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20140239 Permit Pkg 09042014 �o� THEO�� City of Yelm Permit ►vo.: 20140239 7 a � Community Development Department Issue Date: 9/04/2014 (Work must be completed within 180 days) Building Division Phone: (360)458-8407 L w.°"'""°" Fax: (360)458-3144 Applicant: Name: SOUNDBUILT NW LLC Phone: 253-848-0820 Address: PO BOX 73790 PUYALLUP WA 98373 Property Information: Site,4ddress: 9926 JENSEN DR SE Owner: SOUNDBUILT NW LLC Assessor Parcel No.: 7864010650 Subdivision: TAHOMA TERRA Lot: 65 Contractor Information: Name: SOUNDBUILT NW LLC Phone: Address: PO BOX 73790 PUYALLUP WA 98373 Contractor License No.: Expires: 0/00/0000 Project Information: Project: NEW RESIDENTIAL BUILDING Description of Work: LOT 65, PLAN 1741 Sq. Ft. per floor: First 1741 Heat Type (Electric, Gas, Other): GAS Second Third Garage 673 Basement Fees: Item Contractor Fees NEW RESIDENTIAL BUILDING SOUNDBUILT NW LLC $17,415.21 MECHANICAL SUNSETAIR INC $ 71.75 PLUMBING RAINIER VIEW ROOTER,LLC $ 104.00 TOTAL FEES: $17,590.96 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 applyin as a contractor,I further certify that I am currently Final Inspection: registered in the S�te of Was n. S' Signature ��d Date —�� Date: Firm BY� �EPRINT YELM COMMUNITY SCHOOLS PO BOX 476 YELM WA 98597 Receip� #: 264990 Clerk: Croy Manual #: Terminal: 1 �� "� 9/4/2014 1:01 PM (36 } 458-8402 REC#� 00170795 9/04/2U14 7 ;pg p� N50UNQBUILT OPER: CO T�ERM: 001 NSOUNDBUILT REF#; 3114 SOUND BUILT NW LLC, HOMES PO BOX 73790 TRAN; 3300000 BUILDING PERMITS PUYALLUP, WA 98�73-0790 20140239 17,590.96CR q� ��m Price SOUNDBUILT NW LLC - — - 9926 JENSEN DR SE 1 CPF MITIGATIQN 3015,00 BLD-RES1 17,415,21CR MI7IGATIQN MECH 71 .75CR 05-027/LOT #65%9926 JENSEN QR SE;YELM PL 104.00CR TRAN: 33.U000 BUILDING PERMlTS 1 CPF MITIGATION 3015.00 20140238 16,886.58CR MITIGATION SOUNDBUILT N4V LLC 05-U27LOT 115/14423 100TH AVE SE; 14423 10UTH AVE SE YELM BLD-RESt 16,676.83CR MECH 84.75CR Subtotal 6030.Q0 P�- 125.00CR Tax 0.00 T'ENDEREU: 3A,�77.54 CHECK Total 6030.OU APFLIED: 34,477.54- Check 6U30.00 CHANGE; p,pp 3113 Change Due 0,00 THRNK YQU ao��c�� CtTY OF YELM RESIDENTUIL BUILDING PERMIT APPLICATION FORM Project Address: f�� 5'e� �� Parcel#: �fCj�� 'rll.�1D't'Yt�?�_�cL-E.ot#:_,l,�. Plan#: ��,____,�_ Zoning: ____._____ Subdivision: — ;S�I�uv Construction :�: Re-Mode�i Re-Roof I Addition Home Occupaticx� Sign ��; Piumbing �� Mechanical '' Mobils/Manufactured Home Piacement : Other Project Description/Scope oi Work:�..�i5}Yt�IG�' PLD i.J �� — Project vaiue: ? � � t ��k Building Araa{sq. ft) 1� Floaf,_� 2nd Floor+._ Garage - �---��i � gasement CarpoR Patio fi �Q�,�- � Heati : Sl0 HER or ELECTRIC (Circle One) �YL,� �k Bedrooms� #Bathroams� A�e there any environmentaliy sensitive areas located on the parcel? tf yrs, a oompleted environmental checklist must accompany permit application. . ,, -� . , �lJv . ��^--�r-- ADDR SS � � EMAILGI�. lalA.r s�� C ftr,YfcS C4�� C !TY �= a�� . STATE ` " ZIP �5 TELEPHONE ..��3 - �'`��-C � _ .. :: r1t �r �' UCENSE# , .►�c��f- .Are� ADDRESS " ` ` - EMAIL._'x..��.�.��r ;nc r r� `Ct CITY '��x. Ar' � STATE ZI TEIEPHCTTVE - � , , , . k�:-� f iv TELEPHONE "�S�- �"1 _G �'�:� e� � EMAIL .�.�s,ik_y,.� ..� 4 .,,:. t:;� t7G 1I7t a ({�rrt ADDRESS �. ; , � x ' .., , t c 3 r CITY i ' ��L �� STATE�+�ZIP� �`_ J`�FAX CON T R A C 7 0 R'S L I C E N S E*K ' � ' EXP DATE�t CITY LICENSE# �,rz cr :c�,: oc ✓ TELEPNONE �5`7i . 9.3�- �`l`fi(v ADDRESS � �� j EMAIL _ CITY �4: � �•, STATE f�� ZIP 1's� :3� � FAX .��3�' .�3� _ l`I 5 CONTRACTOR' LICENSE#�' �n t v ' D"� EXP DATE CITY LICENSE� _ _ °�c:� ��,.: �: ��, �ne TELEPHONE � _ - ADORES�,.�S ` - �'i � �;- -a r� t:, � ��t'� � EMAII �� 7 5�.. �- ��s�� CITY _._ w.� � STATE t�_ZfP " � FAX CONTRACT R'S LiCENSE i�. •�:, 1 � t EXP DATE CITY LICENSE# r Copy of mitigation�9reement with Yelm Community Schools, if applicable. i n.�.ey c.,�cKy m.t cr+.saow a`��t in.tsws,�u►.s.�r d n�u�aa�ons ot v�i.sas�a wissn��a„a en�. sbow d..crlb�d prop�iY Ctty ot Y�tm. ,�� , ��/1��' � 3 -�-- Appl r�t's nature Data py��C��c�r ars A�nt I o�tractor's Ag�nt(Pteasa cir�cN orw.) All p�m�ils an non transtenbl�and will�xpire If work autho�izsd by such p�►rmit b not bpun wilt�in 180 days at�uanc,�,or H work is suspsnded o�abandon�d od of 180 days - � �� ry . l . �, � � auG � � Zo�4 � _- �---t�°-1-4se-a�sa � lOS Yetm Aueneee Weat - �g�, j��I��Fa►X Yetm, WA 9&597 wu:w.c�.yetm.u�a.eu THOMA TERRA- PH . 2 - DIV . 1 y �� el�rr, �.�:. LOT- 6 5 �pprove�� 2 l� � _.._�____._ _ _..�.---.___..�...,.� ....�,r_�.._...�,,_.._ 34=--�'� 24� 2 I � N 8534'25.'W == -- -------- - .. - w _ _ ___ ._._ — � � �..1 .. � m n� � � �`� ��`_�� I � � <;��. � > I , .�.�, � ,. � --' �k� N.,��.I DRI�EWAY�_ s ��`'� � I �__ . - _� < 1 <�; lcavsmucnori.. �` 3 � I.j �� ,cNm,wcr) ; � o.,� t GARAGE >;� 4 � I F N W � � ,� �;.: �I � � � 1741 A9-2 0 `�� t 30 ` � � � f ELEV.—A � � Aurua+N 1 ' '�BLAZE �o � � (1 STORY) PoRCr+ ` �paP�E� � I 1 T o° II � 3 BDRM g' ��NCE � � ,� , � .--2'-1 ,n '. Z { , µ N .,;t. �DRYYYELL� � i � I g� � � � � P 710E� µ. C.O. I Z . -.'" . . A ,. � � o , —_ _. � �, ��, , __ __ _�_ _ __ _. __ _.. _ . __ .__ �, ,_� ._._ ._. cn 2 I � I 110.00' 16' 10'~-� . , , ; ��'L� . 2� , il �-32' ��'..`� �� j°' NOTES: 1. FRONT PORCH FOUNDATION AND STEP TANK LOCATION SHALL BE STAKED OUT FOR SET BACK INSPECTION. 2. STEP TANK IN VIOLATION OF THE REQUIRED 5' MINIMUM SETBACK TO FOUNDATION SHALL BE BACK FILLED WITH CDF. � � ti � � ��(L�� /�� 3. CONNECT PVC ROOF DRAINS TO IMPERVIOUS AREA � � cI �Y� Y)�l� G�l' I � � ��C�7��' DRYWELL. ROOF= 2831 S.F. � o ,J ,(��/�� CONTACT INFO DRIVEWAY & �� i v �C' v l ANGELA: (253) 848-0820 ro awQ`3s1i8s.F�F� CITY OF YELM LOT S.F.= 6600 THURSTON COUNTY • SOUNDBUILT 9926Jensen Dr.SE. SCALE: 1"=20' HOMES, INC. velm,WA98597 P.o. BoX 73790 PARCEL# 78640106500 PUYALLUP, WA 98373 � �� 2� 40 FAX��2253) 539-OS14 PZ 08/04/14 R1.0 ��f THFp�� City o f Yelm 4� 'y,�'�, � � 105 Yelm Avenue West �� Yelm, WA 98597 YELM WASHINGTON The City of Yelm implements Section R401.3 of the International Residential Code in soils identified as fine outwash or till as foilows: � The finished grade of the under floor shall be the same as the outside finished grade and shall include 6 inches of pea gravel under the required vapor barrior; or A foundation drainage system shall be provided around the perimeter of the building. The foundation drainage system shall be perforated or open-jointed approved drain tile or pip, not less than 3 inches in diameter. Foundation drains shall be laid in drain rock or other approved porous material with not less than 4 inches surrounding the pipe and wrapped with filter fabric. The foundation drainage system shall discharge to an approved surface location which wili not impact any adjacent property or a drywell sized according to Section R405.1 IRC. The City of Yelm implements Section 1101.3 of the Uniform Plumbing Code as follows: Roof drains shall be installed around the entire foundation wall perimeter in a loop. A cleanout shall be located in line within 1 foot of the foundation wall and the approved drainage system. Roof drainage piping shall be tested pursuant to Section 1109 of the Uniform Plumbing Code. Roof drains shall discharge to an approved surface location which will not impact any adjacent property or to a drywell sized according to Section 1101.3 UPC. (360)458-3835 (360)458-3144 FAX www.ci.yelm.wa.us � � Prescriptive Energy Code Compliance for Climate Zones 6, 5 and Marine 4 Project Information Contact Information L1-1741-2 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 Climate Zone 5 &Marine 4 6 R-Valuea U-Factora R-Valuea U-Factora Fenestration U-Factor� n/a 0.30 n/a 0.30 Skylight U-Factor n/a 0.50 n/a 0.50 Glazed Fenestration SHGCb�e n/a n/a n/a n/a Ceiling 49' 0.026 49 0.026 Wood Frame Wall9�k�� 21 int 0.056 21+5ci 0.044 Mass Wall R-Value' 21/21h 0.056 21+5h 0.044 Floor 309 0.029 309 0.029 Below Grade Wall°�k 10/15/21 int+TB 0.042 10/15/21 int+TB 0.042 Slabd R-Value&Depth 10, 2 ft n/a 10,4 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 dwellings 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. Table R406.2 Summary O tion Description Credit s 1 a Efficient Building Envelope 1 a 0.5 � 1 b Efficient Building Envelope 1 b 1.0 � 1c Efficient Building Envelope 1c 2.0 � 2a Air Leakage Control and E�cient 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•� � 3d High Efficiency HVAC 3d 1.0 � 4 High Efficiency HVAC Distribution System 1 A � 5a Efficient Water Heating 0.5 � 5b Efficient Water Heating 1.5 n 1S 6 Renewable Electric Energy 0.5 *1200Tcwh 0.0 Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions r--, -, ��' ��,T�� http•//www.ener�v.wsu.edu/Documents/2012%20Res%20Ener�v.pdf AUG 13 2014 I � '�,T.:.�.�. . . �.' : . __...._.�_.�_..._. !. .-.._.. _ ...�_ �_�_ Table R402.1.1 Footnotes For SI: 1 foot .=304.8 mm, ci .=continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. `"10/15/21.+T6" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm-humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. 'The second R-value applies when more than half the insulation is on the interior of the mass wall. ' For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. � Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an ap�+roved source or as specified in Section R402.1.3. i I ' Window, Skylight and Door Schedule Project Information Contact Information L1-1741-2 Width Height Ref. U-factor Qt. Feet ��°n Feet ��°n Area UA Exempt Swinging Door(24 sq. ft. max.) 0.0 0.00 Exempt Glazed Fenestration (15 sq. ft. max.) 0.0 0.00 Vertical Fenestration (Windows and doors) Component Width Height Descri tion Ref. U-factor Qt. Feet �"°n Feet ��°n Area UA ENTRY 0.30 1 1 6 6 9.0 2.70 ENTRY 0.30 1 2 6 12.0 3.60 BEDROOM 3 0.30 1 6 6 36.0 10.80 BEDROOM 2/DEN 0.30 1 5 4 20.0 6.00 KITCHEN 0.30 1 3 6 4 14.0 4.20 DINING 0.30 1 6 6 $ 40.0 12.00 DINING 0.30 1 6 1 6.0 1.80 GREAT ROOM 0.30 2 5 5 50.0 15.00 MASTER BEDROOM 0.30 1 6 5 30.0 9.00 MASTER BEDROOM 0.30 2 2 5 20.0 6.00 MASTER BATH 0.30 1 5 4 20.0 6.00 ENTRY DOOR 0.20 1 3 6 $ 20.0 4.00 GARAGE/DWELLING DOOR 0.20 1 2 8 6 8 17.8 3.56 0.0 0.00 0.0 0.00 p.