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20140218 Permit Pkg 08142014 . YELM COMMUNITY SCHOOLS PO BQX 476 YELM WA 9�597 ��t� �� Y�� Receipt #: 261750 Clerk: CroY (36 ) 458-•8402 Manua1 #: '�erminal: 1 REC#: JOlE92U5 8/14/2014 8:55 AM 8/14/2014 8:52 AM OPER: CO TERM: 001 REF#: 3550 NFREESTONE NFREESTO�lF TRAN: 33.00�0 BUTL�ING PERMTTS FREESTONE, LLC 20140218 18,047.?_4CR 6820 20TH ST E SUITE A FiZEESrONE CHERRY MEAOi7�JS LLC FIFE, Wp 9B424 15407 KAYLA ST SE BLL7-RE�1 17,829.99CR Qt�+ Item__ _ Pr_ice - _ _ _ hiECH 78.25CR t CpF MITIGATTON 3015.00 p� 139,OOCR MITIGATION TENDERED; 18,047.24 CH�CK 03-021/LOT 5Q/15407 KAYLA ST SE;YELM APPLIED: 18,047.24- Subtotal 3015.00 CHANGE: 0.00 Tax 0.00 Total 3015.Oa Check 3015,00 3551 Change Due 0.00 THANK YQU �l��ao�� CITY OF YELM �c�IVED RESIDENTIAL BUILDING PERMIT APPLICATION FORM ,�UL � � ZO�4 Project Address:��'IO� �aV�a S�.�"JC� Parcel#: �"�`��C�� ._. _ � � C1n�v� `��i �k ��__"�------- -- Subdivision:`�1QGdOl,�� Lot#: �D Plan#:�� Zoning: �lew Construction ❑ Re-Model/ Re-Roof/Addition ❑ Home Occupation Sign ❑ Plumbing ❑ Mechanical ❑ Mobile/ Manufactured Home Placement ❑ Other {� O • Project Description/Scope of Work: N� ��Q TQ�1�.L� Y�JI C��Y�Cei �b� 5� Project Value: ,l�� — Building Area (sq. ft) 1St Floor 1�1� 2"d Floorll,t�11 3�d Floor Garage-2 ca�-1�3 car Covered Patio 21L/ Covered Porch �1y Patio Deck # Bedrooms y # Bathrooms?.��'L Heatin : GAS/O HER or ELECTRIC (Circle One) Are there any environmentally sensitive areas located on the parcel? �� /f yes, a completed environmental checklist must accompany permit application. BUIL[3[NG C.�Wl�tER NAME. ADDRESS h • EMAIL CITY STATE�ZIP LI TELEPHONE � ARCHITEGT(�NGtN�E �( LICENSE# ADDRESS � �. . EMAIL !S .�'� CIT STATE�_ZIP�j_TELEPHONE ' ' GENERAL'CC}NTR� TOR TELEPHONE 25�'�I10� 1��C1� ADDRES '�� EMAIL �(�C.� 1R'�• CITY �r\ C STATE� a ZIP �J FAX 2�-�I�D•Ol�'� CONTRACTOR'S LICENSE#�.�i►1'�I�►�IIA1�IZ.EXP DATE CITY LICENSE# 4 V PLU,MB!l�iG,�C�.�ITRRCT... ., 1 TELEPHONE Z'S3� v- • O ADDRESS ��'�IZ�1 �.�VC,�1�gv NW�I� EMAIL CITY AU►,b1x.�I1(\ STATE ZIP �� FAX �3- 1�°1 4 CONTRACTOR'S LICENSE#'P��SI�'02 EXP DATE CITY LICENSE# 10 MEGHl�IdCCAk��{�NTR��"�"�F� Y1Y1 TELEPHONE � ' `l� ADDRESS L-1`� ��10 EMAIL CIT STATE � � ZI L1�1 FAX 'L 1 CONTRACTOR'S LICENSE# EXP DATE CITY LICENSE# � Z'1 1 V Copy of mitigation agreement with Yelm Commun ty Schools, if applicable. I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above described property will be in accordance with the laws,rules and regulations of the State of Washington and the City of Yelm. �� `4 Ap i nt's ignature Date O ner Contractor/Owner's Agent/Contractor's Agent(Please circle one.) All permits are non-transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days �� 105 Yelm Auenue West (360)458-3835 Yelm, WA 98597 (360)458-3144 FAX www.ci.yelm.wa.us 6' 39' 7' 17.67' 21.33' 52.00 L7T OT 'h �� r — �o c t� '1 SCALE:1��=20� � L DRYWELL� T � � N ( 1 fl { .� � 18 x 12 i--' ROOF°—� � �' COV PATIO 3 DRAINS `�R^ «y � � � 39'O.A. � � PROP05ED � 8"RETAINlNG � ( :� WALL-4'max o � 3088 A STD � � o ° j DIAG 65' ► �a ° � r� � ( W � � r� ---- � � 6'� 39' 7'{: C.o. � I GARAGE �. � f � cov. z ( � PORCH� � � I � w I 20' - - � _i.�..� � ~ � � w Q v� �CONC. �a $ ��;��—I �� w I DRIVE � e�•-a� �, e.,• r-z• w � N I � � N m � . _� � Q 10'UTIL ESMT ! � m � � � � > 5 n o z w 52.00' _ � N � ��. � _w.. ___ � Y w (�� J Q _ � z � N �o CURB/GUTTER � wQ z N � 24� � t- APPROXIMATE N N Q LOCATION OF STftEET TREE ��C�� _�r�w� NO 5' EAVE Appr�ve� ENCROACHMENT THIS LOT �/,��, /�� CONNECT 4" PVC ROOF STEP TANK EXCAVA710N IN VIOLA ` DRAINS TO DRYWELL OF THE REQUIRED 5' MINIMUM SET BACK J:%l_ FRONT PORCH FOUNDATION AND STEP TO FOUNDATION SHALL BE BACKE "`""''""°�"""w""'-`T��ATION SHALL BE STAKED OUT FIL'LED WITH CDF. FOR SET BACK INSPECTION. LOT 50 - CHERRY MEADOWS PARCEL #: 416100 050 00 Date: 071 10 / 14 owner: FreeStone _._..__._. ._.._ .._, �..._...__ Gherru Meadows LLG Lot Size: Pro�ect Address: 6820 20th St. E Svlte A 5,200 Sq. Ft. 15407 KAYLA STREET SE 2,53 8 6�300 �..�r�r�.r�r�. Prescriptive Energy Code Compliance for Climate Zones 6, 5 and Marine 4 Project Information Contact Information Pian#3088' Freestane Companies Thurston Counry (253}896-13Q0 Rick Carlile Cell(253}381-6080 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 ima e one anne _ 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 SHGC°'8 n/a n/a n/a n/a Ceiling 4 0.026 49 0.026 Wood Frame Wall9�k�' 21 int 0.056 21+5ci 0.044 Mass Wall R-Value' 21/21 0.056 21+5 0.044 Floor 30 0.029 30 0.029 Below Grade Wall°�k 10/15/21 int+TB 0.042 10/15/21 int+TB 0.042 Slab°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 ,K � � = � O tion Description Credit s � ', t�` '. �`'a 1a Efficient Building Envelope 1a 0.5 � �,G- /� 1 b Efficient Building Envelope 1 b 1•� . „__._,_,_.__, 1c Efficient Building Envelope 1c 2.0 � 2a Air Leakage Control and Efficient Ventilation 2a 0.5 � , .. .. .. . 2b Air Leakage Control and Efficient Ventilation 2b 1.0 � 2c Air Leakage Control and Efficient Ventilation 2c 1.5 � 3a High Efficiency HVAC 3a 0.5 [] 0.5 3b High Efficiency HVAC 3b 1•� ❑ 3c High Efficiency HVAC 3c 2-� ❑ 3d High E�ciency HVAC 3d 1.0 � 4 High Efficiency HVAC Distribution System 1.0 [] 5a E�cient Water Heating 0.5 � 5b E�cient Water Heating 1.5 0 1.5 6 Renewable Electric Energy 0.5 "1200 kwh 0.0 Total Credits 2.00 *Please refer to Table R406.2 for complete option descriptions http•//www.ener�v.wsu.edu/Documents/2012%2�Res%20Ener�v.pdf Tabie 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. j 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 approved source or as specified in Section R402.1.3. , Sim le Heatin S stem Size: Washin ton State This heatinq svstem sizinq calculator is based on the Prescriptive Requirements of the 2012 Washinqton State Enerqv Code(WSEC)and ACCA Manuals J and S This calculator will calculate heatina loads oniv ACCA procedures for sizinq coolinq 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 Informafion Contact Information freestone Pfan 3088 Freestone Com anies 682Q 20th St E Fife;WA.98424 253 896-13d0 Rick@Freestonecompanies.com Heating Svstem Type: O Fo��ea A��F��a�e �Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Design Temperature �r,s�ia::c�:�f�s -:.- --�-•..--•�.--�� -•.�-�- r:..:. Design Temperature Difference(oT) 50 Spanaway ��`> nT=Indoor(70 degrees)-Oufdoor Design Temp Area of Buildinq Conditioned Floor Area sr,:;�rt�Ytio:�5 Conditioned Floor Area(sq ft) 3,0$8 Average Ceiling Height Conditioned Volume �nsrn:ctinns Average Ceiling Height(ft) 9.0 27,792 Glazina and Doors U-Factor X Area = UA Instructions 0.30 394'' 118.32 Insulation Attic � U-Factor X Area = UA Insttuctiar�s R49`." —�°', .-. __._.... 0.026 1,�77'" 43.60 ��. Single Rafter or Joist Vaulted Ceilings U-Factor Area UA 1n,Ei�itc2l�iis , . .:- . ..- ;.:� .::. .' � "" y Select R value �'�;� NO S212CtI0n Above Grade Wails�s�F�y�re+► U-Factor Area UA �rastr�i,t;t+o�� "" � ' 0.056 2,681�� 150.14 R 21 � �'.. �� .,. Floors U-Factor Area UA '��st>z�ctioE;s � R3o��., >�.� ...��,�,..�_. _.�.. __._;�w� 0.029 1,768'� 51.27 _ 'IYYiHYYW'. � _ _ Below Grade Wails�s�Fig�ro�) U-Factor Area UA {nsc3ucc��r,s �' ' " . _� . No selection � --- Select R value r�� ,. . . ......�� " . .�. ., Slab Below Grade/see F�yure�� F-Factor Length UA inskrvctlor�5 r . '� .� � ._��r,�� NO S812Ct1Of1 � — Select condi[ioning •�� _ , M1i��M'd1�M1�M�I�u�f1Y�t'1f�t Siab on Grade�see F�g�re�J F-Factor Lengtn UA !rtstr3,ctions � ��,°."_.< M��„ ��,._„��,�<� .. .,__.. �._. � No SeleCtiOn � --- ' Selec[R Value ��-� Location of Ducts i,,s�.�,<:cioF,s , .._...-._ �W Duct Leakage Coefficient Unconditloned Space � � 1.1� _. �� .„. _.._ . �� - ` Sum of UA 363.33 Envelope Heat Load 18,167 etu/Nour Fi ure 1. s�moruaxor �� Air Leakage Heat Load 15,008 etu I Hour , VolumeX 0.6X9TXA18 �- _, Building Design Heat Load 33,174 Btu i Hour �� .��- � � Air Leakage+Envelope Heat Loss Below Uradp ,; .°. � Building and Duct Heat Load 36,492 Btu I Hour ''�- ��' Ducts in uncondihoned space:Sum ol Building Heaf Loss X 1.10 Ducts in conditioned space�Sum o/Building Heat Loss X 1 Maximum Heat Equipment Output 51,088 etu/Hour Budding and Duct Heat Loss X 1.40 lor Forced AU Fumace Building and Duct Heat Loss X 125/or Heat Pump (07/01/f3J Glazing Schedule Project Information Contact Information Freestone Plan 3088 Thurston Con Freestone Com anies 6820 20th St E Fife WA 98424 253-896-1300 Rick Freestonecom anies.com R402.3.3 Exception (15 sq. ft. max.)� Vertical Gtazing (Windows and glazed doors) Plan Component Glazing Width Height Glazing ID Descri tion Ref. U-factor Qt. Feet Inch Feet �"°n Area UA Ent 2 Giz Vin f Low E w/Ar on PW NFRC 0.30 2 1 5 10.0 3.00 Ent 2 Glz Vin I Low E w/Ar on PW NFRC 0.30 1 5 s 1 5.7 1.70 Liv 2 Giz Vn { Low E w/Ar on NFRC 0.30 1 6 5 30.0 9.00 Din 2 Giz Vin I Law E w/Ar on NFRC 0.30 1 5 5 25.0 7.50 Kit 2 �Iz Vin 1 Law E w/Ar on N�RC 0.30 1 4 4 6 18.0 5.40 N+F 2 Giz Vin l Low E w/Ar on NFRC 0.30 2 6 5 6 66.0 19.80 Nk FG Insulated Fuil Lite Dr IECC 0.28 1 2 8 6' 8 17.8 4.98 �am 2 G(z Vin I Low E w/Ar on PW NFRC d:30 2 2 6 2 6 12.5 3.75 Den 2 Glz Vin i Low E w/Ar on NFRG 0.30 1 5 5' 25.0 7.50 Br3 2 Giz Vin t Low E w/Ar on NFRC Q.3Q 1 8 4 6 36.0 10.80 s+l 2 Glz Vin I Low E w/Ar on NFRC 0.30 3 5 4 60.0 18.00 MBr 2 Giz Vin I Law E w/Ar on fVFRC a.30 1 6 4 24.0 7.20 MBr 2 Glz Vin f Law E w/Ar on PW NFRC Q.3d 2 2 e 2 e 12.5 3.75 Mba 2 G(z Vin I Low E w/Ar an NFRC 0.30 1 4 4 16.0 4.80 Br2 2 Glz Vin f Low E w/Ar on NFt�G 0.30 1 3 5 15.0 4.50 Br2 2 GIz Vin I Law E wiAr on NFRC 0.30 1 5 3 15.0 4.50 Clst 2 Glz Vin f Low E w/Ar an PW NFRC 0.30 1 2 3 6.0 1.80 O.Q 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 O.QO 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 . . 