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Home My WebLink AboutTrussw w Lu O Q O . W ZQ.� �1-2Z W S,zJ� r M Ln ~Ir�`2 �� Z� vl9" N N N °now ENGINEERED TIMBER TRUSS SYSTEMS PRODUCTS r % y— O a . 13' 6 EAST COAST TRUSS Q) 5285 sr. LucrE BLVD. FT PIERCE, FL 34946 r OFFICE:'(772)466 2480 FAX:(772) 466 5336 LO c+7 N N N X -nd I Cat eS Left End Of ` T r uss uSTOMER:ofianne Reyes a w w JOB NAME: Vega ____ __ --- __-__ ___ _-_- -.__-_ ___ �_-_ _.___-- -__-"_ _____ _____ __ __ ___ _----_ _--__ ___- - -- _____ _.___ DDRESSA01 E Midway Rd Q __ _---- __-- -____ On Layout & End neer l no Sheet s z ZZ v ZCJ1 ZCJ1 ITY/COUNTY:Ft Pierce W a 3~ cD N I C 00 ZCJ3 JOB # J40726 cc O J ZCJ3 C^ LO co r m m 0 12_-y H o CoCom Go r` CO r r r r. r r T N M [Y m w w CD ¢ m 0 0 0 0 0 0 0 0 0 0 0 o MODEL:SFR O O z U ZCJ5 a a ¢ ¢ a ¢ Q a a Q Q a a ZCJ5 9'-4" BEARING Z z o a - SO FT 3640 LD U) U, U "' v U EJ7 - -_ DATE: 11/10/2020 LATEST=1 / —� o ¢ Z C) oC r ZEJ7 7, O,t 2, 0„ 2, 0„ 2' 0„ 2, 0,1 2, 0„ 2, 0,1 2, 0„ 2, 0„a. cQan 2' 0„ 2, 0„ 2' 0„ 2' 0 2' 0„ 2, 0, 2, 0 2' 0,1 2, 7, 0„ { HGIS3J IM (3) (e), EAST COAST TRUSS is the Q Q ZEJ7 .j •T... Des,,. E,ieee" O ZEJ7 0 Q Tcus. ace dea,gned m nce ranee old, the jO O S' Florae Building Cede or ZEJ7 I— z_ ZEJ7 o — - 10'-8" INTERIOR Z zw w �_ �_ M / - ZEJ7 NOTE: Cr O O �• ZEJ7 /" /"/ / / i! / /./ / / i / BEARING By approving this placement plan(s), isignatured ,n o M a ' / j/ i / / / / / anywhere on this sheet, the customer or his w w f- i ` i / j /`/ / / i "i /" zEJ7 representitive acknowledges that this placement plan CC Q ZEJ7 i i i / i (D O O / �' j / i j /•/ /" complies with the structural intent of the project. LLLL z U) / i / ' / ; �" j/ i i i / / ZEJ7 The customer also acknowledges that this approval ZEJ7 f i" - y / , j authorizes EAST COAST TRUSS to manufacture these w O a / i /' / / i / trusses and deliver them to the project indicated on this drawing. w z w /"/ i / // / s/ i / ZEJ7 p I 0 w oc ZEJ7 / i / r / /'/ j / , // The customer ustomer also acknowledges that he/she accepts Zz�� :e" i / j 11 /" 12 -8 BEARING financial responsibility for any repair, engineering, and /" / / / i ZEJ7 Ov a z ZEJ7 ' /' j° / / i All ' j / labor required due to errors other than those of EAST < w a COAST TRUSS.o_cn ! ' ii i ' /' /" i f 'ZEJ7�z Z ZEJ7 i i �./, Signed: Date: LL acw" ZEJ7 o¢z ZEJ7 /` i i/ i / /" / / i o '" ; 9 -4 FLAT CEILING LLJ ~ J 0 < / i / / / /" / j i i / ZEJ7 ODE =FBC 2017[TP12014 ASCE 7-10 rn a O ¢ a /" / /" i i /" / �° i / DESIGN CRITERIA =MWFRS ZEJ7 i "/� /M /. C4 r . 0 /C ��. i �, /, CC CCUPANCY CATEGORY=11 G _ /r i ©/ m "m /m ZEJ7 EXPOSURE =C G= rn c_n o 00 ZEJ7 /./ i p //a cu i ice. / `" / t` /"/ WF SPEED F_ 00 BUILDINGTYPE =ENCLOSED w Erj / ZEJ7 r EAN HEIGHT: 1T-0" / , / (� �? w ZEJ7 / // i i " i �• w / ! i GRAVITY LOADS U) o< o ZEJ7 i/ i� /// i/ / `" i ✓` i/ , i/ ZEJ7 10'-8" FLAT CEILING LLR O I LL 2 w ~ /" / i / �' j ZEJ7 j �i" �J ;y cn = ZEJ7 1 /" 7 i i �' / / /�` i /. / i ROOF: DUR FACTOR=1.25 z r cn cD i / r / �• / i• / /" / PSF=TCLL-TCDL-BCLL-BCDL 0mo �Z i f it i /" i i i/ zEJ7 i i i /? 20.0-7.0-0.0-10.0 Q(0LL�as M ZEJ7 / i / i i mm(Dw(.DQ / i /, / /. �% z= z �' i/ �. j / j ZwvF_vo i f' i �' / /: ZEJ7 LLI OF-< W ZEJ7 j/ i ✓ i/. / / �, W z m o Com , , / /' .' ' �� ZEJ7 12'-811 FLAT CEILING LOADS PER FBC & FRC U) O~}ui mom ZEJ7 A / i j i =L wzw��CD / / L1 �.� i i �• i/ �_�. _ 7'__ "NON CONCURRENT BC L Ops w 0 Z °O _J L �._ EJ7 / py� CC z W ZEJ7 �` / / V i //o'[' _ < w / i i o i i i i /. i ',.. /✓ ®�•�"/ (�/tCONCURRENT BC STORAGE LL 20 psf I•— \J O- Z N N s� N N / N / N fW N / N N CD N N m N N ./ ? ;...' �/ M$ `� �/ N o ZEJ7,. ZEJ7 vP U) N N l r Z N W co Z ax `j i x.' x =/ Cc wCOIG., _ : , .. _ _... DEFINITIONS // 0�1G // /' �� N' � O 53' 0„ 39' 6" r ^CENTER ON 53'-0" z v)�4 CO2 o ODD SPACE I\ j N .'E02 / /" / / ODD SPACE DO / / / / /'/" / BL 2x LEDGER 0 w ¢ \ / / ✓ E 2" /' i ✓ / TTOM AT 9' 4" D N I m o CO3 N �........ 03 (o v �m �U) U) I V o m 0 C04 N I \ / I / Eb2 /`/ i �`/. //./ i� / / re 24 2 p 4 N MWF = MAIN WIND FORCE C&C = COMPONENTS AND CLADDING �— TOB = TOP IVF"WWFEts , W TC = TOP@;r+n�sLA o� BC =LIVE ECG•; r v w DL =DEAD LOAD', 1C�lewP� - B®CC O 00 w N j \\\ // �,� i/ iNEt) j i ii �j ii/i i! o o,nw1 CflrL ✓rnv�ir I— �o psf = POUNDS PER SOUARE FIVOT D04 N 1111111 # =POUNDS 2¢ OwIE > a w o w I z wm <Oz �� Uzw w O O o oZVJoF J <_JW _ Z � (D rz w�aOu�Q U` Z¢Ow a = U LL w w O Q Q 0 O z O 0 N E 0 N C05 ,... .. I FLOOR M UNITE _ I AHU B LOW .. / I / \ I I I I� CRICKE%b BUILDE I DBL 2x LEDGER BOTTO AT 9'-4„ - / / / / / &03 % / Z CJ3 ZCJ1 C06 N o C06 N o C06 � o C06 N 6 8t, 24 or D05G N UH �604 / 0 � m �' /F / / / J 4 / 6 f .,. _.d / /_/ 'J ;; /./ / / ;ZC j i k� /,ca /"/. �/ // �/ / i /. / � / � / / /� � //� // _ / `/ /,J / / y / �� (OS n w z � � LM � -3 w C07 /. UPLIFT MUST Y-PASS FLOOff7T_RU_=E UNLESS SHOWN ON ENGINEERED TRUSS z DRAWING. O * ALL GIRDER/COLUMN LOADS MUST ®. STATE OF �4 BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED T,6�JrSDRAWING. S�oNAL ��\��\ 2 6 STRONG BACK1'SH IN .,lb J/NI111111 , RECOMMENDED ON FLOOR TRUSSES w>✓tmav Z) $b- —� SPANNING 20'-0" OR MORE Q. G A I N: PAN REATER THA 30'-0" /. rfi r n �oyu S UST BE SET WITH A SPREADER BAR. THE ULwwILcn B4On /W IN IN IN IN C08 N TTIC STORAG' / l " ". i 5�5 XA a ./"/ I ./ N PREADER BAR SHOULD BE AT LEAST 1/2 O J Z J1 /3 1N LENGTH AS THE SPAN OF THE TRUSS 00 o r r f SING SET. r Er 0009G N N N EFER TO BCI B1 FOR COMPLETE *" O a v 12 RECTION AND SAFETY PROCEDURES. ° rr ' . � zcJ3 zcJ3 11' 4" 8' 4„ `° _ 6� ALL BEAMS BY BUILDER O W co 0 Fr U) ZCJ1 ZCJ1 Ilr ilir co NOTE: TRU ES DO NOT a (/) o _ ___ _ ____ __._- _____ __ l SUPPORT ANY PLANT SHELVES r REVISIONS r (h _0 a / LID LID U'),_0 cY T 1 r 0 U W w W w W w w C) ��S 2 Q z Z W N N N N N N N N N N N a JZ o TYPICAL 4- o z Z � 21'4„ 1918„ 1210„ OVERHANG / PITCH 5 m � } � 2'-0° DETAIL 6 �4 Q 2 J 53' 0" 0- U)o TRUSS PLACEMENT PLAN t1/4" if plotted 24x36) . Designed By: BH z MiTek® RE: J40726A - Vega Site Information: Customer Info: Olianne Reyes Lot/Block: Address: 401 E. Midway Road City: Ft Pierce Lumber design values -are, in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. - Project Name: Vega Model: SFR Subdivision: State:. Florida MiTek-USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 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: FBC2017/TP12014 Design Program: MiTek 20/26 8.4 Wind Code: ASCE 7-10 [All HeighII Wind Speed:.160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 54 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to'this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,. section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date- No. Seal# Truss Name Date 1 T21914204 A01 11/17/20 23 T21914226 C08 11/17/20 2 T219.14205 A02. 11/17/20 24 T21914227 C09G 11/17/20 3 T21914206 A03 11/17/20'25 T21914228 D01G 11/17/20 4. T21914207 A04 11/17/20 26 T21914229 D02 11/17/20 5 T219.14208: A05 11/17/20 27 . T21914230 D03 11/17/20 6 T21914209 A06 11/17/20 28 T21914231 D04 11/17/20 7 T21914210 A07 11/17/20 29.. T21914232 D05G 11/17/20 8 T21914211 .A08 11/17/20 30 T21914233 E01G 11/17/20 9 T21914212 B01 .11/17/20 31 T21914234 E02 11/17/20 10 T219.14213 B02 11/17/20 32 T21914235 E03 11/17/20 11 T21914214 B03 11/17/20 33 T21914236 E04 11/17/20 12 T21914215 B04 11/17/20 '34 T21914237 E05G -11/17/20 13 T21914216 B05 11/17/20 35 T21914238 MV2 11/17/20 14 T21914217 B06G 11/17/20 36 T21914239 MV4 11/17/20 15 T21914218 B07.G 11/17/20 37 T21914240 MV6 11/17/20 16 T21914219 C01G 11/17/20 38 T21914241 PB01 11/17/20 17 T21914220 CO2 11/17/20 39 T21914242 PB02 11/17/20 18 T21914221 CO3 11/17/20 40 T21914243 PB03 11/17/20' 19 T21914222 C04 11/17/20 41 T21914244 PB04 11/1.7/20 20 T21914223 C05 11/17/20 42 T21914245 V4' 11/17/20 21 T21914224 C06 11/17/20 43 T21914246 V8 11/17/20 22 T21914225 C07 11/17/20 44 T21914247 ZCJ1 11/17/20 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. rq��yi� under my direct supervision based on the parameters %� F provided by East Coast Truss. Truss Design Engineer's Name: ORegan, Philip s i26. •' . •'• My license renewal date for the state of Florida is February 28, 2021. = �. IMPORTANT NOTE: The seal on these truss component designs is a certification 'STATE: OF 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 i.0 �i�T '�� P' •' .�� shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTekorTRENCAny n included is:f MiTeWs or � S?S ��/0 aor cdo nt in the TRENCO's customers file efere cerpurp se only,'and wanformats not taken int N A1 0,�� preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or,the designs for any particular building. Before.use, Philip,1 O'Regan PE.No:58126 the building designer should verify applicability of design. parameters and properly MiTek USA, Inc i;Ccert.6634 . 6904Par6 East'Blvd. Tampa FL 33610 incorporate these designs into the overall building design per ANSUTPI 1, Chapter 2. 'date:- November 17,2020 ORegan, Philip 1 of 2 MiTek° RE: J40726A -Vega MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL33610-4115. Site Information: Customer Info: Olianne Reyes Project Name: Vega Model: SFR Lot/Block: Subdivision: Address: 401 E. Midway Road City: Ft Pierce - State: Florida No. Seal# Truss Name Date 45 T21914248 ZCJ3 11/17/20 46 T21914249 ZCJ5 11/17/20 47 T21914250 ZEJ5 11/17/20 48 T21914251-. ZEJ7 11/17/20 49 T21914252 ZEJH1 11/17/20 50 T21914253 ZEJH2 11/17/20 51 T21914254 ZHJ5 11/17/20 52. T21914255 ZHJ7 11/17/20 53 T21R14256 ZHJ7A 11/17/20 54 T21914257 ZHJ7B 11/17/20 2 of 2 Job Truss Truss Type Ply Vega T21914204 J40726A A01 PIGGYBACK BASE �Qty 7 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8'420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 08:44:44 2020 Page 1 ID:4tCN_ojK1 G65CnfKD7uNbyKcBm-9Dd8TX1 vR6coxUgK27KMa3xHQ81 OY6Lk4OzidKylKSX 2-0-0 6 4-10 12-7.4 17-0-0 23-2-12 29-3-12 35-0-12 41-7-8 46 2-11 2-0-0 6-4-10 6-2-10 4.4-12 6-2-12 6-1-0 6-1-0 6-2-12 4-7-3 6.00 12 2x4 II 5x8 = 3x8 = 4x8 = 3x6 = 5x8 = LG 41 ---- - 40 = _- 4x6 = 2x4 II 5x5 = Scale = 1:85.8 6 4 10 12-3-10 12 7 4 1,10-0 23-2-12 29-3-12 35 4-12 41-7-8 46 2-11 6-4-10 5-11-0 0- 0 4-12 8-2-12 6-1-0 6-1-0 8-2-12 4-7-3 Plate Offsets (X,Y)— [4:0-4-0,Edge], [6:0-6-0,0-2-8], [8:0-4-0,Edge], [11:0-6-0 0-2-8] [21:0-2-4,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL I'25 TC 0.53 Vert(LL) 0.11 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.16 15-17 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.78 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 304 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except* 5-21: 2x6 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 13=Mechanical, 21=0-7-4 Max Horz 2=432(LC 8) Max Uplift 2=-490(LC 8), 13=570(LC 8), 21=-1204(LC 8) Max Grav 2=479(LC 17), 13=1293(LC 14), 21=1840(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-405/254, 3-5=197/366, 5-6=-752/344, 6-7=-1261/657, 7-9=-1470/757, 9-10=-1470/757, 10-11=-1327/687, 11-12=-865/407, 12-13=-12601588 BOT CHORD 2-22=-476/308, 21-22=-476/308, 20-21 =-1 685/834. 5-20=1642/851, 18-19=-229/624, 17-18=-533/1259, 15-17=-563/1290, 14-15=-293/708 WEBS 3-22=-202/277, 5-19=-508/1222, 6-19=-715/440, 11-14=-612/389, 12-14=431/1041, 3-21=-544/632, 6-18=-465/1006, 7-18=608/425, 7-17=170/329, 9-17=-316/277, 10-17=-109/259,10-15=-556/387,11-15=-414/926 Structural wood sheathing directly applied, except end verticals, and 3-0-0 oc purlins (4-8-8 max.): 6-11. Rigid ceiling directly applied. NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=46ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL=10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=490, 13=570, 21=1204. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. *` oiIII11111j, ,�� p J. O qF ��% No 58126 01 1111 Philip J. O'Regan PE No.58126 MITek USA; Inc. FL Cert 6634 6904 Parke East Blvd. Tampa, FL 33610 Date,.. November 17,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 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 property 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, see ANSUFF11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914205 J40726A A02 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 08:44:45 2020 Page 1 ID:4tCN_ojK1 G65CnfKD?uNbyKcBm-dP BXgt2XCOkfZdP Wcrrb7GTP WYMTHeRuJgjsAnyIKSW 2-0-0 6 4 10 , 12-7-4 19-0-0 25-11.1 32-8-7 39-7-8 46-2-11 2�0 0 6-4-10 6-2.10 6�3-12 6-11-1 6-9-5 6-11-1 6-7-3 Scale = 1:85.1 5x8 = 8.00 12 2x4 II 08 = 3x6 = 5x8 = 7 8 24 259 10 46 = 2x4 II 5x5 = 3x8 = 32-8-7 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.10 20-23 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.16 14-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 297 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 5-19: 2x6 SP No.3 WEBS 1 Row at midpt 6-17, 7-16, 9-16, 9-14, 10-13 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 19=0-7-4, 12=Mechanical Max Harz 2=432(LC 8) Max Uplift 2=-508(LC 8), 19=1179(LC 8), 12=-576(LC 8) Max Grant 2=499(LC 17), 19=1828(LC 13), 12=1315(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-448/292, 3-5=160/343, 5.6=-965/470, 6-7=-1265/707, 7-9=1265/707, 9-1 0=-1 3201716, 10-11 =-1 053/495, 11-12=-1260/607 BOT CHORD 2-20=-509/346, 19-20=-509/346, 18-19=-1676/813. 5-1 8=-1 616/847, 16-17=-311/832, 14-16=-538/1290,13-14=-342/853 WEBS 3-20=-202/276, 3-19=-536/623, 5-17=456/1191, 6-17=510/356, 6-16=-338/763, 7-16=-392/328, 9-14=-391/312, 10-14=304/720, 10-13=449/339, 11-13=411/1039 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=46ft; eave=6ft; Cat. Il; Exp C; Encl., GCpl=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=lb) 2=508, 19=1179, 12=576. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ,4.`Q`2`,.,�C 9,L �.. i No 58126 ft S OF �•� Philip J. O'Regan PE No.58126 MiTek USA, Inc, FL Cert 6634 6904 Parke EastBlvd. Tampa FL 33610 Date: November 17,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev, 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based onlyupon parameters shown, and Is far an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters end properly incorporate this design Into the overall building design. Bracing Indicated Is to buckling individual truss chord members only. Additional temporary and bracing MiTek prevent of web and/or permanent 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, see ANSI117PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Vega T21914206 J40726A A03 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 4x6 = 2x4 11 8.420 S VCt 9 2020 MI I eK Industries, Inc. I ue Nov 17 08:44:46 LULU 2x4 II 5x8 = 5.00 12 3x8 = 4x8 = 5x5 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-21: 2x6 SP No.3 WEBS 2x4 SP No.3 28 3x6 = 5x8 = 10 11 Scale = 1:85.8 CSI. DEFL. in (loc) Well L/d PLATES GRIP TC 0.53 Vert(LL) 0.11 17 >999 240 MT20 244/190 BC 0.50 Vert(CT) -0.16 15-17 >999 180 WB 0.78 Horz(CT) 0.02 13 n/a n/a Matrix -AS Weight: 304 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 2=0-8-0, 21=0-7-4, 13=Mechanical Max Horz 2=432(LC 8) Max Uplift 2=-490(LC 8). 21=-1204(LC 8), 13=-570(LC 8) Max Grav 2=479(LC 17), 21=1840(LC 13), 13=1293(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-405/254, 3-5= 197/366, 5-6=-752/344, 6-7=-1261/657, 7-9=1470/757, 9-1 0=-1 4701757, 10-11 =-1 327/686, 11-12=-865/407, 12-13=-12601588 BOT CHORD 2-22=-476/308, 21-22=-476/308, 20-21 =-1 685/834, 5-20=-1642/851, 18-19=-229/624, 17-18=-533/1259, 15-17=-563/1290, 14-15=-293/708 WEBS 3-22=-202/277, 3-21=-544/632, 5-19=-507/1221, 6-19=-713/440, 11-14=-611/389, 12-14=-431/1041, 6-18=-465/1006, 7-18=-609/425, 7-17=170/328, 9-17=-315/277, 10-17=-109/259, 10-15=-556/387, 11-15=-414/926 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=490, 21=1204, 13=570. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. `10111I I I I PIII �p J. O rr F�' ... , le IV '�► 4, i b No 58126 r r ir II/IIil1; Philip J,'tYRegan PE Nob812ti USA. Ind. FL Cert 6634 4904 Parke'East Blvd. Tampa FL 33610 Date. November 17,2020 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® 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 applicabllily of design parameters and properly incorporate this design Into the overall buckling individual truss chord only. Additional temporary and bracing iwiTek` building design. Bracing Indicated Is to prevent of web and/or members permanent 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, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plata Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Vega T21914207 J40726A A04 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 08:44:47 2020 Page 1 ID:4tCN_ojK1G65CnfKD?uNbyKcBm-ZoIH5Z3nk1_MoxZvkFu3ChZgKM1KIRjBm CyEfy[KSU -2-0.1 6.:11 12-7-4 15.0.0 22-2-12 29.3.12 , 36-4-12 _ _ 43.7.E 1 46-2-11 , 2-0.0 6.4.10 6.2-10 2.4.12 7-2.12 7.1-0 7-1.0 7.2-12 ' 2-7-3 ' Scale=1:84.3 46 = 5x8 = 3x6 = 48 = 2x4 II 25 11 — 3X0 — 9Xo — 2x4 11 5x5 = 3x6 = 4x6 5x8 = 10 11 15-0.0 6-0-10 12.3-10 12 7 22-2-12 293-12 36-4.12 43-7-6 46-2-11 6-0-10 5-11.0 • 0 7-2-12 7-1-0 7-1-0 7-2.12 2.7.3 24.12 Plate Offsets (X Y)— 15:0-6-0 0-2-8] 17:0-4-0 Edge], [10:0-6-0 0-2-8] [20:0-2-4,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.14 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.21 14-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.01 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 293 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied. 4-20: 2x6 SP No.3 WEBS 1 Row at midpt 5-17 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 20=0-7-4, 12=Mechanical Max Horz 2=432(LC 8) Max Uplift 2=-468(LC 8), 20=1234(LC 8), 12=-562(LC 8) Max Grav 2=447(LC 17). 20=1877(LC 1). 12=1253(LC 14) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-336/215, 3-4=247/402, 4-5=-397/144, 5-6=-1311/639, 6-8=-1627/803, 8-9=-1627/803, 9-10=-1405/698, 10-11=-586/269, 11-12=1262/559 BOT CHORD 2-21=-434/246, 20-21=-434/246, 19-20=-16801862, 4-19=1661/841, 18-19=-308/178, 17-18=-85/313, 16-17=-571/1291, 14-16=-630/1383, 13-14=-208/4B8 WEBS 3-21=-203/280, 3-20=-550/638, 4-18=-562/1273, 5-18=982/584, 10-13=-818/490, 11 -1 3=-469/1088, 5-17=-641/1313, 6-17=-708/504, 6-16=233/446, 8-16=-366/319, 9-14=-628/451, 9-16=-139/326, 10-14=557/1187 NOTES- 1) Unbalanced live loads have been for this design. ,,,l/ITil1//��, ��`, \p. J • O'RF,,��I • �� N roof considered 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=46ft; eave=6ft; Cat. �� •N\' G E S'•�'9 4�••. 2 II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 i No 58126 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL=10.Opsf. 7) Refer to for truss to truss connections. �,� • A (V �' girder(s) ,. Q �i 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=468, 20=1234, 12=562. ,�� .<` Q' • . ,,�� O R,1 9) This trussdesign hao structural wood sheathing be applied directly to the top chord and 1/2" gypsum directlyrequires trbe applied bottom chord. ��7l1llhhit��, Philip J D'Regan PE No;58126 WekUSA,1& FL Cert 6634 6 ' Par)ce East Blvd. Tampa FL 33610 Date:. November 17,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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, see ANS11TP11 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type City Ply Vega T21914208 J40726A A05 HIP 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 U8:44:45 2UZU rage 1 ID:4tCN_ojK1 G65CnfKD?uNbyKcBm-l_sflv4PVL6DQ585HzPIIv5y_INeUxHK?exWm6ylKST ,-2-0-0 6-0-0 12-7-4 13rq-0 19 6-5 26-0-10 32.6-15 39-1.4 45-7-8 46,2-11 2-0-0 6-0-0 6-7_4 0- 2 6-6-5 6-6-5 6-6-5 6 6-5 6 6-5 0-7 3 Scale = 1:85.2 2x4 11 4x8 3x4 11 3x8 = 4x8 = 3x6 = 3x8 = 5x8 = 4 5 24 6 7 8 25 926 10 11 12 m � d v5 I� 46 - 2x4 II 56 = 6-0-0 12-3-10 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017rrP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 4-19: 2x6 SP No.3 WEBS 2x4 SP No.3 *Except* 3-20,12-13: 2x6 SP No.3 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TC 0.56 Vert(LL) 0.1515-16 >999 240 MT20 244/190 BC 0.55 Vert(CT) -0.23 15-16 >999 180 WB 0.72 Horz(CT) 0.04 13 n/a n/a Matrix -AS Weight: 275 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 9-16, 6-18, 10-13 REACTIONS. All bearings 0-8-0 except (jt=length) 19=0-7-4, 13=Mechanical. (lb) - Max Horz 2=435(LC 8) Max Uplift All uplift 100 lb or less at joints) except 2=278(LC 8), 20=-247(LC 8), 19=921(1_10 8), 13=-561(LC 8) Max Grav All reactions 250lb or less atjoint(s) except 2=282(LC 1). 20=284(LC 1), 19=1761(LC 1). 13=1196(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-259/372, 5-6=143/304, 6-7=-1794/841, 7-9=-1794/841, 9-1 0=-1 841/870 BOT CHORD 18-19=-1616/882, 4-18=-506/428, 17-18=-519/1152, 16-17=-519/1152, 15-16=-860/1843, 14-15=-607/1295, 13-14=-607/1295 WEBS 6-17=0/274, 6-16=398/834, 7-16=343/301, 9-15=-309/279, 10-15=-323/700, 10-14=0/279, 6-18=-1757/833, 10-13=-1571/736 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 lb uplift at joint 2, 247 lb uplift at joint 20, 921 lb uplift at joint 19 and 561 lb uplift at joint 13. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. `\ij\1111!lk��l No 58'12'6 4 .ssl�N A � �% 11111i Philip J; q'Regan PE No.61)126 MrZ d8A, Inc, FL Cert 6634 0904 Parke.East Blvd. Tampa FL 33610 Date: November 17,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 at russ 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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qly Ply Vega T21914209 J40726A A06 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8,420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 08:44:49 2020 Page 1 ID:4tCN_ojK1 G65CnfKD7uNbyKcBm-VAQ1 WF51 GfE41 FjlrgwXH6e9C9jKD08UElh3JYyIKSS 2-0-0 6 4 10 12-7.4 19-0-0 25-11-1 32-8-7 39-7-8 46-8-0 2-0-0 6 4-10 6-2-10 6 4 12 6-11-1 6-9-5 6-11-1 7-0-8 5xe = 2x4 11 48 = 3x6 = 5x8 = 7 8 25 269 10 4x6 = 2x4 II 5x5 = 3x8 = 4x8 = LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-20: 2x6 SP No.3 WEBS 2x4 SP No.3 *Except* 11-12: 2x6 SP No.3 Scale = 1:85.7 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TC 0.40 Vert(LL) 0.10 21-24 >999 240 MT20 244/190 BC 0.52 Vert(CT) -0.16 15-16 >999 180 WB 0.74 Horz(CT) 0.02 12 n/a n/a Matrix -AS Weight: 302 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-18, 7-16, 9-16, 9-15, 10-13 REACTIONS. (size) 2=0-8-0, 20=0-7-4, 12=Mechanical Max Horz 2=422(LC 8) Max Uplift 2=-512(LC 8). 20=1181(LC 8), 12=-582(LC 8) Max Grav 2=499(LC 17), 20=1843(LC 13). 12=1331(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-447/301, 3-5=-1561346, 5-6=-980/481, 6-7=-1289/722, 7-9=-1289/722, 9-10=-1356/737, 10-11=-1115/524, 11-12=-1270/618 BOT CHORD 2-21=-507/345, 20-21=-507/345, 19-20=-1690/815, 5-19=1631/849, 16-18=-310/843, 15-16=-548/1321,13-15=-358/899 WEBS 3-21=-202/276, 3-20=-536/623, 5-18=458/1205, 6-18=518/357, 6.16=-347/782, 7-16=-392/328, 9-15=-381/305, 10-15=295/704, 10-13=414/319, 11-13=404/1038 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=s.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psi 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss, connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 512 lb uplift at joint 2, 1181 lb uplift at joint 20 and 582 lb uplift at joint 12. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 is always required for stability and to prevent collapse with possible personal Injury 2nd property damage. For general guidance regarding the fabrication, storage, delivery, erectlon and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I¢ �A . Q� . c E.N"S'•� qj,. No 58126 o F W �C .///�fllllli��i P.hIIIp J.'0'Regan PE No:b8126 NIIT6K §& 166., FL Cert 6634 6904 Parke Fast.81W. Talhpa FL 33610 Date-, November 17,2020 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914210 J40726A A07 HIP 1 1 - Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 00:44:50 2020 Page 1 ID:4tCN_ojK1 G65CnfKD?uNbyKcBm=N_Qjb5glyMxfPHUPORmgKAI?Z3cygYdSyQdryIKSR 2-0-0 6 4-10 12-7.4 17-0-0 23-2-12 29-3-12 35-4-12 41-7 8 46 8-0 2-0-0 B 4 10 6-2-1012 ^ 6-2-12 6-1-0 8-1-0 6-2-12 5-0 8 Scale = 1:86.0 _ 2x4 II 6.00 12 5x8 3x6 = 4x8 = 27 34 = 5x8 = 10 11 LJ LL -- axe = _._ 3x6 = 4x6 = 2x4 II 5x5 = 3x6 = 48 = 6�-10 12-3-10 12 7� 17-0-0 23-2-12 29 3-12 35-4-12 41-7-8 48 8-0 6 4 10 5-11-0 0- - 0 4 4-12 6-2-12 6-1-0 6-1-0 6-2-12 5-0-8 Plate Offsets (X Y)— [4:0-4-0,Edge), [6:0-6-0,0-2-81, [8:0-4-0 Edge), [11:0-6-0 0-2-81, [22:0-2-4,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.11 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.17 15-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -AS Weight: 306 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-22: 2x6 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 22=0-7-4, 13=Mechanical Max Horz 2=420(LC 8) Max Uplift 2=-494(LC 8), 22=1208(1_C 8), 13=-577(LC 8) Max Grav 2=477(LC 17), 22=1860(LC 13), 13=1311(1.0 14) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-400/263, 3-5=188/374, 5-6=-763/355, 6-7=-1286/673, 7-9=-1510/781, 9-10=-1510/781, 10-11=-1382/717, 11-12=-949/445, 12-13=-1272/598 BOT CHORD 2-23=-472/304, 22-23=-472/304, 21-22=-1705/838, 5-21=1662/855, 19-20=-227/632, 17-19=-538/1281, 15-17=-581/1340, 14-15=-320/776 WEBS 3-23=-202/278, 3-22=-544/632, 5-20=-512/1240, 6-20=-726/443, 11-14=-571/374, 12-14=-434/1058, 6-19=-476/1030, 7-19=-626/433, 7-17=177/350, 9-17=-316/277, 10-15=-542/376, 11-15=-401/903 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL=10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 494 lb uplift at joint 2, 1208 lb uplift at joint 22 and 577 lb uplift at joint 13. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. i E Ate V F• No 58126 r: ` , n i T • Ic P 4. ON A' 'Philip d -ORegan PE No:58126 MITeKU9 Ir c. kbert 6634 '6904.Pafke'East Blvd. Tampa'FL 33610 Mr. November 17,2020 ®WARNING - Vedfy, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 property 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 passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Vega T21914211 J40726A A08 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.420 a Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 08:44:51 2020 Page 1 ID:4tCN_ojK1 G65CnfKD7uNbyKcBm-SZYoxw6lnGUoHYsgz5y7MXjVHzO2hF4mhcAANQyIKSQ -2-a0 6.4.10 12-7-4 , 15-0-0 , 22-2-12 29-3-12 36-4-12 a3.7.8 , as•9-o , 2-a0 a4-10 6.2-10 2.4.12 7-2-12 7.1-0 7-1-0 7.2.12 Scale = 1:85.1 Sx8 = AxR i 3x6 = 4x8 = 2x4 II 3x6 = 5x8 = 6 7 8 26 9 10 4x6 u 4 I� zz z1 3x6 = -"'- 4X8 = -'- 4X8-"-- 06 = 2x4 II 5x5 = 16-0-0 6�•10 12-3-10 127r4 22-2-12 29-}12 36-0-12 , 437.8 , 468-0 , 611-0 0� 0 7-2-12 7-1-0 7-1.0 7-2.12 3-0-8 Plate Offsets (X,Y)— [5:0-6-0,0-2-8], [7:0-4-0,Edge], 110:0-6-0 0-2-8], [21:0-2-4,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.14 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.22 14-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -AS Weight: 294 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 4-21: 2x6 SP No.3 WEBS 1 Row at midpt 5-18 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 21=0-7-4, 12=Mechanical Max Horz 2=420(LC 8) Max Uplift 2=-471(LC 8). 21=1239(LC 8), 12=-569(LC 8) Max Grav 2=444(LC 17), 21=1897(LC 1), 12=1272(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-330/219, 3-4=240/411, 4-5=-401/152, 5-6=-1336/657, 6-8=1671/830, 8-9=-1671/830,9-10=-1469/735,10-11=-685/318,11-12=1271/572 BOT CHORD 2-22=-429/241, 21-22=-429/241, 20-21=-1701/867, 4-20=1681/846, 19-20=-315/184, 18-19=-81/314,16-18=-576/1312,14-16=-654/1444,13-14=-242/570 WEBS 3-22=-203/280, 3-21=-550/638,4-19=-567/1291,5-19=998/589,10-13=-766/465, 11-13=-464/1082, 5-18=-653/1339, 6-18=-725/512, 6-16=242/471, 8-16=-367/319, 9-16=-126/301, 9-14=-613/442, 10-14=544/1164 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 471 lb uplift at joint 2, 1239 lb uplift at Joint 21 and 569 lb uplift at joint 12. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. tj111111►ill, ,��Q`Z`X. G E NSF•: 9,��. i No 58126 � r 0. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904.Parke East Blvd. Tampa FL 33610 Date: November 17,2020 ®WARNING -Verify dosign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5l19/2020 BEFORE USE. -- Design valid for use only with Mrrek® 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 bullding 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, see ANS11TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914212 J40726A B01 HIP 1 1 • Job Reference o tionai East Coast Truss, Ft. Pierce, FL 34946 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 05:44:52 2020 Page 1 ID:4tCN_ojK1 G65CnfKD?uNbyKcBm-wl6ABG7wYacfuiRtWpTEvlGfiN13Qi5wwGvjvtylKSP ,-2-0-0 6-7-0 13-0-0 1 19-6-5 26-0-10 32-6-1, 39-1-4 45-7-8 4S-8-Q 2-0-0 6-7-0 6-5-0 6 6-5 [ 6 6-5 6 6-5 6 6-5 6.6-5 0- Scale = 1:82.2 5x5 = 2x4 II 3x6 = 3x4 3x6 = 2x4 II 4x8 = 34 = II 5x5 = LI GU 1C I/ IJ M IJ 4x6 —_ 2x4 II 6x10 = 4x8 = 3x8 = 48 = 3x8 = 3x6 = 5x5 = 3x8 = 6-7-0 12-0-0 13 0-0 19.6-5 26-0-10 32.6.15 39-11 45-71 46-8-0 6-7-0 55-0 1-0- 6-6-5 6 6 5 6 6 5 6 6 5 0. Plate Offsets (X,Y)— [5:0-2-8,0-2-4], [9:0-3-14 Edge] [11:0-2-8 0-2-4] [13:0-2-8 0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.11 15-17 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.20 15-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2OI4 Matrix -AS Weight: 303 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 "Except" 4-20: 2x6 SP No.3 REACTIONS. (size) 2=0-8-0, 20=0-8-0, 13=Mechanical Max Horz 2=420(LC 8) Max Uplift 2=-337(LC 8), 20=1418(LC 8), 13=-522(LC 8) Max Grav 2=213(LC 17), 20=2208(LC 1), 13=1224(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-18, 5-20, 8-17 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-116/557, 3-4=536/833, 4-5=-386/717, 5-6=-711/243, 6-7=1295/551, 7-8=-1295/551,8-10=-1438/633,10-11=-1085/486 BOT CHORD 2-21=-519/0, 20-21=-519/0, 18-20=528/321, 17-18=-218/703, 15-17=-607/1429, 14-15=-461/1077 WEBS 3-21=-213/251, 3-20=-519/638, 5-18=-764/1626, 6-18=-994/637, 10-14=-725/471, 11-14=-534/1285, 11-13=-1138/639, 4-20=-384/286, 5-20=-1577/791, 6-17=-436/868, 7-17=-346/302, 10-15=-207/500 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 337 lb uplift at joint 2, 1418 lb uplift at joint 20 and 522 lb uplift at joint 13. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. i r Philip J,-O'Regan PE No.58126 M1Tek USA loci FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914213 J40726A B02 HALF HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 08:44:53 2020 Page 1 ID:4tCN_ojK1G65CnfKD7uNbyKcBm-OyfYMc8YJtkWWsO34W TSyopOm339AT38wfHSJylKSO -2-0-0 6-0-0 11-0-0 18-2-10 25-3-9 32-_4 39-5.6 46 8 0 2-0-0 6-0-0 5-0-0 7-2-10 7-0-14 7-0-14 7-0-14 7-2-10 Scale = 1:82.2 5x8 = ' 3x8 = 3x6 = 48 = 2x4 II 4 21 22 5 6 7 23 824 3x6 = 4x8 = 9 10 11 10 IJ It* IJ IL 1 4xB — 3x8 II 3x8 = 5x5 = 3x8 = 5X1D = 3xB = 3x8 II 6-0-018-2-10 25 3-9 32.4-7 39-5.6 46-8-0 6 0 0 5-0-0 7-2-10 7-0-14 7 0 14 7-0.14 7-2-10 Plate Offsets (X,Y)— [4:0-6-0 0-2-8] [7:0-4-O,Edge][13:0-2-12,0-3-0],[15:0-2-4,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.26 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.38 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.06 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 270 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 3-17: 2x6 SP No.3 REACTIONS. (size) 11=Mechanical, 2=0-8-0, 17=0-8-0 Max Horz 2=391(LC 8) Max Uplift 11=-675(LC 8), 2=463(1_10 14), 17=-1312(LC 8) Max Grav 11=1416(LC 13), 2=11(LC 5), 17=2410(LC 1) BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 10-11. 4-15, 6-13, 10-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-751/1381, 3-4=-816/343, 4-5=-1873/924, 5.6=-2430/1182, 6-8=-2303/1113, 8-9=-2303/1113, 9-1 0=-1 520/731, 10-11 =-1 3411709 BOT CHORD 2-17=-1151/439, 16-17=-1151/439, 15-16=-346/676, 14-15=-946/1903, 13-14=-1182/2430, 12-13=731/1520 WEBS 3-17=-2359/1232, 3-16=-929/2104, 4-16=-946/569, 4-15=738/1594, 5-15=-845/543, 5-14=-301/693, 6-14=-284/274, 8-13=376/327, 9-13=-485/996, 9-12=-1024/660, 10-12=913/1897 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL=10,Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 675 lb uplift at joint 11, 463 lb uplift at joint 2 and 1312 lb uplift at joint 17. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ,`,,` p 1,11 0' -" f E. NSF•: No 58126 Rk • 1ili . Philip J.'O'Regan PE N,o.58126 MIT& USA, Gfc. FL'Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 property 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 M iT®k� 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, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 a Job Truss Truss Type Qty Ply Vega T21914214 J40726A B03 HALF HIP 1 1 • Job Reference (optional) Cast -,oast I russ, M. r'IerOe, r-L 34e40 "—' o V" a <v "" on a ""' "" ""' • � � ID:4tCN_ojK1 G65CnfKD7uNbyKcBm-s8DwZy9A4BtN80bFeEWi_ALwpARoubjDNaOq_IyIKSN 2-0-0 5-7.0 11-11 1 1 1111-7 26-1-2 32-10-14 39-8-9 46-8-0 2-0.06-1-7 6-9-11 6-9-11 6-9-11 6-11-7 Scale = 1:82.2 c� 2 3x6 = 5x5 = 44 = 3x* 2x4 II 48 = 3x6 = 4x6 = 4 5 24 6 7 25 8 26 9 10 11 2x4 II 3 S E 20 19 18 17 16 15 14 13 12 4x6 = 3x6 = Us = 4x8 = 3x8 = 4x8 = 3x6 = 3x6 = 3x6 II 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.13 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.22 14-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) -0.01 19 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 281 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BQT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-17. 9-16 5-19: 2x6 SP No.3 REACTIONS. (size) 12=Mechanical, 2=0-8-0, 19=0-8-0 Max Horz 2=391(LC 8) Max Uplift 12=-506(LC 8), 2=332(LC 7), 19=-1479(LC 8) Max Grav 12=1113(LC 16), 2=80(LC 1), 19=2376(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-161/722, 3-4=0/742, 4-5=-566/1025, 5-6=567/162, 6-7=-1360/568, 7-9=-1360/568, 9-10=-1539/677,10-11=-1111/501,11-12=-1048/538 BOT CHORD 2-20=-639/0, 19-20=-873/439, 17-19=975/539, 16-17=-162/567, 14-16=-677/1539, 13-14=-501/1111 WEBS 3-20=-385/351, 4-19=-757/632, 5-19=15201810, 5-17=-897/1885, 6-17=-1039/662, 6-16=-524/1047, 7-16=-366/319, 9-16=253/224, 10-14=228/554, 10-13=-745/492, 11 -1 3=-632/1401, 4-20=-758/635 ,III l l lyt� NOTES- Unba' live los have beenldered r ��,`��p, . • •O1) 2) Wiind:Ianced ASCE 7-10; Vulta160mph (3 secondroof gu t) Vasd=for1124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. ,,Q`r N `S�`'•.92��•'.►� II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 No 58126 •:• 3) Provide adequate drainage to prevent water ponding. Plates for degree its 4) checked a plus or minus 0 rotation about center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. , ak:• �k 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. r F �� 7) Refer to girder(s) for truss to truss connections,' 8) Provide (by others) of truss to bearing capable of withstanding 506 lb uplift at joint 12, 332 lb uplift at ♦ Q� ; $ �� mechanical connection plate . �(� •�` ��j •: O {� 1 joint 2 and 1479 lb uplift at joint 19. 9) Thistrussdesign requires that aminimum directly trd structural wood sheathing be applied directly to the top chord and 1/2" gypsum G\ a,� �S?IO A ``�� sheetrock be applied to bottom chord. ;,% 1111/ Philip J, O'Regan PE No.58126 MiTek USA, /tic. FLt tort 6634 6909.Parke East Blvd. Tampa FL 33010 Date: November 17,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 511 M020 BEFORE USE. Design valid for use only with Mrrek® 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 M!Tek• prevent 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, see AN31/rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914215 J40726A B04 HALF HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 08:44:55 2020 Page 1 ID:4tCN_ojK1 G65CnfKD7uNbyKcBm-KKnlml9orV7EmAARCxlxXNu59ajcd3rMcE80WCylKSM 2-0-0 6-0 0 9-0-0 16-7-7 24-1-2 31 6-14 39-0-9 46 8-0 2-0-0 6-0-0 3-0-0 7-7-7 7-5-11 7-5-11 7-5-11 7-7-7 Scale=1:82.2 5x8 = 3x6 = 3x6 = 48 = 2x4 II 6.00 12 _ 4 23 24 5 6 7 25 826 3x6 = 4x6 = 9 10 o to ., 16 141. ,1 4x6 — 3x6 II 4x6 = 4x8 — 3x6 = 4x8 = 3x8 = 3x8 = 3x6 II 3x8 = 6-0-0 9-0-0 16-7-7 24-1-2 31-:14 , 39.0-9 46-8-0 6-0-0 3-0-0 7-7-7 7-5-11 7-5 11 7-5-11 Plate Offsets (X Y)— [4:0-6-0 0-2-8] [7:0-4-0 Edge] [12:0-3-8 0-1-8] [17:0-3-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.35 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.51 13-15 >955 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.05 11 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -AS Weight: 257 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 3-19: 2x6 SP No.3 REACTIONS. (size) 11=Mechanical, 2=0-8-0, 19=0-8-0 Max Horz 2=336(LC 8) Max Uplift 11=-651(LC 8), 2=-758(LC 18). 19=-1454(LC 8) Max Grav 11=1365(LC 1), 2=79(LC 8), 19=2741(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-17, 10-12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-100611974, 4-5=-1781/875, 5-6=-2704/1302, 6-8=-2733/1309, 8-9=-2733/1309, 9-10=-1866/891,10-11=-1293/687 BOT CHORD 2-19=-1709/727, 18-19=-1709/727, 15-17=-875/1781, 13-15=-1302/2704, 12-13=-891/1866 WEBS 3-19=-2607/1325,3-18=-983/2217, 4-18=-1455/795, 4-17=-1072/2253, 5-17=-1002/641, 5-15=-499/1086, 6-15=-417/350, 8-13=398/346, 9-13=489/1015, 9-12=-958/633, 10-12=-1022/2136 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 651 lb uplift at joint 11, 758 lb uplift at joint 2 and 1454 lb uplift at joint 19. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11 itittll11411" No 58126 r ?� O.F LlJ�. 11/1111I<11 Phllip J, O'Regan PE No.58126 MYrek USA, llc. FL'Cert 6634 0004 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® 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 T OW WOW 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, see ANSUTP/1 Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914216 J40726A 1305 HALF HIP 1 1 Job Reference (optional) t:ast GOast I russ, m. vierce, f-L 34e4t5 O.9LU b VUl V LULU rV,l I— II1—L rob, II- I uo rvuv i, r U. , ID:4tCN_ojK1 G65CnfKD?uNbyKcBm-Gjv3B_B3N6Fy?TKgJM3PcozUBOSH5zpf3YdUb4yIKSK -2-0-0 4-7-0 9-0-0 12-4.0 19-3-7 26-1-2 , 32-10-14 _ _ 39-8-9 46-8-0 2-0-0 4-7-0 4-5-0 3�-0 6-11-7 6-9-11 6-9-11 6-9-11 6-11-7 Scale = 1:82.2 3x8 = 5X8 = 4x6 = 3x8 = 4x8 = 2x4 II 3x8 = 4x8 = 6.00 12 4 5 24 a 7 8 25 26 9 10 11 41 18 „ ,,. 15 ,.. .2 4xe — 3x6 = 5x5 = 4x8 = 3x6 = 08 — 3x8 = 34 = 3x6 II 3xB = -2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.59 BC 0.51 WB 0.89 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud 0.26 20-23 >569 240 0.18 20-23 >814 180 -0.01 19 n/a n/a PLATES GRIP MT20 244/190 Weight: 265 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-17 5-19: 2x6 SP No.3 REACTIONS. (size) 12=Mechanical, 2=0-8-0, 19=0-8-0 Max Horz 2=336(LC 8) Max Uplift 12=-503(LC 8), 2=-375(LC 7). 19=-1452(LC 8) Max Grav 12=1090(LC 18), 2=65(LC 1), 19=2409(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1051781, 34=323/901, 4-5=-694/1330, 5-6=-555/185, 6-7=1557/679, 7-9=-1808/817,9-10=-1808/817,10-11=-1319/606,11-12=-1025/536 BOT CHORD 2-20=-667/0, 19-20=-790/215, 17-19=1330/694, 16-17=185/555, 14-16=679/1557, 13-14=-606/1319 WEBS 3-20=-349/375, 4-20=-380/352, 4-19=990/812, 5-19=-1520/846, 5-17=-1051/2185, 6-17=-1058/663, 6-16=-594/1222, 7-16=-544/411, 7-14=-252/320, 9-14=-361/314, 10-14=-255/588, 10-13=-720/487, 11-13=-711/1547 NOTES- 1) Unbalanced roof live loads have been considered for this design. J 0'"%��✓�I 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. w -Q • \ �`••, �i II; Exp C; Encl., GCpl=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 No 581 26 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center.. 5) This truss has been designed for a 10.0 psi 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) Refer to for truss to truss connections. F (U girder(s) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 503 lb uplift at joint 12, 375•lb uplift at i� �(� Q- •� �� joint 2 and 1452 lb uplift at joint 19. This structural wood sheathing be applied directly to the top chord and 1/2" gypsum 9) truss be applied requires directly to the bottom sheet chord. Philip J, O'Regan PE No.58126 Wfrek USA, Inc, FL Cori 6634 6904 Parke EastBlvd. Tampa FL 33610 Date: November 17,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 verily the applicability of design parameters and propedy 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, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sulle 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914217 J40726A B06G HALF HIP GIRDER 1 Job Reference (optional) tasl coast i russ, M. rlerce, t-L Jgs40 0.44 U b uut 7 4U4u I'llI tlK rl NUbe lUb, II IU. 1 Ue I— I , U. r ayv , ID:4tCN_ojK1G65CnfKD7uNbyKcBm-dgiyEhFBCetE5FCo6vfaJsgGnP4kmFo0D4L GIyIKSF 2-0-0 3-7-0 6-0-0 7-0 12-0-13 16-11-14 21-10-15 26-10-0 31-9-1 36-8.2 41-7-3 46-8.0 2-0-0 3-7-0 2-5-0 1-0 5-0-13 4-11-1 4-11-1 4-11-1 4-11-1 4-11-1 4-11-1 5-0-13 Scale = 1:82.2 5x8 M18SHS = 2x4 I I 48 = 2x4 II 3x6 = 3x6 = 4x8 = 3x6 = 3x6 = 3x6 = 3x8 = 4x6 = 8.00 12 8 7 9 10 11 13 14 15 4 5 30 31 32 33 34 35 8 38 37 38 39 'f� 41 42 43 44 45 46 47 48 " 49 50 " 23 51 52 " 53 54 " 20 55 " 56 57 58 59 " 60 61 4xS = 6x10 = 3x8 = 48 = 3x8 = 3x6 = 3x6 = 3x6 = 3x6 = 3x6 II 3x6 = 4x8 = 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.49 21 >994 240 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.63 19-21 >774 180 BCLL 0.0 Rep Stress [nor NO WB 0.78 Horz(CT) 0.06 16 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 4-26: 2x6 SP No.3, 5-25: 2x4 SP No.2 REACTIONS. (size) 16=Mechanical, 2=0-8-0, 26=0-8-0 Max Horz 2=281(LC 8) Max Uplift 16=-1356(LC 8). 2=-2668(LC 29), 26=3608(LC 8) Max Grav 16=2705(LC 1), 2=1130(LC 5), 26=6606(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3085/6028, 3-4=-3218/6254, 4-5=3153/6211, 5-6=609/349, 5-7=-3710/1878, 7-9=-5787/2914, 9-10=-5787/2914, 10-11=-6786/3413, 11-13=-6711/3375, 13-14=-5560/2791, 14-15=-3365/1689, 15-16=-2608/1393 BOT CHORD 2-26=-5326/2590, 25-26=-3820/1882, 24-25=-349/609, 22-24=-1878/3710, 21-22=-3413/6786, 19-21=3375/6711, 18-19=2791/5560, 17-18=-1689/3365 WEBS 6-25=-2854/1695, 6-24=-1929/3848, 7-24=-2017/1241, 7-22=-1279/2562, 9-22=-543/515, 10-22=-1232/616, 10-21=0/356, 11-19=-598/545, 13-19=721/1420, 13-18=1351/913, 14-18=-1359/2707, 14-17=2157/1344, 15-17=2057/4099, 5-25=-2683/5388, 5-26=-6412/3392, 3-26=-258/237 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 532 lb FT = 0% Structural wood sheathing directly applied or 4-6-6 oc purlins, except end verticals. Rigid ceiling directly applied or 5-2-13 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 Co. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 Co. Webs connected as follows: 2x4 - 1 row at 0-9-0 Go, 2x6 - 2 rows staggered at 0-9-0 Co. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1356 lb uplift at joint 16, 2668 lb uplift at joint 2 and 3608 lb uplift at joint 26. 11) This truss has large uplift reaction at jt. 2 from gravity load case(s). Proper connection is required to secure truss against upward C9j&V4s WpiSrgtt Design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 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 is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 `11J111111/f.11 No 5812.E •••: 44/ O •((��" •,��is,�O N A 1 �%%c Philip-J,A'Regan PE,N,08126 MiTeku Inc: tdert 6634 6904.Parke East.Bivd. Tampa FL 33610 Date: November 17,2020 M!Tek• 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914217 J40726A B06G HALF HIP GIRDER 1 n L Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8,420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 U5:45:02 202U Page 2 IDAtCN_c1K1 G65CnfKD7uNbyKcBm-dglyEhFBCetE5FCo6vfaJsgGnP4kmFoODgLFGIyIKSF NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 185 lb up at 7-0-0, 162 lb down and 175 lb up at 9-0-12, 162 lb down and 175 lb up at 11-0-12, 162 lb down and 175 lb up at 12.11-3, 162 lb down and 175 lb up at 14-11-3, 162 lb down and 175 lb up at 16-11-3, 162 lb down and 175 lb up at 18-11-3, 162 lb down and 175 lb up at 20-11-3, 162 lb down and 175 lb up at 22-11-3, 162 lb down and 175 lb up at 24-11-3, 162 lb down and 175 lb up at 26-11-3, 162 lb down and 175 lb up at 28-11-3, 162 lb down and 175 lb up at 30-11-3, 162 lb down and 175 lb up at 32-11-3, 162 Ito down and 175 lb up at 34-11-3, 162 lb down and 175 lb up at 36-11-3, 162 lb down and 175 lb up at 38-11-3, 162 lb down and 175 lb up at 40-11-3, and 162 lb down and 175 lb up at 42-11-3, and 162 lb down and 175 lb up at 44-11-3 on top chard, and 149 lb down and 107 lb up at 7-0-0, 81 lb down at 9-0-12, 81 lb down at 11-0-12, 81 lb down at 12-11-3, 81 lb down at 14-11-3, 81 lb down at 16-11-3, 81 lb down at 18-11-3, 81 lb down at 20-11-3, 81 lb down at 22-11-3, 81 lb down at 24-11-3, 81 lb down at 26-11-3, 81 lb down at 28-11-3. 81 lb down at 30-11-3, 81 lb down at 32-11-3. 81 lb down at 34-11-3, 81 lb down at 36-11-3, 81 lb down at 38-11-3, 81 lb down at 40-11-3, and 81 lb down at 42-11-3, and 81 lb down at 44-11-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=54, 5-15=-54, 16-27=-20 Concentrated Loads (lb) Vert: 5=-110(B) 8=110(B) 24=-56(B) 7=-110(B) 10=-110(B) 21=56(121) 13=-110(B) 18=-56(B) 12=-110(B) 20=56(B) 30=-110(B) 31=-110(B) 33=110(B) 34=-110(B) 35=110(B) 36=110(B) 37=-110(B) 38=110(B) 40=-110(B) 41=-110(B) 42=-110(B) 43=-110(B) 44=-110(B) 45=110(B) 46=31(B) 47=-56(B) 48=-56(B) 49=-56(B) 50=-56(B) 51=56(B) 52=56(B) 53=-56(B) 54=-56(B) 55=-56(B) 56=-56(B) 57=-56(B) 58=-56(B) 59=-56(B) 60=-56(B) 61=-56(B) ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 toprevent 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, see ANS177P/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914218 J40726A B07G HALF HIP GIRDER 1 Job Reference (optional) rest L;oast I russ, m. Nlerce, hL 34V40 t1.4ZU S UCI V ZVZU MI I eK maustrles, Inc. I us Nov 1 i uo:4o:Vo ZUZU rage l ID:4tC N_ojK1 G65CnfKD7uNbyKcBm-WSyT43liFtNgasWZLIj WrirzNOWVi32_8RJTP3yl KS B 2-0-0 3-7-0 7-0-0 1211 16-10-2 21-9-3 26-8 4 31-7-5 36 6 6 41-5-7 46-8-0 2-0-0 3-;0 3 5 0 5 4-0 4 6-2 4-11-1 4-11-1 4-11-1 4-11-1 4-11-1 5� 2-9 —' Scale = 1:82.2 3x6 = 4x8 = 5x8 = 44 = 3x6 = 4x8 = 2x4 II 3x6 = 3x6 = 3x6 = 46 = 6.00 12 4 5 8 8 9 10 9 40 1242 13 45 14 29 30 31 32 33 7 34 35 38 37 38 1$ 41 43 44 46 47 `" 48 49 "50 51 " 22 52 53" 54 55 " 5619 57 be 59 60 61 62 — e3 64 65 i° 4x6 = 3x6 — 5x5 = 48 = 3x6 = 3x8 = 4x8 = 3x6 = 3x6 = 3x8 = 3x6 II 3x8 = 3-7-0 1 5-7 7-0-0 121-0 16-6-6-6 10-2 21-9-3 26-8 4 31-1-5 341-46-8-0 a_�n Fin d.R_�d_ii_i Plate Offsets (X,Y)— [4:0-6-0,0-2-8], [7:0-4-0 Edge], [11:0-4-0,Edge] [24:0-2-4 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.25 18-20 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.33 18-20 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.03 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 526 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-2 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 5-24: 2x6 SP No.3 REACTIONS. (size) 15=Mechanical, 2=0-8-0, 24=0-8-0 Max Horz 2=281(LC 8) Max Uplift 15=-1103(LC 8), 2=780(LC 21), 24=3045(1_C 8) Max Grav 15=2221(LC 1), 2=187(LC 6), 24=5315(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-321/1484, 3-4=-464/1609, 4-5=2037/3930, 5-6=-339/516, 6-8=-2285/1082, 8-9=-3993/1948,9-10=-3993/1948,10-12=,4645/2288,12-13=-4218/2087, 13-14=-2751/1365,14-15=-2120/1144 BOT CHORD 2-25=-1336/275, 24-25=-1393/335, 23-24=-3930/2037, 21-23=-516/339, 20-21=-1082/2285, 18-20=2288/4645, 17-18=-2087/4218, 16-17=-1365/2751 WEBS 3-25=-249/259, 4-25=-549/675, 6-23=-2491/1478, 6-21 =1 752/3455, 8-21 =-1 781/1143, 8-20=-1068/2107, 9-20=-530/504, 10-20=-804/457, 10-18=-71/268, 12-18=-249/527, � -38111 5-24=-3313/18910415-23=-2163/4347 614 16=-1641/3308, 4 244/2046 \V\p ,.... F , E NOTES- l,,Q\X• V�"C 1) 2-ply truss to be connected together with IOd (0.131"x3") nails as follows: •: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. No 6:8126 Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. z Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (S) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4,Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. �,. O'; OF (L40 •' II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 10 �� Qom•: _ ,�� 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. �� s •,� Q R I.