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HomeMy WebLinkAboutTruss=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. SPACING NOTE TRUSSES FOR THE FIRST MODEL SHOULD BE SHIPPED AND SUCCESSFULLY SET BEFORE ANY MORE TRUSSES ARE BUILT FOR THAT MODEL? R IN ADVANCE FOR A SPREADER BAR OF 17' - 23 IN LENGTH ARRANGE WITH CRANE OPERATOR e until the are brace10"/ d per BCSI & properly nailed to straps & hangers I✓ IVY( A Do not stand on trusses y � I T(` i3E SL 1 AI DON'T LIFT TRUSSES tilt €: WITH SPANS LONGER THAN ,•')Tr U 30' BY THE PEAK. CONSULT BCSI MULTIPLE PLY TRUSSES MUST BE ASTENED TOGETHER PER ENGINEERIN BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. 30' Span or less 30' to 60' Span ` Spread Bar Lin Approx Spun to Line 1/2 0( span i� REFER TO SCSI ^e used Truss must be set this way if crone use0 r�ss c This is on example, truss may not match. ma«h way Insist crane operator sets truss this way. -s; t All load bearing walls, headers, beams & lintels must be in place at indicated height before trusses ® are installed. Alli AtFZ �—tAN�t—ER NOTE UNLESS NOTED ELSEWHERE ON THIS LAYOUT, THESE TRUSSES ARE NOT DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR ANY OTHER A/C REQUIREMENTS. THIS MAY BE IN CONFLICT WITH BUILDING CODE AND A/C DESIGN REQUIREMENTS. CONSULT WITH BUILDING DEPARTMENT AND A/C CONTRACTOR. For Truss to Truss Connections see hanger/connector schedule in engineering package. Carrying Girder ails must be tas o shown. Guide tabs Dome angle nails. russ hp iA':,ti { l rp6 \. PHII OKi i INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 8'-0" IN - II� ��t I ABOVE FINISHED FLOOR �i/ CORNER DETAIL b VFNHANGS NO] S,1(,tNN FOR CLARIrV AT PLATES BY CHAMBERS 1 upset=1/4" heel=315/16" PLUMB CUT END 401 2 x 4 Top Chord WALL HEIGHT 8' a TYPICAL END DETAIL fair •: '� 12 ww ° 8 12 200 ' r upset=114" heel=3 15116" PLUMB CUT END r 2 x 4 Top Chard WALL HEIGHT 8' END DETAIL: TYPICAL VAULT I � I I I 14'4" 4n1_n" �, V-4" PORCH RIGHT FABRICATION J TRUSSES CANNOT 9E aTARTED UNTILTNIS The Net desaili of the property where the to .3. Unlaia written news a prvv,uw yr •^'••.o ayi M delivery the tmderslgned agrees that n' tch wdasn notke Is banished chambers Truss The rspelrs requhed, or to substlh¢e othart u 4. Tha undersigned ectmoivdadges rodelpt of'S '6. Daled b to Job she. aµ they bn�ehs�u NEW IS SIGNED E RETUI II be Installed Is:: . --------------- a buss placersent diagram betlon of to trauas. s undesigned. to Chambers TNsa within 1 .ni wi be allmed..In th ,a throe (3) Mini a days I Chambers optlon: 3' summary sheet by TPI S 1 ,w .v"te the lob site sue boyar Ia recDonao,e rm rod Tor delvery or buyer Is not prepared ter delivery a IN oods due to site con atuae fob stte Ie riot PrePe yer la responsible to Chem �rs 7TN:� fowl lg to cJtenge arty eh°ngea are. me I. Pdce as shown bl parsg p Chambers Truss. r laybut. A $50 per hour fee for revtslbns may be dlarged br _ r merit a roasoriable prke 11 ImroPoe'o"CI be made on daOverY eM Datd within lama deMery. Irnoia, meY.be made at scheduled data M dalNery H boyar amnot r Overy of fabrketed trusses. The and agrsas to pay Chambers.TNse roasr Wme)rs tee for collection° N event of payment not tlmety made.l-12'/. Per month s large wIU be added for aU sums not pelth,dwlthin terms.sag' _Or & SlgnatulderaUonaof Che bars TNsasede% 9 credit for "a Me at the under cons uarsMeas D rTdr when due of any and all Indabtednass ov uom oval 9 e ro�h,I„ g metadel and the undersigned agrees to pa'. hambers TNsa by emy Nay dabladnesa Including ettpmeys teas, il defaue In payment for material be made telplem.' �1�y�e1, b re nietrteotda"to Aare the.Dher erOes gareestha a eels vane to enY a °ch ed e Sslnt 61 County, Florida. ed Guldelln 1t. Design n,sponslNlples ate Der'N'MZ' Standard And d Woo end. ta'spbnslhllltles For CaNtrucUon Using Metal plat° Connecled.WoodTNssee wsvrpgWTCA4-2001" FO 71�ayberai"ed 13CS11-03 b�pteuerttlNuY&damn sses must be fastened together per engineerh sei, failure to do so l an result In root cotlaps peuired and can gave rmanent brectenn 1b11 re of the truss erector, y and Is the rasp t71Studythe conents ofth