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 Q.00 0.0 0.00 0.0 0.00 OA 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 OA 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 o.o o.00 o.o o.00 o.o o.00 o.o o.00 o.o o.00 o.o o.00 o.o o.00 Sum of Vertical Fenestration Area and UA 294.8 84.66 Vertical Fenestration Area Weighted U = UA/Area 0.29 Overhead Glazing (Skylights) Component Width Height Descri tion Ref. U-factor Qt. Feet ��°n Feet ��n Area UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Overhead Glazing Area and UA 0.0 0.00 Overhead Glazing Area Weighted U= UA/Area 0.00 Total Sum of Fenestration Area and UA (for neating system sizing ca�cu�ations) 294.8 84.66 � � , . g Simple Heatin S stem Size: Washin ton State This heatinq svstem sizinq calculator is based on the Prescriptive Reauirements of the 2012 Washinqton State Enerqv Code(WSEC)and ACCA Manuals J and S This calculator will calculate heatinq loads onlv ACCA arocedures for sizinq coolina svstems should be used to determine coolinq loads. The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section, some values will be calculated for you.If you do not see the selection you need in the drop-down options,please call the WSU Energy Extension Program at(360)956-2042 for assistance. Project Information Contact Information L1-1741-2 Heatinq Svstem Tvae: O nn ocne�sy5cems O Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Desi4n Temperature inszrU�t�ons � Design Temperature Difference(4T) 53 w�Lacey �� dT=Indoor(70 deg2es)-Outdoor Design Temp Area of Buildinq Conditioned Floor Area insvUCi��ns Conditioned FloorArea(sq ft) 1,741 Average Ceiling Height Conditioned Volume �nStrUCCions Average Ceiling Height(ft) 9.0 15,669 Glazina and Doors U-Factor X Area = UA �nstructions 0.30 295 88.50 Skvliphts U-Factor X Area = UA InsVUCtions 0.50 � --- Insulation Attic U-Factor X Area = UA �r.struetions , � 0.026 1,741 �� 45.27 .. � ' �� Single Rafter or Joist Vaulted Ceilmgs U-Factor Area UA Insxructio�7s � „ :�'. � >- � . ........ � _ --- � Above Grade Walls�see F�g�re�1 U-Factor Area UA instructior�s ° -- ;� 0.056 1,543 86.41 . � Floors U-Factor Area UA �nstructio�s " "' 0.029 1,741 50.49 � �� Below Grade Walls�see F�g�re�J U-Factor Area UA fnstrucuons - " ' '" - + � .. . . ..... . . ... .. --- --- � , Slab Below Grade�see F�so.e�1 F-Factor Length UA Instructions a . .. .,., :. .'< --- -- � . .. . .. o .. . . . . ... r.�� --- Slab on Grade�SeeF�gore» F-Factor Length UA Instructions ' " " "" � "" ""'"' � �.., . .. ... .. , . ..... 7 --- Location of Ducts instru�t�ons �, ,�_,�:.-. Duct Leakage Coefficient . . .. '� 1.10 ■_ Sum of UA 270.66 Envelope Heat Load 14,345 Btu/Hour Flaure 1. Sumo/UAXdT Air Leakage Heat Load 8,969 Btu/Hour VolumeX O.6XdTX.018 AboveGrade Building Design Heat Load 23,314 Btu i Hour Ai�Leakage+Envelope Heat Loss ..;�,,...,, �" " " Building and Duct Heat Load 25,645 Btu/Hour " Ducts in unconditioned space:Sum of Building Heat Loss X 1.10 Ducts in conddioned space:Sum o/Building Heat Loss X 1 Maximum Heat Equipment Output 35,904 Btu I Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 125 for Heat Pump (07/OZ/13) r STRUCTURAL CALCULATIONS FOR THE SOUNDBUILT HOMES RESIDENTIAL PROJECT Plan L1-1741 May 27, 2014 '� �,.�,, � �,°��.s��b �"� . �� rt � ` *'� � �4�` � , �.:;�� - — � � � '2 _.�=� � �� j �'� ,;�� c�`9F� �9. �� . Job No. : 10-013 ;��-��-�Y.��jj Location: Lots 1 —200, Tahoma Terra � "'` � P_�)G � 3 2Q14 Yelm, Washington � SEG� Engineers �`--��.�ett��Y��ivi�onsulting Engineers 22939 SE 292"d PL (360)886-1017 Black Diamond,WA 98010 Copyright 2014,SEGA Engineers , , STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red-lines for a one-story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I-joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers . , SEGA Engineers, Project L1-1741 � Structural&Civil Consulting Engineers Job No. 10-013 By: GAT 22939 SE 292nd PL (360)886-1017 Black Diamond,WA 98010 Checked Date: 04/10/14 Sht i Design Criteria International Building Code (IBC), 2012 LOADS Roof DL 15 psf LL 25 psf Floor DL 10 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph (V�it) KZt 1.00 Exposure B Seismic Design Category D SpS 1.00 Response Factor 6.5 CS= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf SEGA E�ne_ e�;s ProjeGt L1-1741 �Structural&Civit Cansulting Engineers Job Na. 1 C}-013 By: GAT 22939 SE 292nd PL {3bf�}$86-1017 Black Diamond,WA 98010 Checked Date: 04/10114 Sht 1 �.aAas ROQF �L, Roofrng {Comp} 3.� psf '/2'QSB 1.8 2 x �24" 3.5 insula#ion 1.1 $/$' GWB 2.8 Misc. 1.5 14.2 ps# LL Snow, Pf 25 psf (115°lo Load Clueation} Reduction, Cs O.C�O (C1= 1.1, other surfaces} 6112 pitch = 27 deg Total Roof�oad 392 psf FLC?4R DL Flooring 0.5 psf 3Iq� Piywoad 2.3 �X "�� C� ��3��OC 2.$ insulation 1.1 Misc. 1.5 8.2 psf LL Residentiai 4� psf Tota1 Fioor Load 48.2 psf C�EGKS C}L 2 x Decking 4.3 psf 2x1� � 16"oc 2.8 Misc 1.5 8.fi LL Residential 40 psf Total Deck Load 48.6 psf WALLS (�L �J'1L�4i1� �.�J '/Z' Plywtyod 1.5 psf 2x6�a 16"oc 1.7 IRSUI a.s '/a°GWB 2.2 9.5 psf Co�tyrighf 2014,SEGA Engineers SEGA En ineers� PROJECT ��_�-��.t Structurat & Civit Consulting Engineers --- 1o�a�vo. p _�,�� +cv�D �� 2��9 S�2��.nd P�� _ - ., $lack Diamond,Washington 9$Ol(3 CHECKED$Y DAT'E ��,�.SHEET � OF {360) 886-I017 ,�. .__e. .. . _. _-_..__... �__.�___v_. __ ...�..�.... ._ �.. _ _ _.___... __._____.._._ _---_Q �%r�tiM!�'�:dr` �tt�` , , � _ _ � i � 1�.. ��,. ' ' �J��. � ��i� _ ; { �._.._.. .4 : �.-- , , _ ,,�" � � � i. : _ _ . � ,��; { _ , . � � .____�� r.r ��,._.� ad..._..� �,eW.� _�.�. � � +�= ��C�� ''` M,� �� '�'��C..J�n'�t = 1� � t'� �'�_�ez ��ss � `� �� . �� = c� . �s t a t�'`��'`�( Jt�'� �� .�-� �,�,�� ,`��. i Z�� 3'1 z.y-/�,S" •a— �''� � �`�`�'� ��11�r�. �� .�— �3t.�= ��-��= /�� 2-C�� ` �/►2.��`.-'C�1t J� -- �'Z. �'� "�112 s� jC?.�" C:i./3 � �4 �� , �—��i`�:, .�� JS � ��"" 3�1� y�L •�.-- �.�% t� c�'.� � �►Z��,.��;� � /�' 'rl�� ,�.,�- �7ltC-. ,��/�,�„p : , c�yri�nc�1a,SEGA Enginecrs SEGA Engineers, ��a��Ct ��-�� Structural&Civii Cansulting Engineers Job Na. 10-013 By: GAT 22939 SE 292nd FL (36U}886-IQi7 Black Diamond,WA 98010 Checked Date: 0411 E}I94 Sht. 7j LATERAl� �OADS - (Alternate ASD) SEISMtC Maximum Base Shear,V= F Sos W Eq. 12.14-11 R where, F = 1.0 tJne-Story Building S��= 1.Ofl S�= 1.5 Fa= 1.Q0 {Table 11.4-1, S$> �25} R = 6.5 Tab1e 12.14-1 W= Seismic Weight Far W: W„�,r= (4flft) ( 54ft} (16psf} + (2 ) {4(}ft+ 54ft) (4.5ft� (9.5psf} = 43kips W�p,,,= 43 kips aesign �ase Shear,V= { .154) {43 kip) = 6.6 kip E= 6.6 kip = 4.7 kip --_......_. ._..�.___. __ _--_-- 't.4 WIND Design VUind Pressure, Ps=A Krt P�a Eq. 28.6-1, Sect. 28.6,3 where, �= 1.00 0- 15 ft Expasure B Figure 28.6-1 = 1.00 �0 ft = 1 AQ 25 ft K�= 1.OQ Secticrn 26.8 pso = 17.7 psf 110 mpfi Figure 28.6-1 (ASQ} Po-��= ( 1.00) ( 1.00 ) (17.7 ps� = 17,70 psf (x d.6= 10.62 �s� Pz� = ( 1.00} { 1.d0) {�17.7 pst� = 17.70 psf (x(?.6= 1fJ.62 psf} Pz� = { 1.00 j ( 1.00) �17.7 ps� = 17.70 psf {x t�.6= 1�.62 psf} Qesign Base Shear: (Wind) V�,= (40ft) { 1t�ft) �17.7psf} + {40ft7 ( 5ft) (17.7ps� + {�U ft) ( 5 ft} (17.? psf} =14.2 x 0.6 �8.�kip� V�g= (60ft) { 1{lft) (17.7psfl + (43ft) ( 5ft) (17.7ps� + { '13ft) ( 5ft} (17.7psf} =15.6x0.6 =9.3kips There#ore, Wind Loads Gov�m for L�teral Design - FronUBack Wind Loads Govem ft�r!.a#eeal Design-Side/Side C�Pi'riBht 2414,SEC`iA En$ine.ers SEGA Engineers f F�o.�� 1 - �� S�tructural & Civil Consuiting Engineers Jo��ro. t� - o�� GUx�n s� �a�?� 22939 5�.2�2nd��e • Black I3iax�np�d.Washington 9807Q _ _ . t3C�U> s8b-loi7 � Fa�c (360} ss6-IOi6 c�c�n�� r��.� ,�� s��r o� _.�.__.__� _....__ _... ..... . ..... ... ... ... . . _. . _. _ ._. .._. 5��-- '�'��.. ��!C��t f $ i ' _ , . , ,. i � S : .��_: � ��.�.. � z , �_��= �� .��,�� .�� t��;�� ..�--�� ; , �� - _� �� - " ��+.��t.� `�- z��,' ' /z.- � .1 � �-,;/�`7 � f , - ��.�"�`'�f� � /��5 l r � � . __� .. _ .�_ . _.__ � _ � _ .. . . 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TO TOP PLATE� (T7P.4 PLdLE41� — — _� v��°, MAIN F�OOR A= 1,�41 SQ FT A a=aia sa�r 3-GAR OPTION A=6�3 9Q FT DSf�-GIl�ER TO TOP PLAIE �\ \/ � 9LL6�B�15 STldJ1Y-WOLL Sfl BLLB�B a l5 9TFdRY-WPLL EA � SEE 9R�9RJ Pfd7DIIGT G111DE 9EE 91MP°.LN Pfd7011GT C�11DE FOR tl7RfAL 1119TALLATIQL FLR il�RTAL IK4TALLATI011 v�� fttP.Lf 71 (T7P.OF L \ � � � a�i � � � � � r N � °? o � � � a' o �n � �3 � m a� � z � w o � � ' � � � � 3 � I— Q N U � � U ` c � t � m Q � � � Q Q � � N � �... N � � M �O N � �- y � � .� l! � � O V y N C'') V � O � � II II .Q � — � � U N (� cd (� Q L � � p "C � d � N � � � � _� �3 N � O 6 (� I� O � U � � U 3 O � � O O � � m 0 ""' � O � � O � � U U O N t, O � � >. O O � � 0 Q N '� .a � M O N W N � � Q � E � �-�. /�� M � � o V � � c� c� � � � 3 � � a m o\o � � � °-z � � v �° �c � � � � � N � � 0 3 � •Q� � O � � N � C = � O W V U U N N � � � � � � J � T O O O � -� c� O� �n � w � � " " � C N � � �- � � � CO � O � E � .� � � � � �� V N '--`� � � O Q N LLI L � � "O � � � .«- N � � Q = cn z o� ao r � x c � � N � � ri p o � .«- c� co � � cU � � � o �° � c°,� r � � � � � J � o 0 0 '� � a� � � � m o c J � c � x � x a�i � � � � � � � a� �°— Q •� � p U p U � N O a�i � N � � � m > � � � T 3 ° � � `� a�i E 3 u� 0 � _ � a� m � � Q N .� = 3 � ° Q Q .. _ � aa � o � a"' r N C7 � � z x � ti » Page 1 of 21 �Job-�^-��--' — Truss TrussType Qty P�y SOUNDBUILTNW/17412-CAR/RD ISJ404286 A1 GABLE 1 1 Job Reference o tional The Tnrss Co./Tri-County Truss,WA,OR,TSE 7 510 s Jan 20 1oi4 nni i eK inauscnes,inc. wea,vpr�o IO.DJ.LL LV 14 ra e i ID:aDa0261XjdE?91VdeC?9m9yzATU-YGsfCVvP_mKv?03KhgN9YhHPYP92HoJOZqm_WAz 2qJ 1-6 8-2-12 '16-0.6 23-10-0 32-2-0 39-11-10 48-0.0 56-0.0 1-6 &2-12 7-&10 7-&10 � &40 7-&10 8-0.6 &40 6.00 12 8 g3 Scale=t: 03.1 6x8 MT18 3x5� I6 6x T1 � 3x5� 3x10 i 6 9 S 6 4x6� 81 S g 5 S S 9 84 4x6� S 1 S 3 S 7 S 3 S � ST3 853x5� � 3x6� 5 4 S 10 N 3x6� 4 q �� 3x6� S5 � � S 4 S � S q S7 SS ST1 S 0 S 8 S 0 S 8 ST20 ST21 S 2 S 4 S 2 S S 2 S 4 S 9 12 23 �, M � Io � 5x�2� 37 36 35 34 33 32 31 30 29 28 27 26 2 864 23 22 21 20 19 18 17 16 15 14 �34x6� 4x4= 4x4= ax8= 4x4= 8x8= Bx8= &0.0 & 12 16-0.6 23-10-0 32-2-0 39-11-10 48-0-0 56-0.0 &0-0 0. -12 7-&'10 7-&10 8-40 7-&10 &0.6 &0.0 Plate Offsets(X,Y): [3:0-4-4,Edge],[4:0-2-8,0-1-8],[5:0-2-11,Edge],[7:0-4-0,0-1-15],[8:0-4-0,0-1-15],[10:0-2-11,Edge],[12:03-14,0-t-13],[21:0-4-0,0-4-8],[32:0-4-0,0-4-8],[49:0-1-15,0-1-0],[52:0-1-15,0-1-0], [54 0-1-15 0-1-0] [70 0-1-15 0-1-0] [74 0-1-15 0-1-0] [76 0.1-15 0-1-01 LOADING(ps� SPACING 2-0.0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.03 337 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.06 3-37 >999 240 MT18H 185/148 TCDL 8.