Loading...
HomeMy WebLinkAbout3415 Quail Court� 4 City of ,�q�Wh6atlkd _j cOMMUNiTy DEVELOPMENT .�ge City of Wheat Ridge Municipal Building 75001W. 29'h Ave. 'wheat Ridge, CO 80033-8001 P: 3012352855 F: 303,237,8929 June 16 1h 2016 Owner/Occupant 3415 Quail Ct. Wheat Ridge, CO 80033 RE: Previously pen-nitted project plans available for retrieval — Permit #201500733 (New Single Family) Owner/Occupant, This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge Building Division and plans and/or other documents were required was recently completed and approved. In accordance with the Building Division's document retention policy, the associated plans and/or other documents are scheduled for disposal. We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20 working days (4 weeks) from the date of this letter and must be retrieved in person at the Building Division offices. This letter must be presented at the time of retrieval of the plans and/or documents. Plans and/or documents available for retrieval CANNOT be mailed and plans and/or documents will NOT be available for retrieval after the expiration of the retrieval period, which is 60 days from the date of this letter. You may retrieve plans and/or documents between the hours of 7:30 a. n. and 3:30 pm., Monday through Friday, at the Building Division offices located at 7500 W. 29"' Avenue in Wheat Ridge. am= Melissa Mackey Seirior Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2873 Fax: 303-237-8929 www.ci,wbearrid(yP- Ms W City of he -at P�jdgc �C-COUMAMUWTY DrvtiLotmLNT www.d.wheatridge.co.us 1"y of"' VViif' Ai RIDGE PUBLIC VKif,�,KS L)k`,) E REGENE'D ��"Q'Alf PfDGE r 5*25 ol �25 61 PROPOSED WNG WALL (DEqGN BY OTHERS) 71, 5425.613 ca 25A5 Klw---542&02 5426,04 TO 5426,78 25,78 26,68 26,46 J OT PLAN, WARNINGH 1, LOCATE UNDERGROUND URJTIES PRIOR TO EXCAVATION 2. THS PLOT PLAN SHOWS IMPROWAENTS AT GRADF AND GRADING ONLY. SEE FOUNDATION PLANS FOR STRUCTLRAL INFORMA10N. 2" -5422V DO NOT ENCROACH UPON EXISTING 5423,96 WILMS X424.114 26' M201 -547251 MAX 3105 w. 28,76 V RAX 5424, 263 /-26,10 2&60 b —32,416 f 34,05 36.5 -N " 13-05 "' 4 4, wr \ 3202 J Aw2 5430.41— ee 542&55 S $ \' 32,47 —2.77%- PROPOSED SWAIX 100% 543239P 54304I-\ dwo'n�'r'o"'w, io 0'w NOTF., 1. CONTRACTOR TO EN&K 9TE GRAIXNGNOTE. U -'koMnkwcr ;"'gnoi'V' COMPUES NTH 18C SECTION 1804.3, PLOT PLAN 9iOWS PROPOS 2. TOF VARIES PER ARCH/STRUCT PLANS, IMPROMOTS ONLY, FINAL 3, ALL GRADES SHOW ARE FINISH GRADES o A CONSTRUCTION MAY VARY, FULlOiNING CONST,A), hu-, p6 I P(—ZAI nl=(ZrPIPTln -rAll C CERTIFICATE ''I'll'' �, "':111m I LOCATIOW LOT 6 OLWL HOLLOW SUBD�VISION, LOCATED IN THE NORTHWEST QUARTER OF SECTION 28, TOWNSHIP T jenm SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL Recommended moundaa r# "tam CT13"3'9 K)WI SON PROJEXIT NO, PLAN NO. DATE ts- 6V E.E"C L G4 it, 7Y 5 ?.�.. ti#(,#1) 7E EP"d(iNCI a COLUMN PAD (6EEC 3i ) DEPTH 3 3 t 4 .i, . ~ ......, EBNC NCHES) MAXIMUM SOIE. PRE',$Wlfr, OF (9��{l.ad'�t' SE INIWiUM WIDTH_,.._«.......m_ ..~ . ......,......",...� .,.. 'FS OOTpyM S WITT'VWpVq)UM eEqSL4D r_ .�,_.,. MgRYiYXwpiFkRi4tiURpOF .... .. ,--- -ft.,..»i PF ' MINWUM DEADLOAD PRESSURE OF _... _ E':EF 1"°ROV01A INC:C3; „'CND BENE A1H GRADE KAMS WIMUM WIDTH _...w.w~�..,...._ �.. _..._ .., , IN04E CE€FADE BEAMS AND PASTS MAXIMUM SOIL PRESSURE Of" ;5s l4 ftMC. h4 DEADLOAD EPE E ?SE'RE OF P F, FIFOVIDE A .,_.. E IC E t Vt.>O BENEATH GARADE B AVI Foundation Plea BY PLAN NO. DATE ts- 6V E.E"C L G4 it, 7Y 5 ?.�.. ti#(,#1) 7E EP"d(iNCI a COLUMN PAD (6EEC 3i ) DEPTH 3 3 t 4 .i, . ~ ......, EBNC NCHES) 'COLUMN EtdS..) S ro ,,, .,'"` ..`4(,?1Etuc.+E 1r.arl,PE"f ..... .@ ,...... (9��{l.ad'�t' SE iU"."IN6 C3RCL:MEN1L>p�P §3>>F��tLAN: Y EFS NO [.3a,AT,SffE 0 YN TALL D, .Soil Conditions At F.. i Level � UPPER t.,EV L LOINE'R LIEEVEE .. Ground Water Conditions E NONE 3N EXCAVATION �.a.. EvEC`sNE., 4"£NCfi)E1EE`t`EE3E`:t3 W BORING NO TO __ FEET `� E�EE�E" UN rERE D Ar � E P 1�E Era x�r1�1� � Remarks: f ` Foundation a u INITI „ ATE S r*a, §'SROiiMA E: C)E t'T"ie VID i H IVIE SUFI `LYE.k Loc-, `ET c) instructions to Contractor FOCYTt (, I'4E NrETA1_ C,'ONF E-iMA CI: WEA EI EE.AEE EC C OND111ONS 3N EXCAVATION AS AN11CCIFIAr E R) k .J CONDITIONS 9N E X(, A`JA'S° ON NO A", AN'1"EC`KIATED, CONTACT GEOTECHNICAL ECAE, ENE.11NEEET REE:OMMENDEEE COAREE'mc, PRCXFDURE liabini'V go C°rLiTHowso a^uatu�av'�axeauur�w�a " a�warS:�,awatwwaa�aa�;aazwuwu.,�a*an�aea. z�.,reaw,m -. CUEW7. AMM° } d 3.,."Y InT Foundatim Plan .. . sy PLAN MM Underibb Vold Reinforcing Sint GRWE-.j—( . U w Rwommended Corrective m WiCA'wsAppmmlrtwAlmmsvmFWvMWABMFASURM, `RERMSENrAnVE..xi.� Day_ ( " = CIAE-N T t ADDRESS -'how .... ..... ... ..... .. ... ..... ... .... . Fit-ING NO_ 3 (6 Foundation ra f3y PLAN NO, Foundation Type SMICAD FOCTI INC` GRADE SUANIS AND FIADS nFUL LED FMCTION PM -W, DRILLECI PIE, RS iN TO BEI)R(-')CK WKNINIUM OTIIER FO(YNNG . ......... DEADIDAD CTLYMC)NIPSON PROJFCTNOiN,� 2,-(4rA,4-,kVTiDF k Foundation Void -1 RE I -'OURCM TSTC KNESS,-,-,S PC PAEASUREC) Ti-11C'XNESS, MJIFS FoundationIA'all Condition EXPOSET) STEE1. SURFACE 1,180f.3LEMS (HONEYCOMBING, ET(,l (iF CMECKED, SH0%M LOCArION ON SXETCH) Recommended Drain Type r--XTr-'f'1i0F1 INTEROR FIG, ENIKS,TAI, 1, FD PIPE CAAMEI E RMILIFS WALL . HEIGHT' -,-,----JJ DEPTI VTOP OF WALL TO 30'F2OM Of' TrI, ENCt-t MHES SLAB ON GRAUXJTRUCTURAL FLAD(NI Ig if M INSTALLED a GrAw.,,',L, INSIA1 I -El'), (3RAVE1I,zr Type of, Outlet (.33RAWry, f3t""L(MVSEVVER, 0 SUMP Pff JNDERDRAIN SERME CONNECTION VISIBLE (AT ',S,-rk.0) i_j Foundation Void: I ERAL CONFORMANCE MTH RECOMMENDATIONS NC1EN R -,JECTED Foundation Wall Drain: IN GENERAL CONFORNIANCE VV17H flECOMMENDKMNS HEDFCITEI.'b Foundation Waterproofing: 10 IN GENERAL CONFORMANCE WM4 RECOMMENC)IMONS EREJEUED FJ Exterior Insulation T� M FEET ....... ... a. DI,1,3TANCE BE'J,(AN FCUNDAUON� WAM i FFET Foundation Wall Layovi Fli'FCOMMENDED CORRECTIVE PROC�DUFI Reinforcement Inspectfor"', Foundation Plan ey PLAN Diff ..a Foundation Plan %11EAD RNWINGS GRAIA BEiAMS', AND PADS DFULLED FRIC11CM RERS Lj I)FULLED REM INTO SEDRCCK [](YrHER CTL/THOMPSONJOB NO, LA E_ WALL ALIGNMENT OFFSET .......... INCHE'S Foundation Void REOURED I'MCKNESS ..... . .... _jNCHES N(,)'r REOUIRED Reinforcing Stelt C-. GRADE AR SIZF NO, OF" BA q , U11 5-5 BO'FIOM Co in VC, 'FM SAI HORIZONTAL'"' Instructions to Contractor W (,",FNESAI (MNFORMAN(T VVrr H F1 AN REJECTED FIECOMMENDEO CORRECTWE PROCEDURE Foundation Wall Layout UR Gr an Location of UFER Ground L0CA-WN_-,' at NOT USTALLEr) N01 REQUIFIED INSULATION CERTIFICATE BUILDER* Quail Hollow Patio Homes, ADDRESS° 3415 Quail C, SUBDIVISION: Wheat Ridge CO 80033 PUrSUant to 111he Federal Trade Commission regulation. you are her(, -,by furnished with the following �Mforrnation relating to the insulation in the unit, listed above, "R" INCHES AREA FACTOR MK L,Jn,fa(,'-u)d batts to exter�,,g waUs,,.,Iaraoe waN Un- faced b�,'�,tts to box s0ls!'n,"T� Unf,-xed bat's to cantilever flOO' mH pcAy to extehlor wafls:,garage cornmon, wahs Dowr� in fiberg�ass to atfic area Kraft -faced Baits 1,0 area vaLdt,"d A,rrl'i &r inf0tration loam, paCKagc"', baffles to soffit v& -,,'U, Pericraled FS Vir'Yi 10 SPaGE,) Wa!'- 5, 5' te i aft Perfio,rated FS vinyi to basern'er,'t ex, r or W" joqjo pc)ty to craw! snace floor 38 Lin -faced batts to wWkoW basemerl po{yw waikout basemer,,' 6 t7)j r 38 Klravfl-faced Batts to basetnenl hirred wafl 38 38 tied Inst Company Home Builder Company 2' 5, 5' 2', 38 12" 7r- 412,17s -k, 38 38 38 615" , r�" v 21 1 11� Se 4{ Y12311115 I IME= mum Emm I (SAD C> --3 C� C> It ci 4- 0 0 I C -pt. tTs C) c) SD ;�D V) MIA a orlp :-4 y 3>=� t=7 8 M cz:) co ha 1�4 b. 'OP 01� m 4 Z: c L 0 T 5 QUAIL HOLLOW —3 C:l 3 tz r-00% PP -M r. -MOI 00MA w I 150, ca rrl (SAD C> --3 C� C> It ci 4- 0 0 I C -pt. tTs C) c) SD ;�D V) MIA a orlp :-4 y 3>=� t=7 8 M cz:) co ha 1�4 b. 'OP 01� m 4 Z: c L 0 T 5 QUAIL HOLLOW —3 C:l 3 tz r-00% PP -M r. -MOI 00MA w I C iof eatptjdge _ — 00 COMMUNITY DEVELOPMENT FOR OFFICE USE ONLY j date: PlanlPermitAf a .... . Building & Inspection Services Division 7500 W. 23'x' Ave., Wheat Ridge, CO 80033 Plan Review Office: 303235-2855 * : 303-237-89 �1�.x. Inspection Lire: 343-234-5933 Building Permit n -- Address: r City, State, -.. MR, City License # MR. City License # Wil. City License ## Other City Licensed Sub: Other City Licensed Sub: City License # City License ## Complete all information on BOTH s ides of this form #1222*§+«+<y+<? °©y all 0 NEW COMMERCIAL STRUCTURE $ ELECTRICAL E SERVICE «-GRAD§ NEW RESIDENTIAL IA ° ■ COMMERCIAL ROOFING COMMERCIAL«\ ADDITION $ RESIDENTIAL^ROOFING $ RESDENTIAL� ADDITION $ WINDOW REPLACEMENT COMMERCIAL /»ACCESSORY STRUCTURE shed, deck, $ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck,\ MECHANICAL A»SYSTEM/APPLIANCE dREPAIR ?REPLACEMENT PLUMBING SYSTE\\.PPLI N \ REPAIR \. / REPLACMENT / 2 ■ ELECTRICAL�SYSTEM/APPLIANCE\REPAIR § REPLACEMENT » w©,» #6<e /t/0 « 1 9.F , I« v \¥44 9 IPU4(1144 - .R!%F \\T%" \ \. w au . � GallonsAmps Sq__ .... . Other . ° City of SINGLE FAMILYIDUPLEX Date, Location: ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a located at the above referenced address. Please note the comments checked below. 1. Drainage:. a. Drainage better & flan. required: . Site drainage/grading plan have been reviewed and are, . Public Improvements required & to be completed with project: a. street paving/patching, Yes b. curb & gutter: Yes c. sidewalk, Yes d. Other (specify): "Yes Yes No O , refer to stipulatio No Completed N Completed No Completed No Completed For items notconstructed, the amount of funds taken in lieu of construction: Does all existing roadway/alley R.O.W. ineet the standards of the City: 'Yds No If not, what is required? If R.O.W. is required, has the deed been received: Yes No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of tOccupancy, 4APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated requirements and/or attached stipulations, SignakureA&�_ 14 . NA NOT A P 'R m The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the stated reason(s): Signat re David I~. Bross man, P.I .S.,Date . Stipulations: 11 7.A Drainage C z kation eater accompanied by As -Built plans from the Engineer -of -Record shall be required prior to the issuance of the Certificate of Occupancy. City caf t JiZ�iqgc City of Wheat Ridge Municipal Building 7500 W% 29"' Ave, meat Ridge, CO 80033-8001 P:::301235. 61 F: 03.235.57 PUBLIC Date: Location of Construction, PWPOSC Of Construction Single ilk Commercial pati_ fly (Required of all ptojects for document processing).. IiB .0II • :nrn t"et i�ltt_ view lI"ee> Review ofexisting or minimal technical documents: . • Initial review' oftechnical civil engineering documents (Fee includes :reviews of the I e d 2'd submittals):,.. $6000,0 0 Traffic Impact Study Review Fee. (Fee includes reviews of the I d 2'd submittals);,.:. .......". ,........$500.00 Trip Generation Study Review Fee:................. 0 & M Manual Review & SMA Recording Fee ...... slokoo ' Each .Application will be reviewed by staff once and returned for changes, If after review of the second submittal changes not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the second su mt o will be have to the following Resubmittal Fees: have 3"d submittal (% initial review fee): .... ............ $300.0 S O' sub l (full initial review fee). ......... $600.0 All subsequent submittals : ..................... .....-- . 00.00 (Full initial review fee)TOTAL S REVIEW(due at time ofuilding pernut issuance):- PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, AND PE I G FEES C E FOR C O STRUCTTION CIF WILL I�ITICII�I LICENSING El�STNCI RIGHT-OF-WAY. O ME:NTS WITHIN PUBLIC Rev 12/12 CifY()' ,q}d4k 1C Vvolkl :S zty Of Wheat Ridgy Municipaj Building 7500 W. " Ave. 'heat Ridge, Co 80033-8001 303-235186l F: 301235A57 DATED: ADDRESS: -_ Dear Contractor: In conjunction with the approval of the building p itpi tionaddress, is l is to info you t l exist. for the above referenced the public impro rrris d alongfror of said address shall restored, damaged rrelated porstior acceptablecondition, determined b to r jeate of to issuance o crti t do orisDepartment andprior Prior to any constructionomm ncinCity's inspectionto dtc irac cistin or�ditioo. of public conduct yrs onsite improvements t this address. If you have any questions, please contact me at 303.235.2864 Sincerely, David F. Hrossman, P.L.S. Development Review Engineer Fitt Rev 2/o APPROVED FOR, 0- CURB & GUTTER 0 STREET &68 t. LOCATE UMOGROUND UTILITIES t 70 EXCAVATION 'Z INS-PL0r'PLAN SHOWS IMPROVEMENTS AT GRADE AND GRAOING Y SEE FOUNOA71ONN A IWORMAMON. 5423.22 ' 5422=i 00 NOT ENCROACH� UPON EMSTING -5423, 10� cotzN�l pou D either oil ire c :ti o]n 256 2, 24.61 5422 5t V A 3105 2. 26.E Aft 25.10 `25.5 G:n686t &26 L either c r ytion 00 .2 6.6C 5425. • At permit, Wel need. Sumey at foundation: Survey prior to CO: _77777;7�aiirtf�_ Accessory ISP, ILC or site plan none Total Existing sq. ft Proposed+Exi sting sq. ft Lot Coverage % Lot Coverage Required Setbacks:FR 4e I - C', S S R kt _L Provided Setbacks: FR, S S S71 S"" —0 -7 For additions or new construction, is the structure within 2 feet of minimum setbacks? C, If yes, add sur,��ngond_itionFND. Maximum Ilei g bc ft. Maximum Size: sq. Proposed Height: ft. Proposed Size: sq. ft. Parkland: If the permit is for new construction, have parkland dedication fees been paid? If no, add condition PFEE, notify owner, and notify building division, Streetscape: Does the permit result in any of the following conditions? U Construction of new roads U Platting of new lots U New development L) Additions that increase floor area by60% or more (see formula) (proposed floor area ___ — existing floor area ) / existing floor = ine. If any box is checked.. . SF/DUPLEX—ls there evisting 44 Curb OGutter 95 -foot sidewalk adjacent to the property"? If curb, gutter or sidewalk is missing, streetscape construction or fees -in -lieu will be required. MULTIFAMILY—Does the trontage meet current city standards? If not, streetscape construction or fees -in -lieu will be required. Fees-in-liew qfdedication or construction are due at the time the permit is issued. M f Ii - tw Permit ,: General H* e CompanyPhone State License #: Master #.- Signature •+ Agent Company- Phone O , 30 State Master M Wheat Ridge s Date Date City of AF Awr COMMUNI-fY DEVELOPMENT SUID-CONTRACTOR AUTHORIZATION FORM Project Address.- Permit 021 General .r Company Name; Ove eoAj • +: Signature of Authorized Agent Company Phone, !M State License #- Master #: Ridge 11110 v • W411 U44 0 Date Project d ,t ♦ R co i 40 . a .,. , Mone State Sign�w Agont Date s N Signature of Authorized Agent Date . s 4 i .� 111s uz zur ca t i C3 'f 1 c#s t i tyc 4 { [ 4 i r 1 i "�J'- t ��. �V'�i��{ ✓ P�{ � �i� ( ,2 U 1 � �g. ! � 1 ,.' Viii -}�...�` bIlly t k t i i 1 h, } , a C i e t ij i t 3 �°� IIS ` i o 411, Y i Fs 3`�' r R c 2,r,.�,.; s # [ # { p ( i l F � s a }} s kt {i } t `i �`�' � ¢,.. .f i � ct j „ire u } .,. 4 } f t + a ?! r n r r + s � Sp i; s d p E€ tj '• � f s '4 Nw, i E, .. jp V1 F S ~����';+�`.,,:ts«-�N �... .. .. },.. ............... (701, Y .: . i^, ``w, ++`+{' 4'C*�ti U' ;i�SC.C`;t 4 t• i f � } ! + � f' ��4 k"Y. 4. 2 h i �+ t i� + i ` y G 4 t r y FE F CI 81 k4 EL{g. } a7 { ; 1 k t k. bit 1— - I i `, aa.oa-oq �. tc-c��o � aa-t�u�ou i aa•as�m ` tib tY8 a�tOW to P T 3 � . LUS2e .HT �t •,tsw - t Re: LC CSQHPIA MiTek 20/20 7. Creekside f Quail Hollow Plan I A beat 6 The Truss Design Drawing(s) (TDD[s)) referenced have, been prepared based on the construction documents by Pro Build. These TDI)s (also referred to at times as "Structural Delegated Engineering Documents") are specialty structural component designs r may be deferred or phased submittals. As a Truss Design professionalr i on the TDD only. The Building t shall coordinate and review the TDI)s for compatibility with their written engineering requirements. Please Pages or sheets covered by this seal: 19639517 thru 19639587 My license renewal date for the state of Colorado is October 31, 2015. Important Notice: Each TDD uses Metal Connector Plate (MCP) design values published by MCP manufacturers Any referenced connectors use desip values published by the connector manufacturer or the American Wood Council per the National Design Specification (NDS) for Wo ...... Construction. The TDD further uses lumber desi values published by the applicable lurnber rules -writing agency as approved by the American Lumber Standards Committee. These are incorporated into lumber design provisions and equations created by the American Wood I Council and input into modeling and analysis TDD software created and owned by the MCP manufacturers. The lumber design values correspond with the grade stamp identified by the Truss Manufacturer on the lumber crossprior to 1 i by the rules -writing agency shall apply to the Owner, capitalizedBuilding Designer and Contractor. All terms are as defined in ANSI/TPI 1, die National Design Standard ! Wood Truss . 16,2015 — 7"r, Lpril Ryan Dexter, P.E. The design assumptions, loading conditions, suitability • use of this set of Truss designs for any Building is the Buildingresponsibility of the Owner, the Owner's authorized agent or the localthe •includinguss, guidelinesinstallation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOD and the practices and Cpublished referenced for general guidance. TPI I defines the responsibilities and duties of the Truss Designer,, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by the parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any Building. Copyright 0 2014 DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ. 06 3x6 rY#xfr Ec.ny t -W G k&iftt CKW to 6 t t i 17 ;Job,Ret (p of 7.6iki a Oct 3 2014 Marek induoi a$, he Thu Apr 16 08:22312015 Pa i.. ID:RKHiVGbHIZVGjoQ3S2oGTJy HSc-NgH7 st'kWO87KYlX WTBXT3kt6xTQ8rr Nw4XzQ 5 ...... .1 .... 37.6-0 21-3.0 .... ...... .. 1- 0-0 SeWe ..-.1;72,6 5x6 63 62 61 60 59 So 57 56 55 54 53 52 51 50 49 4$ 47 46 45 44 432 41 40 39 38 37 36 35 34 33 08 .::: 3x3 .: 3x6 :: 80 ; .... ... Plate 6"(X Yj " 4 0.2'7di M ... . , ... ...._.... ....... ..... .._ _..... LOADING (pSO a SPACING- ; 2.0.0 � CS1. � DEFL. in (kms) Udell Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 � TC 0.54 Vert(LL) 401 32 rdr 120 MT20 1971144 TCDL 18.0 Lumber DAL 1.15 BC 0.23 Vert(TL) 401 " 32 nir 520 BLL 0.0 Rep Stress Inct Yes WS 0.14 Horz(TL) 0.02 33 We nla1-1 i BCDL 11-11,11,11, 7.0 Code NRC2 PN 7 (Maw.) ; Weight 353 lb FT a O% LUMBER- BRACING - TAP CHARD 2x4 SPP No.2 TOP CHORD Structural wood sheathing directly applied or oc purtins, except BOTCHORD 20 SPF No.2 end verticals, and 247-0 oc purfins (6-0-0 max.): 1-14. WEBS 20 SPF No,2 *Ex t* BOTCHORD Rigid railing directly applied or 6 oc 1-63.2x4 SPF 16 1,5E WEBS 1 Row at midpl 1-63,14-50,13-61,12-52,11-53, 10-55.9.5@ OTHERS 2x4 SPF Ndo.2 8-67,6-68. 6-59, 4 , U1, 2-62,15.49, 1,17-47, 98-46 REACTIONS. All bearings 37 (tb) • Max Harz 63 - (LC 5) Max Uplift AN uplift 100 ib or teas at jsint(s) 63, 60, 54.52.53, 55, 56.57, 58, 59.60, 61, 62, 49, 48, 47, 46, 45, 44, 42, 41, 40.39, X 37, 36, 35 except 33 190(LC 6), 34-345(LC 3) Max Grav A5 reactions 250 to or less at' t(s) 63, 50, 51, 52, 53, 55, 56, 57, 58, 59.60, 61, 62, 49, 48, 47, 46, 45, 44, 42, 41, 40, 39, 38, 37, 36, 35, 34 except 33=530(LC 3) FORCES. (Nb) - Max. Comp iMax. Ten. - A8 250 (Nb) or ins except when shown. rupruff 1 20--21=# A 25-26-13201157, 26-2-1-3391165, 27-28--3591174, 28-29--3771183, 29-30-39&193, 30-31 -413/194, 31-33-6131185 BOTCHORD r # #. # # # # # # # r # 52-53z-2061399,61-62=-2051399,50-51-2061399,49-50 ! # 47-48-2051399,46-47-2OSf399,45-46-2061399,44-45-2M99,43-44-2061399, 4243-206/390, 4142-206/399,40-41 =-20&399, 39-40-2061399, 38-39�2051399, 37-38=-2051399,36-37-206/399,35-36-205/399, q WEBS 31-34-2331491 -iVJFE1s--- 1) fact live toads have t.. s for this design, 2) Wind; ASCE # ## x # l « t enclosed; beightsy, cantilever left and right exposed -, end ver" M and fight exposed, Lumber D0L=1 60 plate grip DOL -1 *60 3) Truss designed for wind foads m ft prime of only, «. exposed to wind (normalR :.♦ Industry Gable End Details as applicable, or *on" "lified building designer as per ANSUTPI 1, 4) Provide adequate drams" to prevent water pending 6) All plates are 2x4 MT20 unless otherwise indicated, 6) Plates dvacked for a plus or minus 5 degree rotationabout its center. Gable f a continuous bottom chord hearing, 8) Truss to be fully sheathed from one face or securely braced against tateral movement (1.0, diagonal web), 9) Gable studs # A':# LLW6 • W for a 10A t bottom5 A.«nonconcurrentoffun, live toads, 11) * This truss has been designed ft w rive load of 20.Opsf on pro bottom chord in all areass a rectangle s-# tell by # t: win A A ♦ a M t R, CWyreft 02014 Pro&Ad4XJ , 9. LLC, mrJ), 4m of Oft A 1. b� any fwm, is 8 wWoA w om pwmjs kxa kuaer Prua,,Ld} crj, April 16,2615 12) Provide mechanical connection (by others) of truss to beating plate Wable of withstanding 100 to uplift at joint(s) 63, 50, $1, 52, 53, 65, 56, 57, 58, 59, 60, 61, 62, 49, 48, 47, 46.45.44.42, 41, 40.39.38.37„ 36.25 except (jt=tb) 33-190, 34x345. 1) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANS VTPI 1. 14) 'Sent"-rigid pitchbreaks with fixedheels' Member end fixity Most was used in the analysis and design of this truss. 15) Graphical purlin representation doses not depict the slxe or the orientation of the purtin a the top arid/or bottom chard. LOAD CASE($) Standard wAMNO - ro s A ° awrxww of 8 s T fm w " V vrw aro T Drs, ;. Wsa Dr3 tan. ti.#4} .. Owe wWt'ak be fm Z o ba . As a T ' M TDD 80 to W Cho 'tora Ow TDD TPi 1,n* two i p aD iaf Eta 811dtlaa ,#aa ex dha des s #ec. mua 1. TN.be Cow . A# xer ew.R ks TDD ftW stis a8 TTTi t by a .'nes T is 20+a a EqerowkV, i-rc, tDraa anal ft doawont xa any OxM as ea DrJ. I MWAMMUCt 6.2-6 5-11-0 5-91.0 394 ':: 5x5 - 3x5 30 0 6x12 MT20HS W.. 3x6 7 3x4 4x6°.. 3x10 ': 3x90MITZONS ■ LOADING (psf) SPACING- 2 CSI. DEFL. in (frac) Vde# L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.99 Ved(LL) -0.44 12-14 > 240 MT20 1971144 TCDL 15.0 Lumber DOL 115 BC 0.891 Vert{TL) -11,72 92-14 -630 180 MT20HS 14611118 BCLL 0.0 * Rep Stress incr Yes WE 0,90 Horz(TL) 0.15 11 nta eta BCDL 7.0 Code iRC2009/TP12007 � (Matrix -M) Weight: 202 to FT -0% LUMBER- BRACING- TOP CHORD 2x4 SPF No,2 TOPCHORD HORD Stnu rat wood Sheathing directly applied„ except end verficals, and BOT CHORD 20 SPF 166OF 1.5E 24)-0 oc purfins (3-2-2 max,). 1-5. WEBS 2x4 SPF No,2 'Excepr BOT CHORD Rigid calling directly aptilied or 10-0.0 oc bracing, 1-17:2x4 SPF 240OF 2.OE, 2-17,4-14:2x4 SPF 166OF 1.5E WEBS 1 Row at midpt 1-17,4-16,6-14,8-11 9-11:2x6 SPF 2100E 1.6E 2 Rows at 1/3 pts 2-17 8 CTtONS. (lb/size) 17-2471/0-" (mire, 0-3-14),11=240810-5-8 (min. 0-1-8) Max Herz 17= 1(LC 3) Max Uplift 17--107(LC 3)„ 11-122(LC 7) FORCES. (lb) - Max. Cornp./Max, Ten.. All forces 250 (lb) or less except when shown. TOPCHORD 1-17=-250168,2-18-16001214,18-19-16001214,3-19=-1600/214, 34-16=14, 4-20--21551248, 5.20=-2155/248, 5-6--25771250, 6-7=-317 :32.7»8=-34351174, 8-9-6791149,9-11-688/134 BOT CHORD 1 7-2 1=011 1 9 6, 21-22=011196,16~22=011196,16-23-Ot1889,15« 3 1689.15-24=0/1889, 14-24 1989,14-25=0/2770, 13-25= 770,1 3-26=01277 0, 12-26=012770, 11-12--309 8 WEBS 2-17=-24 119, 2-16=-3411520, 4«1 6-1 08911 01, 4-14=- 512, 5-14=-251542, 6.14=-9341153, 6-12=«111452, 8.11--3099{46 NOTES - 1) Wind: ASCE 7-05; 100mph, TCDLxIO.8psf, BC L- 4.2psf; h 15fi; 8=45ft; L=24Ft ea ft; Cat. tt; Exp C; ed, MWFRS (aft heights); cantilever left and right exposed; end verfical left and right exposed. Lumber DOL=1.60 plate grip DO =1,60 2) Provide adequate drainage to prevent water panning, 3) A4 plates are MT20 plates unless otherwise indicated. 4) Plates ch ed for a plus or minus 5 degree rotation about Its center. 5) This lines has been designed for a 10.0 psf bottom chord five load rionconcurrent with any other live foods. 6) " This truss has been designed for a We of 20.0psf an the bottom chord in all areas where a rectangle 3-6 0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf, 7) BearkV at joints) 11 considers parallel to grain value using ANSttTPI 1 angle to grain formula. Building designer should verify capacity of bearing surf 8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 tb uplift at joat(s) except (jt=lb)17=107, 11=122. 9) This truss is designed in accordance with the 2009 international Residential Code sections 8502.11.1 and R802.1 0.2 and referenced standard ANSf TPI 1. 10) °Semi ' id pitchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this truss. 11) Graphical puffin representation does not depict the size or the orientation of the puffin mang ft top andtor bottom chord, LOAD CASE(S) Standard WON-., �., s a a. eu a a yp 1-Y -Y CrOrklikhr t Qua$ HOROW Pilin 1A Lot b PWYbWk Sne Truss k2 # ; 7AW s Od 3 2614 WTek Industries, htG. Thu ID:RKHtVGbHIZVGjnQ3S2oGTJyKHSe-JDPuLxmni 2n N 7-41 0 1 2»1.6 26-7- 35.6.8 7 11 0 7-7.8 ... 6 6 6.40-0 ca 6xi2MT20HS „r 44 5x16 ._. ..e 12 Us.... 34 :. — ....., — 9 3x4 416 . ... l� 3XIOMT S 7-11 11 ... t .... , 25 R 4...... ..F _ . 7-q46 ...._ �_ _ z7 �.. , �.. ._..Sst2... .. 101(..,, Plato«-. l32 4 _ . _ e . . ............. . LOADING (psQ SPACING- 2-0.0 C 1. OEFL. In (loc) tldett ltd PLATES GRIT' TCLL 30.0 Plate Grip DOL 1.15 TC 1}.89 Vert(LL) -0,4310-12 5982 240 MT20 1971144 TODL 18.0 ? Lumber DOL * 1.15 BC 0.84 Vert(TL) .70 10-12 >599 180 MT20HS 1481108 SCLL 0.0 Rep Stress Ina yes we 0.82(TL) 0.12 9 We We SCDL 7.0 a 1RC200 PI200T (Matrtx-M)Weight i8S #b FT = 0% Y .. _.e .. .... , .,...v_ ... m. . LUMBER- BRACING• TOP CHORD 2x4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied, except end vert' is, and 1-3:2x4 SPF 165OF 1.5E -0d; oc purlms (2.2.0 .):1.3. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at " pt 1-15, -94, 3-14.4-12, 6-9 1.15: 2x4 SPF 240OF 2.OE, 7-9: 24 SPF 24 OOF I, REACTIONS. (lblsixe) 15= 7/0-5-8 (min. 0-3-10),9=2246A)-5-8 (min. 0-1.8) Max Hort 15=481 (LC 3) Max Uplift 15=-118(LC 3), 9=-115(LC 7) FORCES. (lb) - Max„ Como./Max. Tan, - AN forces 250 (ib) or Was except when shown, TOP CHORD 1-'l 21321141, 1-16=-1337t2l3, 2-16=-13371213, 2.17 -9337!213, 3.17=-13371213, 3wt=-2244/236, 4-6 0218, 6.6-31311161, 6-7=-65 711 46, 7-9=-6761134 BOT C RD 16-18-192081,14-18-192/381, 1 4-1 9=011 6 5 3,13-19=011853, 9 2-1 3=011 853, 12-200,012484,11-20--0/24K 11-21= 484, 10-21=012484, 9-10=-191.2836 WEBS 1-14=-91 46, 2-14= 51142, 3»14=-892142.3-1 2=-3919 06 8, 4-1 2=-94 711 51« 4-10=-124 , 6- 28 NOTES 1) Wand: C 7-05; 9 ph; TCOL=10.8psf; BCDL=4. psf; h=151t'. 8=4 fl< L=24ft cave=Sit; Cat. 0; Exp C, enclosed; M FR a (all heights), cantilever left and right ex e1; and vertical telt ark right exposed, Lumber =1.60 plate grip DOL=1.80 2) Provide adequate drainage to prevent water ponding, 3) All plates am MT20 plates unless otherwise indicated, 4) Plates checked for a plus or manus 6 degree rotation about its center. 6) This truss has been designed for a 10,0 psf bottom chord hive two noriconcurrent with any Cather hve loads. 6) * This truss has been designed for a live load of 2D.Opsf on the bottom chord in all areas where a rectangle tall by 2 wide Will Fat between the bottom chord and any other members, with BODL = 7. f. 7) Beating at joints) 9 considers parallel to grain value using AN UTPI 1 angle to grain formula. Building designer should verify capacity of beadrift surface. 8) Prov" mechanical tion (by others) of truss to bearing plate capable of withstanding 100 Ib upfift at joint(s) except (0=1b)15=118, 9=116. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.91.1 and R802. 102 and referenced standard ANSVM 1;, 10) "Bern -rigid pitchbreaks with faxedheels' Member end Fixity model was used in the analysis and design of this truss. 11) Graphical purtin representation does not depict the size or the orientation of the puft a top andlor bottom chord, LOAD CASE(S) Standard 151 i tdc*a by Tit s mw c TPr1 ates s . wtsntk� � by s aa6rssd ka .0"by s The Trim Door is Ptd sa wenr we as d~ n Ti Ti 1. fr0riftft, LLC, 04 . 4n of in is w6fteft ft 4)rJ, April 16,2115 �arik l� to -3^1d 5.74 4x10 3X%0 2XE 3x8 3X10 24 si 34 4x10 3X10MT20HS 30 3,6 3x4 LOADING (PSO SPACING- 2-0-0 CSI. DEFL. in ( ) Wall Ltd Z PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.74 Vert(LL) 433 17-18 >456 240 MT20 197/144 TCDL 18.0 LumberDOL 1,15 BC 0,55 t V (TL) >0.5617rv18 >270 180 MT20HS 1481108 BCLL 0.0 Rep Stress Incr Yes WE 0.94 Hora(TL) 0.04 10 We n1a SCDL 7.0 Cede IRC20OWTP12007 (Maatrix-M) i 1 Weight: 246 to FT - 0 LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-1 oc purfins, except BOT CHORD 20 SPF No.2 end verticats, and 2 oc purlins (2-2.0 max.); 3-7. WEBS 20 SPF Nn2 BOT CHORD Rigid casing directly applied or 1 oc bracing, WEBS 1 Row at midpt 3-17,6-14,11-14,8-12,2-17,2-18 2 Rows at 113 pts 4-16 REACTIONS. Ob/size) 16=248IM-6-8 (min. 0-3-14),.10.178 (rnin.0.2-13), 18-4140(min. O -1-S) Max Harz 18- (LC 5) Max uplift 16- LC 7, 10--74(LC 7), 18 (LC 7) Max Grav 16-2 81(L 1),10-1785(LC 1), 18- 39(LC 11 ) FORCES. (lb) - Max. CompdMax, Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD -3--47611;98, 3-19--319/194, 4-19---319%144, 4- 908 9, 5-20--10831129, "-1089r229,6-21-10891229,7-21-10891229,7-8=-15701234, 8-9=--1 168„ BOTCHORD 18-22-1941355,22-23-1941365,17-23�194/365,14-25,tO/1264,13-25=011264, 12-13-011264,12-26=0/1280,11-26=011280 WEBS a tr o NOTES- 1) Unbalanced roof five toadshave boon considered for this design. a a t a a:« <hinghtst Caclblevff left andit }!. '.t and vertical kift :.W.