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 Area and UA 394.4 117.98 Area Weighted U= UA/Area 0.30 , TM ENGINEER/NG ccc DrJ Engineering, LLC (FKA:DrJ Consulting,LLCj 6300 Enterprise Lane Re: 81405968 Madison, Wisconsin, 53719 MiTek 20/20 7.4 3088 A-2 car Fur in Att/Rear The truss drawing(s)referenced below have been prepared by DrJ Consulting, LLC under my direct supervision based on the parameters provided by ProBuild (Arlington WA). Pages or sheets covered by this seal: I8501412 thru I8501426 My license renewal date for the state of Washington is May 18,20 t 6. Important Notice:The accuracy of the Truss Design Drawings relies upon:All truss and component designs utilize manufacturer pubiished connector(i.e.truss plate,etc.)design values and American Lumber Standards Committee (ALSC)approved rules-writing agency lumber design values(where Southern Pine has been specified,those design values are as tabulated in Southern Pine Inspection Bureau Grading Rules 2002 Edition Supplement No.13).Lumber design values correspond with the grade stamp prior to cross cutting as(a)approved by the Board of Review of AISC (b)tabulated and footnoted by the applicable rules-writing agency using a published effective date,(c)approved and published by the American Wood Council for use in the NDS engineering equations for the design of structures using lumber,and(d)referenced in the fatest edition of ANSI/TPI 1,Section 8.3. �� .�ar.��,,�,��.� � � � a� � � �� July 17,2414 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility solely for the truss component(s)depicted on the individual Tniss Design Drawings. The design assumptions, loading conditions, suitability and use of this component for any particular building is the responsibility of the buitding designer or owner of the trusses,per ANSI/TP[ 1. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSUTPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss Truss Type Qty Ply 3088 A•2 car Fur in Am Rear 18501412 B1405988 A01 COMMON TRUSS � �l�ob Reference(oQtionalZ_ ProBuild Adington, Arliagton Washington � � 7.430 e Oet 14 2013 MiTek Industries,Ina Thu JW 17 15:3130 2014 Page 1 ID:EAg1N�N4Y70Sb4eX7_IydVJh-c2mPm8vGRNsrf218ZxC71HDm�¢�wItGSOtTamUvyx77R F��-0r ----20-0-0 ------------�- -- 40-0-0 --- -- 1-6-0 t-6-0 20-0-0 20-0-0 -�1�6-0� Scale=1:70.5 Sx8 "= 5.00 �72 15 18 17 14 18 13 t9 12 � 20 11 j�� 21 3x8 % 10 22 3� \ 9 23 °Q �g 24 `° 5� 1 7� 1 5 � 4� 18 2� � � �?� I 28 4 j.� � ' 11 9�2 8 2 0 2t 9 2 8 27 ;3i� � Z 7Z ��\ �\ � 2 5 29 I I 2 32 Z �yI� 2 n��c��_�.^�"��1��SS" �c�c-�c�.Zi.1_t-. .c =�L�L� - . _ s- I-- �---�_-3- -- -_ 30 31 r^ d `� ��n . � 3x8 = 3x8 = 50 55 54 53 52 51 50 49 4B 47 48 45 44 43 42 41 40 39 38 37 38 35 34 33 32 Sx8 �_� 5x8 =_ L _.-___..40-Q�_ __40,0-0 - - - - -- Plate Offsets�X`(Z_,L7 0-3-0:Edc�ej�[25:0-3-0 Edge�, 38:0-3-0 0-3-0],_L50:0-3-0 0-3-01 __ ________ ,___ _ ___- - ._ ---- - -- --- - ------ --- ---- - - - --- ----- --- - -_ -- LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.00 31 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) 0.00 31 n/r 120 BCLL 0.0 ' Rep Stress Incr Yes WB 0.11 Hoa(TL) 0.07 30 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 � (Matrix) I � Weight:237 Ib FT=20% -- ___ __ --- ----_ __ ------_---- - _�.__-- - ____ L__-- __- __ _--__- ____----�_--- __---- _- 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 appiied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std'ExcepY WEBS 1 Row at midpt 16-44 1 Cr44,15-45,14-46,17-43,18-42:2x4 H F No.2 REACTIONS All bearings 40-0-0. (Ib)- Max Horz 2=-144(LC 9) Max Uplift Ail uplift t00 ib or less atjoint(s)2,45,46,47,48,49,50,51,52,53,54,55,43,42,41,40, 39,38,37,36,35,34,33,30 except 56=-106(LC 8),32=-106(LC 9) Max Grav All reactions 250 Ib or less at joint(s)44,45,46,47,48,49,50,51,52,53,54,55,43,42,41, 40,39,38,37,38,35,34,33 except 2=273(LC 1),56=319(LC 19),32=319(LC 20),30=273(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof iive loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Ali plates are 2u4 MT20 uniess otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-40 x. 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. �US�H ��,� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 700 Ib uplift atjoint(s)2,45,48,47,48,49, ,�P' �S�� 50,51,52,53,54,55,43,42,41,40,39,38,37,38,35,34,33,30 except Qt=1b)56=108,32=106. ,4 4, {+,�� 10)This Wss is designed in accordance with the 2012 Intematlonal Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfiPI 1. 11)"Semi-rigid pitchbreaks with fixed heeis"Member end fixily model was used in the analysis and design ot this truss. LOAD CASE�S) Standard � � {�� July 17,2014 � WARNING-Pleasa thoroughly raview the"Customefs Acknowledgemant of ProBuiW StandaN Tartns for Manufactured Produds"tortn.Venfy desigo paramaters erM read notes on this Truss Design Drawing and the DrJ Refarence Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for ihie truse deeign drawing to be valid. This tniss design drawing indicates I j acceptance of responsibiliry for the design of tha single Wse component depided herein.Tha design assumptions,loading conditions,suilability and use of ihis componaM for any particular � I building is the responsibilily of the Ownar,the Owners aulhorized agent or the Building Designer per ANSIITPI 7. Laterel rastraint designations shown on individual web and chord memben i , are for comprossion buckling only,not for building stabiliy b2cing.Additional temporary restrainUdiagonal bradng lo insure stability dunng construction is the responsibiliry of the truss instalbc I Additional permanent building stability bracing o!the overall strvcture is lhe responsibility of the Owner,the Owner's authonzed agant or the Building Designer,per the IRC,the IBC and i ANSIlTPI 1. For general guidance regarding design responsibilitiee,fabrication,yuality conlrol,storage,delivery,erection,lateral restreint and diagonal bracing,consult lhe latest edition of tha li �-- �. IRC,the IBC,ANSI/TPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at www.sbandusiry.com and any related instaltation information �. ENG/NEER/NGLLC I' ciinnliwrt in Ihw inheiln n�r4nn�Thw In�<¢A>ainnnr nr 1n�en rincinn nnninm.l�len nef�ew�a e�..e��i�,e....:...,e.�:..r,i�+��..,o..:i.:"n_"__"_'e.._�..:��:__ ��. I Job Tfuss Truss Type Qly Ply 3088 q-2 car Fur in Atfl Rear 18501413 B1405988 A02 COMMON TRUSS � � ----- ---- ----- —_.1-_.___- __._ � _�Job__Refecence�optional� __-- — � ProBuild Adirgton, Arlington Washingto� 7.430 s Oct 14 2013 MiTek Industries,Ina Thu JW 77 15:31:32 2014 Page 1 ID:EAg1N�114Y70Sb4eX7_tydVJh-YRu98qxWy?7ZhLLy3dADMer4HjPTL6KJKn3sYnyx77P F1-6-0-}---.— 7-4-15 _- --1—._-----14-2-12----- 20-0-0 2_59-4 32-7-1 40-0-0.---- 41-6-0{ �--------�---- - — —f— --— __—�----- 1�-0 7-4-15 &9-12 5-9-4 59-4 69-12 � 7-0-15 1-8-0� Scale=1:70.5 5�c8 = 5.00 112 g 3x8 �4/_S/�/ \ 3n8 � 5 � 3x8 % � I 3x8 � � 2x4 �� 4 8 2x4�i °b 3 /;� -�4 8-I1 7-1 9 / /% 8 �. �\� �/ . _ 31 12 \\� 2 �� 10 1$�,; �-� -=- --�,�--:- _-_-- - �- -_=_ _— ;�-4� �b , Tfu9S Tnls3 Type Qty �'Ply 3088 A-2 car Fur in APo Reer 18501414 87405988 A02F COMMON TRUSS 5 1 _----- ----.- -- —---- .—.— _----_ __Job Reference(optional) ProBuild Adington, Admgton Washington � � � 7.430 s Oct 14 2013 MiTek Indusfies,Ine. Thu JW 17 15�31:33 2014 Page 1 I D:EAgt N84_I14Y70Sb4eX7 IydVJh-OdSXOAxBjIFQIVwBdLhSvrOFe71g4WUTZRo�5Dyx770 1-1$-0 7-_t_-3._---- ..13-8-10--_- _ - 20-0-0 265�6 32-10-13 40-0-0 _ 41�-0 �-0----- 7_13 �-----�—��--�65fi � —'r_-_�._._--658 �----_I...---�65-6 ----�-_._-. _-65,fi � -----��-----713 ----r1�-0I Scate=1:70.5 Sx8 = 5.00 �12 g / 3x8 %�/ / \ �x8 � 3x8 % � � j 3x8 � � 4 B 3 5 e- 9 -4 � ,� 7 \�,�� ' S- I-_ 8-22-- � 2 � $��/��'� -- ---�-1e � -- --�� - . —�� -��its=�-.3- ��=-: . -- -��_-- � .--10.1a-= � -; �� 11�.- '� � 17 18 28 15 27 28 14 29 13 12 �� ! � 4x8 "= 4x8 - 3x4 -- 4x8 =_' 4x8 `� 4x8 -= 4x8 �'� 3x4 = � ----- 8-4-1]-- --T--- 15-6-0. .----� 20-0-L1-._�_ 24,6-0 _.--�----�1 Z`.i..__--� -_40-0-0_.. � -------- 8-4-11 - --------- �'�?5_. _---- 4�-0---- 4�-0 ..__--- --�-�5.-_.__ B+1-11 - __.. __..__-------- P_late Offsets CX 1Q_L 0-0-4.EdgeJ_�0;0-0-4.Edge1 ____-__ -___.__ __ _____ ___ _ ___ ___- ------ --- -- -- - - -- ___ _ _.._ ___ _ _ __ __ ____- - --_—_(--)__ --- (a � , ! I c ) - ___ � _ __ __ _ LOADING s SPACING 2-0-0 I CSI � DEFL m loc Vdefi L/d , PLATES GRIP TCLL 25.0 I Plates Increase 1.15 TC 0.85 Vert LL 0.32 14-15 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -125 1415 >379 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.54 Horz(TL) 0.25 10 n/a n/a BCDL 8 0 Code IRC2012/TPI2007 (Matrix) � I Weight:173 Ib FT=20% .- __ _ . __-- I - -__ _ ___ _ __- LUMBER __ ____-- -_ _ ____ BRACING TOP CHORD 2x4 HF No.2 TOP CHORD SVuctural wood sheathing direcUy applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 HF Stud/Std'ExcepY 6-14,7-12,6-15,5-17:2x4 HF No.2 REACTIONS (Ib/size) 2=1896l0-5-8 (min.0-3-2),10=1896/0-5-8 (min.0-3-2) Max Ho2 2=-144(LC 9) Max Uplift2=-326(LC 8),10=-326(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-Ali forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3839/568,3-4=-3639/564,4-5=-3481/583,5-6=-2946/410,6-7=-2946/410, 7-8=-3481/584,8-9=-3639/565,9-10=-3839/568 BOT CHORD 2-17=-58113439,16-17=-334/2860,16-26=334l2860,15-26=-334/2860,15-27=-139/2154, 27-28=-139/2154, 14-28=-139/2154,14-29=-190/2860,13-29=-190/2860, 12-13=-190/2860,10-12=-436/3439 WEBS 6-14=-188/1025,7-14=-718/328,7-12=-238/635,9-12=395I209,6-15=188/1025, 5-15=-718/328,5-17=-237/635,3-17=-395/209 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.2pst;BCDL=3.Opsf;h=25R;Cat.II;Exp C;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DO1=1.33 plate grip DOL=1.33 3)150.OIb AC unit load placed on the bottom chord,20-0-0 from left end,supported at two points,2-0-0 apart. 