bet9 Information ore setting truss§st Included on delft Iltmwnwstbeaetarrdbracedp;dWgndoP Wu°y&duW Trusses must be S; plumb and square Do trot set bunks or stack of plywood, roofing material or a w : ' Do n Bleat bunks d loads on trusses, this can cause collapl d n O C 9 - e : p p NOT $ET w a TRUSSES US/NG THIS LA 'YO c u m m C Is e « _ v 4 ''USE LAYOUT DEuvERED VYITH TRUSSES TO SET TRUSS d a o -a o h = CHAMBERS TRUSS INC o e A, Q c4 a w E n „a i o y e s a '1x C e` Y. A N C o a+ e c YJt •e so A 3106 Oleander Avenue s 0$ u n 3? y n Fort Pleri Florida 34882.6423 4 Q o 800-551-5932 i n Fax 772.466.87 f t'ortPlerce 772-465.2012 .�2-286-33 Vero Beach ' 772-569-2012 Stuart art fy LIJ I I I 14"1 I 6'i I 14" i� SLOU PECIAL AREAS ARE OF PORCH LEFT f SPECIALL CONCERN & MUST BE f � CHECKED CAREFULLY &MAY � INDICATE DEVIATION FROM �,� 16 TRUSS DRAWINGS ;ARE ATTACHED TO LAYOUT �,_ PLANS., 92.0/93.2 MITEK 4.2 DESIGN CRITERIA County SAINT LUCIE Building Department ST LUCIE COUNTY Wind Design Criteria ASCE 7-2010 Wind Design Method Main Wind Force Resisti Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. Top Chord Live 20 Top Chord Dead 7 4.2 Bottom Chord Live 10 Non -Concurrent Bottom Chord Dead 10 3 TOTAL Load 37 7.2 Duration Factor 1.25 Wind Speed ' 165mph Top Chord C.B. Sheeting by builder. Bottom Chord C.B. Sheeting by builder. Highest Mean Height 15'1 Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2014 R.D.L =Restraining Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Chambers Truss Inc. Drawing Name: M11364 Scale: 1 /4 = 1' 83 total trusses, 16 different trusses. MI 4: RLC ACAD: RLC Reviewed By:_ �-y�& Date:07/29/14 Revised:08/04/16 FOR WYNNE BUILDING CORP. DESCRIPTION: 70' ROYAL W/2 CAR GARAGE PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE M 11364F1 �3 �v�rle k. r ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® Q�-s RE: M11364 - 70' Royal with 2 car garage MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Wynne Project Name: 70' Royal with 2 car garage Model: Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 16 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that l am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T9237300 A 8/9/16 2 T9237301 Al 8/9/16 3 T9237302 A2 8/9/16 4 T9237303 A3 8/9/16 5 T9237304 A4 8/9/16 6 T9237305 ATA 8/9/16 7 T9237306 ATB 8/9/16 8 T9237307 BHA 8/9/16 9 T9237308 GRA 8/9/16 TO T9237309 J1 8/9/16 11 T9237310 J3 8/9/16, 12 T9237311 J5 8/9/16 13 T9237312 J7 8/9/16 14 T9237313 J8 8/9/16 15 T923731.4 KJ7 8/9/16 16 T9237315 KJ8 8/9/16 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design. parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1, Chapter 2. %�. M; •EN <e 2 '. S TA F ••�� R +r0.w 'rr . Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 9,2016 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply 70' Royal with 2 car garage T92373D0 M11364 A HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL /.64U 5 Apr iv 2016 MI I eX Industries, Inc. I us Aug Ve 13:1 Z:4D 2016 rage 1 I D:OLulzpi0?_SmS_J UbP6BgtzFJ4j-kUdRFINKPGagKBgeLT5Gal ALwGJYeBHDfjwDATypalm --15 4-11-2 19-11-2-0 35-0-0 --01000 1-1-0 5-8 -7-15 $0-r11-06-7715 34-1 4 -05-0-8 6-0q rl1 6 4.00 12 4X8 2X3 14x4 = 3X4 = 4 22 5 6 23 7 Scale = 1:61.8 __ 14 6x8 = 1L _ 3x5 = 3X4 3x6 = 3x6 = 3x8 3X4 = 10-0-0 14-111 25-0-0 35-0-0 10-0-0 4-11-0 10-1-0 10-0-0 N n C6 0 Im 6 Plate Offsets (X Y)-- f2:0-2-8 Edgel 14:0-5-4 0-2-01 f9:0-3-2 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.15 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.39 11-13 >623 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight: 160 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=440/0-8-0, 13=1565/0-8-0, 9=674/0-8-0 Max Horz 2=107(LC 7) Max Uplift2=-295(LC 8), 13=-922(LC 8), 9=-433(LC 8) Max Grav2=474(LC 17), 13=1585(LC 1), 9=695(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-456/253, 4-22=-372/760, 5-22=-372/760, 5-6=-372/760, 6-23=-755/447, 7-23— 755/447, 7-8=-831/450, 8-9= 1155/661 BOT CHORD 2-15=-135/392, 12-13=-37/281, 11-12=-37/281, 9-11=-520/1051 WEBS 3-15=-374/348, 4-15=-144/344, 4-13=-905/526, 5-13=-297/263, 6-13=-1137/728, 6-11=-260/613, 8-11=-350/339 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 295 lb uplift at joint 2, 922 lb uplift at joint 13 and 433 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®'WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MUM) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insiitule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Royal with 2 car garage T9237301 M11364 Al SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL /.e4u s Apr 19 20i o M11 etc mausmes, inc. 1 ue Aug us 13: 1 Z:46 20 I6 rage 1 I D:OLulzpiQ?