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Home My WebLink AboutSFADD2017-2465 JUN 2 9 2011 ��] �l (_!/VW jold,7 DATE OF ISSUANCE: IPERMIT#: / ( -02�//0 5 BUILDING PERMIT APPLICATION $zA '- I6104{- (PLEASE PRINT LEGIBLY-COMPLETE ENTIRE FORM) cfl t J 7, X11 JOB ADDRESS: Esr1cc- SUITE # LOT: yR BLOCK: /0.7, SUBDIVISION:_ mac e G e �e/oNTr f�Il/T BUILDING CONTRACTOR(company name): AO eT0 t'' shirr CURRENT MAILING ADDRESS: 2(2 IS y w 7 7 c- CITY/STATE/ZIP: P�y F-:I Te, 7(.0.2 .1 PH:# gJ7 8 8/9 O a 3 Fax#_9h/o y33 SS6 PROPERTY OWNER: /_/or saf 407.rJiJ CURRENT MAILING ADDRESS: 2 Z / S. 000'r Q r CITY/STATE/ZIP: 644,Aeottle Trr 7&.9jr PHONE NUMBER: 59.7 6X- 219,13? PROJECT VALUE: $ 7R O 1 000 FIRE SPRINKLERED? YES NO ✓ WHAT TRADES WILL BE NEEDED? (Check ones that apply)ELECTRIC ✓ PLUMBING ✓ MECHANICAL✓ DESCRIPTION OF WORK TO BE DONE: /�11 1q7„9e /'p�yn � ��jo i JiTb fQ USE OF BUILDING OR STRUCTURE: /lf2sf aQ v riai NAME OF BUSINESS: Total Square Footage under roof: 6405 INC. FiR/cbl tSquare Footage of alteration/addition: I hereby certify that plans have been reviewed and the building will be inspected by a certified energy code inspector in accordance with State Law. Plan review and inspection documentation shall be made available to the Building Department(required for new buildings, alterations and additions) ❑ 1 hereby certify that plans have been submitted to the Texas Department of Licensing and Regulation for Accessibility Review. Control Number: (Not required for 1 &2 family dwellings) ❑ 1 hereby certify that an asbestos survey has been conducted for this structure in accordance with the regulatory requirements of the Texas Department of Health. (REQUIRED FOR DEMOLITIONS,ADDITIONS AND OR ALTERATION TO COMMERCIAL AND PUBLIC BUILDINGS) I hereby certify that the foregoing is correct to the best of my knowledge and all work will he performed according to the documents approved by the Building Department and in compliance with the City Of Grapevine Ordinance regulating construction. It is understood that the issuance of this permit does not grant or authorize any violation of any code or ordinance of the City Of Grapevine. I FURTHERMORE UNDERSTAND THAT PLANS AND SPECIFICATIONS ARE NOT REVIEWED FOR HANDICAPPED ACCESSIBILITY BY THE CITY,AND THAT THE DESIGN PROFESSIONAL/OWNER IS RESPONSIBLE FOR OBTAINING SUCH APPROVAL FROM THE APPROPRIATE STATE AND OR FEDERAL AGENCY(S). p o PRINT NAME: �N.ri Al✓�/Cct 70.2 SIGNATURE PHONE#: 8/ 3 EMAIL: ❑ CHECK BOX IF PREFERRED TO BE CONTACTED BY E-MAIL THE FOLLOWING IS TO BE COMPLETED BY THE BUILDING INSPECTION DEPARTMENT Construction Type: *-4.8 Permit Valuation: S -7 &O 000• Setbacks =ElectricalL- Division: Occu ancy Grou Fire S rinkler: YES f.-'' NO Front: O1 ion: Building De the 6 1 ^/ Il Left: 6 I Zoning: R. 7 •s- Building Width: 611 It Rear: )Occu anc Load: Ri ht: 61 Plan Review A roval: Dater•10• I Buildin Permit Fee: Site Plan Approval: Date: Plan Review Fee: Fire Department: Date: Lot Drainage Fee: Public Works Department: Date: Sewer Availability Rate: Health Department: Date: Water Availability Rate: Approved for Permit: Date: Sf • ISM 17 Total Fees: dl3 Lot Drainage Submitted: Approved: T4I Ij ) Total Amount Due: $ � D 'Z Z o25 P.0.60%95104.GRAPEVINE,T%]6099(817)410 3165 / 0:FOPM5105PERMITgPPLICATION51N2-Rev.11N4,6106.2N7,11N2,411 WHITWORTH JUNE 19, 2017 DIAMOND JW INC PROCTOR CUSTOM HOMES GENTLEMEN, THE FOUNDATION PLANS,ACCOMPANIED BY THIS LETTER,AS DESIGNATED BY RUSSELL J. WHITWORTH,P.E.,ARE AUTHORIZED FOR USE ONLY UPON THE PROPERTY DESCRIBED BELOW: DESCRIPTION: SINGLE FAMILY RESIDENCE DESIGN CODE: WHITWORTH ENGINEERING REPORT NO.ST16-0342,07/19/16 PI: 36 QU: 890 PSF LOTS/BLOCK: 4RI/102 SUBDIVISION: COLLEGE HEIGHTS ADDITION ADDRESS: 512 E ESTILL STREET GRAPEVINE,TEXAS JOB NO.: WE17-096OR FOUNDATION AND BASEMENT WALL DESIGN CRITERIA WAS FORMULATED BASED ON MODIFICATIONS OF RECOMMENDATIONS AS SET FORTH IN CRITERIA FOR SELECTION AND DESIGN OF SLAB-ON-GROUND (BRAB AND/OR WRI REPORT),ACI 318.99, IRC 2009, IRC 2012,IRC 2015,AND RECOGNIZED ENGINEERING PRACTICES. NOTE: ACCOMPANYING "OWNER MOISTURE MAINTENANCE LETTER"IS TO BE TRANSMITTED TO OWNER,WITH OWNER'S RECEIPT ACKNOWLEDGED TO BUILDER/CONTRACTOR. SINCERELY, RUSSELL J.WHITWORTH, P.E. ie al appearing on this 0 cument was authorized by qs �� Russell J. Whitworth,P.E. i t 1 82117 i"�' *It Whitworth Engineering RUSSELL 1. WHITWORTH e. F-3973 �itlyo P�82117�a.�� tttt\S/ONAL OFFICE COPY :817-236-6106 iM:817-236-6184 � :plans@rjwe.com M C O Q O 'O N L � L w J V o }, 5 yJy N C 2 c o t T 16 a N c m CL A m W ` v ,y O cU � a. _ o LM O U C O O o P 1 c a m F o w Qw IA v F LL LL fl M o O D YI z v cu w wl v m W N (. y _1 z Z m c y O W C L c v o q a `o O vi O E v .p V L � v T v/ N r� C la n W WJ O '^ M 4+ W • 'n _Z Z O Ln M O L — L ry ID N N o w \ L E a o N of o ^ Ln O co N F rl4 ^ M co o W 'D O n 6+ E o ^ - N Ot= a o Sv = o n IA C V n v • '� �o o v V- v v i•� E E p rp 7k N cc V ro o r E v v f v °5 7 �' i v Q! of X _ y.. a.