• �I�., - ' •' his truss has been is `� N l ve load n ive loads. 0 psf bottom chord for a we with any other irectangle TThis Al E 111 truss has been designed for agned load of O.Opsf on all areas where aent 7) the bottom chord 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Phlitp J. U'Regan PE No.58126 8) Refer to girder(s) for truss to truss connections. M1Tek USk, Inc. FL Cert 6634 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1103 lb uplift at joint 15. 780 lb uplift at 6904 Parke East Bivd. Tampa FL 33610 joint 2 and 3045 lb uplift at joint 24. Date'. November 17,2020 A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. " Design valid for use onlywfth 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 property 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 M!Tek' 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, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega ' T21914218 J40726A B07G HALF HIP GIRDER 1 e� L Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 t1,42U s Uct v zuzu mi I eK Inaustfles, Inc. I ue Nov l r uo:4o:V/ Zu[u rage IDAtCN_ojK1 G65CnfKD?uNbyKcBm=ewrlPJKOBVXC05lvSElOv087PrkRW17M52OxVylKSA NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 185 Ib up at 7-0-0, 162 lb down and 175 lb up at 9-0-12, 162 Ib down and 175 lb up at 11-0-12, 162 lb down and 175 lb up at 13-0-12, 162 lb down and 175 lb up at 15-0-12, 162 lb down and 175 lb up at 17-0-12, 162 lb down and 175 lb up at 19-0-12, 162 lb down and 175 lb up at 21-0-12, 162 lb down and 175 lb up at 23-0-12, 162 lb down and 175 lb up at 25-0-12, 162 lb down and 175 lb up at 27-0-12, 162 lb down and 175 lb up at 29-0-12, 162 lb down and 175 lb up at 31-0-12, 162 lb down and 175 lb up at 33-0-12, 162 Ib down and 175 lb up at 35-0-12, 162 lb down and 175 lb up at 37-0-12, 162 lb down and 175 lb up at 39-0-12, 162 lb down and 175 lb up at 41-0-12, and 162 lb down and 175 lb up at 43-0-12, and 162 lb down and 175 lb up at 45-0-12 on top chord, and 508 lb down and 328 lb up at 7-0-0, 100 lb down at 9-0-12, 100 lb down at 11-0-12, 81 lb down at 13-0-12, 81 lb down at 15-0-12, 81 lb down at 17-0-12, 81 lb down at 19-0-12, 81 lb down at 21-0-12, 81 lb down at 23-0-12, 81 ib down at 25-0-12, 81 lb down at 27-0-12, 81 lb down at 29-0-12, 81 lb down at 31-0-12, 81 lb down at 33-0-12, 81 Ib down at 35-0-12, 81 lb down at 37-0-12, 81 Ito down at 39-0-12, 81 lb down at 41-0-12, and 81 lb down at 43-0-12, and 81 lb down at 45-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-14=54, 15-26=-20 Concentrated Loads (lb) Vert: 4=-110(F) 7=110(F) 25=392(F) 6=-110(F) 23=-56(F) 29=-110(F) 30=-110(F) 31=-110(F) 32=-110(F) 33=110(F) 34=-110(F) 35=-110(F) 36=-110(F) 37=-110(F) 39=110(F) 41=110(F) 42=-110(F) 43=-110(F) 44=110(F) 45=-110(F) 46=-110(F) 47=110(F) 48=-56(F) 49=-56(F) 50=-56(F) 51=56(F) 52=56(F) 53=-56(F) 54=-56(F) 55=56(F) 56=-56(F) 57=-56(F) 58=-56(F) 59=-56(F) 60=56(F) 61=-56(F) 62=-56(F) 63=-56(F) 64=-56(F) 65=-56(F) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914219 J40726A C01G HALF HIP GIRDER 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.42U S UCt 9 2020 MI I eK Industries, Inc. I ue Nov i i 08:45: w 2020 rage ID:4tCN_ojK1 G65CnfKD?uNbyKcBm-DNYFAUQzvyeFnOHUwrvstpFmE2gB2alSR?k?mUylKS1 2-0-0 4-0-1 7.1-8 11-8-3 14-10 , 17-4.0 20-11-8 2-0-0 4-0-1 3-1-7 4-6-11 2-3-13 3 4-0 3-7-8 4x8 = Scale = 1:44.7 44 = 1x4 II 5x6 = 3x6 = 2x4 II 6x6 = "---- ""-"--7xB = 2x4 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress [nor NO BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP SS *Except* 6-12: 2x4 SP No.3, 9-11: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 8-9,11-13,6-10,8-10: 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 9=0-3-8 Max Horz 2=410(LC 8) Max Uplift 2=-2261(LC 8), 9=-3072(LC 5) Max Grav 2=4506(LC 1), 9=6256(LC 1) THD26-2 HUS26 CSI. DEFL. In (loc) I/deft Lid PLATES GRIP TC 0.48 Vert(LL) 0.21 13-14 >999 240 MT20 2441190 BC 1.00 Vert(CT) -0.28 13-14 >900 180 WB 0.81 Horz(CT) 0.07 9 n/a n/a Matrix -MS Weight: 319 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-9 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-5-13 cc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9360/4395, 3-4=-9435/4527, 4-5=-6468/3111, 5-6=-6746/3324, 6-7=4415/2168, 7-8=-4415/2168, 8-9=-5740/2847 BOT CHORD 2-15=-4177/8340, 14-15=-4177/8340, 13-14=-4226/8426, 11-12=-95/299, 6-11=-1402/2916,10-11=-3344/6787 WEBS 3-14=-341/260,4-14=-1457/3101, 4-13=-3371/1742, 5-13=-377/643, 11-13=-3344/6786, 5-11=-1137/2274, 6-1 0=-3836/1 904, 8-1 0=-3502/71 35 NOTES- 1) 2-ply truss to be connected together with 1od (0,131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 cc, 2x4 - 1 row at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at Joint(s) 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2261 lb uplift at joint 2 and 3072 Ito uplift at joint 9. 11) Use USP THD26-2 (With 18-16d nails Into Girder & 12-1 Od nails into Truss) or equivalent at 7-1-10 from the left end to connect truss(es) to back face of bottom chord. �j,�� n i r,rr�r1 W. ,. Q1`,. G E N , No 58126 i T'� ••' . ,5' : 4u ,I� s'• ''•s.rr.• �� 4*14. PhillpI U'Regan PE No W26 M7TiOSA,Inc FLCert6634 '690 ,Parke East'Bivd. Tampa FL 33610 Date: November 17,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not e 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 iviiTek' 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, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914219 J40726A C01G HALF HIP GIRDER 1 2 Job Reference (optional) East Ooast t russ, Ft. Fierce, FL U4y46 o.4Gu s uut v tutu rva I en a iuutm 1 a , a iu. 1 uo wuv 1 t w.w. , v <v<v oeo < ID:4tCN_ojK1 G65CnfKD?uNbyKcBm-DNYFAUQzvyeFnOHUwrvstpFmE2g82atSR?k?mUylKS1 NOTES- 12) Use USP HUS26 (With 14-16d nails Into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max, starting at 9-0-12 from the left end to 19-0-12 to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=54, 5-8=54, 2-12=20, 9-11=-20 Concentrated Loads (lb) Vert: 14=-2201 (B) 10=-1206(B)20=-1070(B)21=1093(B)22=-1131(13)23=-1199(8)24=-1211(B) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 vedly 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 oftrusses and truss systems, see ANS11TPI1 Quality Crlterfe, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36510 Job Truss Truss Type Qty Ply Vega T21914220 J40726A CO2 ATTIC 1 1 • Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34U4b o.ffZU b UUr b LULU mi r nn a iuumi ioo, 111, i uo ,.— .. , , ,may., , ID:4tCN_ojK1G65CnfKD7uNbyKcBm-hZ6dOpQbgFm6OYsgUZQ5QOoprRAgn KbgfTYlwylKSO -2-11-0 6-64 7-10-11 8-11-0 10-8-0 11-0� 14-9-12 20-6-4 20r11,8 2-0-0 6-6-4 1�-7 1-0-5 1-9-0 0-0- 3-9-0 5-6-8 0 5 4 Scale = 1:40.3 4x6 = 4x4 i 4x4 = 5x16 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSI, TC 1.00 BC 0.97 WB 0.98 Matrix -MS DEFL. in Vert(LL) -0.46 Vert(CT) -0.77 Horz(CT) 0.08 Attic -0.34 (loc) I/deft Ltd 9-11 >537 240 9-11 >325 180 18 n/a n/a 9-11 294 360 PLATES MT20 M18SHS Weight: 130 lb GRIP 244/190 244/190 FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 *Except* WEBS 1 Row at micipt 4-13, 8-13 8-10: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x6 SP No.3 REACTIONS. (size) 2=0-8-0, 18=0-3-8 Max Horz 2=371(LC 8) Max Uplift 2=-472(LC 8), 18=357(LC 5) Max Grav 2=1093(LC 14), 18=919(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1589/347, 3-4=-1303/419, 4-5=283/1216, 5-6=-215/1102, 6-7=-509/1029, 8-10-316/976, 7-14=-316/976 BOT CHORD 2-11=-476/1369, 9-11=-476/1369, 8-9=467/1350 WEBS 3-11=0/458, 9-13=0/570, 6-13=-326/338, 4-12=-2576/739, 12-13=-2514I1039, 5-12=-452/194, 6-12=-372/288, 8-13=-1629/549, 7-13=11181554, 7-18=-926/361 11 �►.��,,, NOTES- ♦ ♦*,�``�� os +♦\P '� • �'q ,� 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10:.Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; 8=45ft; L=24ft; eave=4ft; Cat. •. I C� .r� C•E Jv. �� Q ; •�,� S�`••. 2 �i II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 01, No 58126 •. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. • 5) Plates checked for a plus or minus 0 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. '0 : a' z 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. ;� • 441 ZZZ 8) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11 Q 1 • 9) Bearing atjoint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify bearing �j,�A'�. 9.0 R 1 `��,♦ V S, capacity of surface. % ON {�1111111 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 2 and 357 lb uplift �� „ ♦♦ 10 at joint 18. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Philip J.O'Regan PE No.58126 MiTek U$A, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 property Incorporate this design Into the overall design. Bracing indicated is to buckling Individual truss chord members only. Additional temporary and permanent bracing iviiTek' building prevent of web and/or 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, see ANS11TP/1 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914221 J40726A CO3 ATTIC 1 1 ' Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 05:45:18 2020 Page 1 ID:4tCN_ojK1 G65CnfKD7uNbyKcBm-91g7b9REQZuzOiQs2GxKyELOvrXkWYdluJD5gMylKS7 -2=0-0 6.6A 7-10-11 8-11-0 10-8-0 13-0-8 14-9-12 20.6A 2011 8 2-0-0 6-6.4 1_1-7 1-0-5 1-9-0 2-4-8 1-9-4 5-8-8 4x4 = OM — — II JI.Y — Inv II 6-6-4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSI. TC 0.85 BC 0.93 WB 0.53 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in (loc) I/deft L/d -0.55 11-13 >457 240 -0.85 11-13 >292 180 0.10 18 n/a n/a -0.39 11-13 255 360 PLATES MT20 M18SHS Weight: 108lb LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.1 'Except' JOINTS 1 Brace at Jt(s): 6 10-12: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x6 SP No.3 REACTIONS. (size) 2=0-8-0, 18=0-3-8 Max Horz 2=316(LC 8) Max Uplift 2=-484(LC 8), 18=337(LC 8) Max Grav 2=1074(LC 14), 18=902(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1490/348, 3-4=-1230/430, 4-6=1404/320, 6-7=-1404/320, 7-8=-1299/422, 8-9=-1299/422 BOT CHORD 2-13=-422/1299, 11-13=-422/1299 WEBS 3-13=0/436, 8-11=-389/358, 9-11=-474/1510, 9-18=-912/342 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; 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) Plates checked for a plus or minus 0 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 tail by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-13 9) Bearing at joint(s) 18 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 484 lb uplift at joint 2 and 337 lb uplift at joint 1 B. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Scale = 1:40.3 GRIP 244/190 244/190 FT = 0% ��Q� •\G � N S :'92 4Fi V No .5.8126 i 41J �. �%S ON.A1. Date: Tampa FL 33610 November 17,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. -- Design valid for use only with MI MS 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 WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914222 J40726A C04 ATTIC 1 1 ' Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34945 tt.42U s UCt v zuzu MI I eK Inausines, Inc. I UB NOV -I r Uc:'/0: 10 GUGU rdge 1 ID:4tCN_oiK1 G65CnfKD7uNbyKcBm-91g7b9REQZuzOiQs2GxKyEL7prbmWZNIuJD5gMyIKS7 •2-0-0 2 6-64 10.8.0 i 112-5-0 35.55150.38 20.6-0 ¢1p 0.0 7-81.0.1-7-..6 .66-6-4 a ..0.5 55 Scale = 1:40.3 4xB = 4x4 = 6 8.0 ' .r' 1 I 9.1-0 20.11-8 654 15-0.8 205-0 _ 20.6-4 6-6-4 8.6.4 5-5-6 0-0-4 ' 0-5-4 Plate Offsets (X Y)- [7:0-4-8 Edoe] [8:0-1-8 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.47 10-12 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.77 10-12 >323 180 M18SHS 244/190 BCLL 0.0 Rep Stress ]nor YES WB 0.49 Horz(CT) 0.05 18 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Attic -0.31 10-12 319 360 Weight: 102 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOR CHORD 7-8: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP M 31 JOINTS WEBS 2x4 SP No.3 OTHERS 2x6 SP No.3 REACTIONS. (size) 2=0-8-0, 18=0-3-8 Max Horz 2=261(LC 6) Max Uplift 2=-494(LC 8), 18=327(LC 8) Max Grav 2=1062(LC 14), 18=887(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-15591404, 3-4=-1231/469, 4-5=-57/680, 5-6=-40/611, 6-7=1302/475. 7-8=-1360/431 BOT CHORD 2-12=-416/1349, 10-12=-416/1349 WEBS 3-12=0/539, 4-13=2053/566, 6-13=2053/566, 7-10=-329/323, 8-10=-402/1359, 8-18=-931/346 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Brace at Jt(s): 13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; 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) Plates checked for a plus or minus 0 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. 8) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 9) Bearing at joints) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 494 lb uplift at joint 2 and 327 lb uplift at joint 18. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. `,��11111 U ►ypp��,^^ • NO 58126 •; Of 44/ Philip J, O'Regan PE No.58126 MiT& usA, no, FL Cett 604 6904�Parke-East Blvd. Tampa K 33610 Date: November 17,2020 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 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 property 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 WOWis 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, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply Vega T21914223 J40726A C05 ATTIC 1 1 ` Job Reference (optional) Last Goast 1 rus9, Ft. Pierce, FL 34946 O.42U 9 Uct 9'LULU MI I eK IOOU9trlesno. I Us NOV l I U0AZ);1 W ZUGU rage l _ ID:4tCNojK1 G65CnfKD?uNbyKcBm-dyENpVSsBioges?3c_SZVRtA3FtLF0iu7zyfMpylKS_ -2-0-0 7-10-11 8-11.0 10-8-0 12-5-0 13-5-5 14-9-12 17-0-8 20-6-0 20,1178 2-0-0 7-10-11 1-0-5 1-9-0 1-9-0 1-0 55 1 4-7 2-2-12 3-5-8 -5- Scale = 1:40.3 46 = 3X4 = — II unY — env — — i, i 5-8-0 I 8-0-0 1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.95 BC 0.90 WB 0.48 Matrix -AS DEFL. in floc) I/dell L/d Vert(LL) -0.41 12-14 >604 240 Vert(CT) -0.68 12-14 >369 180 Horz(CT) 0.04 20 n/a n/a Attic -0.29 12-14 345 360 PLATES GRIP MT20 244/190 M18SHS 2441190 Weight: 102 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-8: 2x4 SP No.1, 8-9: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP M 31 'Except' JOINTS 1 Brace at Jt(s): 15 2-13: 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x6 SP No.3 REACTIONS. (size) 2=0-8-0, 20=0-3-8 Max Horz 2=206(LC 8) Max Uplift 2=-501(LC 8), 20=320(LC 8) Max Grav 2=1052(LC 14), 20=879(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1537/422, 3-4=-1233/488, 4-5=18/533, 5-6=-20/490, 6-7=1250/486, 7-8=-1590/475,8-9=-1280/450 BOT CHORD 2-14=-378/1328, 12-14=-378/1328, 11-12=-469/1341 WEBS 3-14=0/489, 7-12=0/675, 8-12=-309/146, 8-11 =-1 037/286, 4-15=-1866/568, 6-15=-1866/568, 9-11=-443/1294, 9-20=-978/365 NOTES- 1) Unbalanced roof live loads have been considered for this design. `�`` •• G E N 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. �� Q ••�,� `S�`•• 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. No 58126 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 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. ' -D 7) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O F will fit between the bottom chord and any other members. •; �i •._ 8) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 (�`• Q• �� '• 9) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify (�s 0 \ "N capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 501 lb uplift at joint 2 and 320 lb uplift IO N AI- �fitI at joint 20. I fill l'1I0, 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum Philip J, Q'Ngan PE N0:58126 sheetrock be applied directly to the bottom chord. 