_SmS_J UbP6BgtzFJ4j-ChBpSeOyAaihyLkgvBcV7FjLygYeNbnN uNfmjvypall 1-0- 6-5-9 12.0-D 18-0-12 23-0-0 25-10-5 35-0-0 6-0- -0-0 6-5-9 5-6-7 6-0-12 4-11-5 2-10-5 9-1-11 -0-0 3x6 4.00 12 5x6 = 3x4 = 5x6 = 4 20 5 21 6 13 12 3x4 = 3x4 = 5X6 = 2,00 F12 8-8-2 i 14-9-0 23-0-0 24-6-8 35-0-0 8-8-2 6-0-14 8-3-0 1-6-11 10-5-8 Scale = 1:62.9 3x12 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.68 10 >621 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL)-1A411-12 >368 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.40 8 n/a n/a BCDL 10.0 Code FBC2014/fPl2007 (Matrix-M) Weight: 154lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 8=1336/0-8-0 Max Horz 2=126(LC 7) Max Uplift2=-831(LC 8), 8=-819(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3154/1861, 3-4=-2911/1716, 4-20=-2634/1614, 5-20= 2634/1614, 5-21=-3771/2177, 6-21= 3771/2177, 6-7= 5230/2979, 7-8=-5525/3138 BOT CHORD 2-13=-1658/2941, 12-13— 1281/2446, 11-12=-1733/3241, 10-11 =-1 955/3831, 8-10=-2881/5252 WEBS 3-13=-314/328, 4-13=-211/435, 4-12=-133/435, 5-12=-894/551, 5-11=-245/701, 6-11= 293/184,6-10=-1199/2107,7-10= 358/361 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 831 Ib uplift at joint 2 and 819 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into The overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of Trusses and Truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Royal with 2 car garage T9237302 M11364 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mi I ek industries, Inc. rue Aug 09 13:12:4/ 20i 6 rage 1 ID:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-gtlBg_PaxugYZVJOSu7kgSGYc4uS6??W71 PKFLypalk 1-0- 8-11-15 U-0-0 21-0-0 26-1-2 35-0-0 6-0 -O-D 8-11-15 5-0-i 7-0-0 5-1-2 8-10-14 -04 4.00 3x6 4x5 = 11 '- 2x3 I 5x12 = 2.00 F12 5x8 = Scale = 1:62.9 3x12 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC, 0.81 Vert(LL) 0.68 9 >618 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -1.43 9-10 >293 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.40 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 151 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-0 oc bracing. WEBS 2x4 SP No.3 *Except` 5-9: 2x4 SP M 30 REACTIONS. (lb/size) 2=1366/0-8-0, 7=1332/0-8-0 Max Horz2=146(LC 7) Max Uplift2=-835(LC 8), 7=-814(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2985/1701, 3-4= 2373/1431, 4-5=-2273/1421, 5-6=-5207/2930, 6-7=-5549/3139 BOT CHORD 2-11— 1477/2760, 10-11= 1477/2760, 9-10=-1505/2927, 7-9= 2885/5280 WEBS 3-11=0/259, 3-10=-644/431, 4-10= 185/461, 5-10=-816/445, 5-9=-1381/2679, 6-9=-390/400 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 835 lb uplift at joint 2 and 814 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITek(3) connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Royal with 2 car garage T92373D3 M11364 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL r.ovv s Apr ra zv io mn ert nwua,nes, mc. n uy — ,u.,c.Y, cv.. yo , I D:OLulzpiQ?_SmS_J UbP6BgtzFJ4j-gtlBg_PaxugYZVJOSu7kgSGXP4tO61 AW 71 PKFLypalk 1-0 8-0-10 16-0-0 19-0-D 26-1-3 35-0-0 6-0 1-0 8-0-10 7-11-6 3-0-0 7-1-3 8-10-13 -0-0 d3 6 3x6 = 4.00 12 4x6 = 5x8 = 13 3x4 2x3 11 5x6 = 2.00 FIT Scale: 3/16"=1' 3x12 = 8-0-10 14-9-0 19-0-0 24.6-8 35-0-0 8-0-10 6-8-6 43-0 5-6-8 10-5-8 Plate Offsets (X Y)-- f3:0-3-0 0-3-4) (5:0-4-0 0-2-3) (7:0-3-0 Edge) [8:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.72 10 >583 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.17 10-19 >358 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(TL) 0.41 8 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 161 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied. 