibmer. Bracing shown is for lateral support of individual web me�nbers on]y. Additiona]temporary bracing to insure stability dunng construction is the responsibiliry of the erector.Additional pennanent bracing of the overall structwe is Ihe responsibiliry of the building desi�mer.For general guidance regazding fabrication,qualiry con[rol,storage de]ivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate lnstitute,583 D'Onofno Dnve,Madison,WI 53719 ��, ��S{f�,�('"',,, Page 16 of 21 Job Truss Truss Type �ty Ply I MYKLAND CONST/DUPLEX/RMW SJ410551 C07 ROOF SPECIAL 2 � 1 � I Job Reference(optional) The Truss CoJ Tn-County Truss,WA,OR,TSE Run:7.510 s Jan 20 2014 Pnnt:7.600 5 Oct 3 2014 MiTek Industries,Inc. Fn Oct 24 11:4738 2014 Page 1 ID:_RXGB8c14v4cNgOHSMscdycmrX-KfPqOeUsvtl zm807xOKZncJH9FLeH5t7nN_AtcyQBBp 13-q 4-5-6 � 111-73 � 19-0-0 + 24-5-10 � 30-0-0 � 38-0-0 �93� r13-4 4-5-8 7-1-5 7-5-3 5-5-10 5-6-6 8-0-0 1-3-4' 5x5= Scale=1:81.1 s.00 �z s 3x4� 3x6�3x4� � 5 5 3x6� 4 � 8 3x4� 9 4x6� 3 � 14 O � c� z 15 5x8= 10 � � 1 ��I ° 3x5= 3x8: 3x4= o 16 1.Sx4 II 12 4x5— 5x6= 2.50 12 1.5x4 I I 5x6= 1.5x4 II 4-0-0 4N8 11-6-13 � 17-2-12 I 22-10-0 �4-5-19 30-0-0 I 36-0-0 ' 4-0-0 0-5-B 7-1-5 5-7-75 5-7-4 1-7-10 5-6-6 6-0-0 PlateOffsets(XY)—[3:0-2-80-2-0] [10:0-1-4Edqe1 f�4'0-2-120-2-8] [15:0-2-40-1-8] LOADING(ps� SPACING- 2-0-0 CSI. DEFL. in Qoc) I/defl Ud PLATES GRIP TCLL 25.0 � Plate Grip DOL 1.15 TC 0.91 �� Vert(LL) -0.18 13-14 >999 360 MT20 185/148 TCDL 8-0 Lumber DOL 1.15 BC 073 � Vert(TL) -0.42 13-14 >954 240 BCLL 0.0 ' Rep Stress Incr YES i WB 079 �i Horz(TL) 0.17 10 n/a n/a BCDL 7.0 I CodeIRC2012/TPI2007 I (Matrix) Weight:1661b FT=16% LUMBER- BRACING- � TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4�HF Stud'Except` WEBS 1 Row at midpt 7-14 W6:2x4 HF No2 MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 16=1808/0-5-8 (min.0-3-0),10=1397/0-5� (min.0-2-5j Max Horz 16=121(LC 12) Max Upliftl6=-148(LC 8),10=-129(LC 9) FORCES. Qb)-Max.Comp./Mau.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 23=-75/543,3-4=-1867/112,4-5=-1674/129,5�=-1912/130,6-7=-1564/142,7-8=-2039/167, 8-9=-2135/145,9-10=-2335/192 BOT CHORD 2-16=-410/98,15-16=-534/147,14-15=-109/1621,13-14=0/1872,12-13=-90/2014,10-12=-86/1975 WEBS 3-16=-1616/197,3-15=-91/2102,5-15=-549/89,6-14=-33/1100,7-14=f36/166,7-13=-17/290, 9-12=-298/58 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.Bpsf;BCOL=42psf;h=25ft;CaL II;Exp B;enclosed�,MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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)16=148,10=129. 6)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard �.1..�� p� . F �. :4,5 j�� . � � ��y � t�'��1�7��'��^��b ��t�� 10(26114 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TH1S TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This desi�m is based only upon pazameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building desi6mer. Bracing shown is for latera] support of individual web members only. Additional temporary bracing to insure stability d�ring construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibiliry of the building designec For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate lnstitute,583 D'Onofrio Drive,Madison,W I 53719 ��, uS�(,f`{�,��",. Page 17 of 21 Job Truss Truss Type �ty Ply MYKLAND CONST/DUPLEX!RMW SJ410551 C08 I ROOF SPECIAL 2 � �ob Reference(optional) The Truss CoJ Tri-Counry Truss,WA,OR,TSE Run:Z510 s Jan 20 2014 Pnnt 7.600 s Oct 3 2014 MiTek Industries,Inc. Fn Oct 24 11:47:38 2014 Page 1 I D:_RXG B8c 14v4cNgOH5M scdycmrX-KfPq OeUsvt 