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.01 12 n/a n/a BCLL 0.0 ' Code IRC2012lfP12007 (Matrix) 9 BCDL 7.0 Wei ht:498 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except T3:2x4 DF 2400F 2.OE,T4:2x6 HF No.2 2-0-0 oc purlins(5-1-1 max.):7-8. BOT CHORD 2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF No2'ExcepY WEBS 1 Row at midpt 4-33,6-29,7-29,7-24,8-24,9-24,11-20 W1:2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 HF Stud'ExcepC durin truss eredion,in accordance with Stabilizer Installation uide. ST17,ST15,ST13:2x4 HF No2 REACTIONS All bearings 47-6-8 except(jt=length)3=0-3-8,12=0-5-8,12=0-5-8,2=0-3-8. (Ib)- Max Horz3=216(LC 41),37=-200(LC 43) Max Uplift All uplift 100 Ib or less at joint(s)37,29,30,34,36,23,19,14,13,2 except 33=-112(LC 10),24=-112(LC 11),20=-105(LC 11),16=-100(LC 11) Max Grav All reactions 250 Ib or less at joint(s)12,12,26,27,28,30,31,34,35,25,23,22, 19,18,17,15,14 except 37=796(LC 29),33=738(LC 29),29=581(LC 29),24=969(LC 29), 20=703(LC 29),16=584(LC 29),13=318(LC 33),2=447(LC 29) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-292/87,4-5=-317/80,5-80=-255/86,8-83=0/315 WEBS 437=-616/147,6-33=-677/115,6-29=-254/89,7-29=-461/53,8-2 4=-6 9 317 3,9-24=-304/107, 9-20=-635/95,11-16=-560/119 NOTES (18) t)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end veRical 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 ANSIlTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurtent with other live loads. 6)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)All plates are 2x4 MT20 unless otherwise indicated. 10)Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .� 12)'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 belween the bottom y F ��^� chord and any other members,with BCDL=7.Opsf. � � tJ � 13)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib upliR at joint(s)37,29,30,34,36,23,19,14,13,2 except � ��f Qt=1b)33=112,24=112,20=105,16=100. � 14)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. � 15)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. i 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � ;,,: I� 17)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. ,.� Y � Q�p(q�pppge piven in feet-inches-si�cteenths(FFIISS)format. ,.� �.1 �y � #��s � � � ,i��'�rs�°��° �~ '��IV�L�`� 4/16/1 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 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 to insure stability dunng construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regazding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building } **E�s Component Safety Informafion available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 4hQ�V�7�7CQ.��.. Y , Page 2 of 21 Job Truss TrussType QtY P�Y SOUNDBUILTNW/17412-CAR/RD SJ404286 A1 GABLE 1 1 Job Reference o tional The Truss Co./Tri-Counry Truss,WA,OR,TSE 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Apr 16 16:55:23 2014 Page 2 I D:aDa02BIXjdE?91 VdeC?9m9yzATU-OSQ 1 Qqw114SmdAeWFOv05vqal pVHOFZ9oU WX3czQ2q I LOAD CASE(S)Standard � ��}3 � d�,��(� +. � :.+ "�} } �. �� ,�, tf1�3f�4 �,S'�'�'t��r�°r��'�' C>�' `�j��VV�.�..�� 4116/1 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 pazameters shown,and is for an individual building component to be ins[alled and loaded vertically. Applicability of design parameters and proper incorpora[ion of component is responsibility of building designer. Bracing shown is for lateral suppoR of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/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 the�V��CQ.��.. � � Page 3 of 21 Job ' Truss TrussType QtY P�Y SOUNDBUILTNW/17412-CAR/RD SJ404286 A1CAP GABLE z � Job Reference o tional The Truss Co./Tri-County Truss,WA,OR,TSE 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Apr 16 16:55:24 2014 Pa e 1 ID:aDa0281XjdE?91 VdeC?9m9yzATU-Uf_PdAwgWNadFKDjp5Qdd6MxRDvulsyll8FSb3z�2qH az-o aa-o ¢z-o az-o 4x4= Scale=1:17.8 3 12 6.00 12 �� 2x4 I I 2x4 I I W1 4 2 5 � 1 � 3x4= Zx4 II 2x4 II 3x4= Io 2x4 I I 42-0 &40 42-0 42-0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.16 Vert(LL) -0.01 4-6 >999 360 MT20 185/148 (RoofSnow=25.0) Lumberincrease 1.15 BC 0.12 VeR(TL) -0.02 4-6 >999 240 TCDL 8�� Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 ' Code IRC2012lTP12007 (Matrix) 9 BCDL 7.0 Wei ht:21 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 HF Stud durin truss eredion,in accurdance with Stabilizer Installation uide. REACTIONS (Ib/size) 1=49/0-5-8 (min.0-3-12),5=49/0-5-8 (min.0-3-12),6=534/0-5-8 (min.0-1-8) Max Horz 1=-24(LC 15) Max Upliftl=-6(LC 10),5=-14(LC 11),6=-33(LC 10) Max Grav1=73(LC 17),5=73(LC 18),6=534(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-11=-21/281,3-12=-8/281 WEBS 3-6=-430/53 NOTES (13) t)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 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 ANSIlTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.i 4)Unbalanced snow loads have been considered for this design. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit belween the bottom chord and any other members. 8)Bearing at joint(s)1,5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,5,6. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)See Standard industry Piggyback Truss Connection Detail for Connedion to base truss as applicable,or consult qualified building designer. 13)All dimensions given in feet-inchessiMeenths(FFIISS)format. LOAD CASE�S)Standard L� �� . A.SFf f � 't3 L� � " f,Lt i 9�fi9 � �°''��,,�C`'fS1'��'�;�� .�� 4/16/1 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 pazameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design pazameters and proper inwrporation 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 responsibility of the erector.Additional permanent bracing of the overall shucture 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 ** �s Component SafeTy Information available from Truss Plate Institute,583 D'Onofrio Dnve,Madisoq WI 53719 ��Q,�V�r7CQ.��. � t Page 4 of 21 Job ' Truss TrussType Qty Ply SOUNDBUILTNW/17412-CAR/RD SJ404286 A2 HIP 5 1 Job Reference o tional The Truss Co./Tri-Counry Truss,WA,OR,TSE 7.5�o s Jan 2o Zota nni i eK inaus[nes,inc. weo Hpr io�o.oa.�o�u iv raye � ID:aDa02BIXjdE?91 VdeC?9m9yzATU-yrYnqWxlHhiUsUovMpxsAKvxqd3HU8GSFo?e7VzQ2qG 1-6 8-2-12 'i6-0.6 23-10-0 28-0.0 32-2-0 39-&13 48-0.0 56-0-0 -6- &2-12 7-310 7-&10 42-0 42-0 7-7-13 &23 &0.0 5x6= Scale=1:106.4 6x6= 6.00 12 22 6 7 23 3x5� 3x5� 5 8 3x5 J 4x6 O z� � zq 4x6� 25 � Sx6 i 4 20 9 c� 3 W4 � 10 V�N 1 11 M �� Iy ° 17 26 27 28 14 4x9= o 4x5= �9 18 16 15 13 12 3x5 II Sx8= qx8= 4x4= 4x4= 2x4 II 5x6= 5x8= &o-0 & 12 16-U6 2310.0 32-2-0 39-&13 48-0.0 56-0.0 &0.0 0.-12 7-&10 7-&10 &40 7-7-13 &23 &0-0 Plate Offsets(X Y) [2 0-3-0 0-1-1] [3�03-0 0-2-0] [6 0-3-4 0.2-8] [7 0-30 0-2-7] [11 0-4-8 0-1-11] (15 0-1-8 0-2-0] [18:0-2-0 0-2-81 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plateslncrease 1.15 TC 0.89 Vert(LL) -028 13 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.82 Vert(TL) -0.47 12-13 >999 240 TCDL 8 0 Rep Stress Incr YES WB 0.79 Hoa(TL) 0.14 11 n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 (Matrix) Weight:305 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE`Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,except T3:2x6 HF 1650F 1.5E,Tt:2x4 HF No.2,T4:2x4 DF No.1RBtr 2-0-0 oc purlins(5-6-0 max.):6-7. BOT CHORD 2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: WEBS 2x4 HF No.2*Except' 6-0.0 oc bracing:2-19,18-19. W1:2x4 HF Stud WEBS 1 Row at midpt 3-19,5-18,5-16,7-16,8-15,10-13 MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection,in accordance with Stabilizer Instaliation uide. REACTIONS (Ib/size) 2=148/0.3-8 (min.0-1-8),19=2559/0-5-5 (min.0-5�),11=1860/Mechanical Max Horz2=160(LC 10) Max Uplift2=-61(LC 27),19=-165(LC 10),11=-144(LC 11) Max Grav2=228(LC 31),19=3204(LC 29),11=2251(LC 29) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-76l752,3-4=-2178/85,4-20=-2116/91,20-21=-2032/98,5-21=-1865/116,5-22=-2395/168, 6-22=-2005/170,6-7=-1945/166,7-23=-2427/213,8-23=-2766/198,8-24=3404/240,24-25=3573/222, 9-25=-3661/214,9-10=-3723/209,10-11=-4539/277 BOT CHORD 2-19=-559/141,18-19=-559/141,17-18=-57/1818,17-26=-57/1818,16-26=-57/1818,16-27=0/2272, 15-27=0/2272,15-28=32/3196,14-28=-32/3196,13-14=32/3196,12-13=-178/3960,11-12=-178/3960 WEBS 3-19=3010/220,3-18=-27/2669,5-18=-1148/80,5-16=-21/515,6-16=-26/517,7-16=-743/96, 7-15=-78/t 117,8-15=-1335/200,8-13=-6/499,10-13=-854/162,10-12=0/304 NOTES (13) 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(enveiope)gable end zone;cantilever left and right exposed;end veRical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live toad of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit belween the bottom chord and any other members,with BCDL=7.Opsf. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2 except Qt=1b)19=165,11=144. 10)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. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. , 13)All dimensions given in feet-inches-siMeenths(FFIISS)format "�, �r^3 �'i LOAD CASE�S)Standard E1<g� •�. � :.. "� �. � � i v�t�� J �,�'��r,�sx��'�C�~ �t��.L.�' 4/1611 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW[NG NOTES 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 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 responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage detivery erec[ion and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCS[ 1 Building y, �! Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 �31Q�V��C�.�C.. y Page 5 of 21 Job ' Truss TrussType Qty Ply SOUNDBUILTNW/17412-CARlRD SJ404286 A2CAP PIGGYBACK 19 1 Job Reference o tional The Truss Co./Tri-County Truss,WA,OR,TSE 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Apr 16 16:55:25 2014 Page 1 I D:aDa02 BIXjdE?91 VdeC?9m9yzATU-yrYnq Wxl H hi UsUovM pxsAKv66d E7 UJ CSFo?e7VzQ2qG n-2-o aa-o az-o az-o 4x4= Scale=1:17.8 3 8 6.00 12 7 W1 4 Z 5 1 � m 3x4= 3x4= Io 2x4 I I 42-0 &40 42-0 42-0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 p�ateslncrease 1.15 TC 0.16 Vert(LL) -0.01 4-6 >999 360 MT20 185/148 (RoofSnow=25.0) Lumberincrease 1.15 BC 0.12 Vert(TL) -0.02 4-6 >999 240 TCDL $� Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL �,p ` Code IRC2012lTPI2007 (Matrix) Weight:20 Ib FT=16°,5 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 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) 1=49/0-5-8 (min.03-12),5=49/0-5-8 (min.0.3-12),6=534/0-5-8 (min.0-t-8) Max Horz 1=-24(LC 15) Max Upliftl=-6(LC 10),5=-14(LC 11),6=33(LC 10) Max Grav1=73(LC 17),5=73(LC 18),6=534(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-7=-21/281,3-8=-8/281 WEBS 3-6=-430/53 NOTES (11) 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(enveiope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;E�8;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Iive loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit belween the bottom chord and any other members. 6)Bearing atjoint(s)1,5 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 100 Ib uplift atjoint(s)1,5,6. 