5-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` 5-10: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1363/0-8-0, 8=1335/0-8-0 Max Horz 2=165(LC 7) Max Uplift2= 833(LC 8), 8= 817(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3113/1785, 3-4=-2339/1400, 4-5=-2371/1488, 5-6=-5196/2948, 6-7=-5457/3199, 7-8=-5590/3199 BOT CHORD 2-13= 1572/2895, 12-13=-1574/2890, 11-12= 1065/2174, 10-11=-1177/2419, 8-10=-2945/5318 WEBS 3-13=0/284, 3-12=-824/565, 4-11= 202/541, 5-11=-400/209, 5-10=-1636/2998, 6-10=-484/484 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 lb uplift at joint 2 and 817 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �� a truss system. Before use, the building designer must verify the applicabillty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated. Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Royal with 2 car garage T9237304 M11364 A4 SPECIAL 16 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640s Apr 19 2016 MiTek Industries, Inc. Tue Aug 09 13:12:48 2016 Page 1 I D:OLulzpiQ?_SmS_J UbP6BgtzFJ4j-83JZtKPCiByPBfuCOcezcgoj W U DcrVOfMh8tnnypalj 1-0- 8-6-0 17-6-0 24-6-8 27-4-7 35-0-0 6-0 -0-0 8-0-0 9-0-0 7-0-8 2-9-15 7-7-9 1-0-0 rli 6 4.00 12 6x8 = 13 2x3 5x8 3x6 % 2.00 12 8-6-0 14-9-0 24-6-8 35-0-0 Scale = 1:61.8 3x12 = Im 0 r 0 Plate Offsets (X,Y)-- f2:0-3-14,0-1-81,j7:0-3-O,Edgel,f9:0-1-15,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.78 11 >537 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.61 11-12 >261 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 153 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlihs. 5-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-7 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 5-11 WEBS 2x4 SP No.3 `Except` 5-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=1363/0-8-0, 9=1335/0-8-0 Max Horz 2=-1 79(LC 6) Max Uplift2= 833(LC 8), 9=-817(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3092/1791, 3-4=-2331/1366, 4-5=-2249/1388, 5-6=-5319/3083, 6-7=-5228/2966, 7-8=-5271/2965, 8-9=-5609/3202 BOT CHORD 2-13=-1577/2874, 12-13= 1577/2874, 12-20— 1017/2069, 20-21=-1013/2078, 11 -21 =- 1009/2091, 9-11=-2953/5339 WEBS 3-13=0/255, 3-12= 853/609, 5-12=-56/334, 5-11 =-1 895/3433, 6-11= 320/311, 8-11=-305/296 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 lb uplift at joint 2 and 817 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �° a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Royal with 2 car garage T9237305 M11364 ATA ROOFTRUSS 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mi rek Industries, Inc. Tue Aug 09 13:12:49 2016 Page 1 I D:yDOdW M W eu991 iJ70SDveiFyfR5h-cGty5gQgTV4GppTPaJ9CItL?qufUai hpaLuQJEypali r1-0-Q 8-5-4 13-0-0 17.6-0 22-0-0 26-6-12 35-0-0 $6-0-0 1-0-0 8-5-4 4 fi-12 4 6-0 4 6-0 4-6-12 8-5-4 1-0-0 �1 6 4.00 FIT 4x4 = Scale = 1:60.8 17 .- 15 14 12 4x5 = 2x3 14x6 = 3x8 = 2x3 I I 4x5 = 3x8 = 4x6 = 1 Im 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.29 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.74 14-15 >565 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 166lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz2=179(LC 7) Max Uplift2— 775(LC 8), 10=-775(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3157/1570, 3-4=-2665/1326, 4-5=-2594/1337, 5-24=-2667/1402, 6-24=-2617/1425, 6-25=-2617/1425, 7-25= 2667/1402, 7-8=-2594/1337, 8-9=-2665/1326, 9-10= 3157/1570 BOT CHORD 2-17=-1360/2929, 16-17� 1360/2929, 15-16=-1360/2929, 15-26=-744/1961, 26-27=-744/1961, 14-27= 744/1961, 13-14— 1360/2929, 12-13=-1360/2929, 10-12=-1360/2929 WEBS 6-14=-454/918, 7-14=-258/191, 9-14=-539/400, 6-15=-454/918, 5-15=-258/191, 3-15= 539/400 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS. AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M[TekO connectors. ]his design is based only upon parameters shown, and is for an individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IViiTW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Royal wish 2 car garage T9237306 M11364 ATB ROOFTRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mi I eK inaustrles, Inc. T ue Aug U9 13:12:bu 