♦ right exposed; ea plate grip DOL -1,60 3) Provide adequate drainage tot tl a i otherwise^i indicated, 1 t. a ! : F®r raimis 5 tiegree rotation t about 6) This truss has t:* designed as tt t chord .t„tno t other ead 7) * This truss has been designed for a five lead of2Q,Opsf on bottom ! t in aft areas whererectangle 3-6-0 ..ell by t t wide will fit as . bottomchord and any other membm, vAth BCD1.Ni f Provide - t t:n (by others)of t t^.ting Plate capable Of t.. t. ra lb, .. t ,.t a ,.,. 9) This truss is designed in accordance with the 2M InternationalResidential ltd sections R502.1 ..a.. i R802,10.2 a.referenced standard a t PitchbreaksfixedheatV Mambo(and fixity modelwas t in the analysis and design of 11) Graphical Purim representationdoes notdepict the size or ¢ orientation a.♦ ♦ the top and/or bottom r t 4.. a v � ttC. (Dr&), RaWodu0m of say OXWWMt, it, MW fWM, W va, 0 April 16,201 t �c _T0JYL>lORD 2 -3 -20,4W250,3 -23=-2320/273,23-24=-23201273,4-24=-232D/273,4-5-27901259, 5-6-279012K ! x! x .t• A # C• •: i xx.26-27--69/1258,21-27-6011268, 20-21-01174220-28=011 742, 19 -28=011742,6 -17--562t72,17-29=012464 16-29=012464,15-16==405 14-15=012406 WEBS 2-21=011066, !* 1 !. 7-17-331911, 8-16-821315, 8-14-791/83 9-1 x! i NOTES - 1) 2) Wind: ASCE 7-05, 100mPtc TCDL-10,8psf, BCDL=4,2psf-, h-16ft,, 8=461L L=24ft, eavirmSt Cat, it-, Exp C; enckised� MWFRS (all heights); cantilever left and right exposed; and vertical left and not exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage, to prevent water pooding- Plates t plates 5) Plates checited for a plus or mmus, 6 degree rotation about its center, 6) This truss has been designed for a %0 pet bottom chord We load nonconourrent with any other five loads, 7) * This buss has been designed for a live Joad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-() tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCOL a 7,Opsf, Provide mechanical connection# # :. of # beating plate ^ # s of ,. a ..#. 100 I # uplift at joint(s)10 except 1b 22=101 9) This buss is designed in accordance with this 2009 International Residential Code sections R502A I I and R80Z 102 and referenced standard ANSVTP1 1. 10) 'Se"id fatchbroaks with fixed heals- Member end fixity model was used in ft analysis and design of this truss 11) Graphical Perlin representationnot depict the size or the orientation of S purlin «.♦. # the top andlotbottom chord. LOAD CASE(S) Standard for A#. ire m4 d~ im TM 1. 2044 3 E , IEC, (000, RWO&Kbw Of In y fwm, W ;E. April 16,20115 �r 5x6 - 1:80.1 3x4 � 800 iS2 3 4 µ;. Us 6 75x6 eA d 2x6 k, Y 30 ' T t7 7 1� l 5 +^ l 14 640 � U 3 -pi 41 {r 2- 4 i? iy rv? �q Sfi t. ,1 9 -48 44' 41 e� w °1' 48 147 r W1 12I 16 1S 14 %01p 2�3 . e .:. :.: : '1 2k# ' ", m ....` 5x8 3x4 .... 3x8 5x40 .. gow'11 ` 1 x"'i 22 26 27 21 20 28 fi0 18 11 10 6x12MT20td6 '.!:' 3x6 ":;. Us 010 -= 3x4 t 2x6 ?> 3x40MT'2 S , „ ,.-_..._.. ,. »1 .1 a._.28A1Q...,..,. ....34 _ . m.„_ . - 6.. v. j-41- . Plate Oli” MY}-. LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in Qoc) Udett Ltd PLATES GRIP TCLL 30.0 Plate Gnp DOL 1.15 TC 0.88 Vert(LL) 430 21-22 >999 240 MT20 1971144 TOOL 98.9 Lumber Dt. 8.15 Be 0.71 Vert(TL) -0.5421-22 >902 180 MT20HS 1481108 BCLL 0.0 ' E Rep Stress Ina Yes W8 0.83 ! Horz(TL) 0,21 10 his nia BCDL 7,0 Code IRC2 fret 7 (M x hl) -. .. ,....._. Weight 247 tb FT 0° LUMBER-_ .. B CtN- _... . ..... ,_. .... ...J. ., w... TOP CHORD 2,x4 SPF No,2 "Except* TOP CHORD structural wood sheathing directly applied, except end verticals, and 3-5: 2x4 SPF 166OF 9.5E 2 oc pumns (2.7-10 max.), 3.7. BOT CHORD 2x4 SPF .2 BOT CHORD Rigid oedft directly applied or 1 oc bracing, Except. WEBS 2x4 SPF No.2 2-2-0 oc bracing., 21-22.19-21. 1 Row at midpt 6-17 WEBS 1 Row at midlit 3-21,4-19,7-16,9-10 2 Rawl at 113 pts 2-22 REACTIONS. (lb/size) 10= 2376 8 (min. 0-3-12),n-25750-5-8 (min, 0.4-1) Max Harz 22—(LC Max Uplift 10--99(LC 7), 22- 101(LC 7) FORCES. (lb) . Max. Comp./Max. Ten. « A0 forces 250 (Ib) or loss except when shown. _T0JYL>lORD 2 -3 -20,4W250,3 -23=-2320/273,23-24=-23201273,4-24=-232D/273,4-5-27901259, 5-6-279012K ! x! x .t• A # C• •: i xx.26-27--69/1258,21-27-6011268, 20-21-01174220-28=011 742, 19 -28=011742,6 -17--562t72,17-29=012464 16-29=012464,15-16==405 14-15=012406 WEBS 2-21=011066, !* 1 !. 7-17-331911, 8-16-821315, 8-14-791/83 9-1 x! i NOTES - 1) 2) Wind: ASCE 7-05, 100mPtc TCDL-10,8psf, BCDL=4,2psf-, h-16ft,, 8=461L L=24ft, eavirmSt Cat, it-, Exp C; enckised� MWFRS (all heights); cantilever left and right exposed; and vertical left and not exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage, to prevent water pooding- Plates t plates 5) Plates checited for a plus or mmus, 6 degree rotation about its center, 6) This truss has been designed for a %0 pet bottom chord We load nonconourrent with any other five loads, 7) * This buss has been designed for a live Joad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-() tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCOL a 7,Opsf, Provide mechanical connection# # :. of # beating plate ^ # s of ,. a ..#. 100 I # uplift at joint(s)10 except 1b 22=101 9) This buss is designed in accordance with this 2009 International Residential Code sections R502A I I and R80Z 102 and referenced standard ANSVTP1 1. 10) 'Se"id fatchbroaks with fixed heals- Member end fixity model was used in ft analysis and design of this truss 11) Graphical Perlin representationnot depict the size or the orientation of S purlin «.♦. # the top andlotbottom chord. LOAD CASE(S) Standard for A#. ire m4 d~ im TM 1. 2044 3 E , IEC, (000, RWO&Kbw Of In y fwm, W ;E. April 16,20115 �r 6E 30 3x6 20 4 { 1 (" 1 i t\ t 3 Y* ... �v t ... 9 5. d.^ wJ •_• • S 1� J F } t l 16 14 is 314 4X8 23 22 27 21 20 26 19 19 11 bto 3x iO MT2011S it 4x8 3xi9 M : S' SX10 - 2x4 0 2X4 i, 2X4 '"- 3x4 ; 3XIOMT20HS N i . SAO -4 . .. 1 Q .. .t ._ ... 4 1^ . . t _. .. n B.w.. _ ... 30.1-0 ... s �... E .. ..�... .p 43-,". Ptateetset� (XeY�, I� �,i1-2.8�• Ct .i? --Q G1-2��. [1*4 0.3 � 0 �'-�1, E17E�-�! Q-3�41 [22.ib-�-$,��-�� . ... . LOADING (psis SPACING- 2-0.0€ CSL* r DEFL. in (koe) Well Lid PLATES GRIP TOLL 30.0 Pulte Grip DOL 1.15 TC 0.93 Vert(LL) -0.27 19-21 1.999 240 MT2O 1971144 TDL 18.0 Lumber DOL 1:15 t BC O.f2 Vert(TL) 0.49 19-21 >9N 180 MT20HS 1481108 SCLL 0.0 * i step Stress tncr Yes WS 0.72 Horx(TL) 0.23 10 n1a his i SCDL 7.0 Code tRC20i?91TP12007 _ (Ma -M) ...... ...._ .... r ... .. ....... .. ...... Weight 257 tb FT = Q°t BRACING - TOP CHORD 2x4 SPF No.2 *Except' TOP CHORD Structural wood sheathing directly applied, except end verticals, and 3-5: 2x4 SPF 165OF 1,5E 2 or; pudin (2-2.0 .):3-7. BOT CHORD 2x4 SPF No.2 SOT CHORD Rigid calling directly applied or 1 oc bracing, Except. BS 2x4 SPF No.2 -0 oc : 10-11, 1 Row at midpt -17 WEBS 1 Row at miner 2.22..'Lll 6..1 Q 7 -IA 1..114: ILIA MMSM858t 4 Max Horz Max to + t, FORCES.• x :# '.:. •M forces t *. orless except ... shown, A* •^ +*! 11286, 4 * •13/270, "z-3013/270,6-26-30111269, . • i* 1 + ix•.. # # ra i 9-12-2434/122 19-28=0120K t / 414-15ZM535 WEBS 2-22=-1349/66,2-2l=Ot773,3-21-360145,3-19=-4211034,4-19-1340/87, 4 / 4 f t #r NOTES- 1) halghtsY, cantilever 1011 and olght exposed; and vertical M and right exposed, Lumber DOL=1,60 plate grip DOL -1.60 4) AD plates are A plates unless otherwise mificaterL degree5) Plates checked for a Plus or minus 6 6) This truss has boon designed for a MO pst bottom chord live toad nonormourrent with any other five loads, 7) * This truss has been designed for a We toad of MOW on this bottom chord in all areas whore a rectangle 3-6-0 tall 0-3. fit between the bottom chord and any other members, with SCOL a 7 Opsf by 2-" wide will 3. 8) Provide mechanical connection (byothers)o(truss to bearing plate capattle o(withstanding 100 1b uplift stjoint(s) except gt-lb) 23=105, 10=104 9) This truss is dosigrted in accordance with the 2009 International Residential Code sections R5021 1.1 and R802,102 and referenced standard " 10) 'Semi-Nid pitchbrealo; with fixed haeW Member end forillt, model was used In it* analysis and design Of it" tntrs 11) Graphical puft representation does not depict the size or the, orientation of " Purim a" the top and/or bottom chord. ♦ i1 Standard +t. April s ,2015 • # ••x ... r .- # .a a •., . + 4 r e 4 s. } # ;, y, �,. e.x p .p p 4 • 4 .i :+: w :t is --w •i..: «p t t N• «p « a ,w c: .tae. ;.. w :t^ . ♦ x wi..w...r w- ♦^ w w a s M # x ♦ ♦ r t : W a.t 'r + w.. : a..w ea» w^ a �w • t ♦ w.. p p ♦ `: ee ♦ w s -,. y.,t . A • i -f ., - .w t:,m ,, �. a.::: ^' a w.t.. w t."..*€w.^ sr♦ sw..l pp ws.. w - •• :s ..1.. S #: M •+ t LOAD GASES) Standard m 1102 sxs 602 MT20Hs 3x4 '.::: US ':'. 3.x4 800;#2 +T .$,.. g :S .'^'«.° fw 5.7„;. # 2s,+:.:, f1 { '�"E 1 3x4 s s I� i' 9x4 .. tH If `^ e # 18}" ,12 ccpps - ” Q �, i 42 1 � (1X,i ... ,12. 18 1T 22 16 23 18 24 14 25 1928. 27 11 ._. .,. 10 6x12 MT2RH5 U 4x8 -. 3x10 '.. 5xt8 we ' - 3x4 ' :, 3x10 "' 4x8 ';:: 6X12 MT20HS +I 3x10 M 8 1{14 F 209p37 1 Q f2... « .72j (10 dgeL 119?�.�1 <#3 E U3 » ' ..., ... LOADING (psi r SPADING- 2•EM0 C$L REFI 1n (ioc) Wall Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0,3612-14 >999 240 MT20 197/144 TCDL 18.0 Lumbar DOL 1.15 BC 0.97 Vod(TL) -0,6312.74 >8W 160 I MT20HS 149/106 BCLL 010 ' i Rep S Incr Yes � 0.83 Horz(TL) 0^14 40 nfa Na BCDL 7.0 Code IRC2...........» PI 7 Watrix-I) ' Woot- 245 lb FT -O% T- LUM LtlM ER- BRACING- TOP CHORD 2x4 SPF No.2 TOPCHORD Structural wood act Icing dimity applied or 2-2-0 oc purlins. except SOT CHORD 2x4 SPF No.2 end vedicals, and 2 oc purlins (2-7-16 max,): 3-7. BS 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 2-2.0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Roar at rridpt 2-17,4-16,6-12,8-11,1-18,9-10 REACTIONS. (Ib/size) 18=27 (min. 0.4.4), 1 0=269 5-8 (min, 0.4"4) Max Hort 18=-346(LC 5) Max Upltft't8=-905(LC 7),10=-104(LC 7) �,. e.x p .p p 4 • 4 .i :+: w :t is --w •i..: «p t t N• «p « a ,w c: .tae. ;.. w :t^ . ♦ x wi..w...r w- ♦^ w w a s M # x ♦ ♦ r t : W a.t 'r + w.. : a..w ea» w^ a �w • t ♦ w.. p p ♦ `: ee ♦ w s -,. y.,t . A • i -f ., - .w t:,m ,, �. a.::: ^' a w.t.. w t."..*€w.^ sr♦ sw..l pp ws.. w - •• :s ..1.. S #: M •+ t LOAD GASES) Standard 6a 5X6 3X4 3x6 3x4. SXs 20 19 25 18 25 17 27 16 28 15 28 14 30 *54 08 3x10 SX8 we 3,4 -- 30081T S^ 3x10 LOADING (psf)SPACING- 2- y CSL DEFL. in Qo) Upon Ud } PLATES GRIP TCLL 30.0 Plate Grip DOL 1x15 TC 0.66 Vert(LL) -0,37 18-18 >999 240 MT20 197/144 TCDL 18.0 S Lumber t 1,15 8C 0.95 Ved(TL) .6516-18 >795 180 MT20HS 148/108 SCLL 0.0 ' Rep Stress Ina `des WS 0.83 i Horz(7L) 017 21 rife nts BCDL 7,0 Code IRC20091TP12007 (Mirtnx-M) _. ..._, , I Weight 253 lb FT = 0°l LUMBER- BRACING - TOP CHORD 20 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticats, and 2-0-0 or pu (2-8-9 x,):: 3-7, WEBS 20 SPF No.2 SOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 2-19,4-18,6-14,6-13,1-20,10-21 REACTIONS. (lbasi e) 20=271 (mon" 0-1-10), 21=272 n f Max Herz 20=-347(LC 5) Max " 20=•105(LC 7), 21=-104(L 7) FORCES. (to) - Max, Compllolax, Ten. - AU forces 250 (1h) or Was except when shown. TOP CHORD 1-2=-20801194, 2-3-25881266, 3-22-2201/260, 22-23=-2201/160, 4-23$-2201/260, 4-5-2820/278,5-6-2820/278,6-24-23851266,7-24-23851265, 7-8-27791274, 8-9=-1 215, 9"1 0=-1 70 711 22,1• -26751131+ 11-21-27281104,1 0-1 1=-266311 1 5 BOT CHORD 19.20=-3 75, 19-25=-52!'1767;18-25-5211767„ 18-26= 731,17-26112731, 17-27=W731, 16-27-02731, 16-28= 93,15-"28=012793+15-29- 793,14-29» 793, 14- 0/2150,30.31 150,13»31= 150012.13=0/1807 WEBS -19-142 , -18=01 , 3-18=-39 7, 4-18 -11 57, 4 -16* -151413, 6-14=- 8160, 7-14-441694,11-14-6/W5, 8.13=-1321/15, 9.13=-31487.9-12=- 1-19=-3512338,10»12=-73/2377 w ' 2) Wind; ASCE 7-06, 100mph; TCDL=10.8psf,, BCDL=4,2psf, h -161t, 8=45ft, L=24ft; eave=6ft; Cat, It Exp C; enclosed; MWFRS tall heightsy adequate drainage ik..#: 4 All plates are 1 plates 6) Plates cherAed for a plus or minus 5 degree rotation about Its cfmter 6) This truss has been designed lbr a 10.0 pstbofforn chord We load nonconcurrent with any other live toad& 7) * This truss has been designed for a five load of 20.Opsf on the bottom chord in rectangle 3-6-0 tall by 2-0-0 wide win ill k "^ #il k r # #.. n ^...k." :. n :® 1# n areas .... k Refer to girder(s) to truss oonnections. k Beating at joint(s) 1 considers parallel to grain valueusing ANSI/TPI I angle to grain formula. Building #: a Y a verity capacity of Y 10) Provide metal plate or equivalent at bearing(s) 21 to support reaction shown, 11) k Y.. #.e.connection# others)of :. # XL. of Plate «kx of . # M 10uplift„. # except 20=105,21=104, ” 12) This truss is designed In accordance with the 2009 Intemational Residential Code sections R502.1 11 and R80Z 102 and referenced standard ANSVTP1 1. 13) 'Serm-Nid pitchbreaks with fixed heets* Member end kity model was used in Me analysis and design of this truss. if 1— 1 -1. w:c-az 0-4.17 tt^;d-17 5-W4 5-24 2 5x6 - 6x12 MT2OKS Us Us Us 20 t8 23 18 17 24 25 76 26 95 27 84 28 29 13 5x6 5x8 "1 3x#0 :: 3x10 3x10 MT S ;. 3x6 Us300' : 8.#Mi .12. 3X10 = LOADING (psF} SPACING* 2.0-0 CSL S CEFL. in (Ioc) tldefl Ud PLATES GRIP TCLL 30,0 Plate Grip DOL 9.15 TC 0.71 Vert(LL) 439 96-16 >999 244 MT20 1971144 TCQL 16.4 Lumber DOL 1.15 # SC 4.92 Vert(TL) -0.69 16-18 >788 184 MT20HS 1461148 SCLL 0,0 i Rep Stress Incr Yes G we 4.64 Horz(TL) 4.15 11 nda rata SCOL 7.4 Cada lRC2 PI2047 _. ^ (Matrix M) .� . _ .. .. . _..... _ .. Weillft 256 lb FT *x0% LUMBER* BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2.2-0 ac purlins„ except 1-1 2x4 SPF 165OF 1.5E end verticals, and 2-" ttc puri'ans (2-2-0 .): 3-7. SOT CHORD 2x4 SPF No.2 *Ex t* SOT CHORD Rigid cefling directly applied or 2-2-0 ac bracing. 15-17: 2x4 SPF 165OF 1.5E WEBS 1 Row at midpt 2-19,4-18,6-14,8-13,1-20 tf REACTIONS -OTHERS 2X4 SPF No.2 ♦ F Max # I Max Uph(120-1 # FORCES. Qb) - Max. Comp./Max. Ten. - AN forms 250 (tb) or less except when shown, TOPCHORD 1-2-28291207,2-3-3136128k 3-21--26641280,4-21--26641280,4-5--314W91, 5-6-31451291, # -22-25751272, #.I.. e 9-10=-18081136,1-20=.28031137,10-11-2845/126 . 24-25=0/3100,16-25-013100,16-26-0=72,15-26-01307Z Is -27=0/3072,14-27-013072, 14-28-1112297,28-29-1112297,13-29-11/2297,12-13-19/1918 I 6-16=-371372,6-14-1143159,7.14-48/789, 8�14-61667,8-13=-1433133,9-13=01532, 9-12-959169, 1-19=-4612707,10-12-7812526 ProvideNOTES- 1) Unbalanced roof live loads have been considered fortlas design. heightsy cantilever left and right exposed', and vertical left and riot exposed', Lumber DOL -1.60 plate gnp DOL=1.60 # 'indicated, 5) Plates chocked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10.0 psf bottom chord live toad nonconwrrom with any other live toads. AmiamytMOI# # * * ! I I +- p "♦ # #. II*. j f „�,..... lax m # - I:. ....: ♦ ".I I # "fstandard ANStITPI I.12) 'Semi-Agid pitchbreaks with fixed heeW Member end ftxdy model was used in the analysis and design of this truss,13) Graphical purlin representation does not depid the size or the orientation of the pudin a" the top and/or bottom chord, M IX`W1 . AN : am ss Oefivd bt TPI #.. Cam 02014 ProBrrMOW 6a ft# LLC, 04r Roprodw§o" of 04 do wi}s+u r hm an ft Trip TPi f etre TPi i tho 06 Tnaas Ynx. .'i7re Trues Dee3{gr Eos- Nr)T the atdNtihKi Gx for 4r T M Sy.Btorre m;# r wsWM row"Nwim ftm Prostdt orjk I Eff -Tz 5-2-4 6.OD }52... 602 MT20HS 21 20 •"• 19 Is „< 17 ° " ,*' is ' 54 13 12 1119 3xiOMidT.: 3x10 3X6- Us 3' 06 -: 3x4 H Sx6 '- LOADING (PsQ SPACING- 2-0-0 CSL DEFL. in Qoc) Vdefl Ud PLATES GRIP TCLL 30,0 plot. Grip DoL 6s TC 1.00 Vert(LL) -0.24 17-18 >M 240 MT20 1971144 r f d* •M 4 y ..! !. ry BCLL 10 OA2 Horz(TL)tii 10 LUMBER- 8 CtNG- TOP CHORD 2x4 SPF 165OF 1.5E *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and -4.8-7: 2x4 SPF No.2 2-0-0 oc purlins (2-2-0 .): 4.6. BCT CHORD 2x4 SPF No.2 BOTCHORD Rigid callingdWactty applied or 1 oc bracing, Except WEBS 2x4 SPF No.2 9.11-14 oc bracing: 20-21 OTHERS 2x4 SPF No.2 oc bracing: 14-15, WEBS 1 Row at idpt -18, 647,6-15,8-14 REACTIONS. All -0 except (gt=langth) 21 -5-8. (lb) - Max Herz 21=369(LC 6) Max Uplift All upfi t 100 lb or less at joint(s)13, 11, 21 except 14=-140(LC 7), 111=-236(LC 11) Max Grav A8 reactions 2501b or less at joint(s)10, 12,11 except 14=3377(LC 1),14=3377(LC 1), 21=2390(LC 1) FORCES. (to) - Max. ComixtMax. Tan. - All form 250 (lb) or less except when shown. TOP CHORD 1-2 24311195, 2-3=-2480 , 3-4=-227 4-1-1,--2093/270,5-100-20931268, 6-1 2089/289, 6-7-14561229,7-8-16471161, 8-9=-511400,1-21-23441121, 9-10=-5&253 BOT CHORD 20-21 x-3 43132 2, 20-101-51/2049,19-1 01—Si9,18-19=-511 9,18-102=t'l/2043, 17-102=1}1 3, 17.103=0/1324, W103=011324,15-16=0/1324,15-104-2721118, 14-104 272/118 WEBS 2-211=-798%76, 4.18=«1 1, 4-17-10 1 � 5.17=-910/119.8-17=- 1408, 6.15=-1118/56, 8.1 /2076, 8-14=-29521158, 1-20=-2 233, NOTES - 1) 2) Wind; ASCE 7-05, 100mph; TCDL=10,8psf-, SCDL-42PSf, 11-15t S-45ft, L-46ft, save=Sk, Col. It Exp C-, enclosed; MWFRS (an heights), cantilever left and right exposed, end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -160 3) Truss designed for wind loads in the plans of the truss only, For studs exposed to wind (noonal to the face), see Standard Industry Gable End Detaft as applicable, or consult quatified building designer as per ANSVTPI 1. 4) Provide adequate dramago to prevent water porafing, 5) Ali plates are F $ d indicated. 6) All * r"unless otherwise studs7) Plates checked for a plus or minus 5 degree rotation about its center. 8) Gable la: d 1-4-0 oc. 9) This truss has been designerl for a 10.0 Pat bottom chord We Wad nonconcuffent with soy other We kiads 10) * This buss has been designed for a live load of 20.0psf on the bottom chord in all areas whom a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCDL = 7-0pst 11) flProvid0.. l connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13,11, 21 except 12) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1 .1 and R802,101 and referenced standard it ..i♦. #!*.. if #tS::$ ::k # f # •. $� :: ♦. iA d# #-i.>. Ft April 16,2015 I, f wav iYee ¢tay Illy Cmeksift f QuaR H04ow Man 1A W 9 W39527 SGASLE jJtib Reference (apto1) 7sio * Oct 3 2014 Mn'sk Ina wbi , ku, Th. Apr 16 08' MAI 2015 Page i tD'RKHiVGrbHb iGjnO3S2oGTJYK SC-4luv Gvk YJvS$fSOjU Ry 005 a $»4-0 S -t321 4 4 314 it to 9 a 3x4 :.:. 2x4 ii 3x4 :: 2x4 i' 2x4 €f , ... ......... ... LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (toc) tided Lid PLATES GRIP TOLL 30.0 Plate Grip DOL 915 i TC 0.22 Vert(LL) 0.01 7 rwr 120M MT20 1971144 TCDL 15.0 i Lumber DOL 1.15 BC 0.10 Vert(TL) 0.02 7 nlr 120 BCLL 0.0 i Rep Stress Ina Yes WS 0.09 Hotz(TL) 0.006 Ne nta BCDL 7.0 Cade IRC2 Pf2007 .. .. �.. ....e.. _ .. . __ _....,_. ...... (Matrix) . _..... _ .....®.i , . __ . .... ._... Weight. 52 lb ._....... FT = 0 LUMBER- BRACING - _ ._... ... ....... TOP CHORD 2x4 SPF No2 TOP CHORD Structural wood sheathing directly applied or oc purlins. T CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1 car bracing. affle<s-*,r t NEACTIONS. AN beatings (tb) - Max Hoorz 2=-108(LC 5) Max Uplift Alt uplift 100 tb or less at joint(s) 2. 11, 6, 8 Max Grav AN reactions 250 lb or less at (s) except 2=270(LC 1), 9= LC 1), 11=56XLC 11), 6=270(L 1), 8=553(LC 12) FORCES, (tb) - Max. CornpJMax. Tort. - AN forces 250 (lb) or less except when shown, WEBS 4-9-29410, 3-11-4621100, "-462J100 NOTES - 1) Unbalanced roof five loads have been considered for this design. ) Wind: ASCE 7-05; 5 ph; TCDL=10,8psf; BCDL=4.2ps(; h=15ft; 8=45it; L=248: eave=4ft„ Cat ll; Exp C; enclosed; MWFRS (all heights); cantilever left and right e ; end vertical left and right exposed, Lumber DOL=1.80 plate grip DOL=1.80 3) Truss designed for wind loads in gas plane of the truss only. For studs exposed to what (normal to the face), see Standard Industry Gable End Dataffs as applicable, or consult qualified building designer as per ANSIfTPI 1, 4) Plates checked for a or minus 5 d t its center. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at - no, 7) This truss has been designed for a 10.0 pst bottom chard five load nonconcurrent with any other five loads, 8) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3µ6-0 tall by 2 wide will fit between the bottom chord and any other 9) Provide mocharticat connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) 2, 11, 6, 8. 10) This truss is designed in accordance with ft 2009 International Residential Code sections 8502.11,1 and 8802,10.2 and referenced standard ANSVTPI 1. 11) 'Semi-rigid pitchbreaks with fixed heele Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard wavesomowmammAnnow V n a Ow TW aW wWw TPI 1, The dose , .a + .. a •, * * It Truss .... . Tt"rusi Type , .. .,... k 1,ply t ItSWO f Quite Plan 1A Let 6 .. .. .r a }�X_CSCXVIA ;Aar 7,600 s l 3 2014 WeR , ftc Ttur Apr 16 08:2241206 Pa" i � ID� ry bHIZV nO3S2oGT war-4luvOgsaiGGvkctSO29wwEYKXsl3v cs 4JSJoSRyziCSS Scale 1033.2 44 e.aXa ii2 . 2x4 44 w s u LA 6 T gx�x e� 7,°Y `.d �JZ��°�i;�`.W._Y"�b`,"M" `d Xr�" X AY k°�k ���i'Y��`Y"�kn'�.•M°< k""'�.vr^�•+"u. w.`d 'k' ,X .V ,b', kF�+'.`"���k" M72. vk �'wb�{+x•ryr'h� "'... � W �{L 3x$ rt to 3x4 2x4 i} 30 2x4 !r 20 If �.5 .. ... ... .. ..... ,.. X .. .............. ... .. .. _. .......n.... ... LOADING (psf) SPACING- 2-0-0 CSt. DEFL. in Qac) IBdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 € TC 0.38 Vert(LL) O.OU 7 n8r 120 MT2O 1971199 TGAL 18.0 LumberDOL 1.15 SC 0.11 Vert(TL) 0.00 7 ra r 120 i SCLL 0.0 Rep Stress Dint Yes WS 0.08 Horz(TL) 0.00 6 n1a rda SCOL 7A ; Code fRC2OOWPtM7 (Matrix) i Weight: 46 Its FT = O% .._.... ..... .......... __,..... ...... BRACING - TOP CHORD 2x9 SPF No.2 TOPCHORD Structural wood sheathing directly applied or 10-0-0 oc purtins; except SOT CHORD 20 SPF No.2 2 `ns (6 .): 3«5. WEBS 2x4 SPF No.2 SOTCHORD Rigid ceiling directly applied or oc brackV. OTHERS 2x4 SPF No.2 REACTIONS. A9 beraings 16 (fb) > Max Herz 2=-43(LC 5) Max tipfift AN uplift 100 tb or less at ' te) , , 11, 6, 6 Mast Grav All r ions 250 or sat joint(s) 2, ex pt 75(LC 12),11 457(LC 11), 8 7(LC 12) FORCES. (ib) - Max.Comp./Max. Ten. - A# forces 250 (tb) or less except when shown, WEBS 4-9-69&8Z 3-11=-361845, 381145 NOTES - 1) Unbalanced roof itve loads have been considered for this des" 2) Warutd. ASCE 7-05; 100mphTCDL=10.Bpsf-, BCDL=4.2psf; h=15ft; 8=458; Lz24t3; ave=4 , Cat, It, Exp C; en • MWFR a (alt heighls), cantilever left and right exposed . vert and dot ex Lumber DOL=1.60 plate grip DOL=1.6O 3) Provida adequalle diramagai to prevent water ponding. 4) Plates checked for a plus or mines 5 degree rotation about its center. 6) Gable requires continuous bottom chord boadrig, 6) This truss has been designed W a 10.O psi bottom chord five load no trent with any other live kiads 7) * This tam has been designed for a Rve bad of 20.Opsf on the bottom chond in alf areas where a rectangle -0 telt by 2 e will in between the bottom chord and any *other members. 8) Providem ei connection (bye' ) of Was to beating plate capable of withstanding 10lb uplift atjoint(s) 2, 9,11, 8,& 9) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802:10.2 and referenced standard ANSVM 1 10) "Serm-rigid pitchbreeks with fixed ls' Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry PiggybeiA, Truss Connection Dela# for Connection to base truss as applicable, or corisuft qualified building OL desigimic 12) Graphical purim representation does M depict the size or the orientation of tho pur#n along the tap arid8or bottom rd. Ve $ LOAD CASES) Standard April 16,2015 t wAnre04= care VoilarmeWeyr T m m a T om tlw urs ( v, r1-t4p us4.. lis ws dw Too, Wp #ru px tivs ba to Aso T i sw Of sw a of Truce on Ow T Vote to dwee i F we Tnera vim ww xww aawuresac,sis 1.TMm` u� a lir." .Au awb � ,� s t - d 6yTPt ku , Ti'N i su5d oia Tnws , T i fix stay law T.r TWs 1. M Marulec4inw 40= @s bye T e ixt8w qrT Z E .,. cdiaaitie�i*20,14wAkfiel rvr w� ,aac,trrrrt rt�4ar+ur i� ns. v, soy Isi��e"m c , P�brJ � dll tcc 1.. -------- w _._ �. __ ._ . , __._ ._ .�. , e _. . .. ,.._ 6 s.4-0 Us 4xii 3x6 9 a 7 Us 2x4 3x4 20 i, (Ib) - Max Harz 2-75(LC 5) Mex Uphf[ A# uplift 100 lb or less at joint(a) 2, 9, 7, 5 Max Grav All reactions 250 in or less at joints) except 2=349(LC 1), 9(LC 11), 7. 59(LC 12), 5=349(LC 1) FO CE& (lb) - Max..omp,/Max. Tan. ¢ A5 forces 250 (tb) or Was except when shown. BS 3-9-533157,44-533157 MOTES- 1) checkedheights); cantilever Wit and right expouid; end ved" left and right exposed; Lumber DOL=1.60 plate grip DOL -1,60 3) Provide adequato drainage to prevent water pending, 4) Plates for a plus or minus 6 degreerotation 5) Gable requires continuous bottom chord aa. 6) This truss ,.s been designed for a 10O pst bottom a s fiveload nonconCuffent with any other five toads, 7) * This truss :s been designed for a live land of t 1s 00 the bottom clients In all areas wheres 3-6-0 tell by 24) .0 wide will fit between the bottom chord and any other members. %. Provide m. .n ic..: o t a: others) of to bearing r a ofwithstanding 04 is uplift. fw s designed accordance s»«fsInternational*a .. a,tial Code sections4*50and R802A 0.2 and referenced standard 0 s s pitchbreaks with fixed heele Member end fod used in the analysisr design of this truss, 11) See Standard Industry Piggyback Truss Connection Mz..il for Cs w to base truss as applicable, or a qualified building desiqrier 12) Graphical s representation esxs ns s:s...t the size or orientation of :. • a.: r the top:. :. Ws bottom s s Haim mm i„ -me tsy 2t+i `R t .TPIt tlxa mxi a0T .T: 6 Net Tr... by a I by Ttaaxa E is cx 1. S Cegsy, .02614 :. •OrJE 4R.C, frt+i ,:ur ati[ inanytmfixane.:.. J. LOADING (psi) SPACING* 2 E CSI, DBFL. in 00c) Vdetl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0,36 Vert(LL) 0.02 6 nlr 120 ! MT20 1971144 TOOL 16.0 L r DOL 1,15 ? SC 0.24 Vert(TL) 0.05 6 rdr 120 BOLL 0.0 Rep Stress Inca° Yes iWS 0„09 s (TL) 0.00 5 We rVa SCOL 7.0 Code IRC 1TPI2007 ? (Matrix) i Weight: 48 9a FT - 0 LUMBER- BRACING* TOP CHORD 2x4 SPF No.2 TOP CHORD Structural Wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 20 SPP No.2 2-0-0 oc pudins (6-” max.). 3.4. WEBS 20 SPF No.2 BOT CHORD Rigid calling directly applied or 10 no bracing. (Ib) - Max Harz 2-75(LC 5) Mex Uphf[ A# uplift 100 lb or less at joint(a) 2, 9, 7, 5 Max Grav All reactions 250 in or less at joints) except 2=349(LC 1), 9(LC 11), 7. 59(LC 12), 5=349(LC 1) FO CE& (lb) - Max..omp,/Max. Tan. ¢ A5 forces 250 (tb) or Was except when shown. BS 3-9-533157,44-533157 MOTES- 1) checkedheights); cantilever Wit and right expouid; end ved" left and right exposed; Lumber DOL=1.60 plate grip DOL -1,60 3) Provide adequato drainage to prevent water pending, 4) Plates for a plus or minus 6 degreerotation 5) Gable requires continuous bottom chord aa. 6) This truss ,.s been designed for a 10O pst bottom a s fiveload nonconCuffent with any other five toads, 7) * This truss :s been designed for a live land of t 1s 00 the bottom clients In all areas wheres 3-6-0 tell by 24) .0 wide will fit between the bottom chord and any other members. %. Provide m. .n ic..: o t a: others) of to bearing r a ofwithstanding 04 is uplift. fw s designed accordance s»«fsInternational*a .. a,tial Code sections4*50and R802A 0.2 and referenced standard 0 s s pitchbreaks with fixed heele Member end fod used in the analysisr design of this truss, 11) See Standard Industry Piggyback Truss Connection Mz..il for Cs w to base truss as applicable, or a qualified building desiqrier 12) Graphical s representation esxs ns s:s...t the size or orientation of :. • a.: r the top:. :. Ws bottom s s Haim mm i„ -me tsy 2t+i `R t .TPIt tlxa mxi a0T .T: 6 Net Tr... by a I by Ttaaxa E is cx 1. S Cegsy, .02614 :. •OrJE 4R.C, frt+i ,:ur ati[ inanytmfixane.:.. J. 46 600[ii M 4X4 LZIM 30 - 11 10 9 a 30 2A 1i 3X4 2X4 d 2A 1 � ... .... .. ..... ...... .... ..... ....... ..................... - . .. ..... ..... .......... J8.04 - j LOADING (Pat) S SPACING- 2-" j CSI. DEFL1 in ftoc) Vdeft Ud PLATE$ GRIP TCLL 30,0 Plate Grip DOL 115 TC 0.38 Vert(LL) 0.00 7 rdt 120 MT20 197/144 TCDL 16,0 Lumber DOL 1A8 SC 0,11 Vert(TL) 0,00 7 tVr 120 SELL fift Rep Siren Ittor Yes WS 0,08 Horz(TL) 0.00 6 his ale BCDL 70 Code IRC2009/TP[2007 (matrix) Weight: 46 th FT = 0% 1 1-1111-1-111 — _ I':--",- "I --1 ----------- ...... ..... ... . . .......... ... ....... — ... ... .... ............. . ........... LUMBER- BRACING! - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 no putters, except BOT CHORD 2x4 SPF No.2 2-" oc purims (6-04 max,): 3-5. WEBS 20 SPF No.2 SOT CHORD Rigid cinift directly applied! or 6-0-0 sac bmdrrg, OTHERS 2x4 SPF No.2 REACTIONS. All beatings 16-9-6. (1h) - Max Herz 2=42(LC Sl Max Uplift All uplift 100 th or less at joint(s) 2. 9, 6, 11, 8 MaxGrav All reactions 250 lb or less atjoint(s) 2, 6 except 9-677(LC 11), 11-493(LC 11), 8=426(LC 12) FORCES. (m) - Max. Comp,/Max, Ten.. Aft forces 250 (uta) or Was except when shown, WEBS 4 -gam -597183,3'-11-410150," -3 2140 NOTES. 1) Unbalanced roof five foads have been considered for this design, 2) Wind: ASCE 7-05, 100mPh; TCDL=10.8psf:, BCDL-4.2psf, h=15ft; 8=45ft. L=24ft,, earve=,ift; Cat 11, Exp C; enclosed; MWFRS (all heights), cantilever Wit and tight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 3) Provide adequate drainage to prevent water ponding, 4) Plates checked for a plus or minus 6 degree rotation about its center, 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 104 Pat bottom chord five load nonooricuffent with any other five leads, 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all as where a rectangle 3-" tall by 2-0-0 wide will fit be that bottom chord and any other members, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 tis uplift at joings) 2, 9, 6, 11, 8. 9) This truss is designed in accordance with the 2009 tritsmational Residential Code sections R502.1 1.1 and 8802,10.2 and referenced standard AN$l/TPJ 1. 