'Wek USA, Inc. FL Cert 6634 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 6904Par keEast Blvd. TafnpaFL33610 Date: November 17,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 property 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 WOW 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, see ANS11TPIf Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914224 J40726A C06 ATTIC 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34945 o.4zU s UCI a zUZU rvu r eK rnuubMilb, n1U. 1 UC IVUV if Vo."o.w 4Vw royo ID:4tCN_ojK1 G65CnfKD7uNbyKcBm-58olOrTUyA8hFOaF9hzo2fQJVfB9_Wa2MdiCuFyIKRz -2-0-0 6-6-4 7-10-11 fs-10-151. 10-8-0 12-5-1 13-5-5 } 149-12 20-5-0 2-0 0 6-6-4 1 4 7 1-0 4 1-9-1 1-9-1 1.0 4 1-4-7 5-7-4 4x6 = i 6.8.0 i B-0-0 1X4 II 14-9-12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI, TC 0.97 BC 0.99 WB 0.31 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in (loc) I/defl Ud -0.48 10-12 >507 240 -0.77 10-12 >319 180 0.06 9 n/a n/a -0.33 10-12 302 360 PLATES MT20 M18SHS Weight: 90lb LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 `Except' BOT CHORD Rigid ceiling directly applied. 9-11: 2x4 SP M 31 JOINTS 1 Brace at Jt(s): 13 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.3 -t 2-6-0 REACTIONS. (size) 9=Mechanical, 2=0-8-0 Max Horz 2=219(LC 7) Max Uplift 9=-322(LC 8), 2=-501(LC 8) Max Grav 9=928(LC 15), 2=1029(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1503/430, 3-4=-1183/493, 4-5=-51/503, 5-6=-51/488, 6-7=-1193/493, 7-9=-1508/443 BOT CHORD 2-12=-29111281, 10-12=-291/1281, 9-10=-291/1281 WEBS 3-12=01487, 7-10=0/557, 4-13=-1779/611, 6-13=-1779/611 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0'psf) applied only to room. 10-12 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 322 lb uplift at joint 9 and 501 lb uplift at joint 2. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Scale = 1:41.5 Ia GRIP 244/190 244/190 FT = O% ��1111111-III No 58126 � r ST F �•� o 00 Philip d, q flan PE No 68126 MIT& USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. " Design valid for use only with MTek® 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 propery 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 MiTOW 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, see ANSIITP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914225 J40726A C07 HIP 1 1 Job Reference o floral East Coast Truss, Ft. Pierce, FL 34946 0.44U b va V cvcU mi i on a 1--1—, 11- i uo „ . ..e� ID:4tCN_ojK1 G65CnfKD?uNbyKcBm-ZKMBEBU61UGYt99RjOV1 aszdr3d_j?sBaH RmQhylKRy -2-0-0 4-7-0 9-0-0 12-4-0 16-2-12 20-5-0 2-0-0 4-7-0 4-5-0 3-4-0 3-10-12 4-2-4 Scale = 1:36.8 4x4 = 4x8 = 4 19 5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.42 BC 0.64 WB 0.18 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud -0.14 11-18 >999 240 -0.29 11-18 >846 180 0.03 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 108 lb FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.3 -t 2-6-0 REACTIONS. (size) 8=Mechanical, 2=0-8-0 Max Horz 2=189(LC 7) Max Uplift 8=-348(LC 8), 2=525(LC 8) Max Grav 8=750(LC 1), 2=873(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1284/626, 3-4=-1008/487, 4-5=-853/493, 5-6=,961/493, 6-8=1095/581 BOT CHORD 2-11=-498/1139, 9-11=-269/822, 8-9=433/952 WEBS 3-11=-354/253, 4-11=-22/286 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. DOL=1.60 DOL=1.60 (directional); plate grip 3) Provide dequa a drainage to prevent water) 4) Plates checked for a plus or minus 0 degree rotation about its center.' 6 E N St;`'•. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. • *� 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 ,R • • N o will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. w .5:812,6 ; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 348 lb uplift at joint 8 and 525 Ib uplift at ; 'OF joint 2. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum •: 14/ sheetrock be applied directly to the bottom chord. i 0 !� Q.0�ero -', i Philip J p kan PE No:58126 MiTeium' Inc: fL"Cert 6634 6904 Paft,EastBlvd. Tampa FL 33610 Date: November 17,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. " Design valid for use only with MTek® 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 propedy incorporate this design into the overall building design. Bracing indicated is to buckling individual truss chord only. Additional temporary and permanent bracing M iTek' prevent of web and/or members 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, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, SuHA 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914226 J40726A COB HIP 1 1 ' Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 6.42U a Uct v zuzu MI I eK Inausffles, Inc. I Us NOV 1 I I10:46:22 ZULu raga -i Ip:4tCN_ojK1 G65CnfKD7uNbyKcBm-2XwWRXUkUoOPVJkeH6OG74VmdS-3SR6KpxBJy7ylKRx 2-0-0 7-0-0 14-4-0 20-5-0 2-0-0 7-0-0 7-4-0 6-1-0 Scale = 1:37.9 48 = 46 = 7-0-0 14-4-0 20-5-0 7-0-0 7-4-0 6-1-0 Plate Offsets (X Y)— [3:0-5-8 0-2-4] [6:0-4-4 0-0-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.07 9-16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.13 9-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 93 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.3 -t 2-6-0 REACTIONS. (size) 6=Mechanical, 2=0-8-0 Max Horz 2=152(LC 7) Max Uplift 6=-348(LC 8), 2=525(LC 8) Max Grav 6=750(LC 1), 2=873(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1228/538, 3-4=-951/537, 4-6=1014/531 BOT CHORD 2-9=-390/1035, 7-9=-387/1042, 6-7=371/944 WEBS 3-9=0/305, 4-7=0/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. ,tit l l II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to water ,�� J 0,, \Q F �j prevent ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. �� (', ��, `r�� ' • E N • • • �'9 � Sot- 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �!. Q .• 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 ti No 58126 will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections.: .• ; �k 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 348 lb uplift at joint 6 and 525 lb uplift at joint 2. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. O i'i I�,tss ••. . •• ` �% Philip J. )'Negan PE No:58126 MITek USA, Ific, FLEert 6634 8904 Parke East Blvd. Tampa.FL 33610 Data . November 17,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 applicabilityof design parametersand property 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 M!Tek' prevent 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, see ANSI17Pl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914227 J40726A C09G HIP GIRDER 1 1 " Job Reference (optional) Last coast I fuss, Ft. Pierce, I•L 34946 U.4ZU S UC1 9 ZUZU MI I eK Incu5ine5, Inc. I ue Nov -I f uo:yo.co cucu rays I ID:4tCN_ojK1 G65CnfKD7uNbyKcBm-WITuftVMF5WG7TJgrpXVfH2yksH1Bs1 U2bwsUaylKRw 2-0-0 5-0-0 8-9-15 12-6-1 16A-0 LIA 0 23 4-0 2-0-0 5-0-0 3-9-15 3-8-3 3-9-15 5-0-0 Scale = 1:41.7 4x8 = 1x4 II 3x4 = 4x8 = 3%4 — l%4 II 3X0 — 3M — IM II anv — -4-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017rrP12014 CSI. TC 0.46 BC 0.74 WB 0.33 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Well Ud 0.18 10-12 >999 240 -0.24 10-12 >999 180 0.07 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 104 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-131(LC 23) Max Uplift 2=-828(LC 8), 7=-828(LC 8) Max Grav 2=1470(LC 29), 7=1470(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2606/1219, 3-4=-2977/1477, 4-5=2977/1477, 5-6=2978/1479, 6-7=-2606/1219 BOT CHORD 2-13=-936/2359, 12-13=-941/2383, 10-12=-1254/3021, 9-10=-937/2310, 7-9=-932/2286 WEBS 3-13=-87/426, 3-12=-428/866, 4-12=-331/299, 5-10=-344/302, 6-10=-431/868, 6-9=-86/426 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.0psf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. `��111111111,4 II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. ail 4) Plates �I� checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. �.��'E, N . •� ,�� Q � S4$' psf 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 ,• pj O 58126 will fit between the bottom chord and any other members. •� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 828 lb uplift at joint 2 and 828 lb uplift at * �, �Ir joint 7., 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 lb down and 124 lb up at �'.� �° 5-0-0, 125 lb down and 117 lb up at 7-0-12, 125 lb down and 117 lb up at 9-0-12, 125 lb down and 117 lb up at 10-8-0, 125 lb down and 117 lb up at 12-3-4, and 125 lb down and 117 lb up at 14-3-4, and 125 lb down and 124 lb up at 16-4-0 on top chord, •, : O F i (V • and 335 lb down and 163 lb up at 5-0-0, 45 lb down at 7-0-12, 45 lb down at 9-0-12, 45 lb down at 10-8-0, 45 lb down at 12-3-4, 45 lb down 14-3-4, 335 lb down 163 lb 16-3-4 bottom The design/selection of such connection ;4� � • �• O and at and and up at on chord. ROD-— s �'��s�� device(s) Is theresponsibility f others. ��, 9) nthe LOAD CASE(S) sction,loadsapplied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Philip J O'Regan PE No.56126 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 M)TeKUK 14c.' FL Cert 6634 Uniform Loads (plf) 5904 Parke'East Blvd. Tampa FL 33610 Vert: 1-3=-54, 3-6=-54, 6-8=54, 14-17=-20 Data. November 17,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. " Design valid for use only with Mrrek® 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 M!Tek' 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, see ANSI/7PI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Vega T21914227 J40726A C09G HIP GIRDER 1 1 - Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 ti.42U S UM U 2UZU MI I eK Industries, Inc. I ue NOV I / u0:4a:za eudu rage z ID:4tCN_ojK1 G65CnfKD?uNbyKcBm-WjTuftVMF5WG7TJgrpXVfH2yksHtBs1 U2bwsUaylKRw LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-55(F) 6=-55(F) 13=-185(F) 12=-31(F) 4=-55(F) 5=-55(F) 10=-31(F) 9=-185(F) 21=-55(F) 22=55(F) 23=-55(F) 25=-31(F) 26=-31(F) 27=31(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 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, see ANSI1TP/1 Quality Criteria, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914228 J40726A ` D01G HALF HIP GIRDER 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34945 B.42U S Lict 9 2U2U MI I eK Inaustries, inc. I us NOV l / Vo:4o:z4 ZVZU rage ID:4tCN_ojK1G65CnfKD7uNbyKcBm_v1GsDW70Pe6kdu00X2kCVb1XGh_wCPdHFg010yIKRv 2-1 3-11-2 7-1-8 11-8-3 12-3 !1 2-0 0 3-11-2 3-2-6 4.6-11 -7-5 4xB = 4x6 = 2x4 I 5 46 = 4xB = TH026-2 HUS26 3-11.2 7-1-8 11-10-0 1$-3-$ 3-11-2 3-2-6 4-8-8 -5- Scale = 1:39.8 Plate Offsets (X,Y)-- [5:0-3-0,0-0-01,[6:0-3-0 0-4-81,[7:0-3-0 0-4-121 LOADING (pso SPACING. 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.07 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.10 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(CT) -0.01 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 181 Ito FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP SS WEBS 2x4 SP No.3 *Except* BOT CHORD 5-6: 2x4 SP No.2 OTHERS 2x6 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-3-8 Max Horz 2=409(LC 8) Max Uplift 2=-1019(LC 8), 9=-2264(LC 8) Max Grav 2=1978(LC 1), 9=4419(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3721/1625, 3-4=-3847/1782, 6-9=-2146/4322 BOT CHORD 2-8=-1702/3302, 7-8=-1702/3302, 6-7=1766/3420 WEBS 3-8=-282/249, 3-7=374/289, 4-7=-1939/4044, 4-6=-4236/2183 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 DO. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All toads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) 9 considers parallel to grain value using ANSIIrPI 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 1019 lb uplift at joint 2 and 2264 lb uplift at joint 9. 9) Use USP THD26-2 (With 18-16d nails into Girder & 12-1 Od nails into Truss) or equivalent at 7-1-10 from the left end to connect truss(es) to front face of bottom chord. 10) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 11-0-12 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard fill4l.i I v\p No 58126 in o ��nnir Philip J D'Regan PE No.58126 MIT&Ug Inc, k Ceri 6634 6904 irke East:Bldd. Tampa fL 33610 Date: November 17,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 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 vedy the applicability of design parameters and propedy 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, see ANS11TPlf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914226 J40726A ' D01G HALF HIP GIRDER 1 Job Reference (optional) East GOast TfUss, Ft. Pierce, FL 341:146 o.yzv s vol a zvzu wn r nn muusuma, uru. r uo luau i ID:4tCN_ojK1G65CnfKD7uNbyKcBm _v1GsD1/V70Pe6kdu00X2kCVb1XGh wCPdHFgQ10yIKRv LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-5=54, 2-6=20 Concentrated Loads (Ib) Vert: 7=-2685(F) 12=1345(F) 13=-1392(F) WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® 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 property Incorporate this design Into the overall building design. Bracing Indicated is to buckling Individual truss chord members onty. Additional temporary and permanent bracing iwiTek` prevent of web and/or 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, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type oty Ply Vega T21914229 J40726A ]Truss D02 HALF HIP 1 1 ' Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 U6:4b:2b ZU2U Page 1 ID:4lCN_ojK1 G65CnfKD7uNbyKcBmS6be3ZXdnimzMnTCyEZzti7lPgzbfojnVvPzzSylKRu -21-0 5-0-12 9-11-8 12-3-8 2-0-0 5-0-12 4-10-12 2 4-0 4x4 = 5x10 = Scale: 3/8"=l' 9-11-8 r — 2-4-0 Plate Offsets (X,Y)— [5:0-2-8,0-2-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.18 7-11 >822 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.36 7-11 >407 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 79 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x6 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-3-8 Max Horz 2=362(LC 8) Max Uplift 2=-329(LC 8), 12=238(LC 8) Max Grav 2=570(LC 1), 12=420(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-599/195, 34=280/28 BOT CHORD 2-7=-359/566 WEBS 3-7=-409/302, 5-7=-185/515, 5-12=-423/239 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 jolnt(s) 12 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 329 lb uplift at joint 2 and 238 lb uplift at joint 12. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. t1111111111,1,, O RicJ#I SCE;N&" ''�9,y�i� i No 58126 � r OF Philip J. O'Regan PE No.58126 MITekUSA, Im FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 ®WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for en Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 WOW 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, sea ANSIITP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914230 140;26A 003 HALF HIP 1 1 Job Reference (optional) test ooast truss, i-t. vierce, rL sayab 0.94U S UGL V GUGU Will M HW-11—, H- 1— 111UV 1I WV. . U. ID:4tCN_ojK1 G65CnfKD?uNbyKcBm-S6be3ZXdnimzMnTCyEZzli7H1 gl2fnNnVvPzZSyIKRu -2-0 0 7-11-8 12-M 2 0 0 7-11-8 4.4-0 Scale = 1:28.2 4x8 = 4x6 = 48x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.54 BC 0.50 WB 0.28 Matrix -AS DEFL. in Vert(LL) 0.10 Vert(CT) -0.21 Horz(CT) 0.02 (loc) I/defl Lid 6-10 >999 240 6-10 >681 180 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 66 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x6 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-3-8 Max Harz 2=307(LC 8) Max Uplift 2=-350(LC 8). 11=217(LC 8) Max Grav 2=570(LC 1). 11=407(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-498/131, 5-7=176/374, 4-7=-176/374 BOT CHORD 2-6=-203/384, 5-6=201/390 WEBS 3-6=0/296, 3-5=514/259, 4-11=-412/220 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. mbar DOL=1.60 plate grip DOL=1.60 3) Provide drainage to vent 0,� \p adequate prewtaterl ponding 4) Plates checked for a plus or minus 0 degree rotation about Its center. ,,,,r, •, �� ;•' C E N ,4 •' • �9 j Q � S$••.?"