2U16 rage 1 I D:yDOd W M W eug91iJ70S DveiFyfR5h-4SQKIORSEpC7Rz2b8OhRH5uB9H_iJVryp?d_sgypaih r1-0-Q 8-5-4 13-0-0 17-6-0 22-0 0 26-6.12 35-0-0 13-10 3 0-Q OO-00 8-5-4 4f-12 4-6-0 4 6-0 4 6-12 8-5-4 1-0 0 6 Scale=1:60.8 4.00 12 4x4 = 3x5 = 2x3 II 4x6 = 3x8 = 2x3 II 3x5 = 3x8 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.16 15-16 >510 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.22 12-14 >766 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.05 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 166 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-3-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-1 79(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-487(LC 8), 10=-487(LC 8), 16= 288(LC 8), 15=-288(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=726(LC 1), 10=726(LC 1), 16=682(LC 13), 15=673(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1171/719, 3-4=-482/391, 4-5=-412/402, 5-26=-484/466, 6-26= 434/489, 6-27=-434/489, 7-27= 484/466, 7-8=-412/402, 8-9=-482/391, 9-10= 11711719 BOT CHORD 2-19=-554/1049, 18-19=554/1049, 17-18= 554/1049, 16-17=-82/415, 16-28= 82/415, 28-29= 82/415, 15-29=-82/415, 14-15=-82/415, 13-14=-554/1049, 12-13=-554/1049, 10-12= 554/1049 WEBS 7-14=-257/190, 9-14=-749/497, 9-12=-39/336, 5-17= 257/190, 3-17=-749/497, 3-19= 39/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011; L=35ft; eave=5fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) The solid section of the plate is required to be placed over the splice line at joints) 18, 13. 5) Plate(s) at joint(s) 18 and 13 checked for a plus or minus 4 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 lb uplift at joint 2, 487 lb uplift at joint 10 , 288 lb uplift at joint 16 and 288 lb uplift at joint 15. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage- delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Royal with 2 car garage T92373D7 M11364 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mrlek Industries, Inc. I ue Aug 09 13:12:60 2016 Page 1 I D:yDOd W M W eu991iJ70SDveiFyfR5h-4SQKIORSEpC7R22b8OhRH5uCIH49JOkyp?d_sgypalh 15-6-0 21-6-0 1.0. 9-6-0 11-6-0 13-6-01 - 0 17-6-0 19-6-0 27-40 23-6-0 25-6-0 2&0-0 35-40 1-0.D 7-40 2-6-0 2-0-0 2-0.0 6- 1-6-0 2-0.0 2-0-0 1.6-0 6- 2-0.0 2-0-0 2-6-0 7-0.0 Scale: 3/16°=1' —_ (+) Top chord must be braced by end jacks, 4.00 12 4x4 roof diaphragm, or properly connected 12 14 17 purlins as shown. 3x6 % 9 20 3x6 8 22 5x12 % 4 6 3x6 3x4 24 5x12 3 11 15 19 1 26 23 27 t2 n 28 29 ,n N — O 35 34 33 32 o 31 30 3x6 = 3x8 = 3x4 = 3x6 = 3x4 = 3x4 = 7-0-0 14-0-0 21-0-0 28-0-0 35-" 7-0-0 7-0-0 7-0-0 7-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.05 30-41 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.09 30-41 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.02 28 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 208lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 32-33. JOINTS 1 Brace at Jt(s): 11, 19, 15, 23, 7 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz2= 179(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-344(LC 8), 33=-500(LC 8), 32=-453(LC 8), 28= 353(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=540(LC 17), 33=818(LC 1), 32=803(LC 1), 28=540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-715/340, 27-28=-714/369 BOT CHORD 2-35=-209/681, 34-35= 214/658, 33-34=-214/658, 31-32= 242/604, 30-31=-242/604, 28-30=-237/626 WEBS 3-35=0/278, 27-30=0/278, 3-33=-847/538, 11-33=-369/332, 19-32=-363/315, 27-32=-837/508 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=701t; L=351t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 2, 500 lb uplift at joint 33 , 453 lb uplift at joint 32 and 353 lb uplift at joint 28. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical pLlrlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. ®WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type city Ply 70' Royal with 2 car garage T9237308 M11364 GRA HIP 1 1 Job Reference (optional) l namoers i russ, inc., ron rrerce, rL r.ovu s mpr ro eu r o mr i en muusmes, inc. i ue mug ua r s r o i zu ro raga i I D:OLulzpiQ?