8)This truss is designed in accordance with the 2012 International 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)See Standard Industry Piggyback Truss Connection Detail for Connedion to base truss as applicable,or consult qualified building designer. 11)All dimensions given in feet-inches-sixteenths(FFIISS)fortnat. LOAD CASE�S)Standard �.. if"�j} A.1 x�r�. r'. "tf t� �C� "� > i�<��;s ��j�lr��:��.�C�~ ttil�L 4/16/1 Digitaliy signed by:Terry L.Powell,P.E. !WARNING!—VER[FY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW ING 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 pazameters and proper incorpo�ation 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 responsibility of the erector.Additio�al permanent bracing of the overall strucmre is the responsibiliry 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 �y�* Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W[53719 the i R V��C�.�C. , Page 6 of 21 � �Job Truss TrussType Qty P�y SOUNDBUILT NW/1741 2-CAR/RD ISJ404286 A3 SPECIAL 2 � Job Reference o tional The Truss Co./Tri-County Truss,WA,OR,TSE 7.510 s Jan LU 1U14 Mi l eK inaustnes,mc. vvea Hpr io io.00.0�u w re a� ID:aDa02BIXjdE?91VdeC?9m9yzATU-vDfYFCzYpIyC6oyHUEzKFI_LGQmwy?OIj6UICNz 2qE 1-6 57-4 &10.8 '14-7-0 19-38 23-10.0 28-0.0 32-2-0 3- 4 38-0.8 4'I-&'I 45-fr8 49-10-6 56-0.0 -6 &7-4 434 4&8 4&8 4-68 42-0 4-2-0 0.'I 4 SO-4 3-&9 3&7 4314 G1-'10 � 8x8= Scale=1:117.1 8x12� 6.00 12 7 8 zS 4x4� 3x4 I I 6 9 9x10 MT18H� 5x5� 27 5x5� 5x16 MT18H� 5 �p 29 6x8 MT18H� W1 � 3x5� 25 W �� 3x6� q W� Sx6� `� 3x6� �, W4 W �2 4x10% 15 � � z 23 �x12= , 7 13 Iv N 0 24 22 0 Sx8= px4 II Sx8� 2� 30 20 31 �9 �g 9x14 MT18H- �5 �q 4x9= 12x14 MT18H= qx6= Sx6= 3x4 II 3x4 II 5x9= 6x8 MT18H= 3.00 12 57-4 &10.8 14-7-0 1938 28-0.0 33-0.4 38-0.8 45-&8 49-10-6 56-0.0 rr7-4 434 4&8 4&8 &&8 5-0.4 S0.4 7-6-0 4314 Fr1-10 Plate Offsets(X,Y): [2:1-4-1,0-6-11],[2:0-63,0-0-10],[4:0-3-0,0-2-12],[5:0.1-4,0-2-0],[6:0-1-8,0-2-0],[7:0-4-0,03-8],[8:0-9-0,0-4-0],[10:0-0-12,0-2-0],[11:0-4-O,Edge],[12:0-2-12,0-2-4],[14:0-2-8,0-2-8], [16 0-4-4 Edqe] [1T0-4-0 0-5-0] [19 0-1-12 0-2-0] (21 0-4-0 0-3-8] [23 0-7-0 0-5-111 LOADING(ps� SPAC�NG 2-0.0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.83 22-23 >809 360 MT20 185/148 (Roof Snow=25.0) Lumber inaease 1.15 BC 0.74 Vert(TL) -1.36 22-23 >492 240 MT18H 185/148 TCDL $� Rep Stress Incr YES WB 1.00 Horz(TL) 0.85 13 n/a n/a BCLL 0.0 ' Code IRC2012lTPI2007 (Matrix) 9 BCDL 7.0 Wei ht:408 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE`Except' TOP CHORD Structural wood sheathing directly applied or 2-2-5 oc purlins,except T4,T6,T5:2x6 DF 2400F 2.OE 2-0-0 oc puriins(5-9-8 max.):7-8. BOT CHORD 2x6 DF 2400F 2.OE'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B4:2x4 HF No.2,B6:2x4 HF Stud WEBS 1 Row at midpt 4-22,5-21,6-20,8-20,8-19,10-17 WEBS 2x4 HF No.2'Except* MiTek recommends that Stabilizers and required cross bracing be installed W1,W2,W5,W13,W17,W14:2x4 HF Stud,W16:2x4 DF No.1&Btr durin truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=2344/0-5-8 (min.0-2-11),13=2227/Mechanical Max Horz2=160(LC 10) Max Uplift2=-169(LC 10),13=-145(LC 11) Max Grav2=2827(LC 29),13=2701(LC 29) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-10619/602,3-4=-10350/567,425=-5791/273,25-26=-5786/282,5-26=-5593/294,527=-4290/220, 6-27=-4269/241,6-7=-3697/226,8-28=-5446/330,9-28=-5691/319,9-10=-5672/248,10-29=-8328/414, 11-29=-8478/405,11-12=-8510/362,12-13=-5630/289,7-8=-3187/222 BOT CHORD 2-24=-655/9686,23-24=-669/9752,22-23=-559/9523,21-22=-243/5269,21-30=-114/3704, 20-30=-114/3704,20-31=0/3203,1931=0/3203,9-17=-501/128,16-17=-96/6003,13-14=-204/4960 WEBS 3-23=-314/107,4-23=-276/4777,4-22=-5180/382,5-22=-111/2199,5-21=-2520/213,6-21=-93/883, 6-20=-1238/189.7-20=38/1245,8-20=-408/361,8-19=-989/59,17-19=0/3289,8-17=-198/3511, 10-17=-1678/164,1416=-212/5336,12-14=-2267/132,12-16=0/2684,10-16=-167/2552 NOTES (15) 1)Wind:ASCE 7-10;VuIt=110mph(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 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless othenvise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit behveen the bottom chord and any other members,with BCDL=7.Opsf. 9)Refer to girder(s)for truss to truss connections. 10)Bearing at joint(s)2 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=169,13=145. +�` �� 12)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlfPI 1. �- � 13)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� 14)Graphical pudin representation does not depict the size or the onentation of the purlin along the top and/or bottom chord. �}� 15)AII dimensions given in feet-inches-sixteenths(FFIISS)format. � LOAD CASE(S)Standard "�} ' �. �� 1��1�Ee9 � > � ��tS"i°ti.��?~ .�V'�.L 4/1611 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TH[S 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 veRically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral suppoR of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-S9 and BCSI 1 Building }y� ** Component SafeTy Intormation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 LliPs�V��CQ.��i. , , � Page 7 of 21 Job Truss TrussType Qty Ply SOUNDBUILTNW/17412-CAR/RD SJ404286 A4 SPECIAL 3 1 Job Reference o tional The Truss Co./Tri-County Truss,WA,OR,TSE 7.510 s Jan 20 201a nni i eK inaustnes,inc. wea H f lb Ib.OD.L`J LV 14 ra e i ID:a4a02BIXjdE?91VdeC?9m9yzATU-rcnlgu_oKwCvL56gbf?oKA4gC VPQwbIAQzsGGz 2qC 1E- 5-7-5 9-10-8 14-7-0 19-3-8 23-7-1223-0-028-0-0 30�-0 2-2- 37-114 45E-8 50-4-0 56-0-0 b 5-7-5 4-13 4-8-8 4-&8 4-4-4 0--4 4-2-0 2�-0 -10- 5-9-4 7-7-4 4-&8 5-&0 Scale=1:112.6 5x8= 3x4 I I Sx5= 6.00 12 g 9 �� 30 3x5� 3x5� � 11 4x5� 29 Sx8� 4x8� 6 �0 2 31 4x6� 6x6��7 28 W13 1z � 4 �3 �+ 3x5� q 3x5� �� W4 14 15 25 � 16 g 15 �Iq ys� z 26 24 12% 33 19 6x8 Iv In 0 8x10 MT18H I I Sx6= ° qX�p y 2x4 II Sx6= 23 32 22 21 17 16 4x5= 6x6= 4x9= 3x4 I I 3x8 MT18H I I 4x4= 3.00 12 57-5 110.8 14-7-0 19-38 28-0.0 30-40 37-11-4 45-68 45 q4 50-40 56-0.0 �rr7-5 I 433 � 4&8 � 4&8 &&8 2-40~ 7-7-4 � 7-7-4 0.��12 4G12 � rr&0 Plate Offsets(X,Y): [2:0-1-13,0-0-5],[4:0-1-12,0-2-4],[6:0-1-5,0-1-12],[7:0-2-0,011-8J,(8:0-5-8,0-2-4],(10:0-2-8,0-2-4),[13:0-3-12,0-2-D],[15:0-1-4,0-0-9],[17:0-4-0,0-0-8],[18:0-5-8,03-0],[19:0-1-12,0-2-0], [20 0-5-11 0-4-4] [22 0-1-12 0-2-0] [23 03-0 0-3-81 [25�0-5-5 0-4-0] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.60 Vert(LL) -0.56 25 >938 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.55 Vert(TL) -0.96 24-25 >569 240 MT18H 185/148 TCDL 8� Rep Stress Incr YES WB 0.96 Hoa(TL) 0.37 17 n/a n/a BCDL �.0 � Code IRC2012lfP12007 (Matrix) Weight:3681b FT=16°� LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc purlins,except BOT CHORD 2x6 DF 2400F 2.OE'Except' 2-0-0 oc purlins(5-9-2 max.):8-10. B4,66:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-10-2 oc bracing. Except: WEBS 2x4 HF No.2`Except` 1 Row at midpt 9-20,13-18 W1,W2,W4,W5,W11,W14,W17,W18,W16:2x4 HF Stud WEBS 1 Row at midpt 4-24,6-23,7-22,11-20,11-19,8-20 MiTek recommends that Stabilizers and required cross bracing be installed durin truss eredion,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=1836/0-5-8 (min.0-2-1),17=2763/0-5-8 (min.0-3-7),15=-28/Mechanical Max Ho22=161(LC 10) Max Uplrft2=-156(LC 10),17=-97(LC 11),15=-215(LC 17) Max Grav2=2190(LC 29),17=3468(LC 29),15=111(LC 33) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-7398/527,3-4=-7158/489,4-27=-4018/239,5-27=-4003/246,5-28=-3923/249,6-28=3813/260, 6-29=-2831/192,7-29=-2810/213,7-8=-2226/196,10-30=-1913/140,11-30=-2160/118,1131=-1732/122, 1231=-1796/100,12-13=-1927/92,13-14=-122/1889,14-15=-94/780,8-9=-1888/143,9-10=-1888/142 BOT CHORD 2-26=-581/6666,25-26=-583/6695,24-25=-484/6557,23-24=-209/3625,2332=-87/2408,22-32=-87/2408, 9-20=-646/108,20.33=0/1549,19-33=0/1549,18-19=-1533/159,17-18=3460/113,13-18=-3458/139, 1 S 16=-635/96 WEBS 4-25=-236/3306,4-24=3633/339,6-24=-101/1643,6-23=-1996/202,7-23=-87/850,7-22=-1245/187, 8-22=-113/624,20-22=-8/1942,11-20=-51/590,11-19=-1144/111,13-19=-87/3321,16-18=-627/105, 14-16=0/385,8-20=-227/346,14-18=-993/93,10-20=-42/661 NOTES (15) 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 left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherv✓ise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. 9)Refer to girder(s)for truss to truss connections. 10)Bearing at joint(s)2 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. �: ��1 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)17 except Qt=1b)2=156,15=215. �.�+` 12)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlfPI L j�,��, 13)"Semi-rigid pitchbreaks with fixed heels"Member end flxiry model was used in the analysis and design of this truss. �. f 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �✓ 15)All dimensions given in feet-inches-sixteenths(FFIISS)format. ,�� ii�8 .r LOAD CASE�S)Standard '�'} ~ (�; � �y � 1�1�3{�� y, �,�'�j r,r�x��;�.�,'�,�~ �N�.L'�" 4/16/1 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 Ioaded 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 construction is the responsibility of the erector.Additional permanent bracing of the overall shuc[ure is the responsibility of the building designer.For general guidance regazding fabrication,quality control,storage delivery erection and bracing consult ANS[/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Buiiding y, Component Satety Informa6on available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 �J,J,�TRUSSCO.INC. , , Page 8 of 21 Job ' Truss TrussType Qty Ply SOUNDBUILTNW/17412-CAR/RD SJ404286 A5 SPECIAL 3 1 � Job Reference o tional The Truss Co./Tri-CounTy Truss,WA,OR,TSE 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Apr 16 16:55:30 2014 Page 1 I D:aDa02BIXjdE?91 VdeC?9m9yzATU-JoLg u E?QSD KmzFgs9MX 1 tNcnoeo?9N26P4i P pizQ2q B 1E- 57-5 9-70.8 14-7-0 1&38 23-7-1223-0-028-0.0 32-2-0 3434 41-&12 48-2-1 56-PO 7-6- 1-& 57-5 433 4&8 4&8 44-0 4-4 42-0 4-2-0 2-1-4 7-0.8 610-5 7-&15 LG 5x6= Scale=1:126.5 6.00 12 6x6- 3x5� 8 9 3610 3x6� 7 4x5� �, � 3x5� 3x5� 4x8� 11 6 �� 4x6 J 6x6�53q 35 37 r� 38 � 4 �2 c� 3x5� 29 �8 W1 13 �1 W4 4x5= ao 2x4 W��1p/Z� 4x5 II � 9 � 2 25 18 14 �;Jv qs� 26 24 � IoaN � 4x14; 2x4 II 5x6_ 23 39 22 z� 2� �9 40 18 �� 6 Sx6= 9x10 MT18H= 6x6= 4x5= Zx4 I I 4x4= 5x8= 2x4 I I 3.00 12 2x4= 2x4 II ZX4— 4x4= 2x4 I I 2x4 I I zs-ao 57-5 &70.8 14-7-0 1938 27-0.0 2- 0 3434 41312 4&2-1 56-0-0 57-5 4&3 4-&8 4-&8 7-&8 -0. S34 7-0-8 610.5 7-9-15 1-60 Plate Offsets(X Y) [4 0-1-8 0-1-12] [6 0-t-8 0-1-8] (TO-2-12 0-1-8] [8 03-0 0-2-7] [9�0-3-0 0-2-7] [14 0-3-0 0-2-9] [22�0.2-4 0-2-0] [23 0-3-0 0-3-8] [24:0-2-12 0-2-8] [25:0-5-0 0.4-12] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl l/d PLATES GRIP TCLL 25.0 piates Increase 1.15 TC 0.87 Vert(LL) -0.91 22-23 >448 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.72 Vert(TL) -1.52 22-23 >268 240 MT18H 185/148 TCDL S.