10) 'Semi gid pitchbreaks with fixed hatils' Member end fixity model was used In the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truse as applicable, or consult qualified building designer, 12) Graphical purfin representation does not depict the size or the orientation of the purtin a" the top and/or bottom chord, LOAD CASE(S) Standard April 16,2015 6-0-8 54.0 6-" om Emm 3X6 9 8 7 3X6 2X4 if 3X4 2X4 1 LOADING (psQ 1 SPACING- 2-0-0 CSI: z DEFL. in (loc) Wall Lid PLATES GRIP TCLL XG Plate Grip DOL 1,15 i TC 0,37 Vert(LL) OV 6 rVr 120 f MT20 197/144 TCDL 18,0 Lumber DOL 1.16 SC 0.25 Vert(TL) 0.06 6 n/r 120 SCLL 0.0 Rep Stress Incr yes i WB 0,09 s Horz(TL) 040 5 We We BCDL 7.0 Code IRC2009ITP12007 s (matrix) ... . . . .. . . .. ......... ........ . . .... ... I Weight 47 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except SOT CHORD 20 SPF No,2 2-0-0 oc purfins (6-0-0 max,): 3.4. WEBS 20 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. t. M � (lb) - Max Harz 2=-74(LC 5) Max Uplift AN uplift 100 lborless atioint(s) 2,9,7, 6 Max Craw All reactions 250 th or less at joints) except 2=316(LC 1). 9--663(LC 11), 7=669(LC 12),5-349(LC 1) FORCES, (lb) - Max, Comp.lMax. Ten. - AD forces 250 (lb) or less except when shown. WEBS 3-9--535158,4-7--633/67 NOTES - 1) Unbalanced root five loads .art een considered for this design, 2) Wind: ASCE 7-05, 100mph; TC08psf; SCOL=42psf; h=154-, 8--ASIL L=24ft; eave=4ft, CaL It-, Exp C; endosed� MWFRS (all heights), cantilever left and right exposed, end vertical leff and right exposed, Lumber DOL=1.60 plate grip DOL=1 AD 3) Provide adequate drainage to prevent water pending, 4) Pitates checked for a plus or minus 5 degree rotation about its center. 5) Gable requires continuous Whom chord bearing, 6) This truss has been designed for a 10O psf bottom chord live toad nonconcurrent with any other We Joads, 7) * This truss has been designed for a live Wit of 20.Opst 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 arid any other members. 8) Provide mechanical connection (by others) of truss to besting plate capable of withstanding 100 th uplift at joint(s) 2, 9, 7, 6, 9) This bun is designed in accordance with the 20()9 International Residential Code sections R502,1 11 and R802.102 and referenced standard ANSVTPf 1 10) -SOMI-rigid pitchbreaks with fixed beef$- Member end fixity model was used in the analysis and design of this truss, 11) See Standard Industry Piggyback Truss Connection Data# for Connection to base truss as applicable, or consuft qualified building designer. 12) Graphical purlm representation does not depict the size or this orientation of the purtin along the top and/or bottom chord, a Tn N 11 =e=XftW" Of SO of T. W T airM " Wiwi" & "POkOt by M " SOCA SM reftww"d:= WjTkrurm 0,.J%TM uno=d6firmow'a by aw-d up- in -" by 48 pwus Eripirow to NOTOW aW*V0=F PTr'4* 8=0= k( " buktha, AN capkafiZed asdeftwd b* TM 1, C%Wf*ft 02014 RV5WWVTJ Eq*Werkq, LLC, mrJr RW0dM**ft of " dMowt L, any tM Is J, MENNEW339JUM 94.0 4z4 4 9x4 ::: 11 10 a a 9x4 20 (i' 9x4 '- 2x4 ti 2x4 4 ... _.... ... ... ..., . .. _ _._.M.a _..._ .. _., ...... a........._, -g LOADING (pso i PACING- 2-0-0 CSL DEFL* in goc) Well Ud t PLATS GRIP TOLL 30x0 Plata Grip DOL 1.16 TC 023 Ved(LL) 0.01 7 nIr 120 MT20 1971144 TCOL 1810 $ Lumber DOL 1,15 � SC 0.11 Vert(TL) 0"02 7 AN 120 SCLL 0,0 " Rap Stress tncr Yes ! WS 0.09 ? Horz(TL) 0.00 6 We We SCDL 7.0 Code IRC2009/TP12007 f (Matrix) _. e ...._...... ..,. ...... _ ,.. _ .. . ....... . ...... _ ....... Weight: 61 th FT x« 0 ...... . ...... ..... LUMBER- BRACING- TOP CHORD 20 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 SPF No,2 SOT CHORD Rigid calling directly applied or 10 oc OTHERS 2x4 SPF No.2 REACTIONS. AN bearings 16-9.6. (to) - Max Harz 2-107(LC 6) Max Uplift All uplift 100 tb or less at joint(s) 2. 11 8, 6 MaxGrav AN reactions 2501h or less st jrint(s) 2 except 6(LC 1), 11-558(LC 11), 8-653(LC 12), 6-270(LC 1) FORCES. (lb) - Max. p./Max. Ton, - AN forces 250 (to) or less except when shown, WEBS 4-9-29WO, 3-11 =4641101,5-6--462/100 NOTES: �. # * f -P. 0 S • s.f. 8.4 . oave-4ft; Cat R enclosed; heights); camilever fail and right exposed; end verfical left and right exposed; Lumber DOL=1,60 plate grip DOL=160 3) Truss designed for wind Wits in the plane of the truss only,For fs exposed to wind(normalP Standard industry Gable End Details as applicable, or consult qualifted building designer as per ANSVTPJ 1. 4) Plates chacked ! a plus or minus 5 degree .f ." rR. continuous bottom i #.# bearing. 4 Cablespaced at 440! 7) This truss has e designed for. 10.0 pef bottom f ffive P.#rionconcurrenta Other load. 8) * This truss has been designed for a five toad of 20 g Y'.`# •Y f f: „. ��+ w ♦ ., R:: #" #f y,. y � f rt'i� r ".'.f ". R.: »! standard ANSVTPI 1. 11) 'Seml-rVid pitchbreaks with fixed beete Member end rixity model was used in the analysis and design of this truss. 12) See Standard Industry PWybm* Truss Connection Detail for Connection to base truss as applicable, or consult qualified building desigmrr LOAD CASE(S) Standard t n •ria . �..r : *. ,x ae- t �, 11 k' 't'•aR 10 r1111 ii ii .. #R i' April 16,2+15 fir ��kl4n t 'P k. • � t , N M 40 , 3 to 9 a 7 3x4 saga 2x4 214. 2x4 LOADING lost) 1 SPACING- 2 CSI.. OEFL., in Qoc) I/de8 Ltd PLATES GRIP TOLL 30,0 Plate Grill DOL 1.15 TC 0:28 E Vert(LL) 0.01 6 alt 120 MT20 197/144 TCOL 18.0 Lumber DOL 1.15 SC 0.30 Vert(TL) 0.02 6 ntr 120 LL 0,0* Rep Stress, incr yes WB 0,07 Horz(TL) 0,01 5 n18 n1a SCDL 7.0 i C IRC200 PI2007 _(.M.a,f..nx) „ _ �ww_....._..Weight., 47 .lb� _FT = 0% ._.... ..U... _— ._ . ..,........ .w..... _...... _...ud LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or oc purlins, except SOT CHORD 2x4 SPF No.2 and verticals, 8S 2x4 SPF No,2 ROT CHORD Rigid celfing directly applied or 1 cc bracing. OTHERS 2x4 SPF No"2 REACTIONS. All bearings 14-7-3. (lb) - Max Herz 10--131(LC 5 ) Max Uplift A9 uplift 100 lb or less at joinfi s) 6, 0, 7 x Grav AN reactions 250 to or less at joints) 8 except 10=361(LC 1), 5=393(LC 1), 9=313(LC 11), 7-673(LC 1) FORGES. (to) - Max, CornpdMax. Ten. - A8 forces 250 (tit) or less except when shown. TOP CHORD 1-2-371/0,2-3z430/77,3.4=-437/77,4-5=-407/4 SOT CHORD 9.10= 2, 8.9= 2, 7.6 3, 5-7=0 WEBS 2-9-349187,44-492195 NOTES - 1) Unbalanced f live loads have been considered red for this design. 2) Wind: ASCE 7-06; 100miph, TCDL-10.8psf 8CDL=4.2psf; h=158„ B=4511: L=24k saver4ft, Cat. ll, Exp C, sed, MWFRS (ail heights), cantilever left and right exposed; vertical left and right exposed; Lumber DOL -1,60 plate grip DOL -L60 3) Truss designed for wind leads in the plane of the truss only. For studs exposed to wind (nonnal to the face), see Standard Industry Gable End Details as applicable, or consult qualifted building designer as per ANSIrrPI 1. 4) Plates checked for a plies or minus 5 degree rotation t its centec 5) Gable requires continuous bottom chord be ° g. 6) fixable studs spaced at 4 no, 7) This truss has been designed for a 10.0 pat bottom chord live toad nonconcuffent with any other liver loads 8) * This truss has been designed for a hies load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2 e win fit be bottom chord and any omembers. 9) Provide ant (by others) of truss tbearing plate capable of withstanding 100 lb uplift at joint(s) 5, 9, 7. 10) This trutur is designed in accordance with the 2009 International Residential Code sections R602.11.1 and 8802.10.2 and referenced standard ANUTPII. 11) 'Semi-rigid pitchbreaks with fixed heeW Member end fixity model was used in the analysis and design of this truss, 12) See Standard Industry P` yback Truss Connection Data# for Connection to base truss as applicable, or consult qualified building designer. LOAD Standard F3 2014 "M-rar3 0, LLC, (DF4 rtwockcnn c4N'a§i doc~t, El 08 � 2X4 , c 4x8 N LOADING (psf) SPACgIG- 2.0.0 CS1, ( DEFL. in {oc) Vde# Lid E PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 I TC 0,59 } Vert(LL) -0.11 " >999 240 ? MT20 1971144 TCDL 18,0 Lumber DOL 1.15 SC 0.45 Vwt(TL) -0.20 6-9 >848 180 BCLL 0.0 Rap Suess #ncr Yes WS 0.07 Horz(TL) 0+03 2 nla No BCDL 7.0 z Code IRC Pf2007 f (Matnx-M) Weight 45 or FT 004 t-tJ MSER-_.. ....... BRACtNG- TOP CHORD 20 SPF No,2 TOPCHORD Structural wood sheathing directly applied or 2.2-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1 oc timing. WEBS 2x4 SPF No.2 WEDGE Left., 2x4 SPF No.2, Right. 20 SPF No.2 REACTIONS. (tblsizo) 2=8 5-8 (min: 0-1-8),4=86610-6-8 (min, 0-1.8) Max Horz 2-14(LC ) Max tlpgft2z-66(LC 7)r 4=-58(L ) FORCES. (lb) _ Max. CompJMax. Ten: - AN forces 250 (to) or Was excefill when shown, TOP CHORD 2-3-918196,3-4--91&98 BOT CHORD 2-6-201621, 4-6=01621 BS 3-6=0)291 NOTES 1) Unbalanced roof live Ideas have been considered for this misigra. 2) Wind. ASCE 7-05,1 ph; TCDL=10.8psf, BCDL=4,2psf, h=1 ft; 8=45ft; L=24k eaveztft; CaL lt, Exp C, enclosed; MWFRS (all tt%), cantilever left and right exposed; end vertical left and right ; Lumber DOL=1.60 plate gnp DOL>1,60 3) Ptates checked for a plus or minus 5 degree rotation about Its canter. 4) This truss has been designed for a 10.0 psf bottom Chord five toad noncoricurrant with any other Ove loads. 5) " This buss has boon designed for a I" load of 20.0psf rrn the bOttOm chord in all areas where a rectangle 3.6.0 tail by 2 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to hearing plate of withstanding 100 lb uplift at Monts) 2, 4. 7) This truss is designed in accordance with the 2009International Residential Code sections 8502.11.1 and 8802.10.2 and referen standard ANSVTPI1. 8) *$e"id " id pitchbreaks with fixed heele Member end fixity model was used in the analysis and design of this truss, LOAD CASE(S) Standard NA April 16,2015 � � ♦ >� r** kRa a �.r ��� a u F 04 7 3x4 22 21 26 19 to 97 16 16 14 3X1€ 3X9 3x19 €i LOADING (psf) SPACING- 2-0.0 CSL DEFL, in (loc) Vdefl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 047 Ved(LL) -0.00 13 rdr 120 MT20 197/144 TCDL, 18.0 LumberDOL 1.15 BC 0,02 Ved(TL) 47.00 13 rrir 120 BCLL 0.0 * Rep Stress tater Yes 0.04 Horz(TL) 0.00 12 nfa nta DL 7.0 Code 1RC20T P12007 LUMBER- BRACING. TOP CHORD 2x9 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 1 oc bracing. OTHERS 2x4 BPF No.2 WEDGE Left: 2x4 SPF No,2, Right: 2x4 SPF No.2 REACTIONS, All bearings 14.0-0, (to) - Max Nora 2=143(LC 6) flax Uplift All uplift 1001b or less at joint(s) 2,12, 19, 20, 21, 22,17, 16,16, 19 Max Grav All reactions 250 lb or sat jokA(s) 2,12,16,19„ 20, 21, 22,17, 16,15, 14 FORCES. (to) -Sfax, Comp./Max. Ton. - AN forces 250 (tb) or less except when shown. NOTES - 1) Unbalanced roof lave toads have been considered for this 2) Wind: ASCE 7.05;1 ph; TCDL=10.8ps6, DL=4.2psf, h=15ft: 8=46ft, L=24ft, oave=2ft, Cat. 11, Exp C; end ; MWFR5 (all heights); cantilever left and dot exposed ; end vertical left and tot exposed; Lumber =1.60 plate grip =1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the ), see Standard Industry Goble End Details as applicable, or consult qualified Ing designer as per A SVTPI 1, 4) All plates are 2x4 MT20 unless otherwise indicated. ) plates checked for a pleas or minus 5 degree rotation about its confer. 6) Gable requires continuous bottom diord hearing. 7) Gable studs spaced at 14-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord five food nonconcurrent with any other five leads. 9) * This truss has : n designed for a five toed of 20.0psf on the botiorn chord in all areas where a rectangle -0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 its uplift at joint(s) 2, 12, 19, 20, 21, 22, 17, 16,15, 14.E 11 truss is designed in accordance with the 2009 International Residential Code sections R502.11 .1 and 8802,10.2 and referenced e standard ANStrrPI 1. "Semi-rigid 12) pfichbreahs with fixed heeW Member end fixity, model was used In the analysis design of this truss. LOAD CASE(S) Standard April 167,2015 3x10 4 2x4 3XIO l# LCiAtit (psi) iSPACING- 2 CSL t DEFL. in (#a ) Ildeft Ltd PLATES GRIP TOLL 30.0 Plate Grip DOL 915 TC 0,35 Vert(LL) -0.05 8-15 >999 240 MT20 1971144 TCGtL 19,0 Lumber DOL 1.15 SC 0.28 Vert(TL) -,09 8-15 >999 180 BOLL 0,0' Rep Stress Incr Yes i WB 0.05 Hort L) 0.03 2 nta rile z SCOL 7.0 Code IRC 9ITP12007 (Matnx-m) Weight: 47 tb FT = 0% ...... ...... ..._.... , , e.._., .. _..P ...__.. . .. LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD S ural wood sheathingifirectly applied or 5.11-7 tic puritns„ BOTCHORO 2x4 SPF No2 BOTCHORD Rigid ceiling directly applied or 1000 oc bracing. WEBS 20 SPF No.2 SLIDER Left 2x8 OF 1950E 1.7E 1-8-0, Right 2x8 DF 195OF 1.7E 1-8 0 REACTIONS. (lblsize) 2=7 (min. 0-1-8),6=756/0-6.8 (rain: 0.1-8) Max Hors 2-12(LC 8) Max Uplift 1(LC 7), 6-61 (LC 7) FORCES. (ib) - Max. CompJMax: Ten. m All form 250 (Ib) or less except when shown. TOP CHORD 3-4-706191,4-5-705191 BOT CHORD 2.8-381474. 474 NOTES - 1) Unbalanced roof live toads have boon considered for this design. 2) Wind: ASCE 7-05;1 ph; TCDL=10.8psf, SCUL=4.2psf ti=1511; B= 451L L- oft; eave=oft: Cat, It; Exp C, enclosed; MWFRS (a#1 heights); cantilever left and right exposed; and vertical left and right exposed; Lumber DOL=I.80 plate grip DOL=I A0 3) Plates checked for a plus or minus 5 degree rotatiort about its center, 4) This truss has been designed for a 10.0 psf bottom chord live load no merit with any other We s. 5) * This truss has been designed for a five foad of 20.0psf on the bottom chord in all areas where a rectangle 3-88-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical conn (bye ) of truss to bearing plate capable of withstanding 100 tb uplift at joint(s) 2, 8. 7) This truss is designed in accordance with the 2009 tnternatisnal Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard SlifPl1, 8) "Same -rigid pitchbreeks with fixed beele Member and fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Apri(16, 015 1-v-0 0 -D -u 0-0.0 1.0`0 4X4 7 3xt0 ': 20 19 986 17 Is 9s 94 3xio ${ LOADING (PsSPACING- 2 CSt. DEFL. in (too) tfde6 tld PLATES GRIP TCLL 30.0 Piste Grip DOL 1.16 TC 0.06 Ved(LL) 400 13 oft 120 MT20 1971144 TCDL 16^0 Lumber DOL 1.16 BC 0,01 ert(TL) -0.00 13 rdr 120 BCLL 0.0 ' Rep Stress incr Yes WB 0.03 Horz(TL) 0.00 12 We We BCDL 7.0 Code IRC P12007 i (!ty(atrix} } Weight: 62 tb FT 0% LUMBER- BRACING. TOP CHORD 2x4 SPF Nc+.2 TOS' CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SPF No,2 ROT CHORD Rigid coiling directly applied or 10-0-0 oc bracing, • f SLIDER0 # Right ## a REACTIONS.#t a UpliftMax #0 th or a # reactions,16,16,14 MaxGrav Ali # ♦ aatjokilts)2,12,17,18,1% 20,16,15,14 •' f form # or . except NOTES- 1) Unbalanced roof live loadsbeen considered for this design. a...ts), cantilever leftand rightexposed; and verkst left and tight exposed,, xa a• DOL=1.60 plate grip •i ..# 3) Truss a- ♦. a s i leads:. a..; a only,i ri exposed a a a f � Standard Ind Gable End Details as applicable, or +. qualified building designer as per ANSIfTPI 1, 4) AN plates are 2x4 MT20 unless otherwise indicated. .ib. requires confinuousbottom chard hearing, Gable studs spaced ..# a.. x This truss has boon designed for a 10,0 psf bottom chord five load normoncurrentother t.Y 9) * This truss .s been designed for live lead f ##r on the bottom a+ in all areaswhere a mtangle a# tall by ## wide will bottomfit between the a s and any other members, # Provide ani ♦ an (by others) of a bearing plate capable of withstanding a ## to uplift at f18 19, 20, 16, Beveled15,14. 11) plate or -a za to provide full beating surface with low chord 12) This truss is designed in accordance00 f , Residential Cod a ns R502, I I A add R802,10.2 and referenced standard ANSVTPI 1. 13) 'Semi-dgki pitchbreaks with fixed heirts't:- end fixity modelused in the analysis and design of LOAD CASE(S) standard Ap l 16,2015 ScW* - 1:461 6X6 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3X4 - 3X4 '' 3X4 LOADING (PSO SPACING- 2 s CSL. DEFL. in (loc) Udell Lid i PLATES GRIP TCLL 30,0 i Plate Grip DOL 1,15 TC 0,09 Vad(LL) -0.00 21 ntr 120 MT20 197/144 TCDL 18,0 Lumber DOL 115 1 SC &02 Vwt(TL) 401 21 ntr 120 SCLL 0,0 • Rep Stress Ina Yes WB 0.05 Horz(TL) 0.00 22 We n/a BCDL 7,0 Code IRC2009/TP12007 (matrix) Weight: IU to FT - 07a ...... .. .. ... ... .... .. ...... ..... .. LUMBER- BRACING. TOP CHORD 20 SPF No.2 "LOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purims, except BOT CHORD 20 SPF No.2 end verticals, and 2-0-0 cc purfins (6-D-0 max.): 7-15. WEBS 2x4 SPF No.2 BOTCHORD Rigid calling directly applied or 10-0-0 cc owing, Except - OTHERS 2x4 SPF No.2 6-0-0 cc bracinT 40-41,22-23 REACTIONS, All hearings 25-6-0. (th) - Max Horz4l=134(LC6) Max Uplift All uplift 100 to or Was of points) 41,22,37,38,39,40,35,33,32,31,30,29. 28,26,25,24, 23 Max Grav Altreactions 250 th or less it points) 41,22,36,37,38,39,40,35,33,32,31,30,29,28,27, 26,25,24,23 FORCES. (to) - Max. Comp./Max. Ten. - AN forces 260 (Ib) or Was except when shown, NOTE 1) Unbalanced toot live toads have been considered for this design. 2) Wind: ASCE 7»05,1 ph; TCDL-10.8psf; BCDL-4.2psf; hzlSft; 8=4611; L=241t, eavez2ft, Cat. 0; Exp C; enclosed, MWFRS (all heights), cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL=1.60 3) Truss designed for wind totals in the plane of the truss only, For studs exposed to wind (notowl to the face), a" Standard Industry Gable End Details as applicable, or consult qualified building designer as par ANSVTPI 1, 4) Provide adequate drainage to prevent water pending. 6) AN plates are 2*4 MT20 unless otherwise indicated. 6) Plates checked for a plus or minus 6 degree rotafica about its center. 7) Gable requires continuous bottom chord beating. 8) Truss to be fully sheathed from one face or saw" braced against latenal movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10,0 psf bottom chord five load remooncu with any other five loads, 11) * This hiss, has been designed for a live toad of 2MOPlif On the bottom chord in 8111 areas where a rectangle 3.6.0 tall by 2-" wide will fit betwitan the bottom chord and any otheor members. 12) idem connection (by oftirs) of in= to beating plate capable of withstanding 100 th uplift at joint(s) 41, 22, 37, 38, 39, 40, 35, 33, 32, 31, 30, 29, 28, 26, 25, 24, 23, 13) This ease is designed in accordance with the 2009 International Residential Code sections R502,1 1.1 and 8802.10,2 and referenced standard ANSVTPI 1. 14) *Se"ki pitchbreaks wifit fixed basis" Member and fixity model was used in the analysis and design of this truss IS) Graphical purfin representation does not depict the size or his, orientation of the putfin a" this top and/or bottom chord. zaaa= April 16,2015 M� 6X6 3X6 WO 31G4 3x4 3,6-:- .. .. ...... . . . . .. . .. .. ............. __ ..... .. .... . .. ............. .. LOADING (psQ SPACING- 2-0-0 CSI. f DEFL in (ioc) Well Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0,46 Vert(LL) -026 9-10 >999 240 MT20 1971144 TCDL 1810 Lumber DOL 1.15 SC 0.51 Ved(TL) -0.56 9.10 >541 180 BOLL Rep Stress Iner yes WS 0,34 Horz(TL) 0,08 9 n/a We I- BCDL 74 Code IRC2009fTP12007 (Matrix Weight. 112 lb FT 0% LUMBER- BRACING - TOP CHORD 20 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-12 clic pudins, SOT CHORD 2x4 SPF No.2 except end v"cals, and 2-0-0 oc purfins (3-8-11 max.): 4-& WEBS 2x4 SPF No, SOT CHORD Rigid calling directly applied or I 0-M Tac bracing. WEBS I Row at midpt 3-13,6-9 REACTIONS. (Wsize) 13-1496/0-5-8 (min. 0-2-6), 9=14 6-8 (min. 0-2-6) Max Herz 13-166(LC 6) Max Uplift 13-98(LC 7), 9-98(LC 7) FORCES. (fb) - Max. CompJMax. Tom - All forces 250 (1b) or Was except when shown. TOP CHORD 2-3=-405178,3-4-176Qf156,4-14-1479/169,14-15=-14791159,5-15=-14791159, "-17601156, 6-7-406178, 2-13-484/91, 7.9--484191 BOT CHORD 12-13-21/1672,11.12=011478,10-11.011478, 9.10--2911672 WESS 3-12-260/106,4-12-01288, 5-10=01288,6-10=-2601106,3-13=-1693183,6-9�-1693/83 NOTES - 1) Unbalanced roof five toads have been considered for this des'gm 2) Wind: ASCE 7-06;1 ph TCDL=10.8psf,, BCI L=4,2psf; h=958 B=45f1; L=24ft; eave=411; Cat It,, Exp C, enctoseil; MWFRS (all heights); cantilever left and right exposed'. end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1.60 3) Provide adequate drainage to prevent water pending, 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord five load noncorvourrent with any other We toads. 6) - This truss has been designed for a live twd of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide wig fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 th uplift at joint(s)13, 9, 8) This truss is designed in accordance with the 2009 International Residential Code sections 8602.1 I , I and R802, 10.2 and referenced standard ANWPI 1. 9) *Semkigid ptaks with fixed h"W Member end fixity model was used in the anatos and design of this truss. 10) Graphical Purim representation does not depict the size or the orientafion of ft purfin along the top a bottom chord. ass es a 5slaty dothr" Mere Tw" W :rr ca" amr o=P 2 T's xV:=E'i= "Ts+ea are ='I. 'T. tw a" WkV,%, AN WiWiZod Worm we n "'Wd is TPI 1. Ca"AaM X2414 RUSUM00 Enekwaft, Uc, (00). RWO&KAW of Oft 400mont Wang k0m, is w0owd WNXKO Wftm pvmissix, hvm ftexa-ML i. I gins 4 r , type ;.G,2ty Tly Cmakgda1 OUS0 to Lot 6 W39W t �C73 ➢ T t2 1 ? �. Jcrb AR nCe (0000,t) i 74W k Oct 3 2014 Mi'P4k Gnatuval ", IM, Thu Apr 16 06:22W 2626 Pop 2 10RltHiVGbHIZV jnO3S2oGTJyKH$c- iUxjvtaR iPe3at1g2Rp1n7Ombk8Y3MnvWDTRFwx CSJ 2-04 6.64 6-2-12 6-2-92 2 S - 9:49.0 4 . 4 #« 6x6 3 r S aB # t y( �.. ,...,, 7", ,_ . ....}� m .,�._. .. .... ... . ........_ .$..S.ii., .._ ._ ,... .. __. .... a, 11 13 10 14 9 w R 12 3x6 ' :: 3x4 <;;: 3xi0MT20HS 30 ".: 6 3x6 . ...... ,..a , . _ ,,. _... Q,7 3 ,.._... _. ,6 ±moi . __._ ...., PtP ate Of(4etg (fat) L ti t 5d961 LOADING (psi) SPACING- 2 CSL DEFL. In ( ) Udefi Lid PLATES GRIP TALL 30.0 Plate Grits til. 1,15 TC 0.55 Vert(LL) -0.29 9.11 >99g 240 MT20 1971944 TCDL 18.0 Lumber DOL 1,15 ! 8C 0,56 Vert(TL) -11.43 9-19 >707 180 MT20HS 1481909 S LL 0.0 " Rep Stress Incr Yes }WB 0.49 E TL) M08 8 rda nta SCOL 7.0 _ Cade IRC2 Pt2007 (Matrix M) Waight:110 i5 . . .._.. _ . �_.. _ .....„, t FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 on puritns, except SOT' CHORD 2x4 SPF No.2 and vert' ls. WEBS 2x4 SPF No.2 BOT CHORD Rigid caning directly applied or t oc bracing. WEBS 1 Raw at midpt 3-12.5 8 REACTIONS. (tbisi Tna s rTruss Type . { ;Pty .. ; C fO. PWn 1AL�ii k �Le CSOHPIA j61 �Roof S " Girder �1 F 186t { _ .. jJ06 Rif . O . Pzc�B ka W, CoWbdo Sprkrgs,Co 7.600 s W 3.20,14 MT*k Wus6ios, he Thu Aar fib 08:22.53 2615 Paget 1 ID? RKHiV bHIZVGjnQ3S2aGTJyKHSO- Yet?J2yn 0FjaMkP°m2HixDUC,4xFCOiSsFa 5 X100 .2.90 310 84Q t2 a 7 9,,,5- , ,,.184.8 , w 1 2 00 _ 3155, W§'@ 1-0-0 2-9-0 1.2-8 4dR8 4-028 2-0-0 1-8-122-6-4 2w3.0 5.5-6 5•0.0 Scala � 0:89,°2 .. .2x4 i? 5x6 5x8 9 31 ,w 10 32 11 8.00'12... 5x8 3x4 2x4 �. 3x00 3x4 :: 9t y 3 4 5 6 i c+ 4x6 t„4, s ti �"t"i t t f i d 5 1 � � any X25 �q d5 144 01314 1a 41- 13Y X26-240 2.2 .. 3421 35 Wit ` h "" 33 7x8 --.. ... 4x8 Tx8 t9 t8 36 97. 24 t8 17 t5 t4 38 2x4 H 7x8 5. 8x6 4x4 :: 4x8 4x8 ;2x4 8,00Z 12 502 t i 3t.9s31.1 .„4, ...np..,v._2Q3;. Pitta CX(6pt6 {X Yp- L tb -14� 2 Q [3 U 3-0 td 2 3 tS 3 dl q 2 j [t 7tU 3 f?<U 8-3 (93 0 14 1 Q 1I.,I18.Q 3 tl t?+t U] [i9 tL t� Q-3 9J 3 Ci 5 9 t1 3.8.1 , LOADING (psf) SPACING- 2 CSL DEFL. to (toe) Well Lid PLATES GRIP TCLL, 30.0 Miele Grip DIOL 1.95 TC 0,55 Ve (LL) -0.07 14-15 >9N 240 MT20 197/444 TCDL 19.0 Lumber DOL 9.15 SC 0.35 L+ L) -0.1514-15 > 980 BCLL 0.0 Rep Seats Incr NO WS 0.34 Horz(TL) 0,06 13 ria rite SCOL 7.0 1 Code IRC 91TP1 7 (Matrix-M) Weight, 361 to FT 0% LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 24 SPF 2100E 1.6E and verticals, and 240«0 oc purtins (6.0.0 max.). 3-8, 9.91. BS 2x4 SPF No.2 BOTCHORD Rigid coiling directly appy. or 6-0.0 oc bracing. SLIDER Right 2x6 OF 195OF 1.7E 9 REACTIONS. (lbtsize) 13-193403-8 (min. 0-9-8), 24=99810-5-6 (men. 0-1-8),18=474100-5-8 (min, 0-3-0} Marr Harz 24-141 (LC 95) Max UpRft13=-S55(LC 7), 24 250(LC 7),18=-1228(LC 7) Max Grav 13=1994(LC 12), 24=998(LC 11),18=4749(L 1) FORCES. (Ib) - Max. CompJMax. Ten, - All forces 250 ()b) or less except when shown. TCP CHORD 2-3-44112K 3.4=-1 1502, 4-29-1437/320, 5-29=-14378320, =.94371320. 6-30=-45381957, 7.30=-45311957,7-8=-7 3017,8-9-1361/484, 9-31 =-29380. 90-31=-2937/980, 10.32=-2937 0.11-32=-293 80,11-12=-25 3, 12-13-1447/399,2-24=-98=61 BOT CHORD 23-33=<20 3, 22-33-24711068, 2«34=x-41915922.« 21-U441911922, 21-35=-11 405. 20-35-11661405, 19-20-13961496„ 18-19-3016t790, 17-18-5808, 16-17-34511164, 16-36=-34511164.95 519164,15-37- 29, 37-36=-54312029,14-38-543/2029, 13-14-6471 WEBS 3-23-8081139, 3-22-32611 W9, 4-21=»511 1, 6-21 =43601111, 6.21=-6665,2734. 6-20=-3591181, 6-19-1186/198, 7-19--41912, 8-18-.3559/1034, 8-17-5307, 9-17-11601245, 9-15-67&2318, 10-15--6391179, 11-1 1011136, 11.14=-1 0, 2-231411670, 7-18-1917/468 NOTES. 1) 2-Ply truss to be connected together with 40d (0A 31 *x3) mils asfollows: Topp chords connected as follows: 2x4.1 row at 0 oc Bottom chords connected as f . 2 rows staggered at 0.9.0 oc, vx a > Webs connected as follows. 2x4.1 row at 0-9.0 oc "a 2) Al loads are considered equally to all plies, except if noted as front (F) orb (B) fate in this LOAD CASES) section. Ply to ply * � connections have been provided to distribute only twos rooted as (F) or (B). unless otherwise indicated, » ) Unbalanced roof live loads have been consideredfor this design. 4) Wind. ASCE 7-05;100mph, TCDL=10.8psf, BCDL=4.2psf,11=9610, B=45k L=36.1; eave=5ft, Cal. if; Exp C; partially, MWFRS (eN a heights); cantilever left and right exposed and vertical left and right exposed; Lumber DOLul A0 plate grip DOL-0.60 5) Provide adequate dramap to prevent water ponding x 6) Notes ch ad for a plus or mmus 6 degree rotation about its center xas 206 7) This truss has been designed for a 10.0 psf bottom chord five toad nonconcurrent with any other live twos. 8)' This truss has been designed for a live load of 20,Opst on the bottom chord in all areas where a rectangle tall by wide wifi At between the bottom chord and any other merit 9) Provide mechanical co (by o - ) of truss to bearing plate capable of withstanding 100 tb upfift at joint(s) except Ot =lb)13=555, April 16,2015 CoAW*A first _ T a Truss Type - Y Tki a IA Lot 3 s ! t vul A (.. ,w ... .....,. '2 blot Probu#d, CCAOMOOSPMWtCo .. ". __. T,WO 4 Od 3 2014 Wak UAWO$ft, kc Thu Apt 16 081213 2013 Paav2 .. iii:RKHtVGbHIZVGinO3S2oGTJyKHSc vara?J2ynC PIaMkPan2Hj GUFC iSs zC SG NOTES - 10) This truss is designed in accordance with the 2009firtemational Residential Code sections R502,11 A and R802.102 and referenced standard ANSIITPI 1. 11) -Semi-rigid pitchbreaks with fixedbasis' Member end fixity model was used in the mwilysis and design of this truss, 12) ph` pudin representation does not depict the size or the orientation of the Purim a the tap and/or bottom chord. 1) Hanger(s) or other connection device() shalt be provided sufficient to support concentrated load(s)120lb down and 84 to up at 2-9-0,173 th dawn and 50Ib up at -11»8, 373 th dawn and 50 th up at -1 G-12,:173 to dawn and 50 to up at 7-10-12, 173 lb dawn and 50 Ib up at 9.10-12, 173 th down and 50 to up at 12-0-8, 173 lb down and 50 to up at 14 346 to down and 134 th uta at 20-7-4, 346 th down and 134 its up at 2-6-4, 346 lb down and 134 lb up at 24-4, 346 th down and 134 9a up at 26-0-0, 346 lb down and 134 lb up at 7-5-12, and 346 tis down and 134 th up at 29-5-12, and 346 to dawn and 134 to up at 31.4-12 on bottom chord. The da i selection of such connection device(s) is the responsibility of others, LOAD CASE($) Standard 1) dead + Roof Live (balanced): Lumber In asez1.15, Plate Increase -1..15 Uniform Loads (ptf) Vert: 142=-96, 2-3=-96, -96, 5.9— , 9-11=-96, 11-13-- , 23.24 -14, 22-23=-14, 2 =-14. 19.20=-14, 19-25=•t4 Concentrated Loads (tb) Vert. 2 =-173(8)20=-173(8)19=-173(8)16=-346(8)21=-173(8)17=-346(8)15=-346(8)14:-346(8)33=-120(8)34=-173(8)5=-173(B)36=-346(8)37 346(8) 38--346(B) 2 4.3-0 -0-0 -11-8 2-0-00 3'4 7-9-8 34-12 4-04 2-3-47 64-0 Scow - 1*91 3Y4 - 6X6394 316 2X4 k ir= i12 3X4 : � Us I *-" I IA-YLA .iia h+,.. . LOADING (PSO SPACING- 2-0 O CSI. DEFL. in (toe) Voeft Said PLATES GRIP TOLL 30,0 Plate Grip DOL 115 TC 0,77 Vert(LL) -015 17-18 >999 240 MT20 1971144 TCOL 1&0 Lumber DOL 1.15 i SC 0.36 Ved(TL) -0,3317-18 >565 ISO MT20H5 1481108 SCLL 0.0 Rep Stress Ina yes I WS ul Horz(TL) 0.06 11 rda rda SCDL 7,0 Code IR02009ITP12007 (Matrix -M) Weight: 164 to FT=O% . . .. .... .... . . .... .. . .. .... .. ... ....... LUMBER. BRACING - TOP CHORD 20 SPF No,2 "Ex oW TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins. except 84 2x4 SPF 1650F 1,5E end verficals, and 2-0-0 be portals (2-2-0 max.): 4-7, ". SOTCHORD 20 SPF No,2 BOT CHORD Rigid ceiling direettyatipfied or 10-" octiracing, Except: WEBS 2x4 SPF No.2 6-" of bracing: 16-17,15-16, WEBS I Row at midpt 4-17 REACTIONS. (Wsize) 15=2364/0-5-8 (rnm.0-3-1I),2G=75W5-8 (min. 0-1-8),11--966/0-" (ilii.0-1-g) Max Horz 20=1 75(LC 6) Max UpffftI5=-39I(LC 7), 20-150(L 7),11-167(LC 7) Max Gray 15=2 (LC 1), 20-763(LC 11), 11 =980(LC 12) FORCES. (ib) - Max. CompJMax. Ton, - AN forces 260 (tb) or less except when shown. TOP CHORD 3 -4 -9834185,5 -22-71432,6-22=-71432,6-7=-441888,7-8=-6591227,8-23=-8391270, 9-23-4391270,9-10z-11611238,2-20=-2821131,10-11-941/188 SOT CHORD 19-20-781412,18-19=-941535,1718=»661820.15-16-8861215,14«15 «341357. 13-14-4V596,12-13-461596 WEBS 3-19=-291152,3-18uW465,4-17=-7041100, 6-17=W393,5-16-12191141, 6-16-194/1060,6-15-1211/245,7-15---1565W, 7-14-201666,11-14-39"l, 8 -12 -611317,3 -204 -597/40,10 -12 -2M46,4.18= -W266 NOTES. 1) Unbalanced roof We loads have been considered for We design, 2) Wind: ASCE 7-05, 1 00mph, TCDL=1 0.8psf; SCDL=4.2psV h=1511„ B=45k, L=36ft; eave=5ft, Cat 11; Exp C; partially, MWFRS (an heights); cantilever left and right exposed; end vertical left and right exposed: Lumber DOL -1,60 plate grip DOLz1,60 3) Provide adequate drainage to prevent water pending, 4) AN plates am MT20 plates unless otherwise Indicated, 5) Plates checlied for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10.0 Pat bottom chord five load nonconcuffent with any other five leads. 