_SmS_J UbP6BgtzFJ4j-Ye_iVLS4?6K_26dnhkCgglQDyhLj2px62fNX06ypatg 1-0- 8-0-0 14-11-0 20-11-2 27.0.0 35-0-0 6.0- -0-0 8-0-0 6-11-0 6-0-2 6-0-14 8-" -0-0 r11 6 4.00 FIT 5x8 = 3 22 23 2x3 11 3x6 = 3x6 = 4x8 = 24 25 426 27 285 629 30 31 327 Scale = 1:61.8 15 33 34 1435 13 3637 38 12 394011 41 70 42 3x4 - 2x3 11 3x6 = 6x10 = 3x4 = 4x6 = 2x3 II 3x6 - 8-0-0 14-11-0 20-11-2 27-0-0 35-0-0 8-0-0 6-11-0 6-0-2 6-0-14 8-" Plate Offsets (X,Y)-- i2:0-1-6,Edgel,r3:0-5-12,0-2-121,i7:0-5-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.17 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.32 10-12 >749 240 BCLL 0.0 " Rep Stress Incr NO WB 1.00 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 154 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-4 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 3-13, 6-13 4-13: 2x6 SP No,2 REACTIONS. (lb/size) 2=733/0-8-0, 13=3566/0-8-0, 8=1262/0-8-0 Max Horz 2=88(LC 7) Max Uplift2_ 494(LC 8), 13=-2144(LC 8), 8=-812(LC 8) Max Grav2=744(LC 17), 13=3566(LC 1), 8=1266(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-1234/716, 3-22=-876/1598, 22-23=-876/1598, 23-24- 876/1598, 24-25- 876/1598, 25-26=-876/1598, 4-26=-876/1598, 4-27= 876/1598, 27-28=-876/1598, 5-28=-876/1598, 5-29=-876/1598, 6-29_ 876/1598, 6-30=-1527/993, 30-31= 1527/993, 31-32=-1527/993, 7-32- 1527/993, 7-8- 2827/1694 BOT CHORD 2-15=-555/1111, 15-33=-566/1151, 33-34=-566/1151, 14-34= 566/1151, 14-35=-566/1151, 35-36= 566/1151, 13-36=-566/1151, 13-37= 811/1527, 37-38=-811/1527, 38-39=-811/1527, 12-39= 811/1527, 12-40=-1492/2658, 11-40= 1492/2658, 11-41= 1492/2658, 41-42=-1492/2658, 10-42=-1492/2658, 8-10=-1480/2618 WEBS 3-15- 208/783, 3-13=-2916/1744, 4-13= 788/734, 6-13= 3407/2049, 6-12- 216/791, 7-12=-1246/745, 7-10=-223/754 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 494 lb uplift at joint 2, 2144 lb uplift at joint 13 and 812 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual trussweb and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and Truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Royal whh 2 car garage T9237306 M11364 GRA HIP 1 1 Job Reference (optional) cnamoers truss, inc., ton rterce, tL i.o9u s.vpr ra euio mitetc inuusmes, inc. iue mug ua to; —ot—to rage I D:OLulzpiQ?_SmS_J UbP6BgtzFJ4j-Ye_iVLS4?6K-26dnhkCgglQDyhLj2px62fNX06ypalg NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 131 lb down and 229 lb up at 8-0-0, 107 lb down and 173 lb up at 8-6-0, 107 Ib down and 173 Ib up at 10-6-0, 107 Ib down and 173 lb up at 12-6-0, 1071b down and 173 lb up at 14-6-0, 107 lb down and 173 lb up at 16-6-0, 107 Ib down and 173 Ib up at 18-6-0, 107 lb down and 173 lb up at 20-6-0, 107 lb down and 173 lb up at 22-6-0, 107 lb down and 173 lb up at 24-6-0, and 107 lb down and 173 lb up at 26-6-0, and 131 lb down and 229 lb up at 27-0-0 on top chord, and 515 lb down and 303 lb up at 8-0-0, 79 lb down and 1 lb up at 8-6-0, 79 lb down and 1 lb up at 10-6-0, 79 lb down and 1 lb up at 12-6-0, 79 lb down and 1 lb up at 14-6-0, 79 lb down and 1 lb up at 16-6-0, 79 lb down and 1 lb up at 18-6-0, 79 lb down and 1 lb up at 20-6-0, 79 lb down and 1 lb up at 22-6-0, 79 lb down and 1 lb up at 24-6-0, and 79 lb down and 1 lb up at 26-6-0, and 515 lb down and 303 lb up at 27-0-0 on bottom 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3— 54, 3-7=-54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) Vert: 3= 131(B) 7=-131(B) 15=-515(B) 10= 515(B) 22= 107(B) 23= 107(B) 24=-107(B) 26= 107(B) 27= 107(B) 28=-107(B) 29— 107(B) 30=-107(B) 31= 107(B) 32=-107(B) 33— 50(B) 34= 50(B) 35=-50(B) 36=-50(B) 37= 50(B) 38=-50(B) 39= 50(B)40= 50(B) 41=-50(B) 42=-50(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Royal w sh 2 car garage T9237309 M11364 J1 MONO TRUSS 8 1 Job Reference (optional) Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Aug 09 13:12:52 2016 Page 1 I D:o HTg505Ds3TR?kt?m4?ZGyzbQDE-OrY4jhTjlQSrgGB_FRjvN WzaG5pPnVoFGJ64wZypalf 1-0-0 1-" LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 TCDL 7.