4)All piates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will ��U�� -� fit between the bottom chord and any other members,with BCDL=B.Opsf. ,� ��g W x fi� 7)Provide mechanical connecGon(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=326, S� C,' 10=326. �� 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.t and R802.10.2 and referenced standard ANSUTPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard "�►Q � �� 4� �� July 17,2014 � WARNING-Pleasa thoroughly review the"Customers Acknowledgement of PmBuild Standard Tertns for Manufactured Produds"fortn.Vanfy design parameters and read notes on lhis Truss I i Design Drawing and the DrJ Reference Sheet{rev.03-14)beforo use.Only MiTek connedor plates shatl be used for this truss design drawing to be valid. This truss design drewing indicatas ! acceptance of responsibiliry for ihe deeign ot the single Iruss componant depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular I �� building is the responsi6iliry o(Ihe Owner,the Owne�s authonzad agant or the Building Designer per ANSIlTPI 1. Lateral restraint designations shown on individual web and chortl members ' i are for compression buckling only,not for building stabiliry bracing.Additional temporery�estrainUdiagonal bracing to insure stability dunng construction is!he responsibility ot the truss installer. � � li Adtlitional permanent building stabiliry bradng of tha overall structure is the responsibility o(the Owner,ihe Owners aulhonzed agent or the Building Designar,per the IRC,the IBC and ' ANSI/TPI i. For generel guidance regarding dasign responsibilities,fabrication,quality conirol,slorage,delivery,erection,lateral reslraint and diagonal bracing,consult ihe latast edition of ihe �'� IRC,tha IBC,ANSUTPI 1,tha BCSI summary sheets,and/or BCSI(Building Componant Safery Information)available from SBCA at vni✓w.sbcindustry.com and any related installation infortnation �'� EN(t/NEFR/NGLLC ��. supplied in lhe jobsile package.Tha trvss designar or Iruss design enqineer(also defined as a soecialN enaineerl is NOT the R��an�n�na��o..�r�ne n��w�..,. , �� Job Truss Truss Type Qry Py 3oas A-2 car Fur in nm Rear B1405968 �03 .COMMON TRUSS � � 18501415 -- — ____�—___.___._____ _._.____L_.__ _Job Refecence(optional�--- ---------- ProBuiid Adington, Adington WaehMgton 7.430 s Oet 14 2013 MiTak Industriea,Inc Thu JW 17 15:31:34 2014 Page 1 ID:EAg1N84_114Y70Sb4eX7_IydVJh-Uq?vcWynUcNHweVKA2ChR3wPHX46pOkcoSYzdgy�c7?N h1-6-0 7-0-15 14-2-12------ 20-0-0.._--- 259-0 .32"7-t-----� qp_p.q_--- —I -- -I- - —--I----- - -� ..__-- -t--- ---f- -- ---- — 1-8-0 7-4-15 69-12 5-9-4 5-9-4 6-9-12 7�-15 Scale=1:89.7 Sx8 = 5.00;12 g 3x8� / 3�c8 � 5 / 7 3x8% %/ 3x8� � 2x4 �� 4 \ 8 2x4�i °b 3 / 13 6� 7-1 9 � \� 5 �_ � � 4� �8- 31 11 � � Z , 10 $It � — - ---_ _._- _ �� -. �--- ------2�4-�� -----�—� __. .-----�- = __.--- -..._ _ __:�_:_- ... ---__ �6-,-2— ----__- -�-�� 'd 4x8 - 15 14 10 17 �3 18 19 12 11 3x10 �= 3x4 =� 4x8= 4n8 == 3x8 = 4x8 - F . _._..-----_100.1-11-- -__.—f-- ---?4-4-4_. 29-10-5---- _ - - - -- -- 10-1 11 .— -_----- 9'10-5-----�----------9-10-5_------�— - -10-1� _--i _Piace onsecs(xy�___Lo ao,o-aa�,�i.o_:_aio o ao-1 --_ ___ _--- -- - - _ _-- _ -------_.. -- --- -- —. --- -- -- —- -- - � ___ -- - - - � -- -- LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.44 13-15 >999 240 MT20 185/148 TCDL 10.0 Lumberincrease 1.15 BC 0.80 Vert(TL) -0.901&15 >528 180 BCIL 0 0 * Rep Stress Incr Yes WB 0.35 j Horz(TL) 0.25 10 n/a n/a BCDL B.0 Code IRC2012/TPI2007 (Matrix) � Weight:155 ib FT=20% ____ _ _ _ __ _ LUMBER __ _ __ -__ ______ . ___ --___—_ _ _ __ __ BRACING TOP CHORD 2x4 HF No.2`ExcepY TOP CHORD Strudural wood sheathing directly applied. 8-10:2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 HF No.2 WEBS 1 Row at midpt 7-13,5-13 WEBS 2x4 HF Stud/Std`6ccepY 6-13,7-13,5-13:2x4 HF No.2 REACTIONS (Ib/size) 2=1831/0-5-8 (min.0-3-0),10=1705/Mechanical Max Horz 2=154(LC 12) Max Uplift2=-402(LC 8),10=-361(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3662/753,3-4=-3311/675,45=-3215/695,5-6=-2303/493,6-7=-2302/490, 7-8=-3271l714,8-9=-33701694,9-10=-3724/779 BOT CHORD 2-15=-758/3278,14-15=-514/2616,1416=-514/2816,16-17=-514/2616,13-17=-514/2616, 13-18=-387/2634,16-19=387/2634,12-19=-387/2634,11-12=-387/2634, 10-11=-652/3369 WEBS 6-13=-262/1347,7-13=-858/328,7-11=-162/686,9-11=-520/256,5-13=834/322, 5-15=-145l631,3-75=-467/239 NOTES 1)Unbaianced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=1 tOmph(3-second gust)V(IRC2012)=87mph;TCDL=42pst;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical leR and right exposed;Lumber DO1=1.33 plate grip DOl.=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will ��f� � fit beriveen the bottom chord and any other members,with BCDL=8.Opst jU 5)Refer to girder(s)for truss to truss connections. �`'� � ��J� 6)Provide mechanical connection(by others)ot truss to beanng plate capable of withstanding 100 Ib uplift atjoint(s)except Qt=1b)2=402, t,��' �� r�� 10=361. p� 7)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 t. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity modei was used in the analysis and design of this truss. � �� ` LOAD CASE(S) Standard � � , '�'��'�� July 17,2014 AWARNING-Please fhoroughy review the"Custwner's Acknowledgameot of ProBui�d Standartl Tertne for Manufactured ProduUS"form.Verify desiqn peremetero and read notes on Ihis Truss � ' Design Drawing and lha DrJ Rekrence Sheet(rev.03-14)beforo use.Only MiTek connedor plates shall be used for this truss design drawing lo be valid. This truss design drewing indieates i acceptance of responsibiliry for ihe design ot the single truss component depicted herain.The design assumptiona,loading conditions,suitaDiliry and use o(this component�or arry particular � ' building is Ihe respansibility of the Owner,the Ownefs authonzed agent or lhe Building Designe�per ANSI/TPI 1. Lateral restreint designations shown on individual vreb and chord members I. , �.� are lor compression buckling only,not for building stabiliry bracing,Additional temporary restrainUdiagonal brecing to insure stability dunng construdion is the rasponsibility o!the truss installer. �' Additional permanant buildin9 stability brecing of the overall structure is the responsi6iliry of the Owner,tha O�.vners authonzed agent or Ihe Building Designer,per Ihe IRC,the IBC and '� ANSI/TPI 1. For generel guidance ragardmg design responsibilities,fabncation,quality control,storega,delivery,erection,lateral resirainf and diagonal bracing,consult the latest ediGon of the � � IRC,the IBC,ANSI/TPI 1,Ihe BCSI summary sheels,and/or BCSI(Building Component Safety Infortnation)available from SBCA at H^mNSbcindustry.com and any related installation infortnation ' EN�7�N�R�Nr7LLC II supplied in the jobsita package.The tmss designe�or iruss desian enaineer falso defined as a soecialw a��r,o.�.i�.unr��.e a��a,��.,,,ne�,,..,e.,.r.........:�.:__ �'. - __ ___ Job rTruss �Truss Type oly Ply T3oee A-2 car Fur in Am Rear - --- B1405968 �A04 COMMONTRUSS � � 18501418� _ _ - -_- __ ----. __._--- - .. __ Job_Reference�optlonal)------- _--- - - --- ProBuild Adington,� Admgton Washington � 7.430 s Oct 14 2013 MiTek Industnee,Ine. Thu Jul 17 15:31�37 2014 Page 1 ID:EAg1 N84_I14Y70Sb4eX7_IydVJh-vOh2EY?fnXlm6EvsB103hY7xkG70RB2U3mdE?yx7?K 1-i-6-0 ..20-0-0 _..-_- _ _ 40-0-0 1�-0-�.�_---- ---___ _____- --_ 20-0-0 ___. ------ ._ -�------ - -._-- __.____ .__ ...---------- - ._ ._--------�-�{ zao-o Scale=L70.3 5x9 = 5.00�12 15 18 17 14 ��18 13 � 19 �� 12 �1 �\ 20 � �� !% A� 21 3x8 % 10 /� 22 g j� f � � 23 3x8 ` � � I °SI 5 Bj 8I �I � I g 1 �� 3 17'-2� I � I� I�� '�\ 24 25 28 i 4�i�/�� I 1 -7� l i � ��2 9 I I � �t.'�� 27 � 3 'i' � 10� 9 11� 8 21 38 22�� 28 I \ Y,� i� �� Q ' � � �� i 24i 5 2 � �k . �29 2 ,_ � - 3 6 4�� .. I � � � i I I � �328�� , ; I � ! � 3 ��1 '��7 tr -kY 2.d -� �- E� -t�-- � �- tr '� �y�I= " �� ..�F+ E --�€ � 1�7 �--.�M �._ � � �� _� _ 0 d ` ,��..'-'Z X X Sf.X X X-iC�c iC :�X X X X_:_'_C 7C iL�Y}�}C:X X F�S�4C�_.�=:X_X X�-:X 3Z X 4C��X Y Z X.-}Y iC R--Y X X X-Y�C�. .:i�`�X�_X.X X� 'd 3x8 --- 3x8 -�� 55 54 53 52 51 50 49 48 47 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 Sx8 �--- Sx0 -�- �__-----_..._..---- ----�- ----40�0��-._--------- ---- _._------- --____ _. -____. --- _aao-o_ _ - - -- -- __ __ __.. Plate Offsets LX.n:_�:a�-o,Edge1,[ZS:o-s-o,Edgg],_[37.0-3-0 0 3-Ol,.[as;a�-o,o-�-01 __ __ __ _ ___ -- - ___ _ __ _ - - - -- � __ _ - -- _ __ : -_ _ . � - _ LOADING(ps� SPACING 2-0-0 � CSI I DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 j Plates Increase 1.15 TC 0.13 � Vert(Ll) -0.00 1 n!r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 i BC 0.07 � Vert(TL) 0.00 1 Nr 120 BCLL 0 0 ' Rep Stress Incr Yes j WB 0 11 Horz(TL) 0.01 30 n/a n/a I BCDL 8 0 Code IRC2012/TPI2007 i (Matrix) 1 Weight:235 Ib FT=20% LUMBER _. _ _ __ _- - _. _ BRACING . . TOP CHORD 2x4 HF No.2 TOP CHORD SVuctural 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/Std'Except' WEBS 1 Row at midpt 16-43 16-43,15-44,14-45,17-42,18-41:2x4 H F No.2 REACTIONS All bearings 40-0-0. (Ib)- Max Horz 2=154(LC 8) Max Uplift Ali uplift 100 Ib or less at joint(s)2,44,45,46,47,48,49,50,51,52,53,54,42,41,40,39, 38,37,36,35,34,33,32,30 except 55=-106(LC 8),31=-128(LC 9) Max Grav All reactions 250 Ib or less at joint(s)43,44,45,46,47,48,49,50,51,52,53,54,42,41,40, 39,38,37,36,35,34,33,32,30 except 2=273(LC 1),55=319(LC 19),31=374(LC 20) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 29-31=-271/131 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=42psf;BCDL=3.Opsf;h=25R;Cat.II;Exp C;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(nortnal to the face),see Standard IndusUy Gabie End Details as applicable,or consult qualified buifding designer as per ANSUTPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at t-40 oc. 7)This truss has been designed for a 10.0 psf bottom chord Iive 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 ��s�� D�i-r fit between the bottom chord and any other members. pt � �� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib upiift at joint(s)2,44,45,46,47,48, � 49,50,51,52,53,54,42,41,40,39,38,37,36,35,34,33,32,30 except Qt=1b)55=106,31=128. � d� 10)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. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � ��' LOAD CASE(S) Standard :�,� � Q�'��u.�`° � �rr July 17,2014 A WARNING-Please thoroughy review the"Customers AcknovAedgemenl ot ProBuild Standard Terms(or Manufactured Products"form.Veny design parameters arW read notes on this Truss i �� a Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connador plates shall be used for this wss design drawing to be valid. This truss design drewinq indicates � '�. acceptance of responsibility for the design of Ihe singie truss component dapitled herein.The design assumptions,loatling conaitions,suitability and use of this componeN for any particular ' '. building is the responsibiliy of ihe O.