0 7) * This truss has been designed for a live load of 20,Opsf on the bottom chord in ail as where a rectangle 3-6-0 fall by 2-0-0 wide win fit between the bottom chord and any other members, 8) Provide Meehan" connection (by others) of truss to bearing plate capable of withstanding 100 th uplift at joint(s) except (j1=1b) IS --391, 20z150, 11=167. Ct 9) This truss is designed in accordance with the 2009 International Residential Code sections 8502A I .I and 8802.10.2 and referenced standard ANS VTPI 1. 10) "Semi-rigid pitchbreaks with fixed hoW Member and fixity model was used in the analysis and design of this huss, 11) Graphical Purim representation does not depict the size or the orientation of the Pullin a" the top and/or bottom chord, LOAD CASE(S) Standard NAL April 16,2015 _11111111111 11 - _1 [JobTrtsa r f Ty C4#y _ `F ty k Cmeksde t 1A tat 6 U'._Cill RiM9 jspdwT ( t) ftwo, COWOOD swwissco �. r . - .. ., . 7400 s Oct 3 2014 Wax loduWlWs, inc 7isat Apt b Poor i t4:RKH€VGbHH V !nQ3S2o3T»yKHSc-gSkCzS##wQ,h*q_CUBOd8tv4kbGY9VSBxtx tC5 ." 1 2o-0 3.9.0 & 3-&12 2-3.0 4-11-0 600 � 2 -� scak, 1102 *s%6 5x6 7x8 $ ixi F12 3x4 - 3x4 6x6 2 i .y SN?S v` 04 Allf, �,x 2x4 r r 6x6 �� �:�� ftp r � XX Us �# 1 1 7 t1€ 9i# 10 ..," 2 d Z V 20,2E• ' 741 P r :'� • \ ,3 ',,'�t $ .#6-"t3:2 19 19 ,.,x'15-YI ,., b Al .. 5X$ X6 22 21 2x4 is 17 16 t5 14 13 12 i ` .SX10 � {,..,... 9x6 ::: 3x4 3x6 3z4 306::. 3x4 �t2 _#4318s#6 2 ..,_#" .... ....,. ,.. "w__,.. 1.&? ,.. .,,.. __._._,I 4� ,,, , ,..... ,. 4"#1,_0 _. "._ ,. ... .._. Plate OITsoLs (tY :, 2,1 d9ai,{#:tJ r BEclgt€z1,,L7 112I..IBmO#i,Cl..0 0 3?,' 3 j1C?.t1 A 0,{i^3.Iii:t} 4WIz"Fj i29 il.{1,0 2 LOADING (psQ SPACINGS'- � CSL OEFL. to Qol Wall Lld PLATES GRIP TCLL 34,0 Plate Grip DOL 1.15 TC 0.53 Ved(LL) -0,14 12-13 >999 240 MT20 997!144 TCDL 18.0 Lumber DOL 1.15 BC 0.28 Vol -0.22 12-13 >999 180 BCLL O,O " Rep Stress tncr Yes WS 0.60 Horz(TL) 4:08 12 rile No SCDL 7.0 } Code !RC2 Pi 7 (Maim-M) Weight 184 to FT - 0% LUMBER- BRACtNGRi- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 cc purlins, except BOT CHORD 2x4 SPF No.2 end verticals, and 244 oc purlins (6 max.). 1-, 4-7, 8-9.10-11. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing, Except 6.0.0 at bracing: 17-18:16-17. WEBS 1 Row at mill 7-16 REACTIONS. (Wall 22=737 (min. 0-1-8),12=950/0 (min, 4-1-8),18=2401%1 " (min. 0-3-12) Max Herz 22-195(LC 6) Max Upti 22=-145(LC 7).12 -162(L 7), 16= 401(LC 7) Max Gmv2 $750(LC 11),12*950(LC 1), 16=2401 (LC 1) FORCES. (tb) . Max. Comp. Mal Ten. - AN form 254 (tb) or Tess except when shown. TOP CHORD 2-22-7321155,2-3-4321121, 3-4-909/173,5-24-13/407, 6-24-131407, 6-7-52/729, 7-8-6971257, S-9-7001269, 9-10-9961242 T CHORD 20- 1 -1441537, 19- 6/590. 18-19=-631594, 16-17=-727/224,15-16-191413, 14-15-191413,13-10.111529,12-13-1221770 WEBS 2-21 -117/662, 3-21=-7761126, 3.20— 7, 4.18 -6921102, S-18-0/379,5­17-970184, 6-17 -9771921, 6-16-1294/287, 7-16-1496/267, 7-14=01273, 8-13-52/283. 10-42-11681278 NOTES 1) Unbalanced root lave loads have been considered for this design, 2) Wind: ASCE 7-06; 100mpil TCDL=10epst; SCDL=42pst; h=15fl, 8=45h, L#24(t turvez6ft, Cat. tt; Exp C; Tally; MWFRS (a8 heights), cantilever Wit and dot exposed; end vertical lett and right exposed: Lumber =1,60 plate grip DOL=1:64 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 5 dogma rotation about its center. 5) This truss has been designed for a 10.0 ref bottom chord thre load rionconcluff"t with any other five 6)' This truss has been designed for a live load of 20.0mrf on the botlont chord in all areas whom a redangle 3.6.0 tall by 2 will fit between the bottom chord and any other members.B 7) Provide mechanical connection (by others) of truss *0 hearing plate capable of withstanding 140 th upi at joint(s) except atztb) 22145, 12=162,16=401. 8) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8842,10.2 and referenced stand ANSI/ i 1 9) tri%-rigid pitchbrooks with fixer! is" Member and fixity model was used in the analysis and design of this truss. 10) GrWhical purlin res tion does not depict the size or the orientation of the purlin a top andtor bottom chord. LOAD CASE(S) Standard April 1 , 015 wARr N • Mat T 1nR as aMad wil w ft T SiiaaJ Rau. t1-14j U&. mTY ti, iteTai be kx �ixaQ he ABaT iia.1 i any 76x7 an of ft P aRs ra' for #* of Ow on #w TOO o*, TPi 1. The e#' T hret ey6 is at a dm +x , hr NeB C�a lrG,a dRa ffiUi 4, T1 C fe wroy U.eD K tRa itRa BRM C.Oa , AN YAO %BL YN.R #* E Ow { fkkc3i �d by Tt*i 39CA are fiCr , YP! 1 the eC Tims , T ..bye hr hyo :T.,T 6 is NO tlts +xT 9 { g ill any h V, wed Wim aro 0 div iad in TPI t. j . i Certs 2tt961 u8wr Jird ac 6+agkreaeinp LtC (CkJt R�4tan 0itleh a'IWi*ananC. a1 BNIy dxnr to wtkrsat wsiitan Fd adanttn limen r*�3. Rliii Y VAI T 3x10 5 W jW jF'ty (CrftksWedQuek HOOOW Man iALot 6 i i _ w Wob Rafsm Cowl) _ 7,600 s Oct 3 2014 Wok Wu*ies. len;, Thu Ape 48 08.2216 2015 Page 1� . K)3RKHiVGbHIZVGinQ3S2oGTJyKHSc-UWa2C t9ntV%wOwRIO9068G3RT07hv9wiT zOC 7-0-4 2-3.O '' I-li-0 8 -ti -p 3-6-0 Il - 1.10.2 3x8 US 300 - ax8 xr, a� , 9 Ea 14 13 12 9x16 Us :. 2x4 { LOAD f4G (Psi} E SPACING- 2-0-0 C 1. DEFL. in (ioc) I deft Ud PLATES GRIP TOLL 30.0 y Plate Grip DOL 1.15 TG 0„55 Vert(LL) 0.09 95-17 >M 240 MT20 9971144 TCOL 18.0 L umber DOL 1.15 Be 0.21 Ved(TL) -0.92 95-97 >999 180 BOLL 00. Rep Stress Ina Yea we 13.75 ? Hort(TL) 0.04 12 ria nla SCOL 7,0 Gude IRC20OWTP12007 (Matrix -M) _. � Weight; 200 lb T = 0% _.z...,...__...�ti.._e,...._. ._,,�.. _._..... .e . .._._... ._...,.... _......_....._.. Fw.... ...,...... .. ..__...e__._..__ LUMBER- 8RACtNG- TOP CHCIRD 2x4 SK N01 TOP CHORD Structural wood sheathing directly apps' or 2 oc pudins, except BOTCHORD 2x4 SPF No.2 end verficals, and 2.0-0 oc purists (5-4.1 max.): 1-3, 4-7.8-9,10-19. BS 2x4 SPF No,2 BOTCHORD Rigid calling directly applied or 6-0-0 oc WEBS 1 Row at mkipt 6-17 REACTfONS. (Iblsizo) 23x=71 (miry. 0-1 -8),12=94210-6-8 (min. 0-9-6). 97.259 -” (min, 0-3-16) Max Hort 23=236(LC 6) Max Up# t 3=-1 (iC: 3), 92=-400(LC 7). 97z-70 (LG 7) Max Grav 23=740(LC 11),12 2(LC 1),17=2519(LC 1) FORCES. (tb) - Max. CamplMax. Ten. - All forces 250 (tb) or less except when shown. TOP CHORD 2-23=-723/135,2-3-265M6,34-589/95,4-5-4191124,5-24=- , 6.24= 6-25-629/404,7-25-6261404 7-8-7091638,8-9=-5881444, 9-1 1453, 9011=-816/431, 11.12='-9221369 BOT CHORD 212.2=-1 4 918 1 5, x20 -2 1=-1 371792;18-1g=-1 84,17-18=- 66,17.26=•6051266. 16-26 ,15-16=-8051286, 14-95=-9521 ;13"14=- 1848 SS 2-22-5&6()S. 3-22— 52, 3.21=-63f478, 3.20=4271140, S-20-1 464637. 5-1 8 O, 6-18= 56, 6 -ti= -22451589; 6.9 2711441, 7.16-8231420, 8-14-1131347,10-14-311122% 10-13=-7 62,11-13= 112C> NOTES - 1) Unbalanced We wads have been considered for this design. 2) Wim[: ASCE 7-05;1 ph; TCDL=10.8ps(, BCDL "cps€ h=15€t; 8=4511-, L=24ft; eave=5i€; Cat. IL Exp C; parfiew, MWFRS (all heights); cantilever left and right a ed ; and vertical left and right exposed; porch right exposed; Lumber DOL=t6o plate gdp OOL=l 3) Provide adequate drainageto prevent water ponding. 4) Plates checked for a plus or menus 5 degree rotation about Its center. , 5) This truss turs been designed for a 10.0 pef bottom chord We lead nonconcurrent with any other live foods.' 6) „ This truss has been designed for a live load of 20.Opsf on the bottom chord in a8 areas where a rectangle tall by 200 wide will e=e em Bt between the bottom chord and any ottw members, with SCDL = 7.0ps€. a *% 7) Provide mechanical con (by others) of truss to beefing Plate capable of withstanding 100 th uplift at ont(s) except at=lb) 23=129, e� 8) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.90.2 and referencedw standard Ahi11"1'PI 1, e 9) Se Id pitchbreaks with €fixed heels'Member end fixity was used in the analysis and design of this t 10) Graphical puffin representation does not depict the size or the orientation of the puft a the top andior bottom chord. ee LOADCASE(S) Standard ' April 16,201 a.06 12 Us 4 i 4 4x8 Us 1 2 3�t 4.10 lj20 �R ,6d-vbsF+" 54 ". 23 22 3x14 :.,. 2x4 U 6x8 8,00 f12� 3x10 5 W jW jF'ty (CrftksWedQuek HOOOW Man iALot 6 i i _ w Wob Rafsm Cowl) _ 7,600 s Oct 3 2014 Wok Wu*ies. len;, Thu Ape 48 08.2216 2015 Page 1� . K)3RKHiVGbHIZVGinQ3S2oGTJyKHSc-UWa2C t9ntV%wOwRIO9068G3RT07hv9wiT zOC 7-0-4 2-3.O '' I-li-0 8 -ti -p 3-6-0 Il - 1.10.2 3x8 US 300 - ax8 xr, a� , 9 Ea 14 13 12 9x16 Us :. 2x4 { LOAD f4G (Psi} E SPACING- 2-0-0 C 1. DEFL. in (ioc) I deft Ud PLATES GRIP TOLL 30.0 y Plate Grip DOL 1.15 TG 0„55 Vert(LL) 0.09 95-17 >M 240 MT20 9971144 TCOL 18.0 L umber DOL 1.15 Be 0.21 Ved(TL) -0.92 95-97 >999 180 BOLL 00. Rep Stress Ina Yea we 13.75 ? Hort(TL) 0.04 12 ria nla SCOL 7,0 Gude IRC20OWTP12007 (Matrix -M) _. � Weight; 200 lb T = 0% _.z...,...__...�ti.._e,...._. ._,,�.. _._..... .e . .._._... ._...,.... _......_....._.. Fw.... ...,...... .. ..__...e__._..__ LUMBER- 8RACtNG- TOP CHCIRD 2x4 SK N01 TOP CHORD Structural wood sheathing directly apps' or 2 oc pudins, except BOTCHORD 2x4 SPF No.2 end verficals, and 2.0-0 oc purists (5-4.1 max.): 1-3, 4-7.8-9,10-19. BS 2x4 SPF No,2 BOTCHORD Rigid calling directly applied or 6-0-0 oc WEBS 1 Row at mkipt 6-17 REACTfONS. (Iblsizo) 23x=71 (miry. 0-1 -8),12=94210-6-8 (min. 0-9-6). 97.259 -” (min, 0-3-16) Max Hort 23=236(LC 6) Max Up# t 3=-1 (iC: 3), 92=-400(LC 7). 97z-70 (LG 7) Max Grav 23=740(LC 11),12 2(LC 1),17=2519(LC 1) FORCES. (tb) - Max. CamplMax. Ten. - All forces 250 (tb) or less except when shown. TOP CHORD 2-23=-723/135,2-3-265M6,34-589/95,4-5-4191124,5-24=- , 6.24= 6-25-629/404,7-25-6261404 7-8-7091638,8-9=-5881444, 9-1 1453, 9011=-816/431, 11.12='-9221369 BOT CHORD 212.2=-1 4 918 1 5, x20 -2 1=-1 371792;18-1g=-1 84,17-18=- 66,17.26=•6051266. 16-26 ,15-16=-8051286, 14-95=-9521 ;13"14=- 1848 SS 2-22-5&6()S. 3-22— 52, 3.21=-63f478, 3.20=4271140, S-20-1 464637. 5-1 8 O, 6-18= 56, 6 -ti= -22451589; 6.9 2711441, 7.16-8231420, 8-14-1131347,10-14-311122% 10-13=-7 62,11-13= 112C> NOTES - 1) Unbalanced We wads have been considered for this design. 2) Wim[: ASCE 7-05;1 ph; TCDL=10.8ps(, BCDL "cps€ h=15€t; 8=4511-, L=24ft; eave=5i€; Cat. IL Exp C; parfiew, MWFRS (all heights); cantilever left and right a ed ; and vertical left and right exposed; porch right exposed; Lumber DOL=t6o plate gdp OOL=l 3) Provide adequate drainageto prevent water ponding. 4) Plates checked for a plus or menus 5 degree rotation about Its center. , 5) This truss turs been designed for a 10.0 pef bottom chord We lead nonconcurrent with any other live foods.' 6) „ This truss has been designed for a live load of 20.Opsf on the bottom chord in a8 areas where a rectangle tall by 200 wide will e=e em Bt between the bottom chord and any ottw members, with SCDL = 7.0ps€. a *% 7) Provide mechanical con (by others) of truss to beefing Plate capable of withstanding 100 th uplift at ont(s) except at=lb) 23=129, e� 8) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.90.2 and referencedw standard Ahi11"1'PI 1, e 9) Se Id pitchbreaks with €fixed heels'Member end fixity was used in the analysis and design of this t 10) Graphical puffin representation does not depict the size or the orientation of the puft a the top andior bottom chord. ee LOADCASE(S) Standard ' April 16,201 5x6 1 6x6 Oitsais (X,Y� [; 14 ( 6x12 6;tk ' 12.. 6x12M'r. S £ [4,112 -$,Edge), 16:04-0,0-1-91, [7:0-3-0,0-2-01, 8 1000 '� 6x12MT20nS N LOADING (psi SPACING 2 CSt« DEEL. in (too) Well Ltd PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TO 0.53 ? Vsrt(LL) -0+11 1192 >999 240 � MT20 197/144 TCOL 19.0 Lumber DOL 1,15 SC 0,47 Veit(TL) -0.2511-12 >743 1tEit k MT20HS 14811118 SELL 0,0- i Rep Stress Ina NO � WS 0.76 � Hotgn) 0.16 8 ria nla SCOL 7.0 Code tRC2009/TP12007 .... . _.. _ . _ a ... .. _._ ._ .. _ . � . .._ . a ,.. , ...3. (Matrix -M) ..., . de. & _. ._ ... Weight; 397 I5 T - 0% _ „ ..._F _ i,.., _... ,.� ......... _. ,. .. .... _. w , .e_ .... .... LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD StrucWral wood sheathilrg directly applied or 644 no pu " s, except BOT CHORD 2x6 DP 1950E VE end ve 2 oc puffins ( max j) 1.4, 5-7, WEBS 2x4 SPFNo.2 xEx BOT CHORD Rigidceilingdirectly applied or 10.0.0 oc bracing, VxU7UF1111 REACTIONS, (Jbisize) 14-1027M.6-8 (atim 0-3-10),8-101570" (mfn0-3-10) Max Herz 14=265(LC 6) FORCES Qb) - Max +..« i x. or .xshown. Top C;T6RO �i 1« i «i BOTCHORD I2477, 10-11-016787,9-10-380(7380 WEBS Y «d ii « 5-11-322/5406,6-11-33414481,6-10=-301/SM, i1 ii7-9=-674/9153,6-9=-105271669 NOTES- 1) Top chords connected w.lx... • 0-7-0 oc Bottom chords connected as follows: 2x8 - 3 tows stawided at mA-n Webs connected as folows., - I row at 0.9.0 oc, 2iC6 - 2 rows stailgered at 09-0 oc 2) AD loads are considered equally applied to an piles, except if rioted as trom (F) or bacli (8) face In the LOAD CASE(S) section, Ply to ply connections d provided to distribute only loadsda or otherwise Indicated. 3) Unbalanced roof We loads have been considered for this deso. •.Ahts), cantilever «t and right exposed and ve:.,.t and light exposed;w• DOL=I dk plate grip DO:i 5) provide adequate drainage to prevent water porlding, 6) AN plates am MT20 plates unless Otherwise mdicidad 7) Plates checW for a plus or mines 5 degree rotation about its cemsr 8) This truss has been designed for a 104 Pat bottom chord We load nonconcuffent with any other five toads. 9) - This truss has boon designed 'd « z live toad of 20.Opsf on . bottom x win an areaswhere a rectangle3-6-0 tall by t # wide will fit between the bottom # ♦wW any other members, i °'snit. mechanical connectionlby others)of ♦ hearing f.: capable of t d. i#ld...f.. at joint(s) exceptd. truss14=752, 11) This r is designed in accordance ,fid InternationalResider" Code x R502.1 f R802.1 , 0 0.2 and +d standard Girder12) «: si from rti to •t 13) 'Se"id pitchbreaks with fixed heeW Member and flinty model was used in Ina '.. .4 m ! 3♦ G « d'd' f «•« 5 x" x..• d « analysis: « d ♦w :..d x DOOM ..f April c- r ` aft d t y Y. Tr $s ; Truss Type Qty Ay GOveksidel t1u44 Fi04CKa Pty IA l a! 6 �LCi ProbuRd. Cobrado.....S ,C* .� . _ .... ..... 7. 0 Oct 3 2014 MMak � . inc Thu Apt 16 08:22:57 2015 Page 2... 10:RKH VCrbHIZVC,jnQ3S2oGTJyKHSe-cqsyN82qSAHeMByPRgwoz8XYYCTKr7pgi?Oz005+ LOAD CASE($) Standard 1 D Dead + Root Live (balance}: Lumbar Increase-1.15, Plate Increase-1.15 Uniform Loads (pit) Vert: 1-2=-96.2.4--45< 4-5--96, 5-7=-96, 13-14 -1198( 1184), 12-'13=-119 (F -1184), 10.1 =•11 F-1184) 6,00 2 7( 4 2x4 }, 2 i E E i t 2-5 uS r $ , 44 ,i a pp 4 e. J L t 2.4 U 5 _ 4 ....,s� .. LOADING lost) SPACING- 2-" � CSL OEFL. to (loc) Udall L/d PLATES GRIP TOLL 30"0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 5 >M 240 MT20 197/144 TCt3L 15.0 ! Lumber DOL 1.15 BO 0.03 Vert(TL)0.00 > 180 BOLL 0.0 * r Rap Strias tncx Y 0.00 Horz(TL) 400 3 We We ti BCDL 7.0a IR02 ITPI2007 (Matnx M) i Weight: 6 lb FT 0 __.1.. _ .._., ,..,, ..... _...._.. ... ..,_ ... _.m .. _r ..... .. _ ....... ..._... LUMBER- BRACING- TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 1-8.12 oc peudins, except BOTCHORD, 2x4 SPF No.2 and verficals. WEBS 2x6 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 1 oc bracing. REACTIONS. (Ib/size) 5-24610-3-8 (min. 0-1-8),4-9/Mechanical, =271mechatucal Max Hom 5102(LC 7) Max llp#45-13(L0 7'), 4-16(L0 7), 3=-35(L0 7) Max Grav 5=246(LC 1), 4=*LO ), 3=36(L0 5) FORCES. (lb) Max. Comp"/Max. Ten. - Alt forces 250 (ib) or Was except when shown, NOTES- 1)Wind: ASCE 7-05„ 1 ph; TC0L=10.8psf; BODL-4.2pst, hz15ft; 8=45ft-, L=24tt; eevez4ft; Oat. U; Exp C. partially; MWFRS (ell heightsy cantilever lett and right exposed; end vertical left and right exposed; Lumber ice.=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any rather Nva loads, 4) ` This boss has been designed for a five lead of 20.0psf on the bottom chord in all areas where a rectangle tali by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer togirder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearinti plate cap" of withstanding 100 lb watt at joint(s) 5, 4, 7) This truss is designed In accordance with the 2009 International Residential Code sections R502.11.1 and R802.1 0.2 and referenced standard ANSVTPi 1. 8) "Semi-rigid pitchbreaks with fixed heaW Member end fixity model was used in the analysis and dein of this L0AD CASES) Standard x NAV April 16,2015 . -914r r _. + _.I 1 4-2-12 ... _.. "-a 42.12 i fig t t 6,00 I92 " #.3 r' 2x4 l ttv t e r p 2r,6 A LOADING (psi) _ SPACING- 2-0.0 € GSI. DEFL. in (lc) Wad Lfd PLATES GRIP TCLL 30.4 Plate Grip DOL 1,15 TC 0.20 Vert(LL) 0.02 4-5 >9N 240 MT20 1971144 T OL 18.0 Lumber DOL 1,15 BC 0,14 Ved(TL) -0.03 4-5 >999 184 BCLL 0.0 ` Rep Stress Ina Yes WB 4,00 Horz(TL) «0.03 3 We rade BCDL 7.0 i Code IRC2 1TP 7 ! (Matrix-M) : Weight: 13 to ...., ........... ..... _ ...., ... _..._..,.. ..,. .. .... , , .. ......, _.., .. E ...... ....... ....._.....,......... , ....... ........ ............... k FT 0 ..... . , ..,.,., . _ ....,.,. . . , ....,_.,.., . .. ....., ....... LUMBER- BRACING. ,.... , ., .... ,. . ,_...., .... ..... TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2»12 oc purlins„ except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 24 SPF 2100F 1,8E BAT CHORD Raged calling directly applied or 10-0-0 oc bracing. REACTIONS, (Ib/size) 5=3 (mitre. 0."), 3=159/Mechanical, 4-391mectionicifi Max Herz 5=166(LC 7) Max 5 27(LC 7), 3-77(LC 7), 4=-8(LC 7) Max Gray 5= LC 1), 3=159(LC 1), 4=65(LC 2) FORGES. (tb) « Max, CompJMax. Tan. - AD tortes 250 (lb) or less excerpt when shown. TROP CHORD 2-5 -337 NOTES- 1) A : ASCE 7-05,:1 00mph, TCD4=10.8psf; BCDL=4.2psf, h=15ft, 5ft; L 2411 eavez4fk; Cat, it Exp C, partially; MWFRS (all heights] cantilever Wit and right e ed ; end vertical left and right exposed, Lumber DOL=1.50 plate grip DOL=1,60 2) Plates checked for a plus or minus 5 degree rotation t its canter. 3) This truss has been designed for a 10.0 pet bottom chord live toad nonconcurrem with any other live loads, 4) " This truss has been designed for a five load of 20,0psf on the bottom chord in all areas where a rectangle tall by 2.0-0 wide Will fit between the bottom chord and any other members, 5) Refer to girders) for truss to truss connections. 6) Provide mechanical ' tion (by others) of truss to bearing ptale capable of withstanding 100 to uplift at joint(s) 5, 3, 4. 7) This truss is designed in accordance with the 2009 International Residential Code sect"sectiona R502.1 1.1 and 8802.90.2 and referenced standard ANSIITPI 1, 8) "Semi-rigid pitchbreaks with fixedheels' Member and fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard b a tee'"ONA •"��""` ,» April 16,2015 W= AW rJ tav, tt•t4l aHriauiweAri tN +marine rwk #arrwad ba car Hn 6a vW, 6s a T nomw wn,&„ I l nWrtye tdgn rdHw xaegia Truss cm Hie Tn'SCF enty. n�itav TPe i. The rile and uaa rid Qs Tzar lq�r amy s tlae rem k or Hie l7auieye r"a aiuirr�eVsnd spurt tmi d . kt riga cra.�r'N,4�ti:„'•l.. ritc' 4 W, line pmt TPt 1, V* ar Hwa Togar d HSM USa d r Hxa FURS. �� �. �. fi RtaHarien s d r#9rN 1 H d �r r a HNA Hie �d r keLriN, i� 9 3e1eb Sar Smn �M 00 Too and 0* MW erifr tarsi @}^ Tp9 field 56C.+4 are raamarlP,ad raF Tr*e T ddnss Hca re s anti dories MHaa Tt'uaa OsNar, Twuss and Treara lt4stsriae, unless ed+srvwdsa daKnswi by a +wracd aHn"ursv! #i wlkHtli by ad t}s F�'rs t4t'7 p WarHas. i> Hee nasi tar ar'TnnRa Slmlarr+E+ipki+aee fa As kn ace as deter bn TIn n, its CaPyeliiht 0 2014. orJ Enowoft,LCC,(OU), Repoducsonc4H'4a _. t.M any fixM is. a orJ, # LLC 1.0.0 3141' 1 i 1 " 4 2x3 >r. f 11.1.„... . , , ... .. ..,-'r ._, LOADING (psri � SPACING- 2.0.0 CSL DEFL. In (too) Vdeff Up PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TC 0,10 Vert(LL) 0.00 5 >999 24€1 MT20 197/144 TCDL 19.0 Lumber DOL 1,15 BC 0.06 Vert(TL) 0.00 5 >999 189 BCLL 0.0 ” Rep Stress fncr Yeawe 0 00 H (TL) 401 3 We nta SCOL 7.0 Code IRC TM2007 (Mt ) Weight 8 lb FT = Oho LUMBER- SRACING- Tt3P CHORD 20 SPR No 2 TOP CH RD Structural wood sheathing directly applied or 1-11.1 oc purlins, except BOT CHORD 2x4 SPF No.2 end verficals, WEBS 2x8 SPF 2100F 1.8E BOT CHORD Rigid roiling directly applied or 10-0-0 oc bracing, REACTIONS. (lb/size) 5=264M-3-8 (min. 0-1-8), 4--ti/Mochanicat, 3-slyMponanical Max Horn 5=144(LC 7) Max UpOft4--29(LC 7). 3-58(Lt 7) Max Grav 5=254(LC 1), 4= C 6), 3=57(LC 5) FORCES. (to) - Max. Comp.iMax. Ten. - Ali forms 250 (to) or lose except when shown. NOTES - 1) Wmd: ASCE 7-05;1 ph; TCDL=10.8psf; SCDL=42psf, h=1511; Sm35ft, L -241t; eavez4ft; Cat, ff, Exp C; partially, MWFRS (all heights); cantilever left and right a od ; end vertical teff and right exposed; Lumber DOL=1.60 plate grip DOL -1,60 ) Plates chacked for a plus or minus 8 degree rotation about its center. 3) This Vim has been designed for a 10,0 pat bottom chord live tried nonconcuffent with any other five loads, 4) * This truss has been designed for a five load of 20.0pst on the bottom chord in all areas where a rectangle 3-66-0 tail by 2-" wide will ii between it* bottom chord and any other 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lis uplift at joint($) 4, 3. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1,1 and 8802.10.2 and referenced standard ANSUTPI1, 8) "Se . ' id pitchbroaks with fixed heaW Member and fixity model was used in the analysis and design of this LOAD CAtSE($) Standard NAL April 16,2016 warrrrrtir3, tat ray Tr}A a ani ot" T an kta los y, TPI 3, Thi kaaa, '. :. ated tt d T Ax any. ra Pm ar , Uw siker ak #w rRC, rrarr 4eG, Nsa mar r 4, Tisa sd ixrp -ray of Me Tam. l iia the . AN amara . i P ry Udwnatkin 8 L by TPI a� tJ TM r ft to oma T T e a Tem aaP, by a ick in by a8 .'Thi Teta Mn aaR ar T s E i. ra any A# capkafted Wm ase as do&wd kn TPM 1, i rve r CopyOpW 02014 1 sang. LLC, PJ% . 8t a V jxM is J, 1 1-04 3-5-1- 4 2X6 . . .. ........ . . . .... . . . LOADING (ost) SPACING- 2-" CSL i OEFL in (f0c) lidell Ud PLATES GRIP TCLL 30,0 Plate Grip DOL 115 TC 0.11 Vert(LL) 0.02 4«6 >944 240 MT20 197/144 TCDL 18.0 Lumber DOL 9.15 BC 0.11 Vert(TL) -041 4.5 >999 180 BCLL 0'0 Rep Stress Ina Yes WB 0100 Horz(TL) -0,03 3 n/a n1a I BCDL Coda do IR C2 01) WP I =7 (Mabix-M) .... . .. ..... — ----- Weight 12th FT=O% LUMBER- BRACING - TOP CHORD 2x4 SPF No2 TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purlins, except BOT CHORD 20 SPF No2 and verticals, WEBS 2x6 SPF 210OF 9.6E BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing, REACTIONS. (lb/size) 5z31310-3-6 (min, 0-1-8), 3=122Nethe nical, 4-27/Mechanical Max Horz 5-191 (LC 7) Max Uplift3--85fLC 7),4-23(LC 7) Max Grav5=313(LC 1), 3=122(LC 1), 060(LC 2) FORCES. (lb) - Max. Comp./ Max. Ten. - All ferces, 250 (fb) or less except when shown, TOP CHORD 2-5-29&39 NOTES - 1) Wind: ASCE 7-06; 100mph; TCOL00.1ftisf; BCDL-41pitf; h=15ft; Bzlfift; L=2411; oave=411; Cat 11; Exp C; partially, MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOLzt1.60 plate grip DOL=1,60 2) Plates checked for a plus or mines 5 defires rotation about Its center. 3) This truss has been designed for a 10,0 Pat bottom chord We load nonconcurrent with any other live leads. 4) * This truss has been designed for a five load of 20.0psf on ths, bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will III between the bottom chord and any of members. 6) Refer to girder(s) for truss to truss connections, 6) Provide mechim" connection (by others) of truss to bomint; plate capable of withstanding 100 lb uplift at joint(e) 3, 4. 7) This truss is designed in accordance with the 2009 International Residential Code soctorts R602.1 1.1 and 880:2,10.2 and referenced standard ANWPI 1, 8) "Se m"gid prichbreaks with fixed heals' Member end fixfty model was used In the analysis and design of this Ina& LOAD CASE(S) Standard 8 7 E2 hg... AX aspWkW Nom am a de%wd in TPI 1, 2W4 PMBU4d,0rJ Eftgrowkw% LLC, (00), Ropmduc6on of 96 dm~t in WW tm, in PW*Aed wMW wdftn Pmauodorj, M� am 1-0.0 - 2-8-1 S z `0 4.5 6 r' 4 2x4 2w1, .. _ ._.._ LOADING (psi) i SPACING- 2-0.0 GSI. € OEFL in (too) Udett Ud PLATS GRIP TELL 30.0 f Plate Grip DOL 1>15 TC 0.10 ! Ved(LL) 400 -5 >999 240 MT20 197/144 TCDL 15,0 i Lumber DOL 115 SC 0.03 Vert(TL) -0,00 4-5 >M 180 � BCLL 0.0 " Rep Stress Incr Yee WS 0.00 Horz(TL) X3.01 3 We We BCDL 7.0 Cade IRC2 fTPi 7 (Matnx-M) Weight 9 to FT 0'% r..._ .... .... .......... ..... _ . ,. _ ..... LUMBER- RRACtNG- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purtins, except BOT CHORD 2x4 SPF No.2 end verticals, WEBS 2x6 SPF 2100E 1.8E BOT CHORD Rigid calling directly applied or 10• oc bracing. REACTIONS. (lb/size) 5=27 (min, 0.1-8), 3=87 ran" , 4�14/Me nical Max Horz 5=100(LC 7) Max Uphft5=-MLC 7), —30(LC 7). 4 5(LC 7) Maar Grav 5=279(LC 1), 3=87(LC 1), 4=36(LC 2) FORCES. 0b) - Max. ComPJMax. Tees, - AR forrxis 250 (tb) or less except when shown, TOP CHORD 2-5-260/41 NOTES 1) Wind: ASCE 7-05„ 1 ODmph, TCDL=10.8pst, BCDL=4.2psf, h=1511; B=451t: L=2411; eave=4li; Cat. It; Exp C; enclosed; MWFRS (all heights), cantilever left and tight ex : end vertical left and tight exposed; Lumber DOL=1.80 plate grip DOL=1.80 2) Plates checked for a ptus or mimis 5 degree rotation about its center, 3) This in= has been des` for a 10.0 psi bottom chord five load nonconcurrent with any other live twds, 4) . This truss has been designed for a five load of 20.Ops1 on the bottom in all areas where a rectangle tall by 2 wide wfk td between the bottom chord and any other 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical n (by inhers) of truss to bearing plate capable of withstanding 100 to up#ft at joint(s) 5, 3, 4. 7) This in= is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802, 10.2 and referenced standard ANSI/TPI 1. 8) -Semkigid pitchbreaks with fixedheels' Member end fixity model was used in the analysis and design of this truss, LOAD CASE(S) Standard OL er NAVe aw a Apeff 16,201 w - A,"Of r a tlra [kJ frau. It -tog as at bcsMWr on T rtxe I � t many TOO � ar � atft r sa dm mt Haar a at tl T. aap mar eta r 4a tlra dr tib ed Ga daa fie, fi pad A# ocms set saw #ta f 9 v is arra+ s agar €wt ow err r T to E.. r frc Tf>W t,Y a rrtms gx wsa agar Y S cm 2tat4 �p arp&raeernp 4LC tori% �n tddrns dasxwnasrr, ks eery . ie vdtlrsraw A»m rMmikeAi.+arJ. 1 V� Uel a -1 f S - 1.r3.4 .. LOADING (psi) SPACING;- 2-0.0 � CSL � DEFL. in (W) Iidefl Up _ PLATES GRIP TCLL 30.0 i Plate Grip DOL 1.15 ? TC 0,10 i i Ved(LL) 0.00 5 >999 240 MT20 1971144 TCDL 18.0 Lumbe,DOL 1.15 f BC 0.03 Ved(TL) 0.00 5 >999 180 SCLL 0.0 * Rep Stress Inca Yes i WS 0.00 ? Horz(TL) «0.00 3 nla nta BCC>L 7.0 ? Cade IRC2009ITP12007 r (Matrix -M) ! i Weight. 6 to FT 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1--1 oc purlins, except T CHORD 2x4 SPF No.2 end verticals. WEBS 2x8 SPF 2100E 1,8E BOT CHORD Rigid calling directly applied or 1 oc bracing. REACTIONS. (lb/size) 5=24710-5-8 (min, 0-1-8), 4-2 ani 1, 3-4/Mechanical Max Harz 5.9(L 7) Max Uplilt4--30(LC 7), 3--28(LC 7) Max Grov 5-247(LC 1), 4-15(LC 5), 3-20(LC 5) FORCES. (fb) - Max. CompJMax, Ten, - All forces 250 (ib) or less except when shown. NOTES - 1) Wind: ASCE 7-05;1 ptr> TCDL-10.8psf, BCDL-4.2psf, -15tiM B-4 Its, L-2411; a =olft, Cat. IIt Exp C, k MWFRS (all heights); cantilever left and tight exposed; end vertical left and tight exposed; Lumber CION. -1.60 plate grip DOL -1,60 2) Plates ter ed for a plus or rmmus 6 degree rotation about As ter. 3) This tam has boon designed for a 10.0 psf bottom chord five load nonconcuffent with any other five loads. 4) * This truss, has been designed for a five load of 20.0psf on the bottom chord in all areas where a rectangle tall by 2-" wide will M between ft bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connect` (by others) of truss to hearing plate capable of withstanding 100 tb uplift at joint(s) 4„ 3. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802, 10,2 and referenced standard ANSt1TPl 1. 6) "Semi-rigid pitchbreaks with fixed Is" Member end fixity model was used in the artatysis and design of this truss. LOAD CASE(Sy Standard to aw.r in+g� teae:5a ag 3tn... sa'A swa r+x .'€Pr ra v T , i:... x any „d as eed in TN 4.9a M bye ,Thar is NiFT f» c'aTnaa tavarE 2014 P DIJ ' g, 6.M (W)• Repodm6m d ks any imm is J. I russ, T Type zf'Xy � Ply ( cmakswe t Qu a! Howws Pion >iA J6-Pwtug Truss 4r t 40, R9nce topliorl) coio� spumtrs,Qa Me a 00 3 2014 Wok irduaa tDi RKHiVGbHt2VG' 3S2oGT.iyKHSc lt5uA5io5 9ct9 }— 3 �<? Scate - 1:261 4 6 30 3k4 LOADING (psf) SPACING- 2 -G7 -t1 l GSI. L EFL in (foe) I/ ft Ud Pt ATE$ GRIP TCLL 30.0 plate Grip DOL 9.95 TC 0,75i Vert(LL) 412 5.6 >663 240 MT20 1971144 TCDL 18.0 Lumber DOL 9,95 i BC 0.30 Vert(TL) -0.25 5.6 >323 980 SCLL 0.0 Rep Stress Yes 1 0.10 Horz(TL.) 0.00 6 nla nla E BCDL 7.0 Code i8C2tncr P1 (Matrix -M) Walght. 32 to . _.w . ........ _... ...._. _... .. . . ..... .. .. ............ . ..... .. _,..... ... . ,.._ _.. __� ._, .....,..._ .. ._ ..mw... FT = 0% _ . LUMBER- BRACI G - _ .. ..,.,. w.m TOP CHf3RD 2x4 SPF No.2 TOPCHORD Structural wood sheathing dkedly applied or 6• oc puffins, except BOT CHORD 2x4 SPF No.2 end verficals. WEBS 2x4 SPF No.2 BOTCHORD Rigid ceding directly applied or 1 oc bracing, REACTIONS. (tblsize) 6=48810-3-8 (min. 0-1-8),5--360IMechanicat Max Horz 6=229(LC Max Upltf 6 - 6(LC 7). 6-125(LG 7) FORCES. (to) - Max. CornpJMax. Tan, - AN farces 250 (tb) or Was except when shown. TOP CHORD 2-6-250!119 SOT CHORD =-1391251 BS 3-6-316/0,3-53-309/171 NOTES - 1) Unbalanced roof Uva leads have been considered for this design. 2) Wind. ASCE 7-05.1 ph, TCDL-10.8psf; BCDL=4.2psf; tr=1511; B=t ft» L=2411; savez4ft; Cat. lt, Exp C; partially, MWFR (a# heights); cantilever left and right exposed ; end vertical Wit and rod exposed; Luber DOL=l.60 plate grip DOL=I.60 ) Plates chocked for a plus or manus 5 degree rotation t its center. 