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SIP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=113/0-8-0, 4=4/Mechanical Max Horz 2=48(LC 8) Max Uplift3=-5(LC 5), 2=-127(LC 8), 4=-2(LC 5) Max Grav3=11(LC 13), 2=113(LC 1), 4=1 O(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.2 3x4 = DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 5 >999 360 MT20 244/190 Vert(TL) -0.00 5 >999 240 Horz(TL) 0.00 2 n/a n/a Weight: 5lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; 13CDL=3.0psf; h=15ft; B=70fh L=34ft eave=4ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3, 127 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecflon and bracing of trusses and truss systems, scoANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Royal with 2 car garage T9237310 M11364 J3 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mi I e1c Industries, Inc. rue Aug US 1 s:lz:bz zuw rage 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbO DE-OrY4jhTjlQSrgGB_FRjvN WzaG5olnVoFGJ64wZypalf 1-0-0 M-0 Scale =1:9.6 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=56/Mechanical, 2=179/0-8-0, 4=30/Mechanical Max Horz 2=83(LC 8) Max Uplift3=-51(LC 8), 2=-146(LC 8), 4= 3(LC 8) Max Grav3=56(LC 1), 2=179(LC 1), 4=43(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=7011t; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 3, 146 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.fabrication, Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Royal with 2 car garage 79237311 M11364 JS MONO TRUSS B 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Aug 09 13:12:53 2016 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbODE-V 16Sw1TLW kailOmAp9E8vjVhLV4cWy2OVzseT?ypale -11-0 5-0-0 1-0-0 5-0-0 Scale = 1:12.9 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=98/Mechanical, 2=270/0-8-0, 4=46/Mechanical Max Horz 2=121(LC 8) Max Uplift3=-94(LC 8), 2=-191(LC 8) Max Grav3=98(LC 1), 2=270(LC 1), 4=73(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=70ft; L=34ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 3 and 191 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component. not �� a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Royal with 2 car garage T9237312 M11364 J7 MONO TRUSS 16 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTsk Industries, Inc. Tue Aug 09 13:12:53 2016 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbQD E-V16Swl TLW kaiiQmAp9E8vjVjwV00Wy2OVzseT?ypale i -1-01 7-0-0 i 1-0-o 7-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.06 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.15 4-7 >544 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=1 41 /Mechanical, 2=360/0-8-0, 4=60/Mechanical Max Harz 2=159(LC 8) Max Uplift3= 138(LC 8), 2— 238(LC 8) Max Grav3=141 (LC 1), 2=360(LC 1), 4=102(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:16.5 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=70ft; L=34ft eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 3 and 238 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component. not �' Im a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 70' Royal with 2 car garage T9237313 M11364 J8 MONO TRUSS 10 1 Job Reference (optional) Cuss, Inc., Fort Pierce, FL 3x4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Aug 09 13:12:53 2016 Page 1 I D:OLulzpiO?_SmS_JUbP6BgtzFJ4j-V76Swl TLW kail OmAp9E8vjVhgV5vWy2OVzseT?ypale 8-0-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.08 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(fL) -0.21 4-7 >440 240 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=1 61 /Mechanical, 2=404/0-8-0, 4=70/Mechanical Max Harz 2=178(LC 8) Max Upiift3= 158(LC 8), 2= 261(LC 8) Max Grav3=161(LC 1), 2=404(LC 1), 4=119(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:17.7 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=701ft; L=34ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 3 and 261 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 70' Royal with 2 car garage T9237314 M11364 KJ7 MONO TRUSS 2 1 Job Reference (option 1 Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Aug 09 13:12:54 2016 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-zDgrBNUzH1 iZvaLMNsINSx2vtvSkFNwYkcbB?Rypald 6-11-1 9-10-1 1-5.0 6-11-1 2-11-0 Scale=1:21.1 3x4 = — " 65 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TIC 