�i 5) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrenf 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 No will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify .58126 rta capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 lb uplift at joint 2 and 217 Ito uplift at : joint 11. 9) This truss design that a of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum . (V ., (V • requires minimum sheetrock be applied directly to the bottom chord. 4�OF o i R' O •. �?♦ Philip J,'0'9egan,P,E No.58126 MITek.M, Inc, FL Cert 6634 6904 Parke 5W Blvd. Tampa FL 33610 Date: November 17,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ` Design valid for use only with MTek® 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS17rP11 Quality Criteria, DSS-e9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qly Ply Vega T21914231 J40726A D04 COMMON 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 6.42U S UCt u zuzu mi I eK maustrles, Inc. I uB Nov 1 r 08:45:26 2020 rage i ID:4tCN_ojK1 G65CnfKD7uNbyKcBm-wl91 HuXFYOvq_x2PWy4CHwgVx4010HTwkZ9X5vylKRt -2-0-0 6-4-1 11-9-0 fill 6-4-1 5-4-15 Scale: 12"=1' 04 = 6-4-1 54-15 Plate Offsets (X Y)— [5:0-1-12 0-4-6j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.04 6-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.08 6-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 51 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.3 -t 2-6-0 REACTIONS. (size) 5=Mechanical, 2=0-8-0 Max Horz 2=139(LC 7) Max Uplift 5=-189(LC 8), 2=-380(LC 8) Max Grav 5=425(LC 1), 2=556(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-559/239, 3-5=446/244 BOT CHORD 2-6=-131/440, 5-6=131/440 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint 5 and 380 lb uplift at joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 1 1111111►11" ��-gyp •J • O�R��, E. Ns.. No .W26 ir 111111111111111,00 111 N A� E�%%�� 1n Philip J. O'Ftegan PE No.58126 MITek,USA, Inc. FL Cert 6634 G904.Par)ce East Blvd. Tampa FL 33610 Date:, November 17,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �- a truss system. Beforeuse, the building designer must verily the applicability of design parameters and property 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-e9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914232 J40726A D05G HIP GIRDER 1 1 " Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34945 It.42U s Uct 9 ZUZU MI I eK Inaustrles, Inc. I U9 NOV I I U0:40:Z/ ZUZU rage I ID:4tCN_ojK1 G65CnfKD?uNbyKcBm-OUjPU EYtJK1 hb4cb4fbRg7DfnTkh7kG4zDu4eLyIKRs 1% 0 5-0-0 7-8-1 11-9-0 2 0 0 5-0-0 2-8-1 4-0-15 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress [nor NO BCDL 10.0 Code FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.3 -t 2-6-0 REACTIONS. (size) 6=Mechanical, 2=0-8-0 Max Horz 2=115(LC 7) Max Uplift 6=-352(LC 8), 2=521(LC 8) Max Grav 6=758(LC 30), 2=801(LC 29) 4x8 = 44 = Scale = 1:22.8 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.39 Vert(LL) 0.03 8-15 >999 240 MT20 244/190 BC 0.36 Vert(CT) -0.05 8-15 >999 180 •WB 0.12 Horz(CT) 0.01 6 n/a n/a Matrix -MS Weight: 57 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-15 Do puriins. BOT CHORD Rigid ceiling directly applied or 8-11-9 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11481545, 3-4=-872/490, 4-6=967/507 BOT CHORD 2-8=-430/1025, 7-8=-436/1048, 6-7=373/838 WEBS 3-8=-96/411, 3-7=283/141, 4-7=-73/316 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; 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) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 352 lb uplift at joint 6 and 521 lb uplift at joint 2. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 lb down and 124 lb up at 5-0-0, and 126 lb down and 120 lb up at 7-0-12 on top chord, and 335 lb down and 163 lb up at 5-0-0, 45 lb down at 7-0-12, and 101 lb down and 64 lb up at 9-0-12, and 68 lb down and 18 lb up at 11-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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 (plo Vert: 1-3=54, 3-4=54, 4-6=54, 9-13=-20 Concentrated Loads (lb) Vert:3=-55(B) 8=-185(B) 11=-57(B) 17=-55(B) 18=-31(B) 19=-101(B) ,,,,�111111111�I�1 J O No 58126 r r 4 • • N.AL �Illillll/ Philip J, O'Regan PE No.58126 Mi rek,USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:. November 17,2020 ®WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTek® 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 property 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, see ANSI1nP/1 Duality Crlterla, DSBA9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qly Ply Vega T21914233 J40726A E01G COMMON GIRDER 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 6.42U s VCt y 2U2U MI I eK Inausines, Inc. I us Nov l t U6:45:2e 2020 rage .i I D:4tCN_ojK1 G65CnfKD7uNbyKcBm-Ktr9vwa7rxHPrOm_B4evvYlx4HNVbQAMQXNBiEyIKRq 5-2-12 10-2.0 15 - 20-0-0 5-2-12 4-11.4 4-11-4 5-2-12 4x4 = rZ 4xE 5x5 = HUS26 7x6 = HU526 60 = 7x8 = NU520 74 = nuazo 5x5 = LSSH210 HUS26 HUS26 HUS25 HUS26 HUS26 HUS26 Scale = 1:47.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.13 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.17 8-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 292 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-7 oc purlins, BOT CHORD 2x6 SP SS except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. 1-11,5-6: 2x6 SP No.3, 1-10,5-7: 2x4 SP No.2 REACTIONS. (size) 11=0-3-8, 6=0-3-8 Max Horz 11=-183(LC 23) Max Uplift 11=-3726(LC 8), 6=-3353(LC 8) Max Grav 11=7663(LC 1), 6=6892(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7011/3435, 2-3=-5820/2942, 3-4=5820/2942, 4-5=6692/3278, 1 -11 =5696/2820, 5-6=-5412/2680 BOT CHORD 10-11=-305/435, 8-10=-2998/6212, 7-8=-2858/5927, 6-7=-188/368 WEBS 3-8=-2405/4877, 4-8=-1103/603, 4-7=-512/945, 2-8=-1492/795, 2-10=-716/1371, 1-10=-3069/6385, 5-7=-2889/6017 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9.0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Plates checked for a plus or minus 0 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. 8) Bearing atjoint(s) 11, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3726 lb uplift at joint 11 and 3353 lb uplift at joint 6. 10) Use USP LSSH210 (With 10-1 Od nails into Girder & 7-1Od x 1-1/2 nails into Truss) or equivalent at 0-2-12 from the left end to connect truss(es) to back face of bottom chord. 11) Use USP HUS26 nth 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-4-12 from the left end to 19-3-4 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. ��111111111, �: :.' �. F• •• tom, No 58126 0. #; SO:: OF 4(/ ' • •• Philip J, O'Regan PE ND.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use onlywith 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 property 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7P11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914233 J40726A E01G COMMON GIRDER 1 • Job Reference (optional) test GOast I russ, Ft. coerce, I-L 34U46 oAcu s vtx a tutu rvu r en a iu-1 ios, n - 1 uo 1— r oU. ID:4tCN_ojK1G65CnfKD7uNbyKcBm-Ktr9vwa7rxHPrOm B4evvYlx4HNVbQAMQXNBiEyIKRq LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=54, 3-5=54, 6-11=20 Concentrated Loads (lb) Vert: 7=-1 190(B) 1 1=1 198(B) 12=-1 190(B) 13=1 190(B) 14=-1 190(B) 15=-1 190(B) 16=-1 190(B) 17=-1 190(B) 18=-1 197(B) 19=-1 183(B) 20=-1 177(B) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. r. " Design valid for use ontywith 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 buckling Individual truss and/or chard members only. Additional temporary and permanent bracing M!Tek' prevent of web 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, see ANSI1TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914234 J40726A E02 COMMON 3 1 • Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 u.420 s Oct 9 2020 mi I ek industries, Inc. Too Nov 11 06:45:30 402w rage , IDAtCN_ojK1 G65CnfKD7uNbyKcBm-p3PX7GalcFPGSYLAIn98SmgBShloKxlWfA7kEgylKRp 5-2-12 10-2-0 15-1 4 20-4-0 5-2-12 4-11 4 4-114 5-2-12 44 = 2x4 SX4 = JX0 — .�x, — 3x4 = 3x4 = Scale=1:45.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.08 7-9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.11 7-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 126 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-3-B, 6=0-3-8 Max Horz 10=-184(LC 6) Max Uplift 10=-351(LC 8). 6=-351(LC 8) Max Grav 10=742(LC 1), 6=742(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-747/484, 3-4=747/484 BOT CHORD 9-10=-282/730, 7-9=-164/568, 6-7=282/627 WEBS 3-7=-115/306, 3-9=115/306, 2-10=-774/354, 4-6=-774/354 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 351 lb uplift at joint 10 and 351 lb uplift at joint 6. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ,`��I11 U tIII/ II , :' No .66126 7 '• a A OF O N A1-�� 1I11rn 1II Philip J, O'Regan PE No.58126 mm USA, Iric, FL Cert 6634 6964,0arke East Blvd. Tampa FL M10 Uate.. November 17,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 WOW 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, see ANS11nolt Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914235 J40726A E03 COMMON 2 1 ' Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 Ot7:45:30 2020 Page 1 IDAtCN_ojK1 G65CnfKD7uNbyKcBm-p3PX7GalcFP GSYLAln9BSmgAkhm6KxrWFA7kEgylKRp 2 toO 5-2-12 10-2 2 15 1 � 20-4-0 22-4-0 r2 0 0 5-2-12 I 4-11 4 4-11-4 5-2-12 2-0-0 4x4 = 5X5 = 3x4 = 3xe = 3X4 = 5x5 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017rrP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-12,6-8: 2x6 SP No.3 REACTIONS. (size) 12=0-3-8, 8=0-3-8 Max Horz 12=364(LC 7) Max Uplift 12=-523(LC 8), 8=523(LC 8) Max Grav 12=859(LC 1), 8=859(LC 1) Scale = 1:47.0 CSI. DEFL, in (too) Vdefl L/d PLATES GRIP TC 0.41 Vert(LL) -0.08 9-11 >999 240 MT20 244/190 BC 0.38 Vert(CT) -0.11 9-11 >999 180 WB 0.65 Horz(CT) 0.02 8 n/a n/a Matrix -AS Weight: 135 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-706/483, 4-5=707/483, 2-12=300/370, 6-8=-299/370 BOT CHORD 11 -1 2=-1 76/749, 9-11=-76/598, 8-9=-90/600 WEBS 4-9=-109/292, 4-11 =-1 09/292, 3-12=-761/280, 5-8=-761/280 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl.. GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 523 lb uplift at joint 12 and 523 lb uplift at jointB. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. *011111111111"�,, J 0 i No 58126 r r, OF •• 414 S' j� N AL ��1�c 1riIIiliIL111%%% Philip J. O'Regan PE No.56126 Milk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 ® WARNING . Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6/1e/2020 BEFORE USE. ' Design valid for use only with MTek® 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 applicabllity 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 _ WOW 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, see ANSUTP/f Quality Criteria, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply Vega T21914236 J40726A E04 HIP 1 1 Job Reference (optional) East uuasl 1 Fuss, rr. vierce, rL 44`J46 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 08:45:32 2020 Page 1 ID:4tCN_ojK1G65CnfKD?uNbyKcBm-ISWIXycO7sf isVZsCBcXBwWFUQvoybp6UcrJYyIKRn 2-0-0 4-4-0 8 6-0 11-10.0 16-0-0 20 410 22-4 1 2-0 0 4-4-0 4-2-0 3-4-0 4-2-0 4 4-0 2-0-0 Scale = 1:40.1 4x4 = 48 = 8-6-0 11-10-0 12,Q 0 20A-0 8-9-0 a-A_n n_ _n a_n n Plate Offsets (X,Y)— [2:0-2-10 0-1-8] [5:0-5-4 0-2-0] 17:0=2-10 0-1-8] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.20 9-17 >509 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.22 11-14 >632 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.01 9 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 104 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0, 9=0-8-0 Max Horz 2=195(LC 7) Max Uplift 2=-340(LC 8), 7=450(LC 8), 9=-579(LC 8) Max Grav 2=507(LC 17), 7=382(LC 18), 9=889(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-498/219 BOTCHORD 2-1 1=-73/532, 9-1 1=-168/275 WEBS 3-11=-340/244, 5-11=-129/538, 5-9=644/267, 6-9=-308/340 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4f: Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 340 lb uplift at joint 2, 450 lb uplift at joint 7 and 579 lb uplift at joint 9. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 I s 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, see ANSI/rPll quality Criteria, DSB-89 and BCSI Building Component Salelyinlormatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 01111111111"1 xv �x, \CiENS*--I V �• •� i� N a 5812:� • w A4 N Al-11. '11111110 Philip J, O'Regan PE N.o.58126 MITekU4,160, F18ert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 �e MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qly Ply Vega T21914237 J40726A E05G HIP GIRDER 1 1 Job Reference (optional) cast Goast Truss, m. merce, t-L 34U415 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 08:45:33 2020 Page 1 ID:4tCN_ojK1 G65CnfKD?uNbyKcBm-De4glldeuAnrJ?41Qwir3OSfquhsXPlyLBLOr?yIKRm 2-0-0 3-7-0 7-0-0 10-2-0 131 0 16-9-0 20 4-0 221 0 2 0-0 3-7-0 3-5-0 3-2-0 3.2-0 3-5-0 3-7-0 2-0-0 Scale = 1:40.1 48 = 7-0-0 1x4 II 4x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.55 BC 0.76 WB 0.23 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) 0.22 13-16 >999 240 Vert(CT) -0.20 12 >999 180 Horz(CT) -0.08 8 n/a n/a PLATES GRIP MT20 2441190 Weight: 109 lb FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-11-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=167(LC 7) Max Uplift 2=-1454(LC 8), 8=1454(LC 8) Max Grav 2=1626(LC 1), 8=1626(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 2-3=-2969/2416, 3-4=-2782/2299, 4-5=2760/2302, 5-6=-2760/2302, 6-7=-2782/2299, 7-8=-2969/2416 BOT CHORD 2-13=-2009/2617, 12-13=-1843/2482, 10-12=-1841/2482, 8-10=-2009/2617 WEBS 3-13=-226/295, 4-13=-525/611, 4-12=-308/498, 5-12=-458/440, 6-12=-308/498, 6-10=-525/611, 7-10=-228/295 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0,18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 DOL=1.60 , 0 10%`C`�/�� plate grip 3) Provide adequate drainage to water ,�� p • prevent ponding.� 4) Plates checked for a plus or minus 0 degree rotation about its center. Q?.'-" CE N S' ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ;�� : .0ND 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 between 58126 0 • will fit the bottom chord and any other members. *; * 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1454 lb uplift at joint 2 and 1454 lb uplift at joint 8. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 162 lb down and 183 lb up at 7-0-0, 162 lb down and 175 lb up at 9-0-12, 162 lb down and 175 lb up at 10-2-0, and 162 lb down and 175 lb up at 11-3-4, and rc F •� .. (44 �i 162 lb down and 183 lb up at 13-4-0 on top chord, and 513 lb down and 320 lb up at 7-0-0, 100 lb down at 9-0-12, 100 lb down at �� (' Q' �� 'D 10-2-0, and 100 Ib down at 11-3-4, and 513 Ib down and 320 Ib up at 13-3-4 on bottom chord. The design/selection of such +; 0 R �jr ss '•' •. connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face the truss • . • of are noted as front (F) or back (B). N A` LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Phlllp J U'Repan PE(d0.58126 MiTr k USA, inc. FL Cert 8634 Uniform Loads (pif) Vert: 1-4=54, 4-6=-54, 6-9=54, 14-17=-20 6904 Parke Eesf Blvd. Tampa FL 33610 Date: November 17,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 5/19/2020 BEFORE USE. Design valid far 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 property 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 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1rPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Bulls 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job russTruss Type Qty Ply -- VegaT21914237 JE J4Q726A05G HIP GIRDER 1 ] 1 Job Reference (optional) t1.4LU S UCt V LULU MI I eK Inaustrles, Inc. I ue NOV 1 ( U6:4b:33 2020 Page 2 ID:4tCN_ojK1 G65CnfKD?uNbyKcBm-De4glldeuAnrJ?4lQwir3OSfquhsXP 1 yL8LOr?yIKRm LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-110(F) 6=110(F) 13=403(F) 12=-56(F) 5=-110(F) 10=-403(F) 20=-110(F) 21=-11 O(F) 22=-56(F) 23=-56(F) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 Is MiTek` always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPlr Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Oty Ply Vega T21914238 J40726A MV2 Valley 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 2x4 i 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 08:45:34 2020 Page 1 IDAtCN_ojK1 G65CniKD?uNbyKcBm-hge2yeeGfrvix9fx_dD4cc?yTICTGvv5ao5yNRyIKRI 2-0-0 Scale =1:7.8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Horz 1=38(LC 8) Max Uplift 1=-15(LC 8), 2=-42(LC 8) Max Grav 1=51(LC 1), 2=42(LC 13), 3=28(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 1 and 42 lb uplift at joint 2. J 0 '0 GEN No 58126 ••�+ �1ZZ r AA R III N A Philip J, O'Regan PE No.58126 MiT&usk incc FL6ett8634 004 Parke Eas€Blvd. Tampa FL 33610 Date: November 17,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 61912020 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, see ANSUTP/1 Quality Criteria, DSO-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914239 J40726A MV4 Valley 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2x4 i 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 08:45:34 2020 Page 1 ID:4tCN_ojK1 G65CnfKD7uNbyKcBm-hge2yeeGf rvix9fx_dD4cc7uvl9mGvv5ao5yNRyIKRI 4-0-0 2x4 II LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=89(LC 8) Max Uplift 1=-34(LC 8), 3=-79(LC 8) Max Grav 1=120(LC 1). 