4) This in= has been designed for a 90.0 psf bottom chord five load nonconcuffent with any oltw We bads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a tall by 2 wide will Fit between the bottom chord and any other 6) Refer to girder(s) for truss to huss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 tb upUU at joint(s) 6 except ( #a) 5=125. 8) This truss is designed in accordance with the 2009 International Residential Code sections 8502.19.9 and 8802.10.2 and referenced standard ANSltTP1 Il 9) *Semi-rigid pildibreaks with fixed hoete Member end fixity model was used in the analysis and dein of this truss. LE7Ai} CASE(S) Standard (" 01, _ NAL April' ,2015 Wo wARSrfQR• fes ma! T ku sf •ksm, gaffs owDrJ sw. Bf.14i usex. m to 4k be forf#5 dbe 's , ,AsaTe." . to "W on any an 800opwrom of fda pia kir to at tlta Mroo Tras depkW an fes TOO arty, wx&K TPr i. Tho aP T loaner is tlw zdfaa , ftis , 6e tis t A at ft iRc, fes tie. fie �d r#f`�7 sYd sery srf d bs fss fre aid .Af mar f*'rte f p+aeA3uws gad t s$i 6v rP+!SAs - kir . TPt r fta ' aed er! fee Tits , s h8` aW. Ths Y [ . is ort s ran orgy. . AM ars ss kti TPi t, ;. � i 2014 W +g, rtC. G!'b'Jl. aimn or ka . is F4q i2ra.. yEG4 nTruss 5 ! 1 _ _ w ,JobRe%+ db .aro 7. s Oct 3 1-i•f}:... 1.11^5 2-0,8 4 ,..... ....... .. LOADING (psf) SPACING- 2 ; CSt. ... ... DB'FL. in .. .... .... ........... .. _ _._._ (loc) Ildet Lid _ ... , ,.............. ........ . ..,. ., ... ...... _.,.., PLATE$ GRIP TOLL 36.6 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.02 6 >999 240 MT20 197/144 TCDL 18.0 Lumber DOL 1.15 SC 0.09 Vart( L) -0;04 6 >999 180 SCLL 0.0 * Rep Stress foor Yee WS 0,02 Horz(TL)-U3 S nia rale SCOL 7.0 Code IRC TP12007 i (Mabix-M) E ;. Weight 15 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4 oc purtins, except BOT CHORD 2x4 SPF No.2 egad verticals, WEBS 2x4 SPF NO2 BOT CHORD Rigid ceifing directly applied or or bracing, REACTIONS. (thisize) 7=33110-5-8 (mica. 6-1-8), 5-187/Mechanical Max Herz 7=120(LC 7) Max LlpWft7=-13(LC 7), 5=-42(LC 7) FORCES. (ib) - Max. aV.iMax. Ten, - Aft torus 250 (to) or Was except when shown. TOP CHORD 2-7-277/25 NOTES - 1) Unbalanced five loads have been consideted for this design, 2) Wind: ASCE 7»05:1 ph: TOOL 10,8ps€; BCDL=4.2pst; WWI; 8=45ti, L=2414: eave=411; Cat if; Exp C; enclosed; MWFRS (all heights); cantilever telt and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip D0L=1.60 3) Plates checked for a plus or minus 5 degroo rotation about its center. 4) This truss has been designed for a 10.6 pet bottom chord five load nonconcurrent with any other We kisds 5) * This truss has been designed for a live toad of 20.Opsf on the bottom chord In all areas where a rectangle tall by 2 e wig lit between the bottom chard and any other members, 6) Refer to girder(s) for truss to truss connections, 7) Provide mechanical connection (by ofhers) of truss to bearing plate capable of withstanding 100 ata uplift at totals) 7; S. 8) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSVTPI 1. 9) "Sernkigid pitchbreaks with fixed heele Member end fixity model was used in the ana"Is and design of this truss. ER 02614 J EnlikowkV, LLC, MrJA : w of , kx Uroii va5k r '71W OWN "ao fm erns � a � n. B r x 2xa r -1,414 1._� .....,,_ Plata Otlsats (,Y� _ [7 U 2 fi,Q 1 5l . LOACtING (psli SPACING- 2 CSt. DEFL. in (loc) gdelt Ud PLATES GRIP TCLL 30.0 Plate Grip IDOL 9.15 TC 0«17 Vert(LL) -0.00 7 a99, 240 MT20 1971144 TCDL 18.0 f Lumber IDOL 1.15 SC 004 i Vert(TL) -0.09 7 >999 130 BCLL 0.0 " Rep Stress Incr Yes WB 0.08 3 (TL) 400 4 We nla BCOL 7,0 Code IRC200 PI2007 (Matrix -M) i I Weight, 17 iia FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 4-0.0 oc purkns, except BOT CORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No,2 BOT C ORD Rigid calling directly applied or 1 oc bracing. REACTIONS. (lb/size) 8-33110-" (rain. 0-1-8),4=187IMechartical Max 8=10(LC7) sP Pf--44c It •• CHORD 2-8-33264 NOTES - 1) 2) Wind: ASCE 7-05, 100mph; TCDL*10,8psf SCOL-42PA, h-1611; B -461t, L-24ft; save -411; Cat It Exp C, enclosed; MWFRS (a# heights), cantilever loft and right exposed; end vertical left arid tight exposed; Lumber DOL=I A0 plate grip #a 3) Plates checked for plus or # } 4) This truss has been designed # I Pat rotationlx#e# live load nonconcurrenti.#:. 5) * This truss has boon designed for a five load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer Y # #^ for # truss connections, Provide # # (by others)to bearing Plate CV010, of withstanding 100 l# uplift at # : 8 8) This truss is designed to accordance with the 2009 International Residential Code sections R5021 1 .1 and R602,1 0.2 and referenced standard ANSVTPl 1. fixed9) *Semi-ngid pitchbreAs with heeWMember LOAD D #. } # xx a tx s e ., #: t ae t .x .. .ax a .. i b ♦ # t "_0 4-1-0 4-1-0 n REACTIONS, pbls.ze) 7-497/0-3-8 (min. 0-1-8), 6=672IMectionicei Max Harz 7=200(LC 4) Max 7 84(LC 7), 6-138(LC 4) FORCES. (lb) - Max. CompJMax. Ten, All forces 250 (Ib) or Was except when shown. TOP CHORD 2-7-493/85, 2-3=-431/65,4-5-294199 T CHORD 5-6-1061375 WEBS 2-6=01388,3-5=-449/131 NOTES - 1) Wind: ASCE 7-05;1 ph; TCDL=10.8psf; BGDL=4.2pst, h=1511; S=46ft, L=24ft; eave=4ff; Cat, 11; Exp C; partially; iMWFRS (all heights), cantilever left and right exposed; end vertical left and fight exposed; Lumber =1.60 plate grip DOL=1,60 2) Plates checked for a plus or minus 5 degree rotation about its cantec 3) This truss has been designed for a 90.0 psf bottom chord Kira load nonconcuffent with any other live kufds. 4) " This truss has been designed for a live two of 20.Opsf on the bottom chord in all areas whom a rectangle tall by 2-0-0 wide will flit between the bottom chord and any other members, 5) Refer to girder(s) for miss to truss connections. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=1b) 5=138. 7) This truss is designed in accordance with the 2OD9 international Residential Code sections R502.1 1.1 and 8802.90.2 and referenced standard ANSI1TP11. 8) "Semi-rigid pitchbreaks with fixed hoots" Member encs fixity model was used in the analysis and design of this truss. 9) to the LOAD CASE($) section, foods applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) stead + Roof Live (balanced), Lumber Increa 1,15, Plate Increase=1.95 Uniform Loads (ptf) Veru 1-2=-96 Trapezoidal Loads (pI€) Vert: 2=-4(F=46, 6)-t 4—M(F=-50, 8=-50), 7=0(F=7, S=7}to- =-28(F=-7. B-7) April 16,2015 4x4 :: sus ..: 20 0r2-0 . .. ._ . .. l LOADING (Pat) SPACING- 2-0.0 C 1. DEFL in OW) Well Ud PLATS GRIP TOLL 30,0 Plate Grip DOL 1,15 TC 0,54 Vert(# L) -0,01 5-6 >999 240 MT20 1971144 TCDL 18.0 Lumber DOL 1.95 SC 0.17 Vert(TL) -0.03 5-6 7999 180 BCLL O.O Rep Stress Ira NO WS OA7 Horz(TL) 0.00 5 nla nla BCDL 7.0 Code IRC 1TP12007 _. , .._... _ .......x. .._..... .,, .,_.,.,_ ... �...... ,_ (matrix -M) _ ... Weight: 39 8a FT -O% LUMBER- BRACING - TOP CHORD 2x4 SPF NO2 TOP CHORD structural wood sheathing directly applied or - oc purims, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 1 oc bracing. REACTIONS, pbls.ze) 7-497/0-3-8 (min. 0-1-8), 6=672IMectionicei Max Harz 7=200(LC 4) Max 7 84(LC 7), 6-138(LC 4) FORCES. (lb) - Max. CompJMax. Ten, All forces 250 (Ib) or Was except when shown. TOP CHORD 2-7-493/85, 2-3=-431/65,4-5-294199 T CHORD 5-6-1061375 WEBS 2-6=01388,3-5=-449/131 NOTES - 1) Wind: ASCE 7-05;1 ph; TCDL=10.8psf; BGDL=4.2pst, h=1511; S=46ft, L=24ft; eave=4ff; Cat, 11; Exp C; partially; iMWFRS (all heights), cantilever left and right exposed; end vertical left and fight exposed; Lumber =1.60 plate grip DOL=1,60 2) Plates checked for a plus or minus 5 degree rotation about its cantec 3) This truss has been designed for a 90.0 psf bottom chord Kira load nonconcuffent with any other live kufds. 4) " This truss has been designed for a live two of 20.Opsf on the bottom chord in all areas whom a rectangle tall by 2-0-0 wide will flit between the bottom chord and any other members, 5) Refer to girder(s) for miss to truss connections. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=1b) 5=138. 7) This truss is designed in accordance with the 2OD9 international Residential Code sections R502.1 1.1 and 8802.90.2 and referenced standard ANSI1TP11. 8) "Semi-rigid pitchbreaks with fixed hoots" Member encs fixity model was used in the analysis and design of this truss. 9) to the LOAD CASE($) section, foods applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) stead + Roof Live (balanced), Lumber Increa 1,15, Plate Increase=1.95 Uniform Loads (ptf) Veru 1-2=-96 Trapezoidal Loads (pI€) Vert: 2=-4(F=46, 6)-t 4—M(F=-50, 8=-50), 7=0(F=7, S=7}to- =-28(F=-7. B-7) April 16,2015 '.lob Trussa !W-CSOHNA iV41: 0 IRM r y( , Uny `, emery ; Cmaksift f Qu*0 Hokw Rm 1A Les[ 6.. .,( 7400 a Oct 3 2014 Rri'rak Wustrigm,: . tD:R HiVGbHIZV Q3S2oGT,tyKHSc 2ofrR vxmQi 0-7 0 2.4 i i w. _._ ,..,.....,.... ..... .... _,.,. LOADING (pso SPACING- 2-0.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No:2 TOP CHORD Structural wood sheathing dktctly applied or 4-5-7 oc purlins, except BOT CHORD 2x4 SPF N0.2 end ve WEBS 2x4 SPF No,2 BOT CHORD Rigid oeflinfi directly applied or 1 oc bracing. REACTIONS. (Ib/size) 6=30 (min, 0.1-8). 4-138IMechanklat Max tion 6=129(LC 6) Max Upli56 LC 7), 4 45(LC 6) FORCES. (lb) - Max. CompJMax. Ten, - AN form 250 (tb) or less except when shown. TOP CHORD 2-6-298170 NOTE 1) ASCE 7-05;1 00rnph, TCDL=10, f; BCDL=4,2psf h=15f1. 8=45ft; L=241t; eavez4 ; Gat. II; Exp C. enclosed; MWFRS (alt heights); cantilever left and right exposed; end vertical left and right ex Lumber =1,60 plate grip DOL=1.60 2) Plates chacked for a plus or minus 5 degree rotation about tis center. 3) This truss has been designed for a 10.0 pet bottom chord Rve load nortooncurtent with any offw We loads. 4) ` This truss has been designed for a five load of 20.Opsf on the chord in all areas where a rectangle tett by 2.0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for tcuss to in= connectjons. 6) Provide mechanical on (by others) of truss to bearing platecapable of withstanding 100 ib uplift at joint(s) 6, 4, 7) This in" is designed in accordance with the 2009 International Residential Code sections 2.11:1 and 8802:10.2 and referenced standard ANSIITP11, 6) 'Se"Id Id pi oaks with faxed Is" Member and fixity model was used in the analysis and design of this truss. 9) In the LOAD CASES) section, toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber lr t.i6. Plate Increase=1.15 0+ Uniform Loads (pit) Vert: 1-2=»96 Trapezoidal Loads (pit) Vert. 2=-4(F=46. 8=46}to-3=-109(F=-6, 8=-B), F=7, 13=7) -to -5-1 I(F-1, 8=1), 5-1 l(F=I, B=1)-to4-16(F=-1, 8=-1)687 April 16,2015 � _._ ,..,.....,.... ..... .... _,.,. LOADING (pso SPACING- 2-0.0 CSL i DEFL, in (10c) I/deft Lid PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.00 >999 240 MT"20 197/144 TCDL 16.0 ? Lumber DOL 1.15 BC 0.06 V L) -0.01 5.6 >999 180 BCLL 0:0 ` Rep Stress Incr NO WS 0,02 Horz(TL) 400 4 rVa We BCDL 7.0 i Code IRC2 /TPt 7 (Matrix -M) Weight. 22 firFT.0% LUMBER- BRACING - TOP CHORD 2x4 SPF No:2 TOP CHORD Structural wood sheathing dktctly applied or 4-5-7 oc purlins, except BOT CHORD 2x4 SPF N0.2 end ve WEBS 2x4 SPF No,2 BOT CHORD Rigid oeflinfi directly applied or 1 oc bracing. REACTIONS. (Ib/size) 6=30 (min, 0.1-8). 4-138IMechanklat Max tion 6=129(LC 6) Max Upli56 LC 7), 4 45(LC 6) FORCES. (lb) - Max. CompJMax. Ten, - AN form 250 (tb) or less except when shown. TOP CHORD 2-6-298170 NOTE 1) ASCE 7-05;1 00rnph, TCDL=10, f; BCDL=4,2psf h=15f1. 8=45ft; L=241t; eavez4 ; Gat. II; Exp C. enclosed; MWFRS (alt heights); cantilever left and right exposed; end vertical left and right ex Lumber =1,60 plate grip DOL=1.60 2) Plates chacked for a plus or minus 5 degree rotation about tis center. 3) This truss has been designed for a 10.0 pet bottom chord Rve load nortooncurtent with any offw We loads. 4) ` This truss has been designed for a five load of 20.Opsf on the chord in all areas where a rectangle tett by 2.0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for tcuss to in= connectjons. 6) Provide mechanical on (by others) of truss to bearing platecapable of withstanding 100 ib uplift at joint(s) 6, 4, 7) This in" is designed in accordance with the 2009 International Residential Code sections 2.11:1 and 8802:10.2 and referenced standard ANSIITP11, 6) 'Se"Id Id pi oaks with faxed Is" Member and fixity model was used in the analysis and design of this truss. 9) In the LOAD CASES) section, toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber lr t.i6. Plate Increase=1.15 0+ Uniform Loads (pit) Vert: 1-2=»96 Trapezoidal Loads (pit) Vert. 2=-4(F=46. 8=46}to-3=-109(F=-6, 8=-B), F=7, 13=7) -to -5-1 I(F-1, 8=1), 5-1 l(F=I, B=1)-to4-16(F=-1, 8=-1)687 April 16,2015 � -e-te-u 7.0.8 ! 14-0 O ... 15.'7.8 99.9.0 23`10.8 ?5 :...} � -4-� .. � 37 _... .a #•1t-0 7-04 6-119 1.7.8 4-1-8 4-1-8 1-7.8 5.1014 6-1-12 I SAS 3x6 2x6 5,6 20 19 30 300 k 4x8 3x4 "- Rk--8.Edge]. 14:0,1-0,0-3-01,[6:0-3-0,0-0-101,[60-3-12,0-2-01, LOADING (pat) SPACING. 2-0-0 GSI. DEFL. in (lex;) Well Ud PLATES GRIP TCLL 30,0 Plate Grip DOL 1,15 TC 0.51 Vert(LL) 0.0820-72 240 MT20 1971144 TCl3L 18.0 Lumber DOL 1.15 BC 0.32 Vert(TL) -0.15 20«722 >999 180 BCLL 0,0 * sRep Siren tncr Yes WS 0.47 Horz(TL) 0.03 15 n1a nia SCDL 7,0 Code 1RC20 P12007 t (Matrix- )Weight: , 302 lb FT - 0% i LUMBER- BRACING - TOP CHORD 20 SPF No.2 TCP CHORD Structural wood sheathing directly applied or 5.2-3 oc pudine, except BOT CHORD 2x4 SPF No.2 2 oc purtins (6 ): 6-8. WEBS 2x4 SPF No.2 BOTCHORD Rigid ceiling directly appliedl or 4-11-10 oc bracing. -Ufrf WEDGE SLIDERLeft. 2x4 SPF No.2 0 3 REACTIONS. AD bearings 0-" except OWength) 13=0-3-0. ! ! MaxUptift AN uplift 100 lb or less at joint(s) except 2-IWLC 7),19--217(LC 7), Rx Max Grav All reactions 250 b or less at joint(s) except 2=856�LC 11), 19=1430(LC FORCES. (1b) - Max. Comp./Max. Ten. - Alt forms 250 Qb) or less except when shown. •• !"• ! 8-77-37W258, 8-9-227/324, 10-11 =-2591140,11-12=-722/265 BOTCHORD A 13-14-1381502 WEBS F t t t t ,14-16-1 M614,11-16-4 331250• w !#« x # • x.. , v x c x, ♦ x. a t. .. .. . a .. x i o ,.x w.. x . ,. xx +♦ t..., !! x w�a ... r =K= fir. @ 6y 7Pi kxr T . 7PB 1 E is % t9b5 0 0:T,TMM` r t ' 9` kr ere bm Tf q 1, CopOW 0 ZD14 PFJ tivW%wh19„. LLC, jorc, l2opro&c6m of #ft fix. in &«m, is prahOW x1@xnrf'. a ftf pmvisi�m from P,h ,410j, NOTES. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity rnodel was used in the analysis and design of this truss. 13) Graphical purfin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard jF2 PVgybwk fisso Tuss I spM"'Co 7'600 $ oc lD:RKHiVGbHl2VGjn0332oGTjyf 2.3-0 7.1-12 s1 .7a8 4 93-10-8, ,26-", 2-3.0 4.1 12 6-10-4 1-7-8 4-1-8 4-1.8 1-7-8 506 2X4 64 le I OUMI Ho9ow Mon 1A W 6 Isms" a 2014 ktak kx� 6�. T. hui-'Aw­l s"O itU08 20 iS Page I 63MMIM-i 30 - 3,10 2X4 H LOADING (psi s SPACING- 2-" CSI. DEFL. in (10c) Udell Ud PLATE$ GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0,45 Vert(LL) -0,0521-22 >999 240 MT20 1971144 TCDL 18.0 Lumber DOL 1.15 SC 026 Vert(TL) -0,1221-22 >999 180 SCLL 0.0 i Rep Stress trior Yes WS 0,47 Horz(TL) 0,02 16 n/a rds BCDL 7"0 Code IRC2009ITP12007 -11111-1 -11,11, 11 1 - -...... ... . . (Matrix -M) Weight: 201 lb FT -0% LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing dWectly applied or 6-0-0 oc purfins, except GOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc puffs (6-0-0 max.). 1.3, 7-9, WEBS 2x4 SPF No.2 BOT CHORD Rigid Ceffing dh'$Cdy applied or 4-10-0 oc bracing. SLIDER ftht 7YA--AeE-2JME-1AF-1"- REACTIONS. AN boatiry 0-5-8 except Ot--length) 14=0-", JL -j z— TM I dofiw#wr*syxw*A"S ,, ,"ar4dufinof#wTM"oo*ww,TnftS ks "AV� AN capMbod wm am n 4~ in TP� t, upm w WOO by A pw%* The Tam Des* Erqk*w i$ No ft Su&*V 00*1� w Tam Spfm Enghww COPOOM 0 2014 Pm8ukMrJ E-okwwkv, LM (M4 AopodmWn Of ttr dOmmot 0 any tom is VOW-od wMand wk%n pomiwsloo hwn Pjo$uo-nrj, z. 14-" its -4 6404 1.7-8 Us , [DA0 4-14 4-1.8 2X4 I M 1ALet 6 W 5 ieiJift Ttu Ajxr Is 66.,2icR i015 pie� I 4Hsox5VRUfxIU38jlqOhjO,pwgaxOKzQC! 36-,9°0 1 1374P 44-12 I.So $caw - 1:71 .5 3Y4 - - 340 -, 2x4 id LOADING (psQ SPACING- 2-" CSI, i DEFL. in (W) Vdeft Lid PLATES GRIP TOLL 30,0 Plate Grip DOL 115 TC 0,48 rVec(LL) -0.05 20-21 IM 240 MT20 197/144 TCDL 18.0 Lumber DOL 1.15 1 SC 026 Vert(TL) -0.12 20-21 >999 180 8CLL 0.0 Rep Stress Ina Yes WB 0.48 Horz(TL) 0.01 13 We rds BCDL 7.0 Code IRC2009/TP12007 (Matrix -M) Weight: 209 lb FT = 0% . . .. . ....... LUMBER. BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly apphari or 6-0,0 no purlins, except BOT CHORD 2x4 SPF No.2 end verficats, and 2-0-0 oc p (6-0-0 max.): 1-3,6-8,11-12. WE 2X4 SPF N0.2 BOT CHORD Rigid ceft directly, applied or 4-10-11 oc bracing, REACTIONS. All bearings 0-" except (jt=length) 13-0-3-0. (tb) - Max Herz 21--328(LC 6) MaxUplift All uplift 100 lb or less atfoint(s) except 21-180(LC 7),13-131(LC 7),19=-223(LC 7), 15=-192(LC 7) Max Grav All reactions 260 lb of less at JOW(s) except 21-814(LC I i), 13=597(LC 12),19=1472(LC 1), 15-1345(LC 12) FORCES. (lb) - Max. CompdMax. Ten, - Al forces 250 (Ib) or tess except when shown, TOP CHORD 2 -21=-307/100,3-4-656t224,4-5=-75/312,6-7=-2837180,7-22-2831180, 8-22-2831180.9-10=-72;277, 1 0-1 1 m65811202 BOT CHORD 20 -21 -1391647,18 -19= -1432d246,5 -18-52V83, 17-18-2211312, 18.17-201/306, 15-16--1311/212,9-16=-418/211,13-14-961495 WEBS 3-21 =-775/18 4,18-20=-1 24, 4-18---5981339, 6-18- 6-17-52/373, 7-17-470/132, 817. 471352, 8-16=-554/0,1 4-1 6=-1 61492„ 10.16=-494/299, 11-13-6961198 NOTES - 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-05;1 ph, TCDL=10,8psf, BCDL-4.2psf hzlSft; Sz,tft L=244; eavewfift; Gat. 11. Exp C: partially; MWFRS (all heights); cantilever left and light exposed; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 5 degree rotation about ft center. 5) This truss has been assigned for a 10,0 Pat bottom chord five load nonconeurram with " other We loads, 6) * This truss has been designed for a five lead of 20.0psf on the bottom chord In all areas whom a rectangle 3-" tall by 2-0-0 wide wig fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 lb uplift at joint 21, 131 lb uplift at joint 13, 223 lb uplift at joint 19 and 192 lb uplift at joint 15. 8) This truss Is designed In accordance with the 2009 International Restoential Code sections R502,1 1,1 and 8802,10,2 and referenced standard ANSUTPI 1. 9) *Somkigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Graphical pudin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord, LOAD CASE(S) Standard April 16,2015 2x4 2y4 >x 3x10 -; 3A i OADIddG (pst� SPACING- 2-0.0 CSL ¢ DFL. In (Joc) Udeff Ud PLATES GRIP �E 4 >999 240 � MT20 1371144 TCDL 18.0 Lumber DOL 1.15 Be 0,19 Vert(TL) -0°0713-14 >999 180 BCLL 0.0 " Rep Stress Incr Yes WB 0.35 i OADIddG (pst� SPACING- 2-0.0 CSL ¢ DFL. In (Joc) Udeff Ud PLATES GRIP TCLL 30.0 Ptate Grip DOL 1.15 TC 0.32 Vett(LL) -0.0313-14 >999 240 � MT20 1371144 TCDL 18.0 Lumber DOL 1.15 Be 0,19 Vert(TL) -0°0713-14 >999 180 BCLL 0.0 " Rep Stress Incr Yes WB 0.35 Horz(TL) 0:01 14 We n1a BCDL 7.0 Code IRC2 P12007 (Matrix -M) m. _.,,., W01911 1 1 37 ib FT = 0% BRACING- 111 TOPCHORD 20 SPF No.2 TOP CHORD Structural wood sheathing directly allied or 6-0-0 oc pudins, except SOT CHORD 20 SPF No.2 and ical$, and 2-0.0 oc pu ` (6.0»0 max.):. 24, 7-. WEBS 20 SPF No.2 SOT CHORD Rigid coiling directly applied or 5.1 oc bracing. REACTIONS. (iblslze) 9--615/0.0 (min. 0-1-8), 11=1359%0-5-8 (rani 0-2-2),14=629%0- (min. 0-1-8) Max Herz 11 —357(LC 3) Max Up# ft9--60(LC 4), 11z-283(LC 7),14-1 03(LC 7) Max Grav 9-615(LC 12), 11=1359(LC 1),14=647(LC 11) FORCES. (Ib) - Max. CompJMax. Tan, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3721181, 3-15372%181, 15-16=-3 181, 4.16-372!181, 6-7=-550f89 BOT CHORD 11-12=-1325/302,5-12-4331219,10-11-298/368,9-10-4&509 WEBS 2-1 91316, 3.1 31140, 4-13 -591391, 4-12=535116, 10-12=-1931510, 6.12-43 , 7m9 5152, -14-5631128 *..._ 1) Unbalanced roof five toads have been considered for this design. R heights), cantilever M k # riot exposed; wt plate grip im1{L• it 3) Provide adequate drainage to prevent water ponding. 4) Plates chocked for a plus or minus 6 degree rotation about 5) This trues .s been designed for « 10.0 pst bottom chord We toad noriconcument other five toads, 6) * This truss has been designed for a rive load of 20.Opst on the bottom chord in all ngle 3-6-0 tall by 2-" wide win fit between bottom r and imembers. a + . R4kS. i e: • i 4.. k t #Y.i3 f.�.• 3.Y:i�di.. f. i a. M ! a: f. and 103 lb uplift at joint designed8) This truss is :. tti International Residential..e sections R5t2.1 I I and R802, 10.2d referenced standard ANSItTPl 1. 9) 'Serni-ngid pitchbreaks with model :.i i design t .e .df i.. r depict orientationof op and/or bottom chord. for any busixe. At ed Owm am wdofinwt in t. CApyre t02014 PftauidorJ E.e**ft V, LLCM (00i, A dooms, jf} WW t.MliS. Is prahbiad Yfitf• A MW toad nOft pS9 b 68 Aq a T the m T om W {#.a„ ya Cl Q% -'W td Hta,dam , +di.'n:' 00 Nidoon" OW e#gr7naa ,v:. lora is NOT fr Y Sya 6 April 1 ,2015 7 .....171-71-4 1 .... .... 18-2.6 2 11-8. .. # 241 0 4.1-8 4-1-8 1-7.8 7-3.0 i ... 4• .. 8,00 64 2x4 „ Us x«:1:58.7 ED rQ 8 8 20 ie. 308.:.::: 2x4 i LOADING (psf) t SPACING- 2 CSL OEFL, In poc) ! daft Lid ( PLATES GRIP TCLL 30.0 i Plate Grip DAL 1.15 TC 0.60 Vert(LL) -0,08 9-10 > 240 € MT20 1971144 TCDL 18.0 Lumber DOL 1.15 BC 027 Vort(TL) -0.17 9-10 >834 160 BOLL 0,0 " Rep Shoss Ina Yes WB 0,49 Horz(TL) 0.01 13 nda n1a BCDL 7.0 3 Code IR020 P12007 (Matrix -M) � � Weight. 137 th FT 0 LUMBER -BRACING- ........... .... __ TAP CHARO 2x4 SPF No,2 TAP CHARD Structural wood sheathing directly applied or oc purlins, except BAT CHORD 20 SPF No.2 and verticals, and 2.0-0 oc purtins (6-0.0 max.): 2-4,6-7. WEBS 20 SPF No.2 BAT CHART} Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-11-14 oc b 'ng: 10-11. REACTIONS. (lb/size) 8=58 3.0 (min, 0-1-8),10=140910." (min. 0-2-3),13=604/0-" (min. 0-1-8) Max Horz 10=-354(LC 3) Max Uplift8=w89(LC 4),10=- (LC 7),13-94(1-C 3) Max Grav 8=590(LC 12), 10=1409(LC 1),13=66(LC 11) FORCES. (lb) - Max. CompdMax.. Tan. - All forces 250 (lb) or less except when shown. TAP CHARD 2-3-3611172, 3-14-361/172,14-15-3611172. 4-15 3611172, 5 1261252, 6-7-471194,7-8-5671% BAT C t9RD 10-11=-13 26, 5-11-607/314,9-10-314/359 WEBS 2-12-641303, 3-12-468/142.4-12=-73/429,4-1 1=-4 ,6µ9=r5461150,7-9=-521582, 2-13=-551/123,9-11-2111560,6-1 1-527/229 NATES - 1) Unbalanced roof live leads nava been considered for this design. 2) Wind: ASCE 7-05; 1 ph; TCOL=10.8psf, BCOL=4.2psf, h=15ft; 8=45it; L=2411, asva ft„ Cat, It Exp C; partially, MWFRS (ell heights), cantilever left and right exposed; end vertical left and right exposed; Lumber D0L=I.80 plate grip DAT.=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live toad noncortcumant with any other five toods. 6) * This truss has been desigried for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3- tell by 2.0-0 widewill fit between the bottom chord and any other members. 7) Provide mechanical connec (by others) of mass to beating plate capable of withstanding 89 ib uplift at joint 8, lb upfift at joint 10 and 94 to uplift at joint 1. 8) This buss Is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.101 and referenced standard ANSIfTPI 1, 9) 'Some -rigid pitchbreaks with fixed heels" Member end fixity model was used In the anallysis and design of this truss. 10) Graphical purfin representation does not depict the size or the orientation of the pudin a torp and/or bottom chord. a u ;taa.�r �nY dYe. - " kk' . TPit ktC, tirtl�T. ,T. tipn lis' '. "ih�Tnws f}s is N6 aT S for IkH cwk&ftW Wm ase a dWkwd it TPit Capyti* 02x}14 ! .ki,,00 Ems. W;C.. t0fi0 Rwrtttfimow of rids axw"Wx, in wy reim ii<V44ead ro4Y wd Mixon pmalim from Pdaard ori. 9�11 ? 6 5 2X4 N 300 20 P LOADING (f f) SPACING- 2-" CSI. OEFL in (10c) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1A5 TC 0.53 vett(LL) -0 04 8-9 >999 240 MT20 1971144 TCDL 18.0 Lumber DOL 1,15 SC 014 Vert(TL) -0,07 8-9 >983 180 BCLL 0.0 « Rep Stress Incr Yes WB 014 Horz(TL) 0,01 9 We We BCDL 7.0 Code IRC2009rrPI2007 (Matrix -M) A Weight: 100 lb FT - 0% .... . ...... LUMBER- BRACING - TOP CHORD 20 SPF No.2 TSP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOTCHORD 20 SPF No.2 end verticals, and 2-" oc purlins (5-7-1 max,). 3-4. WEBS 20 SPF N0.2 BOT CHORD Rigid calling directly applied or 6-" oc bracing, WEBS I Row at rnidpt 1-9 REACTIONS. (Iblsize) 9=26610-5-8 (min. 0-1-8), 5=631/0-3-0 (min. 0-1-6), 7=97w5-8 (min. 0-1-9) Max Herz 7­496(LC 3) Max Upftft9-177(LC 3), 5­130(LC 4),7=-208(LC 7) FORCES, (lb) -Max. CompdMax, Ten, -All foroes 250 (to) or less except when shown, TOP CHORD 3-10-4211114,4-10-4231113,4-5=-5911149 BOT CHORD 7 -8 -94Z'228,2 -8z -5511124,6-7--38v495 WEBS 3-6-528/136,4-6=-9&493,3-8-406/181, "--259/535 NOTES - 1) Almd; ASCE 7-05; 100mph; TCOL-10.8psf, BCDL=4.2psf hzi5ft; 8=454; L=24k- eave=4ft; Cat. 0, Exp C; partially, MWFRS (all heights); cantilever left and right exposed; end vertical left anii right exposed; Lumber DOL -1.60 plate grip DOLzIA0 2) Provide adequate drainage to prevent water pending. 3) Plates checked for a plus or minus 5 degree rotation about its center, 4) This truss has been designed for a 10.0 pat bottom cticad five toad nonconcu with any other five kraft 5) * This truss has been designed for a five load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 24)-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by othom) of truss to bearing plate capatite of withstanding 177 lb uplift at joint 9,130 lb uplift at joint 6 and 208 lb uplift at joint 7. 7) This truss is designed in accordance with the 2009 international Residential Code sections R502,1 1.1 and 8802.10,2 and relereneW standard ANSVTPl 1. 8) "$eml-rigld pitchbroaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Graphical Pullin representation does not depict the size or the orientation of the purhn a" the top an&or beforn chord. =�E 4-11-10 11.10 4.44 4-7-15 2K4 ii SrAw-1:564 4 3x/0 MT20HS !E 8x6 � tonic . EM LOADING (psf) SPACING- �-Odi CSt. DEFL in (loc) Udell Ud PLATES GRIP TELL 30.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0,07 6-7 >999 240 MT20 197/144 TCDL 18.0 Lumber DOL 1.15 SC 0,35 Vert(TL) -0.16 6-7 >999 180 MT20HS 148/108 BELL 0.0 " € Rep Stress Incr NO #WE 014 E Horz(TL) 0.02 5 We his BCDL 7.0 Code IRC20 PI2007 (MatrtxW) i Weight: 304 Iia FT = 0' _. __,... ,.. __.. ,,....... i. _ .,._...._ _..} .. ...__... _p _ LUMBER- BRACING- TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or oc patens, except BOT CHORD 2x8 DF 1950F 1.7E end verticals, and 2 oc purlins ( max.): 1-2. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1 oc bracing. REACTIONS. (tb/slae) 8-886710-5-8 (train.0--2).5=8867 (min. 0-3-2) WEBS 1 Row at midpt 4-5 Max Hort 8=401 (LC 4) Max pti6 =-619(LC 3), 5=408(L 4) FORCES. (tb) 4 Max, Comp ax. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD i 8 =-6 1445, 1-2 24628, 2.3=-55781455 BOT CHORD 7-8-370(299,6-7=-73318573, =-42214548 WEBS 147=-700/10316, 2-7318146, 2 70(410, 3-6=-67818946, 3-5=-7806/661 NOTES 1) 3-pty truss to be connected together with 10d (0,131'x3') Watts as fol Top chords connected as follows, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected asfollows: 2x6 w 3 rows staggered at 0-4-0 oc. Webs connected as follows-. 2x4 -1 row at 0= oc, 2) All loads are considered equally applied to alf plies, except 4 noted as front (F) or back (B) face in the LOAD E(S) section. Ply to ply connections have been provided to distribute only loads mated as (F) or (B), unless otherwise indicated, 3) Wind; ASCE 7-05,1 ph, TCOL=10.8psf; SCDL=4.2psf; h=15ft; Br-45IL L=24ft: eave=4fl; Cat, 11; Exp C; enclosed, MWFRS (all heights); cantilever Taft and rot exposed'. vertical left and right expo Lumber DOL=l,60 plate grip DOL -1.60 4) Provide adequate drainage to prevent water 5) AN plates are MT20 plates unless otherwise indicated, 6) Plates chocked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load non Trent with any other We loads. 8) * This truss has been designer/ for a live Wit of 20,0psf on the bottom chord in all areas where a rectangle 3-6.00 tall by 2 wide will fit between the bottom chord mid any other members, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 619 lb uplift at joint 8 and 708 to uplift at joint5. 10) This truss is designed in accordance with the 2009 International Residential a sections 8502.11.1 and 8802.10,2 and referenced standard ANSVTPI 1, 11) Girder carries tai -in span(s). 4 from 0- to 14-0-0 1) "Semi-rigid pitchbreaks with fixed heirts' Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purfinalong the top and/or bottom LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increasozl.15, Plate tocrease=1.15 Confirnard on page 2 fm any as cVNAzed WM am as daklmd h 1r+r t. 2014 d 9, LLC, (W7 R W in airy , LOAD CASE($) Standard uniform Loads (plf) Vert: 1-2-96,2-4-.96. "=-I 19(F—I 184) 4-14 4-1-8 40 sews - I As, I 3 2*4 2X4 gp 20 . ... .. . . . . . . . . . . LOADING (PS4 SPACING- 2,(,-0 CSL i DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 30.0 f Plate Grip DOL 1.16 TC 020 Vert(LL) 0.01 6 ntr 120 MT20 197/144 TCOL 18,0 Lumber DOL 1.15 BC 0.06 Vert(rl.) OV 5 n/r 120 SCLL 0,0- Rep S Ina Yes tWB 0.04 Horz(TL) 0;00 4 We n/a BCOL 7.0 Code IRC20OWTP12007 (Matrix) Weight: 21 tb FT a 0% .. . ... . ..... ........ LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOPCHORD Structural wood sheathing directly applied or 6-04) oc purlins, BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid coiling directly applied or 10-04) oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (ttilsize) 2=26916-9-2 (rWm 0-1-8), 4=25916-9-2 (min, 0-1-8),6=319/6-9-2 (min. 0-1-8) Max Harz 2--69(LC 6) Max Upfift2-43(LC 7),4-43(LC 7) FORCES. (to) - Max. CorriptMax. Ten. - All torces 250 (lb) or ton except when shown. WEBS 3-6-260/13 NOTES 1) Unbalanced root five loads have boon considered for this design, 2) Wind: ASCE 7-05;1 ph; TCDL=10Apsf BCDL=4,2psf, h=1511, B -45W L=24fi; eave=4111; Cat ft; Exp C; enclosed; MWFRS (aft heights); cantilever left and right exposed; end vertical left and right exposed, Lumber DOL=1.60 plate grip DOL -1,60 3) Plates chocked for a plus or minus 6 degree rotation about its center, 4) Gable requires continuous bottom chord bearing, 5) This truss has been designed for a 10.0 Pat bottom chord five lead nonconcuffent with any other five twits. 6) * This truss has been designed for a five two of 20.0pof on the bottom chord in all areas where a rectangle 3-6.0 tell by 2.45.0 wide will fit bobveon the bottom chord and any other membem 7) Provide mechanical connection (by others) of truss to hearing Plate cap" of withstanding 43 to uplift at Joint 2 and 43 in uplift at joint 4. 8) This trun is designed in accordance with the 2009 International Residential Code sections 8502. I 1 .1 and 8802.10.2 and reforencedi standard ANSI/TPI 1. 9) "Sem kigid pitchbroaks with fixed heeW Member end fixity model was used In the analysis and design of this tnm 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer, LOAD CASE(S) Standard 04 4 WITH S 2x4 SPF 114c.2 REACTIONS, All bee s 6.9.2, e Max UPWI All Uplift 100 tb or Ins at joings) Z 6, 10 8 MaxGrav AN reactions 250 x or s I FORCES,y..-Max,s • a...s 250 y or a except s. n.N011 1) Unbalanced roof five loads have been considered for this design, Wind; 46 100 p. t 3® {.: w enclosed; heights); .: a x s right exposed;and vertical *it and right exposed; x• lw : .t plate w . M# •P s w,. s ... • t w..r • ,.. only. s y . yy .♦ to wia s. ,to the I, see Standard industry Gable d Details as applicable, or qualified building a per 4) Plates checked for plus or mmus; 5 degree rotationabout 5) Gable requires continuous ttom chord bearing. 6) Gable ♦ y«cw toc. 7) This truss has been designed for %0 psf bottom chord live toad nconcurrent with any other five ds 8=1 111TI-Thil" "A yx: es -w :x*: MAI w:w s 0's s • •y. ex way st ♦ t t wt ll Will. ..,y^y w. a. t ♦ w F 1 y ♦+. tray a: wx 8. ".►. i� standard 11) —50mi-hilid pitchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss, 12) See Standard IndustryPiggyback Truss C ..ws •s • y M-.: for Connection to base truss as applicable, or ♦ qualified b 'w. g desigoer LOAD CASE(S) Standard ♦ -.. ,y.. 19 9 8 214 ::.:::. 2X4 t 2.4 f. ( 2x4 i `: 20 i Q • .. .0 -.) ... LOADING SPACING 2 CSt. C ttEFt . � DEF n Well (lac) pdefl Ltd Pt ATES GRIP id PAT TCL 30.0 Plate Dflt ci.o L. 0.00 7 120 19x1144 TCDL 18.0 Lumber DOL 1.15 BC 0= Vert(TL) 0.00 7 Wr 120 8CLL 0.0 ` Rep S trtcr Yea WS 043 ? Hurx(TL) 0.00 6 rVa nta � BCDL 7.0 Cade tRC20 Pt2007 s (matrix)Weight 24 l# FT - 0 LUMBER -BRACING Gy±� - tN\d- TOP TOP CHORD 2x4 SPF Nc.2 TOP CHORD Structural Wood sheathing directly applied or oc purhne, SOT CHORD 2x4 SPF Na.2 BOT CHORD Rigid calling dkecfty applied or 10l oc braciril WITH S 2x4 SPF 114c.2 REACTIONS, All bee s 6.9.2, e Max UPWI All Uplift 100 tb or Ins at joings) Z 6, 10 8 MaxGrav AN reactions 250 x or s I FORCES,y..-Max,s • a...s 250 y or a except s. n.N011 1) Unbalanced roof five loads have been considered for this design, Wind; 46 100 p. t 3® {.: w enclosed; heights); .: a x s right exposed;and vertical *it and right exposed; x• lw : .t plate w . M# •P s w,. s ... • t w..r • ,.. only. s y . yy .♦ to wia s. ,to the I, see Standard industry Gable d Details as applicable, or qualified building a per 4) Plates checked for plus or mmus; 5 degree rotationabout 5) Gable requires continuous ttom chord bearing. 6) Gable ♦ y«cw toc. 7) This truss has been designed for %0 psf bottom chord live toad nconcurrent with any other five ds 8=1 111TI-Thil" "A yx: es -w :x*: MAI w:w s 0's s • •y. ex way st ♦ t t wt ll Will. ..,y^y w. a. t ♦ w F 1 y ♦+. tray a: wx 8. ".►. i� standard 11) —50mi-hilid pitchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss, 12) See Standard IndustryPiggyback Truss C ..ws •s • y M-.: for Connection to base truss as applicable, or ♦ qualified b 'w. g desigoer LOAD CASE(S) Standard ♦ -.. ,y.. I 7.9-3 , I Al . _..1�? sa __ i 7-9-3 7.6-11 7-9-3, 0 0 11 10 V a 14 T 3X10 40 ..:: 3x3 ,; 3x4 ;1 WO .. LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (lac) Wall Up TCLL 30.0 r Plate Grip DOL 1.15 TC 4.61 Vert(LL) »0.97 7.8 >999 240 TCDL 18.0 Lumbar DOL 1,25 BC 0.43 i Vert(TL) -0.26 7-8 >999 180 BCLL 0.0 Rep Stress Ina Yes iWS 4.38 z(TL) -0.42 13 We We SCDL 7.0 .... ..... _. __.....i.. Cade Iia /TPl 7 ......, .._ ...._ _ ..._.,,.. i _.. (M I4) ....e. ,. x- ... ..,,y _._ ............... PLATES GRIP MT20 197/144 r*. k: r k #..:, LUMBER- BRACING - TOP CHORD 2x4 SPF N0.2 TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purfins, except BOT CHORD 2x4 SPF No.2 end veru WEBS 2x4 SPF No.2 `Except* BOTCH D Raged cal verticals. directly applied or 8-11-4 or bracing. 2-11: 2x6 SPF 2140E 1 A WEBS 1 Row at rmidpt 3-8, , 6.8 OTHERS 2x6 SPF 2104E 9.6E REACTIONS. (lb/size) 11-1384/0-5-8 (min. 0-1-8),13=1363/0-5-8 (min. 0-1-8) Max Harz 11=421(LC 7) Max Ups 13=-164(LC 7) FORCES. (ab) - Max.. Compd a x, Tent. - AN forces 250 (ib) or fees except when shown, TOP CHORD 2-3-1 i0, °4-1111iO, 4-8m-822!0, "-1124196, 2-11 -1329/95 BOT CHORD 10-11--433t496.9-10-20611463,8-9=-206/1463 BS 3.8-720/137, -8=-746/179.6-8=-205/1630, 2-9 74 heights);NOTM left and .k -r. :ana .. krightsexposed; .: DOL=1.60 w! 11; at e ♦ •s e# checked2) Plates for a plus or -.ree rotation about 3) This bun has been esigned for a 10,0 psf ad nonconouffent with any other Nye fosds 4) * This truss has been rd �g k«.a of ! #«a 2-0-0 wide will «m chord live rs« rectangle 3-6-0 tall by fit between this bottom chord and any other members, with SCDL - 74psf. Bearing at joint(s)rks,. parallel r grain value using ANSUTPI I angleto grain A Building designer should - capacity of bearing 7) This truss is designed In accordance t#• Intemational Residential Code wtions R50R50Z 11, 1 and R802.10,2 and referenced standard ANstam T. a 'Semi-rigid pitchbreaks with fixedMember « fixity model was used In the analysis and design of this truss. April 16,2016 ■ iii iS 7-3 ?- 9 t 7-9-3 9 71 90 V 9 7 3x9O 414 3A 08 4x9 _ i t GSI, i t9Ivy. (Ira) Udell L/d PLATES GRIP TCLL 3i?«0 Plan Grip DOL 06 i 4x9 I 31 a LOADING (psi) SPACING- 2 GSI, DEFL. in (Ira) Udell L/d PLATES GRIP TCLL 3i?«0 Plan Grip DOL 1.15 TC 0.81 VeruL,L) 408 10-11 >999 240 MT20 1971144 TCDL 18.0 Lumber DOL 1.15 SC 0;34 Vert(TL) -0.18 10-11 >999 180 BCLL 0.0 ! Rep Stress Incr Yes WB 0.38 r HOrz(TL) 0.03 31 nta nta ? SCDL 7.0 { Code IRC20 PI2007 (Matox- ) Weight: 182 ib FT = Oda LUMBER. BRACING - TOP CHORD 2x4 SPF Na.2 TOPCHORD Structural wood sheathing directly applied 0r 2--0 0c purlins, except BOT CHORD 2x4 SPF N0.2 and vert s. WEBS 20 SPF X10.2 'Except! BOT CHORD Rigid coilingdirectly y applied Or' 8-11-4 oc bracing.. 2-11: 2x8 SPF 21 1.8E WEBS 1 Row at i pt 3-8,5-8,6-8 i' ! #t l # SPF 210OF Max #. Max Uplift 31-164(LC 7) FORCES. Qb) - Max. CompJMax. Ton. - AD forces 250 (to) or less except when shown. •" OR2-3-1767JO,3-4--1054tO,4-6--76510,6-6=-1067/96,2-Ilm-1309115 BOTCHORD 10-11-433/489,9-10--20611430, 8-9-20611430 WEBS 1 i f NOTES - Exp C, enclosed; heightsy, cantilever left and tight exposed ; and vertical left and right exposed; Lumber DOL=1 M plate grip DOL= 1,60 2) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPl 1. 3) Ali Plates are 20 J unless otherwise Indicated, 4) Plates checked for a plus or minus 5 degree rotation about its center. Gablestuds spaced . r # 7) * This truss has 6) This truss has been designed for a 10.0 psf bottom chord live toad nonooncurrent with any other live loads been � f '# ford of 20,01tsf #. 1 bottom chord all areas«. . rectarVie 3-" tall by r wide win fit beivreen this bottom chord and any other members. + Bearing joint(s)considers parallel l grain • ANSVTPI "to t grain!. Building designer sh#. d verily capacity of hearing connection9) Provide inticharacM # m of # bearing plate capable of • ! 100 1 ! uplift at joint(s)except 1 . 10) This truss is designed in accordance with the 2009 International Residential Code sections R60ZI 1.1 and R80Z 10.2 and referenced standard ANS11TPI 1, 11) *Sem"gid pitchbreaks with fixed beels' Member end fixity model was used in the analysis and design of this truss, LOAD CASE(S) Standard April 16, 015 •r* t 7-" 7.2.8 7 2-6 .... 3 7 0 ..- sxe 8x16 Sty -1,68.6 e 7 3x10 axe sxe r sxa ;.:. axe 7 t_ ... _ 4 . .. _ t ___ ..._.21.11.0 to 06 LOADING (psQ SPACING 2-0-0CSI, DEFL. In (i0c) Udat# LCd PLATES GRIP TCLL 300 Plate Grip DCL 9.15 TC 0.62 Vert(LL) -0.15 9-10 >999 240 MT20 197/144 TCDt. 18.0 LufterDOL 1.15 SC 0.47 Ved(TL) 428 9.10 >999 980 BCLL 00. i Rep Stress incx Yes r WB 0.64 Horz(TL) 0.06 14 We We s BCDL 7.0 Code IRC2 Pt 7 (Matrix -M) .... ., � _ .... ...... ; Weight 965 lb FT = 0 ..... LUMBER- BRACING - . .. , ..... TOP CHORD 2x4 SPF Na.2 TCP CHORD Structural wood sheathing directly applied or 2--0 aac purtins, except SCAT CHORD 2x4 SPF N0.2 end verficals, and 2 Oc purlins ( max.): 6-7. WEBS 2x4 SPF N0.2 *Except" BOT CHORD Rigid coiling directly applied Or 9.0-11 oc bracing. 2-12:2x6 SPF 2100F 1.6E WEBS 1 Raw at milpt 7-13,3-10,5-9,6-9 Fr a •�^ •^�s F, a F t �a :• s•• t a t F a p • " a: � ra..x • a Yea a: !•. aF • a t4! «F a ex» a«Y .. !<• a a a! !. er ar: i Y. . a x a ! a.+ ^e x ia. a a e ♦ #- x • as "' a a..,,. .. ! .: a # Y � ! a a».: i. r...• l.. a ;. a is eF ! a.. m ♦ »a # a ♦ Y aFa a. as» ! k a'..F 1 1. ac a F + : i # i Y. +.« Y .. +...l . a ii> :. " «♦. ^ . i a' a a. as #Y' •.M '. a' i a n a...i !• .:.Y Ya 4. :a r F # Aptii 16,201:5 U10 -- 300 Bx12 MT20HS h 400 3x10 sx12 M $ 3x10 ,. 3x10 4x4 f P 300 LOADING (psQ SPACt 2 cSt. DEFL. to (lac) Wall LCd PLATES GRtA TCLL 30,0 i Pmts Grip DOL 9.95 TC 0.35 Vert(LL) -0.31 12-14 >976 240 MT20 1971144 TCDL 98.0 1 Lumber DOL 115 BC 0.39 Vert(TL) -0.7112-14 >427 180 MT20H$ 1481105 BCLL 0.0 * i Rep Stress tncr Yes3 W8 0.70 Horz(TL) 0.04 18 nfe nla BCDL 7.0 er IRC Pt 7 1.11. 1 11 (Matrix -M) 1-1- -, . . WeighL 255 ih FT a 0 LUMBER- BRACING - TOP CHORD 2x6 SPF 2100F 1.8tw TOPCHORD ZO-0 oc Pudins (5-8-13 x.). 1-8, exoept end va rticsls. SOT CHORD 2x6 $PF 210OF 1.8E BOT CHORD Rigid caping directly applied or 1 oc bracing, w M a e F til ,t «M [ e. s . .t.i ,� t.-..«: °d ^♦..� .#t:..^r « ««•, c,.a. t .t .. P :s'#. . ... •�! ,. z: ♦ • te. :. v » w.... •::: x P t tt :♦ ^ x :, :. ^..t # :. -.: ttxt 4: •M «A t # i *• vi t } i3.: P^..t. "i t . i et tt #. t 6 i.i a.. & b t: » •.:#.. P' ♦#. P. t 4 . i P t t5: f •.tx w i P t P."'. t P t^...: « t . ^.. .t.# „ + is t it t P' P - as t. im *w" AN 5tt doOnW in TM 1, CopyfVt 02014 r 0AO*W&V. LLC,(0rd) EM P M. Jae Truss Truss Type Gih Ply Crflskskk, ! Quaff HONOW Plan to cot 8 l -,t<& 3AC F FW Truss � 1 r96 .,_ ...._,�. wob Ref r, ( : i ,-_ .,. .-. 1, Oro", Ogbr r sprtr S co 78 -O s 0- 3 2014 Was I+adusWes, vw, "Peru Apt 16 08:2317 059 P 2.. ID:RKMi VGt+ilXVGinO3S20GTJyKHSO-093iife_tNOK0 k2t7coMNg2Rgc4YuXAnkwWMtmOC4 11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and 8802.10.2 and referenced standard ANSVrPl 1, 12) 'Se"id id p tchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purtin representation does not depict the size or the orientation of the prurlin a the top andlor bottom chord, 14) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated Writs) SM to down and 992 Ib up at 2-0.12, 564 lb down and 188 tib up at 4-0-1Z 501 Ib down and 154 to up of 12, $19 tb dawn and 83 tb up at 8.0.12, and 494 tb down and 112 tb up at 10.0-12, and 535 tb down and 153 to up at 92.0.12 on top chrrrd. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.15, Plate Increase=1.15 Urifform Loads (pit) Vert: 1-8-96,9-16=-14 Concentra Loads (lb) Vert: 2=-56419--568 20=-501 22=-519 23-494 24-535 KM 0 I REACTIONS. (1b/size) 4=13012-7-11 (min. 0.1-8)„ 2=20412-7.11 (snip. 0.1-8) Max Harz =62(LC 4) Max Uplitt4-9(LC 4). 2=-27(LC ) FORCES. (to) m Max. Comp.IMax. Ten. - Alt forces 250 (lb) or less except when shown. NOTES - 1) Wired: ASCE 7-05,100mph, TCDL=i0.8psf; BCDL=4.2psf; W5fi; 8 5ff; L=24ff; veztfi; Cat ii; Exp C; enclosed; MWFRS pall hts);tui ever left and right exposed; end vertical left and rot exposed; Lumber L=1.80 plate grip DOL -1,60 2) Plates chocked fora plus or minus 6 degree rotation aboutits center. 3) Gable requires confirtuous bottom chord bearing. 4) This truss has been des for a 10.0 pst bottom chord five load nonconcument with arty other live loads. 5) * This truss has been des" for a five lead of 20.0psf on the bottom chord in all areas where a rectarVie 3-6-0 tall by 2 will At between the bottom chord and any other members, 6) Provide mechanical connection (by others) of truss to beaMV plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 7) This truss is designed in accordance with the 2009 international Residential Code sactions 8502.11.1 and R80Z 10.2 and relarenced standard ANSVTPl 1. 8) "Semi-rigid pitchbreaks with fixed ts* Member end fixity model was used in the analysis and design of this truss, 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building des' r. LOAD CASE(S) Standard April 16, 01 4 24 ': 2x4 is LOADING (psf) € SPACING- 2-0-0 } GSI. DEFL. in (toc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.09 Vert(LL) 0.00 1 rdr 120 MT20 1971144 T DL 18.0 j Lumber DOL 1.15 G BC 0.03 Vert(TL) 0,00 1 rdr 120 BOLL 0.0 ' Rep Stress Incr Yes we 0.00 Horz(TL) -0.00 4 his tela SCDL 7.0 Code IRC . /TPt2007 (Matrix) Weight. 9 tb FT = 0% LUMBER" BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7.0 no puriims, excerpt BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 1 oc bracing, REACTIONS. (1b/size) 4=13012-7-11 (min. 0.1-8)„ 2=20412-7.11 (snip. 0.1-8) Max Harz =62(LC 4) Max Uplitt4-9(LC 4). 2=-27(LC ) FORCES. (to) m Max. Comp.IMax. Ten. - Alt forces 250 (lb) or less except when shown. NOTES - 1) Wired: ASCE 7-05,100mph, TCDL=i0.8psf; BCDL=4.2psf; W5fi; 8 5ff; L=24ff; veztfi; Cat ii; Exp C; enclosed; MWFRS pall hts);tui ever left and right exposed; end vertical left and rot exposed; Lumber L=1.80 plate grip DOL -1,60 2) Plates chocked fora plus or minus 6 degree rotation aboutits center. 3) Gable requires confirtuous bottom chord bearing. 4) This truss has been des for a 10.0 pst bottom chord five load nonconcument with arty other live loads. 5) * This truss has been des" for a five lead of 20.0psf on the bottom chord in all areas where a rectarVie 3-6-0 tall by 2 will At between the bottom chord and any other members, 6) Provide mechanical connection (by others) of truss to beaMV plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 7) This truss is designed in accordance with the 2009 international Residential Code sactions 8502.11.1 and R80Z 10.2 and relarenced standard ANSVTPl 1. 8) "Semi-rigid pitchbreaks with fixed ts* Member end fixity model was used in the analysis and design of this truss, 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building des' r. LOAD CASE(S) Standard April 16, 01 lrta= �daA#Lt 7-0-0 8.5.4 ex5 6,00 ItZM1 k„ k 3X4 3X5 Ft te,kcc. TAsu Aprft:23.2i 20%6..., 4. 'L MSsiYgCW eYU2 4 39-5.8 40.5"/ scale 1X72.4 Sul i+9? I {9 E 4X4 Z4 a1 Safe 13 11 24 23 6 i9 t9 17 16 15 14 4x4 _,12 .`-. 300 3X4 3 1320-1-14,0-1-01,134:0-1-14,0-1-0), LOADING(psf) i SPACING- 2-0-0 CSE. ' DFL. in (ilar) Udell Lid PLATES GRIP TOLL 30.0 ? Plate GOP DOL 1.15 TC Ull Vert(LL) -0.00 21-22 >999 240 MT20 1971144 TCDL 18.0 Lumber DOL 1.15 SC 0,24 V(TL) -0,19 2122 >742 180 BLL 0.0 * Rep Stress Ina WS 0,47 H (TL) 0.02 11 We We BCpL 7.0 Code lRC di Pt2007 k (Matrix -M) i Weight. 256 lb FT - 0% LUMBER- BRACING- TOP CHORD 2x6 SPF 2100E 1.8E *Excepr TOP CHORD Structural wood sheathing directly applied or 0 oc purlins„ except 4-6,6-8: 20 SPF Nol end verticals, and 2 oc purlins (2-2-0 max.); 4-8. BOTCHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1 oc bracing, Except: WEBS 2x4 SPF No,2 -0 oc ring. 22-23,21-22. OTHERS 2x4 SPF Nol WBS 1 Row at trikipt 5-16,8-16 REACTIONS. All beatings 9-1»8 ex t (jtw%ngth) 24=7-5-8, 23=7 , 23=7-5«8,11=5-7-8„ 12=0-", 1 =0-5-8r (tb) - Max Herz 24=-126(LC 5) Max Uplift AN uplift 100 lb or less at joint(s) 24, 23, 11, 19 except 16=-180(LC 7), 18=-148(LC 12) MaxGmv AD reactions 250 lb or less at joint(s)14, 14,17, 18,12,19 except 24=315(LC 11), 23=1398(LC 1), 23=1398(C 1);16=1759(LC 12), 11 =728(LC 12) FORCES, (to) -Max, CompdMax. Tan, -AN forces 250 (lb) or ten except when shown. TOP CHORD 2-3=-171339, 3-4 2i, 4«74=-7051121, 74-75-7051121,545-705/121, 6-6=0/303, 6-7=0 , 7-76=01303, 76-77=0i`303,8-77=01303, 8-9=-6951100, 9-11=-F 106, 2-24-273198 ESOT CHORD 20-21=0%705,19.20=0/705,18-19=0805,17.18 05,16-17=01705,1 5-1 6=014 97, 14-1 497,13-14=0/497,12-13-201261,11-12-201261 BS 4-23-1170/47,4-62-121965,21-62-17/932,5-21-375175,5-16-1113M9, 7-16= 71119, 8.16=-887197, 9-13--5/254, 2-63=•41588, 23-63= 44 NOTES 1) Untialauxid roof live loads have been considered for this design. 2) Wind: ASCE 7-05,1 ph; TCDL=10.8ps(; BCDL=421list; h-150„ S=45ft L=24ft; ea ft; Cat U; Exp C; ed; MWFRS (elf heights); cantilever lett and right ex ed ; and Yet" left ars% right exposed; Lumber L=1.60 plate grip DOL=1,60 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), sea Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI l 1; 4) Provide adequate drainage to prevent water ponding. 5) AN plates are 20 MT20 unless otherwise indicated. 6) Plates checked for a plus or minus 6 degree rotation about its csmer. 7) Gable studs spaced at 1 oc, 8) This him has been designed for a 10.0 Pat bottom chord live toad no want with any other five heads. 9) * This truss has been designed for a live load of 20,0psf on the bottom chord in all a whom a rectangle 3-6-0 tall by 2-0~0 wide will fit between the bottom chord and any other members. 10) Bearing at joint(s) 24, 11 considers parallel to grain valtise using AN VT'Pl 1 angle to grain formuta. Building designer should verify capacity of bearing surf 11) Provide Mechanical connection (by Others) of truss to beating plate capable of withstanding 100 lb uplift at joints) 24, 23,11, 19 Con 1 180,18=148r by TW"S rhN 11 ,TM1 _ QN!# 8ttd M ' by n kM by 00 That irm 009106 ti # kM AN ,M1 WM fie TPS 1, 2014 J foowwft,. LU_ (W), Rawo&xOm at in my Imm 1X r J. MUM n1��11 NOTES - 12) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 11 and 8802,10,2 and referenced standard ANSVTPI 1. 13) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the amlys4s and design of this truss. 14) Graphical purist rowesentation does not depict the size or the orientation of the pudin, along the top and/or bottom chord. LOAD CASE(S) Standard MUMONINNANN PM*Kft fwm OOP "W8 "d A"Or'#"TM"S=O=(M0) A6.0==ojf=&= T� for Wmj%cWwA V doWtpwo *Wr 41;=ft oft Kt0kaww9ckwpWn"bewWbrft ft W . .1 Too .PW. d ft W.*.*" . i% VWOW f.=1 of ft *VW Tnm 44ph"d �m Ow TOO �*, Wdw TM I The OwW,V*OwnWs a" or OW 5=0= yft ft WrAftl Of OW INC,E7 arty tl Sar .. a Rc' ipw fac, =t"Taand a"Y"Ma"Odw nW'%kWkK%v MwaW, kow0afim mW bmx*q� zW to ft m OW &*fino OWww wW Cw"Mw A-F.t= R�AN lft�-TVOO W -W #*. tdt sand guWvW*4 of $W*V Convaot SWety k*xvw*s = "pubAW1 by TPI W4 SOCA am n4amnood WO= T OWN"- TF4 I dAm OW NmsT�� Tnm Tnm 0 &M*r 0= 0�'* Vnqk�w mW Tma WAmAKOmm, wOm adwwfse 4~ by a *W -d up- Mn w*kq by a# pwdos Tho Tn" Down tooww izv for my buW�s AB capbbvd Wm am as de*wd In TM 1, CWYrVA 0 2014 PmBWdorJ EO*WW*q, LLC, (DrJ), RWOdwSm of Oft d=wWwk M WW f0m, W pvhki*d W*W Wfte" pwwkwian to" pmaum-00, mom 2X4 , 3 s 2x4 iE LOADING (psQ � SPACING- 2-0.0 CSL VEFL. in (loo) Wall Ud ? PLATES GRIP TOLL 30.0 Plate Grip DOL 9.95 TC 0.18 Vert(LL) am - We 999 MT20 197/144 TCDL 98,0 Lumber DOL 1.95 8C 0.06 Vert(TL) We - We 999 BCLL 0.0 " Rep Stress Incr Yes WS 0.05 Horz(TL) -0.00 4 Wit We BCDL 7.0 Code IRC20 P120O7 (Matrix) Weight: 22 lb FT - 0% LUMBER- BRACING- TOPCHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6- oc purlins, except SOT CHORD 2x4 SPF No.2 end verficals, WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS, (Itilsize) 1=47/6-7-10 (min. 0.1-8)„ 4=1726-7-10 (man. 0.1-8), 5=441/6.7-90 (min. 0-1-8) Max Harz 1=176(LC 4) Max LlpliftI-29(LC 5), 4-35(L ), =-82(LC 7) Max Grav 1-90(LC 4), 4=172(LC 1), 9(LC 1) FORCES, pb) - Max,Comp./Max, Ten. - All forces 250 (tb) or less except when shown, BS 2-5-3851115 NOTES - 1) Wand; ASCE 7»05; 1 ph; TCDL=10:8psf; BCDLs4,2 , h=15ft; 8=45ft; L=24if, eavez40; Cat. ll; Exp C; enclosed; MWFRS (aft heights)„ cantilever lett and right exposed; vertical teff and right exposed; Lumber DOL -1,60 plate imp DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its canter. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load honconcunerut with any other live loads. 5) w This truss has been designed for a live bad of 20,Opsf on the bottom chord to all areas whom a rectangle 3-6-0 tall by 2 wide will fiat between the bottom chord and any other members. 6) Provide mechanical con (by others) of trusts to hearing plate capable of withstanding 100 lb uplift at' t(s)1, 4, 5. 7) This truss is designed in accordance with the 2009 International Residential Code sections 8502.99.1 and 8802.10.2 and referenced standard ANSVTPI 1. 8) "Semi-rigid pitchbreaks with faxed heels' Member and fixity, model was used to the analysis and design of this truss. April 16,2015 30 Scale - 1AC3 2X4 45 LUMBER- BRACING - TOP CHORD 2X4 SPF NO2 TOP CHORD Structural wood sheathing directly applied or 6-" ric purists, except BOT CHORD 2x4 SPF No.2 end verticals, WEBS 20 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-" or, bracing, OTHERS 2x4 SPF No.2 REACTIONS. Ail bearings 11-9-Z Harz 1=31 S(LC 6) MaxUpVd AN uplift 1001h or lossatiolrd(s) 1, 6,7,8 Max Grov All reactions 250 lb or Was at joint(s) I except 6-276(LC 1), 7-610(LC 1), 8-382(LC 1) FORCES. (lb) - Max. Comp./Max. Ten, - All loces 250 (th) or less except when shown, TOP CHORD 1-2-287JI69 WEBS 3-7-442MO3,2-8-3391110 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-06, 100triph-, TCDL=10.Bpsf BCDL-4,2psf-, h=151t 8=45W L=24ft; save.-44ft; Cat. It-, Exp C' enclosed; MWFRS fall heights), carifilever left and right exposed; end vertical left and tight exposed; Lumber DOL=1,60 plate grip DOL -1,60 4) Goble requires continuous bottom chord beating. 5) This truss has been designed for a 10.0 pst bottom chord I" load nonconcurrent with any other I" loads. .t2 40A.M Aw Iviolow, M, wow ow '01,11, W 1,01111111 011 3 IN EMU standard ANSlrrPI 1. S) 'Semi-rigid pitchbreaks mth fixed hoots' Member and fixity model was used In the analysts and design of this truss, April 16,2015 3X4 ''. a 1 6 20 13 20 f I 2x4 7149x2 -Plate Off svW(X1Y)-- . ..... . . .......... LOADIN13 (psf) SPACING- 2-0,0 CSL. DEFL in (I.) Vdoft Lid PLATE$ GRIP TCLL 30,0 t Plate Grip DOL 9.95 TC 029 Vert(LL) n/a rva 999 MT20 1971144 TCOL 18,0 Lumber 1.15 BC 012 i Vert(TL) n1a - No 999 SCLL Ito Rep Stress Ina Yes WB 0,16 Horz(TL) -om 6 n/a No BCDL 7,0 Code IRC2009(TP12007 .... .. .. ...... (Matrix) Weight: 44 lb FT - 0% LUMBER- BRACING - TOP CHORD 2X4 SPF NO2 TOP CHORD Structural wood sheathing directly applied or 6-" ric purists, except BOT CHORD 2x4 SPF No.2 end verticals, WEBS 20 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-" or, bracing, OTHERS 2x4 SPF No.2 REACTIONS. Ail bearings 11-9-Z Harz 1=31 S(LC 6) MaxUpVd AN uplift 1001h or lossatiolrd(s) 1, 6,7,8 Max Grov All reactions 250 lb or Was at joint(s) I except 6-276(LC 1), 7-610(LC 1), 8-382(LC 1) FORCES. (lb) - Max. Comp./Max. Ten, - All loces 250 (th) or less except when shown, TOP CHORD 1-2-287JI69 WEBS 3-7-442MO3,2-8-3391110 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-06, 100triph-, TCDL=10.Bpsf BCDL-4,2psf-, h=151t 8=45W L=24ft; save.-44ft; Cat. It-, Exp C' enclosed; MWFRS fall heights), carifilever left and right exposed; end vertical left and tight exposed; Lumber DOL=1,60 plate grip DOL -1,60 4) Goble requires continuous bottom chord beating. 5) This truss has been designed for a 10.0 pst bottom chord I" load nonconcurrent with any other I" loads. .t2 40A.M Aw Iviolow, M, wow ow '01,11, W 1,01111111 011 3 IN EMU standard ANSlrrPI 1. S) 'Semi-rigid pitchbreaks mth fixed hoots' Member and fixity model was used In the analysts and design of this truss, April 16,2015 —su c. 'J^1V-z 04 3 s ro a r 116 Us 2x4 i, 3X4 ..:_. 20 H 2X4 � ..9T•,i 'W e LOADING (Pat) SPACING- 2-" � CSI. � D�. m (ioc) 61d L+d � PLATES GRIP TOLL 30.0 i Plate Grip DOL 9.15 TC 0.30 Vert(LL)Na - nfa 999 tviT20 197/144TCDL 18.0 Lumbar DOL 1.15 B 0.20 s Vert(TL)nJa da 999 BCL.L 0.0 ' Rep Stress Incr Yes WS 0.10 H (TL) 0,00 5 nta n/a BCDL 7.0 Code IRC . PI 7 (Matrix) i _. Weight; 62 to FT 0' LUMBER- BRA tNG- ....... ......, ..........._... _. TOP CHORD 2x4 SPP No.2 TOP CHORD Structural wood sheathing directly applied or 6- oc pu@11rts, BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceasing directly applied or 10.0.0 cc bracing, p » .i ac. 'sr+ Obearings + t «. MaxUpfift AD uplift 100 lb or less at joka(s) except 9-121(LC 7), Sa-121(LC 7) MaxGray A# reactions 250 lb or less atiolittle) except 1=268(LC 1l, 5=25$(LC 1), 7=435(LC 1), 9=702(LC 11), r Comp./Max. forces250 (1h) or WEBS r s NOTES- 4) Unbalanced real Ave toadsconsidered for this design, + requiresheVbts)', ContilOV01' fall end fight exposed; -0 vertical left and right exposed, Lumber DOL=i,60 plate grip DOL=1.60 3) Pallas chocked far a plus or minus 5 degree rotation about its center. 4) Gable ♦. tx bearmg 5) This buss has been designed for a 104 pat bottom chord live load nonconcurrent with any other five foads, 6) * This truss has been designed W a five tried of 20.Opsf on the bottom chord in all areas where a rectangle 3." tall by 2-0-0 wide win fit between the bottom or and any other members, with SCDLtt 7) Provide mechanical connection (by others) of buss to posting ptate cap" of withstanding i2l lb uplift at joint 9 and 121 to uplift at jointa i This truss is designed .t accordance'. 2009 International Residential Code sections r50.2and a'"vr. r and referenced standard ANSI/TPI 1. 9 mi -rigid Pitchibreaks with fixed heels* Member end fixity model was used In the analysis and design of this truss. LOAD CASE($) Standard April 16«2016 -2 04.2 4x4 3 se 7 s 3x4 2x4 P: 2x4 (. 2X4 30 NOTES - Unbalanced ww: five losids,considered heights),and right exposed;ws DOL=1,60 plate grip R .6 3) Plates ohoded for a plus or minus 6 degree rotation about its centlec .• tcontinuousbottom chord bearing, we 5) This truss s been designed for a 10.0a bottom chord live toad nonconcurrimt with any other live loads ) a, been designed for a live toad of i le on x bottom a • in allareas : y - _ rectangle e i W by 24)-0 wide fit between the bottom chord and any other Provide a. ... wn (by others) of abearing pl a capablew ♦ ♦ 100 «. truss8) This designed -a ♦ a,. a with the 2009 IntemationalResidential Code sections R6021d R802.10.2 and xa standard ANSVTPI 1, s ... a e pitchbreaks with fixed heele Member end fixity modelused in the analysis and design of ,April 16, 015 LOADING lost) SPACING- 240 CSI. DEFL. in (10 0) Udell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 € TC 0.20 Vett(LL) nta n/a 999 MT20 997/944 TCVL 98.0 Lurnber DOL 1.15 ! SC 0.09 i Vert(TL) naa - pro 999 BCLL 0.0 ` Rep Stress tact Yes WS 0.18 (TL) 0.00 5 n/a We BCC}L 7,0 Code IRC2009ITP12007 (matrix) Weight, 52 lb FT = 096 LUMBER- B CING- TOP CHtORD 2x4 SPF No.2 TOPCHORD Structural wood sheathing directly applied or 6-0.0 0o purlins. BOT CHORD 20 SPF No,2 S OT CH ORO Rigid ceiling directly applied or 10-0-0 oc bracing.: OTHERS 2x4 SPF No.2 REACTIONS. Ali bearings 16-7.9. (lb)- Max Harz1-141(LC5) Max Uplift Ail uplift 100 to or less at joints) 9, 6 MaxGrav AN reactions 250 lb or Was adjoint(s) 1, 5 except 7=320(LC 1), 9-519(LC 11), =519(LC 12) FORCES. (lb) - Max, CompJMax, Ten. - Alt forces 250 (to) or less except when shown. WEBS 3-7-27810,2-9=-435/125,4-6-435/125 NOTES - Unbalanced ww: five losids,considered heights),and right exposed;ws DOL=1,60 plate grip R .6 3) Plates ohoded for a plus or minus 6 degree rotation about its centlec .• tcontinuousbottom chord bearing, we 5) This truss s been designed for a 10.0a bottom chord live toad nonconcurrimt with any other live loads ) a, been designed for a live toad of i le on x bottom a • in allareas : y - _ rectangle e i W by 24)-0 wide fit between the bottom chord and any other Provide a. ... wn (by others) of abearing pl a capablew ♦ ♦ 100 «. truss8) This designed -a ♦ a,. a with the 2009 IntemationalResidential Code sections R6021d R802.10.2 and xa standard ANSVTPI 1, s ... a e pitchbreaks with fixed heele Member end fixity modelused in the analysis and design of ,April 16, 015 4x4 3 a 1 6 30 2x4 r: 20 's.0 2x4 _.. 1 t MaxUpfift AN uplift #. reactionsMaxGray AN { lb or FORCES. # t t,. or less exceptshown. WEBS 3-7-29310,2-8=-378/109,4-6=-378/109 UnbalancedNOTES- tY live loads enclosed, heightsy cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1.60 3) Plates checked for a plus or minus 6 dogma rotation about its centec 4) Gable requires continuous bottom diord 5) This truss has been designed for a 1 OO # beating. chord five load! r loads. # ,. truss has beendesigned for a five load# lips. f.. e bottom chord in ;..l re whom a rectangle#! tall by i! wide will Providefit between the bottom chard and any other members, connection (by ♦ of # bearingPlate capablewithstanding11 lb 8) This buss is designed in acmordance with the 2009 International Residential Code sections 11602.11 A and R802.102 and referenced standard ANSttTPl I 9) *Serm-Nid pitchbreaks with fixed heels* Member end fixity model was used in the analysis and design of this truss, LOAD CASE(S) Standard April 16,201 LOAD INi (pso SPACING'.