0.17 Vert(LL) 0.03 7-10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.06 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=42/Mechanical, 2=296/0-11-5, 6=317/Mechanical Max Horz2=159(LC 8) Max Uplift4=-74(LC 21), 2=-236(LC 8), 6=-196(LC 8) Max Grav4=48(LC 13), 2=296(LC 1), 6=317(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11= 514/367, 11-12=-545/364, 3-12=-517/338 BOT CHORD 2-13=-345/503, 13-14= 345/503, 7-14=-345/503, 6-7=-345/503 WEBS 3-6=-586/402 3x4 = PLATES GRIP MT20 244/190 Weight: 38 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=70ft; L=34ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 4, 236 lb uplift at joint 2 and 196 Ito uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 lb down and 67 lb up at 1-6-1, 83 lb down and 67lb up at 1-6-1, 98 lb down and 75 lb up at 4-4-0, 98 lb down and 75 lb up at 4-4-0, and 118 lb down and 118 lb up at 7-1-15, and 118 lb down and 118 lb up at 7-1-15 on top chord, and 8 lb down and 47 lb up at 1-6-1, 8 lb down and 47 lb up at 1-6-1, 17 lb down and 31 lb up at 4-4-0, 17lb down and 31 lb up at 4-4-0, and 32 lb down and 29 lb up at 7-1-15, and 32 lb down and 29 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 3=-43(F— 21, B=-21) 7=-35(F=-18, B= 18) 11=134(F=67, B=67) 12=40(F=20, B=20) 13=48(F=24, B=24) 14=-3(F=-2, B=-2) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. Design valid for use only with Mi1ek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Royal with 2 car garage T9237315 M11364 KJ8 MONO TRUSS 2 i Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Aug 09 13:12:55 2016 Page 1 1 D:OLuizpiQ?_SmS_J UbP6BgtzFJ4j-RQEDLjVb2LrQXkwZwaGc_8b35lnrt_oDhzGLIXuypalc 1-5-0 7.8-2 113-0 1-5-0 7-8-2 3-6-14 Scale=1:20.8 3x4 = 65 3x4 = 7-8-2 13-5-6 011-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.05 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.09 7-10 >999 240 BCLL 0.0 Rep Stress [nor NO WB 0.28 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/fP]2007 (Matrix-M) Weight: 44lb FT= 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=133/Mechanical, 2=370/0-11-5, 6=450/Mechanical Max Horz2=178(LC 8) Max Uplift4=-143(LC 6), 2=-279(LC 8), 6=-241(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-756/522, 11-12= 782/519, 12-13— 752/494, 3-13=-705/441 BOT CHORD 2-15=-490/731, 15-16=-490/731, 16-17= 490/731, 7-17= 490/731, 7-18=-490/731, 6-18=-490/731 WEBS 3-7=0/288, 3-6=-829/555 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 4, 279 lb uplift at joint 2 and 241 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 lb down and 67 lb up at 1-6-1, 83 lb down and 67lb up at 1-6-1, 98 lb down and 75 Ito up at 4-4-0, 98lb down and 75 lb up at 4-4-0, 118 lb down and 118 lb up at 7-1-15, 118 lb down and 116 lb up at 7-1-15, and 139 lb down and 162 lb up at 9-11-14, and 139 lb down and 162 lb up at 9-11-14 on top chord, and 8 lb down and 47 lb up at 1-6-1, 8 lb down and 47 lb up at 1-6-1, 17 lb down and 31 lb up at 4-4-0, 17 lb down and 31 lb up at 4-4-0, 32 lb down and 29 lb up at 7-1-15, 32 lb down and 29 lb up at 7-1-15, and 46 lb down and 12 lb up at 9-11-14, and 46 lb down and 12 lb up at 9-11-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8= 20 Concentrated Loads (lb) Vert: 11=134(F=67, B=67) 12=40(F=20, B=20) 13= 43(F= 21, B= 21) 14=-130(F=-65, B=-65) 15=48(F=24, B=24) 16=-3(F=-2, B=-2) 17=-35(F=-18, B=-18) 18=-63(F=-31, B= 31) 0 WARNING- Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. fits design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this desfgn Into the overall building design. Bracing Indicated Is to prevent buckling of Individual trussweb and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery. erection and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 /1 d' - -I- For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Nor Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR- 1311, ESR- 1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek° MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-brocing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19, Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.