�mer,�he Ownefs authonzed agent or the Building Designer per ANSI/TPI 1. laterel restreint designations shown on individual web and chord members , � are for compression buckling only,nol for building siabllity bracing.Additional temporary resirainUdiagonal bracing to insure sla6ilily dunng construnion is ihe responsibility o(Ihe Iruss installer '� '�.. Additional permanent building stability bracing ot the overall structure is tha responsibBiry of the Owner,!he Owner's authonzed agent or the Building Designer,per the IRC,the IBC and �� ANSIlfPI 1. For general guidance regarding design responsibilities,fabncation,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the � � IRC,the 18C,ANSI/TPI i,ihe BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation information 'i EIVG/NEER/NG1LC II supplied in the jobsite package.The truss desiqner or truss desinn enoineer(also defined as a soecJaltv Pr,��r,r.ari��tinr�no a��in��„no��,..,e.„s��,e�.,..�a,..,. . � Job Truss Truss Type Qty Ply 3088 A-2 car Fur in Aw Rear 81405988 801 COMMON TRUSS � � 18501417 ----------�--- ----- ----__._-----.----------- �-- .Job Refe2nce(opponal� ProBuild Adington, Adington Washington 7.430 s Oc!14 2013 MiTek Industries,inc Thu Jui 17 153139 2014 Page t ID:EAg1N�114Y70Sb4eX7_IydVJh-mpofDOvJB?ZOQOIzbos86eTiYzGULrLxNFklryx7?I t-&-0 9-8-12-.-__ . 19-5-8-__---- 20-11-8 �- -- � - � --.... _--�--... _ ...-----------------�- ------___ _.._...-- - - — -----f�--�-��--I t�-0 9�-12 9-8-12 1 E-0 Scale=1:38.8 4x4 - 8 I � 9 5.00 12 g �,y �� 4 � �,� 5 ��\� 4 � �Z � �/ &2 3 2 2' � _� �- 8�15 �� 13 � � 2 1 1 � , � 2/_ ��a ..__-._-_�2 --___ - I t 'I ' 1 1 \ . \ � � � 14 --� --�- --- � --- � / �� .� � . 2-14 -- �--- � ---- --=>..r�� -..� 15 l� dq j- ��X X�C_�x�.:}�X.�XAg�,'AXS�S��XSZ�7-`.�SZTl�57"kKX � _�:RX�XS<S�7ZXF•Y.�SZXXSZ�-��..� � C/ � 1 3x4 28 25 24 23 22 21 20 19 18 17 18 3x4 -' \`J ��--- ._12-5-�. -- � 19-5-8 -- - . . —. _-- � ------ — ..-T=--- Job Truss Truss Type oty Py aoae A-2 car Fur in atv Rear iasa�ate 81405988 B02 COMMON TRUSS 2 1 Job.Reference�optlonal� ProBuild AAirgMn, Adington Washington 7.430 s Oct 14 2013 MiTek Industries,Ina Thu JW 17 15:3139 2014 Page t ID:EAg1 N84_I74Y70Sb4eX7_IydVJh-mpofDOvJB?ZOQOIzbos86ePnYrjUGvLxNFkityx7?I �-'1S0—f-- --6_6-11,---------+ .3&12 ---�---12_10-13 +--------- 19-5-8 ------ f-20-11_8_—i 1-6-0 8-&-11 3-2-1 3-2-1 6-6-11 � 1�-0 Scale=1:38.8 4x4 = 4 5.00�72 2x4 O 2x4 �i 3 5 � / � � 7 3 8 2 \------ -- ---- --- ----- - _ � -- , -- — ------ ---- --- �-----— . . . -�.--_... �� , _ - - -- __ ___- - - - , � � � 3x8 ' g � �---��\ �;,\1 � 3x8 = 3x0� � i -----��--- --1&�$ — -- 9-8-12 --- ---- -- ----9-&12.._ ------ ----- Piate orrse�s�x vi;_�;o-a-o a�-a��e:aa-o ai_e�__ — — -- -- _-- -- --- -- --- ---- —_ --_ ___ -- — ------- ------- - --_ ---- --- . -- -- -_ __ __ � ---- �-- -- _ LOADING(ps� SPACING 2-0-0 CSI i DEFL in (loc) I/defl Lld PLATES GRiP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.17 6-8 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.42 6-8 >539 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.35 Ho2(TL) 0.05 6 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:65 Ib FT=20% __ __—----_�_-- --__ -- ---- --——_—— ----_ �_--— _ _ ______— _ — — ------ ___—------ _ LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std REACTIONS (Ib/size) 2=938/0-5-5 (min.0-t-9),6=938/0-5-8 (min.0-1-9) Max Horz 2=75(LC 13) Max Uplift2=-215(LC 8),6=-215(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1470/293,3-4=-1113l219,45=1113l218,5-8=-1470/293 BOT CHORD 2-8=-2 6411 2 7 2,6-8=-188/1272 WEBS 4-8=-125I693,5-8=-408It97,3-8=�08/197 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DO1=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed tor 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 beriveen the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=215, 6=215. 6)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.1 t.1 and R802.10.2 and referenced standard ANSIITPI 1. 7)"Semi-rigid pitchbreaks with fixed heeis"Member end fixity model was used in the analysia and design of this truss. j��H � IOADCASE(3) Standard �i„r''� ��e�j� �T�p ,� /' G+,r r � ' �,t 'F "�► �398 �� t, �HAL'�` July 17,2014 � WARNWG-Please thoroughy review the"Customer'e Acknowladqement of PmBuiM Standartf Terms for Menufaaured Products"form.Veriry design paramaters and iead notee on this Truss ' Design Drawing and the DrJ Referenca Sheat(rev.03-14)before use.Onty MiTek connector plates shalt be used�or this Wss tlesign drawing fo te valid.This truss design drewing indicates , � acceptanca of responsibiliry for the design ot the single trvss component depicted harein.The design assumptions,loading conditiona,suitabiliy and use of this componant Mr arry particular '� j 6uilding is the reaponsibiliry of the Owner,the Owners authonzed agant or the 8uilding Designer per ANSI/TPI 1. lateral resireint desigoations shown on individual web and chord mem6en I , are for comprossion buckling only,not for building stabiliry bracing.Addifional temporary restreinVdiagonal bracing to insure stabilRy dunng construdion is the responsibiiity of the Wss installer. �� Additional permanent building stabilAy bracing of 1ha overali stmcture is the responsibilily of Iha Owner,1he Ownels authonzed agant or tha Building Designer,per the IRC,ihe IBC and ANSIlTPI t Por general guidance regarding design responsibilitias,fabncation,quality control,storage,delivery,ereclion,lateral restraint and diagonal bracing,consult the latest edition of the �� '�� + ! IRC,�he IBC,AN51/TPI 1,tha BCSI summary sheets,and/or BCSI(Building Component Safery Information)available from SBCA at�mw.sbdndustry.com and any ralated installation infortnation � ENG/NEER/NGLLC � supplied in the jobsite package.The truss designer or Wss desipn enaineer(also defined as a soe�alN enoineerl is NoT�nn R��an��„nod��a,.r�ne�.��;u�..,. � i Job Trtiss Truss Type Qly Ply 3088 A-2 ear Fur in AtV Rear B7405988—-- — �803-_---_ COMMONGIRDER — — _��'3 .�ob_Refefence.(op6onel�._________. _ _ — 18501419 ProBudd AdingMn, Adington Washmgton 7.430 s Oct 74 2013 MiTek Industriea,Ina Thu JW 17 1531 41 2014 Page 1 ID:EAg1N84_114Y70Sb4eX7_ydVJh-nAwZ4v2ArtnFHGjXg50qKDXjdKMUky59ePgkrNmyx77G 5-2� 9.8-12 143-4 19-5-8 + F--- -52-4 -- --4� �— ---4�----------+---------------- 5-2-4 Scale:3/8^=1' 5x12 = 3 5.00�12 / � 4x8% / 4x8 � � 2 4 � 1-3 \ 7 � p� � % -8 / � 8 — ---�---�----- ----- �/----____------� -------_--- - \5� t _ — _ � ' �.t i� ---- ------------- ----- —_=_ ----- —__-- — -------------- s �0 8 i� i2 � �a ia e is �e �. 4x10 % 3x10 II 10x10 = 3x10 I! 4x10 � _5-�-4----._._. .9-8-12.-- — 14-3-4----�—� ---19-5-8._.__.__ � I ---._ ___ ..--�� -- -- - —r --- ---- -- 5�2=4----- ._ _--._.. _____ 4'6-8 ---- ----- 4�-- 5-2-4 —----------. . Piate Offsets{X YL[1:0-3-13,0-2-3J�[5:0-3-13.0.2r_31----------- --_----___ _.._-- _ - - ------ - --- ____ _._-- -- - _ - ---- ______ . . -------- -I-_ ---_ —__. _ _ ___ --- __ _ __ - r -- - _ LOADING(ps� � SPACING 2-0-0 I CSI � DEFL in (loc) Ildefl lJd i PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0 87 Vert(LL) -0 20 7-8 >999 240 MT20 185/148 TCDL 10.0 Lumber lncrease 1.15 � BC 0.67 Vert(TL) -0.41 7-8 >549 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(TL) 0.09 5 n/a n/a BCDL 8 0 Code IRC2012/TPI2007 (Matrix) Weight:256 Ib FT=20% __ - ---- - ---- _- _ _ --- -_- _ ___ _ I.UMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins. BOT CHORD 2x6 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 HF StudlStd'ExcepY 3-7:2x4 HF No.2 REACTIONS (Ib/size) 1=8328/0.5-8 (min.0-4-9),5=8505/0-5-8 (min.0-411) Max Horz 1=65(LC 8) Max Upliftt=-1807(LC 8),5=-1845(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except whe�shown. TOP CHORD 1-2=-17132l3699,2-3=-11861/2569,3-4=-11861/2569,4-5=-17092/3691 BOT CHORD 1-9=-342 3/1 5723,9-10=3423/15723,8-1 0=-3423/1 572 3,8-11=-3423/15723, t t-1 2=-342 3/1 57 23,7-1 2=-3423/1 57 23,7-13=3352I15687,1 3-1 4=-33 52/1 5687, 6-14=-3352/15687,6-15=-3352/15687,15-16=-3352/15687,5-18=-3352/15687 WEBS 3-7=1869/8736,4-7=-5293/1230,46=834/4020,2-7=5332/t237,2-8=-841/4057 NOTES 1)3-ply truss to be connected together with 10d(0.131"x3")nails as foilows: Top chords connected as follows:2x4-1 row at 0-40 oc. Bottom chords connected as foliows:2x8-3 rows staggered at 0-SO oc. Webs conneded as foilows:2x4-1 row at 0-9-0 oc. 2)Ali loads are considered equally applied to ali 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 oniy foads noted as(F)or(B),unless othervvise indicated. 3)Unbalanced roof iive ioads have been considered for this design. 4)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.2psf;BCDL=3.Opsi;h=25ft;Cat.II;Exp C;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 S�}� �,��,� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� WA, ,�{,� 6)`This Vuss has been designed for a live Ioad of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will tr yj, C� fit behveen the bottom chord and any other members. px 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)1=1807, 5=1845. 