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.52 14 n/a n/a BCDL �,p � Code IRC2012lTPI2007 (Matrix) Weight:379 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE`Except' TOP CHORD Structural wood sheathing directly applied or 1-11-7 oc puriins,except T3:2x6 DF 2400F 2.OE 2-0-0 oc purlins(6-0-0 max.):8-9. BOT CHORD 2x6 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2'Except' WEBS 1 Row at midpt 4-24,6-23,7-22,11-19,27-28 W1,W2,WS,W17,W19,W13,W14,W12:2x4 HF Stud JOINTS 1 Brace at Jt(s):27,28 MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=2079/0-5-6 (min.0-2-5),14=1868/03-8 (min.0-2-2),19=927/0-5-8 (min.0-1-8) Max Horz2=-151(LC 15) Max Uplift2=-205(LC 10),14=-70(LC 11),19=-179(LC 11) Max Grav2=2438(LC 29),14=2156(LC 29),19=1369(LC 33) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-8367l709,3-4=-8205/685,4-34=-4668/366,5-34=-4653/373,5-35=-4572/376,6-35=-4523/386, 6-7=3392/323,7-8=-2745/301,9-36=-2291/281,10.36=-2341/275,10-11=-2654/278,11-37=3068/221, 3738=-3201/207,1238=3256/202,12-13=-3328/194,13-14=-4072/174,8-9=-2367/290 BOT CHORD 2-26=-737/7546,25-26=-740/7582,24-25=-655/7525,23-24=314/4217,2339=-176/2911, 22-39=-176/2911,21-22=-87/2255,20-21=-87/2255,19-20=-87/2255,19-40=-87/2863,18-00=-87/2863, 17-18=-87/2863,16-17=-101/3539,14-16=-101/3539 WEBS 4-25=-315/3762,4-24=-4088/418,6-24=-131/1806,6-23=-2135/229,7-23=-109/1024,7-22=-1427/207, 22-30=-102/1146,2730=-104/1186,8-27=-71/857,9-27=-53/541,1931=339/406,2831=-336/406, 10.28=-336/403,11-19=-911/183,11-17=-16/324,13-17=-775/138,13-16=0/308,27-29=364/37, 9-29=-75/661,10-29=-696179 NOTES (15) 1)Wind:ASCE 7-10;VuIt=110mph(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 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;E�B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load no�concurrent with any other live loads. 8)'This truss has been designed for a liye 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. 9)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)14 except Qt=1b)2=205,19=179. 11)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. �' � 12)"Semi-ngid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �,�x��` 13)Graphical pudin representation does not depict the size or the onentation of the purlin along the top and/or bottom chord. � r„ 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)100 Ib down and 12 Ib up at 27-0-0,and 100 Ib down and ,..+ 121b up at 29-0-0 on bottom chord. The design/seledion of such connection device(s)is the responsibility of othera �" �� L 15)All dimensions given in feet-inches-siuteenths(FFIISS)format. ;;' I rtQflll[�l�A3E(�3t�ndard �� ' i�A�� '' `�'�'�°c,ts�t.��'� �� `S�f�.�V�L'�`� 4/16/1 Digitaily 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 pazameters shown,and is for an individual building component[o 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 during construction is[he responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building y, **�s Component Safety Informafion available from Truss Plate Insti[ute,583 D'Onofrio Drive,Madison,WI 53719 �li�s�V r7�C�.�N�.. , , Page 9 of 21 ,lob Truss TrussType Qty Ply SOUNDBUILTNW/17412-CAR/RD SJ404286 A5 SPECIAL 3 1 Job Reference o tional The Truss Co./Tri-County Truss,WA,OR,TSE 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Apr 16 16:55:30 2014 Page 2 I D:a Da0261XjdE?91 VdeC?9m9yzATU-JoLguE?QSDKmzFgs9MX1 tNcnoeo?9N 28 P4iPpizQ2q B LOAD CASE(S)Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:1-8=-66,9-15=-66,2-25=-14,23-25=-14,1423=-14,8-9=-66 Concentrated Loads(Ib) Vert:21=-100 20=-100 1.< X`1� � �_�� 1�<�� . � .w � Y � �C3 `� � �4�� ,3'�j r3ts�'��'�,C��` ��1'�.L�` 4/16/1 Digitally signed by:Terry L.Powell,P.E. !WARN[NG!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TH[S TRUSS DRAW ING 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 veRically. Applicability of design pazameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral suppoR of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TP[ 1 Quality Criteria,DSB-89 and BCSI 1 Building �*r Component Safety Informallon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 the�V�7�CrQ.�NCi. Page 10 of 21 Job ' Truss TrussType Qty Ply SOUNDBUILTNW/17412-CAR/RD SJ404286 A6 SPECIAL 4 1 Job Reference o tional The Truss Co./Tri-County Truss,WA,OR,TSE 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Apr 16 16:55:31 2014 Pa e t I D:aDa02BIXjdE?91 VdeC?9m9yzATU-n?v35a03sXTda PF3j32GQb9yr1 EOuqsKekSyL9z�2qA �-s �-��-e �sse ia�ia zs-�o-o ze-ao sz-z-o sa-a a�-��z aa-z-i ss-ao �-� -� �-��-a �-�o �-s-s s�-z a-z-o n-z-o z-�-a �-aa E10.5 7-&15 -6 Scale=1:111.8 Sx6= 6x8 ii 2x4 I I 6.00 12 � $ 27 9 3x5� 3x5� 6 3x5� 5 �p 3x5� 4x6� 25 26 � 28 4x6� � 29 4x5�4 24 11 N 3 4 p W1 12 VV2 2 4 �' z 23 �3 13�41v Io 0 5x6 I I 30 31 19 32 33 16 4x5� � 1 4x6= zz 2� 20 18 17 15 6x6= 4x4= 5x8= 5x8 4x8= 4x4= 2x4 II 3.00 12 5x8= 7-1'I-8 15-58 21-&'12 28-40 3434 41-312 48-2-'I 56-QO 7-11-8 7-60 G&4 Cr3-4 G34 7-0.8 610.5 7-&15 Plate Offsets(X Y)�[3 0.1-12 0-1-12] [6�0.1-12 0-1-8] [T03-0 0.2-7] [8 0-2-12 Edge] [18 0-2-8 0-2-0] [20 0-1-12 0-2-0] [21 0-1-12 0-2-0] [22:0-3-0 0-3-8] [23:0-4-0 0.2-81 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plateslncrease 1.15 TC 0.85 Vert(LL) -028 22-23 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 026 Vert(TL) -0.47 22-23 >866 240 TCDL 8�� Rep Stress Incr YES WB 0.91 Horz(TL) 0.17 18 n/a n/a BCDL �,p R Code IRC2012lfP12007 (Matrix) Weight:351 Ib FT=16°k LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr*Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purfins,except T3:2x6 HF No.2,T1:2x4 HF No2 2-0-0 oc purlins(5-9-13 max.):7-8. BOT CHORD 2u6 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF No.2'Except' WEBS 1 Row at midpt 3-22,5-21,6-20,7-20,8-20,9-18,10-18,8-18 W1,W12,W14:2x4 HF Stud,W9:2x4 DF 2400F 2.OE MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=980/0-5-5 (min.0-1-8),18=3502/0-5-8 (min.0-4-6),13=190/0-3-8 (min.0-1-8) Max Horz 2=-151(LC 15) Max Uplift2=-99(LC 10),18=-178(LC 10),13=-266(LC 31) Max Grav2=1112(LC 29),18=4410(LC 29),13=504(LC 33) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3127/291,3-4=-981/59,4-24=-913/66,24-25=-865/73,25-26=-835/77,5-26=-776/89, 5-6=-606/108,6-7=-161/381,8-27=-56/2119,9-27=-62/2036,9-10=-117/2341,10-28=-133/1467, 2&29=-145/1420,11-29=-149/1405,11-12=-160/1381,12-13=-403/1073 BOT CHORD 2-23=342/2777,22-23=339/2770,21-22=33/766,21-30=-12/467,2030=-12/467,2031=-1456/211, 1931=-1456/211,19-32=-1456/211,1832=-1456/211,18-33=-1270/227.1733=-1270/227, 16-17=-910/256,15-16=-910/256,13-15=-910/256 WEBS 3-23=-102/1438,3-22=-2204/326,5-22=-23/472,5-21=-1026/152,6-21=-124/962,6-20=-1206/188, 7-20=-541/58,8-20=-170/2119,9-18=-711/138,10-18=-1132/180,10-17=-14/415,12-17=-757/136, 12-15=0/300,8-18=-2760/186 NOTES (13) 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp 8;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. 8)Bearing at joint(s)2 considers paraltel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacily of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2 except Qt=1b)18=178,13=266. 10)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlfPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �, �^� 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. 1 LOAD CASE�S)Standard ` 7 �� :.. "Xf GY'. �� 1�1+3ft9 <.�'�,��Ai S'1°E:.��?~ �� 4/16/1 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW ING NOTES BEFORE USE. Design valid for use with Mitek cormecrors.This design is based only upon pazameters shown,and is for an individual building component to be installed and loaded veRically. 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 during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibiliry of the building designer.For general guidance regazding fabrication,quality control,storage delivery erection and bracing consult AN51/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building y, *� Component Safety Informafion available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719 ��,J.�`�{,/��C.�.�N�. , , � Page 11 of 21 Job Truss Truss7ype Qty Ply SOUNDBUILTNW/17412-CAR/RD SJ404286 A6A SPECIAL 2 1 Job Reference o tional The Truss Co./Tri-County Truss,WA,OR,TSE 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Apr 16 16:55:33 2014 Page 1 I D:aDa0261XjdE?91 VdeC?9m9yzATU-jN 1 pWF1 J08jLqjPRqU4kV0EHArr9MImd52x3P1 zQ2q8 -1E-p 7-11-8 15-5-8 18$-14 2340.0 28-0-0 32-2-0 343 41-3-12 48-2-1 56-0-0 5�7E--�0I 1-6-6 7-11-8 � 7-6-0 � 33-6 � 5-i-2 I 4-2-0 � 4-2-0 L-1-4� 7-0.8 � 6-10-5 � 7-&� 5x6= 3x5� Scale=1:153.9 6.00 12 6x6= � 8 369 3x6� 3x5� g 3x5� 3x5� 4x8 G � �p 3x5� 5x9� 34 9 37 4x6�38 � q33 11 `7 3x5� 3 7 W1 �2 `" 3x5� 4�`- z 3� W2 4 1QN10 2x � 0-3$ 4x5 I I 5 16 � 13 � o ro�Z 25 i$4 I� o � 4x6� 39 19 40 16 5x6= ° 10x10 MT18H= 24 23 22 21 20 18 17 15 4x8= 6x8 MT18H= 4x4=zx4 I I 5x8— ZX4= 4x4= 2x4 I I 3.00 12 4x4= 2x4=2x4 II 4x4= 6x8= 2x4 I I 2x4 II �s-ao �-»-e is-se z�-aiz z�-o-o ze-ao 3asa ai-�-iz ae-ai ss-o-o � �-ii-a �-�0 6�a � saa v saa I zo-a � sias �--yie � i-ao Plate Offsets(X Y) [2 0-6-1 0-2-0] [2�1-6-0 0-1-15] [3 0-1-12 0-1-8] [6�0-2-8 0-1-8] p�0-3-D 0-2-7] [8 03-0 0-2-7] [13�0-30 0-2-9] (22:0-1-8 0-2-0] [23:0-1-8 0-2-0] [24:0.30 03-8] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.93 Vert(LL) -0.79 22-23 >517 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.62 Vert(TL) -1.32 22-23 >310 240 MT18H 185/148 TCDL 8 0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.45 13 n/a n/a BCLL 0.0 ` Code IRC2012/TPI2007 (Matrix) Weight:386 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE'Except' TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins,except T3:2x6 DF 2400F 2.OE 2-0.0 oc purlins(6-0-0 max.):7-8. BOT CHORD 2x6 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2'ExcepY WEBS 1 Row at midpt 3-24,5-23,6-22,10-18,26-27 W2:2x4 DF 2400F 2.OE,W15,W17,W11,W12,W10:2x4 HF Stud JOINTS 1 Brace at Jt(s):26,27 SLIDER Left 2x4 HF No2 7-2-12 MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=2110/0-5-8 (min.0-2-6),18=849/0-5-8 (min.0-1-8),13=1914/0-3-8 (min.0.2-3) Max Horz2=-151(LC 15) Max Uplift2=-208(LC 10),18=-184(LC 11),13=-70(LC 10) Max Grav2=2477(LC 29),18=1322(LC 33),13=2212(LC 29) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-67991743,3-4=3992/300,4-33=3923/306,33-34=3846/314,3435=-3790/318,535=-3694/329, 5-6=3537/345,6-7=-2853/303,836=-2375/288,936=-2435/281,9-10=-2776/287,1037=-3198/232, 3738=-3332/217,1138=-3386/213,11-12=3458/205,12-13=-4194/184,7-8=-2450/297 BOT CHORD 2-25=-756l7970,24-25=-754l7968,23-24=-248/3432,2339=-192/3062,2239=-192/3062, 21-22=-94/2345,20-21=-94/2345,19-20=-94/2345,18-19=-94/2345,18-40=-97/2980,17-40=-97/2980, 16-17=-110/3648,15-16=-110/3648,13-15=-110/3648 WEBS 3-25=-297/3900,3-24=-4843/538,5-24=-21/423,5-23=-985/150,6-23=-132/1102,6-22=-1345/196, 22-29=-89/1109,26-29=-91/1145,7-26=-58/818,8-26=-54/538,18-30=307/467,2730=-303/468, 9-27=303/465,10-18=-928/181,10-17=-16/330,12-17=-767/139,12-15=0/305,26-28=-372/38, 8-28=-77/686,9-28=-726/82 NOTES (15) 1)Wind:ASCE 7-10;Vult=110mph(3second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 piate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;PaRially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. 