1 zm807xOKZncJ H9FLeH5t7n N_AtcyQ 68p r13-� 4-5-8 F 11-6-13 � 19-0-0 � 24-5-10 I 30-0-0 I 38-0-0 �93� � �13-4 45-6 7-1-5 7-53 5-5-10 5-6-6 8-0-0 1-3-4 5x5= Scale=1:81.5 6.00 12 6 3x4� 3x6�3x4� � 5 5 3x6� 4 � 8 3x4� 9 4x6� 3 � �q 0 �n � 2 �5 5x8= 10 m N �� IV ° 3x5= 3x8- 3x4= o 16 1.5x4 I I �2 4x5= 5x6= 2 5� �z 1.5x4 I I 5x6= 1.Sx4 II 4-0-0 4u8 11-6-13 I 17-2-12 I 24-5-10 24�1�-0 30-0-0 � 38-0-0 4-0-0 0-5-8 7-1-5 5-7-15 7-2-14 0-4-6 5-2-0 8-0-D Plate Offsets(X,Y)—[3:0-2-8,0-2-0],f10:0-1-4,Edge�,f�4:0-2-12,0-2-8],f�5:0-2�,0-1�] LOADING(ps� SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.18 13-14 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.73 Vert(TL) -0A2 13-14 >954 240 BCLL OA ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.17 10 n/a nla BCDL 7.0 CodeIRC2012(TPI2007 (Matrix) Weight:1631b FT=16% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud'Except' WEBS 1 Row at midpt 7-14 Wu:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed � during truss erection in accordance with Stabilizer Installation guide. � REACTIONS. (Ib/size) 16=1808/0-5-8 (mfn.0-3-0),10=1397/0-5� (min.0-2-5) Max Ho216=121(LC 12) Max Uplift16=-148(LC 8),10=-129(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-75/543,3-4=-1867/112,4-5=-1674/129,5F=-1912/130,6-7=-1564/142,7-8=-2039/167, 8-9=-2135/145,9-10=-2335/192 BOT CHORD 2-16=-410/98,15-16=534l147,14-15=-109l1621,13-14=0/1872,12-13=-90/2014,10-12=-86/1975 WEBS 3-16=-1616/197,3-15=-91/2102,5-15=-549/89,6-14=33/1100,7-14=636/166,7-13=-17/290, 9-12=-298/58 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wmd:ASCE 7-10;Vult=1 tOmph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;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=1.33 plate grip DOL=1.33 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 3f-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provfde mechanical connection(by others)of Iruss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)16=148,10=129. 6)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard �. .�M ��r . f ��. A,SJ�� :.e ."� . .. ��. ��.�?'s ?y�,`i� `3"! �t�"��f�`!S"Tk'��„�;4'�..�� 10/26114 Digitally signed by:Terry L.Powell,P.E. !WARNING:—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This desibm is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of desi�m parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individua]web members only. Additiona]temporary bracing to insure stabiliry during construction is the responsibi]ity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building desi�mer.For general guidance regazdi�g fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,D5B-89 and BCSI 1 Building Component SafeTy Information available from Truss Plate lnstitute.583 D'Onofiio Dnve.Madison,WI 53719 �.��`(�,�,{`,,, Page 18 of 21 Job Truss Truss Type Qty Ply MYKLAND CONST/DUPLEX/RMW SJ410551 C09 Roof Special 8 1 Job Reference(optional) I The Truss Co./Tn-County Truss,WA,OR,TSE Run:7 510 s Jan 20 2014 Pnnt:7.600 s Oct 3 2014 MiTek I ndustnes,Inc Fn Oct 24 11:4739 2014 Page 1 ID:_RXG68c14v4cNgOHSMscdycmrX-osyCb_VUgB9qOIbKV6soJprRxfgs0Y6H?1 kjP2yQB8o 13-q 4-5-8 � ii-6-13 1 19-0-0 � 24-5-10 � 30-0-0 i 38-0-0 '13-4 4-5-8 7-1-5 7-53 5-5-10 5-6-6 8-0-0 � 5x5= Scale=1:80.5 6.00 12 6 3x4� 3��3x4� � 5 5 3x6� 4 � 8 3x4� 9 4x6 G 3 13 '° � 10 � 5x8= � N �� 2 14 �z I� . .. � 0 3x8= 3x4= � 3x5= 15 �� 4x5� L5x4 I I 5�= 2.50 12 t5x4 II 5�— 1.5x4 I I 4-0-0 4 5 8 11-6-13 17-2-12 24-5-10 30-0-0 38-0-0 4-0-0 0-5-8 7-1-5 5-7-15 7-2-14 5-6-6 8-0-0 Plate Offsets(X Y)—[3�0-2-8 0-2-0] [10�0-4-0 0-1-12] f13�0-2-12 