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.t 1.1 and R802.10.2 and referenced standard ANSI/TPI t. �,q� ,� 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixiry model was used in the analysis and design of this truss. � r � 10)Hanger(s)or other con�ection device(s)shall be provided sufficient to support concenttated load(s)1689 Ib down and 377 Ib up at �� 1-10-4,1689 Ib down and 377 Ib up at 3-10-4,16B9 Ib down and 377 Ib up at &10-4,1689 Ib down and 377 ib up at 7-t0-4,1689 ib �,��1 down and 377 ib up at 9-10-4,16891b down and 377 Ib up at 11-10-4,16891b down and 377 Ib up at 13-10-4,and t 689 ib down and 377 Ib up at 15-10-4,and 1889 Ib down and 3771b up at 17-10-4 on bottom chord. The desigNselection of such connection device(s) is the responsibiiiry of others. July 17,2014 Continued on age 2 I � WARNING-Please�horouqhy review t�e"Customefs Acknowletlgement of ProBuild Standard Tarms for Manufactured Products"form.Van1y dasign parematan arW read notes on this Tn,ss � Design Drawing and the DrJ Referenca Sheet(rev.03-14)be(we use.Only MiTek connador plates shall be used fot this Wss desigo drawing to be valid. This Wss tlesign drawing indicatas i ' acceptance of responsibility for Ihe design of lhe singla Iruss component depided herain.The dasign assumptions,loading conditions,suitability and use of Ihis component lor any particular ! building is tha responsibility of the Owner,the Owners aulhonzed agent or Ihe Building Designer per ANSIRPI t. Lateral restraint designations shown on individual web and chord membero I , 'I are for compression buckling only,not�or building stabiliry bracing.Additional temporary restrainUdiagonal bracing to insure stabllRy during construction is tha responsibiliy of the Iruss installer. i I Additional parmanent building stability brecing o/Ihe overall strudure is the responsibility ot the Ownar,tha Owners authonzed agent or lhe Building Designer,per the IRC,the IBC and I ANSI/TPI 7. For qeneral guidance regarding design responsibilities,fabrication,qualiry control,storage,delivery,erection,lateraf restraint and diagonal bracing,consutl the latest edi6on of the � ��'` � *M I IRC,tha IBC,ANSIlTPI t,Ihe BCSI summary sheets,andor BCSI(Building Component Safely Infortnation)available from SBCA at ww�H.sbcindustry.com and any related installalion information �I ENGINEER/NG�cc I' supplied in the jobsite package.The tmss designer or truss design engineer(also defined as a soacialb enaineerl is NOT tha Buildino Desianer of thn huiininn �I Job Tnlss TNSS Type-- — �ly Ply 3088 A-2 car Fur in AW Rear � 8140.5968 I803 COMMON GIRDER � 18501419 -------------1-- — -- ------------ 3 Job Reference LQtianalj---------------------- ProBuild Arlington, Arlington Washinglon 7.430 s Oc114 2013 MiTek Industries,Inc.Thu Jul 17 1531:41 2014 Page 2 IO:EAg t N84_I14Y70Sb4eX7_IydVJh-nAwZ4v2ArtnFHGjXg50qKDXJdKMUky59ePgkrNmyx7?G LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pi� Vert:t-3=70,3-5=70,1-5=18 Concentrated Loads(Ib) Vert:7=1689(B)9=-1689(B)10=1689(B)71=1689(B)12=1689(B)13=1689(8)14=1689(B)75=-1689(8)16=1689(B) � WARNING-Please thoroughy reviaw the"CustomeYS Acknowladgement ol ProBuild Standard Terms for Manufactured Pmducts"form.Veriy design paramaters and read notes on this Truss ' Design Drewing and the DrJ Reference Shaet(rev.03-14)betore use.Oniy MiTek connector plates shall be used(or this Wss design drawing to be valid. This lrvss design drawing indiwtea � I, acceptance of responsibiliry for the design of the singb truss componaM depicted herein.The design assumptions,loading condifions,suitabiliry and usa of this component for aiy partiwlar , � building ie lhe responeibility ot lhe Or�ner,the Owners authonzeC agenl or the Builtling Designer per ANSIITPI 1. Lateral restraint dasignations shown on individual wab and chord membere I, ', are for wmpression buckling only,not for building stability brecing.Additiona�temporary resirainUdiagonal bracing lo insure stability dunng consWCtion is ihe responsibiiily of the truss installec . � Additional permanent building stability bracing of the overall structure is Iha responsibility of the Owner,the Ownars authorized agent or tha Building Designer,per tha IRC,the IBC and , � ANSI/TPI 1. For genaral guidanca regarding design responsibilities,fabrication,quality control,storege,delivery,arection,lateral restraint and diagonal bracing,wnwit tha latest edition of ihe �'� "' --� IRC,the 18C,ANSI/TPI 1,the BCSI summary sheets,and/or BCSI(Building ComponeM Safety Information)available/rom SBCA at ww�H.sbcindustry.com and any related inslallation infortnation �I ENGINEE141NG�ee I supplied in ihe jobsita package.Tha truss dasigner or Iruss dasign engineer(also defined as a specialN enainaerl is NOT the Buildina Desionar of the buildino. I �. Job Truss Truss Type Qty Pty �3088 n-2 car Fur in A�u Rear 8140.5988 C01 COMMON TRUSS � � 18501420 --_-- -- -------.---- - - ------------ .____---�--�Job.Reference(optionalZ--_-._---- ProBuild Adinglon, Arlington Washington 7.430 s Oct 14 2013 MiTek Industnes,Ina Thu Jul 17 1531:42 2014 Page 1 ID:EAg 7 N84_I14Y70Sb4eX7_IydVJh-GMUxHF2oc3N8tt6tekLZmIG_xl_shiXoeKUOvCyx7�F f—�-�---F-..-- ----- ---.10.0-0------ � �-� 2_0.0-0 --___ __. —- ------ I-21-6'0 I t-6-0 10-0-0 10-0-0 1-6-0---- Scale=137.7 4x4 -_ 8 // 9� 5.00�12 � ' 10 5 \ 11 �/i , 12 � i 8 2 � I �� - z 7�-2 2Q 1� '�� i.: -,g_��T 13 \, 2 � _�� ' � � 1 1 � 2 - -�1�_._ � _... - — . _� ,� \ 14 � � _ � .. 2_14 .._ -(�-.--- � � I� ------ " KX�Y��z-XX�SZ X:�g��gSZ�szYSZXS�SZ�SZAXRXg��\�'. �5 .$ �� 3x4 = \�� 28 25 24 23 22 21 20 19 18 17 18 3x4 �'�- F---- ---20-0,4.__.._ ---1 - ------ - __20-0-0. _.-- --- --- _._-- -- --- --- -- --..- ---- ------ - ---- -- LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/deR L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.01 15 n/r 180 MT20 785/148 TCDI 10A Lumber increase 1.15 BC 0.04 Vert(TL) -0.01 15 Nr 120 � BCLL 0.0 " Rep Stress Incr Yes , WB 0.04 Horz(TL) 0 00 14 n/a n/a i BCDL 8.0 Code IRC2012/TPI2007 � (Matrix) 1 I Weight:84 Ib FT=20% __ - -_ _-- _ _ __ _ LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Strudural 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/Std REACTIONS All bearings 20-0-0. (Ib)- Max Horz 2=-77(LC 9) Max Uplift All uplift 1001b or less atjoint(s)2,14,22,23,24,25,26,20,19,18,17,16 Max Grav All reactions 250 Ib or less at joint(s)21,22,23,24,25,26,20,19,t 8,17,16 except 2=256(LC 1), 14=256(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=42psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 uniess otherwise indicated. 5)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-40 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 ail areas where a redangle 3-60 tall by 2-0-0 wide will fit beriveen the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,14,22,23,24,25, 26,20,19,18,17,16. 10)This truss is designed in accordance with the 2o12 Intemational Residential Code sections R502.11.1 and R602.10.2 and referenced 1U��H b��-� standard ANSI/TPI 1. ��qijA f� � 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixily model was used in the analysis and design of this truss. � LOAD CASE�S) Standard y�/` M ,� �� .�'° July 17,2014 , I � WARNING-Pleaee thomughy review the"Customafa Acknowiedgement of ProBuild Standaid Terms for Mawfactured Products"form.Veny design parameters arW read notee on this Truse ,�, �� Design Drawing and the DrJ Refermce Sheet(rev.03-14)belore use.Only MiTek conneclor platea shall be used�or this trues design drawing to ba valiC. This Iruss design drawing indiratee i, ' acceptance of responsibility(or the design of the single Wss component dapicted herein.The design assumptions,loading conditione,suitability and usa of this componenl for any particular - i building is tha responsiMliry of the Owner,the Owners authorized agent or the Building Designer per ANSItTPI 1. Lateral restreint tlesignations shown on individual web and chord memben �I , are!or compression buckling only,not for building stability bracing.Additional temporary restrainUdiagonal brecing lo insure stability during conslruction is ihe responsibility of tha Iruss installer. '� �'. Addilional permanent building stabiliry bracing of the overall structure is the responsibiliry of the Owner,fhe Ownefs authonzad agent or the Building Deslgner,pef the IRC,the IBC and i �'�. ANSIlTPI 1. For genaral guidance regarding design responsibihties,fabnwtion,quality coMrol,sbrage,delivery,erection,la�eral resireint and tliagonal bracing,consult lhe latest edition of the � °� +� � IRC,Ihe IBC,ANSUTPI 1,the BCSI summary sheets,anNor BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation intormation ENG/NFER/N6LLC �� I suoolied in tha iobsite oackaae.The Iruss Aesinnxr or m�cs da:�r,�o��..a,i�i�,dee�a.�n��.,e��in,e..,.�„ee.�,��.,r�.._o..:�,.:__r,__:___,_..�_�.:�.:__ : . Job TNSS TruSS Type Qty Ply 3088 A-2 car Fut in Att/Rear �B/405988 CO2 �UEENPOST 3 � 18501421� ------ — ---- --------- — .Job Reference(optional�------------------ --- ProBuild Adinqton, Adington Waehingron 7.430 s Oct 14 2013 MiTek Induetriee,inc Thu JW 17 1531:42 2014 Page 1 ID:EAg1N�114Y70Sb4eX7_IydVJh-GMUxHF2oc3N8tt6tekLZmIGvEls6hdHoeKUOvCyx79F �1� 8-it-8 10-0-0 13-0-8 � 19�-0 { - ---- -- - --- - --- - _.----- -----�- --------------- tE-0 8-11-8 3-0-8 3-0-8 ('y5-g Scale=1�34.7 4x4 - 4 I 2x4�� \\\ 2x4 ii 5.00 I12 � 5 3 � � 1-4 7 � $ %� " — --- � — --- -- - . .- _\: -_�C�e� �� / � � ---- �-------- ----- ��2 _. -- �j, - 7 3x8% 3x8 -= 4x4 �-' 3xe II ' -.--19�0� - ----_1_9-�-Q- - - -I --� --�---10-0-0. — T— 9-6-p -- ---- __Plate ofrsecs�x vL--[2.0-�-0 0-�a],�s_ao,o.a�-�o��e az-a as-�a -----__ ____-- --.._-- --- . --- --____ ____ . __ --- __ - -- _— _ - ---- ---- _--- - --- -___- --___ ` . _ _ . - -___ _ LOADING(ps� � SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud I PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 � Vert(LL) -0 20 2-7 >999 240 � MT20 185/148 TCDL 10A Lumber increase 1.15 BC 0.53 Vert(TL) -0.48 2-7 >477 180 BCLL 0.0 ' Rep SUess Incr Yes WB 0.38 Ho2(TL) 0.05 8 n/a n/a BCDL 8 0 i Code IRC2012/TPI2007 ; (Matrix) Weight:64 Ib FT=20% - - _. _-- -_ _ ___---- ---_ __� - ---- - -_ __ _ _--_ _----_ _ ___ _ -1----- LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD SVUCtural wood sheathing directly applied or 3-7-2 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std WEDGE Right:2x4 HF StudlStd REACTIONS (Ib/size) 2=952/0-5-8 (min.0-1-9),6=820/Mechanical Max Horz 2=87(LC 8) Max Uplift2=-218(LC 8),6=-172(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1483/295,3-4=-1125/224,4-5=-11251223,5-6=-1445/291 BOT CHORD 2-7=-273/1281,6-7=-202/1257 WEBS 3-7=-425/204,47=-142/740,5-7=-398/198 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=1 tOmph(3-second gust)V(IRC2012)=87mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)gable end zone;cantilever feft and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DO L=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connecUOn(by others)of truss to bearing plate capable of withstanding 100 Ib upiift at joint(s)except Qt=1b)2=218, 8=172. 