+ X f V d n m m m Q V V N u 0 Z LE Z V \ 0 3:j \ ` \ 3: \ \ \ \ r ar IMQ ) 7 \ ) 2 / } } L7, ; ) ` \ \ \ r4 § } 6 � ƒ � c 0-4 w _ § \ f / _ - \ \ \ \ \ \ \ \ \ \ \ \ \ \ _ \ j ` - ` \ ) ou / } _ Loo) § ƒ { \ \ ` _ - - \ \ 0 k ` aj \ / 0 } / V i 0 M v a 0 0 a M L E ' 3 t 3 Y c o 0 W C1 C! i+ T LL j m � h G L p � ✓1 O U U O O N U V L T Q O V c+ c OI L"1 L NW V U N C T O O L U O �6 5 � o u• L Q L V !!• a M Q V IH3 41'ma;uegOweom FJl Aq paieracafi tvm wenpvaa sryl Kunnsa3old ufirnp paraln6aHm�appng'�„� . .��' 13£'eeb't raywnN alp:pSreJ E IUSHJtl 'cop ramplH L ICU0L:3 pantq a:eq 9'tl uope{(ISUItmO wnitlq EE06 tAHYIP duoVd rapynB 9 y uonryrtsul vnq 6Iddn5 ,, peuy rap'n9 O tl uple{nnq uopepun;-{�on:I Sfi O 43 fe9;a�n:P AsuauHr]�a eaH +mAt u Su n nehaulfixmr w�H j6lb LhQ /ouaoy{3 fiupcaH F1 A1U Uouc{nsVI E:peAt li H35 I1-0 J9Hs—p-M 9[I (SZAIJ uq siamyfirl pea 6i'0 -il IWA-H mupwryt aaonmmiwiuu aoa'wi I ,�' a]e�Ulva�,(JUauiy�3,Sfilau3�el�uaplsaN —F03 F03 Fig f F03A _Po5 d F03A F A — 05 F03 _ _ F05 (l ' --- F0 3FA F02 F05 .- _ Fos CL F03 F02 F05 —FO F05 .g X I I i Z p V F0] —or- i y �a� m We C. I — I p<_ 4 0 _86 H ts MF F N� - Is.e vmu Ise• �— w..m..r �� SAPPHIRE' L--- russ y cuss Type rtetl Gable RjD p709Dr8dV674FgyIKQ9iOVy hwF-hljuFM76sDgta7ryhNUJCBpib8gilk?XHCyhL2pub 17-055664F F01 Floor SU .BMC Truss 8 Com nents Fnsco,TX]5034,Rand Hamden 0-Al 0-1A Scale=1:56.2 q� 1 2 3 4 5 6 7 8 9 10 11 12 13 15 16 17 18 19 20 21 22 23 24 25 26 27 a I S'Ii 5�� 1 S 1 S 1 S i S 1 S t�Sfli Sti Sh1 Sjf1 SI1 S 1 5 1 S�1 T1 8 t —S 1 s,1 -SI1 S, 1 Sit sh 5 1 5614 g {I!4 5114 illk fhb _184.` 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 3x8— 3x8 I_ _.5-9_-8 _. ._ 34.9-9__ 5-9-8 — LOADING(psf) SPACING 2-0-0 CSI - DEFL, in floc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grp DOL 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n!a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 28 n/a n!a BCDL 5.0_ 1 Code IBC20121TPI2007 (Matrix)_ _ Weight:156 lb FT=20%F,11%E LUMBER. BRACING TOP CHORD 2x4 SP 1650F 1.51 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP 1650F 1.51 end verticals. WEBS 2x4 SP No.3(flat)`Excel BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W 1:2x4 SP No.2(flat) OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 349-9. (lb)- Max Grev All reactions 250 lb or less at joints)54,28,53,52,51,50,49,48,47,46,45,44,43,42,41,40, 39,38,37,36,35,34,33,32,31,30,29 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(11 or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard —rTm russ ype 512 ESTILL 'n-055861E f02 Floor IDp7D90r8dV gyt y hjuFM76sDgta7zyhNUJCBpZTBeaks_HCyhL2yyquh 16 – Run Bo005 Ju1152018 Pant B.00D SJ11520151M Telk lntlustnes,Inc Thu Jul 1314:04.242017 Pa e1 aMCimssa Components,Fnsw,T%15034 Rantly Hamtlen --- 0-1-8 674E KQ9iOV BhwF- H 1J-0 0-9-0. Scale=1:34.2 1.50 II 1.5x3 1.5X3= 4x5= 1.5x3 1 3x8 FP– 4x5= 2 3 4 5 6 7 8 9 10 11 12 73 a 21 � � m A BO 23 22 21 20 19 18 17 16 15 4X5= 3x10 MT20HS FP= 4 4x5= 2-9-0 5-3-0 7-9-0 13-9-0 3-0 16-9-0._._.. 21-6-0 –Plate Offsets(X Y)– 118'0 1-8 Edgel (19.0-1JEdge] —- 2�-p 2�_p _2--y-p-- I LOADING(psf) SPACING 2-0-0 CSI. DEFL. in ([cc) Well L/d PLATES GRIP TCLL 40.0 Plate Gnp DOL 1.00 1 TC 0.64 Vert(LL) -0.38 19 >675 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.59 19 >433 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.11 14 Na n/a BCDL 5.0 Code IBC2012ITP12007 (Matrix) I Weight:117lb FT=20%F,11%E LUMBER- BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-2-11 cc pur ins, except BOT CHORD 2x4 SP 165OF 1.5E(flat) end verticals. WEBS 2x4 SP No.3(fla[) SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 24=1163/0-3-8 (min.0-1-8),14=1169/10echanical FORCES. 0b)-Max.Comp./Max.Ten.-AII forces 250(lb)or less except when shown. TOP CHORD 2-3=-1932/0,34=-3282/0,4-5=-4126/0,5-6=-4501/0,6-7=4501/0,7-8=4501/0,8-9=4126/0,9-10=-3282/0, 10-11=-3282/0,11-12=-1933/0 130T CHORD 23-24=0/1115,22-23=012723,21-22=0/3820,20-21=0/3820,19-20=014408, 18-19=0/4501,17-18=0/4408,16-17=0/3820, 15-16=012723,14-15=0/1116 WEBS 12-14=-1578/0,2-24=-1575/0,12-15=0/1214,2-23=0/1215,11-15=-1175/0,3-23--1176/0,11-16=0/831,3-22=0/831, 9-16=-800/0,4-22=-800/0,9-17=0/455,4-20=01455,8-17=429/0,5-20=429/0,8-18=-221/452,5-19=-221/452 NOTES. 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x8 MT20 unless otherwise indicated. 4)Refer to girder(s)for truss to truss connections. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard I Too ruse rues ype �512ESTILL I17-055666E F03 Floor 8MC Truss&Components Fnsm TX]5039,Raptly Mamtlen 1 'Job Reference(optional) Ron:8.000 s Jul 152 Prnt:8.000 8J61 152018 MTek IndusVi- Inc Tu J__ 4ID.p7D94r8dV67 4F gytKQ9iOV BhwF-9 HGShBkcXokCHX9E5?YIPMI pN b 1314.0 : 5 01 P 1 13 14 0-1-8 N 1i 3-01 1-3-8 0-8- Scale=7:55.0 1.5x3 1.50 II 4x5= 1.5x3 I 1.5x3- 4x5- 45- 4x8-3x8 FP- 3x8 FP- 1.5x3 II 4x5 1 2 3 4 116� 7 8 9 10 11 TL- 12 13 14 15 16 17 _ 18 19 20 21 0 4 1. •• ]- ^-C - � -� 'g OBI A .