9)Bearing atjoint(s)2 considers parallel to grain value using ANSIlTPI 1 angle to grain fortn�la. Building designer should verify capacity of bearing suAace. 10)Provide mechanical connedion(by others)of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s)13 except Qt=1b)2=208,18=184. "�, �{�� 11)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI t. �.°� 12)"Semi-ngid pitchbreaks with fixed heels"Member end fixiry model was used in the analysis and design of this truss. � }�,�� 13)Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. � � 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)100 Ib down and 12 Ib up at 27-0-0,and 100 Ib down and ✓ 12 Ib up at 29-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. � � 15)All dimensions given in feet-inches-sixteenths(FFIISS)format. f` �' I rtQlYlD�3l(�St�ndard �� (� 19�fi�3 � � '��c. �.�� ^�` `i� 15'C� � �t��%`�` 4/16/1 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 pazameters 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 responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidaz�ce regarding fabrication,quality control,storage delivery erection and bracing consult ANS[/TPI 1 Quality Criteria,DSB-89 and BCS[ 1 Building �* Component Safety[nformation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ��Q��y��Ca.�Ci. � � , Page 12 of 21 Job Truss TrussType Qty Ply SOUNDBUILTNW/17412-CAR/RD SJ404286 A6A SPECIAL 2 1 Job Reference o tional The Truss Co./Tri-County Truss,WA,OR,TSE 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Apr 16 16:55:33 2014 Page 2 I D:aDa0261XjdE?91 VdeC?9m9yzATU-jN 1 pW F 1 J 08j LqjPRq U4kV0EHArr9Ml md52x3P 1 zQ2q8 LOAD CASE�S)Standard 1)Dead+Snow(balanced):Lumberincrease=1.15,Platelncrease=1.15 Unifortn Loads(pl� Vert:1-7=-66,8-14=-66,2-25=-14,24-25=-14,1324=-14,7-8=-66 Concentrated Loads(Ib) Vert:21=-100 20=-100 ��: �� . A.Syt -„ � :.. "C} � LL� �� i�1�}Ei9 ,� °:' �i'�' ,�O �s ��I�IN�.L�`�C� 4/1611 Digitally signed by:Terry L.Powell,P.E. !WARN[NG!—VERIFY DES[GN 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 pazameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design pazameters and proper incorporation of wmponent is responsibility of building designer. Bracing shown is for lateral suppor[of individual web members only.Addi[ional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regazding fabrication,quality control,storage delivery erection and bracing wnsult 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[53719 ��,tQTRUSSCQ.INC. � Page 13 of 21 , Job ' 7russ TrussType atY P�Y SOUNDBUILTNW/17412-CARIRD SJ404286 A7 GABLE 1 � Job Reference o tional The Truss Co./Tri-County Truss,WA,OR,TSE 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Apr 16 16:55:38 2014 Page 1 ID:aDa02BIXjdE?91VdeC?9m9yzATU-4LqiZzSSDhLewUlPd2gvC3y8wseG124MFKeq5FzQ2q3 �-� a2-�z �s-o-s 23-10.0 sz-z-o ss-�i-�o ae-ao ss-ao �-� -G &2-12 7-&10 7-&10 &40 7-&10 &46 &0.0 -6 6x8 MT18H= 9x10 MT18H ii Scale=1:118.9 3x6� 6.00 12 9 10 833x8� 3x8�4x12� 3x5� �� T22 3x9� 5x12� 3x9� 8 S 19S 18 �� 3x9�3x8� 4x6� 82 �� g S 6 4 64 4x6� � 3x5� � ��pq � 9 S 0 � T2512 '3 3x6 I I 3x6 I I N ST2 �T 6 S 6 S S 4 S $ S 5 S 3S 4 1$T27CT28 4 S 1 S 9 S 1 g g 1� ST1 � S5 S 3 S S 3 85 1 S 16 �'� z ,7 `�Y � � 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27� 25 87 24 23 22 z� Zp �g 4x5= � 4x5= 4x4= 4x4= 4x4= Sx6= 4x8= 6x8// 8x8= Bx8= 0. 10 &2-12 '16-0.6 23-10-0 32-2-0 39-11-10 48-0.0 56-0.0 0. 10 7-&2 7-&10 7-&10 6-40 7-9-10 &0.6 &0.0 . Plate Offsets(X,Y):[7:0-2-11,Edge],[9:0-4-0,0-1-15],[10:0-2-12,Edge],[11:0-4-12,0-1-12],[14:0-5-6,0-0-8],[15:0-5-6,0-0-8],[17:0-2-0,0-2-9],[17:0-5-8,Edge],I19:0-8-11,0-0-0],[24:0-0-0,0-4-8],[34:0-4-0,0-4-8] [54 0 1 15 0 1 0] [5T0 1 15 0-1-0] [59 0-1-15 0-1-0] [72�0-t-15 0-1-0] [78�0-1-15 0-1-0] (80 0-1-15 O-t-01 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.93 Vert(LL) -0.05 22-23 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 024 Vert(TL) -0.10 22-23 >999 240 MT18H 185/148 TCDL $0 Rep Stress Incr NO WB 0.75 Horz(Tl) 0.02 17 n/a n/a BCLL 0.0 ` Code IRC2012/TPI2007 (Matrix) Weight:511 1b FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No2'Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except T2:2x4 DF 2400F 2.OE,T3:2x6 HF No.2 2-0-0 oc purlins(7-1-0 max.):9-10. BOT CHORD 2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF No2'ExcepC WEBS 1 Row at midpt 635,831,931,9-26,10-26,11-26,13-23 W1:2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 HF Stud'Except* durin truss erection,in accordance with Stabilizer Installation uide. ST18,ST16,ST14,ST20:2x4 HF No.2 REACTIONS All bearings 34-0-8 except Qt=length)17=43-5,20=4-3-8,19=4-3-8,2=0-5-8,2=0-5-8. (Ib)- MaxHorz2=-151(LC11) Max Uplift All uplift 100 Ib or less atjoint(s)39,31,17,32,36,40,41,42,20,19,2 except 35=-117(LC 10),26=-256(LC 11) Max Grav All reactions 250 Ib or less at joint(s)28,29,30,32,33,36,37,38,40,41,42,27, 25,19 except 39=478(LC 29),35=644(LC 29),31=639(LC 29),26=1989(LC 29),17=554(LC 29), 20=438(LC 33),2=285(LC 17),2=262(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 8-82=-19/274,8-9=-72/531,9-10=0/585,10.83=0/807,11-83=0/769,8485=-351/96,12-85=-415/89, 12-13=-469/84,13-14=-877/114,14-15=-955/104,15-16=-887/63,16-17=-894/40 BOT CHORD 3031=321/199,29-30=321/199,28-29=321/199,28-86=-321/199,27-86=321/199,26-27=321/199, 25-26=0/311,25-87=0/311,24-87=0/311,23-24=0/311,22-23=-4/798,21-22=-2/799,20-21=-2/799, 19-20=-2/799,17-19=-2l799 WEBS 6-39=-449/109,5-35=-560/121,8-31=-404/91,9-31=-363/54,9-26=-447/34,10-26=-864/107, 11-26=-1260/183,11-23=0/391,13-23=-562/107,15-20=-285/76 NOTES (16) 1)Wind: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 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 ANSIlfPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 2x4 MT20 unless otherwise indicated. �R �� 9)Gable studs spaced at 2-0-0 oc. t 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 11)'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. � 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)39,31,17,32,36,40,41,42,20,19,2 �� except Qt=1b)35=117,26=256. �.+ 13)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. ,,� � � tlddtifi�ODI�K13y�breaks with fixed heels"Member end fixiry model was used in the analysis and design of this truss �� I�a�3fi9 � �t��riIS1"E:�'�'��~ �� ' 4/16/1 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TH[S TRUSS DRAW[NG 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 responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to iasure stability during construction is the responsibility of the erector.Addi[ional permanent 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 Quality Criteria,DSB-89 and BCSI 1 Building } �!E�e Component Safety Information available from Truss Plate Instimte,583 D'Onofrio Drive,Madison,WI 53719 I.�Ps�V r3r7CQ.��. � � Page 14 of 21 Job Truss TrussType Qty Ply SOUNDBUILT NW/1741 2-CAR/RD SJ404286 A7 GABLE 1 1 Job Reference o tional The Truss Co./Tri-County Truss,WA,OR,TSE 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Apr 16 16:5539 2014 Page 2 ID:aDa0261XjdE?91 VdeC?9m9yzATU-YX04mJ64_TVYesbB168kGUJgG_VmVKWU_OOdhzQ2q2 NOTES (16) 15)Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 16)All dimensions given in feet-inchessiMeenths(FFIISS)format. LOAD CASE(S)Standard �. �"{� . A.S�fl � � :.. �3 � � � t9�li� � , "�y' w��j��1..�� 4/16/1 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW ING 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 parame[ers 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 responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSIITPI 1 Quality Criteria,DSB-89 and BCSI 1 Building **�r � Component Safety Information available from Truss Plate Institute,583 D'Onofrro Drive,Madison,WI 53719 the�V r7�{r.rQ.�C. , . , � Page 15 of 21 Job Truss TrussType Qty Ply SOUNDBUILTNW/17412-CAR/RD SJ404286 B1 COMMON 1 Job Reference o tional The Truss Co./Tri-County Truss,WA,OR,TSE 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Apr 16 16:55:40 2014 Page t I D:aDa0261XjdE?91 VdeC?9m9yzA7U-OkyS_e7 il I bMAoRnIS iN H U 1 YOgG4Vysfid7x97zQ2q 1 -1-311 46-12 E10.13 10-&8 14G3 �6-10-4 21-5-0 1-&11 4612 2-41 3&11 3&11 2-42 4Cr12 4x4= Scale=1:527 5 6x6� 6x8� 7.00 12 �q 6 4 4x5 i 4x5� 3 � 4 8 �' 2 � IY �1 0 15 16 �3 17 �2 18 19 » 20 21 10 22 9 23 24 4x10 G 10x10= 4x10� HUS28 3x8 I I 10x10= 10x10= 3x8 I I HUS28 HUS28 HUS28 HUS28 HUS28 HUS28 HUS28 HUS28 HUS28 4612 610.13 10-&8 '14-E3 14�7-416-10-4 21-5-0 � 4612 � 2-41 F 3-&1'I � 3&11 0. -2 2-30 � 4G12 � Plale Offsets(X,Y): [2:0-3-7,0-1-13],[3:0-1-4,0.1-12],[4:0-4-0,0-1-12],[5:0-2-0,0-1-8),[6:0-4-0,0-1-12],[7:0.1-4,0-1-12],[8:0-3-7,0-1-13],[9:0-5-0,Q1-8],[10:0-3-8,0-5-0],[11:0-5-0,0-5-8],[12:0-3-8,0-5-0], f13 a5-o o-t-Sl LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.12 12-13 >999 360 MT20 185/148 (RoofSnow=25.0) Lumberincrease 1.15 BC 0.48 Vert(TL) -0.21 12-13 >825 240 TCDL 8.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.03 10 n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 (Matrix) Weight:259 Ib FT=16°,G BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc puAins. BOT CHORD 1.5X7.25 Pfc Wdtech LVL 2.OE BOT CHORD Rigid ceiling diredly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud'ExcepN W3,W4:2x4 HF No2 REACTIONS (Ib/size) 8=-977/0-3-8 (min.0-1-8),2=7431/0-5-8 (min.0-2-15),10=12286/0-5-8 (min.0-4-13) Max Horz2=119(LC 34) Max Uplift8=-1086(LC 17),2=-490(LC 10),10=-917(LC 11) Max Grav8=66(LC 9),2=7447(LC 17),10=12286(LC i) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-10648/698,3-4=-8039/546,4-14=3696/244,5-14=3615/260,5-6=-3665/268,6-7=-157/2022, 7-8=-134/2496 BOT CHORD 2-15=-628/9129,15-16=-628/9129,13-16=-628/9129,13-17=-628/9129,12-17=-628/9129, 12-18=-451/6932,t&19=-451/6932,11-19=-451/6932,11-20=-1733/217,20-21=-1733/217, 10-21=-1733/217,10-22=-2123/121,9-22=-2123/121,9-23=-2123/121,23-24=-2123/121,8-24=-2123/121 WEBS 3-13=-217/3539,3-12=3264/262,4-12=-403/5879,4-11=-5462/438,5-11=-209/3397,6-11=-472/6967, 6-10=-7965/559,7-10=-33/577,7-9=-812/0 NOTES (16) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-4-0 oc. Bottom chords connected as follows:1.5x7.25-2 rows staggered at 0-3-0 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 otherwise indicated. 