0-2-8] [14�0-2�0-1-81 i LOADING(ps� SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 I Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.19 10-11 >999 3G0 MT20 185/148 TCDL SA Lumber DOL 1.15 BC 0.80 Vert(TL) -0.45 10-11 >895 240 BCLL 0.0 ' Rep Stress Incr YES WB 079 Horz(TL) 0.17 10 n/a Na BCDL 7D Code IRC2012/TPI2007 (Matrix) i Weight:159 Ib FT=16% -- LUMBER- BRACING- TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud'ExcepY WEBS 1 Row at midpt 7-13 N5:2x4 HF No2 MiTek recommends that Stabilizers and required cross bracing be installed � during truss erection in accordance with Stabilizer Installation guide. REACl10NS. (Ib/size) 15=1810/0-5-5 (min.0-3-0),10=1296/0-5-8 (min.0-2-2) Max Horz15=128(LC 12) Max UpIift15=-148(LC 8),10=-107(LC 9) FORCES. Qb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 2-3=-75I543,3�=-1871/115,4-5=-1678/132,5-6=-1918/133,6-7=-1568I145,7-8=-1993/172, B-9=-2144/150,9-10=-2353/197 BOT CHORD 2-15=-410/98,14-15=-534/138,13-14=-118/1625,12-13=0/1860,11-12=-109/2033,10-11=-106/1993 WEBS 3-15=-1618/199,3-14=-94/2106,5-14=-550/89,6-13=-36/1104,7-13=-640/165,7-12=-16/292, 9-11=295/60 . NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.Spsf;BCDL=42psf;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=1.33 plate grip DOL=1.33 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)15=148,10=107. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE�S)Standard �_ �`� ,}�. -��?�a, � � � � ",� ;� azi I�� '�'��15'T`E��'��-� �� 10/26114 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use wi[h Mitek connectors.This design is based only upon para�neters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design pazameters and proper incorporation oF component is responsibility of building designer. Bracing shown is for lateral support of individual web metnbers only. Additional temporary bracing to insure stability dunng wnstruction is the responsibiliry of the erectoc Additional pennanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabricatioq quality control,storage delivery erection and bracing consult ANSI/TPI 1 Qualiry Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Dnve,Madison,WI 53719 ��i ��(+Q,��C, Page 19 of 21 Job Truss `TrussType qty IPy �MYKLAND CONST/DUPLEX/RMW �SJ410551 IC10 IRoofSpecial 14 1 ____ _ _ _1 I � Job Reference(optionap The Truss Col Tn-County Truss,WA,OR,TSE Run:7.510 s Jan 20 2014 Pnnt:7.600 s Oct 3 2014 MiTek Industries,Inc Fn Oct 24 11:47:40 2014 Page 1 ID:_RXGB8c14v4cNgOH5MscdycmrX-G2WapJW6RVHh?SAW2pN1 s1 Och3051?MQEhTGyUyQBBn �1-3-4� 4-5-8 I 11-6-13 i 19-0-0 � 24-5-1D � 30-0-0 � 38-0-0 '13-4 4-5-8 7-L5 7-53 5-5-10 5-6-6 8-0-0 � 5x5= Scale=1:75.9 6.00 12 6 3x4� 3x6�3x4� � 5 3x6� 4 5 � 8 3x4� 9 4x6� 3 � 13 � 5x8= �� 2 14 12 m � 0 3x8= 3x4= Io 3x5= t5 11 4x5� 5x6= 2.50 12 5x6= 4-0-0 4 5 8 11-6-13 17-2-12 24-5-10 30-0-0 38-0-0 4-0-0 0 5 8 7-t-5 � 5-7-15 � 7-2-14 � 5-6-6 I 8-0-0 � Plate Offsets(X Y)—[3:0-2-8 0-2-0] [10:0�-0 0-1-12] [13:0-2-12 0-2�] f14:0-2�0-1-8� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d I PLATES GRIP TCLL 25.0 Plate Grip D0� 1.15 TC 0.97 Vert(LL) -0.19 10-11 >999 360 I MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.80 Vert(TL) -0.45 10-11 >895 240 i BCLL 0.0 ' Rep Stress Incr YES NB 079 Horz(TL) 0.17 10 n/a Na � BCDL 7.0 Code IRC2012lTPI2007 (Matrix) I Weight:154 Ib FT=16k LUMBER- BRACING- TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud'Except` WEBS 1 Row at midpt 7-13 WG:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection fn accordance with Stabilizer Installation puide. REACTIONS. (Ib/size) 15=1810/0-5-8 (min.0-3-0),10=1296/0-5-8 (min.0-2-2) Max Horz15=128(LC 12) Max Upliftl5=-148(LC 8),10=-107(LC 9) FORCES. (Ib)-Mau.