�� 1 39 38 37 36 35 34 X33 32 31 30 29 28 27 26 25 24 23 22 1.5x3 it 4x5- 4z5- 3x8 FP- 4x5-= 4x5= 4x8` 4x8- 3x8 FP- 2-9-0 SJ-0 10$8 13-712132-015-9-8 1838 20-9-8 26.9-1 2931 31-9-1 34$1 2-9-0 2Fi0 5-3A 2-7-4 I?Od 2-7� 2E-0 ..._I 2-0-0--+ 5-11-8-- 2{_p -__2$-0 � 0._--I Plate,Offsets(X Y)- 14 0 1 B Edgel 126:0-1-8 Edgel 127 0-1-8 Edgel 130:Edge 0 1 81 135:0-1-8 Edge] LOADING(psf) SPACING 2-0-0 �i CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.28 25-26 >914 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) -0.4325-26 >595 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.06 22 n/a n/a BCDL 5.0 1_ _ Code IBC2012ITP12007 (Matrix) Weight:1861b FT=20%F, 11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat)'ExcepV TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,. except T1:2x4 SP 1650F 1.5E(flat) end verticals. BOT CHORD 2x4 SP 1650F 1.5E(flat)"Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B2:2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 39=418/0-3-8 (min.0-1-8),22=987/Mechanical;33=2357/0-3-8 (min.0-1-8) Max Uplift39=-67(LC 4) Max Grav39=599(LC 3),22=1006(LC 4),33=2357(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-0=-8631197,34=-1177/539,45=-1098/897,5-6=-1098/897,6-7=-207/1701,7-8=012761, 8-9=0/2761,9-10=01625,10-11=01625,11-12=-140210,12-13=-2523/0,13-14--2523/0, 14-15=-3248/0,15-16=-3248/0,16-17=-3248/0,17-18=3232/0,18-19=-2675/0, 19-20=-162310 BOT CHORD 38-39=-911547,37-38=-31811160,36-37=-897/1098,35-36=-897/1098,34-35=-1340/707, 33-34=-2034/0,32-03=1486/0,31-32=-1486/0,30-31=-129/695,29-30=0/2081, 28-29=012081,27-28=0/2957,26-27=0/3248,25-26=013357,24-25=0/3067,23-24=0/2265, 22-23=0/953 WEBS 2-39=-7711130,7-03=-1323/0,2-38=-157/470,7-34=01946,3-08=-042/181,6-34=-1015/0, 3-37=-332125,6-35=0/1024,4-37=01609,4-36=-372/0,5-35=-430/0,20-22=-1348/0, 9-33=180310,21 9-31=0/1444,19-23=-95510,11-31=1421/0,19-24=01609, 11-30=0/1078,18-24=-584/0,12-30=-1036/0,18-25=0/256,12-28=0/683,14-28=-675/0, 17-26=-4341197,14-27=0/658, 15-27=-306/0 NOTES- 1)Unbalanced floor live loads have been considered forthis design. 2)All plates are 3x8 MT20 unless otherwise indicated. 3)Refer to girders)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 67 lb uplift at joint 39. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard -T toss m35 y 1512 ESTILL }1]-055664E Fn3N Floor Ype 11 y ID:pn:8oW tl Jul 1 'uob Reference(optional). 4 aMC Truss 8 Components,Frisco,TX]5034,Rantl�Hamtlen 1" 15 2016 sF-8 egi NNq IbgR6eooW Thu Jui K2CmTaf AS7Pagge1 4Fgy[KO910VyBhwFdegegl9NNgwbqR6LCOWnHcuvz?K2CmTafGAS7tyyqu2 0-1-8 -{ irk 0_9-0 Scale=1:34.2 1.5x3 II 1.50 1.5x3- 4x5= 1.50 '.I 3x8 FP= 45 1 2 3 4 5 6 7 8 9 10 11 12 13 7 a 23 22 21 20 19 18 17 16 15 14 4x5- 3x10 MT20HS FP= 4x5= _ 2-9-0 _. 53-0 _ _a_— 7-9-0 - __ _. 13-9-0 _I—..._16-3.0 18-9-0 2180 2-9-0 --2-6-0- 2-" _ _ s11-0 --— -2-6-0__-- ._. 2-6-0..._ 2_ Plate Offsets X,Y)-_18:0-1-8,�e1.f19:0-1-8 Edgel - -- LOADING lost) SPACING- 2-0-0 1 CSI. DEFL. in (loc) /dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC O.64 Vert(LL) -0.38 19 >675 360 MT20 244/190 TCDL 10.0 Lumber DOE 1.00 BC 0.81 Vert(TL) -0.59 19 >433 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.11 14 n1a me BCDL 5.0 - Code IBC2012rTP12007 (Matrix) Weight 1171b FT=20%F,11%E LUMBER. - - - - - _ - - BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, except BOT CHORD 2x4 SP 1650F 1.5E(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=116310-3-8 (min.0-1-8),14=1169/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1932/0,3-4=-3282/0,4-5=-412610,5-6=-450110,6-7=-4501/0,7-8=-4501/0,8-9=412610,9-10=-3282/0, 10-11=-328210,11-12=-1933/0 BOT CHORD 23-24=0/1115,22-23=0/2723,21-22=0/3820,20-21=0/3820,19.20=0/4408,18-19=0/4501,17-18=0/4408,16-17=0/3820, 15-16=012723, 14-15=0/1116 WEBS 12-14=-1578/0,2-24=-1575/0,12-15=0/1214,2-23=0/1215, 11-15=-1175/0,3-23=-1176/0,11-16=0/831,3-22=0/831, 9-16=-800/0,4-22=-800/0,9-17=0/455,4-20=01455,8-17=42910,5-20=-429/0,8-18=-2211452,5-19=-221/452 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x8 MT20 unless otherwise indicated. 4)Refer to girder(s)for truss to truss connections. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard i toss toss ype ty y 1512 ESTILL 17-055884E F04 Floor 1 1 L-- BMC T-fum&COm 1 o is:ns,F , Job Reference(opbonal)_0a Jul 2016Pdn Jul 152016 MiTek l_ s nc TTUJN13104'262ID:p7D90r8dV674FgytKO91OVyBhwF-08geg 19NNgwbgR6Loo WnHcus721xCw017 PX1 0-t$ AS7ty .Z H, 1-3-0 r 110-8 1$$ Scale=1:34.2 1.5x3 11 1'5x3 4x5 1.5x3 I 1.5x3 11 3x8 FP- 3 4 5 6 7 8 T10 77 12 13 9 1 l 0 27 IT B — 26' 25 24 23 22 21 20 19 18 17 16 15 1.5x3 11 1.5x3 3x8 FP- 4x5 -_____— 41-0242-0 fi-9$ +_.9$$ _ - _16- _� 18-9-0 21$A 44.12 O 2d8 2-60 6-11-8 2$-0 1-6. Plate Offsets(X,Yl 12:0-1-8 Edge) 13:0-1-8 Edged 118:0-1-B,Edoel f19:0-1-8.Edga --- — LOADING(ps�—SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.17 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(TL) -0.27 17-18 >775 240 1 BCLL 0.0 Rep Stress Incr YES WB 0.49 Ho¢(TL) 0.05 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) - Weight:1191b FT=20%F,it%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. fib/size) 26=-73/0-3-8 (min.0-1-8), 15=879/Mechanical,23=1526/0-3-8 (min.0-1-8) Max Uplift26=-228(LC 4) Max Grav26=135(LC 3),15=882(LC 7),23=1526(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 fib)or less except when shown. TOP CHORD 2-3=-43/376,3-4=0/899,4-5=01899,5-6=-835/0,6-7=-188210,7-8=-253610,8-9=-2536/0, 9-10=-253610,10-11=-2219/0,11-12=-2219/0,12-13=-138710 BOT CHORD 25-26=-376/43,24-25=-376143,23-24=-376/43,20-21=011481,19-20=0/2275,18-19=012536. 