- -0-0 ( CSt. DEFL. in (too) Ude9 Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) rola We 999 MT20 1971144 TCOL 16,0 LumborDOL 1.15 SC 0.06 Ved(TL) me We 899 r SCLL 0,0 ! ; Rep Stress tncr Yes 1 WS 0.09 H (TL) 0.00 5 We rile BCDL 7.0 Code IR Pt200i (Matrix) ........... ......... ...... _. Weight 41 ib FT = 0% _. LUMBER- BRA+CtNG- TOP CHORD 20 SPF No.2 TAP CHORD Structuralwood sheathing directly applied or 6- oc puffins. SOT CHORD 2x4 SPF No.2 BOT CHORD Rigid caning directly applied or 10.0-0 oc bracing. t MaxUpfift AN uplift #. reactionsMaxGray AN { lb or FORCES. # t t,. or less exceptshown. WEBS 3-7-29310,2-8=-378/109,4-6=-378/109 UnbalancedNOTES- tY live loads enclosed, heightsy cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1.60 3) Plates checked for a plus or minus 6 dogma rotation about its centec 4) Gable requires continuous bottom diord 5) This truss has been designed for a 1 OO # beating. chord five load! r loads. # ,. truss has beendesigned for a five load# lips. f.. e bottom chord in ;..l re whom a rectangle#! tall by i! wide will Providefit between the bottom chard and any other members, connection (by ♦ of # bearingPlate capablewithstanding11 lb 8) This buss is designed in acmordance with the 2009 International Residential Code sections 11602.11 A and R802.102 and referenced standard ANSttTPl I 9) *Serm-Nid pitchbreaks with fixed heels* Member end fixity model was used in the analysis and design of this truss, LOAD CASE(S) Standard April 16,201 Uss Type 4(Xy ,pia Creekskle fty Truss ob R fel 7. 8: iDAKHWbHte VGjnO3S2o Oct 5-4-2 5-4-2 Us 2 93 2Us x4 , VULA I LOADING lost) ; SPACING" 2 i CSL DEFL. in ( ) lidefi Ltd 4 PLATES GRIP TOLL 30.0 Plate Grip DOL 9.15 TC 0.28 Vert(LL) n/a We 999 MT20 1971144 TCDL 18.0 Lumber DOL 9.15 SC 0.21 1 Ved(TL) nia n1a 999 SCLL 0.0 a 3 Rep Ina Yes we 0.08 Horz(TL) 0.00 3 We n1a GCDL 7.0 Code IRC TPi2007 (Matrix) I( .._ .,,,,.....,._ _. ..,.....__._ ..,_,,.,.,....... .. a,.._ .._._a. isVe htt 29 lb FT = 0% LUMBER- SRACING- TOP CHORD 2x4 SPF No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 0o purims. GOTCHORD 20 SPF N0.2 BOT CHORD Rigid ceiliN directly applied or 10.0.0 oc bracing. OTHERS 2x"4 SPF No.2 REACTIONS. (tblsize) 9=262110-7-9 (mim 0-1-11), 3=262190-7-9 (num 0-1-11), 4,=647/10-T- (min. 0-1-11) Max Harz 1-87(LC 5) Max plt1-21(LC 9), 3-1(LC 7), 4--6(LC 7) FORCES. (lb) - Max. Co pJMax. Ten. - All forces 250 (lb) or less except when shown, VVESS 2-4-384127 7 NOTES- 1) Unbalanced.. +... have been considered, this is t5; 100mptc TCDLm10.8psUxenclosed; heights); cantilever left and tight exposed; and vertical left and tight exposed; Lumber DOL=1.60 plate grip DOL -1.60 3) Plates checked for a plus or minus 6 degree rotation about Its cantor, 4) Gable requires continuous bottom ♦ t bearing. 6) This truss has been designed for a WO pet bottom « i Rve load nonconcuffent other :. loss 6) This truss has been designed e. • } ..... „ load of # ti on bottom chord in all areasa t. a z 3-6-0 tall by t # wide wig fit between thit bottom chord and any othar members. 7) Provide mechanical connection (by others) Of truss to bearing plate cap" of withstanding 100 th uplift at joint(s) 1, 3, 4. 8) This truss is designed in accordance with the 2009 International Residential Code sections R602. I I I and R802.10.2 and referenced standard S') 'Se"id pitchbreeks with fixed heeW Member and fixity model was used in the analysis and design of this truss. 39577 3-10.2 3-10-2 40 2 4 tM3 i 2x4 e 2x4 P 20 ... .,. _. ,.. .._ ...7- _. .. . _ . ., _----- ..e ., .... �,, 77740 .. ,... ,.. .. . LOADING (psi)� SPACING. 2-0-0 � C31. DEFL. in (loc) t1deft Lid � PLATES GRIP TCLL 30.0 Pule Grip DOL 1,15 TC 0,20 ? Ved(LL) n1a nia 999 MT20 1971144 TCOL 18:0 Lumber DOL 1.15 SC 0:06 Vert(TL) We - n/a 999 E SCLL 0.0 * i Rep StressIna Yes i WS 0.04 Nurz(TL) 0.00 3 We nJa SCDL 7.0 Code IRC2 Pf 7 .... _..,1 ..... ... , ._. (Matrix),_ �. �...�..�..! � .,.... ..:............... ....Weight 20 tb FT -O% . _ _--...... . .... ..... . ..... ... .. LUMBER- BRACING- TOP CHORD 20 SPF No.2 TOP CHORD Structural wood sheathingdirectly applied or 60.0 oc purlins, BOT CHORD 2x4 SPF No.2 BOTCHORD Rigid ceiling directly applied or 1 oc bracing, OTHERS 2x4 SPF N.2 REACTIONS. (lbJslze) 1=20W-7-9 (min. 0-1-8), 3=20817-7-9 (min. 0-1-8),4=324/7-7-9 (min. 0-1-6) Max Herz 1= LC 5) Max Uplift 1--24(LC 7), =-24(LC 7) FORCES- (lb) • Max. Contlidlitax. Ten. • AN forces 250 (tb) or less except when shown. WEBS 2.4--265121 MOTES 1) Unbalanced five toads have been considered for this design. 2) CE 7-05; 1 ph; TCOL-10.8psf; BCDL=4.2psf; h=15ft; 8=45ft; L=240; eave- W. Cat, It; Exp, C. e ; M FRS (alt heightO cantilever leo and right exposed; end vertical left and tight exposed; Lumber DOL=1.60 plate grip DOL -1,60 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcutrent with any other live 6) * This truss has been designed for a five load of 20,0psf on the bottom chord in all areas where a rectangle -0 tall by 2 wide Will fit between the bottom chord and any other 7) Provide mechanical ct` (by others) of truss to bearing plate capable of withstanding 100 tb uplift at joint(s) 1, 1 8) This truss Is designed In accordance with the 2009 International Residential Coda sections R502.1 1.1 and 8802.10.2 and referenced standard ANSVTPI 1. 9) "Serol -rigid pitchbireaks with fixed * Member end fixity rnodel was used In the analysts add design of this truss. LOAD CASE(S) Standard CIL x at�vx�v April 16,2015 PIA �vs VO*Y T'M 9+2 2-4-2 30 2 MY irlty Co*Wil. 10.0 K.O. Pie. 1A W 8 Em 2X4 20 a"11— ... ... ... . ... ---- ------ I 1-11., - o 11 ,11- ........ ........ .... ....... . .. .. . .. .... ..... .... .... ...... . ..... "'T LOADING (Pat) SPACING- 2-0-0 Cst, DEFL in frac) Vdaft Lid 11 PLATES GRIP TCLL 30.0 Plate Goo DOL 1.15 1 TC 0»06 Vart(LL) We n/a 999 MT20 1971144 TCOL 1&0 Lumber DOL 1.15 I SC 0.09 Vert(TL) We We 999 SCLL 0,0 Rep Stress I= Yes I WB 0.00 Horz(TL) 0.00 3 We n/a BCDL 7 0 i Coda IRC2009ITP12007 (Matrix) ......... . Weight 10 1b FT 0% ........ LUMBER. BRACING - ... TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc Purim& BOT CHORD 2x4 SPF No.2 SOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (Vsize) 1-20SW7.9 (min. 0-1-8), 3=2Q 14-7.9 (min. 0.") Max Herz I=-33(LC 5) Max Uplift 1 =-9(LC 7), 3-9fLC 7) FORCES. (lb) - Max, Comp./Max. Ton. - AA forces 260 (th) or Was except when shown, NOTES - 1) Unbalanced roof live toads have been considered for this design. 2) Wind: ASCE 7-05; 100mph, TCDL=10.8psf: BCDCrul2tisf; tvalft S=45ft; L=241t; eavez4f4 Cat It; Exp 0, enclosed,, MWFRS (all heights); cantilever left and tight exposed', end vertical left and right exposed; Lumber DM=l »60 plate grip DOLulAO 3) Plates checked for a plus or minus 6 degree rotation about its owhic 4) Gable requires continuous bottom chord beating. 5) This truss has been designed for a 10,0 psf bottom chord We Wad nonooncumant with any other five loads. 6) * This buss has been designed for a We krad of 20. on the bottom chord in all areas where a rectangle 34-0 tall by 2-" wide will fit between the bottom chord and any other members, 7) Provide mechanical connection (by others) of truss, to bearing plate capable of withstanding 100 to upfift at joint(s) 1, 1 8) This truss is designed in accordance with ft 2009 international Residential Code sections R602.1 1.1 and 8802.10»2 and referenced standard ANSVTPI 1, 9)"Se "id pitchbroaks with fixed hests' Member end fixity me" was used in the analysis and design of this truss. LOAD CASE(S) Standard 3o NAV April 16,2015 3-7.2 15.8-8 i 1. —8 } 5.3.30 Scate=1;44.5 15 14 33 12 11 10 9 3x5 •;. 3x4 1r2 ........,._.,w....._ , 19-1-10 air :aa LOADING (psi SPACING- 2 � C31. OEFL. it ( ? Uda Lid � PLATES GRIP TCLL 30.0 Plate Grip i t L 1.18 TC 0 27 Vett{LL) rVa n1a 999 1IT20 1971144 TCDL 18.0 r Lumber DOL 1.15 8C 0.20 3 Vmt(TL) ata nla 999 BCLL 0.0 " Rep Stress Incr Yes WS 0.07 Hom(TL) 0.00 8 his are BCDL 7,0 Code IRC lTP12007 (Matrix) Weight, 741b FT=0 -11-1-111-111-111 !- ......... ..... ,,... a. . , _ _. _ ....... . .. .......... LUMBER- BRACING - TOP CHORD 20 SPF No.2 TOPCHORD Structural wood sheathing directly applied or 6 oc purffns, except BOTCHORD 2x4 SPF No.2 2-" oc purlins ( max.); 2.6. BS 20 SPF No.2 BLIT CHORD Rigid coiling directly applied or 1 oc bracing. Except OTHERS 2x4 SPF No:2 bracing. 1-1 & REACTIONS. AD bearings 6-1-13, (lb) - Max Harz 1-86(LC 8) Mani Uplift AN uplift 1001b or Ins at ` (s)1, 8,15,10,14,12, 11 Max Grav A+ii reactions 250 th or less at joint(s)1, 8,10 except 70(LC 1), 1552(LC 11),14=551(LC 1) 12=456(LC 11), 11 =394(LC 1) FORCES. (rb) - Max. Comp./Max, Ten, - AN forces 250 (th) or less except when shown, WEBS 7-9-32212,2-15-370/50,3-14=-48&73,4-12=-397/56,5-11-337148 NOTES 1) Unbalanced root five leads have boon considered for ibis design. 2) d: ASCE 7-05; 1ph; TCDL=10.8psU BCDL=4.2ps1 h=151t; 8=458; L=2411; eave=4flt Cal. 11; Exp C, enclosed; MWFRS (alt heights); cantilever kift and dot e vertical left and rot exposed; Lumber =1,60 plate grip D0L=1.60 3) Provide adequate drainage to prevent water ponding, 4) AN plates are 2x4 MT20 untess otherwise 5) Plates checked for a plus or minus 6 degree rotation about its center. 6) Gable requires continuous bottom chord bearing, 7) This tarss has been designed for a 10.0 Pat bottom chord five lead nonconcurront with any other five toads: 8) * This truss has been designed for a five load of 20.0psf on the bottom chord in all areas where a rectangle 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 plata tapable of withstanding 100 8a uplift at joint(s) I, 8, 15, 10, 14.12, 11. OLtr 10} This truss Is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802:10.2 and referenced,vx standard AN VTP11. 11) "Semi ' id pitchbreaks with fixed beels'Mernber end fixity model was used In the analysis and design of this trues. 12) Graphical purist representation does not depict the size or the orientation of the purfin a the top andlor bottom chord,° LOAD CASE(S) Standard April 16,2015 adeftay Truss om 7.600 ID:RKHiVG4HICVGjnQ oGT 99-6.14 15-19-6 .� . .� AFTsk hdustOft, tri Thu Apt 16 ft23.22 2015 pop #.. . 'dhMDSR59VX-WgOX4tiK7dAkZyRWtCE7N4zOC4p 3.7.2 1:36.3 d x6 6x6 :.:. 8,00 f12 13 12 11 3x4 :::: IM 9 TCLL 30.0 N# P F{ •.. 18,0 N.•.•. # #'. 0,0 SCDL 710 :" N'.� • r i . *...N . Ni .. * N • N! «N N P # N is L..«.. .• '.•'M :..N APN N. 4 A N # 4 "+ - ^. "'.f N NN"* i m N ! •...ti :N 'N" R♦ rA ♦Pi rAV fP r , i N». P.• i r r t# M r 1 N r ! r i. r:." N'. N. LN Y ;; i N ! � #N a. Nr N. ♦ # « .. * ".N N:.. s l.. w l.. i .. • NN^: ♦ a» . scN •. Y: i PA * e... N ! i aN Y♦^ N. » N +e N ' N . ♦ s N N x» t x Rte EM 4X8 Us — r.- 3Ar 13 12 11 10 9 a 3X4 30 0... . .......... .. .... . ...... .. -16-4--l0 .. . ..... . ... ...... . ... I. .. ... . ... . . 21 43-- ........ .. Plate P#"% MY)-- 12"to,0 4 0 04!91 .. . ............. .... .. . . ... . .......... .... ... ... - LOADING (psQ SPACING- 2-" CSJ. DEFL, in (loc) Vitell Ud PLATES GRIP TOLL WO Plate Grip DOL 115 To 018 Vert(LL) We We 999 MT20 1971144 TCDL 18.0 Lumber DOL IAS sc 0.08 Ved(TL) me - We 999 BCLL 0,0 Rep S iWB 0,06 Horz(TL) 0.00 7 rda em SCOL 7.0 Code IRC2009/TP12007 (Matrix) Weight, 56 lb ... ... . . ...... FT - 00 . ....... ....... ... .... . . . .. ................ LUMBER. BRACING- .... .. . .. ..... .. TOPCHORD W SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purline, except SAT CHORD 20 SPF No.2 2-0-0 cc pudins (6-0-0 max,). 2-6. WEBS 2x4 SPF W2 SCT CHORD Rigid calling d' 8y applied or 640 cc brackrq OTHERS 2x4 SPF No.2 REACTIONS, All peelings 20-1-1. (to) - Max Horz 1-64(LC 5) Max Uplift AN uplift 100 tb or toss at totals) 1, 7,10,11. 9, 13, 8 MaxGmv Ail reactions2501borloss atJoint(s) 1, 7 except 10=471(LC 1), 11=375(-C 12).9=375(LC 11), 13#311(LCI1),8=311(LC12) FORCES. (to) - Max. CompJMax, Ton. - All forces 250 (lb) or less except when shown. VVESS 4-10=408157,3-11-33W, 6-9-33367 NOTES. 1) Unbalanced roof live loads have beim orinsidered for this desigm 2) WW: ASCE 7-05,1 ph; TCDL=10,8psf, BCDL=C2psf, h=15t Bz4ft, W411; save=411; Cat It, Exp C. enclosed; MWFRS fail heights); cantilever left end right exposed; WW vertical Wit and tight exposed, Lumber DOWAD plate grip DOL=1 A0 3) Provide adequate drainage to prevent water ponding. 4) All plates are 20 MT20 unless otherwise indicated. 5) Plates chocked for a plus or minus 5 degree rotation about its center, 6) Gable requires continuous bottom chord beafing, 7) This truss has boon designed for a 10.0 psf bottom chord live load norrooncurrent with any other five loads, 8) * This buss has been designed for a live lead of 20,0psf on the bottom chord In all areas whom a rectangle 3-6-0 tall by 2-" wide will lit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 10,11, 9,13, 8. 10) This truss is designed in accordance et th lite 20091 ntem8fineW Residential Code sections R502.1 I A and R802.102 and referenced Ali 0 W standard ANS VTPI 1, 11) 'Semkigid pile with fixed hoots' Member and fixity model was used in the analysts and design of this in=, 12) Graphical pudm representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. ee LOAD CASE(S) Standard NA. Aptill 16,2015 OW TuoWnwes Ad0WWWd#VrwA of PmOuN Sur Tom %r Va V" 644? PWWA*n WW few ftws on 06 Tmm =0- MW dream 14) an # WOM UWIX"M 0OWwk* Stftd * Top, 0* Wok cawwW own OW bo owd * *ft t Oft do anTow depkswl on ow TW onir, wWw rp� tn* PC, 00 to , 5A �ft: ME �wlol :-.t- =0 n* ro- 0=4 ckw= A# A 0 t no a. m 0 TF4 I do*" 0* "_M111bWsm Ta" - TMU o'Won Eno— is .�T. sr= ic di 2014 Pm&",DQ 6�, LLC, (00, R"Mdm6an d0ft downw?t in any ktm is p*lftw *VWA#.d"n PWWAWiD" tram pM8U4d*j, Us RM 4118 12 13 t -2-S^' E t � rf `+,. °y -X '�,, 'E,e',!f +,� y ^ '4�m�e y, _",,r.. 4,1 Crtit}}., �,+". �+ . J ,!' H C*...eX4+�'4."' �a..J"+..t'b A'�I_X\,r."�"e.l�+..lkkr'4X�a,$i.:"\.�'x�4 e:1 f�4 f�..d*"a+"'1.. Mis�R/;;h.£M...,�"ale'�ll"\.`�l�`w.+�.+�\x'#'r+�..X,�`...""`\,`:e"`a✓`.l�e,..4.e"\.l�4,F`,t�'Lr�`ri,�,..F�'k,�h r�.�k .�"�.�✓'», �,..�'^,.,�w..''r��, 314 ^': 11 10 3 8 > 3x4 2x4 }i 3x4 2X4 2X4#€ 2x4 is _ _ 1,?Q ... ,n.." , .. .,. _. .. ......... ., Pete 91 C,'C) i a a of s� ti•sw^,d 1 si . _ :. ... _. ..... .e .....iZ113.^.,_ ..,..._d . LOAD NCs (Pat) SPACING- -0w0 CSI. OEFL. in (loc) Vde1i Up PLATE$ GRIP TOLL 30.0 Plate Grip DOL 1,15 TC 0.15 'Vart(LL) nta - nia 999 MT20 1971144 TCDL 18.0 4 Lumber DOL 1.15 1 Be 0.08 i Vart(TL) Na - r9e SCLL 0.0 * Rep Sam Incr Yes $WB 0.05 Horz(TL) 0.00 6 rue nla ; BCDL 7.0 Code IRG PI 7 ...... ... ..,.... k. _.^ ..._ .. ,..._... (matrix) Wol9 rt« 47 Ib FT = O% BRACING - TOP CHORD 20 SPF No.2 TOP CH RD Structural wood sheathing directly applied or -0 oc purims, except SOT CHORD 2x4 SPF No.2 2-0.0 enc purfins (6 max.): 2-5. WEBS 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 1 or; bracing, (lb)- Max Horz 1=-54(LC5) Max UP#ft AN a 1001b or to$S at joint(s)1, 6, 9, 8, 11, 7 Max Grov AA reactions 250 lb or less st joint(s)1, 6 except 9=417(LC 12), 8=417(LC 11),11=337(L 11) 7=37(L 12) FORCES. (th) - Max. Comp ax. Teri. - All forces 250 (lb) or less except when shown. BS 3-9-366/61,4-8-366/61, 2-11-266M, 5-7-265/30 NOTES - 1) 2) Wind: ASCE 7-05, 100mph; TCDL=10.gpsf 8CDL=4.2psf; h=1511; Bz0ft; L=24ft; savez4ft; CaL It' Exp C; encfosodMWFRS (all „4 exposed,and rot exposed; Lumber Oa Y:. grip i Provide adequate drainage to prevent water pending, checked4) Plains for a plus degree rotation about 5) Debts requires continuous bottom chord bowing, #. This truss has been designed for a 10Apsf bottom chord 4e4. mincorimmimt with any other live.4..4 7) * This truss has been designed 4 : five load of .. .Opst on the bottom chord in alt areas where a rectangle 4.e tall b de will betweenfit thebottom other marribere, 'r Provide mechanical connection (by others)of truss to bearing plate : 4 . 4 of wit .100 to untift4... * 9) This truss is designed in accordance a0 International ROsidentid! Code sectionsa a" Y. a 4 yreferenced standard ANSI(TPI 1. 10) 4 4 pitchbreaks. with fixed beeW Member444 "4 in the analysis and designof this truss. 11) Graphical purfin representationdoes notdepictD or the orientation of the porlm along 44 and/or bottomd 4. LOAD CASE($) Standard IsM �.. ,i,LC,1�1). R�pt�ta;4un 4�rttsix aceta,. to �+N 4ri4aput:wttt�a t<�ra E�a�d.. 3-7.2 6-11.6 3-a-2 am 2xz 30 ,” a i 2x4 ii 214 ? 2X4 it 3x+4 `; LOADING (psQ SPACING- 2 i CSI. � DEFL. in line) Weft Ud Pt Ai ES GRIP TCLL 30.0 E Plate Grip DOL 1.16 TC 015 Vert(LL) rola ria MT20 197f144 TCpL 18:0 Lumber DOL 1.15 BC 0.07 V'ert(TL) nta our 999 SCLL 0.0 « l Rep Stress Ina Yes 0.05 € Horz(TL) 0.00 5 his Wit BCDL 7.t# Coda IRC2 Pl 7 (Matrix) Weight: 38 to FT = O% BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6«0.0 no purlins, except BOT CHORD 20 SPF No.2 2-0-0 ao pudins (6-0-0 max.). 2-4. WEBS 2x4 SPF No,2 BOT CHORD Rigid calling directly applied or 104)-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. AN beatings 14-1-1. (lb) - Max Harz 1-54(LC 5) MaxUpM All uplift 100 [hot less at imot(s)1, 6: 7, 8, 6 Max Grav AD reactions 250 lb or less at jaint(s)1, 6 except 7=426(LC 11), 8= (LC 11), 6= LC 12) FORCES. (lb) ., Max. Comp,/Max, Ten. - All forces 250 (1h) or less except when shown. VVESS 3-7-382/62,2-8-288/34,4-6-288/34 r« • Unbalanced root five loads have been considered for thisilesign. 2) Wind: ASCE t tt m t ., x r C; enclosed; MWFRs (all heights), Cantilever fall and light 0)(POSed . end van" left and right exposed[:b r• t plate R. . ss .:t checked3) Provide adequate 1dramaga to prevent water pending 4) Plate$ W a plus or minus 5 degree rotation about 5) Gable requires continuous bottom chord beating. 6) This buss has boon designed for a 10,0 psf bofforn chord We toad nonomicurrent with any ottw, we Wds, 7) * This truss has been designed for a live foad of 20.Opsfon - bottom chord in all areas where a rectangle3-6-0 f t wide will chordfit between the brifforn other members, 8) Provide mechanical connection (by others) of truss to beadrV plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 7, 8, 6. 9) This truss is designed in aontirdancelir international Residentialr R502.1 1,1 and R802,10.2 + referenced standstill t) 'Serm-tigid pitchbreaks with fixed heels" Member and fixity model was used and desi s Graphical11) e,. rr a depict r of z+ ..r . and/or bottom r a LOAD CASES) Standard E2 lav AM W am as &1 tri 1„. _. _.„ _ .. CQPWV# 02014 PrativWXJ Enonw6v, LLC, mrji. RwodWOMOf M ariY..... Is km tvm d. �LCSSOHPIA H RM C� a MM mH 30 214 H20 ii 5 3X4 ... . .. ...... 1-1 � - . ..... .... . .. .... ... . ...... .. 3-11-8 LOADING (Psf) SPACING- 24W CSI. DEFL. in (toc) Wall Lid PLATES GRIP TOLL 304 Plate Grip DOL 116 TC OA Vert(LL) old We 999 MT20 197/144 TCDL 180 Lumber DOL 1AS BC O�07 i Vert(TL) We old 9" ' 1 BOLL 0.O .Rep Stress tw Yes WB 0.05 Horz(TL) 0,00 4 his n/a BGDL 70 Code IRC2009/TP12007 I (matrix)weight 30 th FT = 0% . . ... ... .. . . ......... -'-- .. . ...... .. LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SPF No,2 2-" oc purlins (6-0-0 max.): 2-3. WEBS 2x4 SPF Not BOT CHORD Rigid cothoft directly applied or 10-0-0 oc bracing, REACTIONS. Allboarings11.1-1. Qb) - Max Herz 1=-54(LC 5) Mac Uplift AN uplift 100 thor less Morels) 1, 4, 6, 5 MaxGrav AN reactions 250 th or less at joint(s) 1, 4 except 6=416(LC 11), 5=416(LC 12) FORCES. (lb) - Max. Comp./Max, Ton. - All forces 250 (lb) or less except when shown, WEBS 2-6-338144,3-5-338M NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05;1 ph; TCDL=10,8$>sf, BCDL=41psf-, h=15k S=45k- L=24ft; eave=411; Cal. 11; Exp C; enclosed; MWFRS (ell heights); cantilever left and right exposed; add vertical left ON fight exposed; Lumber DOL=1,60 plate grip DOL=IA0 3) Provide adequate drainage to prevent water pending, 4) Plates checked fora plus or minus 5 degree rotation about Us center. 5) Gable requires continuous bottorn chord bearing, 6) This truss has been designed for a 10.O Pat bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a five load of 20,Opsf on the bottom chord in ON areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to upfift at int(s)1, 4, 6, 5, 9) This truss is designed In accordance with the 2009 Intemational Residential Code sections 8502, 11 . 1 and 8802.1 O.2 and referenced standard ANSIfTPI 1, 10) "Semi-rigid pi Teaks with fixed heels' Member end fixity model was usedl in the analysis and design of this misa, 11) Graphical purim representation does not depict the size or the orientation of the putfin along the top and/or bottom chord, LOAD CASE(S) Standard fOr " bu&*V AN capkOzed tmm am as dii%md Wrm 1, CqWftft 0200 PM6uWmDrJ EnOwwit'Q„ tic, (00), Rqmducow of ft dwwaaK in coy 3-7-2 041.8 3-7-2 ftaw - 1:15's R11M 6 5 2A 2X4 rl 20 'a 2X4 0-- — "", —4, . . .. . ....... ...... .... ....... ........ .. . ... . ...... ....... .. ... .. ... .... ..... ...... . .. .. .... . ... --a. 1 .. ...... . . . ....... ... ...... ....... ..... . .. . ........ .. LOADING (pst) SPACING- 2-0-0 CSI. ti Ft in (toe) Vdeft L/d i PLATES b GRIP TCLL 30.0 plate Grip DOL 1.15 TC 017 t Vert(LL) rda We 999 MT20 1971144 TOOL 19.0 Lumber DOL 115 BC 0.04 Ved(TL) ant nia 999 BCLL 0.0 Rep Stress Inor Yes WS 0.03 SCDL 7�O 7 Hoa4TL) 0,00 4 n1a We Code IRC (matrix) Weight: 23 to FT = 0% .......... . .. . .. . .. ........ .... ............ . ........ . . . . . ............ .. LUMBER- BRACING. TOP CHORD 2x4 SPF No. TOPCHORD Structural wood sheathing diroctly applied or 64).0 do purtins, except BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins (640 max.); 23. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceffirg directly applied or 10-" oc bracing, REACTIONS. AN bearings 8-1-1, (lb) - Max Horz I z-54(LC 5) Max Uptift All uplift 100 Ib or less at joint(s)1, 4 MaxGtSv Alt rear tions2$Olborteas atioW(s)1,4,6,5 FORCES. (tb) - Max. Comp./Max. Too. - A# tomes 250 (lb) or less except when shown. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-06; 100mph; TCOL-10,8pst BCDL=4.2psf, hu15ft; 8=4511; L=244; eave=4ft, CaL It; Exp C; andosed; MWFRS (an heights), cantilever M and right exposed ; end vertical left and rot exposed; Lumber -1 .1 plate grip =1 .80 3) provide adequate drairlage to prevent water pondsig 4) Plates checked for a plus or minus 5 degree rotation about ft center, 5) Goble mquires, continuous bottom chord hearing, 6) This buss has been designed for a 10.0 PSI bottom chord live load nonconcurrent with any other five loads. 7) * This truss has been designed for a We food of 20.0psfon the bottom chord in all area$ where a rectangle 343-0 tall by 2-" wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by Others) of truss to bearkill plate capable of withstanding 100 tb uplift at joint(s) 1, 4. 9) This buss Is designed in accordance with the 2009 International Residential Code sections 8502. 11. 1 and 8802.10.2 and referenced standard ANSVrPI 1. 10) "Sem" id pitchbreaks with fixed heeW Member and fixity model was used in the analysis and design of this truss. 11) Graphical purist representation does not depict the size or the orientation of the purist along the top and/or bottom chord. LOAD CASE(S) Standard is 2.6-94 2-9-14 3A 2zA - 2x4 . �...,. LOADING (Pat) SPACING- 2.0.0 CSt. DEFL. in ( ) Wall Ltd } PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vart(LL) rda - We 999 MT20 1971144 TCDL 18,0 Lumber DOL 1.15 BC 0.11 Verl(TL) are - nds 999 BOLL 0.0 ` Rep Stress Incr 'Yes 0.00 Horz(TL) 0.00 3 We nta BCDL 7.0 Code IRC2 Pt2007 (Matrix) l Weight 12 ib PT = 0% ..... .._.... e..„..., & ..,. _. , ...... ............ .__ ,... ,. .,.._........... ....... ..... .._._,. ., ..v... .. ....., ...... . .. ,..... ,..... ,,. ,... . .. __.1 LUMBER- BRACING - TOP CHORD 2x4 SPP No.2 TOP CHORD Structural wood sheathing diractly applied or 5.1.13 oc purlins. BOT CHORD 2x4 SPP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bmdng, REACTIONS. (W ' ) 1=230/6-1-1 (ruin. 0-1-8).3=230/5-1-1 (min. 0-1-8) Max Herz 1=37(LC ) Max Uplift 1-1 Og-C 7), 3=-10(LC 7) NOTES - 1) Unbalanced root five leads have been considered W this desilm, heights), cantilever % and right exposed; R verticaland right exposed; LumbuOOL=160 plate grip DOLie 3) Plates checked for a plus or minus 5 dogree rotation about Its center. 4) Gable requires continuous bottom chocl boarfriq 5) This truss has been erionod for a 10O psf bottom chord live lead ocurrent with any other live leads, R.. *: RIle f R » bottom R 6) ' This truss has sa»A�aR •R chord 3-6-0 tell by it wide wiff fit between the bottom ohom and any other members. Provide mechanical connection,(by others) R truss to beating plate .P.R R withstanding 10 d R..ft R. :.designed accordance181 InternationalResidential .sections , 11 + ROOZ 10.2 and sr standard ANSVTPI 1, 9) 'Seml-figid pitilhtimaks with fixed heets' Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard W RRrd the nri A 0 2014 Pd * & J , LLC, (000, 6" of 004 do"Wit am lolea"L 3415 Quail Ct Wheat Ridge, CO Plan I HVAC Load Calculations M Creekside Communities •i E Belleview Ave, Suite 250 Englwood, CO 80011 APPROVED Subject to Field Inspections # Prepared By: Steve Bartunek B&B Healing And Air Conditioning Inc, 4892 Marshall at Wheat Ridge, 0. 80023 303-423-7905 Thursday, April 16, 2015 Project Title: Designed By: Project Date: Client Name: Client Address: Client City-, Client Phone: Client E -Mail Address: Company Name: Company Address: Company City: Company Phone: Company Fax: M -A Architects 4-16-2015 Creekside Communities 7901 E Belleview Ave, Suite 250 Engilwood, CO 80011 303-449-8689 "w -l"iM44%kiil Steve Bartunek 303423-7905 303-431-6523 steve@bbheating.com www.bbheating,com Outdoor Outdoor Outdoor Indoor Indoor Grains D1421111;! W_01� RQLHUM Winter: 1 021 RQLHM n/a 30% DmBulb 70 MOM= 28.07 Summer: 94 59 8% 50% 75 -46 Total Building Supply CFM: 1,611 CFM Per Square It.: 0.348 Square ft. of Room Area: 4,636 Square ft, Per Ton: 1,177 Volume (ft") of Cond. Space: 41,732 ..... . ... ... ... . . . Total Heating Required Including Ventilation Air: 66,171 Btuh 66.171 MBH Total Sensible Gain: 35,446 Btuh 99 % Total Latent Gain: 391 Btuh I % Total Cooling Required Including Ventilation Air: 35,837 Btuh 2.99 Tons (Based On Sensible + Latent) 3.94 Tons (Based On 75% Sensible Capacity) .1 mul ig -1,111plill k6en4ai � UsI4 'J444t L�di 8 & 8 Heatinq AIC -E-140- Software Omoef4menii int" and lno. Wh, e 3,3 3416 all Ct Wheat Ridge, CO Plan __'Pago'i Miscellaneous Report . .. ....... . 01 t' A' "I IU F �outdoor t1u1d6 n4b6 01 n oorest input 0 Winter: 1 0.21 28.07 70 Summer: 94 59 8% 50% 75 -45.87 Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 i Pressure Drop: 0,1000 in wg,/l 00 ft. 0.1000 in,wg,/100 ft. Minimum Velocity: 650 ft,/min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in, Maximum Height: 0 in. 0 in. . . ........ .... ... ............. Infiltration Specified: 0.209 AC/hr 0.100 AC/hr 145 CFM 70 CFM Infiltration Actual: 0,209 AC/hr 0,100 AC/hr Above Grade Volume: X--41JU Cuff. X41132 Cuff, 8,709 Cu.ft./hr 4,173 Cu.ft./hr Total Building Infiltration: 145 CFM XAME 70 CFM Total Building Ventilation: 0 CFM 0 CFM -System I— Infiltration & Ventilation Sensible Gain Multiplier: 20.90 = (1.10 X 1,000 X 19,00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -31.19 = (0k8 X 1.000 X -45.87 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier. 75.90 = (1.10 X 1,000 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0,190 AC/hr (132 CFM), Construction: Semi -Tight, Fireplaces: 1, 13 CFM, Semi -Tight Summer Infiltration Specified: 0.100 AC/hr (70 CFM), Construction: Semi -Tight C:\Program Files\ElitekRhvac 9\Projectsk3415 Quail Ct Wheat Ridge CO 11lan I rh4 Thursday, April 16, 2015, 1213 PM C:\Program Files\Elite\Rhvac 9\Projects\3415 Quail Ct Wheat Ridge CO Plan I rh9 T h u rs day, April 1 6 2 0 1 5 12: 13 P1111 Net Rec, ft,2� Son' Lat Nef son; Sys S* Sys Dud Scope Ton, Ton rron! Area Gain� Gain' Blain;� Loss� Htq cw� J C19 CFM Act' CFM Buitdinq 2.99 194 1,177 4,636 35,446 391 35,837 66,171 859 1,611 1,611 SvSteM 1 2.99 3,94 1,177 4,636 35,446 391 35,937 66,171 859 1,811 1,611 12x16 Humidification 2,770 2'f,xne 1 4,636 35,446 391 35,837 63,401 859 J,611 1,611 14x19 1-Game/Rec, 944 5,505 -338 5,505 8,800 119 2513 250 5,5,5 2 -Theater 269 1,382 -78 1,382 1,761 24 63 63 5 3'Crawispace 238 739 -235 739 12,304 167 '34 34 3 4-Mechisloraoe 447 450 -143 450 3,122 42 20 20 Not M DD: 1-4 5-Bedroom-Bedroom4 144 1,159 -119 1,159 2,535 34 63 53 Not M D: 1D -4 6 -Bath 3 81 237 126 363 541 7 11 11 2 7 -Bedroom 3 181 758 -141 758 3,037 41 34 34 3 8 -Master Bedroom 278 3,280 -187 3,280 5,092 69 149' 149 7 9 -Master Bath 291 2,062 61 2,123 2,559 35, 94 94 0,0 10 -Study 189 3,554 -53 3,554 2,134 29 102 162 0,0 11 -Guest Bath 111 763 88 851 1,327 18 36, 35 0 12 -Guest Bed 139 1,549 -147 1,649 3,436 47 '76, 70 0 13-Fover 131 729 -34 729 1,836 25 33 33 3 140nNnq 325 1,934 251 2,185 3,463 47 88 88 Not MDD: 1-5 15 -Great Room 461 1,737 88 1,737 3,401 46 79 79 5 16 -Nook 99 Z289 -116 2,289 3,813 52 104 104 6 17-169tchen 118 5,201 4,675 6,876 798 11 236 236 6,61i 18 -Laundry 104 1,593 -107 1,593 2,724 37 72' 72 61 19.5 der Room 86 525 -26 525 728 10, 246 24 3� C:\Program Files\Elite\Rhvac 9\Projects\3415 Quail Ct Wheat Ridge CO Plan I rh9 T h u rs day, April 1 6 2 0 1 5 12: 13 P1111 Duct rays Room or Sour Minimum Msxant Rough. Vin' ' t ct? } pct, Duct !suet _. Ve V city; Factor; U100i toss: Ve tyr e Flow, Flew, Size System 9 Supply Runout: Zone 9 9 -Ga, CFk1F 6" 450 750 0.0003 0.08 0,99 608.7 22^969 i`u xy.. �s 5 +#. 6* 1CFM) 100 6" 100 FM3 M) GMDD 450 750: 0 ,01 0.06 0, 81 608.7 90. 5 119 , 250 5 450 750 0.0003 0.08 0^10302 608.7 35.1 2 -Theater t6" 76 CFM} GMDD 450 750 0.0003 0.08 0.04105 462 11,156 24Mj 63 5 7 -Craws ,e (7" 199 CFM) GMDD 450 750 0:0003 0.08 0.12641 692.7 24.289 167. 