7)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced �� b standard ANSI/TPI 1. �� ,�*,�TA �1'� 8)"Semi-rigid pitchbreaks with fixed heeis"Member end fixity model was used in the analysis and design of this truss. � Cr '� LOAD CASE�S) Standard F"' �'� '�►Q �S3 �� July 17,2014 � WARNING-Please thoroughy reviaw the"Cuslomer's Acknowledgement of PmBuikl Standard Te�ms for Manufaaured Produas"�ortn.Veriy deaign parameten and read notes on this Truss � � �� Design Drawi�q and the DN Re(erence Shaet(rev.03-14)before use.Only MiTek connector plates shall be used for this W ss deeign drawing to be valitl. This truss design drawing indicales ; I, accaptance ot responsibiliry for ihe design of tha single truss componant dapided herein.The design assumptions,loading condifions,suitabiliy and use of this component for arry particular '� building is tha responsibility of Ihe Owner,the Owners authonzed agent or the Building Designar per ANSVTPI 1. Laleral rastraint designations shown on individual web and chord members I , �� are tor compression buckling only,not for building stabAiy bradng.Additional temporary restrainVdiagonal bracing to insuro stabildy dunng construction is the responsibiliry o�tha iruss installer. �' �i Additional permanent building stability bracing of ihe overall structuro is fhe responsibility of tha Owner,the O.vner's authorized agent or the Building Designe�,per the IRC,tha IBC and I ANSI/TPI 1. For general guidance regarding design responsibilities,fabncation,quality control,storage,delivary,erection,lateral restraint and diagonal brecing,consWt the lalest edition of Iha ' '��' � �� IRC,the IBC,ANSIlTPI t,the BC51 summary sheets,and/or BC51(Building Component Safety Intormation)available from SBCA at www sbcindustry.com and any related installation information � ENG/NEER/NGuC � supplied in ihe joCsita packaga.Tha truss desiqner or Wss desian enoineer(also defined as a soecialN enoineerl is NoT�hn a�din�r,�na<�,,,,.��ne�,��a.��.,.. I � Job--- Truss Truss Type -- — —-1�ty _— Py— ob Refe ence(optional2---_—— __-- 18501422 8140.5988 I E01 Common Trtise 2 7 __—_--_. __I__._.__—__ _--______ _—._———. _ ProBuild Adington, Adingtoa Washington 7.430 s Oct 14 2013 MiTek indusaies,inc. Thu Jul 17 1531:43 2014 Pags 1 I D:EAg t N84_I14Y70Sb4eX7_IydVJh-kY2JVb3aNNV?Vt h3CRsolyo159A0a31 xs_DyReyx7?E -1711 . 6-9-12 9-0-12___ 11-3-12---- _18-1-8--_—_- f— —� -----—-- -------------�---- -- f _ _ -- F — ------ -- -- _ --- � 1-7-11 69-12 2-3-0 2-3-0 69-12 Scale=132.9 4x4 "_ 4 ' --- 2x4 �� i-�/. �.�'�� 2x4 �i 4.00�12� /i \ , / �\ i� � � % � J \\�� '/ �� 3 \ I \\ 8 �� 2 � . '- \ uI - --- ...__... ---- ---.._.. . __-- ----_- .- — -_.--- ---- ...___ ---- � i -� — — — --- ---- -- -2--- ---- ._._.... ._.. ..._._ ��_'— �� d f j�— — 7 --- -- ---- � d L 3x8 -- 3x8 =- 3x8 �-- � __._9-41�.. .— -� --18-1_-8._---- ---� -- --- -----._.9-0.12__--------- _ . - -- - ------------�-- --�-l2__------�---------------- ----------------� ---� ---------—� — ------------------- ---._.. .. _..- . .--------- —�------ ----- LOADING(ps� SPACING 2-0-0 � CSI DEFL in (toc) I/defl Ud � PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.59 Vert(lL) -0.14 2-7 >999 240 ! MT20 185/148 TCDL 10A Lumber Increase 1.15 ' BC 0.68 Vert(TL) -0.37 6-7 >571 180 � BCLL 0.0 ' Rep Stress Incr YES � WB 0.41 Horz(TL) 0.05 6 n/a n/a BCDL 8.0 Code IRC2012JTPI2007 i (Matrix) Weight:56 Ib FT=20% _— _ _ _. _ _ __ _ _ _ _ _i_ ______. ____ . --_ _ __ _ i _ __ LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structurai wood sheathing directly applied or 3-4-7 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF StudlStd REACTIONS (ib/size) 8=757/0-5-8 (min.0-t-8),2=895/03-8 (min.0-1-8) Max Horz 2=66(LC 12) Max Uplift6=-173(LC 5),2=-252(LC 4) -. FORCES (�b)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 2-3=-16081337,3-4=-1255/265,45=-1257/268,5-6=-1615/355 BOT CHORD 2-7=-302/1453,6-7=-285/1462 WEBS 4-7=-176/804,5-7=-458/205,3-7=-444/199 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=170mph(3-second gust)V(IRC2012)=87mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;enciosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DO1=1.33 piate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a tive load of 20.Opsf on the bottom chord in ali areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord a�d any other members. 5)Provide mecha�icat connection(by others)of truss to bearing piate capable of withstanding 100 Ib upiift at joint(s)except(jt=1b}6=173, 2=252. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 7)"Semi-rigid pitchbreaks with flxed heeis"Member end fixity model was used in the analysis and design of this truss. � LOAD CASE(S) Standard �U"��N J� �,��d�at�+ t��'�c.�' �� "�► j �3 �4r �� ,��, �'+IAL July 17,2014 � WARNING-Pleaee thoroughy review tha"CUStomers Acknowtadgemenl of ProBulid Standard Tertns for Manufadured Produds"form.Venty design paremeters and read notes on this Truss , i Design Drawing and the OrJ Referenca Sheet(rev.03-74)befwe use.Only MiTak connector plates shall be used for ihis trUSS dasign drawing to be valid. This trUSS design drewing indicatee '�, 'I� accaptance of rasponsibiliry�or the design ol the single truss componant depicted herein.The design assumptions,loading conditions,suitabiliry and use of this componeN for any particular ��, , .. building is the responsibility of the Owner,ihe Owners authonzed agent or Ihe Building Designer per ANSIffPI L �aterel restraint deslgnaUOns showo on individual web and chord members � �' are for compression bucklinq only,not for building stability bracing.AddiUonal lemporery restrainUdiagonal bradng lo insure stability during construdion is the responsibility of the truss installer. I Additional pertnanent building stabiliry bracing of the overall structure is the responsibiliy of tha Owner,ihe Owners authonzed agant or the Building Designer,per the IRC,ihe IBC and �� ANSIlTPI 1. For general guidance regarding design responsibilities,fabnwtion,quality conirol,storage,deiivery,erection,lateral resfraint and diagonal bracing,consult ihe latest edilion o1 the '� � IRC,the IBC,ANSI/TPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Infortnation)available from SBCA at wwwsbcindusiry.com and any related installation informetion I �(�'�H�}�!N� L ainoliwA in fhn inhcitw narkann Thn In�eo Areinrwr nr 5nwa Aneinn nnninun.lele.,Aofinn.l na�o�o��in,e�,.,�ve.��e n�nr r�,e o...u�....n.,...,,..e...r.�.e��..ia..._ I � LC �.. Job Truss Tniss Type Qty � Ply 30aB A-2 car Fur in AtV Rear -- —_____�. ��Job_Refefence_(.oQdonalZ._ 19501423 81405968 E02 Common Tniss 3 1 ProBuild Adi�gfon, Arlington Washington � 7.430 s Oct 14 2013 MiTek Industries,Ina Thu Jul 17 15:31:M 2014 Page 1 ID:EAg 1 N84_I14Y70Sb4eX7_IydVJh-Clchix428hds76GFm9N t rALDiNKi9WP45ezV_5yx77D 1-7 17 6-9-12_ 9-0-12 11-3-t2 F--=-- - -� --------�f� ---�f------ ---I-----___._.-.-- 18-1_B --------- 19-9-3 -- - 1-7-11 6-&12 23-0 23-0 6-&12 --. _...._1-7-11 ��-i Scale=7:35.1 4x4 = 4 � 4.00 I tt D�4��j%� �\.� 2x4 O 3 �,\� 5 � ` J �/ � , `d ��-4�� 8 � 7 � ;; 3- 2 '`/- ---- -.. .------- -- ----- 8 /` .. . . --_—_'___'.— _'_ _ __�� N 8 _.------ ---- -- % ._. _.-.-.—.._ �----8 ---- - -��, � ��A d � . C � --- ---- ...--- , _ -- --- --- �_ d 3x8 --_ \�..J 3x8 == 3x8 = F-- —_ 9,0-13 -- �— -- - __. ]8,L,8_--- -� - ---- 9-0'12---- 9-0.12 - _ ---- --.. — ------ -— -- - ---, ------ -- ---- -- - ----- ---------- --- ---- -- ---- -- -- IOADING(ps� SPACING 2-0-0 C51 DEFL in (loc) I/defl Lld � PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(�L) -0.14 2-8 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.75 BC 0.68 Vert(TL) -0.37 8-8 >579 180 BCLL 0.0 ' Rep SVess Incr YES j WB 0.40 Horz(TL) 0.05 6 n/a n/a BCDL 8.0 � Code IRC2012/TPI2007 Matrix I i � ( ) Weight:58 Ib FT=20% _ _ ____ _-- ___ __ _ -_ . . LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std REACTIONS (Ib/size) 2=892/0-3-8 (min.0-1-8),6=892/0-3-8 (min.0-1-8) Max Horz 2=-58(LC 9) Max Uplift2=-252(LC 4),6=-252(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when show�. TOP CHORD 2-3=-1597/335,3-4=-1243/253,4-5=-1243/252,5-6=-1597/335 BOT CHORD 2-8=-290/1442,6-8=-239l1442 WEBS 4-8=-163/789,5-8=-444I200,3-8=-444/199 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Ii;Exp C;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DO1=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangie 3-6-0 tall by 2-0-0 wide will fit beriveen the bottom chord and any other members. 5)Provide mechanicai connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=252, 6=252. 6)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. 7)"Semi-rigid pitchbreaks with fixed heels"Member e�d fixity model was used in the analysis and design of this truss. IOAD CASE(S) Standard S��'�� ,^�� l3��... "�N��! �� '2. . � '. � �� g��t3 July 17,2014 � WARNING-Please thoroughy reviaw the"Customefs AcknovAedgeme�t ot ProBuild Slandard Terms for Mewfactured Products"form.Venfy design parametxe and read notes on this?russ �' i Design Drawing and the DrJ Reference Sheel(rev.03-14}beforo use.Only MiTek connector plates shall be used for this truss design drewiog to be velid. This truss design drawing indicates � acceptance of reeponsibiliry for the design o!Me single truss componeM depicted herein.The design assumptions,loading condi�ions,suitabiliry and use of ihis componant for arry parlicular � i building is Iha responsibiliry of the Owner,the Ownars aulhonzed agent or the Building Dasigner per ANSIffPI 1. Lateral resVaint designations shown on individual web and chord memben ' � are for compression buckling only,not tor bailding stabiliry bredng.Additional temporary restrainVdiagonal bracing to insure stability dunng cronstrudion is the responsibility of the truss installec ' � �ii Additional permanent building stability brecing of the overell structure is the responsibility of the Ownar,lha Owners aut�onzed agent or the Building Designer,per the IRC,the IBC and ' � AN51/TPI 1. for general guidance regarding design responsibilitias,fabncation,quality control,storage,delivery,ereclion,lateral restreint and diagonal bracing,consult the latest edition of the I -�'� � �+ IRC,the IBC,ANSI/TPI t,tha BCSI summary sheets,andor BC51(Building Component Salery Information)available from SBCA at w�nwsbcindustry.com and any related installation information ��. EN�aIMEER/NQ LCC �;I supplied in tha jobsite packape.The truss desianar or Iruss desian enaineer(also defined as a snecial�v enninnerl ie NnT Iha Ruildinn flnelnno...i�b.