17-18=0/2480,16-17=0/1922,15-16=0/829 WEBS 2-26=-551525,3-23=-822/0,13-15=-117210,5-23=-137810,13-16=0/829,5-21=0/1020, 12-16=-796/0,6-21=-971/0, 12-17=0/441,6-20=0/605,10-17=-388/0,7-20=59510, 10-18=-162/363,7-19=0/582,8-19=-299/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x8 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2281b uplift at joint 26. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)"Semi-dgid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced a110-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard o mss cuss ype ty Piy 512 ESTILL it-055884E F05 Floor 10 1 Job Rfr BMC Tm55 8 Corrglonents,Frisoo,iX]5034,Rantly Hamden Run.B..s Ju1152016 PnM.8.000 s Ju1152016 MiTek Indusfies,Inc Thu Ju11314:04:272017 Page 1 ID:p7D9Qr8dV674FgytKQBiOVyBhwF-5K01tNg?882RRbhXMV20ggR7vPgmxlBjuw.?rJyyGiuY 0.7-B H 1-3-0 1-3-8 28 S.I l_=1:21.8 1.50 II 1.5x3 II 1.5x3= 1.50 II 1.5x3= 1 2 3 4 5 6 7 8 6 y 77 E Li 14 13 12 11 10 1.5x3 11 2-9-0 8-0 1- 8 --38 2-9 2 6-D 29-0 Plate Offsets fX Y,Y)— 15:0-1-8 Edgel [13:0-7-8 Edgel -- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.08 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.1311-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 731b FT=20%F,11%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=711/0-3-8 (min.0-1-8),9=711/0-3-8 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3m-1064/0,3-4=-1677/0,4-5=-1677/0,5-6=1596/0,6-7=107510 BOT CHORD 14-15=0/667,13-14=0/1449,12-13=0/1677,11-12=0/1677,10-11=0/1466,9-10=0/661 WEBS 7-9=-933/0,2-15=-941/0,7-10=0/615,2-14=0/590,6-10=-581/0,3-14=-573/0,6-11=0/262,3-13=01467,5-11=-271/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x8 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrFPI 1. 4)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard o ruSS was ype i y 1512 ESTILL i]-055664E FOSG Floor 1 _- CT -.._ ___�._._____- __._..___ _ _____ I„ 2.Job Reference_(optional) _ 9MC Truss&Component,Posen,TX 15334,Randy Hamden Run.8.000 s Jul 152016 Pnnt 5 00 S Jul 152016 MiTek lnrlu6Nas,Inc.Thu Jul 13 1404:27 2617 Page 1 ID:p7D9Qr8dV674FgytKQ9iOVyBhwFSK01 tN9 7882 RRbhXMV20ggR5FPkOzHOlum?fJyyUUY p-1-8 1J-8 01 8-8 Scale=1:55.0 1.5x3 1.5x3 II 1.50= 1.5x3 :, 3x8 FP= 3x8 FP= 1.5x3 I'. 1 2 3 4 6 7 8 9 10 11 1213 14 15 16 17 18 19 20 21 40 3'175 81 ice „ � 2 \ � ri _ /�. .i� 1 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 1.5x3 Il 3x8 FP= 3x8 FP- 2-M 530_4 10-6-8 13-i-1213 -0 1588 18-3.8 I 20-9-8 26-9-1 29$1 _31-9-1.__ 34-6-1 2-9-0 2-6-0 - -7�0-04 2-7$ 2E-0 -__ 2-610' - 5-11=8.- -2-6-0 ~ 2-6-0 2-9-0.� Plate Offsets(X Y)- f40-1-8 Edgel [26:0-1-8 Edge],[27:0-1-B.Edgel x350-1-8 Edgel - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Gip DOL 1.00 TC 0.54 Vert(LL) -0.14 25-26 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.54 Vert(TL) -0.2225-26 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.03 22 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:373lb FT=20%F,11%E LUMBER- BRACING - - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puiins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 39=42210-3-8 (min.0-1-8),22=989/Mechanical,33=2351/0-3-8 (min.0-1-8) Max Uplilt39=-63(LC 4) Max Grav39=599(LC 3),22=1008(LC 4),33=2351(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-8631189,3-4=-1178/524,4-5=-1099/875,5-6=-1099/875,6-7=-20911669,7-8=0/2729, 8-9=0/2729,9-10=0/613,10-11=0/613,11-12=-1431/0,12-13=-2548/0,13-14=-254810, 14-15=-3268/0,15-16=-3268/0, 16-17=-3268/0,17-18=-3246/0,18-19=-2684/0, 19-20=-1628/0 BOT CHORD 38-39=-871547,37.38=-307/1161,36-37=-87511099,35-36=87511099,34-35=-1313/709, 33-34=-1999/0,32-33=-1456/0,31-32=-1456/0,30-31=-127/728,29.90=0/2108, 28-294/2108,27-28=0/2979,26-27=0/3268,25-26=013374,24-25=0/3079,23-24=0/2272, 22-23=0/956 WEBS 2-39=-771/124,7-33=-1319/0,2-38=-1511470,7-34=0/942,3-38=-4421176,6-34=-1010/0, 3-37=-326/25,6-35=0/1016,4-37=0/601,4-36=369/0,5-35=427/0,20-22=-1352/0, 9-33=-180110,20-23=0/998,9-31=0/1442,19-23=95810,11-31=-1419/0,19-24=0/612, 11-30=0/1074,18-24=587/0,12-30=-103310,18-25=0/258,12-28=0/681,14-28=-671/0, 17-26=-433/200,14-27=0/657,15-27=-313/0 NOTES- 1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies. 2)Unbalanced floor live loads have been considered for this design. 3)All plates are 3x8 MT20 unless otherwise indicated. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 63 lb uplift at joint 39. 