34 3 i 4-Mechfstoraria Suitt -in 450 750 0 0,1 234.2 30 1--4 -Bedroom 4 Built -4n 450 750 0 0.1 603.6 34 53 1-4 6 -Bath 3 (4" 13 CFM) GMDD 450 750 0.0003 0.08 0.06938 504.2 8.531 7%,,,,% 31' 2 7-Bedr sn 3 (5'63 CFM) GMDD 450 750 0.0003 0.08 0.95333 692.7' 23.3 41 34 3 8 -Master Bedroom (6' 90 ' CFM) GM D 450 750 0.01 0.08 0:09268 557.5 32.812 69 149 7 9 -Master Both (5" 56 CFM, 5" 450 750 0.0003 0,08 0 0 14,766 ,N, 7, 0 56 CFM) GMCsi7 450 750 0.0003, 0.08 0 0 10.972 35 0 10•Study (6"98 C:FM, 6" 98 GMDD450 450 750 0.01 0.08 0 0 4.378 M {iCFM) 750 0.0003 0.08 0 0 13.781 29162 0 11 -Guest Bath (5" 42 CFM) GMDD 450 750' 0.0003 0.08 0 0 17.4 18 35 0 12 -Guest Bed (6* 85 CFM) GMDD 450 750; 0.0003 0.08 0 0 33^141 47 70 0 1 -Fover (6'40 CFM) GM43t3 450 750 0.0003 0.08 0.12615 672.3 17,722 25 33 3 i 14 -[:ronin Built-in 450 750 0 0.9 644.6 47 88 1r 6 15 -Great Room (7" 96 CFM) GMDD 450 750 0.0003 0.08 0.07475 579.4 21 46 79 5 16 -Nook (7" 126 CFM) GMDO 450 750' 0.0003 0,08 0.06196 529.7 22,312 52 104 6 17 -Kitchen (7" 130 CFM, 7' GMDD 750 0,01 ' 0.08 0,06486 601 15.75 130 CFM) 450 750 0.0003 0,08 0.061061 601 12.8 11 236 6 18 -Laundry (5" 85 CFM) GMDD 450 750 0.0003 0.08 0.04728 528 5.9 37MM, 72 19 -Powder Room (4'29 CFM)GMDD 450 750 0.0003 0,08 0.041646&9 3.6 10In 24 3 Other Ducts 4n System 1 Supply Main Trunk GMDD 650 900 0.0003 0.08 0,3742 816 1:641 we 1,088 12x16 RR -100 GMDD 0 0 0.0003 0.08 0.09142 716 9.,844 5371 537, 902 RR -110 GMDD 0 0 0,0003 0,08 0.0927 716 11.484 537 537 902 ST -340 GMDD 650 900 0.0003 0,08 0 0 7.875 0, 0 Oxo ST -280 GMDD 650 0.0003 0.08 0:00716 708 2.3 5 , 118 4x6 ST -270 GMDD 650 0,0003 0,08 0,00424 704 1.641 47, 308 7x9 ST -260 GMDD 650 0.0003 0.08 0.00408 651.4 1.641 4 190 6x7' GMDD 650 900 O. 3 0,08 0 0 0.656 0 IM 0 Oxo ST -240 GMDD 650 900 0.0003 0.08 0.00807 683 5.9 57 332 700 ST -230 GMDD 650 900 0,0003 0.08 0,02457 713.5 13.125 109 436 8x11 GMDD 650 900 0.0003 0.08 0,01091 748,8 4.6 94 182 5x7 RT - 120 GMDD 0 0 0.0003 0,08 0 0 1.641 0 j 0 0x0 GMDD 650 900 0.0003: 0,08 0.04713 686.7 7.219 155 a 515 9x12 10 12 GMCsI s 650 0.0003 0,08 0.93184 720 26.578 SN"N" 48 FINE, 45 3x3 10 X 12 GMDD 650 900 0.0003 0,08' U0429 703.8 1.969 359 U 393 8x10 GMDD 650 900 0.0003; 0,08' 0 0 2953 ,, 0 0 oxo GMDO 650 900 0,0003 0.08 0.04659 711.8 6,234 311lNg 346 7.10 10 X 14 GMDD 650 900 0,0003 0.08 0.05651 748.8 6.9 94 �p 182 5x7 GMDD 0' 0 0.0003 0.08 0.05941 939.2 2,3 , 1,611 5, 1,611 1309 GMDD 0 0 0.0003 0.08 0.03544 878.7 4.6 1,074 , , 1,074 11x16 RR- 120 GMDD 0 0 0.0003 0.08 0.09116 716 9.516 r , 537, 537 902. ST -290 GMDD 650 900 OM03 0.08 0 0 1.969 .. 0T 0 Oxo ST -300 GMDD 650 900 0.0003 0.08 0.04918 792 36 7 v v. 11 1x2 ST -310 GMDD 650 900 0.0003 0.08 0.00624 683 2.625 80 �J " 166 5x7 ST -320 GMDD 650 900 0.0003 0.08 0.01446 796.8 3.281 40 83 3x5 C.1Program Files\Elite\Rhvac glProjectst 415 Quail Ct Whet Midge CO Plan 1,rh9 Thursday, April 15, 2015,12:13 PM t Room or iMinimum Maximum Rourcegh. l9n P' t; Duct; tits Act. Dud ► V+ ... ty V tY for U1W r_ L ; V ty Length; F 6T-330 GMDD 650 900 0.0003 0.08 0 0 2.3 w 0 ` 0 a� r. Ox 10 X 12 GMDD 650 900 0,0003 O:08 0.01474 701.3 10.172 271 263 6, GMDD 650 0.0003 0.08 0.0056 720 1.963 4 271" X00 5, GMDD 650 900 0.0003 0.08 O.00673 683 2.953 80 mi ;�'�� 166 GMDD 650 900 0.0003 0.08 0 0 6.9 0 4;u �' 0 Ox Summary System 1 Heatinq Flaw: 859 Design Friction Rate- 0.143 TEL return: 235.: OOltnq Flaw.. 1611 Total Cumulative SP Lass: 0 851 TEL Supply: 111 Fen FSP: OA51 Device SP Lass: 0.35 TEL Total: 351 A C,,\Program Files\Elite\Rhvac 9\Projects\3415 Quail Ct Wheat Ridge CO Plan 1xh9 Thursday, April 16, 2015,1213 PM 4A -6-o: Glazing -Double pane low -e (e = 0.20 or less), high performance, operable window, e=0,05 on surface 2, any frame, u -value 0.33, SHGC 0,33 11 J: Door -Metal - Fiberglass Core 12F-Osw: Wall -Frame, R-21 insulation in 2 x 6 stud cavity, no board insulation, siding finish, wood studs 16B-38: Roof/Ceiling-Under Attic with Insulation on Attic Floor (also use for Knee Walls and Paron Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-38 insulation 21A-20: Floor -Basement Concrete slab thicknes -2 [oil's Subtotals for structure: People: Equipment: Lighting: Ductwork: Infiltration: Winter CFM: 145, Summer CFM.* 71 Ventilation: Winter CFM: 0, Summer CFM: 0 Humidification (Winter) 7.55 gal/day: AED Excursion: Us M 46 1,905 0 4671.6 20,954 0 2607.6 4,679 0 2066.9 3,851 0 237,8 8,548 0 52,382 0 4 800 1,760 0 0 11,019 0 2,770', MR 0 -2,169 0 0 0 391 690 690 4,342 4,342 3,322 3,322 N 0 21,736 920 8,920 0 0 1,457 00 2,413 E= IC N 21,736 1,720 10,680 0 0 -712 0 0 2,413 9M C:\Prograrn Files\Elite\Rhvac 9\Projects\3415 Quail Ct Wheat Ridge CO Plan 1.rh9 Thursday, April 16, 2015, 12:13 PM Building Pie Chart i•+ W M�% vi�� AED Excursion 7% 0.'` # M- 0- I or#T#T&j ION II I I III I pill 1 111111111 1 ijill Ij! iiii I L oil III MWIMIM-NILM-11 MMSEEM Calculation Mode: Htg. & clg, Occurrences: 1 Room Length. 944.2 ft. System Number: 1 Room Width; 1.01 ft. ,Zone Number: 1 Area: 944.0 sq.ft. Supply Air: 250 CFM Ceiling height. 9.03 ft. Supply Air Changes: 1.8 AC/hr Volume, 8,498.01 cu.ft. Req. Vent. lg. 4 CFM Number of Registers. 3 Actual Winter Vent.. 03 CFM Percent of Supply... 03 % Actual Summer Vent.. 03 CFM Percent of Supply: 6 % Actual Winter Infil... 23 CFM Actual Summer Infil.r 11 CFM ..... ,., .,,.,. lltyet`5�,{ ,.n. ;. Aree ,� . t �e@n,JC.fy p N -Wall-12F-01sw 18.4 X 103 124.2 01.0365 4.5 857 0.9 01 118 F -Wall-12F-Osw 11.8 X 103 118.1 13,0165 4.5 5301 019 0 1111 N -Wall-12F-03sw 201.7 X 10; 2036.7 01.0165 4.5 927 01.9 01 192 W Wall-I2F-03sw 34.1 X 103 111.1 0.0365 4.5 498 01.9 01 103 N -Wall-12F-01sw 2 X 101 197 0.0165 4.5 88 0.9 01 18 W -Wall-12F-Osw 18 X 103 150,5 0.0365 4.5 675 03.9 03 1401 N -GIs-4A-6-o shgc-9,33 10103%S 30 01.3303 22,8 683 12.7 0 381 W -CSIs-4A-6 shgc-03.33 O%S 303 033303 22.8 683 37.5 01 1,124 W -CSIs-4A-6-o shgc-01.33 O%S 30 0.336 22.8 683 37.5 0 1,124 Floor -21A-20 1 X 944.2 944.2 0.027 _1.9 1,759 01.03 03 Subtotals for Structure: 7,0183 0 3,307 Infil.. Win.. 22.6, Sum.. 101.8 8201 2,0193 1,717 01.277 -338 227 A D Excursion: 375 Equipment:_ 01 1,596 Room "Totals: 8,8601 -338 5,5015 �cara+aT:r .. ........... i. .:.. ,.w r..'L ...,. ..,,„ ..... ..„...: ..._., ... .,...,.,w....,,. . , a »:w,,,.. Color television 683 01 1001 10101 683 01 Computer and monitor 1536 01 35 10303 538 03 Total 1596 0 ,DetafledRoom Loads - Room 2 - Thea r (A to verage Load Procedure) . . . ........ ...... . ..... ......... . .. ...... . Calculation Mode: Htg. & c1g, Occurrences: Room Length: 14.1 ft. System Number: Room Width: 19.0 k Zone Number: Area: 269.0 sq.ft. Supply Air: 63 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 1.6 AC/hr Volume: 2,417.0 cuft Req, Vent. Clg: 0 CFM Number of Registers: I Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 5 CFM Actual Summer Infil.: 3 CFM . ... er itn ..... .... tea en b4' W -Wall-12F-Osw 19 X 10 1903 0.065 4.5 853 0.9 0 177 Floor -21A-20 I X 268.5 268.5 0.027 1.9 500 0.0 0 0 Subtotals for Structure: 1,353 0 177 Infil.: Win,: 5.2, Sum,: 2.5 190 2091 398 0,279 -78 53 AEE Excursion: 94 Equipment: 0 1,058 Room Totals: 1,751 -78 1,382 motor teteviston 683 0 100 100 683 0 Stereo 375 0 100 100 375 0 Total 1058 0 CAPrograrn Files\Elite\Rhvac 9\Projects\3415 Quail Ct Wheat Ridge CO Plan I,rh9 Thursday, April 16, 2 1 0 1 15, 11 1 1 1 2 "1 : 11 1 1 3 1 PI Detailed Room Wad - Room 3 - Crawlspace (Average Load Procedure) ...... . ....... i Calculation Mode: Htg� c1g. Occurrences: I Room Length: 237.8 ft, System Number: I Room Width: 1,0 ft. Zone Number: I Area: 238,0 sq,ft, Supply Air: 34 CFM Ceiling Height: 9,0 ft. Supply Air Changes: 0.9 AC/hr Volume: 2,140.0 cu.ft, Req. Vent. Clg: 0 CFM Number of Registers: I Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 16 CFM Actual Summer InfiL: 8 CFM . . ..... . ... . .... �7 . . ........ . San,' ............ - - -------- E -Wall-I 2F-Osw 1.9 X 10 19.4 0.065 4.5 87 0.9 0 18 S -Wall- I 2F-Osw 6,2 X 10 62.3 0,065 4.5 279 0.9 0 58 E -Wall-12F-Osw 161 X 10 161.1 0k65 4.5 723 0.9 0 150 S -Wall-12F-Osw 11.4 X 10 1143 0.065 4,5 513 0.9 0 106 W -Wall-1 2F-Osw 12.2 X 10 1223 0.065 4.5 549 0.9 0 114 S -Wall- 1 2F-Osw 3.3 X 10 333 0.065 4.5 149 0,9 0 31 W -Wall-I 2F-Osw 5,8 X 10 58.1 0.065 4.5 261 0.9 0 54 Floor -dirt floor I X 237.8 237.8 0.521 35.9 8,548 0,0 0 0 Subtotals for Structure: 11,109 0 531 Infil.: Win,: 15.7, Sum.: 7.5 571 2.094 1,195 0.277 -235 158 AEO Excursion: 50 Room Totals: 12,304 -235 739 C:kProgram FileskElitekRhvac 9\Projects\3415 Quail Ct Wheat Ridge CO Plan I rh9 Thursday, April 16, 2015, 12:13 PM Calculation Mode: Htg. & c1g. Occurrences: I Room Length: 447.4 k System Number: I Room Width: 1'0 k Zone Number: I Area: 447,0 sq.ft, Supply Air: 20 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 03 AC/hr Volume: 4,027,0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: I Actual Winter Vent.: 0 CFM Runout Air. 20 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 234 ft./min. Percent of Supply: 0 % Runout Air Velocity: 234 ft./min, Actual Winter Infil.: 10 CFM Actual Loss: 0.064 in.wg./I 00 ft, Actual Summer Infil.: 5 CFM .... .... . .. ..... . . .......... I0tem fa on d ............ '4 E -Wall-12F-0sw 18.7 X 10 187 0.065 4.5 839 0,9 S -Wall-12F-Osw 16.1 X 10 160.8 0.065 4.5 721 0.9 Floor -21A-20 I X 447.4 447.4 0.027 1.9 834 0,0 Subtotals, for Structure: 2,394 Infil.: Win.: 9.6, Sum.: 4.6 348 2,093 728 0.276 AICD Excursion: Room Totals: 3,122 -143 C:\Program Files\Elite\Rhvac 9\Projects\341 5 Quail Ct Wheat Ridge CO Plan 1, rh9 Thursday, April 16,2015,12:13 PM Calculation Mode: Htg. & c1q. Occurrences: I Room Length. 144,5 ft. System Number: I Room Width: 1.0 k Zone Number: I i Area: 144.0 sq,ft. Supply Air: 53 CFM Ceiling Height: 9,0 ft. Supply Air Changes: 2.4 AC/hr Volume: 1,300.0 cu.ft. Req, Vent. Clg: 0 CFM Number of Registers: I Actual Winter Vent.: 0 CFM Runout Air: 53 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in, Actual Summer Vent,: 0 CFM Runout Air Velocity: 604 ft./min. Percent of Supply: 0 % Runout Air Velocity: 604 ft./min. Actual Winter Inti.: 8 CFM Actual Loss: 0A10 in.wg./100 ft. Actual Summer Infil,: 4 CFM .. .... ........ . .. .... .......... - ...... . . ... ... Ares l ..... ... . . Cly Cat fanH LP --ip Li E -Wall-12F-Osw 11.8 X 10 98.1 0.065 4.5 440 0.9 0 99 S -Wall-12F-Osw 8.2 X 10 82 0.065 4.5 368 0.9 0 76 W -Wall-12F-Osw 3.3 X 10 33 0,065 4.5 148 0.9 0 31 S -Wall-12F-Osw 5.6 X 10 55.8 0.065 4.5 250 0.9 0 52 E -GIs-4A-6-o shgc-0.33 O%S 20 0,330 22.8 455 37.5 0 750 i Floor -21A-20 I X 144.4 144.4 0.027 1.9 269 0.0 0 0 Subtotals for Structure: 1,930 0 1,000 Infil.: Win,: 8.0, Sum.: 3.8 289 2.094 605 0.277 -119 80 AED Excursion: 79 Room Totals: 2,535 -119 1,159 C:\Program Files\Elite\Rhvac 9\Projects\3415 Quail Ct Wheat Ridge CO Plan I.rh9 Thursday, April 16, 2015, 12:13 PM Detailed Room Loads - e Room 6 - Bath 3 (Ave ragLoad Procedure .) . . .. ... ... . ... ....... . . .. ... .. Calculation Mode: Htg. & c1g. Occurrences: I Room Length: 13.8 ft. System Number: I Room Width: 5.9 ft. Zone Number: I Area: 81.0 sq.ft, Supply Air: 11 CFM Ceiling Height: 91,0 ft. Supply Air Changes: 0.9 AC/hr Volume: 733.0 cuft Req. Vent. Clg: 0 CFM Number of Registers: I Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 2 CFM Actual Summer Infil.: 1 CFM em rea U , Oft- 00", sin:] E -Wall-12F-Osw 5.9 X 10 59.1 0.066 4.5 265 0.9 0 55 Floor -21 A-20 I X 81.4 81A 01,027 1,9 152 U 0 0 Subtotals for Structure: 417 0 55 Infil.: Win.: 1 .6, Sum.: 0.8 59 2.098 124 0.271 -24 16 AEC? Excursion: 16 Equipment: 150 150 Room Totals: 541 126 237 hair Dryer 600 600 100 25 150 150 Total ISO 150 Calculation Mode: Htg. & c1g. Occurrences: I Room Length: 180,9 ft. System Number: I Room Width: 1.0 I'L Zone Number: I Area: 181,0 sq.ft. Supply Air: 34 CFM Ceiling Height: 9,0 I'L Supply Air Changes: 1.3 AC/hr Volume: 1,628.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: I Actual Winter Vent,: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 9 CFM Actual Summer Infil.: 5 CFM I en, Ajea on . ....... ..... . . .... fat Son . ......... N -Wall-12F-Osw 13.8 X 10 112,8 0,065 4.5 506 U 0 105 E -Wall-12F-tsw 13.1 X 10 1312 0,065 4.5 588 09 0 122 W -Wall-I 2F-Osw 7,2 X 10 72 0.065 4.5 323 0.9 0 67 N -GIs-4A-6-o shgc-0,33 100%S 25 0.330 22.8 569 12.7 0 318 Floor-21A-20 I X 180.9 1809 0.027 1.9 337 0.0 0 0 Subtotals for Structure: 2,323 0 612 Infil.: Win.: 9.4, Sum.: 4.5 341 2,094 714 0176 -141 94 A Excursion: 52 Room Totals: 3,037 -141 758 i Rh vac - Residential & Light Commercial NVAC Loads 10 tfte SoftwareDevelopmenti lnt & S Healina and AlC Inc, 3415 all Ct Wheat Ridge, CO Plan I -Page 16 1] Detailed Room Loads - Room 8 - Master Bedroom (AverageL,oad Proce(turp) G . ....... .. ......... .... . ... . .... Calculation Mode: Htg, & clg. Occurrences: I Room Length: 2783 k System Number: I Room Width: 1.0 k Zone Number: I Area: 278.0 sq.ft, Supply Air: 149 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 16 AC/hr Volume: 2,505.0 cu.ft, Req. Vent, Clg: 0 CFM Number of Registers: I Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 12 CFM Actual Summer Infil.: 6 CFM Hain A 7Ht den . ...... .. ... CIg .. - fat Sank3ortp' Von, lrij "Gii N -Wa11-12F-0sw 15.4 X 10 114.2 0.065 4,5 512 0.9 0 106 E -Wall-12F-0sw 11,8 X 10 103.1 0.065 4.5 462 0.9 0 96 W -Wall-12F-0sw 18 X 10 150.5 0.065 4,5 675 0,9 0 140 N -GIs-4A-6•o shgc-0.33 100%S 40 0,330 22.8 911 117 0 508 E -GIs-4A-6-o shgc-0.33 O%S 15 0.330 22.8 342 37.5 0 562 W -GIs-4A-6-o shgc-0.33 O%S 15 0330 22.8 342 37.5 0 562 W -GIs-4A-6-o shgc-0,33 O%S 15 0.330 22.8 342 37.5 0 562 i UP -Cell -1 613-38 31 1 .2 X 1 3112 0.026 1.8 558 1.3 0 396 Subtotals for Structure: 4,144 0 2,932 i Infil.: Win.: 12.5, Sum.: 6,0 453 2.094 948 0,276 -187 125 i AFC} Excursion: 223 Room Totals: 5,092 -187 3,280 C:kProgram Files\Elite\Rhvac 9kProjects\341 5 Quail Ct Wheat Ridge CO Plan I rh9 Thursday, April 16,2015,12:13 PM low Calculation Mode: Htg, & c1g. Occurrences: I Room Length- 290.7 ft, System Number: I Room Width: 1.0 k Zone Number: I Area: 291,0 sq,ft, Supply Air: 94 CFM Ceiling Height: 9,0 k Supply Air Changes: 22 AC/hr Volume: 2,616,0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply,: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 6 CFM Actual Summer Infil.: 3 CFM ftent a U oto C14 "a T --fo N -Wall-I 2F-Osw 2 X 10 20 0.065 4.5 90 0.9 0 19 W -Wall-I 2F-Osw 19.7 X 10 166.9 0,0 749 0.9 0 155 W -GIs-4A-6-o shgc-0,33 O%S 30 0.330 22.8 683 37.5 0 1,124 UP-Ceil-168-38 325 X 1 325 0.026 1.8 583 13 0 414 Subtotals for Structuw 2,105 0 1,712 Infil.: Win,: 6,0, Sum.: 2,9 217 2.093 454 0.277 -89 60 AED Excursion: 140 Equipment: 150 150 Room Totals: 2,559 61 2,062 hair dryer 600 600 100 25 ISO 150 Total ISO 150 C:\Program Files\Elite\Rhvac 9\Projects\341 5 Quail Ct Wheat Ridge CO Plan I.rh9 Thursday, April 16, 2015, 12:13 PM Rhvac - Residential & Light Commerolat NVAC Loads Elite Software Development, tric. S & S Heating and AlC Ino, 3415 Quail Ct Wheat Ridge, CO Plan I Wheat Ridge, CO 000,33 page IS I Detailed Room Loads - Room 10 -(Ayprage Load Pro e0yro . .. ....... . . . ... ..... Calculation Mode: Htg, & clg. Occurrences: I Room Length: 189.5 k System Number: I Room Width: 1.0 ft. Zone Number: I I Area: 189.0 sq -ft, Supply Air: 162 CFM Ceiling Height: 9.0 k Supply Air Changes: 5,7 AC/hr Volume: 1,705,0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent,: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 4 CFM Actual Summer Infil.: 2 CFM tom, Are M .... .. . . ..... . I "1 6 to 4, L Seri i ....... ... SW -Wall -12F -Os w 3.1 X 10 21 0.065 4,5 94 0.9 0 20 W -Wall-1 2F-Osw 6.6 X 10 3546 0.065 4.5 160 0.9 0 33 NW -Wall -12F -Ow 3.1 X 10 21 0.065 4.5 94 0.9 0 20 SW-Gls-4A-6-o shgc-0.33 O%S 10 0.330 22.8 228 32.0 0 320 W -GIs-4A-6-o shgc-0.33 G%S 30 0.330 22x8 683 37.5 0 1,124 NW -GIs -4A -6-o shgc-0.33 O%S 10 0.330 22:8 228 26,9 0 269 UP-Ceil-168-38 211.9 X 1 211 v9 0,026 1e8 380 13 0 270 Subtotals for Structure: 1,867 0 2,056 Infil.: Win.: 3.5, Sum.: 1.7 128 2,092 267 0.274 -53 35 AFC? Excursion: 242 Equipment: 0 1,221 Room Totals: 2,134 -53 3,554 ... . ............ ...... ... ..... . ...... Y3 i .. ......... V_ 0,11114 ,,F,77- 71`777: CtA pqt nuo V _0 u Im u U,111�11'1'1:v, Perc`je­nt�� '�'Sdh s'jble"'�"!', t''' 'Avierw atent Latel nse Load 'Na -L-1--1111.111 tu Computer and monitor 1536 0 35 100 538 0 Color television 683 0 100 100 683 0 Total 1221 0 j is - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. B & 8 Heating and " 100. 3415 Cluall Ct Wheat Ridge, CO Plan I lWhoot R10go, 00 00033, Fagg 19 i i'Detafle'd Room Loads Room I I - Guest Bath (A verage'Load P'rpce0#1q) .. .. ...... Calculation Mode: Htg. & c1g. Occurrences: 1 Room Length: 111A 11, System Number: I Room Width: 1.0 ft. Zone Number: I Area: 111.0 sq.ft. Supply Air: 35 CFM Ceiling Height: 9,0 k Supply Air Changes: 21 AC/hr Volume: 1,0010 cu.ft, Req. Vent. Ctg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 4 CFM Actual Summer Infil.: 2 CFM ..... .. .. . ....... .. tam . . .... . ... . ..... Area at .. .... . . . Ohl J E -Wall-12F- sw 4.2 X 10 42,5 0.065 4.5 191 0.9 0 40 S -Wall-12F-Osw 33 X 10 32,8 0.065 4.5 147 0.9 0 30 W -Wall-I 2F-Osw 7.6 X 10 69.5 0.065 4.5 312 0.9 0 65 W -GIs-4A-6-o shgc-0.33 O%S 6 0,330 22.8 137 37.5 0 225 UP-Ceit-16B-38 124.6 X 1 124k 0.026 1,8 224 13 0 159 Subtotals for Structure: 1,011 0 519 Infil.: Win.: 4.2, Sum.: 2,0 151 2.095 316 0.279 -62 42 AEC? Excursion: 52 Equipment: 150 150 Room Totals: 1,327 88 763 If .. ... r7.. . .... ... . . ............. - on OUOUV�,,, 061(in _...,.,Ws 0 U, V 1 �gwer P ib .. . .. . 1P e" U S", k . .... .... . ................... . . . . . . . . . . . 0 H" I'll . . . . . . . . . hair dryer 600 600 100 25 150 ISO Total ISO 150 Calculation Mode: Htg. & c1g, Occurrences: 1 Room Length: 139.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: I Area: 139.01 sq.ft. Supply Air 70 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 3.4 AC/hr Volume: 1,255.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: I Actual Winter Vent.: 0 CFM Percent of Supply,: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 10 CFM Actual Summer Infil.: 5 CFM . ... ....... ... .. . ....... Item Area an Lat - ........... .... . . Sari E -Wall-1217-01sw 12.1 X 10 121.4 0.065 4,5 544 01.9 0 113 S -Wall-I 217-0sw 11.5 X 10 70,8 6.065 4.5 318 0.9 0 66 W -Wall-12F-Osw 12.1 X 10 121.4 0.065 4.5 544 0,9 0 113 S -GIs-4A-6-o shgc-0.33 O%S 32 0.330 22,8 729 19.4 0 621 S -GIs-4A-6-o shgc-0.33 O%S 12 0.330 22.8 273 19.4 0 233 UP -Cell -16S-38 155.9 X 1 155.9 01.026 1,8 280 13 0 199 Subtotals for Structure: 2,688 0 1,345 Infil.: Win.: 9.9, Sum.: 47 358 1092 748 0,277 -147 99 AED Excursion: 105 Room Totals: 3,436 -147 1,549 C:\Prograrn Files\Elite\Rhvac 9\Projects\341 5 Quail Ct Wheat Ridge CO Plan 1. mg Thursday, April 16, 2015, 12:13 PM Rhvac - Residential & Light,Commercial HVAC Loads Elite Software DeveloPment Inc. 1 8 & 8 Heating and A/C Im. 3416 Ouall Ct Wheat Ridge, CO Plan I VV atRio wco, 4003, Paile2l] !Detailed Room Loads - Room 13 - Foyer (Average Load Procedure) r Calculation Mode: Htg. & cl9 Occurrences: 1 Room Length: 130.9 ft, System Number: 1 i Room Width: 1.0 ft. Zone Number: 1 Area: 131.0 sq.ft. Supply Air: 33 CFM Ceiling Height: 9.0 k Supply Air Changes: 1.7 AC/hr Volume: 1,178.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: I Actual Winter Vent., 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 2 CFM Actual Summer Infil.: I CFM IJ .. ..... . . .. .. Seri, a t Senj E -Wall-12F-Osw 2 X 10 197 0.065 4,5 88 0.9 0 18 S -Wall-I 2F-Osw 6.2 X 10 343 0.065 4.5 154 0,9 0 32 S -Door-11 J 3.5 X 8 28 0.600 41 A 1,159 15.0 0 420 UP-Ceii-16B-38 146.4 X 1 146.4 0,026 1,8 263 13 0 186 Subtotals for Structure: 1,664 0 656 Infil.: Win,: 2.3, Sum.: 1.1 82 2.098 172 0.280 .34 23 Aid Excursion: 50 Room Totals: 1,836 -34 729 EE C:kProgram Files\Elite\Rhvac 9kProjectsk3415 Quail Ct Wheat Ridge CO Plan I.rh9 Thursday, April 16, 2015,12:13 PM low Calculation Mode: Htg, & c1g. Occurrences: I Room Length: 17.1 ft. System Number: I Room Width: 19,0 IL Zone Number: 1 Area: 325.0 sq,fi Supply Air: 88 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 1.8 AC/hr Volume: 2,922.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: I Actual Winter Vent,: 0 CFM Runout Air: 88 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 645 ft./min, Percent of Supply: 0 % Runout Air Velocity: 645 ft./min. Actual Winter Infil.: 10 CFM Actual Loss: 0.341 in,wg,/100 ft. Actual Summer Infil.: 5 CFM tem Area ........ .. Hlg,, en C14 fat San i HTM i Gan,, E -Wall-12F sw 19 X 10 1903 0.065 4.5 853 0.9 0 177 S -Wall-12F-Osw 17.1 X 10 146.6 0,065 4,5 658 0.9 0 136 S -GIs-4A-6-o shgI O%S 24 0.330 22,8 546 19.4 0 466 UP -Cell -16B-38 363 X 1 363 0,026 1.8 651 1.3 0 463 Subtotals for Structure: 2,708 0 1,242 Infil.: Win.: 10.0, Sum.: 4.8 361 2.092 755 0.277 -149 100 AED Excursion: 132 People- 200 lat/per, 230 sen/per: 2 400 460 Room Totals: 3,463 251 1,934 THROW! 11 11111:1 I.T. ATM. 71,11, �I III' I I AND a &a Amp AM low Calculation Mode: Htg. & c1q, Occurrences: 1 Room Length: 4601.8 k System Number: 1 Room Width: 1.0 k Zone Number. 1 Area: 461.01 sq.ft, Supply Air: 79 CFM Ceiling Height: 9.0 ft. Supply Air Changes: IA AC/hr Volume: 4,147.0 cuft Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 6 CFM Actual Summer Infil.: 3 CFM I Iteto rea ig en en N -Wall-I 2F-Osw 20.8 X 10 147.8 0,065 4.5 663 0.9 0 137 N -GIs-4A-6-o shgc-0.33 100%S 12.5 0,330 22.8 285 12.7 0 159 N -GIs-4A-6-o shgc-0.33 100%S 36 0,330 22.8 820 12,7 0 457 N -GIs-4A-6-o shgc-0.33 100%S 12 0,330 22,8 273 121 0 152 UP -Ceti -168-38 515.1 X 1 515.1 0,026 IZ 924 13 0 656 Subtotals for Structure: 2,965 0 1,561 Infil.: Win.: 5.7, Sum,: 2.8 208 2.093 436 0.278 -86 58 A Excursion: 118 Room Totals: 3,401 -86 1,737 N -Wall-12F-Osw 13.8 X 10 E -Wall-1 2F-Osw 7.2 X 10 W -Wall-1 2F-Osw 7.2 X 10 "10 , ffZ4,ffZ4t, b7o grR C If. , 7grR C If. UP-Ceil-16B-38 111.2 X I Subtotals for Structure- Htg. & c1g, 0.065 Occurrences: 1 0.065 118 ft. System Number: 1 48 7.2 ft. Zone Number: 1 22.8 99.O sq,ft. Supply Air. 104 CFM 9.0 k Supply Air Changes: 7.0 AC/hr 895.0 cu.ft. Req, Vent, Cig: Cl CFM I 78 Actual Winter Vent.: 0 CFM 156 3,813 Percent of Supply.: 0 % Actual Summer Vent,: 0 CFM Percent of Supply: 0 % Actual Winter lil 8 CFM Actual Summer Infil.: 4 CFM 89.8 0.065 4.5 722 0.065 4.5 242 0,065 4.5 48 0.330 22.8 48 0,330 22.8 111.2 0.026 1.8 282 2.094 AD Excursion: Room Totals: iii �i '111 1115275 111 :I'll; I F I I I I I Z I I !i I! I I! I'll l,1:1 403 0.9 0 83 324 0.9 Cl 67 109 0,9 Cl 22 1,093 127 0 610 1,093 216 0 1,131 200 13 0 142 3,222 0 2,055 591 0276 -116 78 156 3,813 -116 2,289 Calculation Mode: Htg. & c1g. Occurrences: I Room Length: 13,8 ft, System Number: I Room Width: 8.5 ft. Zone Number: I Area: 118.0 sq.ft. Supply Air: 236 CFM Ceiling Height* 9.0 ft� Supply Air Changes: 13.4 AC/hr Volume: 1'058.0 cuft Req. Vent. Cig: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent,: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 2 CFM Actual Summer Infil.: I CFM ,Item Area �tg Sen I fat Sen I E -Wall-12F-01sw 8.5 X 10 853 01.065 4.5 383 0.9 0 UP-Ceil-16B-38 131.4 X 1 131 A 0.026 1,8 236 1.3 0 167 Subtotals for Structure: 619 0 246 Infil.: Win.: 2.4, Sum.: 1,1 85 2.098 179 11.281 -35 24 Ate Excursion: 354 People: 200 lat/per, 230 sen/per 2 400 460 Equipment: 1,310 4,117 Room Totals: 798 1,675 5,201 Coffee maker - brewer Cooking range no hood - four burners on high heat Dishwasher Microwave Refrigerator or freezer - 16 cubic feet Total 1331 717 100 25 333 13311 7167 4096 1433 100 25 1024 4949 1732 75 25 928 1000 0 100 100 1000 25 25 832 M1 4117 1310 Calculation Mode: Htg, & c1g, S -Wall-12F-Osw 8.1 X 10 Room Length: 103,6 ft, Room Width: 1.0 ft. Area: 104.0 sqft. Ceiling Height: 9.0 ft. Volume: 932,0 cuft Number of Registers: I Equipment: E -Wall-12F-Osw 8.9 X 10 80,6 S -Wall-12F-Osw 8.1 X 10 81.3 W -Wall-1 2F-Osw 3.3 X 10 32.8 -Wall-12F-0sw5,7X10 385 S-13 r -1 I J 2.7X6.8 18 E -GIs-4A-6-o shgc-0.33 O%S 8 UP-Ceii-16B-38 115.8 X 1 115,8 Subtotals for Structure: Infil.: Win.: 7.1, Sura.: 34 259 AED Excursion: Equipment: Supply Air Changes: Room Totals: 4.7 AC/hr i Washing Machine 205 0 50 50 51 0 Vented clothes dryer -10 1707 0 50 50 427 0 percent to space Total 478 0 Occurrences: I System Number: I Zone Number: I Supply Air: 72 CFM Supply Air Changes: 4.7 AC/hr Req. Vent. CIg: 0 CFM Actual Winter Vent.: 0 CFM Percent of Supply,: 0 % Actual Summer Vent,: 0 CFM Percent of Supply: 0 % Actual Winter Infil,: 7 CFM Actual Summer Infil.: 3 CFM ......... ..... i'1'1'11 ' I ... . ..... .. . . ... ... .......... 0.065 4,5 361 0.9 0 75 0.065 4.5 365 0.9 0 76 0.065 4.5 147 0.9 0 30 0.065 4,5 173 0.9 0 36 0.600 41.4 746 15.0 0 270 0.330 22.8 182 37.5 0 300 0.026 1,8 208 1.3 0 148 2,182 0 935 2.091 542 0.278 -107 72 108 0 478 2,724 -107 1,593 i Washing Machine 205 0 50 50 51 0 Vented clothes dryer -10 1707 0 50 50 427 0 percent to space Total 478 0 tailed 'Room Loads - Room 19 - PowderRoom oa .. .......... . ... . (Average 'Ld Propeogm) . ... ... .. . .... ...... .. ...... Calculation Mode: Htg. & c1g. Occurrences: Room Length: 118 ft, System Number: I Room Width, 62 k Zone Number: I Area: 86.0 sqft Supply Air: 24 CFM Ceiling Height: 9,0 it, Supply Air Changes: 1.9 AC/hr Volume: 773,0 cuft Req. Vent, Cl: 0 CFM Number of Registers: I Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent,: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 2 CFM Actual Summer Infil.: I CFM tam 0*6 It Let .... ...... 4: E -Wall-12F-Os 6.2 X 10 54.3 0,065 4,5 244 0.9 0 50 E -03Is-4A-6-o shgc-0.33 O%S 8 0.330 22,8 182 37.5 0 300 UP-Ceil-I 6B-38 96.1 X 1 96.1 0.026 1.8 172 1.3 0 122 Subtotals for Structure: 598 0 472 fnfiL: Win.: 1. , Sum,: 0.8 62 2.087 130 0.273 -26 17 Al=ly Excursion: 36 Room Totals: 728 -26 525 1$Ystem, lRoomLuau Summa I Game/Rec 944 8,800 119 2 Theater 269 1,751 24 3 Grawlspace :238 12,304 167 4 Mech/storage 447 3,122 42 5 Bedroom 4 144 2,535 34 6 Bath 3 81 541 7 7 Bedroom 3 181 3,037 41 8 Master Bedroom 278 5,092 69 9 Master Bath 291 2,559 35 10 Study 189 2,134 29 11 Guest Bath 111 1,327 18 12 Gayest Bed 139 3,436 47 13 Foyer 131 1,836 25 14 Cunning 325 3,463 47 15 Great Room 461 3,401 46 16 Nook 99 3,813 52 17 Kitchen 118 798 11 18 Laundry 104 2,724 37 19 Powder Room 86 728 10 Humidification 391 2,770 1,611 System 1 total 4,636 66,171 859 System 1 Main Trunk Sate: 12x16 in. Velocity: 816 ft./man Loss per 100 ft.: 0.072 in. g 8,5,5 - 5,505 -338 250 250 5 1,382 -8 63 63 3 - 739 •235 34 34 '14 234 450 -143 20 20 11-4 604 1,159 •119 53 53 2 - 237 126 11 11 3 - 758 -141 34 34 7 - 3,280 -187 149 149 0,0 x 2,062 61 94 94 0,0 - 3,554 .53 162 162 0 763 88 35 35 0 - 1,549 -147 70 70 3 729 -34 33 33 11-5 645 1,934 251 88 88 5 - 1,737 -86 79 79 6 - 2,289 -116 104 104 6,6 - 5,201 1,675 236 236 5 _ 1,593 -107 72 72 3 525 -26 24 24 35,446 391 1,611 1,611 �� •f• f f f f f f. • f XR90 Natural Gas or Propane Furnace 92.1 Al=til~ 0 93,000 Btuh n/a n/a n/a XL15i Standard Air Conditioner 13.75 SEER 0 39,000 Btuh 29,250 Btuh 9,750 Btuh 527728 a.r. • it !. f :i • ff � %. f f ! e'er f • f ,s • • C:\Program Files\Elite\Rhvac 9\Projects\3415 Quail Ct Wheat Ridge CO Plan I. rh9 Thursday, April 16, 2015, 12:13 PIE Reserved for use by County, . .. .. ..._ .. ..,.,...... .,... .. , ....�.......... . ... ..... . . ....... ..... ...... ... . G f pp ca" n P� i tq . .. .. ..._ .. ..,.,...... .,... .. , ....�.......... . ... ..... . . ....... ..... ...... ... . � ixt q 0 04 � °... p5 J:\2127\214-020 Quail\CIVIL\CONSTRUCTION-PLOT PLANS\4020-PLT-PLN-LOT 6 LEFT HAND GAR AGE.dwg, 8/6/2015 11:55:20 AM 0 rol gF 41- 4- ....... . ... 4 23 Fn *Y*, r—A COVERE71) PA 77�, ?2* tO44w :*4 X ;o --4 C> f.v) 3 -nCAR GRAGE 00 to APORc*j �j 48. IV IV MAX tl> Co, ,e City of Wheat j, dge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033 -8001 P: 303.235.2846 F: 303.235.2857 February 26, 2015 OFFICIAL ADDRESS NOTIFICATION NOTIFICATION is hereby given that the following address has been assigned to the property /properties as indicated below: PROPERTY OWNER(S): Quail Hollow Patio Homes LLC NEW ADDRESS: Wheat Ridge, CO 80033 Lot 1— 3350 Quail Ct. Lot 2 — 3380 Quail Ct. Lot 3 — 3410 Quail Ct. Lot 4 — 3440 Quail Ct. Lot 5 — 3445 Quail Ct. Lot 6 — 3415 Quail Ct. Lot 7 — 3385 Quail Ct. Lot 8 — 3355 Quail Ct. Lot 9 — 3325 Quail Ct. Lot 10 —11305 W. 33rd Ave. Lot 11 —11355 W. 33rd Ave. Lot 12 — 3325 Quail St. Lot 13 — 3345 Quail St. (existing house to remain with existing address) SUBDIVISION: Quail Hollow Jefferson County Reception Number for Plat: 2014095809 NOTES This is a courtesy notification. AUTHORIZED BY: f'� DATE: DISTRIBUTION: 1. Jefferson County Assessor, ATTN: Data Control, 100 Jefferson County Parkway, Golden, 80419 2. Jefferson County Mapping, ATTN: Addressing, 100 Jefferson County Parkway, Golden, 80419 3. Jefferson County Elections, ATTN: H. Roth, 3500 Illinois Ave., Laramie Building, Suite 1100, Golden, CO 80401 4. Email to Jeffco IT Services at smitchel(,ieffco.us 5. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 6. Email to erlinda.j.martinez(d,)usps.g and krissy i.summerfield(&,usps gov 7. Xcel Energy, ATTN: Correspondence, 1123 W. 3rd Ave., Denver, CO 80223 8. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 9. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 10. Consolidated Mutual Water District 11. Northwest Lakewood Sanitation District 12. Wheat Ridge Fire District 13. Wheat Ridge Planning Division 14. Wheat Ridge Building Division 15. Wheat Ridge Police Department www. ci.w h ea tr i d ge. co. u s 16. GIS Specialist 17. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: Vicinity Map DATE: A