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-75/543,3-4=-1871/115,4-5=-1678/132,5-6=-1918/133,6-7=-1568/145,7-8=-1993/172, 8-9=-2144/150,9-10=-2353/197 BOTCHORD 2-15=-410/98,14-15=-534/138,13-14=-118/1625,12-13=0/188Q 11-12=-109/2033,10-11=-106/1993 WEBS 3-15=-1618/199,3-14=-94/2106,5-14=-550/89,6-13=36/1104,7-13=-640/165,7-12=-16/292, � 9-11=-295/60 NOTES• (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf�,BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(ernelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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�-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 1b uplift at joint(s)except Qt=1b)15=148,10=107. 6)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard � � . d`.�p � .. f "t � AS�� :� � '� , � � t it�b?� � �s � ��$�t�t��'�� 10l26/14 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibiliry of building designer. Bracing shown is fot lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliry of the erectoc Additional pennanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualiry control,storage delivery erection and bracing consult ANSI/TPI 1 Qualiry Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ��`"{,�,��,`, Page 20 of 21 I Job 'iTruss Truss Type �ty Ply MYKLAND CONST/DUPLEX/RMW I�SJ410551 `C11 GABLE 2 � �ob Reference(optionap The Truss Co.!Tri-County Truss,WA,OR,TSE � � Run�.7.510 s Jan 20 2014 PnnT 7.600 s Oct 3 2014 MiTek Industries,Inc Fri Oct 24 11�47:43 2014 PagBBk I D:_RXG B8c 14v4cNg O H5M scdycmrX-hdCjRLY?kQfGsvv5kuwkUfODYG61yM5swFixY py(� r13-q 6-8-5 � 12-103 I 19-0-0 � 25-1-13 � 313-11 � 38-0-0 '13-4 6-8-5 6-1-13 6-1-13 6-L13 6-1-13 6-8-5 � 5x5= Scale=1:82.5 6.00 12 6 4x6� ST13 T13ST11 4�\ ST11 3x6� 5 7 S 6 S 16 3x6� 4 S 5 S 5 8 4x8� 8 S 0 S 7 S 7 S 0 3 g z S 8 S 8 S 2 9 ST20 ST1 ST S 5 S � S 4 S 4 � 5 ST1 3 S 4 g S 9 1 m 2 �� m qi� Iq ° 3x5� 34 33 32 31 30 29 28 27 26 25 24 22 21 20 19 18 17 16 15 14 13 12 11 3x8= � 37 3�5 . 5x5- 76 23 77 5x5= 3x5= 3x6= 5x5= 4x8= 3x6= 4-D-0 9-9-4 19-0-0 28-2-12 36-0-0 4-0-0 5-9-4 F 9-2-12 � 9-2-12 I 9-9-4 Plate Offsets(X Y)--f2:0-2-10 0-1�] I3:03-8 0-1-12] [5:0-2�0-1-12] [7:0-2-0 0-1-8] [10:0-8-0,0-0�],[16:0-3-0 0-3-0] [16:0-2-0 0-2-0] [24:0-4-0 0-1-8],[31:0-2-0 0-2 3] [31:0-2-0 0-0$] [36:0-0�0-2-8] LOADING(ps� SPACING 2-0-0 CSI. ! DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Ptate Grip DOL 1.15 TC 0.61 Vert(LL) -0.01 10-11 >999 360 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.55 I Vert(TL) -0.02 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 � Horz(TL) 0.02 10 Na Na BCDL 7.0 Code IRC2012/TPI2007 (Matrix) � Weight:291 Ib FT=16% LUMBER- BRACING- TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 3-5-4 oc bracing. WEBS 2x4 HF No2'ExcepC WEBS 1 Row at midpt 6-24,7-24,7-16,5-24,5-31,3-36 W3,W2:2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed � OTHERS 2x4 HF Stud'ExcepY during truss erection in accordance with Stabilizer Installation guide. i � ST17:2x4 HF No2 REACTIONS. All bearings 34-0-0. (Ib)- Max Horz36=128(LC 27) Max Uplift All uplift 100 Ib or less at joint(s)33,34,12,11 except 24=-173(LC 27),36=-2734(LC 27),10=-1337(LC 30),31=-914(LC 27),16=-2291(LC 30) Max Grav All reactions 2501b or less atjoint(s)25,26,27,2$29,30,32,33,34,22,21,20, 19,18,17,15,14,13,12,11 except24=677(LC 1),36=2920(LC40),36=761(LC 1),10=1374(LC 39),31=900(LC 24),16=2299(LC 39) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1882/2012,3�=-1617/1639,4-5=-543/646,5�=-1845/1904,6-7=-1616/1669,7-8=�65l752, 8-9=-1048/1064,9-10=-2963/2918 BOT CHORD 2-37=-1039/1018,36-37=1134/1113,35-36=-1087/1126,34-35=-933/971,33-34=-678/716, 32-33=317/383,3132=-478/517,30-31=-1516/1621,30-76=-1208/1314,29-76=-1037/1143, 28-29=-875/980,27-28=-542/647,26-27=-208/314,25-26=�97/603,24-25=-831/936,23-24=-1139/1232, 22-23=-839/932,21-22=-805/898,20-21=-472/565,19-20=-182/275,18-19=-515/608,18-77=-677/770, 1 7-7 7=-84 81941,16-17=-1156/1249,15-16=-488/540,14-15=-821/873,13-14=1151/1206, 12-13=-1488/1532,11-12=-1821/1873,10-11=-2571/2623 WEBS 6-24=-429/125,7-24=-1558/1626,�-16=-2453/2435,9-16=�06/162,5-24=-1357/1423,531=-2141/2124, 3-31=-1528/1606,336=-3491/3358 NOTES- (13) 1)2x4 HF No2 bearing block 12"long at jt.36 attached to front face with 2 rows of 10d(0.t 31"x3")nails spaced 3"o.c.8 Total fasteners.Bearing is assumed to be HF No.2. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;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=1.33 plate grip DOL=1.33 4) 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. 5)All plates are 1.Sx4 MT20 unless otherwise indicaled. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads �i p,�� 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3�-0 tall by 2-0-0 wide will fit between the bottom 4x ��' chord and any other members,with BCDL=7.Opsf. ��f �� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)33,34,12,11 except Qt=1b)24=173,36=2734, �. 't� �� 10=1337,31=914,16=2291. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI t ��`� 11)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord ;;,.'.�� from 0-0-0 to 38-0-0 for 250.0 plf. �,,,� ' �� O�fiFid901�i9i��breaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � � � �� l�,�{i� �Cd,I <�' ��'`iST�tz��.�..5 �� 10/26i14 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE IISE. Design valid for use with Mitek connectors. This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicabiliry of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dunng construction is the responsibiliry of the erector.Additional permanent bracing of the overall structure is the responsibiliry of the building desi6mer.For general guidance regazding fabrication,qualiry control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Dnve,Madison,WI 53719 t�,��,��f,,�`�,��`, Page 21 of 21 IJob Truss TrussType IQry Pry �MYKLANDCONSTlDUPLEX/RMW I',SJ410551 IC11 GABLE I2 1 � Job Reference(optionap � The Truss Co./Tri-County Truss,WA,OR,TSE Run:Z510 s Jan 20 2014 Pnnt�7.600 s Oct 3 2014 MiTek Industries,Inc Fri Oct 24 11:4T44 2014 Page 2 ID:_RXGBSc14v4cNgOHSMscdycmrX-9pm5fhZd Vjn7U3UHHfRzOtY01gR_h pL09JRU5GyQB8j 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. - LOAD CASE(S)Standard �� .,.r:. ��p . . f ' .�� .�j�� . �; � ��./�� .# �`i4+')� � �iS��`��'1S 1"�'�� "�. ��r�.'�..��'`�' �a�2s��a Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY'DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAN'ING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon para�neters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building desibmer. Bracing shown is for lateral support of individual web members only. Additional[emporary bracing[o 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 fabncation;quality wntrol,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building }� *� Component Safety Information available from Truss Pla[e Institute,583 D'Onofiio Drive,Madison,WI 53719 tl�l.�i�V�S�('�,�(�`. 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