6)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 'Job runs :SS YPe Oty- y 512 ESTILL t7-055664E P FO6 y Fl U ortetl Gable RDp7D9Qr8 674Fgy1K PP 1 i i __ _ _ Job Reference(optional) BMC Truss 8 Com onenk,Frisco,Tx]5034 Rana Hamden nt 8.000 s Jul 15 2016 MiTek Intlustnes,Inc.Thu Jul 13190428 201] Pagge 1 09iOVy8hwF-aXYP5jAdvSA131GkwDZFM1 NDoCxgpWt7afZBlyypuX 0-1-8 0-HA Scale=1:21.0 7 2 3 4 5 6 7 8 9 10 11 231 1 $�ry 4 16 6 STt 'ilA STt SYi �1 5T1 1 i ILA - � n r, � I - - - - - - - - - - - - - - - - 22 21 20 19 18 17 16 15 1-4 �13 � - - 12- 3x8- 3x8 2-1-8 13-3-8 1-8 _ LOADING(psf) 1 SPACING- 2-0-0 CSI DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 12 n/a n/a BCDL 5.0 _ L Code IBC2012/TPI2007 Matrix Weight:63 lb FT=20%F,11%E LUMBER• BRACING - ---- -- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat)"Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BLt:2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 13-3-8. (lb)- Max Grav All reactions 250 lb or less atjoint(s)22,12,21,20,19,18,17,16,15,14,13 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard Otl mss fuss ype PT—ply 512ESTILL 1]-055684E FW Floor 2 1 _. . . __ - -__.__ _ _ __ .___.._. ._.......-__. _....._._ J-61 15 Job Reference(optional)_ BMC Truss&Components Frisw,T%]5034 Rantly Hamden Run B.000S Ju1152018 Print 8.000.Jul 152016W.klndustr SSAinc Thu Ju113 14 0428 2017 Pa9 1 ID:p7D9Qr8dV674FgytKQ9iOVyBhwF-aXyP5jAdvSA131G&DZFM1 NSoBggpGt7afZBlyycluX 130 3x8= 0-8-8 1 3x8 .I 2 3 3x8= 4 1.5x3 " Scale=1:10.1 I i A 9 1.5x3= iNi Wti Win, WW1 I� 4 K / BL1 ,o K I 3x8= 1.5x3 i I 1.5x3 8 7 6 3x8 3-11-8 Plate Offsets(X Y)— ItEdge 0-1-8], O- Edga [3:0-1-8 Edge] — LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.08 Vert(TL) -0.00 7 -999 240 BCLL 0.0 Rep Stress Incr YES i WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012ITP12007 I (Matrix) I Weight:281b FT=20%F,11%E LUMBER. BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or-3-11-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=204/Mechanical,5=198/0-3-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All farces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 Internaflonal Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard -I o mss runs ype y 1512ESTILL 17-055664E FOB y _ — Flow Su oRetl Gable Ran'6.000 s Jul i 1 j Pp ---- --- .___-- _._— __ I_ _�_ Job Reference(optional __ j BMC Truss&COm nen[s.Frisco,TX 15034 Randy Harntlen 52018 PnnC 8.0005JU1152016 MiTek lntlushies,Inc. Thu JU11314:04292ot 7Pege i ID.p7D9Qr8dV674FgytKQ9iOVyBhwF-21W nl3BFg119humTw4UvF W YrCY2PGIOLE06kByyGiu W aH-B Scale=1:21.7 3x8 I 1 2 3 4 5 6 i 7 8 9 10 11 mB. --_ S11 SY1 Tf Yit 1 $Y�I S•�1 S7)ii m j l . 22 _ _21 20 _ 19. 19 1_ _ . .. _ 70 15 14 -13 _ .. 12 3x8= 3x8 II LOADING(psf) SPACING 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 12 n/a We BCDL 5.0 Code IBC2012rFP12( (Matrix) Weight:64 lb FT=20%F,11%E LUMBER- - -- _-- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat)*Except- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BL1:2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 13-6-8. (Ib)- Max Grav Al reactions 250 Ito or less at joint(s)22,12,21,20,19, 18,17,16,15,14,13 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSITTPI 1. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss, 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard o mss Mae ype y 512ESMU- 171:i5664F F10 Floar 10 1 BMC T 8 Compon nts,Fn ,TX 75034,Rantly Hamden Run.8.000 a Ju11520'I6 Frm Job Reference(optonal) 8.000 s Jul 15 2016 KTak Industarm Inc. Thu Jul 131404292017 Page 1 ID:p7D9Qr8dV674FgytKQ9i0VyBhwF-21W nl3BFg119humTw4UvF WQvCL4PB?OLE06kByyQu W 0-1-8 N 11 I- _ F1-2-B— So 0-,'Ie=le=143.4 1.5x3 II 1.5x3 II 1.5.3= 1.5x3 11 3x8 FP= 1.5x3 11 1.5x3= 1 2 3 4 6 7 8 9 10 11 12 13 ,12 14 15 16 �31 �Q 32 "Y 1 30 29 28 27 26 25 24 23 22 21 20 19 18 17 1.5x3 11 3x8 FP= 1.5x3 II 2-9-0 5-3-0 10-6-8 13-2-0 1538 21-0-0 23-6-0 253-0 2-9-0 2-6-0 1 53� 2-7-8 2 7-8 _ 5-2-8 2.60 2_g-p Plate Onsets fX Y)— 14'0-1-8,Edgel ry3:0-1-8.Edge] 121:0-1-8 Edge? 126:0-1-8 Edgej - -- — LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.08 27-28 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) -0.1327-28 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.03 17 n/a n1a _BCDL 5.0 Code IBC2012ITPI2007 (Matrix) Weight:1431b FT=20%F, 11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except SOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 30=611/0-3-8 (min.0-1-8),17=606/0-3-8 (min.0-1-8),23=1631/0-3-8 (min.0-1-8) Max Grav30=647(LC 3),17=642(LC 4),23=1631(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-953/0,3-4=-135610,4-5=-1 345/0,5-8=1345/0,6-7=572/197,7-8=0/944,8-9=0/944, 9-10=-563/197,10-11=-563/197,11-12=-1324/0,12-13=-1324/0,13-14=1337/0, 14-15=-943/0 BOT CHORD 29-30=0/596,28-29=0/1290,27-28=0/1345,26-27=011345,25-26=-35/1023,24-25=-35/1023, 23-24=-365/126,22-23=-365/121,21-22=-37/1010,20-21=0/1324,19-20=0/1324, 18-19=011275,17-18=0/591 WEBS 2-30=-840/0,7-23=-106310,2-29=0/531,7-24-0/706,3-29--501/0,6-24=726/0, 6-26=01615,5-26=-26210,15-17=-833/0,9-23=-1061/0,15-18=0/524,9-22=0/705, 14-18=-494/0,11-22=-721/0,11-21=016 0 