�.i did�.... ��. �. f Job Truss Ttuss T e -- T---- - -- yp Qty Ply r3088 A 2 car Fur in Attf Rear � 18501424� I87405968 E03 Common Truss 1 1 II ------- __-..---- 1 __- --- -------- -__- —---- - fJob Refere�ce(optlonap_. __-- ProBuiid Arlington, Arlington Washington 7.430 s Oct 14 2013 MiTek Industries,Inc. Thu Jul 17 15:31:45 2014 Page 1 ID:EAg1N84_I14Y70Sb4eX7_IydVJh-gxA3vH5gu gkLrSKsvGONuUtz?3u3DEKIi2WXyx7?C 1711 - 9-0�12-------_--_-- ___-__- _._..._____---- 1&1-8--- -.__-------------- 19-9-3 -- F-- -=— 1-------- ---- -- - ---__f- _ t-7-11 s-0-12 s-6-12 +--�t-7-11 � { Scale=135.1 4x4 =_ 7 4.00 i�12 8 -- � �� 8 �� 5 ,�,i�� A�-A 9 %� ;/ - - ��-� �� ,.. _. . �, ..,.,\ 10 4 /� -� � � 3 �� 11 cA ��7�%I' � i -1 � 1� �,��13 j� /,. �� 2� � 1 �� I"1,�-_, �, I ' � � z ,,� �� =Ii� � 1 �_,� � ,,z , , , .re� ----- � — _ ,__ -r"I- .. 2_12- -- _ — .- --- C�`---..\\ ��f�,�_ �� . ,3 i� d r/,;� .'5��1�- - - - ��CLC7��'�1`1C.�SZSZ�P��'��u _ _ . -_ __ _ ��T _ '_ ,_,.,� d 3x4 '�= 22 21 20 19 18 17 18 15 14 3x4 -' \ �.. f—� ----�-- —.___t8-i8_..._. - —- - ----._...--- --------- t8-1-8__. . ...- . . _._-- — -------- - ___-.__-- ---- -------- - ----- --- — - — -- _.--- --�-- �--- - --_ .._ __ ----�---- ..--� ------ � �-- -�- -. _.-- - --- LOADING(ps� I SPACING 2-0-0 i CSI DEFL in (loc) 1/deN Ud PLATES GRIP TCLL 25.0 ii Plates Increase 1.15 TC 0.18 Vert(LL) -0.01 13 n/r 180 MT20 185/148 TCDL 10.0 ; Lumber Increase 1.15 �I BC 0.07 I Vert(TL) -0.01 13 Nr 120 BCLL 0.0 ' j Rep Stress Incr YES WB 0.04 ! Horz(TL) 0.00 12 n/a n/a BCD� SA �I Code IRC2012/TPI2007 'i (Matrix) � . . ` Weight:67 Ib FT=20% _ _. _ _ __ _ LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 80T CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std REACTIONS All bearings 18-1-8. (Ib)- Max Horz 2=-58(LC 9) Max Uplift Ali uplift 100 Ib or less atjoint(s)19,20,21,22,17,16,15,14 except 2=-115(LC 4), 12=-123(LC 5) Max Grav Ali reactions 250 Ib or iess at joint(s)18,19,20,21,17,16,15 except 2=280(LC 1),12=280(lC 1), 22=275(LC 19),14=275(LC 20) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have bee�considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)VQRC2012)=87mph;TCDL=4.2psf;BCDl.=3.Opsf;h=25ft;Cat.II;Exp C;enclosed; 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIlTPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-40 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 upiift atjoint(s)19,20,21,22,17,16, 15,14 except Qt=1b)2=115,ir-i2s. S�"�� C'�.T 10)This truss is designed in accordance with the 2012 intemational Residential Code sections R502.11.1 and R802.10.2 and referenced ,�� a�WA � .yp standard ANSI/TPI t ,,}, ,� �+ � 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �Q� . � LOAD CASE(S) Standard � � ; �� VAI � �`�1�. �'��,,�� : � July 17,2014 � � WARNING-Please thoroughy review the"Customefs AcknovAedgement o(ProBuild Standard Terms for Manufadured Products"form.Verify design parametars and read notes on this Truss I � ��' Design Drawinq and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connactor plates shall be used for this truss design drawing to be valid. This truss design dravnng indicatea '�� ''�.. I acceptance of responsibiliry for the design ot the single Wss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular �'�, '��. building is the responsibiliry of the Owner,the Owners authonzed agenl or tha Buiiding Designer per ANSI/tPl 1. lateral restrai�t designations shown on individual web and chord members '�, , ��, are for compression buckling only,nol for building stabiliry bracing.Additional temporary reshainVdiagonal bracing to insure stabiliry dunng construction is the responsibiliry o�the W ss installec �, �� Additional pertnanent building stability bracing of Ihe overall slrudure is the responsibilify of the Owner the Owner's authonzed agaM or the Building Designer,per the IRC,the IBC and � �� '�, ANSIlTPI 1. For general guidance regarding design responsibilities,fabnwtion quaiily conlrol,storage delivery,erection,lateral restrainl and diagonal bracing,consult Ihe latest edition ol the �.� �' IRC,lhe IBC,ANSIITPI 1.Ihe BCSI summary sheels,ancllor BCSI(Building Component Safery Information�available from SBCA at ww.v.sbcindustry.com and any related installation informatbn '�. ENG/NEER/NGLLC I! supplied in the jobsite package.Tha lniss desiAner or trvss desion enaineer(also defined as a soecialtv enoineari��Nnr mR a��in��naa��„a.„��,e�,��an�,,,. �. ��. ' - ---- --- ---- -- ---- - ------- Job Trvss Tfuss Type pty i Ply r3088 q 2 car Fur in Attl Rear I 81405968 J02 �JACK-OPENTRUSS �� I 1850142� - -- ---1 __ ------ _------------ �___- -- JobReference(op6ona11 .__.-- ProBmld Ad�n to�, Adin on Wanhin ton .._ ....-�-----�--- - - 9 9� 9 � 7 430 s Oct 14 2013 MiTek Industries,Inc.Thu Jul 17 1531 46 2014 Page 1 ID:EAg1 N84_I74Y70Sb4eX7_IydVJh-87kS7c61fItaMU�etapVwbQfLNJMdW9NYySc2zyx77B F--------1fr0 -.. __�_-- -_._._._ .__ _-. ._.- -- _3-11-8 _ _ _. _� 1�A 3-11�8 � --��------ Scale=1:13.5 3 i � �� / 5.00;12 /''� �� / � / t•3 �/ ---- --- ------ ___ � / - 2-4 � � ------- -..__-_ ..._-------. .. ._.----. . % � ------- .____ __.._ � 4 C� ._-_ 3x4 \� I--- — -----..___3,11-8- �---- —I -- ---.. ._-----_—. _--.___-- - -------- ----------��—�---- ..._ 3-11-8___. Plate Offset_s LX YZ[2 0-2-6,0-3-4� --.. . .._.------ ----- __ --- -- ___ _ _ _ - - --- ---r - - _ - - -- _ LOADING(ps� I SPACING 2-0-0 � CSI i DEFL in Qoc) Ildefl Ud I PLATES GRIP TCLL 25A � Plates Increase 1.15 � TC 0.15 , Vert(LL) -0.01 2-4 >999 240 I MT20 185(148 TCDL 10A � Lumber Increase 1.75 � BC 0.19 I Vert(TL) -0.03 2-4 >999 180 BCLL 0.0 ' ! Rep Stress Incr Yes i WB 0.00 Horz(TL) -0.00 3 n/a n/a I BCDL 8.0 I Code IRC2012/TPI2007 � (Matrix) � L Weight:12 Ib FT=20% LUMBER __ . __ -- _ _ BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structurai wood sheathing direcUy appiied or 3-11-8 oc purlins. BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings Mechanical except(jt=length)2=0-5-8. (Ib)- Max Horz 2=81(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s)3,2 Max Grav All reactions 250 Ib or less at joint(s)3,4,4 except 2=307(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vuit=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)gabie end zone;cantilever left and right exposed;end vertical left and right exposed;lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a�y other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss cannections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2012 Internationai Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSi/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE�S) Standard �. �{�gBFFI p�,� ��' w�� ,� 1 � �� '�� `��IAt.�`fl July 17,2014 � A WARNING-Please thoroughly review the"Customefs Acknowledgemant of PmBuild Standartl Terms for Manufadured Products"form.Veny desigo paremeters and read notes on Ihis Truse '�, � �� Design Drawing and the DrJ Reference Sheat(rev.03-14)hefore usa.Only MITek connedor plates shall be used for Ihis tniss design drawing b be valid. This trvss desiqn drawing indicatee � I. acceplance o(responsibility(or tha design of the single Iruss component depided herein.The design assumptions,loading conditions,suilabiliry and use of this component(or any paAicular ' �'�. building is the responsibility of the Owner,the Owners authonzed agent or Ihe Buiiding Designer pei ANSIlTP�1. Lateral restraint designations shown on individual web and chord members I , are(or wmpression buckling only,not for building stability bracing.Additional temporary restrainl/diagonal 6racing to insure stability dunng construction is ihe responsibility of the lruss installer. � ' Addilional permanent building stability bracing of tha overell stnicture is the responsibility ol Ihe Owner,the Owners authorized agent or the Building Designer,per the IRC,Ihe IBC and �� ANSI/TPI 1. For generel guidancs regarding design responsibilities,fabncation,quaiily control,storage,delivery,erec6on,lateral restreint and diagonal bracing,consWt lhe latest edilion o(the �, ��`��+w I IRC,the IBC,ANSI?PI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at wvrH.sbcindustry.com and any related installalion infortnation � EN�iINEERINGLLC I supplied in the jobsite package.The lruss designer or truss design engineer(also defined as a soecialN enoineerl is NOT the Buimino oesmnwr nt ina n��in�.,,, i Job Truss Truss Type TQty pIy (I3088 A-2 rar Fur in AtV Rear 81405968 J01 JACK-OPEN TRUSS � � � I 18501428 --- � ------- --�--_— -------- --___----------- -------- -Job Reference(oplionall— ---- ProBudd AAington, Adington Washington 7.430 s Oct 14 2013 MiTek Indushiee,Ine.Thu Jul 17 15�31:45 2014 Page 1 ID:EAg1N�114Y70Sb4eX7_IydVJh-gxA3vH5gu_fjkLrSKsvGONuUjz?ku3vEKIi2WXyu7?C -��-�---- ------ ....____----�----3-11_-8.._---.._._—.__.._--._..-------�—� �—��— -�� . _._—�--- g_ 11-8 Scale=7�13.5 3 �4� i I 5.00� / / :i i /�/ 3-4 1-3 2 /� — � � -�--�----------� --..__.-- ---�----�------ � / / �� 2-4 , ;;�� —' �x��'�'��u�`��X r�`�'��x � ;_ ' � 4 �� 2x4 - 2x4 II h- ---_ 3-11-8----- -I -- - _..3-11r$--- - -- -------- - ------ ----- _ _ -- � ---- — -- -- ---- -----------—r=_` - --- LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d I PLqTES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) 0.00 1 n/r 180 i MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) 0.01 1 n/r 120 BCLL OA ' Rep Stress Incr Yes WB 0.00 ! Ho2(TL) -0.00 4 Na n/a � BCDL 8.0 � Code IRC201NPI2007 � (Matrix) � Weight:13 Ib FT=20% . _ _ _ _- --_ __ LUMBER __ _---_ _ BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structurel wood sheathing directly applied or 3-11-8 oc purlins, except BOT CHORD 2x4 HF No2 end verticals. WEBS 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=143/3-11-4 (min.0-1-8),2=290/3-11-4 (min.0-1-8) Max Horz 2=76(LC 5) Max Uplift4=-42(LC 8),2=-81(LC B) FORCES (Ib)-Max.Comp.IMax.Ten.