3=130(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:12.8 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% Structural wood sheathing directly applied or 4-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load honconcurrent 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 34 lb uplift at joint 1 and 79 lb uplift at joint 3. �►111111//tj G E N.s��-9,y ,. LL No 6,812$, � w f � OF t 44/Z 02. ONIA' Philip I O'Regan PE No.68126 MIT& USA, Inc, FL Bert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. -- Design valid for use ony 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 prop edy 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, see ANSI1TPl1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply Vega T21914240 J40726A MV6 Valley 1 1 Job Reference (optional) Cast toast Truss, Ft. Pierce, FL 34946 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 08:45:35 2020 Page 1 IDAtCN_o1K1 G65CnfKD7uNbyKcBm-91 CQAzeuQn12ZJE7YLIJ9pYyviP67M9FpSgVwtylKRk 6-0-0 6-0-0 Scale=1:17.8 3 2x4 i 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Weil Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) file n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 21 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 1=6-0-0, 3=6-0-0 Max Horz 1=144(LC 8) Max Uplift 1=-56(LC 8), 3=-128(LC 8) Max Grav 1=194(LC 1), 3=211(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 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 56 lb uplift at joint 1 and 128 lb uplift at joint 3. `�� IIII J. O & %% V1p No 58126 .. cc vo OF :�44/ .00 N Ft ` Philip J. V flan PE No.58126 MiTek USA, Uic. FL Cert 6634 0904.PafKe East:Blyd. Tama°FL 33610 Dater November 17,2020 -- WARNING - Verlfy design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19/2020 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• la 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, see ANSI/TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Bulls 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Vega T21914241 J40726A PB01 Piggyback 1 1 Job Reference (optional) �as�wca, ,was, rr. riuice, rL O4a9O m4ZU S Vct v Zu2U MI I eK InouStries, Inc. I Ue NOV 1 f UU:40:96 ZUZU rage 1 ID:4tCN_ojK1 G65CnfKD7uNbyKcBm-dDmoNJf WB59QAToK52GYhl4EK6ssko1016a2SKyIKRj Scale=1:41.9 4x4 = 4 1x4 II 4x4 = 5 6 I$ r6 3x4 = 15 14 13 12 11 10 3x4 = 1x4 II 1x4 II 3x6 = 1x4 II 1x4 II 1x4 II 24-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.01 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.17 Vert(CT) 0.01 9 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight: 98 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-8-14. (lb) - Max Horz 2=-167(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 14, 11 except 2=-104(LC 8), 12=-115(LC 8), 15=-251(LC 8). 10=-251(LC 8). 8=104(LC 8) Max Grav All reactions 250 lb or less at Joint(s) 2, 11. 8 except 12=290(LC 13), 15=413(LC 13). 10=413(LC 14), 14=254(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-15=-303/296, 7-10=-303/296 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 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 BC,DL=10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 14, 11 except Gt=lb) 2=104, 12=115, 15=251. 10=251, 8=104. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 4q �\cENs�C92,' i .` No 58126 ir z OF : 44/ ,,��sS� N AL �C`,, Philip J, O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 • MITO 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 a1 trusses and truss systems, see ANSUMP11 Duality Criteria, DS8.89 and SCSI Building Component Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 0 Job Truss Truss Type Qty J40726A PB02 Piggyback 2 [TJobgReference (optional) a East Coast Truss, R. Pierce, FL 34946 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 08:45:36 2020 Page 1 ID:4tCN_ojK1 G65CnfKD?uNbyKcBm-dDmoNJfWB59QAToK52GYhl4EM6tYkoBO16a2SKyIKRj 8-0-0 16-7-8 24-7-8 8-0-0 8-7-8 8-0-0 Scale = 1:41.9 04 = 16 1x4 II 17 04 = 3x4 = 15 14 13 12 11 10 3x4 = 1x4 II 1x4 II 3x6 = 1x4 II 1x4 II 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.00 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.00 9 n/r 120 BCLL 0.0 Rep Stress [nor YES WB 0.08 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight: 92 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-8-14. (lb) - Max Horz 2=-140(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) 2, 14, 11, 8 except 12=-177(LC 8), 15=-201(LC 8), 10=-201(LC 8) Max Grav All reactions 250 lb or less at joints) 2,8 except 12=355(LC 18), 14=266(LC 13), 15=329(LC 13), 11=260(LC 1),10=329(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 5-12=-269/227 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; save=4ft; 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) Plates checked for a plus or minus 0 degree rotation about Its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psi 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joints) 2, 14, 11, 8 except (jt=lb) 12=177, 15=201, 10=201. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 property 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 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, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 ` :• No 58126 �? :" ST F �L �++ lit' .N A0'� illll .Philip J O'Regan PE No.58126 Mj7ek:USA, lfic, FL Cert 6634 6004 Pattie East Blvd. Tampa FL 33610 Date: November 17,2020 MiTek` 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Type Qty Ply Vega JTruss T21914243 J40726A P803 Piggyback 2 1 Job Reference (optional) m4LU a VCI y LULU mi I eK maustries, Inc. I Ue NOV 1 / Uti:4O:3/ 'LULU rage 1 IDAtCN_ojK1 G65CnfKD7uNbyKcBm5P KBbfg8yOHGodN WnnnEEdOvVBRTGhYGmJc_mylKRi Scale=1:41.9 44 = 1x4 II B.00 12 3 16 4 17 1x4 II 1x4 II 4x4 = 5 18 6 19 7 3x4 = 15 14 13 12 11 10 3x4 1x4 II 1x4 II 3x6 = 1x4 II 1x4 II 1x4 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.01 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.02 9 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FSC2017/TP12014 Matrix-S Weight: 89 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-8-14. (Ib) - Max Horz 2=-104(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=140(LC 8), 13=-157(LC 8), 14=126(LC 4), 11=-126(LC 5). 15=135(LC 8), 10=-135(LC 8), 8=140(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 2, 14, 11, 8 except 13=332(LC 1), 15=348(LC 13), 10=331(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; 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) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chard bearing. 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 2, 157 lb uplift at joint 13, 126 lb uplift at joint 14, 126 lb uplift at joint 11, 135 lb uplift at joint 15, 135 lb uplift at joint 10 and 140 lb uplift at joint B. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. ♦♦\ �p J. O gFOi,� No 5-8126 •�: Xz •. S OF .. �41/ C? At- E% [lilt Philip J; 6'RegamPE No 68126 MiTek USA, Inc. FLBert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITekdD 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 property 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 M!Tek' 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, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T 1914244 J40726A PB04 Piggyback 2 1 Job Reference (optional) moo„ vvam „u n, not cn, r� uyayo 0.4ZU S UCt 'd ZUZU MI I eK InciustrleS, Inc. I Ue NOV 1 f Utl:4b:3tl ZUZU ID:4tCN_ojK1 G65CnfKD7uNbyKcBm-actZo7hnjiP7QnyiDTIOmSAbJvZ8CiphVQ39WC 4-0-0 20-7-8 24-7-8 4-0-0 16-7-8 4-0-0 4x4 = 8.00 12 1x4 II 1x4 II 1x4 II 4x4 = 3x4 = 15 14 13 12 11 10 3x4 = 1x4 II 1x4 II 3x6 = 1x4 II 1x4 II 1x4 II 24-7 8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 9 n/r 120 BCLL 0.0 Rep Stress incr YES WB 0.07 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 81 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-8-14. (lb) - Max Horz 2=-67(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2=-107(LC 8), 13=-129(LC 8), 14=185(LC 4), 15=-109(LC 8), 11=-185(LC 5), 10=-109(LC 8), B=107(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 2, 8 except 13=280(LC 1), 14=331(LC 18), 15=272(LC 13), 11=331(LC 17). 10=270(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; 8=45ft; L=24ft; eave=4ft; 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) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 2, 129 lb uplift at joint 13, 185 lb uplift at joint 14, 109 lb uplift at joint 15, 185 lb uplift at joint 11, 109 lb uplift at joint 10 and 107 lb uplift at jolnt8. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/1912020 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 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, see ANSI117PI1 quality Criteria, DSB-99 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 a = 1:41.9 %% p O'R��i X0 ..., F�1 t NAf o 58126 V. tea` ST kF.ClN,_,�.` Phj110 J.;O'Ngan PE No.58126 MiTek USA, Inc. FL Celt 6634 66640arke`East ON. Tampa FL 3361 Qate':. November 17,2020 MOW 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Oty Ply Vega T21914246 J40726A V4 Valley 1 1 Job Reference (optional) test coast Truss, Ft. Pierce, FL 34946 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 08:45:39 2020 Page 1 ID:4tCN_ojK1 G65CnfKD?uNbyKcBm-2oRx?LhPUOX_1wXvnApFJfiozJtmxA8rj4oj3eylKRg 2-0-0 4-0-0 2-0-0 2-0-0 2x4 G 3x4 = 2 n_n 2x4 Scale =1:7.7 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (pso SPACING. 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=-25(LC 6) Max Uplift 1=-48(LC 8), 3=-48(LC 8) Max Grav 1=102(LC 1), 3=102(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load 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 48 lb uplift at joint 1 and 48 lb uplift at joint 3. :Philip J, D'Regan PE No.58126 MiTek U$A, Inc: FL Cert 604 6964 Pal Ust Blvd. Tampa FL 33610 Date: November 17,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. -- Design valid for use only with MITekGconnectors. 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 property 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, sea ANSI17P/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply Vega T21914246 J40726A V8 Valley 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 08:45:39 2020 Page 1 ID:4tCN_ojK1 G65CnfKD?uNbyKcBm-2oRx?LhPUOX_1wXvnApFJfikDJs6xAZrj4oj3eylKRg 4-0-0 2x4 i 4x4 = 2x4 Scale=1:15.1 B-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.30 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 BOLL 0.0 Rep Stress ]nor YES WB 0.04 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-P Weight: 25 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8.0-0, 3=8-0-0, 4=8-0-0 Max Horz 1=-62(LC 6) Max Uplift 1=-81(LC 8), 3=-81(LC 8), 4=76(LC 8) Max Grav 1=125(LC 1), 3=127(LC 14), 4=250(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load 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 7) will bottom other ide chan cacon ectlon (by others)of trussr Preo bearing plate capable of withstanding 81 lb uplift at joint 1, 81 lb uplift at joint 3 and 76 lb uplift at joint 4. N",,`• C E•/� �•�'9,�},f-* No 58126 :'�.. 4/ •: 0 S OF 4#1 Philip J.:O'Regan PE N9.58126 6 Nk,USA, Inc. FL Cert 6634 6904 Parke East Blvd. TampaFl33610 Date: November 17,2020 A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 vedy 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, see ANSM11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914247 J40726A ZCJ1 JACK -OPEN 14 1 Job Reference (optional) ZZZU 5 VCl u ZUZU mi I eK maustries, Inc. I ue NOV 11 UdAb:4U ZUZU Page 1 ID:4tCN_ojK1G65CnfKD7uNbyKcBm-W9JDhilFJfrf465KuKUstFgcjEWgdOykYGb5ylKRf -2-0-0 0-11-4 2-0-0 0-11-4 Scale = 1:9.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 6 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=112(LC 8) Max Uplift 3=-34(LC 1), 2=-387(LC 8), 4=-57(LC 1) Max Grav 3=76(LC 8), 2=270(LC 1), 4=121(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3, 387 lb uplift at joint 2 and 57 lb uplift at joint 4. 4'ii, �N. , :CEN.S• �9 �. No 58126 .� : i'+ `� ;Philip J. Q'Ngan PE N.o.58126 MITekd1SA, Inc, FLCert 6634 6904 Parke East Mvd. Tampa FIL 33610 Date: November 17,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. " Design valid for use only with MTek® 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 vedy 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 Is MiTek' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qly Ply Vega T21914248 J40726A ZCJ3 JACK -OPEN 14 1 Job Reference o Clonal �a� wow uuas, r,. rrewe, FL ayyyo 8.420 s Oct 9 2020 MiTek Industries, Inc. Tue Nov 17 08:45:40 2020 Page 1 ID:4tCN_ojK1G65CnfKD?uNbyKcBm-W?JDhilFJfrf465KuKUstFgcjDGgdOykYGb5yIKRf -2-0-0 2-11 -i 2-0-0 2-11-4 —� Scale = 1:14.4 2-11-4 o-44a Plate Offsets (X Y)— 12:044.0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FSC2017/TPI2014 Matrix -MP Weight: 13lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=166(LC 8) Max Uplift 3=-36(LC 5), 2=-258(LC 8) Max Grav 3=57(LC 13), 2=258(LC 1), 4=46(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 3 and 258 lb uplift at joint 2. `,�•`Q`Z`�.�G E. N SF.•9,L��i No 58126 0 Philip J, O'Regan PE No.58126 Mrr USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTeke 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, see ANSI/7P11 Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 2D601 Tampa, FL 36610 Job Truss Type city Ply Vega rZCJ5 T21914249 J40726A JACK -OPEN 6 1 Job Reference o tional �a�wom uu rr. noicc, r� oyago t5 .4ZU s Uct 9 ZUZU MI I eK Inaustries, Inc, I Us Nov 17 U6:45:41 2U2U Page 1 ID:4tCN_ojK1G65CnfKD?uNbyKcBm=BZhOljfOdoiHEhHubsjO4oOh7W P4e7BOHp7XyIKRe -2-0.0 4-11-4 22_M 4-11-4 Scale = 1:19.3 4-11 4 4-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.05 4-7 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=221(LC 8) Max Uplift 3=-99(LC 8), 2=-250(LC 8) Max Grav 3=121(LC 13), 2=316(LC 1), 4=84(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 3 and 250 lb uplift at 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum ��R sheetrock be applied directly to the bottom chord. S�j,Q,1♦j♦♦' .0 1V Q No 58126 •: �., O F Philip J, O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 WARNING • Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 M iTek' 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, see ANS11TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply Vega T21914250 J40726A ZEJ5 JACK -OPEN 9 1 Jab Reference (optional) vvaa, nu rr. riowe, r� uyavo 0 .4ZU s Uct 9 2U2U mi I eK Inaustries, Inc. I us NOV 1 t Ud:4b:41 ZU2U Page 1 ID:4tCN_ojK1 G65CnfKD?uNbyKcBm_BZhOljfOdoiHEhHubsjO4oOh7WgP4e7BOHp7XyIKRe -2-0.0 5-0-0 2-0-0-� 5-0-0 Scale=1:19.