4,12-21=-25310 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x8 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 international Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Semi-dgid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-D-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 0 russ runs ype y 512 ESTILL 1M55664F F10G FLO R 1 Job Reference( pL a0 Randy Hamden D:p7 0008 Jul 152016KQ9 18.000s Jul 152016pCtR3RO1nes,Inc. ThuJul 1314:04302017 y9e1 ID:p7D9Qr8dV674FgytKQ9iOVyBhwF-Wv49VPCtR3R012Q61 ebjSS3Xxdw8UpAauBgGeyy(.lu V 0-1-8 1-6-8 'r--{ 1-5-8 1-8 kale=1.44.1 4x811 8xl2Mf20HS= 8xl2MT20HS= 5x611 1.5x3= 54 II 3x8 FP= 3x8 FP= 5x6 11 1.5x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 �28 29 0 27 26 25 24 /�` 23 71 21 20 79 18 77 16 6x8= 5x6 11 08 II 6x6= 6x12= 3x8 FP— 5.6 11 4x8 I 6x8= 3x8 FP= 6x8= 1 13-2-0 26-3-0 73Q-0 Plate Offsets(XY}.. 121:0-3-12 Edge] 128:0-1-8 0.1-81 129'0.1-8 0.1-81 -- -- LOADING fpsf) SPACING 2-0-0 CSI. L in floc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.8E]:LL) -0.08 24-25 1999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.55 TL) -0.11 24-25 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 1.00 (TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC20121TPI2007 (Matrix) Weighb4251b FT=20%F, 11%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins, except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 27=283110-3-8 (min.0-1-8),16=2807/0-3-8 (min.0-1-8),22=898110.3-8 (min.0-2-4) Max Grav27=3134(LC 3),16=3113(LC 4),22=8981(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 16-29=-293/0,15-29=-293/0,2-3=-475210,34=671710,4-5=-58671703,5-6=-2146/2500, 6-7=-2146/2500,7-8=0/8292,B-9=018286,9-10=-1547/2756,10-11=154712756, 11-12=-5537/876,12-13=-6664/0,13-14=-4974/0 BOT CHORD 26-27=0/3197,25-26=0/6450,24-25=-3316969,23-24=-140714729,22-23=-3579/0, 21-22=-393810,20-21=1621/4264,19-20=-1621/4264,18-19=-166/6778,17-18=016533, 16-17=013564 WEBS 8-22=-99510,2-27=4204/0,2-26=012207,3-26=-2401/0,3-25=426/378,425=-357/454, 4-24=-1978/0,5-24=0/2037,5-23=-4095/0,7-23=0/4026,7-22=-6464/0,9-22=-5862/0, 9-21=0/4220,11-21=-4291/0,11-19=0/2232,12-19=-2178/0,12-18=-161/512, 13-18=-484/185,13-17=-2204/0,14-17=0/2002,14-16=4427/0 NOTES- 1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies. 2)Unbalanced floor live loads have been considered for this design. 3)All plates are MT20 plates unless otherwise indicated. 4)All plates are 3x8 MT20 unless otherwise indicated. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TP11. 6)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(5) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p1f) Vert:16-27=-10, i-15=-555(F=455) h N53 M55 ype �t6 Py '512 ESTILL 1]055684F F11 Floor SU ortetl Gable P Y i -- -PP- __Run 8.600 s Ji 1--169 Job Reference(opliona� ID 7D9Qr8tl 1 BMC Truss&Com onents,Fnsco,TX 75034 Rantl Hemtlen nh 8.000 8 JW 15 2016 MiTek lntlusbles,,Inc.Thu JU1131404:31 2017 Pa9e 1 p V674F KQ9iOVyBhwF-_fieXjICVCNZIwC?IbL6y�cvp0Del9FJpXtDO4yycluU 0 H$ 0-04-8 Scale=1:42.1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 gt STi 91 8'T7 7 Slfi 571 �1 t 5T1 1 31 STi $T7 s 1 5i1 III 1 5T11 449 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x8— 3x8= 26-3-0 - —__ 2&S0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) me - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Hoa(TL) 0.00 22 n1a n/a BCDL 5.0 Code I8C201201 2fTP12007 _ „(Matrix) Weight:1201b FT=20%F,11%E LUMBER- BRACING --�-- TOP CHORD 2x4 SP 1650F 1.5E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP 1650F 1.5E(flat) end verticals. WEBS 2x4 SP No.3(flat)'Excepr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W 1:2x4 SP No.2(flat) OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 26-3-0. (lb)- Max Grav All reactions 25016 or less at joint(s)42,22,41,40,39,38,37,36,35,34,33,32,31,30,29,28, 27,26,25,24,23 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strungbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job ype y 512 ESTILL 17-MMMF F12 �Flaor 10 1 Job Reference(optional) BMC Truss 8 Components,Fnsoo.TX]5034,RaiMy Hamtlen Run.6.000 s Jul 152016 Picot 8.000 s Jul 152016 MTek Industries,Inc. Thu Jul 1314:04:312017 Page 1 I D:p7D9Qr8dV674Fgy6CQ9iO VyBhwF_6ex jl CVCNZ twC?IbL6yygY03St_4JpXtDo4yyOuU 0.1-8 H :6: 0-�1-8 Sole=1:43.4 1.5x3 II 1.5x3 II 1.5x3 II 1.5.3= 5x6= 4x5= 1.5x3 11 3x8 FP= 4x5= 5x6= 1.56= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 29 1f 28 27 26 25 24 23 22 21 20 19 18 17 18 4x8= 5x6= 4x5= 3x10 MT20HS FP= 4x5= 5x6= 4x8= 5x12 MT20HS SP --2-9-0 530 — 7-9-0 1 10-3-0 16-M I 18-6-0 1 2140-0 2380 26-3-0 2-9-0 2-&0 2-6-0 280 5-9-0 280 2-6-0 280 Plate Offsets IX Y)_[16:Edge 0-1-8] 121:0-1-8 Edael 122:0-1-8,Edgel,[28 Edo 0-1-81 LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.70 22 >443 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) -1.10 22 >283 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.15 16 Na n/a BCDL 5.0 Code IBC2012ITP12007 (Matrix) Weight:141lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP 165OF 1.5E(flat) TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc pudins, except BOT CHORD 2x4 SP 240OF 2.0E(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 28=142410-3-8 (min.0-1-8),16=1424/0-3-8 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(to)or less except when shown. TOP CHORD 2-3=-2429/0,3-4=-4252/0,4-5=-5573/0,5-6=-6393/0,6-7=-6739/0,7-8=-6739/0,8.9=-6739/0,9-10=-639310, 10-11=-6393/0,11-12=-557310,12-13=-4252/0,13-14=-2429/0 BOT CHORD 27-28=0/1375,26-27=0/3458,25-26=015024,24-25=016100,23-24=0/6662,22-23=016662,21-22=0/6739,20.21=016662, 19-20=0/6100,18-19=0/5024,17-18=0/3458,16-17=011375 WEBS 14-16=-1942/0,2-28=1942/0,14-17=0/1567,2-27=0/1567,13-17=-1529/0,3-27=-1529/0,13-18=0/1180,3-26=0/1180, 12-18=-1148/0,426=-1148/0,12-19=0/816,425=0/816,11-19=-783/0,5-25=783/0,11-20=0/488,5-24=0/488, 9-20=-083/0,6-24=-483/0,9-21=-305/491,6-22=-3051491 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x8 MT20 unless otherwise indicated. 4)The Fabrication Tolerance at joint 23=11% 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANS17TPl 1. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Imo— mss russ yPe ty Fly '512 ESTILL p 17-055654F F13 GABLE 1 -_ ��_—� ID: 7D9Qr8[S Jul Job"0 J.nce(optiMinsk t BMC Tmss&Components,Fnsw,T%75034,Randy Hamtlen Run 8 Odd s Jul 15 2016 Pnni d.000 5 Jul 15201fi MTek Intlustnes,Inc Thu Jul 1914:0332201]-Pagge 1 FgytKQ91OVyBhWF SICww5D7zghkYMaV93dBXt84RQYgcbxSlBdmKWyyQUT 0-1-8 IH 15-0-8 _y 13-0 0-1- 8 -L-2_-4 &eeH 1:35.5 3.8 II 3x8= 3x8 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 1213 14 15 16 17 18 19 20 4 i1 ST1 1 S 1 i1 1 11 i1 j /may I� 1` 23 22 �Y 3.8= 3x8 FP= 3x8-= 3x8= 3x8= 3x8= 15-6-8 650 14-0_ 2A-0 40-0 54-0 -I_6-8-0 8-0-0 _9_40_ _tp-B 10-80 12-0-0 X134-0_ 14-M 15-0,0 +-- 22-2-12 14-0 -1 4-0 1-0-0 - 1L-0 1-0-p 141 14 0 14-0 14e to-0 -14-0 0-5-0 Plate Offsets yY)- 122:0-1-8 Edgel 123:0-1-8 Edgel��_ )f24:OJ-0 Edgel _ _ LOADING(psf) SPACING- 1-4-0 CSI. DEFL, in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) -0.00 23 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.09 Vert(TL) -0.0121-22 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.07 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:1131b FT=20%F, 1 t%E LUMBER- BRACING TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 15-6-8 except(jt=length)21=0-3-0. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)25 Max Grav All reactions 250 lb or less at joint(s)38,21,37,36,35,34,32,31,30,29,28,27,26 except 24=308(LC 1),24=308(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 16-17=-288/0,17-18=-288/0,18-19=-288/0 BOT CHORD 22-23=0/288 WEBS 19-21=-277/0,16-24=-268/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.50 MT20 unless otherwise indicated. 3)Gable studs spaced at 1-40 oc. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)25. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-" oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard p• mss was ype ly, Py 512ESTILL 17-058864F F14 Floor 1 1 _ Job Reference(optional) BMC Trues B COmponenlS,Fdew,TX]5034,Rantly Hamden Run:8.000 s Ja1152016 PmR 8.000 5 Ju1152916 MiTek lndusNes,Ina nu Ju11314:04:33201]Pagge i ID:p7D9Qr8dV674FgytKQ9iOVyBhwF-wOmI6REmkybAW 9him8Q35h8vpi W LzycGrMKlzyycyUS 0-1-8 H 10 1-5.12 1-8 e=1:36.7 1.5x3 II 7.5x3 11 1.5x3= 1.5x3 11 1.5x3 11 3x8 FP= 1.5x3- 1 2 3 4 5 6 7 8 9 10 11 12 13 B 26 2 23 22 21 20 19 18 17 16 15 14 3x10 MT20HS FP= 2-9-0 5-3-0 1 7-30 14&12 16-11-12 138-12 22-2-72 2-9-0 2-6-0 _ 2-6-0 6-842-- -- � 2-6-0 1 2-6-0 1 30 -' 2 Plate Offsets(X Y)- f18:0-1-8 Ed gel f19:0-1-8 Edge1 -- — LOADING(psf) SPACING 1-4-0 CSI. DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.30 18-19 >891 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(TL) -0.4618-19 >571 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.09 14 n/a n/a BCDL 5.0 Code IBC2012rFP12007 (Matrix) Weight:118 lb FT=20%F, 11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=802/0.3-8 (min.0-1-8),14=802/0-3-8 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1339/0,3-4=-228710,4-5=-2898/0,5-6=320310,6-7=-3203/0,7-8=-3203/0,8-9=-289810,9-10=-2287/0, 10-11=-2287/0,11-12=-1339/0 BOT CHORD 23-24=01770,22-23=0/1890,21-22=0/2670,20-21=0/2670,19-20=0/3109,18-19=0/3203,17-18=0/3109,16-17=0/2670, 15-16=0/1890,14-15=0/770 WEBS 12-14=-1088/0,2-24=-1088/0,12-15=0/846,2-23=01846,11-15=-820/0,3-23=-82010,11-16=0/590,3-22=0/590, 9-16=-56910,4-22=-56910,9-17=0/338,4-20=0/338,8-17=-32310,5-20=-323/0,8-18=-141/386,5-19=141/386 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x8 MT20 unless otherwise indicated. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Stmngbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASES) Standard a _W1 mss ... ru 39 ype ty v 512 ESnLL Fi5 FLOOR 14 1 Job Rafe (optional) BMC Tniss 8 Components,Fdsw,TX]5034,Rally Hamden Run:8000 s JW 152016 Pnnt 8.000 s Ju1152018 MiTek Indusmss,Inc.Thu Jul 1314:09:33281]Pege 1 ID:p7D9Qr8dV674FgytKQ9iOVyBhwF-wUm18REmky bAW9him8Q35h5aplxLsOcGMlKtzyyQuS 0-1-8 H 1�� 1:3Z81 it 1-0-0 11001128018 Vale=144.1 4x8 11 3x8 FP= 3x8 FP= Bx12Mr20HS= 1.5x3= 6x8= 6x8= 5x6 II 6x8= 7x10— 1.5x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 29 - - i 30 10 28 27 26 25 24 23 22 21 20 19 18 17 16 6x8= 6.8= 61B= 5x6 11 5x6= 3x10 MT20HS FP= 7x10=8x12 MT20HS= 6x12= 3x10 MT20HS FP= 1.54 SP= 21-8-0 26-3-0 21-&0 7-0 Plate Offsets(X 18:0-3-0,E Edgel 129:0.1-8 0.1-81,130:0-1-8 0-1-8] LOADING(psf) SPACING 1-4-0 CSI. DEFL in (loc) War L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.60 22-23 >522 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) -0.93 22-23 >334 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.85 Honn(TL) 0.11 16 n/a n/a BCDL 5.0 Code IBC20121TPI2007 (Matrix) Weight:2221b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing irect) a BOT CHORD 2x4 SP 240OF 2.OE(flat)'Except* end verticals. 9 Y applied or 4-9-4 oc pudins, except B1:2x4 SP 1650F 1.5E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 28=1364/0.3-8 (min.0-1-8),16=2934/0-3-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-256710,3-4=-4719/0,4-5=-650610,5-0=7928/0,6-7=-7928/0,7-8=-898610, 8-9=-9680/0,9-10=-9680 10,10-11=-10020/0,11-12=9959/0,12-13=-9623/0, 13-14=5274/0 BOT CHORD 27-28=011461,26-27=013729,25-26=0/5695,24-25=0/7299,23-24=0/8541,22-23=019417, 21-22=0/9929,20-21=0/9929,1 9-2 0=0/1 0 0 8 7,18-19=0/9807,17-18=0/7469,16-17=0/3042 WEBS 12-18=-2610/0,2-28=-192110,2-27=0/1568,3-27=-1643/0,3-26=011400,4-26=-138010, 4-25=0/1147,5-25=112210,5-24=0/889,7-24=-866/0,7.23=0/630,8-23=-60910, B-22=0/372,10.22=-352/0,13-18=0/3375,13-17=3513/0,14-17=0/3553,14-16=-4180/0 NOTES- 1)All plates are MT20 plates unless otherwise indicated. 2)All plates are 3x8 MT20 unless otherwise indicated. 3)The Fabrication Tolerance atjoint 21=11 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 5)"Semi-dgid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2400 It,down at 21-&0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1&-28=-7,11-15=67 Concentrated Loads(lb) Vert:12=-2400(F) 01Mll�lwl� 1� 'AY2010D FENCE 150.00' UE 6 O -- T—-—-—- -- — — — — — ao, X� I� NEYJ FUTURE GARAGE CABANA O f �! (\ 21.7- POOL j A' EAJ FEdCE I 253' r �1( i� J-71 ADDITION 6e T /� / / I 30' BL -- i EXISTING --� ~— EXISTING 6 WOOD C WOOD FENCE NEW 51AG 'AAA DRIVE 's t7 TN, _ E us=''yo. EXISTING C✓F.R P'PLC L11� tDf SR LOT N V WOOD FENCE 150.00' SITE PLA N SCALE: I"=20' LOT 4R 1, BLOCK 102 GOLLEC E HEI6HTS AIDEYN Z SRAPEVINE, TEXAS EROSION CONTROL REQUIRED BEFORE CONSTRUCTION STARTS. 2. NO CONSTRUCTION, FILLING, CUTTING, OR GRADE CHANGE IN EASEMENT WITHOUT PRIOR APPROVAL. MAINTAIN CURRENT DRAINAGE PATTERN. GRASWEROSION CONTROL REQUIRED BEFORE FINAL. /7- � �6` .s•z �sn� ewe �y��i Manda Pancholy From: Manda Pancholy Sent: Tuesday, July 11, 2017 11:31 AM To: ' Subject: 17-2465 512 Estill St(Addition) Danny'Proctor, In reference to above permit please provide required information in response to following comments. Comments: Permit plans shall match with approved CA 16-48 plans. Contact David Klempin at 817-454-4422 for changes made from approved CA 16-48. ,/Certified energy inspector's report is required for energy compliance before building final, check permit application for energy compliance. ,,,'Provide building coverage and Impervious area coverage calculations in area table. Provide beam and floorjoist detail for second floor. provide separate application for detached garage. Clarify rafter spacing for garage roof. Garage roof shall not be projected onto 10' UE. Awaiting for replat approval of the lot from Public Works Department. --- Planning department may require updated drawings as permit drawings do not match with BZA 16-04 approved drawings. Fire sprinkler may require contact fire department at 817-410-4400. Future pool and future cabana are separate permits. Manda Pancholy Plans Examiner City of Grapevine 817-410-3160 1 P VINE T E X A S October 22, 2018 Proctor Custom Homes P.O. Box 735 Boyd, TX 76023 RE: EXPIRED PERMIT APPLICATIONS, 512 Estill Street, 17-2641 & 17-2465 Dear Applicant: On June 29, 2017 an application was submitted for a 2-story addition with basement and on July 13, 2017 an application was submitted for a detached garage for the above referenced address. Our records indicate that you never picked up your approved permit applications. Your permit applications have expired. New application and plans are required. Performing work without a permit is a violation of city ordinance, regardless of whether or not an application has been made, and could result in the revocation of your contractor's registration for a period of not less than one year, and up to a $2,000.00 fine. Additionally, failure to obtain your permit within 180 days of application has resulted in the expiration of the permit. Sincerely, Connie Cook Development Services Assistant Development Services Department The City of Grapevine *P.O. Box 95104 * Grapevine,Texas 76099 * (817)410-3165 Fax(817)410-3012 *www.grapevinetexas.gov