-AII forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=42psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DO L=1.33 2) Truss designed for wind loads in the plane of the truss oniy. 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)Gable studs spaced at 0-0-0 oc. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanicai connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2. 7)Non Standard bearing condition. Review required. 8)This truss is designed in accordanca with the 2012 Intemational Residential Code sections R502.11.t and R802.10.2 and referenced standard ANSIlTPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE�S) Standard � i�5�1'H �j�� ,a;."�� - �'�r`s'� �� ;.� �� ?NAL�� July 17,2014 I A WARNMG-Please thoroughy review the"Cuslomer's Acknowledgement of ProBuild Standard Tertns tor Manufactured Protlucts"form.Veny design parameters and read notas on this Truss ��, �'. �", Design Drevnng and the DrJ Referenca Sheat(rev.03-14)before usa.Only MiTek connector platas shall ba use0 for this truse design drawing to ba valid. This truse design drawing indicatee '�,. accaptance of responsibility for the design of the single truss component depicted herein.The design assumplions,loadin9 condifions,suitabiliry and use of this componant for any particular � .,, building is ihe responsibility ot ihe Owner,Ihe Ownera authonzed agent or Ihe Building Designer per ANSI/TPI 1 Lateral resireint designations shown on individual wab and chord members �� , � are for compression buckling only,not for building stabiliry brecinq.Additional temporary restraint/diagonal bracing to insure stability during construction is tha responsibilily of the truss installec ''.� Additional permanent builtling stabBiry bracing of the overall slructure is tha responsibiliry of lhe Owner,the Owners authonzed agant or the Building Designer,per Ihe IRC,the IBC and �: ' ANSI(fPl i. Por genaral guidance regerding design responsibilities,fabncatian,quality control,storage,deiivery,erection,lateral restraint and diagonal bracing,consWt tha latest edition ot the i I IRC,ihe IBC,ANSIlTPI 1,Ihe BCSI summary sheets,andlor BCSI(Bui!ding Component Safety In(ormation)available(rom SBCA at wwwsbcindustry.com and any related installation infortnation �� ENG/NEER/NG LLC I supplied in ihe jobsite package.Tha truss designer or Iruss design engineer(also defined as a soecialiv enaineerl is NOT the Buildina nxs�nnw��ma n��an�� ' �pF �HEP� City Of Yelm Permit No.: 20140218 7 � �� Community Development Department Issue Date: 8/14/2014 (Work must be completed within 180 days) Building Division Phone: (360)458-8407 L ""'�"'""°" Fax: (360)458-3144 Applicant: Name: FREESTONE CHERRY MEADOWS LLC Phone: 253-896-1300 Address: 6820 20TH ST E STE A FIFE WA 98424 Property Information: Site,4ddress: 15407 KAYLA ST SE Owner: FREESTONE CHERRY MEADOWS LLC Assessor Parcel No.: 41610005000 Subdivision: CHERRY MEADOWS Lot: 50 Contractor Information: Name: FREESTONE CHERRY MEADOWS LLC Phone: 253-896-1300 Address: RICK CARLILE 6820 20TH ST E STE A FIFE WA 98424 Contractor License No.: FREESI"969NZ Expires: 1/24/2011 Project Information: Project: NEW RESIDENTIAL BUILDING Description of Work: LOT 50, PLAN 3088 Sq. Ft. per floor: First 1411 Heat Type(Electric, Gas, Other): GAS Second 1677 Third Garage 400 Basement Fees: Item Contractor Fees NEW RESIDENTIAL BUILDING FREESTONE CHERRY MEADOWS LLC $17,829.99 MECHANICAL KLIEMANN BROS. $ 78.25 PLUMBING PELTRAM PLUMBING $ 139.00 TOTAL FEES: $18,047.24 ApplicanYs Affidavit: OFFICIAL USE ONIY 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 restr ion f record. If applying as a„C ractor, I further certify that I am currently Final Inspection: registered in the e ashington. � /� � �� Date: Signature Date Firm '� �� J'� O C '�L �W S L � By: ao n � W � 'O * -p � y � N D m � � 3 °..' 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I I --- o � o ` -. m.__— 0 o i o �o li o !o � � I N IO _ O I w m � io 0 o i ;o _— i o WI I I £03 �'"� III I � ___ 1.�.� L l � 80-10-8 L ' �� _ --� ---- - _ , �.�.,� -J � 00-b0-6 Z 00-80-L 6 �,,,,,, � �-- 5 � � a ` 00-00-6£ � "�"' 6„� € 4a �.. �`:.�� _ � , �.- �- ; � � � � � .._ � ��. �G!�f O 2/�' I �� InsulaliouNortU�vestGLC i ��ULA Tj�� ,� � INSULATI � N � ��o �� N � RTHWEST � ��lH�`� i Insulation Certificate/Attic Card BatEs and Blankets Thermal Performance(Attic Application) When inslalfed in accordance with Ihe manufaclurers The sfaled thermal resistance(R-vaiue)is provided by insfailing in accordance with Ihe manufacluers insGuclions,the required numberof bags recommendations,Knauf balts and blankels will provide per 1,000 sq.ft.of net area,al not less lhan the laheled minimum Ihickness_ Failure to install hoth ffie required number oF bags and at least the the fuli R-vafue. minimum Ihickness ryill resull in Irnver insulation R-value. R-Value" Minimum Thickness R-Value* Ba sl1 000 s .ft. Maximum Govera e Minimum Wei ht Minimum Thickness To Oblain An Insulailon Installed Insufation should To Obtain an insulation The number of Conlenls of Ihis bag shouW aol The weghUSF of inslalied Inslalled insulalion shouM resistznce(R-Value}of: not be less than: resistance(R-Value)of. bags(1,000 SF of nzt cover more Ihan: insulation shouid not be not be less ffian: area should not 6e less�han: � R-38HD 10.25" R-60 31.7 31.5 SF .952 LBS 19.75" i R-38HD 12.00" R-50 25.8 38.7 SF .774 LBS 76.75" ; R-30HD 8.25" R-44 22.1 45.3 SF .663 LBS 14.75" � R-30 10.00" R-38 19.0 52.7 SF .569 LBS 13.00" � R-26 9.00" R-30 14.4 69.7 SF .431 LBS 10.25" R-22 6.50" R-26 12.4 80.9 SF .371 LBS 9.00" i R-21HD 5.50" R-22 10.4 95.8 SF .313 LBS 7.75" R-19 6.25"" R-19 8.9 111.8 SF .268 L6S 6.75" i R-15HD 3.50" R-13 6.1 164.3 SF .183 LBS 4.75° � R-13 3.50" R-11 5.1 197.6 SF .152 LBS 4.00" � R-17 3.50" Bag Weght-Nominal 30 Ibs.,Minimum 29 Ibs.This product comforms to the performance requiremeNs of ASTM C 764,Type�,and R-8 2.50° cancelled�Federal Specification HH-I-10308,Type I,Class B. R-Values are determined in accordance with C 687 and C 518. "R"means "'R-08 in a 5.5"cavity.Conforms to ASTM C665 and �esislance to heat ib�v.The higher the R-vafue,!he grealer lhe insulalion powec To get ihe marked R-value,it is eseenlial lhat lhe insulalion Federel Specifiration HH-I-521F. be inslalled properfy. If you do i(yourseiF,get inslructions and(oflow Ihem carefutly. Equipment Required Framing Adjustment , To achieve�abeled R-value,this product must be applied with a pneumalic blowirg machine and a To compensate for framing mem6ers,the number of bags per 1,000 sq.fL of area to be corrvgaled hose with a minimum 25"intemal corrugation,a min'mum Ienglh of 150 R.and a diameler insulatad should 6e as shown below. of et least 3". Coiis in the hose shoukl not be less ihan 36"in diameter.Acceptable malerial feed rate ,I is5-351bs./minute. Recommendedfeedrateis 15-251bs./minule. R-Value Joist BagsIMSF 76"O.C. BagSIMSF 24"O.C. Dimentions Framing Framing ', 2x4 31.2 31.3 Builders Insulation Statement R-�o 2x6 30.8 31.1 i Batls and/or btankets have been installed in conformance with lhe above recommendalions to provide 2X8 30.5 30.8 a thermal resistance of... 2x4 25.3 25.4 R-5o 2x6 25.0 25.2 R-Vatue Notes 2x8 24.6 Z5.0 Attic Area R 49 2x4 21.5 21.7 Slo ed Ceilin s R 49 R-44 2x6 21.2 21.5 Walls R 21 2x8 20.9 21.2 Fioors over an unheated crawi s ace R 30 2x4 18.4 78.6 Blower�oor Test Notes Total Livin Ow R-38 Flow Rate 2x6 18.1 18.4 Completed as of: �2 '►?�� House Pressure 2xg 17.8 tg,2 SLA .00p2 ACH 2x4 13.8 14.0 Sife Address: � �'�� c R-3o 2x6 13.5 13.8 2x8 13.3 13.6 2x4 11.9 12.0 Home Builder R-zs 2x6 11.6 11.8 Signature: 2x8 11.3 11,6 2x4 9.9 10.1 Home Builder R-22 2x6 9.7 9.9 Address: 2xe 9.7 9.7 2x4 S.5 8.6 R-�9 2x6 8.2 8.4 2x8 7.9 8.2 Insulation 2x4 5.6 5.8 Contractar: Insulation Northwest LLC � � R-�s 2x6 5.4 5.6 P.O.Box 790 2x8 5.1 5.4 Milton,WA,98354 2x4 4.6 4.7 _ Phone: (253)846-0121 R-11 2x6 4.3 4.5 - Fax: (253)846-8096 2x8 4.1 4.3 i � ,.: ; , � �� I�uct Leakage Affidavit(New Ccnsfiructlon) Permit#: Z�J y 2� Hause addresa or lot numher: ` � � �t�- � �� ' � � � '� L City: ��L zlp: � � � 2 . � � � � ) Cond. FloorArea(ft . _ Saurce(cirdo or+e): Ptan�: Estimated Measured [] DUCt tlghlness te ting is not tequirod.Th�i tatal leskage test Is nat required for ducts and Hir l�ondlors loc�ted entlrely wiEhin the bu idEng thermal enveio�e. Ducts located in craw) spaces do not qualify for this exceptioh. Air Handler in conditl ned s�ace?❑yes �'no Air Handlor present dur�n est?�Yes[] no ' _ _ .. � Circle 7sst Method. Lorzkage to(]utslda Tafal Leakage : Maxlmum duct lea ge: Post Cons#ruction, otal duct leakage: (flonr area x .Ob}� _ __CFM aQ25 P� Post Constructton, eakage to outdoors: (floorarea x.Oa)_ __ CFM(�25 Pa Rough-In,total duc leakage with air handfer Installed: (f10dr area x.04)��,.�_C�'M(c�25 Pa Rough-In,total duc leakago wlth alr handler not instalted:(�toor aroa x .Q3)��CFM cQ25 Pa 7'est Result: � C�'M@25Pa Ring (circlo ono if ap licable): Open 1 w^� 2 � �� 3 Duct"fester Lacatio : �r-' �� Pressuro Tap�oaation: - G'�U'�� I certtfy that these uct leakage rates are accurate and deterrnined using standard duct tesiing protocol. l <<�i([?�''` �"�� Technicl�rr: �' �'�'�=- 1,�, : Compah�r Name: -...�--.—�`�' Technician Signatur : � v�` r Date: Phone Number: ��l-�Y Y' ��t-�Gt�=�ti��t7 �� - ��'�`�� Z /Z '3��za v1�z ST �OT SZOZ'0� 'u�r - U � � � � o � 00 N �' O � � }' M N L � � cB � � Q � � � � � L � � � � � �� .0 N � � L Q � �� U O >+ � � � p � � � q � � � � � � � c� a� �v �' � !1 � .c'� � � 4� � � � � � � � � m � � � •� ° a� � � � �, .,� � � � � � � � c � � q � � � � �, �� _ � � � � N � � N •� •� � Q .� � 0� � � W � � � � w � � � � � � � � C� J W N � �-° cu O � Q Z � � � � � a�i � � "`� Q�' _ � U' Q- O Y O � p >Q � � Z '� � � (� � N > N � Q �n c� � WQ � W d' p p J � cB `t W c� � `— M O .� � � � c�o � c°�i Z U Q � � g � " � � a a C� �, � o � � � �, �- � Z '� � o ;,�� ,� �, � � o �, � � w� ? � � � a� J � � � � �= Q Z Q � �; � � p �.. a '�o W; � a� a� � � � « a' � N �`��`� � m O O m � � '� � Q v� m