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.05 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=223(LC 8) Max Uplift 3=-101(LC 8), 2=250(1_C 8) Max Grav 3=123(LC 13). 2=318(LC 1), 4=85(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 3 and 250 lb uplift at 2. joint 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum , Or sheetrock be applied directly to the bottom chord. �'�� , •,G E'N •, �9 'moo •�,t sic••.; -Q L ,''. ' .� No 58126 :?3 OF : 44/ A lee Philip J: O'RegagPE NQ.68126 MR U$A, Inc, FL'Cert 6634 6904.Parke East Blvd. Tampa Fk 33610 Date: November 17,2020 ® WARNING • Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/1912020 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 property 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 is Mink• always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/f Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qly Ply Vega T21914251 J40726A ZEJ7 JACK -OPEN 45 1 Job Reference (optional) r.. ro, vYa-ry d.4ZU S VCt W ZUZU MI I eK industries, Inc. I ue Nov 17 UdAb:42 2UZU Page 1 IDAtCN_ojK1 G65CnfKD7uNbyKcBm-SN74eNkHnxwZuOGUSJNyxIK6bWIN8XuHQ21 NfzylKRd -2-0-0 7-0-0 2-0-0 7.0-0 Scale: 1/2"=1' 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.10 4-7 >836 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 •BC 0.80 Vert(CT) -0.21 4-7 >402 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 26 lb FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=278(LC 8) Max Uplift 3=-160(LC 8), 2=260(LC 8) Max Grav 3=184(LC 13), 2=385(LC 1), 4=121(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 3 and 260 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum applied �� pJ. ... 01 sheetrock be directly to the bottom chord. � \ G E N • • �'q �� S .• '0 ,� • No 58126 •: OF • 4/ ..40 Philip 19`Repan PE No.58126 WT@K'USA, Inc. FL Cert 6634 t3904 Parke East Blvd. Tampa FL 33610 Date. November 17,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ^ Design valid for use only with Mrrek® 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 property 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 Is MiTek` 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, see ANSIlMP/i Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Vega T21914252 J40726A ZEJH1 Half Hip 1 1 Job Reference (optional) n.42u S UCt 9 ZUZU MI I eK Industries, Inc. TUB Nov 17 05:45:43 2020 Page 1 ID:4tCN_ojK1G65CnfKD?uNbyKcBm-wZhSrilvYE2QWYrg00uBTVtPkwDQt hQeimwCQyIKRc -2-0-0 3-6-9 5-D-0 2 M 3.6-9 1-5-7 Scale = 1:16.9 44 = 3x6 II 3.6-9 i1-5-7 LOADING (psf) SPACING- 2-0-0 •CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.04 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.06 6-9 >987 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.03 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 24 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 5=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=186(LC 8) Max Uplift 5=-44(LC 5), 2=-258(LC 8), 4=-36(LC 4) Max Grav 5=128(LC 13), 2=315(LC 1), 4=35(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 5, 258 lb uplift at joint 2 36 lb and uplift at joint 4. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum E Q`Z`.• �FC'•Aj S,. 9�j�ii sheetrock be applied directly to the bottom chord. No 58126 44/ '0. N A E�%%%�� nn� Phllip J, O.Regan PE No.58126 MITek,USA,.Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use onlywith 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 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 Is MiTek• always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcal on, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Type Qty Ply VegaT21914253J40726A TZEJSH2 Half Hip 1 1 Job Reference (optional) tea....... , , u r,, ne, un, r� ayago 0.42U S V ct 9 2UZU MI 1 BK mcustnes, Inc. Tue NOV 17 06:45:43 2020 Page 1 ID:4tCN_ojK1G65CnfKD7uNbyKcBm-wZhSrilvYE2QWYrg00uBTVtPkwDDt fQeimwCQyIKRc -2.0-0 1 6 9 5-0-0 2-0-0 3-5-7 Scale = 1:14.1 1 6-99 5-0-0 ' 1-9- 3-5-7 Plate Offsets (X,Y)— 12:0-0-0 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.04 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.31 Vert(CT) -0.07 5-6 >833 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(CT) 0.04 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 21 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 5=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=130(LC 8) Max Uplift 5=-1 (LC 5), 2=-276(LC 0), 4=91(LC 4) Max Grav 5=102(LC 3), 2=315(LC 1), 4=89(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 betweenbottom chord and any other members. ,�tt " , J A��/��, (the 7 Refer to irder s for truss to truss connections. ,�\�\p; - E. N 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint 5, 276 lb uplift at joint 2 91 lb ,`** R, '--c a �92 � and uplift at joint 4. • 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum No 58126 sheetrock be applied directly to the bottom chord. * r �:, ; ss, Philip J, O'Regan PE No.58126 MITek U$A, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use onlywith 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 property 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 WOW 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 oftrusses and truss systems, see ANSITP/1 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Qty Ply Vega ]Truss JTrUssType T21914254 J40726A ZHJ5 DIAGONAL HIP GIRDER 3 1 Job Reference (optional) "uas, rt. riewu, rL ovyvo 8.420 s Vct 9 2020 MITek Industries, Inc. Tue Nov 17 08:45:44 2020 Page 1 ID:4tCN_ojK1 G65CnfKD7uNbyKcBm-OIFg321XJYAH8iQsZkPQOIQQXKU7cPlalM WrksylKRb -2-9-15 3-5-7 7-0-2 2-9-15 �— 35-7 3-6-11 Scale = 1:19.0 Plate Offsets (X,Y)— [2:0-1-6,0-0-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.21 6-9 >392 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.24 6-9 >351 180 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Weight: 31 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=221(LC 24) Max Uplift 4=-95(LC 8), 2=-424(LC 8), 5=-27(LC 5) Max Grav 4=105(LC 17), 2=573(LC 28), 5=267(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-671/116 BOT CHORD 2-6=-175/548 WEBS 3-6=-579/185 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 Ito uplift at joint 4, 424 Ito uplift at joint 2 and 27 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 151 lb down and 110 lb up at 1-4-15, 151 Ito down and 110 lb up at 1-4-15, and 105 lb down and 54 lb up at 4-2-15, and 105 lb down and 54 Ito up at 4-2-15 on top chord, and 108 lb down and 85 lb up at 1-4-15, 108 lb down and 85 lb up at 1-4-15, and 34 lb down and 3 lb up at 4-2-15, and 34 Ib down and 3 lb up at 4-2-15 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, 5-7=-20 Concentrated Loads (lb) Vert: 10=53(F=26, B=26) 12=76(F=38, B=38) 13=7(F=3, B=3) %%1111111111 ,.%%� �p J. O'R� \\:. '•.� Q�•.�G E. N gF. 924�'. ND .5812.E '•. F �44/ ice•• P ' •:• Iilll Philip I O'Regan PE No.58126 MiTek USA, Inc, K Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 6/19/2020 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 property 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 Is MiTek' 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, see ANSM11 Duality Criteria, DSB-69 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 1 a Job Truss Truss Type VegaT21914255 J40726A ZHJ7 DIAGONAL HIP GIRDER L25T1 Job Reference (optional) U.- wV— r, uas, ri. rierue, rL a4y4o 8.42U s Uct 9 ZU2U MI I eK Inctustrie5, Inc. TUB NOV 17 08:45:45 2020 Page 1 ID:4tCN_ojK1 G65CnfKD?uNbyKcBm-sypCGOmA4s181R27RwfYwyfHkgpLoXj60F1 GlylKRa -2.9-15 4-10-7 9-10-1 2-9-15 4-10-7 4-11-10 Scale: 1/2"=1' i 4-10-7 9-10-1 Plate Offsets (X,Y)— [2:0-1-6,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.09 6-7 >999 180 BCLL 0.0 Rep Stress [nor NO WB 0.39 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 44 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-11-5, S=Mechanical Max Horz 2=276(LC 24) Max Uplift 4=-135(LC 8), 2=600(LC 8), 5=-262(LC 8) Max Grav 4=134(LC 1), 2=538(LC 28), 5=285(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-906/517 BOT CHORD 2-7=-590/737, 6-7=590/737 WEBS 3-7=-143/263, 3-6=787/630 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 , O, � R .- wide fit between the bottom ,�� p "• will chord and any other members. E At S�`•• Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 4, 600 lb uplift at `;Q�:•�,;Ci • joint 2 and 262 lb uplift at joint 5. 7) N O 58126 •. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 151 lb down and 110 lb up at 1-4-15, 151 lb down and 110 lb up at 1-4-15, 105 lbdown and 54 lb up at 4-2-15, 105 lb down and 54 lb up at 4-2-15, and 144 lb down and 127 lb up at 7-0-14, and 144 lb down and 127 lb up at 7-0-14 on top chord, and 90 lb down and 3 lb up at 4-2-15, 90 lb down 3 lb •� and up at 4-2-15, and 94 Ib down at 7-0-14, and 94 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. O F 8) In the LOAD CASE(S) 4� section, loads applied to the face of the truss are noted as front (F) or back (B). SOT LOADCASE(S) Standard 1) Dead ed + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25Unifo �jlCssi<•� R1 s (plo Vert: 1-4=54, 5-8=20 Concentrated Loads Philip J.b'Fiegan PE No.56126 F Vert: 11=53(=26, 8=26) 13=-61(F=-31, B=-31) 14=7(F=3, B=3) 15=-43(F=-22, B=22) MITekUSA, Inc; FL Cert 6634 '690q Parke East Blvd. Tampa FL 33610 Date: November 17,2020 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. " Design valid for use only with Mrlak® 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 property Incorporate this design Into the overall WOW building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing tV IiTek• 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, see ANSI/TIP/1 Quality Cdterla, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job russ Truss Type Qty PlyVegaT21914256J40726A J HJ7A DIAGONAL HIP GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.420 s Oct 9 2020 MiTak Industries, Inc. Tue Nov 17 08:45:46 2020 Page 1 ID:4tCN_ojK1G65CnfKD7uNbyKcBm-L8MaTknog9Q7N7ZFh8Ru58Vgl8954FnsKg7apkylKRZ -2-9-15 4-10-7 9-10-1 2-9-15 4-10-7 4-11-10 Scale: 12"=1' 4-10-7 4-11-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.13 7-10 >912 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.12 7-10 >973 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 44 lb FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-4 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=276(LC 8) Max Uplift 4=-134(LC 8), 2=-643(LC 8), 5=-271(LC 8) Max Grav 4=136(LC 1), 2=720(LC 28), 5=321(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1095/546 BOT CHORD 2-7=620/861, 6-7=620/861 WEBS 3-7=-158/343, 3-6=920/662 NOTES. 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • � tit l I f1ll,�I�� 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide , will fit between the bottom chord and any other members. ,%� �Q • R�C��I�� 5) Refer to girder(s) for truss to truss connections. E, N S�`• ��/ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 Ib uplift at joint 4, 643 lb uplift at A. Q�•• �,�C' 0� joint 2 and 271 lb uplift at joint 5. • •'• 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 151 lb down and 110 lb up at : No 58126 1-4-15, 151 lb down and 110 lb up at 1-4-15. 105 lb down and 54 lb up at 4-2-15, 105 lb down and 54 lb up at 4-2-15, and 144 Ito down and 127 lb up at 7-0-14, and 144 Ib down and 127 lb up at 7-0-14 on top chord, and 164 lb down and 85 lb up at 1-4-15, 164 Z lb down and 85 lb up at 1-4-15, 90 lb down and 3 lb up at 4-2-15, 90 lb down and 3 lb up at 4-2-15, and 94 lb down at 7-0-14, and " •44/ 94 lb down at 7-0-14 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). • : S F : LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ��S�ONA %` Vert 1(4'�54, 5-8=20 E Concentrated Loads (lb) Philip J, O'Regan PE No.58126 Vert: 11=53(F=26, B=26) 13=-61(F=-31, B=-31) 14=76(F=38, B=38) 15=7(F=3, B=3) 16=43(F=22, B=22) ruinkuSA, IOc, FL Cert6634 6904 Parke:EashBlvd. Tampa FL 33610 Date: November 17,2020 WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/182020 BEFORE USE. -- valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not Nil' a truss system. Before use, the building designer must verify the applicability of design parameters and property 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, see ANS171711 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Qty Ply Vega �Trusirype T21914257 J40726A ZHJ7B DIAGONAL HIP GIRDER 1 1 Job Reference (optional) coat wasr usa, rc. rierce, rL ays4o B.4ZU s Oct 9 ZU20 MITBk Industries, Inc. Tue Nov 17 06:45:47 2020 Page 1 I D:4tCN_ojK1 G65CnfKD?uNbyKcBm-pKwzh4oQbTYs?98RFsy7eL2?nXVYpliOZKkBLBylKRY -2-9-15 4-10-7 9-10-1 2-9-15 4-10-7 4-11-10 Scale = 1:23.5 4-10-7 B-10-12 9-10-1 A_1n_7 Plate Offsets (X,Y)— [2:0-3-10,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.12 8-11 >830 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.12 8-11 >861 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 49 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 *Except* 4-7: 2x6 SP No.3 REACTIONS. All bearings Mechanical except at=length) 2=0-10-15, 7=0-11-5. (lb) - Max Horz 2=276(LC 8) Max Uplift All uplift 100 lb or less at joints) 5, 6 except 2=575(LC 8), 7=467(LC 8) Max Grav All reactions 250 lb or less at Joint(s) 5, 6 except 2=640(LC 28), 7=594(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-921/338 BOT CHORD 2-8=-396/668, 7-8=396/668 WEBS 3-8=-127/314, 3-7=744/441 Structural wood sheathing directly applied or 4-8-10 oc purlins. Rigid ceiling directly applied or 9-9-6 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 5, 6 except Ot=lb) 2=575, 7=467, 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 151 lb down and 110 lb up at 1-4-15, 151 lb down and 110 lb up at 1-4-15, 105 lb down and 54 lb up at 4-2-15, 105 lb down and 54 lb up at 472-15, and 144 lb down and 127 lb up at 7-0-14, and 144 lb down and 127 lb up at 7-0-14 on top chord, and 164 lb down and 85 lb up at 1-4-15, 164 lb down and 85 lb up at 1-4-15, 90 lb down and 3 lb up at 4-2-15, 90 lb down and 3 lb up at 4-2-15, and 93 lb down at 7-0-14, and 93 lb down at 7-0-14 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: 1-5=-54, 6-9=20 Concentrated Loads (lb) Vert: 12=53(F=26, B=26) 14=-61(F=-31, B=-31) 15=76(F=38, B=38) 16=7(F=3, B=3) 17=-43(F=-22, 8= 22) 00t1111t1I�I ��Q1`�v • • G E N S �q2 �i `��. •: '�,� ,LC"• . ice. No 56126 •: Jr 441 Ph111p d O'Regan PE (dIr68126 MITI USA, Inc. 11 Cert 6634 69904 Parke East Blvd. Tampa FL 33610 Date: November 17,2020 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® 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' Isalways 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, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 +< Symbols PLATE LOCATION AND ORIENTATION j Center plate on joint unless x, y offsets are indicated. Dimensions are inft-in-sixteenths. h� Apply plates to both sides of truss and fully embed teeth. O'11e, - -I- For 4 x 2 orientation, locate plates 0- 'cis' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 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 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING 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: ANSIfTP11: 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. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 of O 2 U a. O F 8 7 6 5 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, ESR1988 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 Engineering Reference Sheet MII-7473 rev. 5/19/2020 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, 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. S. 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. 21.The design does not take into account any dynamic or other loads other than those expressly stated. A