3)Wind:ASCE 7-10;VuIt=110mph(3-sewnd gust)V(IRC2012)=87mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enGosed;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)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;E�B;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)8=1086,2=490,10=917. 10)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlfPI 1. �^� 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �` �V 12)This truss has large uplift readion(s)from gravity load case(s).Proper connection is required to secure truss against upward movement at the bearings. �� Building designer must provide for uplift readions indicated. �, 13)Use Simpson Strong-Tie HUS28(22-16d Girder,4-16d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 1-11-4 from the left end to � 13-11-4 to connect truss(es)A2(1 ply 2x6 HF),A3(1 ply 2x6 DF)to back face of bottom chord. 14)Use Simpson Strong-Tie HUS28(22-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 15-11-4 from the left end to ' 19-11-4 to connect truss(es)A4(t pty 2x6 DF)to back face of bottom chord. � ' �' a/ d6dI�i1WAU OtN�ESWhere hanger is in contact with lumber. � � t"��v � � ��5'��c�rs°r�p�.�',°�,�,C�~ ��tAL�` 4/16/1 Digi[aily 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 pazameters 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 Iateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of[he erector.Additional permanent bracing of the overall shucture is the responsibility of the building designer.For general guidance regazding fabrication,quality control,storage delivery erection and bracing consult ANS[/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building }y� Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 I.�1PsTRUSSCQ.INC. , , , , Page 16 of 21 Job Truss TrussType aty Ply SOUNDBUILTNW/17412-CAR/RD SJ404286 B1 COMMON 1 Job Reference o tional The Truss Co./Tri-County Truss,WA,OR,TSE 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Apr 16 16:55:40 2014 Page 2 I D:aDa0261Xjd E?91 VdeC?9m9yzATU-OkyS_e7il I bMAoRn ISi N H U 1 YOgG4Vysfid7x97zQ2q 1 16)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE�S)Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Piate Increase=1.15 Unifortn Loads(pI� Vert:1-5=-66,5-8=-66,2-8=-14 Concentrated Loads pb) Vert:2=-107 15=-2237(B)16=-2237(B)17=-2237(B)18=-2237(B)19=-2237(B)20=-2687(B)21=-2687(B)22=-97(B)23=-97(B)24=-97(B) *"" �i.!� � � � �.��f� . � � "�} �r �C3 `� � �4��;v ,� �ti'��'�rs�r��;��,C�~ j��t�.�..�" � 4/1611 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 pazame[ers 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 responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designec For general guidance regarding fabrication,quality control,storage delivery erec[ion and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building �r�s�s Component Safety Informafion available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ��(,,,�yr7r7�.Q.�t.. , , , � Page 17 of 21 Job Truss TrussType Qty Ply SOUNDBUILTNW/17412-CAR/RD SJ404286 B2 COMMON 1 1 Job Reference o tional The Truss Co./Tri-County Truss,WA,OR,TSE 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Apr 16 16:55:41 2014 Page 1 ID:aDa02BIXjdE?91 VdeC?9m9yzATU-UwWrB_7KWcjDnxO_IADcqhanx3fpEQrpxHtUhazQ2q0 -1-311 57-1 10.&8 15-&15 21-SO 1-3-11 57-1 51-7 51-7 57-1 4x5= Scale=1:48.6 4 7.00 12 10 11 2x4\\ 2x4// 3 5 � 1 6 �,� 2 I� � 9 12 8 3x4= � 3x4= 3x4= 3x4= 3x4= 7-1-4 14-&13 14-10;0 21-5-0 7-t-0 7-2-9 6§ 6-7-0 Plate Offsets(X Y) [4 0 2 8 0-1-12] LOADING(ps� SPACING 2-0.0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plateslncrease 1.15 TC 0.43 Vert(LL) -0.10 7-9 >999 360 MT20 185/148 (RoofSnow=25.0) Lumberincrease 1.15 BC 0.32 Vert(TL) -0.13 7-9 >999 240 TCDL $� Rep Stress Incr YES WB 0.68 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 ' Code IRC2012lfP12007 (Matrix) 9 BCDL 7.0 Wei ht:80 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puAins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 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=183/Q3-8 (min.0-i-8),2=624/0-5-8 (min.0-t-8),7=978/0-5-8 (min.0-i-10) Max Horz2=120(LC 7) Max Uplifl6=-21(LC 11),2=-66(LC 10),7=-57(LC 11) Max Grav6=208(LC 18),2=644(LC 17),7=978(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-751/65,3-10=-598/80,4-10=-486/102 BOT CHORD 2-9=-76/573 WEBS 3-9=-350/136,4-9=-73/495,4-7=-624/70,5-7=392/141 NOTES (10) 1)Wind:ASCE 7-10;VuIt=110mph(3second 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 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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-D 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 atjoint(s)6,2,7. 8)This truss is designed in accordance with the 2012 International 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 ihe analysis and design of this truss. 10)All dimensions given in feet-inchessixteenths(FFIISS)format. LOAD CASE(S)Standard �` '��1 .� �.sx�� >,. , ,�" �rs t� '� fr �Lt � �v�� ,� ��S'��ts�r��;��,��' ��V�L�` 4/16/1 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW ING 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 veRically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral suppoR of individual web members oniy.Additional temporary bracing to insure stability during conshuction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building }y� t� Component Safety[nforma6on available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 L11,�s�V��'.Q.INC. � , , � Page 18 of 21 Job Truss Trussrype Qty Ply SOUNDBUILTNW/17412-CAR/RD SJ404286 B3 GABLE 1 � Job Reference o tional The Truss Co./Tri-County Truss,WA,OR,TSE 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Apr 16 16:55:41 2014 Page 1 ID:aDa02BIXjdE?91 VdeC?9m9yzATU-UwWrB_7KWcjDnxO_lADcqhanm3eVEQnpxHtUhazQ2q0 -i-3» s�-i �aae �s-a�s z�-so zz-e-» �-311 57-1 61-7 5-1-7 57-1 1-311 Scale=1:56.6 4x4= 2x4 I I 3x4� Zx4= \ 4x4� px4 I I 3x4� 5 6 7 3x5� 4x5 i 2x4 II S 3x5� 7.00 12 4 29 2x4\� 28 4x4// 3 8 2x4 II 2x4 �� 2x4 I I 2x4� 2x4� � � 2x4 II 2x4 I I 9 N 'z N �� 1 O�O 15 14 3x4— 3x4= 2x4 II 2x4 II 3x4� 3x4= 3x4= 13 �2 �� 2x4 I I 7-1-4 14-&13 2�-rr0 7_�_q 7-2-9 7-13 Plate Offsets(X Yp [4 0 1 12 0 1 12] [5 0.0.12 0-1-8] [6 0-2-0 0-1-12] [6 0-2-0 0-0-D] [TO-0-0 0-2-0] [8 0-t-8 0-2-4] [9 0-2-4 0-1-8] [16�0-1-8 0-1-01 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.05 2-15 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.12 2-15 >999 240 TCDL 8� Rep Stress Incr YES WB 0.69 Horz(TL) 0.01 13 n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 (Matrix) Weight:120 Ib FT=16°,G BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud*Except' MiTek recommends that Stabilizers and required cross bracing be installed W3,W4:2x6 HF No2 durin truss erection,in accordance with Stabilizer Installation uide. OTHERS 2x4 HF Stud REACTIONS All bearings 7-0-8 except Qt=length)2=0-5-8. (Ib)- Max Horz2=124(LC 9) Max Uplift All uplift 1001b or less atjoint(s)2,t3,12,9 Max Grav All reactions 250 Ib or less at joint(s)12,11 except 2=653(LC 17),13=946(LC 1),9=265(LC 18) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/66,3-28=-615/81,428=-527/90,4-5=-496/101,5-6=-392/103 BOT CHORD 2-15=-68/585 WEBS 3-15=-357/136,6-15=-71/497,6-13=-628/58,8-13=378/143 NOTES (12) 1)Wind:ASCE 7-10;VuIt=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 2) Truss designed for wind loads in the plane of the truss onty. 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)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)2,13,12,9. 10)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. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)All dimensions given in feet-inchessiMeenths(FFIISS)format. LOAD CASE(S)Standard �` ^�""i A.S�f� », '�,^ :.. �} � �� t�9��s9 � > .�', .S'�'�t;tS'�'�'��'� C�~ �f�1V'�L�''� 4/16/1 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW ING 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 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 responsibility of the erector.Additional permanent bracing of the overall strucmre is the responsibiliry of the building designer.For general guidance regazding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building }'{.� t� Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 I,L1��V��CQ.�ri. ; , , � Page 19 of 21 Job Truss TrussType Q�Y P�Y SOUNDBUILTNWl17412-CAR/RD SJ404286 C2 GABLE 1 1 Job Reference o tional The Truss Co./Tri-County Truss,WA,OR,TSE 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Apr 16 16:55:42 2014 Page 1 ID:aDa02BIXjdE?91 VdeC?9m9yzATU-y63DPK8yGvr3P5bAstkrMv61 NT3ez0?yAxc2E0zC12q? -�-ai i �-so ia-�o-o �s-i-�i 'I-&11 7-SO 7-SO 1-3'I 1 4x4= Scale=1:36.4 6 2x4 I I 2x4 I I 5 � 7.00 12 20 19 2x4 I I 2x4 I I 4 8 T T 2x4 II � T T 2x4 II 9 3S T T 1 10 � 2 i� 81 >>`o 1 3x4= �g �7 16 15 14 13 12 3x4= 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 14-10-0 14-10-0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L!d PLATES GRIP TCLL 25.0 plates lncrease 1.15 TC 0.13 Vert(LL) 0.01 11 n/r 120 MT20 185/148 (RoofSnow=25.0) Lumberincrease 1.15 BC 0.02 VeR(TL) -0.00 10 n/r 90 TCDL 8� Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 10 n/a n/a BCLL 0.0 ` Code IRC2012/TPI2007 (Matrix) Weight:59 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed durin truss eredion,in accordance with Stabilizer Installation uide. REACTIONS All bearings 1410-0. (Ib)- Max Horz2=90(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)2,10,16,17,18,14,13,12 Max Grav All reactions 250 Ib or less at joint(s)2,10,15,16,17,18,14,13,12 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enGosed;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 ANSIlTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. S)This truss has been designed for a 10.0 psf bottom chord live toad 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 redangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,10,16,17,18,14,13,12. 11)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. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard �LL ��3 l�.��, �. � . � � � �Q�}fS� � �� ,�;,� � .�' IS�'4;� � ��I�.L'�"C� � 4/16/1 Digitally signed by:Terry L.Powell,P.E. !WARNING:—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW ING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon pazameters shown,and is for an individual building component[o be installed and loaded veRically. 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 during conshuction is the responsibility of the erector.Additiona)permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrica[ion,quality control,storage delivery erection and bracing consult ANSI/TP[ 1 Quality Criteria,DSB-89 and BCSI 1 Building y,� *! �+ Component Safety Information available from Truss Plate Institute,583 D'Onofrio Dnve,Madison,WI 53719 �1i��V��7�Q.�NC. , � , � Page 20 of 21 Job Truss Truss Type Qty Ply SOUNDBUILT NW11741 2-CAR/RD SJ404286 D GABLE 1 1 Job Reference o tional The Truss Co./Tri-CounTy Truss,WA,OR,TSE 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Apr 16 16:55:43 2014 Page 1 ID:aDa0281XjdE?91 VdeC?9m9yzATU-Rldbcg9al Dzw1 FAMQbG4v6fBVt0_iSm50bMbmSzCl2q_ _�_g.p 10-60 21-0.0 22-60 i-s-o ia�o �o-so �-s-o 4x4= Scale:l/4"=1' 7 2x4 I I 2x4 I I 6 8 6.00 12 2x4 II 2x4 II 5 9 2x4 I I 2x4 I I 10 4 T 2x4 I I 2x4 I I T T 11 3 T T T T T T 12 � 2 �sIo o� 3x4= 23 22 21 20 19 16 17 16 15 14 3x4= 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 3x4- 2x4 I I 2x4 I I 2x4 I I 2x4 I I z�-ao 21-0.0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.17 Vert(LL) 0.01 13 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.08 Vert(TL) 0.00 13 n/r 90 TCDL 8� Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 12 n/a n/a BCLL 0.0 * Code�RC2012lTPI2007 (Matrix) Weight:86 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structura�wood sheathing directly applied or 6-0-0 oc putlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed durin truss eredion,in accordance with Stabilizer Installation uide. REACTIONS All bearings 21-0-0. (Ib)- Max Ho22=-72(LC 15) Max Upiift All uplrft 1001b or less atjoint(s)2,20,21,22,23,17,16,15,14,12 Max Grav Ali reactions 250 Ib or less at joint(s)2,19,20,21,22,23,17,16,15,14,12 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enGosed;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)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf boriom chord live load nonconcurtent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit belween the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001b uplift at joint(s)2,20,21,22,23,17,16,15,14,12. 11)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixiry model was used in the analysis and design of ihis truss. 13)All dimensions given in feet-inchessixteenths(FFIISS)format. LOAD CASE(S)Standard L= i"`�} . t1,.S�j� � � 'Z �' fi^ ;�. � � � � � � � � t��r�� `�S'�j r,ts�r�.��;�C�� tV'�.L�' 4/16/1 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TH[S TRUSS DRAW ING 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 pazame[ers 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 responsibility of the erector.Additional permanent bracing of the overall s[ructure 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 }y, *� Component Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719 I.11ee�V��CQ.�C+. � * � • Page 21 of 21 Job Truss Truss7ype aty Ply SOUNDBUILTNW/17412-CARIRD SJ404286 D1 COMMON 5 � Job Reference o tional The Truss Co./Tri-County Truss,WA,OR,TSE 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Apr 16 16:55:43 2014 Page 1 ID:aDa0261XjdE?91 VdeC?9m9yzATU-Rldbcg9al Dzw1 FAMQbG4v6f8GtJ0iQz50bMbmSzQ2cL -��-o s-i�-a �o-so 15-0.12 z�-ao zz-�o 1-60 rr11-4 46'12 4612 5-11-4 1-60 Scale=1:43.5 4x4= 4 6.00 12 2x4\\ �� 12 2x4// 3 5 1 � 6 2 " � � 7 lo o�'I 10 9 8 3x4� 3x4� 3x4= 3x4= 3x4= �-2_5 13-&"I1 21-0.0 7-2-5 6'7-g 7-2-5 Plate Offsets X,Y: 2:0-2-10,0-1-8, 6:0-2-10,0-1-8 LOADING(ps� SPACING 2-0-0 CSi DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.37 VeR(LL) -0.07 2-10 >999 360 MT20 185/148 (RoofSnow=25.0) Lumberincrease 1.15 BC 0.40 Vert(TL) -0.18 2-10 >999 240 TCDL $0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.05 6 n/a n/a BCLL 0.0 ' Code IRC2012lTPI2007 (Matrix) Weighl:77 Ib FT=16%a BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly 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) 2=937/0-3-8 (min.0-1-9),6=937/03-8 (min.0-1-9) Max Hoa2=-72(LC 15) Max Uplift2=-85(LC 10),6=-85(LC 11) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-1410/102,3-11=-1253/110,4-11=-1174/128,4-12=-1174/128,5-12=-1253/111,5-6=-1410/102 BOT CHORD 2-10=-92/1179,9-10=-6/801,8-9=-6/801,6-8=-21/1179 WEBS 4-8=-69/521,5-8=-368/124,4-10=-69/521,3-10=368/124 NOTES (10) 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;E�cp 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)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf boriom 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 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)2,6. 8)This truss is designed in accordance with the 2012 International Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSIffPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixily model was used in the analysis and design of this truss. 10)All dimensions given in feet-inchessixteenths(FFIISS)format. LOAD CASE(S)Standard tF ��j � �.s�� :� � � � �� 4�� > .�- ��'�'.�1��..�� - 4/16/1 � Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW ING 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 pazameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral suppoR of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional pertnanent 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 ANSIITPI 1 QualiTy Criteria,DSB-89 and BCSI 1 Building ,��.�v��C4.INC. � Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 � a d � w � � � �^ W J� ( ' N � t�•1 � � / I� � �❑ N Z � �� o� H �' � � � � � �� ,�r � � � m Q Q � � '�� .� � I � � U :� ',,� ,; � . � o0 .. ; Z O M � � ; � c� � L-----.�.� � � �2 � vi W U �z ' � �, H O �Q Z�� ~ 1 � N m wZ 1 1 V � O� a�� U '` ;N �� J 1! i� \ J � � N � � `�� O�� N ,�l �r i �� `� � a �\\ � �� 1, y i' �^�l� a� � 1 � --�+r�� i 1 Q ` ///��\\\� I ` �� 1 � \` � ' ` \ \` 1 � 1 1 \ \ � j/ ``` � F �� N ,` � � `�; f, . f : f I'� .` f��/ .``, `�. ��. ,�. : . .� .` . 0-0-6Z � 4 _� _... _----- -:, _ . .. �_,,_.. ----------------- - ------ ----- -- ---- - - -- - - ___.............._._._....._..........�_—.-..._.. -- .......... o � ( ^ 0 ,� o ,::r:_:": ::,:::�:::--:-�::::�::::�::�::�::�:::::::::.::::::::::::::�::::e-•---_______'----_::_:--_—_::::::::: ::::::::.:: � � Q'�'�� -0'b �-9'Z � '-r""' "'::::::::::::::::::::::::::::--:-""""""""""""""""""'_'""""""''::::::.-"""""""""r""""""'':::-"""""""::: :::�:::�::: �O � L`d -- -------------------- - ---- ---------- ---- --.. 0-9-E -� - -:: _-. _. _ ,- -._..............__ __.. ... —_.. . .. _ - . __ - _ .... -_ "` __---- _ °-" _ . ... ... .. . :s... - _-. -:. ,. . -------- ---- - -- -- ----- _ . ....... � v �.. - -- -::- -- ----___ ------- . --.-....-....__.._.....__......__._.....__......... _ - . . . _ -- - � � � _ _ _.. - -- - - -- - - ------= - -----_______'__-____-___ '_.-_--- -=----=- -- -- -- -- - -___ --- -- _..., °-� - - -- o - --_ - --- -_ - - - � � � - -- - :sa:... -- -- -- -- . ...--- ....... ..... ... ... .._ ... -- ---- -. :- -- -- 0 � 00 - - � � ...-s . ...... . ..... . . .. ....._-. . � . ..__... . ._.. _ . . `d9V , � * :::-.._ . --. - _. _ - _- - __,. _ -:- _ :_ ___ ,:::- --------------------- _ -'_-- -: :: ::-: b'9b' ° - --- - -_. ::..._- -_- -- - -- - -- -------- --- - - - -- -- -- --- -- -- ------------------------------- - --- o -� - -- - - - -- - _ rn i, � N i (`� I._,t__ "_ """ ... _. .. .." _ " " __ ... _ "" ""- _ _-_'-_ ____c_______cc_=_____ _- """ "_ """" '" _ """" "_ ' _""a�r - __ . . -::: _ :"" "" _ _ � E ¢ ' � " '. -"" ":::: .-._..:.. __ _. , '�t__ "_ '"" "_ _ "" """ _"_"_ ""'"" """ • " :" " _ _ _"__ . _ _ "... _ .... . ..... . . ...._ ...___.... ._ " """ " """" _ " "" � I O i O ._. . .. ...." 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'__ _________ ________ _________--_______ .. ��. �" ___ '___ . 8 f1H (V O _ --_--_ _ __------_' -_'____--_- 'i G� o ° I'... .- --------- -J ---------------------------------- �------- - e nH li' v __._.,.,.._::::__-------- ---------------...........------------------------ --------------- ---- -- ------- -- o' k..a--- - --------------------- - ------------------------------------------------------------------------------------------------------------:: ......__.-________._.__.____..__...�. ........._.....___.._____—_____.___.._____._. � , � ¢ �: � ; z e _,._ ,,._-,-_:� -_-__-_- -- - -- .... ... -::,:.:,:_— nH �: a nH -r.-. ----------:...:.:::::::::.::-:::::::: -----__—__�_—__- _-'_-_—'°_'-----_----,__--_„----,__,- =- '' bb' y li � 0-0-8 � 0-0-8b � 0-0-b � , i . . f c.. �,�,.,.,.i , �� =.'4Ft� [F E'� � .�E �� ,� + Y. [ F ` � �� / ! C�. .��l.Y 7 . : L�6� .`:E.:E:. � _ �:4f.a ___.,__,W _ � ' • � E�uet L�� ge �,ffcfavit'([��,r Ganstruct��n) . _Pe[mit#:__� �� C� �� • , i . House address or lot number: ,- '� �`jc,;,� �,,�)'° � �j . " - -Gity: _y�� Zip: ` C,�nd. F�oor Area (ftZ): °t�� . _ Source (circle one): Plan Estimated Measured - -.� D`uct tigtitness testing is not required. he total leakage test is not required for ducts and air handlers located , entirely.within the building thermal envelo e. Ducts located in crawl spaces do not qualify for this exception. ,. T � � I `Air h�landler in conditioned space? ❑yes��j no Air Handler present during test?� yes ❑ no �Gircle Test tvlethod: Leakage to Outside Total Leakage - . f�'a�:r1��u�n�fucf leakagre: Rost.Construction,total duct i�akage: floor area x.04) = CFf�/i@25 Pa _.E�QS�Go�struction, I�akage to outdoo : (floor area x.04) = CFM@25 Pa - - . �Zo�ic�h-In,total duct feakage with air E� ncffe�ir�stalled: (floor area x .04) _ �� CFM@25 Pa : .'PougE�.Ih,tatal duct I�akage vvi�h air h �c�ler not i�stalled: (floor area x.03) = CFM@25 Pa ; . � � - Test Pesu{t:�� '�_CFM@25P " P,ing (ci_�cle ane if applicable): pen 1 2 3 ' � • -:C3uci Test�r I_ocation:_ �1 � I� Pressure Tap Location:�� y � . I`certi4Fy tlzat these duct leakage rates�re accurate and determined usin standard duct testin _ - � g g protocol. CortapanyName: �` �!�� ,t�,� ' �- l�1CY►l3�LL _ Technician: •- . Tectmician Signature: ��_-i�T --- � ', . .' � ; 'Date: .,,j / �- - Phorie Number. - - ._ , � . � - _ . � U � � 0 N � i � d' � d' N ln �, ti L � C � � � � Q � � L � � � � � � � U�o � � � � � � �, � ai �j o >. S� � E � � � � � � Z � o > q � � :� � � � � o � � .�� = m � c,� s�, .c� � � � O O ``� � c� "' N �� ` � � � � o � p�j N � o ~ � � � q � � � .� _ � � � � y� � � � N .� •� U � •� � � '�'' W -� � � � p> c� -� aMO � � � � � � � rn p � �� '� � Z o Q � o-� � O p� W � °�' � � o � U r \ � U v Z m � � � � .� � O Z � Q O J N � � O ,tn (B N Z m } � � � J 7 � � � � � � � � � � U rn Cn � � c�l Z V Q � a`� p�.. Q C� v� � � � � � � � ~ cn Z I— � N � }, O -� O . . �/ �r�,tE N � J � �. (a f �,Q` G -p N � � U 'a �U 4 1�i z � � � � Q � � � l�y� Q � � a � c� U � F' F�; � Z Q � Y � � � W � N N � (0 N � C �,�} � � C C � � (B V '� �,,a�rrd m O O m � Q cn m